HomeMy WebLinkAbout2436 Town Garden Rd; ; CBC2018-0707; Permit{city of
Carlsbad
Commercial Permit
Print Date: 03/12/2019 Permit No: CBC2018-0707
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
# Dwelling Units:
Bedrooms:
2436 Town Garden Rd
BLDG-Commercial
2132601000
$86,400.00
Work Class:
Lot#:
Reference#:
Construction Type:
Bathrooms:
Orig. Plan Check#:
Cogen Status:
Applied:
Issued:
Permit
Finaled:
Inspector:
Closed -Finaled
12/27/2018
02/06/2019
Plan Check#:
Final
Inspection: 3/12/2019 3:21:47PM
Project Title:
Description: VIASAT HQ: 86.4 KW ROOF MOUNT PV SYSTEM, 216 MODS
Applicant: Owner: Contractor:
BORREGO SOLAR SYSTEMS
GONZALO MANRIQUEZ
5005 Texas St, 400
LEVINE INVESTMENTS LP BORREGO SOLAR SYSTEMS INC
San Diego, CA 92108-3721
619-961-4513
BUILDING PERMIT FEE ($2000+)
BUILDING PLAN CHECK FEE (BLDG)
MANUAL BUILDING PLAN CHECK FEE
SB1473 GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION-COMMERCIAL
Total Fees: $1,123.10
2201 E Camelback Rd, 650
PHOENIX, AZ 85016
Total Payments To Date: $1,123.10
5005 Texas St, Ste 400
SAN DIEGO, CA 92108-0000
619-961-4527
Balance Due:
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES ff 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.
$0.00
1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
$569.91
$398.94
$126.06
$4.00
$24.19
( City of
Carlsbad.
COMMERCIAL
BUILDING PERMIT
APPLICATION
B-2
PI an Che c ~al),& ~D 71)
Est . Value 1/, 'gfa I L/(X) -
PC Dep osit ,ff098 'fL/:
D at e /~ -d 7 -/f:
Job Address 2436 Town Garden Road, Carlsbad, CA 92009 Suite: _____ APN: __________ _
Tenant Name: _V_ia_S_a_t_H_O _____________ CT /Project#: __________ Lot#: ___ _
Fire Sprinklers: yes / no Air Conditioning: yes/ no
BRIEF DESCRI PTION OF WORI<: Installation of 86.400 kW (DC) rooftop solar PV system over (1) newly constructed
building. The plan check number for the building is: 815: CBC2018-0276.
D Addition/New: ___________ New SF and Use, ___________ New SF and Use,
___ Deck SF, Patio Cover SF (not including flatwork)
0 Tenant Improvement: ______ SF,
______ SF,
Existing Use ______ Proposed Use ______ _
Existing Use Proposed Use ______ _
0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _
IKl Solar: 86.400 __ KW, ~ Modules, Yes Mounted, Tilt :~/ No, RMA: Yes/@ Panel Upgrade: es,®
D Plumbing/Mechanical/Electrical Only: __________________________ _
D Other: _________________________________ _
APPLICANT (PRIMARY)
Name: Gonzalo Manriquez -Borrego Solar Systems
Address: 5005 Texas St., Suite 400
City: San Diego State:~Zlp: 92108
Phone: 619-961-4513
Email: gmanriguez@borregosolar.com
DESIGN PROFESSIONAL
Name: Igor Sobkow icz -Borrego Solar Systems
Address: 5005 Texas St., Suite 400
City: San Diego State:~Zlp: 92108
Phone: 650-716-3786
Email: isobkowicz@borregosolar.com
PROPERTY OWNER
Name: Bart Caruso
Address: 6155 El Camino Real
City: Carlsbad State:..f6_Zip: 92009
Phone: 760-893-1771
Email: bart.caruso@viasat.com
CONTRACTOR BUSINESS
Name: Borrego Solar Systems, Inc.
Address: 5005 Texas St, Suite 400
City: Sa n Diego Stat e:~Zip: ....;9c:.;2;_;,1.;::..0..:..8 ___ _
Phone: 61 9-961-4513
Email: gmanriquez@borregosolar.com
Architect State License: ___________ _ State License: 814435 Bus. License: BLOS002264-12-201 7
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to Its
Issuance, also requires the applicant for such permit to file a signed statement that he/she Is licensed pursuant to the provisions of the Contractor's license Law
{Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she Is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)).
1635 Faraday Ave Carlsbad, CA 92008
8-2
Ph: 760-602-2719 Fax: 760-602-8558
Page 1 of 2
Email: Building@carlsbadca.gov
Rev. 06/18
( OPTION A}: WORKERS'COMPENSATION DECLARATION:
I heorby affirm under penalty of perjury Qfil. of the following dec/orotio11s:
J{) I have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit Is Issued.
11!1 t have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued.
My workers' compensation Insurance carrier and policy number are: Insurance Company Name: Arthur J. Gallagher Co.
Polley No. RWC8016242 Expiration Date: _4""/1""/""2-'-0-'-1 "'"9 ____ _
IXI Certificate of Exemption: I certify that In the performance of the work for which this permit Is Issued, I shall not employ any person In any manner so as to be come
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful, and shall subject an employer to
criminal penalties and clvll fines up to $100,000.00, In addition the to the cost of compensation, damages as provlded for In Section 3706 of the Labor Code,
Interest and attorney's fees. ~~
CONTRACTOR SIGNATURE: ~~ □AGENT DATE: I 2/1 ~/I 6 7 7
( OPTION B ): OWNER-BUILDER DECLARATION:
I hereby affirm that I om exempt from Contractor's License Low for the following reason:
0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not Intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such work
himself or through his own employees, provided that such Improvements are not Intended or offered for sale. If, however, the building or Improvement Is sold within
one year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale).
)11{1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
0 I am exempt under Section _______ Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property Improvement. 0 Yes D No
2. I (have/ have not) signed a plication for a building permit for the proposed work.
3. I have contracted with th following person (firm) to pro~I the proposed construction (Include name address/ phone/ contractors' license number):
4. I plan to provide portion of the work, but I have hired th' fo owing person to coordinate, supervise and provide the major work (Include name/ address/ phone/
contractors' license numb r):
5. I will provide some oft e w following persons to provide the work Indicated (include name/ address/ phone/ type of work):
OWNER SIGNATU DATE: _1_2-_-_,_I q...._--'-l~if
I hereby affirm that there Is a
Lender's Name: ------>,~---~-1---1--------Lender's Address: ____________________ _
ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D Yes O No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes D No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes O No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES ANO THE AIR POLLUTION CONTROL DISTRICT,
APPLICANT CERTIFICATION:
I certify that I have read the application and state that the above Information Is correct and that the Information on the plans Is accurate. I agree to comply with all
City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I Al50 AGREE TO SAVE, INDEMNIFY ANO KEEP
HARMLESS THE CITY OF CARl5BAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF
THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit ls required for excavations over S'O' deep and demolition or construction of s1ructures over 3 stories In height.
EXPIRATION: Every permit Issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized
by such permit Is not commenced within 180 days from the date or such permit or If the building or work authorized by such permit Is suspended or abandoned at any time
after the work Is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code).
APPLICANT SIGNATURE: ____________________ DATE: _______ _
1635 Faraday Ave Carlsbad, CA 92008
B-2
Ph: 760-602-2719 Fax: 760-602-8558
Page 2 of 2
Email: Building@carlsbadca.gov
Rev. 06/18
' '
,-:•· ' . PERMIT INSPECTION HISTORY REPORT (CBC2018-0707) , , '
P0rn1it Type. BLDG-Commercial Application Date: 12/27/2018 Owner: LEVINE INVESTMENTS LP
Work Class Cogen Issue Date: 02/06/2019 Subdivision·
Status· Closed -Finaled Expiration Date: 09/09/2019 Address: 2436 Town Garden Rd
Carlsbad, CA 92009
IVR Numbor: 16206
--·-·-· ---
Scheduled Actual Inspection Status Primary Inspector Re inspection Complete
Date Start Date Inspection Type Inspection No.
03/05/2019 03/0512019 BLOG-35 Solar 085289-2019 Partial Pass Andy Krogh Reinspection Incomplete
Panel
Checklist Item COMMENTS Passed
BLOG-Building Deficiency Ballast blocks Yes
03/06/2019 03/05/2019 BLDG-Final 085290-2019 Failed Andy Krogh Re inspection Complete
Inspection
Checklist !tern COMMENTS Passed
BLDG-Building Deficiency No
BLDG-Plumbing Final No
BLOG-Mechanical Final No
BLDG-Structural Final No
BLDG-Electrical Final No
03/12/2019 03/12/2019 BLDG-35 Solar 085807-2019 Passed Andy Krogh Complete
Panel
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Ballast blocks Yes
BLDG-Final 085808-2019 Passed Andy Krogh Complete
Inspection
Checklist Item COMMENTS Passod
BLDG-Structural Final Yes
BLDG-Electrical Final Yes
March 12, 2019 Page 1 of 1
CARLSBAD CBC2018-0707
1/31/2019
DATE: 1/31/2019
JURISDICTION: CARLSBAD
PLAN CHECK#.: CBC2018-0707
✓• EsG1I
A SAFEbuilt Company
SET: II
PROJECT ADDRESS: 2436 TOWN GARDEN ROAD
PROJECT NAME: VIASAT BLDG. 60KW PV System
□ APPLICANT
□ JURIS.
IZ] The plans transmitted herewith have been corrected where necessary and substantially
comply with the jurisdiction's building codes.
D 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.
D The plans transmitted herewith have significant deficiencies identified on the enclosed
check list and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at
EsGil until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the
applicant contact person.
D The applicant's copy of the check list has been sent to:
IZ] EsGil staff did not advise the applicant that the plan check has been completed.
D EsGil staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted: (by:
Telephone#:
)
Mail Telephone Fax In Person
0 REMARKS:
By: Morteza Beheshti
EsGil
1/22
Email:
Enclosures:
DATE: 1/08/2019
JURISDICTION: CARLSBAD
PLAN CHECK#.: CBC2018-0707
✓• EsG1I
A SAFEbuilt Cornr,v1y
SET: I
PROJECT ADDRESS: 2436 TOWN GARDEN ROAD
PROJECT NAME: VIASAT BLDG. 60KW PV System
□ APPLICANT
□ JURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
D 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.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
~ The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
~ The applicant's copy of the check list has been sent to:
D EsGil staff did not advise the applicant that the plan check has been completed.
~ EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Igor Sobkowicz Telephone#: 650.716.3786
Date contacted: (by: ) Email: isobkowicz@borregosolar.com
Mail Telephone Fax In Person
0 REMARKS:
By: Morteza Beheshti
EsGil
12/31
Enclosures:
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
CARLSBAD CBC2018-0707
1/08/2019
GENERAL PLAN CORRECTION LIST
JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2018-0707
PROJECT ADDRESS: 2436 TOWN GARDEN ROAD
SCOPE: T.I. FOR OFFICE & ANCILLARY MANUFACTURING; STORIES = TWO; HEIGHT=
40'; OCCUPANCY= B; CONSTRUCTION = I11-B; SPRINKLERS= YES; TOTAL BUILDING
AREA= 172,500 (86,250/FLR.); TOTAL T.I. AREAS= 75,292;
DATE PLAN RECEIVED BY
ESGIL: 12/31
REVIEWED BY: Morteza Beheshti
FOREWORD (PLEASE READ):
DATE REVIEW COMPLETED:
1/08/2019
This plan review is limited to the technical requirements contained in the International Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. The approval of
the plans does not permit the violation of any state, county or city law.
GENERAL
1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of
plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious
processing, corrected sets can be submitted in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building
Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to
EsGil and the Carlsbad Planning, Engineering and Fire Departments.
2. Bring IllllQ corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite
208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports
directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire
Departments.
NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning,
Engineering and Fire Departments until review by EsGil is complete.
2. 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.
CARLSBAD CBC2018-0707
1/08/2019
3. 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?□ Yes □ No
PLANS
• ELECTRICAL, and ENERGY COMMENTS
PLAN REVIEWER: Morteza Beheshti
JURISDICTION: Carlsbad
DATE 1/8/2019
PC NUMBER: C2018-0707
• ELECTRICAL
4. Please indicate a minimum of #8 protected conductor for the Auxiliary Ground Electrode
Conductor from the Modules back to the service. CEC 690.47 (D)
5. Include an AC disconnecting means within sight of the roof mounted Inverter. CEC
690.15 (A)(2)
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.
,
CARLSBAD CBC2018-0707
1/08/2019
[DO NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: CARLSBAD
PREPARED BY: Morteza Beheshti
PLAN CHECK#.: CBC2018-0707
DATE: 1/08/2019
BUILDING ADDRESS: 2436 TOWN GARDEN ROAD
BUILDING OCCUPANCY: B/111-B/SPR.
BUILDING AREA Valuation Reg.
PORTION ( Sq. Ft.) Multiplier Mod.
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code CB By Ordinance
1997 UBC Buildin Permit Fee g ...
1997 UBC Plan Check F~e-:~~:-·--~
Type of Review: D Complete Review
VALUE
D Structural Only
D Repetitive Fee 3 Repeats
□ Other
□ Hourly
EsGil Fee
41 Hrs.@•
~=====$=1 0=5=.0~0
• Based on hourly rate
Comments: Structural and Electrical Review.
($)
$420.001
Sheet 1 of 1
Borrego Solar Systems, Inc.
1814 Franklin St I Suite 700
Oakland, CA 94612
www. borregosola r. com
STRUCTURAL CALCULATIONS
VIASAT-BUILDING E2 _ 12/18/2018
~ ,~
-J
BORREGO SOLAR
Project Summary ......................................................................................................................................... l
Building Information ................................................................................................................................... 2
PV Array Layout ........................................................................................................................................... 3
Inverter Anchorage Design ......................................................................................................................... 4
Electrical Equipment Attachment ............................................................................................................... 7
These calculations have been prepared by and for Borrego Solar Systems, Inc. in support of the above
referenced project and shall not be used or relied upon for any other purpose.
Ertug Yurdutemiz, SE LEED AP
Structural Engineer
Borrego Solar Systems, Inc.
(510) 496-8755
CBC2018--0707
2436 TOWN GARDEN RD
VIASAT HQ: 86.4 KW ROOF MOUNT PV SYSTEM. 216
MODS
>-,-. -(.)
2132601000
1/17/2019
CBC2018-0707
Project: Via Sat _ Building E2 Sheet#: Borrego Solar Systems, Inc.
www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components
T: {888) 898-6273
BORREGO SOLAR F: (888) 843-6778
PROJECT SUMMARY
SCOPE:
Designed By:
Revised By:
EY Date: 12.18.18
Date:
To provide structural design for the PV racking and inverter attachment to the roof of the existing
building.
EXISTING STRUCTURE:
Existing roof structure consists of 1 ½" x 20 gage metal deck spanning 9' (max) between steel beams.
The lateral system is a Precast Concrete Shearwall system.
DESIGN CRITERIA:
Dead loads: Additional dead load is 4.3 psf due to the solar panels, racking and ballast blocks.
Wind Loading: Wind loading is provided by Panel Claw.
CODES:
California Building Code (2016 CBC)
ASCE7-10
SEAOC PVl-2012 and SEAOC PV2-2012
FINDINGS:
The existing building roof framing and lateral system are adequate to support additional weight of the
solar panels and support rack. The additional weight is less than the allowed 5 psf per the original
building design.
1
Project: Via Sat _ Building E2 Sheet#: Borrego Solar Systems, Inc.
www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components
T: {888) 898-6273
BORREGO SOLAR F: {888) 843-6778
BUILDING INFORMATION
Designed By:
Revised By:
EV Date: 12.18.18
Date:
Letter signed by the buildings structural engineer stating the additional ca pacity of the roof framing.
November 29, 2018
Borrego Solar Systems
360 22nd St. Ste. 600
Oakland, CA 94612
RE: ViaSat Building 15
2436 Town Garden, Rd., Carlsbad, CA 92009
Solar Design Loading
Dear Ertug:
~ WISEMAN +ROHY
~R U C T U R A L E N G I N E E R S
JAMES M. WISEMAN, S.L
PIUNCIP"l
STEVEN D. RDHV. S.L
PRINCIPAi
DAVIDE. MAESTAS. P.E.
ASSOCIATC
This letter confirms that the entire roof of the above-mentioned building was designed with
an allowable solar load of 5 psf for both vertical and lateral design.
Please do not hesitate to contact me if you need any additional information.
Sincerely,
WISEMAN + ROHY Structural Engineers
"JJ~
David Maestas, P.E.
Associate
9915 MIRA MESA BLVD. SUITE 200-SAN DIEGO, CA 92131 • TEL 858 536 5166 • FAX 858 536 5163 • WWW.WRENGINEERS.COM
2
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APPROVED FOR CONSTRUCTION
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1570 OSG000 ST. sum 2100
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BORREGO SOLAR
fi'1t01£CT.
VIASAT BLDG E2
';~ GAAO(N ROAD I A
CARl.lBAD CA 92009
Sff(£TTITU:
BALLAST
LAYOUT -1
'''"'"''" SHl:0:
1 PC-6
Project: Via Sat_ Building E2 Sheet#: 4 Borrego Solar Systems, Inc.
www.borregosolar.com Subject: Analysis and Design of Rooftop PV Components
T: (888) 898-6273
BORREGO SOLAR F: (888) 843-6778
ANCHORAGE OF BENTEK INVERTER RACK
Building Code: 2016 California Building Code/ ASCE 7-10
BUILDING AND SITE INFORMATION
WIND
• Rick Category:
• Basic Wind Speed
• Wind Directionality Factor
• Exposure Category
• Topographic Factor
• Gust Effect Factor
• Velocity Pressure Exposure Coefficient
SEISMIC
• Soil Site Class
• Design Short-Period Spectral Acceleration
• Design 1-Second Spectral Acceleration
• Mean Roof Height of Building
• Height of Roof Supporting Inverter
INVERTER AND RACK INFORMATION
Designed By:
Revised By:
II
V= 110 mph
Kd = 0.85
C
Kzt = 1.0
G = 0.85
K, = 1.07
D
Sos = 0.757 g
Soi= 0.408 g
h bldg = 45 ft
z = 45 ft
Isometric View of Inverter Rack
Plan and Elevations Views oflnverter Rack
EV
(Table 1.5.1)
(Fig. 26.5-lA)
(Table 26.6-1)
(Sect. 26. 7)
(Fig. 26.8-1)
(Sect. 26.9)
(Table 29.3-1)
Fver
Date: 12.18.18
Date:
Borrego Solar Systems, Inc.
www.borregosolar.com
Project: Via Sat_ Building E2 Sheet#: 5
Subject: Analysis and Design of Rooftop PV Components
T: (888) 898-6273
BORREGO SOLAR F: (888) 843-6778
Weight of Inverter
Weight of Mounting Rack
Weight of Inverter and Rack
Mounting Angle of Inverter
Inverter Width
Inverter Height
Inverter Depth
Vertical Projected Surface Area of Inverter
Horizontal Projected Surface Area of Inverter
Height from roof deck to center of mass of inverter
Distance from line of rotation to center of mass of inverter
Distance from line of rotation to center of ballast blocks
CALCULATE WIND LOAD ON INVERTER RACK
Designed By:
Revised By:
W1 = 154 lbs
W, = 25 lbs
W1, = W; + W, = 179.00 lbs
0 ; = 15°
W; = 26.20 in
h1 = 35.70 in
d1 = 10 in
EY
At= (w; x h1) x cos(0;) = 6.32 ft2
A,= (w1 x h1) x sin(0;) = 1.70 ft2
X1 = 1.67 ft
X2 = 2.50 ft
X3 = 5.00 ft
Date:
Date:
Since the building is less than 60 ft in height, we can use Section 29.5.1 to determine the wind forces on the inverter.
q, = 0.00256xK,xKnxKdxV2 = 28.2 psf (Eq. 29.3-1)
GCr_h = 1.9 Area of Inverter is far less than area of horizontal projected building area
GCr_v = 1.5 Area of Inverter is far less than area of building plan area
Fwind_v = q,x GC,_,xA1 " 267 lbs
Fwind_h = q,x GCr_hXAr = 91 lbs
Using 0.60 + 0.6W combination:
0.60 = 0.6 x 179 = 108 lbs
0.6Whorlz = 0.6 X 91 = 55 lbs
0.6Wvert = 0.6 X 267 " 160 lbs
Mor-horiz = (55) X (3.45/2) = 9S lb_ft
M or-ver = (160) X (5/2) = 400 lb_ft
Mm= (108) x (5/2) = 270 lb_ft
UPLIFT= (270-400-95) / (5/2) = 90 lb (32 lbs x 4 =128lbs)
HORIZANTAL" 55 lb
(Eq. 29.5-2)
(Eq. 29.5-3)
Provide 2 Ballast Block {32 lb each) at each corner. {Total of 8 per inverter)
12.18.18
Project: Via Sat_ Building E2 Sheet#: 6 , Borrego Solar Systems, Inc.
www. borregosola r .com Subject: Analysis and Design of Rooftop PV Components
T: (888) 898-6273
BORREGO SOLAR F: (888) 843-6778
CALCULATE SEISMIC FORCES ON INVERTER RACK
Importance Factor
Component Amplification Factor
Component Response Modification Factor
Design Short-Period Spectral response Acceleration
Design 1-Period Spectral response Acceleration
Horizontal Seismic Force
Fp = [(0.4xapxSds)/(Rp/lp)] x (1+(2xz/hb1dg)) x W;, = 65 lbs
Fp_max = l.6xSdsXlpxW;, = 217 lbs
Fp_min = 0.3xSdsXlpxW;, = 41 lbs
Fph = max(Fp_min, min(Fp, Fp_max)) = 65 lbs
Vertical Seismic Force
Fpv = 0.2xSdsxW1, = 27 lbs
OVERTURNING DUE TO SEISMIC
Using 0.6D + 0.7E combination:
0.6D = 0.6 x 179 = 108 lbs
0. 7E = 0. 7 x 65 = 46 lbs
0.7Evert= 0.7 x 27 = 19 lbs
Moverturnlng = (0.7x Ex2.5) = 115 lbs
M,esisting = (0.6D-.7Evert)xWx2.5 = 198 lbs
Designed By:
Revised By:
Ip= 1.0
ap = 1.0
Rp = 2.5
Sds = {2/3) X Fa X S,= 0.757
Sd1 = (2/3) X Fv X S1 = 0.433
Since M Reslsiring is larger than M overrurning, no uplift due to seismic.
Provide 2 Ballast Block (32 lb each) at each corner. (Total of 8 per inverter)
SLIDING CHECK
Max. Sliding is 65 lbs (seismic)
0.6D = 108 lbs (inverter)
0.6D = 0.6 x 256 = 154 lbs (8 ballast block)
Resisting Sliding Force = Friction Coefficient x 0.60
= 0.40 x (108+154) = 105 lbs
VResis1r1ng is larger than Vsuo,rvG.
EY Date: 12.18.18
Date:
Borrego Solar Systems, Inc.
www.borregosolar.com
T: (888) 898-6273
Project: Sheet#: 7
Subject: Analysis and Design of Rooftop PV Components
Designed By: EY Date:
BORREGO SOLAR F: (888) 843-6778 Revised By: Date:
12, 7
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www.borregosolar.com
T: (888) 898-6273
F: (888) 843-6778
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Subject: Analysis and Design of Rooftop PV Components
Designed By: EY Date: -------
Revised By: Date:
= o.1 8 + o .. 18 =-O. ~ <.c, V
~1--, --0 -----,C-/ . L.O rJ tJ . l~
9
CARUSO
TURLEY
SCOTT
structural
engineers
STRUCTURAL
ENGINEERING
EXPERTS
PARTNERS
Richard Turley, SE
Paul Scott, SE, PE
Sandra Herd, SE, PE, LEED AP
Chris Atkinson, SE, PE, LEED AP
Thomas Moms. SE, LEED AP
Richard Dahmann, SE, PE
Troy Turley, SE, PE, LEED AP
Brady Notbohm, SE, PE
PROFESSIONAL
REGISTRATION
50 States
Washington D.C.
U.S. Virgin Islands
Puerto Rico
1215 W. Rio Salado Pkwy.
Suite 200
Tempe, AZ 85281
T: (480) 774-1700
F: (480) 774-1701
www .ctsaz.com
CLIENT:
Job No. 19-0242-1648
By JND/PGS
Panel ''' caw·
1600 Osgood Street
Suite 2023
North Andover, MA 01845
PROJECT:
Borrego Solar Viasat Bldg E2
2436 Town Garden Road
Carlsbad, CA 92009
GENERAL INFORMATION:
Sheet No. Cover
Date 1/16/19
> 1---0
2016 CBC, ASCE 7-10
BUILDING CODE: With SEAOC PV1-2012 and PV2-2012
CBC2018-0707
2436 TOWN GARDEN RD
VIASAT HQ: 86.4 KW ROOF MOUNT PV SYSTEM. 216
MODS
2132601000
1/17/2019
CBC2018-0707
CARUSO
TURLEY
SCOTT
structural
engineers
STRUCTURAL
ENGINEERING
EXPERTS
PARTNERS
Richard Turley, SE
Paul Scott, SE, PE
Sandra Herd, SE, PE, LEED AP
Chris Atkinson, SE, PE, LEED AP
Thomas Morris, SE, LEED AP
Richard Dahmann, SE, PE
Troy Turley, SE, PE, LEED AP
Brady Notbohm, SE, PE
PROFESSIONAL
REGISTRATION
50 States
Washington D.C.
U.S. Vrgin lsends
Puerto Rico
1215 W. Rio Salado Pkwy.
Suite 200
Tempe, AZ 85281
T: (480) 774-1700
F: (480) 774-1701
www.ctsaz.com
Date: January 16, 2019
Mr. Ryan Heil
PanelClaw
1600 Osgood Street, Ste. 2023
North Andover, MA 01845
RE: Evaluation of PanelClaw system
Project Name: Borrego Solar Viasat Bldg E2
CTS Job No.: 19-0242-1648
Per the request of Ryan Heil at PanelClaw, CTS was asked to review the
PanelClaw system with respect to the system's ability to resist uplift and sliding
caused by wind and seismic loads.
Wind Evaluation:
PanelClaw has provided CTS with wind tunnel testing performed by I.F.I (Institute
for Industrial Aerodynamics) at the Aachen University of Applied Science. The
system tested was the "Polar Bear 10deg Gen Ill HD" system. This system
consists of photovoltaic panels installed at a 10 degree tilt onto support
assemblies. The support assemblies consist of a support frame for the PV
panels, wind deflectors and areas for additional mass/weight as required for the
ballast loads.
The wind tunnel testing was performed per Chapter 31 of ASCE 7-10. The
parameters of the testing were a flat roof system in both Exposure B and C on a
building with and without parapets. The testing has resulted in pressure and/or
force coefficients that were applied to the velocity pressure qz in order to obtain
the wind loads on the PV system. From the wind load results it is then possible to
calculate the ballast loads required to resist the uplift and sliding forces.
PanelClaw has provided CTS with the excel tool that was developed to obtain the
uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained
to find that the amounts of ballast provided are within the values required.
Furthermore, CTS agrees with the methodologies used to develop the uplift and
sliding forces for the "Polar Bear 1 0deg Gen Ill HD" system per the wind tunnel
testing results.
Seismic Evaluation:
Calculations have been provided utilizing the method found in SEAOC PV1-
2012, Section 9 for the use of non-linear response history analysis to determine
the seismic displacement of non-structural components located on a roof. These
calculations have determined that the friction generated from the ballast is
sufficient to restrict displacement due to seismic forces to acceptable distances,
and that no mechanical attachments are required.
CARUSO
TURLEY
SCOTT
structural
engineers
STRUCTURAL
ENGINEERING
EXPERTS
PARTNERS
Richard Turley, SE
Paul Scott, SE, PE
Sandra Herd, SE, PE, LEED AP
Chris Atkinson, SE, PE, LEED AP
Thomas Morris, SE, LEED AP
Richard Dahmann, SE, PE
Troy Turley, SE, PE, LEED AP
Brady Notbohm, SE, PE
PROFESSIONAL
REGISTRATION
50 States
Washington D.C.
U.S. Virgin Islands
Puerto Rico
1215 W. Rio Salado Pkwy.
Suite 200
Tempe, AZ 85281
T: (480) 774-1700
F: (480) 77 4-1701
www .ctsaz.com
Conclusion:
Therefore, it has been determined that the system as provided by PanelClaw is
sufficient to resist both wind and seismic loads at this project.
Please contact CTS with any questions regarding this letter or attachments.
Respectfully,
Jennifer Delgado, EIT
Structural Designer
PaulG.Scott,SE,PE
Partner
P anel ''' caw®
Partner Name: Borrego Solar
Project Name: Viasat Bldg E2
Project Location: 2436 TOWN GARDEN ROAD
Carlsbad, CA, 92009
Racking System: Polar Bear Ill HD
Structural Calculations for Roof-Mounted Solar Array
Submittal Release: Rev 1
Engineering Seal
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 -(978) 688.5100 fax -www.panelclaw.com
12/3/2018
P anel ''' caw®
Section:
1.0 Project Information
1.1 General
1.2 Building Information
1.3 Structural Design Information
2.0 Snow Load
2.1 Snow Load Data
2.2 Snow Load Per Module
3.0 Wind Load
3.1 Wind Load Data
3.2 Roof I Array Zone Map
3.3 Wind Design Equations
4.0 Design Loads -Dead
4.1 Dead Load of the Arrays
Table of Contents:
4.2 Racking System Dead Load Calculation
4.3 Module Assembly Dead Load Calculations Array 1
5.0 Design Loads -Wind
5.1.1 Global Wind Uplift Summary Table:
5.1.2 Global Wind Shear Summary Table:
6.0 Design Loads -Downward
6.1 Downward Wind Load Calculation
6.2 Racking Dimensions for Point Loads
6.3 Point Load Summary
7 .0 Design Loads -Seismic
7.1 Seismic Load Data
7.2 Seismic Design Equations
7.3 Seismic Displacement of Unattached Solar Arrays
Page#
1
1
1
1
2
2
2
3
3
3
3
4
4
5
5
6
6
7
8
8
8
9
10
10
10
11
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 -(978) 688.5100 fax -www.panelclaw.com
12/3/2018
P anel ''' caw®
Appendix:
12/3/2018
A. 1.F.I PCMll-4: Wind Loads on the solar ballasted roof mount system 'Polar Bear 10 deg Gen IIIHD' of PanelClaw
Inc.; February 25,2016
B. B. Building Code and Technical data
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 -(978) 688.5100 fax -www.panelclaw.com
Panel''' caw®
1.0 Project IQformatjon:
1.1 General:
Project Name: Viasat Bldg E2
Project Locaton: 2436 TOWN GARDEN ROAD
Carlsbad, CA, 92009
Racking System: Polar Bear Ill HD
Module: LG
Module Tilt:
Module Width:
Module Length:
Module Area:
Ballast Block Weight =
9.90
40.31
79.69
22.31
32.60
1.2 Building Information:
Height
(ft) Roof Measurement N/S (ft.)
I Roof 1 40 290
1.3 Structural Design Information:
Building Code:
Risk Cat.:
Basic Wind Speed (V) =
Exposure Category:
Ground Snow Load (Pg) =
Is=
Site Class:
Short Period Spectral Resp. (5%) (Ss):
ls Spectral Response (S%)(S1):
le=
Ip=
Roof Measurement E/W
(ft.)
150
2016 CBC
II
110
C
0
1
D
1.052
0.408
1
1
LG400N2W-A5
degrees
in.
in.
sq.ft.
lbs.
Parapet
Height (ft)
2.5
mph
Pitch Membrane
(deg) Material
1.8 TPO
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 -(978) 688.5100 fax -www.panelclaw.com
12/3/2018
Coeff. of
Friction (µ)
0.64
1
P anel ''' caw®
2.0 Snow Load:
Snow Calculations per ASCE 7-10, Chapter 7
2.1 Snow Load Data:
Ground Snow Load (Pg)=
Exposure Factor (Ce) =
Thermal Factor (Ct) =
Importance Factor (Is) =
0.00 psf
1
1.2
1
Flat Roof Snow Load (Pf)= 0.7*Pg*Ce*Ct*ls= 0.00 psf
Min Snow Load for Low Slope Roof=
Snow Load on Array (SLA) =
Pg*ls =
0.00 psf
0.00 psf
Minimum Snow Load
Fig. 2.1 -Uniform Roof Snow Load on Array
2.2 Snow Load Per Module:
Snow Load per Module (SLM) = Module Projected Area• SLA
Where;
12/3/2018
ASCE, Figure 7-1
ASCE, Table 7-2
ASCE, Table 7-3
(ASCE, Table 1.5-2)
(ASCE 7.3-1)
(ASCE 7.3.4)
Module Projected Area (Amp) = Module Area * Cos(Module Tilt)
Where;
Module Area = 22.31
Module Tilt= 9.90
sq.ft.
degrees
Amp= 21.98 sq.ft.
0.00 lb
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
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P anel ''' caw®
3,0 Wind toad;
Wind Analysis per ASCE 7-10-Wind Tunnel Procedure. Chapter 31
3.1 Wind load Data:
Basic Wind Speed (Vult) =
Exposure Category:
Topographic Factor (Kzt) =
Directionality Factor (Kd} =
Exposure Coefficient (Kz) =
MRI Reduction = 0.93
110
C
1
0.85
1.04
Velocity Pressure (qz) = 0.00256'Kz'Kzt'Kd'V'2'MR1'2 • 23.68 PSF
3.2 Roof/ Array Zone Map;
mph (ASCE, Figure 16.S-JAJ
(ASCE. s«. 26.7.3}
/ASCE. fig. 16.8-l)
(A.Sa. Tobie 16.6-JJ
(ASCE, Tobie 11.J.J)
(Eqn. C16.5·1)
(ASCf. Eqn. 11.J-J)
For w ••t w Ind• w Ith w tnd dnction• tro,n 1 eo• to 36()•. -------~-··-,_.. __ ......,. . .,.__ ...
aetbadt •
Typical Roof Zone Mapping for west Winds with Directions from 1so• to 360•
Roof zone Map Olmenlons per IFI Wind Tunnel Study
Hel1ht (lt) U (lt) U(lt)
40.0 98.42 191.58
3-3 Wind Pesicn Equations:
WLupllfc/module = qiAmCfz.~vllft
Wlsllding/module = QzAmC/xy,stldh1g
13(11) l4(1t) L5 (It)
62.34 36.09 49.21
Where
l6(1t) l7 (It) LI (It) Velodtv Pressure (qi)
49.21 36.09 15.49 23.68 PSF
(Ref. Pg. 3, Wind Load)
L.
qz:;i, Velocity Pressure
Ama Module Area
Cfz and Cfxy= Vary and related to wind zone map
/Ref Pg. 1, Project Information)
(Proprietary Wind Tunnel Coefficients)
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 -(978) 688.5100 fax -www.panelclaw.com
12/3/2018
L.
3
P anel ''' caw®
4,0 Pesico Loads -Dead;
There are two categories of dead load used to perform the structural analysis of the Pane/Claw racking system; Dead
Load of the Array (DLA) and Dead Load of the Components (DLC).
DLA is defined as the weight of the entire array including all of the system components and total ballast used on the
array.
DLC Is defined as the weight of the modules and the racking components within an array. The DLC does not Include
the ballast used to resist loads on this array.
4.1 Dead load of the Arrays:
Sut>-.Array Numbers of
No. modules
1 216
Totals: 216
Max. Allowable Pressure on Roof= 5.00 PSF
Array Information Results
!>UD•Array Hoof
OLC Sub-Array Sub-Array Roof Pressure (OLA)
OLC (lbs.I OlA (lbs.) (lbs.)/module 4rea jFt•2) Pressure (DLC) (psf) {psf) Acceptable 7
14,159 28,242 66 6,548 2.16 4.31 Yes
14,159 28,242
Table 4.1 Array Dead Loads and Roof Pressures
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 -(978) 688.5100 fax -www.panelclaw.com
12/3/2018
4
P anel''' caw®
4.Q Design Load -Dead fCont.):
Racking System: Polar Bear Ill HD
4.2 Racking System Dead Load Calculation:
The array dead load is made up of three components; the racking assembly, ballast and module
weights.
Array# 1
Component Weight:
NORTH SUPPORT= 2.02 lbs.
SOUTH SUPPORT= 1.85 lbs.
STANDARD SUPPORT= 2.32 lbs.
LONG BALLAST TRAY= 8.44 lbs.
SHORT BALLAST TRAY= 3.99 lbs.
CLAWS(2)= 4.04 lbs.
MECHANICAL ATTACHMENT= 0.73 lbs.
MA Bracket= 2.32 lbs.
LG -LG400N2W-AS = 47.84 lbs.
Ballast Weight:
CMU Ballast Block= 32.60 lbs.
4.3 Module Assembly Dead Load Calculations Array 1:
Quantity
24
24
408
204
48
216
0
0
216
432
The following calculation determines the nominal weight of a single module assembly. This value is
used to calculate the required ballast/or Wind Loads as shown in Section 6.1.
Single Module + Racking System Weights:
Nominal Assembly Weight
Components Array Dead Load (DLC) = 14159 lbs.
Module Assembly Dead Load (DLC) = Components Array Dead Load (DLC) /#Modules= ~
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P ane,,,, caw®
12/3/2018
s,o Design Loads -Wind,
5.1.1 Global Wind Uplift Summary Table:
The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof food limits and array
shape oil may come into play when determining their need. The table below provides the mechanical attachment requirements for each
sub-array within this project.
Applied Load Resisting Load Code Check
Sub-Array W = Total Wind DL = Total Quantity MA MA Capacity Calculated
No. Uplift {lb) Dead Load (lb) Provided (lb) Factor of Safety• Check
1 28,429 28,242 0 0 1.66 OK
Totals: 28,429 lbs. 28,242 lbs. 0 lbs.
Table 5.1 Summary of Mechanical Attachment Requirements
• Bade calculated fKtor of safety prow,ied to determine factor of s.afety applied to dead load in lieu of0.6 In ASCE 7·10 ~uaUon 7, BAO: CALCLUATEO SAFETY fACTORs-(0£AD lOAO-tMECHANICAL ATTACHMENT)/(.6)WIND LOAD
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
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Panel ''' caw®
s,o Design Loads -Wind (Cont.)
5.1.2 Global Wind Shear Summary Table:
Applied Load
Sub-Array Wu =Wind Ws =Wind
No. Uplift (lb) Shear (lb)
1 17,726 8,595
Totals: 17,726 tbs 8,59S lbs
Resisting Loads
DL = Total MA MA Capacity
Dead Load (lb) Provided (lb)
28,242 0 0
28,242 lbs 0 0
Table 5.2 Summary of Mechanical Attachment Requirements.
Code Check
Calculated Factor
of Safety* Check
1.51 OK
• BKk calculated factor of ufety prOYldtd to determine factor of safety ap~itd to dHd load in lleu of 0.6 In ASCE 7-10 fllu&tion 7, BACK CALaUATED SAFETY FACTOR• (DEAD LOA.0-tMECHANICAl ATTACHMENT}/(((.6)WINO
SHEAR/FRICTION)+l,6)wtNO UPLIFT}
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12/3/2018
7
P anel ''' caw®
6.Q Design Loads -Downward:
6.1 Downward Wind Load Calculation:
W Lin = qz * Am * Cfz * COS 0
Where:
qz = 23.68 psf
Am = 22.31 sq.ft.
0 = 9.90 deg.
(Single Module Area)
Crz = 1.13 (Inward)
Crz = 0.30
Wlin (no snow)=
Wlin(with snow)=
(Inward with snow)
588 lbs./module
156 lbs./module
Contact Pad bi Location:
A= Northern
B= Northern
C= Interior
D= Interior
E= Interior
F= Interior
6.2 Racking Dimensions for Point Loads:
Inter-Module Support
Spacing=
Inter-Column Support
Spacing =
56.06 in.
24.62 in.
G= Southern
H= Southern
I= Southern
'
'
.
'
I
I
A ' t
I
(Ref Pg. 3, Wind Load)
(Ref Pg. 1, Project Information)
(Ref Pg. 1, Project Information)
(Proprietary Wind Tunnel Data)
(ASCE 7-10 figure 30.4-2A)
~ ~ ..
~ ~ • ..
~ ~ ~ •
~ ~ ~ •
~ t,, •
~ ~ ~ •
.. ~ ~ " A
t
~ ~ "''"" I'
n
Typical Array Plan View
(Section A-A on Next Page)
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Panel ''' caw®
6,0 Desicn Loads .. Downward (CONT,);
6.2 Racking Dimensions for Point Loads (Cont.):
Tray 5: 4
t 19" f Xl f X3 t Xl f X3
f X2 f 17.5"
A B
Distances Between Supports (Unless Noted):
6.3 Point Load Summary:
Dlsys = fil!
Xl = 32.24 in.
X2 = 14.33 in.
X3 = 20.00 in.
C D
Section A-A
Total DL = (Varies on location and ballast quantity)
SLm = O lbs./module
Wlin (no snow) = 588 lbs./module
Wlin (with snow) = 156 lbs./moduie
,•
location
Norllllni ...... ·,
lnllrtor
,_.-• .. ~~
, tl
J.. -.,,
. · ... -J
For~
Extreme Point Load Summary Table
load combinations (ASD)
load DL +Slm Dl+0.6XWlln DL + 0. 75 X 5lm + 0. 75(0.6 X Wlir
A 41 lbs. 85 lbs. 50lbs .
I 24 lbs. 69 lbs. 33 lbs.
C 71 lbs. 159 lbs. BB lbs.
D 44 lbs. 132 lbs. 61 lbs.
,E 71 lbs. 159 lbs. 88 lbs.
F 44 lbs. 132 lbs. 61 lbs .
.', .... 5 lbs. 35 lbs. 11 lbs.
'"' 38 lbs. 67 lbs. 44 lbs.
! .I. t 38 lbs. 67 lbs. 44 lbs.
I 375 lbs. 905 lbs. 481 lbs.
Tobie 6.1-A Extreme Pomt Lood Summary
Ballast Block Point load Summary -(LB/Single Block Applied at Tray Location)
Location Point loads (lb/single block) at each Tray Location
Tray 1 Tray 2 Tray3 Trav4 Trays
Nafllllrn ,. 11 lbs. -I S lbs. 16 lbs.
-.to,-C 11 lbs.
Interior D 5 lbs.
Interior E 11 lbs.
"""'°" F S lbs.
SCIUllllm G
Southern H 8 lbs.
Saulhem I 8 lbs.
Table 6.1-8 Single Block Point load Summary
G
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 -(978) 688.5100 fax -www.panelclaw.com
H
12/3/2018
9
P anel ''' caw®
12/3/2018
7.0 Design Loads -Seismic
Seismic Calculations per ASCE 7-10, Chapter 11 -Seismic Design Criteria
Chapter 13 -Requirements for Nonstructural Components
7.1 Seismic Load Data:
Site Class: D
Seismic Design Category: D
Short Period Spectral Resp. {5%) (Ss): 1.052
ls Spectral Response (5%)(51): 0.408
Bldg. Seismic Imp. Factor (le) = 1
Site Coefficient (Fa) = 1.0792
Site Coefficient (Fv) = 1.592
Adj. MCE Spec. Resp. (Short) (Sms)=
Adj. MCE Spec. Resp. (1 sec.)(Sml) =
Fa*Ss = 1.1353184
Fv*S1 = 0.649536
Short Period Spectral Response (Sds) = 2/3(Sms) = 0.75
One Second Spectral Response (Sdl) = 2/3(Sml) = 0.433024
Component Seismic Imp. Factor (Ip) = 1
Repsonse Modification Factor (Rp) = 2.5
Amplification Factor (ap) = 1
7 .2 Seismic Design Equations:
lateral Force (Fp) = 0
·
47~swp ( 1 + 2 (~))
FPLmin = 0.3Sosl pWp
FPLmax = 1.6S0 5/PWP
Vertical Force (Fpv) = ±[0.20S05Wp]
Lateral Resisting Force (FRL)* = [(0.6-(0.14 Sds)) (0. 7) (mu)(Wp)]
Vertical Resisting Force (FRV) = 0.6*Wp
(Ref. Pg. 1, Project Information)
(ASCE, Tables 11.6-1 and 11.6-2)
(Ref. Pg. 1, Project Information)
(Ref. Pg. 1, Project Information)
(ASCE, Table 1.5-2)
(ASCE, Table 11.4-1)
(ASCE, Table 11.4-2)
(ASCE, Eqn. 11.4-1)
(ASCE, Eqn. 11.4-2)
(ASCE, Eqn. 11.4-3)
(ASCE, Eqn. 11.4-4)
(ASCE, Sec. 13.1.3)
(ASCE, Table 13.6-1)
(ASCE, Table 13.6-1)
(ASCE, Eqn. 13.3-1)
(ASCE, Eqn. 13.3-3}
(ASCE, Eqn. 13.3-2)
(ASCE, Eqn. 12.4-4)
(Factored load, ASD)
(Factored load, ASD)
* Per SEAOC PVl -2012 -Frictional resistance due to the components weight may be used to resist lateral
forces caused by seismic loads. The coefficient of friction for the roof material must be reduced by 30%.
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
{978) 688.4900 -(978) 688.5100 fax -www.panelclaw.com 10
P anel ''' caw®
1,0 Design Loads -Seismic {Cont.l
7.3 Seismic Displacement of Unattached Solar Arrays:
Per SEAOC PVl-2012, Section 9, the use of non-linear response history {NLRH} analysis is
permitted to determine the seismic displacement of non-structural components located on
the roof.
Roof Material: TPO
µ = 0.64
Roof Pitch: 1.8
Ip= 1
le= 1
Pane/Claw, Inc. has engaged the services of a 3rd party consulting engineer to perform
NLRH analysis on its Polar Bear Ill product. Utilizing that analysis, and the report contained
in the Appendix of this package, we are able to determine the displacement of the arrays
during seismic events, for the system design life of 25 years. The distance, called Ll MPV,
noted below represents the displacement due to the maximum seismic event with a 700
year MRI. The j MPV also incorporates the cumulative displacements, over the arrays design
life, of smaller seismic events. As a company policy, Pane/Claw, Inc., limits the use of this
data to Ll MPV displacements of 30" or less.
C.MPV = 7 (Ref. App. B, "Executive Summary: Polar Bear II/ Seismic
Displacement Demands of Unattached Arrays."
Using the Ll MPV value above, the Structural Engineering Assosiation of California (SEAOC)
has adopted the following equations to set the minimum separation between unattached
solar arrays and rooftop obstructions. As a company policy, Pane/Claw, Inc., adds a factor of
safety of 6" to determine the minimum design separation. Table 10.1 below lists the
required separation per SEAOC PVl-2012.
ARRAY CLEARANCES PER SEAOC PVl-2012
CONDITION MINIMUM SEPERATION
BETWEEN SEPARATE SOLAR ARRAYS OF SIMILAR CONSTRUCTION (0.5) (Ip) (Mpv)
BETWEEN A SOLAR ARRAY AND A FIXED OBJECT ON THE ROOF OR SOLAR ARRAY OF DIFFERENT CONSTRUCTION (lp){Mpv)
BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITH A QUALIFYING PARAPET (le)(Mpv)
BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITHOUT A QUALIFYING PARAPET (1.5) (le) (Mpv)
• PANELCLAW HAS ADDED AN ADDITIONAL 6 INCHES TO THE SEPERATION REQUIREMENTS FOR ADDITIONAL SAFETY.
NOTE: YOU SHOULD PROVIDE SUFFICIENT SLACK IN ARRAY ELECTRICAL WIRING TO ACCOMMODATE ALL POTENTIAL ARRAY MOVEMENT.
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 -(978) 688.5100 fax -www.panelclaw.com
12/3/2018
DISTANCE•
10 in.
14 in.
14 in.
17in.
11
P ane,,,, caw®
Appendix A
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix A
P anel ''' caw®
✓R FIH
Hoch~h~ Aachen
U'.L-IDtnl----~ lf'lllltUlle. AKflen I.JnN'aSl'tClf -od-W~lllA6e t2'0 9'?4.Aal:f'len.Olnaan.r
Clie11t
Report No.:
PanelClaw Inc., North Andover, MA 01845, USA
PCM11-4
Date: 02/25/2016
Wind loads on the solar ballasted roof mount system
.,Polar Bear 10deg Gen Ill HD" of PanelClaw Inc.
Design wind loads for uplift and slldlng according to the ASCE 7·10
Reviewed by:
~')~
Dr.-lng. Th. Kray
(Head ol depw1mert d
P'I wind loading)
.. _
OIi<, .. 1.l<ln11A.Dr,l!O.R.O UeO ...___or)'_'ll
Pl'at Cit.-A Gnnlallnn PIO' Dr -Ilg H FIii-~ .... Or .a,o Th He,inan
~t,y
l'nllDr.-., H~ Gom>IOI.J'td Dr41G C-Krimff
--
Prepared by:
/~,£,/
Dipl.-lng. (FH) J. Paul
(Consutt.nl for wind loadng)
l&IH 0£26 J8CG 0J00 l)(M7 U00 Gl
ACDWltted T•I.:, ~ IIDOy __ .,._Codi_
u: .U.CIDCI __ ,._
Hltl-'310
VAi 0E.1l'tem'741
-•lCll-.,CPII
Ge,111-, w.airdi'IG ., ao .,., Ui!lll&_..,., __ rl<lr ""11...,..
ltAltGd~..-.WUdl..let Tn....,,
"""1CfU:.,,O,-TA:IIOJO
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax• www.panelclaw.com
12/3/2018
Appendix A
P anel ''' caw®
~ F'·'•H [!.__ l,F.l lnstitut fiir lnduatri-odynamik GmbH -2-
Wind tunnel tests were conducted on the ·p-0tar Bear 10deg Gen Ill HD" solar
ballasted roof mount system of PanelClaw Inc. Tlle tests were performed at I.F.I.
lnstitut fur lndustrleaerodynamik GmbH (Institute for Industrial Aerodynamics),
Institute at the Aachen University of Applied Sciences in aCQOfdanoe with the test
procedures described in ASCE 7-10, chapter 31 and in accordance with the
specifications of ASCE 49-12.
The array assent>lies of the solar ballasted roof mount system
"Polar Bear 10deg Gen Ill Ho· with Ult angles of 10deg are depicted In figure 1 and
Figure 2. The system is available In fuUy deflected and partially deftected
configurations.
Figure 1: /Jvray •aembly ol the fuRy dell8Cled sol• ballasled roof moont system ·Pdar 8-r
10deg Gen Ill HO-with a module ,1t w,gle ol 10deg
Testing was carried out with a surface roughness of the fetch in the boundary layer
wind tunnel equlvalenl to open country (Exposure C according to ASCE/SEI 7-10)
and for a total of 11 building configurations with sharp roof edges and with parapets
of varying height. Figure 3 shows one sharp-edged flat-roofed building model
in duding the view of the fetch in the large I.F .I. boundary layer wind tunnel. In Figure
4 a close-up of the Polar Bear 1 Odeg Gen Ill HD solar ballasted roof mount system is
Repcrt No.: PCM10..2
Wind load& on lhe solar ballHted roof mount ay■tam ,.Polar Bur 10deg Gen Ill HD" of
PanelCl-Inc.
Oes~nwlnd load• for lll)lfftand eliding .ccording lo the ASCE 7-10
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix A
P anel ''' caw®
~ [!_ l.f.l. lnatitut fur lndo.mri.-odynamik GmbH .3.
depicted. Pressure coefficients were provided tor normalized loaded areas of varying
size, seven roof zones and eight array zone.s. Loaded areas scale with building
dimensions and are vatid for flat-roofed bt.t~dings with a minimum setback of 1.0m
from the roof edges. The pressure coefficients may be mulliPlled by the design
velocity pressure q,. determined depending on the wind zone, lhe exposure category
and the roof height in accordance with the American standard ASCE/SEJ 7-10 to
determine the wind loads on the solar system.
Flgu,. 2: Nray asa.nbly al the pmtialy delleolBd sol• ballasted roor mounl 1.yatem 'Polar Bear
10dag Gen m HO' with a module till angle of 10deg
The lest results are likely to be appropriate for upwind Exposures B, C and D on flat.
roofed buildings, assuming use in COfll)liance with ASCE/SEl 7-10, Chapter 30.1.3.
From these results it ts possible to calculate the design ballast for uplift and sfidlng
safety • sliding of solar elements oocurs If the aerodynamic lift has decreased the
doWn fo,ce due to deadweight sufficiently so that the drag forces are larger-than the
frictional forces • on ftat roofs with pitch angles up lo 7'.
~ No.: PCll10s2
Wind load• on the aolar ballntad roof mount ayatem .Polar Bur 10dag Gen Ill HD" of
Pana1c1-Inc.
Dnlgn wind loads for uplfft and aliding KCording ID the ASCE 7-10
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix A
P anel ''' caw®
~ F~'•H [!ii._ l.'F.I. lnatitut fur lndustriuerodynamlk GmbH ...
T'he pressure coefficients were determined ror a set-up where wind direction o•
corresponded to wind blowing on the north racade of the nat-roored bulkting.
However, the results may be applied lf the main axis of the array ls not skewed more
than 15" with the building edges.
Flgu,. 3: Wm tunnel model or the na1-roaed buil<ing with the aolar ballasted roof m0111l system
-Polar Baar 10deg Gen Ill HD" with a module Iii a,ve of 10dag mounted on the tum1able
indudng .,._ al the fetch in the laJile 1.F.I. boundary layl!f" wind b.n\111; 8x 12 BITII)' in the
acuh-ealll roof portion
The present design loads for wind aciiOfls apply wilhout restriction lo solar arrays
deployed on low-rise buildings as defined in section 26.2 of ASCE 7-10. The wind
luMel testing also applies to bulldlngs higher than 18.3 m (60 fl) which are
considered rigid. A building may always be assumed as rigid if It is at least as wide
as It is high.
The pressure ooefficients determined from the wind tunnel tests show that the
system in question needs very liltte ballast In the array Interior. The sflding and upl]ft
toads exerted by the v.ind on the modules are small due to the arrangement in rows.
Higher loads were only observed In array comers and Blong ex.posed edges of the
array, and these have to be taken into account. On the basis of the measurements
carried out, this may be done directly by inaeasing the ballast locally on the array
R.-p«t Mo.: PCM1o.2
Wind loads on the Milar banutad roof mount ayatam ,,Polar Bur 10d<tg Gen Ill HD" of
PanelCI-Inc.
Design wind loada for uplift ■nd a.lid.Ing according to the ASCE 7-10
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix A
P anel ''' caw®
.5.
edges or comers as well as -in the arrangement of rows aAd space between the
rows -by largely redistributing the battasl However. In the latter case. the structural
requirements for the load transfer through the support system are higher, as a comer
module fitted otr the roof has to be held in place by the adjacent modules.
As stated In ASCE 7-10, secllon C 26.1.2 buildings with site locallons that have
channelling effects or wakes from upwind obstructions. buildings with unusual or
irregular geometric shape and buildings with unusual response charactenslics
require use of recognized literature for documentation pertaining to wind effects.
Figure 4: CloMHJp of the &12 array cl the IIOlar ~llil51ed roof ITl04.S1I ayslem 'Polar Baar 10deg
Gan 111 HO'" Mlh a module till angta cl 1 Odag
Details ol the wind tunnel testing and ot the analysis can be found in the long version
otthe reportPCM11-2-2.
Raport No.: PCM10"2
Wind loads on Iha &Olar b.allanad roof mount ayatem .Polar Bear 10dag Gen II HO" of
PanelCl-Inc.
O..ign wind loads for uplift and sliding according ID the ASCE 7-10
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix A
P anel ''' caw®
Appendix B
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix B
panel ''' caw®
Chapter 13
SEISMIC DESIGN REQUIREMENTS FOR
NONSTRUCTURAL COMPONENTS
U. I GEl\'£:RAL
U.I.J Sro~ nu, cbapea otllhlubcs mllllmum dc.soi;n cnlma
for nomlnK1111':11 «HIIP-••u tltlt arr ~ntly
at u,choJ IU >IIUC1urcs aoo for thrir supports and
an.1cl111""'4 Wba-c the n,p,t or • naomurlm1ll
comp<1omt ij ptakr lh.1ln er cqw,J 10 25 pcm,n1 or
lhc dfmivc Kisml< ,.c,pll. W, c,l th<-11tUCturc ••
ddlncd in s«tioo I? 7.2. the comc,oocnt sht.Jl Ix
dilSSlftN as uo11hulldsQ: itnlltlltt ur,d sh.&11 be
d<s1J;810d m 11.u,nbncc ,rnh S«bon I 5.1.l
I l. 1.1 Sriswlc Dttlp C■ll'll"'1
For""' purpo>cl o( tlus chDpln, JIQMtruclunu
comp.,ncnb shall Ix ■uip,,,d 10 the ...me ..,,m,c
dag;n Clllc~OI)' -the >UlKIIIIT '""' ll,c) <ttllp) or"'
..-bdi lbq-arc att.achod
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All CUfJ1llO"C1'4 • wtl be u.,p,,d a con,poocm
importlll<< r-,tor u ,adlcatod ,n du, oc,11m The
run1J"loml l"1f"'Nna: bctoi, I., slu,11 be ukm m 1.5
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1
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• thrnhokl qtWIJ 11)' t<l»lilhtd by tht 1utban1)
M•ing JorudkUoo and"' .wf&,ml ,., P""' • 1brcot
10 the pubhc If ttlcned.
Thc COlll(IOll(DI u ,n ur ■nKkd to I R.l>I: CIII·
~cory IV J.ttUC.turc .and 11 1~ nttdcd for coohnuc-d .,.,,,,..,,oa of the f:lc,l,ty"' 111 l'allurc ,...,Id 1mr:ur
1ht c0Cllin1><J .,.,.,..,."" or the f:u: ,lity
4 The C\lll1jKJll<:DI '°'""'''<)J. iUJ>l>0'1'-or 04hcl'l\ist conwo, b:i.urdo,u JUb.tmr.u anJ I> a1J;Kbcd to a
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au1bon1y lu\tnJJuriodict,011"" a h.....nl,,u,
l'l<II!'""'-")
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tmporun<c racto,. /~ equal 10 10
ll. IA EnmpOoeJ
111c follmun: DOD>t!Wlunl c-ompoo< n11 ••
ucJll!li rnn th< rcqwn,mrntJ, ot th,s l«OOII.
I, Fum11urr 1e1cep 1ann:, atb,ncts .. no1c.J ln
Table 13.5-t)
l. Tcmp,;,nl) "' llllJ\"abl, cqu,pmml
3 Ardutcrtural .,.,.,.,.....,au i11 SttSmk Ck"'"
CM""31) B O!h<r Ihm p:irarcl• ,uppc,nrd by
bcann, 1'111l• or iJxar ..-.lls JlfO"idcd th.ti th<
romponml ~t:IIIC< fktor, /,-11 cqu:al lo 1.0.
Mcchaoic:al and dcctrio:al ron.,.,,.cntJ, in S<l1mi<
Dcsi:n Calq;ury B. s Moclt:anlnl and ,i«u;cal c<>mpancnto IR SellmK
~n ~t;(1f) C pmlded th,ot thc r001jl0flfflt
lrnpl]IWliCC r... k>I. f,-o c,qu.il h) 1,0
I> Mcchaniall and ckcin,:al romp,ncols ,n Sc:bmi.·
[)ejll:n C■l<fllf"K"S 0, E.. or F when: all o( the
ro11.,..~oppt,.
• Tb< comporl<'l>I tmf)O<Ulna: r ... -u. I,. " cqu■I w
Ill;
b The rumpon<nl II pos;i,,cly 1u;,.;hcd to th<
UN.turc.;
c Fla,ble C011J1Cct>""" 111c pro,1'lcd bd•ccn th<
ron,poomt and """-•••cd duuwor\. porm,. onJ
rooJwt. ■nd utbrr
I Th< .,.....,.,.,..01 ,.,,.,h, -lOO lb tl,7ll0 S) er
less ~nd bu • cmt(r or ma.« loc111cd 4 n
( 1.22 m) or 1c .. llho•e tllc: ad)llltlll ff,,.,,
le,d:«
u The c:omplOl.'.hl ..-c,:bs 20 lb ( 89 NI or lcso
or. in the~ of I dbtribortcd J)"<leffl. 5 lh/ll
17 3 Nim) or Jc,.s.
.ll,1.5 Appllnllffo of NtNL<lrwturlll CompoMlll
Reqalr-.mN.U to Nonbuildla1 StradU.lff
NonbuUlt.n; struc.1u«s hnch.i.J.m: ~ura:r rads
,nJ 111111.s) th.ii .al: >VJ)l!Ollcd by otha ,1n1e1w-..
,llall be ib,~ncd in scwJ11110c •llh Claapttr U.
Wbett Scc1ioo 15.J nequlrcs !hat ,.,.mi< fonn be
dc-1crnun<d in ■coonhncc ., ith Cbapkr I; anJ
•lliU< fer II, lltt nol PR>' ideJ ID Tat,lc 13..}. I or
I J o-1. fl, ,hall be tal.ro "' ,qu.J ta Lhc ,·alu< of R
bilcd ,n S«l>OO 15. n.. ,,.Ju• of~ •llllll be dct(f•
mtn<d U1 :iccontui.:< ,.itb foolnlllt u "' Tllhk I U I
0< 13.o-l
Ill
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax• www.panelclaw.com
12/3/2018
Appendix 8
P anel ''' caw®
•ht•~11 !hot the ""'1ponc:n1 •• 1ohcrrn11) ruiral bi
~'Oltlporisoo 11,ith 11111,Jru "'""'"'all) qualltiod
compoomts. E•i<k-nct cltn,olUlfld1n: ro111plLAlk.t
,..11, 1ha, rtquln:menr iball he whourtrJ for
..ppm.,.J IO the IUlhonly ...... ,jurud,ct,on olla
rev"" !Ind occcpt"'1CC b) 1 rcpmml drni;n
J!'f'(=ooml
1. c-111s ,11th buoniou, auta1anccs 1111d
.. ,lp<d I comp<Wrnl im)'Crilln<t facu,r, 1,-of 1.5
in IIC<.Ud.1na: "db Scrt,011 IJ I J ,ti., II bt e<n ifi<d
by lhc nunufacturcr .. maint.inin, ccruiJUD<DI
follol.in: the dnlp Qll~ ;round motion bi
I I) ■nalym. (21 apprmt<I ,i..t., table ltltinJ! in
»<ronl.on<c ,.~b S«Um ll.2-~. 0< !31 ..-.pen= cuta m a<Ulllb= .,,,b Section I 3.l o. fv,dcnc,c
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.i..Jl bc ,ubn10tkd fo, uppo, ■I 10 I.he •Ulhorily
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• fCflfl<:r<d daop, ,,..,, ... iorw
t.U..J c._utollal Dang JIT
Th< fuooional anJ phyllcal lnltrrtl..Lioft!ltup of
ct'llllpoocnn. thcor '"'l'PM>-end their dTCC'I .., each
<Jlbcr shall he «miJcml ""tho! the fa,lun, or an
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ck<111c:aJ """'l'OOCDI >hall 004 ,_, th< foilun, or _,
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ScdlCllb IJ l lh,oogh IJ.a. INllftE ,lull he rl<mied ■,
.. k'«p<.iblc method 10 dc:taminc the ,cism,c a.,.._..,,, o( tvm.rc-,llb 311d tbc,r aupp:o,1 ■;oJ
Olbchmcna ScWDIC qw,Lticaban I)) 1<>1Jn; ba6ctJ
upon a ll.llbor,tlly rcrnp111cd ICSIID& $1.nd.>rd pmc,
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<:1i-1t, l>f1umln.atlon
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.lull be dccmr,d u aa IIXq,4.blc o>r:thod 10
dctmnlnc !ht oc1.<mk CJ111Jo..1ty ul romp.,ncllb ■nd
tho >UJll'l>(I> mid •tachmcnU Sc llmlC 4u.wfio:lhon
by ••p,nencc dala bow lll"JII na1io11,1ll) r<C'O;n,,cd
procoduro t1CC<ptabl< 10 dit AUIMnl) h,..,ng ,..,,,.i., .
""" ,b..U he dccmcd to ,,,tllfJ the: dcsirn ■nd ,...1 ...
1100 n,qwn:mctiu prm ,dod dw tbc 1uh,1.1nualc:J
><IIJlllC apad1JC1 cqw,I or c>.e<nl the KtMllc
d<mond, d<icnn""'d m acct'IRl;,ncc, ..,,1b SedllJIB
IJJ.I and 13.U
IJ.l. 7 Coostnw1loo l)o(ullJfflll
W t,or <brp, of MIUlruclur■J C\lllll)OIICllll or
tbcu I Upp<>IU llDd M!Khmcnll I< ,cqulral by Table
IJ.~-1. such dcilrn sh.ill be .i.a.. o on alo>IIU<:t,on
,b.-,,mcnu pr<parcd b) • n:pircn:d ~n pru(ct-
,wml fo.-UJt I)) 11,e .,.. • .,..._ 11ulhnr11..,. b:i•kl:
Juriwd,oo. ~mir..-wn. ADJ losr<<'kn, Such dc.:u-
mcnL, ,h;,U rndudc • quo! 11} ruaunJDCc pbn if
n:quiml bi Appcndo> I IA
IJ.J SEISMIC l>~L'lNDl ON
l'i'OXSTRUcnJRAL COMl'ONF-''TS
IJ.J.I Sftmlc OP.tip Foffir
Th< h<w11JOOtal ,comic dcsrro fora 1F,J <ball bc
"f'l'hod al thc ......,..,.,..., «rrtrr of r,.,·11i and
rli>lnbulc~ rebli-. 10 the comp...,.,,,,·. nw, Jiunt>u-
""" ■nJ ....,,U he clcccrmlll<d lo arxnnl.ancc ,.,,h
Elj 13 1-1
F, c u1fY'(1 •2i)
F, b not n,qulrrJ 1o> he taken u pr,i,,r dgn
F,,-1.os,,,1.w,.
onJ I', ,lull not be bkn II.' 1,., lhll•
F,. • U lSoJ W,
r, : S("WUI(' da,&n foru:
(IJJ-11
CIJJ.JI
s., • op,cu-.1 ac«lcsl111'1Jl. •hon pcooJ. n dC'tcnwncJ
Imm S«.1•-'• 11 ~ ~
.., • ron..,.,.n1 mnpl.6clbOII fact"' th.u • 1U1C> rmm
I Oil to l.50 (:,ch1 ll'Pffil!O>I< , ;due frotn
Table 13.S-J ur 13 b-ll
/ a COl~Dl lfflP,."1aOI.:<' (.:tor lh1u , .. l("II (mm
I (kl lu ISO litt S,,t,on D 1.31
II • romp.lR<nl opccalw; .. n~l
Ill
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix B
P anel ''' caw®
1bc dl'ctll or lnPlllC rdati>e dispbct:mcllb 11,:tll
br com1ck-rl'<I ,n romhon.uon ,.,lb dispbcmicnts
«-d by othn-loads u lll'Jll'01)rllll<
l.U NO:','STllllC11Jlt,U..
COMPO:,ff'.NT AJlil'HORAGE
Notntnoctur:11 component> 1111<1 1h,,ar ..,PP"'._. shall l,c
arbcbc:d (or llllCharcdl u, the W11<'1Ulll Jn l«ll>fd:mc.e
"'IU1 1hc rcqo,rroxn1, of Ibo s«llon UDd 1hc auxl>-
mcnl .i.tll ,gtisf) lhc r,qulrcmn>IJ fllf the-p.ircnl
ma1cn.J •• ..-t ronh d Jt ... bcrc ,n 1hl, slaMbrd
ClllJll)(ll'l<'UI 111acbmtnu sbnll bt boh,J. ,.·cldcd.
or oeh<"' ,.., pa<it,,.,Jy (alile....t w~bou• ~idalllIDD
of fmllllllal n,mlan«: rroJU<'Cd by lhc rlT«ll or """''>· A conunuou, load pa1b of 111fficiCll1 !lRn:iJ,
and ,ulIDC!> t>ct,.ce11 she compun<nl and lb< mpport·
la; 11n1cnae sh.\11 be rro•·idcil Locial cknxnu or
die llNCIUlC inch1d111: coaocclicns wll be dulpcd
and cmuuu..:1td for the ca,~ ronn ,. hctt *> cootrol lhc Jcu.i;n of lhc cloncnts or thc.r
oonn«tioru. Tix ~ fon:a slulO Ix dw.c
ddcnruncd Ill Scclloo 13..3.1. <a.:cpl tli.tt modilka-
llOIU loF, and R, doc ID ancliorugc: «llldt!k>ns -d
!IOI be couid<rcd 1bc d<»i:11 donmxnts .!hall
lnch>Jc suffkiclll lnfonution rd:11,n: lo lhc a1111eh-
n1tn1> 10 vmry CUJTIJOlt;llll'C ... 11b tbc rcquirt'ffl<'DIS of
lhasliO.UOCI
ll..a.l O...lan 17.....,. hi 11w Allathn1tfll
The fGK'C II\ lhc 1tt1dur1tnl ohall Ix: d<tmn,.ncJ
b.,,al oa lhc r<nm1xd '"""'' and ch>plJ<cmcnll for
th< comf'OO('nl • dclcrnlintd Ir, Sa:tlom IJJ I and
IJ 3 2. ucq,1 1h.a R, <h•U nat be imn as llll';tt
thao
ll.,Ll Aochon la CoDcft(e or Ma.oar,.
IJ.J.l.l A11cllan In Con«<U
Aixtiar:. In ,,an,:rcir shall be d<soirrd on ... .:or-
dantr wilh Aj,pcndi• Dor ACI JI!>.
I J.'4.LJ A •don 11, Mo,01117
Anrhon In mUl!Of) 1113ll be dcu~ncd In ..ro>r·
dmcc ,..,th TMS .W:!.IACI .Sol/ASCE 5. Anchors 1b:ill
he dul,Dt'd 1D bt '°'crnrd by lbc kruik or mcur
stn:n~th o( a duc'11lc >1cd cltnJ<nl,
EXCEPTION: Anchors t""11 be pcrmit1<,J 10 h<
dcstpll'd so tlw tbc 11t1duncru Iha& lhc mchur ,.
roonccti8' on lhc >trudurc w>lkr,:oc du.We )iclJ.,n~
JI I k.wt lcn,I ron~: Ill 111~hnr fur,:<$ A<IC
1.•ru1rr lh.m thcor Jn,~n ,trcnph. or lbc m,nutlWD
dcs1p, si,u;tb o( lbt ■nchan wll be Ill lcut l.S
llnxs lhc fllCl<lffll fom,1 llllDsmlti,d by iJx
coonponmt
/J.JJ.J l'r,J/./,m,,/ktl ..lnt'•en b, Co1tlltU
•n1' Mazo,uy
Post-m,~llod ond>or1 ,o coocrdc wlJ be
pmJWILftcd for KSltDll" "Wl.c.allono 1n K'C'llrllllllCt'
"1th ACI ~S!l 2 .. lllhcr ~ppn.-cd qualtftt1"1ioo
,procrdurcs. Po.a-wlllllcd anchors .Inn""°"'}' ihldl be
prcqo:1.IJJicd for iOfflll< appi,catiom ,n accmdaatT
"' ith ■ppm, al qu1ltlk•11-pron,dura.
1.U..l IAslallatlon Condition•
Or1mnln,1hon o{ Ct,rot; ih llllla.hn>cnts ihall t.ilr
into llttOU:nl the upcctcd condi1ic:IM or ln!ll.albtlan
,ncludin, ccoxntncilit$ ad Mus: cff'ccli
IJ.M Mulllpl• AltKhuMftll
Oriamlmlioo of fore< dlSlnbU1~1fl of mul11pk
1111,1dunca11 ■l oa< loailioa sb:ill w:r Into a<C'OIIJII lbc ~,rrncn and durulu; or iJx a,mpoo<'lll, cllllljlOIICnl
.uwoo,. alli>. bDICDLr. anJ IUUC~ and the abU,1) ID
n:diMbuu, loeJJ bl other ■u:ochmcnrs In tbc poup
Dr,iifhl or andionii;c ih Conat'IC UI aa:onian<c ... lb
Append,, 0 al ACJ 311 ,twl be ronuJered 10 Qll<f)
thit rcqaimn<'nt
IM..5 r., .. er Ac'IDJilod ftilNIN'$
~• actuAlcd r11.icner, in room-It w 11«I slall
""" be uv:,d r .. -U>c<l lCDNOD loads or for t,ra,cr
"PPl"'ations ia Se,gn,c Dtslpl C'alq(ln"' 0, E. or I'
unit u appro,·cd for scimlM: loadi~ Pow.,, ""1u.atcd
rll<lcJ>rr1 ID IIIIUODry arc 1IOI pcrmollcd un)«J
fll'PrDvcd flN' a,i,,m,( lo11d111jt.
F~'<CEPTION: Powe< ac1ig1cd r~trnm Ill
~ ""'d ror tuppo<I of aa,m;i,ol 1dc or lay-<a
pand ausp,ndcd l'CUmi; 11pphcaliarn and dulr,bu:t,d
,y11e,m •1"'rr the ><nice loaJ on any lndi.Jdual
fasknu oJoo not rxcixd llil lb (&!00 N~ P°"'"'
""11131.cd CIHlen<n in Sled v.·bctt I be ll<TVU lcx,d on
Jn)' indttldwl faslcncr ~ 001 c,ttro ~ lb
0.111 NI
ll.4..6 Frktioa Cllpo
Frict1011 clip, in Schmio D<slp, Ca1,i;ori<,1 D. E.
or F ,ball noc be IISl:d ror 1Uf1)0TU11g tuStullt'd locad,
in adJihl!CI ID rNJ.iin, .ocl,m,c fora:s C-<ypc bc:am
:wl I~• ft;m:r c1~,,.,. arc pmnili.:d for lwn;cn
pnn·idrd Ulc:) arr cquippcd w,lh rc->1nunl11~ !11J11p>
cq1mok111111 iho<c 1pcdfioJ on J\"FPA IJ. Stttoon
9.J 7 l.uf.l nw or cq1u,&11c111 ,b..Jl be JlfU' oJrJ tu
pre,, rnl lol1"1\.1f\P of llut-adcd connc,i .. h.~
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax• www.panelclaw.com
12/3/2018
Appendix B
panel ''' caw®
L.taall) bncnl ID II>< buildin;, ~tl\KlW-C. Soch
bndn: shall !IC to.rpmtlcnl of M) aedin: L.1rnil
fora, baalll' Bnic,n: ,hall be lpoccd IO Junll
hl,n,oouJ dcllccUon 11 1hr pa,t11Joo head lo be
ron1r,it,t,le ,.,,h cril,o~ dclkctJoo rc:4u,rcn1<nu
ti dctamonrd m S<ction 13..S.o fOf sospo,d<d
cc,l,np and cl,c,. br.-. ,n this ><elMlll lor Olha
•)JICJJIS
EXCEYJlON: Pat11ll~ns tlul mcx1 all o1 the
follow i.n;i; L<JOdilioas.
Thr p:,rt,oon bdi;lu don noc ucrc,d 9 n
12.740mm).
2 The lirxar v.cl;ht (l(lhc, p;IJ1JIIOO d.JCI 001 nrttd
the rn,du..t or 10 lb (0.47Q k.") 1,mc:s die h<~1
(fi or rn) of th, panit,m
3. Th< paru1loo hon:ronul scosmic kiad doe, not
cxc.,c,d ~ ,..r (0.24 kNlm')
IJ..5.IJ,2 Gl11JJ
GIN in punt 1"1rtltoons :lh;ill be dr.oi;n<d 1,,J
,rutnlkd In 1<mrd11n<e<: •ith s«ooa IJ_, 9
U.5,9 GI• In Ollllffll C..rtalo Walh, Gia-...!
Storefroao, alld Gla:nd Pllrtlllons
I.J • .19. 1 C.t:ntnl
Gb"' In :,br.ai cwwn ,.;;i1i._ i;lim:d slardronll.
ODd glueJ p:,rt,ooos sball mc:ct the rdah,~ di,q,l:llt·
RICDI n,qwn:mcnt or fkl n.5-I.
~21 lll,D, (lJ.S-11
ot 0..5 on. 11 J nun). ,ohhc,·c,-ll putcr "ti.re::
a the rc:btm: Kosm .. Jnpl.icc:mcnt {dnft) oi
..tilch r;lau rallou\ fron1 lhc curttin .. ,11.
,10fdron1 •11.II. o, p:init..., cx,c,un
(S<dloo 13.5,Q.2)
D, • the rcbtlvc Rlimic dispbccmen1 IJ,.at tt..
rocnponcnt must be ~ lo acronvnodJ~
(Settloa l JJ.2.1 ~ D, di.all be arrbo:d o,cr
the hc,;hl of the &,Im componmt urulcr
cormdcnllon
I. • Ilk-nnrortnnoc: fa..~or dc:lcm1tncJ in a.."Ce>r·
dance •Ith s«oon 11 .5 I
EXCF..PTION:
I. Gbss w,lh su1lic1<ol de...,,..,. frna1 ,o (r:unc
JOCb lha1 ph}1aJ ron.t.-.r1 b,t,.un tbc ,:l1u anJ
fnrmc: .,,11 nul oe<:ur II th,, dcs.;:o d11fL as <kmoo-
ntaltd b) F.q 13 5-2. ncnl no1 rompl) ..,,d, du,
miu1rc:mcnt
n • 2 1.2Sn, (IU-11
.. here:
n-• rc:brnt bonro11111 (dnn1 d1>pb<-cmcm.
lll<Zllll:J over the bc~ht of the gl.,., l""'CI
unJcr romidc:nuloo. ,.ludi c~ inluaJ
r;l ... -10-(111111<" coolll41. Iv rutilllpl]..-
tla» panel,, ,. 1tb1n • =tan:ular w■ll fmnc
ll.,.. z 2, (1 • h,c, ) •here b,r,
Jo.• the he,~ llf tbc m:iao~ar ,;bis 1)31lel
b,. z the •ill or the m:tmruLlr ,lliw panel
I I : the U'Cflle.-., Cl( the cJc:HillOC' /pp,) OIi both
,idu bc1w«11 the ffl'local r.)au ~• and
Lhc fnmc
, , z tbc avcnt;e nr the deaw>..so (gupol lop and
hnu,,m btlWCC'JI the bumootal ;.las .,J•,s
a.nil lhc frame
l. flllly tcmpc:rcd <DOIIOlithk aelitss ID Rhl Calq1lllt1
l,ll nllll k""'1alno mo« 11uin 1o n 13ml
alxm, ■ •alltin~ 111rfalle nttd DOI comply "'ilh Iha
rcqu,n:mtnt
J Anocalal or bca1-,.~ll<ocd lamm.,,cd gbss ,,.
li11£lc tbidncu ,. i1Ji inl<tb}'tr DO less Ul:ln 0.0\0
ill. (0.76 mml th~! ls aJlllmd mcch.inlnlly in a
w.ill ')~m rlazmi; pn.;lct, Mid "bole pcnmct<r "
J«Urc:J to !ht frlllll< by• v.ct ,l=d run.>bk curm: d.utomcnc 1c.:dant pcnmo:ler bclkl c,fQS u1.
I 13 mml mln.,mum ,J;,n O:oPlllCI ,..J1h. or other
appro,cd anclic,n,rc ,,·111cm ncal oc~ con-.,ly ,.ith
tll,1 rc:qwrcmcnt.
I J..S.U ~ln,tle Drl/i U,,,f11 for Gian Co""""''"lt
~. Ilk-drift alBin; ti.us fallout rrom the,
cunilill 1ull. ""1rc:frual .. piVWlOn .Jull l>c deter-
mined in acronla.lltC ,.,th AAMA 501 b orb)
cn~in<mni am.I~•-
13.6 i'IIECIIA.,1CALAND
ELECTRICAL C.'OMl'O .:t..~
IJ.6.JOtml'ral
Mccha:n1<aJ IIOd dccin.al ~I• and then
IUJ'Pl-.ll lih;t0 11.lfiS() the rc.fWll:IDCJIU o{ thiJ SO:hot~
111< at1aclm,a,1 of mo:\.banical 1111d ckcifK'IU <-ompo-
ncnts ~nd their support! 10 th< stNctun: lha!J m«I the
n,qtllrull<DU. of Sccuoo 1.1 ~-APfllllpl'l.olC L'OCfflCtml>
wll be Kk.tcd from Tublc IJ.b-l
E.-XCEPTION: ¼ht fixtun:s. l,:hlrll 11:n,. and
rc,loni; raiu na1 oonnceiN to du.:t, « pi pin;. ,.h,d,
arc: wpJW1cd by cluuns or nr"""-ox •Uspcnded from
the Rructut<. arr flUI r<qu111:,J lo .,,.,...,.,, 11>< !<'.l<JILIC
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix B
P anel ''' caw®
Cll.'\PTI'll ll SEISMIC 0€SK1N RF.Ql1111L\1DITS FOR NONSTIWC71111 >J C'OMl'ONENTS
Tablt IU-1 Sdrmk CooflidNilJ for Mf'dlanlall aad Eloo<trlal CGn\pootnlJ
Ah-sdt HV.,if\C. r_..., a1r handle.on.._, c-onrulkllli-, ..;,.., Cllb1art MllilrR. mt dntnlllltboa boar,, Md <14her
n.c'h,:uual compMu1a.. d»Mttue1.N ol Jhfft ,rwt.l &anu"'
We.-HVAC. i-im.. r--. ..._-. i.u,b Mid biaA. cbill<n. •-1,c..,.,.., ,_ ..,,........,.,
~tn.. ..,. ~en. ■.......i.:DIIWI! °' pn,,at"M cqu,rme11t ud «WI' mtlf.h.an~ ~u
cuueiw:led of h.1r1Mk:fona11hll.d) Mlllcnab
fA!'~ IUM'tnllU. ~-COfflf'W-1:.U'I. anJ pn-.Atff: n-~ not •pp:-.Red on dnn• ltAJ DOit •1dl1n tbt "-"P
ol Clupt<t 15
Surt-4111R",..ad p1-c•ww •c-..,cl,. a11 ,.lthtn 1hr Kopt o,f ~ U
l:Jn.-90, nJ ir:cal.-. c~t•h•
Ck~ twt1~.11t\~r1.cn.. ll'IOUJn baulonnrn.. &lad oc!W't itkc1nal (l:•npo•rnt, tufblta..:_W at lripb
drlomabtho) .... .....a.
M.oWr t"tmlful Crnlr.R. panr.l lttuadJ. sw-th..."111ar-inlln»1~a1;atlon a.bl,.... axl Olbrer cnmp:lflt'•t> CQMl.f'lk.lftl
ol t,hc,et 1rm.AI .,...,.,
Coam»-1iil.._llOft eqli.lplntat u•upar,,._ uuan&ntalh.l1on. -.I UJlllltob
RM~N lilllt'b. wo:f5nr -,d do .. ,ncal tuwrn hnff.Ml r bnt£.eti be.lo• thc.u C:fflilitt of • ..._.
A.oaf~c,d Jbeb. rooblnt ad ~ ...,..~ '-'raUj' bn.-::NI abmae lh.ar «-_, of,_..
U,i,a•!h-'-IWH
Otho aJeC._.ieal OI c-JrcwD C'Qlllro--u
c.,,._" an11 "> ... """ UiiJloud ... ., _.,., ,.....,,,...,... _ ...,a.,cd 11oon. ..,11, bottwn"'
KpSIIII' «b..truna.c ~ dcv,c~ 01 ffttliaw ptnaidct awp,-
.SJWinl uobuJ cotapliftt:W aaJ ..,..u._, and nbQth,.la i.aol.w:ld Roon ~lffld} rr~ ..-ng llN1k-1ft Of
~• cLudotdfflC ~"I J,:.,..,-c,1 Of ~1•.e.i p«.tatcl:llell litop1
1.ntl't'1\all) 11c.J,ul!ld compnm:111• --.i -'tlkm:.
S.,....t.,cl ,11,,...... lrd-S <qu'!'ffl<lll iooci..Jlllf' m-lu"' _, o,,-;.,c. ..... """"""'""' """"'1111) ,_..,d
C'OfflfdW!ltb
P,pi.,, la &'C'Cll'dan<e witb i\SME 8 11. ond1'dUIJI •-<Dmf''""''"' -hpwu .....a., I>)'•~ o, lonnJ,r
PJpi-, • acrcwd.ancc-••'-AS).fl! 8J I .. ~&-'hKti,.n, • libw componou. wo1uunN of barh « llntllcd
«fnnuhU1ty ~J.. •11h t',Nnu nuJJt l:n chmldlftl. laond1n,:. n,mprr-.loo couplmp cw p,>O'•itd
....pa, ...
Pipatf and tuhntt -.c ,n a..Cl)fcba..c •uh ASME 1'11. Wu .. iuJ,ftf ni.J..IIC' ,omp,nen:u, u11uuu,kJ ol
hqb--ddamuhlhy IIWU"nals.. ._-,lit ,mint-. rmJe t,,, wc.1'ib1f nt bruiaf
PlfliOE Nd wh..nf aut nt INJCOl'.lbn..~ ._ uh A5ME •ft) I. md11:11.duy ia-luw c~nt•. <«utntdcJ bl t.fb °'
l1mtloN drfonnaP1bcy .,..lt:fl■l,, ••h pn4.1, ~ hy 1hrc...tin,.. honcU1t1 rompn.+•..,. atUl('lill#'-ot ,:n.'IC"\('() --i,1,.,,. .
f'lp"1! 1111d ,utHntt u:wu1runcJ ol 11;....,«ltlf'fflaMIH) marcr•b,. ...._'fl a."--•"' ,,...., ,tut.. ■inJ IWAl:du ... utr p&.n,th.i
Ou,..~otl.. "'-lvdt.n• •--tllli;' comror-r-.m1, et'tUU'\k.t.cd c,,( hl,:h-dclf'trtnfflllt) matcn.tJ._ -~lb ft••• m.dc b)
•-ckt.111 Of brul.115
l)u,~ . ..,.uri., ra..:hk.h.n1 •-ll• n.ifflJJ'lU,.c·1tt-. c.~ cw( hl,:h.-°' lt11a.uJ.dd;n1whlllll) ~n.J• • llh )•"'•
.ni.ak h) nw1un othm 1~ •tldua,: or bn.t:1nt1
Ouc,•'Ut.. an.._lu.Ji:ni: • llnr '--omponnah u,1111w.naleJ _,, k.,...dcfumUltttt•) ttUIIC"t1..,.b au...h • '"aw. ,rwa, rl.chJi
• .J....._b~rln&,
I:!<>
... -:
B 60
I U 1,
Ill B
2' n
Ill 25
10 u
l' ....
Iii H
~~ JO
l.ll B
Ul u
IJJ 1.5
B a.,
2-' 2.11
J~ 211
B 2..
Ll 12'1
2, 60
l." 90
1 '.'. .,
!~ J4•
!• •o
2' Ml
l' ...
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax• www.panelclaw.com
12/3/2018
Appendix B
P anel ''' caw®
/-'.
STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA /B\
By
STRUCTURAL SEISMIC REQUIREMENTS
AND COMMENTARY
~---..:.:
FOR
ROOFTOP SOLAR
PHOTOVOLTAIC ARRAYS
.,. . . . . . .. _.__,.,..
--------------. . -.-~ . . ~ ·----
SEAOC Solar Photovoltaic Systems Committee
Report SEAOC PV1-2012
August 2012
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B
P anel ''' caw®
STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA /~ll \
Requirements and Commentary
1. Stn,ctural petfonnance objoetlvee
Consistent With the Intent of the lBC 2009 (Section 101.3),
PV arrays and lheir structural suppcrt systems shall be
clelogned to proYlde life-safety performance In lhe o.e.gn
Basia E.er1hquake gn,o.nd fflClCion and the desq1 wind event.
Uf&-&afefy pertonnance mean, flat PV am,ye are e,q,ected
net to a-eablt a hamnl lo life, for example as a resull of
breakwlg he from the mol, sliding all the roofs edge,
ex.c:eedhg the -.ward lood-canying capacity of the mol,
o, d:Jmaging sl<yiights, etedical systems, o, OCher l00ftop
features o, eql.ipment In a way that lhreatens lile-481ety. fo,
lif&-&afety perl0nnance, damage, structural yielding, and
movement ""' ac0e4)W)le, as long es they do not poae a
tllreat to hu,nan ltfe.
Commtalary·: The Dwgn Buis Earthquak• gr<>Wld motion
in ASCE 7 hn a rttun1 p,riod of approximatoly 500 YNn.
and design wind loads (comulering load uctoa) t<l'llle to a
retum period of approximately 300 y~ars for Risk C.togo1y I
mx:turts, 700 years Risk Category ll, and 1700 yoan Risk
Category IV. (Ia ASCE 7-10, tho imponmce factor is built
mto tbt mum p,riod for wind;). For -frtqu,,nt a-ent,
(e.g., evmts with • 50-)'0ll rffllm p,riod), it may be
destr1ble to design the PV may ro remam opentional; ~
ffl!lllltmOIIIS do DOI CO\'ff but do DOI preclude 11<ing more
stringent design cnrtriL
~ requirements are applicable 10 all Occupancy
Cattgories. Howt,'ff if the PV may or any rooftop
componenl adjacent to the =•Y ha,,e 1, > LO, post·
Hrthquake ~bility of the CODlflOll'Dt must bt Hlablisbtd
consurentmth Seenon 13.13 of ASCE 7-10.
2. Types of an-ays
Fo, lhe JUpoaeS of these slructl.nl requirements, rooftop PV
panel support systems ollall be classified as lollow.l:
• Unattached (ballast.only) .-.ays""' not alt3ched lo the
mol !UUC:lure. Reoistance to wnd and 9eismc forces,.
provided l>)I ~ and friction.
• Attached roof.bearing arrays are attached to Ille roof
structure et one or more attachment points\ but they also
be:,r on Ille roof at support points that may o, may not
occur at the same locationo as al1achment points. The
load poth for upW3RI lorces is diffe<ent from tho! for
SlruCllnl Seisrric Requirements for Rooftop Sola< Pholovoltaic Arrays
Repon S£AOC PV1•2012
OOMlWald forces. These systems may lndude -
weights (balast) es well.
• Fully-framed arrays (11.anehion systems) are strucll.W8I
lrnme8 that are ollached to the roof atrucu.e auch that
Ille load path is the same for bolll upward end oownwaro
force&.
Commt•ta,,·: Sectiom 1, 2, and 3 of this document art
ffin<ant to ail rooftop arrays. Section 4 addrts.ses attached
lln)"J. StctiCCIS 5, 6, 7, and 9 address unattached ana)"J.
Section 8 apphes to attachtd or unattacbecl roof-btaring
arrays.
Attached mays c.an mclu~ those with fltxible t,th,u as
w,.U u more rigid attachments. Both typts of anacbmems
art to bt designed per Section 4.
~ documents AC 428 (ICC-ES 2011b) and AC 365
(ICC-ES 2011a) pro,-.de critrria for od,,r types of PV
systems, wlu<h are llOI covered in tho specific pro,>isions
herein. AC 428 addresses sy,tems flusb-mounttd on
building roo& or "'21h, and froe-sundmg (ground.mounted)
systems. AC 365 addresses building-inttgrattd .systems =b
u roof Is, • , 011 adhert<t modula.
3. ■uilding seismic.force-..etMsting system
FOf PV arrays added to an existing builclmg, the -c-
for~ng aystem of the building shall be ched<ed per
the requirements of Chapter 34 of IBC 2009.
Commurarys P~ Sectic:m 3403 4 and 3404.4 ofmC2009,
If tlw, a~ mass of the PV array does not increase t1w,
seismic mas, tributary 10 any Lttenl.forne-tfflsting
structural olemffll by wor• than 10%, the s,ismic-force-
"'~ sy1tffll of the building is pumitted to rmiain
unalmed. Sections 34033 and 3404.3 .al.co require that tbt
gra,>ity sttu<tural system of the building be a'lluared If lbc
gra\'ity load to any existing elemari is increased by mort
than 5o/o.
A~SI 2012
P-1
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STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA (.',
"'-Attached arrays
Pl/ auppcrt •ygteme that are atlllched to the roof slrudun,
ehall be deeigned to reai8I the laterol seramic force F0 -citied in ASCE 7-10 Chapte< 13.
In the cornput4tion of F • lor attached Pv am,ys, an
evaluetion of the ftexiblity and ductility capacity of the Pl/
auppcrt llrucll.n Is pemjtted lo be used 10 establish values
al -. and R,,. If the lalenli wength 10 resist F, relies on
~ with low deformation capacity, R,, IJhal noc be
taken gre3ter than 1.S.
For low.profile arrays lor which no part of the mray extends
mote than 4 leet above the roof surface, the value at a. Is
pemilled 10 be taken equal to 1.0, the value of R,, is
pem-illed to be taken aqual to 1.S, and the ratio a.JR, need
not be taken grealerthan 0.67.
Commentary: In the computation of F, for attacbtd low-
pro!ik solar mays, o, is commonly W:en u 1.0 and ~ is
commonly tal.en as 1.5, which art the ,'&Illes pruml>ed for
"otbtt mechanical or el«lrical compoDenls• in Table 13.6-1
of ASCE 7-10. An enluation of the tlel<ibility and ductility
copacity of the PV suppon strucrur, can be msdt according
to the definitions in ASC£. 7 for rigid and flail>le
componeDIS, and for high-, limited-, and low-dtfonnability
elffllellls and attachments
~ provisions of this section focw on low-profile roof-
bearing systems. Other types of systems are to be designed
by othtt COCk r~ that art apphcab~. Solar carpott
type structures on the roof of I building are to be design,(!
per the applicable uquiremrnts of ~ctions 13.U and 15 3
ofASCE7-I0.
For attached roof-bearing systems, lrlctiofl is pennitted to
contribute in combination wi1h the design 13teral strength of
-to resist the lateral force F, when all of the
lollo'Mng eond!tions .,., met
• The maxinun roof alope at the location of the array is
less than or equal to 7 degrees (12.3 percent);
• The heigtrt above the roof SUfface to the center of mMS
of the aolar amiy la less than the tmaltef of 36 Inches and
half the least plan dimension of the suppcx1ing bace of
the amsy; and
• R,, lh3II not exceed 1.S unless k is sllOWrl that the lateral
displacement behavior of attachments Is compatible ..,ilh
the simultan«>us deYelopment of frictional ,.,,.1111nce.
The resitltance of olack tether attachments shall not be com-
bined 'MIii frictional resistance.
Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays
Report SEAOC PV1-2012
The coolJibulion of frktion lltlllll not exceed
(0.9-0.2S .. )(0.7 JJ'IW.,, Where w., is the component weight
providing normal lcrce al the roof be3mg localions, and JI ia
the coefficienl of friction at the bearing Interface.
The ooefficient µ ahan be delennoned by lrlclion tesli'lg per
the requirements in Section 8, except that for Seismic Design
Categories A, B, or C, JI is permitted lo be talcen eqoel to 0.4
if the roof -'ace consist$ of mineral4urtaced cap sheet,
mgte-i)ly membrane, or sprayed foam membrane, anc1 Is not
gravel, wood, or ""'tal.
Commtaton·: When frictional !Mistante is used to resist
lateral seismic forces, the apphcable seismic load
combination of ASCE 7 results in I nomw force of (0.9-
0.2So,JW.,.. Th1S normal force is mult1plied by the fricnon
coefficient, which is reduced by 1 0.7 factor, buN on the
co~• judgmmt of the romminee 10 pro,;d,
consen02tism for frictional rts1$1a11~. The factor of 0. 7 does
not need to be applied to the fnctional propmies used in
~aluatim-1111attacl>ed rvstmis per Section 9.
If the dellign lateral strength of ettachments la less than 2S%
of F,, the am,y shall meet the requirements of Section 6 'MIil
.i-v taken equal to 6 Inches.
Commtnl••~·: The ~uir~ment above is intended to
pm-ent a dtsigntt from adding rtlatively f~ attachments to
ID otberwu~ unamcbed array for the r,urpose of not pro-
,,ding !he minimum .seismic design disp 1cmient.
S. Unattached arra~
Unattached (bollast-only) arraya are permitted -..tien all Q( the
following conditions are met
• The fnll)(imum roof ,q,e at the location of the t:IIT"'f is
less than or equal to 7 degrees (12.3 pen:ent).
• The height above the roof surtace to the cente< of mass
of the sd3r am,y is lesa than the IIIMller of 36 Inches and
half the least plan dimen9ion of the auppo,ting baae of
the array.
• The am,y is designed 10 accommoclate the seismic
displaoement determined by one of the fo1owing pre,.
cedures:
c, Prescriptive deoign seismic displacement per
Sections 6, 7, and B;
o Nonllne4r response histo,y Malyais per Sectiona
6, 8, and 9; or
o Shake table testing per Sections 6. 8. and 9.
A<9JSt 2012
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STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA /B'\
Commtarary: The provisions of Section 13.4 of ASCE 7
r~• that ~ts and ~ 5Upp0ru shall b,
attadled (or anchored) to tbe stn,.cture ... " and thar
-COmp<>DtDI attachments shall b, bolted, welded, or other-
wise positiwly fastened without consideration of frictional
rHistmce produced by the •fftcts of gn,~ty."
This clocumtnt recommends conditions fur which exception
can b, taken to tbe abo\'e requimuents; Appendix A
mdicates recommended cbmgos to ASCE 7-10. Until such a
cbmg~ is mad, in ASCE 7, the provisions of this document
can b, consider..t an ahmiall,-e -thod per !BC 2009
Section I 04-1 I.
•· Design of unattached an-ay• to
acc♦mmoclata Miamic di•placamanl
For unattache<I (ballost-«iy) BITIIY", acc:ommooation cl
oeismic displacement shal be afforded by providing the
following minimum separations to allow ~=
~ Minimum Seooration
Bet-separate solor am,ys cl
similar construction
Belween a 901ar am,y and a fixed
0l)jecl on the roof or solar ormy cl
different construction
Between 8 901Marray and II roof
edge wi1h 8 quaifying 1)81'-1
Between a solor am,y and a roof
edge lMlhoul a qoolifying parapet.
0.5(/,)4,v
(/,)Au,,y
(/,),,_,
1.5(1.)-"'-'
Where 4-,., Is the design seismic displacement cl the emry
relative lo the root, as computed per the requorementa herein,
1, is the ~ce fader for the building, and I, is the
~ imponance faciot for the eolar array or the
~ ifT1)()rtan<:e faaoc tor olher rooftop coo-c,onents
edjaa,nt lo the aolar a,ray, whichever Is greateet. For the
purposes of ltlis n,quwement, a parapet is "qualfylng" if lhe
top of the parapet is not less than 6 Inches above the center
of mass cl the solar array, and alao nol less than 24 Inches
above the adJ3cenl roof SUfface.
Commtntary·: The factor of 0.5, bas,d on judgment,
ICC011111S for tbe likelihood that DIO\"ement of adjacent •=Y•
will imd to b, synchronous and ihat colfu.ions b,twttn
arrays do DOI n.ettSSariJy rq>Itsffll I lif"'s.tf<ty hazard. The
factor of 1.5 is added, by judgment of th~ commintt. to
pro,ide extra protection against tbe life saftty hazard of Ill
array diding off th• edge of a roof. A qualifying paraptt
(and th• roof slopt change that may be adjaoenl to it) u
SCructural Seismic Requn,ments for Rooftop Solar Phocovoltaic Arrays
Report SEAOC PV1•2f>11
usu.med to partly ~ tbe probability of an may sliding
off the roof justifying tbe us, of 4,1 rather than U4,..,
Calcubrioo oftbe parapet'• lateral~ to rHllt the array
movemenr i, not rtq'lired by !hi, cloc:umrnt.
Each -8te array shat be interconnecled aa an integral
,.,it such thot tor any vertical aection through the am,y, the
member9 and connedlons ehall have design strength lo
resi1't a 10131 honzonlal iorce across the section, in both
tension and compression, equal to the larger of 0.133So,W,
and0.tW,
Where
W, • the weight of the pol1ion of the &ml/'/, including ballast,
on the side of the section 1h31 h.>s smaller weight.
The horizmtal force shan be applied lo the array at the level
of the roof surface, and shall be disbil>Utecl In plan in
proportion to the weight that makes up w,. The comput:,tion
of strength across the aectlon BIiai accomt for any
eccentricity ol lorcea.
Elements of the array that a,e not inter-connected as
specified shall be considered structuraMy separate and shall
be provided with the required rrinimum aeparat,on.
Commtnrarv: TIM! inteteomJ«tion force of 0.133S,,.W, « o.11r, 1CCOUD1S for w potential that frictional mistlllce to
sliding will be diffuent under some portions of !ht array as a
ruult of VaJ)oing normal force and actual instantaneous
values ofµ for a l!l""" roof surfac• matenal.
The roof structure of the bulding shall be QPable ol
aupporting the factored gravity load of the Pol array dieplaced
from its original locelion up ID Ai,,, in any horizontal
direction.
Roof drainage shall not be obstructed by lllOVelMOI of the
PV array and ballast up to 4-, in any horizontal direction.
Electrical systems and olhefitems attache<I to arrays shall be
flexible and designed lo acconvnod31e the requred mininun
sel)Onllion in a manner that rMels code l~afety per-
lormance reqURmeflts. Detail:i ol -providing slacl<ness or
mo,,emenl ~ity to electrical wiring 9hBll be included on
the permit drawings for the sol3r 1nstanlllion
The mininun cle"'80Ce around 90lar arrays shal be the
larger of the seiMlic aeperation defined herein end minimum
aepan,tion clearances requr-ed for fireftghtw>g acc:eu.
August2012
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STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA /•·I
Co,runtaton ·: Sectiou 605 of tilt InttmaJfonal Fil·• Code
(ICC 2012) 0pro\'ides ~ements for fittfigbring access
pathways on rooftop• with solar IITIYl, b.ued on tilt
recommrndations in CAL FIRE-OSFM (2008) For
cOllllDffcial and lug• ttSideltial flat roofi (which art tht
roof type ou which uzwtacbed array, are fuuble)
requittmmll include 4 fttl 10 6 fttt ~ around th,
perimeter of the roof'. maximum array dimensions of 150 fttt bftwttn 110eess pathways, and llllDUWDI cleannces
around sl·ylighu, roof hatchH, and standpipes.
NOit that th, cl•~ around solar arrays is the larger of
ll>t two requirffllfflts for lflmllC and firt:fighling access.
The unsntion dictantH do DOI t1ttd lo bf added to;;.,"'-•.
7. Pre,w;riptlv• d•algh ••l•mlc dlsplac-ht for
u11attac:hed al1'8ya
A,_, is permitted to be -by the prescriptive pro-c:edUre below if el of the 1oikMing conditions are met:
• I, per ASCE 7-10 Chapter 13 is equal to 1.0 lor the 901:ir
IIITIIY and lo< all rooftop components adjacent to the 9018< IIITlly.
• The maximum roof slope al the location of the army is
lesa than or e(IUIII to 3 degreea (524 percent).
• The manulacnnr pt<Mdff frlcllon test resuts, per the
requements in Section 8, 'Mlich establish a coefficient or
lliction between the PV support system and the roof
surface of not tesa than 0.4. For Selsmc Design
cat.egoriea A, B, or C, friction test res&abJ need not be
provided If the roof S<.lface consista of minefal..eurl3ced
C11P elleet, single-ply membrane, or ~ loom memtJrane, and is not gravel, wood, or metal.
4-ehall be taken as lollows:
Seiamic Design
Category
A, B, C
D, E. F
6 inches
[(S.,. -0.4)1 • 60 Inches. but not less
than 6 inches
Commtatary: ~ prescripllve des.ign seismic displacemffll
,..iu.. CODS6Valively bound nonlinear analylis l'Hlllts for
solar array$ on common roofing material.,. "The ronwla is
based on empirically bounding applicable analysi, restdts,
1101 1 lhforttical de,...lopment "The PV Committtt
concludtd that limiu on S,.,. or building height an, not
llffded H a pn,requwt• to using the p,ucript,ve dHign
oeismic displactmonl
Structural Seismic Requirements for Rooftop Solar Pllolovolbic Arraya
Report SEAOC PV1•2012
8. Frictioh tHtihg
The coefficient of fridion used in these requirements allall be
detennlned by experimental testing ot the Interface between
the PV suwcrt system and the roofing surtace It bears on.
Friction teata ahall be canied out tor the general ~ of root
bearing ....iace uaed for the projed under the expected
WOllll-case cooditiona, such ea wet condillone versus dry
conditions. The tests shall conlom1 10 "l)lliicable ,equin!-
menls of ASTM G115, including the n,port fonnat of section
11. An independent te,iting agency ohal pecmn or validate
the fricbon testa and provide a rei,o,1 wi1h the re9II&.
The fndion te9la ohall be conduded using a sled lhlll
realistically represents, at full scale, the PV panel support
system, including materials of the fridion interface and the
flexibility of the ~ system under lateral sliding, The
llOml3I lo<ce on the friction surface thall be represenlative of
that in typical inatallationa. l..alerai lo<ce ohal be appled 10
the sled at the approximate location of the array mast, using
displacement controlled loading Iha! adequ3lely caplLfts
incn,_.. and deere3&es in ,,,,,;stive force. The loading
velocity ahail be between 0.1 and 10 inches per second. tr
atek-«ip behavior la oblefved, Ille veiocity shall be ac!justed
to minimize this behavior. Continuous electroric recording
&hall be used to measure the lateral resk.tance. A minimum
of ttvee tests sl>all be condUcted, With each test mow,g the
sled a minimum of three lnchea under comn,oue rnov.,.._,t,
The fon:e used to caleulate the friction coeffident ahal be the
average force measured while the aled la under continuous
movement The lridlon -s shall be carried out 1or the
genenil type of roofing used for the proiect.
Commt11tary·: Becal.1$f friction cotffic1ent is not necessarily
constant with nonnal fore• or ,·elocity, ibe normal fon:e is to
be rfPresentative of typical installation. and tho velocuy is
to be less than or equal to that up«ted for e-Uthqual;e
move-,u A higher ,-.,locity of loading could over--predict
fnctional reilitancf. Lateral fore• 11 to bf applied undtr
dispbctment COll!rol to be ab!• to measutt ti>< effectiv•
dynamic frictiau Wider mov.mem. F OICf-controlled loading,
including inclined plane tests, only captures ti>< static
fricnoa cotfli~nt and doe. not qualify.
Friction le.ts an, to be applicable lo the geueral l)'J>f of
roo:fing ustd for the project, such u a mmenl-sumced cap
shttt or a typo of lingl•-ply ,,,_,1,rane imtfrial rucb as
EPDM, TPO, or PVC. It is not tn,isioned !bat diff,ront tests
would bf required for differont bnncls of roofing oc for
mlAll differ,uoes in roofin~ "~ or condition.
For solar arrays on bl.ildlnga assigned to Seismic Design
Catego,y D, E, or F where rooftops are aubjecl to signlicanl
potential lo< frost « ice Iha! is lii<aly to reduce lliellon
August2012
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P anel ''' caw®
STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA '.·A I
betWeen the 901ar llffllY and the roof, the building olllcial at
their diacretion may require increaSed mirwlun aeparatlon,
lur1her analylia, 0, attachment lo the roof.
Commtnrary: A number of &dors a&c:t the potential that
frost oo a roof mr&tt. will be presmt at the ""'°" 6-that a
nre eartbqual,:e occun. and wboetber such frost incrta= th•
sliding displacnntnt of an array. Tus,, factors inclmk
-ihe pon,ntial for frost to occ;m on a roof based oo tbt
climat• at the Sitt , wbetbtr me building is ~•ted. and how
well the roofis imulaud
-the llUillber of hours per day and days per year that frost is
present
-wh<!lher solar modules oc= above. and shield from frost,
tht roof sumtt around the amnnrt bas,,s of the PV array
9. Nonli11ear response history ahatysi.s or shake
table teatl1>9 for u11attached atTny•
Fo, unattached solar arrays not con1)1yinl) with the
requnments of SeCliOn 7, Ille design eeismic displacement
COfTe,ponding to the Design Basis Ear1hqullke shall be
clelennined by nonlinear response hiel0ry anlllysls o, llhal<e
l3ble testing using Input motions consment with ASCE 7-10
Chapter 13 design forceS for norwtructunll components on 8
rool.
The analysis model o, expenmental teal &halt account for
friction between the array and the roof IIUlface, and the slope
of the root The friclion coefficient used In analysis 8llall be
based on testln!l per the requirements In Section 6.
Fo, response hislory analysis o, derivation of shake table test
motions, either of the lollowing Input type,s ere acceptable:
(a) spectrally matched rooftop motions, or (b) rooftop
response lo appropriately auled design basis e~ke
ground molions applied IO the base of a dynamically ~
eentalive model of the building sopp()l1ing the PV array beirl!I
considered.
(a) Spedrally Matched Rooftop Motions: This method
recµres a &uite of not less than three appropnale roof
motions, spectrally matched lo broadband design spectra per
AC 156 (ICC-ES 2010) FlQure 1 and Sec1ion 6.5.1. The
spectrum shall 1ndude Ille portion for T > 0.77 secondS
(frequency < 1.3 Hz) for which the $pecirU'n is permitted to
be prq)Oltional lo 1/T.
(b) Appropri3tely Scaled Design Basis Eal1hquoke Ground
Motions Applied lo Building Model: Thill method requires a
suite of not les-s than three appropriate ground motions,
acaled in oonformance with the requiremen1s of Chapter 16
of ASCE 7-10 wer al least Ille range of penods from the
Structural Seismic Requirement• for Rooftop SOiar Pho(o\/OltaiC Arrays
Report SEAOC PV1•2012
initial building period, T1 10 a minlml.lll of 2.0 seconds or 1.5 T,
whichever is orea1er. The building Is pemitted to be modeled
as linear elastic. The viscoua dampng used in the response
history anolysia shall not exceed 5 percent
Each roof or ground mocJon shall have a total durallon of at
least 30 seconds and shot contain at least 20 seconds of
strong shaklng per AC 156 Section 6.5.2
For analysis, a three-dimemional analysis shall be used, and
the roof motions shall Include two horizontal c~ and
one veftic.al con-.,onent a,:,ptied concurrently.
Commtota~·: Nomtruc.tural compoo,nts on elevated floors
or roofs of buildings ~e earthquake shaking that is
differmt from the corr,spooding growxl-le,'el shaking
Roof-lt\'el shaking is filteJM through the building so it lends
to ca~ pa~r horizontal spectral accdention al the
natural period(•) of vilntioo of me building md m,alla
accelerations at o~ periods.
For input method (a), AC 156 is refertneed becllUt it
provides r,quiremmts for input motions to nomtructural
elt.Dll'llts consistent with ASCE 7 Chapter 13 clrsign fmttS
The requiremenl added in this documenl to include the
pornon of the spectrum with T > 0. n seconds is ntCeSsary
to mal:t the motioos appropriate for predicting sliding
displa<:em0nt, which can be affected by long.-r period
motions.
The target •pee.Ira ddined in AC 156 are broadband spectra,
-aniog that they em..,lope potential peak, in spectral
acctleration ovw a broad range of periods of vi"bration,
representing a range of cliffemlt buildings where non-
structural componmts could be located Companti,..,
analytical studiH {Mafft i n al 2012) haw shown that the
ust of broadband spec1n provides a constrvati,.., estunate of
the sliding displacement of solu arrays co~d 10
lllllllOdi.fied roof motions.
For input method (b), appropriately scaled Design Bas1s
Eartbquoke ground motions are applied to the bas,, of a
building malysis modd that includes the model of the sour
array on the roof. In .such a case, the properti.. of the
building analysis model should be appropri,,tely bracketed to
co,~ a range of powl>l• building dynamic propenies
(Wallen 2010, Walters 2012).
B«aus,, friction resistance clrpends on nonnal force. vatical
omhqu:ak• tcctlerarion an also afftct tht horizontal
movement of unattached componmts, so inclusion of a
vertical conmonffll is teouired.
For shake table testing, ~ is pennitled ID mndud a lhree-
dinensional test using two horiZOntal components and one
August 2012
Page S
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
{978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B
P anel ''' caw®
STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA ~'~lf
ve,tica1 component, or a two-dimensional lest wi1h one
horizontal component and one vertical co,rponent. In ea
cases the ~ of moCioo shall be applied con-
CU'fently.
Shake table lellts shal apply the nWlinun of Ngt>-p,,ss
tlltemg to the Input mcticM ne--, for testing facility
equipment capocities. FiltemQ shaft be such that 1he
resulting PV array displacements are cornpanible lo tho8e
analyticaly con1)Uted for unfillenld input motion&. If the input
motions are high-pass fillered or if two-dimensional tests are
conducted, the le61$ &hat be 8'JPl)lemenled with analytical
studies of Ille teals to calbrate the lnfh>ential variables and
three dimen9ional analy9es lo compute the aelomlc
displacement for unfiltenod Input motions.
Commtata~·: For some input motions and shab table
facilities, input records may nttd to bt higb-pms filteied
(muoviog ~ of lhe low.,!requ,ocy colllmt of di• record)
so lbat the .shal:e-table mowment does not exettd the table's
dlspl=ment capacity. If 6.1.tering of monons is needed, it
should bt done in such a way IS to bn~ IS little effect IS
po5S1ole on ~ r~ sliding chspl1cement. Co,q>antive
analyses should bt conducted to de~ lhe effect of
filtrring on sliding displacement, lfltt which unfiltered
mobons £houJd bt used in the analycis lo ddei:mine the
design seismic di,placeintDI.
If the sb.ake table tesu are two-dimensional lhe tests should
be used to calibrate comparable tw~nal analyses,
after which tlutt-<limemional analyses should be used to
detmnine the des!~ lieSSDlic disolacement.
If at leMt seven roof molions are used, the design seiamic
displacement is permilled to be taken a.a 1. 1 time,, the o-ooe of the peak displacement values (In 1111y directlOll)
from the llllalyses or tests. If fewer than aeven roof mcticM
are used, the design oei,mic dill)lacemen1 shall be laken as
1 .1 ~ the maximum of the peak displllcement values from
the analyses 0( tests.
Resultng value$ for A,,,,, shal not be less than 50% of lhe
values specified ,in Seclion 6, ooleas lower values are
validated by Independent Peer Re'liew.
Slructurlll Seia,ric Require.-,IJI for Rooftop Solar Pholovollaic Atrays
Report SEAOC PV1-2012
Comm,atary: TM factor of 1.1 used in defining the deugn
seismic displacemeot is to ICCOllllt for lhe random
tmceuinty of response for a s~le gi= roof motion. This
tmcmainty is :muml!d to be Jarg..-for sticlcing/slidmg
response than it is for olher I)~• of non-lineu responst
coosidered in structural enpneenng. ~ factor is chosen by
ju~•
Analytical and exp,rimontal studies of the seismic resJ>ODU
of unattached solar mays art reported by Schellenberg •I al_
Q012).
Notation
a, • component ame>lification fucior (per ASCE 7)
F. • ~ hOnZOntal oeismlc design force (per
ASCE7)
I, • seismic ~ factor for the building (per
ASCE7)
1, • e:ornponent importance factor (per ASCE 7)
R, • component response modific3ticn fod0r (per
ASCE7)
Sa, • design 5~ spectral acceteration parameter
at short periods (per ASCE 7 J
T = ~mental penod
w, l0tal ~ of the array, inc:llding ballast, on the
-of the section (being checked for
Interconnection strenQlh) that has smaller wetght
w., • C<>fl1)0nent weight providing nonnal force at Ille roof
bearing locations
.i:i..-. & design seismic displacement of !he array relative to
the roof
11 • coeffietent of fnclJon at the bearing lnlefface
between the roof surtace and the solar array
August 2012
Page6
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B
P anel ''' caw®
---------------MAFFE I
$TRUC1URAL CNG1NCCRl'IG
PanelClaw Polar Bear III and Polar Bear m HD:
Technical Report
Seismic Displacement Demand of Unattached (BaUast-Only) Arrays
23 February 2016
Ovenit-1''
Maffei Structural Engineering performed seismic oonline:ir analyses on the PanelClall Polar Bear UI
solar panel suppon system. The purpo5e of the analysis is IO detcm1ine det.ign values for seismic
dbplacernelll demand when the Polar Bear lU system is used for unauached (ballast-only) sol111 arrays on
fl111 1111d low-slope roofs of building,s. Our analysis and findings are also applicable to the Pol:u-Bear Ill
HD sy5tem. PanelOaw bolds the data from the analyses as proprict:u-y infomiation. A summary is
pt"OV!ded herein,
The pn,scripth>e requirements of ASCE 7-101 Section 13.4 require an :iuacbment of nonstruc1ur41
components ·•without consideration of frict ional resis;tance provided by the effects of gravi1y: Analyses
described herein demonstrate the adequacy of frictional resistance Md displacement capacity 10
accommodate sei mic demands on rooftop solar arrays using an :tl1crna1e (non-prescripth-e) me1hod of
design in accordance with the 2012 International Building Codel Section 10:l IL
1be analyses follow the provisions of SE.AOC P\'I: Stntd urul Sdsmic Requirm~nrs und 0Nm1w111u1-y
for Rooftop Solar Photornltoie Arroys3. They oonsidcr a rnnge values for friction cocJlicient (representing
different roofing materials), roof slope. and seismicity parame1ers. Each condition analyzed corresponds
to resulting values for seismic displacement demand (.dMP1•). The d vrv vulues from analysis are 10 be used
with the coefficients specified in Section 6 of SEAOC P\'I (summarized in Table I below) to determine
mininlum requirements for separation between solar ru-rays. roof edges. and fix.ed objeclll on Ille roof.
Elcc:triclll wiring for the solar ruroy is to be designed to accoomiodrue the seismic cfuplacement demand.
and the roof structure musl be capable of supporting the ~vity load when the array is in the displaced
condition.
Tabl• I: Minimum a.pan,tlon dlsta.nN'S for unalladwd arr■ys from Section I, of SEAOC PVI
Condfflon S.,,..ratlon
Bct1f'.ccn R!.p.valc tJOlu.r arrays of similar com,uuction O..S 1, ..1..wn
Bc1"-ecn a .olar array and a fin,d obj«'I on 1t.: roof or .olu amy of d1tTcrcn1 con.,ruci.lOCI I, .4.,,.
Bc1,.-.,cn" ..,la, ..,,.y and• roof e<l:c with a qualifyi111: panopcl I, .4..,,.
Bcl,...,cn,. >0lar amoy and• roof rdi;c "ilboot • qualifyin~ pampc• t.5 J, A .. cr
t, I• lhc Importance [act0< for lhc solar a,ny. or thee romponrnt importoncc fac1or for blhct rooflop components
aqjllCCDl 10 lhe ...,13, am,y. whichc= is ,rcaia tASCE 7-10 Section l).t.3}. ,. is lhc importance, fllcW< for the
buildllllj (ASCE 7-IO Section I .S).
As described in SEAOC P\'I Sec1ion 9. the design seismic displacement described here corresponds 10 the
Desi~ Ennhquau in ASCE 7. llhich in n1:1ny locations bas I return period of approximately 475 years.
Sites may alw experience smaller. more frequent earthquakes. Our analysis shows thal the frequent
sm:sll~r earthquakes iend 10 produce much sm:iller displacement -in some cases. no sliding displaoemenl.
After any earthquake Lhal causes residual displacement of an =y, the arm)' should be checked to verify
lhat it s1ilJ satisfies all requirements of S£-\OC P\' I Sec1ion 6. such as minimum •eparation and fle.1dbili1y
of electrical wirinp.
•41S·J29~100 )
m,1ffti--structure.c.om \'°:I
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix B
P anel ''' caw®
----------------MAFFEI
S TFIUC"TUFIJo L tNGINCERI G
T..,,_,.I R-1 P-•oetei.w Pol..,-eur UI MG Potar .eear UI tlO:
S6<Mlc Dispt.c..,_I DeMiM ot Una<t.lctMOd {l!.IMA .. -Only) AtTO)l5
21 Febru.,.,. 2016 ,_2
The analyses are based on values foe coefficienl of friction provided by PanelOaw and the assumption
that the seismic interconnection strength of the Polar Bear 111 system is such that an array responds to
seismic sh;:,kin11 by sllding a an integral unit, Evaluation of interconnection slTellglh (per SEAOC P\11
Section 6) and fric1jon testing (Sec1ion 8) is outside the scope of this report.
Sy.stem Description and ApplicabiHty of SEAOC rv I
Polar Bear lU (Figure I) by Pru1e.lClaw. Inc. is a solar panel support system (r:icking system) for ins1allin11
solar pho1ovollllic arrays on fla1 tux! low-slope roofs of buildings. The system cu he ·tructurnlly attached
10 the roof .structure. or it can he unattached (ball:ist-0nly). depending on the needs of specific
applications. It con:sis.ls of curved steel -lubing supports that run OQrth-south between rows of modules,
such that each pi~ of tubing supports the higl1 edge of ooe module and the low edge of :mother module.
Modules are placed in landscape orienunion and are connected lo the tubing by galvanized steel ""claws"
thlll bolt to the tubing and to the mounting holes in the module frame.
Polar Bear HI HD consists of similar pans ond geometry 10 Polar Bear UL except 1ha1. instead of four
claws per module. 1he HD version includes two additional cold-form...>d steel members running north-
south beneath -each module. fastened to the mounting holes in the module frame and fastened 10 the steel
1u bing supports.
PanelOaw provides a version of Lhe product with 5-<legree module till angle. as weU 1lS a 10-degree till
vers.ion. In the 5-degree version (Figure I a). galvanized steel ballast !rays are bolted lo ·!he tubing under
the nonh edge of each row of modules and beyond the south edge of the southemmos1 row of modules. In
the 10-dcgree ,·ersioo (Figure lb). the ballast lfllys are bolled to the sloped portion of tubing. P:ub made
of recycled rubber are auached to the bottom of the supports. In some cases. a slip sheel of roofing
material is provided between the rubber pads and the roof surface.
nsul'<' I: Polar B.,.r Ill Sy1t•m. (al !-deg,_ n>odule Ult. ibl 10-d"ll,l"H module IIIL
We find thai the Polar Bear Ill and Polar Be.u-Ill HD systems are pcrmiued by SEAOC PVI to be
designed as una11achcd systems ba5ed on their conformance with the requirements of SEAOC PV/
Section 5,
• Maximum roof slope: We understand from PonelOaw that the $}'Stem is typically installed on roof
slopes less than or equal to 5 degrees. which i~ lc,s than the 7--degrec limit of SEAOC PVI.
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix B
P anel ''' caw®
--------------MAFFEI
STRUCiUPJ.L ENGINECR ING
T-..IReport
#a~w,w Po161 Bb>r Ill """ Pol.Ir IIMr JU HO:
-Di'P_,..,. De,,..nd of Unarul<Md (!!ala.st-Only) ArYoys
2l "-bfu.,y 2016
Pa~l
• Low-profile conCaguratioo: The height above the roof surface 10 the center of mass of the arrays is
less than half of the least pl:in dimension of the supponing base of the array. per SEAOC PVJ
requirements.
• l>Hign t o acrommodate seismic displacement dnn:and: This report describes noolinear response-
bisto.ry afl31yse" performed by Maffei Struccural Engineering 10 assist PanelClaw in determining the
seismic displacement per Sections 6 and 9 of SEAOC Pl'/.
Analysis Models and Paramrters Considered
The paper by Maffei et at• identifies the following key variables that affect the design sei mic
displ~menl of unattached nonstruciurnl components. sucll as solar arrays:
• Site seimucity (cbarncteriud by the parameter Sru per ASCE 7-10)
• Roof surface interface (coefficient of friction)
• Roof slope
In addi1ioo, che analyses described here consider tJ,e direction of displacemem with respe(!I to roof slope
(up-slope. cross-slope. or down-slope) as well as the ~tifTness of the system.
To perfonn seismic nonlinear response-history analysis. we use computer structural analysis models that
capture the key properties affecting the seismic displJICemenl of unattached SQ)ar arrays: stick-&lip
(friction) behavior in honzontal direc1ions. be'.1ring (no-te11Sion) support in the vertical direction. 11nd the
l!bility 10 ro1:11e the support surface to simulate roof slope. The models use the suuctural analysis pr~
OpenSees.
The analyses include se,~n roof mo1ions. Per Section 9 of SEAOC PVJ. design seismic displacement
dem:inds are c:ilculaced as I. I times lhe average of the pc:s.k displ:icemenl vnlue.s from the analyses.
Sp«tral-Matcbed Earthquake Roof Moeioos
Section 9 of SEAOC PVJ requlres thal ·'the desisn seismic displ~menl corresponding 10 the Design
Blllis E:uthquakc shrul be determined by nonlinear rupoose-history analysis or shake table tesrin11 using
input motions consis1..-n1 ...,;,h ASCE 7-10 Cht1ptcr 13 design forces for non-structural components on a
roof.'' For ,-esponse-history analysis. this can be achieved using ~spectrally matched rooftop mocions~ per
Paragraph 4 of Section 9:
.. Spc,c1relly Mulched Rool\op Motaons; 11>is method requires a suilc of not lcH th:in three appropriate roof
motion•. i;pc:ctrally mau:hcd to broadband dcsi,n spcctn, p,:r AC 156 (ICC-ES 2010) Flt;urc: 1 and Stttioo
6 . .S.I. The spectrum shall Include the portlon for T >0.77 serond• Hrcquenc) I.J H x) ror ,,.h,ch the
•pc.:trum b pcnnluocl 10 be proportional to ur.-
M, ffei ct al (2014) defines bcoadband design spectra per these requiremcnljl as shown in Table 2
Table 1: Sds,uk • .,.,..i..raUon design •P«"lr um for rooftap »olar arra..-s
Period T (SK.) l>utJ!n ..,.,.,....m s. IRI
Horizontal ae<'Clcnlion Vertical 11ecclmuion
for T < 0.01 1.2S,.,. 0.27Sn,r
for 0_01 ,5 T < 0.1 l Llncar h11e.rpo1rilion Lincw intc:rpolw1tJon
for0.12 :!:T S 0.7:'1 1.65,,, 0675,,,.,
lor0.75 < T. im-cncly proporliorw lo T im-cr•cly prop<N'tion.1! 10 T
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix B
P anel ''' caw®
----------------MAFFEI
STRUCiURAL CNGINCl:Rll'fG
T-...R~I P•nEIClaw Poll>< !!eat Ill ond PC!ir 9ear tn HD:
~,smk O,sp1,,c:-o.maoo al Uo\a~che<I (B• ... at-Ontv) Arnr• 23 f~bNMy 2016
P"994
SEAOC PV/ Section 9 Paragraphs 6 and 7 also require:
~ead, roof motion shall have a total duraljOll of al k asl 30 scc-ond~ and .:hall contain al lciul 20 second, of
moni; .dialcin,g pa AC 156 Section 6.S.2. Per an:>lysls. • lhr--dfrncnsionol mncld shrul be u;,cd and the
ruofmollons shall include 1wo hori7A>nlol <omponcnlS and one W11ical component applied concurrc,ntly:·
Motioru; 1h:11 were used in this analysis were recorded on the roofs of buildings during past earthquakes,
and were selected to satisfy all of the above criteria. We obtain the recorded motions from the CSMIP
databtie (CESMD 2008). and the records are selected 10 be oonsislenl with records used in published
rese.iroh oo this topic (Maffei 2014). We use the software EZ,.FRISK version 7.62 (Fugro N.V .• 2011)
which uses a time-domain procedure to perform spectral matching of the recorded motions to match the
broadband design spectra in Table 2.
For eJ1Ch of lhe two versions or the system (5-degree and lo.degree module tilt). the design seismic
displ3L"Cment ralues include results from 4760 analyses: We consider 200 cases of project conditions (4
coefficients of friction. 5 roof slopes. and 10 level_s of seismicity parameter Sas); each case coosiders 7
earlhquake motioos and 4 orientations of each motion with re1,pect 10 roof slope (except for the zero-slope
C"..ises. where orientation has no effect). We also perfonned a sensitivit)' study consisting of 33.320
additional analyses to evaluate the effect oftbe stiffness of the system.
Recommendations for Design
We rerommend using the results of nonlinear respon.~-h,story analyses described herein lo determine the
design sejsmic displacement demand, .1.ur1•, for design of unam1ched solar arr-.iys that have the friction
and stiffness properties assumed in this report. Foc cases where Sos. roof slope, and/or coefficient of
friction for a project site is between the values specifically analyzed in lhis report. use linear interpolatioo.
Per Section 9 of S£AOC Pl'/, A.ur,· shall not be taken less than 50'.l of the values calculated by the
prescriptive procedure in Section 7 of SEAOC P\1/ unless the lower values from analysis II.Tl.' validated by
an independent peer review.
MaffN Structural Enszinttrin2
Joe Maffej, S£. Ph. 0 . LEED AP
Principal
joe@'maffei-structure.com
'American Socicl) ofCh·il Enr,,DOCr< (ASCE). 2010 ... Minifllllm Deili;.n I.Dad> ror BuiWin~• aad Olhcr
Slruclurcs.-ASC£ 7-10. Rc<1on. VA.
'lnlcm1lllOJ11l Cod< Council (ICC). 1012. lnl.-rnalwnal &til,Jtn.f end,. Country Club Hills. IL
• SITU<"tunl Enginttrs Aoociahon of California (SBACX:).1012 ... S lru<lural Sc,s.m,c Requlrcmenls and
Comm<"nlllr)' for Rooftop Sular Photovolu,k Arroys,;· SSAOC PVJ-2011. Sacramento. CA
• Maffei. J . Fathal,. S .. Tdkcn. K .. Ward, R .. w,J Sct.clknberg. A . '201-1. ·•.scismk dcsir;n ot balfasicd sol11t llml)'S
on low-slope ronfs ... .Jmmu,J nf SJnJC"/11ral Er1t;lnttrin8 140! I): 1-9. dol: JO 1061/IASCE)ST_ 19-13-S-4 IX OIXKJ865
PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845
(978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com
12/3/2018
Appendix B