HomeMy WebLinkAbout1986 LA COSTA AVE; CS; CBC2022-0293; PermitBuilding Permit Finaled
(_ City of
Carlsbad
Commercial Permit
Print Date: 03/02/2023
Job Address: 1986 LA COSTA AVE, # CS, CARLSBAD, CA 92009
Permit Type: BLDG-Commercial Work Class:
Parcel#: 2165901600 Track#:
Valuation: $3,000.00 Lot#:
Occupancy Group: Project#:
#of Dwelling Units: Plan#:
Bedrooms: Construction Type:
Bathrooms: Orig. Plan Check#:
Occupant Load: Plan Check#:
Code Edition:
Sprinkled:
Project Title:
Description: AT&T MOBILE: MODIFY EXISTING CELL SITE
Applicant:
CORE ONE CONSULTING US LTD
BRETT COFFELT
4515 S MCCLINTOCK DR, # 217
TEMPE, AZ 85282-7376
FEE
BUILDING PLAN CHECK
Property Owner:
LC INVESTMENT 2010 LLC
4001 MAPLE AVE, # UNIT 600
DALLAS, TX 75219
(214) 283-8500
BUILDING PLAN REVIEW-MINOR PROJECTS (LDE)
BUILDING PLAN REVIEW-MINOR PROJECTS (PLN)
ELEC: OTHER COMPLEX ELECTRICAL
SB1473 -GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION -COMMERCIAL (SMIP)
Tenant Improvement
Permit No:
Status:
CBC2022-0293
Closed -Finaled
Applied: 08/12/2022
Issued: 02/23/2023
Finaled Close Out: 03/02/2023
Final Inspection: 02/24/2023
INSPECTOR: Kersch, Tim
Contractor:
BECHTEL INFRASTRUCTURE AND POWER
CORPORATION
12245 KIRKHAM RD, # STE 100
POWAY, CA 92064-6162
(949) 372-4503
AMOUNT
$267.80
$194.00
$98.00
$412.00
$1.00
$0.84
Total Fees: $973.64 Total Payments To Date: $973.64 Balance Due: $0.00
Please take NOTICE that approval of your project includes the 11lmposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack1 review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
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 Cf-(:UL2.1J2f/'7,
Est. Value
PC Deposit ol{.,£} f?f)
Date .~/ 1/Z/4
Job Address 1986 La Costa Avenue Carlsbad, Ca 92009 Suite:, _____ APN: 216-590-16-00
Tenant Name #: ________________ Lot #: ____ Year Built: _________ _
Year Built: __ _ Occupancy: __ u __ Construction Type: Com Fire sprinklersOESQNO A/C:QYESQNO
BRIEF DESCRIPTION OF WORK: AT&T Mobility proposes to modify an existing wireless Cell facility by installing (6) antennas
(2 per Sector stacked) Install (2) rectifiers in existing DC power plant, install 2 DC power cable trunks.
0 Addition/New: ___________ New SF and Use, _________ New SF and Use
______ SF Deck, _______ SF Patio Cover, ________ SF Other (Specify) ___ _
[{]Tenant Improvement: ~2=0~0~ __ SF, Existing Use: ~2=0=0 _____ Proposed Use: -~2=0=0 ___ _
200 SF, Existing Use: 200 Proposed Use: --=2cc0.=.0 ___ _
D Pool/Spa: _____ SF Additional Gas or Electrical Features? ___________ _
D Solar: KW, ___ Modules, Mounted:0Roof 0Ground
0 Reroof: __________________________________ _
D Plumbing/Mechanical/Electrical
D Other: __________________________________ _
APPLICANT (PRIMARY CONTACT)
Name: Brett Coffelt
Address· 1126 W 12th Ave
City· Escnndidn
Phone· 760-975-7679
State:_c-a __ .Zip: 92025
Email· brett coffelt@cnreonecnos11itaots com
DESIGN PROFESSIONAL
PROPERTY OWNER
Name: Eric M er
Address: 4001 Maple Ave Suite 300
City: Paffas State:""'I~•-_Zip: 75219
Phone: 414-807-0092
Email: Riken.Patel@pitowers.com
CONTRACTOR OF RECORD
::::~s:M~~:~~ ~::~~~d:: ~:~~:::, 1w?i~~=pfr%}ctru!!P:erj
City: Santa Fe Springs State:_c~a __ Zip: 90670-3216 Citv:ff}: _ State: eA Zip: ~
Phone: 949-251-1177 Phone•.:i1Q.::: ']jg_~.11.L.
Email• rakopona@bechtel.com Email:. ~id@ NW:k'.f .. crifil
Architect State License: __.,c--'-J.,.9..,1..,97..._ _______ CSLB License #: 913045 Class: 4 I E.f, ID
Carlsbad Business License # (Required): SW$-OD (a3f}g
APPLICANT CERT/FICA T/ON: 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 City ordinances and State laws relating to building
construction.
NAME (PRINT): --'B"'r.-et..,t....,C.,.o..,.ff.-e,.,,lt _____ _
1635 Faraday Ave Carlsbad, CA 92008
SIGN: Bzett:C1fif&:
Ph: 442-339-2719 Fax: 760-602-8558
DATE: oa,1112022
Email: Building@carlsbadca.gov
REV. 07121
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 herebyaffirm under penal tyof per jury that I am I icensed under provisions of 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):
D1 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. PolicyNo .. ______________________________________ _
-OR-
~I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, f h pe r ap.c:1, ~f e wrfrk<f!:Jr hich t i~ Pj!rtTti.t.is i su d.
My workers' c pe9ra ion i ~ c carri r d policy number are: Insurance Company Name: tit) f'-! · ,._..,C
Policy No. L--K..: v J · Expiration Date: ~P~.U.1-J-"'-"-"'--'--------
-OR-
Ocertificate 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 lssued (Sec. 3097 (i) Civil Code).
Lender's Name: ____________________ le.nder's Address: ___________________ _
CONTRACTOR 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 City ordinances and State laws relating to building
construction. • j
NAME (PRINT):'10td SIGNATURE.1._4-J.!f1...£~~<::::::i;;4.::~::..:_DATE:
Note: If the person signing above i
-OR -
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following 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.
~44, 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-D1, 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-01 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
AND,
□FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is 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 orat the following Website: http://www.leginfo.ca.gov/calaw.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. /agree to comply with all City ordinances and State laws relating to building
construction.
NAME (PRINT): s,ettcottelt SIGN: .?ut:t-~ DATE: 08/J 1 /2022
Note: If the person signing above Is an authorized agent for the property owner include form? gnedby property owner.
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339~2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
2 REV. 07/21
Building Permit Inspection History Finaled
{_ City of
Carlsbad
PERMIT INSPECTION HISTORY for (CBC:2022-0293)
Permit Type: BLDG-Commercial
Work Class: Tenant Improvement
Status: Closed -Finaled
Application Date: 08/12/2022 Owner: LC INVESTMENT 2010 LLC
Issue Date: 02/23/2023 Subdivision:
Expiration Date: 08/23/2023
IVR Number: 42624
Address: 1986 LA COSTA AVE, # CS
CARLSBAD, CA 92009
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
02/24/2023 02/24/2023 BLDG-34 Rough 204130-2023 Passed Tim Kersch
Thursday, March 2, 2023
Electrical
Checklist Item
BLDG-Building Deficiency
NOTES Created By
Angie Teanio
COMMENTS
TEXT
760-223-9364 Robert
BLDG-Final Inspection 204131-2023 Passed
Checklist Item
BLDG-Building Deficiency
BLOG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
NOTES Created By
Angie Teanio
COMMENTS
TEXT
760-223-9364 Robert
Tim Kersch
Passed
Yes
Created Date
02/23/2023
Passed
Yes
Yes
Yes
Yes
Yes
Created Date
02/23/2023
Complete
Complete
Page 1 of 1
"
Bechtel
7510 Airway Rd, Suite 4
San Diego, CA 92154
&..
GPD GROUP, INC.
Chad Burton
520 South Main Street, Suite 2531
Akron, OH 44311
(614) 859-1623
cburton@gpdgroup.com
GPO# 2022723.03.214432.01
April 7, 2022
COMPREHENSIVE STRUCTURAL ANALYSIS REPORT
AT&T DESIGNATION: USID#:
Site FA#:
Client#:
Site Name:
ANALYSIS CRITERIA: Codes:
SITE DATA:
To whom it may concern,
214432
14537127
CAL01996
AT&T OMNI RESORT
TIA-222-H & 2019 CBC
96 mph (3-second gust) w/ O" ice
Ss=1.015, S1=0.368
CITY
1986 La Costa Avenue, Carlsbad, CA 92009, San Diego County
Latitude 33° 05' 15.29" N, Longitude 117° 15' 54.00" W
Market: SAN DIEGO/LAS VEGAS
32.5' SCI, Inc. Monopole
GPO is pleased to submit this Comprehensive Structural Analysis Report to determine the structural integrity of the
aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed
loading configuration detailed in the analysis report.
Analysis Results
Tower Stress Level with Proposed Equipment:
Foundation Ratio with Proposed Equipment:
37.4%
28.5%
Pass
Pass
We at GPO appreciate the opportunity of providing our continuing professional services to you and Bechtel. If you have
any questions or need further assistance on this or any other projects please do not hesitate to call.
Respectfully submitted,
John N. Kabak, S.E.
California #: S 6057
520 South Main Street . Suite 2531 . Akron, Ohio 44311 . :
GPD Grc
CBC2022-0293
1986 LA COSTA AVE
AT&T MOBILE: MODIFY EXISTING CELL SITE
2165901600
8/12/2022
CBC2022-0293
32.5' SCI, Inc. Monopole -Structural Evaluation Site USID #: 214432
SUMMARY & RESULTS
The purpose of this analysis was to verify whether the existing structure is capable of carrying the proposed loading
configuration as specified by AT&T Mobility and commissioned by Bechtel.
This analysis has been performed in accordance with the 2019 CBC based upon a 3-second gust wind speed of 96 mph.
Applicable Standard references and design criteria are listed in Appendices A & B.
The proposed feedlines shall be installed as shown in Appendices A & B for the analysis results to be valid.
TOWER SUMMARY AND RESULTS
Member Capacity Results ,
Monopole 37.4% Pass
Anchor Rods 19.6% Pass
Base Plate 19.6% Pass
Foundation 28.5% Pass
RECOMMENDATIONS
The tower and its foundation(s) have sufficient capacity to carry the proposed loading configuration. No modifications are
required at this time.
ANALYSIS METHOD
tnxTower (Version 8.1.1.0), a commercially available software program, was used to create a three-dimensional model of
the tower and calculate primary member stresses for various load cases. Selected output from the analysis is included the
report appendices. The following table details the information provided to complete this structural analysis. This analysis
is solely based on this information.
DOCUMENTS PROVIDED
,.-.,>c
Document Remarks Source
RF Data Sheet Not Provided N/A
Tower Desiqn SCI, Inc. Job#: U1085-194-181 , dated 12/20/2018 AT&T
Foundation Desiqn SCI, Inc. Job#: U1085-194-181 , dated 12/20/2018 AT&T
Geotechnical Report Not Provided N/A
Previous Tower Analysis SCI, Inc. Job#: U1085-194-181 , dated 12/21/2018 AT&T
Tower Maooing Not Provided N/A
Construction Drawings Bechtel Job #: CAL01996, dated 2/16/2022 Bechtel
4/7/2022 Page 2 of4
"
32.5' SCI, Inc. Monopole -Structural Evaluation Site USID #: 214432
ASSUMPTIONS
This structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the tower.
This analysis is from information supplied, and therefore, its results are based on and are as accurate as that supplied data.
GPO has made no independent determination, nor is it required to, of its accuracy. The following assumptions were made
for this structural analysis.
1. The tower member sizes and shapes are considered accurate as supplied. The material grade is as per data
supplied and/or as assumed and as stated in the materials section.
2. The appurtenance configuration is as supplied, determined from available photos, and/or as modeled in the
analysis. It is assumed to be complete and accurate. All antennas, mounts, coax and waveguides are assumed to
be properly installed and supported as per manufacturer requirements.
3. All mounts, if applicable, are considered adequate to support the loading. No actual analysis of the mount(s) is
performed. This analysis is limited to analyzing the tower only.
4. The soil parameters are as per data supplied or as assumed and stated in the calculations.
5. Foundations are properly designed and constructed to resist the original design loads indicated in the documents
provided.
6. The tower and structures have been properly maintained in accordance with TIA Standards and/or with
manufacturer's specifications.
7. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and
explicitly stated in this report.
8. All prior structural modifications, if applicable, are assumed to be as per data supplied/available and to have been
properly installed.
9. Loading interpreted from photos is accurate to ±5' AGL, antenna size accurate to ±3.3 sf, and coax equal to the
number of existing antennas without reserve.
10. All existing and proposed loading has been taken from the available site photos as well as documents supplied to
GPO at the time of generating this report. All such documents are listed in the Documents Provided Table and are
assumed to be accurate. GPO is not responsible for loading scenarios outside those conveyed in the supplied
documentation.
If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPO should be
allowed to review any new information to determine its effect on the structural integrity of the tower.
4/7/2022 Page 3 of 4
32.5' SCI, Inc. Monopole -Structural Evaluation Site USID #: 214432
DISCLAIMER OF WARRANTIES
GPO has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions
are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the
significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace
a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in
good condition , twist free, and plumb.
The engineering services rendered by GPO in connection with this Comprehensive Structural Analysis are limited to a
computer analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made
for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose
bolts or cracked welds.
This analysis is limited to the designated maximum wind and seismic conditions per the governing tower standards and
code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this analysis
and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time-
domain based fatigue analysis.
GPO does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed
information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower.
GPO provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc.
The purpose of this report is to assess the capability of adding appurtenances usually accompanied by transmission lines
to the structure.
It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any,
that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these
sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field.
Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction
document. Precise modification drawings are obtainable from GPO, but are beyond the scope of this report.
Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We
recommend that material of adequate size and strength be purchased from a reputable tower manufacturer.
Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members
provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic
failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter
unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the
bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length
that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced
length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse
because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower.
GPO makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from
material, fabrication, and erection of this tower. GPO will not be responsible whatsoever for, or on account of, consequential
or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this
report. The maximum liability of GPO pursuant to this report will be limited to the total fee received for preparation of this
report.
4/7/2022 Page 4 of 4
32.5' SCI, Inc. Monopole -Structural Evaluation Site USID #: 214432
APPENDIX A
Tower Analysis Summary Form
4/7/2022
Tower Analysis Summary Form
General Info --·-. ····-
Sile Name AT&T OMNI RESORT ICAL01996I ·-Site Number 214432
FA Number 14537127
Date of .6.n .. tv..i5 417/2022
Comnanv Pelfonmlno Analvsls GPO
.................. ......... , .......... uow
Tower Type (G, SST, MP) MP
Tower Helaht !too of steel AGL! 32.5'
Tower Manufacturer SCI.Inc.
Tower Model n/a
Tower DesKJn SCI, Inc. Job#. 01085-194-181 1212~•2018
Foundation Oesion SCI, Inc. Job#, 01085-194-181 12 20/2018
Geotechnical Reoort n/a
Prevk>us Tower Anatysis SCI, Inc Job,, 01085-194•181 '1:12!!2016
Tower Ma~~I~ nla
Con5truction Drawinas Bechtel Job t, CAL01996 2./H '2022
, ..... , ... , ,, __ ,,....,. -<n,olllV
Antenna
Antenna ()Mier Mount Antenna Quantity Type Manufacturer Heighl(fl) CL(fl)
AT&T Mobihtv 30 30 -~ Panel Kathtein
AT&T MobHihl 30 3~ :!. RRU Ericsson
AT&T Mobility 30 30 3 RRU Ericsson
AT&T Mobilitv 30 30 3 ---RRU Eriuson
AT&T Mobditv 30 30 3 RRU Ericsson
AT&T Mobilitv 30 30
1ndlcates equipment/feedline quantity to be removed.
3 Surfle Ravea,p
r-rop05ea Lo•ama
Antenna
Antenna ONner Mount Antenna Quantity Type Manufacturer Height (fl) CL(fl)
AT&T Mobilltv 30 30 3 Panel Eric:uon
AT&T Mobility 30 30 1 Surge Ravcap
Note: The proposed loadil'IQ shalt be in addition to lhe remaining existing equipment at the same elevation.
Note: The proposed feedlines shall be installed tnside the monopole in order for this analysis to be valid.
. ---·-----·
Antenna
Antenna ONner Mount Antenna Quantity Type Manufacturer Heighl(fl) CL(fl)
... ..... ,, .... , ..... , .. ,.
Design Code Used
Localion of Tower ICountv Statal
Wind Speed (mph)
Ice Thickness On)
Risk Ca•=ru II 11 1111
ExOOAure ca-•· 1B c. Dl
TotvVlreohic Cate~ 11 to 5)
Model
800·10965K
4449 85/B12
4415 825 --4478 B14 -4426 866
OC6-48-li0-18.aF
Model
AIR6449 877D•AJR6419 877G STACKED
ocg.q.ao.24-11c.ev
Model
The information contained in this summary report is not to be used
independently from the PE stamped tower analysis.
"'-"illY•'• nw■una 179 ..,,.a:,mum u■•~••
TIA-222-H & 2019 CBC &istlnQl1'(ese,ved + Fvture + Pro,.,.•ed Condition
Tower(%) 37.4'/•
San Olego, CA Tower Base(%) 19.61/.
96 (3◄econd gust) Foundation 1% I 21.5¾
0 Foundation Adequate? v ..
II
C
1
Mount Transmission Line
Azimuth Quantity Manufacturer Type Quantity Model Size Attachment
Int/Ext
901260(350 4 SCl,Jnc. 8'T-Arms 6 D<:_Cable 3/4"' lnternal
-on the same mo1,.1nts 3 F~rC~bl~ 1/2" lnterna,
on the 1am• mounts ------on tt'le same mounts
-on the same mounts
on the s.ame mounts
Mount Transmission Line
Azimuth Quantity Manufacturer Type Quantity Model Size Attachment
lnVExl
9012601350 on the exittl"a mounts 3 DC Cable 314 .. Internal
on the exlstlna mounts 1 Fiber Cable 112· Internal
Mounl Transmission Line
Azimuth Quantity ~.anufacturer Type Quantity Model Size Attachment
lnVExt
32.5' SCI, Inc. Monopole -Structural Evaluation Site USID #: 214432
APPENDIX B
Tower Analysis Output File
4/7/2022
0 .,,
;;;
" I z
.,, ... :? ci
..,.,-
32 5ft
-
;;;
.Oft
1 Cl
-
I
~
ffi n n
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
Top Crown w/ 3' Branches 35 DC6-48-60-18-8F Surge S<Jpp,esslon 30
Appurtenances @ 35' 35 Unit
4' Branches 32.5 OC6-4~ 18-8F Surge Suppression 30
Appurtenances@ 32.5' 32.5 Unit
(2) 8001096SK w/ Mount Pipe 30 DC9-48-60-24-8C-EV 30
(2) 8001096SK w/ Mount Pipe 30 Brace Pipe 30
(2) 80010965K w/ Mount Pipe 30 Brace Pipe 30
AIR6449 ano+AIR6419 BnG 30 Brace Pipe 30
STACKED w/ Mount Pipe Brace Pipe 30
AIR6449 B77D+AIR6419 BnG 30 8' T-Arm -Round (GPO) 30
STACKED w/ Mount Pipe 8' T-Arm -Round (GPO) 30
AIR6449 BnD+AIR6419 BnG 30 2' Antenna Branches 30 STACKED w/ Mount Pipe 8' T-Arm -Round (GPO) 30
4449 B5/812 30 8' T-Arm -Round (GPO) 30
4449 B5/812 30 Appurtenances @ 30' 30
4449 B5/812 30 6'Branches 29.1
4415 B25 30 Appurtenances @ 29.1' 29.1
4415B25 30 8' Branches 24.2
4415B25 30 Appurtenances @ 24.2' 24.2
4478B14 30 10' Branches 18.7
4478B14 30 Appurtenances @ 18. T 18.7
4478B14 30 Feed1Ines from 1' -32.5' 16.75
4426 866 30 Tower Section from 1· -32.S 16.75
4426866 30 12' Branches 13.8
4426866 30 Appurtenances @ 13.8' 13.8
OC6-46-60-18-8F Surge Suppression 30
Unit
MATERIAL STRENGTH I Fu I GRADE I
80
Fy Fu
111 I I 1 11 "TOWER DESIGN NOTES
1. Tower is located in San Diego County, California.
2. Tower designed for Exposure C to the TIA-222-H Standard.
3. Tower designed for a 96 mph basic wind in accordance with the TIA-222-H Standard.
4. Deflections are based upon a 60 mph wind.
5. Tower Risk CateQory I.
6. Topographic Category 1 with Crest Height of 0.00 ft
7. TOWER RATING: 37.4%
ALL REACTIONS
ARE FACTORED
AXIAL
13K
SHEA~ MOMENT sKLl \ t 33kip-tt
SEISMIC
AXIAL
11 K
SHEA~ MOMENT
11 Ku \ 265kip-ft
TORQUE 4 kip-ft
REACTIONS -96 mph WIND
~-GPD ~00 AT&T OMNI RESORT {CAL01996)
520 South Main Street Suite 2531 Project: 2022723.03.214432.01
Akron, Ohio 44311 Client Bechtel I Drawn by: lkirby App'd:
Phone: (330) 572-2100 Code: TIA-222-H I Dale: 04107/22 Scale: N-
FAX: (330) 572-2101 Path. DwgNo. E
g
C: 0 .. CV > Q)
iii
1' -32'6"
_____ Round _____ Flat _____ App In Face App Out Face _____ Truss Leg
3250 Face A Face B FaceC FaceD 32.50
30.00 30.00 30.00
.,
:§ .91
I J
0.. t () u.
0 ~ ~
§: ~
cco ---...
1.00 1.00
La GPD uoo: AT&T OMNI RESORT (CAL01996)
520 South Main Street Suite 2531 Project: 2022723.03.214432.01
Akron, Ohio 44311 Client: Bechtel I Drown by: lkirbv App'd:
Phone: (330) 572-2100 Code: TIA-222-H I Dato: 04/07 /22 Scale: t
FAX: 1330\ 572-2101 Path: OwgNo.
tnxTower Job Page
AT&T OMNI RESORT (CAL01996) 1 of 7
GPD Project Date
520 South Main Street Suite 2531 2022723.03.214432.01 08:04:02 04/07/22
Akron, Ohio 44311 Client Designed by Phone: (330) 572-2100 Bechtel FAX: (330) 572-2101
Tower Input Data
The tower is a monopole.
This tower is designed using the TJA-222-H standard.
The following design criteria apply:
Tower is located in San Diego County, California.
Tower base elevation above sea level: 22.34 ft.
Basic wind speed of 96 mph.
Risk Category I.
Exposure Catego1y C.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: I.
Crest Height: 0.00 ft.
Deflections calculated using a wind speed of 60 mph.
A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is I.
lkirby
Local bending stresses due to climbing loads, feed line supports, and appmtenance mounts are not considered.
Consider Moments -Legs
Consider Moments -Horizontals
Consider Moments -Diagonals
Use Moment Magnification
✓ Use Code Stress Ratios ✓ Use Code Safety Factors -Guys
Escalate Ice
Always Use Max Kz
Use Special Wind Profile
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing ( 4 Sided)
SR Members Have Cut Ends
SR Members Are Concentric
Section Elevation Section
length
ft fi
LI 32.50-1.00 31.50
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned ✓ Assume Rigid Index Plate ✓ Use Clear Spans For Wind Area ✓ Use Clear Spans For KL/r
Retension Guys To Initial Tension
✓ Bypass Mast Stability Checks
✓ Use Azimuth Dish Coefficients
✓ Project Wind Arca of Appurt.
Autocalc Torque Ann Areas
Add IBC .6D+W Combination ✓ Sort Capacity Reports By Component
Triangulate Diamond Jnner Bracing
Treat Feed Line Bundles As Cylinder
Ignore KUry For 60 Deg. Angle Legs
Use ASCE 10 X-Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
✓ Consider Feed Line Torque
Include Angle Block Shear Check
Use TIA-222-H Bracing Resist. Exemption
Use TIA-222-H Tension Splice Exemption
Poles ✓ Include Shear-Torsion Interaction
Always Use Sub-Critical Flow
Use Top Mounted Sockets ✓ Pole Without Linear Attachments
Pole With Shroud Or No Appurtenances
Outside and Inside Comer Radii Are
Known
Tapered Pole Section Geometry
Splice Number Top Bottom Wall Bend Pole Grade
length of Diameter Diameter Thickness Radius
fl Sides in in in in
18 22.0000 31.4500 0.1875 0.7500 A572-65
65 ksi
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AT&T OMNI RESORT (CAL01996) 2 of 7
Project Date GPD
520 South Main Street Suite 2531 2022723.03.214432.01 08:04:02 04/07/22
Akron, Ohio 44311 Client Designed by
Phone: (330) 572-2100 Bechtel
FAX: (330) 572-2101
Tapered Pole Properties
Section Tip Dia. Area r C !IC J //IQ w wit
in in1 in' in in in3 in" in1 in
LI 22.3105 12.9812 780.3007 7.7434 11.1760 69.8193 1561.6281 6.4918 3.5420 18.891
31.9062 18.6051 2297.2950 11.0982 15.9766 143.7912 4597.6128 9.3043 5.2052 27.761
Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness A1 Factor Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing
Diagonals Horizontals
t r ill in in
LI 32.50-1.00
Feed Line/Linear Appurtenances -Entered As Area
Description Face Allow Exclude Component Placement Total CAAA Weight
or Shield From Type Number
Leg Torque ft Jr/fl plf
Calculation
3/4" DC Power Line A No No Inside Pole 30.00 -5.58 9 No Ice 0.00 0.33
I /2" Fiber Cable A No No Inside Pole 30.00 -5.58 4 No Ice 0.00 0.15
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face A• Ap CAAA CAAA Weight
Section Elevation In Face Out Face
I 11 (11 (11 (11 K
LI 32.50-1.00 A 0.000 0.000 0.000 0.000 0.09
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
D 0.000 0.000 0.000 0.000 0.00
Feed Line Center of Pressure
Section Elevation CPx CPz CPx CP2
lee lee
in in in in
LI 32.50-1.00 0.0000 0.0000 0.0000 0.0000
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
Description
Appurtenances@ 35'
Appurtenances @ 32.5'
Appurtenances@ 30'
Appurtenances @ 29.1'
Appurtenances @ 24.2'
Appurtenances @ 18.7'
Appurtenances @ 13 .8'
Elevation
35.00
32.50
30.00
29.10
24.20
18.70
13.80
User Defined Loads -Seismic
O.ffset Azimuth E, E1u E1u
From Angle
Centroid
t K K K
0.00 0.0000 0.01 0.00 0.00
0.00 0.0000 0.04 0.00 0.00
0.00 0.0000 0.68 0.00 0.00
0.00 0.0000 0.12 0.00 0.00
0.00 0.0000 0.10 0.00 0.00
0.00 0.0000 0.16 0.00 0.00
0.00 0.0000 0.11 0.00 0.00
E,
K
0.03
0.17
2.80
0.46
0.32
0.40
0.20
lkirby
Double Angle
Stitch Bolt
Spacing
Redunda11ts
in
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AT&T OMNI RESORT (CAL01996) 3 of 7
GPD Project Date
520 South Main Street Suite 2531 2022723.03.214432.01 08:04:02 04/07/22
Akron. Ohio 44311 Client Designed by
Phone: (330) 572-2100 Bechtel lkirby FAX: (330) 572-2101
Description Elevation Offset Azimuth E, E1u E., E,
From Angle
Cenlroid
I I K K K K
Feedlines from I' -32.5' 16.75 0.00 0.0000 0.01 0.00 0.00 0.03
Tower Section from I' -32.5' 16.75 0.00 0.0000 0.27 0.00 0.00 0.60
Discrete Tower Loads
Descriplion Face Offset Offsets: Azimuth Placement C,A, C,A, Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
Ji 0 ft fll ftl K
ft
i
8' T-Arrn -Round (GPO) A From Leg 2.00 -20.0000 30.00 No Ice 3.26 2.33 0.23
0.00
0.00
8' T-Arrn -Round (GPO) B From Leg 2.00 -20.0000 30.00 No Ice 3.26 2.33 0.23
0.00
0.00
8' T-Am1 -Round (GPO) C From Leg 2.00 -20.0000 30.00 No Ice 3.26 2.33 0.23
0.00
0.00
8' T-Arm -Round (GPO) D From Leg 2.00 -20.0000 30.00 No Ice 3.26 2.33 0.23
0.00
0.00
(2) 80010965K w/ Mount A From Leg 4.50 -1 0.0000 30.00 No Ice 14.05 7.63 0.13
Pipe 0.00
0.00
(2) 800 I 0965K w/ Mount B From Leg 4.50 0.0000 30.00 No Ice 14.05 7.63 0.13
Pipe 0.00
0.00
(2) 800 I 0965K w/ Mount D From Leg 4.50 -10.0000 30.00 No Ice 14.05 7.63 0.13
Pipe 0.00
0.00
AIR6449 B77D+AIR6419 A From Leg 4.50 -10.0000 30.00 No fee 11. 76 9.94 0.23
877G STACKED w/ Mount 0.00
Pipe 0.00
AIR6449 877D+AIR64l9 8 From Leg 4.50 0.0000 30.00 No Ice 11.76 9.94 0.23
877G ST ACK ED w/ Mount 0.00
Pipe 0.00
AJR6449 B77D+AIR64 I 9 D From Leg 4.50 -10.0000 30.00 Noice 11.76 9.94 0.23
B77G STACKED w/ Mount 0.00
Pipe 0.00
4449 85/B12 A From Leg 4.00 -20.0000 30.00 No lee 1.97 1.41 0.07
0.00
0.00
4449 85/Bl2 B From Leg 4.00 -20.0000 30.00 No lee 1.97 1.41 0.07
0.00
0.00
4449 BS/812 D From Leg 4.00 -20.0000 30.00 No Ice 1.97 1.41 0.07
0.00
0.00
4415 B25 A From Leg 4.00 -20.0000 30.00 No lee 1.65 0.68 0.05
0.00
0.00
4415 B25 B From Leg 4.00 -20.0000 30.00 No lee 1.65 0.68 0.05
0.00
0.00
4415 B25 D From Leg 4.00 -20.0000 30.00 No Ice 1.65 0.68 0.05
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AT&T OMNI RESORT (CAL01996) 4 of 7
GPD Project Date
520 South Main Street Suite 2531 2022723.03.214432.01 08:04:02 04/07/22
Akron, Ohio 44311 Client Designed by
Phone: (330) 572-2100 Bechtel lkirby FAX: (330) 572-2101
Description Face Ojfsel Offsels: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustment Front Side
leg lateral
Vert
JI 0 fl Jr j/2 K
fl
i
0.00
0.00
4478 Bi4 A From Leg 4.00 -20.0000 30.00 No ice 1.96 1.25 0.06
0.00
0.00
4478 B14 B From Leg 4.00 -20.0000 30.00 No Ice i.96 1.25 0.06
0.00
0.00
4478 Bt4 D From Leg 4.00 -20.0000 30.00 No Ice 1.96 1.25 0.06
0.00
0.00
4426 B66 A From Leg 4.00 -20.0000 30.00 No Ice 2.74 1.67 0.05
0.00
0.00
4426 B66 B From Leg 4.00 -20.0000 30.00 No Ice 2.74 1.67 0.05
0.00
0.00
4426 B66 D From Leg 4.00 -20.0000 30.00 No Ice 2.74 1.67 0.05
0.00
0.00
DC6-48-60-i 8-8F Surge A From Leg 2.50 -20.0000 30.00 No Ice 0.92 0.92 0.02
Suppression Unit 0.00
0.00
DC6-48-60-t 8-8F Surge B From Leg 2.50 -20.0000 30.00 No Ice 0.92 0.92 0.02
Suppression Unit 0.00
0.00
DC6-48-60-l 8-8F Surge D From Leg 2.50 -20.0000 30.00 No Ice 0.92 0.92 0.02
Suppression Unit 0.00
0.00
DC9-48-60-24-8C-EV D From Leg 2.50 -20.0000 30.00 No Ice 2.74 4.78 0.03
0.00
0.00
Brace Pipe A From Leg 3.50 -65.0000 30.00 No ice 1.19 0.05 0.02
0.00
0.00
Brace Pipe B From Leg 3.50 -65.0000 30.00 No Ice 1.19 0.05 0.02
0.00
0.00
Brace Pipe C From Leg 3.50 -65.0000
0.00
30.00 No Ice 1.19 0.05 0.02
0.00
Brace Pipe D From Leg 3.50 -65.0000
0.00
30.00 No Ice 1.19 0.05 0.02
0.00 ...
I 2' Branches C None 0.0000 13.80 No lee 54.50 54.50 0.69
I 0' Branches C None 0.0000 18.70 No Ice 76.70 76.70 0.99
8' Branches C None 0.0000 24.20 No lee 49.90 49.90 0.61
6' Branches C None 0.0000 29.lO No Ice 57.60 57.60 0.71
4' Branches C None 0.0000 32.50 No Ice 20.20 20.20 0.24
Top Crown w/ 3' Branches C None 0.0000 35.00 No Ice 22.50 22.50 0.04
2' Antenna Branches C None 0.0000 30.00 No Ice 12.50 12.50 0.96
tnxTower Job Page
AT&T OMNI RESORT (CAL01996) 5 of 7
GPD Project Date
520 South Main Street Suite 2531 2022723.03.214432.01 08:04:02 04/07/22
Akron, Ohio 44311 Client Designed by Phone: (330) 572-2100 Bechtel lkirby FAX: (330) 572-2101
Load Combinations
Comb. Description
No.
I Dead Only
2 1.2 Dead+ 1.0 Wind 0 deg -No Ice
3 0.9 Dead+ 1.0 Wind 0 deg -No Ice
4 1.2 Dead+ 1.0 Wind 45 deg -No Ice
5 0.9 Dead+I.0 Wind 45 deg -No Ice
6 1.2 Dead+ 1.0 Wind 90 deg -No Ice
7 0.9 Dead+ 1.0 Wind 90 deg -No Ice
8 1.2 Dead+ 1.0 Wind 135 deg -No Ice
9 0.9 Dead+I.0 Wind 135 deg -No Ice
IO 1.2 Dead+ 1.0 Wind 180 deg -No Ice
I I 0.9 Dead+ 1.0 Wind 180 deg -No Ice
12 1.2 Dead+ 1.0 Wind 225 deg -No lee
13 0.9 Dead+ 1.0 Wind 225 deg -No Ice
14 1.2 Dead+l .0 Wind 270 deg -No Ice
15 0.9 Dead+ 1.0 Wind 270 deg -No Ice
16 1.2 Dead+ 1.0 Wind 315 deg -No Ice
17 0.9 Dead+ 1.0 Wind 315 deg -No Ice
18 Dead+Wind 0 deg -Service
19 Dead+Wind 45 deg-Service
20 Dead+Wind 90 deg -Service
21 Dead+Wind 135 deg -Service
22 Dead+Wind 180 deg -Service
23 Dead+Wind 225 deg -Service
24 Dead+Wind 270 deg -Service
25 Dead+Wind 315 deg -Service
26 1.2 Dead+ 1.0 Ev+ 1.0 Eh 0 deg
27 0.9 Dead-1.0 Ev+l .0 Eh 0 deg
28 1.2 Dead+ 1.0 Ev+ 1.0 Eh 45 deg
29 0.9 Dead-1.0 Ev+l .0 Eh 45 deg
30 I .2 Dead+ 1.0 Ev+ 1.0 Eh 90 deg
31 0.9 Dead-1.0 Ev+ 1.0 Eh 90 deg
32 l.2 Dead+l.0 Ev+l.0 Eh 135 deg
33 0.9 Dead-1.0 Ev+ 1.0 Eh 135 deg
34 1.2 Dead+ 1.0 Ev+ 1.0 Eh 180 deg
35 0.9 Dead-I .0 Ev+ I .0 Eh 180 deg
36 I .2 Dead+ I .0 Ev+ 1.0 Eh 225 deg
37 0.9 Dead-1.0 Ev+I .0 Eh 225 deg
38 1.2 Dead+I.0 Ev+l.0 Eh 270 deg
39 0.9 Dead-1.0 Ev+I.0 Eh 270 deg
40 1.2 Dead+ 1.0 Ev+ 1.0 Eh 315 deg
41 0.9 Dead-1.0 Ev+l.0 Eh 3 15 deg
Maximum Tower Deflections -Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection load
t in Comb. 0 0
LI 32.5 -I 0.919 25 0.2179 0.0106
tnxTower Job Page
AT&T OMNI RESORT (CAL01996) 6 of 7
GPD Project Date
520 South Main Street Suite 2531 2022723.03.214432.01 08:04:02 04/07/22
Akron, Ohio 4431 I Client Designed by
Phone: (330) 572-2100 Bechtel lkirby FAX: (330) 572-210/
Critical Deflections and Radius of Curvature -Service Wind
Elevation Appurtenance Gov. D~/lection Tilt Twist Radius of
Load Curvature
i Comb. in 0 i
35.00 Top Crown w/ 3' Branches 25 0.919 0.2179 0.0106 Inf
32.50 4' Branches 25 0.919 0.2179 0.0106 Inf
30.00 8' T-Amt -Round (GPO) 25 0.846 0.2006 0.0098 Inf
29.10 6' Branches 25 0.820 0.1943 0.0095 Inf
24.20 8' Branches 25 0.677 0.1605 0.0078 lnf
18.70 IO' Branches 25 0.517 0.1224 0.0060 Inf
16.75 Feedlines from I' -32.5' 25 0.460 0.1089 0.0053 Inf
13.80 12' Branches 25 0.374 0.0885 0.0043 Inf
Maximum Tower Deflections -Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
I ill Comb. 0
LI 32.5 -I 2.544 14 0.5905 0.0303
Critical Deflections and Radius of Curvature -Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
t Comb. in 0 0
35.00 Top Crown w/ 3' Branches 14 2.544 0.5905 0.0303 Inf
32.50 4' Branches 14 2.544 0.5905 0.0303 Inf
30.00 8' T-Arm -Round (GPD) 14 2.342 0.5436 0.0279 Inf
29.10 6' Branches 14 2.269 0.5268 0.0271 Inf
24.20 8' Branches 14 1.873 0.4349 0.0223 Inf
18.70 IO' Branches 14 1.429 0.3318 0.0170 Inf
16.75 Feedlines from I' -32.5' 14 1.272 0.2952 0.0152 Inf
13.80 12' Branches 14 1.034 0.2399 0.0123 Inf
Compression Checks
Pole Design Data
Section Elevation Size L Lu K/lr A P. q>P. Ratio
No. P.
ft ft Ji in1 K K pP.
LI 32.5 -1 (I) TP31.45x22x0. 1875 31.50 0.00 0.0 18.6051 -11.l I I 088.40 0.010
Pole Bending Design Data
Section Elevation Size M= q>M., Ratio M.,. q>M.,. Ratio
No. M., ~
Ji kip-Ji kip:fi pMA, kip:fi kip:fi q>M,1
LI 32.5 -I (I) TP3 I .45x22x0. 1875 264.73 730.25 0.363 0.00 730.25 0.000
tnxTower Job Page
AT&T OMNI RESORT (CAL01996) 7 of 7
GPD Project Date
520 South Main Street Suite 2531 2022723.03.214432.01 08:04:02 04/07/22
Akron. Ohio 443/J Client Designed by Phone: (330) 572-2100 Bechtel lkirby FAX: (330) 572-2101
Pole Shear Design Data
Section Elevation Size Actual $V. Ratio Actual $T. Ratio
No. v. v. r. r.
fl K K pv. kip-Ji kip-Ji q>T.
LI 32.5-I (I) TP3 I .45x22x0. I 875 10.97 326.52 0.034 3.95 893.95 0.004
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P. Mu, M.,, v. r. Stress Stress
Ji pP. q>Mn, pM,.,, pv. pr. Ratio Ratio
LI 32.5-1 (I) 0.010 0.363 0.000 0.034 0.004 0.374 1.000
v' 4.8.2 V
Section Capacity Table
Section Elevation Compo11e11t Size Critical p 0Pallow % Pass
No. fl Type Element K K Capacity Fail
LI 32.5 -I Pole TP3 I .45x22x0. I 875 -I 1.11 I 088.40 37.4 Pass
Summary
Pole (LI) 37.4 Pass
RATING = 37.4 Pass
32.5' SCI, Inc. Monopole -Structural Evaluation Site USID #: 214432
APPENDIX C
Additional Calculations
4/7/2022
Overturning Moment =
Axial Force =
Shear Force =
Anchor Rod and Base Plate Stresses, TIA-222-H-1
AT&T OMNI RESORT
2022723.03.214432.01
264.73 k*ft
11.11 k Maximum Capacity
10.96 k Apply TIA-222-H Section 15.5?
Anchor Rods Base Plate
Number of Rods = 6 Location= External
Rod Yield Strength, Fy = 105 ksi Plate Strength, Fy = 50
Rod Ultimate Strength, Fu= 125 ksi <P = 0.9
Rod Circle= 37.5 in Outside Diameter= 43
105%
No
ksi
in
Rod Diameter = 2 in Plate Thickness = 2 in
Rod Projection, 10, =
Is grout present?
Max Tension on Rod, Pu,=
Max Compression on Rod, Puc =
Shear on Rod, Vu =
Moment on Rod, Mu =
Tension Interaction=
Compression Interaction =
Stiffeners
Configuration = I
Gro Round Bmui P/~110 Stress (Rev H) V1.2
1 in
No
54.54 k
58.25 k
1.83 k
0.00 k-in
5.4% OK
19.6% OK
None!
wcalc = 20.42 in
wmax= 20.00 in
w= 20.00 in
Z= 20.00 in3
M = u 176.20 k-in
q,Mn = 900.00 k-in
BP Capacity = 19.6% OK
Pole
Pole Diameter = 31.45 in
Number of Sides = 18
Thickness= 0.1875 in
Pole Yield Strength = 65 ksi
[
Version 5.0.3
Drilled Pier Foundati<m
Site#:'214432
Site Name: AT&T OMNI RESORT
GPO Job#: 2022723.03.214432.01
TIA-222 Revison: H 1
Tower Type: Monopole
•. ·•-•r;.
Comp. Uplift
Moment (k1p-ft)I 264.731
Axial Force (kips)I 12.621
Shear Force ll<ips)I 10.961
.. . . . IJoJ; •
Depth 271ft
Ext. Above Grade 0.5 ft
Pier Section 1
From o.s· above ,rade ro 27' below grade
Pier Diameter 5 ft
Rebar Quantity 18
Rebar Size 8
Clear Cover to Ties 4 in
Tie Size 5
Tie Soacino 12 in
Groundwater De.e_th N/A
Top Thickness Layer Bottom (ft) (ft) (ft)
1 0 2.5 2.5
2 2.5 15 12.5
3 15 27 12
v ... v ... -
(pcf) (pcf)
110 150
110 150
110 150
D
D
Analysis Results
Soil Lateral Check ---· ----·-· --·--·· Com.E[ession --· ·r· -----·· Uplift -r ··-
D..., (ft from TOC) 9.82 -
Soil Safety Factor 12.66 -
Max Moment (kip-ft) 342.30 -
Rating 10.5% Override Cri
Soll Vertical Check Compression Uplift
Skin Friction (kips) 238.13 -
End Bearing (kips) 146.82 -
Weight of Concrete (kips) 97.19 -
Total Capacity (kips) 384.95 -
Axial (kips) 109.81 -
Ratina 28.5% -
Reinforced Concrete Flexure Compression Uplift
Critical Depth (ft from TOC) 9.78 -
Critical Moment (kip-ft) 342.30 -
Critical Moment Capacity 1593.88 -
Ralina 21.5% -...... Reinforced Concrete Shear . ---r . r Com.E[ession Uplift
Critical Depth (ft from TOC) 19.77 -
Critical Shear (kip) 42.04 -
Critical Shear Capacity 301.28 -
Rating 14.0% -
Structural Foundation Ratingl 21.5%
Soil Interaction Rating 28.5%
I # of Layers I !::_!j'd®
Angle of Calculated Calculated Ultimate Skin Ultimate Skin Ult. Net
Cohesion Ultimate Skin Ultimate Skin Friction Comp Searing SPTBlow Friction Friction Uplift Soll Type (ksf) (degrees) friction Comp Friction Uplift Override Override ( ksf) Capacity Count
(ksf) (ksf) (ksf) (ksf)
0.000 0.000 Cohesionless
20.67 0.706 0.706 10 Cohesionless
1.725 0.949 0.949 7 Cohesive
32.5' SCI, Inc. Monopole -Structural Evaluation Site USID #: 214432
APPENDIX D
Seismic Calculations
4/7/2022
Analysis Method:
GPD Job Number
Site Name
Site Number
City
State
County
Tower Type
Base OD
Base Thickness
# of Sides
Base Elevation
Structure Height (ft)
TL s. s,
Site Classification
Risk Category
Importance Factor (I)
F,
Fv
Sos
So, w,
w" WL
g , ...
E
Redundancy Factor (p)
R
Sam
Earthquake LRFD Load Factor
Discrete Appurtenances
Appurtenances @ 35'
Appurtenances @ 32.5'
Appurtenances @ 30'
Appurtenances@ 29.1'
Appurtenances@ 24.2'
Appurtenances@ 18.7'
Appurtenances @ 13.8'
Linear Appurtenances
Feedlines from 1' -32.5'
Structure Components
Tower Section from 1' -32.5'
Totals
Seismic Calculations (TIA-222-H-1)
Equivalent Lateral Force Procedure (Section 2.7.7.1, TIA-222-H)
2022723.03.214432.01
AT&T OMNI RESORT
214432
Carlsbad
CA
San Diego
Monopole
31.45 in
0.1875 in
18
1 ft
31.5
Top OD
Top Thickness
8 sec (Figures B-19 to 8-21, TIA-222-H)
1.015 (ASCE Haza,d Tool)
w kl
0.040
0.240
4.210
0.710
0.610
0.990
0.690
0.090
0.368 (ASCE Hazard Tool)
D (Table 2-10, TIA-222-H)
II (Table 2-1, TIA-222-H)
1 (Table 2-3, TIA-222-H)
1.200 (Table 2-11. TIA-222-H, Interpolation allowed)
1.932 (Table 2-12, TIA-222-H, lnlerpolatlon allowed)
0.812 (2.7.5, TIA-222-H)
0.474 (2.7.5, TIA-222-H)
9.270 Kips
5.810 Kips
3.460 Kips
386.4 inls'
1538.28 ,n
29000 ksi
1.0 (2.7.7, TIA-222-H)
1.913 Hz (2.7.7.1.3. TIA-222-H)
1.5 (2.7.7.1, TIA-222-H)
0.812 (2.7.7.2.1, TIA-222-H)
1 (2.3.2. TIA-222-H)
32.5
30
29.1
24.2
18.7
13.8
16.15
16.75
0.035
0.557
0.091
0.064
0.080
0.040
0.006
0.121
22 in
0.1875 In
0.1733
2.7963
0.4568
0.3233
0.3991
0.2004
0.0322
0.6054
Base Shear per the Equivalent Lateral Force Procedure, Vs
0.173
2.796
0.457
0.323
0.399 0.200
0.032
5.02 kips
0.039
0.684
0.115
0.099
0.161
0.112
O.u15
Anchor Rod and Base Plate Stresses, TIA-222-H-1 (Seismic)
AT&T OMNI RESORT
2022723.03.214432.01
Overturning Moment = 133.08 k*ft
Axial Force = 12.62 k
Shear Force = 5.02 k
Anchor Rods
Number of Rods = 6
Rod Yield Strength, Fy = 105 ksi
Rod Ultimate Strength, Fu= 125 ksi
Rod Circle= 37.5 in
Rod Diameter = 2 in
Rod Projection. I.,. = 1 in
Is grout present? No
Max Tension on Rod, Pu,= 39.37 k
Max Compression on Rod, Puc= 45.68 k
Shear on Rod, Vu= 1.25 k
Moment on Rod, Mu = 0.00 k-in
Tension Interaction = 2.8% OK
Compression Interaction = 15.4% OK
Note: The anchor rod analysis Includes a 1.5 overstrength factor appUed to
the above reactions per TIA-222-H Section 2.7.9.
Stiffeners
Configuration = !
GPO Round Base Plale Stress (Rev H) • V1 7
None!
Maximum Capacity
Apply TIA-222-H Section 15.5?
Base Plate
Location= External
Plate Strength, F y = 50 ksi
<1>= 0.9
Outside Diameter= 43 in
Plate Thickness = 2 in
wcalc = 20.42 in
wmax= 20.00 in
w= 20.00 In
Z= 20.00 in3
M = u 92.12 k-in
cpMn = 900.00 k-in
BP Capacity = 10.2% OK
Pole
Pole Diameter = 31.45 in
Number of Sides = 18
Thickness= 0.1875 in
Pole Yield Strength = 65 ksi
•
Bechtel
7510 Airway Rd, Suite 4
San Diego, CA 92154
AT&T DESIGNATION:
ANALYSIS CRITERIA:
SITE DATA:
To whom it may concern,
USID #:
Site FA#:
Client#:
Site Name:
Codes:
MOUNT ANALYSIS REPORT
214432
14537127
CAL01996
AT&T OMNI RESORT
TIA-222-H & 2019 CBC
~
GPO GROUP, INC.
Chad Burton
520 South Main Street, Suite 2531
Akron, OH 44311
(614) 859-1623
cburton@gpdgroup.com
GPO# 2022723.03.214432.01
April 7, 2022
96 mph (3-second gust) w/ O" ice
1986 La Costa Avenue, Carlsbad, CA 92009, San Diego County
Latitude 33° 05' 15.29" N, Longitude 117° 15' 54.00" W
Market: SAN DIEGO/LAS VEGAS
(4) 8' T-Arms
GPO is pleased to submit this Mount Analysis Report to determine the structural integrity of the aforementioned mount. The
purpose of the analysis is to determine the suitability of the mount with the proposed loading configuration detailed in the
analysis report.
Analysis Results
Mount Stress Level with Proposed Equipment: 100.9% Pass
John N. Kabak, S.E.
California #: S 6057
4/7/2022
520 South Main Street . Suite 2531 . Akron, Ohio 44311 . :
GPD Grc
CBC2022-0293
1986 LA COSTA AVE
AT&T MOBILE: MODIFY EXISTING CELL SITE
2165901600
8/12/2022
CBC2022-0293
(4) 8' T-Arms -Structural Evaluation Site USID #: 214432
SUMMARY & RESULTS
The purpose of this analysis was to verify whether the existing mounts are capable of carrying the proposed loading
configuration as specified by AT&T Mobility and commissioned by Bechtel.
The analysis has been performed in accordance with the 2019 CBC based upon a 3-second gust wind speed of 96 mph.
Applicable Standard references and design criteria are listed in Appendices A & B.
The mount was verified to be capable of withstanding a 500 lb live load concurrent with 30-mph wind speeds.
MOUNT SUMMARY AND RESULTS
,. " Member Capacity Results '
n
Mount 66.7% Pass
Mount to Tower Connection 100.9%* Pass
*Note: Stress ratios up to 105% are withing customary engineering tolerances and are considered acceptable.
RECOMMENDATIONS
The mount has sufficient capacity to carry the proposed loading configuration. No modifications are required at this time.
ANALYSIS METHOD
RISA-3O (Version 17.0.2), a commercially available analysis software package, and hand calculations were used to create
a three-dimensional model of the mount and calculate member stresses for the proposed loading configuration. Selected
calculations from this analysis are included in Appendices B & C. The following table details the information provided to
complete this structural analysis. This analysis is solely based on this information.
DOCUMENTS PROVIDED
,, , ,, ,,. ' Document Remarks Source
' ' RF Data Sheet Not Provided N/A
Mount Desiqn SCI, Inc. Job#: U1085-194-181, dated 12/20/2018 AT&T
Mount Mappinq Not Provided N/A
Previous Mount Analysis SCI, Inc. Job#: U1085-194-181, dated 12/21/2018 AT&T
Mount Modification Drawinqs Not Provided N/A
Tower Desiqn SCI, Inc. Job#: U1085-194-181 , dated 12/20/2018 AT&T
Previous Tower Analysis SCI, Inc. Job#: U1085-194-181 , dated 12/21/2018 AT&T
Construction Drawinqs Bechtel Job #: CAL01996, dated 2/16/2022 Bechtel
417/2022 Page 2 of 4
•
(4) 8' T-Arms -Structural Evaluation Site USID #: 214432
ASSUMPTIONS
This mount structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the
mount. This analysis is from information supplied, and therefore, its results are based on and are as accurate as that
supplied data. GPO has made no independent determination, nor is it required to, of its accuracy. The following
assumptions were made for this structural analysis.
1. The mount member sizes and shapes are considered accurate as supplied. The material grade is as per data
supplied and/or as assumed based on experience with similar mounts.
2. The antenna configuration is as supplied and/or as modeled in the analysis. When information was not provided,
the configuration was modeled based upon past experience with similar loading.
3. Some assumptions are made regarding antennas and mount sizes and their projected areas based on best
interpretation of data supplied and of best knowledge of antenna type and industry practice.
4. The mount has been properly maintained in accordance with TIA Standards and/or with manufacturer's
specifications.
5. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and
explicitly stated in this report.
If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPO should be
allowed to review any new information to determine its effect on the structural integrity of the mount.
4/7/2022 Page 3 of 4
(4) 8' T-Arms -Structural Evaluation Site USID #: 214432
DISCLAIMER OF WARRANTIES
GPO has not performed a site visit to the mount to verify the member sizes and antenna/coax loading. If the existing
conditions are not as represented on the mount elevation contained in this report, we should be contacted immediately to
evaluate the significance of the discrepancy. This is not a condition assessment of the mount. This report does not replace
a full mount inspection. The mount is assumed to have been properly fabricated, maintained, in good condition, twist free,
and plumb.
The engineering services rendered by GPD in connection with this Mount Analysis are limited to a computer analysis of the
mount structure and theoretical capacity of its main structural members. All mount components have been assumed to only
resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or
rusted members (above and below ground). No allowance was made for loose bolts or cracked welds.
This analysis is limited to the designated maximum wind and seismic conditions per the governing mount standards and
code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this analysis
and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time-
domain based fatigue analysis.
GPO does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed
information needed to perform a thorough analysis of every structural sub-component and connection of an existing mount.
GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc.
The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines
to the structure.
It is the owner's responsibility to determine the amount of ice accumulation in excess of the specified code recommended
amount, if any, that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed mount. If any material is fabricated from these
sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field.
Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction
document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report.
Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members
provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic
failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter
unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the
bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length
that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced
length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse
because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower.
GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from
material, fabrication, and erection of this mount. GPO will not be responsible whatsoever for, or on account of, consequential
or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this
report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this
report.
417/2022 Page 4 of 4
(4) 8' T-Arms -Structural Evaluation Site USID #: 214432
APPENDIX A
Mount Analysis Summary Form
4/7/2022
Mount Analysis Summary Form
c;.neral Info
Site Name AT&T OMNI RESORT ICAL01996I
Site USID Number 214432
Site FA Number 14537127
The lnformaUon contained In this summary report ts not to be used lndependentty from the PE stamped mount analysis.
Date of Analvsis 4[7/2022
Company Performinn Ana~sis GPO
Structure Info ·-·-.... _ Oescr~tlon ----·.--·-·· Date ---........ ~··· ........ , ......... Analyals Results (% Maximum
Tower Type (G, SST, MP) MP
Tower Heiaht /too of steel AGL\ 32.S' Design Code Used TIA-222-H & 2019 CBC Proposed Condition
Mount Manufacturer SCI, Inc. Location of Tower (County, State) San Oiego, CA
Mount Model nl• Wind Soeed lmnhl 96 {3-aecond oust\
Mount Design SCI, Inc. Job#. U1085-194-181 12/20/2018
Mount Ma2eing nl• -Previous Mount Anatvsis SCI, Inc. Job t: U1085-194•181 12/21/2018
Mount Modiftcation Design -n/a
Ice Thicl<ness (in) 0 ~ C.leQo'ti!,_ II, Ill) II
Exoosure cat~~ 18, £_Q)_ --C
Tonnnraohic Cateoorv (1 to 5) 1
TowerDesion SCI, Inc, Job#; U1085-194-181 12/20/2018
Previous Tower Ana~sis SCI, Inc, Job#: U1085-194-181 12/21/2018
Construction Drawings Bechtel Job#: CAL01996 2/16/2022
. --.. --...................... ._ ..
Antenna Mount
Antenna Owner Mount Antenna CL (ft} Ouanlity Type Manufacturer Model Azimuth Quantity Manufacturer Type Height(ff)
AT&T Mob1litv 30 30 6 Pane-I Kathreln 800•10965K 901260/350 4 SCI.Inc. 8' T-Arms
AT&T Mobility 30 30 3 Panel Ericsson AJR6449 B77O+AJR6419 877G STACKED 90/2601350 on the same mounts
AT&T Mobility 30 30 3 RRU ----Ericsson 4449 85/812 on the same mounts
AT&T Mobllitv 30 30 3 RRU EriCHOn 4415 825 on the same mounts
AT&TMobll~v 30 30 3 RRU ErtCSson 4478 B14 -on the same mounts
AT&T Mobility -30 30 3 RRU Ericsson 4426 866 on lhe same mounts
AT&T Moblttty 30 30 3 Surae Raycap DC6-48-1i0-18-SF on the same mounts
AT&T Mobility 30 30 1 Surge Ra:ycap DC9-48-60-8C-EV -on the same mounts
(4) 8' T-Arms -Structural Evaluation Site USID #: 214432
APPENDIX B
Wind Calculations and RISA-30 Output File
4/7/2022
~-TIA-222-H: Mount Analysis Wind loading
214432 · AT&T OMNI RESORT
2022723.03.214432.01
Structure Information
Structure Type:
Structure Height:
z (Mount Centerline) a
Gh (Mount Gust Effect Factor}=
Risk Category:
Monopole
32.S
30
1.00
II
ft
ft
Code Speciflca,tions
TIA/EIACode; H
Ultimate Wind Spel!d (No Ice)= 96
Ultimate Wind Speed (With Ice)= 30
k:e Thickness 0
Exposure Category C
Tower Base Elt!'Vation (AMSL) 21
Section Sets
Mount Components Member Type Length (;n) Side (Longest seefng Calculated De, for ice De, for Ice weight
wkld)tin) Other Side (in) weight (In) (in)
Standoff Square/Rea. 46,250 4 4 5.66
Standoff Vertical Pipe 18.000 3.5 3.5 3.50
Face Horizontal p;pe 96.000 3.5 3.5 3.50
Brace Pipe Pipe 56.000 2,375 2.375 2.38
Mount Pipe PiM 84.000 2.37S 2.375 2.38
Appurtenanc-es
Appurtenance Model Loading Elevation (ft) Height(in) Front Width (in) Side Depth (in) Wt(lbs) Type for Area
(6) 800-10965K 30 78.7 10 6.9 108.6 Flat
(3) AIR6449 B770 + AIR6419 8776 STACKED 30 70.4 15.9 8,1 147,7 Flat
(3) 4449 85/B12 30 17.9 13.19 9.44 71 Flat
(3) 4415 825 30 14.96 13.19 5.39 46 Flat
(3) 4478 B14 30 16.5 13.4 7,7 59,9 Flat
(3) 4426 866 30 14.96 13.19 5.8 48,4 Flat
(3) 0<:6-48-60-18-SF 30 12.15 11 11 18.9 Round
11) OC9-48-60-8C·EV 30 31.4 10.24 18.28 26.1 Round
ToP01T3phlc Inputs
Topog~ae_hic Feature: N/A
mph (3·s gust}
mph (3-s gust)
In
ft
Noice Ice Output
Area Type I\. User's Wind Normal Wind Force (lb/ft)• Normal ke Wind Force Ice we;ght (lb/ft)• (Round or Flat) Multipltef (lb/ft)•
FJat 0.90 1.00 11.38 0.00 0,00
Round 0.90 1.00 4.87 0.00 0,00
Round 0.90 1.00 7.70 0,00 OJJO
Round 0.90 1.00 5.09 0.00 0,00
Round 0,90 1.00 S.22 0,00 0.00
•AllfortH•t•...t~.
Shielding Noice Ice Output
Front Shielding Side Shtelding K1 and/or block Normal Wind Wt(lbs) (no Normal Wind Force (lbs) (lbs) I ly, )•
'"' '"' shielding Force (lbs)• aJ• lw/ ke)'" Wt on ice
°" °" 1.00 303.89 108.60 0.00 0.00
°" °" 1.00 219.86 147.70 0.00 0.00
°" °" 0.90 38.95 71.00 0.00 0.00
°" °" 0.90 32,56 46.00 0.00 0.00
°" °" 0,90 36,48 59,90 0.00 0.00
"" "" 0.90 32.56 48.40 0.00 0,00
°" "" 0.90 23.56 18.90 0.00 0.00
°" °" 0,90 31.50 26.20 0.00 0.00
•A111ottaa.-.unlacund
~ Z X
76 101
75 102
74 103
104
57
29
21
4
51 22
50 23
49 24
~
Z X
N a.
P2 Std.
P2 Std.
N a.
-0 U)
a.
~ z X
* Z X
Loads: LC 118, 1.2 Dead + 1.5 Live_M -84 + 1.0 Wind @ 240"
~ Z X
Member Code Checks Displayed (Enveloped)
Results for LC 118, 1.2 Dead + 1.5 Live_M -B4 + 1.0 Wind @ 240'
.06
.01
Code Check
( Env)
No Cale
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
~ Z X
Member Shear Checks Displayed (Enveloped)
Results for LC 64, 1.2 Dead + 1.5 Uve_M -A4 + 1.0 Wind @ 60'
.25
.21
Shear Check
( Env)
! No Cale
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
GPO
Kirby, Logan
2022723.03.214432.01
Apr 4, 2022
1:13 PM
Checked By: __ IIIRISA
Company
Designer
Job Number
Model Name 214432 -AT&T OMNI RESORT
Hot Rolled Steel Properties
L-,hol I= fks:il r, fksil N11 Therm !\1E Densitvflb/f. Yi<>lrHk.,il Rv !=11lk"j] Rt
1 A992 29000 11154 .3 .65 490 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 .3 .65 490 36 1.5 58 1.2
3 A572 Gr.SO 29000 11154 .3 .65 490 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 .3 .65 527 42 1.4 58 1.3
5 A500 Gr.B Rect 29000 11154 .3 .65 527 46 1.4 58 1.3
6 A53 Gr.B 29000 11154 .3 .65 490 35 1.6 60 1.2
7 A1085 29000 11154 .3 .65 490 50 1.4 65 1.3
8 A913 Gr.65 29000 11154 .3 .65 490 65 1.1 80 1.1
Hot Rolled Steel Section Sets
L"h"I C::h~no Tvoe Oesian List Material O°~jnn R. . A lin21 lvv ljn.41 177 lin41 J fin41
1 Standoff HSS4X4X4 None None A500 Gr.BR.. T"nical 3.37 7.8 7.8 12.8
2 Standoff Vertical P3 Std. None None A53 Gr.B T"nical 2.228 3.017 3.017 6.034
3 Face Horizontal P3 Std. None None A53 Gr.B T"nical 2.228 3.017 3.017 6.034
4 Brace Pine P2 Std. None None A53 Gr.B T"nir.al 1.075 .666 .666 1.331
5 Mount Pine P2 Std. None None A53 Gr.B T\mical 1.075 .666 666 1.331
Joint Coordinates and Temperatures
Label X linl Y finl Z finl Temn !Fl Oet::.rh From Qj,on ...
1 N1 18 0 0 0
2 N2 64.25 0 0 0
3 N3 66 0 0 0
4 N4 69.5 0 0 0
5 N5 69.5 0 -48 0
6 N6 69.5 0 48 0
7 N7 69.5 0 -45 0
8 N8 72.4375 0 -45 0
9 N9 69.5 0 -15 0
10 N10 72.4375 0 -15 0
11 N11 69.5 0 15 0
12 N12 72.4375 0 15 0
13 N13 69.5 0 45 0
14 N14 72.4375 0 45 0
15 N15 69.5 0 -30 0
16 N16 69.5 0 30 0
17 N17 72.4375 42 -45 0
18 N18 72.4375 42 -15 0
19 N19 72.4375 42 15 0
20 N20 72.4375 42 45 0
21 N21 72.4375 -42 -45 0
22 N22 72.4375 -42 -15 0
23 N23 72.4375 -42 15 0
24 N24 72.4375 -42 45 0
25 N25 66 9 0 0
26 N26 66 -9 0 0
27 N27 69.5 3.5 -30 0
28 N28 69.5 3.5 30 0
29 N29 0 0 18 0
30 N30 0 0 64.25 0
31 N31 0 0 66 0
32 N32 0 0 69.5 0
33 N33 48 0 69.5 0
34 N34 -48 0 69.5 0
RISA-3O Version 17.0.2 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \01 _Mount\00_Rev 0\03_Modeling\214432.Loaded.r3d] Page 1
IIIRISA
Company
Designer
Job Number
Model Name
GPO
Kirby, Logan
2022723.03.214432.01
214432 -AT&T OMNI RESORT
Joint Coordinates and Temperatures (Continued)
I <>n<>I Xlinl Ylinl
35 N35 45 0
36 N36 45 0
37 N37 15 0
38 N38 15 0
39 N39 -15 0
40 N40 -15 0
41 N41 -45 0
42 N42 -45 0
43 N43 30 0
44 N44 -30 0
45 N45 45 42
46 N46 15 42
47 N47 -15 42
48 N48 -45 42
49 N49 45 -42
50 N50 15 -42
51 N51 -15 -42
52 N52 -45 -42
53 N53 0 9
54 N54 0 -9
55 N55 30 3.5
56 N56 -30 3.5
57 N57 -18 0
58 N58 -64.25 0
59 N59 -66 0
60 N60 -69.5 0
61 N61 -69.5 0
62 N62 -69.5 0
63 N63 -69.5 0
64 N64 -72.4375 0
65 N65 -69.5 0
66 N66 -72.4375 0
67 N67 -69.5 0
68 N68 -72.4375 0
69 N69 -69.5 0
70 N70 -72.4375 0
71 N71 -69.5 0
72 N72 -69.5 0
73 N73 -72.4375 42
74 N74 -72.4375 42
75 N75 -72.4375 42
76 N76 -72.4375 42
77 N77 -72.4375 -42
78 N78 -72.4375 -42
79 N79 -72.4375 -42
80 N80 -72.4375 -42
81 N81 -66 9
82 N82 -66 -9
83 N83 -69.5 3.5
84 N84 -69.5 3.5
85 N85 0. 0
86 N86 0. 0
87 N87 0. 0
88 N88 0. 0
89 N89 -48 0
90 N90 48 0
91 N91 -45 0
Z rinl
69.5
72 4375
69.5
72.4375
69.5
72.4375
69.5
72.4375
69.5
69.5
72.4375
72 4375
72.4375
72.4375
72.4375
72.4375
72.4375
72.4375
66
66
69.5
69.5
-0.
-0.
-0.
-0.
48
-48
45
45
15
15
-15
-15
-45
-45
30
-30
45
15
-15
-45
45
15
-15
-45
-0.
-0
30
-30
-18
-64.25
-66
-69.5
-69.5
-69.5
-69.5
TemD !Fl
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Apr4,2022
1:13PM
Checked By: __
Detach From Di<>n
RISA-3O Version 17.0.2 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \01_Mount\00_Rev 0\03_Modeling\214432.Loaded.r3d] Page 2
IIIRISA
Company
Designer
Job Number
Model Name
GPO
Kirby, Logan
2022723.03.214432.01
214432 -AT&T OMNI RESORT
Joint Coordinates and Temperatures (Continued)
LJOhPI X finl Y finl Z finl
92 N92 -45 0 -72.4375
93 N93 -15 0 -69.5
94 N94 -15 0 -72.4375
95 N95 15 0 -69.5
96 N96 15 0 -72.4375
97 N97 45 0 -69.5
98 N98 45 0 -72.4375
99 N99 -30 0 -69.5
100 N100 30 0 -69.5
101 N101 -45 42 -72.4375
102 N102 -15 42 -72.4375
103 N103 15 42 -72.4375
104 N104 45 42 -72.4375
105 N105 -45 -42 -72.4375
106 N106 -15 -42 -72.4375
107 N107 15 -42 -72.4375
108 N108 45 -42 -72.4375
109 N109 0. 9 -66
110 N110 0. -9 -66
111 N111 -30 3.5 -69.5
112 N112 30 3.5 -69.5
Member Primary Data
I ,oh0I I lnint .I '"int K '"int Rotate(d ... C::or tinn/~h"'"" T"""
1 SA N1 N2 Standoff None
2 M2 NS N6 Face Horizontal None
3 M3 N2 N3 RIGID None
4 M4 N3 N4 RIGID None
5 MS N7 N8 RIGID None
6 M6 N9 N10 RIGID None
7 M7 N11 N12 RIGID None
8 M8 N13 N14 RIGID None
9 VA N25 N26 Standoff Vertical None
10 A1 N17 N21 Mount Pine None
11 A2 N18 N22 Mount Pine None
12 A3 N19 N23 Mount Pine NonP.
13 A4 N20 N24 Mount Pine None
14 M14 N27 N15 RIGID None
15 M15 N28 N16 RIGID None
16 SB N29 N30 Standoff None
17 M17 N33 N34 Face Horizontal None
18 M1R N30 N31 RIGID None
19 M19 N31 N32 RIGID None
20 M20 N35 N36 RIGID None
21 M21 N37 N38 RIGID None
22 M22 N39 N40 RIGID None
23 M23 N41 N42 RIGID None
24 VB N53 N54 Standoff Vertical None
25 81 N45 N49 Mount Pine None
26 82 N46 NS0 Mount Pine None
27 83 N47 N51 Mount Pine None
28 84 N48 N52 Mount Pine None
29 M29 N55 N43 RIGID None
30 M10 N56 N44 RIGID None
31 SC NS? N58 Standoff None
Temn fFl
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0°~inn Lic:t
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Apr 4,2022
1:13 PM
Checked By: __
0 °t..rh Frnm Di"'n
Material 0°~inn R11I ..
A500 Gr ... T"nical
A53 Gr.B T"nical
RIGID T"nical
RIGID Tvnical
RIGID Tvnical
RIGID Tvoical
RIGID Tvnical
RIGID Tvoical
A53 Gr.B Tvoical
A53 Gr.B Tvnical
A53 Gr.B Tvoical
A53 Gr.B Tvoical
A53 Gr.B T"nical
RIGID T"nir.al
RIGID T"nical
A500 Gr ... T"nical
A53 Gr.B Tvnical
RIGID Tvoical
RIGID Tvoical
RIGID T"nic~I
RIGID T"nical
RIGID Tvoical
RIGID Tvnical
A53 Gr.B T"nical
A53 Gr.B T"nical
A53 Gr.B Tvnical
A53 Gr.B Tvnical
A53 Gr.B Tvnical
RIGID Tvoical
RIGID Tvoical
A500 Gr ... Tvnical
RISA-3D Version 17 .0.2 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \01_Mount\OO_Rev 0\03_Modeling\214432.Loaded.r3d] Page 3
GPO
Kirby, Logan
2022723.03.214432.01 IIIRISA
Company
Designer
Job Number
Model Name 214432 -AT&T OMNI RESORT
Member Primary Data (Continued)
Lah0I I lnint J Jnint K lninl -SP.r.tion/Sh::me
32 M32 N61 N62 Face Horizontal
33 M33 N58 N59 RIGID
34 M34 N59 N60 RIGID
35 M35 N63 N64 RIGID
36 M36 N65 N66 RIGID
37 M37 N67 N68 RIGID
38 M38 N69 N70 RIGID
39 vc N81 N82 Standoff Vertical
40 C1 N73 N77 Mount Pioe
41 C2 N74 N78 Mount Pioe
42 C3 N75 N79 Mount Pioe
43 C4 N76 N80 Mount Pine
44 M44 N83 N71 RIGID
45 M45 N84 N72 RIGID
46 so N85 N86 Standoff
47 M47 N89 N90 Face Horizontal
48 M48 N86 N87 RIGID
49 M49 N87 N88 RIGID
50 M50 N91 N92 RIGID
51 M51 N93 N94 RIGID
52 M52 N95 N96 RIGID
53 M53 N97 N98 RIGID
54 VD N109 N110 Standoff Vertical
55 01 N101 N105 Mount Pine
56 D2 N102 N106 Mount Pine
57 0 3 N103 N107 Mount Pine
58 04 N104 N108 Mount Pioe
59 M59 N111 N99 RIGID
60 M60 N112 N100 RIGID
61 M61 N28 N55 Brace Pioe
62 M62 N56 N83 Brace Pioe
63 M63 N84 N111 Brace Pioe
64 M64 N112 N27 Brace PinP.
Basic Load Cases
BLC D<>cr-rintion <'::atP.nnrv X r.r::ivitv Y r.r::ivitv Z Gravitv Jnint
1 Dead DL -1
2 No Ice Wind 0 den None
3 No Ice Wind 30 deq None
4 No Ice Wind 60 deq None
5 No Ice Wind 90 deq None
6 No Ice Wind 120 deq None
7 No Ice Wind 150 deq None
8 No Ice Wind 180 deq None
9 No Ice Wind 210 deg None
10 No Ice Wind 240 deg None
11 No Ice Wind 270 deg None
12 No Ice Wind 300 deg None n No Ice Wind 330 deg None
14 Live Load -A 1 None
15 Live Load -A2 None
16 Live Load -A3 None
17 Live Load -A4 None
18 Live Load -B1 None
19 Live Load -B2 None
Tvoe
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Point
38
~R
76
76
38
76
76
38
76
76
38
76
76
1
1
1
1
1
1
OP.!=:ian List
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Apr4,2022
1:13 PM
Checked By: __
M::iteri::il n0cinn R , ,I
A53 Gr.B Tvnical
RIGID Tvnical
RIGID Tvnical
RIGID Tvnical
RIGID Tvnical
RIGID Tvnical
RIGID Tvnical
A53 Gr.B T"nical
A53 Gr.B T"nical
A53 Gr.B T"nical
A53 Gr.B Tvnical
A53 Gr.B Tvnical
RIGID Tvnical
RIGID Tvnical
AS00 Gr ... Tvnical
A53 Gr.B Tvnical
RIGID Tvnical
RIGID T11nical
RIGID T"nical
RIGID T•mical
RIGID T11nical
RIGID Tvnical
A53 Gr.B Tvnical
A53 Gr.B Tvnical
A53 Gr.B Tvnical
A53 Gr.B Tvnical
A53 Gr.B Tvoical
RIGID Tvoical
RIGID T"nical
A53 Gr.B Tvnical
A53 Gr.B Tvnical
A53 Gr.B Tvnical
A53 Gr.B Tvnical
DistrihutP.rl ArP.::ilMP. c,,.~---'p
28
64
64
28
64
64
28
64
64
28
64
64
RISA-3O Version 17.0.2 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \01_Mount\00_Rev 0\03_Modeling\214432.Loaded.r3d] Page 4
IIIRISA
t t '.,
Company
Designer
Job Number
Model Name
GPO
Kirby, Logan
2022723.03.214432.01
214432 -AT&T OMNI RESORT
Basic Load Cases (Continued)
BU "'. D"""rintinn .... 1 .... 11111y X r,r,.vitv Y r,ravitv Z r,ravitv lnint
20 Live Load -83 None
21 Live Load -84 None
22 Live Load -C 1 None
23 Live Load -C2 None
24 Live Load -C3 None
25 Live Load -C4 None
26 Live Load -01 None
27 Live Load -02 None
28 Live Load -03 None
29 Live Load -04 None
30 Live Load -SA (Startl None
31 Live Load -SA (Middl .. None
32 Live Load -SA (End) None
33 Live Load -M2 (Startl None
34 Live Load -M2 (Midd .. None
35 Live Load -M2 (Encl) None
36 Live Load -SB (Start) None
37 Live Load -SB (Middl.. None
38 Live Load -SB (End) None
39 ive Load -M17 (Start None
40 Live Load -M17 (Mid .. None
41 Live Load -M17 (End) None
42 Live Load -SC (Start) None
43 Live Load -SC (Midd .. None
44 Live Load -SC (End) None
45 ,..ive Load -M32 (Start None
46 Live Load -M32 (Mid .. None
47 Live Load -M32 (End) None
48 Live Load -SD {Start) None
49 Live Load -SD (Midd .. None
50 Live Load -SD (End) None
51 ... ive Load -M47 (Start None
52 Live Load -M47 (Mid .. None
53 Live Load -M47 (End) None
Load Combinations
nocrrinlinn C::nlVP. Pn P.lt:> S RI r i:,.,.. BLr. F<>r £1 r i:,,,.. 81 rF,,,.. BLr. F:>r _RI r
1 1.4 Dead Yes y 1 1.4 0 0 0 0 0
2 1.2 Dead .. Yes y 1 1.2 2 1 0 0 0 0
3 0.9 Dead .. Yes y 1 .9 2 1 0 0 0 0
4 1.2 Dead .. Yes y 1 1.2 3 1 0 0 0 0
5 0.9 Dead .. Yes y 1 .9 3 1 0 0 0 0
6 1.2 Dead .. Yes y 1 1.2 4 1 0 0 0 0
7 0.9 Dead .. Yes y 1 .9 4 1 0 0 0 0
8 1.2 Dead .. Yes y 1 1.2 5 1 0 0 0 0
9 0.9 Dead .. Yes y 1 .9 5 1 0 0 0 0
10 1.2 Dead .. Yes y 1 1.2 6 1 0 0 0 0
11 0.9 Dead .. Yes y 1 .9 6 1 0 0 0 0
12 1.2 Dead .. Yes y 1 1.2 7 1 0 0 0 0
13 0.9 Dead .. Yes y 1 .9 7 1 0 0 0 0
14 1.2 Dead .. Yes y 1 1.2 8 1 0 0 0 0
15 0.9 Dead .. Yes y 1 .9 8 1 0 0 0 0
16 1.2 Dead .. Yes y 1 1.2 9 1 0 0 0 0
17 0.9 Dead .. Yes y 1 .9 9 1 0 0 0 0
18 1.2 Dead .. Yes y 1 1.2 10 1 0 0 0 0
Point
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Apr4,2022
1:13PM
Checked By: __
Dictrih• •tn.-< /\ •nnlMP. C::11.-f:,rolp .
i:,,,.. RI rF,,,.. BLr. F"" .BLr. i:,.,.. 81 rF,,,..
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
RISA-3O Version 17.0.2 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \01_Mount\00_Rev 0\03_Modeling\214432.Loaded.r3d] Page 5
I Company
IIRISA Designer
Job Number
A' Model Name A 11
GPO
Kirby, Logan
2022723.03.214432.01
214432 -AT&T OMNI RESORT
Load Combinations (Continued)
Apr 4,2022
1:13 PM
Checked By: __
n,:,,ar,rintin~ C:nh,o Pnolt<> S ... RI r. Fae RI r. Fae Bl r. F>ir RI r. Fae Bl r. F>ir Al r F"" Al r F>ir RI r. Far Bl r. i:;,,,-::11 r i:;,,,-
19 0.9 Dead .. Yes y 1 .9 10 1 0 0 0 0 0 0
20 1.2 Dead .. Yes y 1 1.2 11 1 0 0 0 0 0 0
21 0.9 Dead .. Yes y 1 .9 11 1 0 0 0 0 0 0
22 1.2 Dead .. Yes y 1 1.2 12 1 0 0 0 0 0 0
23 0.9 Dead .. Yes y 1 .9 12 1 0 0 0 0 0 0
24 1.2 Dead .. Yes y 1 1.2 13 1 0 0 0 0 0 0
25 0.9 Dead .. Yes y 1 .9 13 1 0 0 0 0 0 0
26 1.2 Dead .. Yes y 1 1.2 14 1.5 2 .098 0 0 0 0 0
27 1.2 Dead .. Yes y 1 1.2 14 1.5 3 .098 0 0 0 0 0
28 1.2 Dead .. Yes y 1 1.2 14 1.5 4 .098 0 0 0 0 0
29 1.2 Dead .. Yes y 1 1.2 14 1.5 5 .098 0 0 0 0 0
30 1.2 Dead .. Yes y 1 1.2 14 1.5 6 .098 0 0 0 0 0
31 1.2 Dead .. Yes y 1 1.2 14 1.5 7 .098 0 0 0 0 0
32 1.2 Dead .. Yes y 1 1.2 14 1.5 8 .098 0 0 0 0 0
33 1.2 Dead .. Yes y 1 1.2 14 1.5 9 .098 0 0 0 0 0
34 1.2 Dead .. Yes y 1 1.2 14 1.5 10 .098 0 0 0 0 0
35 1.2 Dead .. Yes y 1 1.2 14 1.5 11 .098 0 0 0 0 0
36 1.2 Dead .. Yes y 1 1.2 14 1.5 12 .098 0 0 0 0 0
37 1.2 Dead .. Yes y 1 1.2 14 1.5 13 .098 0 0 0 0 0
38 1.2 Dead .. Yes y 1 1.2 15 1.5 2 .098 0 0 0 0 0
39 1.2 Dead .. Yes y 1 1.2 15 1.5 3 .098 0 0 0 0 0
40 1.2 Dead .. Yes y 1 1.2 15 1 5 4 .098 0 0 0 0 0
41 1.2 Dead .. Yes y 1 1.2 15 1.5 5 .098 0 0 0 0 0
42 1.2 Dead .. Yes y 1 1.2 15 1.5 6 .098 0 0 0 0 0
43 1.2 Dead .. Yes y 1 1.2 15 1.5 7 .098 0 0 0 0 0
44 1.2 Dead .. Yes y 1 1.2 15 1.5 8 .098 0 0 0 0 0
45 1.2 Dead .. Yes y 1 1.2 15 1.5 9 .098 0 0 0 0 0
46 1.2 Dead .. Yes y 1 1.2 15 1.5 10 .098 0 0 0 0 0
47 1.2 Dead .. Yes y 1 1.2 15 1.5 11 .098 0 0 0 0 0
48 1.2 Dead .. Yes y 1 1.2 15 1.5 12 .098 0 0 0 0 0
49 1.2 Dead .. Yes y 1 1.2 15 1.5 13 .098 0 0 0 0 0
50 1.2 Dead .. Yes y 1 1.2 16 1.5 2 .098 0 0 0 0 0
51 1.2 Dead .. Yes y 1 1.2 16 1.5 3 .098 0 0 0 0 0
52 1.2 Dead .. Yes y 1 1.2 16 1.5 4 .098 0 0 0 0 0
53 1.2 Dead .. Yes y 1 1.2 16 1.5 5 .098 0 0 0 0 0
54 1.2 Dead .. Yes y 1 1.2 16 1.5 6 .098 0 0 0 0 0
55 1.2 Dead .. Yes y 1 1.2 16 1.5 7 .098 0 0 0 0 0
56 1.2 Dead .. Yes y 1 1.2 16 1.5 8 .098 0 0 0 0 0
57 1.2 Dead .. Yes y 1 1.2 16 1.5 9 .098 0 0 0 0 0
58 1.2 Dead .. Yes y 1 1.2 16 1.5 10 .098 0 0 0 0 0
59 1.2 Dead .. Yes y 1 1.2 16 1.5 11 .098 0 0 0 0 0
60 1.2 Dead .. Yes y 1 1.2 16 1.5 12 .098 0 0 0 0 0
61 1.2 Dead .. Yes y 1 1.2 16 1.5 13 .098 0 0 0 0 0
62 1.2 Dead .. Yes y 1 1.2 17 1.5 2 .098 0 0 0 0 0
63 1.2 Dead .. Yes y 1 1.2 17 1.5 3 .098 0 0 0 0 0
64 1.2 Dead .. Yes y 1 1.2 17 1.5 4 .098 0 0 0 0 0
65 1.2 Dead .. Yes y 1 1.2 17 1.5 5 .098 0 0 0 0 0
66 1.2 Dead .. Yes y 1 1.2 17 1.5 6 .098 0 0 0 0 0
67 1.2 Dead .. Yes y 1 1.2 17 1.5 7 .098 0 0 0 0 0
68 1.2 Dead .. Yes y 1 1.2 17 1.5 8 098 0 0 0 0 0
69 1.2 Dead .. Yes y 1 1.2 17 1.5 9 .098 0 0 0 0 0
70 1.2 Dead .. Yes y 1 1.2 17 1.5 10 .098 0 0 0 0 0
71 1.2 Dead .. Yes y 1 1.2 17 1.5 11 .098 0 0 0 0 0
72 1.2 Dead .. Yes y 1 1.2 17 1.5 12 .098 0 0 0 0 0
73 1.2 Dead .. Yes y 1 1.2 17 1.5 13 .098 0 0 0 0 0
74 1.2 Dead .. Yes y 1 1.2 18 1.5 2 .098 0 0 0 0 0
75 1.2 Dead .. Yes y 1 1.2 18 1.5 3 .098 0 0 0 0 0
RISA-3D Version 17.0.2 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \01_Mount\OO_Rev 0\03_Modeling\214432.Loaded.r3d] Page 6
IIIRISA
C ,.
Company
Designer
Job Number
Model Name
GPO
Kirby, Logan
2022723.03.214432.01
214432 -AT&T OMNI RESORT
Load Combinations (Continued)
Oernrjntjnn Cnlve POelta S. BLC F~n .BU' Fae BLC F<>,-BLC Fa,-.BLC F,,,-BLC F,,,-BLC F,,,-BU': F,,,-
76 1.2 Dead .. Yes y 1 1.2 18 1.5 4 .098 0 0 0 0 0
77 1.2 Dead .. Yes y 1 1.2 18 1.5 5 .098 0 0 0 0 0
78 1.2 Dead .. Yes y 1 1.2 18 1.5 6 .098 0 0 0 0 0
79 1.2 Dead .. Yes y 1 1.2 18 1.5 7 .098 0 0 0 0 0
80 1.2 Dead .. Yes y 1 1.2 18 1.5 8 .098 0 0 0 0 0
81 1.2 Dead .. Yes y 1 1.2 18 1.5 9 .098 0 0 0 0 0
82 1.2 Dead .. Yes y 1 1.2 18 1.5 10 .098 0 0 0 0 0
83 1.2 Dead .. Yes y 1 1.2 18 1.5 11 .098 0 0 0 0 0
84 1.2 Dead .. Yes y 1 1.2 18 1.5 12 .098 0 0 0 0 0
85 1.2 Dead .. Yes y 1 1.2 18 1.5 13 .098 0 0 0 0 0
86 1.2 Dead .. Yes y 1 1.2 19 1.5 2 .098 0 0 0 0 0
87 1.2 Dead .. Yes y 1 1.2 19 1.5 3 .098 0 0 0 0 0
88 1.2 Dead .. Yes y 1 1.2 19 1.5 4 .098 0 0 0 0 0
89 1.2 Dead .. Yes y 1 1.2 19 1.5 5 .098 0 0 0 0 0
90 1.2 Dead .. Yes y 1 1.2 19 1.5 6 .098 0 0 0 0 0
91 1.2 Dead .. Yes y 1 1.2 19 1.5 7 .098 0 0 0 0 0
92 1.2 Dead .. Yes y 1 1.2 19 1.5 8 .098 0 0 0 0 0
93 1.2 Dead .. Yes y 1 1.2 19 1.5 9 .098 0 0 0 0 0
94 1.2 Dead .. Yes y 1 1.2 19 1.5 10 .098 0 0 0 0 0
95 1.2 Dead .. Yes y 1 1.2 19 1.5 11 .098 0 0 0 0 0
96 1.2 Dead .. Yes y 1 1.2 19 1.5 12 .098 0 0 0 0 0
97 1.2 Dead .. Yes y 1 1.2 19 1.5 13 .098 0 0 0 0 0
98 1.2 Dead .. Yes y 1 1.2 20 1.5 2 .098 0 0 0 0 0
99 1.2 Dead .. Yes y 1 1.2 20 1.5 3 .098 0 0 0 0 0
100 1.2 Dead .. Yes y 1 1.2 20 1.5 4 .098 0 0 0 0 0
101 1.2 Dead .. Yes y 1 1.2 20 1.5 5 .098 0 0 0 0 0
102 1.2 Dead .. Yes y 1 1.2 20 1.5 6 .098 0 0 0 0 0
103 1.2 Dead .. Yes y 1 1.2 20 1.5 7 .098 0 0 0 0 0
104 1.2 Dead .. Yes y 1 1.2 20 1.5 8 .098 0 0 0 0 0
105 1.2 Dead .. Yes y 1 1.2 20 1.5 9 .098 0 0 0 0 0
106 1.2 Dead .. Yes y 1 1.2 20 1.5 10 .098 0 0 0 0 0
107 1.2 Dead .. Yes y 1 1.2 20 1.5 11 .098 0 0 0 0 0
108 1.2 Dead .. Yes y 1 1.2 20 1.5 12 .098 0 0 0 0 0
109 1.2 Dead .. Yes y 1 1.2 20 1.5 13 .098 0 0 0 0 0
110 1.2 Dead .. Yes y 1 1.2 21 1.5 2 .098 0 0 0 0 0
111 1.2 Dead .. Yes y 1 1.2 21 1.5 3 .098 0 0 0 0 0
112 1.2 Dead .. Yes y 1 1.2 21 1.5 4 .098 0 0 0 0 0
113 1.2Dead .. Yes y 1 1.2 21 1.5 5 .098 0 0 0 0 0
114 1.2 Dead .. Yes y 1 1.2 21 1.5 6 .098 0 0 0 0 0
115 1.2 Dead .. Yes y 1 1.2 21 1.5 7 .098 0 0 0 0 0
116 1.2 Dead .. Yes y 1 1.2 21 1.5 8 .098 0 0 0 0 0
117 1.2 Dead .. Yes y 1 1.2 21 1.5 9 .098 0 0 0 0 0
118 1.2 Dead .. Yes y 1 1.2 21 1.5 10 .098 0 0 0 0 0
119 1.2 Dead .. Yes y 1 1.2 21 1.5 11 .098 0 0 0 0 0
120 1.2 Dead .. Yes y 1 1.2 21 1.5 12 .098 0 0 0 0 0
121 1.2 Dead .. Yes y 1 1.2 21 1.5 13 .098 0 0 0 0 0
122 1.2 Dead .. Yes y 1 1.2 22 1.5 2 .098 0 0 0 0 0
123 1.2 Dead .. Yes y 1 1.2 22 1.5 3 .098 0 0 0 0 0
124 1.2 Dead .. Yes y 1 1.2 22 1.5 4 .098 0 0 0 0 0
125 1.2 Dead .. Yes y 1 1.2 22 1.5 5 .098 0 0 0 0 0
126 1.2 Dead .. Yes y 1 1.2 22 1.5 6 .098 0 0 0 0 0
127 1.2 Dead .. Yes y 1 1.2 22 1.5 7 .098 0 0 0 0 0
128 1.2 Dead .. Yes y 1 1.2 22 1.5 8 .098 0 0 0 0 0
129 1.2 Dead .. Yes y 1 1.2 22 1.5 9 .098 0 0 0 0 0
130 1.2 Dead .. Yes y 1 1.2 22 1.5 10 .098 0 0 0 0 0
131 1.2 Dead .. Yes y 1 1.2 22 1.5 11 .098 0 0 0 0 0
132 1.2 Dead .. Yes y 1 1.2 22 1.5 12 .098 0 0 0 0 0
Apr4,2022
1:13PM
Checked By: __
=iu-: F,,,-BU': F,,,-
RISA-30 Version 17.0.2 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \01_Mount\OO_Rev 0\03_Modeling\214432.Loaded.r3d] Page 7
IIIRISA
Company
Designer
Job Number
Model Name
GPO
Kirby, Logan
2022723.03.214432.01
214432-AT&T OMNI RESORT
Load Combinations (Continued)
-' ·,,, C::nh1<> pn ,,1ta c:: c 1 r-i;.,,,., Al r-i:..... c1 r-Fae Bl r. F""
133 1.2 Dead .. Yes y 1 1.2 22 1.5 13 .098 0
134 1.2 Dead .. Yes y 1 1.2 23 1.5 2 .098 0
135 1.2 Dead .. Yes y 1 1.2 23 1.5 3 .098 0
136 1.2 Dead .. Yes y 1 1.2 23 1.5 4 .098 0
137 1.2 Dead .. Yes y 1 1.2 23 1.5 5 .098 0
138 1.2 Dead .. Yes y 1 1.2 23 1.5 6 .098 0
139 1.2 Dead .. Yes y 1 1.2 23 1.5 7 .098 0
140 1.2 Dead .. Yes y 1 1.2 23 1.5 8 .098 0
141 1.2 Dead .. Yes y 1 1.2 23 1.5 9 .098 0
142 1.2 Dead .. Yes y 1 1.2 23 1.5 10 .098 0
143 1.2 Dead .. Yes y 1 1.2 23 1.5 11 .098 0
144 1.2 Dead .. Yes y 1 1.2 23 1.5 12 .098 0
145 1.2 Dead .. Yes y 1 1.2 23 1.5 13 .098 0
146 1.2 Dead .. Yes y 1 1.2 24 1.5 2 .098 0
147 1.2 Dead .. Yes y 1 1.2 24 1.5 3 .098 0
148 1.2 Dead .. Yes y 1 1.2 24 1.5 4 .098 0
149 1.2 Dead .. Yes y 1 1.2 24 1.5 5 .098 0
150 1.2 Dead .. Yes y 1 1.2 24 1.5 6 .098 0
151 1.2 Dead .. Yes y 1 1.2 24 1.5 7 .098 0
152 1.2 Dead .. Yes y 1 1.2 24 1.5 8 .098 0
153 1.2 Dead .. Yes y 1 1.2 24 1.5 9 .098 0
154 1.2 Dead .. Yes y 1 1.2 24 1.5 10 .098 0
155 1.2 Dead .. Yes y 1 1.2 24 1.5 11 .098 0
156 1.2 Dead .. Yes y 1 1.2 24 1.5 12 .098 0
157 1.2 Dead .. Yes y 1 1.2 24 1.5 13 .098 0
158 1.2 Dead .. Yes y 1 1.2 25 1.5 2 .098 0
159 1.2 Dead .. Yes y 1 1.2 25 1.5 3 .098 0
160 1.2 Dead .. Yes y 1 1.2 25 1.5 4 .098 0
161 1.2 Dead .. Yes y 1 1.2 25 1.5 5 .098 0
162 1.2 Dead .. Yes y 1 1.2 25 1.5 6 .098 0
163 1.2 Dead .. Yes y 1 1.2 25 1.5 7 .098 0
164 1.2 Dead .. Yes y 1 1.2 25 1.5 8 .098 0
165 1.2 Dead .. Yes y 1 1.2 25 1.5 9 .098 0
166 1.2 Dead .. Yes y 1 1.2 25 1.5 10 .098 0
167 1.2 Dead .. Yes y 1 1.2 25 1 .!'i 11 .098 0
168 1.2 Dead .. Yes y 1 1.2 25 1.5 12 .098 0
169 1.2 Dead .. Yes y 1 1.2 25 1.5 13 .098 0
170 1.2 Dead .. Yes y 1 1.2 26 1.5 2 .098 0
171 1.2 Dead .. Yes y 1 1.2 26 1.5 3 .098 0
172 1.2 Dead .. Yes y 1 1.2 26 1.5 4 .098 0
173 1.2 Dead .. Yes y 1 1.2 26 1.5 5 .098 0
174 1.2 Dead .. Yes y 1 1.2 26 1.5 6 .098 0
175 1.2 Dead .. Yes y 1 1.2 26 1.5 7 .098 0
176 1.2 Dead .. Yes y 1 1.2 26 1.5 8 .098 0
177 1.2 Dead .. Yes y 1 1.2 26 1.5 9 .098 0
178 1.2 Dead .. Yes y 1 1.2 26 1.5 10 .098 0
179 1.2 Dead .. Yes y 1 1.2 26 1.5 11 .098 0
180 1.2 Dead .. Yes y 1 1.2 26 1.5 12 .098 0
181 1.2 Dead .. Yes y 1 1.2 26 1.5 13 .098 0
182 1.2 Dead .. Yes y 1 1.2 27 1.5 2 .098 0
183 1.2 Dead .. Yes y 1 1.2 27 1.5 3 .098 0
184 1.2 Dead .. Yes y 1 1.2 27 1.5 4 .098 0
185 1.2 Dead .. Yes y 1 1.2 27 1.5 5 .098 0
186 1.2 Dead .. Yes y 1 1.2 27 1.5 6 .098 0
187 1.2 Dead .. Yes y 1 1.2 27 1.5 7 .098 0
188 1.2 Dead .. Yes y 1 1.2 27 1.5 8 .098 0
189 1.2 Dead .. Yes y 1 1.2 27 1.5 9 .098 0
ALr. i:;,,,., Al(' F,.,.,
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
RI r_ i:,,,.,
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Apr4,2022
1:13 PM
Checked By: __
RI (' i:,,,.. Bl (' i:--Cl I" F.,,,.,
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
RISA-3O Version 17.0.2 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \01_Mount\00_Rev 0\03_Modeling\214432.Loaded.r3d] Page 8
IIIRISA
Company
Designer
Job Number
Model Name
GPO
Kirby, Logan
2022723.03.214432.01
214432 -AT&T OMNI RESORT
Apr4,2022
1:13 PM
Checked By: __
Load Combinations (Continued)
n o~rrintinn c~ive PDelta c:: 81 r. F<>" 81 r. Fae .BLr. i:;,,,.. BLC F<>r-.BLC F"" 91 r. F<>r .81 r. i:,.,, 91 r F,.,.. BLC F?" BLr. i:;,.,..
190 1.2 Dead .. Yes y 1 1.2 27 1.5 10 .098 0 0 0 0 0
191 1.2 Dead .. Yes y 1 1.2 27 1.5 11 .098 0 0 0 0 0
192 1.2 Dead .. Yes y 1 1.2 27 1.5 12 .098 0 0 0 0 0
193 1.2 Dead .. Yes y 1 1.2 27 1.5 13 .098 0 0 0 0 0
194 1.2 Dead .. Yes y 1 1.2 28 1.5 2 .098 0 0 0 0 0
195 1.2 Dead .. Yes y 1 1.2 28 1.5 3 .098 0 0 0 0 0
196 1.2 Dead .. Yes y 1 1.2 28 1.5 4 .098 0 0 0 0 0
197 1.2 Dead .. Yes y 1 1.2 28 1.5 5 .098 0 0 0 0 0
198 1.2 Dead .. Yes y 1 1.2 28 1.5 6 .098 0 0 0 0 0
199 1.2 Dead .. Yes y 1 1.2 28 1.5 7 .098 0 0 0 0 0
200 1.2 Dead .. Yes y 1 1.2 28 1.5 8 .098 0 0 0 0 0
201 1.2 Dead .. Yes y 1 1.2 28 1.5 9 .098 0 0 0 0 0
202 1.2 Dead .. Yes y 1 1.2 28 1.5 10 .098 0 0 0 0 0
203 1.2 Dead .. Yes y 1 1.2 28 1.5 11 .098 0 0 0 0 0
204 1.2 Dead .. Yes y 1 1.2 28 1.5 12 .0~8 0 0 0 0 0
205 1.2 Dead .. Yes y 1 1.2 28 1.5 13 .098 0 0 0 0 0
206 1.2 Dead .. Yes y 1 1.2 29 1.5 2 .098 0 0 0 0 0
207 1.2 Dead .. Yes y 1 1.2 29 1.5 3 .098 0 0 0 0 0
208 1.2 Dead .. Yes y 1 1.2 29 1.5 4 .098 0 0 0 0 0
209 1.2 Dead .. Yes y 1 1.2 29 1.5 5 .098 0 0 0 0 0
210 1.2 Dead .. Yes y 1 1.2 29 1.5 6 .098 0 0 0 0 0
211 1.2 Dead .. Yes y 1 1.2 29 1.5 7 .098 0 0 0 0 0
212 1.2 Dead .. Yes y 1 1.2 29 1.5 8 .098 0 0 0 0 0
213 1.2 Dead .. Yes y 1 1.2 29 1.5 9 .098 0 0 0 0 0
214 1.2 Dead .. Yes y 1 1.2 29 1.5 10 .098 0 0 0 0 0
215 1.2 Dead .. Yes y 1 1.2 29 1.5 11 .098 0 0 0 0 0
216 1.2 Dead .. Yes y 1 1.2 29 1.5 12 .098 0 0 0 0 0
217 1.2 Dead .. Yes y 1 1.2 29 1.5 13 .098 0 0 0 0 0
218 1.2 Dead .. Yes y 1 1.2 30 1.5 0 0 0 0 0 0
219 1.2 Dead .. Yes y 1 1.2 31 1.5 0 0 0 0 0 0
220 1.2 Dead .. Yes y 1 1.2 32 1.5 0 0 0 0 0 0
221 1.2 Dead .. Yes y 1 1.2 33 1.5 0 0 0 0 0 0
222 1.2 Dead .. Yes y 1 1.2 34 1.5 0 0 0 0 0 0
223 1.2 Dead .. Yes y 1 1.2 35 1.5 0 0 0 0 0 0
224 1.2 Dead .. Yes y 1 1.2 36 1.5 0 0 0 0 0 0
225 1.2 Dead .. Yes y 1 1.2 37 1.5 0 0 0 0 0 0
226 1.2 Dead .. Yes y 1 1.2 38 1.5 0 0 0 0 0 0
227 1.2 Dead .. Yes y 1 1.2 39 1.5 0 0 0 0 0 0
228 1.2 Dead .. Yes y 1 1.2 40 1.5 0 0 0 0 0 0
229 1.2 Dead .. Yes y 1 1.2 41 1.5 0 0 0 0 0 0
230 1.2 Dead .. Yes y 1 1.2 42 1.5 0 0 0 0 0 0
231 1.2 Dead .. Yes y 1 1.2 43 1.5 0 0 0 0 0 0
232 1.2 Dead .. Yes y 1 1.2 44 1.5 0 0 0 0 0 0
233 1.2 Dead .. Yes y 1 1.2 45 1.5 0 0 0 0 0 0
234 1.2 Dead .. Yes y 1 1.2 46 1.5 0 0 0 0 0 0
235 1.2 Dead .. Yes y 1 1.2 47 1.5 0 0 0 0 0 0
236 1.2 Dead .. Yes y 1 1.2 48 1.5 0 0 0 0 0 0
237 1.2 Dead .. Yes y 1 1.2 49 1.5 0 0 0 0 0 0
238 1.2 Dead .. Yes y 1 1.2 50 1.5 0 0 0 0 0 0
239 1.2 Dead .. Yes y 1 1.2 51 1.5 0 0 0 0 0 0
240 1.2 Dead .. Yes y 1 1.2 52 1.5 0 0 0 0 0 0
241 1.2 Dead .. Yes y 1 1.2 53 1.5 0 0 0 0 0 0
RISA-3O Version 17.0.2 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \01_Mount\00_Rev 0\03_Modeling\214432.Loaded.r3d] Page 9
GPD
Kirby, Logan
2022723.03.214432.01 IIIRISA g~~~~;r
Job Number
, , Model Name 2 14432 -AT&T OMNI RESORT
Envelope Joint Reactions
Joint X llhl LC Yflhl LC Z rlhl
1 N1 max 1598.857 14 1798.256 36 484.692
2 min -1308.258 3 786.142 11 -471.265
3 N29 max 576.441 12 1767.261 115 1297.191
4 min -575.518 25 763.021 5 -1017.516
5 N57 max 1042.787 15 1767.205 167 575.147
6 min -1320.381 2 761 839 11 -578.393
7 N85 max 87.253 15 1036.908 217 678.994
8 min -101.796 2 213.259 21 -968.431
9 Totals: max 3249.72 14 4121.264 168 2869.345
10 min -3249.718 3 2528.436 11 -2869.346
Envelope A/SC 15th(360-16): LRFD Steel Code Checks
LC MX lk-ftl LC
18 1.716 34
7 -3.41 64
20 -2.832 21
9 -7.672 89
19 2.722 166
6 -2.41 124
21 4.48 191
8 .708 9
21
8
MY lk-ftl
1.405
-1.489
2.093
-2.083
1.8
-1.825
.322
-.213
Apr4,2022
1:13 PM
Checked By: __
LC MZ lk-ftl I r
11 7.657 38
22 2.744 15
14 2.436 85
3 -2.R98 115
19 -2.766 3
6 -7.579 140
178 2.479 215
7 -2.601 180
M<>mh<>r Sh,rn<> r nne Ch<>rk Lnrfi. .. I r ~ho"r ChP.ck Lndi. Dir I r ohi*Pnc ... ohi*Pnt . nhi*Mn ohi*Mn _rh l=nn
1 M17 P3 Std. .667 48 118 .103 18 77 49546 .... 70196 .... 6.124 6.124 1 .. H1-1b 2 M2 P3 Std. .664 48 R6 .104 48 2 49546 .... 70196 .... 6.124 6.124 1 .. H1-1b
3 M32 P3 Std. .661 48 169 .103 78 164 49546 .... 70196 .... 6.124 6.124 1 .. H1-1b
4 SA HSS4X4X4 .584 0 72 .29R 0 V 64 131108 .. 139518 16.181 16.181 1 .. H3-6
5 SC HSS4X4X4 .532 0 167 .245 0 V 166 131108 .. 139518 16.181 16.181 1 .. H3-6
6 SB HSS4X4X4 .497 0 79 .243 0 V 115 131108 .. 139518 16.181 16.181 1 .. H1-1b
7 M47 P3 Std. .488 48 173 .074 78 21 0 49546 .... 70196 .... 6 124 6.124 1 .. H1-1b
8 SD HSS4X4X4 .294 0 178 .217 0 V 180 131108 .. 139518 16.181 16.181 1 .. H1-1b
9 81 P2 Std. .283 42 8 .024 42 8 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b
10 A2 P2 Std. .282 42 2 .024 42 2 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b
11 A4 P2 Std. .281 42 2 .023 42 2 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b 12 84 P2 Std. .281 42 8 .023 42 8 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b
13 C4 P2 Std. .274 42 16 .023 42 14 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b
14 C1 P2 Std. .271 42 16 .023 42 14 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b
15 A3 P2 Std. .170 42 2 .012 42 2 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b
16 83 P2 Std. .169 42 9 .012 42 8 18896 .... 33847 .... 1.997 1.997 1 .. H1-1h 17 C3 P2 Std. .167 42 16 .012 42 16 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b
18 M63 P2 Std. .064 29.0 .. 164 .249 0 165 26156 .... 33847 .... 1.997 1.997 1 .. H3-6 19 M64 P2 Std. .016 27.9 .. 10 .198 0 37 261 56 .... 33847 .... 1.997 1.997 1 .. H1-1b
20 82 P2 Std. .015 42 8 .002 42 8 18896 .... 33847 .... 1.997 1.9Q7 1 .. H1-1h 21 A1 P2 Std. .015 42 2 .002 42 2 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b 22 C2 P2 Std. .015 42 14 .002 42 14 18896 .... 33847 ... , 1.997 1.997 1.. H1-1b
23 01 P2 Std. .015 42 20 .002 42 20 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b 24 04 P2 Strl. .015 42 20 .002 42 20 18896 .... 33847 .... 1 997 1.997 1 H1-1 b 25 02 P2 Std. .015 42 20 .002 42 20 18896 .... 33847 .... 1.997 1.997 1 .. H1-1b
26 03 P2 Std. .015 42 20 .002 42 20 18896 .... 33847 .... 1.997 1.997 1 H1-1b
27 M62 P2 Std. .012 27.9 .. 24 .191 0 114 26156 .... 33847 .... 1.997 1.997 1 .. H1-1b
28 M61 P2 Std. .012 27.9 .. 16 .206 0 62 26156 .... 33847 .... 1.997 1.997 1 .. H1-1b
29 VA P3 Std. .000 9 2 .000 9 2 69342 .... 701 96 .... 6.124 6.124 1 .. H1-1b
30 VB P3 Std. .ODO 9 8 .000 9 8 69342 .... 70196 .... 6.124 6.124 1 H1-1b
31 VG P3 Std. .000 9 14 .000 9 14 69342 .... 70196 .... 6.124 6.124 1 .. H1-1b 32 VD P3 Std. .000 9 20 .000 9 20 69342 .... 70196 .... 6.124 6.124 1 H1-1b
RISA-3O Version 17.0.2 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \01 _Mount\00 _Rev 0\03_Modeling\214432.Loaded .r3d] Page 10
(4) 8' T-Arms -Structural Evaluation Site USID #: 214432
APPENDIX C
Additional Calculations
4n/2022
TIA-222-H CONNECTION CHECK
Mount to Tower Connection -Typ. All Sectors
2022723.03.214432.01
Bolt Information Flange Information
Bolt Diameter (d) 0.625 in Height (h) 8 in
Net Tensile Area (An) 0.226 in2 Width (w) 8.5 in
II of Bolts Total (n) 4 Thickness (t) 0.5 in
Bolt Distance Up-Down 6 in Steel Grade A36
Bolt Distance Left-Right 6 in Plate Yield Strength (Fy) 36 ksi
Bolt Grade A325N Support Arm Height 4 in
Bolt Tensile Strength {Fubl 120 ksi Support Arm Width 4 in
RISA 30 Reactions (Up-Down) RISA 30 Reactions (Left -Right)
Moment(M) 7.67 k-ft Moment(M) 1.99 k-ft
Axial (T) -0.12 kips Axial (T) 0.40 kips
Shear {V) 1.77 kips Shear(V) 0.96 kips
Bolt Capacity (Up-Down) Bolt Capacity (Left-Right)
Nominal Tensile Strength (Rn,l 27.120 kips Nominal Tensile Strength (Rn,l 27.120 kips
Nominal Shear Strength (Rnvl 18.41 kips Nominal Shear Strength (Rnvl 18.41 kips
Bolt Tensile Force (Tub) 7.64 kips Bolt Tensile Force (Tub) 2.09 kips
Bolt Shear Force (Vub) 0.442 kips Bolt Shear Force !Vubl 0.239 kips
Tui/tl>Rn, 0.37S69 Tui/tl>Rn, 0.10267
Vui/tl>Rnv 0.03199 Vui/tl>Rnv 0.01732
(V ui/ ti> Rnvl2 +{T ui/ ti> Rn/ 0.14216 {Vub/tl>Rn.)2 +(Tub/tl>Rn/ 0.01084
Bolt Capacity = 37.6% OK Bolt Capacity= 10.3% OK
Plate Capacity (Up-Down) Plate Capacity (Left-Right)
Bolt Circle (Deel 8.485 in Bolt Circle (Deel 8.485 in
Effective Width (B.nl 7.48 in Effective Width (B.ff) 7.48 in
Flexural Moment (Mu) lS.28 k-in Flexural Moment (Mu) 4.18 k-in
Flexural Strength (0M0 ) 15.15 k-in Flexural Strength (0M0 ) 15.15 k-in
Plate Capacity= 100.9% OK Plate Capacity= 27.6% OK
Hazardous Materials Questionnaire
County of San Diego, Department of Environmental Health and Quality
PO Box 129261, San Diego, CA 92112-9261
(858) 505-6700 (800) 253-9933 www.sdcdehq.org
Business Name
AT&T Mobility
Business Contact
Sylvia Tello
Project Address
1986 La Costa AVE
Applicant
Brett Coffelt
City
CARLSBAD
State
CA
Applicant E-Mail
brett.coffelt@coreoneconsultants.com
Record ID#: Not in System
Plan Check#: DEH2022-HHMBP-012158
Balance Due: $87.00
Telephone# Plan File#
(858) 886-3122
Zip Code
92009
Applicant Telephone#
(760) 886-3122
APN#
216-590-16-00
The following questions represent the facility's activities, NOT the specific project description.
PART 1· FIRE DEPARTMENT -HAZARDOUS METERIALS DIVISION: OCCUPANCY CLASSIFICATION: (Not required for projects within the City of San Diego.)
Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must
contact the Fire Protection Agency with jurisdiction prior to plan submittal.
Occupancy Rating: U Facility's Square Footage (including proposed project): 200
D Explosive or Blasting Agents D Organic Peroxides D Water Reactives D Corrosives
D Compressed Gases D Oxidizers D Cryogenics D Other Health Hazards
D Flammable/Combustible Liquids D Pyrophorics D Highly Toxic or Toxic Materials D None of These
D Flammable Solids D Unstable Reactives D Radioactives
PART II· SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION (HMD)· If the answer to any of the questions is
yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave., Suite 110, San Diego, CA 92123, or by phone at (858)
505-6700 prior to issuance of a building permit. FEES ARE REQUIRED.
Project Completion Date: 8/31/2022
YES ,. "' 2. D
3. D
4. D
5. D
6. D
7. D
8. D
NO
D
"' "' D
"' "' "' OJ
Is your business listed on the reverse side of this form? (check all that apply).
Wi11 your business dispose of Hazardous Substances or Medical Waste in any amount?
Will your business store or handle Hazardous Substances in quantities equal to or greater than
55 gallons, 500 pounds, or 200 cubic feet?
Will your business handle carcinogens or reproductive toxins in any quantity?
Will your business use an existing, or install an underground storage tank?
Will your business store or handle Regulated Substances (CalARP)?
Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)?
Will your business store petroleum in tanks or containers at your facility with a total storage capacity
equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act).
D
D
D
CalARP Exempt
CalARP Required
CalARP Complete
Review Date:
PART Ill· SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant
must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to
the issuance of a building or demolition permit. If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at
least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at
10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information.
,.
2.
3.
4.
YES NO
D "1
D D
D 0
D OJ
Will any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.)
Has a survey been performed to determine the presence of asbestos containing materials?
Will the project involve handling or disturbance of any asbestos containing materials?
Will the project involve the removal of any load supporting structural member?
5
6
D
D
"'
D
Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD
factsheet at http:ffwww.sdapcd.org/info/facts/permits.pdf
{ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? Search
the California School Directory at http:ffwww.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district.
Briefly describe business activities: Briefly describe proposed project:
Existing Wireless cellular faclllty This Is a wireless faclllty that will be upgrading the antennas and RRUs
I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. 11!l; Fees Acknowledged: 00
Brett Coffelt 8/12/2022
Name of Owner or Authorized Agent Date
FOR OFFICIAL USE ONLY
FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:
BY: DATE: __________ _
EXEMPT OR NO FURTHER INFORMATION RELEASED FOR BUILDING PERMIT BUT NOT FOR RELEASED FOR OCCUPANCY
REQUIRED OCCUPANCY
COUNTY-HMO• APCD COUNlY-HMD APCD COUNlY-HMD APCD
1"(01~ :\)\~ 4~. Ci ,r,
CJ Rt· Vl!:-WH "O
M. Martinez
-S!OlATUR!:
8/22/2022
:Y.Tt
,i.,,
•A stamp in this box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. other permitting requirements may still apply.
DEHQ_HMD_HMBP _Questionnaire v 2.0 (8/2021)
Printed on: 8122/2022 @ 4:08 PM