HomeMy WebLinkAbout2237 JANIS WAY; ; CBC2017-0052; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Print Date: 04/11/2017 Commercial Permit Permit No: CBC2017-0052
www.carlsbadca.gov
Job Address: 2237 Janis Way, Cs
Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled
Parcel No: 1675405200 Lot #: Applied: 02/01/2017
Valuation: $15,000.00 Reference #: Issued: 02/27/2017
Occupancy Group: Construction Type: Finaled:
* Dwelling Units: Bathrooms: Inspector:
Bedrooms: Orig. Plan Check#:
Plan Check #:
Project Title:
Description: SPRINT: INSTALL 2 ANTENNAS AT CURRENT CELL SITE
Applicant: Owner: Contractor:
KRISTIN PRIESAND CITY OF CARLSBAD ECHO PACIFIC
9191 Towne Centre Dr LINDSAY LEAHY
San Diego, CA 92122-1224 2066 Aldergrove Ave
714-315-3921 Escondido, CA 92029-1901
760-603-7325 760-737-3003
BUILDING PERMIT FEE $2000+ $159.31
BUILDING PLAN CHECK FEE (BLDG) $111.52
ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $41.00
MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $39.00
SB1473 BUILDING STANDARDS FEE $1.00
STRONG MOTION-COMMERCIAL $4.20
Total Fees: $356.03
-
Total Payments To Date: $356.03 Balance Due: $0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
iE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: [:]PLANNING U ENGINEERING U BUILDING EJ FIRE [:]HEALTH HAZMAT!APCD
k-cit
Building Permit Application
Yof 1635 Faraday Ave., Carlsbad, CA 92008
Ccir1sba.cI Ph: 760-602-2719 Fax: 760-602-8558
email: buildingcarlsbadca.gov
www.carlsbadca.gov
Plan Check No. C?Jc..ZOfl -0052.
Est. Value 03ooc
Plan Ck. Deposit
Date 2/i /1 7 Iswppp 71,
JOB ADDRESS • SUITE#/ APN UNIT# I
CT/PROJECT# ,-ic.uPOW 1V
(LOT 4#
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IPHASE# I#OFIJNITS
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DESCRIPTION OF WORK: Include Square Feet of Affected Area(s)
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EXISTING USE PROPOSED USE 1GARAGE (SF) PATIOS (SF) DECK S (SF)
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FIREPLACE
YESD# NO[:]
AIR CONDITIONING
YES ENO
I FIRE SPRINKLERS
YES [:]NO[]
APPLICANT NAME
Primary Contact S i' 'fl'R Vv PROPERTY OWNER - A 1&( b kx.i. c4
ADDRS\\
( N \73 ADDRESS IlbC) Ccsd tv.
CITY ( STATE ZIP
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' STATE LIC. # STATE LIC.# CLASS TV BUS. LIC.#
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, frior to its issuance, also requires the
applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License LewjChapter 9, commending with Section 7000 of Division 3 of the
Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a
civil penalty of not more than five hundred dollars ($500]).
Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations:
0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
have and will maintain workers' compensation, as required by clton 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers corn sabon insurance arrier and policy
number are: Insurance Policy Expiration Da\_-
This section need not be completed if the permit is for one hundred dollars ($100) or less.
Certificate of Exemption: I certify that in the performance 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 one hundred thousand dollars (&100,000), in
addition to the cost of compensation, damages a rovi d forrn • ection 3706 of the Labor code, interest and attorney's fees.
CONTRACTOR SIGNATUR • AGENT DATE <
a p
thereby affirm that lam exempt from Contractor's License Law for the following meson:
I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's
License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for
sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
Li I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of
property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law),
LI I am exempt under Section ______________Business and Professions Code for this reason:
I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes LINo
I (have! have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name address / phone! contractors' license number):
I plan to provide portion of (b dv, but I have hired the following person to coordinate, supervise and provide the major work (include name! address I phone /contractors' license number):
I will provide some , tr d (hired) the following persons to provide the work indicated (include name! address / phone / type of work):
,PROPERTY OWNER SIGNATURE DAGENT DATE l_) a) :1
4.
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and pr
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Presley-Tanner Hazardous Substance Account Act? 13 Yes 0
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Is the applicant or future building occupant required to obtain a permit from lhe air pollution control district or air quality management district?
13 Yes 4Io
Is the facility to be constructed within 1,000 feet of :he outer boundary of a school site? C3 Yes Vzo
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS M
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EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
I hereby affirm that there is a construction tending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civ
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Lender's Name Lender's Address
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I cedifythatl have read the application and state thatthe above information is corsectand thatthe information on tile plans is accurate. I agree to complywtth all City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAV
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AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF
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OSHA: An 051-IA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height
EXPIRATION: Every permit issued by Mf ovisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within
180 days from the date of such permit ed by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code).
..gAPPLICANT'S SIGNATURE -
DATE 2_I 1 1 )7
STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE.
Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection.
Fax (760) 602-8560, Email bUiIdina(carIsbadCa.gOV or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008.
CO#: (Office Use Only)
CONTACT NAME OCCUPANT NAME
ADDRESS BUILDING ADDRESS
CITY STATE ZIP CITY STATE ZIP
Carlsbad CA
PHONE FAX
EMAIL OCCUPANT'S BUS. LIC. No.
DELIVERY OPTIONS
D PICK UP: o CONTACT (Listed above) or OCCUPANT (Listed above)
CONTRACTOR (On Pg. 1)
ASSOCIATED CB#
0 MAIL TO: or CONTACT (Listed above) o OCCUPANT (Usted above)
CONTRACTOR (On Pg. 1) NO CHANGE IN USE / NO CONSTRUCTION
O MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION
.APPLICANT'S SIGNATURE
DATE
Permit Type: BLDG-Commercial Application Date: 02/01/2017 Owner: CITY OF CARLSBAD
Work Class: Tenant Improvement Issue Date: 02/27/2017 Subdivision:
Status: Closed - Finaled Expiration Date: 03/28/2017 Address: 2237 Janis Way, Cs
Carlsbad, CA 92008
IVR Number: 1743
Scheduled Actual
Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reunspectuon Complete
04/11/2017 04/11/2017 BLDG-Final 019550-2017 Passed Paul York Complete
Inspection
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-Plumbing Final Yes
BLDG-Mechanical Final Yes
BLDG-Structural Final Yes
BLDG-Electrical Final Yes
April 11, 2017 Page 1 of 1
EsGil Corporation
In Partners/iip with Government for Building Safety
DATE: 2/13/2017 0 APPLICANT
-CJURIS.
JURISDICTION: City o1CisbdTj IJ PLAN REVIEWER
Ll FILE
PLAN CHECK NO.: C2017-0052 SET:I
PROJECT ADDRESS: 2237 Janis Way
PROJECT NAME: Sprint Mt. Kelly SD03XC150
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at EsGil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
EsGil Corporation staff did not advise the applicant that the plan check has been completed.
EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by:..) Email:
Mail Telephone Fax In Person
REMARKS:
By: David Yao Enclosures:
EsGil Corporation
[I] GA LI EJ LI MB LI PC 2/6/17
9320 Chesapeake Drive, Suite 208 • San Diego, California 9223 • (858) 560-1468 • Fax (858) 560-1576
City of Carlsbad C2017-0052
2/13/2017
[DO NOTPAY- THIS IS NOTAN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad PLAN CHECK NO.: C2017-0052
PREPARED BY: David Yao DATE: 2/13/2017
BUILDING ADDRESS: 2237 Janis Way
BUILDING OCCUPANCY:
BUILDING
PORTION
AREA
( Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
cell site revision per city 15,000
Air Conditioning
Fire Sprinklers
TOTAL VALUE 15,000
Jurisdiction Code 1cb IBy Ordinance
Bldg. Permit Fee by Ordinance
Plan Check Fee by Ordinance
I $158.941
I $103.311
Type of Review:
Repetitive Fee
L!J Repeats
Complete Review
LII Other
LII Hourly
EsGil Fee
Structural Only
Hr. @ *
I $89.011
Comments:
Sheet I of 1
macvalue.doc +
Date: June 4, 2014
Brittany Honikel
Crown Castle
5350 North 48th Street, Suite 305
Chandler, AZ 85226
(480)734-2412
a, "I fr Tower Engineering Professionals
326 Tryon Road
Raleigh, NC 27603
(919)661-6351 RECEIVED crown terxrouD.net
Subject: Structural Analysis Report FEB 0 12017
Carrier Designation: Sprint PCS Co-Locate . Scenario 2 ry OF CARLSBAD Carrier Site Number: . SD03XC15UILDING DIVISION
Crown Castle Designation: Crown Castle BU Number: 880230
Crown Castle Site Name: Mt Kelly
Crown Castle JDE Job Number: 292590
Crown Castle Work Order Number: 769209
Crown Castle Application Number: 250561 Rev. 3
Engineering Firm Designation: TEP Project Number: 55017.20054
Site Data: 2237 Janis Way, Carlsbad, San Diego County, CA 92008
Latitude 33° 9'54.51" Longitude -117° 19'19.95"
43 Foot - Monopole Tower
Dear Brittany Honikel,
Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the
structural integrity of the above mentioned tower. This analysis has been performed in accordance with the
Crown Castle Structural Statement of Work' and the terms of Crown Castle Purchase Order Number 653455, in
accordance with application 250561, revision 3.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC5: Existing + Proposed Equipment Sufficient Capacity
Note: See Table I and Table II for the proposed and existing loading, respectively.
The analysis has been performed in accordance with the TlAJElA-222-G Standard and the 2013 California
Building Code (2012 International Building Code) based on an ultimate 3-second gust wind speed of 110 mph
converted to a nominal 3-second gust wind speed of 85 mph per section 1609.3.1 as required per Exception #5
of Section 1609.1.1. Exposure Category C, Risk Category II and Classification U were used in this analysis. The
seismic design category and site class are D, as determined in "Appendix C - Additional Calculations" of this
report
All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances
listed in Tables 1 and 2 and the attached drawing for the determined available structural capacity to be effective.
We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional
services to you and Crown Castle. If you have any questions or need further assist price on this r other
projects please give us a call.
Structural analysis prepared by: Rahul Tayal, E.I. I RUM b9/ii0
Respectfully submitted by:
Adam M. Amortnont, P.E. L 6 0 F
Ii — 00L32
June 4, 2014
43-ft Monopole Tower Structural Analysis CCI BU No 880230
TEP Project Number 5501720054, Application 250561, Revision 3 Page 2
TABLE OF CONTENTS
INTRODUCTION
ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 - Tower Component Stresses vs. Capacity
4.1) Recommendations
APPENDIX A
tnxTower Output
APPENDIX B
Base Level Drawing
APPENDIX C
Additional Calculations
- tnxlower Report - version 6.1.4.1
June 4, 2014
43-ft Monopole Tower Structural Analysis CCI BU No 880230
TEP Project Number 55017.20054, Application 250561, Revision 3 Page 3
INTRODUCTION
This tower is a 43-ft monopole tower designed by Tower Structures Inc. in October of 1996. The tower was
originally designed for a wind speed of 70 mph per UBC 1994 for the appurtenances listed in Table 3. TEP did
not visit the site. All information provided to TEP was assumed to be accurate and complete.
ANALYSIS CRITERIA
The analysis has been performed in accordance with the ANSI/TlA-222-G-2-2009 Structural Standard for
Antenna Supporting Structures and Antennas - Addendum 2 using an ultimate 3-second gust wind speed of
110 mph converted to a nominal 3-second gust wind speed of 85 mph with no ice and 60 mph under service
loads with the following design criteria:
Type of Analysis: Rigorous Structural Analysis
Classification of Structure: Class II
Definition: Structures used for services that due to height, use or location represent a significant
hazard to human life and/or damage to property in the event of failure and/or used for services that
may be provided by other means.
Exposure Category: Exposure C
Definition: Open terrain with scattered obstructions having heights generally less than 30-ft. This
category includes flat, open country, grasslands and shorelines in hurricane prone regions.
Topographic Category: Category 1
Definition: No abrupt changes in general topography, e.g. flat or rolling terrain, no wind speed-up
consideration shall be required.
Earthquake Category: Does Not Control
Commentary: Earthquake effects were considered per the standard and found not to control over
the total horizontal wind load without ice. Seismic Base Shear = 3.360 kips(Site Location Ss =
1.108). See "Appendix C - Additional Calculations".
Table 1 - Proposed Antenna and Cable Information
Wunting~
Center Number of Line Line Antenna Model
Number
of Feed
Feed
Note! Level (ft) Elevation Manufacturer Antennas Lines Size (in
2 Alcatel Lucent 1900MHz RRH (65MHz) -
2 Alcatel Lucent TD-RRH8x20-25 44.0 450 1 5/8 1
2 RFS Celwave APXVSPPI8-C 2 1-1/4
W/ Mount Pipe
______ Notes:
1 1) See Appendix B - Base Level Drawing" for assumed feed line configuration.
Table 2 - Existing Antenna and Cable Information
Mounting
Center
Line Number Antenna Number Feed
Level (ft) Elevation of
Antennas Manufacturer Antenna Model of Feed
. Lines
Line
. Size
Note
(in)
54.0 1 Sinclair 5C329-HT1LDF(DOO-G6) -
50.0 1 Laird Technologies PC457N 45.0 3 1/2 F45.0 1 Tower Mounts Side Arm Mount
[SO 701-1]
tnxlower Report - version 6.1.4.1
June 4, 2014 43-ft Monopole Tower Structural Analysis
CCI BU No 880230 TEP Project Number 55017.20054, Application 250561, Revision 3
Page 4
Mounting'
Center
Line Number
of Antenna Antenna
Number Feed
Level (ft) Elevation Manufacturer Antennas I
Model of Feed Line Note (ft)
Lines Size (in):
- -
- 8 7/8 2
44.0 45.0
2 Powerwave P40-16-XLPP-RR-A
Technologies w/ Mount Pipe - - 44.0 2 1 Tower Mounts T-Arm Mount [TA 602-1] Notes:
Existing equipment
Existing equipment; to be removed
Table 3 - Design Antenna and Cable Information
Mounting
Center,Number Line of Antenna
Antenna Model
Number
Feed of
Feed
Line Level (ft) Elevation Antennas Manufacturer
Lines Size (in)
6 Allgon 7182
43.0 43.0 1 RFS Celwave PD 128
1 RFS Celwave PD207
P083
1 RFS Celwave
ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document
f
Remarks
f
Reference Source
Geotechnical Report fHetherington Engineering, Inc.
T 1579598 CClSites Tower Foundation Design Tower Structures, Inc. 2037152 CClSites Tower Manufacturer Calculations Tower Structures, Inc.
- 1489807 CClSites F_Tower Mapping CrownCastle 2037151 CClSites Previous Structural Analysis CrownCastle 3157224 J_CClSites
3.1) Analysis Method
tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
3.2) Assumptions
The tower and foundation were built in accordance with the manufacturer's specifications.
The tower and foundation have been maintained in accordance with the manufacturer's
specification.
The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2, and "Appendix B - Base Level Drawing". When applicable, transmission cables are considered as structural components for calculating
wind loads as allowed by the standard.
All tower components are in sufficient condition to carry their full design capacity.
Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is
left to the carrier or tower owner to ensure conformance.
tnxlower Report - version 6.1.4.1
June 4;2014 43-ft Monopole Tower Structural Analysis CCI BU No 880230 TEP Project Number 55017.20054, Application 250561, Revision 3 Page 5
All antenna mounts and mounting hardware are structurally sufficient to carry the full design
capacity requirements of appurtenance wind area and weight as provided by the original
manufacturer specifications. It is the carrier's responsibility to ensure compliance to the
structural limitations of the existing and/or proposed antenna mounts. TEP did not perform a site
visit to verify the size, condition or capacity of the antenna mounts and did not analyze antennas
supporting mounts as part of this structural analysis report.
Effective projected areas of existing palm fronds at 37' and 43' were taken from the previous
structural analysis by Crown Castle (CCI Doc #3157224) and are assumed to be correct.
This analysis may be affected if any assumptions are not valid or have been made in error. Tower
Engineering Professionals should be notified to determine the effect on the structural integrity of the
tower.
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Section-F
No. Elevation (ft) Component
Type Element
Li
..Size Critical P (lb) cP 110 (lb) cpit, Pass! Fail
43-30 Pole P18x.25 1 -2699.69 439136.00 38.6 Pass
L2 30-0 Pole P240.250 2 -5198.31 583921.00 80.0 Pass
Summary
Pole (1-2) 80.0 1 Pass
RATiNG = 80.0 Pass
Table 6 - Tower Comoonent Stresses vs. Caacitv
Notes Component 1 Elevation (ft) % Capacity Pass / Fail
1 Anchor Rods - 68.9 Pass - 1 1 Base Plate
- 1_81.7 Pass I BaseFoundationSoilInteraction - --- L_46.6 _Pass
1 Base Foundation Structural
- 1 38.3 Pass
Structure Rating (max from all components)
=
81.7%
Notes:
1) See additional documentation in "Appendix c - Additional calculations' for calculations supporting the % capacity listed.
4.1) Recommendations
If the load differs from that described in Tables 1 and 2 of this report, "Appendix B
- Base Level Drawing" or the provisions of this analysis are found to be invalid, another structural analysis
should be performed.
The tower and its foundation have sufficient capacity to carry the existing and proposed loads.
No modifications are required at this time.
tnxTower Report - version 6.1.4.1
June 4, 2014 43-ft Monopole Tower Structural Analysis CCI BU No 880230 TEP Project Number 55017.20054, Application 250561, Revision 3 Page 6
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report - version 6.1.4.1
43.0 ft
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION PC457N 45 P40-I 6-XLPP-RR-A WI Mount Pipe 44
SC329-HT1LDF(D00-06) 45 T-Arm Mount (TA 602-I1 44 Side Arm Mount [SO 701-1] 45 T-Arm Mount (TA 602-11 44 APXVSPP18-C wl Mount Pipe 44 (6) Synthetic Palm Frond 43
APXVSPP18-C wl Mount Pipe 44 (6) Synthetic Palm Frond 43 1900MHZ RRH (65MHZ) 44 (6) Synthetic Palm Frond 43
1900MHz RRH (65MHZ) 44 (3) Synthetic Palm Frond 37
ID-RRH6,00-25 44 (3) Synthetic Palm Frond 37
TD-RRH8x20-25 44 - (3) Synthetic Palm Frond 37 P40-16-XLPP-RR-Aw/ Mount Pipe 44
MATERIAL STRENGTH
GRADE Fy Fu I GRADE Fy Fu A53-8-35 135 kui 163 ksi
TOWER DESIGN NOTES 30.0 ft 1. Tower is located in San Diego County, California
Tower designed for Exposure C to the TlA-222-G Standard.
Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard.
Deflections are based upon a 60 mph wind.
Tower Structure Class II.
Topographic Category 1 with Crest Height of 0'
TOWER RATING: 80%
in
a.
------
8 if a a
ALL REACTIONS
ARE FACTORED
I AXIAL
5203 lb
SHEAR MOMEAT
6868/b 268148 lb-ft
0.011
TORQUE 3601 lb-ft
REACTIONS -85 n-ph WIND
Tower Engineering Professionals, Inc. ob:Mt Kelly (BU 880230)
326 Tryon Rd. Project TEP No. 55017.20054
Raleigh, NC 27603 client Crown Castle Drawn by: RL]M Appd:
Tower Engineering Professionals Phone: (919) 661-6351 Code: TIA-222-G Date: 06/04/14 NTS
FAX: (9 19) 661-6350 Path: ,DwgNo. E-1 ww.n-welrlm,5wn1naw54 MrKaLySAanxTa,,n Lc&
tnx Tower
Tower Engineering
Job
Mt Kelly (BU 880230)
Page
1 of 9
Project
-
Date
Professionals, Inc. TEP No. 55017.20054 18:45:20 06/04/14
326 Tryon Rd.
Raleigh, NC 27603 Client Designed by P hone: (919) 661-635! Crown Castle RLIM FAX: (919)661-6350
Tower Input Data I
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in San Diego County, California.
Basic wind speed of 85 mph.
Structure Class II.
Exposure Category C.
Topographic Category
Crest Height 0'.
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 1.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.
I Options 1
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)
Add IBC .6D+W Combination
Distribute Leg Loads As Uniform
Assume Legs Pinned
d Assume Rigid Index Plate
1 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
4 Project Wind Area of Appurt.
Autocalc Torque Arm Areas
SR Members Have Cut Ends
'I Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Use TIA-222-G Tension Splice Capacity
Exemption
Treat Feedline Bundles As Cylinder
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 Feedline Torque
Include Angle Block Shear Check
') include Shear-Torsion Interaction
Always Use Sub-Critical Flow
Use Top Mounted Sockets
PoleSlection Geometry 7
Section Elevation Section Pole Pole Socket Length
Length Size Grade ft ft ft
Ll 43-30' 13' P18x.25 A53-B-35
(35 ksi)
L2 30-0' 30' P24x0250 A53-13-35
(35 ksi)
Mx Tower
Tower Engineering
Job
Mt Kelly (BU 880230)
Page
2 of 9
Project Date
'Professionals, Inc. TEP No. 55017.20054 18:45:20 06/04/14
326 Tryon Rd.
Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle RUM FAX: (919)661-6350
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
ft ft, in in in L143'-30' 1 1 1
L230'-O' 1 1 1
Feed Line/Linear Appurtenances - Entered As Area I
Description Face Allow Component Placement Total C,AA Weight
or Shield Type Number
Leg ft ft2/ft plf
LDF4-50A(1/2") C No Inside Pole 43-0' 3 Nolce 0.00 0.15 HB058-M12-XXXF(5/8" C No Inside Pole 43'- 0' 1 No Ice 0.00 0.24
HB114-1-08U4-MSJ(1 C No Inside Pole 43-0' 2 No Ice 0.00 1.08 1/4")
Feed Line/Linear Appurtenances Section Areas 1
Tower Tower Face AR AF CAA CA,4A Weight
Section Elevation in Face Out Face
ft ft2 ft2 ft2 ft, lb
LI 43-30' A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 37.08
L2 30-0' A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 85.56
Feed Line Center of Pressure 1
Section Elevation CPx CP5 . CPx -- CP5
Ice ice
ft in in in in
Li 43-30' 0.0000 0.0000 0.0000 0.0000
L2 30-0' 0.0000 0.0000 0.0000 0.0000
Shielding Factor Ka
Tower I Feed Line Description Feed Line
K.
K.
Section Ret I Segment Elev. I No ice ice
Discrete Tower Loads
-. 1
Mx Tower
Tower Engineering
Job
Mt Kelly (BU 880230)
Page
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Project Date
Professionals, Inc. TEP No. 55017.20054 18:45:20 06/04/14
326 Tryon Rd.
Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle FAX: (919) 661-6350 RUM
Description Face Offset Offsets: Azimuth Placement C.45 CAA Weight or Type Harz Adjustment Front Side Leg Lateral
Vert
ft 0 ft ft2 ft2 lb
ft
ft *45 *
PC457N B From Leg 1.00 0.0000 45' No Ice 0.97 0.13 1.50
0'
5,
SC329-HT1LDF(DOO-G6) B From Leg 4.00 0.0000 45' No Ice 2.31 2.31 12.00
0'
9,
Side Arm Mount [SO 701-1] B From Leg 0.50 0.0000 45' No Ice 0.85 1.67 65.00
0'
*
0'
APXVSPP18-Cw/Mount A From Leg 4.00 60.0000 44' No Ice 8.50 6.95 82.55 Pipe -5'
APXVSPPI8-CwlMount B From Leg 4.00 10.0000 44' No Ice 8.50 6.95 82.55 Pipe 5'
1900MFIzRRH(65M1-lz) A From Leg 4.00 60.0000 44' No Ice 2.70 2.77 60.00 5'
1900MHz RRH (65MHz) B From Leg 4.00 10.0000 44' No Ice 2.70 2.77 60.00
-5,
TD-RRH8x20-25 A From Leg 4.00 60.0000 44' No Ice 4.72 1.70 70.00 -5'
TD-RRH8x20-25 B From Leg 4.00 10.0000 44' No Ice 4.72 1.70 70.00
5,
P40-16-XLPP-RR-A wl A From Leg 4.00 60.0000 44' No Ice 10.74 4.83 73.08 Mount Pipe 5'
P40-16-XLPP-RR-A WI B From Leg 4.00 10.0000 44' No Ice 10.74 4.83 73.08 Mount Pipe -5'
T-Arm Mount [A 602-11 A From Leg 2.00 60.0000 44' No Ice 7.28 3.02 258.10
0'
0'
T-Arm Mount [TA 602-1] B From Leg 2.00 10.0000 44' No Ice 7.28 3.02 258.10
0'
*
0'
(6) Synthetic Palm Frond A None 0.0000 43' No Ice 3.99 3.99 20.00 (6) Synthetic Palm Frond B None 0.0000 43' No Ice 3.99 3.99 20.00 (6) Synthetic Palm Frond C None 0.0000 43' No Ice 3.99 3.99 20.00 (3) Synthetic Palm Frond A None 0.0000 37' No Ice 3.99 3.99 - 20.00 (3) Synthetic Palm Frond B None 0.0000 37' No Ice 3.99 3.99 20.00 (3) Synthetic Palm Frond C None 0.0000 37' No Ice 3.99 3.99 20.00
Load Combinations
1.
tnx Tower
Tower Engineering
Job
Mt Kelly (BU 880230)
Page
4 of 9
Project Date
Professionals, Inc. TEP No. 55017.20054
-
18:45:20 06/04/14
326 Tryon Rd.
Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle RUM FAX: (919)661-6350
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1 .6 Wind 0 deg - No Ice
3 0.9 Dead+1.6 Wind 0 deg - No Ice
4 l.2Dead+l.6 Wind 30 deg -NoIce
5 0.9 Dead+1.6 Wind 30 deg - No Ice
6 1.2 Dead+I .6 Wind 60 deg - No Ice
7 0.9 Dead+l .6 Wind 60 deg - No Ice
8 1.2 Dead+l.6 Wind 90 deg - No Ice
9 0.9 Dead+l.6 Wind 90 deg - No Ice
10 1.2 Dead+1.6 Wind 120 deg - No Ice
11 0.9 Deadi-1.6 Wind 120 deg - No Ice
12 1.2 Dead-i-1.6 Wind 150 deg - No Ice
13 0.9 Dead+1.6 Wind 150 deg - No Ice
14 1.2 Dead+1.6 Wind 180 deg - No Ice
15 0.9 Dead+1.6 Wind 180 deg - No Ice
16 l.2Dead+l.6 Wind 210 deg -NoIce
17 0.9 Dead+1.6 Wind 210 deg - No Ice
18 1.2 Dead-i-1.6 Wind 240 deg - No Ice
19 0.9 Dead-i-1.6 Wind 240 deg - No Ice
20 1.2 Dead+1.6 Wind 270 deg - No Ice
21 0.9 Dead+1.6 Wind 270 deg - No Ice
22 1.2 Dead+l.6 Wind 300 deg - No Ice
23 0.9 Dead+1.6 Wind 300 deg - No Ice
24 1.2 Dead+1.6 Wind 330 deg - No Ice
25 0.9 Dead+1.6 Wind 330 deg - No Ice
26 Death- Wind 0 deg - Service
27 Dead+ Wind 30 deg - Service
28 Dead+ Wind 60 deg - Service
29 Dead+ Wind 90 deg - Service
30 Dead+Wind 120 deg - Service
31 Dead+ Wind 150 deg - Service
32 Dead-i- Wind 180 deg - Service
33 Death- Wind 210 deg - Service
34 Dead+ Wind 240 deg - Service
35 Dead-i-Wind 270 deg - Service
36 Dead-i- Wind 300 deg - Service
37 Dead+ Wind 330 deg - Service
Maximum Member Forces I
Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment - Moment
Comb. lb lb-ft lb-ft
Li 43-30 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 14 -2730.50 -2611.65 -66984.30
Max. Mx 8 -2715.56 -75095.15 536.56
Max. My 2 -2729.10 -1613.61 69102.93
Max. Vy 8 5976.19 -75095.15 536.56
Max. Vx . 2 -5645.58 -1613.61 69102.93
Max. Torque 10 3602.97
L2 30-0 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 14 -5214.80 -3531.69 -250184.591
Max. Mx 8 -5244.22 -268201.21 -32123
Max. My 2 -5214.76 -753.49 252316.21
Max. Vy - 8 6872.27 -268201.21 -323.23
Max. Vx 2 -6544.82 -753.49 252316.21
Max. Torque 10 3602.52
tnx Tower
Tower Engineering
J ob
Mt Kelly (BU 880230)
Page
5 of 9
Project Date
Professionals, Inc. TEP No. 55017.20054 18:45:20 06/04/14
326 Tryon Rd. ____________________________________________________
Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle RUM (919) 661-6350
Maximum Reactions I
Location. Condition Gov. Vertical Horizontal, X Horizontal, Z
Load lb lb lb
Comb.
Pole Max. Vert 8 5219.37 -6868.36 -29.44
Max. H. 21 3914.53 6868.36 29.44
Max. H. - 2 521937 29.44 6541.14
Max. M. 2 252316.21 29.44 6541.14
Max. M 8 268201.21 -6868.36 -29.44
Max. Torsion 10 3601.24 -5962.90 -3296.07
Mm. Veil 17 3914.53 3408.68 -5650.08
Mm. H. 8 5219.37 -6868.36 -29.44
Min. H. 14 5219.37 -29.44 -6541.14
Min. M. 14 -250184.60 -29.44 -6541.14
Mm. M 21 -263977.39 6868.36 29.44
Mm. Torsion 22 -3596.30 5962.90 3296.07
I Tower Mast Reaction Summary
Load Vertical Shear,, Shear Overturning Overturning Torque
Combination Moment, M Moment, M
lb lb lb lb-ft lb-ft lb-ft
Dead Only 4349.48 0.00 0.00 -885.67 -1780.01 0.00
1.2 Dead+ 1.6 Wind 0 deg -No 5219.37 -29.44 -6541.14 -252316.21 -753.02 2156.20 Ice
0.9 Dead+1.6 Wind 0 deg - No 3914.53 -29.44 -6541.14 -251595.71 -215.65 2145.05
Ice
1.2 Dead+1.6 Wind 30 deg - No 5219.37 3408.68 -5650.08 -217959.82 -133970.44 416.61
Ice
0.9 Dead+1.6 Wind 30 deg -No 3914.53 3408.68 -5650.08 -217301.24 -133192.67 409.92
Ice
1.2 Dead+1.6 Wind 60 deg -No 5219.37 5933.46 -3245.08 -125486.40 -231862.80 -1436.34
Ice
0.9 Dead+1.6 Wind 60 deg -No 3914.53 5933.46 -3245.08 -124994.27 -230908.40 -1436.79
Ice
1.2 Dead+1.6 Wind 90 deg -No 5219.37 6868.36 29.44 323.91 -268201.21 -2907.58
Ice
0.9 Dead.i-1.6 Wind 90 deg -No 3914.53 6868.36 29.44 589.76 -267181.24 -2901.66
Ice
1.2 Dead+1.6 Wind 120 deg - 5219.37 5962.90 3296.07 125761.44 -233250.88 -3601.24 No Ice
0.9 Dead+1.6 Wind 120 deg - 3914.53 5962.90 3296.07 125801.80 -232293.91 -3590.53
No Ice
1.2 Dead+1.6 Wind 150 deg - 5219.37 3459.68 5679.52 217217.14 -136375.64 -3328.20
No Ice
0.9 Dead+1.6 Wind 150 deg - 3914.53 3459.68 5679.52 217093.21 -135593.33 -3315.56
No Ice
1.2 Dead+1.6 Wind 180 deg - 5219.37 29.44 6541.14 250184.60 -3531.22 -2159.99
No Ice
0.9 Dead+1.6 Wind 180 deg - 3914.53 29.44 6541.14 250001.51 -2988.46 -2148.84
No Ice
1.2 Dead+1.6 Wind 210 deg - 5219.37 -3408.68 5650.08 215828.57 129685.80 -411.49
No Ice
0.9 Dead+1.6 Wind 210 deg - 3914.53 -3408.68 5650.08 215707.32 129988.27 -404.81
No Ice
mx Tower
Tower Engineering
Job
Mt Kelly (BU 880230)
Page
6 of 9
Project Date
Professionals, Inc. TEP No. 55017.20054 18:45:20 06/04/14
326 Tryon Rd.
Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle RUM (919) 661-6350
Load Vertical Shear,, Shear, Overturning Overturning Torque
Combination Moment, M, Moment, Iv!,
lb lb lb lb-ft lb-ft lb-ft
1.2 Dead+1 .6 Wind 240 deg - 5219.37 -5933.46 3245.08 123355.78 227578.33 1445.35
No Ice
0.9 Dead+1.6 Wind 240 deg - 3914.53 -5933.46 3245.08 123400.81 227704.12 1445.77
No Ice
1.2 Dead-i-1.6 Wind 270 deg - 5219.37 -6868.36 -29.44 -2454.27 263917.31 2911.56
No Ice
0.9 Dead+1.6 Wind 270 deg - 3914.53 -6868.36 -29.44 -2183.02 263977.39 2905.62
No Ice
1.2 Dead+1.6 Wind 300 deg - 5219.37 -5962.90 -3296.07 -127892.15 228967.39 3596.30
No Ice
0.9 Dead-i-1.6 Wind 300 deg - 3914.53 -5962.90 -3296.07 -127395.33 229090.36 3585.59 No Ice
1.2 Dead+1.6 Wind 330 deg - 5219.37 -3459.68 -5679.52 -219348.49 132091.98 3319.37
No Ice
0.9 Dead+1.6 Wind 330 deg - 3914.53 -3459.68 -5679.52 -218687.20 132389.66 3306.75
No Ice
Dead+Wind0 deg - Service 4349.48 -8.20 -1822.61 -70817.26 -1395.68 599.45
Dead+Wind 30 deg- Service 4349.48 949.79 -1574.32 -61255.03 -38473.95 114.39
Dead+Wind 60 deg - Service 4349.48 1653.28 -904.20 -35517.17 -65720.66 -401.46
Dead+Wind 90 deg - Service 4349.48 1913.78 8.20 -500.16 -75835.12 -809.99
Dead+Wind 120 deg - Service 4349.48 1661.49 918.41 34413.24 -66107.21 -1001.59
Dead+Wind 150 deg - Service 4349.48 964.00 1582.53 59868.05 -39143.51 -924.68
Dead+Wind 180 deg - Service 4349.48 8.20 1822.61 69043.67 -2168.86 -599.75
Dead+Wind 210 deg - Service 4349.48 -949.79 1574.32 59481.47 34909.38 -114.00
Dead+Wind 240 deg - Service 4349.48 -1653.28 904.20 33743.65 62156.10 402.16
Dead+Wind 270 deg - Service 4349.48 -1913.78 -8.20 -1273.34 72270.60 810.30
Dead+Wind 300 deg - Service 4349.48 -1661.49 -918.41 -36186.76 62542.72 1001.21
Dead+Wind 330 deg - Service 4349.48 -964.00 -1582.53 -61641.62 35579.00 924.00
F . Solution Summary I
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ % Error
Comb. lb lb lb lb lb lb
1 0.00 -4349.48 0.00 -0.00 4349.48 0.00 0.000%
2 -29.44 -5219.37 -6541.14 29.44 5219.37 6541.14 0.000%
3 -29.44 -3914.53 -6541.14 29.44 3914.53 6541.14 0.000%
4 3408.68 -5219.37 -5650.08 -3408.68 5219.37 5650.08. 0.000%
5 3408.68 -3914.53 -5650.08 -3408.68 3914.53 5650.08 0.000%
6 5933.46 -5219.37 -3245.08 -5933.46 5219.37 3245.08 0.000%
7 5933.46 -3914.53 -3245.08 -5933.46 3914.53 3245.08 0.000%
8 6868.36 -5219.37 29.44 -6868.36 5219.37 -29.44 0.000%
9 6868.36 -3914.53 29.44 -6868.36 3914.53 -29.44 0.000%
10 5962.90 -5219.37 3296.07 -5962.90 5219.37 -3296.07 0.000%
11 5962.90 -3914.53 3296.07 -5962.90 3914.53 -3296.07 0.000%
12 3459.68 -5219.37 5679.52 -3459.68 5219.37 -5679.52 0.000%
13 3459.68 -3914.53 5679.52 -3459.68 3914.53 -5679.52 0.000%
14 29.44 -5219.37 6541.14 -29.44 5219.37 -6541.14 0.000%
15 29.44 -3914.53 6541.14 -29.44 3914.53 -6541.14 0.000%
16 -3408.68 -5219.37 5650.08 3408.68 5219.37 -5650.08 0.000%
17 -3408.68 -3914.53 5650.08 3408.68 3914.53 -5650.08 0.000%
18 -5933.46 -5219.37 3245.08 5933.46 5219.37 -3245.08 0.000%
19 -5933.46 -3914.53 3245.08 5933.46 3914.53 -3245.08 0.000% 20 -6868.36 -5219.37 -29.44 6868.36 5219.37 29.44 0.000%
21 -6868.36 -391453 -29.44 6868.36 3914.53 29.44 0.000%
22 -5962.90 -5219.37 -3296.07 5962.90 5219.37 3296.07 0.000%
23 -5962.90 -3914.53 -3296.07 5962.90 3914.53 3296.07 0.000%
24 -3459.68 -5219.37 -5679.52 3459.68 5219.37 5679.52 0.000%
tnx Tower
Tower Engineering
Job
Mt Kelly (BU 880230)
Page
7 of 9
Project Date
Professionals, Inc. TEP No. 55017.20054 18:45:20 06/04/14
326 Tryon Rd. _______________________________________________
Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle RUM (919)661-6350
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ % Error
Comb. lb lb lb lb lb lb
25 -3459.68 -3914.53 -5679.52 3459.68 3914.53 5679.52 0.000%
26 -8.20 4349.48 -1822.61 8.20 4349.48 1822.61 0.000%
27 949.79 -4349.48 -1574.32 -949.79 4349.48 1574.32 0.000%
28 1653.28 -4349.48 -904.20 -1653.28 4349.48 904.20 0.000%
29 1913.78 -4349.48 8.20 -1913.78 4349.48 -8.20 0.000%
30 1661.49 -4349.48 918.41 -1661.49 4349.48 -918.41 0.000%
31 964.00 4349.48 1582.53 -964.00 4349.48 -1582.53 0.000%
32 8.20 -4349.48 1822.61 -8.20 4349.48 -1822.61 0.000%
33 -949.79 -4349.48 1574.32 949.79 4349.48 -1574.32 0.000%
34 -1653.28 -4349.48 904.20 1653.28 4349.48 -904.20 0.000%
35 -1913.78 -4349.48 -8.20 1913.78 4349.48 8.20 0.000%
36 -1661.49 -4349.48 -918.41 1661.49 4349.48 918.41 0.000%
37 -964.00 -4349.48 -1582.53 964.00 4349.48 1582.53 0.000%
F NonLinear Convergence Results
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 4 0.00000001 0.00009298
3 Yes 4 0.00000001 0.00005473
4 Yes 4 0.00000001 0.00004882
5 Yes 4 0.00000001 0.00002830
6 Yes 4 0.00000001 0.00009 128
7 Yes 4 0.00000001 0.00005366
8 Yes 4 0.00000001 0.00012750
9 Yes 4 0.00000001 0.00007481
10 Yes 4 0.00000001 0.00014521
11 Yes 4 0.00000001 0.00008688
12 Yes 4 0.00000001 0.00016664
13 Yes 4 0.00000001 0.00009929
14 Yes 4 0.00000001 0.00009275
15 Yes 4 0.00000001 0.00005480
16 Yes 4 0.00000001 0.00003044
17 Yes 4 0.00000001 0.00000001
18 Yes 4 0.00000001 0.00005351
19 Yes 4 0.00000001 0.00003206
20 Yes 4 0.00000001 0.00012531
21 Yes 4 0.00000001 0.00007403
22 Yes 4 0.00000001 0.00018035
23 Yes 4 0.00000001 0.00010742
24 Yes 4 0.00000001 0.00013429
25 Yes 4 0.00000001 0.00008072
26 Yes 4 0.00000001 0.00000001
27 . Yes 4 0.00000001 0.00000001
28 Yes 4 0.00000001 0.00000001
29 Yes 4 0.00000001 0.00000001
30 Yes 4 0.00000001 0.00000001
31 Yes 4 0.00000001 0.00000001
32 Yes 4 0.00000001 0.00000001
33 Yes 4 0.00000001 0.00000001
34 Yes 4 0.00000001 0.00000001
35 Yes 4 0.00000001 0.00000001
36 Yes 4 0.00000001 0.00000001
37 Yes 4 0.00000001 0.00000001
tnxTower
Tower Engineering
Job Jo
Mt Kelly (BU 880230)
Page
8 of 9
Project Date
Professionals, Inc. TEP No. 55017.20054 18:45:20 06/04/14
326 Tryon Rd.
Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle RLIM FAX: (919) 661-6350
Maximum Tower. Deflections -Service Wind I
Section Elevation Horz. Gov. - Tilt Twist
No. Deflection Load
ft in Comb. 0 0
Li 43-30 2.161 29 0.3941 0.0171
L2 30-0 1.168 29 0.3136 0.0084
Critical Deflections and Radius of Curvature -Service Wind I
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb, in 0 0 ft 45' PC457N 29 2.161 0.3941 0.0171 11951 44' APXVSPPI8-C wl Mount Pipe 29 2.161 0.3941 0.0171 11951
43' (6) Synthetic Palm Frond 29 2.161 0.3941 0.0171 11951
37' (3) Synthetic Palm Frond 29 1.676 0.3600 0.0128 9960
F Maximum Tower Deflections - Design Wind 1
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. 0 0
Li 43-30 7.562 8 1.3595 0.0614
L2 30-0 4.110 8 1.0993 0.0302
Critical Deflections and Radius Of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb, in 0 0 ft 45' PC457N 8 7.562 1.3595 0.0614 3482
44' APXVSPPI8-C wl Mount Pipe 8 7.562 1.3595 0.0614 3482
43' -. (6) Synthetic Palm Frond 8 7.562 1.3595 0.0614 3482 37' (3) Synthetic Palm Frond 8 5.877 1.2513 0.0460 2901
Compression Checks I
Pole Design Data
- I
tnx Tower
Tower Engineering
Job
Mt Kelly (BU 880230)
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Project Date
Professionals, Inc. TEP No. 55017.20054 18:45:20 06/04/14
326 Tryon Rd.
Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle RUM (919) 661-6350
Section Elevation Size L L KlIr A P. OP. Ratio
No. p
ft ft ft in lb lb Ofn
Li 43-30(1) P18x.25 13' 0' 0.0 13.9408 -2715.56 439136.00 0.006 L2 30-0(2) P24x250 30' 0' 0.0 18.6532 -5214.22 583921.00 0.009
Pole Bnding Design Data 1
Section Elevation Size M, 4M,,.,, Ratio M, d?M 5 Ratio
No. M 2
ft lb-ft lb-ft lb-ft lb-ft M 7
Li 43-30(1) P18x.25 75097.08 198318.33 0.379 0.00 198318.33 0.000
L2 30-0(2) P24x0.250 268201.67 339137.50 0.791 0.00 339137.50 0.000
Pole Shear Design Data
Section Elevation Size Actual 4V, Ratio Actual d,tT Ratio
No. Vu V T T
ft lb lb OV, lb-ft lb-ft OTn
Li 43-30(1) P18x.25 5976.25 219568.00 0.027 2908.70 320330.00 0.009
L2 30-0(2) P24x0.250 6872.34 291961.00 0.024 2907.57 571882.50 0.005
Pole Interaction Design Data 7
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P M, V T Stress Stress
ft OP. 4M,,, v. OT, Ratio Ratio
Li 43-30(l) 0.006 0.379 0.000 0.027 0.009 0.386 1.000 4.8.2
L2 30-0(2) 0.009 0.791 0.000 0.024 0.005 0.801 1.000 4.8.2
Section Capacity Table
Section Elevation Component Size Critical P OP.UO. % Pass
- No. ft Type Element lb lb Capacity Fail
LI 43-30 Pole P18x.25 1 -2715.56 439136.00 38.6 Pass
L2 30-0 Pole P24x0.250 2 -5214.22 583921.00 80.1 Pass
Summary
Pole (L2) 80.1 Pass
RATING = 80.1 Pass
Program Version 6.1.4,1 - 12/17/2013 File://tep-vm-ffle0liTowers/55017/20054_880230 MT KELLY SAltnxTower/880230_LC5.eri
June 4, 2014 43-ft Monopole Tower Structural Analysis CCI BU No 880230 TEP Project Number 55017.20054, Application 250561, Revision 3 Page 7
APPENDIX B
BASE LEVEL DRAWING
tnxlower Report - version 6.1.4.1
(INSTALLED)
1/2" TO 45 FT LEVEL
(PROPOSED)
5/8' TO 44 FT LEVEL
1-1/4" TO 44 FT LE\
(INSTALLED-TO BE REMOVE
(8) 7/8" TO 44 FT LEVEL
BUSINESS UNIT: 880230 TOWER ID: C_BASELEVEL
June 4, 2014 43-ft Monopole Tower Structural Analysis CCI BU No 880230 TEP Project Number 55017.20054, Application 250561, Revision 3 Page 8
APPENDIX C
ADDITIONAL CALCULATIONS
trixTower Report - version, 6.1.4.1
Square, Stiffened / Unstiffened Base Plate, Any Rod Material
- Rev. F /G Assumptions: 1) Rod groups at corners. Total # rods divisible by 4. Maximum total # of rods = 48 (12 per Corner). Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data
BU#: 880230
Site Name: Mt Kelly
Ann #- 5501720fl54
Anchor Rod Data
Eta Factor, _1 0.55 TIA G (Fig. 4-4)
Qty:
Diam:
Rod Material:
Yield, Fy:
Strength, Eu:
Bolt Circle:
8
in
ksi
ksi
in
1.625
Other
36
58
32
Anchor Spacing: 6 in
Plate Data
W=Sidei
Thick:
Grade:
Clip Distance:
32 in
in
ksi
in
I 1.625
I 36
1 4
Stiffener Data (Welding at both sides)
Configuration:
Groove Depth:
Groove Angle:
Fillet H. Weld:
Fillet V. Weld:
Width:
Height:
Thick:
Notch:
Grade:
Weld str.:
Weld Type:
Unstiffened
in 00
degrees
<-- Disregard
in
in
in
in
in
ksi
ksi
Pole Data
Diam:J
Thick:
Grade:
# of Sides:
24 in
in
ksi
"0" IF Round
0.25
L 35
1 0
fgfj for complete joint penetration groove welds the groo
Base Reactions
TIA Revision:G
Factored Moment, Mu:
Factored Axial, Pu:_5.203
Factored Shear, Vu:
ft-kips
kips
kips
268.148
6.868
Anchor Rod Results
TIA G --> Max Rod (Cu+ Vu/q): 52.5 Kips Axial Design Strength, D*Fu*Anet: 76.1 Kips
Anchor Rod Stress Ratio: 69.0% Pass
Base Plate Results Flexural Check
Base Plate Stress: 26.5 ksi
PL Design Bending Strength, *Fy: 32.4 ksi
Base Plate Stress Ratio: 81.8% Pass
N/A- Unstiffened
Stiffener Results
Horizontal Weld: N/A
Vertical Weld: N/A
Plate Flex+Shear, fb/Fb+(fv/Fv)°2: N/A
Plate Tension+Shear, ft/Ft+(fv/Fv)A2: N/A
Plate Comp. (AISC Bracket): N/A
Pole Results
Pole Punching Shear Check: N/A
PL Length
Yield Line
Anchors
at cornnr 5t - 5t t= BASE FL
Sty/4 THICKNESS
Anchor, lyp.
STIFFENED CONFIGURATION ASSUMED IN TOOL
Input Clear Space
8 C. far Single at
An chor Case 41
Pole w/
-. DIAM=O
Anchor Spacing Some As
Stiffener Spocing.
Except for Corner Anchor (Input Clear Spoon)
ye depth must be exactly 1/2 the stiffener thickness for calculation purpose:
PL Ref. Data
Yield Line (in):
21.25
Max PL Length:
21.25
CClplate 1.5- Square Base F-G 1.2, Effective March 19, 2012
. Analysis date: 6/4/2014
Mt Kelly (BU 880230)
Results Summary: id TEP #: 55017.20054
Soil Interaction: 46.6% Analysis: RT 6/5/2014 Drilled Caisson Tool - Input Foundation Structural: 38.356 Check: RUM 6/5/2014
Code Revisions: Tower Type:NIMmn"OpMej
LC1 LC2 Shaft Information
Moment: 26815 kip-ft Diameter:
MI
Axial (download): 0 kip . Projection: 0S0 ft
Shear: .87 kip Caisson Length: 135b ft Axial (uplift): kip f'c: INIV.OgQ ksi
Max Ec: 0.003 in/in
Tie Bar Size:
Clear Cover to Tie:
Tie Bar Spacing:
Vertical Bar Size::
Vertical Bar Quantity:
fy:
E:
1 Reinforcement
6O.0 ksi)
.00 in (Cage 0 = 40.12in)
18.00 in
(p =0.553%)
ksi
ksi
Design Parameters
Notes: ) Neglect lateral soil strength to a depth of:
1/2 Pier Ø4.00ft/22.00ft
Frost Depth - 0.Oin / (l2in/ft) - O.ppft
Ccotcch Rcconamcnd3tion - none
) Groundwater 'N/Aft
I
Mt Kelly (BU 880230)
TEP #: 55017.20054
Analysis: RT 6/5/2014 Soil Interaction: LC1
- - Check: RUM 6/5/2014
Max Unfactored Moment: 290.8 kip-ft
@ 3.46 ft below grade
Additional Factor of Safety: 2.86
Capacity= 46.6% !PASS
'u Mt Kelly (BU 880230)
TEP#: 55017.20054
Analysis: RT 6/5/2014
Reinforcement Capacity Check: RUM 6/5/2014
7'.
1.5
\\
1.0
• 0.5
0.0
5 - 0 -1.5 -1.0 -0.5 0 2
• -0.5
-1.0
0J1O
•
2
LC1
Vu = 66.1 kip
Vc = 198.5 kip
fy,tie=57 Vs= 31.6 kip
4Vn =172.6 kip
Capacity = 38.3% PASS
id
Mu = 290.8 kip-ft
4Mn = 876.7 kip-ft
Capacity =L..33.2%1_PASS I
US GS Design Maps Summary Report
User—Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.165140N, 117.32221°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category 1/II/Ill
Camp Pendleton LU 1 c000,n
\\ South
Vista
%Oceanside'
\\C!sbad
mapquest
. (,)2014 ' 0 Map Quest
USGS—Provided Output
S = 1.108 g SMS = 1.171 g SDS = 0.781 g
S1 = 0.426 g SMS = 0.671 g SD1 = 0.447 g
For information on how the 55 and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application
and select the "2009 NEHRP" building code reference document.
MCER Response Spectrum
Ch 0.72
° ':E
024
0.12
0.00 i I I I
0.00 0.20 0.40 0.go 0.00 LCD 1.20 1.40 1.0 1.00 100
Period. I (sac)
Design Response Spectrum
C. 00
0.1
0.09
0.00 I I I I I I 0.00 0.20 0.40 0.60 0.00 1.00 1,20 1.40 1.60 1.00 100
Period, I (sac)
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied,
as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter
knowledge.
rawp uOisiECRiN3
'- PRQFES!5iDr'zALt4
Mt Kelly (BU 880230)
TEP #: 55017.20054
Analysis: RI 6/5/2014
Check: RUM 6/5/2014
Equivalent Modal Analysis, Method 2 in accordance with ANSI/TIA-222-G-2-2009 92.7.8
Pole Height = 43.00 ft (Maximum 200-ft.)
Response Modification Coefficient = 1.5 for a Tubular Pole
1= 1.0
Seismic Parameters
S5= 1.108
S1= 0,426
F= 1.057
F5 = 1.574
Site Class = 0 (assumed)
Sxs = 0.781
Ssi = 0.447
0.781
Pole Frequency
Material Density =. 490 b/ft3
Frequency Determination Method 619A30 fl = 1.901 Hz
f-2
...
.:1 , .. :.H .....o1' •.• ......P: E?
901— 526
TDWER
§2.7.8.1 - Vertical Distribution of Seismic Forces
(ft) w(lb) (z/h) Ratio a b c SAZ Fm (lb) Description
3.00 397.95 0.0698 0.0092 0.0537 0.0309 0.0483 12.822 Pole & Lines (1A)
9.00 397.95 0.2093 0.0828 0.0715 0.0393 0.1182 31.355 Pole & Lines (113)
15.00 397.95 0.3488 0.2300 0.0586 0.0194 0.2232 59.204 Pole & Lines (1C)
21.00 397.95 0.4884 0.4508 0.0013 0.0060 0.3520 93.374 Pole& Lines (1D)
27.00 397.95 0.6279 0.7452 -0.0997 0.0395 0.4943 131.141 Pole & Lines (1E)
31.30 130.75 0.7279 1.0014 -0.1096 0.1321 0.6545 57.048 Pole & Lines (2A)
33.90 130.75 0.7884 1.1747 -0.0178 0.2364 0.8123 70.811 Pole & Lines (28)
36.50 130.75 0.8488 1.3618 0.2154 0.3935 1.0432 90.934 Pole & Lines (2C)
39.10 130.75 0.9093 1.5627 0.6676 0.6206 1.3679 119.237 Pole & Lines (2D)
41.70 130.75 0.9698 1.7774 1.4380 0.9389 1.8029 157.159 Pole & Lines (26)
54.00 12.00 1.2558 2.9807 13.9480 4.5897 5.5905 44.724 Discrete 1
50.00 1.50 1.1628 2.5554 7.6294 2.8886 4.0326 4.033 Discrete 2
45.00 636.26 1.0465 2.0699 3.0704 1.5144 2.5310 1073.575 Discrete 3
44.00 516.20 1.0233 1.9789 2.4830 1.3167 2.2888 787.653 Discrete 4
43.00 360.00 1.0000 1.8900 1.9800 1.1400 2.0655 495.723 Discrete 5
37.00 180.00 0.8605 1.3994 0.2826 0.4311 1.0978 131.732 Discrete 6
Mt Kelly (BU 8802301
TEP 6: 55017.20054
Analysis: RT 6/5/2014
Check: RLIM 6/5/2014
a (3 A) (
r. +
4 3
- . () + 270 (!) - 8.14.(!)
2
+ 4-
I-M.
7.16.() + 6.41.() - 3.(!)2 OA4
+
dq
$
- Mt Kelly (BU 880230)
0 W E P TEP 6: 55017.20054
Analysis: FIT 6/5/2014
Check: RLIM 6/5/2014
Tower Capacity
= 439,136.0 lb
C cB
.2 ° c M= 198,318.3 ft-lb Om wm
(/ 4V = 219,568.0 lb
4P = 583,921.0 lb
Coo .2 o M= 339,137.5 ft-lb
(1 4V = 291,961.0 lb
Axial: 2,831.7 lb
Earthquake Bending: 39,893.8 lb-ft
Shear: 3,032.6 lb
Axial: 2,715.6 lb
Wind Bending: 75,097.1 lb-ft
Shear: 5,976.3 lb
Axial: 5,219.4 lb
Earthquake Bending: 138,241.8 lb-ft
Shear: 3,360.5 lb
Axial: 5,214.2 lb
Wind Bending: 268,201.7 lb-ft
Shear: 6872.3 lb
Seismic
Capacity: 20.8% PASS
Wind PASS
- Capacity: 38.6. (CONTROLS)
Seismic
Capacity: 41.79A PASS
Wind PASS
Capacity: 80.0 (CONTROLS)
SAN DIEGO REGIONAL
ij HAZARDOUS MATERIALS
Occc QUESTIONNAIRE
OFFICE USE ONLY
RECORD ID #
PLAN CHECK #[)U tn - HUFI 5P- (oI 17.
BP DATE _I I
Business Name C oQflA
Business Contact Telephone #
Project Address flCitY
w r"Nk d x Z~l de
2-00
AP1J
- -2 Mailing Address O[1c11 1(WP..tL2Ad'WWI,
i(y Stat ZID i-k. U.D c)i'o57)-1 Code Plan Ft
Project Contact I - Applicant -mail s leihone #
The following questions represent the facility's abtivities, NOT tue sDee ific project description. I PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION- (not rUld f01 ltS within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the folloiA ing hazardous materials. If any of the item are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal.
Occupancy Rating: Facility's Square Footage (including proposed project): DH CASHIER
Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives
Compressed Gases 6. Oxidizers 10. Cryogenics fterA4 Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives
If the answer to any of the
Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit.
FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects)
' .. Is your business listed on the reverse side of this form? (check all that apply).
U ,EJ Will your business dispose of Hazardous Substances or Medical Waste in any amount?
0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 , pounds and/or 200 cubic feet? 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 Will your business use an existing or install an underground storage tank?
0 Zj Will your business store or handle Regulated Substances (CaLRP)?
0 J, Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)?
0 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to
CalARP Exempt
Date Initials
CaLDRP Required
Date Initials
CaIARP Complete
Date Initials
PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD requirements. For more comprehensive requirements, please contact APCD at apcdcomp(sdcountv.ca.gov; (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131.
YES NO'
0 Will the project disturb 160 square feet or more of existing building materials?
0 5 Will any load supporting structural members be removed? If yes, contact APCD prior to issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing demolition.
0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed?
0 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes,
contact APCD prior to the issuance of a building or demolition permit. A notification may be required at least 10 working days prior to
commencing asbestos removal.
0 Pr Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or the APCD factsheet
(www.sdapcd.om/info/f`acts/t)ermfts.pdf) for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building
permit.
0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school
boundary?
Briefly describe business activities: Briefly describe proposed project
stiiU L)rc) 1W(' (k1\U — -k 'I declpj u,nder penaltyyf perjury th t to the best of my knowledge and belief t e res n made herein are true and correct. ii 1
Name of Owner or Authorized Agent Signatute of CRiter Agent Date
FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONLY:
BY: DATE:
EXE JRThER IN 90% REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY
~OUNTY-D APCD COUNTY-HMD APCD COUNTY-I4MD APCD
EVIE WED
-________ -ii SIG A9
A StarrfPiAUI1WMQRn]W exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply.
HM-9171 (08/15) County of San Diego — DEH — Hazardous Materials Division