HomeMy WebLinkAbout2830 WHIPTAIL LOOP; ; CBC2024-0114; PermitBuilding Permit Finaled
Commercial Permit
Print Date: 07/31/2025
Job Address: 2830 WHIPTAIL LOOP, CARLSBAD, CA 92010
Permit Type: BLDG-Commercial Work Class:
Parcel#: 2091202900 Track#:
Va luation: $0.00 Lot#:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
Description: IONIS: PHOTOVOLTAIC SYSTEM
Applicant:
CHAMPION PERMITS
TIM SEAMAN
112711TH ST
IMPERIAL BEACH, CA 91932-2901
(619) 993-8846
FEE
BUILDING PLAN CHECK
FIRE Special Equipment (Ovens, Dust, Battery)
SB1473 -GREEN BUILDING STATE STANDARDS FEE
SOLAR-COMMERCIAL: per kW
STRON G MOTION -COMMERCIAL (SM IP)
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check #:
Solar /Photovoltaic
Total Fees: $4,129.10 Total Payments To Date: $4,129.10
Permit No:
Status:
C cityof
Carlsbad
CBC2024-0114
Closed -Finaled
Applied: 04/18/2024
Issued : 06/13/2024
Finaled Close Out: 07/31/2025
Final Inspection: 04/21/2025
INSPECTOR: Alvarado, Tony
Kersch, Tim
Balance Due:
AMOUNT
$1,419.60
$524.00
$1.00
$2,184.00
so.so
$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred t o 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 t he 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 NOTI FIED that your right t o 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.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
( City of
Carlsbad
COMMERCIAL
BUILDING PERMIT
APPLICATION
B-2
Plan Check Ci£20l.l;-D( 14
Est. Value
PC Deposit
Date Y/ l~/2__L-f
Job Address -z_ $5 0 WH-/ p r,:J-/ (_ LOO f? Suite: ___ APN: ? I CJ ,,. 0 7 0 -S-0
Tenant Name #: __ I_O_N __ 1_5 __ P_v _______ Lot #: ____ Year Built: 2,C'"( r-
Year Built:ZVl ~ Occupancy: ]> Construction Type: '2-I Fire sprinklers,52feESQNO A~YESQNo
f(#J ~ (/OC,('7-t(_ S BRIEF DESCRIPTION OF WORK:
D Addition/New: __________ New SF and Use, _________ New SF and Use
______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _
OTenant Improvement: ____ SF, Existing Use: ______ Proposed Use: _____ _
____ SF, Existing Use: Proposed Use: _____ _
D Pool/Spa: ____ SF d tdditional Gas or Electrical Features?
[2] Solar, X KW, '2-~ ,.', ~dules, Mount~oof 0Ground
D Reroof: ________________________________ _
D Plumbing/Mechanical/Electrical
O other: ---------------------------------
APPLICANT (PRIMARY CONTACT) PROPERTY OWNER / ,....
Name: 77P\A <;;~A,...__J Name: C/2 vZc.Lf rJ JE n:x [;;?~
Address'_.--------------Address: '"l.. 5,G.. -.5. SrE(t..rl,t rtv(f:'--
City· State: ___ .Zip: City: ~Ol.-H ~ ~State: CM-zip: 4 207?;""
Phone· /p/C, -991 -~8-''-{ ¥= Phone: hx-3S-O -L.{0'2.0
Email· n ~ Clf;tJ:y-pter-....J Email:------------------
DESIGN PROFESSIONAfCYl-vt.--( (Ty. Cc----L CONTRACTOR OF RECORD l=L.r7Y>
1 Name: ________________ Business Name: D )N/4 t:,-v'--'' <-t (_
Address: Address: (<i;(O t\tUEspc,t \...A.,IJ4::7
City: _______ State: __ Zip: ____ City: f-c_ State: C/1--zip: 7 2026
Phone: Phone: ~ ( 7 -,.s---✓ -&': Z.3 4=
Email: Email: 7 ~ °\ 'l 5 7 l
Architect State license: __________ CSLB License#: / W? ~ Class: G \l,,) \ ff \ {5
Carlsbad Business license# (Required): ______ _
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. /agree to comply with all • • es and State laws relating to building
construction. , . ,,.. ~ , /. ~
NAME{PRINT): 1//~ +--r----r-=---=----~~-DATE: l/(J~:(
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 7 Email: Building@carlsbadca.gov
REV. 07/21
THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _
A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON
SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO
PERMIT ISSUANCE.
(OPTION A): LICENSED CONTRACTOR DECLARATION:
I herebyaf firm underpenaltyof perjury that I am licensed underprovisionsof Chapter 9 (commencing with Section 7000) of Division 3
of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the
following declarations {CHOOSE ONE):
D 1 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. Policy No. _______________________________________ _
~:~ and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the perf<ymance of tpe w~rk for which this permit is issued.
~rkers' compensation insura~~ carrier '}OQ pj2licy nu~e~re: Insurance Company Name: C CJ {Vt1., C\ Q.. ~ c.... \ ~ (\ ~ C,_,O
Policy No. ~ C..., ""! ' ") O...."'\ '"!:7 ':::> '->... S o Expiration Date: ______________ _
-OR-
O 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 become
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.
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:-----,£../----------------
CONTRACTOR CERTIFICATION: I certify that I have read the application and state tha
the information on the plans is accurate. I agree to comply with all City ordinanc
e above information is correct and that
d State laws relating to building
construction.
NAME (PRINT): 'i"_'-_f"\. __ s_~ __ ..fV'\_°"_,.._ SIGNATURE:---1~1....1.....,;i+---=--...;=;._--DATE:___;;iY}"-\...:.\_'tJ_\;_1_',.........__
Note: If the person signing above is an authorized agent for the contractor provide a letter of auth
-OR -
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor 's License Law for the f ollowing reason: n 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.
L.rd44, 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).
-OR-
0 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).
-OR-□1 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
AND, D FORM 8-61 "Owner Builder Acknowledgement and Verification Form" 1s required for any permit issued to a property owner.
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed
contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is
submitted or at the following Web site: http:I/www.leginfo.ca.gov/ ca/aw.html.
OWNER CERT/FICA TION: 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 relat ing to building
construction.
NAME (PRINT): SIGN: __________ DATE: ______ _
Note: If the person signing above is an authorized agent for the property owner Include form 8-62 signed by property owner.
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-SSSS Email: Building@carlsbadca.gov
2 REV. 07/21
Building Permit Inspection History Finaled
{c ity of
Carlsbad
PERMIT INSPECTION HISTORY for (CBC2024-0114)
Permit Type: BLDG-Commercial Application Date: 04/18/2024 Owner:
Work Class: Solar/Photovoltaic Issue Date: 06/13/2024 Subdivision:
Status: Closed -Finaled Expiration Date: 08/04/2025 Address: 2830 WHIPTAIL LOOP
IVR Number: 55904 CARLSBAD, CA 92010
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector
Date Start Date Status
09/20/2024 09/20/2024 BLDG-14 261588-2024 Passed Tony Alvarado
02/03/2025
04/21/2025
Frame/Steel/Bolting/We
(ding (Decks)
Checklist Item
BLDG-Building Deficiency
COMMENTS
September 20, 2024:
1. Roof mounted, PV, solar system, PV,
module, standoff, steel base plate,
Anchorage and lags -verified and Installed
per structural engineers, plans, and
anchoring details specifications -
approved.
2. Third-party, special inspector report
verified.
BLDG-35 Solar Panel
Checklist Item
261586-2024
COMMENTS
Partial Pass Tony Alvarado
BLDG-Building Deficiency September 20, 2024: PV Solar
System-panel module, roof standoffs metal
base plate inspection (only).
1. Roof mounted, PV, solar system, PV,
module, standoff, steel base plate,
Anchorage and lags -verified and Installed
per structural engineers, plans, and
anchoring details specifications -
approved.
2. Third-party, special inspector report
verified.
02/03/2025 BLDG-35 Solar Panel
Checklist Item
275098-2025
COMMENTS
Passed Tim Kersch
BLDG-Building Deficiency
04/21 /2025 BLDG-Final Inspection
Checklist Item
282169-2025
COMMENTS
BLDG-Building Deficiency
BLDG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
Passed Tim Kersch
Thursday, July 31, 2025
Reinspection Inspection
Complete
Passed
Yes
Reinspection Incomplete
Passed
Yes
Passed
Yes
Passed
Yes
Yes
Yes
Yes
Yes
Complete
Complete
Page 1 of 1
True North
COMPLIANCE SERVICES
June 4, 2024
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
City of Carlsbad-FINAL REVIEW
City Pem1 it No: CBC2024-011 4
True North No.: 24-018-322
Carlsbad, CA 92008
Plan Review: Commercial PV System
Address: 2530 Whiptail Loop
Applicant Name: Tim Seaman
Applicant Email: Tim@championpermits.com
BUILDING INFORMATION:
Occupancy Groups: B
Occupant Load: N/A
Type of Construction: 11-B
Sprinklers: Yes
Stories: 3
Area of Work (sq. ft.): 14250 sq. ft.
Valuation:
Scope of Work:
Floor Area:
See Notes Below
Confirmed
See Notes Below
Notes: Valuation and fl oor area were not provided per permit application
Attn: Building & Safety Department,
True North Compliance Services, Inc. has completed the final review of the following documents for the project
referenced above on behalf of the City of Carlsbad:
I. Drawings: One (1) copy dated March 29, 2024, by H+W Engineering.
2. Structural Calculations: One (I) copy dated May 16, 2024, by Junker Engineering Group.
3. Racking Calculations: O ne (I) copy dated March 7, 2024, by Unirac.
4. Other Documents: One (I) copy dated May 6, 2024, by City of Carlsbad.
The 2022 Cali fornia Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 !BC, UMC, UPC, and 2020
NEC, as amended by the State of California), 2022 Californi a Green Building Standards Code, 2022 California
Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review.
Please note that our review has been completed and we have no further comments.
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562.733.8030
We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any
questions or ifwe can be of further assistance.
Sincerely,
True North Compliance Services
Review By: Ali AI-Murshid -Plan Review Engineer
Quality Review By: Alaa Atassi -Plan Review Engineer
Transmittal Letter
May 1, 2024
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
Carlsbad, CA 92008
Plan Review: TI Ionis Photovoltaic System
Address: 2530 Whiptail Loop, Carlsbad CA
True North
COMPLIANCE SERV ICES
FIRST REVIEW
City Permit No: CBC2024-0114
True North No.: 24-01 8-322
Applicant Name: Tim Seaman Applicant Email: TIM@CHAMPIONPERMITS.COM
True North Compliance Services, Inc. has completed the review of the following documents for the project
referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list.
1. Drawings: Electronic copy dated March 29, 2024, by Dynalectric.
2. Structural Calculations: Electronic copy dated March 26, 2024, by Junker Engineering Group.
Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of
work on the permit application. See below for information if the scope of work on plans differs from the permjt
application:
Valuation:
Scope of Work:
Floor Area:
See Notes Below
Confirmed
See Notes Below
Notes: Valuation and floor area were not provided per permit application
Our comments follow on the attached list. Please call if you have any questions or if we can be of further
assistance.
Sincerely,
True North Compliance Services
Review By: Ali Al-Murshid -Plan Review Engineer
Quality Review By: Alaa Atassi -Plan Review Engineer
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562. 733.8030
TI Ionis Photovoltaic System
2530 Whiptail Loop
May 1, 2024
Plan Review Comments
HARD COPY -RESUBMITT AL INSTRUCTIONS:
City of Carlsbad-FIRST REVIEW
City Permit No.: CBC2024-0l 14
True North No.: 24-018-322
Pagel
Please do not resubmit plans until all departments have completed their reviews. For status, please
contact building@carlsbadca.gov
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 proj ects). Corrected sets can be
submitted as fo llows:
Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City
of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city
will route the plans to True North, Planning and Land Development Engineering Departments (if
applicable) for continued review.
Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific
instructions for resubmittal review. The city will not route plans back to Dennis Grubb &
Associates for continued Fire Prevention review.
GENERAL INFORMATION:
A. The following comments are referred to the 2022 Califo rnia Building, Mechanical, Plumbing, Electrical
Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020
NEC, as amended by the State of California).
B. There may be other comments generated by the Building Division and/or other City departments that will
also require your attention and response. This attached list of comments, then, is only a portion of the plan
review. Contact the City for other items.
C. Respond in writing to each comment by marking the attached comment list or creating a response letter.
Indicate which details, specification, or calculation shows the required information. Your complete and
clear responses will expedite the re-check.
D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the
drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This
item will be verified prior to plan approval.
OCCUPANCY & BUILDING SUMMARY:
Occupancy Groups:
Occupant Load:
Type of Construction:
Sprinklers:
Stories:
Area of Work (sq. ft.):
B
NIA
Revise this information
Yes
3
Provide this information in sq. ft.
ARCIIlTECTURAL COMMENTS:
Al. Sheet T00l:
TI Ionis Photovoltaic System
2530 Whiptail Loop
May 1, 2024
a) Please revise the type of construction.
YEARBUILT: 2015
b) Please provide the total area of work in sq. ft.
ELECTRICAL COMMENTS:
City of Carlsbad-FffiST REVIEW
City Permit No.: CBC2024-0114
True North No.: 24-018-322
Page3
El. Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior
of a building requires approval by the Building Official.
GREEN BUILDING COMMENTS:
G 1. Commercial City of Carlsbad requires that all projects that qualify for CAP compliance will require a
completed Climate Action Plan (CAP) Consistency Checklists (city forms B-50) to be completed by the
APPLICANT.
https ://www.carlsbadca.gov/home/showpublisheddocument/68 78/63 822515 7825900000
a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad
ordinance:
b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project
valuation will determine which sections of the CAP are required.
c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new
residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled
on the B-50 checklist.
STRUCTURAL COMMENTS:
General:
Sl. Sheet S0.01:
a) Please submit structural calculations for non-structural components.
B. LATERAL LOADS
1. EARTHQUAKE LOADS -NON-STRUCTURAL COMPONENTS
SEE STRUCTURAL CALCULATIONS REPORT PREPARED BY UNIRAC,
QUOTE #LA-ES-240307-100X
b) Please revise the special inspection to include welding inspection.
i) Field/Shop Welding. CBC 1705.2.5.
c) Provide material specification for the construction material used for steel members and concrete
strength.
TI Ionis Photovoltaic System
2530 Whiptail Loop
May 1, 2024
Plans:
S2. SheetS5.ll:
a) Details l and 2:
i) Please revise anchor material to be stainless steel.
City of Carlsbad-FIRST REVIEW
City Permit No.: CBC2024-0l 14
True North No.: 24-018-322
Page 4
ii) Please revise anchor embedment to specify nominal instead of effective embedment.
Coordinate with structural calculations.
iii) Please provide a top view for the solar panel assembly. coordinate with structural
calculations.
b) Detail 2,
i) Please revise detail to show PV system and its connection to the steel post member.
ii) Please dimension clear space between panel and roof surface. CBC 1607.14.4.1.
Structural Calculations:
S3. D l/S5.11, please provide structural calculations for P 1000 Unistrut beam.
S4. Please furnish structural calculations to confirm that the current gravity load carrying structural system can
withstand the loads imposed by ballasted photovoltaic panel system. CA existing Building Code 502.4.
S5. Please furnish structural calculations to confirm that the current lateral system can withstand the loads
imposed by ballasted photovoltaic panel system. CA existing Building Code 502.5.
If you have any questions regarding the above comments, please contact Ali Al-Murshid via email
alia@tncservices.com or telephone (562) 733-8030.
[END]
:-
STRUCTURAL CALCULATIONS
engineering group
lonis Solar
2830 Whiptail Loop, Carlsbad, CA 92010
Prepared for:
H+W Engineering
Michael Georgievski
michael@hwengr.com
Revision 1
JEG Document: 2024-028-CALC-01-01
Submitted: 05/16/2024
CBC2024-0114
2830 WHIPTAIL LOOP
IONIS : PHOTOVOLTAIC SYSTEM
2091202900
5/28/2024 1810 Gillespie Way, Suite 207, El Cajon, CA 92020
619.659.8234 CBC2024-0114
Prepared by:
Junker Engineering Group
Dan Junker, SE
dan@junkereng.com
8950 Jefferson Ave, La Mesa, CA 91941
619.606.5058
build better together. www .junkereng.com
lonis Solar JEG Doc: 2024-028-CALC-01 -01 Page 12
Document History
Document/ I"-'~ Revision Date Reason for Revision Approved by Revision#
2024-028-CALC-0 1-00 03/26/2024 Initial Release DJ
2024-028-CALC-0 1-01 05/16/2024 Updates per review comments DJ
Table of Contents
Document History ....................................................................................................................................................... 2
Table of Contents ....................................................................................................................................................... 2
Introduction & Objectives ............................................................................................................................................ 3
Introduction ................................................................................................................................................................. 3
Scope of Work .................................................................................................................................................... 3
Inputs and References ............................................................................................................................................... 3
Applicable Codes, Standards, & References ............................................................................................................. 3
Inputs .......................................................................................................................................................................... 3
Seismic Parameters ........................................................................................................................................... 3
Detailed Calculations .................................................................................................................................................. 5
(E) Roof Framing ........................................................................................................................................................ 5
Anchorage .................................................................................................................................................................. 6
Solar Array .......................................................................................................................................................... 6
Rooftop Inverter ................................................................................................................................................ 22
build better together. www.junkereng.com
lonis Solar JEG Doc: 2024-028-CALC-01-01
Introduction & Objectives
Introduction
Scope of Work
Page 13
H+W Engineering, Inc. (client) has retained Junker Engineering Group to provide the anchorage design for new
solar panel arrays to be placed on the rooftop of a new building located at 2830 Whiptail Drive, Carlsbad, CA
92010. Please note, design of the racking itself is provided by others (racking manufacturer) and provided under
separate cover. Additionally, the roof framing of the building has been pre-designed by the building shell
Structural Engineer of Record (SEOR) considering the future installation of the subject solar panel systems.
Please refer to following sections of this report for more detail.
Inputs and References
This section outlines the various inputs and references that were used in the development of this engineering
report.
Applicable Codes, Standards, & References
1. Codes and Standards:
1.1. CBC 2022: "California Building Code"
1.2. ASCE 7-16: "Minimum Design Loads for Buildings and Other Structures"
1. Reference Documents:
1.1. Electrical Drawings by H+W Engineering, Inc., "lonis PV", Project #24-016
1.2. Structural Calculations by KPFF Consulting Engineers, "lonis Lots 21 & 22 Shell", Project #2100173
1.3. Structural Drawings by DGA, "Shell Package-lonis Pharmaceuticals Shell Project", Dated 12/04/2023
1.4. Unirac Structural Calculations, "Greentech Renewables -San Diego-2850 Gazelle Ct U-LA -Rev O"
Inputs
The following are inputs to the engineering report:
Seismic Parameters
The following seismic parameters used throughout this report are obtained from the above referenced KPFF
Consulting Engineers structural calculations (SEOR for building shell):
Response Spectrum Procedure per ASCE 1-16, Chopter 12.9
Ss:0.928g
S1: 0.341g
Site Class = C
F. = Per geotech
F. = Per geotech
Sos= 2/3 FaSs= 0.742g
S01 = 2/3 F.S1 = 0.34 lg
SDC .. D
TL=7or8sec
build better together.
Short Spectral Acceleration per Figure 22-1
1 second Spectral Acceleration per Figure 22-2
Soll Profile Table 20.3-1
Site coefficient Per Table 11.4-1
Site coefficient Per CBC Table 11.4-2
Design Short Spectral Acceleration (11.4-3)
Design 1 second Spectral Acceleration (11.4-4)
Seismic Design Category per Tables 11.6-1 and 11.6-2
Per Figure 22-12
www.junkereng.com
lonis Solar JEG Doc: 2024-028-CALC-01 -01 Page 14
Per ASCE?-16, Chapter 13, Table 13.6-1 "Seismic Coefficients for Mechanical and Electrical Components"
Table 13,8-1 Seismic Coefficients for Mlchanlcal and Electrtcal Components
Oenero1ors. balteries. lm'fflers. rnotoni. lro111sfonnm, lllld 01her dectriclll CCll1.,onm1S c~ of hi£1,-deform:ibUit)' rnatenals 2
build better together. www .junkereng.com
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
5 of 25
Page
Detailed Calculations
I
, ·unke
engineering group
Note, calculations pertaining to the solar panel racking system required per ASCE 7-16 Chapter 13, "Seismic
Design Requirements for Nonstructural Components" Section 13.6.12 "Rooftop Solar Panels" are out of the scope
of this report. For all calculations pertaining to the check of the solar panel racking system see Unirac Engineering
Report dated 03/07/2024, referenced herein. Additionally, see following sections for more information regarding
building roof framing.
(E) Roof Framing
The roof framing of the existing building (and main lateral force resisting system) was designed factoring in the
effects of the solar panel loads. Please see section "Loading Criteria" in the Structural Calculations by KPFF
Consulting Engineers (SEOR) referenced herein for further detailed calculations.
Root Loads
Area Area Description
R2 Roof -3-1/4• U1htwei,tlt Concrete on 3" deck
SMPCrifflDOSed Loads;
Roofing (2.5psf) and lnsul (20" max, 6"min -13" average @ 0.5
Lights, ducts, & sprinklers
Ceilin~ and Fireproofing i 5\lar V Panels I
1scelaneous
Total Superimposed Dead Load =
Weight
9.0
5.0
3.0
5.0
3.0
25.0
psf
psf
psf
psf
psf
psf
Comments
Two Hour
Includes allowance for one re-roof
Superimposed DL to Model
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
Anchorage
Solar Array
2024-028-CALC-01-01
Document Number
DJ
Engineer
6 of 25
Page
The solar array is to be placed on the roof (3 1/4" LWC over W3 deck).
engineering group
Maximum loads imposed on the anchorage are obtained from the Unirac Engineering Report. Note, this report
provides load demands for each solar array shown below:
3LX7 3LX
Figure -Solar Arrays at Rooftop
LX6
4LX4
ffi
ffi
ffi
lonis PV 2024-028-CALC-01-01
Project Document Number
Structural Calculations DJ
Description Engineer
05/07/2024 7 of 25
Date Page engineering group
The following tables list the maximum post load demands for each solar array:
3LX7
Post
Muimum Loads
Rear Front
Maximum Tension: ·1095 -1018 lbs
Maximum Compression: 1096 1024 lbs
M1xlmum Shear N-S: 24S 62 lbs
Maximum Shear E·W· 94 110 lbs
Maximum Moment N-S. 110 83 ft-lbs
Maximum Momeni E-W: 16S 130 fl-lbs
Deflection: 0.004 0.002 In
3LX6:
Post Des
Mulmum Loads
Rear Front
Maximum Tension: -1190 -1101 lbs
Maximum Compression: 1191 1107 lbs
Maximum Shear N-S: 267 73 lbs
Maximum Shear E-W: 103 121 lbs
Maximum Moment N-S: 91 99 fl-lbs
Maximum Moment E-W: 182 145 ft-lbs
Deflection: 0.004 0.002 In
3LX8:
Post Desi
Maximum Loads
Rear Front
Maximum Tension: -1043 -964 lbs
Maximum Compression: 1044 970 lbs
Maximum Shear N-S: 232 57 lbs
Maximum Shear E-W: 91 108 lbs
Maximum Moment N-S: 99 76 ft-lbs
Maximum Moment E-W: 157 123 fl-lbs
Deflection: 0.003 0.002 in
4LX13:
Post Desi n
Maximum Loads
Rear Front
Maximum Tension: 1310 -1230 lbs
Maximum Compression: 1311 1236 lbs
Maximum Shear N-5: 301 70 lbs
Maximum Shear E-W: 118 136 lbs
Maximum Moment N-S: 123 107 ft-lbs
Maximum Moment E-W: 233 164 ft-lbs
Deflection: 0.006 0.003 In
lonis PV 2024-028-CALC-01-01
Project Document Number
Structural Calculations DJ
Description Engineer
05/07/2024 8 of 25
Date Page engineering group
5LX3:
Post De n
Maximum Loads
Rear Front
Maximum Tension: -1321 -1248 lbs
Ma,cimum Compression: 1322 1255 lbs
Maximum Shear N-S: 312 70 lbs
Ma,cimum Shear E-W: 126 137 lbs
Maximum Moment N-S: 126 121 ft-lbs
Maximum Moment E-W: 276 173 ft-lbs
Deflection: 0.009 0.003 In
5LX6:
Post Des
Maximum Loads
Rear Front
Maximum Tension: -1531 -1445 lbs
Maximum Compression: 1532 1452 lbs
Maximum Shear N-S: 373 100 lbs
Maximum Shear E-W: 140 153 lbs
Maximum Moment N-S: 158 169 ft-lbs
Maximum Moment E-W: 313 199 ft-lbs
Deflection: 0.011 0.004 In
3LX5:
Post De
Maximum Loads
Rear Front
Maximum Tension: -996 -920 lbs
Ma,clmum Compression: 997 926 lbs
Maximum Shear N-S: 221 52 lbs
Maximum Shear E-W: 90 105 lbs
Maximum Moment N-S: 96 69 ft-lbs
Maximum Moment E-W: 153 119 ft-lbs
Deflection: 0.003 0.002 in
5LX5:
Post Des
Maximum loads
Rear Front
Maximum Tension: -1277 -1208 lbs
Maximum Compression: 1278 1215 lbs
Maximum Shear N-S: 302 69 lbs
Maximum Shear E-W: 119 132 lbs
Maximum Moment N-S: 120 119 ft-lbs
Maximum Moment E-W: 259 163 ft-lbs
Deflection: 0.008 0.003 in
lonis PV 2024-028-CALC-0 1-01
Project Document Number
Structural Calculations DJ
Description Engineer
05/07/2024 9 of 25
Date Page engineering group
4LX4:
Post De n
Muim&.m Loads
Rear Front
Maximum Tension: -1043 -980 lbs
Maximum Compression: 1044 986 lbs
Maximum Shear N•S: 238 49 lbs
Maximum Shear E-W: 96 108 lbs
Maximum Moment N-S: 104 76 ft-lbs
Maximum Moment E-W: 186 126 ft-lbs
Deflection: 0.005 0.002 in
5LX7:
Post Desi
MaxlmLNn Loads
Rear Front
Maximum Tension: -1475 -1392 lbs
Maximum Compression: 1476 1399 lbs
Maximum Shear N-S: 3S4 87 lbs
Maximum Shear E-W: 135 147 lbs
Maximum Moment N-S: 141 148 ft-lbs
Maximum M oment E-W: 299 189 ft-lbs
Deflection: 0.010 0.003 In
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
10 of 25
Page
Governing Loads on Anchorage (Array 5LX6):
engineering group
Array 5LX6 governs design of the anchorage. Note, the above loads are factored using ASD load combinations. In
order to adjust these loads for anchorage design (LRFD load combinations) they are divided by 0.6 to adjust for
the wind load factor. This is conservative when considering other load cases contributing to envelope reactions.
ASD Governing Loads:
M,nax := 15 ft • lbf = 1 96 in• lbf
LRFD Load Conversion:
T ,na:r. T := • = 2552 lbf max 0_6
vmax V-n-:=--=622 lb1 ··--0.6
M M := ma:r: =3160 in•lbf max 0_6
Max tension
Max shear
Max moment
Max tension
Max shear
Max moment
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
11 of 25
Page engineering group
Due to anchor spacing limitations in Hilti Profis software, the following calculation manually checks the anchors for
concrete breakout in tension. Note, the additional tension caused by the force couple imposed from the moment is
OK by inspection.
Concrete Breakout Check:
s1 ==3 in
Nb:=k,,•>-..·V ~-(::)1.f••lbJ=(l.5 ·103) lbf
V1rp.N 1= 1
V1c<t.N == 1
Effective embedmenth depth
Projected concrete failure area
Number of anchors in tension
Anchor spacing
Anchor spacing
Projected concrete failure area of anchor group
Projected concrete failure area of anchor group
Concrete compressive strength
Modification factor for lightweight concrete
Modification factor for expansion anchor
Factor for post-installed anchors
Breakout strength of a single anchor in tension
Modification factor for critical edge distance
Modification factor for post-installed anchors
Modification factor for edge effects
Eccentricity factor
Modification factor for anchors loaded
eccentrically in tenSion
Strength reduction factor for Category 1
Condition B anchor
A ct,g==</>·~•1/J,,_c.N•Vlo1~·1/Jc.Jlt·v'cp.N•Nb=3775 lbf Nominal concrete breakout strength
ANco per ACI 318-14 Eq. 17.4.2.lb
T IXJRN•= IIJaZ =0.676
N ct,g
Demand to capacity ratio
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
12 of 25
Page engineering group
The concrete breakout demand to capacity ratio (OCR) calculated above is then combined with the shear OCR to
find the overall combination anchor utilization percentage. Note, the anchor spacing in HILTI was adjusted within
limitations of software such as to allow a combined assessment of anchor group capacity supplemented with
above breakout calculation for tension.
i = Ii S • • ----------------------Hlhl PROFIS EnglnHrlng 3.0.92
-.hllll.com
Company:
Mcfreu:
Phone I Fax:
Design:
Fastening point.
lpeclfler'I comm,,1119:
1 Input data
Metal deck:
Melaldocktype:
Anchor Installation:
Anchor type -diameter.
Item number.
E-embedment depth:
Material:
Evolualion Setvlce Report
lstued I Valid.
Proof:
Slan<k>ll lnsl811ation:
Ancho<plate"·
Profile.
Basemate<lal:
lnotallotlon:
ReW~l
I
Page:
Specif,er.
E-Mail:
Drana_Drafts_2024-028 Ionia Date:
Vera, W3 Fonnlolt 3"
W1
On l0p cl concrelHlled melal dee!<
l<wlk Bolt TZ2 • CS 3/f (2) hnom2
2210237 KB-TZ2 3/BX3 112
....... • 2.000 In., .,_, • 2.500 In.
CamonSleel
ESR-1266
12/17/2021 I 12/112023
Design Melhod ACI 318-19 / Mech In ooncrete <N8I metal decl< lnstallatlon
... • 0.000 In. (no~ t • 0.188 In.
I,• 1, • t • 6.000 In.• 5.500 In.• 0.188 In.: (Recommended ptote thlclmeas: nol celwtaled)
no profile
Cl8Cked lightwelghl concrete. 3000. 1; • 3.000 pt~ h • 3.250 In.
hammer drllled holo, ln.tollotlon condl11on: Ory
ten-,: not preaen~ lhear. not preoent. no ..,~ aplittng """""""'-present
edge reinforcement: none or < No. 4 b•
• • The anchor cakuatlon la based on a rigid anchor plate assumption.
Geornet,y (In,) & Loedlng [lb, In.lb)
._.._Mf,....,...bect.:lkadbconlcwmily...-twnllting....-...--11rat~ PROFISE~(,)200>~.-AG.R. ... t,tSd'INftHMlt•,...•rNT~ofHIINl,SchNn
3126/2024
Jonis PV
Project
Structural Calculations
Description
05/07/2024
Date
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
13 of 25
Page engineering group
i = i I S ; • ----------------------Hllti PROFIS Engineering 3.0.92
www.hlltl.com
Company:
Address:
Phone I Fax: I
Design; Drafls_Drafls_2024-028 lonis
F asteoog point
1.1 Dnlgn results
Case Description
Combination 1
2 Load case/Resulting anchor forces
Anchor rHctlons [lb]
Tension force: ( • T enslon, -Compression)
Anchor Tension force Shear force Shear force x
243 155 0
2 243 155 0
3 1,033 155 0
4 1,033 155 0
max. concrete compressive strain: -('.)
max. concrete compressive stress: • tpsq
resulting tension force In (wy)=(3.000/3.988): 2.552 Obi
resulting compression force In (l(/y)=(0.000/0.000): 0 Pb)
Page:
Specifier.
E-Mail:
Date:
Forces (lbl / MomenlS Jin.lb]
N • 2,552: V, • O; V1 • 822;
M, • 3,160; My • O; M, • O;
Shear force y
155
155
155
155
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load N .. [lb] Capacity ♦ N0 (lb]
Steel Strength• 1,033 4,869
Pullout Strength' NIA N/A
Concrete Breakout Failure .. 2,552 2,619
• highest loaded anchor "anchor group (anchors In tension)
-----bo-lofconlarriy---uilq--ondlof-Wyt PftOf1S E~( <)2003-202• Hill NJ, fl.-9'9' _, Hlliao ~ Tr-...n, al-NJ. Sdwln
2
3/26/2024
Seismic Max. Utll. Anchor [%]
no 98
y
Te '
0 2
Utlllzetlon II.,• N.,J♦ N0 Status
22 OK
NIA NIA
98 OK
2
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
2024-028-CALC-01-01
Document Number
DJ
Engineer
14 of 25
Page
i = i I S ; • ----------------------Hiltl PROFIS Engineering 3.0.92
www.hlltl.com
Company:
Address:
Phone I FM:
Design:
Fasteoog point
3.1 Slffl Strength
N.. ,. ESR value
♦ N .. ;i:N•
0.05
Calculations
N9 pb]
6,493
RHulta
N., jib]
6,493
I
Orafts_Drafts_202-4-028 Ionia
refer to ICC-ES ESR--4266
ACI 316-19 Table 17.5.2
1 .... [psi]
126,204
♦-0.750
♦ N,. (lb]
4.869
N,_ (lb)
1.033
....,. ____ .. _..,~_.,.ulldne __ ..,plouoll,ililyl
PROASE~(<)211m-2C2•-AG, n-NIM SCIIMn Hilllllo ~ Tr-..n.dHilliAG,SO-
Page:
Specifier.
E-Malt
Date:
engineering group
3
3/261202-4
3
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
15 of 25
Page
i = ii S ;; i _____________________ _
Hiltl PROFIS EnginHrlng 3.0.92
www.hlttl.com
Company:
Address:
PhonelFex: I
Design: Drafts_Orafts__2024~28 lorlis
Fastening point
3.2 Concrete Breakout Failure
N"" = (~} 'I' oc.N v .. .N 'l'c,N 'l'co.N N-
♦ N"'9 i,N,.
A,.. see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
~ •9h~
,...., • { ~) s 1.o 1 + 3 h_,
'I' .. .,. • 0.7 + 0.3 ( ~~st) s 1.0
'I'"'·" • MAX(~. l.5h,i) s 1.0 C,c Cac
N0 =k.1.,..J{.h~1
Variables
h,.pn.J e.,,. pn,J
2.000 0.000
C [in.] i..
6.000 21
Calculations
A..; 11n.21 Amo vn.21
105.00 36.00
RH ults
Ng,q [lbJ +...., ...
4,030 0.650
eq N[in.J
1.238
). .
0.600
V e<I.H
1.000
♦ N...,[lb)
2,619
Page:
Specifier.
E-Mail:
Date:
ACI 318-19 Eq. (17.6.2.1b)
ACI 318-19 Table 17.5.2
ACI 318-19 Eq. (17.6.2.1.4)
ACI 318-19 Eq. (17.6.2.3.1)
ACI 318-19 Eq. (17.6.2.4.1b)
ACI 318-19 Eq. (17.6 .. 2.6.1b)
ACI 318-19 Eq. (17.6.2.2.1)
c1,,.. pn.J .. 1.000
,~ [psi)
3,000
"'ec2.N
0.708 1.000
NIii PbJ
2,552
~-lnd-fflUllbo-..Slorcorlormlrywlh .. o.dlling--lor~
PROflSE~(<)2003-2024ttlliAG.fl-919'SO-,Hilllao-odT,_clHilliNJ,so-J
'l'cp.N
1.000
engineering group
4
3/26/2024
1,952
4
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
2024-028-CALC-01-01
Document Number
DJ
Engineer
16 of 25
Page
1:115;1 --------------------------H 1111 PROFIS EnglnHrlng 3.0.92
www.hlltl.com
Company:
Addreu:
Phone I Fax: I
Design: Drafts_Dralts_2024-028 lonis
F aste!WIQ point
4 Shear load
LoadV .. [lb)
Steel Strength• 155
Steel failure (with lever arm)' NIA
Pryout Strength .. 622
Concrete edge failure in diredion •• NIA
• highest loaded anchor -anchor group (relevant anchors)
4.1 SIMI Strength
V,. = ESR value
♦ v-~v ..
Variables
refer to ICC-ES ESR-4266
ACI 318-19 Table 17.5.2
Page:
Specmer.
E-MaW:
Date:
Capacity ♦ v. [lb)
2,201
NIA
3,985
NIA
utlllutlon llv • V..,. V0
8
NIA
engineering group
5
3/26/202,i
Status
OK
N/A
OK
N/A
A,,,y (In.']
0.05
1w[llsij
126,204 Governing shear utilization ratio
Caleulatlons
3,386
R.Hults
3,386 ·-0.650 2,201
V,_(lbJ
155
....... -ond-..... be-lof«nlorriy-thobloling--ondf«-lity1
PROAS ~c < 12003-202< HIIIAG, n .ooN ScMM Hitilo a~ T-olHilliMJ.-
5
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
17 of 25
Page
i = II S ; • ----------------------Hlltl PROFIS Engineering 3.0.92
www.hlltl.com
Company:
Address:
Phone I Fax: I
Design: Orafts_Orafts_2024--028 lonls
F astenlng point:
,.2 Pryout Strength
VQ/0 = kq, [(~) 'I'.._,. v_,.N 'I'._., v ..,.N N•]
♦ VQ/0 :! V.,.
A,,. see ACI 316-19, Section 17.6.2.1, Fig. R 17.6.2. l(b)
lj/ od)I
lj/ "'·"
Variables
11.. het pn.J en ulln.J
2.000 0.000
"' .... C [in.) k,,
1.000 6.000 21
Calculations
A,..Pn.2J A,...[in.7 y ......
105.00 36.00 1.000
RHulta
Vgpo [lb} + ........ ♦ vs .. [lb)
5,693 0.700 3,985
Page:
Specifier:
E-M11il;
Date:
ACI 318-19 Eq. (17.7.3.1b)
ACI 316-19 Table 17.5.2
ACI 318-19 Eq. (17.6.2.1.4)
ACI 318-19 Eq, (17.6.2.3.1)
ACI 316-19 Eq, (17.6.2.4.1b)
ACI 316-19 Eq. (17.6.2.6.lb)
ACI 316-19 Eq. (17.6.2.2.1)
8q N [In.} c,.., pn.J
0.000 ..
>... f,(psi]
0.600 3.000
'111<2.N If oc1,N
1.000 1.000
V19 [lb}
622
5 Combined tension and shear loads, per ACI 318-19 section 17.8
Utilization PH y [%) Status
0.974 0.156 1.000 95 OK
r'P,11 da1a and reauftl fflUI\ be ChecMd tor conformity wif'I 1h11 exiltiig oondilibm and for plausi;'bili.tyt
PROFIS Eng,,ffflrq ( C) :ioo3-202A Hill AG, n-9<9' -Hilll ia I.,.,., Trodemarl< °' Hilli AG. -
'I' <p.N
1.000
engineering group
6
3/26/2024
N11 Ob)
1,952
6
lonis PV
Project
Structural Calculations
Description
05/07/2024
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
18 of 25
Date Page engineering group
1:115;1 -----------------------------H II t I PROFIS Engineering 3.0.92
www.hlltl.com
Company:
Address:
Phone I Fax: I
Page:
Specifier.
E-Mail:
7
Design: Orafts_Drafts_2024-028 lonls Date: 3/2612024
Fastening point:
6Warnlngs
• The anchor design mothods in PROFIS Engineering requlro rigid anchor plates per current regulatlons (AS 5216:2021, ETAG 001/Annox C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deforrnatlons of the anchor plate are not considered -the
anchor plate Is assumed to be sutrldentty stiff, In order not to be deformed when subjected to the design loading. PROFIS Engineering .calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate baSed on the a&sumptlons explained above. The
proof if the rigid anchor plate assumption Is valid is not carried out by PROFIS Engineering. Input data and results must be checl<.ed for
agroemont with the existing conditions and for plauslbUrtyl
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structu1c1l member. Condition 8 applies where such supplementary relnforC411Tlent ie not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and instaRatlon Instructions.
• For additlonal inforrnatlon about ACI 318 strength design provisions, please go to https:1/submittals.us.hllti.com/PROFISAnchotOesignGuide/
• HIIU post-Installed anchors shall be Installed In accordance with the HIIU Manufacturer's Printed Installation Instructions (MPH). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
---one!-·-.,._ to, ccnlotmlty wilh ... •Dlllng--ond lot-lity1
PROFlSE~( t )200H02A Hif NJ. Fl-909" Schun H iio • regiSlof9d Trllde"""1< ol Hi.i AG, SchMn
7
lonis PV
Project
Structural Calculations
Descri ption
05/07/2024
Date
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
19 of 25
Page
i = i i S ; • ----------------------Hiltl PROFIS EnglnHrlng 3.0.92
www.hlltl.com
Company:
Address:
Phone I Fax: l
Design: Drafts_Drafts_2024--028 lonis
F astenlng point:
7 Installation data
Pror.le: no profile
Hole diameter in the fixture: d1 a 0.438 in.
Plate thickness (Input): 0.188 In,
Recommended plate lhk:lmess: not calculaled
Drilling method: Hanvner drilled
Cleaning: Manual cleaning of lhe drilled hole according to Instructions for use Is
required.
Page:
Specifier:
E-Mail:
Date:
Anchor type and diameter: Kwik Bolt TZ2 -CS 3/8 (2)
hnom2
Item number: 2210237 KB-TZ2 3/8x3 1/2
Maximum Installation torque: 361 in.lb
Hole diameter In the base material: 0.375 in.
Hole depth In the base material: 2.500 In.
Minimum thickness of lhe base material: 2.500 In.
Hilti KB-TZ2 stud anchor with 2.5 in embedment, 3/8 (2) hnom2, Carbon steel, installation per ESR-4266
7.1 Recommended accaHotlH
Drilling Cleaning Setting
engineering group
8
31261202A
• Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless Impact tool
• Property sized dnll bi1
CoordinalH Anchor [in.]
Anchor
1
2
3
4
X
-2.250
2.250
-2.250
2.250
y
-2.000
-2.000
2.000
2.000
y
3.000 3.000
0.750 4.500 0.750
c.,
1r-.pu1 oa• and r..its must be checMd kw confa,n-.ty wi1h b ubtflg oondilion1 and fot plautibiWyt
PROFIS E~ ( •) 20CXH024 Hihi Ni, Fl·IMIM SChoon HJ!i io • •-lered Trodorno,t ol Hilli AG, Seman
• Tor quo wrench
• Hammer
~ ,.._
,.,;
§ • X
~ ,.._
N
g ...,
8
lonis PV
Project
Structural Calculations
Description
05/07/2024
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
20 of 25
Date Page engineering group
i = i i S ; • ----------------------Hlltl PROFIS Engineering 3.0.92
www.hllU.com
Company:
Address:
Phone I Fax: I
Page:
Specifier.
E-Mail:
9
Design;
Fastening point:
Drafts_Drafts_2024-028 lonis Date: 3/26/2024
8 Remarks; Your Cooperation Duties
• Any and al Information and data contained In the Software conccm solely the use of Hllti products and ara based on the principles, formulas and
security regulations In accordance with Hiltl's technlcal directions and operating, mounting and assembly Instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average f19ures, and therefore use-specific tests are lo be conducted prior to using
the relev11nt HilU product. The results of the Clllculations carried out by means of the Software 11re based essentially on the dala you put In.
Therefore, you bear the sole responsibility for the absence of errors, the completeness end the relevance of the data to be put in by you.
Moreover, you bear solo responsibillty for having the results of tho Clllculation checked and cleared by an eJ(Jl8rt, partlculerly 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 sullabillty for a specific
application.
• You must take all necessary and reasonable steps to prevent or llmh 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 HIIU 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-t~ate ve(flon of the Software in each
Cllse by carrying out menual updates via the Hilti Website. HIIU will not be liable for consequences. such as the recovery of lost or damaged dala
or programs, arising from a culpable breach or duty by you.
Input Ollll and reatb ffllnl be c::hecMd b conlotnwty with h ell:iltnfil oonditionl end fOf' plllutibilityt
PROFIS Englr-1rQ ( c I --Hil1i AG, Fl.-909' Schaan HMJlu 19g lered Tradematt< ol Hi111 AG, s.:i-,
9
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
f::Jv ==0.16
f::JN+f3v 0.697 1.2
2024-028-CALC-01-01
Document Number
DJ
Engineer
21 of 25
Page
Tensile demand to capacity ratio
Shear demand to capacity ratio
engineering group
Combined shear and tensile utilization ratio
per ACI 318-14 Equation 17.6.3
The combined shear and tensile utilization ratio is < 1, anchorage design is OK.
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
Rooftop Inverter
2024-028-CALC-01-01
Document Number
DJ
Engineer
22 of 25
Page engineering group
The following section checks various components of the inverter anchorage. Note, the demands on the welds and
pipe stanchions are low and considered OK by inspection.
1/T DIA GALV BOLT @ EA
MFR PROVIDED MOUNTING
LOCATION TO STRUT
P1000 UNISTRUT-----..
318" CAP Pl, TYP--~
UNIT PER
ELEC DWGS
3'-0" MAX
CAP PL TO
POST, TYP
. "'
CUT PIPE 6" MIN ABOVE ROOF FINISH,
TYP PIPE NOT TO EXTEND MORE THAN
t·-o• FROM SURFACE OF ROOF FINISH
(E) 3 1/4'' LW CONC ----------'
OVER 3" METAL DECK
t/8
1/8
STRUT TO
CAPPl
REMOVE ROOF ASSEMBLY
AND INSULATION AT
ANCHOR LOCATIONS TO
ACCOMODATEANCHORAGE
RE-INSULATE A.ND PROVIDE
FLASHING/WATERPROOFING
AFTER INSTALLATION.
SOLAR PANEL ASSEMBLY
BY OTHERS (2" STO PIPE)
SOLAR PANEL ASSEMBLY
(UNIRAC STEEL WREAOED FOOT)
(4) 318" DIA I-Ill Tl KB,-TZ2
ANCHORS WI 2" EFF EMBED
PER ICC·ES #ESR-4~6 AT MFR
PROVIDED MOUNTING HOLES
0 TYP ROOF MOUNTED INVERTER ANCHORAGE 1 ~----1· = 1·-0·
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
Floor Mounted Component
Anchorage Design
Notes: The purpose of this spreadsheet Is
to derive component anchorage forces to
be used in achorage design ca/cu/at/on.
Comp. Physical Characteristics
Width: B 24.40 in
Depth: D 22.40 in
Height: H 28.80 in
Weight: Wp 200 lb
R .__
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
23 of 25
Page
Project Name (#):
Component:
2024-028 lonis Solar
Inverter
1.,~ height aoove ancnor surface l"-'-'.M/
Eccentricity of CG In "b" direction
Eccentricity of CG in "d" direct.ion
Number of anchor arouos alona one side
Number of anchors oer qroup
Spaclna of Anchors IDeoth direction)
Spacing of Anchors (Width direction)
b C.G_,. HELEVAT/01>; t----~~«~TI ~
-ti ~ ~ H
ASCE7 ~13.3 Seismic Demands
Description ASCE 7 Reference
Short Period Spectral Acceleration Parameter §11.4.4
Component Amplification Factor Table 13.5-1 or 13.6-1
Component Response Modifaction Factor Table 13.5-1 or 13.6-1
Component Importance Factor Table 13.5-1 or 13.6-1
Overstrenglh Factor Table 13.5-1 or 13.6-1
Normalized Component Height §13.3.1
For concrete anchors, ls overstrength required?
LRl'DlellmloPoroN: u-D6+1110ivfoNl9Mlowlncludllllflitofbl.l
Horizontal Seismic Force Fp (lb) 71 Fp,min I 45 I Fp,max I 237
Horizontal Seismic Force With Oo Oof,(lb) 142
Gravity + Vertical Seismic Force Fv (lb) 150
Max. tension at each anchor Tu (lb) 46
Shear at each anchor Vu(lb) 26
--m-CI
eccb
eccd
n
m
d
b
PLAN
~
Sos
Sp
Rp
Ip
Oo
z/h
Y/N
P, =0 .911'"-(0 .2Si,s W~) f' ~0.4a,.s ,,,wr (1+2!.)
' R ,./1" I, F~Ht,_ Tv =---
F, (½-ecc )
d11m d11m
f',.,,. .. = 0 .3S0 s l ,.W" F F. ecc Vu =-P-+:....e::.::.:::
Fr.mu =l .6S0 s l r W r ·" 2nm d11111
Notes
engineering group
19 . .lU In
2.44 in
2.24 in
2
1
10.40 in
12.40 in
lnouts
0.742 g
1.0
2.5
1.0
2.0
1.00
N
TU,mio = 0
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
Inverter anchorage:
T:=4G lb/
V:=26 I.bf
¢:=0.75
d 1 . :=-lfl
2
V ocn'f.1:=--=0.003 </>R.,,v
2024-028-CALC-01-01
Document Number
DJ
Engineer
24 of 25
Page
Max tension per bolt
Max shear per bolt
Safety factor
Bolt tensile strength
Bolt shear strength
Bolt diameter
Bolt area
factored bolt tensile strength
Factored bolt shear strength
Tensile demand to capacity ratio
Shear demand to capacity ratio
engineering group
lonis PV
Project
Structural Calculations
Description
05/07/2024
Date
Unistrut check:
P:::200 lbf
L ==3 ft
MaxAllow.
Span Uniform Load
(In) (l:>s)
24 1,690
36 1,130
2024-028-CALC-0 1-01
Document Number
DJ
Engineer
25 of 25
Page
Inverter weight
engineering group
Max lenQth of unistrut between supports
Deflection at
Uniform Load
(In)
0.06
0.13
Max moment on unistrut due to inverter load
Beam Loading -P1000
Uniform Loadng at Deflection
Span/180 Span/240 Span/360
(l:,s) (l:>s) (l:,s)
1,690
1,130
1,690
1,130
1,690
900
La.., Bracing
Reduction Factor
1.00
0.94
1130 lb/ , .
WaJu,w:= J ft =376.7 pl/ Max allowable uniform load for 3' span
Max allowable moment
cp:d).90 Safety factor
Demand to ca pacity ratio
The above calculation is conservative as there are two Unistrut beams supporting the equipment. The included
conservatism and relatively low OCR is sufficient to demonstrate code compliant member capacity when
considering relatively low seismic or wind loading.
Date: May 201\ 2024
City of Carlsbad
MEP Consulting Engineers
18 10 Gillespie Way, Suite 207
El Cajon, CA 92020
619-659-8234
www.hwengr.com
1635 Faraday Ave, Carlsbad, CA 92008
Subject: Project Name: Tl lonis Photovoltaic System
H+ W Project Number: 24-0 I 6
City Project Number: CBC2024-0l 14
True North Project Number: 24-018-322
Plan Reviewer: Ali AI-Murshid
Project Address: 2830 Whiptail Loop, Carlsbad, CA 920 I 0
Dear Mr. AI-Murshid,
Please see the following responses to the permit set comments dated May I st, 2024:
OCCUPANCY & BUILDING SUMMARY:
Occupancy Groups: B
Occupant Load: N/ A
Type of Construction: Revise this information Response: This lras been revised
Sprinklers: Yes
Stories: 3
Area of Work (sq. ft.): Provide this information in sq. ft. Response: This information has been
added
ARCHITECTURAL COMMENTS:
A I. Sheet TOOi:
a) Please revise the type of construction.
Response: Construction type was revised to 11-B on sheet TOOi.
b) Please provide the total area of work in sq. ft.
Response: Work area of 14,250 sq ft was added to sheet TOOi.
MEP Consulting Engineers
1810 Gillespie Way, Suite 207
El Cajon, CA 92020
619-659-8234
www.hwengr.com
ELECTRICAL COMMENTS:
EI . Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the
exterior of a building requires approval by the Building Official.
Response: Noted on plans. City policy section 18.12.020(A) was added to sheet E201.
GREEN BUILDING COMMENTS:
GI. Commercial City of Carlsbad requires that all projects that qualify for CAP compliance will
require a completed Climate Action Plan (CAP) Consistency Checklists (city forms B-50) to be
completed by the APPLICANT.
https:/ /www .carlsbadca.gov/home/showpublisheddocument/6878/63 822515 7825900000
a) For plans submitted to the City the following Climate Action Plan requirements apply, per
Carlsbad ordinance:
b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project
valuation will determine which sections of the CAP are required.
c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If
new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to
be filled on the B-50 checklist.
Response: Form B-50 has been included with the plans.
STRUCTURAL COMMENTS:
General:
SI . Sheet S0.0 I:
a) Please submit structural calculations for non-structural components.
ENTS
SEE STRUCTURAL CALCULATIONS REPORT PREPARED BY UNIRAC,
OUOTE #LA-ES-240307-100X
Response: SUPPLEMENTARY UN/RAC STRUCTURAL CALCULATIONS TO BE
SUBMITTED ALONGSIDE JEG CALCULATIONS.
b) Please revise the special inspection to include welding inspection.
i) Field/Shop Welding. CBC 1705.2.5.
Response: STR UCTURAL NOTES AND SPECIAL INSPECTIONS ADDED FOR
WELDING, SEE SO.OJ
2
"'
Plans:
S2.
MEP Consulting Engineers
1810 Gillespie Way, Suite 207
El Cajon, CA 92020
619-659-8234
www .hwengr.com
c) Provide material specification for the construction material used for steel members and
concrete strength.
Response: MATERIAL SPECIFICATIONS FOR STRUCTURAL STEEL ADDED TO STRUCTURAL NOTES.
CONCRETE IS EXISTING/BY OTHERS FOR DESIGN OF BUILDING SHELL. CONCRETE STRENGTH USED IN
STRUCTURAL CALCULATIONS IS REFERENCED TO CALCULATIONS BY KPFF CONSUL TING ENGINEERS,
"JONIS LOTS 21 & 22" PROJECT#2100173. MINIMUM CONCRETE STRENGTH HAS BEEN ADDED TO DETAILS
1&2155.11.
Sheet SS.11 :
a) Details I and 2:
i) Please revise anchor material to be stainless steel.
Response: ALL ANCHORS ARE PROTECTED FROM WEATHER BELOW ROOF
MEMBRANE AND FLASHING. STAINLESS ANCHORS NOT REQUIRED.
ii) Please revise anchor embedment to specify nominal instead of effective embedment.
Coordinate with structural calculations.
Response: DETAILS REVISED TO SHOW NOMINAL EMBEDMENT,
REFLECTED IN STRUCTURAL CALCULATIONS.
iii) Please provide a top view for the solar panel assembly. coordinate with structural
calculations.
Response: TOP VIEW PROVIDED PER REDLINE BELOW, SEE DET 2/S5.J I.
FOR DETAILED DRAWINGS OF SOLAR PANEL ASSEBLY SEE DRAWINGS BY
UN/RAC "2850 GAZELLE CT" SHEET ULA.JOO.
b) Detail 2,
i) Please revise detail to show PV system and its connection to the steel post member.
Response: STEEL POST MEMBER IS PART OF THE PV RACKING SYSTEM PROVIDED
BY THE SOLAR MANUFACTURER, UN/RAC. SEE DRAWINGS BY UN/RAC "2850
GAZELLE CT", DATED 03/07/2024 FOR ASSEMBLY DETAILS.
ii) Please dimension clear space between panel and roof surface. CBC 1607.14.4.1.
Response: SEE DRAWINGS BY UN/RAC FOR PANEL GEOMETRY, "2850 GAZELLE CT"
SHEETS ULA.206-210.
3
MEP Consulting Engineers
1810 Gillespie Way, Suite 207
El Cajon, CA 92020
619-659-8234
www.hwengr.com
Structural Calculations:
S3. D1/S5.1 l, please provide structural calculations for Pl 000 Unistrut beam.
Response: CALCULATIONS REVISED TO INCLUDE PJ000 UN/STRUT BEAM CHECK,
SEE SECTION "ROOFTOP INVERTER".
S4. Please furnish structural calculations to confirm that the current gravity load carrying structural
system can withstand the loads imposed by ballasted photovoltaic panel system. CA existing
Building Code 502.4.
S5. Please furnish structural calculations to confirm that the current lateral system can withstand the
loads imposed by ballasted photovoltaic panel system. CA existing Building Code 502.5.
Response: LOADING IMPOSED BY SOLAR ARRAY CONSIDERED BY SEOR FOR
BUILDING. REFER TO CALCULATION SECTION TITLED "(E) ROOF FRAMING.
ALSO SEE CALCULATIONS BY KPFF CONSULTING ENGINEERS, "JONIS LOTS
21&22" PROJECT#2100173.
A SNIP FROM THE BUILDING ROOFF PLANS JS PROVIDED FOR REFERENCE:
ROOF PLAN KEYNOTES
KEVNOTE KEVNOTE OESCRP110N
TAG
Cine
1 EFSO'GAI.V. PAMED B-OECl<MECtw«:M. ~EN Ol'AME0GAI.V. TIJeE STEEL PER
STRUCTVFW.
2 CONRETE CUR8 Of Miff ME~ S1'AFT
3 CQICRETE PNJ FOR Miff MECIWICAI. E<X.AIENT • NEA DEDICATED FOR FUT\JOE SOIAA PANB. INSTN.1A110N s EXTERIOR :i.r:.....,., _._.., WI Al
Please feel free to contact me if you have any questions or concerns on any of these items.
Sincerely,
Michael Georgievski
Renewable Energy Manager
H+W Engineering
4
engineering group
lonis Solar
2830 Whiptail Loop, Carlsbad, CA 92010
Revision 0
JEG Document: 2024-028-CALC-01 -00
Submitted: 03/26/2024
Prepared for:
H+W Engineering
Michael Georgievski
michael@hwengr.com
1810 Gillespie Way, Suite 207, El Cajon, CA 92020
619.659.8234
Prepared by:
Junker Engineering Group
Dan Junker, SE
dan@Junkereng.com
Aoc;n Jefferson Ave, La Mesa, CA 91941
619.606.5058
CBC2024-0114
2830 WHIPTAIL LOOP
IONIS : PHOTOVOLTAIC SYSTEM
build better to
2091202900
4/18/2024
CBC2024-0114
■ www.junkereng.com
lonis Solar JEG Doc: 2024-028-CALC-01 -00 Page 12
Document History
Document/ Revision Date Reason for Revision Approved by Revision#
2024-028-CALC-0 1-00 03/26/2024 Initial Release DJ
Table of Contents
Document History ....................................................................................................................................................... 2
Table of Contents ....................................................................................................................................................... 2
Introduction & Objectives ............................................................................................................................................ 3
Introduction ................................................................................................................................................................. 3
Scope of Work .................................................................................................................................................... 3
Inputs and References ............................................................................................................................................... 3
Applicable Codes, Standards, & References ............................................................................................................. 3
Inputs .......................................................................................................................................................................... 3
Seismic Parameters ........................................................................................................................................... 3
Detailed Calculations .................................................................................................................................................. 5
.. (E) Roof Framing ........................................................................................................................................................ 5
Anchorage .................................................................................................................................................................. 6
build better together. :
• ., ._. ' • -l -~ i,o
www .junkereng.com
lonis Solar JEG Doc: 2024-028-CALC-01-00
Introduction & Objectives
Introduction
Scope of Work
Page 13
H+W Engineering, Inc. (client) has retained Junker Engineering Group to provide the anchorage design for new
solar panel arrays to be placed on the rooftop of a new building located at 2830 Whiptail Drive, Carlsbad, CA
92010. Please note, design of the racking itself is provided by others (racking manufacturer) and provided under
separate cover. Additionally, the roof framing of the building has been pre-designed by the building shell
Structural Engineer of Record (SEOR) considering the future installation of the subject solar panel systems.
Please refer to following sections of this report for more detail.
Inputs and References
This section outlines the various inputs and references that were used in the development of this engineering
report.
Applicable Codes, Standards, & References
1. Codes and Standards:
1.1. CBC 2022: "California Building Code"
1.2. ASCE 7-16: "Minimum Design Loads for Buildings and Other Structures"
1.1. Electrical Drawings by H+W Engineering, Inc., "lonis PV", Project #24-016
1.2. Structural Calculations by KPFF Consulting Engineers, "lonis Lots 21 & 22 Shell", Project #2 100173
1.3. Structural Drawings by DGA, "Shell Package-lonis Pharmaceuticals Shell Project", Dated 12/04/2023
1.4. Unirac Structural Calculations, "Greentech Renewables -San Diego-2850 Gazelle Ct U-LA -Rev O"
Inputs
The following are inputs to the engineering report:
Seismic Parameters
The following seismic parameters used throughout this report are obtained from the above referenced KPFF
Consulting Engineers structural calculations (SEOR for building shell):
Response Spectrum Procedure per A5CE 7-16 Chapter 12.9
Ss= 0.928g
51= 0.341g
Site Class = C
F. = Per geotech
F, = Per geotech
Sos= 2/3 F,Ss= 0.742g
5 01= 2/3 FvS1 = 0.341g
SDC= D
TL= 7 or 8 sec
Short Spectral Acceleration per Figure 22-1
1 second Spectral Acceleration per Figure 22-2
Soil Profile Table 20.3-1
Site coefficient Per Table ll.4-1
Site coefficient Per CBC Table 11.4-2
Design Short Spectral Acceleration (11.4-3)
Design 1 second Spectral Acceleration (11.4-4)
Seismic Design Category per Tables 11.6-1 and 11.6-2
Per Figure 22-12
build better together. , www.junkereng.com
lonis Solar J EG Doc: 2024-028-CALC-01 -00 Page 14
Per ASCE?-16, Chapter 13, Table 13.6-1 "Seismic Coefficients for Mechanical and Electrical Components"
Table 13.6-1 Seismic Coefficients for Meohanlcal and Electtical Components
Ckncr.,t,"f\, baltt'ri~. in n·nm. 11w1n1~. 111111..<l(,nrn:1~. auJ o1hcr th:tricaJ Cllllfl'OllCIIIN w1r,truct..-d n( high-dcfun11.ibih1y 1111,tmals 2
r
build better together. •
• Ii ) ., ...
www .junkereng.com
lonis PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-0 1-00
Document Number
DJ
Engineer
5 of 21
Page
Detailed Calculations
engineering group
Note, calculations pertaining to the solar panel racking system required per ASCE 7-16 Chapter 13, "Seismic
Design Requirements for Nonstructural Components" Section 13.6.12 "Rooftop Solar Panels" are out of the scope
of this report. For all calculations pertaining to the check of the solar panel racking system see Unirac Engineering
Report dated 03/07/2024, referenced herein. Additionally, see following sections for more information regarding
building roof framing.
(E) Roof Framing
The roof framing of the existing building was designed factoring in the effects of the solar panel loads. Please see
section "Loading Criteria" in the Structural Calculations by KPFF Consulting Engineers (SEOR) referenced herein
for further detailed calculations.
Roof loads
Area Area Description
R2 Roof -3-1/4" lightweight Concrete on 3" deck
Superimposed loads: Weight
Roofing (2.Spsf) and lnsul (20" max, 6"min -13" average@ 0.5 9.0
lights, ducts, & sprinklers 5.0
Celling and Fireproofing 3.0 I Solar PV Panels I 5.0
Miscellaneous 3.0
Total Superimposed Dead l oad = 25.0
Comments
Two Hour
psf Includes allowance for one re-roof
psi
psf
psi
psi
psf Superimposed Dl to Model
lonis PV
Project
Structural Calculations
Description
03/26/2024
Date
Anchorage
2024-028-CALC-0 1-00
Document Number
DJ
Engineer
6 of 21
Page
The solar array is to be placed on the roof (3 1/4" LWC over W3 deck).
engineering group
Maximum loads imposed on the anchorage are obtained from the Unirac Engineering Report. Note, this report
provides load demands for each solar array shown below:
3LX7 JLX
LX6
Figure -Solar Arrays at Rooftop
lonis PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-0 1-00
Document Number
DJ
Engineer
7 of 21
Page
The following tables list the maximum post load demands for each solar array:
3LX7
Post Desi n
Maximum Loads
Rear Front
Maximum Tension: -1095 -1018
Maximum Compression: 1096 1024
Maximum Shear N-S: 245 62
Maximum Shear E-W: 94 110
Maximum Moment N-S: 110 83
Maximum Moment E•W: 16S 130
Deflection: 0.004 0.002
3LX6:
Post Desi n
Maximum loads
Rear Front
Maximum Tension: -1190 -1101
Maximum Compression: 1191 1107
Maximum Shear N-S: 267 73
Maximum Shear E-W: 103 121
Maximum Moment N-S: 91 99
Maximum Moment E-W: 182 145
Deflection: 0.004 0.002
3LX8:
Post Desi n
Maximum loads
Rear Front
Maximum Tension: -1043 -964
Maximum Compression: 1044 970
Maximum Shear N-S: 232 57
Maximum Shear E-W: 91 108
Maximum Moment N-S: 99 76
Maximum Moment E-W: 157 123
Deflection: 0.003 0.002
4LX13:
Post Desi n
Maximum Loads
Rear Front
Maximum Tension: -1310 -1230
Maximum Compression: 1311 1236
Maximum Shear N-S: 301 70
Maximum Shear E-W: 118 136
Maximum Moment N-S: 123 107
Maximum Moment E-W: 233 164
Deflection: 0.006 0.003
engineering group
lbs
lbs
lbs
lbs
ft•lbs
ft-lbs
In
lbs
lbs
lbs
lbs
ft-lbs
ft-lbs
In
lbs
lbs
lbs
lbs
ft-lbs
ft-lbs
in
lbs
lbs
lbs
lbs
ft-lbs
ft-lbs
in
lonis PV 2024-028-CALC-0 1-00
Project Document Number
Structural Calculations DJ
Description Engineer
03/26/2024 8 of 21
Date Page engineering group
5LX3:
Post Desi n
Maximum Loads
Rear Front
Maximum Tension: -1321 -1248 lbs
Maximum Compression: 1322 1255 lbs
Maximum Shear N-S: 312 70 lbs
Maximum Shear E-W: 126 137 lbs
Maximum Moment N-S: 126 121 ft-lbs
Maximum Moment E-W: 276 173 ft-lbs
Deflection: 0.009 0.003 in
5LX6:
Post Desi n
Maximum Loads
Rear Front
Maximum Tension: -1531 -1445 lbs
Maximum Compression: 1532 1452 lbs
Maximum Shear N-5: 373 100 lbs
Maximum Shear E-W: 140 153 lbs
Maximum Moment N-5: 158 169 ft-lbs
Maximum Moment E-W: 313 199 ft-lbs
Deflection: 0.011 0.004 rn
3LX5:
Post Desi n
Maximum Loads
Rear Front
Maximum Tension: -996 -920 lbs
Maximum Compression: 997 926 lbs
Maximum Shear N-S: 221 52 lbs
Maximum Shear E-W: 90 105 lbs
Maximum Moment N-S: 96 69 ft-lbs
Maximum Moment E-W: 153 119 ft-lbs
Deflection: 0.003 0.002 in
5LX5:
Post Desi n
Maximum Loads
Rear Front
Maximum Tension: -1277 -1208 lbs
Maximum Compression: 1278 1215 lbs
Maximum Shear N-S: 302 69 lbs
Maximum Shear E•W: 119 132 lbs
Maximum Moment N-S: 120 119 ft-lbs
Maximum Moment E-W: 259 163 ft-lbs
Deflection: 0.008 0.003 in
lonis PV 2024-028-CALC-0 1-00
Project Document Number
Structural Calculations DJ
Description Engineer
03/26/2024 9 of 21
Date Page engineering group
4LX4:
Post Desi n
Maximum Loads
Rear Front
Maximum Tension: -1043 -980 lbs
Maximum Compression: 1044 986 lbs
Maximum Shear N-S: 238 49 lbs
Maximum Shear E-W: 96 108 lbs
Maximum Moment N-S: 104 76 ft-lbs
Maximum Moment E-W: 186 126 ft-lbs
Deflection: 0.005 0.002 in
5LX7:
Post Desi n
Maximum Loads
Rear Front
Maximum Tension: -1475 -1392 lbs
Maximum Compression: 1476 1399 lbs
Maximum Shear N-S: 354 87 lbs
Maximum Shear E-W: 135 147 lbs
Maximum Moment N-S: 141 148 ft-lbs
Maximum Moment E-W: 299 189 ft-lbs
Deflection: 0.010 0.003 in
lonis PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-01-00
Document Number
DJ
Engineer
10 of 21
Page
Governing Loads on Anchorage (Array 5LX6):
engineering group
Array 5LX6 governs design of the anchorage. Note, the above loads are factored using ASD load combinations. In
order to adjust these loads for anchorage design (LRFD load combinations) they are divided by 0.6 to adjust for
the wind load factor. This is conservative when considering other load cases contributing to envelope reactions.
ASD Governing Loads:
T ma:r :== 1 !>31 lbf
V,na.r := 373 lbf
.M111a:r==lt, ft-lbf=1 89G in-lbf
LRFD Load Conversion:
T,ruu. T := • = 2ri!>2 lbf m;-a O.G
vmax V,na.r===().(;=G22 lbf
1\1,na.r . . .
Af111a:r === O.G =31GO in-lbf
Max tension
Max shear
Max moment
Max tension
Max shear
Max moment
lon'is PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-01-00
Document Number
DJ
Engineer
11 of 21
Page engineering group
Due to anchor spacing limitations in Hilti Profis software, the following calculation manually checks the anchors for
concrete breakout in tension. Note, the additional tension caused by the force couple imposed from the moment is
OK by inspection.
Concrete Breakout Check:
s1 :=3 in
,4,v,. •= win (AN,·, It• A Nro) = 9,1 .5 in 1
f'r := :moo psi
IT (h )r.r, Nb:=k,•Aa ·\-'·. • -!-1. ,{bf=(L',8,10") lb/ pst tn
.1 . ( I \ y',.,..N•=11unI , ,11=1
( 2·",") l +--l :i. h,,1 )
Effective embedmenth depth
Projected concrete fa ilure area
Number of anchors in tension
Anchor spacing
Anchor spacing
Projected concrete failure area of anchor group
Projected concrete failure area of anchor group
Concrete compressive strength
Modification factor for lightweight concrete
Modification factor for expansion anchor
Factor for post-installed anchors
Breakout strenqth of a single anchor in tension
Modification factor for critical edge distance
Modification factor for post-installed anchors
Modification factor for edge effects
Eccentricity factor
Modification factor for anchors loaded
eccentrically in tension
Strength reduction factor for Category 1
Condition B anchor
Demand to capacity ratio
lonis PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-0 1-00
Document Number
DJ
Engineer
12of21
Page engineering group
The concrete breakout demand to capacity ratio (OCR) calculated above is then combined with the shear OCR to
find the overall combination anchor utilization percentage. Note, the anchor spacing in HIL Tl was adjusted within
limitations of software such as to allow a combined assessment of anchor group capacity supplemented with
above breakout calculation for tension .
•=!!Siili ---------------------------H II ti PROFIS Engineering 3.0.92
www.hlttl.com
Company:
Mdren:
Phone I Fax·
Design:
Fastening point
Speclfl•~• comments:
1 Input data
Metal deck.
Metal deck type:
Ancho< ln1taltalJOn·
Anchor type and diameter:
Item number
Effecilve embedment depth·
Material·
Evaluation Se<voce Repon.
Issued I Valid.
Proof.
Stand-Off installatton.
Anchor plaleR •
Profile
Base material:
lnatallatlon:
Rer,fo,cement
Page:
I Drntta_Drafts_2024-028 lonls
Specifier.
E-Mail•
Date.
Verco W3 Formlok 3"
W1
On top of conc,ete-flled metal deck
Kwik Bolt TZ2 • CS 318 (2) hnom2
2210237 KB-TZ2 l/8x3 1/2
h.,"' = 2.000 In .. h..,.. = 2.500 lo
C..rt>on Steel
ESR-4266
12/17/2021 I 12/112023
Design Melhod ACI 318-19 I Mech lo concrete over metal ded< installat,on
e~ • 0.000 Wl. (no stand-off}. I • 0.188 In.
1. x ~ x I • 6 000 In. x 5.500 ,n x 0 188 in: (Recommended plate lhockno55. not calCulaled)
no profile
cracl<ed hghtweight concrete, 3000, f,' • 3,000 psi: n • 3 250 In.
hammer drilled hoM, lnstartatk>n condition: Dry
ten51on. not presenl shea< not presenl no supplemental spt,ttr,g retnlo«:ement present
edge relntorcemenl none or < No. 4 bar
" -The anchor calculation 1& based on e rigid anchor ptate assumpoon
Geometry lln.J & Looding llb, In.lb)
lrcJ,l,II ~ and NtWls ...-..t be CNCMd tor co,;'ormily wtn h uist.ng~ s"9 lor pllul,l:Oyt
PROf'tsEf'lglrWen"9(,)100~2024HMAG H~i4$d\lrMIHJl ia•Nt:• .. rtcl Trao.m.,tofHit!AG Sct\Un
312612024
ldnis PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-0 1-00
Document Number
DJ
Engineer
13 of 21
Page engineering group
1 : i i S • 1 _____________________ _
Hllll PROFIS Engineering 3.0.92
www.hiltl.com
Company:
Address:
Phone I Fax: i
Design: Orafts_Orafts_2024-028 lonls
Fastening point:
1.1 Design results
Case Oescnption
1 Combination 1
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force· (+Tens•on. -Compression)
Anchor Tension force Shear force Shear force x
1 243 155 0
2 243 155 0
3 1,033 155 0
4 1,033 155 0
max. concrete compressive strain· • ['Jo.]
max. concrete compressive stress: • [psi]
resulting tension force in (x/y)=(3.000/3.988): 2,552 [lb]
resulting compression force In (x/y)=(0.000/0.000): 0 (lb]
Page:
Specifier:
E-Mail·
Date:
Forces (lb]/ Moments pn.ibJ
N • 2,552; v, s O; v, • 622;
M, = 3,160; M, = 0, M, = 0;
Shear force y
155
155
155
155
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Seismic
no
Q 3
Te ·on
Load N •• llb] Capacity ♦ N. [lb) Ullllutlon PH• N .. t♦ N.
Steel Strength'
Pullout Strength"
Concrete Breakoul F allure ..
1,033
N/A
2.552
• highest loaded anchor "anchor group (anchors 1n tension)
Input 0.\1 and 1'9iU"ts must be c:haoked kx confcwm,ty wi1h ttw e»1t,ng oonditlonl and for plau51bl[tyl
PROFIS Enginecnng ( c) ?OOl--2014 HJII AG FL-9494 Sdvtan HJI & 1 reg sterod Tr,1demart ot H1lh AG Schun
4,869 22
N/A
2.619
N/A
98
2
3/26/2024
Max Util. Anchor (%)
98
0 2
Status
OK
NIA
OK
2
lonis PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-0 1-00
Document Number
DJ
Engineer
14 of 21
Page
,:,,s., ----------------------------H llt I PROFIS Engineering 3.0.92
www.hlltl.com
Company:
Address:
Phone I Fax:
Design:
Fastening point:
3.1 Steel Strength
N,. = ESR value
<i NN ~ N ..
Variables
A,.N (ln,7
0.05
Calculations
6,493
Results
N .. (lb)
6.493
I
Drafls_Drafls_2024--028 lonls
refer to ICC-ES ESR-4266
ACI 318-19 Table 17.5.2
IY'f (psi)
126,204
0.750
♦ N .. [lb)
4,869
N.,, [lb)
1,033
Input data and reds must btteheckad klf"confo,mtty wtih the •xiSting condroonl end for plausibll1yl
PROFIS Engneenng ( c) 2003-,C,2~ H11tt AG, FL-0494 Schaan H.,11 • a reg Mered Trademark of Htlti ,A.G Scnaan
Page:
Specifier:
E-Mail:
Date:
engineering group
3
3/26/2024
3
lonis PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-0 1-00
Document Number
DJ
Engineer
15 of 21
Page
i : 1 1 S • 1 _____________________ _
Hiltl PROFIS Engineering 3.0.92
www.hllli.com
Company:
Address:
Phone I Fax: I
Design: Drafts_Drafts_2024-028 lonis
Fastening point:
3.2 Concrete Breakout Failure
N,.. = (~) 'I' ocN v .. N 'l'c.N 'l'q,N Nb
~ N..,._,N.,.
A., see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
Variables
h,i [in.J e,1 • [ln.J &q N[lnJ
2 000 0.000 1.238
C [in.J k, ) ..
6.000 21 0.600
Calculations
AH< J1n.2J A,.,, [in.; V ecl.N
105.00 36.00 1.000
Results
Ng,q (lbJ ~ oontfeti ~ Neog [lb]
4,030 0.650 2,619
Page:
Specifier.
E-Mail·
Dale:
ACI 318-19 Eq. (17.6.2.1b)
ACI 318-19 Table 17.5.2
ACI 318-19 Eq. (17.6.2.1.4)
ACI 318-19 Eq. (17.6.2.3.1)
ACI 318-19 Eq. (17.6.2.4.1b)
ACI 318-19 Eq. (17.6.2.6.1b)
ACI 318-19 Eq. (17.6.2.2.1)
c,,_ ~n.J
1.000
t, [psiJ
3.000
lt' ec2,N
0.708 1.000
Nu, [lbJ
2.552
Input det.. and rewtt• must tK-checked b conformity with the emting oondi.taons and for ptau11bil lyt
PROFIS Engineonng ( c;) 2003-702_. H,111 AG FL-949' Scha11n Hihi fl I reg-slcrod TrAdemlltt of Hilt1 ... G. Sc:Man
1.000
engineering group
4
3/26/2024
1,952
4
lonis PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-01-00
Document Number
DJ
Engineer
16 of 21
Page
i : i i S • • ----------------------Hilli PROFIS Engineering 3.0.92
www.hlltl.com
Company:
Address:
Phone I Fax: I Design: Drafts_Drafts_2024-028 lonls
Fastening point:
4 Shear load
Load V.,. jib)
Steel Strenglh" 155
Sleel failure (wtth lover arm)" N/A
Pryoot Strength" 622
Concrete edge failure in direction •• N/A
• highest loaded anchor .. anchor group (relevanl anchors)
4. 1 Steel Strength
V,. = ESR value
♦ v_>v.,,.
Variables
refer to ICC-ES ESR-4266
ACI 318-19 Table 17.5.2
Page:
Specifier.
E-Mail:
Dalo:
Capacity♦ v. (lb)
2.201
N/A
3,985
N/A
Utlllz:atlon llv = v,.J♦ v.
8
N/A
16
engineering group
5
3126/2024
Status
OK
N/A
OK
NIA
A,.y [ln.2)
0.05
1.., !psi)
126,204 Governing shear utilization ratio
Calculations
V,. (lb]
3,386
Results
v,. lib)
3,386 0.650
V1111ibJ
2,201 155
Input dllla and resutb must btl Cheaked k>r conformrty with thtJ nisUri,g oondibon, 811d for plaus,bll tyl
PROFIS Engineenng ( c ) 2003-10~ HJti AG, Fl-04U.,t Schaan HiftJ II a regrs1ored Tradema,t of H11&, AG, Schaan
5
lonis PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-0 1-00
Document Number
DJ
Engineer
17 of 21
Page
i : 1 1 S • • ----------------------Hilti PROFIS Engineering 3.0.92
www.hilti.com
Company:
Address:
Phone I Fa.: I
Design: Drafls_Drafts_2024-028 loms
Fastening point:
4.2 Pryout Strength
V..,. = k.,. [(~:) '11,cN Vod.N 'l'cN Vq,N No ]
,i, v'-"'J ~ v.,. A.c see ACI 318-19. Section 17.6.2.1, Fig. R 17.6.2.1(b)
Variables
"'· h., fin.) e<J" (In)
2.000 0.000
"'"'i C (in.] kc
1.000 6.000 21
Calculations
&<s Pn.2J A....i (in.1 y ec1.N
105.00 36.00 1.000
Results
Vgog(lb) ♦ l)OnCfol1-♦ v000 (lb]
5,693 0.700 3,985
Page:
Specifier:
E-Mail·
Date·
ACI 318-19 Eq. (17.7.3.1b)
ACI 318-19 Table 17 .5.2
ACI 318-19 Eq. (17.6.2.1.4)
ACI 318·19 Eq. (17.6.2.3.1)
ACI 318-19 Eq. (17.6.2.4.l b)
ACI 318-19 Eq. (17.6.2.6.l b)
ACI 318-19 Eq. (17.6.2.2.1)
e<2 N (In.] c,.., pn.)
0.000
) .. ((psrJ
0.600 3.000
'l'.,a,N 'f'.c:1 ~
1.000 1.000
Vyo llb)
622
5 Combined tension and shear loads, per ACI 318-19 section 17.8
Ullhzation P.v (%) Status
0.974 0.156 1.000 95 OK
nNV = (fl. + nvl / 1.2 <= 1
Input data and NMl1s must be Cheoked to, conformity wi:h h emhng oonditions and for plau11bl,ty!
PROFIS Engineenng I c ) 2003-:1024 Hi'ti AG fl-949' Sc:hMn HJti ,s I rog,slorod Trademart of Hrlh AG Sct\lli.n
Vq,N
1.000
engineering group
6
3/26/2024
N• (lb]
1.952
6
lonis PV
Project
Structural Calculations
2024-028-CALC-0 1-00
Document Number
DJ
Description
03/26/2024
Date
Engineer
18 of 21
Page engineering group
•=iiS•• --------------------------------Hi It I PROFIS Engineering 3.0.92
www.hlltl.com
Company: Page: 7
Address: Specirier:
Phone I Fax: I E-Mail:
Design: Drafls_Drafts_2024-028 lonls Date: 3/26/2024
Fastening point:
6 Warnings
The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the
anchor plate is assumed to be sufficiently stiff. in order not to be deformed when subjected to the design loading. PROF IS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid Is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibil1tyl
Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
coocrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs
Refer lo the manufacturer's product literature for cleaning and installation instructions.
For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
Hilti post-Installed anchors shall be Installed In accordance with the Hilli Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19. Section 26.7.
Fastening meets the design criteria!
tnput dela and resufts must be dWK:iked k>f conlcwmity with 1he ex.ist.ing ooodi1aons and for plaus.bil'tyl
PROFIS Engeneenng ( c > 2003-202-' Hil1i AG Fl-9,194 SchMn H,!ti • • reg ~tcred Tr•oem¥t of Hilt1 AG Sc:hctan
7
lonis PV
Project
Structural Calculations
Description
03/26/2024
Date
2024-028-CALC-01-00
Document Number
DJ
Engineer
19 of 21
Page
i : 1 1 S • • ----------------------Hiltl PROFIS Engineering 3.0.92
www.hllU.com
Company:
Address:
Phone I Fax: I
Design: Drafts_Drafts_2024-028 lonls
Fastening point:
7 Installation data
Proftle: no profile
Hole diameter in the fixture: d, = 0.438 in.
Plate thickness (Input): 0.188 in.
Recommended plate thickness: not calculated
Drilling method: Hammer drilled
Cleaning: Manual cteamng of the drilled hole according to instructions for use is
required
Page:
Specifier:
E-Mail:
Date:
Anchor typo and diameter: Kw1k Bolt TZ2 -CS 3/8 (2)
hnom2
Item number: 2210237 KB-TZ2 3/8x3 1/2
Maximum installation torque: 361 in.lb
Hole diameler In the base material: 0.375 in.
Hole depth in the base material: 2.500 in
Mimmum thickness of the base material: 2.500 1n.
Hilt, KB-TZ2 stud anchor with 2.5 in embedment, 3/8 (2) hnom2. Carbon steel, installation per ESR-4266
7.1 Recommended accessories
Drilling Cleaning Setting
engineering group
8
3/26/2024
• Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless lmpacl tool
• Proper1y sized drill bit
Coordinates Anchor (in.)
Anchor x
1 -2.250
2 2.250
3 -2.250
4 2.250
y
-2.000
-2.000
2.000
2.000
y
3.000
0.750 4 500
c., c.,.
~ a.ta and ,.IUft, mint be et.eked tor confonnity with h ••••tJnQ oondrlion1 and for p~usiblM)'I
3.000
0.750
PROFIS Engi,,eenng ( c: )200)-,0]4 Hil\tAG, FL-9'94 Sch;um H.., "• ro0-11cred Tradenuirt of H•lt• AG Schlu,n
• Torque wrench
• Hammer
g ,-.
0
g
'-: N
§ ... X
g ,-. "' g
'-:
8
lonis PV
Project
Structural Calculations
2024-028-CALC-0 1-00
Document Number
DJ
Description
03/26/2024
Date
Engineer
20 of 21
Page engineering group
i : II S ~ • ----------------------Hilti PROFIS Engineering 3.0.92
www.hlltl.com
Company:
Address:
Phone I Fax: I
Page:
Specifier.
E-Mail:
9
Design: Drafts_Drafts_2024--028 lonls Date: 312612024
Fastening point
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in tho Software concern solely the use of HilU products and are based on tho principles. formulas and
security regulations in accordance with Hilli's technical directions and operating, mounting and assembly Instructions, etc., that must be strictly
cqmplied with by the user. All figures CQntained therein are average figures, ;;ind therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried oul by means of the Software are based essenlially 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 solo responsibility for having lhe results of lhe 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-<!ate version of the Software in each
case by carrying out manual updates via the Hilli Website. Hilti will not be liable for consequences, such as the recovery of losl or damaged data
or programs. arising from a culpable breach of duty by you
Input data and resutts must btt c::hecbd k>r conlormhy walh 1ha eJUSt,ng oondtllOnl and for plauSlblUyl
PROFIS Eng,n,NOng ( c) 2003-2024 Hi11JAG, FL~Qdi4 Schaan HJU 15 a reg~crod Trademar\ of Hifh AG Scha.lln
9
l'bnis PV
Project
Structural Calculations
Description
03/26/2024
Date
f:Jv ==O . 16
f:J.v+f:Jv 0.697 1.2
2024-028-CALC-01-00
Document Number
DJ
Engineer
21 of 21
Page
Tensile demand to capacity ratio
Shear demand to capacity ratio
engineering group
Combined shear and tensile utilization ratio
per ACI 318-14 Equation 17.6.3
The combined shear and tensile utilization ratio is < 1, anchorage design is OK.
~
C City of
Carlsbad
PURPOSE
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST
B-50
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www.carlsbadca.gov
This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements
apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit
application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document.
NOTE: The following type of permits are not required to fill out this form
❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool
The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to
the California Building Standards Code have imposed newer performance standards on building permit applications.
Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard,
which may exceed the CAP consistency checklist requirements
Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate
certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy
compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified
ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen
Inspector/Plans Examiner, or Green Building Residential Plan Examiner.
If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance,
check N/A and provide an explanation or code section describing the exception.
The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and
Green Code sections.
-
.. l / • • -. .J • .. ~ I -' • • ••
•, • , • ,. • ,:· ..... .,, ! I ' "j
Project Name/Building
Permit No.: Tl Ion is Photovoltaic System BP No.: CBC2024-01g Date: 5/6/24
Property Address/APN: 2830 Whiptail Loop, Carlsbad, CA 92010/208-120-23-00
Applicant Name/Co.: Wayne Sanders/Ion is Pharmaceuticals
Applicant Address: 2855 Gazelle Court Carlsbad, CA 92010
Contact Phone: 760-603-2562 Contact Email: wsanders@ionisph.com
Contact information of person completing this checklist (if different than above):
Name: Michael Georgievski Contact Phone: 516-318-9405
Company
name/address: H+W Engineering/1810 Gillespie Way Contact Email: michael@hwengr.com
B-50 Page 1 of 7 Revised 12/22
Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing
buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either
the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as
published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC).
Building Permit Valuation (BPV) $ breakdown_8_5_0_0_0_0 _______ _
I ConltMtlon Type I Complttt Section(•)
D Residential
D New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU
D Additions and alterations:
D BPV < $60,000 NIA All residential additions and alterations
D BPV ~ $60,000 1A,4A 1-2 family dwellings and townhouses with attached garages
D Electrical service panel upgrade only only.
*Multi-family dwellings only where interior finishes are
D BPV ~ $200,000 1A, 4A* removed and significant site work and upgrades to structural
and mechanical, electrical, and/or plumbing systems are
proposed
2B* *Multi-family dwellings only where ~$1,000,000 BPV AND
BPV;?; $1,000,000 affecting ~75% existing floor area
II] Nonresidential and hotels/motels
D New construction 1 B, 2B, 3B, 4B and 5
~ Alterations:
~ BPV ~ $200,000 or additions ~ 1B, 5 1,000 square feet
D BPV ~ $1,000,000 1B, 2B, 5 Building alterations of~ 75% existing gross floor area
~ 2,000 sq . ft. new roof addition 2B,5 1 B also applies if BPV ~ $200,000
Instructions:
1. Choose first between residential or non-residential based on the type of project being submitted.
2. Next chose between new construction or addition/alteration for residential or non-residential.
3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project.
4. Appropriate details must be included on the plans for selections made.
EXAMPLE:
Scope of work includes a new, 2 story, single family residential structure.
I
The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be
applicable. (Solar PV, water heating, EV charging) The • indicates that new detached ADU's are included.
EXAMPLE:
Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars.
The selections would be: Non-residential and Alteration BPV :2!: $1,000,000. CAP sections 1 B, 2B and 5 would be applicable to this project. (Energy
efficiency, Solar PV and Transportation Demand Management (TOM)*)
It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with
CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need
to attach to this checklist separate calculations and documentation as specified by the ordinances.
3
Checkllat Item
Check the approprlale boxes, explain al not applcable and exceplon llams, and pnMde aupporting calc11lat10111 and docunantatlon • IIIClllll'Y,
1. Energy Efficiency
Please refer to Section 18.30.060 of the Carlsbad Municipal Code {CMC) and Section 150.2 of the CEC for more information. Appropriate
details and notes must be placed on the plans according to selections chosen in the design.
A. 0 Residential addition or alteration ~ $60,000 building permit valuation.
Details of selection chosen below must be placed on the plans
referencing CMC 18.30.060.
D N/A _________ _
D Exception: Home energy score
'H (attach certification)
Year Built Single-family Requirements Multi-family Requirements
D Befcre 1978 Select one option:
D Duct sealing D Attic insulation □Cool roof D Attic insulation
D 1978 and later Select one option:
D Lighting package D Water heating package
D Between1978-1991 Select one option:
D Duct sealing D Attic insulation □ Cool roof
D 1992 and later Select one option:
D Lighting package D Water-heating package
B. 0 New Nonresidential construction {including additions over 1,000sf), new hotel/motel construction AND alterations ~
$200,000 building permit valuation. See Section 18.21.050 of the CMC and CALGreen Appendix AS.
At least one measure from each applicable building component required. 0 NIA Project is installing PV
AS.203.1.1 Choose one:
□ Outdoor lighting □ Restaurant service water heating {Section 140.5 of the CEC)
□ Warehouse dock seal doors □ Daylight design PAFs □ Exhaust air heat recovery
AS.203.1.2.1 Choose one: D .95 Energy budget
(Projects with indoor lighting OR mechanical)
D .90 Energy budget
(Projects with indoor lighting AND mechanical)
AS.211.1 .. D On-site renewable energy:
A5.211.3tt D Green power: {If offered by local utility provider, 50% minimum renewable sources)
AS.212.1 D Elevators and escalators:(Project with more than one elevator or two escalators)
AS.213.1 D Steelframing: {Providedetailsonplansforoptions1-4chosen)
* High-rise residential buildings are 4 or more stories.
0 N/A ----------
0 N/A _______ _
El N/A
0 N/A
El N/A
0 N/A. _______ _
** For alterations<!: $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply
with Section 18.030.040 of the CMC {section 2B below) instead.
4
2. Photovoltaic Systems
A □ Residential new construction. Refer to Section 150.1(c)14 of the CEC for single-family requirements and Section
170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water
heater pursuant to CAP section 3 below (residential water heating), Increase system size by .3kWdc if PV offset
option is selected.
Floor Plan ID (use additional CFA orSARA #d.u. Calculated kWdc* Exception
sheets if necessary)
D
□
D
□
Total System Size: kWdc
kWdc = (CFAx.572) / 1,000 + (1 .15 x #d.u.)
•Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type
If proposed system size is less than calculated size, please explain.
B. 0 Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects i:!!$1 ,000,000 BPV AND
affecting i:!!75% existing floor area, OR addition that increases roof area by i:!!2,000 square feet. Please refer to
Section 18.30.040 and 18.30.070 of the CMC when completing this section.
Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method)
D Gross Floor Area (GFA)Method
GFA: Min.System Size: kWd
D If< 1 O,OOOs.f. Enter: 5 kWdc
D If<!: 10,000s.f. calculate: 15 kWdc x (GFA/10,000) **
**Round building size factor to nearest tenth, and round system size to nearest whole number.
D Time-Dependent Valuation Method
C. 0
Annual TDV Energy use:*** ______ .x .80= Min. system size: ______ kWdc
*** Attach calculation documentation using modeling software approved by the California Energy Commission.
* All newly constructed non residential, hotel/motel and hlghrise multifamily buildings that are required by CEC section
140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non
residential, hoteVmotel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action
Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.1 O(a) and/or 170.2(9).
5
3. Water Heating
A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this
section. Provide complete details on the plans.
Residential new construction and alterations:
D Required: 60% of energy needed for service water heating from on-site solar or recovered energy.
For systems serving individual units, choose one system :
D Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise
residential only)
D Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required.
D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher.
D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors
D Gas or propane system with a solar water hearing system and recirculation system.
For systems serving multiple units, choose one system:
D Heat pump water heating system with recirculation loop tank and electric backup.
D Solar water heating system that is either:
D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recover
OR:
D System meets performance compliance requirements of section 150.1 (d) or 170.2(d) and deriving at least 60% of energy from
on-site solar or recovered energy.
D Exception: ______________________________________ _
8. Nonresidential and hoteUmotel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020
and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details
on the plans.
1. Non-residential:
D Required: Water heating system derives at least 40% of its energy from one of the following:
D Solar-thermal D Photovoltaics D Recovered energy
D Required: High-capacity service water heating system
2. Water heating system is (choose one):
D Heat pump water heater
D Electric resistance water heater(s)
D Solar water heating system with .40 solar savings fraction
3. Hotel/motel:
D Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC)
D Required: Located in garage or conditioned space
Exception:
6
4. Electric Vehlcle Charging
A D Residential • New construction and major alterations.* This section also applies to hotel/motel projects. Refer to Section
18.21.030 of the CMC and Section 4.106.4 of the GBSC when completing this section.
Choose one:
D One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed)
D New detached ADU. (no EV space required when no additional parking facilities are added)
D New one and two-family residential dwellings and townhouse with attached private garage.
D One EV Ready parking space required D Exception: __________ _
D New and major alterations to mufti.family and hotel/motel projects: D Exception: ________________ _
Total Parking Spaces Proposed EVSE Spaces
EV Capable (10% of total) I EV Readv (25% of Total) I EV chargers (5% of Total)
I I
*Major alterations are:
(1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuation ~$60,000 or
include an electrical service panel upgrade.
(2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, i nteriorfinishes a re
removed and significant site work and upgrades to structural and mechanical, electrical, a nd/orp I um bing systems are proposed.
B. D Non-Residential -New construction D Exception: ____________ _
Please refer to Section 18.21.040 of the CMC when completing this section
Total Parking Spaces
Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional)
I I I
Calculation: Refer to the table below:
Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS Qnstalled with EVSE)
□ 0-9 1 1
□ 10-25 4 1
□ 26-50 8 2
□ 51-75 13 3
□ 76-100 17 5
□ 101-150 25 6
□ 151-200 35 9
□ 201 andover 20 percent of total 25 percent of Required EV Spaces
Calculations: Total EV Capable spaces= .20 x Total parking spaces proposed (rounded up to nearest whole number)
EVSE Installed= Total EVSE Spacesx .25 (rounded up to nearest whole number)
EVSEother maybe "EV Ready" or "EV Space"
7
5. II] Transportation Demand Management (TOM): Nonresldentlal ONLY
An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT.
City staff will use the table below based on your submitted plans to determine whether your permit requires a TOM plan. If TOM is applicable to
your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details.
Acknowledgment:
Employee ADT Estimation for Various Commercial Uses
Use
Office (all)2
Restaurant
Retai'3
Industrial
Manufacturing
Warehousin
EmpADTfor
first 1,000 s.f.
20
11
8
4
4
4
EmpADTI
1000 s.f.1
13
11
4.5
3.5
3
1
1 Unless otherwise noted, rates estimated from /TE Trip
Generation Manual, 10'hEdition
2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to
calculate employee ADT
3 Retail uses include shopping center, variety store, supermarket,
gyms, pharmacy, etc.
Other commercial uses may be subject to special
consideration
sample ca1cu1atjons;
Office: 20,450 sf
1. 20,450 sf / 1000 x 20 = 409 Employee ADT
Retail: 9,334 sf
1. First 1,000 sf = 8 ADT
2. 9,334 sf -1,000 sf= 8,334 sf
3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT
I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be
contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance.
Applicant Signature: Michael Georgievski
Name: Michael Georgievski
Date: 5/20/24
Phone No.: 516-318-9405
8
C Cityof
Carlsbad
CLIMATE ACTION PLAN (CAP) COMPLIANCE
CAP Building Plan
Template
B-55
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California
Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the plans for all building permits that
are required to comply with the CAP measures:
1. ENERGY EFFICIENCY APPLICABLE: □YES II] NO
Complies with CMC 18.30.060
or 18.21.050 0Yes ON/A
Existing Structure, year built: ____ _
Prepared Energy Audit? Qes D No
Energy Score: _____ _
Efficiency Measures included in scope:
2. PHOTOVOLTAIC SYSTEM APPLICABLE: DYES [I] NO
Complies with CMC section 18.30.040 and 2022 California Energy
Code section 150.l(c)14 D Yes DIA
Size of PV system (kWdc):
Sizing PV by load calculations
If by Load Calculations:
0Yes 0No
Total calculated electrical load:
80% of load:
Exception Requested
Exception Approved BYes ~
Yes ONo
3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES [i)NO
4.
5.
Complies with CMC sections 18.30.020
18.20.030 and/or 18.30.050?
Alternative Source:
□ Electric
□ Passive Solar
Exception Requested
Exception Approved
ELECTRIC VEHICLE {EV) CHARGING APPLICABLE:
DYes
O Yes
DYES
□No
□No
li)No
Complies
section
with CMC
18.21.030?
Panel Upgrade?
D Yes ON/A 0 Yes 0No
Required Provided
Total EV Parking Spaces:
No. of EV Capable Spaces:
No. of EV Ready Spaces:
No. of EV Installed Spaces:
Hardship Requested
Hardship Approved
---0-Ves
□Yes
TRAFFIC DEMAND MANAGEMENT APPLICABLE:
Compliant?
TOM Report on file with city?
Building Permit Finaled
Revision Permit
Print Date: 07/31/2025
Job Address: 2830 WHIPTAIL LOOP, CARLSBAD, CA 92010
Permit No:
Status:
("cityof
Carlsbad
PREV2024-0157
Closed -Expired
Permit Type:
Parcel #:
BLDG-Permit Revision Work Class:
2091202900
$0.00
Track#:
Commercial Permit Revision
Applied: 08/21/2024
09/16/2024 Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#: CBC2024-0114
Plan Check#:
Issued:
Finaled Close Out:
Final Inspection:
INSPECTOR:
Description: IONIS: CHANGE IN RAPID SHUTDOWN DEVICE // CHANGE IN GROUNDING OF PANELS// NEW ANCHORS
Applicant:
CHAMPION PERMITS
TIM SEAMAN
112711TH ST
IMPERIAL BEACH, CA 91932-2901
(619) 993-8846
FEE
Property Owner:
GATEWAY PACIFIC VISTA LLC
300 N LAKE AVE, # STE 620
PASADENA, CA 91101-4120
BUILDING PLAN CHECK REVISION ADMIN FEE
FIRE Plan Review (per hr -Regular Office Hours)
THIRD PARTY REVIEW -Consultant Cost (BLDG)
Total Fees: $391.00 Total Payments To Date: $391.00
Building Division
Balance Due:
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
AMOUNT
$35.00
$176.00
$180.00
$0.00
Page 1 of 1
( City of
Carlsbad
PLAN CHECK REVISION OR
DEFERRED SUBMITTAL
APPLICATION
B-15
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www.carlsbadca.gov
(1 (byCityStaftJ
Original Plan Check Number CO L<K>?'1-() \l " Plan Revision Number .t>A!~VdlWY-O/S7
Project Address ______________________________ _
General Scope of Revision/Deferred Submittal: \)"~~-e(t,J ~°'~~~ <o\__,,,\~(./""'c-. ~<2-v,~ct_
~"'-"12,\,~ C.(<L.. D.Q...,'"'j u'o"'----~-%. ~Jt-U\..r, -~Ir c._/"'--~ ('.t.""" ~A l>Ao( ~
CONTACT INFORMATION:
Name Tim Seaman
Address p. 0. Box 5955 I
Phone 619-993-8846 ________ Fa . ._ ________ _
City Chula Vista Zip 91912
Email Address tim@championpermits.com
Original plans prepared by an architect or engineer, revisions must be signed & stamped by that
person.
1 . Elements revised: ~ Plans ~ Calculations D Soils D Energy D Other
2. 3.
Describe revisions in detail List page/s) where each
h\\_ \) c--.5,tL~ V~~A~l,~
\ '-.J '-.J
4. Does this revision, in any way, alter the exterior of the project?
5. Does this revision add ANY new floor area/s)?
6. Does this revision affect any fire related issues?
7. Is this a full set replace (all sheets)?
'Jc1ves
Oves
Oves
Wves
Date
revision is shown
1635 Faraday Avenue, Ca sbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Emai(: building@carlsbadca.gov
www.carlsbadca.gov
August 27, 2024
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
Carlsbad, CA 92008
Plan Review: Revision TI Jonis Pharmaceuticals System
Address: 2830 Whiptail Loop
Applicant Name: Tim Seaman
Applicant Email: Tim@Championpennits.com
OCCUPANCY AND BUILDING SUMMARY:
Occupancy Groups: B
Occupant Load: N/ A
Type of Construction: 11-8
Sprinklers: Yes
Stories: 3
Area of Work (sq. ft.): 14250 sq. ft.
The plans have been reviewed for coordination with the permit application.
Valuation:
Scope of Work:
Floor Area:
See Notes Below
Confirmed
See Notes Below
Notes: Valuation and fl oor area were not provided per pennit application
Attn: Building & Safety Department,
JTrue North
COMPLIANCE SERVICES
City of Carlsbad -FINAL REVIEW
City Pe1mitNo: PREV2024-01 57
True North No.: 24-0 I 8-728
True North Compliance Services, Inc. has completed the final review of the following documents for the project
referenced above on behalf of the City of Carlsbad:
I.
2.
Drawings: One (I) copy dated July 22, 2024, by Bryan Wayne.
Structural Calculations: One ( 1) copy dated July 22, 2024, by Daniel Aaron Junker.
The 2022 Cali fornia Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020
NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California
Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review.
Please note that our review has been completed and we have no further comments.
This project is Hourly. Please charge the applicant the fo llowing hours of plan review.
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562.733.8030
Review No. Hourly Rate Hours Total
1st/Final Review $120.00 1.5 $180.00
Total $180.00
We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any
questions or if we can be of further assistance.
Sincerely,
True North Compliance Services
Review By: Ali AI-Murshid -Plan Review Engineer
Quality Review By: Alaa Atassi -Plan Review Engineer
STRUCTURAL CALCULATIONS
engineering group
lonis Solar
2830 Whiptail Loop, Carlsbad, CA 92010
Revision 2
c,.,.,,
JEG Document: 2024-028-CALC-01-02
Submitted: 07/22/2024
Prepared for:
H+W Engineering
Michael Georgievski
michael@hwengr.com
1810 Gillespie Way, Suite 207, El Cajon, CA 92020
619.659.8234
Prepared by:
Junker Engineering Group
Dan Junker, SE
dan@junkereng.com
8950 Jefferson Ave, La Mesa, CA 91941
619.606.5058
build better together.
PREV2024-0157
2830 WHIPTAIL LOOP
Commercjal Permit Reyjsion: IONIS: CHANGE IN RAPID SHUTDOWN
DEVICE// CHANGF IN GROUNDING OF PANELS // NEW ANCHORS
2091202900
CBC2024-0114 8/21/2024
PREV2024-0157
www .junkereng.com
lonis Solar JEG Doc: 2024-028-CALC-01-02 Page 12
Document History
Document/ Revision Date Reason for Revision Approved by Revision#
2024-028-CALC-01-00 03/26/2024 Initial Release DJ
2024-028-CALC-01-01 05/16/2024 Updates oer Review Comments DJ
2024-028-CALC-01-02 07/22/2024 Updated Anchoraoe Desion DJ
Table of Contents
Document History ....................................................................................................................................................... 2
Table of Contents ....................................................................................................................................................... 2
Introduction & Objectives ............................................................................................................................................ 3
Introduction ................................................................................................................................................................. 3
Scope of Work .................................................................................................................................................... 3
Inputs and References ............................................................................................................................................... 3
Applicable Codes, Standards, & References ............................................................................................................. 3
Inputs .......................................................................................................................................................................... 3
Seismic Parameters ........................................................................................................................................... 3
Detailed Calculations .................................................................................................................................................. 5
(E) Roof Framing ........................................................................................................................................................ 5
Anchorage .................................................................................................................................................................. 6
Solar Array .......................................................................................................................................................... 6
Rooftop Inverter ................................................................................................................................................ 23
build better together. www .junkereng.com
lonis Solar JEG Doc: 2024-028-CALC-01 -02
Introduction & Objectives
Introduction
Scope of Work
Page 13
H+W Engineering, Inc. (client) has retained Junker Engineering Group to provide the anchorage design for new
solar panel arrays to be placed on the rooftop of a new building located at 2830 Whiptail Drive, Carlsbad, CA
92010. Please note, design of the racking itself is provided by others (racking manufacturer) and provided under
separate cover. Additionally, the roof framing of the building has been pre-designed by the building shell
Structural Engineer of Record (SEOR) considering the future installation of the subject solar panel systems.
Please refer to following sections of this report for more detail.
Inputs and References
This section outlines the various inputs and references that were used in the development of this engineering
report.
Applicable Codes, Standards, & References
1. Codes and Standards:
1.1. CBC 2022: "California Building Code"
1.2. ASCE 7-16: "Minimum Design Loads for Buildings and Other Structures"
1. Reference Documents:
1.1. Electrical Drawings by H+W Engineering, Inc., "lonis PV", Project #24-016
1.2. Structural Calculations by KPFF Consulting Engineers, "lonis Lots 21 & 22 Shell", Project #2100173
1.3. Structural Drawings by DGA, "Shell Package-lonis Pharmaceuticals Shell Project", Dated 12/04/2023
1.4. Unirac Structural Calculations, "Greentech Renewables -San Diego-2850 Gazelle Ct U-LA -Rev O"
Inputs
The following are inputs to the engineering report:
Seismic Parameters
The following seismic parameters used throughout this report are obtained from the above referenced KPFF
Consulting Engineers structural calculations (SEOR for building shell):
Besoonse soc:ctrum Procc:dure per ASCE Z-16, Chapter 12,9
Ss=0.928g
S1= 0.341g
Site Class = C
F. = Per geotech
F. = Per geotech
Sos= 2/3 F.Ss= 0.742g
Soi= 2/3 F.S, = 0.341g
SDC =D
Tt = 7 or 8 sec
build better together.
Short Spectral Acceleration per Figure 22-1
1 second Spectral Acceleration per Figure 22-2
Soll Profile Table 20.3-1
Site coefficient Per Table 11.4-1
Site coefficient Per CBC Table 11.4-2
Design Short Spectral Accelerat ion (11.4-3)
Design 1 second Spectral Acceleration (11.4-4)
Seismic Design Category per Tables 11.6-1 and 11.6-2
Per Figure 22-12
www .junkereng.com
lonis Solar JEG Doc: 2024-028-CALC-01-02 Page 14
Per ASCE7-16, Chapter 13, Table 13.6-1 "Seismic Coefficients for Mechanical and Electrical Components"
Table 13.6-1 Selamlc Coefficient• fo,-Mechanical and Electrlcal Component•
<kt1er~100. ba1tcl'11$. ln\lttte:rs, nlllLOlll, tnil"'fonncr~. and 0!111:r ~lc,:trlcal co11tp01ien1s c~ of hi~h-oefunn.,bilit)' rllfllmals 2½ 2
build better together. www .junkereng.com
lonis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
5 of 26
Page
Detailed Calculations
engineering group
Note, calculations pertaining to the solar panel racking system required per ASCE 7-16 Chapter 13, "Seismic
Design Requirements for Nonstructural Components" Section 13.6.12 "Rooftop Solar Panels" are out of the scope
of this report. For all calculations pertaining to the check of the solar panel racking system see Unirac Engineering
Report dated 03/07/2024, referenced herein. Additionally, see following sections for more information regarding
building roof framing.
(E) Roof Framing
The roof framing of the existing building (and main lateral force resisting system) was designed factoring in the
effects of the solar panel loads. Please see .section "Loading Criteria" in the Structural Calculations by KPFF
Consulting Engineers (SEOR) referenced herein for further detailed calculations.
Roof Loads
Area Area Description
R2 Roof -3-1/4• u,htweilftt Concrete on 3• deck
SMPCrifflDOScd Loads;
Roofins (2.Spsf) and lnsul (20" max, 6"min -13" averase @ o.s
Ushts, ducts, & sprinklers
Cellln and Flreproofins
ar P
Weight
Comments
Two Hour
9.0 psf Includes allowance for one re-roof
S.0 psf
3.0 psf
S.O psf
_ .. 3
11111
.0-psf
Total Superimposed Dead Load = 25.0 psf Superimposed DL to Model
lonis PV
Project
Structural Calculations
Description
07/22/2024
Date
Anchorage
Solar Array
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
6 of 26
Page
The solar array is to be placed on the roof (3 1/4" LWC over W3 deck).
engineering group
Maximum loads imposed on the anchorage are obtained from the Unirac Engineering Report. Note, this report
provides load demands for each solar array shown below:
3LX7 3LX
Figure -Solar Arrays at Rooftop
LX6
4LX4
~
ffi
ffi
lonis PV 2024-028-CALC-0 1-02
Project Document Number
Structural Calculations DJ
Description Engineer
07/22/2024 7 of 26
Date Page engineering group
The following tables list the maximum post load demands for each solar array:
3LX7
Post
Muimumloads
Rear Front
Mlllllmum Tension: -1095 -1018 lbs
Maximum Compression: 1096 1024 lbs
Mplmum Shear N-S: 245 62 lbs
Maximum Shear E·W: 94 110 lbs
MP1mum Moment N-5: 110 83 ft-lbs
Maximum Moment E•W: 165 130 ft-lbs
Deflection: 0.004 0.002 In
3LX6:
Post Des
Maximum Loads
Rear Front
Maximum Tension: -1190 -1101 lbs
Maximum Compression: 1191 1107 lbs
Maximum Shear N-5: 267 73 lbs
Maximum Shear E-W: 103 121 lbs
Maximum Moment N-5: 91 99 ft-lbs
Maximum Moment E•W: 182 14S ft-lbs
Deflection: 0.004 0.002 In
3LX8:
Post Desi n
Maximum L.oeds
Rear Front
Maximum Tension: 1043 ·964 lbs
Maximum Compression: 1044 970 lbs
Maximum Shear N-S: 232 57 lbs
Maximum Shear E•W: 91 108 lbs
Maximum Moment N-5: 99 76 ft-lbs
Maximum Moment E•W: 157 123 ft.fbs
0enection: 0.003 0.002 In
4LX13:
Post Desi n
Maximum loads
Rear Front
Maximum Tension: -1310 ·1230 lbs
Maximum Compression: 1311 U36 lbs
Maximum Shear N•S: 301 70 lbs
Maximum Shear E-W: 118 136 lbs
Maximum Moment N·S: 123 107 ft-lbs
Maximum Moment E-W: 233 164 ft-lbs
Deflection: 0.006 0.003 in
lonis PV 2024-028-CALC-0 1-02
Project Document Number
Structural Calculations DJ
Description Engineer
07/22/2024 8 of26
Date Page engineering group
5LX3:
Post n
Mulmum loads
Rear Front
Maximum Tension: -1321 -1248 lbs
Maximum Compression: 1322 1255 lbs
Maximum Shear N-S: 312 70 lbs
Maximum Shear E-W: 126 137 lbs
Maximum Moment N-S: 126 121 ft-lbs
Maximum Moment E-W: 276 173 ft-lbs
Deflection: 0.009 0.003 in
5LX6:
Post Des
Maximum Loads
Rear Front
Maximum Tension: -1531 -1445 lbs
Maximum Compression: 1532 1452 lbs
Maximum Shear N-S: 373 100 lbs
Maximum Shear E-W: 140 153 lbs
Maximum Moment N-S: 158 169 ft-lbs
Maximum Moment E·W: 313 199 ft-lbs
Deflect ion: 0.011 0.004 In
3LX5:
Post Des
Maximum Loads
Rear Front
MaJ1imum Tension: -996 -920 lbs
Maximum Compression: 997 926 lbs
Maximum Shear N-S: 221 52 lbs
Maximum Shear E-W: 90 105 lbs
Maximum Moment N-S: 96 69 ft-lbs
Maximum Moment E-W: 153 119 ft-lbs
Deflection: 0.003 0.002 in
5LX5:
Post Des
Maximum Loads
Rear Front
Maximum Tension: -1277 -1208 lbs
Maximum Compression: 1278 1215 lbs
Maximum Shear N-S: 302 69 lbs
Maximum Shear E-W: 119 132 lbs
Maximum Moment N-S: 120 119 ft-lbs
Maximum Moment E-W: 259 163 ft-lbs
Deflection: 0.008 0.003 in
ionis PV 2024-028-CALC-0 1-02
Project Document Number
Structural Calculations DJ
Description Engineer
07/22/2024 9 of 26
Date Page engineering group
4LX4:
Post Desi n
Maximum Loads
Rear Front
Maximum Tension: -1043 -980 lbs
Maximum Compression: 1044 986 lbs
Maximum Shear N-S: 238 49 lbs
Maximum Shear E-W: 96 108 lbs
Maximum Moment N-S: 104 76 ft-lbs
Maximum Moment E-W: 186 126 ft-lbs
Deflection: 0.005 0.002 In
5LX7:
Post Des n
Maximum Loads
Rear Front
Maximum Tension: -1475 -1392 lbs
Maximum Compression: 1476 1399 lbs
Maximum Shear N-S: 354 87 lbs
Maximum Shear E-W: 135 147 lbs
Maximum Moment N-S: 141 148 ft-lbs
Maximum Moment E-W: 299 189 ft-lbs
Deflection: 0.010 0.003 In
ionis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
10 of 26
Page
Governing Loads on Anchorage (Array 5LX6):
engineering group
Array 5LX6 governs design of the anchorage. Note, the above loads are factored using ASD load combinations. In
order to adjust these loads for anchorage design (LRFD load combinations) they are divided by 0.6 to adjust for
the wind load factor. This is conservative when considering other load cases contributing to envelope reactions.
ASD Governing Loads:
Aif ma:z: := H,8 ft O lbf = 1896 in° lbf
LRFD Load Conversion:
T,na:r: T . := • =2552 lb'
T7Ul3: 0. 6 'J
vmaz V,nn-:=--=622 lb' ·-· O.G 'J
M M := max =3160 in °lb' ma:z: 0.6 'J
Max tension
Max shear
Max moment
Max tension
Max shear
Max moment
ionis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
11 of 26
Page engineering group
Due to anchor spacing limitations in Hilti Profis software, the following calculation manually checks the anchors for
concrete breakout in tension. Note, the additional tension caused by the force couple imposed from the moment is
OK by inspection.
Concrete Breakout Check:
Ii.,,== I .BG in
n:='1
111 :=Jin
A • ( A A ) G.'" G 1·n 2 /Vr :=nun ",vro n• /Va, = ••
l'r. := 3000 pm
"P,·.,v := I A
"Poo.N := I
Effective embedmenth depth
Projected concrete failure area
Number of anchors In tension
Anchor spacinQ
Anchor spacinQ
Projected concrete failure area of anchor group
Projected concrete failure area of anchor group
Concrete compressive strength
Modification factor for lightweioht concrete
Modification factor for screw anchor
Factor for post-installed anchors
Breakout strength of a single anchor in tension
Modification factor for critical edge distance
Modification factor for post-installed anc hors
Modification factor for edge effects
Eccentricity factor
Modification factor for anchors loaded
eccentrically in tension
Strength reduction factor for Cateoorv 1
Condition B anchor
"-"' N ,:1,y:=efJ •--" •1P,r.N·t/J<1dJ\•·1P,.11,··1P,p.N •Nb=:l5B2 lbJ Nominal concrete breakout strength
A,v,., per ACI 318-14 Eq, 17.4,2.l b
• T,,..u /X.,/lv:=--=0.712
' !\',1,g
Demand to capacity ratio
ionis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
12 of 26
Page engineering group
The concrete breakout demand to capacity ratio (OCR) calculated above is then combined with the shear OCR to
find the overall combination anchor utilization percentage. Note, the anchor spacing in HIL Tl was adjusted within
limitations of software such as to allow a combined assessment of anchor group capacity supplemented with
above breakout calculation for tension.
i = II S ; • ----------------------Hut, PROFIS Engineering 3.1.1
www.hlltl.com
Company:
Address:
Phone I Fax:
Design:
Fastening point
Specifier'• comment&:
1 Input data
Metal deck:
Metal deck lype:
Anchor lfl618Nalion:
Anchor type and dla-.r:
Item number:
Specif,catlon teKt·
Effective embedment depth:
Matena1:
EvallNltion Service Report;
Issued I Valid:
Prool:
Stand-of! installation:
Anchor plate• :
Pror~e:
Base material:
lnatallatlon:
Reinforcement·
Page:
Speciroer:
I E·Mall:
2024-028 lonls KH-EZ Date:
Varco W3 Fonnlok 3•
W1
On top or c:oncrele•mled metal ded<
KWIK HUS-EZ (KH-EZ) 3111 (2 1/2)
418057 KH,EZ 318••3•
Hilli KH·EZ ecrew anchor with 2.5 In
embedment, 3/8 (2 1/2), Carbon steel,
Installation per ESR-3027
ti.,..., S 1.860 In., ti_. C 2.500 In.
Cerbon Sleel
ESR-3027
12/1/2023 112/1/2025
Design Method ACI 318-19 / Mech In concrete o-metal deck Installation
e_ • 0.000 in. (no stand-of!); t • 0.188 in.
~ • 1, x t = 6.000 in. x 5.500 In. x 0.188 In.: (Recommended plate lhlcl<ness: not calculated)
no profile
crad<ed lightweight concrete, 3000, r; = 3.000 psi: h = 3.250 in.
hammer drtlled hole, lnatallatlon condition: Dry
tension: not present, shear. not present; no supplemental splitting reinloroement present
edge reinforcement none o, < No. 4 bar
• • The anchOr catculatlon Is based on a rigid anchor plate assumption.
lnplA dll\a and ,_.._.., mull bt ~ltd b conlotmlly -'lh h •ldltlnQ oondiilDrc and tor~
PROFIS EnQinMring ( c) 2003-202A Kl'li N3. FL,9494 Schun Hi1i ia • r99..1lefed TrlMSemMt Cl Hi1i AG, Sc:hun
7/18/202<1
ionis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
13 of 26
Page
i = ii S • • ----------------------Hlltl PROFIS Engineering 3.1.1 •
www.hlltl.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
Design: 2024-028 loots KH·EZ Date:
F astenlng point:
Geometry (In.) & Loading [lb, In.lb]
tlpul dil1I and reds must be checUd tor confo,rnHy wWt b •UIUnQ oondiliioM end for pilU:11.lliht)'t
f'ROFIS E~ ( o) 2003-202• Ho1i NJ, A.•9'1M Sc:Non H Iii ii• "'ll"lered Tradem..t. cl HiJtt AG, Sd>un
engineering group
2
7/18/2024
2
ionis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-01-02
Document Number
DJ
Engineer
14 of 26
Page
i = II S ; • ----------------------Hlltl PROFIS Engineering 3.1.1
www.hlHl.com
Company: Page:
Address: Specmer:
Phone I Fax: I E-Mail:
Design: 2024-028 lonis KH-EZ Date:
Faste~ point
engineering group
3
711812024
1.1 Dnlgn ,.•ult•
Case Oescriptlon FOl'C8S Pbl / Moments pnJb) Sel&mlc Max. Utll. Anchor [%)
Combination 1 N • 2,552; V, • O: V, • 622;
M, • 3,160: M, • O: M, • O:
no 129
2 Load case/Resulting anchor forces
Anchor reaction■ (lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force
1 243 155
2 243 155
3
4
1,033
1,033
155
155
max. concrete compressive strain: • (%,I
max. concrete compressive stress: • [psi)
resulting tension force in (llly)=(0.000/1.238): 2,552 [lbl
resulting compression force In (lily):(./•): 0 [lb)
Shear force x
0
0
0
0
Shear force y
155
155
155
155
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
y
Te '
Load N .. [lb) Capacity ♦ N. (lb) Utilization II.• N...,. N.
Steel Strength· 1,033 6,718 16
Pullout Strength• N/A N/A NIA
Conaete Breakout Fafture .. 2,552 1,979
• highest loaded anchor "anchor group (anchors In tension)
OK in concrete breakout, see calculations above.
Governing shear utilization ratio = 21 %, see page
17 of calculations.
-----bo..-edlorc:onlormlly-1hoedstng-•-lor-1Jlloly1
PROl'IS E~ ( c) 200,-2024 Hoti AG. Fl,9404 Schoon HJli ia a regls-T,ad4maot ol lW AG. Schaon
Status
OK
NIA
t recommended
3
ionis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
15 of 26
Page
i = 11 S ; • ----------------------Hlltl PROFIS Engineering 3.1.1
www.hiltl.com
Company:
Address:
Phone I Fax:
Design:
F astenlng point:
3.1 SINI Strength
N,. = ESR value
♦ N .. .: N,.
v..iablea
:\,N (in.;
0.09
CalculaUona
10,335
RHufta
10,335
I
2024--028 lonis KH-EZ
refer to ICC-ES ESR-3027
ACI 318-19 Table 17.52
!.,.(psi)
120,300
0.650
♦ N,. (lb]
6,718
Nl!l [ib]
1.033
....,..,. .. .., ,........,.. 1,o-.., '°' c:onlotml!ywi1hthtl o,;m,g...-..., ,o,-o,;uy1
PROFIS E~ ( c 110())-202;1 Hil'li HJ, FL.0.09' Schun HJli ii• rep-Trod-ol tMII AG, 5<Non
Page:
Specmer.
E-Meil:
Date:
engineering group
4
7/18/2024
4
·1onis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
16 of 26
Page
i = II S ; • ----------------------Hlltl PROFIS EnglnHrlng 3.1.1
www.hlltl.com
Company:
Address:
Phone I Fax: I Design: 202A-028 lonls KH-EZ
F astenlng point
3.2 Concrete BrHkout Failure
Nd>II = (~) 't' oc.N "'""-" 'l'.,N 'l'coN N•
♦ N00g :t N,.
A,.. see ACt 318-19, Seciion 17.6.2.1, Fig. R 17.6.2.1(b)
A,.., •9h~
'l'oc,N =(1 ♦~) s 1,0
3h11
"',.,. = 0.1 + o.3 ( ~:'5'1:'.,) s 1.0
'II q,,N • MAX(~,
1
:.:") S 1.0
N,, = k, ). , l. h~.6
Variables
h.,Pn.J 8sJN pn.J eq,N [In.)
1.860 0.000 1.238
C [In.) k,, } ...
7.500 17 0.600
Calculatlon1
A,., pn.2) A..,g Pn.i \/ «1,N
96.57 31.14 1.000
RHUIII
N,.., [lb) ♦....,. ... ♦ N...,[lbJ
3,044 0.650 1,979
Page:
Specifier.
E-Mail:
Date:
ACI 316-19 Eq. (17.6.2.1b)
ACI 316-19 Table 17.5.2
ACI 316-19 Eq. (17.6.2.1.4)
AC! 316-19 Eq. (17.6.2.3.1)
ACI 316-19 Eq. (17.6.2.4.1b)
ACI 316-19 Eq. (17.6.2.6.1b)
ACt 316-19 Eq. (17.6.2.2.1)
c,...,[ln.J .. 1.000
f~ [pslJ
3.000
.,, OC2,N
0.693 1.000
N._[lbJ
2,552
Input dltta Md tflUft1 must t. ~ for confonTiity with ,_ •mla'l9 oandiliDna and tor ~'billfyt
PROFISE~{ct2003-20.!~HiliAG,Fl·9'94SchunH,IIJlureg' .. -Trod..,,.,..olHilriAG.S..-
1.000
engineering group
5
711812024
1,417
5
ionis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
17 of 26
Page
i = II S ; • ----------------------Hlltl PROFIS EnglnHrlng 3.1.1
www.hiltl.com
Company:
Address:
Phone I Fax: I Design: 2024-028 lonis KH-EZ
4 Shear load
LoadV .. llb]
Steel Strength• 155
Steel failure (with lever arm)' NIA
Pryout Strength'' 622
Concrete edge failure in direction ·• NIA
• highest loaded anchor ••anchor group (relevant anchonl)
4.1 Slffl Strength
Variables
A,,y [ln.i
0.09
Calculations
VH [lb]
5,185
Results
5,185
refer to ICC-ES ESR-3027
ACI 318-19 Table 17.5.2
,,.. (psi)
120,300
0.600 3,111 155
qlUt Oita and N-MA1J mutt. be died.ad lor conformity wit, h •llisli1g ooncffonl and for plausi'bllilyl
Page:
Specifier:
E-Mail:
Date:
Capacity ♦ V • (lb]
3,111
NIA
3,077
NIA
PROf1S E~ (<I 2003-202• Hil1i NJ, Fl•ll'IM Schun H ia a n,g-Trademof1< ol Hilli AG . S<haan
Utiliutlon llv • V..,. V •
5
NIA
21
NIA
engineering group
6
7118/2024
Status
OK
NIA
OK
NIA
6
ioriis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
18 of 26
Page
i = i i S ; • ---------------------Hlltl PROFIS Engineering 3.1.1
www.hiltl.com
Company:
Address:
Phone I Fax: I
Design: 202A-028 lonis KH-EZ
F astenlng point:
,.2 Pryout Strength
Vq,g = k,,p [(~} 'I' .. ,H 'l'od,N 'l'c,N 'l'.,,.N N•]
♦ v""' ~ v.,.
~ see ACI 318-19, Section 17.6.2. 1, Fig. R 17.6.2.1(b)
Ai<co "9h~
'l'oc,N : ( ♦~) ;S 1,0 1 3 h.,
'I' edN "'0.7 + 0.3 a~:.,) S 1.0
"'"'·" • MAX(~. l.5h-,) s 1.0 Cec C,c
N. = kc l. • ..ff. h',;,6
Variables
1.000
Calculation•
A,.. Pn,21
96.57
RHulta
V ... [lb)
4,395
h.,rn,J
1.860
C [in.)
7.500
A,... vn.i
31.14
♦ .... , ....
0.700
ecJ,N (in.)
0.000
k.
17
\/ tc1,N
1.000
♦ V51111 ~b]
3,077
Page:
Specmer:
E-Meil:
Date:
ACI 318-19 Eq. (17.7.3.1b)
ACI 318-19 Table 17.5.2
ACI 318-19 Eq. (17.6.2.1.4)
ACI 318-19 Eq. (17.6.2.3.1)
ACI 318-19 Eq. (17.6.2.4.1b)
ACI 318-19 Eq. (17.6.2.6.1b)
ACI 318-19 Eq. (17.6.2.2.1)
e.,. (in.) c.,.., [ln.J
0.000 ..
). . '· [psi]
0.600 3,000
'I' ec2,H 'l'edN
1.000 1.000
V18 [1b)
622
5 Combined tension and shear loads, per ACI 318-19 section 17.8
Ublizalion P.,y [%] Status
1.290 0.202 1.000 125 not reoommended
lnpul cllllo ond ..-muat bo-ed tor conl-wilh Ile o.i.t.,,g -• and to, p1ous,11;i,ty1
PROFISE~(c )2003-202• HitiMl. fl,9494 Schun Hilli il • reg;.-T-ol~AG, Schun
'I' co.H
1.000
engineering group
7
71181202A
N• [lb)
1,417
7
ionis PV
Project
Structural Calculations
2024-028-CALC-0 1-02
Document Number
DJ
Description
07/22/2024
Date
Engineer
19 of 26
Page engineering group
i = 11 S ; • ----------------------Hlltl PROFIS EnglnHrlng 3.1.1
www.hlltl.com
Company: Page: 8
Address: Specifier:
Phono I Fax: I E-Mail:
Design: 2024-028 lonis KH-EZ Date: 7/18/2024
Fastening point:
&Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates por current regulations (AS 5216:2021. ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered • the
anchor plate Is assumed to be soffidenlly stiff, In order not,to be deformed when subjected to the design loading. PROFtS Engineering calculates
the minimum required encllor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption Is valid is not carried out by PROFIS Engineering. Input d&ta and results must be checi<ad for
agreement with the existing conditions and for plausibility!
• Condition A applies where the potential concrete faHure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structure! member. Condition B applies where such supptementery reinforcement Is not provided, or where pullout
or pryout strength oo-ns.
• Refer to the manufacturer's product literature for cleaning and Installation Instructions.
• For additional Information about ACI 318 strength design provisions, please go to https://submittals.us.hllti.com/PROFISAnchotl)esignGulde/
• Hiltl post-Installed anchors shall be installed In accordance with the HIIU Manufadurefs Printed lnstallaUon Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening does not meet the design criteria!
Input dlta Ind tflU!is mus1 be Cllod<ed lo< confOffflltywW, llll e.is&l(j -Ind lo< pleut,l>lityl
PROFIS E~ ( <) 200:1-:1024 Hni Mi. F L-11>19' Schaan HJIJ II o iwgi_ T ...,.._ af ,.!ti A G , 5cNM
8
·1onis PV
Project
Structural Calculations
Description
07/22/2024
Date
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
20 of 26
Page
i = 11 S ; • ----------------------Hlhl PROFIS EnglnHrlng 3.1.1
www.hlttl.com
Company: Page:
Address: Specifoer:
Phone I Fax: I E-Mail:
engineering group
9
Design: 2024-028 lonis KH-EZ Date: 7/18/2024
Fastening point
7 Installation data
Profile: no profile
Hole diameter In the fixture: d1 • 0.500 In.
Plate thickness (Input): 0.188 In.
Recommended plate thickness: not calculated
Drilling method: HalTVTl8r drilled
Cleaning: Manual cleaning of the drilled hole according to Instructions for use Is
required.
Anchor typo and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (2
112)
Item number: 416057 KH-EZ 3/6°x3"
Maximum installation torque: 460 In.lb
Hole diameter in the base material: 0.375 in.
Hole depth In the base material: 2.500 In.
Minimum thickness of the base material: 2.500 In.
Hilti KH-EZ screw anchor with 2.6 In embedment, 3/8 (2 112), Carbon steel, installation per ESR-3027
7.1 Recommended ■ccuaort.1
Drilling
• Suitable Rotary Hemmer
• Property sized drill bit
Coordlnete1 Anchor [ln.]
Anchor
1
2
3
4
It
-2.250
2.250
-2.250
2.250
y
-2.000
-2.000
2.000
2.000
Cleaning
• Manual blow-out pump
y
3.000
0.750 4.600
c ..
1rf,ut dnl and red• muse be Cheot.e<f b confonnfty with._ •ualflg oancMiDM and for plwl,bilflyt
3.000
PROflS E~ ( • )20ro-202A HI,; Nl. A.-IMIM Sdwln H ii o regiloerocl Troclomort< ol ~ AG, S<hun
Setting
• Torque wrench
~ .... c:i
:il .... r,i
§ • X
~ .... N
:il .... c:i
0.750
9
·Ionis PV 2024-028-CALC-01-02
Project
Structural Calculations
Document Number
DJ
Description
07/22/2024
Engineer
21 of 26 engineering group Date Page
i = I I S ; • ----------------------Hlltl PROFIS Engineering 3.1.1
www.hlltl.com
Company: Page: 10
Address: Specifl8<:
Phone I Fax: I E•Mall:
Design: 2024-028 Ionia KH·EZ Data: 7/18/2024
F astaning point
8 Remarks; Your Cooperation Duties
• Arly and al information and data contained In the Software concern solely the uso of HUii products and are based on the principles, fOffllUlas and
sea.irity regulations In accordance with Hlltl's technical directions and operating, mounting and asaembly Instructions. ate., that must be strictly
complied with by the user. All figures contained therein are ave~ 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 meens of the Software ere based essentially on the date you put In.
Therefore. you bear the sole responsibility for the absence of enors, Iha completeness and the relevance of Iha date to be put in by you.
Moroover, you bear sole responsiblllty for having the results of the calculation chocked and cleared by an eKper1, particularly with regard lo
compliance with applicable norms and permits. prior to using them for your specif1e facility. The Software serves only as an a1d lo Interpret norms
and permits without any guarantee as to the absence of errors. the correctness and the relevance of Iha results or suitability for a specific
application.
• You must take all necassary and reasonable steps to prevent or limh 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 Hllti on a ragula.r basis. If you do not use
the AutoUpdata function of the Software, you must ensure that you are using the current and thus up-to-dale version of Iha Software in each
case by carrying out manual updatas via the Hini Website. Hllti will not be Uable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
Input dOla and'""""""' bo-..i b conlatmlly wilh hi o....-.g oonclitiOn• and b plauli1"l<y1
PROflS E~ ( • )200H02-I Hill AG. fL-9ollM SO-,, HM! is I ,og'slenld T,.....,.,,_ ol Hiki AG. Schun
10
·Ionis PV
Project
Structural Calculations
Description
07/22/2024
Date
{J,..+/Jv
1.2
0.7G!l
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
22 of 26
Page
Tensile demand to capacity ratio
Shear demand to capacity ratio
Combined shear and tensile utilization ratio
per ACI 318-14 Equation 17.6.3
The combined shear and tensile utilization ratio< 1, anchorage design Is OK.
engineering group
lonis PV
Project
Structural Calculations
Description
07/22/2024
Date
Rooftop Inverter
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
23 of 26
Page engineering group
The following section checks various components of the inverter anchorage. Note, the demands on the welds and
pipe stanchions are low and considered OK by inspection.
1/T DIA GALV BOLT@ EA
MFR PRO\/IDEO MOUNTING
LOCATION TO STRUT
P1000 UNISfRUT---
3/8" CAP PL, TYP------,
CAP PL TO
POST, TYP
lo
CUT PIPE s• MIN ABOVE ROOF FINISH,
TYP. PIPE NOT TO EXTEND MORE THAN
1'-0" FROM SURFACE OF ROOF FINISH
UNIT PER
ELEC DWGS
3'•0" MAX
(E) 3 1/4" LW CONC ________ __,
01/ER 3' METAL DECK
1/8
1/8
STRUT TO
CAf'Pl
REMOVE ROOF ASSEMBLY
AND INSULATION AT
A.NCHOR LOCATIONS TO
ACCOMODATEANCHORAGE
RE-INSULATE AND PROVIDE
FLASHING/WATERPROOFING
AFTER INSTALLATION.
SOLAR PANEL ASSEMBLY
(UNIRAC STEEL THREADED FOOT)
(.ii) 318" DIA HILTI KB--TZ2
ANCHORS WI 2" EFF EMBED
PER ICC-ES ,tESR-42(,6 AT MFR
PROVIDED MOUNTING HOLES
0 TYP ROOF MOUNTED INVERTER ANCHORAGE
1· = r-0·
·1onis PV
Project
Structural Calculations
Description
07/22/2024
Date
Floor Mounted Component
Anchorage Design
Notes: The purpose of this spreadsheet Is
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
24 of 26
Page
Project Name (#): 2024-028 lonis Solar
Component: Inverter
engineering group
to deriv• comfX)()fJnl anchorage forces to tl"l~:::r.:~~~~~~~~~71ffll"l'!"" ________ "'T"'""'C31r-"T"---,l"l'l"llllll""~--I ,n be used in schorage design calculation.
eccb 2.44 In
eccd 2.24 in
Width: 8 24.40 in ne side n 2
De th: D 22.40 in m 1
Hei ht: H 28.80 in d 10.40 in
Weight: W, 200 lb Spacing of Anchors (Width direction) b 12.40 in
PLAN
ASCE 7 13.3 Seismic Demands
Desert tlon ASCE 7 Reference In uts
Short Period Spectral Acceleration Parameter §11.4.4 Sos 0.742 g
Component Amplification Factor Table 13.5-1 or 13.6-1 Sp 1.0
Component Response Modifaclion Factor Table 13.5-1 or 13.6-1 Rp 2.5
Component Importance Factor Table 13.5-1 or 13.6-1 Ip 1.0
Overstrength Factor Table 13.5-1 or 13.6-1 Do 2.0
Normalized Component Height §13.3.1 z/h 1.00
For concrete anchors, Is overstrength required? Y/N N
Horizontal Seismic Force Fp (lb) 71 Fp.min Fp,max 237
Horizontal Seismic Force With 00 OJ=,(lb) 142
Gravity + Vertical Seismic Force Fv (lb) 150
Max. tension at each anchor Tu (lb) 46
Shear at each anchor Vu(lb) 26
P, = 0.9 W,-(0.2S,,,W ,) F "' 0 .4 a,. S n.-W" ( I + 2 .:._)
' R,./1,. h Tu = F,.Ht'? -F, (½-CCC) TU,mill = 0
d 11111 d11m
F ,.,.,. = 0 .3 S l>S I ,w,.
FP.m•• = l .6S0 5 J,.W ,.
Notes
F F, ecc Vu =_:_L_+:..i.::::::::..
·" 2nm d11m
• ·1onis PV .
Project
Structural Calculations
Description
07/22/2024
Date
Inverter anchorage:
T:=16 lb/
V:=26 lbf
¢:=0.75
F n1. := 90 ksi
d 1 . :=-In
2
d2 . 2 Ab:=1r•-=0.196 an 1
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
25 of 26
Page
Max tension per bolt
Max shear per bolt
Safety factor
Bolt tensile strength
Bolt shear strength
Bolt diameter
Bolt area
Factored bolt tensile strength
Factored bolt shear strength
Tensile demand to capacity ratio
Shear demand to capacity ratio
engineering group
·1onis PV
Project
Structural Calculations
Description
07/22/2024
Date
Unistrut check:
/.,1::I ft
P-L . J\ifmaz'= =0.lu kip•ft 4
MaxABow.
Span Uniform Load
(n) {l)s)
24 1,690
36 1.130
2024-028-CALC-0 1-02
Document Number
DJ
Engineer
26 of 26
Page
Inverter weight
engineering group
Max lenqth of unistrut between supports
Oeflectlon at
Uniform Load
(In)
0.06
0.13
Max moment on unistrut due to inverter load
Beam Loading -P1000
Uniform Loading et Deflection
Spen/180 Spen/240 Spen/360
{l)s) (bl) {l)s)
1,690
1,130
1,690
1,130
1,690
900
Lateral Breoog
Reduction Factor
1.00
0.94
11 ao lbf , ... Wa11ow•= =,lt6,7 .J~ 3 f t ,,.., Max allowable uniform load for 3' span
Max allowable moment
¢•=0.90 Safety factor
Demand to capacity ratio
The above calculation is conservative as there are two Unistrut beams supporting the equipment. The included
conservatism and relatively low DCR is sufficient to demonstrate code compliant member capacity when
considering relatively low seismic or wind loading.