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2237 Janis Way; CS; CBC2019-0149; Permit
Commercial Permit Print Date: 10/18/2019 Job Address: 2237 Janis Way, Cs (city of Carlsbad Permit No: CBC2019-0149 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed -Finaled 04/03/2019 09/10/2019 Parcel No: Lot#: Valuation: $20,000.00 Reference#: DEV2019-0004 Occupancy Group: Construction Type: # Dwelling Units: Bathrooms: Bedrooms: Orig. Plan Check #: Plan Check#: Project Title: PCS 150 MOUNT KELLY Description: SPRINT: 5 NEW ANTENNAS AND MOUNT Applicant: CROWN CASTLE GTE ELTON STOLZE 200 Spectrum Center Dr Irvine, CA 92618-5003 925-737-1008 BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Owner: CITY OF CARLSBAD CLAYTON DOBBS 760-434-2940 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL 581473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $432.82 Total Payments To Date: $432.82 Applied: Issued: Permit Fina led: Inspector: Final Inspection: 10/18/2019 10:42:25A Contractor: JITNEY COMPANY INC 1541 Commerce St Corona, CA 92880-1730 951-888-1122 Balance Due: $0.00 $203.66 $142.56 $41.00 $39.00 $1.00 $5.60 Please take NOTICE that approval of your project includes the 11lmposition11 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, review1 set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ---------- 880230 {'cicyof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION 8-2 Plan CheckCl,C,,2.0\'}. OILf't Est. Value :1[,;;;\"j,COO - PC Deposit ---------- ,4,r 3-\ "l Date Job Address !2237 Janis Way, Carlsbad, CA 92008 Suite: CS APN: !167-540-52-00 Tenant Name: __________________ CT/Project#: __________ Lot#: ___ _ Occupancy: fu7 Construction Type:!Comm-Alt I Fire Sprinklers: yes/ l!El] Air Conditioning: yes A:ii2] BRIEF DESCRIPTION OF WORK: New Mount and installation of 5 antennas and branches on existing monopalm cell site. 0 Addition/New: ____________ New SF and Use, ____________ New SF and Use, ____ Deck SF, Patio Cover SF (not including flatwork) D Tenant Improvement: ______ SF, ______ SF, Existing Use _______ Proposed Use ______ _ Existing Use Proposed Use ______ _ □ Pool/Spa: _____ SF Additional Gas or Electrical Features? ____________ _ D Solar: ___ KW, __ Modules, ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumbing/Mechanical/Electrical Only: _________________________ _ D Other: --------------------------------------- APPLIC PROPERTY OWNER Name:~~~~~~~~~~~~~~;=:=:::::::::::::=...._ Name: !City of Carlsbad I Address:!200 Spectrum Center Drive, Suite 1700 ! Address: J405 Oak Avenue Carlsbad, CA 92024 City: Irvine, CA 92618 State: __ ~Zip: City: __________ .State: ___ .Zip: ----- Phone: 925-737-1008 Phone: ---------------------Em a i 1: lelton.stolze@crowncastle.com I Email: DESIGN PROFESSIONAL Name: jM Squared Wireless Address: j 1387 Calle Avanzado San Clamente CA 92673 I City: -;:::::===::::;-__ State: ___ Zip: ---- Phone: J949-391-6824 Email=---------.====;-------- Architect State License: _.I_C_5o_s_4_7 ...._ _______ _ ----------------------- CONTRACTOR BUSINESS ~ ::;r:ss:fi-'J'tb~ ~ :{:f4 City: {.'a~ State: CA Zip: 22eftt2 Phone: -f21f'?-/IZ."Z_ Email: -:::r;~~L ·~ State License:_~~--~~"9f-uiliense: A(:f2t,l v-.(J (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's license law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 8-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of 2 Email: Building@carlsbadca.gov Rev. 06/18 !880230 Sap ( OPTION A): WORKERS'COMPENSATION DECLARATION: 18C I hearby affirm under penalty of perjury one of the following declarations: □ I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. ~have and wi!I maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' co?i'Z:n ins~~rier an~olicy number are: Insurance t,mpany Name: :SI:Ji::7F FVA/l:> Policy No. '&cZ ~ / Expiration Date: ~.J r-jz (P □ Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in additi the tot e fcompensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: □AGENT DATE: ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractors License Law for the following reason: □ I, as owner of the property or my employees with wages as their sole compensatlon, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's license law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). □ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed Af / A _Pursuant to the Contractor's license Law). 1/ 1/'CC] I am exempt under Section ________ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. □ Yes □ No 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): OWNER SIGNATURE: _________________ □AGENT DATE: _____ _ tg -(_ CONSTRUCTION LENDING AGENCY, IF ANY: l7 ~Chereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _______________________ Lender's Address: ______________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? □ Yes □ No ls the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes □ No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ Yes □ No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the. plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COST5AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions ofthls 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 or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). < 4/ APPLICANT SIGNATURE: _ _,1 ____ ..,7:-,_____,-;ii;:;;,,=----------DATE: _..,_.,,__J,-il----- A"">'\ e.Aoif ) ~ / 7 1631Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Work Class· Tenant Improvement Stal us: Scheduled Date Closed -Finaled Actual . Start Date Inspection Type 10/18/2019 10/18/2019 BLDG-34 Rough Electrical BLDG-Final Inspection Application Date: 04/03/2019 Owner: Issue Dati'.1: 09/10/2019 Subdivision: Expiration Date: 04/15/2020 Address: IVR Number: 18093 Inspection No. Inspection Status Primary Inspector 107978-2019 Passed Tony Alvarado 107977-2019 Passed Tony Alvarado Checklist Item COMMENTS October 18, 2019 BLDG-Structural Final BLDG-Electrical Final CITY OF CARLSBAD 2237 Jams Way, Cs Carlsbad, CA 92008 Reinspection Passed Yes Yes Complete Complete Complete Page 1 of 1 DATE: 4/16/2019 JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2019-0149 ✓• EsG1I A SAFEbu1lt Company SET: I PROJECT ADDRESS: 2237 Janis Way PROJECT NAME: Sprint MT Kelly SD03XC150 □ APPLICANT □ JURIS. ISi The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ISi EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: Mail Telephone 0 REMARKS: By: David Yao EsGil Fax Telephone#: (b Email: on Enclosures: 4/8/19 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 City of Carlsbad CBC2019-0149 4/16/2019 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 2237 Janis Way BUILDING OCCUPANCY: BUILDING PORTION cell site revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Bldg. Permit Fee by Ordinance ~ Plan Check Fee by Ordinc:n_c_e __ ..,~I Valuation Multiplier By Ordinance Type of Review: 0 Complete Review D Repetitive fee -3 Repeats Comments: D Other □ Hourly EsGil Fee PLAN CHECK#.: CBC2019-0149 DATE: 4/16/2019 Reg. Mod. VALUE ($) per city 20,000 20,000 I_ --------'I D Structural Only 1---------+I Hr. @ • C-----------$1_24.0_~ Sheet of Date: August 24, 2018 Rebecca Quisenberry Crown Castle 2055 S. Stearman Drive Chandler, AZ. 85286 Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 Subject: Structural Analysis Report Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Rebecca Quisenberry, Sprint PCS Co-Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JOE Job Number: Crown Castle Work Order Number: Crown Castle Order Number: TEP Project Number: SD03XC150 N/A 880230 MT Kelly 462437 1493378 408051 Rev. 6 55017.177135 2237 Janis Way, Carlsbad, San Diego County, CA 92008 Latitude 33° 9' 54.51", Longitude -117° 19' 19.95" 43 Foot -Monopole Tower Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. 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: Proposed Equipment Configuration Sufficient Capacity The analysis has been performed in accordance with the TIA-222-H Standard. This analysis utilizes an ultimate 3-second gust wind speed of 11 0 mph as required by the 2016 California Building Code. Exposure Category C with a maximum topographic factor, Kzt, of 1.0 and Risk Category II were used in this analysis. Structural analysis prepared by: Travis L. Infante, E.I. / PRS Respectfully submitted by: William H. Martin, P.E., S.E. CBC2019-0149 2237 JANIS WAY SPRINT 5 NEWNTENNASAND MOUNT DEV2019-0004 >-1--0 #CS 4/3/2019 CBC2019-0149 43-ft Monopole Tower Structural Analysis Report TEP Project Number 55017. 177135, Order 408051, Revision 6 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 -Proposed Equipment Configuration Table 2 -Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 -Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 -Section Capacity (Summary) Table 5 -Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnx Tower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report -version 8.0.4.0 August 24, 2018 CCI BU No. 880230 Page2 43-ft Monopole Tower Structural Analysis Report TEP Project Number 55017. 177135, Order 408051, Revision 6 1) INTRODUCTION August 24, 2018 CCI BU No. 880230 Page3 This tower is a 43-ft monopole tower designed by Tower Structures All information provided to TEP was assumed to be accurate and complete. 2) ANALYSIS CRITERIA Building Code: TIA-222 Revision: Risk Category: Wind Speed: Exposure Category: Topographic Factor: Ice Thickness: Wind Speed with Ice: Seismic Ss: Seismic S1: Service Wind Speed: 2016 California Building Code TIA-222-H II 11 0 mph C 1 O in 30 mph 1.108 0.426 60 mph Table 1 -Proposed Equipment Configuration Center Number Mounting Line of Antenna Antenna Model Level (fl) Elevation Antennas Manufacturer (ft) 3 Alcatel Lucent 1900MHz RRH (65MHZ) 6 Alcatel Lucent 800MHz RRH 3 Alcatel Lucent TD-RRH8x20-25 45.0 APXVSPP18-C-A20 44.0 6 RFS Celwave w/ Mount Pipe 3 RFS Celwave APXVTM 14-ALU-I20 w/ Mount Pipe 44.0 1 Tower Mounts T-Arm Mount [TA 602-3] Table 2 -Other Considered Equipment Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Antennas Manufacturer (ft) 54.0 1 Sinclair SC329-HT1 LDF(D00-G6) 45.0 50.0 1 Laird Technologies PC457N tnxTower Report -version 8.0.4.0 Number Feed of Feed Line Lines Size (in) 1 5/8 3 1-1/4 Number Feed of Feed Line Lines Size (in) 3 1/2 43-ft Monopole Tower Structural Analysis Report August 24, 2018 CCI BU No. 880230 Page4 TEP Project Number 55017.177135, Order 408051, Revision 6 3) ANALYSIS PROCEDURE Table 3 -Documents Provided Document Remarks Reference Source Geotechnical Report Hetherington Engineering, Inc. 1579598 CCISites Tower Foundation Design Tower Structures, Inc. 2037152 CCISites Tower Manufacturer Calculations Tower Structures, Inc. 1489807 CCISites Tower Mapping Report Tower Engineering Professionals 2037151 CCISites Tower Structural Analysis Crown Castle 3157224 CCISites 3.1) Analysis Method tnxTower (version 8.0.4.0), 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 1) The tower and foundation were built and maintained in accordance with the manufacturer's specification. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and the referenced drawings. 3) All tower components are in sufficient condition to carry their full design capacity. 4) 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. 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. 6) The existing base plate grout was not considered in this analysis 7) 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 4 -Section Capacity (Summary) Section Elevation (ft) Component Type Size Critical p (K) cj)Pa11ow {K) % Capacity Pass/ Fail No. Element L1 43.0417-30 Pole P18x.25 1 -3.95 461.09 47.0 Pass L2 30-0 Pole P24x0.250 2 ·6.55 613.12 94.1 Pass Summary ! Pole (L2) 94.1 Pass ' I RATING= 94.1 Pass tnxT ewer Report -version 8.0.4.0 43-ft Monopole Tower Structural Analysis Report TEP Project Number 55017. 177135, Order 408051, Revision 6 Table 5 -Tower Component Stresses vs Capacity -LC5 Notes Component Elevation (It) 1 Flange Connection 30.0 1 Anchor Rods - 1 Base Plate - 1 Base Foundation Soil Interaction - 1 Base Foundation Structural - Structure Rating (max from all components) = Notes: %Capacity 77.5 95.5 96.7 54.7 39.1 August 24, 2018 CCI BU No. 880230 Page5 Pass/ Fail Pass Pass Pass Pass Pass 96.7% 1} See additional documentation in "Appendix C -Additional Calculations" for calculations supporting the% capacity listed. 4.1) Recommendations 1) If the load differs from that described in Tables 1 and 2 of this report, the referenced drawings, or the provisions of this analysis are found to be invalid, another structural analysis should be performed. 2) The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report -version 8.0.4.0 43-ft Monopole Tower Structural Analysis Report TEP Project Number 55017.177135, Order 408051, Revision 6 tnxTower Report -version 8.0.4.0 APPENDIX A TNXTOWER OUTPUT August 24, 2018 CCI BU No. 880230 Page6 ' ' ' 8 ' -~ l 0 ALL REACTIONS APE FACTORED AXW ,K SHEA~ MOM£Nr 3 K J:____j \ 108 kip-ft SEISMIC AX>L n SH8\R+\ MOMCNT BK~ 330kipfl TORQUE 3 i<.1p-ft REACTIONS-110mph WIND DESIGNED APPURTENANCE LOADING 2.4"0ia ,2-~ ,..-rn •. xs-• ccis, .. m1u1nda,,SC320•HT1LOF 000-06 ccis, .. mic Pc,sm CCISolsn>cp,,,.2A"0<a,x2-! CCIS,iso,cp..,.2.4"0,o.x>-• APX1/TM1 4-ALU-120 w/M,,,_., Plpo APXVTM14-ALU-t,ow/Mmrl Pl o I OOOMHZ ARH (65Mfll) 1000MHZ RRH SM T])-RRHh:20-25 TD-RRH8X2<l-25 1900MHZ ARH (85MHZ) 2 aOOMHZARH ""800MHZAAH 800MHZAAH ID-MH8X2o-25 T-AanMountn'Aao2-3 " " "''APXVSPP18-C-A20w/Moll'IIP1pe "4 2 AP:<:VSPP18-C·"20w/Mo<ntPI-M AP)(VSPP111-C-A20 wl MoU'II PIP<> APXVTM14-ALLJ.IWw/M"rlP, o CCIS,.,m,c (2) rts """""" APXVSPP18-C-A2!l wl MocritPI o CCISotsmic (2) rt,; co-APXVSPP1 s-C-A.10 wl 44 Moc,,,P,o,, CCISolnocrf>co...,_,,A,XVTM14-AlU-l'Ow/'-locn .. "'"" CCIS01<m10'1sco ... ,,.,,PXVTM14-A.LU-~Ow/Mocnt 44 "" CClSai,mlc rl< """'""' APXVTM1 4-A.LU-~O wl "'°"" •• '-• CCISa,mlc a I nl OOOM H ~s CG1Saom1c •-llue<ont 1 OOOMHZ RAH 5 .... CCISa,mlca llucomID-RAH8"2-0-25 ccis ... m1:;-:=-:-, .. U:onl SOOMHZ AR.H 6~ho1JcPalmFrord '"S·•li,oijcPalmFrood GGISoi,m1c 6 ""'"' UcP<rnF;;M e CCISOISIJ>CTowe,Soc!IOo 1 -1 .;;:.~:~:~~~\~;ow'.DF4--5(1J\(112) F,om Oto CCISo,omc ar,hwLDF4-50A(1/2) fmm O 10 "° 0416/ l3JN'°"JIIJ fy " " .. .. " .. " 415208 "" I Towar is localed ,n San Diego Cou,ty, California cc15,,...,c(21 """""""" HB0Sll-M12-XXXF("'81 38 FromOto"304167'3'JOta4JI CCISo.,mlc (2) rts '°"lwaw H81 l4-I ~lJ<-MSJ(H/4) FromOto4".04107~"tto43n CCllol<oiortsco/waW"ll114-l.(18U4-M5J(l•TI<) F,om0to43.04!S7(33N,o4'l11) CCIS,,,mc'"rmcl ho11cPU,,F,ond 37 CCISolomlc (:l) ... cl S)Qnetlc Pai'n Frond JI CCISoi,mc mo,cl .,..,P..,,F,ond (J)S)'l"lhollcPoOnF,ond 37 l s•-h<><l,PdnFrond s S,...hoO,Polml'rond 37 CCISoi,""clo,.,,s,e1,oo 1 as CC1$0,. .. c1o, ... s.e11002•1 JO :;:;:,~,:~,;.f.11:";.,"" LDF4-WA.1112) From O 10 ;;:.~:~~",;';"_;,;JF4-50A(ll2) Fmm Oto ~,~:~:z-.~I~ ~t~~J~OS8-Ml2-XXXF(518) CCISo,srac(2\rlscotwowHe114-1--0a\!4-M5J(1-114) F<om O lo 4S.o4 167 23~ to33N CCISotm.crls """"'"' HB114+08U4-M5J{1-1/4) ,, Fmm O lo 43.04167 {23" toJJO) CCISolomlclowotSocl,an2-2 ;;:~,:~;;,":'o~~I\DF4-SOJ\{112) From o to CCISo,,,Nc 13) .,.,,,.w LOF¼OA.1112) From a 10 4".04167 13Nlo2311) CCISoismlc l>l rt, cotwow HB 114-I-Oll\!4-M5J(1·114) 10 Fmm01" "'1.0•'187{1Jlto23N) ccs ..... ,m,.1wa,,.HB114-,--0au,-MSJ{1-11•1 Fmm0ro40.0,!87(13tto'1:!fll CCIS•><rr»e To-.-Soc1,on 2 -3 ~,~:~~~~~ ::i,,,7:,;i;osa-M12·XXXF(5/B) ;f:~,~~:~.~~. lDF4-SoA(1J2) F,om Oto CCl5oi,mc (21 rig colwal'o HB 114-1-00\!4-MS-1(1-l/4) f,omOtoQ,04167 Jfl:o1JM CCl5oi,rr,c (3) .,.,,,ow LOF¼OA.1112) From O lo 4",04107 3110131 CCISol<mcm;-..,.H6114-1-mllJ4-M5Jl1·1141 FmmOtoa:l.04187 (3fltc13fll ccise1.,,,;ero...,,s...,,,.,.,2., ~~~~',,,"".';,i~;1:i~=t8114-l-<lBU4-MSJ{1-114) 1 5 ;,c:.~:;-,.;J~~'"" LDFHOA(1/2] fmm Oto CCISo><rac ....,,.w LDF•-SOA{l/2) From O 1" 4"_0418]-toJM CCl5•><0>0 (2) m; o,-.. H60&8-llol12-XXXF(5/B) Fmm01o43.04187'0fl1"JI ,, CCISoi,m,crt,"°""'""H0114·1-<l8U,_,.EJit-114) 1 > From01o4J.04167(00"'3") MATERIAL STRENGTH Fu I GRADE TOWER DESIGN NOTES ,, 2. Tower designed for E,posll"e C to th<! TIA-222-H Standard 3. Tower dos,gnad for a 110 rrph basic wind in accordance with the TIA-222-H Standard 4. Dallactions are based <.!)On a 60 Ollh wind. 5_ Tower Risk Calago,y II. 6 Topograp~ Category 1 w,th Crest Haight ol 0.00 It 7. TIA-222-HAmexS 8. CCI Seismic Nota Sa1sm1c loads generat8d by CCISaismic 3.1.0 9. CCISaismic Note. Seismic calculalions are in accordance with TIA-222-H 10. TOWER RATING: 94.1% Tower Engineering Professionals, Inc, 326 Tryon Road ""MTKel BU8802301 P"'JO'' TEPNo,55017.1771:35 " t .... Raleigh. NC 27603-5263 Cler, CrownCaslla D"""bf TU -~~ ConscJ:i0gCn,icoo,; Phore· {9, 9) 661-6351 c, .. TIA-222-H i0•to o_e~_j_s --~ Scolo NIS FAX: 1919' 661-6350 Parh 0,_.,._,_,_._,,,,,, • .,,.,.,_, .. , "' Owg No E-1 Job Page tnxTower MT Kelly (BU 880230) 1 of 14 Project Date Tower Engineering Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919) 661-6351 Crown Castle FAX.· (919)661-6350 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in San Diego County, California. Tower base elevation above sea level: 331.00 ft. Basic wind speed of 110 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: l. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. CCISeismic Note: Seismic loads generated by CCISeismic 3.1.0. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.05. TLI Local bending stresses due to climbing loads, feed line supports, and appurtenance 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 LI 43.04-30.00 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 Area of Appurt. Autocak Torque Arm Areas Add IBC .6D+W Combination ✓ Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry 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 Corner Radii Are Known Pole Section Geometry Section Length I 13.04 Pole Size PlSx.25 Pole Grade A53-B-35 Socket Length /1 tnxTower Tower Engineering Professionals, Inc. 326 Tryon Road Raleigh, NC 27603-5263 Phone: (919)661-6351 FAX, (919)661-6350 Section Elevation L2 30.00-0.00 Tower Gusset Gusset F,levatio11 Area Thickness Ll 43.04-30.00 L2 30.00-0.00 (per fare) ;n Job Page MT Kelly (BU 880230) 2 of 14 Project Date TEP No. 55017.177135 14:23:15 08/24/18 Client Designed by Crown Castle TLI Section Pole Pole Socket Length Length Size Grade ft (35 ksi) 30.00 P24x0.250 A53-B-35 (35 ksi) Gusset Grade Adjust. Factor Adjust. Weight Mutt. Double Angle Double Angle Double Angle Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt A. Spacing Spacing Sparing Diagonals Horizontals Redundants ;n ;n ;n Feed Line/Linear Appurtenances -Entered As Area Description Face Allow Exclude Component Placement Total C,.A, Weight Of Shield From Type Number L,g Torque ft fr/Jr plf Calculation LDF4-50A(l/2) C 1'0 No Inside Pole 43.04-0.00 3 Noke 0.00 0.15 HB058-M12-XXXF( C 1'0 No Inside Pole 43.04-0.00 1 Noice 0.00 0.24 5/8) HB 114-l-08U4-M5J C No No Inside Pole 43.04-0.00 2 No Ice 0.00 1.08 (1-1/4) HB 114-1-08 U4-M5J C No No Inside Pole 43.04 -0.00 No lee 0.00 LOS 1-1/4 Feed Line/Linear Appurtenances Section Areas Tower Tower Face A, A, C,A, C..A, Weight Section Elevation In Face Out Face >' >' K L.1 43.04-30.00 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 0.05 L2 30.00-0.00 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 0.12 Feed Line Center of Pressure Section Elevation CPx CPz CPx CP, Ice Ice ' ;n ;n ;n ;n L1 43.04-30.00 0.0000 0.0000 0.0000 0.0000 L2 30.00-0.00 0.0000 0.0000 0.0000 0.0000 tnxTower Job Page MT Kelly (BU 880230) 3 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919)661-6351 Crown Castle TLI FAX.· (919)661-6350 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line K, K, Section Record No. Se ment Elev. Noice la User Defined Loads -Seismic Description Elevation Offset Azimuth E, E,, E,, E, Frum Angle Centroid t K K K K CCISeisrnic Tower Section I -1 41.52 0.00 0.0000 0.03 0.00 0.00 0.09 CCISeisrnic Tower Section 1 -2 35.00 0.00 0.0000 0.08 0.00 0.00 0.26 CCISeismic Tower Section 2 -2 25.00 0.00 0.0000 0.11 0.00 0.00 0.24 CCISeisrnic Tower Section 2 -3 15.00 0.00 0.0000 0.11 0.00 0.00 0.13 CCISeisrnic Tower Section 2 -4 5.00 0.00 0.0000 0.11 0.00 0.00 0.04 CCISeismic Sinclair 45.00 0.00 0.0000 0.00 0.00 0.00 0.01 SC329-HTILDF(D00-G6) CCISeismic PC457N 45.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic pipe 2.4" Dia. x 2-ft 45.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic pipe 2.4" Dia. x 5-ft 45.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) rfs celwave 44.00 0.00 0.0000 0.03 0.00 0.00 0.1 I APXVSPP18-C-A20 w/ Mount Pipe CCISeismic (2) rfs celwave 44.00 0.00 0.0000 0.03 0.00 0.00 0.11 APXVSPP18-C-A20 w/ Mount Pipe CCISeismic (2) rfs celwave 44.00 0.00 0.0000 0.03 0.00 0.00 0.11 APXVSPP18-C-A20 w/ Mount Pipe CCISeismic rfs celwave 44.00 0.00 0.0000 0.01 0.00 0.00 0.06 APXVTM14-ALU-l20 w/ Mount Pipe CCISeismic rfs eel wave 44.00 0.00 0.0000 0,01 0.00 0.00 0.06 APXVTM14-ALU-I20 w/ Mount Pipe CCISeismic rfs celwave 44.00 0.00 0.0000 0.01 0.00 0.00 0.06 APXVTM14-ALU-l20 w/ Mount Pipe CCISeismic alcatel lucent 44.00 0.00 0.0000 0.01 0.00 0.00 0.04 1900MHz RRH (65MHZ) CCISeisrnic alcatel lucent 44.00 0.00 0.0000 0.01 0.00 0.00 0.04 1900MHZRRH (65MHZ) CCISeismic alcatel lucent 44.00 0.00 0.0000 0.01 0.00 0.00 0.05 TD-RRH8x20-25 CCISeismic alcatel lucent 44.00 0.00 0.0000 0.01 0.00 0.00 0.05 TD-RRH8x20-25 CCISeismic alcatel lucent 44.00 0.00 0.0000 0.01 0.00 0.00 0.04 1900MHz RRH (65MHZ) CCIScismic (2) alcatel lucent 44.00 0.00 0.0000 0.02 0.00 0.00 0.07 800MHZRRH CCISeismic (2) akatel lucent 44.00 0.00 0.0000 om 0.00 0.00 0.07 tnxTower Job Page MT Kelly (BU 880230) 4 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919) 661-6351 Crown Castle TLI FAX, (919) 661-6350 Description Elevation Offset Azimuth E, E,, Eh, E, From Angle Centroid K K K K 800MHZRRH CCISeismic (2) alcatel lucent 44.00 0.00 0.0000 0.02 0.00 0.00 0.07 SOOMHZRRH CCISeismic alcatel lucent 44.00 0.00 0.0000 0.01 0.00 0.00 0.05 TD-RRH8X20-25 CCIScismic tower mounts 44.00 0.00 0.0000 0.14 0.00 0.00 0.54 T-Arm Mount [TA 602-3] CCISeismic (6) miscl Synthetic 43.00 0.00 0.0000 0.02 0.00 0.00 0.08 Palm Frond CCISeismic (6) misc! Synthetic 43.00 0.00 0.0000 0.02 0.00 0.00 0.08 Palm Frond CCISeismic (6) miscl Synthetic 43.00 0.00 0.0000 0.02 0.00 0.00 0.08 Palm Frond CCISeismic (3) misc! Synth<!tic 37.00 0.00 0.0000 o.oi 0.00 0.00 0.03 Palm Frond CCISeismic (3) misc! Synthetic 37.00 0.00 0.0000 O.oI 0.00 0.00 0.03 Palm Frond CCISeismic (3) miscl Synthetic 37.00 0.00 0.0000 O.Ql 0.00 0.00 0.03 Palm Frond CCISeismic (3) andrew 38.00 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A( 1/2) From Oto 43.04167 (33ft to43ft) CCISeismk (3) andrew 28.00 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (23ft to33ft) CCISeismic (3) andrew 18.00 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (13ft to23ft) CCISeismic (3) andrew 8.00 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (3ft to13ft) CCISeismic (3) andrew I.SO 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (Oft to3ft) CCISeismic andrew 38.00 0.00 0.0000 0.00 0.00 0.00 0.00 LDP4-50A(l/2) From Oto 43.04167 (33ft to43ft) CCIScismic andrew 28.00 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (23ft to33ft) CCISeismic andrew 18.00 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (13ft 1023ft) CCISeismic andrew 8.00 0.00 0.0000 000 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (3ft to13ft) CCISeismic andrew 1.50 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (Oft to3ft) CCISeismic (2) rfs celwave 38.00 0.00 0.0000 0.00 0.00 0.00 0.00 HB058-Ml2-XXXF(5/8) From 0 to 43.04167 (33ft to43ft) CCISeismic (2) rfs eel wave 28.00 0.00 0.0000 0.00 0.00 0.00 0.00 HB058-Ml 2-XXXF(S/8) From 0 to 43.04167 (23ft to33ft) CCIScismic (2) rfs celwave 18.00 0.00 0.0000 0.00 0.00 0.00 0.00 HB058-M12-XXXF(5/8) From 0 to 43.04167 (13ft to23ft) CCISeismic (2) rfs celwave 8.00 0.00 0.0000 0.00 0.00 0.00 0.00 HB058-Ml2-XXXF(5/8) From 0 tnxTower Job Page MT Kelly (BU 880230) 5 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919)661-6351 Crown Castle TU FAX, (919) 661-6350 Description Elevation Offset Azimuth E,. E,, E,, E, From Angle Centroid t K K K K to43.04167 (3fttol3ft) CCISeismic (2) rfs eel wave 1.50 0.00 0.0000 0.00 0.00 0.00 0.00 HB058-M12-XXXF(5/8) From 0 to 43.04167 (Oft to3ft) CCISeismic (2) rfs celwave 38.00 0.00 0.0000 0.00 0.00 0.00 0.01 HB l 14-1-08U4-M5J(l-I/4) From Oto 43.04167 (33ft to43ft) CCISeismic (2) rfs celwave 28.00 0.00 0.0000 0.00 0.00 0.00 0.01 HBI 14-l-08U4-MSJ(l-l/4) From Oto 43.04167 (23ft to33ft) CCTSeismic (2) rfs celwave 18.00 0.00 0.0000 0.00 0.00 0.00 0.01 HB l 14-l-08U4-M5J(l-l/4) From Oto 43.04167 (13ft to23ft) CCISeismic {2) rfs celwave 8.00 0.00 0.0000 0.00 0.00 0.00 0.00 HB l 14-l-08U4-M5J(l-l/4) From Oto 43.04167 (3ft tol3ft) CCISeismic (2) rfs cdwave 1.50 0.00 0.0000 0.00 0.00 0.00 0.00 JIB l 14-l-08U4-M5J(l-l/4) From Oto 43.04167 (Oft to3ft) CCISeismic rfs celwave 38.00 0.00 0.0000 0.00 0.00 0.00 0.Dl HBI 14-l-08U4-M5l(l-l/4) From Oto 43.04167 (33ft to43ft) CCISeismic rfs celwave 28.00 0.00 0.0000 0.00 0.00 0.00 0.00 HB l 14-l-08U4-MSJ(l-1/4) From Oto 43.04167 (23ft to33ft) CCISeismic rfs eel wave 18.00 0.00 0.0000 0.00 0.00 0.00 0.00 HB114-1-08U4-MSJ(l-1/4) From Oto 43.04167 (13ft to23ft) CCISeismic rfs eel wave 8.00 0.00 0.0000 0.00 0.00 0.00 0.00 HB114-1-08U4-MSJ(l-1/4) From Oto 43.04167 (3ft to13ft) CCISeismic rfs celwave I.SO 0.00 0.0000 0.00 0.00 0.00 0.00 HBl 14-l-08U4-M5J(l-1/4) From Oto 43.04167 Oft to3ft Discrete Tower Loads Descrip1ion Face Offsel Offsels: Azimuth Placement C,.A, C,.A, Weight 01 Type Horz Adjustment Fronl Side Leg Lateral Vert j, ft ft' ft' K Ji SC329-HTILDF(DOO-G6) B From Leg 0.50 0.0000 45.00 Noice 2.31 2.31 O.Ql 0.00 9.00 PC457N B From Leg 0.50 0.0000 45.00 Noice 1.60 0.13 0.Dl 0.00 5.00 2.4" Dia. x 2-ft B From Leg 0.25 0.0000 45.00 Noice 0.35 0.35 0.Dl 0.00 I.OD 2.4" Dia. x 5-ft B From Leg 0.25 0.0000 45.00 Noice 1.20 1.20 0.02 tnxTower Job Page MT Kelly (BU 880230) 6 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919)661-6351 Crown Castle TLI FAX: (919) 661-6350 Description Face Offset Offsets: Azimuth Placement C,,A, C,,A, Weight o, Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft' ft' K ft 0.00 4.50 (2) APXVSPPl8-C-A20 w/ A From Leg 4.00 600000 44.00 Noice 8.26 6.95 0.08 Mount Pipe 0.00 LOO (2) APXVSPP18-C-A20 w/ B From Leg 4.00 10.0000 44.00 No Ice 8.26 6.95 0.08 Mount Pipe 0.00 1.00 (2) APXVSPP18-C-A20 w/ C From Leg 4.00 -20.0000 44.00 Noice 8.26 6.95 0.08 Mount Pipe 0.00 1.00 APXVTM14-ALU-l20 w/ A From Leg 4.00 60.0000 44.00 Noke 6.58 4.96 0.08 Mount Pipe 0.00 1.00 APXVTM14-ALU-l20 w/ B From Leg 4.00 10.0000 44.00 :r--;o Ice 6.58 4.96 0.08 Mount Pipe 0.00 1.00 APXVTM\4-ALU-120 w/ C From Leg 4.00 -20.0000 44.00 Noice 6.58 4.96 0.08 Mount Pipe 0.00 1.00 1900MHz RRH (65MHZ) A From Leg 4.00 60.0000 44.00 Noice 2.31 2 38 0.06 6.00 1.00 1900MHz RRH (65MHZ) B From I,eg 4.00 10.0000 44.00 Noice 2.31 2.38 0.06 -6.00 1.00 TD-RRH8x20-25 A From Leg 4.00 -20.0000 44.00 Noice 3.70 1.29 0.07 0.00 1.00 TD-RRH8x20-25 B From Leg 4.00 10.0000 44.00 Noice 3.70 1.29 0.07 0.00 1.00 l 900MHZ RRH (65MHZ) A from Leg 4.00 60.001){) 44.00 Noice 2.3 I 2.38 0.06 -6.00 1.00 (2) 800MHz RRH A From Leg 4.00 60.001){) 44.00 No Ice 2.13 1.77 0.05 0.00 1.00 (2) 800MHz RRH B From Leg 4.00 10.0000 44.00 No Ice 2.13 1.77 0.05 0.00 1.00 (2) S00MHZ RRH C From Leg 4.00 -20.0000 44.00 f',;olce 2.13 1.77 0.05 0.00 1.00 TD-RRH8X20-25 A From Leg 4.00 60.0000 44.00 f',;o Ice 3.70 1.29 0.07 -6.00 1.00 T-Arm Mount [TA 602-31 A None 0.0000 44.00 Noice 11.59 11.59 0.77 (6) Synthetic Palm Frond A None 0.0000 43.00 No lee 3.99 3.99 0.02 (6) Synthetic Palm Frond B None 0.0000 43.00 Noice 3.99 3 99 0.02 (6) Synthetic Pa!m Frond C None 0.0000 43.00 Noice 3.99 3.99 002 (3) Synthetic Palm Frond A None 0.0000 37.00 No Ice 3.99 3.99 002 (3) Synthetic Palm Frond B None 0.0000 37.00 Noke 3.99 3.99 0.02 {3) Synthetic Palm Frond C None 0.0000 37.00 Noke 3.99 3.99 0.02 tnxTower Job Page MT Kelly (BU 880230) 7 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919)661-6351 Crown Castle TU FAX.· (919)661-6350 Load Combinations Comb. Description No. I Dead Only 2 1.2Dead+l.0Wind0deg-Nolce 3 0.9 Dead+l.0 Wind0 deg-No Ice 4 1.2Dead+l.0Wind30deg-Nolce 5 0.9 Dead+l.0 Wind 30 deg -No Ice 6 1.2 Dead+ 1.0 Wind 60 deg -No Ice 7 0.9Dead+l.0Wind60deg-Nolce 8 1.2 Dead+ 1.0 Wind 90 deg -No lee 9 0.9 Dead+ 1.0 Wind 90 deg -No Ice 10 l.2Dead+l.0Wind 120deg-Nolce 11 0.9 Dead+ 1.0 Wind 120 deg -No lee 12 1.2 Dead+l.0 Wind 150 deg-No Ice 13 0.9 Dead+l.0 Wind 150 deg-No Ice 14 1.2 Dead+ LO Wind 180 deg -No Ice 15 0.9Dead+l.0Wind180deg-Nolce 16 1.2 Dead+ 1.0 Wind 210 deg -No Ice 17 0.9Dead+l.0Wind210deg-Nolce 18 l.2Dead+l.0Wind240deg-Nolce 19 0.9 Dead+l.0 Wind 240 deg -No Ice 20 1.2 Dead+ 1.0 Wind 270 deg -No Ice 21 0.9 Dead+l.0 Wind 270 deg -No Ice 22 1.2 Dead+ 1.0 Wind 300 deg -No Ice 23 0.9 Dead+l.0 Wind 300 deg-No Ice 24 1.2 Dead+l.0 Wind 330deg-No Ice 25 0.9 Dead+L0 Wind 330 deg-No Ice 26 Dead+ Wind 0 deg -Service 27 Dead+ Wind 30 deg -Service 28 Dead+Wmd 60 deg -Service 29 Dead+Wind 90 deg -Service 30 Dead+Wind 120 deg-Service 31 Dead+Wind 150 deg -Service 32 Dead+Wind 180 deg -Service 33 Dead+Wind 210 deg -Service 34 Dead+Wind 240 deg -Service 35 Dead+Wind 270 deg -Service 36 Dead+Wind 300 deg -Service 37 Dead+Wind 330 deg -Service 38 1.2Dead+l.0Ev+l.0Eh0deg 39 0.9 Dead-1.0 Ev+l.0 Eh 0 deg 40 1.2Dead+l.0Ev+l.0Eh30deg 41 0.9 Dead-1.0 Ev+l.0 Eh 30 deg 42 1.2Dead+l.0Ev+l.0Eh60deg 43 0.9 Dead-LO Ev+ 1.0 Eh 60 deg 44 1.2 Dead+ 1.0 Ev+ 1.0 Eh 90 deg 45 0.9 Dead-1.0 Ev+l.0 Eh 90 deg 46 1.2 Dead+l.0 Ev+l.0 Eh 120 deg 47 0.9 Dead-1.0 Ev+ 1.0 Eh 120 deg 48 1.2 Dead+l.0 Ev+l.0 Eh 150 deg 49 0.9Dead-l.0Ev+l.0Eh 150dcg 50 1.2 Dead+l.0 Ev+l.0 Eh 180 deg 51 0.9Dead-l.0Ev+l.0Eh ISO deg 52 l.2Dead+l.0Ev+l.0Eh210deg 53 0.9 Dead-1.0 Ev+l.0 Eh 210 deg tnxTower Job MT Kelly (BU 880230) Tower Engineering Project Professionals, Inc. TEP No. 55017.177135 326 Tryon Road Raleigh, NC 27603-5263 Client Phone: (919)661-6351 Crown Castle FAX.· (9/9)661-6350 Comb. Description No. 54 l.2Dead+l.0Ev+l.0Eh240deg 55 0.9 Dead-LO Ev+ LO Eh 240 deg 56 1.2 Dead+ LO Ev+ 1.0 Eh 270 deg 57 0.9 Dead-LO Ev+l.O Eh 270 deg 58 l.2Dead+l.0Ev+l.0Eh300deg 59 0.9 Dead-1.0 Ev+l.O Eh 300 deg 60 1.2 Dead+l.O Ev+ 1.0 Eh 330 deg 61 0.9Dead-l.0Ev+l.0Eh330de Section Elevation No. ft LI 43.0417 -30 L2 30-0 Location Pole Component Type Pole Pole Condition Max. Vert Max. Hx Max.H, Max. Mx Max.M, Max. Torsion Min. Vert Min. Hx Min.Hz Min. Mx Min.M, Min. Torsion Maximum Member Forces Condition Gov. Axial Major Axis Load Moment Comb. K ki -l Max Tension I 0.00 0.00 Max. Compression 52 -4.72 13.97 Max.Mx 8 -3.95 -94.83 Max. My 2 -3.96 -0.58 Max. Vy 8 7.37 -94.83 Max. Vx 2 -7.28 --0.58 Max. Torque 20 Max Tension I 0.00 0.00 Max. Compression 52 -7.53 53.02 Max.Mx 8 -6.55 -330.00 Max.My 2 -6.55 -l.l4 Max. Vy 8 8.25 -330.00 Max. Vx 2 -8.15 -1.14 Max. Torque 20 Maximum Reactions Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. 38 7.53 0.00 2.73 21 4.92 8.24 -0.02 2 6.56 -0.02 8.15 2 326.59 -0.02 8.15 8 330.00 -8.24 0.02 8 2.61 -8.24 0.02 53 3.94 1.36 -2.36 8 6.56 -8.24 0.02 14 6.56 0.02 -8.15 14 -323.64 0.02 -8.15 20 -329.17 8.24 -0.02 20 -2.61 8.24 -0.02 Tower Mast Reaction Summary Page 8 of 14 Date 14:23:15 08/24/18 Designed by TU Minor Axis Moment ki -t 0.00 -23.45 1.61 94.31 1.61 94.31 -2.61 0.00 -91.07 2.20 326.59 2.20 326.59 -2.61 tnxTower Job Page MT Kelly (BU 880230) 9 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919) 661-6351 Crown Castle TLI FAX.· (919) 661-6350 Load Vertical Shearx Shear, Overturning Overturning Torque Combination Moment, Mx Moment, M, K K K ki -t ki -ki -1 Dead Only 5.46 0.00 0.00 -1.22 -0.34 0.00 1.2 Dead+l.0 Wind 0 deg -No 6.56 o.oz -8.15 -326.59 -1.14 0.05 Ice 0.9 Dead+l.0 Wind 0 deg -No 4.92 0.02 -8.15 -325.37 -1.03 0.04 Ice 1.2 Dead+ 1.0 Wind 30 deg -No 6.56 4.14 -7.07 -283.40 -165.84 -1.26 Ice 0.9 Dead+l.0 Wind 30 deg -No 4.92 4.14 -7.07 -282.29 -165.30 -1.26 Ice 1.2 Dead+ 1.0 Wind 60 deg -No 6.56 7.15 4.09 -164.66 -286.21 -2.23 Ice 0.9 Dead+l.0 Wind 60 deg -No 4.92 7.15 -4.09 -163.86 -285.36 -2.22 Ice 1.2 Dead+l.0 Wind 90 deg -No 6.56 8.24 -0.02 -2.20 -330.00 -2.61 Ice 0.9 Dead+ 1.0 Wind 90 deg -No 4.92 8.24 -0.02 -1.83 -329.04 -2.60 Ice 1.2 Dead+l.0 Wind 120 deg -6 56 7.13 4.06 160.45 -285.48 -2.29 No Ice 0.9 Dead+ 1.0 Wind 120 deg -4.92 7.13 4.06 160.40 -284.63 -2.27 Noice 1.2 Dead+ 1.0 Wind 150 deg -6.56 4.11 7.05 279.72 -164.58 -1.35 Noice 0.9 Dead+l.0 Wind 150 deg-4.92 4.11 7.05 279.36 -164.05 -1.34 No Ice 1.2 Dead+ 1.0 Wind I 80 deg -6.56 -0.02 8.15 323.64 0.31 -0.05 Noice 0.9 Dead+l.0 Wind 180 deg -4.92 -0.02 8.15 323.16 0.42 -0.05 Noice 1.2 Dead+l.0 Wind 210 deg-6.56 -4.14 7.07 280.44 165.01 1.26 :r-.;o Ice 0.9 Dead+l.0 Wind 210 deg-4.92 -4.14 7.07 280.08 164.68 1.26 Noice 1.2 Dead+ 1.0 Wind 240 deg -6.56 -7.15 4.09 161.71 285.38 2.24 No Ice 0.9 Dead+ 1.0 Wind 240 deg -4.92 -7.15 4.09 I 61.66 284.74 2.23 Noice 1.2 Dead+ 1.0 Wind 270 deg -6.56 -8.24 0.02 -0.75 329.17 2.61 Noice 0.9 Dead+ 1.0 Wind 270 deg -4.92 -8.24 0.02 -0.38 328.42 2.60 Noice 1.2 Dead+ 1.0 Wind 300 deg -6.56 -7.13 -4.06 -163.41 284.65 2.28 No Ice 0.9 Dead+ 1.0 Wind 300 deg -4.92 -7.13 4.06 -162.61 284.02 2.27 No Ice 1.2 Dead+ 1.0 Wind 330 deg -6.56 -4.11 -7.05 -282.67 163.75 1.34 No Ice 0.9 Dead+ 1.0 Wind 330 deg -4.92 -4.11 -7.05 -281.57 163.43 1.34 No Ice Dead+Wind 0 deg -Service 5.46 0.00 -2.17 -87.64 -0.54 0.01 Dead+Wind 30 deg -Service 5.46 1.10 -1.88 -76.16 -44.31 -0.34 Dead+Wind 60 deg -Service 5.46 1.90 -1.09 -44.60 -76.30 -0.59 Dead+ Wind 90 deg -Service 5.46 2.19 -0.00 -1.42 -87.94 -0.69 Dead+Wind 120 deg -Service 5.46 1.90 1.08 41.81 -76.11 -0.6( Dead+Wind 150 deg -Service 5.46 1.09 1.88 73.51 -43.98 -0.36 Dead+Wlnd 180 deg -Service 5.46 -0.00 2.17 85.18 -0.15 -0.01 Dead+Wind 210 deg -Service 5.46 -1.10 1.88 73.70 43.62 0.34 Dead+Wind 240 deg -Service 5.46 -1.90 1.09 42.14 75.62 0.59 Dead+Wind 270 deg -Service 5.46 -2.19 0.00 -1.04 87.26 0.69 Dead+Wind 300 deg -Service 5.46 -1.90 -1.08 -44.27 75.42 0.61 Dcad+Wind 330 deg -Service 5.46 -1.09 -1.88 -75.97 43.29 0.36 tnxTower Job Page MT Kelly (BU 880230) 10 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919) 661-6351 Crown Castle TU FAX (919)661-6350 Load Vertical Shear, Shear, Overturning 01,erturning Torque Combination Moment, Mx Moment, M, K K K ki -ki - 1.2 Dead+ 1.0 Ev+l .0 Eh 0 deg 7.53 0.00 -2.73 -108.36 -0.41 0.00 0.9 Dead-1.0 Ev+ 1.0 Eh O deg 3.94 0.00 -2.73 -107.38 -0.31 0.00 1.2 Dead+ 1.0 Ev+ 1.0 Eh 30 deg 7.53 1.36 -2.36 -94.04 -53.85 -0.00 0.9 Dead-1.0 Ev+ 1.0 Eh 30 deg 3.94 1.36 -2.36 -93.14 -53.45 -0.00 1.2 Dead+ 1.0 Ev+ 1.0 Eh 60 deg 7.53 2.36 -1.36 -54.92 -92.97 -0.01 0.9 Dead-1.0 Ev+ 1.0 Eh 60 deg 3.94 2.36 -1.36 -54.24 -92.35 -0.01 1.2 Dead+ 1.0 Ev+ 1.0 Eh 90 deg 7.53 2.73 0.00 -1.48 -107.29 -0.01 0.9 Dead-1.0 Ev+ 1.0 Eh 90 deg 3.94 2.73 0.00 -1.10 -106.59 -0.01 1.2 Dead+l.O Ev+l.O Eh 120 7.53 2.36 1.36 51.95 -92.97 -0.01 deg 0.9 Dead-1.0 Ev+l.O Eh 120 3.94 2.36 1.36 52.04 -92.35 -0.01 deg 1.2 Dead+I.0 Ev+l.O Eh 150 7.53 1.36 2.36 91.07 -53.85 --0.01 deg 0.9 Dead-LO Ev+l.O Eh 150 3.94 1.36 2.36 90.94 -53.45 -0.01 deg 1.2 Dead+ 1.0 Ev+ 1.0 Eh 180 7.53 0.00 2.73 105.39 -0.41 -0.00 deg 0.9 Dead-1.0 Ev+l.O Eh 180 3.94 0.00 2.73 105.18 -0.31 -0.00 deg 1.2 Dead+l.O Ev+l.O Eh 210 7.53 -1.36 2.36 91.07 53.02 0.00 deg 0.9 Dead-1.0 Ev+l.O Eh 210 3.94 -1.36 2.36 90.94 52.83 0.00 deg 1.2 Dead+ 1.0 Ev+ 1.0 Eh 240 7.53 -2.36 1.36 51.95 92.14 O.Ql deg 0.9 Dead-LO Ev+ 1.0 Eh 240 3.94 -2.36 1.36 52.04 91.73 0.ot deg 1.2 Dead+ 1.0 Ev+ 1.0 Eh 270 7.53 -2.73 0.00 -1.48 106.46 0.01 deg 0.9 Dead-1.0 Ev+ 1.0 Eh 270 3.94 -2.73 0.00 -1.10 105.97 0.01 deg 1.2 Dead+ 1.0 Ev+ 1.0 Eh 300 7.53 -2.36 -1.36 -54.92 92.14 0.01 deg 0.9 Dead-LO Ev+l.O Eh 300 3.94 -2.36 -1.36 -54.24 91.73 o.oi deg 1.2 Dead+ 1.0 Ev+l .O Eh 330 7.53 -1.36 -2.36 -94.04 53.02 0.01 deg 0.9 Dead-1.0 Ev+l.O Eh 330 3.94 -1.36 -2.36 -93.14 5283 0.01 de Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0.00 -5.46 0.00 0.00 5.46 0.00 0.000% 2 0.02 -6.56 -815 -0.02 6.56 8.15 0.000% 3 0.02 -4.92 -8.15 -0.02 4.92 8.15 0.000% 4 4.14 -6.56 -7.07 -4.14 6.56 7.07 0.000% 5 4.14 -4.92 -7.07 -4.]4 4.92 7.07 0.000% 6 7.15 -6.56 -4.09 -7.15 6.56 4.09 0.000% 7 7.15 -4.92 -4.09 -7.15 4.92 4.09 0.000% 8 8.24 -6.56 -0.02 -8.24 6.56 0.02 0.000% 9 8.24 -4 92 -0.02 -8.24 4.92 002 0.000% 10 7.13 -6.56 4.06 -7.13 6.56 -4.06 0.000% 11 7.13 -4.92 4.06 -7.13 4.92 -4.06 0.000% 12 4.11 -6.56 7.05 -4.11 6.56 -7.05 0.000% tnxTower Job Page MT Kelly (BU 880230) 11 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919) 661-6351 Crown Castle TU FAX.· /919) 661-6350 Sum of Applied Forces Sum of Reactions Load PX PY pz PX PY pz % Error Comb. K K K K K K 13 4.11 -4.92 7.05 -4.11 4.92 -7.05 0.000% 14 -0.02 -6.56 8.15 0.02 6.56 -8.15 0.000% 15 -0.02 -4.92 8.15 0.02 4.92 -8.15 0.000% 16 -4.14 -6.56 7.07 4.14 6.56 -7.07 0.000% 17 -4.14 -4.92 7.07 4.14 4.92 -7.07 0.000% 18 -7.15 -6.56 4.09 7.15 6.56 -4.09 0.000% 19 -7 .15 -4.92 4.09 7.15 4.92 -4.09 0.000% 20 -8.24 -6.56 002 8.24 6.56 -0.02 0.000% 21 -8.24 -4.92 0.02 8.24 4.92 -0.02 0.000% 22 -7.13 -6.56 -4.06 7.13 6.56 4.06 0.000% 23 -7.13 -4.92 -4.06 7.13 4.92 4.06 0.000% 24 4.11 -6.56 -7.05 4.11 6.56 7.05 0.000% 25 -4.11 -4.92 -7.05 4.11 4.92 7.05 0.000% 26 0.00 -5.46 -2.17 -0.00 5.46 2.17 0.000% 27 1.10 -5.46 -1.88 -LIO 5.46 1.88 0.000% 28 1.90 -5.46 -1.09 -1.90 5.46 1.09 0.000% 29 2.19 -5.46 -0.00 -2.19 5.46 0.00 0.000% 30 1.90 -5.46 1.08 -1.90 5.46 -1.08 0.000% 31 1.09 -5.46 1.88 -1.09 5.46 -1.88 0.000% 32 -0.00 -5.46 2.17 0.00 5.46 -2.17 0.000% 33 -1.10 -5.46 l.88 1.10 5.46 -1.88 0.000% 34 -1.90 -5.46 1.09 1.90 5.46 -1.09 0.000% 35 -2.19 -5.46 0.00 2.19 5.46 -0.00 0.000% 36 -1.90 -5.46 -l.08 1.90 5.46 1.08 0.000% 37 -1.09 -5.46 -l.88 1.09 5.46 1.88 0.000% 38 0.00 -7.53 -2.73 0.00 7.53 2.73 0.000% 39 0.00 -3.94 -2.73 0.00 3.94 2.73 0.000% 40 1.36 -7.53 -2.36 -1.36 7.53 2.36 0.000% 41 1.36 -3.94 -2.36 -1.36 3.94 2.36 0.000% 42 2.36 -7.53 -1.36 -2.36 7.53 1.36 0.000% 43 2.36 -3.94 -1.36 -2.36 3.94 1.36 0.000% 44 2.73 -7.53 0.00 -2.73 7.53 0.00 0.000% 45 2.73 -3.94 0.00 -2.73 3.94 0.00 0.000% 46 2.36 -7.53 1.36 -2.36 7.53 -1.36 0.000% 47 2.36 -3.94 1.36 -2.36 3.94 -1.36 0.000% 48 1.36 -7.53 2.36 . 1.36 7.53 -2.36 0.000% 49 1.36 -3.94 2.36 -1.36 3.94 -2.36 0.000% 50 0.00 -7.53 2.73 0.00 7.53 -2.73 0.000% 51 0.00 -3.94 2.73 0.00 3.94 -2.73 0.000% 52 -1.36 -7.53 2.36 1.36 7.53 -2.36 0.000% 53 -1.36 -3.94 2.36 1.36 3.94 -2.36 0.000% 54 -2.36 -7 .53 1.36 2.36 7.53 -1.36 0.000% 55 -2.36 -3.94 1.36 2.36 3.94 -1.36 0.000% 56 -2.73 -7.53 0.00 2.73 7.53 0.00 0.000% 57 -2.73 -3.94 0.00 2.73 3.94 0.00 0.000% 58 -2.36 -7.53 -1.36 2.36 7.53 1.36 0.000% 59 -2.36 -3.94 -1.36 2.36 3.94 1.36 0.000% 60 -1.36 -7.53 -2.36 1.36 7.53 2.36 0.000% 61 -1.36 -3.94 -2.36 1.36 3.94 2.36 0.000% Non-Linear Convergence Results Load Conver1;ed? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00000001 tnxTower Job Page MT Kelly (BU 880230) 12 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919)661-6351 Crown Castle TLI FAX: (919)661-6350 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00013121 5 Yes 4 0.00000001 0.00007736 6 Yes 4 0.00000001 0.00030305 7 Yes 4 0.00000001 0.00018002 8 Yes 4 0.0000000[ 0.00024280 9 Yes 4 0.0000000[ 0.00014378 10 Yes 4 0.00000001 0.00018762 11 Yes 4 0.00000001 0.00011302 12 Yes 4 0.00000001 0.00021865 13 Yes 4 0.0000000[ 0.00013009 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00021185 17 Yes 4 0.00000001 0.00012622 18 Yes 4 0.00000001 0.00018480 19 Yes 4 0.00000001 0.00011135 20 Ye_.; 4 0.00000001 0.00024090 21 Yes 4 0.00000001 0.00014281 22 Yes 4 0.00000001 0.00030446 23 Yes 4 0.00000001 0.00018121 24 Yes 4 0.00000001 0.00013170 25 Yes 4 0.00000001 0.00007805 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 38 Yes 4 0.00000001 0.00000001 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 0.00000001 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000001 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00000001 50 Yes 4 0.00000001 0.00000001 51 Yes 4 0.00000001 0.00000001 52 Yes 4 0.00000001 0.00000001 53 Yes 4 0.00000001 0.00000001 54 Yes 4 0.00000001 0.00000001 55 Yes 4 0.00000001 0.00000001 56 Yes 4 0.00000001 0.00000001 57 Yes 4 0.00000001 0.00000001 58 Yes 4 0.00000001 0.00000001 59 Yes 4 0.00000001 0.00000001 60 Yes 4 0.00000001 0.00000001 61 Yes 4 0.00000001 0.00000001 tnxTower Job Page MT Kelly (BU 880230) 13 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919) 661-6351 Crown Castle TLI FAX: (919) 661-6350 Compression Checks Pole Design Data Sation Elevation Size L L. Kl/, A P. ~P. Ratio No. P. ft ft ft in2 K K ---P. LI 43.0417 -30 P18x.25 13.04 0.00 0.0 13.9408 -3.95 439.14 0.009 (1) L2 30-0(2) P24x0.250 30.00 0,00 0.0 18.6532 -6.55 583.92 0.011 Pole Bending Design Data Section Elevation Size M"" ~MITT Ratio M., 41Mny Ratio No. ~ M •• ft kipft kipit M., kip-ft kip-ft kin, L1 43.0417-30 P18x.25 95.27 198.32 0.480 0.00 198.32 0.000 (I) L2 30-0 (2) P24x0.250 330.19 339.14 0.974 0.00 339.14 0.000 Pole Shear Design Data Section Elevation Size Actual q>V. Ratio Actual ~T. Ratio No. v. _v_._ T. __T._ ft K K v. kip-ft kip-ft T. L1 43.0417-30 P18x.25 7.36 131.74 0.056 2.23 205.59 0.011 (1) L2 30-0 (2) P24x0.250 8.24 176.27 0.047 2.23 368.07 0.006 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M., M., v. T. Stress Stress ft pP. q)M"-' QM., ,:,v. QTn Ratio R<1tio 1.1 43.0417 -30 0.009 0.480 0.000 0.056 0.011 0.494 1.050 4.8.2 (1) L2 30-0(2) 0.01 I 0.974 0.000 0.047 0.006 0.988 1.050 4.8.2 Section Capacity Table mxTower Job Page MT Kelly (BU 880230) 14 of 14 Tower Engineering Project Date Professionals, Inc. TEP No. 55017.177135 14:23:15 08/24/18 326 Tryon Road Raleigh, NC 27603-5263 Client Designed by Phone: (919)661-6351 Crown Castle TLI FAX.· /919) 661-6350 Section Elevation Component Size Critical p ¢Pa/low % Pass Nu. ft Type Element K K Capacity Fail LI 43.0417-30 Pole PISx.25 1 -3.95 461.09 47.0 Pass L2 30-0 Pole P24x0.250 2 -6.55 613.12 94.1 Pass Summary Pole (L2) 94.1 Pass RATING-94.] Pass Program Version 8.0.4.0 -8/15/2018 File:C:/Users/tlinfante/Desktop/55017.177135 MT KELLY/tnxTower/880230_LC5.eri 43-ft Monopole Tower Structural Analysis Report TEP Project Number 55017.177135, Order 408051, Revision 6 tnxTower Report -version 8.0.4.0 APPENDIX B BASE LEVEL DRAWING August 24, 2018 CCI BU No. 880230 Page 7 I ,JV o/i'e.8 /1' I (PROPOSED EQUIPMENT CONFIGURATION) (1) 5/8" TO 44 FT LEVEL (3) 1-1 / 4" TO 44 FT LEVEL (OTHER CONSIDERED EQUIPMENT) '-.... ~ ---- (3) 1 /2" TO 45 FT LEVEL------__J '-...__ ------- L ------ BUSINESS UNIT: 880230 TOWER ID: C_BASELEVEL 43-ft Monopole Tower Structural Analysis Report TEP Project Number 55017. 177135, Order 408051, Revision 6 tnxTower Report -version 8.0.4.0 APPENDIXC ADDITIONAL CALCULATIONS August 24, 2018 CCI BU No. 880230 Page8 AMERICAN SOCIETY OF CMl ENGINEERS Address: No Address at This Location Wind Results: Wind Speed: 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Risk Category: II Soil Class: D -Stiff Soil 110 Vmph 72 Vmph 79 Vmph 85 Vmph 91 Vmph Elevation: 330.93 ft (NAVO 88) Latitude: 33.16514 Longitude: -117.32221 ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1-CC-4, incorporating errata of March 12, 2014 Fri Aug 24 2018 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-1 O Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.online/ Page 1 of 3 Fri Aug 24 2018 ASCE. AMEIOCAN SOCIETY OFCML ENGINEBIS Seismic Site Soil Class: D -Stiff Soil Results: Ss : 1.108 Sos 0.781 S1 0.426 So1 0.447 Fa 1.057 TL : 8.000 Fv 1.574 PGA : 0.431 SMs 1.171 PGA M: 0.461 SM1 0.671 FPGA 1.069 1. 1 Seismic Design Category D 1.2 MCER Response Spectrum .80 DesJgn R~sponse Spectrum 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 <:::,r:;; r:::,'l-<:::,~ Sa(9) vs T(s) Data Accessed: Date Source: https://asce7hazardtool.online/ .... ~ n,,~ Fri Aug 24 2018 .70 .60 .50 .40 .30 20 <:::,r:;; Sa(9) VS T(s) "' ..... USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. Page 2 of 3 Fri Aug 24 2018 AMERICAN SOOEIY Of CM. ENGINEIIIS Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed: Data Source: Date Accessed: 0.00 in. 25 F 30 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Fri Aug 24 2018 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers: or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce 7hazardtool .online/ Page 3 of 3 Fri Aug 24 2018 M onopole Flange Plate Connection Elevation = 30 ft. r'r'CROWN '-''-' CASTLE BU# I 880230 Site Name I MT Kelly . '' =· ,., I Moment (kip-ft) 95.27 I Order# I 408051 Rev. 6 I Axial Force (kips) 3.95 I TIA-222 Revision I H I Shear Force (kips) 7.36 I Top Plate• External Bottom Plate· External 0 0 () 0 0 0 0 0 ,o 0 0 3·1,i,t44fflMAH·i41114M Bolt Data (10) 5/8" 0 bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 27" BC Top Plate Data Bottom Plate Data 30" OD x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) 30" OD x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 18" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) 24" x 0.25" round pole (AS3-B-35; Fy=35 ksi, Fu=60 ksi) Analysis Results Bolt Capacity Max Load (kips) 16.54 Allowable (kips) 20.31 Stress Rating: 77.5% Pass Top Plate Capacity Bottom Plate Capacity Max Stress (ksi): Allowable Stress (ksi): 13.89 (Flexural) Max Stress (ksi): 4.74 (Flexural) 32.40 Allowable Stress (ksi): 32.40 Stress Rating: 40.8% Pass Stress Rating: 13.9% Pass Tension Side Stress Rating: 42.6% Pass Tension Side Stress Rating: 7.5% Pass CCI plate • version 3.2.0 Analysis Date: 8/24/2018 Monopole Base Plate Connection BU# I Site Name I Order# I TIA·222 Revision Grout Considered: I., (in) Moment (kip-ft) I Axial Force (kips) I Shear Force (kips) I 880230 I MT Kelly I 408051 Rev. 6 I H No 2.375 333.00 7.00 8.00 © r'r'CROWN \,.,,.,I'-' CASTLE © Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (8) 1-3/4" I) bolts (A36 N; Fy=36 ksi, Fu=58 ksi) on 32" BC Pu= 63.24 cj,Pn = 68.4 Stress Rating Vu= 1 cj,Vn = 20.52 95.5% Base Plate Data Mu= 1.54 cj,Mn = 20.32 Pass 32" OD x 1.625" Plate (A36; Fy=36 ksi, Fu=S8 ksi) Base Plate Summary Stiffener Data Max Stress (ksi): 32.91 (Flexural) N/A Allowable Stress (ksi): 32.4 Stress Rating: 96.7% Pass Pole Data 24" x 0.25" round pole (AS3-B-3S; Fy=35 ksi, Fu=60 ksi) CCI plat e· version 3.2.0 Analysis Date: 8/24/2018 Drilled Pier Foundation TIA-222 Revison: I H I Tower Type: Monopole Applied Loads Comp. Uplift 333 7 8 3lksi 60lksi .. I -'T.n'ffi'III • • Depth 13 ft Ext. Above Grade 0.5 ft Pier Section 1 From 0.5' above arade to 13' below _Qrade Pier Diameter 4 ft [ Rebar Quantit, 10 Rebar Size 9 Clear Cover to Ties 3 in Tie Size 3 I Groundwater Depth I n/a I ft Top Bottom Thickness Ysoil Vconcret• layer (ft) (ft) (fl) (pd) (pd) 1 0 2 2 113 150 2 2 10 8 108 150 3 10 13 3 103 150 Version 2.0.2 Analysis Results Soil lateral Caoacitv D,-o (ft from TOC) Soil Safety Factor Max Moment (kip-ft) Rating• Soil Vertical Capacity Skin Friction (kips) End Bearing (kips) Weight of Concrete (kips) Total Capacity (kips) Axial (kips) Rating• Reinforced Concrete Capacity Critical Depth (ft from TOC) Critical Moment (kip-ft) Critical Moment Capacity Rating• Soll Interaction Rating• Structural Foundation Rating• C Comoression Uolift Upli 3.89 . 2.31 . 362.59 54.7% C Comoress,on Uohft Uplift 94.68 88.58 . 30.54 183.27 37.54 19.5% . Compression Uplift 3.87 362.59 884.19 39.1% - 54.7% 39.1% 'Ratino per TIA-222-H Section 15.5 3 Angle of Calculated Calculated Cohesion Ultimate Skin Ultimate Skin (ksf) Friction Friction Comp Friction Uplift (degrees) (ksf) (ksf) 0 0 0.000 0.000 0 35 0.769 0.769 0 35 1.297 1.297 Ultimate Skin Friction Comp Override (ksf) 0.00 CROWN .,,,,_,CASTLE dPIWMMi ! A.PP!Y_ TIA-222-H Section 15.5: Ultimate Skin Ult. Gross Friction Uplift Bearing SPTBlow Soil Type Capacity Count Override (ksf) (ksf) 0.00 Cohesionless 42 Cohesionless 9.399 26 Cohesionless CROWN .,,_,CASTLE BU WO Order : 880230 1493378 408051 Loe.it on Decimal Degrees Deg Lat: 33.1651 1---------1 + 33 Long: .___-1_1_7_.3_2_2_2 _ _, 117 Code ,rnd Site Pardrr1eters Seismic Design Code: TIA-222-H Site Soil: D (Default) Risk Category: II Ss: 1.1080 S,: 0.4260 Tl: 8 Seismic Design (Jtegory Deter m1nat1on Importance Factor, 1.: 1 1---------1 Acceleration-based site coefficient, F,: 1--__ 1_.2_0_00 __ --1 Velocity-based site coefficient, F,: 1.8740 .__ _____ _, Design spectral response acceleration short period, S05: ~ __ o_.8_8_64 __ --1 Design spectral response acceleration 1 s period, S01:,__ ___ o_.5_3_2_2 _ __, Seismic Design Category Based on S05: ffi Seismic Design Category Based on S01: D Seismic Design Category Based on S1: N/A CCISeismic 3.1.0 Page 1 Structure: .._I ___ A __ __, Rev: ,__I ___ 6:...._ _ __, Min Sec 9 54.51 19 19.95 Default Analysis Date: 8/24/2018 CROWN '-'CASTLE BU WO Order Tower Type Height, h Effective Seismic Weight, W Amplification Factor, A, : : : : : : : 880230 1493378 408051 Stepped Monopole 43 5.48 1.0 Response Modification Factor, R:L! ____ 1_.s ___ ~ Discrete Appurtenance Weight in Top 1/3 of Structure, w. w, E g Average Moment of Inertia, 10,. Fa Approximate Fundamental Period Monopole, r. : : : : : : : Seismic Response Coefficient, C, Seismic Response Coefficient Max 1, C,m., Seismic Response Coefficient Max 2, C,mu Seismic Response Coefficient Min 1, C.m;n Seismic Response Coefficient Min 2, C,m;n Controlling Seismic Response Coefficient, C,c Seismic Base Shear, V 2.7705 2.708777801 29000.0 386.088 1083.181663 1.402608172 0.7130 0.5909 0.4977 N/A 0.0390 N/A 0.4977 Period Related Exponent, \r ___ l_.1_0_6 __ ____, Sum ofw1h1 257.44 '---------' CCISeismic 3.1.0 Page 2 ft kips i i kips kips ksi n/s2 n• hz Structure:~! ___ A ___ ~ Rev:~l ___ 6 __ ~ 2.7.8.1 2.7.7.1.3.3 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 2.7.7.1.2 2.7.7.1.2 Analysis Date: 8/24/2018 ')('(tlOJ\ Lt•ngth 1 op H£'1;,:ht Mid He1,.t1t h Number \f'ct,on W,•1,:ht w w h, C f f 1-1 3.04 4U14 41.52 0.144S 1.91 0.0346 D.0944 D.Ol56 1 -2 10.00 40.00 35.00 0.4744 24.24 0.0942 0.2568 0.0841 2-1 0.00 30.00 ao.oo 0.0000 0.00 0.0000 0.0000 0.0000 2-2 10.00 30.00 25.00 0.6347 22.36 0.0868 0.2368 0.1125 2-3 10.00 20,00 U.00 0.6347 12.70 0.0493 0046 o.J.125 2-4 10.00 10.00 5.00 0.6347 3.77 0.0146 0.0399 0.1125 Sum , .. CCISeismic 3.1.0 Page 3 Analysis Date: 8/24/2018 N.Ull(' h w w h. [ F F ~~~~~~~ PC457N 45 00 00089 0 60 0 0023 00063 ,..,_ 2.4° Dia. X 2-fl 45.00 0,007' 049 0.0019 O.GOISl 0.0013 pipe 2.4" Dia. x s-tt 45.00 0.0200 1.35 0.0052 0.0143 0.0035 21rflcaflnve~1K-A20w/MountPlm 44.00 0.1600 10.53 n,.... O.W& 0.D214 (2) rfs celwave APXVSPP18-C-A20 w/ Mount Pipe 44.00 0.1600 10.53 0.0409 0.1116 0.0284 2lrfl,,,_APXIISPP18-C-,\20w/Mount-44.00 0.1600 10.53 o.oa OlU& 0.0284 rfs celwave APXVTM14-ALU-120 w/ Mount Pipe 44.00 0.0800 5.27 0.0205 0.0558 0.0142 m ..-APXVTM14-AW-120 w, --Pf .. 44.00 0.0800 5.27 0.0205 Cl.0558 0.0142 rfs celwave APXVTM14-ALU-'20 w/ Mount Pipe 44.00 0.0800 5.27 0.0205 0.0558 0.0142 ,.,-~ I.ant UOOMHZ RRH l65MHZI 44.00 0,0600 3.95 0.0153 0.0411 0.0106 •lcatel lucent 1900MHz RRH (65MHZ) 44.00 0,0600 3.95 0.0153 0.0418 0.0106 lak:atlllucent~25 44.00 0.0700 4.61 0.0179 o-O.OU4 alcatel lucentTQ.RRH8JC20-2S 44.00 0.0700 4.61 0.0179 0.0488 0.0124 olatellucent 1900MIIZ•-•~~ 44.00 0.OliOO 9.95 omu 0.0411 0.0106 (2) alcatel lucent 800MHZ RRH 44.00 0.1000 6.58 0.0256 0.0697 0.0177 21 elcatel lucent-lUIH 44.00 0.1000 6.58 0.0256 0,,,..., 0.0177 (2) alcatel lucent SOOMHZ RAH 44.00 0.1000 6.58 0.0256 0.0697 0.0177 .. _ lucent TIMlllff8X20-25 44.00 0.0700 4.61 0.0179 CIJM8II 00124 tower mounts T-Arm Mount (TA 602·3) 44.00 0.7743 50.97 0.1980 0.5399 0.1373 &lmilcl...........,Palm......., 43.00 0.1200 7.70 0.0299 0.0816 0.0213 (6) misc! Synthetic Palm Frond 43.00 0.1200 7.70 0.0299 0.0816 0.0213 61 mlscl Svnth-Palm Frond 43.00 0,1200 7.70 00299 0.0816 0.0213 (3) mlscl Synthetic Palm Frond 37.00 0.0600 3.26 0.0127 0.0345 0.0106 31 mllcl ....,_ Palm Frond 37.00 0.OliOO 9.26 o.ow n-• 0.0106 (3) miscl Synthetic Palm Frond 37.00 0.0600 3.26 0.0127 0,0345 0.0106 Sum CCISeismic 3.1.0 Page 4 Analysis Date: 8/24/2018 NJm<' ')t,irt Hr1ght End Height h, w \'J h • ( I '· ~~~~~..:E11111~~~ an raw rom 0 (3) d LDF4 SOA(l/21 F O t 43 04167 23 00 33 00 2800 00045 0 18 00007 0 0019 00008 31 ond,-lDf4-<n&lllJI FtQm O lo 43.041&7 13,00 23.00 18.00 0-0045 0.11 0.0004 0.0012 O.OOOI (3) ondrew LDF4-50A(1/2) From Oto 43.04167 3.00 13.00 8.00 0.0045 0.04 0.0002 0.0005 0.0008 31 •-lDf4--nrn FtQm O lo 43.04167 0.00 3.00 1.50 0.0014 0.00 O••~ 0.0000 O.G002 andrew LDF4-50A(l/2) From Oto 43.04167 33.00 43.00 38.00 0.0015 0.08 0.0003 0.0009 0.0003 land,-I.Df4-<n&1thl Fram O ID 43.04167 23.00 33.00 28.00 0.0015 0.06 0.0002 O.G006 0.0003 andrew LDF4-50A(l/2) From Oto 43.04167 13.00 23.00 18.00 0.0015 0.04 0.0001 0.0004 0.0003 ~-I.Df4-~•rn Fram O to43.04167 3.00 u.m I.CID 0.G015 0.01 0.0001 0.0002 0.0003 androw LDF4-50A(l/2) From o to 43.04167 0.00 3.00 1.50 0.000S 0.00 0.0000 0.0000 0.0001 21 rfs ....,_ HBOSS-M12-""""§'81 Fram o ID 43.04167 33.00 43.00 38.00 O.G041 0.27 0.0011 O.IJ029 0.0009 (2) rfs celwave H80S8-M12-XXXF(S/8) From Oto 43.04167 23.00 33.00 28.00 0.0048 0.19 0.0008 0.0020 0.0009 21 rfs c:elwoft H8058-M12-•n-,~• Fram O ID 43.041'7 U .00 23.00 11.00 0.G041 0.12 0.0005 0.0013 0.""'"' (2) rfs celwave HB058-M12-XXXF(S/8) From o to 43.04167 3.00 13.00 8.00 0.0048 0.0S 0.0002 0.0005 0.0009 21 rfs ....,_ H8058-M12-l00Cfl•Ja1 Fram Oto 43.04167 0.00 1.00 1.50 0.0015 0.00 0.0000 0.0000 0.0003 (2) rfs celwave HB114-1-08U4-MSJ{l-1/4) From Oto 43.04167 33.00 43.00 38.00 0.0216 1.21 0.0047 0.0128 0.0038 21 rfs -H8114•1-GIU4-M5.l11-1/41 Fram Oto 43.04167 23.00 33.00 21.00 O.OZl& 0.86 0.0033 0.0091 0.0038 (2) rfs celwave HBl14-1-0BU4-MSJ(l·l/4) From Oto 43.04167 13.00 23.00 18.00 0.0216 0.53 0.0021 0.00S6 0.0038 21 rfs ....,_ H8114-1-0IU4-M5Jl1•1/41 Ftam Oto 43.04167 3.00 13.00 1.00 0.0,U6 0.22 0.0008 0.0023 0.0038 (2) rfs celwave HBl14•1·08U4-MSJ(l-1/4) From Oto 43.04167 0.00 3.00 1.50 0.0065 0.01 0.0000 0.0001 0.0011 rfs ce...,_ H8114-1-CIIIU4-M5111-t/41 Ftam Oto 43.04167 33.00 43.00 31.00 0.0108 0,60 00023 0.00&4 00019 rfs celwave HB114-1-08U4-MSJ(1·1/4) From Oto 43.04167 23.00 33.00 28.00 0.0108 0.43 0.0017 0.0046 0.0019 rfs ....,_ H8114-1-0IU4-MSll1-1/41 fn>m Oto 43.04167 u.oo 23.00 11.00 0.0108 0.26 0.0010 O.Q028 0.001' rfs celwove HBl14-1-08U4-MSJ(l•l/4) From Oto 43.04167 3.00 13.00 8.00 0.0108 0.11 0.0004 0.0011 0.0019 rfs ..... H8114-1-CIIIU4-MSJl1-1/41 From O lo 43.04167 o.oo 3.00 1.50 0.0032 0.01 0.0000 0.0001 0.000& Sum ,':_j. t)il!liJI■~· , .... CCISeismic 3.1.0 Page 5 Analysis Date: 8/24/2018 -Hazardous Materials Questionnaire County of San Diego, Department of Environmental Health PO Box 129261, San Diego, CA 92112-9261 Record ID t: Not in System Plan Check t: DEH2019-HHMBP-007821 (858) 505-6700 (800) 253-9933 www.sdcdeh.org Business Name Business Contact Telephone# Plan File# Sprint Kristin Priesand 7143153921 Project Address CO, Zip~ APN# 2237 Janis Way Car1sbad I State CA 92024 167-540-52-00 Applicant Applicant E-Mail Applicant Telephone # Todd Byers todd.byers@sprint.com 7143153921 1be following queatlona represent the faclllty's activities, NOT the specific project dncrtptlon. PART 1· FJRE DEPARJNENT • MAZARQOUS MEIERIAL$ POOSION· OCCUPA,NCV CLASSIFICATION· (Not required for projecta 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: U2 Facllity's Square Footage (induding proposed project): 175 □ Explosive or Blasting Agents D Organic Peroxides □ Water Reactlves □ Corrostves □ Compressed Gases □ Oxidizers D Cryogenics □ Other Heath Hazards □ Flammable/Combustible Liquids □ Pyrophorics □ Hi~lyToxicorToxicMaterials □ NoneofThese □ Flammable Solids D Unstable Reactives D Radioactives PART H· SAN DIEGO COUNIY DEPARTMENT Of ENVIRONMENTAL HEALTH • HAZARDOUS MATERIALS PIYIS!ON IHMm· 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 pennit. FEES ARE REQUIRED. Project Completion Date: 10/31/2019 1. 2. 3. 4. 5. 6. 7. 8. YES NO lil a D Ill a a a a a a Ill Ill Ill Ill Ill Ill Is your business listed on the reverse side of this fonn? (check all that apply). 'MIi your business dispose of Hazardous Substances or Medical Waste in any amount? 'MIi your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? VVill your business handle carcinogens or reproductive toxins in any quantity? wn your business use an existing, or install an underground storage tank? VVill your business store or handle Regulated Substances (CalARP)? \/Viii your business use or install a Hazardous waste Tank System (Trtle 22, Article 10)? 'MIi 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). a a a CalARP Exemft CalARP Required CalARP Complete Review Date: PARTW· SAN DIEGO COUNJY AIR POI I lfflON CONTROL PISTRICI fApcP)· 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 mswerto Questions 113, #4, or #5 is 'Yes, the applicant must contact the APCD pTfor 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 infonnation. 1. 2. 3. 4. 5. 6. YES NO □ Iii VVill any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.) □ Iii Has a survey been peffom)ed to determine the presence of asbestos containing materials? D D 'MIi the project involve handling or disturbance of any asbestos containing materials? □ □ vvm the project involve the removal of any load supporting structural member? a a Iii VVill the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD fac:tsheet at http:flwww .sdapcd.org/info/facts/permits. pdf □ (ANSVIIER ONLY IF QUESTION 5 IS 'YES') \/Viii the subject facility be located within 1,000 feet of the outer boundaJY of a school (K through 12)? Search the Celifomia School OirectoJY at http://www.cde.ca.gov/reJsd/ for public and private schools or contact the appropriate school dist.rid. Briefly describe business activities: Briefly describe proposed project: Wlreleaa communications facility. Llke-for-llke changing out of existing low-voltage radios and antennas wtth FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMO• APCD -.;_"{OFS4.,y a.)~ .00; 00 q.. "<fVl •:~lc'O b" _, J. Swanson 9/9/2019 tTMD mounts for new ones. made herein are true and correct. Iii; Fees Acknawledged: Iii 8/26/2019 Date FOR OFFICIAL use ONLY DATE· RELEASED FOR BUILDING PERMIT BUT NOT FOR RELEASED FOR OCCUPANCV OCCUPANCY COUNTY-HMO APCO COUNTY-HMO APCO •A stamp in this box mJlr. exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. DEH_HMD_Plan_Cheek_Questionnaire v1.3 (812019) Printed oo: 9/912019@ 10:10AM