HomeMy WebLinkAbout2827 WHIPTAIL LOOP; ; CBC2017-0636; Permit7
Ccity of
Cailsbad
C&mmercial Permit
Print Date: b7/03/2018 Permit No: CBC2017-0636
Job Addr es;, 2827 Whiptail Loop
Permit Type: BLDG-Commercial Work Class: t Cogen Status: Closed - Finaled
'Parcel No:. t 2091202600 Lot #: Applied: 12/08~2017
Valuation: $274,400.00 Reference #: Issued: 02/20/2018
Occupancy Group: Construction Type: Permit
Finaled:
# Dwelling Units:* Bathrooms: Inspector:
Orig. Plan Check #: Bedrooms:'. Final
Plan Check #: Inspectio C n: 7/3/2018 3:04:36PM
Project Title:
Description: CARLSBAD OAKS N-LOT 24: ROOF MOUNT- 5 DEG TILT, 686 MODULES, 1,000 DC MAX kW, NO RMA, NO UPGRADE
-Applicant: Owner: Contractor:
BAKER ELECTRIC INC RAF GROUP LOT 24, LLC N B BAKER ELECTRIC INC
ISELA VENTURA
111 C St, 200 1298 Pacific Oaks PI
ENCINITAS, CA 92024-3514 Escondido, CA 92029-2900
760-745-2001 x5172' 760-473-8838 760-745-2001
BUILDING PERMIT FEE ($2000+) $1,247.25
BUILDING PLAN CHECK FEE (BLDG) $873.08
SB1473 GREEN BUILDING STATE STANDARDS FEE $11.00
STRONG MOTION-COMMERCIAL $76.83
~.Total Fees:. $2,208.16 Total Payments To Date: $2,208.16 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 otherr required information with the City Managerfor processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failur6 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 1760-602-2700 1760-602-8560 f I www.carlsbadca.gov
ITHE F6LLOWINGAPkOVALS REQUIRED PRIOR TO PERMIT ISSUANCE: , [::]PLANNING E3ENGINEERING [3BUILDING OFIRE OHEALTH [::IHAZMAT/APC:D]
7 Building Permit Application Plan Check No./' 12v' n-1 -7 - A-v ~-z
C Ity 0 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value I c2 Z~ Ale 0 F!.h: 760-602-2719 Fax: 760-602-8558 ~Hsbac email: building@carlsbadca.gov Plan Ck. Deposit
ISWPPP www.carisbadca.gov
JOBADDRFSS-,'
- 2827 Whiptail Loop W.
Date
—
SUITE#/S1PACE#/UNIT# ~AP .
209 120 26 - 00
CT/PROJECT # LOT # PHASE # # OF UNITS 11 BEDROOMS BUSINESS NAME CONSTR. TYPE OCC. GROUP
Map 16145 . Lot 24
1 11 IIATHRO057MSTENAW
Carlsbad Oaks North - Lot 24
WEE CRIPTIONOFWORK: Include Square Feet of Affected Area(s)
A SOLAR PHOTOVOLTAIC SYSTEM WILL BE INSTALLED ON AN EXISTING COMMERCIAL BUILDING.
THE DC SYSTEM WILL OPERATE AT A MAXIMUM OF 1,OOOVDC.
THE PV SYSTEM WILL INTERCONNECT IN PARALLEL WITH THE EXISTING AC ELECTRICAL SYSTEM.
JHE ENERGY GENERATED BY THE PV SYSTEM WILL OFFSET A PORTION OF THE FACILITY LOADS. Total Modules = 686 Tilt angle= 5 deg
EXISTINGUSE PROPOSED USE GARAGE (SIF) PATIOS (SF) DECKS(SF) FIREPLACE AIRCONDITIONING
PM- Plahned industrial No change YESE]#. NO[Z] I YES [Z]NO E]
IFIRESPRINKLERS
YES[DNO[::]
APPLICANT NAME
P dimaryContact Isela Ventura PROPERTY OWNER NAME RAF Group Lot 24 LLC
ADDRESS- ADDRESS
1298 Pacific Oaks Place Ill C Street, Suite 200
CITYN STATE ZIP
'Escondido - - 92029 CA
CITY STATE ZIP
Encitas CA 92025
PHONE FAX PHONE .,'~i,-760-745-2001x 5172 760-473.8838 JFAx
EMAIL EMAIL
Iventura@Baker-electric.com
DESIGN PROFESSIONAL Daniel Postolan CONTRACTOR BUS. NAME
Baker Electric Inc
ADDRESS ADDRESS
1298 Pacific Oaks Place 1298 Pacific Oaks Place
CITY STATE ZIP CITY STATE ZIP I - . . , z~, Es'condido" - - - - CA 92029 Escondido CA 92029
PHONE FAX PHONE FAX -
~76b_-745'-2001X 5148 760-745-2001
EMAIL, EMAIL
Dpostoian@baker-electric.c orn
STATE LIC. # STATE LIC.# CLASS CITY BUS. LIC.#
161756 C10,C46,B
(Sec. 7031.5 Business and Professions Code:
applicant for such permit to file a signed state
Business and Professions Code) or that he is civil penalty of not more than five hundred dot
Any City or County which requires a permit to construct, alterimprove, demolish or rgair any structure, prior to its issuance, also requires the
ment that he is licensed pursuant to the provisions of the Cc tractor's License Law 1C apter 9, commending with Section 7000 of Division 3 of the
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,. lars ($5001).
WOM15100
WoWers'Compensatlon Declaration: hereby affirm underpenalty ofpedufy one ofthe following declarations:
El I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
I hav; ;nd .111 maintainw6rkers"com'pensation, as required bV Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Myworkers' compensation insurance caMer and policy I I ,
number are: Ins6rance Co. Alliant Insurance Services, Inc Policy No. MWC30560500 Expiration Date 03101/2018
This section need not be completed if the permit is for one hundred dollars ($100) or less.
Certificate of Exemption: I certify that in the performance h this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of
securewo eq~ompej oftwor"O"y . California. . WARNING: Failure to rk saiftncoverzig nlaVul, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in
addition to the cost of compensati on, damages rovided for lnt~/ code, Interest and attorney's fees.
41 pyp
CONTRACTORSIGNATURE [Z]AGENT DATE h7
I hereby aifirm thit am exempt'from Contractor's License Law for the followt . ng reason:
M 1, as owner of the property ;r 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, howiver, the building or impi~ovement 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).
I,a's ownero! 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).
I ~;'-e'lxempt under Section Business and Professions Code for this reason:
1 personally plan to provide the major labor and materials for construction of the proposed property improvement. [:]Yes [:]No
1 (have I have not) signed an application for a building permit for the proposed work.
1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number):
1 plan to pro'vide port ions 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):
14~5. 1 will prwide some of th4 w6k, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type ofwork):
A51PROPERTY OWNER SIGNATURE, []AGENT DATE
(30013)QM13 9900 0009001D 1300 00G3cQ(300[D(30VMG -0=00003 (mmilve Maly:
Is the appli6ant o~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? UYes L'No
Is the applicant or future building occupant required to obtain a permit from 6e air p6ll'ution control district or air quality management district? F—Yes No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? . [JYes I '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 ;~EMERGE~CY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
(3030MO&WI(DID G=(W00 &3130M
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).
e n d er' i N Sm`e Lendirs Address
I certilythatl have read the application and state that the above informabon Is correct and that the Information on the plans is accurate. lagreetocomp~wlth all City ordinances and State laws relating to building construction.
I h6byauthorize representative of the CilyofCarlsbad loenterupon the above mentioned property for inspection purposes. I ALSOAGREETO SAVE, INDEMNIFYAND KEEP HARMLESSTHE CITY OF CARLSBAD
'AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA:- An OSHA permit is req uired for excavations over 5'0'deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every Ormit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or wo* authorized by such permit is not commenced within
~,l 80 days from the date of such peAft or if ~the bu4i~ldinor work authorized by s ch permitis suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code).-
IeAP PLiCANT'S SIGNATURE DATE 7.4
e
t
STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE.
-Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection.
CERTIFICATE OF OCCUPANCY lCommercial Projects Onlyl
Fax (760)602-8560, Email building4carlsbadca.Q0 or Mail the completed form to City ofCarlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008.
#: (Office Use Only)
CONTACT NAME OCCUPANT NAME
~DDRESS - BUILDING ADDRESS
CITY STATE ZIP CITY STATE ZIP
Carlsbad CA
,PHONE
A~x
EMAIL OCCUPANT's BUS. LIC. No.
DELIVERY OPTIONS'-
"_-PICK UP: CONTACT (Listed above) OCCUPANT (Llited above)
CONTRACTOR (On Pg. 1) t
ASSOCIATED CB IMIAI~ iO: CONTACT (Listed above) OCCUPANT (Listed above)
CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION
—'MAILV FAX TO OTHER:
CHANGE OF USE/ NO CONSTRUCTION
)KAP1PLICANT'SSI6NATURE DATE
4-
4.
Permit,Typ~!. BLDG-Commercial Application Date: 12/08/2017 Owner: RAF GROUP LOT 24, LLC
Work C,Iass: Cogen Issue Date: 02/20/2018 Subdivision:
~tatus: Closed - Finaled Expiration Date: 12/31/2018 Address: 2827 \Nhiptail Loop
Carlsbad, CA 92010
IVIR Number: 8219
Scheduled Actual
Date. Start Date Inspection Type Inspection No. Inspection Status-) Primary Inspector Reinspection Complete
04113/2018 0411312018 Solar 064870-2018 Partial Pass Andy Krogh R6inspection Incomplete
Panel
Checklist Item COMMENTS Passed
BLDG-Bu.ilding Deficiency Prewalk of roof conduits and electrical room Yes
gear, clarification noted on card for SDG&E
'BLDG-Final 064871-2018 Failed Andy Krogh Reinspection Complete
Inspection
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-Plumbing Final No
BLDG-Mechanical Final No
P BLDG-Structural Final No
BLDG-Electrical Final No
06/10/2018 05/10/2018 BLDG-34 Rough 067628-2018 Passed Andy Krogh Complete
Electrical
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Rough electrical at roof and electrical room, Yes
SDG&E release pending power to building
and systems test
07/03/2018 07/03/2018 BLDG-35 Solar 063029-2018 Passed Andy Krogh Complete
Panel
BLDG-Final 063030-2018 Passed Andy Krogh Complete
Inspection
Checklist Item - COMMENTS Passed
r, BLDG-Structural Final Yes
BLDG-Elect~ical Final Yes
r
July 6,3, 2018 Page 1 of I
~Construction Testing & Engineering, Inc.
Inspection I Testing I Geotechnical I Environmental & Construction Engineering Civil Engineering Surveying
INSPECTION REPORT, PAGE OF
CTE JOB NO. /cD— IqZ jY1 j
REPORT NO.
PROJECT NAME _<'ALy9A4,0 c=>A(Zn INSPECTION MATERIAL IDENTIFICATION
ADDRESS z 4t> r ~Z "i ' 2 IR - 2 -7 vy Wi P _rA tz CONCRETE CONC. MIX NO. & lb/in 2
eA let-SA40 Ej REINF. STLEL 'GROUT. M,IX NO. & lb/in 2
2 ARCHITECT MASONRY. MORTAR TYPE & lb/in.
,-"..-ENGINEER P.T; CONCRETE REINF. STEEL GR./SIZE
-_C bNfRACTOR,.,: El STRUCTURALSTEEL FIELD WELD,ING
OTHER *SHOP WELDING HIGH-STRENGTH BOLT
INSPECTION DATE Ej BATCH PLANT MASONRY BLOCK
PLAN FILE/OTHER Ej EXP. ANCHOR OTHER
BLDG. PERMIT/OTHER OTHER
MATERIAL SAMPLING
E:1 CONCRETE Ej MORTAR [:1 GROUT FIREPROOFING [:1 MASONRY BLOCK
REINFORCING STEEL' STRUCTURALSTEEL BOLTS [_1 'OTHER
INSPECTIONS PERFORM ED,- MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS
PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES.
<n~,y —,.f7'0 7e-. &A<_4,AAt1v&t nt_— c_—AeSd AA1_eA9-r 61_i~>e-Aes A r rRA
t$,dze e;-~, r r.LA)~ S ft-tp 77,64 Z A,~-oalr /(/cZX,0 r--A,
7~-
Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications.
PRINTED NAME
CERTIFI-CATION-NO. .5 0 $~R/ SIGNATURE x
1441 Mon.tiel Road, Suite 115 Escondido, CA 92026 Ph (760) 746-4955 .1 Fax (760) 746-9806 1 www.cte-inc.net
.4-
0.
-,,Carlsbad CBC2017-0636
—.2/2/2018
EsGil
A SAFEbuilf Company
DATE: 2/2/2018 0 APPLICANT
_.P—JURIS.
JURISDICTION: Carlsbad El PLAN REVIEWER
Q FILE
PLAN CHECK NO.: CBC2017-0636 SET: II
PROJECT ADDRESS: 2827 Whiptail Loop W.
-PROJECT NAME: PM Planned Industrial (2x4O+30+50)KW PV system
The plan's transmitted herewith have been corrected where necessary and substantially
comply with the jurisdiction's building 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 Corporation until corrected plans-are submitted for recheck.
0, The applicant's'cop y 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:
EsGil Corporation staff did not advise the applicant that the plan check has been
'completed.
EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted~_.. Telephone #:
Date contacted: Email: Fax
Mail,% Telephone Fax In Person
RE' MARKS:
By,- Morteza Beheshti Enclosures:
EsGil Corporation
GA 0 EJ F-1 IVIB F-1 PC 1/25
74.
12/19/2017
JURISDICTION: Carlsbad
EsGil
A SAFEbuff Company
Ll_,4PPLICANT
JURIS.
Q PLAN REVIEWER
Li FILC
.,.PLAN CHECK NO.: CBC2017-0636 SET: I
?PR10JECT ADDRESS: 2827 Whiptail Loop W.
4.:PROJECT NAME: PM Planned Industrial (2x4O+30+50)KW PV system
The plans transmitted herewith have been corrected where necessary and substantially comply
with,the jurisdiction's building codes.
P.',Jhd~plans transmitted herewith will substantially comply with the jurisdiction's
code's when minor deficiencies identified below are resolved and checked by building
7- department staff.
-,T, he'plans transmitted herewith have significant deficiencies identified on the enclosed check list
-and should be corrected and resubmitted for a complete recheck.
-fThe check list transmitted herewith is for your information. The plans are being held at Esgil
-Corporation until corrected plans are submitted for recheck.
J3`-',,The a
.
l5plicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
he applicant's copy of the check list has been sent to:
Z ',.EsGii 6orpo'rati'on staff did not advise the applicant that the plan check has been completed.
r----
LLd~,rEsGil'Corporation staff did advise the applicant that the plan check has been completed.
";-',Person contacted: Daniel Postoian Telephone #: 760.745.2001 Ext 5148
b,a't'e contacted:WM (by: r)Cy Email: dpostoian@baker-electric.com Fax #:
ail V ,,-~Ieph6ris,," Fax In Person
R 'EMA6
,,;~-,By: Morteza Beheshti Enclosures:
'EsGil Corporation
EJ GA' E] EJ F~ MB F~ PC 12/11
-4~
320 Chesapeake Drive, Suite 208 San Diego, California 92M (858) 560-1468 Fax (858) 560-1576
!Carlsbad CBC2017-0636
12/19/2017
GENERAL PLAN CORRECTION LIST
1JURISDICTION: Carlsbad
PROJECT ADDRESS: 2827 Whiptail Loop W.
PLAN CHECK NO.: CBC2017-0636
(DATE REVIEW COMPLETED:
12/19/2017
REVIEWED BY: Morteza Beheshti
FOREWORD (PLEASE READ):
'This plan review is limited to the technical requirements contained in the International Buildingr
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, E.ngineering Department
or other departments.,'
:,.,~_,~4The.following items listed need clarification, modification or change. All items must be satisfied
.*~`befbre'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.
Please make all corrections and submit two new complete sets of prints to:
THE JURISDICTION'S BUILDING DEPARTMENT.
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?
LJ Yes 0 No
irlsbad CBC2017-0636 C.
Ji/ 19/2017
ELECTRICAL and ENERGY COMMENTS
PLAN REVIEWER: Morteza. Beheshti
ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE)
The 500- 800 VDC rated MTTP range for the inverters are exceeded with the number
of modules in any given string.
The new 4000 amp service bus connection ground electrode conductor should be
sized per CEC 250.66.
'Please demonstrate compliance with the fire 4' minimum access and pathways
setback requirements under section 3111.2.3.2- of the 2016 CBC. Show setback
dimensions on plans. There should be a minimum of 48" clear around the perimeter.
of the roof and the centerline of both axis of the roof.
4., P ovide the required separate ground electrode for the "photovoltaic rack assembly" r
per 690.47 (D) or connect to the building electrode system. If the electrode conductor
is routed through electrical equipment (disconnects, panels, meter enclosures, 'etc)
then provide a detail on the plans describing compliance with CEC 250.64(C).
(Conductor splices only allowed with compression connectors or exothermic welding.)
Size the ground electrode conductor per 250.166, not smaller than #8.
Please provide grouping of the inverter AC and DC disconnecting means.
Provide the following signage: "Service Disconnecting Means 1 of 2" (to be posted at
the main service disconnect) and "Service Disconnecting Means 2 of 2" (to be posted
at the new service disconnect).
-.71. Service modification: Service to be NRTL laboratory UL field labeled prior to final
inspection.
8. Describe, on the plans, the line side bus connection design. If a modification to the
service is necessary, a NRTL field evaluation will be necessary and is required to be
Noted on the plans.
STRUCTURAL
Provide a letter from the engineer of record, CTS, for the ballasted system indicating that
he or his designee has visited the site and found the roof covering at the site is'.
consistent with the wind tunnel test friction surface used for the testing of the Bear Claw
ballasted system.
Note on, the plans for the'ballasted system that the engineer of record for the ballasted
system, CTS, will provide special inspection for the construction of the ballasted system
per CBC Sections 1705.1.1 item #1 and 1704.2.1 2nd paragraph.
arlsbad CBC2017-0636
i/19/2017
3. Clearly show on the roof layout of modules arrays, the locations of the module/rack to (E)
roof framing "ATTACHMENTS", including: the size and specifications for the
ATTACHMENTS", the spacing dimensions between the "ATTACHMENTS", as well as,
the size and location of the roof framing members.
4* Provide "project specific" calculations from a CA State Licensed PE 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
PV1", "STRUCTURAL SEISMIC REQUIREMENTS AND COMMENTARY FOR
ROOFTOP SOLAR PHOTOVOLTAIC SYSTEMS" and 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.
Provide a letter from the engineer of record stating that: "A
'
fter 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"
Additional corrections may follow.
The plans shall indicate that special inspection will be provided (by the engineer of re6ord)
-,for the "BALLASTED SYSTEM". Section 1705. 1. 1.
Additional corrections may follow.
Note: If you have any questions regarding this Electrical and Energy plan review list please
contact Morteza Beheshti at (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.
Ai.lsbad CBC2017-0636
[DO NOT PAY — THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
"JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0636
-.PREPARED BY: Morteza Beheshti DATE: 12/19/2017
BUILDING ADDRESS: 2827 Whiptail Loop W.
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
BUILDING
PORTION'
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE
Air Conditioning
Fire Sprinklers
L
I TOTAL VALUE
Jurisdiction Code Icb rdinance
Bldg. Permit Fee by Ordinance VW1
Plan Check Fee by Ordinance
Type of Review:, F Complete Review
Other
Repetitive Fee
T, 'Repeats Houriv
EsGil Fee
Based..on hourly rate
%
1 $379377:5] .
E] Structural Only
3 Hrs. @
$105.00 $737175:~ ~OO
-4
Comments: 3 hours structural and electrical plan review.
Sheet 1 of 1
macvalue.doc +
A
TKJ Structural Engineering
9820 "411ow Creek Rd., Suite 455
San Diego, CA 92131
858.649.1700
www.tkj;e.c.om
RECEIVED
JAN 2 4 2018
CITY OF CARLSBAD
BUILDING DIVISION
STRUCTURAL CALCULATIONS
For:
Baker Electric
Carlsbad Oaks - Lot 24
2827 Whiptail Loop W.
Carlsbad, CA 92010
R; 7W t; ~ ~0
January 23, 2018
17147.00
CBC2017-0636
2827 WHIPTAIL LOOP
CARLSBAD OAKS N-LOT 24: ROOF MOUNT- 5 DEG TILT,
686 MODULES, 1,000 DC MAX kW, NO RMA, NO
UPGRADE
2091202600
1/24/2018
CBC2017-0636
L
TKJ Strudural Engineering
9820 Willow Creek Rd., Suite 455
San Diego, CA 92131
858.649.1700
www.tkjse.com l
SCOPE ANIJI TABLE OF CONTENTS
~T ro*ect Description:
'Client: Baker Electric'
Property: Carlsbad Oaks - Lot 24
2827 Whiptail Loop W.
Carlsbad, CA 92010
Scope:,
r The calculations provided herein are the property of TKJ Structural Engineering, Inc., and may
2 be used solely by the Client for the Project located at the Address noted above.
The project consists solely of evaluating the structural capacity of the existing roof framing for
'the additional loads imposed by the proposed ballasted solar arrays. Design of the ballast
system and all other components is the responsibility of others. -
Table of Contents:
Pages ection.
Design Loads 8~ Building Seismic Load 1 to 4
R oof Framing Key Plan 5 to 5
Typical Joist Check 6 to 7
"Roof Beams & Girders Check 8 to 10
Mechanical Attachment 11 to 12
SEAOC PV 1-2012 Displacements 13 to 13
I PQ Page 1 of 13 ...,GS Design Maps Summary Report
User-Specified Input
Report Title Carlsbad Oaks North - Lot 24
Tue November 28, 2017 22:27:43 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data.available in 2008)
Site Coordinates 33.140590N, 117.25541~0`4`
Site Soil Classification Site Class C - "Very Dense Soil and Soft Rock"
Risk Category 1/11/11I
USGS-Provided Output
S, = 1.039 g S,, = 1.039 g SIDS = "0;692 g
S, = 0.403 g S,, = 0.563 g SDI = 0.376 9..'
For information on how the SS and S1 values above have been calculated from p~obabilistic (ri'sk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application
and select the "2009 NEHRP" building code reference document.
MCIER Response Spettrum Design Rasponst Spt~,cfirum
i.ia C013
Q-99 CLW
am
am CL~Z
1 n CLM
CLUM
(121
CL22
ILI I t
CM
aim 1100 (120 CL4a aw am 1.00 LM 1.40 IJM IJKI 2ACI MW (163 a~m (2~153 as'j am I-00 I.M I_'La I.W I-W ZW
Perioet T (see) Periadj(sec)
For PGA,, T, CRSI and CFU values, please view the detailed report.
Although this information is a product of the U.S. Geological Survey, we'provide no warranty, expressed or implied,
as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter
knowledge.
BUILDING SEISMIC WALL WEIGHT
IDPID LOADS
Building I
Roof,Area = 118800 ft sq.
Wall Thickness = 7 in
Wa 11 Weight = ISO pcf ~.* -IV
4~
Total Area (ft) Openings (ft') Wall Area (ft') Weight (psf)
North Elevation 12368.2 1457.4 10910.9 8.3
South Elevation 12339.0 1424.0 10915.0 8.3
.'West Elevation. 14293.5 5588.2 8705.2 6.6
East Elevation 10144.8 1279.7 8865.1 6.8
Interior
Page 2 of 13
Project; Carlsbad Oaks - Lot 24
Project No.: 17147
Date: 11/29/2017
-"o
J0
30.1 psf
Page 3 of 13
-Proj~ct- Carlsbad Oaks - Lot 24
Project No.: 17147
Lq Date: 11/29/2017
DESIGN LOADS
DEAD LOADS
Building 1:
Roof Joists Beams Girders seismic
Built-up Roofing 2.3 2.3 2.3 2.3
Waterproofing 0.1 0.1 0.1 0.1
1/2" Struct I Ply 1.5 1.5 1.5 1.5
Insulation 1.0 1.0 1.0 1.0'
MEP 1.0 1.5 1.5-
Blkg, etc. - - 0.5 0.5
2x4 @ 24" o/c 0.7 0.7 0.7 0.7
OWSJ @ 8'-0" o/c 8.0 8.0 8.0 8.0
Ceiling 1.0 1.0 1.0 1.6
Walls - - - 30.1
Misc. 1.4 0.9 1.4 1.8
17.0 17.0 18.0 48.0 psf
Notes: Live Load: 20.0 20.0 20.0 psf
DL of beam member(s)
self-weight included
in analysis
Assumptions:
Loading applied from new panels to the roof members will cover the'ehtire tributary area oi that member. The
live load is removed in areas where panels occur because foot traffic will not occur. The live load that has been
removed is less than new added dead load, therefore loads have decreased from D+L load case. Dead load
governs over wind load.
System Weight (lb) Area (ft) Load (psf)
'Array. 1 9693 1986.9 4.88
Array 2 8740 J596.66 5.47
Array 3 5789.5 1032.64 .5.61
,Array 4 3606 .546.14 6.60
Arra~ ~~6554 1038.55 6.31
A~rray 6 18857 3844.71 4.90
Array 7 17110 31449.42- 5.43
T Array 8 14105 2559.96 5.k
i'Array,9 110062 1543.59 6.52
Array, 10 1 13129 1 2069.69 6.34
Page 4 of 13
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
Date: 1/23/2018 LI
'ARRAYLOADS
_,~'Arrav Loads Pe
.
r Plans (from Ecollibrium Solar Engineering Report)
Max psf
Total -107645.5 47668.26 2.26
Building Seismic Weight Increase
0
Building I
Syste rn Wt. (I lb)~ Roof Area (ft) Roof Load (psf
Existing 5696797 48.0
I nc.r 1.9 <, 10.0 Per CBC Section 402.4 'Exception, existing lateral load-carrying
structural elements are permitted to remain unaltered if the demand
capacity ratio dies not increase by more than 10%.
%!
-4.
4
3
B I
MEM11
I I I I I . . . . .
. . . . . . . . . .
0 INN
name!
mezzo
0 0 0 rmm MI see Oman awlawlso a
m ~, inn
. . . . . . . . . . . . . . . . . . . . .
Elsintanki
Man=
no=!
0
Marmo0 n
OEM:
MEF----
W Us cl
zomom
0 0
Z=,Rmlr.
IMM Mae
MEMO EMMIMMIN
m
immirim
HIM
m. i A%
MMIR
KID 0 1.
M33mum
MOEM
Man:
'or, 0
SEEM
Iffl,
Me!
I "IF
WIN
~jl UK
Page 6 of 13
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
Date: 1/23/2018
E
7 1;-
~~Vo.
od Beam Design
Label] RM -~.Joist
Lefi Overhang= 0.00 ft True Length= 0.00 ft
Yr, Center Span= 8.00 ft True Length= 8.00 ft
Right Overhang= 0.00 ft True Length= 0.00 ft
J;ist Spacing= 24" o.c. Overall Leng
-
th= 8.00 ft
-Roof Pitch= 0:12
LoiLdI JpEh Location
DIL LL or.6W From Left
Point Load 1 0 # 0 # 0 Al 0.00 ft
Point Load 2 0# 04 0# 0.00 ft
Point Load 3 0# 0#1 0 # 0.00 ft
t, Point Load 4 0 # 0 # 0 # 0.00 ft
JpEh Location
DL (psf) LL (psf) or.6W (pso' From Left
Start End Start End Start End Start End
20 0 0 0.00 ft 8.00 ft Existing 17.0 17.0 20
-,New 7 7 -20 -20 0 . 0 0.00 ft 8.00 ft
Di
-
st Load 3 0. 0 0 0 0 0 0.00 ft 0.00.ft
0.00 ft Dist Load 4 0 0 0 0 0 0 0.00 ft
f
.7pEh Location
DL (plf) LL (plf) or.6W (plf) From Left
Start End Start End Start End Start End
Dist Load 1 34,- 34 40 40 0 0 0.00 ft 8.00 ft
Dist Load 2 't 13 *13. -40 -40 0 0 0.00 ft 8.00 ft ,e
Dist Load 3, 0 0 0 0 0 , 0 0.00 ft 0.00 ft
Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft
n=6 1.0~ [1.0 for Wind loading or if not req'd per
ASCE 7710 12.4.3.11
Load Combination
D +'L' 0.6D (.6W or.7pE)
D t (.6W or.7pE) D + 6.75[L + (.6W or' .7pE))
Defleciion~ Criteria
AU<=F L 240 Kcr=
Joist Memlber'~eiign
S~ctlon 'Grade
2x4 Sawn DF#1
b=' 1.50 in F~= 180 psi
d=_ 3.50 in Fb= 1000 psi"
S 3.66 -i n3 E= 1700 ksi
5.36 in4
T1 J
Wood Beam Design
Shear Design Equation
F'~~ F~(CD)(CM)(CJ(C1)(CF)
fv= VC. / lb [=3V / 2bd for rectangular sections)
Flexural Design Equation
F'b= Fb(CD)(CM)(Ct)(CL)(CF)(CV)(Cfu)(Ci)(Cl)(C.)
fb= M / Sx
Modification Factors
CD= 0.90 Load Duration Factor INDS 12 Table 2.3.21
C,= 1.00 Wet Service Factor INDS 12 Table 4A, 4D, 5A, 5B]
Ct= 1.00 Temperature Factor INDS 12 Table 2.3.31
CL= 1.00 Beam Stability Factor INDS 12 3.3.31
1.= 24 in Effective Unbraced Length INDS 12 Table 3.3.3)
Rb= 6.11
CF= 1.50 Size Factor INDS 12 4.3.6]
CV= 1.00 Volume Factor [GLB's only. NDS 12 5.3.61
Cfu= 1.00 Flat Use Factor INDS 12 Table 4A, 4D, SA, SB]
Ci= 1.00 Incising Factor INDS 12 Table 4.3.8]
Cr= 1.15 Repetitive Member Factor [=1.15 if s<= 24" o.c.]
C~= 1.00 Curvature Factor [GLB's only. See NOS 12 5.3.81
Page 7 of 13
Project:, ',,Carlsbad Oaks - Lot 24
P~`Oject No.: 17147
Date: 1/23/2018
Analysis Summary
DL LL EorW Combinations
Vm"= 189 # 0 # 0# 189 #
Vmin~ -189 # 0 # 0 # -189 #
M."= 378 ft-lbs 0 ft-lbs 0 ft-lbs 378ft-lbs
M.in= 0 ft-lbs 0 ft-lbs 0 ft-lbs 0 ft-lbs
RL,u= 189 # 0 # 0# 189 #
RLmin= 113 #
RRmu= 189 # 0 # 0 # 189 #
RRmin= 113 #
Design Summary
f,= 54 psi D/C = 0.33. OK F',= 162 psi
fb= 1479 psi D~C = 0.96 OKI F'b= 1546 psi
ALL= 0.00 in 0.000 in 0.00 in OK
ATL= 0.0000 in 0.4774 in 0.00 in -
=L / 201 OK
Page 8 of 13
Existing Beam and Girder Check:
OAD J N C
P5 L P4 9-F-DuC i 13LE3
6 1 R-D E-; V 0 C ~-tDUC I (3Lr--
4 0 MA-), P.7 f,
41LAWRf) L E 14 1 blC~
3-11~) i- O'J 05 < V1 H914
-iOK~ 5EA V\
~\CL6Wj\6LE t . t) 4- L., 'z 2_ Ll
L #+
C.A .7
EW
-4- 22,1-1 1 12/r+
lb ca N tzcq -I
1<
k 7
V
P 4 L k
AL-ww 1A tJLC- I E 4;
I~M 1)~
0 EW. LO.Pk 0 1 r4 C-)
r L_,. _17
[C~
STRUCTURAL
L
Project: Baker - Carlsbad Oaks North - Lot 24 ENGINEERING
9320 Willow Creek Rd,, Ste. 455 ProjectNumber 17147 Page: of A San Diego, CA 92131
wwvOkjse com Prepared By: GG Date: 11/29/17
Page 9 of 13
Existing Beam and Girder Check:'
ALLOV,lia, nl~ 4 L V-( L
E VJ I kk C1
C
4-0~ C: '5,~ 'V~)
LJ
tQEW LONOIOCI
b (-1 9 jg-a
4 U r 11-1
C.,4 rj
E vJ ~OA-blN
4 L
GO 9- 1) E a a C-)
C A I
NEQ LO A- N C-1
T, L., D + L- Iq IC).jZ3 k' 4 d<
STRUCTURAL Project: Baker - Carlsbad Oaks NO~h - Lot 24 ENGINEERING
9820 Willow Creek Rd., Ste. 455 ProjectNumber 17147 Page: - of:
San Diego, CA 92131
vvww.tk1se.con7 Prepared By- GG Date: 11/29/17
Page 10 of 13
A . d e Existing Beam and Gir er Chi ck:
LOAQ IN C-7
-Tt
-2-0 o. N S v f-~ I XTIr"
a I MU%~ I UFXI-%L . Project: Baker - Carlsbad Oaks North - Lot 24
ENGINEERING
9820 Willow Creek Rd., Ste, 455 PfojectNumber 17147 Page:_ of:
San Diego, CA 92131 Prepared By: GG Date: 11/29/17 vvwwJkjse.com
Page 11 of 13
Project: Carlsbad Oaks - Lot 24
LI
Project No 17147,
Date: 12/6/2017.
U-ANCHOR ATTACHMENT
Desian Loads:
Roofing Height = 0 in
Wind Horizontal (Shear) = 283.50 # LRFD Level
Wind Vertical (Tension) = 283.50 # LRFD Level
CD = 1.6 See NDS 2015
Load Comb.: 0.61D + 0.6W
ASD Shear V 170.10 #
ASID Tension T =1 170.10 J#
Anchorage to Roof Sheathing:
Screw Spacing: 2.914 in
AnchorType: Wood Screw
Anchor Size: #14
# of Screws: 4
V/Screw 42.5 # ASD Level
T/Screw 42.5 1# ASD Level
Screw Shear Capacity: Dowel Bearing Strength NDS 2015 12.3.3.2
Plywood Grade: Struct. I
Plywood G = 0.5
Fe = 4650 psi NDS 2015 [Table 12.3.3B]
Plywood Thickness: 15/32"
Screw Diameter D = 0.242
Root Diameter Dr = 0.196 in.
P = 15/32"
Z'= CD F, p Dr 684 If
2 Screw Withdrawal Capacity: W 2850 G D NDS 2015 12. 2.2 [Eqn. 12.2-2]
W 172 Win.
w= 276 #/in.
T~ W' * p 129 #
Combined Shear & Tension: z., (Wof NOS 2015 12.4.1 [Eqn. 12.4~1)
(Wp)cos'(x+z!sln'(x
a= 45.00
Za' 217 #
R= 60 # Resultant applied load
D/C 28%
Page 12 of 13
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
Date: 12/6/2017
"U -ANCHOR ATTACHMENT
Plywood Flexure:
Joist Spacing: 24 in.
Maximum Moment M in-# Assume 2-spon continuous panel
Span Rating: 24/0
,.Bending Strength FbS = 250. in-#/ft.
~CG = 1.2 Assume 5-ply plywood
Strip Width Slope = 1.0:1
Slope both sides? Yes
Strip Width = 24, in.
Allowable Moment Ma = 960.0 in-# Includes C D and C G
D/C 86%
At
'Plywood Edge Nailing:
Nail 10d -Size:
-Nail Type: Common
'.Nail Spacing: 6" o.c.
Nail L = 3.00 in.
Nail D = 0.148 J i n.
t_ ~vv W = 1380 G D NDS Eqn. 12.2-3
W 36.10 Win.
W. W CD= 57.77 Win.
P= 2.53' in.
" T W' a p 146.22, #/nail'
# Nails Engaged: 2.00
Ta = 292 #
D/C = 60%
o
Page 13 of 13
Project: Carisbad Oaks North - Lot 24
Project No.: 17147
Date: 12/5/2017 LI
Unattached Ballasted Solar Panels - Seismic Sliding [Ref. SEAOC PV1-2012]
input
Site Class = C ASCE7-10,5ec.11.4.2
Ss = 1.039 USGS
Site Coefficient, F. = 1.000 ASCE 7-10, Table 11.4-1
SDS = 2/3 F~*S, = 0.693 ASCE 7-10, EQ 11:4-3
1, (Building) = 1.0 ASCE 7-10, Table 1.5-2
1p (Array) = 1.0 ASCE 7-10,,Toble 1.5-2 (Must nbt ex edi.0) ~e
Roof Slope = 1.2 degrees Must not exceed 3 degrees
Coefficient of Frictionl(Not less thon.0.4)
= 0.60
Seismic Design Category ASCE 7-10, Table 11.6-1&2
Design Seismk Displacement
AMPv = 5.1 in. [(S , -.4) 21*60 1 . n.
AMPv = 6.0 in. Minimum value for SDC D, E & F
AMPV = 6.0 in. Design value
SEAOC PVI -2012 Section 6: Design of Unattached Arrays to Accommodate Seismic Dis placement
Array Condition: Min. Separation:
Between separate solar arrays of similar construction 0.5(lp)ampv 3.0 in.
Between a solar array and a fixed object on the roof or
(lp)A. Pv E6.01n. solar array of different construction
Between a solar array and a roof edge with a qualifying
parapet (Min. 6" above center of mass of solar array OJAMPV 6.0 in.
and not less than 24" above roof surface)
Between a solar array and a roof edge without a 1.5(IjAmp v 9.0 in. qualifying parapet I
Analysis Summary:
The minimum solar array seismic separation has been coordinated / ve rified with the solar designer
layout plans. Therefore, the design is structurally acceptable per SEAOC PV1-2012.
L-BRACKET
LI-ANCHOR 2400
#14 x 1-1/2" WOOD SCREW
(4) PER U-ANCHOR (E) 1/2" PLYWOOD
ROOF SHEATHING, V.I.F. (E) 1 Od @ 6" E. N., V.I. F.
S/
Y E STRUCTURAL
rn (f3 L.U. 0 .0 m ENGINEERING 845 C/3 CC X 9820 Willow Creek Rd., Ste. 455 Detail
Exp: - -1 San Diego, California 92131
Ll 858.649.1700 www.tkjse.com Project M 17147 UCT
Date: 12/05/17 S.1
December 6, 2017
17147.00
TKJ Structural Engineering
9820 Willow Creek Rd., Suite 455 T,
San Diego, CA 92131'
858.649.1700
Lq www.tkjse.com
STRUCTURAL CALCULATIONS
For:
Z Baker Electric
Carlsbad Oaks - Lot 24
2827 Whiptail Loop W.
Carlsbad, CA 92010
Date:
TKJSE Job No:
CBC2017-0636
2827 WHIPTAIL LOOP
CARLSBAD OAKS N-LOT 24: ROOF MOUNT- 5 DEG TILT,
686 MODULES, 1,000 DC MAX kVV, NO RMA, NO
UPGRADE
2091202600
12/8/2017
CBC2017-0636
Lq TKJ Structural Engineering
9820 Willow Creek Rd., Suite 455'
San Diego, CA 92131
859.649.1700
www.tkjse.com
SCOPE AND TABLE OF CONTENTS
'P.roiect Description:
Property: Carlsbad Oaks - Lot 24
2827 Whiptail Loop W.
Carlsbad, CA 92010
-.Client: Baker Electric.
Scope:
The calculations provided herein are the property of TKJ Structural Engineering, Inc., and may
be used solely by the Client for the Project located at the Address noted above.
7
The project consists solely of evaluating the structural capacity of the existing roof framing for
the additional loads imposed by the proposed ballasted solar arrays. Design of the ballast
system and all other components is the responsibility of others.
Table'of Contents:
Section Pages
Design Loads & Building Seismic Load 1 to 4
Roof,Framing Key Plan 5 to 5
Typical Joist Check 6 to 7
Roof Beams & Girders Check,. 8 to 10
M. ech a n ica I'Attach m e nt 11 to 12
SEAOC PV 1-2012 Displacements 13 to 13
0
T
Page 1 of 13 USGS Design Maps Summary Report
User-Specified Input
Report Title Carlsbad Oaks North - Lot 24
Tue November 28, 2017 22.:27:43 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard,data available in 2008)
Site Coordinates 33.140590N, 117.255410W.
Site Soil Classification Site Class C - "Very Dense Soil and Soft Rock"
Risk Category 1/11/1H
74 M0
A irpou tis- r/
h
f
1un] 92Z/
Oceansi cdr %L
78
Carlsba 0 arco's
'Ad ZIP^
di
USGS-Provided Output
Ss = 1.039 g S,, = 1.039 g So, = 0.692 g~
S, = 0.403 g S,, = 0.563 g So, = 0.376 9
For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application
and select the "2009 NEHRP" building code reference document.
MCIER Respon se Slpac trum Datsign Respoinse Sptictrum
CL 1-0
w5s
am
CL77 CLA9
ab" CL42
CL21
V1 am CLM
(L"
a,.0
CL?2 CLI&
M11 CON
a03 (Lao
CLOO MM CL40 cLGo am im i-m i.4a uk IM 2-aO rLO3 a-Z3 aAO CLGYJ It It 1.40 L60 IM ZM
Period. T (see) Perioct T (sec)
For PGA,, T, CRSI and C,, values, please view the detailed repo
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or impliecl~.
as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter
knowledge.
Page 2 of 13
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
Date: 11/29/2017
BU ILDING SEISMIC WALL WEIGHT
DEAD LOADS
Bui~jing ~1
4 Roof Area 118800 ft sq.
Wall Thickness 7in
Wall Weight 150 pcf
North Elevation
Total Area (ft) Openings (ft') Wall Area (ft) Weight (psf)
12368.2 1457.4 10910.9 8.3
South Elevation 12339.0 1424.0 10915.0 8.3
West Elevation 14293.5 5588.2 8705.2 6.6
East Elevation 10144.8 1279.7 8865.1 6.8
Interior
Pago 3 of.13
Project: Carlsbad Oaks - Lot 24
Project No.:. 17147
Date: -11/29/2017 q Lq
DESIGN LOADS
DEAD LOADS
Building 1:
Roof Joists Beams Girders Seismic
Built-up Roofing 2.3 2.3 2.3 2.3
Waterproofing 0.1 0.1 0.1 0.1
1/2" Struct I Ply 1.5 1.5 1.5 1.5
Insulation 1.0 1.0 1.0 1.0
MEP 1.0 1.5 1.5 1.0
Blkg, etc. - - 0.5 0.5
2x4 @ 24" o/c 0.7 0.7 0.7 0.7
OWSJ @ 8'-0" o/c 8.0 8.0 8.0 8.0
Ceiling 1.0 1.0 1.0 1.0
Walls - - - 30.1
Misc. 1 1.4 0.9 1 1.4 1.8
17.0 17.0 18.0 48.0 psf
Notes: Live Load: 20.0 20.0 20.0 psf
DL of beam member(s)
self-weight included
in analysis
Assumptions:
Loading applied from new panels to the roof members will cover the entire tributary area of that member. The
live load is removed in areas where panels occur because foot traffic will not occur. The live load that has been
removed is less than new added dead load, therefore loads have decreased from D+L load case. Dead load
governs over wind load.
A ,
Page 4 of 13
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
. Date: 11/29/2017
ARRAY LOADS
Array Loa~s per Plans (from Ecolibrium Solar Engineering Report)
Max psf
Total 96595 19429 4.97
-Building Seismic Weight Increase
ilding 1
System Wt. (lb) Roof Area (ft) Roof Load (psf)
_'Existing 5696797 118800 48.0
% 1.7 < 10.0 Per CBC Section 402.4 'Excep
,
tion, existing lateral load-carrying
structural elements ore permitted to remain unaltered if the demand
capacity ratio dies not increase by more than 10%.
System Weight (lb) Area (ft) Load (psf)
Array 1 21920 5319 4.12
Array 2 20159 4224 4.77
Array 3 13032 -2575 5.06
Array 4 12267 2133 5.75
A reay 5 11948.5 2079 5.75
Array 6 17268.5 3099 5.57
Page 5 of 13
Roof Framing Key Plan-,*.,'~*"*..',
nA QnB nc no ~~InE nF Q H
Mom
0 ,Zrom ommm
,own
woon
-C :I Z 30 M Ica
am==
TT.-- lumm
SIZE
low
............ . . . . . . . . . . . . . . . . . .......... . . .
02ME
. . . . . . . . . . . . .
W-Irm wwmw
oil
ME
.........
8:
MEMO
coca
Mom-'MOM= MWA=:
RR:
sam oon
LIENER
Zoo:
irm mom ===on
C v so
CAME z w MW Ow no
I on== ===F zoo
mom no
WR MMM41
30010
limp=
NIESIEWME
Q 'Min I U,=
56110"
q
Page 6 of 13
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
Date: 11/29/2017
Wood Beam Desian
4 'Joist Labell RM
Geometry
Left Overhang~_ 0.00 ft True Length= 0.00 ft
CenterSpan= 8.00 ft True Length= 8.00 ft
Right Overhang= 0.00 ft True Length= 0.00 ft
24" o.c. Overall Length= 8.00 ft ~oist Spacing=
Roof Pitch= 0:12
.7pEh Location
'.DL LL or.6W From Left
'Point Load 1 0 # 0 # 0 # 0.00 ft
~Point Load 2 0 # 0'# 0 # 0.00 ft
Point Load 3 0 # 0 # 0 # 0.00 ft
Point Load 4 0 # 0#- 0 # 0.00 ft
.7pEh Location
DL(psf) LL(psf) or.6W (pso From Left
Start End Start End Start End Start End
Existing 17.0 17.0 20 20 - 0 0 0.00 ft 8.00 ft
New. -6- 6 - -20 -20 0 0 0.00 ft 8.00 ft
D t is Load 3- 0 4. 0 0 0 0 0. 0.00 ft 0.00 ft
Dist Load 4 - '0 0 10 0 0 0.00 ft 0.00 ft
.7pEh Location
LL (plf) or.6W (plf) From Left DL(plf)
Start End Start End Start End Start End
Dist Load 1 34 -34 40 40 0 0 0.00 ft 8.00 ft
-40 -40 0 0 Dist Load 2 ~12 12 0.00 ft 8.00 ft
Dist Load 3 0 0 0 0 0 . 0 0.00 ft 0.00 ft
Dist Load 4 01- 0 0 0 0 0 0.00 ft 0.00 ft
(1.0 for Wind loading or if not req'd per 1.0'
ASCE,7-10 12.4.3.1]
Load Combinations
'D + V, 0.6D (.6W or.7pE)
D.!~ or.7pE) D +-0.75[L + (.6W or.7pE)]
.-Deflection Criteria
ALL<=F-T 240 ATL<~F___L/180 Kcr=
J~lsi Member Design
S;ction Grade F_ 2x4 Sawn DF#1
b=.. 1.50 in. F~= 180 psi,
-d= 3.56 in.- IF"= 1000 psi
,S s 3.06 in3 E= 1700 ksi
5.36 in4
Analysis Summary
DL LL EorW Combinations
V..= 182 # 0 # 0 # 182 #
Vmin= -182 # 0 # 0 -182 #
Mm"= 364 ft-lbs 0 ft-lbs 0 ft-lbs 364 ft-lbs
Mmin= Oft-lbs 0 ft-lbs 0 ft-lbs 0 ft-lbs
RLm.= 182 # 0 # 0 # 182 #
RLmin= 109 #
RRmm~ 182 # 0 # 0 # 182 #
RR.ln= - 109 #
Design Summary
f,= 52 psi D/C 0.32 OK F',= 162 psi
fb= 1426 psi 1
D/C 0.92 OK F'b= 1546 psi
ALL= 0.00 in- 0.000 in 0.00 in OK
0.0000 in 0.4602 in 0.00 in rATL=
=L / 209 OK
T J K
Page 7 of 13
Project: Carlsbad Oaks - Lot,24
Project No.: 17147
Date: 11/29/2017
Wood Beam Design
Shear Desian Eguation
F'~= F~(C0)(CM)(Ct)(CXCF)
f,= VQ / lb [=3V / 2bd for rectangular sections]
Flexural Design Equation
F'b= Fb(CD)(CM)(Ct)(CL)(CF)(CV)(Cf.)(Ci)(Cl)(CI)
fb= M / S.
Modification Factors
0.90 Load Duration Factor INDS 12 Table 2.3.21 CD =
CM= 1.00 Wet Service Factor INDS 12 Table 4A, 4D, 5A, SBI
Ct= 1.00 Temperature Factor INDS 12 Table 2.3.31
CL= 1.00 Beam Stability Factor INDS 12 3.3.3]
I.= 24 in Effective Unbraced Length INDS 12 Table 3.3.31
Rb = 6.11
CF = 1.50 Size Factor INDS 12 4.3.61
Cv= 1.00 Volume Factor IGLB's only. NOS 12 S.3.61
cfu= 1.00 Flat Use Factor INDS 12 Table 4A, 4D, SA, SBI
Ci= 1.00 Incising Factor INDS 12 Table 4.3.8)
C,= 1.15 Repetitive Member Factor [=I.IS if s<= 24" o.c.)
Cc= 1.00 Curvature Factor [GLB's only. See NOS 12 5.3.81
Page 8 of 13
Existing Beam and, Girder Check:
OA-1) NI C-1
P5
DL J~ r C L
20 13 A-LrL A ~T P, Q M-~Lhy OL PS
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AC v -2 S'Jl P50[-;
.,
L
STRUCTURAL 'Project Baker - Carlsbad Oaks North - Lot 24 ENGINEERNG
9820 Willow Creek Rd., Ste. 455 ProjectNumber: 17147 Page: of.
San Diego, CA 92131
-A ivww.lkjse.com Prepared By: GG Date: 11/29/17
Page 9 of _1 3
Existing Beam and Girder Check:
I p-n E ~L- 9-(,-) -
AM-ovjA-Fju~- 1— 4 L r ;7- Il I-
NEW L, 0 A ID I ~A (1
T, L- b 4-L-, E L( o<
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C A I k)-)
WEW L-OA~~INI—q
T, L~ D qV
STRUCTURAL Projea. Baker - Carisbad baks North - Lot 24
ENGINEERING
9820 Willow Creek Rd,, Sle, 455 ProjectNurnber: -17147 Page: of:
San Diego, CA 92131
wwwAise.com Prepare,dBy: GG Data: 11/29/1 7
Page 10 of 13
Existing Beam and Girder Check:
I ~A V E ~1 CK'
LOAQ iN
1\4 V r_ -IkTJ, .2-0 6) o A (2, r4 S
-TYe I C, A 4. F) 0- WS-ff—
Aw-ow)~-v'Lr- LCIA D IN C1 L,
(4A e f~ 0/4) 4L-
M L STRUCTURAL Project: Baker - Carlsbad Oaks North - Lot 24
ENGINEERING
9820 Willow Creek Rd., Ste. 455 ProjectNumber 17147 Page: _ of:
San Diego,, CA 92131 Prepared By: GG Date: 11/29/17 www.tkjse.coni
Page 11 of. 13
Project: Carlsbad Oaks -Lot 24
Project No.: 17147
Lq Date: 12/6/2017.
U-ANCHOR ATTACHMENT
Design Loads:
Roofing Height = 0 in
Wind Horizontal (Shear) = 283.50: # LRFD Level
Wind Vertical (Tension) = 283.50. If LRFD Level
CD 1.6 See NDS 2015
Load Comb.: 0.61) + 0.6W
ASD Shear V 170.10 #
ASD Tension T 170.10 J#
Anchorage to Roof Sheathina:
Screw Spacing: 2.914. i n
AnchorType: Wood Screw
Anchor Size: #14"~
# of Screws: 4
V/Screw 42.5 # ASD Level
T/Screw 42.5 1# ASD Level
Screw Shear Capacity: Dowel Bearing Strength NDS 2015 12:3.3.2
Plywood Grade: Struct. 1
Plywood G 0.5
F~= 4650 psi NDS 2015 [Table 12.3.3B]
Plywood Thickness: - 15/32"'
Screw Diameter D - 0.242 in.
Root Diameter Dr 0.196 in.
P = 15/32"
Z' CD Fe p Dr= 684 #
2 Screw Withdrawal Capacity: W 2850 G D NDS 2015 12.2.2 [Eqn. 12.2-2]
W 172 Win.
W.= 276 #/in.
Ta W'* p 129 #
Combined Shear & Tension: Woz NDS 2015 12.4.1 [Eqn. 12.4-11
(Wp) cos2 ct + Z sin 2 ot
a 45.00
Za 217 #
R= 60 # Resultant appjied load
D/C 28%
Page 12 of 13
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
Date: 12/6/2017'
Joist Spacing: 24 in.
',Maximum Moment M 829.2375 in-# Assume 2-spon continuous panel
Span Rating: 24/0
Bending Strength FbS = 2SO in-#/ft.
CG = 1.2 Assume 5-ply plywood
Strip Width Slope = 1.0:1
'Slope both sides? Yes
I Strip Width = 24 in.
Allowable Moment M. = 960.0 in-# Includes C D and C G
% 44 D/C = 86%
41ywood Edae Nailing:
Nail Size: 10d
Nail Type: Common
Nail Spacing: 6" o.c.
Nail L 3.00 in.
N ilD= 0.148 in.
W= 1380 G 5/2 D NDS Eqn. 12.2-3
W 36.10 #/in.
C D 57.7.7 On.
-p= 2.53 in.
T~=W'*P= 146.22 #/nail
Nails Engag ed: 2.00
4, Ta 292 #
D/C 60%
Page 13 of 13
Project: Carlsbad Oaks North. Lot 24
Project N'o.: 17147,,
Date: 12/5/2017 Lq
Unattached Ballasted Solar Panels - Seismic Sliding [Ref. SEAOC PV1-2012].
Input
Site Class = C ASCE 7-10, Sec. 11.4.~
Ss = 1.039 USGS
Site Coefficient, F, = 1.000 ASCE 7-10, Table 11.4-1
Sos = 2/3 F~*S, = 0.693 ASCE 7-10, EQ 11.4-3
le (Building) = 1.0 ASCE 7-10, Table 1.5-2
1 p (Array) = 1.0 ASCE 7-10, Table 1.5-2 (Must ~ot exc~ed 1:0)
Roof Slope 1.2 degrees Must not exceed 3 degrees
Coefficient of Friction (Not less than 0.4)
0.60
Seismic Design Category ASCE 7-10, Table 11.6-1&2
Design Seisrnk Displacement
AMPV ~ 5.1 in. =[(S,,,-.4)'J-60 in.
ampv = 6.0 in. Minimum value for SDC D, E F
Ampv = 6.0 in. Design value
SEAOC PVI-2012 Section 6: Design of Unattached Arrays to Acc6mmodate-Seis'mk Disnlacern~nt
Array Condition: Min. Separation:
Between separate solar arrays of similar construction 0.5(lp)Ampv 3.0 in.
Between a solar array and a fixed object on the roof or (IP)Ampv = 6.0 in. solar array of different construction
Between a solar array and a roof edge with a qualifying
parapet (Min. 6" above center of mass of solar array (le)AmPv = 6.0 in.
and not less than 24" above roof surface)
Between a solar array and a roof edge without a 1.5(1,)Ampv
qualifying parapet
Analysis Summary:
The minimum solar array seismic separation has been coordinated Verified with the solar designer
layout plans. Therefore, the design is structurally acceptable per SEAOC PV1-2012.
tklP J!!L.f- :1 f7
Basic Wind Speed - 3 Second Gust 110 mph
Occuparicy Categoiy 11
1rhportance Factor 1.00
Exposure Category B
Roof Height 35 ft.
Solar Panel Module Weight 50.71 lbs, 48.50 lbs
(Yingli YL320P-35b and YL330D-36b)
L Solar Panel Module Length .77.01 inches, 77.17 inches
(Yingli YL320P-35b and YL330D-36b)
V Solar Panel Module Width 39.06 inches, 39.06 inches
(Yingli YL320P-35b and YL330D-36b)
Solar Panel Orientation Landscape
Friction Coefficient 0.60
Existing R 6fType Granule Coated
Pg =,Ground Snow Load 0 Psf
Seismic Design Category D
Ss = 0.2s Response Ma0ped Acceleration Parameter 1.0381
Ballast Block Size 4" x 8" x 16"
,:Ballast Block Weight 32 lbs
RECEIVED
BC JAN 2 4 2018
CITY OF CARLSBAD
BUILDING DIVISION CE n Dayton Office Engineers
a
ENGINEERING REPORT
To: Ecolibrium Solar, Inc. DATE: January 22, 2018
507 Richland Avenue.
Athens, Ohio 45701
ATTN: Mr. Kyle Bas:arich NO: 21046D-1-1217-10
Current Products Engineer (Revision 1)
Re: 'Critical Review of Ballast Design Calculations and Roof Top Placement Drawings for the
Ecofoot5D Solar Panel Support System, Baker Electric — (Carlsbad Oaks North — Lot 24) 2827
Whiptail 'Loop W, Carlsbad, California; CBC Report No. 21046D- I - 1217- 10 (Revision 1)
'CBC Engineers and Associates, Ltd. (CBC) is pleased to submit our critical review of the
-ballast design calculations and placement shop drawings for the above referenced project. Ecolibrium
A&
Solar's Ecofbot5D solar panel support system,will be used to support new'solar panels on a building
rooftop-ai 2827 Whiptail LoopW, Carlsbad, California. The structural analysis of the Ecofoot5D
.system for this site has been performed in accordance with ASCE 7-10 using th6 design,criteria shown
in Table I below.
TABLE I - DESIGN CRITERIA
Dayton, 0H. Lexingtori, KY Hazard, KY Charleston, WV Harrisburg, IL
125 Westpark Road Centerville, Ohio 45459 / Phone: 937-428-6150 / Fa' '937 x: -428-6154
Visit us at wwwxbieli~ a,
401M
_Z'
Iiin Inc. 2 Janualy 22, 2018 kcoli&' 1 Solai
CBC Report No. 21046D-1-1217-10 (Revision 1)
Seismic analysis of the P.V array has been performed using this site criteria. The unattached
f
(ballasted only) methodology was employed in accordance with the SEAOC PVI-2012 document
Structural, Seismic Requirements and Commentary for Rooftop Solar Photovoltaic Arrays in order to
determine minimum offset distances under a seismic sliding scenario. The minimum offset distances
between the solar array and other objects based on this methodology are shown in Table 2 below.
TABLE2
MINIMUM OFFSET DISTANCES FOR SEISMICJNDUCED SLIDING
Other Ballasted PV Arrays 3.7 inches
Fixed Rooftop Obiects 7.4 inches
Rooftop Edge (with parapet) 7.4 inches
Rooftop Edge (no para~et) 11. 1 inches
KIt Determinations have bee:n made for the theoretical minimum ballast required to resist wind and
snow loading conditions, with the critical loading scenario being used to determine the overall minimum
ballast required.. For this project, the ballast necessary to resist uplift is the worst case loading scenario.
It is our understanding that seismic attachments to the existing roof structure with a minimum allowabel
lateral capacity.6f 284 pounds will be used to resist potential sliding loading due to seismic activity in
locations,where the minimum' offset distances as given in the above table have not been provided.
The wind'pressure and force coefficients used in the determination of the required ballast to
resist wind-induced'uolift and sliding of the Ecofbot5l) ballasted arrays are based on the results of the
Ecofbot2@ Racking System Wind Pressure Study performed for Ecolibrium Solar, Inc. by Rowan
Williams Davies & Irwin, Inc. (RWDI) as presented in their report dated December 3, 2014. Based on
this study,'the following two equations were provided to facilitate determination of the'theoretical
.!minir~um weight of ballast required to resist wind-induced uplift and sliding using the design criteria
as. shoiVdifiXable I above. The theoretical results for the minimum required ballast at each Ecofoot5D
location in'their respective location in the solar panel array are shown in the schematic attached in
Appendix B. The,placement sh6p,drawing attached in Appendix C depicts the location of each
Ecofo6t5D support and the actual suggested number of ballast blocks at each support as per the values
shown in the Appendix- B schematic.
-Ballast (lb) to Resist Upli
(lbs) aD.-'~allastuplift aw qz JGCpJ, Auplift — aD 'M Vlift
Dayton, OH Lexingtori,,KY Hazard, KY Charleston, WV Harrisburg, IL
125, Westpa& Road Cen'terville, Ohio'45459 / Phone: 937-4W-6150 Fax: 937-428-6154
itt www.cbceng.com
J
Ecofibrizan Solar, Inc. 3 Januaty 22, 2018
CBC Report No. 21046D-1-1217-10 (Revision
Ballast 01b) to Resist Sliding
aD Ballastdrag aw , qz [(qC,), Adrag 11f. + IGCI*. Auplift rag uplift aD M (Ibs)
where:
aw = factb~ on wind -load from ASCE 7-10
= factor- on dead load from ASCE 7-10 aD
3-se~ond gust Wind pressure (lbs/ft') for site, location from ASCE 7-10, including q_,
exposure factor and directionality factor (Kd 0.85) as per chapters 26 and 29 of
ASCE 7-10.
M self-weight of assembled system (Ibs) for approprike averaging area
A fricti6nal coefficient
Aupli~t area (ft2) of panel(s) projected onto a horimi-ital plane
'(W) of panel(s) projected onto a vertical plane area Adrag
16cpluplift absolute value of uplift pressu~e coefficient for selected averaging area
(GCp)* 'highest drag pressure coefficient multiplied by the appropriate area reduction factor drag
absolute value of highest uplift pressure coefficient multiplied by the appropriate area uplift
reduction factor
Bakd on-h'critical review of the ballast design calculations, it is the opinion of CBC that said
--calculations have been performed and prepared in accordance with the applicable provisions of the
Ireference~d stindards and accepted industry practices. The calculations are included in Appendix A. It
-,:is also the opinion of CBC that the Ecofoot5D placement shop drawings have also been performed and
prepared in accordance with the applicable provisions of the referenced standards and accepted
industry practices. The drawings are included in Appendix C. CBC has accordingly signed and sealed
this report and the Ecofoot5D placement shop drawings. As such, CBC is the Engineer of Record for
the structural analysis of the Ecofbot5D system for the above referenced pr 01
CBd has not evaluated the existing building structure for support of the proposed support.
system(s), and this is the resp6risibility of others than CBC. It is assumed others than CBC have
evaluated the building structure foe support of the proposed systern(s). It is assumed the roofing system 7
is installed according to the manufacturer's recommendations. If conditions for this project differ from
those expressed herein, Ecolibrium Solar, Inc. and CBC Engineers & Associates, Ltd. should be
n otified imm6di ~iely.
Payton,~W" i2exington, KY Hazard, KY Charleston, WV Harrisburg, IL
J. 125 Westpark Road Centerville, Ohio 45459 Phone: 937-428-6150 Fax: 937-428-6154
Visit us at ivWw.cbceng.com
%
Ecolibrittin Solar, Inc. 4 Janualy 22, 2018
CBC Report No..21046D-1-1217-10 (Revision 1)
This critical review engineering report provides information regarding the Ecofoot5D solar
panel support system by Ecolibriuim Solar, Inc. The solar panels are supplied and designed by others,
and are attached to the Ecofoot5D supports,. with provided Ecofoot5D hardware, according to the
instructions and requirements of Ecolibrium Solar, Inc. The Ecofoot5D system must be installed
-according to the instructions and requirements of Ecolibrium Solar, Inc. It is assumed that the ballast
-t "blocks will be installed in accordance with tfie recommendations of Ecolibrium Solar, Inc., and in such
~'a manner so that the required ballast will be permaneritly available for the life of the system. The
specific. ,construction techniques and methods chosen to install the Ecofbot5l) system as per the
requirements of Ecolibri,um Solar, Inc. and as detailed in this report are the responsibility of the
instal]Ati~n'contractor.'Independent conclusions, opinions or recommendations made by others than
CBC bas~d on'the information -provided herein are the responsibility of the independent party.
Our,,professi6nal service~.have been performed and our findings obtained"in accordance with
accepted'engineering ~ principles arid pr4ctices. No other warranty, expressed or implied is V
',-made. This.report is not-a bidding: document and shall not be used for that purpose. This report has
been pripam&for the exclusive use of Ec6librium Solar, Inc. for specific application to the project
-ety. herein described. The report shall be used in its enth
ou for the'opportunity to provide this report. If you have any questions, or require any Thank y
'contact us. further assistance, please
CBC Engineers & Associates, Ltd.
FESS/o
ce Rick L. Teach
r
-Staff Enginee Deepa Na ir
C 86132 M
Deepa Nair, '(P ~ivil Engineer
ProJet E gin er
OF CALIf 0.
RLT/DN/lb
ec: Client (I(basarich@ecolibriumsolar.com)
I-File,
It I Dayton, OH Lexington; KY Hazard, KY Charleston, WV Harrisburg, IL
12§,,.Westpa~k Road Center'016, Ohio 45459 / Phone: 937-428-6150 Fax: 937-428-6154
Visit us at www.cbceng.com
114 -1
APPENDIX A
CALCULATIONS
All
EcofibriumSolar
Uplift, Sliding and'-Seismic. Calculations.`
-Explanation of EcoFoot Syst~m Calculations and Design Procedure
Installer Name: Baker Electric
Project Name: Carlsbad Oaks North - Lot 24
Project Address: 2827 Whiptail Loop W
Carlsbad, CA 92010
,Date Prepared: 12/5/2017
Calculation Explanation Key Sections:
Introduction, Site Specifics and Variable Definition ....................... : ........... : ........................ Page 2
Wind Tunnel Testing, Uplift and Drag Force Calculations ..................................................... Page 3
Ballast Application to Sheet S-1.0 .............................................................. I ........... * .................. Page 5
Detailed Calculations From Table 4 .............................................. I .......................................... Page 7
SEAOC PV1 - 2012 - Section 5: Unattached Arrays .............................................................. Page 8
Table Of Figures:
Table 1: System Design Criteria ............................................................... ............................... Page 2
Table 2: PV Module Specifics ....................................................................... I ...... v .................... Page 2
Table 3: Calculation Inputs, Constants, and Variables .......................................
*
.......... :! ..... Page 3
Table 4: Ballast to Resist Uplift Calculations for the Above Address ................. ; .............. Page 4
Image 1: Aerodynamic Zones From RWDI Report ......................................... I ...................... Page 4
Table 5: Ballast to Resist Sliding Calculations ............................................... * - ..................... Page 5
Image 2: Ballast to Resist Sliding Equation from RWDI ..... ! ........................ : ........ : ................ Page S
Image 3: Example of Module and Ballast Graphical Representation ................................. Page 6
Image 4: Ballast Prescriptions Produced by Table 4 ....................... : ................................... Page 6
Table 6: Seismic Design Inputs .................................................................................................. Page 8
Table 7: SEAOC PV1 AMPV Definitions ............................. ............. ............................... ....... Page 8
Table 8: SEAOC PV1 Array Setback Requirement Calculations ........................................... Page 8
Table 9: EcoFoot5D Interconnection Strength .............................................................. ; ...... Page 9
Table 10: Maximum W1, and W1 side modules ................... ~:: .................................... : ......... Page 9
3rd Party Enaineering Resources
Rowan, Williams, Davies, & Irwin Inc (RWDI) -- Wind Tunnel Testing Per ASCE 7 IBC
Maffei Structural Engineering -- Peer Review of Wind Tunnel Testing
Testing Engineers, Inc. -- Friction Testing per ASTM G115'
CBC Engineers -- Professional Engineering Review and Certification
Page 1
ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701
Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010 EcofibriumSolar
Introduction, Site Specifics and Variable Definition
'In order to efficiently design EcoFoot5D ballasted photovoltaic systems, Ecolibrium Solar makes use of a proprietary
SbIar array design aid called "EcoCalcs": Starting with a set of design criteria, shown here in Table I below, EcoCalcs
utilizes methodologies laid out in the ASCE7 and SEACC PV1/PV2 documents, and derivative building codes. Actual
calculations for this project are included herein; and are accompanied bya step-by-step explanation of Ecolibrium
Solar's design process.
The output of EcoCalcs is a comprehensive set of ballast prescriptions, including Image 3 found on Page 5. Ballast
prescriptions are applied to a proposed system layout by the Ecolibrium Solar engineering team. CBC Engineers,
E-colibriurn Solar's professional engineering partner, has reviewed and verified EcoCalcs and reviews system designs to
ensure that calculations and ballast p'rescriptions were correctly applied. Upon successful review, CBC Engineers
.,provides a Stamped design review including relevant supporting documentation (this explanation included) and a
stamped, approved ballast plan.
.,,,Please note: Ecolibriurn Solar and CBC engineers are not conducting a structural review of the proposed site.
Belb~/, Table 1 and Table 2 list the design criteria and project details for a proposed system in Carlsbad, CA. These values
will be used throughout the remainder of this explanation.
Table 1: System Design Criteria
Table 2: PV Modulg Specifics
Module Manufacturer Yingli
Module Model YL330D-36b*
Module Orientation Landscape
Module Power (w) 330
Module Length (in) 77.17
Module Width (in) 39.06
,Module Weight (lbs.) 48.50
Worst case panel of the two panels
*reqs slip sheets
utilizing the inputs from Tables 1-and 2, the factors in Table 3 are generated for the site. This list of factors is used in
6rious ways to fully define a proposed system according to calculations laid out in the SEAOC and ASCE documents. In
the scope of this explanation, factors are used to calculate velocity pressure, qh as defined in ASCE7-05, Section 6.5.10,
an-d ASCE7-10, Section 30.3.2, and ultimately the amount of ballast required to offset uplift and drag forces.
Page 2
ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
Ecolibrium Solar Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010.
Table 3: Calculation Inputs, Constants, and Variables
Racking Component Weight 6.5 Ibs.
Ballast Block Weight 32 lbs.
Asymmetric lift load Rati (North Row) 1.8
Asymmetric lift load Ratio (South Row) 1.6
Ala= Effective Lift Area of PV Module 20.849 ft2
Ada= Effective Drag Area of PV Module 1.82 ft2
dLF1= Dead Load of Module and Attributed Racking 56.951 lbs.
Roof Setback Minimum ........................................................................................................................................................... 36. - ............................ in.
Load Combination Factor for Wind 0.6
Load Combination Factor for Seismic 1
a (from ASCE7 Table 6-2 or 26.9.1)= 7
zg (from ASCE7 Table 6-2 or 26.9.1)= 120 0.~ ft.
zmin (from ASCE7 Table 6-2)= 30' ft.
z selected (from zmin & inputs)= 35 ft.:]
"*******'** ................. Z'=-~~justment Factor for Building Height and Ex' p*"o"s"*u*'r"e'**********'**,'***** 06-5*3
Kzt= Topographic Factor 1
Kd= Directionality Factor 0.85
I= Importance Factor 1
Wind design load factor 0.6.
,Dead Load design load factor 10.6
lqh= Velocity Pressure (0.00256*Kz*Kzt*Kd*V'*I) 119.28
An explanation of variables:
Asymmetric Lift Load Ratio: This is a ratio describing the leverage created by EcoFoot base dimensioni,
module attachment location and location of center of ballast mass. Assessed as a'multiplier on top of ballait'
distribution scheme in Image 4.
dLF1= Dead Load of Module andAttributed Racking: the weight of one module and hardware attributed to'.
that module, not including ballast.
Ala= Effective Lift Area of PVModule:The surface area of a module projected ontothe horizontal plane for lift
calculations.
Ada= Effective Drag Area of PV Module: The surface area of a module projected onto the horizontal plane for
drag calculations.
qh= Velocity Pressure at height "h": Calculation prescribed by ASCE7-05, eq. 6.715, and ASCE7-10, eq. 30.3-1
Wind Tunnel Testing, Uplift and Dr6g Force Calculations
Wind tunnel testing of the EcoFoot product line to determine GCn values has been conducted by Rowan Williams Davies -
& Irwin Inc. (RWDI), a nationally recognized boundary-layer wind tunnel test firm.Testing was conducted in accordance
with ASCE7-05, section 6.6, and ASCE7-10, section 31.2. Module-specific GCn data allows for precise application of
ballast to prevent uplift. Deviation from prescriptive wind GCn values has been addressed according to SEAOC PV2 via a -
peer review of the wind tunnel testing and results by Maffei Structural Engineering.
GCn and qh are used to calculate the pressure exerted on each module via th6 design wind pressure equations (ASCE7-
05 — section 6.5.12.4, ASCE7-10 — section 30.4.2). Ballast required to offset uplift and drag forces (BWUz) is calculated
with load combination calculations from ASCE7-05/10 section 2.3.2. Detailed calculations for this project are found in
Table 4. Resulting required ballast BWUz is displayed graphically in Image 3.
Page 3
ecolibriumsolar.com 507 Richland Ave., Athens,,OH 45iol 740-249-1877
AMMONIUM
row
MMMMMMMMM==M
On
MCnK
M
CMM
M WOMMMMM M
MMM MMM
N
I
IN
I
EcolibriumSotar ~U plift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
Table 4: Ballast to Resist Uplift Calculations for Project Proposed in Carlsbad, CA 92010
Load Sharing Area
01
#col x Downforce x3 5x3 #rows (ixi)
~5
E
pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -6.2 -5.8 -5.0 9.6
UO WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs. -127. 1
-119.2 -103.3
' t DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -40.2 -35.4 -25.9
0 z BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 Ibs 66.9 59.0 43.1
pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -5.4 -5.0 -4.2 8.9
WLFUz=Uplift wind load force in Z directio.n=pUz*Ala lbs -111.2 -103.3 -87.4
t DLFUz=Uplift design load using ASD combo #7 = dLFI*0.6 + WLFUz*0.6 lbs -30.6 -25.9 -16.3 0
z BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs 151.0 43.1 27.2
a I J to pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -6.2 -4.2 9.6
'0 UJ WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -127.1 -103.3 -87.4
Z LU DLFUz=Uplift design load using ASID combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -40.2
1-5.0
-25.9 -16.3
BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs 66.9 43.1 27.2 1
pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -5.4 -5.0 '-4 2 8 9
20 WLFUz--Uplift wind load force in Z direction=pUz*Ala lbs l-8~ -111.2 -1031.3 4
17! DLFUz=Uplift design load using ASID combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -30.6 -25.9 -16.3
51.0 43.1 67.2 B Wuz=ballast weight required to resist wind uplift= -DLFUz/0.6 Ibs
E pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -6.9 -5.0 -4.2 13.5
UO WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -143.0 -103.3 -87.4
DLFUz=Uplift design load using ASID combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -49.7 -25.9 -16.3
0
EWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs .82.8 43.1 27.2
pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -6.6 -5.0 -4.2 13.1
WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -135.1 -103.3 -87.4
DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -44.9 -25.9 -16.3
BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 jibs 74.9 43.1 27.2
The aerodynamic differences among different sub-sections of a large array are handled by various calculation sections
(North Coirrier, North Edge, E/W Edge ... ) and apply according to the excerpt from the RWDI report shown below in
-Image 1. The highlighted sections of Table 4 correspond to specific module locations, also shown in Image 4: green - the
the'east or west edge, orange - the deep interior. See Page'7 for expanded calculations north corners, purple
pertaining to the highlighted sections.
4 Image 1: Aerodynamic Zones from RWD1 Report
Aerodynamic Zone Key Plan for Table 2 Aerodynamic Zone Key Plan for Table 3
(Portrait Orientation) (Landscape Orientation)
Page 4
ecolibri6msoli.r.clom 507 Richland Ave., Athens, OH 45701 740-249-1877.
U ibei 'mSol6i Upli-: Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010' -
To check the amount of drag a given sub-array will experience, the equation in Image 2 is utilized an excerpt from RWDI's
test report. Each sub-array is checked for sliding, proceeding from the smallest to largest or until drag no longer governs
total required ballast.
Table 5 lists the calculations used to identify the total required ballast to counteract drag forces and prevent sliding. Friction
values have been identified by Testing Engineers (IAS accredited) according to ASTM G115 - Standard Guide for Measuring
and Reporting Friction Coefficients. Unless detailed information is available pertaining to the location of the sub-array, the
roof's worst case uplift GCp are utilized in calculating drag and required ballast..
Ima e 2: Ballast to Resist Sliding Equation
Ballast fib) to Resist SlIdina
aD - Ballastd,,g aw qz [(GC,,)* Adrag JGCJ*, -A ,,if, aD'M Qb) dr%W 'Puft
e
Ballast Application to Sheet S-1.0
For easier interpretation, the results calculated in Table 4 are laid out in graphical representations—of a solar array, shown in
Image 4. Ecolibrium Solar engineers and draft6s make use of this graphical layout when applying ballast to a given system
design.
As shown in Image 3, the ballast required to resist lift - BWUz from Table 4 - is listed for each module location in Image 4. A
portion of each BWUz value is distributed to each of the connected EcoFoot Bases, also detailed in Image 3 and included in
Image 4. The total ballast required at each EcoFoot location is then calculated and rounded up' to the next ballast block
increment.
Page 5
ecolibriumsolar.com 507 Richland Ave., Athens, 45701 740-249-1877
EcofibriumSolar Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
Image 3: Example of Module and Ballast Graphical Representation
EcoFoot 2+ Ballost Lavout Break Line
t 2 1
r'J A7 17 '29
number of ballast blocks 0 2 0
52.47 27.36 0
Module, with required ballast 2 weight "BWUz" called out 0
The ballast prescription array shown in Image 4 is one of many similar arrays created automatically through EcoCalcs in
order to address all possible array configurations. The data calculated in Table 4 was ultimately used to assign ballast to the
~system design in Sheet S-1.0 by Ecolibrium Solar. EcoCalcs and the resulting ballast plan S-1.0 are reviewed by CBC Engineers
for correctness and completeness. once approved, an engineering report including Sheet S-1.0 and any supporting material
(this explanation included) are stamped and sealed by a professional engineer registered in the state where the project is
proposed.
Image 4: Ballast Prescriptions Produced by Table 4
2 _2 2 1 1
66.94 58.99 51.04 27.21 27.21
2 2 2 1 1 C
58.99 51.04 43.10 27.21 27.21
Aa-~ t --- (green dashed line)
~ EcoFoot location with re uired
EcoFoot 5D Ballast
0
C
e 2 2 2 1 1
58.99 51.04 43.10 27.21 27.21 0
2 2 2 1 F 1
43.10 35.15 27.21 27.21 27.21 E
-N E
2 2 tko
-0 43.10 35.15 27.21 27.21 27.21 M
0 2 2 1 1 CL X LU 43.10 35.15 27.21 27.21 27.21
(A W
2 2 1 1 1 1 C 0
4, . 43.10 35.15 35.15 27.21 27.21 M
2 2 2 2 ---2--
82.83 58.99 43.10 43.10 43.10
NOTE:'The colored module locations in Image 4 correspond to the some colored areas in Table 4: green - the north corners,
purple - th~ east or west edge, orange - the deep interior. See Page 7for more detailed calculations.
Page 6
olibriu m olar.com s. 507 Richland Ave., Athens, OH 45701 740-249-1877
North Corner Module
GCn Value from RWDI report: -0.32
gh value from Table 3: 19.28
pUz U lift design wind pressure in Z direction qh*GCn: -6.17 psf
Am Surface Area of Module: 20.93 sqft
Orn Module Incline: — 5 deg
Ala PV Module Lift Area = Am * Cos (0m): 20.85 sqft
WLFUz=Uplift wind load force in Z direction=pUz*Ala -127.14~ lbf
dLFI = Dead load of one module and attributed hardware: 56.95 lbf
DLFUz=Uplift design load using LRFD combo #6 = 0.9*dLF1+1.0*WLFUz -40.16
IBWUz = Ballast required to resist wind uplift = -DLFUz/0.9 .66.94 lbf
lbf
Page 7
ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
EcolibriumSolar Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
Detailed Calculations From Table 4
East/West Edge Module
-
GCn Value from RWDI report: -0.26
gh value from Table 3: 19.28
pUz Uplift design wind pressure in Z direction qh*GCn: -5.01 Psf
Am Surface Area of Module: 20.93 sqft
Orn Module Incline: 5 deg
Ala PV Module Lift Area = Am * Cos (Orn): 20.85 s4ft
WLFUz=Uplift wind load force in Z direction=pUz*Ala -103.30 - IV
dLFI = Dead load of one module and attributed hardware: 56.95 lbf
DLFUz=Uplift design load using LRFD combo #6 = 0.9*dLF1+1.0*WLFUz -25.86 lbf
BWUz = Ballast required to resist wind uplift = -DLFUz/0.9 43.10 lbf
Interior Module
GCn Value from RWDI report: -0.22
gh value from Table 3: 19.28
pUz Uplift design wind pressure in Z direction qh*GCn: 4.24 psf
Am Surface Area of Module: 20.93 sqft
Om Module Incline: 5 deg
Ala PV Module Lift Area = Am * Cos (Orn): 20.85 sqft
WLFUz=Uplift wind load force in Z dirktion=pUz*AIa -87.41 IV
dLF1 = Dead load of one module and attributed hardware: 56.95 lbf
DLFUz=Uplift design load using LRFD combo #6 = 0.9*dLF1+1.0*WLFUz - -16.32 lbf
BWUz = Ballast required to resist wind uplift = -DLFUz/0.9: 27.21 lbf
Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
EcofibriumSolar
SEAOC PV1 - 2012 - Section 5: Unattached Arrays
1~olibrium Solar utilizes,the unattached design approach to account for seismic force as provided for by Section 16 of
;the California Building Code (CBC) and the Structural Engineering Association of California PV1 Requirements (SEACC
PV1 -2012). Section 1613 of the CBC defines "Ballasted Photovoltaic System". SEAOC PV1 defines conservative
calculations to be used to design unattached photovoltaic systems, independent of friction considerations.
-,The unattached approach begins with the project specific design criteria. Table 6 lists the relavent project inputs.
SEAOC PV1 defines the value Ampv, which is the design seismic displacement of the array relative to the roof. This is
defined in Table 7.- According to SEAOC research, these values are more conservative than shake table testing.
Table 7: SEAOC PV1,6 Definitions
'For this project; the Seismic Design Category is evaluated as D, and so AMPV evaluates as 7.38 in. SEAOC PV1 Section 6 -
_Design of Unattached Arrays to Accommodate Seismic Displacement accommodates seismic events by providing
calculations to determine the minimum separation required between arrays and roof features. In a seismic event, this
minimum spacing ensures the ballasted solar system is allowed to move freely without damaging any roof features, or
%!itself.- The calculations outlined in SEAOC PV1 and results are shown in Table 8.
Table 8: SEAOC PV1 Array Setback Requirement Calculations
:'4
Page 15
'6colibriumsola
, ~-.com 507 Richland Ave., Athens, OH 45701 740-249-1877
Condition Calculation Result
Between arrays of similar construction 0.5(1p)AmPv 3.69 in.
Between array and fixed object (/P) AMPV 7.38 in.
Between array and roof edge with parapet (le) AMPv 7.38 in.
Between array and roof edge with no parapet 1.5 (le ) AmPv 11.07 in.
ar' EcolibriumSol Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
Once the minimum separation distances are defined, the maximum allowable array size is determined according to the-,
calculations found in Section 6 pertaining to the interconnection strength of an array. Ultimately, the arrays must not
break apart under the forces experienced during potential seismic events. The total horizontal force is defined in SEAOC
PV1 as the larger of 0.133SDSWi and 0.1W1, where W1 is "the weight of the portion of the array, including ballast, on the
side of the section that has smaller weight."
In practice, Ecolibrium Solar uses the SEAOC equations to calculate the maximum number'o'f modules allowable in the
north/south and east/west directions of a rectangular array. This is done by finding the maximum allowable W1 per
module at the interconnection plane, based on the interconnection strengths listed in Table 9.
Table 9: EcoFoot5D Interconnection St[~~
Force Direction Module Design Strength
E/W Horizontal Force
N/S Horizontal Force
358 lbs.
110 lbs.
As the east/west and north/south interconnection strengths are known, the SEAOC equations are rearranged to use
horizontal force to determine a maximum W1 for a given section. Then from the maximum sectional Wl! the maximum
allowable modules on the smaller side of an array is determined from the module and ~acking weights, as shown in Table
10. The maximum dimensions of any given array, or 2x the maximum W1 half of an array, is also listed in Ta'ble 10. These
values are used as the maximum dimensions of any array for this particular project: .
Table 10: Maximum W1, an~ W1 side modules
East-West Calculations
Maximum Section W 1 per Module at Interconnection 3580 pounds
Maximum Section Modules from Maximum W1 28 modules
Maximum Array EfW Width (Maximum Section Modules x 2) 56 modules
North-South Calculations -
Maximum Section W1 per Module Interconnection 1100 pounds
Maximum Modules per Section per Module at Interconnection 8 module's
IMaximum Array N/S Depth (Maximum Section Modules x 2) 16 modules
As per SEACC PV1 - 2012, the system as been determined to have a coefficient of friction greater than 0.4. The coefficients
of friction is based on roof material, use of a slip sheet, wet or dry conditions, and expected ballast conditions. All friction.'
values have been identified by Testing Engineers (IAS accredited) according to ASTIVI G115 - Standard Guide for Measuring
and Reporting Friction Coefficients, methodology that is in agreement with SEACC and Los Angeles, CA stipulations.
Page 16
ecolibriumsolar.com 507 Richland Ave., Athemi, OH 45701 -,740-249-1877
Ecolibrium Solar Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
SEAOC PV1 - 2012 - Section 4: Attached Arrays
Ecolibrium Solar utilizes the unattached design approach to account for seismic force as provided for by Section 16 of the
2013 California Building Code (CBC 2013) and the Structural Engineering Association of California PV1 Requirements
(SEACC PV1-2012). Section 1613.5 defines "Ballasted Photovoltaic System" which also defines "partially attached"
-systems, and pr6vides guidance for designing arrays that utilize physical anchors and friction to resist seismic forces.
SEAOC PV1 defines the calculations required design attached photovoltaic systems, including friction to partially offset
seismic forces.
The following explanation walks through calculations outlined in Section 4 - Attached Arrays. The attached approach begins
With the project specific design criteria outlined in Table 6. These values reflect site inputs as well as assumptions
liermitted in the SEAOC PV1-2012 document Section 4.
Table 6: Seismic Design Inputs Table 7: ASCE7 In uts p _
Number of blocks per Ecofoot 2.00
Wp=Weight per unit 121.50
Site Class D
Seismic Design Category D
1p 1.00
Rp 3.00
ap 1.00
Fa (Site Class D) 1.084740941
Sms Fa x Ss 1.13
I Scls (2/3) x Sm -5 0.75
z=height of point of attachment (in.) 1.00
h=structure height compared to base (in.) 1.00
Fp=0.4*ap*Sds*Wp*(1+2*z/h)/(Rp/lp) 36.49
Fp=1.6*Sds*lp*Wp 145.95
Fp=0.3*Sds*lp*Wp 27.37
JFp 136.49 1
-SEACC PV1 sp.ecifies that VV support systems that are attached to the roof structure shall be designed to resist the
-Fp specified in ASCE 7-10 Chapter 13." In utilizing the Fp calculations for nominal, minimum, and V -lateral seismic force
laid out in Section 13.3.1, the values in Table 7 are found.
The following i s excerpted from SEACC PV1-2012, Section 4 — Attached Arrays:
',,,"For attached roof-bearing systems, friction is permitted to contribute in combination with the design lateral strength
of attachments to resist the lateral force Fp when all of the following conditions are met:
7. ~ -1 - - .
'The maximum roof slope at the location of the array is less than or equal to 7 degrees (12.3 percent);
"The height above the roof surface to the center of mass of the solar array is less than the smaller of
36 inches and half the least plan dimension of the supporting base of the array
"Rp shall not exceed 1.5 unless it is shown that the lateral displacement behavior of attachments is
compatible with the simultaneous development of frictional resistance."
t
Page 17
~'4 e6ol8riums6lw.com~ 507 Richland Ave., Athens, OH 45701 740-249-1877
W Ecolibri"UmSotar* Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
The EcoFootSD system has been demonstrated to be in conformance with the above stated stipulations. As such, and in
accordance with the remainder of Section 4 — Attached Arrays from SEAOC PV1-2012, the force required to resist
movement due to seismic shifting is calculated. Based on the minimum ultimate' shear strength of the ro6f mounting
method prescribed for this job, the total lateral load that one attachment may offset is calculated, and by extension the
number of modules allowed per attachment point. These values can be found in Table 8.
All friction values have been identified by Testing Engineers (IAS accredited) adording to ASTM G115 - Standard Guide for
Measuring and Reporting Friction Coefficients, methodology that is in agreement with SEACC PV2 and Los Angeles, CA-
stipulations.
Table 8: Calculation of Physical AtiachmenLRequirements
Friction Coefficient 0.52 Ecofoot Base' Slipsheet -Roof
Mimax friction) = (0.9-0.2*Sds)*(0.7*u)*Wp 33.12 SEAOC section 4, Friction Force contribution
Excess force per unit 3.36 Force to be offset by physical attachments
Attachment system rating (factored) 283.50 A safetyfoctor applied to ultimate load
,Number of panels per attachment 184.31 (if negative, nofosteners ore needed)
This final number of panels per attachment represents the maximum number of modules that any, given attachment point
may account for in terms of offsetting seismic force Fp. Physical attachments shall be installed per the manufacturer's
instructions, and attached to the EcoFoot5D system per the installation instructions provided by Ecolibrium Splar..
On Sheet S-1.0 physical attachments are called out as shown below in Image 5:
Ima e 5: Example of ballast layout with seismic attachment'callouts
fn fq ri rn r) rr
VA
1.1 1 A V1 F r
05
Page 18
ecolibriumsolar.com 507 Richland Ave., Athens, 6H.45701 .740-249-1877
Land Matrix 5deg (lift) f 7, EcotibHumSo'lar
Rounded General Matrix
Column # array continuesto the"right...
1 2 3 4 5
2 2 2 1
Row # 1 COS1191 S~W alp CIZ)
2 2 2
2
2 2 2
3
_2W
2 2 2
4 @Wam @:U0q9I Mo
2 2
5 Pklmd"Xmi am @WS
2 2
6 dgfb anD @as
2 2
7 @M& fto em REM @~D
2 2 2 2 2
8
2 2
Rounded Three-Row Matrix
Column # array continues'to the right...-,.",
2 3 4 5
2 2 2 2
Row # 1
~3 2 2 2 2
2 ftw @IP cm C. 5)
~3 2 2 2 2
3 W@
@am?
2 __j 2 2 2 2
21046 Baker Electric - (Carlsbad Oaks North - Lot 24) 2827 W~iptail Loop W'., Carlsbad, CA 1 of 3
Land Matrix 5deg (lift) EcotibriumSolar
Rounded Two-Row Matrix
Column # array continues to the right...
1 2 3 4 5
3 2 2 2
Row 1.
3 3 2 2 2
W W W 2- r*.qZM Q-7rAr-P *-VATM nip O."M
3 3
Rounded Single Row Matrix
Column # array continues to the right...
1 2 3 4 5
3
9NIP @Up @99a tip @NVD Q0 QED Q0 I~W
4 3
u -Ro'nded,Three-Column Matrix
Column #
1 2 3
3 2
',Row# 1. MM QM am
3 2
2
3 2
.3 ma Um RID
3 2 3
.4
2 2 2
5
2 2 2
6
2 2 2
7
3 2 3
81.
3
21046 Baker Electric - (Carlsbad Oaks North - Lot 24) 2827 Whiptail Loop W., Carlsbad, CA 2 of 3
Land Matrix 5deg (lift) EcolibriuniSolar
Rounded Two-Column Matrix
Column #
1 2
3 3
Row # 1 (111-A
kftl4v
3 3
2
3 3
3
3 3
4
2 2
5
3 3
6
3 3
7 §qf&
3 3
8
Rounded Single Column Matrix
Column #
1 North
4 <-- Attachment
Row # 1
4
2 sa
4
3
4
4
4
5
4
4 <-- Attachment
South
21046 Baker Electric - (Carlsbad Oaks North - Lot 24) 2827 Whiptail Loop W., Carlsbad, CA 3of3
I
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BC *:CEIngineers
RECEWED
DEC 0 8 2017
Daytoh Office
QITY OF CARLSBAD
BUIL01tq nIVIS1 KI
ENGINEERING REPORT
TO: Ecolibrium Solar, Inc. DATE: December 5,2017
507 Richland Avenue
Athens, Ohio 45701
*.'.ATTN: Mr. Kyle Basarich NO: 21046D-1-1217-10
Current Products Engineer
Re: Critical Review of Ballast Design Calculations and Roof Top Placement Drawings for the
Ecofoot5D Solar Panel Support System, Baker Electric — (Carlsbad Oaks North — Lot 24) 2827
Whiptail Loop W, Carlsbad, California; CBC Report No. 2104613-1-1217-10
CBC Engineers and Associates, Ltd. (CBC) is pleased to submit our critical review of the
-,tballast design calculations and placement shop drawings for the above referenced project. Ecolibrium
Sola?s Ecofoot5D solar panel support sysiem!will be used to support new solar p~nels on a buil~ing
-rooft6p:At 2827 Whiptail Loop W,'- Carlsbad, California. The structural analysis of the Ecofoot5D
system for this site has been performed in accordance with ASCE 7- 10 using the design criteria shown
in Table I below.
TABLE I - DESIGN CRITERIA
7~
Basic Wind Speed — 3 Second Gust 110 mph
Occupancy Category 11
Importance Factor 1.00
Exposure Category B
Roof Height 35 ft.
Solar Panel Module Weight 50.71 lbs, 48.50 lbs
(Yingli YL320P-35b and YL330D-36b)
L Solar Panel Module Length 77.01 inches, 77.17 inches
(Yingli YL320P-35b and YL330D-36b)
W = Solar Panel Module Width 39.06 inches, 39.06 inches
(Yingli YL320P-35b and YL330D-36b)
Solar Panel Orientati on Landscape
Friction Coefficient 0.60
Existing Roof Type Granule Coated
Pg = Ground Snow Load 0 Psf
Seismic Design Categor~ D
Ss = 0.2s kesponse Mapped Acceleration Parameter 1.081
Ballast.13lock Size 411 x 8" x 16"
Ballast 1316ck Weight 32 lbs
Dayton, OH Lexington, KV Hazard, KY Charleston, WV Harrisburg, IL
-125 Westpark Roa~ / Centerville, Ohio 45459 / Phone: 937-428-6150 / Fax: 937-428-6154
Visit us at www.cbceng.com
. , , r - .~ - t
Ecolibrittin Solar, Inc.
4 CBCReportft. 2104OD-1-1217-10
2 December 5, 20 / 7 - - -
Seismic analysis of the-PV array has been performed using this site criteria. The unattached
(ballasted only) methodology was employed in accordance with the SEAOC PVI-2012 document
Structural Seismic Requirements and Commentary for Rooftop Solar Photovoltaic Arrays in order to
determine minimum offset distances under a seismic sliding scenario. The minimum offset distances
'between the solar array and other objects based. on this methodology are shown in Table 2 below.
TABLE2
MINIMUM OFFSET DISTANCES FOR SEISMIC-INDUCED SLIDING
OBJEC V4 IJ"~ 'DISTANCE
Other Ballasted PV Ariays 3.7 inches
Fixed Robftoo Objects 7.4 inches'
Rooftop Edge (with parapet) 7.4 inches
Rooftop Edge (no parapet) 11. 1 inches
Determinations have been made for the theoretical minimum ballast required to resist wind and
sno%~ loading ?onditions, with the critical loading scenario being used to determine the overall minimum
ballast required. For this project, the ballast necessary to resist uplift is the worst case loading scenario.
.'It is our'understanding that seismic attachments to the existing roof structure with a minimum allowabel
lateral capacity of 284 pounds will be used to resist potential sliding loading due to seismic activity in 4'.
-locations where the minimum offset distances as given in the above table have not been provided.
The wind pressure and force coefficients used in the determination of the required -ballast to
resist wind induced uplift and sliding of the Ecofoot5D ballasted arrays are based on the results of the
Ecofoot2@ Racking System Wind Pressure Study performed for Ecolibrium Solar, Inc. by Rowan
Williams Davies & Irwin, Inc. (RWDI) as presented in their repori dated. December 3,2014. Based on
this study, the following two equations were provided to facilitate determination of the theoretical
minimum weight of ballast required to resist wind-Induced uplift and sliding using the design criteria
as shown in table above. The theoretical results for the minimum required ballast at each Ecofoot5D
location in their respective location in the solar panel array are shown in the schematic attached in
Appendix. B.- The placement shop' drawing attached in Appendix C depicts the location of each
Ecofoot5D support And the actual suggested number of ballast blocks at each support as per the values
shown- in the Appendix B -schematic.
i3illa~t (lb) to Resist Uplift
&D Ballas'ttiplift aw qz, GC~ plft - A.plift aD M (lbs)
Dayton, OH Lexington, KY Hazard, KY Charleston, WV Harrisburg, IL
125 Westpark Road Centerville, Ohio 45459 / Phone: 937-428-6150 Fax: 937-428-6154
Visit Lis at www.cbceng.com
;'Ecolibritan Solar, Inc. 3 December 5, 2017
CBC Report No. 21046D-1-1217-10
vt!
Ballast (1b) to Resist Sliding
Me
aw q, [(G A Auplift] aD'M Obs) aD .- Ballastd,ag CV)drag Uplift drag (1/fn + JGCp I*
where:
a factor on wind load from ASCE 7-10 W
al) factor on dead load from ASCE 7- 10
-second gust wind pressure'(Ibs/ft2) for site-location from ASCE 7-10, including q, 3
exposure factor (K,) and directionality factor (Kd 0.85) as per chapters 26 and 29 of
~J , ASCE 7-10.
M = self weight of assembled system (lbs) for appropriate averaging area
= -ictional coefficient fi
Auplif area (ft2) of panel(s) projected onto a horizontal plane
A area (ft2) of panel(s) projected onto a vertical plane 41 1" drag
'~Cp Juplft abs6lute value of uplift pressure coefficient for selected averaging area
GCp highest drag pressure coefficient multiplied by the appropriate area reduction factor drag
absolute value of highest uplift pressure coefficient multiplied by the appropriate area GCp plift,
r16duction factor
B ased on a critical review of the ballast design calculations, it is the opinion of CBC that said
calculations have'been performed and prepared in accordance with the applicable provisions of the
referen6ed standards and accepted industry practices. The calculations are included in Appendix A. It
n Js also the opinion of CBC that the Ecofbot5D placement shop drawings have also been performed and
prepared idaccordance with the applicable- provisions of the referenced standards and accepted
luded in Appendix C. CBC has accordingly signed and sealed- industry practices. the drawings are inc
this report and -the Ecofbot5l) placement shop drawings. As such, CBC'is the Engineer of Record for
the structural analysi 'of the Ecofbot5l) system for the above referenced project. s
CBC, hi's not evaluated the existing building structure for support of the proposed s upport
'thers than CBC. It is assumed others than CBC have system(s), and this is the responsibility of 0
-t of the proposed system(s). It is assumed the roofing system evaluated the building structure for suppoi
Js installed 'according to the manufacturer's recommenda'tions. If conditions foi- this project differ from
.those expressed herein, Ecolibrium Solar, Inc. and CBC Engineers & Associates, Ltd. should be
notified.immediately.
Dayton, OH Lexington, KY Hazard, KY Charleston,'WV Harrisburg, IL
I 25~ Westpark Road Centerville, Ohio 45459 / Phone: 937-428-6150 Fax: 937-428-6154
Visit us at www.cbceng.com
.
an Ecolibi Solai, Inc. 4 0 . CBCRepor1No.21046D-1-1217-10,
beceniber 5, 2017
This critical review engineering report provides information regarding.the Ecofoot5D solar 4
panel support system by Ecolibrium Solar, Inc. The solar panels are supplied and designed by others,
9 and are attached to the Ecofoot5D supports, with provided Ecofoot5D hardware, accordin to the
instructions and requirements of. Ecolibrium Solar, Inc. The Ecofoot5l) system must be installed
according to the instructions and requirements of ~Ecolibrium Solar, Inc. It is assu'med that the ballast
blocks will be installed in accordance with the recommendations of Ecblibrium Solar, Inc., and in such
a manner so that the required ballast will be permanently available for the life of the system. The-
specific _~opstructiqn technique's and methods chosen to install the Ecofoot5D system as per the
'Yequirements of Ecolibriuim Solar, Inc. and as detailed in this report are the responsibility of the
installation contractor. Independent conclusions, opinions or recommendations made by others than
&C based on the information provided herein~are the responsibility of the independent party.
t h es have been performed and our findings obtained in accordance with Our, professional servic
generally accepted engineering principles and practices. No other warrant , expressed or implied is y
—made. This report is not a bidding, document and shall not be used for that purpose. This report has
beeii'prep'ared for the exclusive use of Ecolibrium Solar, Inc. for specific application to the project
re -,its entirety. herein described. The, port shill be used in
Thank you for the opportunity to provide this report. If you have any questions, or require any
41 further assistance, please contact us.
r CBC En 'ineers & Associates, Ltd. 9
Rick L. Teac Ti.
Staff Engi
40 PS
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Proiet En e 0~%l
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ec: Chent (kbasari,ch@ecolibriut-~solar.~om)
I-File
Dayton, OH'_ Hazard, KY Charleston, WV Harrisburg, IL Lexington, KY
"125. Westpark Road Ifebterville, Ohio 45459 / Phone: 937-428-6150 Fax: 937-428-6154
Visit us at www.cb4beng.com -
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711
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EcolibriurnSo"hjr
Uplift, Sliding and Seismic Caloolation,s
Explanation of Ecol'oot System Calculations and Design Procedure
Installer Name:
Project Name:
Project Address:
Calculation Explanation Key Sections: N
Introduction, Site Specifics and Variable Definition ........... ............................................. Page 2
Wind Tunnel Testing, Uplift and Drag Force Calculations ........... ............ . ....................... Page 3
Ballast Application to Sheet S-1.0 ................................................ : ................... ................... Page 5
Detailed Calculations From Table 4 ...................................................... .................................. Page T
.SEACC PV1 - 2012 - Section 5: Unattached Arrays .............................................................. Page 8
Table Of Figures:
Table 1: System Design Criteria .......................................................... ............. ~: .............. ...... Page 2
Table 2: PV Module Specifics .............................................................................. ~: .............. :.... Page 2
Table 3: Calculation Inputs, Constants, and Variables ................... .................. ; .................. Page 3
Table 4: Ballast to Resist Uplift Calculations for the Above Address ..................... ~: ... . ..... Page 4
Image 1: Aerodynamic Zones From RWDI Report ....... ........................................................ Page 4
Table S: Ballast to Resist Sliding Calculations ........................ :~ ........................ ; ............. : ....... Page 5
Image 2: Ballast to Resist Sliding Equation from RWDl ......... : ...... ........ P 5 .......... age
Image 3: Example of Module and Ballast Graphical RepreseAtation ............ ................... Page 6
Image 4: Ballast Prescriptions Produced by Table 4 .................... ........................ ............. Page 6
Table 6: Seismic Design Inputs ................................................................................................ Page 8
Table 7: SEAOC PV1 AMPV Definitions ............................. ...................................... n ............. Page 8
Table 8: SEACIC PV1 Array Setback Requirement Calculations..~ .......... ............... ......... Page 8
Table 9: EcoFoot5D Interconnection Strength ........................ ..................... Page 9
Table 10: Maximum W1, and W1 side modules ..................... .. 1 11 ........................................... 1 , Page 9
3rd Party Eneineeriniz Resources
Rowan, Williams, Davies, & Irwin Inc (RWDI) -- Wind Tunnel Testing Per ASCE 7 IBC
Maffei Structural Engineering -- Peer Review of Wind Tunnel Testing
Testing Engineers, Inc. -- Friction Testing per ASTM G115
CBC Engineers -- Professional Engineering Review and Certification
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507 Richland Ave., Athens, OH 45701
Ecolibrium Solar Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
Introduction, Site Specifics and Variable Definition
In order to efficiently design EcoFoot5D ballasted photovoltaic systems, Ecolibrium Solar makes use of a proprietary
solar array design aid called, "EcoCalcs". Starting with a set of design criteria, shown here in Table 1 below, EcoCalcs
utilizes methodologies laid out in the ASCE7 and SEACC PV1/PV2 documents, and derivative building codes. Actual
calculations for this project are included herein, and are accompanied by a step-by-step explanation of Ecolibrium
`~,Aolarls design process.
A,- The output of EcoCalcs is a comprehensive set of ballast prescriptions, including Image 3 found on Page 5. Ballast
prescriptions ire applied to a proposed system layout by the Ecolibrium Solar engineering team. CBC Engineers,
-.7. Ecolibrium Solar's professional engineering partner, has reviewed and verified EcoCalcs and reviews system designs to
ensure that calcul6tions and ballast prescriptions were correctly applied. Upon successful review, CBC Engineers
provides a star~pecl design review including relevant supporting documentation (this explanation included) and a
stamped, al~provecl ballast p!an.
~Pliase note: Ecolibrium Solar and CBC engineers are not conducting a structural review of the proposed site.
Below, Table 1 and Table 2 list the design criteria and project details for a proposed system in Carlsbad, CA. These values
will be used throughout the remainder of this explanation.
I a ble 1: ~)Vstem Design Criteria
ASCE7 Version 2010
Ro o f Type ' ' , , Granule Coated
Roof Height (ft.) 35
Roof Slope (deg) 1.20
Min Edge Setback (in) 36
Parapet Height (in.) 48
3 Sec. Gust (mph) 110
Occupancy Category 11
Wind Exposure B
Snow Load (psf) 0.0
Table 2: PV Module Specifics
Module Manufacturer Yingli
Module Model YL330D-36b*
Module Orientation Landscape
Module Power (w) 330
Module Length (in) 77.17
Module Width (in) 39.06
Module Weight (lbs.) .48.50
zoeismic Data (Ss) 1.0381 Worst case panel of the two panels
Soil Site Class D
Cloeff. Of Friction* 0.60
reqs slip sheets
Utilizing the inputs from Tables 1 and 2, the factors in Table 3 are generated for the site. This list of factors is used in
_..._"1vkious ways to fully define a proposed system according to calculations laid out in the SEAOC and ASCE documents. In
the scope of this explanation, factors are used to calculate velocity pressure, qh as defined in ASCE7-05, Section 6.5.10,
and ASCE7-10, Sect
,
ion 30.3.2, and ultimately the amount of ballast required to offset uplift and drag forces.
I VjQ; EcolibriumSol6r
Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
An explanation of variables:
Asymmetric Lift Load Ratio: This is a ratio describing the leverage created by EcoFoot base dimensions,
module attachment location and location of center of ballast mass. Assessed as a multiplier on top of ballast
distribution scheme in Image 4.
dLF1= Dead Load of Module and Attributed Racking: the weig-ht of one module.and hardwareattributed to
that module, not including ballast.
Ala= Effective Lift Area of PV Module: The surface area of a module projected onto the horizontal plane for lift
calculations.
Ada= Effective Drag Area of PV Module: The surface area of a module projected onto the horizontal plane for
drag calculations.
qh= Velocity Pressure at height "h": Calculation prescribed by ASCE7-05, eq. 6-15, and ASCE7-10, eq. 30.3-1
Wind Tunnel Testing, Uplift and Drag Force Calculations
Wind tunnel testing of the EcoFoot product line to determine GCn values has been conducted by Rowan Williams Davies
& Irwin Inc. (RWDI), a nationally recognized boundary-layer wind tunnel test firm. Testing was conducted in accordance
with ASCE7-05, section 6.6, and ASCE7-10, section 31.2. Module-specific GCn data allows for precise application of
ballast to prevent uplift. Deviation from prescriptive wind GCn values has been addressed according to SEAOC PV2 vi~ a -
peer review of the wind tunnel testing and results by Maffei Structural Engineering.
GCn and qh are used to calculate the pressure exerted on each module via the design wind pressure equ ations (ASCE7-
05 — section 6.5.12.4, ASCE7-10 — section 30.4.2). Ballast required to offset uplift and drag forces (BWUz) is calculated,
with load combination calculations from ASCE7-05/10 section 2.3.2. Detailed calculations for this project ~re found in
Table 4. Resulting required ballast BWUz is displayed graphically in Image 3.
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ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
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Ecolibrium Solar-
--Uplift, Sliding,& Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
Table 4: Ballast to Resist Uplift Calculations for Promect Proposed in Carlsbad, CA 92010
Load Sharing Area
#col x Downforce 3x2 3x3 5x3 #rows (ixi)
~5 E pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -6.2
1:5
9.6
0 U WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs. -1; 7.1 .8 .0 :5 119.2 103.3
-r- t 0 DLFUz=Uplift design load using ASD combo #7 = dLFI*0.6 + WLFUz*0.6 lbs -40.2
1-59.0
35.4 -25.9
z BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs 166.9 43.1
ai pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -5.4 -5.0 -4.2 8.9
UJ WLFUi=Uplift wind load force in Z clirection=pUz*Al~ lbs -111.2 -103.3 -87.4
t DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -30.6 -25.9 -16.3 0
z BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs 51.0 43.1 27.2
pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -6.2 -5.0 -4.2 9.6
WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -103. 3 -87.4
DLFUz=Uplift design load using ASID combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -40.2 -25.9 -16.3
BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs 66.9 43.1 27.2
pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -5.4 -5.0 -4.2 8.9
WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -111.2 -103.3 -87.4
DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -30.6 -25.9 -16.3
BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs 51.0 43.1 27.2
E pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -6.9 -5.0 -4.2 13.5
UO WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -143.0 -103.3 -87.4
DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -49.7 -25.9 -16.3
Lo BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs .82.8 43.1 27.2
(V tw Puz=U lift design wind pressure in Z direction=qh*GCnUz psf -6.6 -5.0 -4.2 13.1 '0 WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -135.1 -103.3 -87.4
~5, DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -44.9 -25.9 -16.3 0
,(A BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs 74.9 43.1 27.2
-The aerodynamic differences among different sub-sections of a large array are handled by various calculation sections
"(North 'rn o er, North Edge, E/W Edge ... ) and apply according to the excerpt from the RWDI report shown below in
Image 1.7he highlighted sections of Table 4 correspond to specific module locations, also shown in Image 4: green - the
north corners, purple - the east or west edge, orange - the deep interior. See Page 7 for expanded calculations
pertaining to the highlighted sections.
Image 1: Aerodynamic Zones from RWD1 Report
Aerodynamic Zone Key Plan for Table 2 Aerodynamic Zone Key Plan for Table 3
(Portrait Orientation) (Landscape Orientation)
I ;
'E
FFAM -1-1-1
Otr
M MUM=
IN
W.J i I I I I I I
F~--FeFli-~
15-W-1 - I - I - I
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ecolibriumsolar.com 507 Richland Ave., Athens,'OH 45701 740-249-1877
Ecolibrium Solar Uplii Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
To check the amount of drag a given sub-array will experience, the equation in Image 2 is utilized:- an excerpt from RWDI's,"
test report. Each sub-array is checked for sliding, proceeding from the smallest to largest or until drag no longer governs
total required ballast.
Table 5 lists the calculations used to identify the total required ballast to counteract drag forces and prevent sliding. Friction
values have been identified by Testing Engineers (IAS accredited) according to ASTM G115 - Standard Guide for Measuring
and Reporting Friction Coefficients. Unless detailed information is available pertiining to the location of the sub-array, the
roof's worst case uplift GCp are utilized in calculating drag and required ballast.
Image 2: Ballast to Resist SWing Equation
Ballast (11b) to Resist SlIdina
aw - qz - [(GCr A 0b), aj, - BaUastd,,q Ad~,- - Uft upi aD M + IGC,,I*.p
Table 5: Ballast to Resist Sliding Calculation
Sub-Array Module Count Total: 4
aw Wind Load Combination Factor '0.6
ad Dead Load Combination Factor 0.6
qz (qh in Table 3)= 19.28
M = dLF1 from Table 3 "'60.20
fn (also see Table 1) 0.52
Aupiift Ala in Table 3 = 20.85
Adrag Ada in Table 3 = 1.82
GCp-drag 1.52
GCp-upiift -0.64
Area Reduction Factor 0.59
(GCP)*drag 0.90
GCP upiift= 0.38
Total Required Ballast Weight (Per Image 2)= 611.74
Wballastblock 32
Total Required Ballast Blocks: .20
Ballast Application to Sheet S-1.0
For easier interpretation, the results calculated in Table 4 are laid out in graphical representations of a solar a rray, shown in
Image 4. Ecolibriurn Solar engineers and drafters make use of this graphical layout when applying ballast to a given system
design.
As shown in Image 3, the ballast required to resist lift - BWUz from Table 4 - is listed for each module location in Image4; A -
portion of each BWUz value is distributed to each of the connected EcoFoot Bases, also detailed in Image 3 and included in
Image 4. The total ballast required at each EcoFoot location is then calculated and rounded up to the next ballast block
increment.
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ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
Ecolibrium Solar* UOIift,ilicling, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010 OWN!
Image 3: Example of Module and Ballast Graphical Representation
EcoFoot 2+ Balla" Lakout Break Line EcoFoot5D Ballast La out F-77-77 -17 (green dashed line)
21 2 1
0 0 2 1 0
0
52.47 27.36 EcoFoot location with required 52.47 27.36
num 0~~4
~
ber of ballast blocks 011, - 0 2 2 2 0 0
0 52.47 27.36 52.47 27.36
V-_ Module, with required ballast IF I ___J P
I 0 2 -2 1 weight "BWUz" called out F_
The ballast prescription array shown in Image 4 is one of many similar arrays created automatically through EcoCalcs in
,c~rclerto address all possible array configurations. The data calculated in Table 4 was ultimately used to assign ballastto the
system design in Sheet S-1.0 by Ecolibrium Solar. EcoCalcs and the resulting ballast plan S-1.0 are reviewed by CBC Engineers
-for correctness and completeness. Once approved, an'engineering report including Sheet S-1.0 and any supporting material
(this explanation included) are stamped and sealed by a professional engineer registered in the state where the project is
proposed.
Image Ballast Prescriptions Produced by Table 4
2 2
66.94 58.99 51.04 27.21 27.21
2 2 2 1
58.99 51.04 43.10 27.21 27.21
2 2 1 U
58.99 .51.04, 43.10 27.21 27.21 0 -0 <
2 2 1 2
N 43.10 35.15 27.21 27.21 27.21 E
E
2 2 1 1
LU
-0 W 43.10 35.15 27.21 27.21 27.21
0 2 2 CL
4A
43.10 35.15 27.21 27.21 27.21 :3
2 2 1 0 U 43.10 35.15 35.15 27.21 27.21
2 2 2 2 2 <
82.83 58.99 43.10 43.10 43.10
W6TEThe colored module locations in Image 4 correspond to the same colored areas in Table 4: green - the north comers,
?urple - the icist or west edge,.orange - the deep interior. See Page 7for more detailed calculations.
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ec6libriulm:solar.coml .507 Richland Ave., Athens, OH 45701 740-249-1877
Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
L w tcolibrium8olar*
Detailed Calculations'F
j6Mr
Table 4.
4
North Corner Module
GCn Value from RWDI report: -0.32
gh value from Table 3: 19.28
pUz Uplift design wind pressure in Z direction qh*GCn: -6.17 psf
Am Surface Area of Module: 20.93 sqft
Elm Module Incline: 5 deg
Ala PV Module Lift Area = Am * Cos (0m): 20.85 sqft
WLFUz=Uplift wind load force in Z direction=pUz*Ala -127.14 lbf
dLF1 = Dead load of one module and attributed hardware: 56.95 Ibf
DLFUz=Uplift design load using LRFD combo #6 = 0.9*dLF1+1.0*WLFUz -40.16 lbf
BWUz = Ballast required to resist wind uplift = -DLFUz/0.9 :~' 66.94 lbf
East/West Edge Module
GCn Value from RWDI report: -0.26
gh value from Table 3: 19.28
pUz Uplift design wind pressure in Z direction qh*GCn: -5.01 Osf
Am Surface Area of Module: 20.93 S~ft
Om Module Incline: 5 deg
Ala PV Module Lift Area = Am * Cos (0m): 20.85 sqft
WLFUz=Uplift wind load force in Z direction=pUz*Ala -103.30 Ibf
dLFI = Dead load of one module and attributed hardware: 56.95 IV
IDLFUz=Uplift design load using LRFD combo #6 = 0.9*dLF1+1.0*WLFUz -25.86 lbf
I BWUz = Ballast required to resist wind uplift = -DLFUz/0.9: 43.10 Ibf
Interior Module
GCn Value from RWDI report: -0.22
gh value from Table 3: 19.28
pUz Uplift design wind pressure in Z direction qh*GCn: -4.24 PSf
Am Surface Area of Module: 20.93 sqft
Orn Module Incline: 5 deg
Ala PV Module Lift Area = Am * Cos (Orn): 20.85 sqft
WLFUz=Uplift wind load force in Z direction=pUz*Ala -87.41 lbf
dLFI = Dead load of one module and attributed hardware: 56.95 Ibf
DLFUz=Uplift design load u~ing LRFD combo #6 = 0.9*dLF1+1.0*WLFUz -16.32 lbf
BWUz = Ballast required to resist wind uplift = -DLFUz/0.9: 27.21 IV
A
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ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
EcofibriumSolar Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
SEAOC PV1 - 2012 - Section 5: Unattached Arrays
Ecolibrium Solar utilizes the unattached design approach to account for seismic force as provided for by Section 16 of
the California Building Code (CBC) and the Structural Engineering Association of California PV1 Requirements (SEAOC
PV1-2012). Section 1613 of the CBC defines "Ballasted Photovoltaic System". SEAOC PV1 defines conservative
calculations to be used to design unattached photovoltaic systems, independent of friction considerations.
The'unattached approach b~gins with the project specific design criteria. Table 6 lists the relavent project inputs.
SEAO - C PV1 defines the value Ampv, which is the design seismic displacement of the array relative to the roof. This is
defined in,Table 7. According to SEAOC research, these values are more conservative than shake table testing.
Table 7: SEA OC PV1 A Adgv Definitions
Seismic Design Categ AMPV
A, B, C
D, E, F
i n.
1(s DS 0.4)'] - 60 in. ~! 6 in.
Foi this proje~t, the Seismic Design Category is evaluated as D, and so AMPV evaluates as 7.38 in. SEAOC PV1 Section 6 I-
Desigri of Una ttached Arrays to Accommodate Seismic Displacement accommodates seismic events by providing
calculations to determine the minimum separation required between arrays and roof features. In a seismic event, this
d solar system is allowed to move freely without damaging any roof features, or minimum spacing ensures th~ ballaste
itself. The calculations outlined in SEACC PV1 and results are shown in Table 8.
Table 8: SEAOC PV1 ArraV Setback Requirement Calculations
Condition Calculation Result
Between arrays of similar construction 0.5(lp)Ampv 3.69 in.
Between array and fixed object (/P) AMPV 7.38 in.
Between array and roof edge with parapet (le) Ampv 7.38 in.
Between array and roof edge with no parapet , 1.5(le)Ampv 11.07 in.
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—ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
EcolibriumSotar' Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
Once the minimum separation distances are defined, the maximum allowable ai~ray 'size is cletermi6~d according to the
calculations found in Section 6 pertaining to the interconnection strength of an array. Ultimately, the arrays must not
break apart under the forces experienced during potential seismic events. The total horizontal force is defined in SEAOC
PV1 as the larger of 0.133SDSWi and 0.1W1, where W1 is "the weight of the portion of the array, including ballast, on the
side of the section that has smaller weight."
In practice, Ecolibrium Solar uses the SEACC equations to calculate the maximum number of modules allowable in the
north/south and east/west directions of a rectangular array. This is done by finding the maximum allowable W1 per
module at the interconnection plane, based on the interconnection strengths listed in Table 9.,
Table 9: EcoFoot5D Interconnection Strength
Force Direction Module Design Strength
E/W Horizontal Force
N/S Horizontal Force
358 lbs.
110 lbs.
As the east/west and north/south interconnection strengths are known, the SEACC equations are rearranged to use
horizontal force to determine a maximum W1 for a given section. Then from the maximum sectional W1, the maximum
allowable modules on the smaller side of an array is determined from the module and racking weights, as shown in Table
10. The maximum dimensions of any given array, or 2x the maximum W1 half of an array, is also listed in Table 10. These
values are used as the maximum dimensions of any array for this particular project.
Table 10: Maximum W1, and W1 side modules
East-West Calculations-
Maximum Section W 1 per Module at Interconnection 3580 pounds
Maximum Section Modules from Maximum W1, 28 modules
Maximum Array EM Width (Maximum Section Modules x 2) 56 modules
North-South Calculations
Maximum Section W1 per Module Interconnection 1100 pounds
Maximum Modules per Section per Module at Interconnection 8 modules
Maximum Array N/S Depth (Maximum Section Modules x 2) 16 modules
As per SEAOC PV1 - 2012, the system as been determined to have a coeff icient of friction grea.ter than 0.4. The coeff icients
of friction is based on roof material, use of a slip sheet, wet or dry conditions,'and expected ballast conditions. All friction
values have been identified by Testing Engineers (IAS accredited) according toASTM G115 - Standard Guide for Measuring
and Reporting Friction Coefficients, methodology that is in agreement with SEAOC and Los Angeles, CA stipulations.
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ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
ip Ecolibrium Solar Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
2012 - Section 4: Attached Arrays SEAOC PV1
'~colibrium ~olar utilizes the unattached design approach to account for seismic force as provided for by Section 16 of the
2013 California Building Code (CBC 2013) and the Structural Engineering Association of California PV1 Requirements
(SEACC PV1-2012). Section 1613.5 defines "Ballasted Photovoltaic System" which also defines "partially attached"
systems, and provides guidance for designing arrays that utilize physical anchors and friction to resist seismic forces.
',SEAOC PV1 defines the calculations required design attached photovoltaic systems, including friction to partially offset
seismic forces.
:~he following explanation walks through calculations outlined in Section 4 - Attached Arrays. The attached approach begins
with the project specific, design criteria outlined in Table 6. These values reflect site inputs as well as assumptions
permitted in the SEACIC PV1-2012 document Section 4.
Table 6: Seismic Design Inputs Table 7: ASCE7 Inputs
Number of blocks per Ecofoot' 2.00
Wp=Weight per unit 121.50
Site Class. D
Seismic Design Category D
1p 1.00
Rp~- 3.00
ap 1.00
Fi(Site Class D) 1.084740941
Sms Fa x Ss 1.13
[Scls (2/3) x Sms 0.75
z=height of point of attachment (in.) 1.00
h=structure height compared to base (in.) 1.00
Fp=0.4*ap*Sds*Wp*(1+2*z/h)/(Rp/lp) 36.49
Fp=1.6*Sds*lp*Wp 145.95
Fp=0.3*Sds*lp*Wp 27.37
JFp 136.49
SEAOC PV1 specifies that PV support systems that are attached to the roof structure shall be designed to resist the
lateral seismi~ force Fp specified in ASCE 7-10 Chapter 13." In utilizing the Fp calculations for nominal, minimum, and
.,.,,,!~aximur~ values laid out in Section 13.3.1, the values in Table 7 are found.
Th6 ioilo'wing i's excerpted from SEAOC PV1-2012, Section 4 — Attached Arrays:
For attached r6of-bearing systems, friction is permitted to contribute in combination with the design lateral strength
of attachments to resist the lateral force Fp when all of the following conditions are met:
"The. maximum roof slope at the location of the array is less than or equal to 7 degrees (12.3 percent);
~`The height above the roof surface to the center of mass of the solar array is less than the smaller of
36 inches and half the least plan dimension of the supporting base of the array
`Rp shall not exceed 1.5 unless it is shown that the lateral displacement behavior of attachments is
compatible'with the simultaneous 8,evelopmentof frictional resistance."
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EcolibriumSotar" Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010 -
The EcoFoot5D system has been demonstrated to be in conformance with the above stated stipulations. As su
.
ch, and in
accordance with the remainder of Section 4 — Attached Arrays from SEAOC PV1-2012,'the force required to resist
movement due to seismic shifting is calculated. Based on the minimum ultimate shear strength of the roof mounting
method prescribed for this job, the total lateral load that one attachment may offset is calculated, and by extension the
number of modules allowed per attachment point. These values can be found in Table 8.
All friction values have been identified by Testing Engineers (IAS accredited) according to ASTIM G115 - Standard Guide f6r..
Measuring and Reporting Friction Coefficients, methodology that is in agreement with SEACC PV2 and Los Angeles, CA
stipulations.
Table 8: Calculation of Physical AttachmenLReguirements
Friction Coefficient 0.52 Ecofoot Base - Slipsheet - Roof
Ff (max friction) = (0.9-0.2*Sds)*(0.7*u)*Wp 33.12 SEAOC section 4, Friction Force contribution
Excess force per unit 3.36 Force to be offset by physical attachments
Attachment system rating (factored) 283.50 A safety factor applied to ultimate load
,Number of panels per attachment 184.31 - (if negative, no fasteners are needed)
This final number of panels per attachment represents the maxin~um W6mber of moclul~s that any given attachment point
may account for in terms of offsetting seismic force Fp. Physical attachments shall be installed per the manufacturer's
instructions, and attached to the EcoFoot5D system per the installation instructions provided by Ecolibrium Solar.
On Sheet S-1.0 physical attachments are called out as shown below in Image.5.
Image S: Example of ballast layout with seismic attachment callouts
T T
ecolibriumsolar.com
01
P,
i
Q I
APPENDIX B
-SC MEMATIC OF THEORETICAL BALLAST BLOCK
REQUIREMENTS
Z.~ k 4Z,
,14
Land Matrix 5deg (lift) Ecotibrium'Solar,
Rounded General Matrix 44
Column # array continues to the right:..
1 2 3 4 5
2 2 2
Row # 1 okra Q= Dal a&
&rus* @EW
2 2 2
2 Qn. Jo X-61i) an& QK).
(~Wtv (WW Q%D
2 2 2
3 W4 (WIC,
(N7jiW
2 2 2
4 A~&i~ ace Cq;BQA" @nWam
(A-ir-P C:a-.p
2 2
5
2 2
6 INLIA, &F
QL_tal (kirtal
2 2
7 ea-A C_
2 2 2 1W
8 ftl@
taw
~3 2
Rounded Three-Row Matrix
Column # -,array continue~ -to the" right
1 2 3 4 .5
'~3 2 2 2 2
Row # 1 M W
Rv QW
~3 2 2 2 2
2
2 2 2 2
3 a-7-39
~3 2 2 2 2
ell
21046 Baker Electric - (Carlsbad Oaks North - Lot 24) 2827 Whiptail.Loo W., Carlsbad,'CA p 1,'of 3
Land Matrix 5deg (lift) EcofibriumSolar
Rounded Two-Row Matrix
Column # array continues to the right...
2 3 4 5
3 3 2 2 2
Row # 1 Gab M SW
4 3 2 2 2
2 3 2
Rounded Single Row Matrix
Column # array continues to the right...
2 3 4 5
3 01", IVW
3
;~7'%116unded Three-Column Matrix
Column #
1 2 3
3 2
W'#".1 Comm ftim
--7 3 2 3'
2 DMO ma MaD
3 2
am UD GM
Om
3 2 3'
4 OM
2 2 2
i5 QZD UD
2 2 2
2 2 2
7
3 2 3
8
3 3 3
~P ~1046:13aker Elec'tric -,(Carlsbad Oaks North - Lot 24) 2827 Whiptail Loop W., Carlsbad, CA 2 of 3
Land Matrix 5deg (lift)
DIN Ecolibriumsolar
Rounded Two-Column Matrix
Column #
2
3 3
Row # 1 Q.V.C. rp i ftrti)
&iRiUl
3 3
2 t.jilu' Ccotin?
3 3
3 (4wit-, "Ma
3 3
4
2 2
5 A-AN "WIN
3 3
6
3
7
3
8 t.) I d 1~
3 3
Rounded Single Column Matrix
Column #
1 North
4 <-- Attachment
Row # 1
4
2 4r. W.z
4
3
4
4
4
5
4
4 <-- Attachment
South
21046 Baker Electric - (Carlsbad Oaks North - Lot 24) 2827 Whiptail Loop W., Carlsbad, CA 3 of 3
R NED ECE
JAN 2 4 1013aker
CITy OF CARLSBAD Electric BUILDING DIVISION
PM.Planned Industrial (2x4O+30+50) KW PV system
Jurisdiction: Carlsbad
Plan Check M , CBC2017-0636
Reviewer. Morteza Beheshti (Electrical and Structural)
Comments Dated: 1212812017
ELE&RICAL.
Commenf #1:
-the-500-800 VDC rated MTTP range for the invertersore exceededwith thenumberof modulesin anygivenstring.
The longest Ying'li YL320P-35B string has 19 modules, which has an operating voltage of 703.OVDC and falls
80OVDC rated MPPT range of the SMA inverters. The strings of 19 also have comfortably within the 50OVDC
a temperature-adjustbd maximum open circuit voltage of 941.IVDC, which is below the permissible 1,OOOVDC
for the inverters.
The longest Yingli YL330D-36B string has 18 modules, which has an operating voltage of 669.6VDC and falls
comfortably within the SOOVDC - 80OVDC rated MPPT range of the SMA inverters. The strings of 18 also have
a temperature-adjusted maximum open circuit voltage of 903.2VDC, which is below the permissible 1,000VDC
for the inverters.
4 -String lengths are OK as designed.
Co~~M'ent'#2:
The new 4000 amp service bus connection ground electrode conductor should be sized per CEC 250.66.
N.ote the wiring between the existing switchgear bussing and the new PV disconnecting means (PVDISC-2)
consists of two parallel sets.
Z~: The grounded conductor is full size at TWO SETS OF 3/0.
-335KCMIL. Per table 250.102(C)(1), #2 is appropriate' Two sets of 3/0 have an equivalent cross section of
for the main bonding jumper. Per section 250.64(D)(2) and table 250.66, #2 is appropriate for the
grounding electrode conductor.
j% Drawi ng has been updated to show #2 G EC.
-.:Cdmmefit #3:
Please demonstrate compliance with thefire 4'minimum access and pathways setback requirements under section
3111J.3.2 of the 2016 CBC Show setback dimensions on plans. There should be a minimum of 48" clear around the
perimeter of the roof and the centerline of both axis of the roof.
Rooftop PV module layout has been revised to relocate the north-south, fire access pathway. New location
was coordinated with Cynthia Wong at Carlsbad Fire Department. Please see revised PV module layout as
shown on E-101, E-102 and E-103. The perimeter remains at 8'wide and the east-west pathways are 4'wide
.and adjacent to existing skylights.
Page 1 of 4
112412018
13Baker
Electric
PM Planned Industrial (2x4O+30+50) KW PV system
Jurisdiction: Carlsbad
Plan Check #: CBC2017-0636
Morteza Beheshti (Electrical and Structural) Reviewer.
Comments Dated. 1212812017
Comment i4:.
Provide the required separate ground electrode for the "photovoltaic rack assembly" per 690.47 (D) or connect to the
ui
Id ng electrode system. If the electrode conductor is routed through electrical equipment (disconnects, panels, meter. I e 1~!sur nc es, etc) then provide a detail on the plans describing compliance with CEC 250.64(C). (Conductor splices only
..,allo"wed With compression connectors or exothermic welding.) Size the ground electrode conductor per 250.166, not
smaller than #8.
-Rack gr6unding per 690.47(D) has been added to the single line diagram, see sheet E-602.
~omm,ent #6:
Provide thefollowing signage: "Service Disconnecting Means 1 of 2" (to be posted at the main service disconnect) and
j "S.ervice Disconne~ting Means 2 of 2" (to be posted at the new service disconnect).
"The placards detailed on sheet E-501 have been updated as requested. A clarifying note was added to E-602
that PVDISC-2 shall contain a neutral-to-ground bond.
am_ #7:
Service to be NR TL laboratory UL field labeled prior to final inspection. Service modiffcaii6n:
f7he ixistirg switchgear IVISA includes a factory installed auxiliary section to allow for PV system
inte rconnection supply side. There will be no modifications to the factory built switchboard, meaning field
labeling is'not required. Please see attached switchgear submittal for existing switchgear IVISA with factory-
installed'auxiliary section identified.
Co' rrtinen't'#8:~
Describe, on the plans, the line side bus connection design. If a modification to the service is necessary, a NRTL field
e uation will b val e necessary and is required to be Noted on the plans.
-Please see response to comment #7 above.''
STRUCTURAL',
_,,Commen t #1:
Provide a letierfroim-the engineer of record, CTS, for the ballasted system indicating that he or his designee has visited
the site andfound the roof covering at the site is consistent with the wind tunnel testfriction surface usedfor the testing
of the Bear Claw ballasted system.
4
'A Statement of Special inspections has been added to sheet G-001.
Page 2 of 4
112412018
1313aker'
Electric
PM.Planned Industrial (2x4O+30+50) KW PV system
Jurisdiction: Carlsbad
Plan Check #. CBC2017-0636
Reviewer: Morteza Beheshti (Electrical and Structural)
Comments Dated: 1212812017
Comment #2:
Note on the plans for the ballasted system that the engineer of recordfor the ballasted system, CTS, will provide special
i . nsp ectioh for the construction of the ballasted system per CBC Sections 1705. 1.1 item #1 and 1704.2.1 2nd paragraph.*
A Statement of Special Inspectionshas been added to sheet G-001.
Comm~nt #3:
Clearly show on the roof layout of modules arrays, the locations of the module/rack to (E) roofframing "ATTACHMENTS"
' including: the size and specifications for the "ATTACHMENTS" the spacing dimensions between the "ATTACHMENTS as
well as, the size and location of the rooffroming members.
Rackingsheet S-1.0 shows the locations of the mechanical attachments, reference symbol legend under
BALLAST NOTES. The mechanical attachments are attached via wood screws to the plywood deck and do not
-6eed to align with existing roof framing. A mechanical attachment detail with structural engineer's stamp
showing the required #14 wood screws can be found on sheet E-802. Reference TKJ Structural calculations for
mechanical attachment fastener analysis.
Co' ~nent #4-
Provide "project specific" calculations from a CA State Licensed PE for uplift forces on the PV "BALLASTED" systerri,
showing that all PV rack components and the roof structure and connections are adequately designed, according to'the
Report "SEAOC PV1" "STRUCTURAL SEISMIC REQUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC
SySfiMS" and Report "SEAOC PV2". "WIND LOADS ON LOW PROFILE SOLAR PHOTOVOLTAIC SYSTEMS ON FLAT ROOFS".
Provide ~`prcject specific" plans, details, and sections necessary to show a// structural components and connections. The
~tr,uc,tur,al calculations, plans and details shall be sealed and signed by the P.E.
Provide a letter trom the engineer of record stating that: "After inspecting the Site the Coefficient of Friction .
u 'd,in'the -lateral displacement calculations was found to be adequate for the Site roofing materials and se
-~conditions"
Additional c6rrections mayfollow.
-There are two revised calculation packages, which taken together provide project specific calculations for
the ballasted racking system and the existing commercial building to confirm that the racking
components, ballasting and roof structure are adequately designed.
The updated calculations prepared by CBC Engineers dated 1/22/18 analyze the ballasted racking
system.
'The calculations prepared by TKJ Structural Engineering dated 1/23/18 analyze the existing 'o,
commercial building.
-1.0 provides project specific plans, details and sections necessary to show all structural Revised sheet S
components and connections for the ballasted racking system.
-A note requiring the letter confirming the coefficient of friction has been added to sheet G-001 under
STATEMENT OF SPECIAL INSPECTIONS.
Page 3 of 4
112412018
7
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.ETER
400A AUXILIARY SECTION
FOR PV SYSTEM SUPPL Y
SIDE CONNECTION
City Of
Cdisbad
lsiow,verm
Print Da te:07/65/2018 Permit No: PREV2018-0065
Job Addre;s'- 2827 Whiptail Loop
Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revis Status: Closed - Finaled
Parcel No: 2091202600 Lot #: Applied: 03/08/2018
-)ialuation:'. .$0.00 Reference #: Issued: 03/30/2018
,.Occupancy 61roup.:. Construction Type Permit 07/05/2018 Finaled:
# Dwelling Units: Bathrooms: Inspector:
Bedrooms: Orig. Plan Check #: CBC2017-0636 Final
Plan Check #: Inspection:
P.roject Title:-,, I
'Descripti o'n:- CARLSBAD OAKS N-LOT 24: UPDATES TO PV MOD LOCS, ELECTRICAL ROOM EQUIPMENT LOCS &STRUCTURAL CALCS
Applicant: Owner: I Contractor,
BAKER ELECTRIC IN'C R AF GROUP LOT 24, LLC N B BAKER ELECTRIC INC
ISELA VENTURA
Ill C St, 200 1298 Pacific Oaks PI
ENCINITAS, CA 92024-3514 Escondido, CA 92029- 2900
760-~45-2001 x5172 760-473-8838 760-745-2001
IFEE AMOUNT,
BUILDING PLAN CHECK ADMIN FEE $35.00
.:MANUAL BUILDING PLAN.CHECK FEE $262.50
Total Fees. $ 297.50 Total Payments To Date $ 262.50 Balance Due: $35.00
Building Division",,
1635 Faraday Av6nue, Carlsbad CA 92008-7314 1 760-602-2700 760-602-8560 f www'.carlsbadca.gov
0
PLAN CHECK REVISION OR Development Services
-cit YO f DEFERRED SUBMITTAL Building Division
1635 Faraday Avenue Cdr-Isbad -
APPLICATION 760-602-2719 B-1 5 Ww'w.carlsbadca.gov
"Original Plan Check Number CBC2017-0636 Plan Revision Number _y.;20
'~j6~tAcicfress 2827 Whiptail Loop W. Carlsbad, CA 92010 s't-, ~ ~-, ., - -
updated rooftop & electrical room equipment locations 4, 'Ge~qeral Scope of Revision/Deferred Submitta
"LONTACTINFORMAT16N:
Name Isela Ventura 1.760.745.2001 Fax Phone
1218 Pacific Oaks Place City Escondido Address Zip 92029
Email Address, i'bntura@baker-electric.com
1,1,,*br.iginal plans.prepared by an architect or engineer, revisions.must be signed & stamped by that person.
Elements revised: 0 Plans calculations Soils Energy F] Other
Describe revisions in detail List page(s) where each
revision is shown
~'updated rooftop PV modules & inverters locations E-101,,E-102, E-103, S-1.0
updated electrical room equipment locations E- 104
structural calculations updated to coordinate structural calculations
boes this revision,
.
in any way, alter the exterior of the project? El Yes N o
Does this revision add ANY new floor area(s)? EJ Yes No
-Does this revision affect any fire related issues? Yes Rx N o
*~`,'ls this a complete set? [X] Yes E] No
% A!~Signature Date .J 7~
1635 Faraday Avenue, Carlsbad, CA 92008 Ph:760-602-2719 Fax:760-602-8558 Email: building@carlsbadca.gov
www.carlsbadca.g
VM ESGH
A SAFEbuitf Company
3/19/2018 ..DATE. 0.0,PPLICANT .4 JURIS.
JURISDICTION: Carlsbad U PLAN REVIEWER
'.PLAN CHECK NO.: cbprev2018-0065 rev 1 to CBC2017-0636 SET: I
PROJECT ADDRESS: 2827 Whiptail Loop W.
~,'PROJECT NAME: PM Planned Industrial (2x4O+30+50)KW PV system
The plans transmitted herewith have been corrected where necessary and substantially comply
with'the.jurisdiction's building codes.
F-1 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.
'Check list transmitted herewith is for your information. The plans are being held at Esgil
-Corporation until corrected plans are submitted for recheck.
'F1 'The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant
"' ~Jc6ntact person.
F] -,'The applicant's copy of the check list has been sent to:
EsGil Corporation staff did not advise the applicant that the plan check has been completed.
EsGil Corporation staff did advise the applicant that the plan check has been completed.
Telephone #: .Person contacted:
Date contacted: (by Email: Fax #:
%4111 Telephone Fax In Person
REMARKS:
*By: Morteza Beheshti Enclosures:.
"EsGil Corporation
GA E:1~ EJ El MB 17~ PC 3/12
9320 Chesapeake Drive, Suite 208 San Diego, California 92123 (858) 560-1468 Fax (858) 560-1576
bailsbad cbprev2018-0065 rev 1 to CBC2017-0636
,3/19/2018
[DO NOT PAY - THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: cbprev2018-0065
rev 1 to CBC2017-0636
PREPARED BY: Morteza Beheshti DATE: 3/19/2018
'BUILDING ADDRESS: 2827 Whiptail Loop W.
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
BUILDING
PORTION -
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE
Air Conditioning
Fire Sprinkle I rs
TOTAL VALUE
Jurisdiction Code jcb I By Ordinance
Bldg. Permit Fee by Ordinance
Plan'~heck Fee by Ordinance
-Type of Review: R Complete Review Structural Only
F-1 Repetitive Fee El Other
Repeats 2 Hrs. @
EsGil Fee $105.00
Based on hourly rate
Comments: 2 hours structural and electrical plan review.
$262.501
Sheet 1 of 1
macvalue.doc +
Ll TKJ Structural Engineering
9820 Willow Creek Rd., Suite 455
San Diego, CA 92131
858.649.1700
w".tkjse.com
STRUCTURAL CALCULATIONS
For:
Baker Electric
Carlsbad Oaks - Lot 24
2827 Whiptail Loop W.
Carlsbad, CA 92010
S/
4
to rn
Uj NP 845 c,)
CY-1
Exp. 6-30-19
UrT
OF
"42
Date: February 22, 2018
J
TKJSE Job No: 17147.00
4 7
rw
Structural Engineering
9820 Willow Creek Rd., Suite 455 Lq TKJ
San Diego, CA 92131
858.649.1700
www.tkjse.com
SCOPE AND TABLE OF CONTENTS
Proeect Description:
'14" Client: Baker Electric
Property: - Carlsbad Oaks - Lot 24
'.2827 Whiptail Loop W.
Carlsbad, CA 92010
~S' Scope:
The calculations provided herein are the property of TKJ Structural Engineering, Inc., and may
be used solely by the Client for the Project located at the Address noted above.
The project consists solely of evaluating the structural capacity of the existing roof framing for
the additional loads imposed by the proposed ballasted solar arrays. Design of the ballast
system and all other components is the responsibility of others.
Table of Contents:
t section Pages
Design Loads & Building Seismic Load 1 to 4
Roof Framing Key Plan 5 to 5
-Typical Joist Check 6 to 7
Roof Beams & Girders Check 8 to 10
V , SEACC PV 1-2012 Displacements 11 to 11
4
MUSGS Design Maps Summary Report
User-Specified Input
Report Title Carlsbad Oaks North - Lot 24
Tue November 28, 2017 22:27:43 UTC
Building'Codi Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available *in 2008)
Site Coordinates 33.140590N, 117.25541OW
Site Soil Classification Site Class C - "Very Dense Soil and Soft Rock"
Risk Category I/II/III
i
Page 1 of 11
t. ti~
USGS-Provided Output
-.0399 Ss 1 S,s = 1.039 g S,s = 0.692 g
S,'= 0.403 g S,, = 0.563 9 S,, = 0.376 g
..For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
.,deterministic ground motions in the direction of maximum horizontal response, please return to the application
and select the "2009 NEHRP" building code reference document.
-MCF-9 RespW so Spectrum Design Resporise Spectrum
CL70
0.0
~Y7 0-49
CL66
am W 4n
CaL4A a2a
all
a2z M14
CL I I CLO7
CLOO aaa iLM(M &M CL4a alm am im 1-M 1.40 1JM IM 2-00 aM (LM aA0 QW aM 1-00 I-M 1.40 IM IM 2M
r ", ) (a
Period.T ec) Perioct T (see)
For, PGA~l TU C RSI and CRI values, please view the detailed repo
I
Alt
'
h ough t his information is a product of the U.S. Geologica I Survey, we provide no warranty, expressed or implied,
as to the,accuracy of the data contained therein. This tool is not a substitute for technical subject-matter
knc~wleclge.
Page 2 of 11
Lq
BUILDING SEISMIC WALL WEIGHT
DEAD LOADS
Building I
RoofArea=l 11880 0 ft sq.
Wall Thickness 7 in
Wall Weight= iso pcf
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
Date: 11/29/2017
t
14 Total Area (ft2 ) Openings (ft) Wall Area (ft) 1 Weight (psf)
North Elevation 12368.2 1457.4 10910.9 8.3
South Elevation 12339.0 1424.0 10915.0 8.3
West Elevation 14293.5 5588.2 8705.2 6.6
East Elevation 10144.8 1279.7 8865.1 6.8
Interior
30.1 psf
Page 3 of 11
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
LM Date: 11/29/2017
DESIGN LOADS
DEAD LOADS
Building 1:
A
17.0 17.0 18.0 48.0 psf
Notes: Live'Load: 20.6 20.0 20.0 psf
DL of beam member(s)
selfrweight included
;J
in analysis
Assumptions:
Loading applied from new panels to the roof members will cover the entire tributary area of that member. The
live load is removed in areas where panels occur,because foot traffic will not occur. The live load that has been
removed is less than new added dead load, therefore loads have decreased from D+L load case. Dead load
governs over wind load.,
k
%
, , Roof Joists Beams Girders Seismic
Built-up Roofing 2.3 2.3 2.3 2.3
Waterproofing, 0.1 0.1 0.1 0.1
1/2" Struct I Ply 1.5 1.5 1.5 1.5
Insulation 1.0 1.0 1.0 1.0.
MEP 1.0 1.5 1.5 1.0
Blkg, etc. - 0.5 0.5
2x4 @ 24" o/c, 0.7 0.7 0.7 0.7
OWSJ @ 8'.-0" o/c 8.0 8 .0 8.0 8.0
Ceiling 1.0 1.0 1.0 1.0
Walls - 30.1
Misc. 1.4 0.9 1.4 1.8
a
A~ It-'4 0
Lq
ARRAY LOADS
Array Loads per Plans (from Ecolibrium Solar Engineering Report)
Systern Weight (lb) Area (ft) Load (psf)
Array 1 22247 4601.76 4.83
Array 10251 1787.11' 5.74
1: Array 3 6649.5 1088.19 6.11
Array 4 . 6976 1159.09 6.02
Array 5 15148 2983.82 5.08
Array 6 14311 2948.08 4.85
Array 7 10027.5 1644.59 6.10
Array 8 13188 2118.36 6.23
%.—Array 9 9580 1635.28
Tota 1 108378 19966.28 5.43
~~.,ElWlding Seismk Weight Increase
Building 1
ISystern Wt. (lb) Roof Area Roof Load (psf)
Existing 5696797 118800 48.0
Page 4 of 11
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
Date: 2/22/2018
Max psf =
< 10.0 5/c Incr 1.9 Per CBC Section 402.4 'Exception, existing lateral lood-carrying
'4 structural elements orepermitted to remain unalteredifthe demand
capacity ratio dies not increase by more than 10%.
ot
A
4',
prim M
MWIM
L,jwZ
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Page 5 of 11
-.Roof Framing. Key Plan:
T
Page 6 of 11
Project: Carlsbad Oaks- Lot 24
Project No.: 17147
Date: 2/22/2018
Wood Beam Design
Joist Label: RJ-1 -7
,*~L Geometry
Left Overhang= 0.00 ft True Length= 0.00 ft
Center Span= 8.00 ft True Length= 8.00 ft
Right Overhang= 0.00 Ift True Length= 0.00 ft
Joist Spacing= 24" o.c. Overall Length= 8.00 ft
,Roof Pitch= 0:22
Loads YpEh Location
DL LL or.6W From Left
Point Load 1 0 # 0 # 0 # 0.00 ft
Point Load 2 0 # 0 # 0 # 0.00 ft
t;; Point Load 3 0 # 0 # 0 # o.bo ft
Point Load 4 - 0 # 0 # 0 # 0.00 ft
.7pEh Location
DL (pso LL (pso or.6W (pso From Left
Start End Start End Start End Start End
Existing 17.0 17.0 20 20 0 0 0.00 ft 8.00 ft
New 6 6 -20 -20 0 0 0.00 ft 8.00 ft
Dist Load 3 ~O 0 0 0 0 0 0.00 ft 0.00 ft
Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft
.7pEh Location
DL (plf) LL (plf) or.6W (plf) From Left
Start End Start End Start End Start End
Dist Load 1 34 34 40 40 0 0 0.00 ft 8.00 ft
Dist Load 2 12 12 -40 -40 0 0 0.00 ft 8.00 ft
Dist Load 3 0 0 0 0 0 0 0.00 ft 0.00 ft
Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft
1.0 [1.0 for Wind loading or if not req'd per
ASCE 7-10 12.4.3.11
LoadLCombinations
D + L 0.61) (.6W or.7pE)
D.t (.6W or.7pE) D + 0.75[L + (.6W or,7pE)]
Deflection Criteria k
ALL<= Kcr=
Joist Mernber Design
Section Grade
2x4 Sawn DF#I
b=. 1.50 in F,= 180 psi
cl=~ 3.50 in Fb= 1000 Psi
3:06 in3 1700 ksi
4 5.36 in4
Aw
lu
14'
Page 7 of 11
Project: Carlsbad Oaks - Lot 24
Project No.: 17147
Date: 2/22/2018
-Wood Beam Design
Shear Design Equation
F'~~ F~(C0)(CM)(C)(CXCF)
f'-:~ Ib [=3V 2bd for rectangular sections)
Flexural Design Enuation
J" F'b= Fb(CD)(CM)(Ct)(CL)(CF)(Cv)(Cf.)(Ci)(Cr)(C.)
4 Sx.
Modification Factors
CD= 6.90 Load Duration Factor [NDS 12 Table 2.3.2]
C — 1, 1 . M" -t 60 ~Wet Service Factor [NDS 12 Table 4A, 4D, 5A, 5B]
Ct= k 1.00 Temperature Factor (NDS 12 Table 2.3.31
CO~ 1.00 Beam Stability Factor [NDS 12 3.3.3]
Iu= 24 in Effective Unbraced Length [NDS 12 Table 3.3.3]
R '6 11 be
CF= 1.50 Size Factor [NDS 12 4.3.6]
Cv= -4 1.00 Volume Factor [GLB's only. NOS 12 5.3.61
'Cfu='-.1 Flat Use Factor (N DS 12 Table 4A, 4D, SAI 5131
1.00, Incising Factor [NDS 12 Table 4.3.8]
Repetitive Member Factor [=1.15 if s<= 24" o.c.] 1,15
C'—~' 1.00 Curvature Factor [GLB's only. See NOS 12 5.3.8]
4
"A T"
Analysis Summary
DL LL EorW Combinations
Vma.~ 186 # 0 # 0 # 186 #
Vmin= -186 # 0 # 0 # -186 #
Mmox~ 372 ft-lbs 0 ft-lbs 0 ft-lbs 372 ft-lbs
Mmln= 0 ft-lbs 0 ft-lbs 0 ft-lbs 0 ft-lbs
RL.ax= 186 # 0 # 0 # 186 #
RLmin= 112 #
RRmax= 186 # 0 # 0 # 186 #
RRmln= 112 #
Design Summary
f,= 53 psi D/C = 0.33 OK F',= 162 psi
fb= 1456 psi D/C = 0.94 OK
F'b= 1546 psi
aLL= 0.00 in 0.000 in 0.00 in
OK
ATL= 0.0000 in 0.4699 in 0.00 in
=L / 204 OK
Page 8 of 11
Existing Beam and Girder Check:
C, t- 0Ai) i N Ci
FA M P5 7 0
7 0 r DL
MA-~~ FALLA5-TEL? ps
30 /< 151~-Im P-13- 1
~P-F_DVCIE~L&3
20 f4-
CAI 0-)
-IN (-I
J
1
4
-10 K 2
Ll lb/( '\L w f\- 6 LP, T. L. b- I I- L
NEW LOA-1c) 1 F4 C-)
L't I b/4 /' LJ -
-:!Lf- ::- L(-~ I b #+
2 '-1 1_74+
J
Ll~) C-) 1 0- Dr- rL (q -
A1U6v\)tv1~L9 T, L. 01-1,
OE~J* L OA O)rA C
L, I,- V1111
C~ i tl-oe a-
ALLOWIA6LE t2 J I-
OEW. L"D)NC-)
o .,I
STRUCTURAL Project: Baker - Carlsbad Oaks North - Lot 24 " VL4e#""~ MUINttKINU
ProjectNumber: 17147 9820 Willow Creek Rd., Ste. 455
San Diego, CA 92131 Prepaied By- GG Mvw.lkjse.com
r, k
Page: ot -
Date: 11/29/17
e
Page 9 of 11
Existing Beam and Girder Check:-
CA9
NEW LOAD M (I
-::E 4-63 L 52',V] 10- 1 1 Lf oK
~O LI M
'NUOWA 61'e . -r. L.
NJEW I—ciA-00C-i
v)),
V~ G -
4 Lr ILI K
MZVO LOA b)N (71
ILI: 9 T. -z PTO V)
J-,
CA-)~)-)
< T, L~ D + L- Iq - 2,15 p vf 10.'J 2-"'~
STRUCTURAL Project: Baker - Carlsbad Oaks North - Lot 24 ENGINEERING
Project
-
Number. 17147 Page: 9820 Willow Creek Rd., Ste. 455
Son Diego, CA 92131
wwwJkjse.coni Prepared By. GG- Date:
Page 10 of 11
Existing Beam and Girder Check:
I t-A V E C L I F- -(-'K
LoA-Q ff','
I
III AV f.: IXT11" (3 VE (2. 0 s
EA-,vJ.-:::-3 0 0 WS-ff— t
A~Lov), A-V LL, LoA D ON C1
T. f~ 04c 2- 0
L STRUCTURAL Project: Baker - Carlsbad Oaks North - Lot 24
ENGINEERING
9820 Willow Creek Rd., Ste. 455 ProjectNumber 17147 Page: - of.
J San D'ego. CA 92131
www.tikjse.com Prepare~ By: GG Date: 11/29/117
Page 11 of 11
Project: Carlsbad Oaks North - Lot 24
Project No.: 17147
Date: '12/5/2017
Unattached Ballasted Solar Panels - Seismic Sliding [Ref. SEAOC PV1-2012]
Input
Site Class = C ASCE 7-10, Sec. 11.4.2 0 S, = 1.039 USGS
Site Coefficient, Fa = 1.000 ASCE 7-10, Table 11.4-1
SDS = 2/3 F.*S, = 0.693 ASCE 7-10, EQ 11. 4-3
1. (Building) = 1.0 ASCE 7-10, Table 1.5-2
1p (Array) = 1.0 ASCE 7-10, Table 1.5-2 (Must not exceed 1.0)
Roof Slope = 1.2 degrees Must not exceed 3 degrees
Coefficient of Friction (Not less than 0.4)
0.60
Seismic Design Category -D= ASCE 7-10, Table 11.6-1&2
Design Seismic Displacement
71 ampv = 5.1 in. [(S,,, -.4)'J*60 in
v AMPv = 6.0 in. Minimum value for SDC 0, E & F
AMPv ~ 6.0 in. Design value
SEA OC PVI-2012 Section 6: Design of Uhattached Arrays to Accommodate Seisrnk Displacement
Array Condition: Min. Separation:
Between separate solar arrays of similar construction 0.5(lp)Ampv 3.0 in.
Between a solar array and a fixed object on the roof or (IP)6mpv = 6.0 in. solar array of different construction
Between a solar array and a roof edge with a qualifying
p6rapet (Min. 6" above center of mass of solar array 0JAMPv = 6.0 in.
and not less than 24" above roof surface)
Between a solar array and a roof edge without a
9.0 in. qualifying parapet 1.5(_Ie)AMPv .
AnalVsis Summary:
V The minimum solar array seismic separation has been coordinated / verified with the solar designer
layout plans. Therefore, the design is structurally acceptable per SEAOC PV1-2012.
a4
C BC-'
I.J Engineers Dayton Office
ENGWEERING REPORT
TO: Ecol ibrium, Solar, Inc. DATE: March 2, 2018
507 Richland Avenue
Athen s, Ohio 45701
ATTN: Mr. Kyle Basarich NO: 2104613-1-1217-10
'Cu'rrent Pr'oducts Engineer (Revision 2)
Re: Critical Review of Ballask -Design Calculations and R6of Top Placement Drawings for the
A Ecofoot5D Solar Panel Support System, Baker Ele'ctric —(Carlsbad Oaks North — Ldt24) 2827
W, Carlsbad, Californi'; CBC Report No. 2104613- 1- 1217- 10 (Revision 2) Whiptail Loop a
CBC Engineers and Associates, Ltd. (CBC) ispleased to'submit our critical review.of the
ballast design calculations and placement shop.drawings for the above referenced project. Ecolibrium
Solar's Ecofoot5D solar panel support system will be used to support new solar panels on a building
rooftop -at 2827 Whiptail Loop'W, Carlsbad, California. The structural analysis of the Ecofoot5D
system for this site has been performed in accordance with ASCE 7-10.using the design criteria shown
in Tabl,e I below.
TABLE I DESIGN CRITERIA
'A
YALU5 USEDIN DES IGN
Basic Wind Speed — 3 Second Gust 110 mph
Occupancy Category if
Importance Fac'tor' 1.00
Expos&e Category B
Roof Height 35 ft.
Solar Panel Module Weight 50.71 lbs, 48.50 lbs
(Yingli YL320P -35b and YL330D-36b)
L Solar Panel Module. Length 77.01 inches, 77.17 iriches
(Yingli YL320P-35b and YL330D-36b)
W = Solar Panel Module Width 39.06 inches; 39.06 inches
(Yingli YL320P-35b and YL330D-36b)
Solar Panel Orientation Landscape
Friction Coefficient 0.60
Existink:Ro6f T~ype Granule Coated
Pg Ground Snow Load 0 PSI`
Seismic Design Catdgbiry D
Ss = 0.2s Response Mapped Acceleration Parameter 1.038 1'
Block Size 411 x 8" x 16".
Ballast Block Weight 32 lbs
Daiyton, OH . Lexingto.ni KY Hazarcl,XY Charleston, WV Harrisburg, IL
.125, Westpark Road Centerville, Ohio 45459 / Phone: 937-428-6150 Fax: 937-428-6154
Visit us at www.cbceng.00
_J -
March 2, 2018 Ecolibrium Solar, Inc.
qB.0 Report No. 21046D-1-1217-10 (Revision 2)
Seismic analysis of the -PV array has been performed using this site criteria. The unattached
(ballasted only) methodology wi!~cmploycd in accordance with the SEAOC OVI-2012 document
Structural Seismic Requirements and Commentary for Rooftop Solar Photovoltaic Arrays in order to
determine minimum offset distances under a seismic sliding scenario. The minimum offset distances
between the solar array and other objects based on this methodology are shown in Table 2 below.
TABLE2'
MINIMUM OFFSET DISTANCES FOR SEISMIC-INDUCED SLIDING
i7- ~,- — :.;~, ~ — L-101- - ...~ ~ I . 11 -1 - , -0 -,-- ~ ~ .21
Other Ballasted PV Arrays 3.7 inches
Fixed R6Aop Objects 7.4 inches
Rooftop Edge (with parapet) 7.4 inches
Rooftop Edge (no parpet) 11. 1 inches
Determinations have been made for the theoretical minimum ballast required to resist wind and
snow loading conditions, with the critical loading scenario being used to determine the overall minimum
ballast required. For this project, the ballast necessary to resist uplift is the worst case loading scenario.
The wind pressure and force coefficients used in the determination of the required ballast to
resist wind-induced uplift and sliding of the Ecofoot5D ballasted arrays are based on the results of the
Ecofoot2@ Racking,System Wind Pressure Study performed for Ecolibrium Solar, Inc. by Rowan
Williams Davies &Irwin, Inc. (RWDI) as presented in their repoh dated December 3, 2014. Based on
this study, the following two equations were provided to facilitate determinati.on.of the theoretical
minimum weight of ballast required to resist wind-induced uplift and sliding using the design criteria
as shown in Table I above. The theoretical results for the minimum r'equired ballast at each tcofbot5D
location in their respective location in the solar panel a
'
rray are shown in the schematic attached in.
Appendix.B. The placement shop draw.ing attached in Appendix C depicts the location' of each
E6ofoot5D support and the actual suggested number of ballast blocks at each support as per the values
shown in'the Appendix B schemat.ic.
k" BAIlast flb) to Resist Upli
aD.- Ballast,,Olift = aw . q~ - JGCpJ,V1ift Auplift 7 aD M (Ibs)
Ballast 0b) to Resist Sliding
aD - Ballcistdrag crw - q, - [(GCp)d Adrao (11f. + IGCpl* ,ft Auplift] — aD - M (lbs) rag up
Payton, OH Lex.ingtoni KY Hazard, KY Charleston, WV Harrisburg, IL
125 Westpark Road Centerville, Ohio 45459 / Phone: 937-428-61SO Fax: 937-428-6154
Visit us at www.cbceng.com
Ecbfibt-111M Solar, Inc. 3 March 2, 201~
CBC Rep?rt No. 21046D-1-1217-10 (Revision 2)
where:
aw = factor;on wind load from ASCE 7-10
9D = factor on dead load. from ASCE 7-10
q 3-second gust Wind pressure (lbs/ft2) for site location from ASCE 7-10, including Z
exposure factor (Kz) and directi.onality factor (Kd = 0.85) as per chapters 26 and 29 of
ASCE 7- 10.
M ight of assembled system (lbs) for approp~iate averaging,area self W~
frictional coefficient
A = area (ft2) of panel(s) projected onto a horizontal plane uplift
Aa,,,g = area (ft2) of panel(s) projected *onto a vertical plane
JG~p J.plf; = absolute value of uplift pressure coefficient for selected averaging area t
= highest drag pressure coefficient multipli&~ by the appropriate area reduction factor (GCp rag
JGCp I* ft = absolute value of highest uplift pressure coefficient multiplied by the appropriate area
reduction factor
-Based on a critical review of the ballast design calculations, it-is'the opinion of CBC't at sat
calculations have been performed 'and prepared in accordance with the applicable provisions of the
referenced standards and accept~d industry practices. The calculations are included in Appendix A. It
is also the opinion of CBC that the Ecofoot5D placem~nt shop drawings have also been,performed and
prepared in accordance with the.applicable provisions of the referenced standards and acc~pted
industry practices. Thedrawings are included in Appendix C. CBC has accordingly signed and sealed
this report and the Ecofoot5D placement sh6p drawings'. As such, CBC is the Engineer of Record for
the.structural analysis of the E.cofoot5l) syi,tem for the above referenced' project.
CB.0 has not.evaluated the existing building structure for support of the proposed support
system(s),- and this is the responsibility of others than CBC. It is assumed others than CBC have
evaluated the building structure for support of the proposed system(s). It is assumed the roofing system
is insialled according to the manufacturer's recommendations. If conditions for this project differ from 9
those expressed herein, Ecolibrium Solar, Inc. and CBC Engineers & Associates, Ltd. should be
notified immediately.
This critical review engineering report provides information regarding the Ecofoot5D solar
panel,support system by Ecolibrium Solar, Inc. The solar panels, are supplied and designed by others,
and are attached to the Ecofoot5D supports, with provided Ecof6ot5D hardware, according to the
instructions and requirements of Ecolibrium Solar, Inc. The Ecofoot5D systern ffiust- be installed
T Dayton, 6H Lexington, KY Hazard, KY Charleston, WV Harrisburg, IL
125, Westpark Road / CentervIlle, Ohio 45459 / Phone: 937-428-6150 / Fax: 937-428-61S4
Visit us at www.cbceng.com
4 March 2,2018 -Xcolibrium'Solar, Inc.
CBC Report No. 21046 D-1-1217-10 (Revision 2)
according,to the instructions and r6quirements of Ecolibrium Solar, Inc. -It is assumed that the ballast
blocks'will be installed in accordance with the recommendations of Ecolibrium Solar, Inc., and in such
a manner so that the required ballast wiii be permanently available for the life of the system. The
specific construction techniques -and methods chosen to install the &ofoot5l) system as per the
requirements of Ecolibrium Solar, Inc. and as detailed in this report are the r6sponsibility of the
installation contractor. Independent conclusions, opinions or'recommendations made by others than
CBC based on the information provided herein are the, responsibility of the independent party. t
Our professional set-vices have been performed and our findings obtained in accordance with
gener~lly accepted engineering'~ principles and practices. No other warranty, expressed or implied is
made. This -report is not a bidding document and shall not be used,for that purp6se. This report has
been prepared for the exclusive use of Ecolibrium Solar, Inc. for specific application to the project
herein described. The report shall be used in its entirety.
4.
Thank you for the opportunity to provide this report. If you have any questions, or require any
further assistance, please contact us.
CBC Engineers & Associates, Ltd.
ick L. Teacheyv, Jr., E.I;T.
Staff Efigin SIONAL
De 0
Deep it, P.13t-efA37
Proje gineer,
Per
0
0 RLT/DN/
ec:.Clien't (kbasarich@ecolibriumsolar.com)
]-File
Daiton, OH Lexington, KY Hazard, KY Charleston, WV Harrisburg, IL
125 Westpa~k Rdad / Centerville, Ohio 45459 of Phone: 937-428-6150 ? Fax: 937-428-6154
visit us at www.cbceng.com
Ei6ofibriumSotar
;A
Uplift, Sliding and Seismic Calculations
Explanation of EcoFoot System Calculations and Design Procedure
nstaller Name: Baker Electric
3roject Name: Carlsbad Oaks North - Lot 24
~roject Address: 2827 Whiptail Loop.W
Carlsbad, CA 92010
)ate Prepared: 112/5/2017
Calculation Explanation Key Sections:
Introduction, Site Specifics and Variable Definition .................................. ......................... Page 2
Wind Tunnel Testing, Uplift and Drag Force Calculations ................................................... Page 3
Ballast Application to Sheet S-1.0 .................. ........................................................................ Page 5
Detailed Calculations From Table 4 ... ; .................................................................................... Page 7
SEACC PV1 - 2012 - Section 5: Unattached Arrays .............................................................. Page 8
Table Of Figures:
Table -1: System Design Criteria ............................................................................................... Page 2
Table 2: PV Module Specifics .................................................................................................. Page 2
Table 3: Calculation Inputs, Constants, and Variables ........................................................ Page 3
Table 4: Ballast to Resist Uplift Calculations for the Above Address ................................ Page 4
Image 1: Aerodynamic Zones From RWDI Report ............................................................... Page 4
Table S: Ballast to Resist Sliding Calculations ....................................................................... Page 5
Image 2: Ballast to Resist Sliding Equation from RWDl ....................................................... Page 5
Image 3: Example of Module and Ballast Graphical Representation ................................ Pa ge 6
Image 4: Ballast Prescriptions Produced by Table 4 .......................................................... Page 6
Table 6: Seismic Design Inputs ................................................................................................ Page 8
Table 7: SEAOC PV1 AMPV Definitions .................................................................................. Page 8
Table 8: SEAOC PV1 Array Setback Requirement Calculations .......................................... Page 8
Table 9: EcoFoot5D Interconnection Strength ...................................................................... Page 9
Table 10: Maximum W1, and W1 side modules .................................................................. Page 9
3rd Party Engineering Resources
Ro wan, Williams, Davies, & Irwin Inc (RWDI) Wind Tunnel Testing Per ASCE 7 IBC
Maffei Structural Engineering -- Peer Review of Wind Tunnel Testing
Testing Engineers, Inc. -- Friction Testing per ASTM G11S
CBC Engineers -- Professional Engineering Review and Certification
Page 1
ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
Jt
Uplift, ;Iticling, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010 Q V &Q74 EcolibriumSot;~r
Introduction, Site Specifics and Variable Definition
In order to efficiently design EcoFoot5D ballasted photovoltaic systems, Ecolibrium Solar makes use of a proprietary
solar array design aid called "EcoCalcs". Starting with a set of design criteria, shown here in Table 1 below, EcoCalcs
utilizes methodologies laid out in the ASCE7 and SEAOC PV1/PV2 documents, and derivative b6ilding codes. Actual
calculations for this project are included herein, and are accompanied by a step-by-step explanation of Ecolibriurn
Solar's design process.
The output of EcoCalcs is a comprehensive set of ballast prescriptions, including Image 3 found on Page 5. Ballast
prescriptions are applied to a proposed system layout by the Ecolibrium Solar engineering team. CBC Engineers,
Ecolibrium Solar's professional engineering partner, has reviewed and verified EcoCalcs and reviews system designs to
ensure that calculations and ballast prescriptions were correctly applied. Upon successful review, CBC Engineers
provides a stamped design review including relevant supporting documentation (this explanation included) and a
stamped, approved ballast plan.
Please note: Ecolibrium Solar and CBC engineers are not conducting a structural review of the proposed site.
Below, Table 1 and Table 2 list the design criteria and project details for a proposed system in Carlsbad, CA. These values
will be used throughout the remainder of this explanation.
VK
'Worst case panel of the two panels
reqs slip sheets
Utilizing the inputs from Tables I and 2, the factors in Table 3 are generated for the site. This list of factors is used in
various ways to fully define a proposed system according to calculations laid out in the SEAOC and ASCE documents. In
the scope of this explanation, factors are used to calculate velocity pressure, qh as defined in ASCE7-05, Section 6.5.10,
and ASCE7-10, Section 30.3.2, and ultimately the amount of ballast required to offset uplift and drag forces.
Page 2
ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010 et V EcolibriumSolar
Table 3: Calculation Inputs Constants, and Variables
Racking Component Weight 6.5 lbs.
Ballast Block Weight 32 lbs.
Asymmetric lift load Ratio (North Row) 1.8
Asymmetric lift load Ratio (South Row) 1.6
Ala= Effectiv~ Lift Area of PV Module 20.849 ft2
Ada= Effective Drag Area of PV Module 1.82 ft'
dLF1= Dead Load of Module and Attributed Racking 56.951 lbs.
Roof Setback Minimum ........................................................................................................................................................... 36 ............................ in.
Load Combination Factor for Wind 0.6
Load Combination Fact6r for Seismic 1
a (from ASCE7 Table 6-2 or 26.9.1)= 7
zg (from ASCE7 Table 6-2 or 26.9.1)= 1200 ft.
zmin (from ASCE7 Table 6-2)= 30 ft.
z selected (from zmin & inputs)= ........................................................................................................................................................... 35 ............................ ft.
Kz= Adjustment Factor for Building Height and Exposure 0.73
Kzt= Topographic Factor 1
Kd= Directionality Factor 0.85
I= Importance Factor 1
Wind design load factor 0.6
Dead Load design load factor 0.6
Jqh= Velocity Pressure (0.00256*Kz*Kzt*Kd*V'*I) 79.28
An explanation of variables:
Asymmetric Lift Load Ratio: This is a ratio describing the leverage created by EcoFoot base dimensions,
module attachment location and location of center of ballast mass. Assessed as a multiplier on top of ballast
distribution scheme in Image 4.
dLF1= Dead Load of Module and Attributed Racking: the weight of one mod u le and hardware attributed to
that module, not including ballast.
Ala= Effe~tive Lift Area of PV Module: The surface area of a module projected onto the horizontal plane for lift
calculations.
Ada= Effective DrogAreo of PVModule: The surface area of a module projected onto the horizontal plane for
drag calculations.
qh= Velocity Pressure at height "h": Calculation prescribed by ASCE7-05, eq. 6-15, and ASCE7-10, eq. 30.3-1
'Wind Tunnel Testing, Uplift and Drag Force Calculations
Wind tunnel testing of the EcoFoot product line to determine GCn values has been conducted by Rowan Williams Davies
& Irwin Inc. (RWDI), a nationally recognized boundary-layer wind tunnel test firm. Testing was conducted in accordance
with ASCE7 , 05, section 6.6, and ASCE7-10, section 31.2. Module-specific GCn data allows for precise application of
ballast to prevent uplift. Deviation from prescriptive wind GCn values has been addressed according to 5EAOC PV2 via a
peer review of the wind tunnel testing and results by Maffei Structural Engineering.
GCn and qh are used to calculate the pressure exerted on each module via the design wind pressure equations (ASCE7-
i-~ 05 — section 6.5.12.4, ASCE7-10 — section 30.4.2). Ballast required to offset uplift and drag forces (BWUz) is calculated
with load combination calculations from ASCE7-05/10 section 2.3.2. Detailed calculations for this project are found in
Table 4. Resulting required ballast BWUz is displayed graphically in Image 3.
Page 3
ecolibriumsolar.corn 507 Richland Ave., Athens, OH 45701 740-249-1877
#c0I x Downforce x3 5x3
I #rows (ixi)
~15 pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -6.2
1:5.8
0 9.6
WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs. -12 7.1 119.2 :51033
t 0 DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -40.2
1
-35.4 -25.9
z BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs 66.9 59.0 43.1
ai to pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -5.4 -5.0 -4.2 8.9 'D WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -111.2 -103.3 -87.4
t DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -30.6 -25.9 -16.3 0
z BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 lbs 51.0 43.1 27.2
pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -6.2 5ro, -4.2 9.6
UJ WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -127 . 1 -M 03:3 -87.4
DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -40.2 -25.9
E'll
-16.3
BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 Ibs 66.9 44 27.2
pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -5.4 -5.0 ~-4.2 8*9
:2 WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -111.2 -103.3 87 .4
_16 .3
27. 2
DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -30.6 -25.9
BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 Ibs 51.0 43.1
E pUz=Uplift design wind pressure in Z direction=qh*GCnUz psf -6.9 -5.0 -4.2 13.5
LO WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -143.0 -103.3 -87.4
-5 :3 DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -49.7 -25.9 -16.3
0 1BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 Ibs 82.8 43.1 27.2
puz=u lift design wind pressure in Z direction=qh*GCnUz psf -6.6 -5.0 -4.2 13.1
WLFUz=Uplift wind load force in Z direction=pUz*Ala lbs -135.1 -103.3 -87.4
5 DLFUz=Uplift design load using ASD combo #7 = dLF1*0.6 + WLFUz*0.6 lbs -44.9 -25.9 -16.3 0
' BWuz=ballast weight required to resist wind uplift= -DLFUz/0.6 jibs 174.9 43.1 27.2
111 101MI Ir',' No III On till!
in lull,,
III, nn
MME311111111111111111111111111
Cr"=MMM===MMW
mmmmmmmmmmmm
M=M=MMMMM1C==31=M
E3=MMMM
MMMMMMM= M=M=MMM===M
C21MEMICMIC21CM
C3C3C3E3C3C3LJLJLZ;l
N
Ecolibrium Solar Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
Table 4: Ballast to Resis~ Uplift Calculations for Pro*ect ProDosed in Carlsbad, CA 92010
Load Sharing Area
The aerodynamic differences among different sub-sections of a large array are handled by various calculation sections
(North Corner, North Edge, E/W Edge...) and apply according to the excerpt from the RWDI report shown below in
Image 1. The highlighted sections of Table 4 correspond to specific module locations, also shown in Image 4: green the
north corners, purple - the east or west edge, orange - the deep interior. See Page 7 for expanded calculations
pertaining to the highlighted sections.
%
Image 1: Aerodynamic Zoneghi6m RWD1 Report
Aerodynamic Zone Key Plan for Table 2 Aerodynamic Zone Key Plan for Table 3
(Portrait Orientation) (Landscape Orientation)
N
Page 4
ebolibriumsolar'com 507 Richland Ave., Athens, OH 45701 740-249-1877
4
.p Upli; Uplift, Sliding, 8~ Seismic Calculations for the Proposed Project in Carlsbad, CA 92010 EcolibriumSotar
41. -
To check the amount of drag a given sub-array will experience, the equation in Image 2 is utilized - an excerpt from RWDI's
It test report. Each sub-array is checked for sliding, proceeding from the smallest to largest or until drag no longer governs
total required ballast.
Table 5 lists the calculations used to identify the total required ballast to counteract drag forces and prevent sliding. Friction
values have been identified by Testing Engineers (IAS accredited) according to ASTM G115 - Standard Guide for Measuring
-and Reporting Friction Coefficients. Unless detailed information is available pertaining to the location of the sub-array, the
..roof's worst case uplift GCp are utilized in calculating drag and required ballast.
Ima e 2: Ballast to Resist Slidina Equation
Ballast flb) to Resiis.t Slidina
A — aD - M (1b) aD - Ballast~r~g aw , qw [(GCprdrag Adrao + IGCIII*.Pufr uplift
Table 5: Ballast to Resist Sliding Calculation
Sub-Array Module Count Total: 4
aw = Wind Load Combination Factor 0.6
ad = Dead Load Combination Factor 0.6
qz (qh in Table 3)= 19.28
M = dLF1 from Table 3 60.20
fn (also see Table 1) = 0.52
Aupiift Ala in Table 3 = 20.85
Adrag Ada in Table 3 = 1.82
GCp-drag 1.52
GCp-upiift -0.64
Area Reduction Factor 0.59
(GCP) drag 0.90
I GCP I upiift 0.38
Total Required Ballast Weight (Per Image 2)= 611.74
Wballastblock = 32
Total Required Ballast Blocks: 20
r4
Ballast Application to Sheet S-1.0
For easier interpretation, the results calculated in Table 4 are laid out in graphical representations of a solar array, shown in A I I -
Image 4. Ecolibrium Solar engineers and drafters make use of this graphical layout when applying ballast to a given system
design.
As shown in Image 3, the ballast required to resist lift - BWUz from Table 4 - is listed for each module location in Image 4. A
portion of each BWUz value is distributed to each of the connected EcoFoot Bases, also detailed in Image 3 and included in
Image 4. The total ballast required at each EcoFoot location is then calculated and rounded up to the next ballast block
Jncre~nent.
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ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
Ecolibrium Solar Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
Image 3: Example of Module and Ballast Graphical Representation
EcoFoot 2+ Ballast Layout Break Line EcoFoot 5D Ballast La out
(green dashed line)
2 2 1 0 2 0
.0
~_s 52.47 27.36 EcoFoot location with required
0, 52.47 27.36
number of ballast blocks 2 2 1 2 1 0
52.47 27.36 52.47 27.36
Module, with required ballast -2 1 0 2 2 weight "BWUz" called out
--- - - - - - - - - - - - -
The ballast prescription array shown in Image 4 is one of many similar arrays created automatically through EcoCalcs in
'order to address all possible array configurations. The data calculated in Table 4 was ultimately used to assign ballast to the
System design in Sheet S-1.0 by Ecolibrium Solar. EcoCalcs and the resulting ballast plan S-1.0 are reviewed by CBC Engineers
for correctness and completeness. Once approved, an engineering report including Sheet S-1.0 and any supporting material
(this explanation included) are stamped and sealed by a professional engineer registered in the state where the project is
proposed.
Image 4: Ballast Prescriptions Produced by Table 4
41.
2 2 1
.66.94 58.99 51.04 27.21 27.21
2 2 2
58.99 51.04 43.10 27.21 27.21 C
2 1
58.99 51.04 43.10 27.21 27.21 0 -0
7-2 2 2 -1
43.10 35.15 27.21 27.21 27.21 E
N E
to 2 2 t
Lu 43.10 35.15 27.21 27.21 27.21
0 2 2' C CL X uj 43.10 35.15 27.21 27.21 27.21
kA 0)
:3
C
2' 2 1 t
0
43.10 35.15 35.15 27.21 27.21
U
< 2 2 2 2 2
82.83 58.99
2
NOTE: The colored module locations in Image 4 correspond to the same colored areas in Table 4: green - the north corners,
purple -the east or west edge, orange -the deep interior. See Page 7for more detailed calculations.
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c ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
#L
Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010 Q. EcolibriumSotar'
Detailed Calculations From Table 4
North Corner Module
GCn Value from RWDI report: -0.32
gh value from Table 3: 19.28
pUz Uplift design wind pressure in Z direction = qh*GCn: -6.17 psf
Am Surface Area of Module: 20.93 sqft
Orn Module Incline: 5 deg
Ala PV Module Lift Area = Am Cos (Orn): 20.85 sqft
WLFUz=Uplift wind, load force in Z direction=pUz*Ala -127.14 lbf
TLF1 = Dead load of one module and attributed hardware: 56.95 lbf
lDLFUz=UPIift design load using LRFD combo #6 = 0.9*dLF1+1.0*WLFUz -40.16 lbf
I BWUz--- Ballast required to resist wind uplift = -DLFUz/0.9 : 66.94 lbf
East/West Edge Module
GCn Value from RWDI report: -0.26
gh value from Table 3: 19.28
pUz Uplift design wind pressure in Z direction qh*GCn: -5.01 psf
Am Surface Area of Module: 20.93 sqft
Orn Module Incline: 5 deg
Ala PV Module Lift Area = Am * Cos (0m): 20.85 sqft
WLFUz=Uplift wind load force in Z direction=pUz*Ala -103.30 lbf
dLF1 = Dead load of one module and attributed hardware: 56.95 IN
DLFUz=Uplift design load using LRFD combo #6 = 0.9*dLF1+1.0*WLFUz -25.86 lbf
BWUz = Ballast required to resist wind uplift = -DLFUz/0.9 : 1 43.10 lbf
Interior Module
GCn Value from RWDI report: -0.22
gh value from Table 3: 19.28
pUz U lift design wind pressure in Z direction = qh*GCn: --4.24 psf
Am Surface Area of Module: 20.93 sqft
Orn Module Incline: 5 deg
Ala PV Module Lift Area = Am * Cos (Orn): 20.85 sqft
WLFUz=Uplift wind load force in Z direction=pUz*Ala -87.41 lbf
dLF1 = Dead load of one module and attributed hardware: 56.95 lbf
DLFUz=Uplift design load using LRFD combo #6 = 0.9*dLF1+1.0*WLFUz -16.32 lbf
,BWUz = Ballast required to resist wind uplift = -DLFUz/0.9 : 27.21 lbf
4 'A~
V %
t
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-ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
For this project, the Seismic Design Category is evaluated as D, and so AMPV evaluates as 7.38 in. SEAOC PV1 Section 6 -
Design of Unattached Arrays to Accommodate Seismic Displacement accommodates seismic events by providing
j-~ ~alculations to determine the minimum separation required between arrays and roof features. In a seismic event, this
minimurn spacing ensures the ballasted solar system is allowed to move freely without dam'aging any roof features, or
itself. The calculations outlined in SEAOC PV1 and results are shown in Table 8.
Table 8: SEAOC PV1 Array Setback Requirement Calculations
Condition Calculation Result
Between arrays of similar construction 0.5(lp)Ampv 3.69 in.
Between array and fixed object , (/P) AMPV 7.38 in.
Between array and roof edge with parapet (le) Ampv 7.38 in.
Between array and roof edge with no parapet 1.5(le) Ampv 11.07 in.
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507 Richland Ave., Athens, OH 45701 740-249-1877
f N
EcofibriumSolar Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010
SEAOC PV1 - 2012 - Section 5: Unattached Arrays
Ecoli6riurn Solar utilizes'the unattached design approach to account for seismic force as provided for by Section 16 of
the California Building Code (CBC) and the Structural Engineering Association of California PV1 Requirements (SEAOC
PV1-2012). Section 1613 of the CBC defines "Ballasted Photovoltaic System". SEACIC PV1 defines conservative
calculations to be used to design unattached photovoltaic systems, independent of friction considerations.
7he unattached approach begins with the project specific design cr.iteria. Table 6 lists the relavent project inputs.
SEAOC PV1 defines the value A,pv, which is the design seismic displacement of the array relative to the roof. This is
'30 ,4, defined in Table 7. According to SEAOC research, these values are more conservative than shake table testing.
Table 7. SEAOC PV1 A mp fnitions _Qe _
Seismic Design Category AMPV
A, B, C
D, E, F
6 in.
[(SDS — 0.4)'] - 60 in. ~ 6 in.
4
Uplift, Sliding, & Seismic Calculations for the Proposed Project in Carlsbad, CA 92010 Ecolibrium Solar'
Once the minimum separation distances are defined, the maximum allowable array size is determined according to the
calculations found in Section 6 pertaining to the interconnection strength of an array. Ultimately, the arrays must not
break apart under the forces experienced during potential seismic events. The total horizontal force is defined in SEAOC
PV1 as the larger of.0.133SDsWi and 0.1W1, where W1 is "the weight of the portion of the array, including ballast, on the
side of the section that has smaller weight."
In practice, Ecolibriurn Solar uses the SEACC equations to calculate the maximum number of modules allowable in the
north/south and east/west directions of a rectangular array. This is done by finding the maximum allowable W1 per
module at the interconnection plane, based on the interconnection strengths listed in Table 9.
N/S Horizontal Force 110 lb
As the east/west and north/south interc'onnection strengths are known, the SEAOC equations are rearranged to use
horizontal force to determine a maximum W1 for a given section. Then from the maximum sectional W1, the maximum
allowable modules on the smaller side of an array is determined from the module and racking weights, as shown in Table
10. The maxi
'
mum dimensions of any given array, or 2x the maximum W1 half of an array, is also listed in Table 10. These
-values are used as the ma . ximum dimensions of any array for this particular project.
Table 10: Maxinium W1, and W1 side modules
East-West Calculations
Maximum Section W1 per Module at Interconnection 3580 pounds
Maximum Section Modules from Maximum W1 28 modules
Maximum Array E[W Width (Maximum Section Modules x 2) 56 modules
North-South Calculations
Maximum Section W1 per Module Interconnection 1100 pounds
,Maximunn Modules per Section per Module at Interconnection 8 modules
IMaximum Array NIS Depth (Maximum Section Modules x 2) 16 modules
Asper SEAOC PV1 - 2012, the system as been determined to have a coefficient of friction greater than 0.4. The coefficients
of friction is based on roof material, use of a slip sheet, wet or dry conditions, and expected ballast conditions. All friction
alues have been identified by Testing Engineers (IAS accredited) according to ASTM G115 - Standard Guide for Measuring
and Reporting Friction Coeff icients, methodology that is i n agreement with SEACC a nd Los Angeles, CA stipulations.
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ecolibriumsolar.com 507 Richland Ave., Athens, OH 45701 740-249-1877
Table 9: EcoFoot5D Interconnection Strenath
Force Direction Module Design
E/W Horizontal Force 358 lb
1 .1 1 1
Land Matrix 5deg (lift)
Rounded General Matrix
Column #
2
M0 Row # 1
2
2
2
MQ 3
2
-4 QD
2
5
2'
6
2
7
2
8
Rounded Three-Row Matrix
Column #
3
Row #
00 EcolibriumSolar
array continues to the right...
A C
North
Comer,
orth
EI
North
ort
0 ne
North
Corner
No
Corner
MgQ:geM
EastIVIlest
Edge
So t
Comer
South
Edge
sout
o e EL LZme,
South
WEdgM,
Sout So th
Edge
array continues to the right...
2 3 4 5
2 2 2 2
RE W
21046 Baker Electric - (Carlsbad Oaks North - Lot 24) 2827 Whiptail Loop W., Carlsbad, CA 1 of 3
'Land Matrix 5deg (lift) No Ecolibrium Solar
Rounded Two-Row Matrix
Column # array continues to the right...
3 4 5
3 2 2 2
'Row # I 64W @0W am
2 3 3 2 2
2 R-N AT--P CR-7 Am A =A- M_
3 3
Rounded Single Row Matrix
Column # array continues to the right...
2 3 4 5
3 1; 3fj~ 1,
14 W
4 3 ------- $,_ S.' 3
-Rounded Three-Column Matrix
Column #
1 2 3
3, 2 V
Row'# 1 .00 ffX& MM
3; 2
Qum, ftm
31 2
3' 2 3~
4
2 2 2
5
2 2 2
.6
4
-
I
2 2 2
7
3, 2 3'
3, 3
-21046 Baker Electric - (Carlsbad Oaks North - Lot 24) 2827 Whiptail Loop W., Carlsbad, CA 2 of 3
Land Matrix 5deg (lift) EcofibriumSolbr
R ounded Two-Column Matrix
Column #
2
3 3
Row'#, 1 QXQ GRDQ
3
2
3 3~
3
3
4
2 21
5
3~ 3,'
6
3, F~I
7
3,
8
Roun~d6d Single Column Matrix
Column #
1 North Al
4 <-- Attachment
Row~# 1
4
2
4
3 aim
4
4
A 4
5
4
c 4 <-- Attachment
South
.210.46 Baker Electric - (Carlsbad Oaks North - Lot 24) 2827 Whiptail Loop W., Carlsbad, CA 3 of 3
0