HomeMy WebLinkAbout2792 GATEWAY RD; 101; CBC2020-0173; PermitPrint Date: 08/18/2020 Permit No: CBC2020-0173
Building Permit Finaled
Commercial Permit
Job Address:
Permit Type:
Parcel #:
Valuation:
Occupancy Group:
2792 GATEWAY RD, # 101, CARLSBAD, CA 92009-1749
BLDG-Commercial
2133001000
$48,000.00
Work Class:
Lot #:
Project #:
Cogen
Status:
Applied:
Issued:
05/15/2020
06/01/2020
Finaled Close Out:
#of Dwelling Units:
Track #:
Plan #:
Closed - Finaled
TAlva
Plan Check #:
Project Title:
Inspector:Orig. Plan Check #:Bathrooms:
Description:120 ROOF MOUNT SOLAR MODULES, 48.6KW (E-REVIEW)
Final Inspection:08/18/2020
Bedrooms:Construction Type:
Applicant: BAKER ELECTRIC INC
COURTNEY CABRAL
1298 PACIFIC OAKS PL
ESCONDIDO, CA 92029(760) 745-2001 x5148
Contractor: N B BAKER ELECTRIC INC
2120 HARMONY GROVE RD
ESCONDIDO, CA 92029-2053
(442) 257-0877
AMOUNTFEE
BUILDING PERMIT FEE ($2000+)$393.20
BUILDING PLAN CHECK FEE (BLDG)$275.24 SB1473 GREEN BUILDING STATE STANDARDS FEE $2.00
STRONG MOTION-COMMERCIAL $13.44
Total Fees:$683.88 Total Payments To Date:$683.88 Balance Due:$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
1635 Faraday Avenue, Carlsbad CA 92008-7314 ï 760-602-2700 ï 760-602-8560 f ï www.carlsbadca.gov
Building Division Page 1 of 1
{"Cityof
Carlsbad
Plan Check
Est. Value
PC Deposit
Date
B-1 Page 1 of 2 Rev.
BUILDING PERMIT
APPLICATION
B-
Job Address __________________________________________Suite: __________ APN: _________________________
CT/Project #:_________________________________________ Lot #:_________
Fire Sprinklers: Air Conditioning: Electrical Panel Upgrade
BRIEF DESCRIPTION OF WORK:
________________________________________________________________________
__________________________________________________________________________________________________
APPLICANT (PRIMARY CONTACT) PROPERTY OWNER
Name: ________________________________________ Name: _____________________________________________
Address: ______________________________________ Address: ____________________________________________
City: _________________ State:______Zip: _________ City: ______________________State:______Zip: ___________
Phone: _______________________________________ Phone: _____________________________________________
Email: ________________________________________ Email: ______________________________________________
DESIGN PROFESSIONAL CONTRACTOR BUSINESS
Name: ________________________________________ Name: _____________________________________________
Address: ______________________________________ Address: ___________________________________________
City: _________________ State:______Zip: __________ City: _________________ State:______Zip: _______________
Phone: _______________________________________ Phone: ____________________________________________
Email: ________________________________________ Email: _____________________________________________
Architect State License: __________________________ State License:_____________ Bus. License:_______________
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor’s License Law
{Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}).
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
Addition/New: ____________Living SF, ________ Deck SF, ________ Patio SF, ________Garage SF
Is this to create an Accessory Dwelling Unit? New Fireplace? if yes how many? _____
Remodel: __________ SF of affected area Is the area a conversion or change of use ?
Pool/Spa: __________ SF Additional Gas or Electrical Features? _____________________________
Solar: _______ KW, ______ Modules, Mounted: Roof Ground , Tilt:
Panel Upgrade:
Reroof: ____________________________________________________________________________________
Plumbing/Mechanical/Electrical Only: ___________________________________________________________
Other: ______________________________________________________________________________________
_______________________________________________________________________________________________
CBC2020-0173
5/15/20
48,000( City of
Carlsbad
COMMERCIAL
2
2792 Gateway Road, Carlsbad, CA 92009
0 YES O NO @ YES Q NO
213-300-1 0-00
:Q YES G) NO
The installation of a commercial rooftop photovoltaic system (48.6 kW DC/ 33.3 kW AC).
(120) LG405N2W-V5 (1) SMA Sunny Tripower Core1 33-US Panelclaw ClawFR 10 racking
□
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0 120
Battery:O v @N,
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Courtney Cabral / Baker Electric
1298 Pacific Oaks Place
Escondido
(760) 690-5027
ccabral@baker-electric.com
Sol Rebel
2315 Lincoln Avenue
Alameda
(503) 896-7365
randybatchelor@solrebel.com
E21292
O v O N
O v @N
CA 92029
CA 94501
O v O N,
O v Q N
0 0 vO N, RMA:0 v 0 N,
Louis Galuppo
2792 Gateway Road, Suite 102
Carlsbad
(760) 431-4575
lgaluppo@galuppolaw.com
Baker Electric
1298 Pacific Oaks Place
Escondido
(760) 745-2001
iventura@baker-electric.com
161756
CA
CA 92009
92029
BLOS1211897
03/20
B-1 Page 2 of 2 Rev.
( OPTION A ): WORKERS’COMPENSATION DECLARATION:
I hearby affirm under penalty of perjury one of the following declarations:
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.
I have and will maintain worker’s compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers’ compensation insurance carrier and policy number are: Insurance Company Name: _______________________________________________
Policy No. _______________________________ Expiration Date: _______________________
Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come
subject to the workers’ compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code,
interest and attorney’s fees.
CONTRACTOR SIGNATURE: _____________________________________________ AGENT DATE: _______________
( OPTION B ): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor’s License Law for the following reason:
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).
I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor’s License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor’s License Law).
I am exempt under Section __________________Business and Professions Code for this reason:
I personally plan to provide the major labor and materials for construction of the proposed property improvement.
I (have / have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors’ license number):
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone /
contractors’ license number):
I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work):
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
OWNER SIGNATURE: ______________________________________________ AGENT DATE: _______________
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender’s Name: ___________________________________________________ Lender’s Address: ___________________________________________________
ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes 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 No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
APPLICANT CERTIFICATION:
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP
HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF
THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5’0’ deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized
by such permit is not commenced within days from the date of 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 days
APPLICANT SIGNATURE: __________________________________________________ DATE: ____________________
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2.
3.
4.
s.
MWZY312255420 03/01/2021
180
180 . CBC section 105.S.
l(DocuSigned by:
~~1C~r~
Marsh & McLennan Agency LLC
□ 5/13/2020
Q vES Q No
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INo
No
Yes/ No
5/13/2020
03/20
Building Permit Inspection History Finaled
PERMIT INSPECTION HISTORY for (CBC2020-0173)
BLDG-Commercial 05/15/2020Application Date:Permit Type:Owner:2792 GATEWAY LLC
Cogen 06/01/2020Work Class:Issue Date:Subdivision:
02/16/2021Expiration Date:Status:
IVR Number: 26389
Closed - Finaled 2792 GATEWAY RD, # 101
CARLSBAD, CA 92009-1749
Address:
Scheduled
Date
Inspection Type Inspection No. Inspection
Status
Primary Inspector Reinspection InspectionActual
Start Date
07/31/2020 07/31/2020 BLDG-35 Solar Panel 134335-2020 Cancelled Tony Alvarado Reinspection Incomplete
BLDG-Final Inspection 134336-2020 Cancelled Tony Alvarado Reinspection Incomplete
08/03/2020 08/03/2020 BLDG-35 Solar Panel 134513-2020 Partial Pass Tony Alvarado Reinspection Incomplete
COMMENTS PassedChecklist Item
BLDG-Building Deficiency August 3, 2020:
1. PV solar roof panels rough inspection
for Balast Block and approved.
Yes
BLDG-Final Inspection 134514-2020 Partial Pass Tony Alvarado Reinspection Incomplete
COMMENTS PassedChecklist Item
BLDG-Structural Final August 3, 2020:
1. PV solar roof panels rough inspection
for Balast Block and approved.
Yes
BLDG-Electrical Final August 3, 2020:
1. PV solar roof panels rough inspection
for Balast Block and approved. Only.
Yes
08/18/2020 08/18/2020 BLDG-35 Solar Panel 135756-2020 Passed Tony Alvarado Complete
COMMENTS PassedChecklist Item
BLDG-Building Deficiency August 3, 2020:
1. PV solar roof panels rough inspection
for Balast Block and approved.
Yes
BLDG-Building Deficiency August 18, 2020:
1. Roof mounted commercial building PV
solar system with tilt panels on existing
roof system, installed per engineered plans
and specifications, scope of
work-approved.
Yes
BLDG-Final Inspection 135757-2020 Passed Tony Alvarado Complete
Tuesday, August 18, 2020 Page 1 of 2
{cityof
Carlsbad
PERMIT INSPECTION HISTORY for (CBC2020-0173)
BLDG-Commercial 05/15/2020Application Date:Permit Type:Owner:2792 GATEWAY LLC
Cogen 06/01/2020Work Class:Issue Date:Subdivision:
02/16/2021Expiration Date:Status:
IVR Number: 26389
Closed - Finaled 2792 GATEWAY RD, # 101
CARLSBAD, CA 92009-1749
Address:
Scheduled
Date
Inspection Type Inspection No.Inspection
Status
Primary Inspector Reinspection InspectionActual
Start Date
COMMENTS PassedChecklist Item
BLDG-Structural Final August 3, 2020:
1. PV solar roof panels rough inspection
for Balast Block and approved.
Yes
BLDG-Structural Final August 18, 2020:
1. Roof mounted commercial building PV
solar system with tilt panels on existing
roof system, installed per engineered plans
and specifications, scope of
work-approved.
Yes
BLDG-Electrical Final August 18, 2020:
1. Roof mounted commercial building PV
solar system with tilt panels on existing
roof system, installed per engineered plans
and specifications, scope of
work-approved.
Yes
BLDG-Electrical Final August 3, 2020:
1. PV solar roof panels rough inspection
for Balast Block and approved. Only.
Yes
Tuesday, August 18, 2020 Page 2 of 2
9320 Chesapeake Drive, Suite 208 San Diego, California 92123 (858) 560-1468 Fax (858) 560-1576
DATE: 5-26-20 APPLICANT JURIS. JURISDICTION: Carlsbad
PLAN CHECK #.: CBC2020-0173.e SET: I
PROJECT ADDRESS: 2792 Gateway Road
PROJECT NAME: Galuppo Law Commercial PV System, 33.3kW
The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes.
The plans transmitted herewith will substantially comply with the jurisdiction’s codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at EsGil until
corrected plans are submitted for recheck.
The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant’s copy of the check list has been sent to:
EsGil staff did not advise the applicant that the plan check has been completed.
EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Email:
Mail Telephone Fax In Person
REMARKS:
By: Scott Humphrey Enclosures:
EsGil
5-18-20
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✓• EsG1I
A SAFEbuilt"Company
[DO NOT PAY – THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2020-0173.e
PREPARED BY: Scott Humphrey DATE: 5-26-20
BUILDING ADDRESS: 2792 Gateway Road
BUILDING OCCUPANCY:
Comments: In addition to the above fee, an additional fee of $ is due ( hour @ $ /hr.) for the CalGreen review. Sheet of
BUILDING
PORTION
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code
1997 UBC Building Permit Fee
I Z.:d .1il .
1997 UBC Plan Check Fee
I i'tl .Vil •.
AREA Valuation
( Sq. Ft.) Multiplier
#N IA
Type of Review: □ Complete Review
D Repetitive Fee
.., Repeats
• Based on hourly rate
D Other
[2] Hourly
EsGil Fee
Reg. VALUE
Mod.
D Structural Only
____ 1_. 5---11 Hrs. @ •
$90.00_
($)
$135.001
Development Services
Planning Division
1635 Faraday Avenue
(760) 602-4610
www.carlsbadca.gov
PLANNING DIVISION
BUILDING PLAN CHECK APPROVAL
P-29
DATE: 5/29/20 PROJECT NAME: PROJECT ID: APN: 2133001000
PLAN CHECK NO: CBC2020-0173 SET#: 1 ADDRESS: 2792 GATEWAY RD
This plan check review is complete and has been APPROVED by the PLANNING
Division.
By: SARAH CLUFF
A Final Inspection by the PLANNING Division is required Yes No
You may also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check Comments have been sent to: CCABRAL@BAKER-ELECTRIC.COM
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
PLANNING
760-602-4610
ENGINEERING
760-602-2750 FIRE PREVENTION
760-602-4665
Hector Salgado
760-602-4624
Hector.Salgado@carlsbadca.gov
Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov
Sarah Cluff 760-602-4619
Sarah.Cluff@carlsbadca.gov
Remarks: PANEL CLAW FLAT RACK SOLAR PANELS SHOWN ON SHEET E-120 TO BE 1’ 4” IN
HEIGHT AND BELOW THE EXISTING ROOF PARAPET.
«~ ~ C IT Y O F
CARLSBAD
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Orie2 Engineering
Structural & Bridge Engineers
9750 Miramar Road, Suite 310 Phone: (858) 335-7643
San Diego, CA 92126
Structural Calculations
(Project # )
D
D ON LA
EIORR.
G10 Galuppo Law PV
145.019-20
Baker Electric
ESY
3/30/20
CBC2020-0173 SET 1 5/15/20
Reviewed
05/26/2020 6:34:06 AM
li----------------EsGfl--------..i
A SAFEbuilt·Company
Orie2 Engineering Project No. :
Structural & Bridge Engineers
DATE :
9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT :
San Diego, CA 92126 www.orie2.com BY :
Per CBC 2019 Section 1607.13.5, rooftop solar panels not more than 24 inches in height
shall be considered inaccessible, thus roof live load is not applicable in areas covered by solar
panels.
2/17/20PV Projects
ESY
Description: CBC 2019 Roof Solar Panels
Page 1
CBC2020-0173 SET 1 5/15/20
1607 .13.5 Photovoltaic panel systems. Roof tructures
that provide upport for photovoltaic panel y tern hall
be de igned in accordance with Section 1607.13.5.1
through 1607.13.5.4, a applicable.
1607.13.5.1 Roof live load. Roof tructures that up-
port photovoltaic panel y te1n shall be designed to
re ist each of the fallowing condition :
1. Appl' able unif rn1 and con entrated roof load
with the photovoltaic panel y tern dead loads.
Exception: Roof live load . need not be
applied to the area covered by photov ltaic
panels where the clear pace between the pan-
els and the roof urface i 24 inche (610 mm)
or le .
2.. Applicable unifom1 and concentrated roof loads
without the photovoltaic panel system pre ent.
Page 2
CBC2020-0173 SET 1 5/15/20
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0
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Page 3
CBC2020-0173 SET 1 5/15/20
L\TC
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Orie2 Engineering Project No.:145.019-20 DATE :03/30/20Structural & Bridge Engineers
9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 PROJECT:G10 Galuppo Law PV BY :ESYSan Diego, CA 92126
Building Summary:
Building Information:Length, L:114.25 ftWidth, W:72.00 ftParapet Height:2.00 ftRoof Height:14.00 ftRoofing Type:Built Up Roofing
Roof Decking:Plywood
Wind Parameters:Exposure Category:B (ASCE 7-10, Section 26.7.3)
Basic Wind Speed, V:96.0 mph (ASCE 7-10, Section 26.5.1)
Seismic Parameters: Mapped Short-Period Spectral Acceleration, Ss:0.931 g (ASCE 7-10, Fig. 21-1 through Fig. 21-6) Mapped One-Second Spectral Acceleration, S1:0.342 g (ASCE 7-10, Fig. 21-1 through Fig. 21-6) Short-Period Site Coefficient, Fa:1.200 (ASCE 7-10, Table 11.4-1) Long-Period Site Coefficient, Fv:1.958 (ASCE 7-10, Table 11.4-2)
Wall Dead Loads:
Wall Material:
Concrete Density:150.0 pcf
Wall Thickness:9.25 in
Wall Dead Load = 150.0 pcf * 9.25 in * (1.0 ft / 12.0 in)Wall Dead Load =115.6 psf
Snow Load: (psf)
Okay40LH Trusses 8.00 71.00 568.00 12.6 0.0
Concrete
Wall Dead Load = 115.6 psf
Check:
2x6 @ 24" O.C.2.00 8.00 16.00 20.0 0.0 Okay
Roof Member: Spacing: (ft) Span: (ft) Trib. Area: (ft^2) Roof Live Load: (psf)
BRIDGEORIE 2
STRUCTURAL
BRIDGEORIE 2
STRUCTURAL
BRIDGEORIE 2
STRUCTURAL
BRIDGEORIE 2
STRUCTURAL
BRIDGEORIE 2
STRUCTURAL
Page 4
CBC2020-0173 SET 1 5/15/20
Orie 2 Engineering Project No.: 145.019-20 DATE :
Structural & Bridge Engineers
9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 PROJECT: G10 Galuppo Law PV BY : ESY
San Diego, CA 92126 www.orie2.com
Gravity Design Loads:
Code:2016 California Building Code (CBC)
Roof Dead Loads:
Roofing :2.0 psf
1/2" Plywood :1.5 psf
BATT Insulation :1.0 psf
2x6 @ 24" O.C.:2.6 psf
Suspended Ceiling :2.0 psf
Mech/Elect/Plumbing :0.9 psf
Total :10.0 psf
40LH Trusses :2.0 psf
Total :12.0 psf
Solar Dead Load:4.9 psf max
2016 CBC, ξ1607.11.2.1
568 ft^2
Unreduced Live Load, Lo:20.0 psf
Tributary Width:8.0 ft
Beam Span Length:71.0 ft
Roof Rise, F:0.1 in / per foot
Tributary Area, At = 71.0 ft * 8.0 ft =
Since 200.0 ft^2 < At = 568.0 ft^2 < 600.0 ft^2, R1 = 1.2 - 0.001 * 568.0 ft^2 (2016 CBC, Eq. 16-26)
R1 = 0.6
Since F = 0.1 in / per foot <= 4.0, R2 = 1.0
R2 = 1.0
Reduced Roof Live Load, Lr = Lo * R1 * R2
Reduced Roof Live Load, Lr = 20.0 psf * 0.6 * 1.0
Reduced Roof Live Load, Lr =12.6 psf
Roof Trib Reduced Live Load
568.0 12.6
04/29/20
Roof Dead Load = 12.0 psf
BRIDGEORIE 2
STRUCTURAL
Page 5
CBC2020-0173 SET 1 5/15/20
Orie 2 Engineering Project No.:145.019-20 DATE :04/29/20Structural & Bridge Engineers
9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 PROJECT:G10 Galuppo Law PV BY :ESY
San Diego, CA 92126
Check (E) Building For Added Seismic Load of Solar Panels and Racking:
Design Criteria:
Building: Total Mass of (E) BuldingLength, L:114.25 ft L = 114.25 ft
Width, W:72.00 ft
Parapet Height:2.00 ftWall Height:14.00 ftRoof Dead Load:10.0 psf W = 72.00 ftWall Dead Load:115.6 psf
Mass of Roof, Wr = 10.0 psf * 114.25 ft * 72.00 ft
Wr =82260.0 lbs
Trib. Mass of Wall, Wl = 115.6 psf * [(14.0 ft / 2) + 2.00 ft] * (2 * 72.00 ft )Wl =149850.0 lbs
Total Mass of (E) Building, W = Wr + Wl = 82260.0 lbs + 149850.0 lbs
W =232110.0 lbs
Building: Total Mass of Solar System
Number of Solar Panel(s):120 Panel(s) MaximumSolar Panel Length:6.64 ft 79.7Solar Panel Width:3.36 ft 40.3Weight per Module =100.0 lbs 45 lbs + 5 lbs racking weight + 50 lbs ballast block weightTotal Solar System Weight =14285.0 lbs
New Equipment Weight =0
Total Equipment =0.0Total Equipment Weight =0Total Mass of Solar System, WsTotal Mass of Solar System, Ws = 120 Panel(s) * 100.0 lbs * + 0lbs Equipment Wt.Ws =14285.0 lbs
Percent Increase in Building Mass Due to Addition of Solar System = Ws / W = 14285.0 lbs / 232110.0 lbs
Percent Increase in Building Mass Due to Addition of Solar System =6.2%
Since the Percent Increase in Building Mass Due to Addition of Solar System = 6.2 % <= 10.0 %, OkayPer 2016 CBC Section 3403.4
BRIDGEORIE 2
STRUCTURAL
BRIDGEORIE 2
STRUCTURAL
BRIDGEORIE 2
STRUCTURAL
BRIDGEORIE 2
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Page 6
CBC2020-0173 SET 1 5/15/20
3403.4 Existing structural clements carrying lateral load.
Where the addition is structurally independent of the existing
structure, existjng lateral load-carrying structural elements
shall be permitLed lo remain unaltered. Where the addition is
not structurally independent of the existing structure, the exist-
ing structure and its addition acting together as a single struc-
ture shall be shown to meet the requirements of Sections 1609
and 1613.
Exception: Any existing lateral load-carrying structural
element whose demand-capacity ratio with the addition.
considered is no more than IO percent greater lhan its
demand-capacity ratio with the addition ignored shall be
pennitted to remain unaltered. For purposes of calculating
demand-capacity rmios, the demand shall consider applica-
ble load combinations with design lateral loads or forces in
accordance with Sections 1609 and 1613. For purposes of
this exception, comparisons of demand-capacity ratios and
calculation of de ign lateral loads, forces and capacities
shall account for the cumulative effects of additions and
alterations since original construction.
I 11..!:::::::==I =-ill
47-59 60-64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80
40LH08 16 40 16600 16600 254 247 241 234 228 222 217 211 206 201 196 192 187 183 178 174
150 144 138 132 127 122 117 112 108 104 100 97 93 90 86 83
40LH09 21 40 21800 21800 332 323 315 306 298 291 283 276 269 263 256 250 244 239 233 228
196 188 180 173 166 160 153 147 141 136 131 126 122 116 113 109
40LH10 21 40 24000 24000 367 357 347 338 329 321 313 305 297 290 283 276 269 262 255 249216 207 198 190 183 176 169 162 156 150 144 139 134 129 124 119
40LH11 22 40 26200 26200 399 388 378 368 358 349 340 332 323 315 308 300 293 286 279 273
234 224 215 207 198 190 183 176 169 163 157 151 145 140 135 130
40LH12 25 40 31900 31900 486 472 459 447 435 424 413 402 392 382 373 364 355 346 338 330
285 273 261 251 241 231 222 213 205 197 189 182 176 169 163 157
40LH13 30 40 37600 37600 573 557 542 528 514 500 487 475 463 451 440 429 419 409 399 390334 320 307 295 283 271 260 250 241 231 223 214 207 199 192 185
40LH14 35 40 43000 43000 656 638 620 603 587 571 556 542 528 515 502 490 478 466 455 444
383 367 351 336 323 309 297 285 273 263 252 243 233 225 216 209
40LH15 36 40 48100 48100 734 712 691 671 652 633 616 599 583 567 552 538 524 511 498 486
427 408 390 373 357 342 328 315 302 290 279 268 258 248 239 230
40LH16 42 40 53000 53000 808 796 784 772 761 751 730 710 691 673 655 638 622 606 591 576469 455 441 428 416 404 387 371 356 342 329 316 304 292 282 271
52-59 60-72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88
44LH09 19 44 20000 20000 272 265 259 253 247 242 236 231 226 221 216 211 207 202 198 194158 152 146 141 136 131 127 122 118 114 110 106 103 99 96 93
44LH10 21 44 22100 22100 300 293 286 279 272 266 260 254 249 243 238 233 228 223 218 214
174 168 162 155 150 144 139 134 130 125 121 117 113 110 106 103
44LH11 22 44 23900 23900 325 317 310 302 295 289 282 276 269 264 258 252 247 242 236 232
188 181 175 168 162 157 151 146 140 136 131 127 123 119 115 111
44LH12 25 44 29600 29600 402 393 383 374 365 356 347 339 331 323 315 308 300 293 287 280
232 224 215 207 200 192 185 179 172 166 160 155 149 144 139 134
44LH13 30 44 35100 35100 477 466 454 444 433 423 413 404 395 386 377 369 361 353 346 338
275 265 254 246 236 228 220 212 205 198 191 185 179 173 167 161
44LH14 31 44 40400 40400 549 534 520 506 493 481 469 457 446 436 425 415 406 396 387 379
315 302 291 279 268 259 249 240 231 223 215 207 200 193 187 187
44LH15 36 44 47000 47000 639 623 608 593 579 565 551 537 524 512 500 488 476 466 455 445
366 352 339 326 314 303 292 281 271 261 252 243 234 227 219 211
44LH16 42 44 54200 54200 737 719 701 684 668 652 637 622 608 594 580 568 555 543 531 520
421 405 390 375 362 348 336 324 313 302 291 282 272 263 255 246
44LH17 47 44 58200 58200 790 780 769 759 750 732 715 699 683 667 652 638 624 610 597 584
450 438 426 415 405 390 376 363 351 338 327 316 305 295 285 276
56-59 60-80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96
48LH10 21 48 20000 20000 246 241 236 231 226 221 217 212 208 204 200 196 192 188 185 181141 136 132 127 123 119 116 112 108 105 102 99 96 93 90 87
48LH11 22 48 21700 21700 266 260 255 249 244 239 234 229 225 220 216 212 208 204 200 196
152 147 142 137 133 129 125 120 117 113 110 106 103 100 97 94
48LH12 25 48 27400 27400 336 329 322 315 308 301 295 289 283 277 272 266 261 256 251 246
191 185 179 173 167 161 156 151 147 142 138 133 129 126 122 118
48LH13 29 48 32800 32800 402 393 384 376 368 360 353 345 338 332 325 318 312 306 300 294228 221 213 206 199 193 187 180 175 170 164 159 154 150 145 141
48LH14 32 48 38700 38700 475 464 454 444 434 425 416 407 399 390 383 375 367 360 353 346
269 260 251 243 234 227 220 212 206 199 193 187 181 176 171 165
48LH15 36 48 44500 44500 545 533 521 510 499 488 478 468 458 448 439 430 422 413 405 397
308 298 287 278 269 260 252 244 236 228 221 214 208 201 195 189
48LH16 42 48 51300 51300 629 615 601 588 576 563 551 540 528 518 507 497 487 477 468 459355 343 331 320 310 299 289 280 271 263 255 247 239 232 225 218
48LH17 47 48 57600 57600 706 690 675 660 646 632 619 606 593 581 569 558 547 536 525 515
397 383 371 358 346 335 324 314 304 294 285 276 268 260 252 245
Joist
Deisignation
Approx. Wt.
in Lbs. per
Linear Ft.
(Joists Only)
Depth
in
Inches
SAFELOAD*
in Lbs.
Between CLEAR SPAN IN FEET
S TANDARD LOAD TA B L E / L O N G S PAN STEEL JOISTS, L H- S E R I E S
Based on a Maximum Allowable Tensile Stress of 30 ksi
*The safe uniform load for the clear spans shown in the
Safe Load Column is equal to (Safe Load)/(Clear span
+ 0.67). (The added 0.67 feet (8 inches) is required to
obtain the proper length on which the Load Tables were
d e v e l o p e d ) .
In no case shall the safe uniform load, for clear spans
less than the minimum clear span shown in the Safe
Load Column, exceed the uniform load calculated for
the minimum clear span listed in the Safe Load Column.
To solve for l i v e loads for clear spans shown in the Safe
Load Column (or lesser clear spans), multiply the live
load of the shortest clear span shown in the Load Ta b l e
by (the shortest clear span shown in the Load Table +
0.67 feet)2 and divide by (the actual clear span + 0.67
f e e t )2. The live load shall n o t exceed the safe uniform
l o a d .
**IT IS VERY IMPORTANT FOR JOIST SPECIFIERS
AND ERECTORS TO KNOW THAT OSHA IS INTER-
PRETING 29CFR-1926.75(c)2 TO MEAN ALL JOIST
F O RTY (40) FEET (12192MM) AND LONGER TO
REQUIRE A ROW OF BOLTED BRIDGING TO BE IN
PLACE BEFORE SLACKENING OF HOISTING
L I N E S .
4 6
Page 7
CBC2020-0173 SET 1 5/15/20
Orie2 Engineering Project No. :
Structural & Bridge Engineers
DATE :
9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT :
San Diego, CA 92126 www.orie2.com BY :
145.019-20
3/30/20G10 Galuppo Law
ESY
Page 8
CBC2020-0173 SET 1 5/15/20
6.0 Design Loads - Downward (Cont.):
6.2 Racking Dimensions for Point Loads (Cont.):
Fig. 6.2 Section A-A
6.3 Point Load Summary:Notes:
DLsys = 61 lbs./module lbs./module -Base 2 repeat for larger width arrays.
Total DL = (Varies on location and ballast quantity)
SLm = 0 lbs./module
WLin (no snow) = 422 lbs./module
WLin (with snow) = 112 lbs./module
Max Total Load Per Base (lbs.)
load combinations (ASD)Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin)
South 1 38 102 51
Interior 2 91 217 116
2nd From North 3 110 236 135
North 4 112 175 124
Table 6.1-A Max Total Load per Base (lbs.)
Max Contact Pressure Table Per Base (psi)
load combinations (ASD)# of
Pads Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin)
South 1 2 6 3
Interior 2 5 12 6
2nd From North 3 6 13 7
2
North 4 6 10 7
South 1 1 3 1
Interior 2 2 6 3
2nd From North 3 3 6 4
4
North 4 3 5 3
Table 6.1-B Max Point Load Summary (psi)
04/28/2020
4
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Page 9
CBC2020-0173 SET 1 5/15/20
®
PANELCLAW"
40" 53" 41 "
BASE 1 BASE2 BASE 3 BASE4
Orie2 Engineering Project No. :
Structural & Bridge Engineers
DATE :
9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT :
San Diego, CA 92126 www.orie2.com BY :
145.019-20
3/30/20G10 Galuppo Law
ESY
Page 10
CBC2020-0173 SET 1 5/15/20
Orie2 Engineering, Inc.
ESY
SK - 1
Apr 29, 2020 at 8:48 AM
beams.r3d
N1 N2 2x6
Y
XZ
Section Sets
2x6
Envelope Only Solution
Page 11
CBC2020-0173 SET 1 5/15/20
I-=
I
I -hm
Orie2 Engineering, Inc.
ESY
SK - 2
Apr 29, 2020 at 8:48 AM
beams.r3d
N1 N2
-.015k/ft
Y
XZ
Loads: BLC 1, D
Envelope Only Solution
Page 12
CBC2020-0173 SET 1 5/15/20lfflmmmmummmmmmmmrmmmmmmtmTit
Orie2 Engineering, Inc.
ESY
SK - 3
Apr 29, 2020 at 8:48 AM
beams.r3d
N1 N2
-.11k -.11k -.11k
Y
XZ
Loads: BLC 2, Dsolar
Envelope Only Solution
Page 13
CBC2020-0173 SET 1 5/15/20
1-! I t t t ~ I
Orie2 Engineering, Inc.
ESY
SK - 4
Apr 29, 2020 at 8:48 AM
beams.r3d
N1 N2
-.04k/ft
Y
XZ
Loads: BLC 3, Lr
Envelope Only Solution
Page 14
CBC2020-0173 SET 1 5/15/20lfflmmmmummmmmmmmrmmmmmmtmTit
Orie2 Engineering, Inc.
ESY
SK - 5
Apr 29, 2020 at 8:48 AM
beams.r3d
N1 N2
-.126k -.126k -.126k
Y
XZ
Loads: BLC 4, W
Envelope Only Solution
Page 15
CBC2020-0173 SET 1 5/15/20
1-! I t t t ~ I
Orie2 Engineering, Inc.
ESY
SK - 6
Apr 29, 2020 at 8:48 AM
beams.r3d
N1 N2 .63
Y
XZ
Code Check( Env )
No Calc > 1.0
.90-1.0.75-.90.50-.75
0.-.50
Member Code Checks Displayed (Enveloped)
Envelope Only Solution
Page 16
CBC2020-0173 SET 1 5/15/20
•
I
I -hm
Company : Orie2 Engineering, Inc.Apr 29, 2020
8:48 AMDesigner : ESY
Job Number :Checked By: DJFModel Name :
Wood Material Properties
Label Type Database Species Grade Cm Em... Nu The...Dens...
1 DF Solid Sawn Visually Graded Douglas Fir-Larch No.1 1 .3 .3 .0352SPSolid Sawn Visually Graded Southern Pine No.1 1 .3 .3 .035
3 HF Solid Sawn Visually Graded Hem-Fir No.1 1 .3 .3 .035
4 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.1 1 .3 .3 .035
5 24F-1.8E DF Balan...Glulam NDS Table 5A 24F-1.8E_DF_BAL na 1 .3 .3 .035
6 24F-1.8E DF Unba...Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 1 .3 .3 .035724F-1.8E SP Balan...Glulam NDS Table 5A 24F-1.8E_SP_BAL na 1 .3 .3 .035
8 24F-1.8E SP Unba...Glulam NDS Table 5A 24F-1.8E_SP_UNBAL na 1 .3 .3 .035
Wood Section Sets
Label Shape Type Design List Material Design ...A [in2] Iyy [in4]Izz [in4] J [in4]1 2x6 2X6 Beam None DF Typical 8.25 1.547 20.797 5.125
Joint Coordinates and Temperatures
Label X [ft]Y [ft]Z [ft]Temp [F] Detach From Diaphragm1N10000
2 N2 8 0 0 0
Connection Rules
Label Conn Type Type Beam Conn Col/Girder Conn
1 Col/Bm Single Angle Shear Shear Column/Beam Clip Single Angle Shear Bolted Bolted
2 Col/Bm Double Angle Sh...Shear Column/Beam Clip Double Angle Shear Bolted Bolted
3 Col/Bm Two Side Clip An...Shear Column/Beam Clip Double Angle (Both Side...Bolted Bolted4Col/Bm End Plate Shear Shear Column/Beam End-Plate Shear N/A Bolted
5 Col/Bm Shear Tab Shear Shear Column/Beam Shear Tab Shear Bolted N/A
6 Girder/Bm Single Angle S...Shear Girder/Beam Clip Single Angle Shear Bolted Bolted
7 Girder/Bm Double Angle ...Shear Girder/Beam Clip Double Angle Shear Bolted Bolted
8 Grd/Bm Two Side Clip An...Shear Girder/Beam Clip Double Angle (Both Side) ...Bolted Bolted9Girder/Bm End Plate Shear Shear Girder/Beam End-Plate Shear N/A Bolted
10 Girder/Bm Shear Tab Sh...Shear Girder/Beam Shear Tab Shear Bolted N/A
11 Beam Shear Splice Shear Beam Shear Tab Splice N/A N/A
12 Column Shear Splice Shear Column Shear Tab Splice N/A N/A
13 Col/Bm Ext. End Plate M...Moment Column/Beam Extended End-Plate Moment N/A N/A14Col/Bm PartExt. End Plat...Moment Column/Beam Partially Extended End-Plate...N/A N/A
15 Col/Bm Flush End Plate ...Moment Column/Beam Flush End-Plate Moment N/A N/A
16 Col/Bm Flange Plate Mo...Moment Column/Beam Flange Plate Moment Bolted N/A
17 Col/Bm Direct Weld Mom...Moment Column/Beam Direct Weld Moment Bolted N/A
18 Col/Bm Seismic Moment Moment Column/Beam Seismic Moment N/A N/A19Beam Moment Plate Splice Moment Beam Moment Plate Splice N/A N/A
20 Column Moment Plate Sp...Moment Column Moment Plate Splice N/A N/A
21 Beam Direct Weld Mome...Moment Beam Direct Weld Splice N/A N/A
22 Col Direct Weld Moment ...Moment Column Direct Weld Splice N/A N/A
23 Bm Ext. End Plate Mome...Moment Beam Extended End Plate Splice N/A N/A24Col Ext. End Plate Mome...Moment Column Extended End Plate Splice N/A N/A
25 Diagonal Vertical Brace Brace Diagonal Vertical Brace N/A N/A
26 Chevron Vertical Brace Brace Chevron Vertical Brace N/A N/A
27 Seismic Diagonal Brace Brace Diagonal Brace Seismic N/A N/A
28 Seismic Chevron Brace Brace Chevron Brace Seismic N/A N/A29Knee Brace Brace Knee Brace N/A N/A
30 Single Column Base Plate Baseplate Single Column Baseplate N/A N/A
31 Base Plate with Vertical B...Baseplate Brace to Column Base Plate N/A N/A
RISA-3D Version 17.0.4 Page 1 [Z:\...\145 - Baker Electric\019-20 - G10 Galuppo Law\calcs\beams.r3d]
Page 17
CBC2020-0173 SET 1 5/15/20
IIIRISA
A NEMETSCHEK COMPANY
Company : Orie2 Engineering, Inc.Apr 29, 2020
8:48 AMDesigner : ESY
Job Number :Checked By: DJFModel Name :
Connection Rules (Continued)
Label Conn Type Type Beam Conn Col/Girder Conn
32 HSS Truss Connection Truss HSS T-Connection N/A N/A
Wood Design Parameters
Label Shape Length[... le2[ft] le1[ft] le-bend to... le-bend bo... Kyy Kzz CV Cr y sway z sway
1 M1 2x6 8 2 2 Yes
Joint Loads and Enforced Displacements
Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*ft)]No Data to Print ...
Member Point Loads (BLC 2 : Dsolar)
Member Label Direction Magnitude[k,k-ft]Location[ft,%]
1 M1 Y -.11 .65
2 M1 Y -.11 4.43M1Y-.11 7.35
Member Point Loads (BLC 4 : W)
Member Label Direction Magnitude[k,k-ft]Location[ft,%]
1 M1 Y -.126 .652M1Y-.126 4.4
3 M1 Y -.126 7.35
Member Distributed Loads (BLC 1 : D)
Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft...Start Location[ft,%] End Location[ft,%]1 M1 Y -.015 -.015 0 0
Member Distributed Loads (BLC 3 : Lr)
Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft...Start Location[ft,%] End Location[ft,%]1 M1 Y -.04 -.04 0 0
Basic Load Cases
BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(...1 D DL -1 1
2 Dsolar DL 3
3 Lr RLL 1
4 W WL 3
Load Combinations
Description S...P... S...B... Fa... BLC Fa... BLC Fa...B... Fa...B... Fa...B...Fa...B...Fa...B...Fa...B...Fa...B... Fa...
1 D Yes Y 1 1
2 D + Lr Yes Y 1 1 3 13D + Dsolar + Lr Yes Y 1 1 2 1 3 1
4 D + Dsolar + 0.6W Yes Y 1 1 2 1 4 1
5 D + Dsolar + 0.75Lr + 0.4...Yes Y 1 1 2 1 3 .75 4 .75
RISA-3D Version 17.0.4 Page 2 [Z:\...\145 - Baker Electric\019-20 - G10 Galuppo Law\calcs\beams.r3d]
Page 18
CBC2020-0173 SET 1 5/15/20
IIIRISA
A NEMETSCHEK COMPANY
I I 111111 11 111111111111111 •
Company : Orie2 Engineering, Inc.Apr 29, 2020
8:48 AMDesigner : ESY
Job Number :Checked By: DJFModel Name :
Load Combination Design
Description ASIF CD ServiceHot RolledCold For... Wood Concrete Masonry Aluminum Stainless Connecti...
1 D Yes Yes Yes Yes Yes Yes Yes Yes Yes2D + Lr 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes
3 D + Dsolar + Lr 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes
4 D + Dsolar + 0.6W 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes
5 D + Dsolar + 0.75Lr + 0.4...1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes
Envelope Joint Reactions
Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC
1 N1 m...0 5 .485 5 0 5 0 5 0 5 0 5
2 min 0 1 .068 1 0 1 0 1 0 1 0 13N2m...0 5 .505 5 0 5 0 5 0 5 0 5
4 min 0 1 .068 1 0 1 0 1 0 1 0 1
5 Totals:m...0 5 .99 5 0 5
6 min 0 1 .136 1 0 1
Envelope Member Section Deflections Service
Member Sec x [in] LC y [in] LC z [in] LC x Rotate [... LC (n) L/y' Ra...LC (n) L/z' Ratio LC
1 M1 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
2 min 0 1 0 1 0 1 0 1 NC 1 NC 132max05-.032 1 0 5 0 5 3039.548 1 NC 5
4 min 0 1 -.196 5 0 1 0 1 488.918 5 NC 1
5 3 max 0 5 -.044 1 0 5 0 5 2165.678 1 NC 5
6 min 0 1 -.279 5 0 1 0 1 343.943 5 NC 1
7 4 max 0 5 -.032 1 0 5 0 5 3039.548 1 NC 58min01-.2 5 0 1 0 1 479.289 5 NC 1
9 5 max 0 5 0 5 0 5 0 5 NC 5 NC 5
10 min 0 1 0 1 0 1 0 1 NC 1 NC 1
Envelope Wood Code Checks
Member Shape Code ...Loc[ft] LC Shear...Loc[ft]Dir LC Fc' [ksi] Ft' [ksi] Fb1' [...Fb2' [...Fv' [ksi] RB CL CP Eqn
1 M1 2X6 .633 4.417 3 .322 8 y 3 1.269 1.097 1.853 2.149 .225 7.659 .992 .615 3.9-3
RISA-3D Version 17.0.4 Page 3 [Z:\...\145 - Baker Electric\019-20 - G10 Galuppo Law\calcs\beams.r3d]
Page 19
CBC2020-0173 SET 1 5/15/20
IIIRISA
A NEMETSCHEK COMPANY
I I I I I I I I I I I I I I
Orie2 Engineering Project No.: 145.019-20
Structural & Bridge Engineers
9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 PROJECT: G10 Galuppo Law BY : ESYSan Diego, CA 92126 www.orie2.com
SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS ASCE 7-16 13.3.1
Code:2019 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA
Soil Site Class:D, Default Table 20-3-1, If default is chosen, Min F a = 1.2
Ss:93.1 %g (USGS using Latitude/Longitude)
S1:34.2 %gFa:1.200 Table 11.4-1Fv:1.958 Table 11.4-2SMS:1.117 F a•S sSM1:0.670 F v •S1SDS:0.745 2/3(SMS )
SD1:0.446 2/3(SM1)
Occupancy:
Ip:1 ASCE 7-16, Section 13.1.3
Component =
ap =1 ASCE 7-16, Table 13.5-1 or 13.6-1
Rp =2.5
height of struct to pt. of attachment, z =1
ave. roof height to base, h =1
Seismic Force:
Fp =0.4apSDS x (1+2(z/h)) x Wp ASCE 7-16, Eq 13.3-1(Rp/Ip)
Fp =0.358 x Wp <-- Governs
Fp,min =0.3SDSIp x Wp ASCE 7-16, Eq 13.3-3
Fp,min =0.223 x Wp
Fp,max =1.6SDSIp x Wp ASCE 7-16, Eq 13.3-2Fp,max =1.192 x Wp
Fp =0.358 x Wp (LRFD)
II
Inverter
BRIDGEORIE2
STRUCTURAL
Page 20
CBC2020-0173 SET 1 5/15/20
Page 21
CBC2020-0173 SET 1 5/15/20
Orie 2 Engineering
Structural & Bridge Engineers
Project No. : 145.019-20
97S0 Miramar Rd,, Suile 31 o
San Diego, CA 92126
Phone#: (658) 335-76◄3
www.orle2.com
PROJECT : G10 Galuppo Law DATE : 3/30/20
BY : ESY
GALV. PIOOO
UNISTRUT OR
EOUAl, lYP.
ATTACHMENT 10 (E)
ROOF PERQ) -(/
L.:::.")..":)
SIDE VIEW
/
/,-(N} ll'NERTER
/,/,/
BOLT INVERTER TO
UNISTRUT PER
M~.NUFACTURER
RECOMMENDATIONS W/
MIN. (4) f0 BOLTS &:
CHANNEL NUTS (GALV.)
_,-DURl>.BLOCK OR
/./ EOUAL,lYP. OF (4)
P5000 GALV. STRUT w/ 3/8" BOLT EA. mo
?,¢'1"1.., = 0/ SO L l /0 / t> '(.-!ti_/
ATTACHMENT TO (E) --·,
ROOF PER EB ' \
'
DURABLOCK OR EQUAL-<
(BELOW) lYP.
'-....., P5000 GALV. STRUT
w/ J/8" BOLT EA '
END
U-ANCHOR ------s
ROOFING PATCH \ \\
PLAN VIEW
,--(8) # 14 DIA. OMG
/ DECK SCREWS TO (E)
/ DECK, VERIFY LENGTH
/ REQ'D SUCH THAT MIN.
(3) THREADS PAST
DECK
SECTION A-A
~U-ANCH0R (VERIFY
• 1 MODEL w/ ROOFING
3/8 S.S. NUT TO ~\ / TYPE AND MANUF)
U-ANCH0R THREADED \ / .
~D ' I
\ /
---(E) ROOFING
~'.~ i t
i ~ '"---(8) #14" DIA. OMG i::i: ~ SCREWS OR WOOD
SCREWS TO (E) DECK,
VERIFY LENGTH REQ'D
SUCH THAT MIN. (3)
THREADS PAST DECK
Orie2 Engineering Project No.:145.019-20
Structural & Bridge Engineers
9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 PROJECT:G10 Galuppo Law BY : ESYSan Diego, CA 92126 www.orie2.com
SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS ASCE 7-16 13.3.1
Code:2019 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA
Soil Site Class:D, Default Table 20-3-1, If default is chosen, Min F a = 1.2
Ss:93.1 %g (USGS using Latitude/Longitude)
S1:34.2 %gFa:1.200 Table 11.4-1Fv:1.958 Table 11.4-2SMS:1.117 F a•S sSM1:0.670 F v •S1SDS:0.745 2/3(SMS )
SD1:0.446 2/3(SM1)
Occupancy:
Ip:1 ASCE 7-16, Section 13.1.3
Component =
ap =2.5 ASCE 7-16, Table 13.5-1 or 13.6-1
Rp =6
height of struct to pt. of attachment, z =1
ave. roof height to base, h =2
Seismic Force:
Fp =0.4apSDS x (1+2(z/h)) x Wp ASCE 7-16, Eq 13.3-1(Rp/Ip)
Fp =0.248 x Wp <-- Governs
Fp,min =0.3SDSIp x Wp ASCE 7-16, Eq 13.3-3
Fp,min =0.223 x Wp
Fp,max =1.6SDSIp x Wp ASCE 7-16, Eq 13.3-2Fp,max =1.192 x Wp
Fp =0.248 x Wp (LRFD)
II
Switch Gear
BRIDGEORIE2
STRUCTURAL
Page 22
CBC2020-0173 SET 1 5/15/20
Orie2 Engineering Project No. :
Structural & Bridge Engineers
DATE :
9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT :
San Diego, CA 92126 www.orie2.com BY :
145.019-20
3/30/20G10 Galuppo Law
ESY
Page 23
CBC2020-0173 SET 1 5/15/20
Orie2 Engineering Project No. :
Structural & Bridge Engineers
DATE :
9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT :
San Diego, CA 92126 www.orie2.com BY :
145.019-20
3/30/20G10 Galuppo Law
ESY
Page 24
CBC2020-0173 SET 1 5/15/20
Orie2 Engineering Project No.: 145.019-20
Structural & Bridge Engineers
9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 PROJECT: G10 Galuppo Law BY : ESY
San Diego, CA 92126 www.orie2.com
SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS ASCE 7-16 13.3.1
Code:2019 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA
Soil Site Class:D, Default Table 20-3-1, If default is chosen, Min F a = 1.2
Ss:93.1 %g (USGS using Latitude/Longitude)
S1:34.2 %gFa:1.200 Table 11.4-1Fv:1.958 Table 11.4-2SMS:1.117 F a•S sSM1:0.670 F v •S1SDS:0.745 2/3(SMS )
SD1:0.446 2/3(SM1)
Occupancy:
Ip:1 ASCE 7-16, Section 13.1.3
Component =
ap =1 ASCE 7-16, Table 13.5-1 or 13.6-1
Rp =2.5
height of struct to pt. of attachment, z =0
ave. roof height to base, h =1
Seismic Force:
Fp =0.4apSDS x (1+2(z/h)) x Wp ASCE 7-16, Eq 13.3-1
(Rp/Ip)
Fp =0.119 x Wp
Fp,min =0.3SDSIp x Wp ASCE 7-16, Eq 13.3-3
Fp,min =0.223 x Wp <-- Governs
Fp,max =1.6SDSIp x Wp ASCE 7-16, Eq 13.3-2Fp,max =1.192 x Wp
Fp =0.223 x Wp (LRFD)
II
Transformer
BRIDGEORIE2
STRUCTURAL
Page 25
CBC2020-0173 SET 1 5/15/20
Orie 2 Engineering Project No.: 145.019-20 DATE :
Structural & Bridge Engineers
9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 PROJECT: G10 Galuppo Law BY : ESY
San Diego, CA 92126 www.orie2.com
Equipment Anchorage:Transformer
Seismic Design Force, Fp:0.223 * Wp (LRFD)
Spectral Acceleration, Sds:0.745
Equipment Weight and Center of Gravity Location:
Weight of Equipment, Wp:380 lbs
Horiz. Width of Unit, b1:23.8 in
Horiz. Length of Unit, b2:25.8 in
Vert. Distance to C.G., h:19.2 in
Anchor Bolt (A.B.) Information:
Total Number of A.B.'s:4 Bolt(s)
Number of A.B.'s per group:1 Bolt(s)
Anchor Bolt Type:Hilti "KB-TZ" Anchor Bolts
Anchor Bolt Diameter:1/2 in
Min. Embedment Depth:2 in
Base Shear:Ω: 2.5 Ductile Yielding (ASCE 7-10, ξ13.4.2.1)
Fph = Fp * Wp * Ω = 0.223 * 380.0 lbs * 2.5
Fph = 212.27 lbs
Fpv = 0.2 * Sds * Wp = 0.2 * 0.745 * 380.0 lbs =
Fpv = 56.605 lbs
Overturning and Uplift Forces (Short Direction):
OTM = Fph * h = 212.3 lbs * 19.2 in
OTM = 4.1 kip-in
RM = [(0.9 * Wp) - Fpv] * (b1 / 2) = [(0.9 * 380.0 lbs) - 56.6 lbs] * (23.8 in / 2)
RM = 3.3962 kip-in
Uplift = (OTM - RM) / b1 = (4.1 kip-in - 3.4 kip-in) / 23.8 in
Uplift = 28.543812 lbs (Uplift)
Uplift per A.B. Group = 28.5 lbs / 2 A.B. Groups (Assuming that half of the A.B. Groups are in tension)
Uplift per A.B. Group = 14.3 lbs / A.B. Group
Load to Single Anchor Bolt Group:
Tension per A.B. Group, T =14.3 lbs / A.B. Group (LRFD) -> Apply to Hilti Profis
Shear per A.B. Group, V =53.1 lbs / A.B. Group (LRFD) -> Apply to Hilti Profis
05/01/20
b1 b2
h W
Fp,hFp,v
W
Fp,hFp,v
Side Elevations
CT TC
Plan View
Fp,hb1
b2
BRIDGEORIE 2
STRUCTURAL
Page 26
CBC2020-0173 SET 1 5/15/20
www.hilti.us Profis Anchor 2.8.7
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
|
Page:
Project:
Sub-Project I Pos. No.:
Date:
1
5/4/2020
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (2)
Return period (service life in years): 50
Effective embedment depth: hef,act = 2.000 in., hnom = 2.375 in.
Material: AISI 304
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2019 | 5/1/2021
Proof: Design method ACI 318-14 / Mech.
Stand-off installation: - (Recommended plate thickness: not calculated)
Profile:
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 4.000 in.
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d))
Shear load: yes (17.2.3.5.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
Page 27
CBC2020-0173 SET 1 5/15/20
' Z:
'
'
'
'
'
~ : 0
'
'
'
4 :
www.hilti.us Profis Anchor 2.8.7
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
|
Page:
Project:
Sub-Project I Pos. No.:
Date:
2
5/4/2020
2 Proof I Utilization (Governing Cases)
Design values [lb] Utilization
Loading Proof Load Capacity bbbbN / bbbbV [%] Status
Tension Pullout Strength 15 1,128 2 / - OK
Shear Concrete edge failure in direction y+54 1,120 - / 5 OK
Loading bbbbN bbbbV z z z z Utilization bbbbN,V [%] Status
Combined tension and shear loads 0.013 0.048 5/3 1 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas
and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be
put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do
not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.
Page 28
CBC2020-0173 SET 1 5/15/20
Volume 2—Commercial Distribution CA08100003E—February 2013 www.eaton.com V2-T1-41
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1.1Switching Devices
Safety Switches
Dimensions
Approximate Dimensions in Inches (mm)
Note: Dimensions are for estimating purposes only.
Heavy-Duty, Non-Fusible, 600V, Three-Pole, Single-Throw
NEMA 1-3R Heavy-Duty 30–1200A
Heavy-Duty, Fusible, 240V and 600V, Three-Pole
Solid Neutral, Single-Throw
NEMA 4, 4X and 12 Heavy-Duty 30–1200A
Ampere
Rating Width (W) Height (H) Depth (D) Depth (D2)
Weight
Lbs (kg)
NEMA 1, 3R
30 8.13 (206.5) 15.88 (403.4) 10.00 (254.0) 5.25 (133.3) 16 (7.264)
60 8.13 (206.5) 15.88 (403.4) 10.00 (254.0) 5.25 (133.3) 16 (7.264)
100 11.13 (282.7) 21.69 (550.9) 10.00 (254.0) 5.25 (133.3) 22 (9.988)
200 16.00 (406.4) 27.63 (701.8) 11.25 (285.8) 6.14 (156.0) 46 (20.884)
400 23.00 (584.2) 45.19 (1147.8) 12.63 (320.8) 7.27 (184.7) 110 (49.94)
600 24.00 (609.6) 52.70 (1338.6) 14.25 (362.0) 8.95 (227.3) 135 (61.29)
800 25.38 (644.7) 56.69 (1439.9) 14.25 (362.0) 8.95 (227.3) 158 (71.732)
1200 41.47 (1053.3) 70.31 (1785.9) 19.94 (506.5) 12.44 (316.0) 430 (195.22)
NEMA 12, 4X Stainless Steel, 4
30 8.13 (206.5) 12.13 (308.1) 10.00 (254.0) 5.50 (139.7) 17 (7.718)
60 8.13 (206.5) 12.13 (308.1) 10.00 (254.0) 5.50 (139.7) 17 (7.718)
100 11.13 (282.7) 24.00 (609.6) 10.25 (260.4) 5.50 (139.7) 28 (12.712)
200 16.00 (406.4) 34.38 (873.3) 11.50 (292.1) 6.44 (163.6) 55 (24.97)
400 23.00 (584.2) 57.63 (1463.8) 12.63 (320.8) 7.19 (182.6) 125 (56.75)
600 24.00 (609.6) 63.00 (1600.2) 14.25 (362.0) 8.88 (225.6) 167 (75.818)
800 25.38 (644.7) 71.75 (1822.5) 14.25 (362.0) 8.88 (225.6) 175 (79.45)
1200 41.47 (1053.3) 70.31 (1785.9) 19.94 (506.5) 13.51 (343.2) 475 (215.65)
W
H
CL
D2
D
Ampere
Rating Width (W) Height (H) Depth (D) Depth (D2)
Weight
Lbs (kg)
NEMA 1, 3R
30 8.13 (206.5) 15.88 (403.4) 10.00 (254.0) 5.25 (133.3) 20 (9.08)
60 8.13 (206.5) 15.88 (403.4) 10.00 (254.0) 5.25 (133.3) 20 (9.08)
100 11.13 (282.7) 21.69 (550.9) 10.00 (254.0) 5.25 (133.3) 27 (12.258)
200 16.00 (406.4) 27.63 (701.8) 11.25 (285.8) 6.14 (156.0) 52 (23.608)
400 23.00 (584.2) 45.19 (1147.8) 12.63 (320.8) 7.27 (184.7) 120 (54.48)
600 24.00 (609.6) 52.70 (1338.6) 14.25 (362.0) 8.95 (227.3) 153 (69.462)
800 25.38 (644.7) 56.69 (1439.9) 14.25 (362.0) 8.95 (227.3) 168 (76.272)
1200 41.47 (1053.3) 70.31 (1785.9) 19.94 (506.5) 12.44 (316.0) 465 (211.11)
NEMA 12, 4X Stainless Steel, 4
30 8.13 (206.5) 17.88 (454.2) 10.00 (254.0) 5.50 (139.7) 22 (9.988)
60 8.13 (206.5) 17.88 (454.2) 10.00 (254.0) 5.50 (139.7) 22 (9.988)
100 11.13 (282.7) 24.00 (609.6) 10.25 (260.4) 5.50 (139.7) 30 (13.62)
200 16.00 (406.4) 34.38 (873.3) 11.50 (292.1) 6.44 (163.6) 61 (27.694)
400 23.00 (584.2) 57.63 (1463.8) 12.63 (320.8) 7.19 (182.6) 135 (61.29)
600 24.00 (609.6) 63.00 (1600.2) 14.25 (362.0) 8.88 (225.6) 203 (92.162)
800 25.38 (644.7) 71.75 (1822.5) 14.25 (362.0) 8.88 (225.6) 213 (96.702)
1200 41.47 (1053.3) 70.31 (1785.9) 19.94 (506.5) 13.51 (343.2) 510 (231.54)
DW
CL
H
D2
Page 29
CBC2020-0173 SET 1 5/15/20
-
11 1
7
• I • J
~ ~
Page 30
CBC2020-0173 SET 1 5/15/20
15 SG3A00158K SC053
30 SG3A00308K SCO S3 • 75 SG3A007SBK DHl 28.l 27.0 l6.0 510 F (Opt W/C) SCD5l
112.S SG3A01128K OH3 28.3 27.0 36.0 680 F (Op_!_YWC) SCOS3
lSO SG3A01508K OH4 31.S 29.S 44.S 870 F SCO S3
22S SG3A022SBK OHS 37.5 34.0 52.0 13S0 F SCOS6
300 SG3A03008K OHS 37.S 34,0 52.0 1800 F SCOS6
500 SG3AOS008K OH6 49.0 41.5 64.0 27S0 F SCO 23A
750 SG3A07S08K OH7 54.0 46.S 72.0 4100 F SC061
1000 SG3A10008K OH8 60.0 49.5 82.0 5400 F SC061
W/C:. Built-in Wall Ceihng Mounting Opt W/C: Wall Ceiling Mounting Kit ·ow3· Avail.able OSHP0 Ctrtifitd for Fl00t Mounting Ooly
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 Dahlmann, 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
Job No. 20-0242-2034 Sheet No. Cover
By PMP/PGS Date 5/7/20
CLIENT:
1600 Osgood Street
Suite 2023 North Andover, MA 01845 PROJECT:
G10 Galuppo Law 2792 Gateway Rd. Carlsbad, CA, 92009
GENERAL INFORMATION:
BUILDING CODE:
2019 CBC ASCE 7-16
With SEAOC PV2
05/07/2020
Reviewed
05/26/2020 6:33:08 AM
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 Dahlmann, 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
Date: May 7, 2020
Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845
RE: Evaluation of PanelClaw system Project Name: G10 Galuppo Law CTS Job No.: 20-0242-2034 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 CPP, Inc.
The system tested was the “clawFR 10 Degree” 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 7-16. 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 “clawFR 10 Degree” 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 Dahlmann, 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
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,
Matt Pellow Paul G. Scott, SE, PE Structural Designer Partner
05/07/2020
Partner Name:Baker Electric
Project Name:G10 Galuppo Law
Project Location:2792 Gateway Rd, Carlsbad, CA 92009, USA
Racking System:clawFR 10 Degree
Structural Calculations for Roof-Mounted Solar Array
Submittal Release: Rev 0
Engineering Seal
04/28/2020
05/07/2020
Table of Contents
Section:Page #
04/28/2020
2
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
1.0 Project Information 4
1.1 General 4
1.2 Building Information 4
1.3 Structural Design Information 5
2.0 Snow Load 6
2.1 Snow Load Data 6
2.2 Snow Load Per Module 6
3.0 Wind Load 7
3.1 Wind Load Data 7
3.2 Roof / Array Zone Map 7
3.3 Wind Design Equations 7
4.0 Design Loads - Dead 8
4.1 Dead Load of the Arrays 8
5.0 Design Loads - Wind 9
5.1.1 Global Wind Uplift Summary Table:9
5.1.2 Global Wind Shear Summary Table:10
6.0 Design Loads - Downward 11
6.1 Downward Wind Load Calculation 11
6.2 Racking Dimensions for Point Loads 11
6.3 Point Load Summary 12
7.0 Design Loads - Seismic 13
7.1 Seismic Load Data 13
7.2 Seismic Design Equations 13
7.3.1 Seismic Displacement of Unattached Solar Arrays:14
Appendix:
A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 10° TILT SOUTH-FACING, CPP Project 11828,
Dated 15 March 2019.
B. Building Code and Technical data
04/28/2020
3
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
1.0 Project Information:
1.1 General:
Project Name:G10 Galuppo Law
Project Location:2792 Gateway Rd, Carlsbad, CA 92009,
USA
Racking System:clawFR 10 Degree
Module:LG LG405N2W-V5
Module Tilt:9.98 deg.
Module Width:40.31 in.
Module Length:79.69 in.
Module Area:22.31 sq.ft.
Ballast Block Weight =32.60 lbs.
1.2 Building Information:
Roof Name Height (ft.)Roof Measurement N/S (ft.)Roof Measurement E/W (ft.)Parapet Height (ft.)
Roof 1 16 131 132 4
Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ)
1 1 Modified Bitumen APP Torch 0.64
2 1 Modified Bitumen APP Torch 0.64
3 1 Modified Bitumen APP Torch 0.64
4 1 Modified Bitumen APP Torch 0.64
04/28/2020
4
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
1.0 Project Information (Cont.):
1.3 Structural Design Information:
ASCE Code:ASCE 7-16
Building Code:2019 CBC
Risk Cat.:II
Basic Wind Speed (V) =96 mph
Exposure Category:C
Ground Snow Load (Pg) =0 psf
Is =1
Site Class:D
Short Period Spectral Resp. (5%) (Ss):0.931
1s Spectral Response (5%) (S1):0.342
Ie =1
Ip =1
04/28/2020
5
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
2.0 Snow Load:
Snow Calculations per ASCE 7-16, Chapter 7
2.1 Snow Load Data:
Ground Snow Load (Pg)=0.00 psf (ASCE, Figure 7.2-1)
Exposure Factor (Ce)=1 (ASCE, Table 7.3-1)
Thermal Factor (Ct)=1.2 (ASCE, Table 7.3-2)
Importance Factor (Is)=1 (ASCE, Table 1.5-2)
Flat Roof Snow Load (Pf) =0.7*Pg*Ce*Ct*Is=0.00 psf (ASCE 7.3-1)
Min Snow Load for Low Slope Roof =Pg*Is =0.00 psf (ASCE 7.3.4)
Snow Load on Array (SLA) =0.00 psf
SLA
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;
Module Projected Area (Amp) = Module Area * Cos(Module Tilt)
Where;
Module Area =22.31 sq.ft.
Module Tilt =9.98 deg.
Amp =21.97 sq.ft.
SLM = Amp ∗ SLA = 0.00 lbs.
04/28/2020
6
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
3.0 Wind Load:
Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31
3.1 Wind Load Data:
Basic Wind Speed (Vult) =96 mph (ASCE, Figure 26.5-1A)
Exposure Category:C (ASCE, Sec. 26.7.3)
Topographic Factor (Kzt) =1 (ASCE, Fig. 26.8-1)
Directionality Factor (Kd) =0.85 (ASCE, Table 26.6-1)
Exposure Coefficient (Kz) =0.86 (ASCE, Table 26.10-1)
Ground Elevation Factor (Ke) =0.98 (ASCE, Table 26.9-1)
Velocity Pressure (qz) =0.00256*Kz*Kzt*Kd*Ke*V^2 =16.99 psf (ASCE, Eqn. 26.10-1)
3.2 Roof / Array Zone Map:
Figure 3-1. South corner zones – 90-180° wind directions Figure 3-2. North corner zones – 0- 90° wind direction
Roof Zone Map Dimensions per CPP Wind Tunnel Study
Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf)
16 16.00 16.99
*LB = Characteristic length per wind tunnel study
3.3 Wind Design Equations:
FL = qz Aref GCL FL = sum of lift on panel and deflector.
FD = qz Aref GCD FD = sum of drag on panel and deflector.
FL - D Companion = qz Aref GCL - D Companion
FL - D Companion = The accompanying uplift corresponding to
maximum drag.
Where
qz= Velocity Pressure (Ref. Pg. 3, Wind Load)
Aref= Module Area (Ref. Pg. 1, Project Information)
GCL GCD , GCL-D Companion= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients))
04/28/2020
7
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
4.0 Design Loads - Dead:
There are two categories of dead load used to perform the structural analysis of the PanelClaw 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:
Array Information Results
Sub-
Array
Name
Number
of
Modules
DLC
(lbs.)
DLA
(lbs.)
DLC
(lbs.)/module
Sub-
Array
Area
(ft.^2)
Sub-Array
Roof
Pressure
(DLC)
(psf)
Sub-Array
Roof
Pressure
(DLA)
(psf)
Max
Allowable
Pressure
on Roof
(psf)
Acceptable?
1 35 2,107 4,487 60 1,034 2.04 4.34 9 Yes
2 24 1,445 2,749 60 707 2.04 3.89 9 Yes
3 23 1,393 3,316 61 674 2.07 4.92 9 Yes
4 38 2,266 3,733 60 1,122 2.02 3.33 9 Yes
Total: 120 7,211 lbs.14,285 lbs.
*Racking component weight range between 13 to 15 pounds per module
Table 4.1 - Array Dead Loads and Roof Pressures
04/28/2020
8
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
5.0 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 load
limits and array shape all 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
Name
FL =
Total
Wind
Uplift
(lbs.)
DL =
Total
Dead
Load
(lbs.)
Maximum Allowable
Mechanical
Attachment Strength
(lbs.)
Total MA
Capacity
(lbs.)
Calculated
Factor of
Safety*
Check
1 4,968 4,487 N/A 0 1.51 OK
2 3,029 2,749 N/A 0 1.51 OK
3 3,676 3,316 N/A 0 1.50 OK
4 4,115 3,733 N/A 0 1.51 OK
Total:15,788 lbs.14,285 lbs. 0 lbs.
Table 5.1 Summary of Mechanical Attachment Requirements
* Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7,
BACK CALCULATED SAFETY FACTOR= (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6)WIND LOAD
04/28/2020
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PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
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5.0 Design Loads - Wind (Cont.):
5.1.2 Global Wind Shear Summary Table:
Mechanical attachments may be required for several reasons including building code, roof load limits and array
shape. The table below provides the mechanical attachment requirements for each sub-array within this project.
Applied Load Resisting Load Code Check
Sub-
Array
Name
FL-D =
Wind
Uplift
(lbs.)
FD =
Wind
Drag
(lbs.)
DL =
Total
Dead
Load
(lbs.)
Maximum
Allowable
Mechanical
Attachment
Strength (lbs.)
Total MA
Capacity
(lbs.)
Check
Calculated
Factor of
Safety*
Check
1 2,979 961 4,487 650 0 1.67 OK
2 1,747 582 2,749 650 0 1.72 OK
3 2,100 699 3,316 650 0 1.73 OK
4 2,112 831 3,733 650 0 1.82 OK
Total:8,938 lbs.3,073 lbs.14,285 0 lbs.
Table 5.2 Summary of Mechanical Attachment Requirements
* Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7,
BACK CALCULATED SAFETY FACTOR= (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND DRAG /FRICTION)+(.6)WIND
UPLIFT)
04/28/2020
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PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
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6.0 Design Loads - Downward:
6.1 Downward Wind Load Calculation:
WLin = qz * Am * GCP * cos θ
Where:
qz =16.99 psf (Ref. Pg. 3, Wind Load)
Am =22.31 sq.ft.(Single Module Area)(Ref. Project Information)
θ =9.98 deg.(Ref. Project Information)
GCP =1.13 (Inward)(Proprietary Wind Tunnel Data)
GCP =0.30 (Inward with snow)(ASCE 7-16 figure 30.4-2A)
WLin(no snow) = 422 lbs./module
WLin(with snow) = 112 lbs./module
Contact Base by Location: Contact Pad by Information:
1 =South Distance Between C.C. outer Pads =18 in.
2 =Interior Typical Pad Area =9 sq.in.
3 =2nd from North
4 =North
6.2 Racking Dimensions for Point Loads:
Inter-Module Support
spacing (S) = 45.00 in.
Inter-Column Support
Spacing (L) = 35.43 in.
Fig. 6.1 Typical Array Plan View
(Section A-A) on Next Page
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6.0 Design Loads - Downward (Cont.):
6.2 Racking Dimensions for Point Loads (Cont.):
Fig. 6.2 Section A-A
6.3 Point Load Summary:Notes:
DLsys = 61 lbs./module -Base 2 repeat for larger width arrays.
Total DL = (Varies on location and ballast quantity)
SLm = 0 lbs./module
WLin (no snow) = 422 lbs./module
WLin (with snow) = 112 lbs./module
Max Total Load Per Base (lbs.)
load combinations (ASD)Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin)
South 1 38 102 51
Interior 2 91 217 116
2nd From North 3 110 236 135
North 4 112 175 124
Table 6.1-A Max Total Load per Base (lbs.)
Max Contact Pressure Table Per Base (psi)
load combinations (ASD)# of
Pads Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin)
South 1 2 6 3
Interior 2 5 12 6
2nd From North 3 6 13 7
2
North 4 6 10 7
South 1 1 3 1
Interior 2 2 6 3
2nd From North 3 3 6 4
4
North 4 3 5 3
Table 6.1-B Max Point Load Summary (psi)
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7.0 Design Loads - Seismic:
Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria
Chapter 13 - Requirements for Nonstructural Components
7.1 Seismic Load Data:
Site Class :D (Ref. Project Information)
Seismic Design Category :D (ASCE, Tables 11.6-1 and 11.6-2)
Short Period Spectral Resp. (5%) (Ss) :0.931 (Ref. Project Information)
1s Spectral Response (5%) (S1) :0.342 (Ref. Project Information)
Bldg. Seismic Imp. Factor (Ie) =1 (ASCE, Table 1.5-2)
Site Coefficient (Fa) =1.2 (ASCE, Table 11.4-1)
Site Coefficient (Fv) =2.0 (ASCE, Table 11.4-2)
Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.117 (ASCE, Eqn. 11.4-1)
Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.670 (ASCE, Eqn. 11.4-2)
Short Period Spectral Response (Sds) =2/3(Sms) =0.745 (ASCE, Eqn. 11.4-3)
One Second Spectral Response (Sd1) =2/3(Sm1) =0.446 (ASCE, Eqn. 11.4-4)
Component Seismic Imp. Factor (Ip) =1 (ASCE, Sec. 13.1.3)
Repsonse Modification Factor (Rp) =2.5 (ASCE, Table 13.6-1)
Amplification Factor (ap) =1 (ASCE, Table 13.6-1)
7.2 Seismic Design Equations:
* Frictional resistance due to the components weight may be used to resist lateral forces caused by seismic loads.
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PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
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7.0 Design Loads - Seismic (Cont.):
7.3.1 Seismic Displacement of Unattached Solar Arrays:
Per ASCE 7-16, Section 13.6.12, the use of non-linear response history (NLRH)
analysis is permitted to determine the seismic displacement of non-structural
components located on the roof.
μ =specific to each array, see table 7.3
Roof Pitch :specific to each array, see table 7.3
lp =1 for all arrays
le =1 for all arrays
PanelClaw, Inc. has engaged the services of a 3rd party consulting engineer to
perform NLRH analysis on its clawFR 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 Δ MPV, noted below represents the displacement due to
the maximum seismic event with a 700 year MRI. The Δ MPV also incorporates the
cumulative displacements, over the arrays design life, of smaller seismic events. As
a company policy, PanelClaw, Inc., limits the use of this data to Δ MPV
displacement of 36" or less.
ΔMPV distances are derived from App. B, "Executive Summary: clawFR Seismic
Displacement Demands of Unattached Arrays."
Using the ΔMPV value above, ASCE 7-16 has adopted the following equations to
set the minimum separation between unattached solar arrays and rooftop
obstructions. Table 10.1 below lists the required separation per ASCE 7-16.
ARRAY CLEARANCES PER ASCE 7-16
Condition
#Condtition Description Minimum Separation
Equation
1 Between separate solar arrays of similar construction (0.5)(Mpv)
2 Between a solar array and a fixed object on the roof or solar array of different
constructio (Mpv)
3 Between a solar array and a roof edge with a qualifying parapet (Mpv)
4 Between a solar array and a roof edge without a qualifying parapet (2.0)(Mpv) >= 4 ft
NOTE: YOU SHOULD PROVIDE SUFFICIENT SLACK IN ARRAY ELECTRICAL WIRING TO ACCOMMODATE ALL POTENTIAL ARRAY MOVEMENT.
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7.0 Design Loads - Seismic (Cont.):
7.3.1 Seismic Displacement of Unattached Solar Arrays (Cont.):
Sub-Array Information Required Clearances per
Condition (in)
Min. Provided Clearance per
Condition (in)
Is Provided Clearance
Acceptable (Y/N)
Sub-Array
Name(s)
μ
=
Slope
(deg)
ΔMPV
(in)
1 2 3 4 1 2 3 4 1 2 3 4
1 0.64 1 6 3 6 6 48 51 26 48 48 Y Y Y Y
2 0.64 1 6 3 6 6 48 51 10 103 103 Y Y Y Y
3 0.64 1 6 3 6 6 48 52 12 48 48 Y Y Y Y
4 0.64 1 6 3 6 6 48 52 15 67 67 Y Y Y Y
Table 7.3 - Sub-Array predicted movement, required clearances, provided clearances, and acceptance
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Appendix A
Appendix A16
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix A17
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix A18
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix A19
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix A20
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix A21
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix A22
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix B
Appendix B23
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix B24
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix B25
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix B26
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix B27
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix B28
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com
Appendix B29
PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845
(978) 688.4900 - www.panelclaw.com