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12-0674 (SOTB)46600 Adams Street P.O. BOX 1504 78-495 CALLE TAMPICO ' LA QUINTA, CALIFORNIA 92253 c&ht 4 4 Q" i s Application Number: IIIIIII Property Address: VIII III VIII IIII 23 Application description: STRUCTURES OTHER THAN BUILDINGS Property Zoning: IE Application valuation: 15000 78-495 CALLE TAMPICO ' LA QUINTA, CALIFORNIA 92253 c&ht 4 4 Q" i s Application Number: ` 12-00000674 Property Address: 46600 ADAMS ST APN: 649-020-028- - - Application description: STRUCTURES OTHER THAN BUILDINGS Property Zoning: UNKNOWN Application valuation: 15000 Applicant: Architect or Engineer: ------------------ LICENSED CONTRACTOR'S DECLARATION BUILDING & SAFETY DEPARTMENT BUILDING PERMIT SCANNED Owner: LA QUINTA SPC C/O NELSON E BAHLER 3255 W MARCH LN STE 400 STOCKTON, CA 95219 I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B License,*: 842101 Date: /L Contractor: — OWNER -BUILDER DECLARATION I hereby affirm under penalty r.ruryat I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or 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).: (_) 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 - Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through hisor her own employees, provided that the 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 or she 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 Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. .B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY ' I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPEPMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 11/19/12 Contractor: rECITY SOLEX•CONTRACTING INC42146 REMINGTON AVENU 19 2012 TEMECULA, CA 92590(951)308-1706 Lic. No.: 842101oFLaQUIr TiL _.__ ncDT — — — — — — — — — — — — — — — — — — WORKER'S COMPENSATION DECLARATION I hereby 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, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier HARTFORD UNDER Policy Number 72WEQT2563 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, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall to t comply wit hos rovisionS. .Date: / .Applic_ WARNING: FAILURE TO RS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYE Tant:E WORKER O CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnity and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection poses. - Date: . Signature (Applicant or Agent): _ Application Number . . . . . 12-00000674 Permit BUILDING PERMIT Additional desc . . Permit Fee . . . . 162.00 Plan Check Fee 105.30 Issue Date . . . . Valuation . . . . 15000 Expiration Date 5/18/13 Qty Unit Charge Per Extension BASE FEE 45.00 13.00 9.0000 THOU BLDG 2,001-25,000 ---------------------------------------------------------------------------- 117.00 Permit . . . ELEC-MISCELLANEOUS Additional desc . Permit Fee . . . . 26.00 Plan Check Fee 6.50 Issue Date . . . . Valuation . . . . 0 Expiration Date 5/18/13 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 11.0000 EA ELEC MISC 11.00' -------------------------------------- ------------------------------------- Special Notes and Comments REPLACEMENT OF SPRINT COMMUNICATIONS EQUIPMENT - BTS AND BBU CABINETS, REUSING EXISTING GROUNDING, T1 LINE, AND AC CIRCUITS, (3) CDMA ANTENNAS FOR 1900MHZ, AND (6) NEW 190OMHZ RRH ANTENNAS. 2010 CALIFORNIA BUILDING CODES. November 14,'2012 3:12:01 PM AORTEGA ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 STRONG MOTION (SMI) - COM 3.15 Fee summary Charged Paid Credited -------------------- ---------- Due --------------------------- Permit Fee Total 188.00 .00 .00 188.00 Plan Check Total 111.80 .00 .00 111.80 Other Fee Total 4.15 .00 .00 4.15 Grand Total 303.95 .00 .00 303.95 LQPERMIT 46600 Adams Street -4) blie q/.;2 s 1110 APP elLzy 1AQ0-' of tt NS SIP Oft, 111111111111111111111111111 43 Bin. # Qty . of La Quien:ta Building &r Safety Division P.O. Box 1504,78-495 Calle Tampico La.QLdnta, CA 92253 -:(760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Address: 46600 Adams Street, .La Quinta,-CA.9,, 20iiner's Name: La Qui.nta 2 -SPC, LLC' -Ms Brodsky .A -P -Number. .649-020-054 Address: 3.255 W. March Lane Legal Description: City, ST, Zip. Stockton, CA 95 129 C Contractor. 4 C-017 Telephone: 714-245-2510 1-J Address: y; .Z/ tib C"w 4A -Ave— Project Description: Sprint proposed to modify ifs (E) city, ST, zip: rema:.4166, CA antennas & equipment in an (E) unmanned WTF Telephone: 37- 30,V-170 Install 3) (N) antennas & (6)(N) RRH units behind hi State Lic. # 0 Ciry Lia antennas. Remove (3) (E) cabinets & Arch., F-ngr.,Design=7 Jeffrey Rome &'Associates install.(2). (N) cabinets, (1) (N) J -box.- Remove (E) Address: 1 San. Joaquin Plaza, Suite 250 coax cable & install (N).fiber ol2tic cable's using (E) City., ST, ZiP:Newport Beach, CA 92660. - Telephone: 949-760-:3929 State Lic.-#: C-020876........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . Name of Contact Person: 5 F-6 'ee LP:M Construction Type: V -B occupancy: S72 Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: # Stories onopalp Units Telephone -# of ContactI Person: 9.49 760 929-- Estimated Value of Project: $15)000 APPLICANT: DO NOT WRITE BELOW THIS LINE It Submittal Req'd Reed T11ACMG PERMIT FEES Plan Sets Plan Check submitted. Rem 17, Amount" Structural ClIcs. 1 Reviewed, ready for corrections Plan Check Deposit. Truss C21cs. Called Contact Person Plan Check Balance. Tide 24 Coles. Plans picked up J'YELA:t45 Flood plain plan Plans resubmitted 10/;J Mechanical Grading plan 2'4 Review, ready for correctiol!R \1L..,rElectrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up SALL H.O.&L Approval nip Plans resubmitted Grading IN HOUSE:- Review;ready for correctionsfissue Developer Impacmcle I Planning Approval. Called . Contact Person J.P.P. Pub. Wks. Appr Date of permit Issue School Fees I -Total Permit Fees P.O.. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT (760) 77 7 -70 12 FAX (760) 777-7011 To: Greg Butler, Building & Safety Manager To CDD: From: Les Johnson, Director -Planning Due Date: a 6' 12 Permit #: Status: /e.le- Building, Plant Approval '(This is an approval to issue a Building Permit) The Planning Department has reviewed the Building Plans for the following project: Description: e Address or General Location: Gf (��(oppL�.yyt�• Applicant Contact: � sc.� 7&0- 7f9 The Planning Department finds that: ❑ ...these Building Plans do not require Planning Department approval. [9 ...these Building Plans are approved by the Planning Department. s0 V1—.k- -SIP t- t.. d wtd,r Q „o, .< 4E co..l.Vb D ...these Building Plans require corrections. Please forward a -copy of the attached corrections to the applicant: When the corrections are made please refurn fFem to the Planning Department for review. Les ohnso -Planning JUN Picrning Daapa meat 7 dc2 Date i P.O. Box 1504 LA QUINTA, CALIFORNIA 92247-1504, 78-495 CALLE TAMPICO* LA QUINTA, CALIFORNIA 92253 July 10, 2012 Ms. Deborah- Loinart Sprint'PCS 971 Borden Road, Ste. 133 San Marcos, CA 92069 - (760) 7774000 FAX (760) 777-7101 SUBJECT" 'MINOR USE PERMIT 2012=1043: 46-.600 ADAMS STREET IMPROVEMMTS Titi-EXISTING TELECOMMUNICATION ON FACILITY . ... ... ... Dear Ms. Leinart: Th ' e Planning Department has reviewed and apprOed- your request to replace three existing antennas with newer panel -antennas 6 . nd . new radio rernote—heaid antennas and equipment cabinets at an. existing telecommunication . cation facility, located at 46= 600 Adams Street, within the Storage USA site. The approval of this application is subject to. the exhibits on file in the' Minor Use P6rm-it and the -following. P - ihdings .and Conditions of Approval: FINDINGS 1. t Consistency with the General -Plan: - The Proposed new antennas and equipment , cabinets at the existing telecommunication facility are consistent with the goals, objectives and policies of the General Plan, in that. the new antennasill. increase se the community's ability for -quality access. to wireless domehunication services. 2. Public Welfare: Approval of the new antennas on: can'. existing telecommunication facility Will not create conditions materially detrimental to the public health, safety and general welfare.' 3. The proposed new ahtennas at the existing . telecommunication minimize . cation facility will minimize adverse visual impacts through the design and. placement -of the antennas in the existing antenna array. 01 R r 4. The proposed new antennas are designed to function within the existing antenna array, which is at an adequate height to achieve the service Provider's objectives for coverage within this portion of the community. 5. The proposed new antennas are necessary to improve community access to wireless services. CONDITIONS 1. The .applicant/property owner agrees to defend, indemnify, and hold harmless the City of La Quinta. (the "City"), its agents; officers and employees from any claim, or .litigation arising out of the City's approval of this project. This 'indemnification shall include any award toward attorney's- fees. The City of La Quinta shall have the right to select its defense counsel in its sole discretion. The City of * La Quinta shall promptly notify the applicant of any claim, action, or.proceeding and shall cooperate fully in the defense. 2. The applicant shall comply with all provisions of La Quinta Municipal Code Section 9.170 "Wireless Telecommunication Facilities". 3. The applicant shall comply with all provisions contained in Conditions. of Approval for Conditional Use Permit 2001-063 (CUP 01-063). 4. The applicant shall provide proper maintenance to the remaining Date Palms at the site, including irrigation improvements and proper trimming. 5. The applicant shall install new faux palm fronds at the top of the tower to help screen the existing arrays and existing and new antennae. A minimum of seventy-five (75) faux fronds shall be installed;at the top of the tower. 6. The applicant is permitted to install an additional three (3) panel antennas on the existing antenna arrays. on the tower• one panel per array.. Additionally, the applicant is permitted to place six (6) new radio remote - head antennas on the existing arrays, behind the panel antennas. All new antennas shall be pai.nted to match the existing antennas on the array. 7. New equipment shall be contained in the existing equipment shelter. 8. New cables running from the equipment shelter to the' new antennas shall be contained within .the interior of the tower and shall not be visible from surrounding properties. 9. The applicant shall obtain a building permit for the City's building and, Saf6ty-DOOartrhe'nt (760) 77.7-7012. Approval of this Minor Use Permit application . will not result in conditions -detrimental. to public health, 's:af6ty and gehera-I welfare,. nor injurious to or incompatible with dth e*r properties and uses in the vicinity.. The City may elect to add Conditions to this application . ' request to mitigate any problem . s that arise not previously addressed herein. This decision May be appealed. to the Planning don-Misslion by anyone provided they submit the necessary paperwork and filing fee 66'6f 1 . 75.00 to this Office within 15 days of approval of this permit,. Should you have any questions please contact me at (760). 777-7125. Sincerely, E IKEJ IC C A0. Assistant Planner Grog Butler, Building &8afety Department ZALZALI & ASSOCIATES, INC. . CONSULTING ENGINEERS Tel: (949) 420-1000 2070 Business Center Drive, Suite 200, Irvine, CA 92612 Cell: (949) 609-9559 PO. Box 15713, Irvine, CA 92623 Fax: (949) 606-7222 07/11/2012 Jeffrey Rome & Associates, Inc. 1 San Joaquin Plaza Suite 250 Newport Beach, CA 92660 To Whom It May Concern: Carrier: Carrier Site Name: Carrier Site Number: Site Address: Sprint Crown Site ID 879933 Storage USA RV54XC487 46600 Adams Street La Quinta, CA 92253 Zalzali & Associates Inc. is pleased to submit this "Structural Assessment Letter" for the structural integrity of the proposed Sprint installation. The purpose of this letter is to determine the suitability of the existing antenna mounts to support the proposed Sprint Antennas and RRHs as shown on JRA's latest drawings dated 05/25/2012 sheets A-3 and A-7. Based on our visual review of the existing architectural drawings and photos provided, the existing antennas are mounted on T -arm stand-offs to an existing monopalm. The proposed antenna maximum weight is 60 lbs and the proposed RRH maximum weight is 60 lbs. Sprint is proposing to replace (1) existing antenna with (1) new antenna and add (2) new RRH's per sector at the standoff arms. We believe that the existing mount is capable of supporting the proposed installations. This structural certification completed by Zalzali & Associates Inc. on behalf of JRA and ALU, was inclusive of the entire antenna support structure (i.e. T -arms, mounting pipes and anchors, assuming they were originally installed per original design specifications), that will support the Sprint Network Vision equipment deployment. Consideration of the existing building structure (Building or Pole) and its foundation is not included in the scope of this assessment. We trust this letter meets your requirements. Please contact us if anything further is required. Sincerely, lT M �od�r OCT 23 2012 �U Wissam Zalzali, P.E. Zalzali & Associates, Inc. V sl clv�� .o OFC A�� ITY Or -L-A QUI NTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE Professional Engineering Licenses in CA, AZ, NV, WA, Ml, CO, UT, Hl, ID, MO, NM, WY, OR, TX, NY, AL, CT and MD www.zalzali.com Date: June 04, 2012 BY: Robert Anslow Crown Castle 5350 North 48th Street, Suite 305 Chandler, AZ 85226 OCT 23 2012 M, cAOWN STLE Crown Castle 2000 Corporate Dr. Canonsburg, PA 15317 (724) 416-2093 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co -Locate — Interim Load Carrier Site Number: RV54XC487 Carrier Site Name: N/A Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Robert Anslow, Crown Castle BU Number: 879933 Crown Castle Site Name: STORAGE USA Crown Castle JDE Job Number: 188432 Crown Castle Work Order Number: 498533 Crown Castle Application Number: 148365 Rev. 2 Crown Castle Project Number: 498533 46600 Adams Street, La Quinta, Riverside County, CA Latitude 330 42'40.87", Longitude -1160 17'2.71 " 65 Foot - Monopole Tower Crown Castle 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 498533, in accordance with application 148365, revision 2. 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/reserved loading, respectively. The analysis has been performed in accordance with the TIA-222-G Standard and is consistent with local code requirements based upon an 85 mph 3 -sec gust wind speed, exposure category C and the 2010 California Building Code. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Crown Castle appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: Respectfully submitted by: Douglas K. Pineo, P.E. Manager Structural Design tnxTower Report - version 6.0.4.0 COOv C 68142 EXP G 3a *IJ CITY OF LA QUINTA BUILDING & SAFETY DEPT. �rUV113" FOR CONSTRUCTION DATE 13YI_ v 65 Ft Monopole Tower Structural Analysis Project Number 498533, Application 148365, Revision 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations nxTo'dve! Report - ve, Si 6.0-4.0 June 04, 2012 CCI BU No 879933 Page 2 65 Ft Monopole Tower Structural Analysis Project Number 498533, Application 148365, Revision 2 1) INTRODUCTION June 04, 2012 CCI BU No 879933 Page 3 This tower is a 65 ft Monopole tower designed by Aerial in October of 2001. The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3 -second gust wind speed of 85 mph with no ice and 60 mph under service loads, exposure category C. Table 1 - Prnnnced Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information VA![°unt'uS -Limes�inLen:te ��n��l44Ei71r��i�."a'�.y ...,"a '.`�'_",--•—••--•----mss. ".-. �Y�1 eej�r . _. Center1 Number �(L�..("'� :Number' Number, Feed ' Mounting' g Line of i Antenna Antenna Model ofFeed', Litre I Note? Level (ft)' Elevation , Antennas Manufacturer ;� Lines Slie (in)� !) 6 alcatel lucent 1900MHz RRH (65MHz) 63.0 63.0 6 csa wireless 1 Pipe 9 rfs celwave ACU -A20 -N 1 tower mounts T -Arm Mount [TA 702-3] APXV9ERR18-C-A20 w/ 63.0 63.0 1 rfs celwave Mount Pipe 3 1-1/4 - APXVSPP18-C-A20 w/ 2 rfs celwave Mount Pipe 3 rfs celwave IBC1900HB-2 Table 2 - Existing and Reserved Antenna and Cable Information Notes: 1) Existing Equipment Table `3 - npcinn Antenna and Cable Information VA![°unt'uS -Limes�inLen:te ��n��l44Ei71r��i�."a'�.y ...,"a '.`�'_",--•—••--•----mss. ".-. �Y�1 eej�r ��r ilei (�" S:l�.@��SF�C'� Center Number �(L�..("'� :Number' Feed ' Mounting- Line of Antenna Antenna Model. of Feed Line Note, Level (ft)' Elevation ntennas' Manufacturer ! Lines !Size in ( ), (ft) PCSA065-19-2 w/ Mount 63.0 63.0 6 csa wireless 1 Pipe 6 7/8 1 1 tower mounts T -Arm Mount [TA 702-3] 55.0 55.0 3 andrew HBX-3319DS-VTM w/ 6 7/8 1 i Mount Pipe Notes: 1) Existing Equipment Table `3 - npcinn Antenna and Cable Information tnr.'rower Report - version 6.0.4.0 VA![°unt'uS -Limes�inLen:te ��n��l44Ei71r��i�."a'�.y ...,"a '.`�'_",--•—••--•----mss. ".-. �Y�1 eej�r ��r ilei (�" S:l�.@��SF�C'� � ��`, �(L�..("'� itqn I Palm Fronds — 65 65 12 comsat ; PCS A-065-19 tnr.'rower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498533, Application 148365, Revision 2 3) ANALYSIS PROCEDURE ..__.. _._ e_....:A..A June 04, 2012 CCI BU No 879933 Page 4 �p '''9 ''Mf��i[y`Xn" �4~OF� �i'�'�JA,'�T�f�h � � � 'i'$`:...Y . •,Y ';i� .:L._ :,.:.�+liJ,s 1 �� ocu en 'a ~4 e • c'7CM'a��4?:y0„f5�. ATC Associates -GEOTECHNICAL REPORTS 1578572 CCISITES 4 -TOWER FOUNDATION Aerial Structures, Inc. 2049321 CCISITES DRAWINGS/DESIGN/SPECS 4 -TOWER MANUFACTURER Aerial Structures, Inc. 2049322 CCISITES DRAWINGS 24.4 I L2 3.1) .Analysis Method tnxTower (version 6.0.4.0), 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) Tower and structures were built in accordance with the manufacturer's specifications. . 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS SecElevaton(ft)� Co pneirrt�y*pe1�c - . P(K tn SFPxalo I "% F Ps%Fal 1 -2.67 L1 65-49.75 Pole TP17.05x14x0.25 963.88 24.4 Pass L2 49.75-0 Pole TP26.5x16.1 x0.25 2 -7.25 1528:36 60.1 Pass Summary 9 a I 3 Pole (L2) I 60.1 Pass I Rating = 60.1 Pass Table 6 Tower Component Stresses vs. Capacity LC5 wq 'ziz_sNx.u..-t ?� �1 Anchor Rods ; M 0 v ; 35.0 Pass 1 Base Plate 0 47.1 Pass 1 Base Foundation , 0 33.7 ; Pass 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting ine w capacity consumed. tr ixTG'vver Report - 'version 1-0.-11.0 June 04, 2012 65 Ft Monopole Tower Structural Analysis CCI BU No 879933 Project Number 498533, Application 148365, Revision 2 Page 5 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tox?ovjer Report - version. 6.0.4.3 June 04, 2012 65 Ft Monopole Tower Structural Analysis CCI BU No 879933 Project Number 498533, Application 148365, Revision 2 Page 6 APPENDIX A TNXTOWER OUTPUT tnx over Report - version 6.0.4.0 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Ughtning Rod 518x4' 67 IBC190GHB-2 63 synthetic Palm Fronds - 65 (2) PCSA065.19.2 wl Mount Pipe 63 0 o 63 0 v 0 n N N Q 63 N 63 I H O N N O s_ O O O O N tD 63 O I I I Y 63 _ 63 dl� 63 (2) PCSA065-19-2 w; Mount Pipe 63 Dale Palm Pineapple FA (2) 1500MI-1z RRH (65MHz) 03 HBX-3319DS-VITA w/ Mount Pips 55 (3) ACU -A20 -N 63 HBX-33190S.VTM wl Mount Pipe 55 APXVSPPI8-C-A20 wl Mount Pipe DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Ughtning Rod 518x4' 67 IBC190GHB-2 63 synthetic Palm Fronds - 65 (2) PCSA065.19.2 wl Mount Pipe 63 (2) PCSA065-19-2 wl Mount Pipe 63 (2) 1900MHz RRH (65MHz) 63 (2) 1900MHz RRH (65MHz) 63 (3) ACU -A20 -N 63 (3) ACU -A20 -N 63 APXV9ERRI B -C -A20 wl Mount Pipe 63 APXVSPP18-C-A20 wl Mount Pipe 63 IBC1900HB-2 63 ISC1900HB-2 - 63 T -Arm Mount CTA 702-31 63 (2) PCSA065-19-2 w; Mount Pipe 63 Dale Palm Pineapple FA (2) 1500MI-1z RRH (65MHz) 03 HBX-3319DS-VITA w/ Mount Pips 55 (3) ACU -A20 -N 63 HBX-33190S.VTM wl Mount Pipe 55 APXVSPPI8-C-A20 wl Mount Pipe 63 HBX-3319DS-VTM wl Mount Pipe 155 MATERIAL . TOWER DESIGN NOTES 1. Tower is located in Riverside County, California. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Catepory 1 with Crest Height of 0' 7. TOWER RATING: 60.1% REACTIONS FACTOP.ED AXIAL 7K rt -�MOMENT 451 kip -ft TOROUS 0 kip -ft REACTIONS - 85 mph WIND I,�/ f2000 OV�AS F Crown Castle Corporate Dr. Job: BU# 879933 Prelecl: Client: IDrawn by: apo' Caror isburg, Pr 15317 Cf01".'n CBSt!@ CV01k -•---•--------}------•--•-- co=e_TLe,.222-G. !Da_06i(11112 S -''1e' �V13Arasom!icns Phone: (724) 416.209:? Palm __._____ _ NTS tcwgvo'E-1 FAX: 724 416-4093 n,se r.�.. �„.w>wrerwr arensu ounarasz e. 65 Ft Monopole Tower Structural Analysis Project Number 498533, Application 148365, Revision 2 June 04, 2012 CCI BU No 879933 Page 7 There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 2) Tower is located in Riverside County, California; 3) Basic wind speed of 85 mph. 4) Structure Class Il. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0'. 8) Deflections calculated using a wind speed of 60 mph. 9) A non-linear (P -delta) analysis was used. 10) Pressures are calculated at each section. 11) Stress ratio used in pole design is 1. 12) Local bending stresses due to climbing loads, feedline 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) Add IBC .6D+W Combination Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feedline Bundles As Cylinder - Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA y' SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque _Include Angle Block Shear Check 4 Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Section 0evation ft L1 65'-49'9" Section Length ft 163" Splice Length ft 2'3" Number of Sides 18 Too Diameter in 14.0000 Bottom Diameter in 17.0500 Wall Thickness in 0.2500 Bend Radius in 1.0000 Pole Grade A572-65 (65 ksi) L2 49'9"-0' • 52' it 18 16.1000 26.5000 0.2500 1.0000 A572-65 J 6 ksi)_ int 5.4563 in 2.0240 8.096 17.3130 Section Tip Dia. Area I r C MC J IMQ w MIA L1 14.2160 it ir2 10.9106 ir4 260.6108 In 4.8812 ' In 7.1120 ir13 36.6438 in 521.5646 int 5.4563 in 2.0240 8.096 17.3130 13.3308 475.3486 5.9640 8.6614 54.8813 951.3227 6.6667 2.5608 10.243 L2 16.8053 12.5770 399.1831 5.6268 8.1788 48.8071 798.8915 6.2897 2.3936 9.574 26.9088 20.8294 1813.31 i 0 9.3187 13.4620 134.6985. 3629.0081 10.4167 4.2240 16.896 to fewer Report -version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498533, Application 148365, Revision 2 June 04, 2012 CCI BU No 879933 Page 8 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness A,- Factor Stitch Bolt Stitch Bolt It (per face) in A, Spacing Spacing K n ft 0.0000 Diagonals Horizontals It ft, ;n 0.0000 in in L1 65'49'9" A 1 1 Y L2 49'9"-0' 0.00 1 1 1 Description Face Allow Component Placement Total GAAA vveignr or Shield Type Number a ftz/ft plf 1-113114-1-08104-M5J(1 C No Inside Pole . 63'- 0' No Ice 0.00 1.08 1/4") AVA5-50 7/8" C No Inside Pole 55'- 0' 6 No Ice 0.00 0.30 Tower Tower Face AR AF CAA,, CAAA Weight Sectio Elevation It in in In Face Out Face ft, K n ft 0.0000 fe ft, ft, 0.0000 0.0000 L1 65'49'9" A 0.000 0.000 0.000 0.000 0.00 It f? B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.08 L2 49'9"-0' A 0.000 0.000 0.000 0.000 0.00 None B 0.000 0.000 0.000 0.000 0.00 C None C 0.000 0.000 0.000 0.000 0.35 Section Elevation CPx CPZ CP,c CPZ Section Record No. I Segment Ice Ice It in in in in L1 65'-49'9" 0.0000 0.0000 0.0000 0.0000 L2 49'9"-0' 0.0000 0.0000 0.0000 0.0000 Tower Feed Line Description Feed Line KB K" Section Record No. I Segment No /cc- Ice or Type Elev. .Adiustmen Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz .Adiustmen Front Side Leg Lateral t Vert ft It f? f? K It ft Lightning Rod 5/8x4' C None 0.0000 67' No Ice 0.25 78.00 0.25 78.00 0.03 0.42 Synthetic Palm Fronds C None 0.0000 0.0000 65' 60' No Ice 'No Ice 9.34 9.34 0.06 Late Palm Pineapple C None tnz i ov:!sr Roport - version 6.0.4.0 June 04, 2012 65 Ft Monopole Tower Structural Analysis CCI BU No 879933 Project Number 498533, Application 148365, Revision 2 Page 9 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft fe fe K ft ° ft (2) PCSA065-19-2 w/ A From Leg 3.00 0.0000 63' No Ice 6.70 7.58 0.05 Mount Pipe 0' 0' (2) 1900MHz RRH A From Leg 3.00 0.0000 63' No Ice 2.70 2.77 0.06 (65MHz) 0' 0' (3) ACU -A20 -N A From Leg 3.00 0.0000 63' No Ice 0.08 0.14 0.00 0' 0' APXVSPP18-C-A20 w/ A From Leg 3.00 0.0000 63' No Ice 8.50 6.95 0.08 Mount Pipe 0' 0' IBC1900HB-2 A From Leg 3.00 0.0000 63' No Ice 1.31 0.79 0.04 0' 0' (2) PCSA065-19-2 w/ B From Leg 3.00 0.0000 63' No Ice 6.70 7.58 0.05 Mount Pipe 0' 0' (2) 1900MHz RRH B From Leg 3.00 0.0000 63' No Ice 2.70 2.77 0.06 (65MHz) 0' 0' (3) ACU -A20 -N B From Leg 3.00 0.0000 63' No Ice 0.08 0.14 0.00 0' 0' APXVSPP 1 8 -C -A20 w/ B From Leg 3.00 0.0000 63' No Ice 8.50 6.95 0.08 Mount Pipe 0. 0' IBC1900HB-2 B From Leg 3.00 0.0000 63' No Ice 1.31 0.79 0.04 0' 0' (2) PCSA065-19-2 w/ C From Leg 3.00 0.0000 63' No Ice 6.70 7.58 0.05 Mount Pipe 0' 0' (2) 1900MHz RRH C From Leg 3.00 0.0000 63' No Ice 2.70 2.77 0.06 (65MHz) 0' 0' (3) ACU -A20 -N C From Leg 3.00 0.0000 63' No Ice 0.08 0.14 0.00 0' 0' APXV9ERR18-C-A20 w/ C From Leg 3.00 0.0000 63' No Ice 8.50 7.47 0.09 Mount Pipe 0' 0' IBC1900HB-2 C From Leg 3.00 0.0000 63' No Ice 1.31 0.79 0.04 0' 0' T -Arm Mount [TA 702-3] C None 0.0000 63' No Ice 5.64 5.64 0.34 HBX-3319DS-\ITM %Ail A From Leg 1.00 0.0000 55' No Ice 6.16 4.56 0.05 Mount Pipe 0' 0' HBX-3319DS-VTM w/ B From Leg 1.00 0.0000 55' No Ice 6.16 4.56 0.05 Mount Pipe 0' 0' HBX-3319DS-VTM vr/ C From Leg 1.00 0.0000 55' No Ice 6.16 4.56 0.05 Mount Pipe 0' 0' .- � jL�oac� Combinafoons tnx Dover Report - version, 8.0.4.0 June 04, 2012 65 Ft Monopole Tower Structural Analysis CC/ BU No 879933 Project Number 498533, Application 148365, Revision 2 Page 10 Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No !ce 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+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 1.2 Dead+1.6 Wind 210 deg'- No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+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+1.6 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 Dead+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+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 4Yi:; L y":�: 1. ''i�"n' a"' ,�{F31'i"?..L�4'tl'Ri3'�G• 7 'Y`�..?$:••R,�°y+�%mY SNi .:fF'y.u'.R,ik�4. +w^yhktT' th F �� J� � FMI��a `�'NiS �'3.t - .s ``YSt .�." x�l`a�fr,P',jfe��yT2 a.� 6 b �•�'�,,: lAAXIMuna IlAer bQr Forces z r �� . Major Axis Minor Axis Sectio Elevation Component Condition Gov. Axial n ft Type Load Moment Moment No. Comb. K kip -ft kip -ft L1 65 - 49.75 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression. 5 -2.67 -67.02 38:69 Max. Mx 20 -2.67 77.51 0.06 Max. My 14 -2.67 -0.05 -77.59 Max. Vy 20 -7.13 77.51 0.06 Max. Vx 14 7.13 -0.05 -77.59 Max. Torque 24 0.06 L2 49.75-0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 6 -7.25 -423.97 244.78 Max. Mx 20 -7.25 489.92 0.45 Max. My 14 -7.25 -0.43 -490.44 PAax. Vy 20 -8.70 489.92 0.45 Max. Vx 14 8.70 -0.43 -490.44 Max. Torque 24 0.06 �"'�Z .. � y, _{, .0 �3 �lv. o..� Y..? -:'}'-JA ,-_, �Y 2 Y F - f- �f,••' S:c - � I t^xTo,A/er Repert - version, 6.0.4.0 June 04, 2012 65 Ft Monopole Tower Structural Analysis CCI BU No 879933 Project Number 498533, Application 148365, Revision 2 Page 11 Location Condition Gov. Vertical Horizontal, X Horizontal, Z Overturning Load K K t Comb. Moment, M. Pcle Max. Vert 14 7.26 0.01 8.69 Max. H. 21 5.45 8.68 0.01 Max. HZ 2 7.26 0.01 8.69 Max. M. 2 490.39 0.01 8.69 Max. M= 8 489.84 -8.68 -0.01 Max. Torsion 24 0.06 4.35 7.53 Min. Vert 7 5.45 -7.52 4.34 Min. H. 8 7.26 -8.68 -0.01 Min. H. 14 7.26 -0.01 -8.69 Min. M. 14 -490.44 -0.01 -8.69 Min. MZ 20 -489.92 8.68 0.01 Min. Torsion 12 -0.06 -4.35 -7.53 Load Vertical Shearx Shear= Overturning Overturning Torque Combination Moment, M. Moment, M. K K K kip -ft kip -ft kip -ft Dead Only 6.05 0.00 0.00 0.02 -490.39 0.03 0.51 0.00 -0.05 1.2 Dead+1.6 Wind 0 deg - 7.26 -0.01 -8.69 No Ice 0.9 Dead+1.6 Wind 0 deg - 5.45 -0.01 -8.69 487.68 0.49 -0.05 No Ice 1.2 Dead+1.6 Wind 30 deg - 7.26 4.34 -7.52 424.46 -244.50 0.03 No Ice 0.9 Dead+1.6 Wind 30 deg - 5.45 4.34 -7.52 422.11 243.15 0.03 No Ice 1.2 Dead+1.6 Wind 60 deg - 7.26 7.52 -4.34 244.78 -023.97 -0.00 No Ice 0.9 Dead+1.6 Wind 60 deg - 5.45 7.52 4.34 -243.43 X21.63 0.00 No Ice 1.2 Dead+1.6 Wind 90 deg - 7.26 8.68 0.01 0.49 489.84 0.03 No Ice 0.9 Dead+1.6 Wind 90 deg - 5.45 8.68 0.01 0.48 -487.13 0.03 No Ice 1.2 Dead+1.6 Wind 120 deg 7.26 7.52 4.35 245.64 424.44 0.05 - No Ice 0.9 Dead+1.6 Wind 120 deg 5.45 7.52 4.35 244.27 X22.09 0.05 - No Ice 1.2 Dead+1.6 Wind 150 deg 7.26 4.35 7.53 424.97 245.30 0.06 - No Ice 0.9 Dead+1.6 Wind 150 deg 5.45 4.35 7.53 422.60 243.95 0.06 - No Ice 1.2 Deadi-1.6 Wind 180 deg 7.26' 0.01 8.69 490.44. -0.43 0.05 - No Ice 0.9 Dead+1.6 V`fnd 180 deg 5.45 0.01 8.69 487.71 0.44 0.05 - No Ice 1.2 Dead+1.6 Wind 210 deg 7.26 -4.34 7.52 424.50 244.57 0.03 - No Ice 0.9 Dead+1.6 Wind 210 deg 5.45 -4.34 7.52 422.14 243.20 0.03 - No Ice 1.2 Dead+1.6 Wind 240 deg 7.26 -7.52 4.34 244.83 424.05 -0.00 - No Ice 0.9 Dead+1.6 Wind 240 deg 5.45 -7.52 4.34 243.46 421.69. 0.00 - No Ice 1.2 Dead+1.6 Wind 270 deg 7.26 -8.68 -0.01 0.45 489.92 0.03 - No Ice 0.9 Dead+1.6 Wind 270 deg 5.45 -8.68 0.01 -0.45 487.19 -0.03 - No Ice 1.2 Dead+1.6 Wind 300 deg 7.26 -7.52 -4.35 -245.59 424.52 -0.05 - No Ice 0.9 Dead+1.6'Afind 300 deg 5.45 -7.52 x.35 -244.23 422.15 0.05 - No Ice 1.2 Dead+1.6 Wind 330 deg 7.26 -4.35 -7.53 424.92 245.38 0.06 - No Ice !^xTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498533, Application 148365, Revision 2 June 04, 2012 CCI BU No 879933 Page 12 Load Vertical Shear, Shear, Overturning Overturning Torque % Error Load PX PY Moment, M, Moment, M, PY Combination K K K kip -ft kip -ft kip -ft 0.9 Dead+1.6 V�find 330 deg 5.45 -4.35 -7.53 -422.5/ 244.01 -0.06 - No Ice Dead+Wind 0 deg - Service 6.05 -0.00 -2.42 -136.27 0.16 -0.02 -0.01 Dead+Wind 30 deg - Service 6.05 1.21 -2.10 -117.94 -68.01 -67.92 -117.80 -0.00 Dead+Wind 60 deg - Service 6.05 2.09 -1.21 0.00 0.15 -136.10 0.01 Dead+Wind 90 deg - Service 6.05 2.42 2.10 1.21 68.27 -117.93 0.02 Dead+Wind 120 deg -. 6.05 -7.26 -5.45 -4.34 -7.52 5.45 4.34 Service Dead+Wind 150 deg - 6.05 1.21 2.10 118.11 -68.15 0.02 Service Dead+Wind 180 deg - 6.05 0.00 2.42 136.30 0.10 0.02 Service Dead+Wind 210 deg - 6.05 -1.21 2.10 117.98 67.99 0.01 Service Dead+Wind 240 deg - 6.05 -2.09 1.21 68.05 117.86 -0.00 Service Dead+Wind 270 deg - 6.05 -2.42 -0.00 -0.11 136.17 -0.01 Service Dead+Wind 300 deg - 6.05 -2.10 -1.21 -68.24 117.99 0.02 Service Dead+Wind 330 deg - 6.05 -1.21 2.10 -118.07 68.21 0.02 in -,Tower Report - version 6,0.4.0 Sum of Applied Forces Sum of Reactions . % Error Load PX PY PZ PX PY KZ Comb. K K K 0.00 K 0.00 6.05 0.00 0.000% 1 2 0.00 -0.01 -6.05 -7.26 -8.69 0.01 7.26 8.69 0.000% 3 -0.01 -5.45 8.69 0.01 5.45 8.69 0.000% 0.000% 4 4.34 -7.26 -7.52 -4.34 7.26 5.45 7.52 7.52 0.000% 5 4.34 -5.45 -7.52 -4.34 -4.34 -7.52 7.26 4.34 0.000% 6 7 7.52 7,52 -7.26 -5.45 -4.34 -7.52 5.45 4.34 0.000% 8 8.68 -7.26 0.01 -8.68 7.26 -0.01 0.000% 9 8.68 -5.45 0.01 -8.68 5.45 -0.01 0.000% 10 7.52 -7.26 4.35 -7.52 7.26 -4.35 0.000% 0.000% 11 7.52 -5.45 4.35 -7.52 5.45 7.26 -4.35 -7.53 0.000% 12 4.35 -7.26 7.53 7.53 -4.35 -4.35 5.45 -7.53 0.000% 13 4.35 0.01 -5.45 -7.26 8.69 -0.01 7.26 -8.69 0.000% 14 15 0.01 -5.45 8.69 -0.01 5.45 -8.69 0.000% 0.000% 16 -4.34 -7.26 7.52 4.34 4.34 7.26 5.45 -7.52 -7.52 0.000% 17 -4.34 -5.45 7.52 4.34 7.52 7.26 -4.34 0.000% 18, -7.52 -7.52' -7.26 -5.45 4.34 7.52 5.45 -4.34 0.000% 19 20 •-8.68 -7.26 -0.01 8.68 7.26 0.01 0.01 0.000% 0.000% 21 -8.68 -5.45 -0.01 8.68 7.52 5.45 7.26 4.35 0.000% 22 -7.52 -7.26 -4.35 -4.35 7.52 5.45 4.35 0.000% 23 -7.52 -5.45 -7.53 4.35 7.26 7.53 0.000% 24 25 -4.35 -4.35 -7.26 -5.45 -7.53 4.35 5.45 7.53 0.000% 26 -0.00 -6.05 -2.42 0.00 6.05 2.42 2.10 0.000% 0.000% 27 1.21 -6.05 -2.10 -1.21 6.05 6.05 1.21 0.000% 28 2.09 -6.05 -1.21 0.00 -2.09 -2.42 6.05 -0.00 0.000% 29 30 2.42 2.10 -6,05 -6.05. 1.21 -210 6.05 -1.21 0.000% 31 1.21 -6.05 2.10 -1.21 6.05 -2.10 0.000% 0.000% 32 0.00 -6.05 2.42 -0.00 6.05 6.05 -2.42 -2.10 0.000% 33 -1.21 -6.05 2.10 1.21 1.21 2.09 6.05 -1.2'i 0.000% 34 -2.09 -6.05 -0.00 2.42 6.05 0.00 0.000% 35 -2.42 -6.05 -6.05 -1.21 2.10 6.05 1.21 0.000% 36 37 -2.10 -1.21 -6.05 -2.10 1.21 6.05 2.10 0.000% in -,Tower Report - version 6,0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498533, Application 148365, Revision 2 June 04, 2012 CC/ BU No 879933 Page 13 :ion-. X0041-.06, �rgence R ;: F Load Converged? Number Displacement Force Combination Deflection of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00009678 3 Yes 4 0.00000001 0.00005407 4 Yes 5 0.00000001 0.00013936 5 Yes 5 0.00000001 0.00005317 6 Yes 5 0.00000001 0.00013998 7 Yes 5 0.00000001 0.00005344 8 Yes 4 0.00000001 0.00006375 9 Yes 4 0.00000001 0.00003550 10 Yes 5 0.00000001 0.00014155 11 Yes 5 0.00000001 0.00005403 12 Yes 5 0.00000001 0.00013923 13 Yes 5 0.00000001 0.00005303 14 Yes 4 0.00000001 0.00006631 15 Yes 4 0.00000001 0.00003684 16 Yes 5 0.00000001 0.00014076 17 Yes 5 0.00000001 0.00005375 18 Yes 5 0.00000001 0.00014012 19 Yes 5 0.00000001 0.00005348 20 Yes 4 0.00000001 0.00003461 21 Yes 4 0.00000001 0.00001887 22 Yes 5 0.00000001 0.00013942 23 Yes 5 0.00000001 0.00005311 24 Yes 5 0.00000001 0.00014177 25 Yes 5 0.00000001 0.00005412 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00023536 28 Yes 4 0.00000001 0.00023799 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00024464 31 Yes 4 0.00000001 0.00023444 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00024180 34 Yes 4 0.00000001 0.00023886 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00023528 37 Yes 4 0.00000001 0.00024579 ... - ._ _�_:..:.- .rnd Section Elevation Horz. Gov. Tilt Twist No. 0.0006 Deflection Load ° Synthetic Palm Fronds ft in Comb. L1 65-49.75 9.524 31 1.2053 0.0006 L2 52-0 6.326 31 1.1109 0.0004 rrticai Atio�scO Rau�,�' -of uvarre Service Wind Elevation+. Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 67' ---^�� Lightning Rod 5;8x4' 31 9.524 - - 1.2063 0.0006 E-440 65' Synthetic Palm Fronds 31 9.524 1.2063 0.0006 5440 63' (2) PCSA065-19-2 w/ Mount Pipe 31 9.008 1.1944 0.0006 5440 60' Date Palm Pineapple 31 8.241 1.1756 0.0005 5440 55' HBX-3319DS-V7M w/ Mount 31 7.013 1.1388 0.0004 2738 _ lnx l J-,ueer Report - version 6.0.4.0 June 04, 2012 65 Ft Monopole Tower Structural Analysis CCI BU No 879933 Project Number 498533, Application 148365, Revision 2 Page 14 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature It Comb. in oIt Pipe MaximumwTowe�DeflectionsaDesi�n :Windt'= �fiM'Sr Section Elevation Horz. Gov. Tilt Twist No. _ ..ar. Deflection Load Elevation ft in Comb. ° L1 65-49.75 34.252 12 4.3422 0.0021 L2 52-0 22.757 12 3.9990 0.0014 � Critical7Deflections�and Radius of Curvature Desi n Wind � i ^S, r1t' 145 Y t�v n Data` !r --'- ---'.'a?.,�-.- i. agy ..�3r.. _ _ ..ar. - Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Size L L„ KI/r Load P� Ratio M„ y Curvature R Comb. in ft ft ° it 67' Lightning Rod 5/8x4' 12 34.252 4.3422 0.0021 1526 65' Synthetic Palm Fronds 12 34.252 4.3422 0.0021 1526 63' (2) PCSA065-19-2 w/ Mount Pipe 12 32.396 4.2993 0.0020 1526 60' Date Palm Pineapple 12 29.641 4.2317 0.0018 1526 55' HBX-3319DS-VTM w/ Mount 12 25.228 4.0988 0.0015 767 Pipe yrr �. s , f * y 3 x�r�� T�r:Com ress�onChecks . i �D - II� "• bf f V4/f 3' \?j'..b :. ';>�'f.''�k'"`• esi i ^S, r1t' 145 Y t�v n Data` !r --'- ---'.'a?.,�-.- i. agy ..�3r.. _ _ ..ar. - Ratio Section Elevation Size L L„ KI/r A P� Ratio M„ y �M„ y No. N0.Pu It ft ft ins K K �P„ L1 65 - 49.75 (1) TP17.05xl4x0.25 15'3" 0' 0.0 12.973 -2.67 963.88 0.003 TP17.05xl4x0.25 77.62 321.69 0.241 7 321.69 0.000 L2 49.75-0(2) TP26.5xl6.1 x0.25 52' 0' 0.0 20.829 -7.25 1528.36 0.005 4 Ae Des. Ratio Section Elevation Size M„x 0111,,, Ratio M„ y �M„ y No. �14. Ky ft kip -ft kip -ft �M. kip -ft kip -ft 04Y L1 65-49.75(1) TP17.05xl4x0.25 77.62 321.69 0.241 0.00 321.69 0.000 L2 49.75-0(2) TP26.506.10.25 490.69 823.63 0.596 0.00 823.63 0.000 �i�l=a� Mira#a s:` I trxTower Repoi - version. 6.0.4.0 . . June 04, 2012 �• 65 Ft Monopole Tower Structural Analysis CCI BU No 879933 Project Number 498533, Application 148365, Revision 2 Page 15 Section Elevation Size Actual Ratio Ratio Actual T„ Ratio No. No. V„ P„ V. T V„ T° Stress It K K �V� kip -ft kip -ft �T Li ------05 - 49.75 (1) TP17.05xl4x0.25 7.14 481.94 0.015 0.06 644.18 0.000 L2 49.75-0(2) TP26.5x16.1 x0.25 8.71 764.18 0.011 0.06 1649.27 0.000 Pole Interadion Design Data. Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Component Type P„ M„ M„ y V„ T. Stress Stress Pole Pole ft WP �M„x �M,,,, �V„ �T„ Ratio Ratio L1 65 - 49.75 (1) 0.003 0.241 0.000 0.015 0.000 0.244 1.000 4.8.2 RATING = 60.1 Pass V L2 49.75-0(2) 0.005 0.596 0.000 0.011 0.000 0.601 1.000 4.8.2 1/ V tnxTrower Report - vers on .G.4.0 Section CaOcity Table Section No. Elevation ft Component Type Size Critical P Element K OPeuow K % _Capacity Pass Fail L1 L2 65-49.75 49.75-0 Pole Pole TP17.05xl4x0.25 TP26.5xl6.1 x0.25 1 -2.67 2 -7.25 963.88 1528.36 24.4 60.1 Summary Pass Pass Pole (1-2) 60.1 Pass RATING = 60.1 Pass tnxTrower Report - vers on .G.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498533, Application 148365, Revision 2 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 6.0.4.01 June 04, 2012 CCI BU No 879933 Page 16 0,4- y 65 Ft Monopole Tower Structural Analysis Project Number 498533, Application 148365, Revision 2 APPENDIX, C ADDITIONAL CALCULATIONS t^xTower Report - version 6.0.4.0 June 04, 2012 CCI BU No 879933 Page 17 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 879933 Site Name: STORAGE USA App #: 148365, Rev 2 Loads Already Factored For <----Disregard I A< ----Disregard Pier Pier Diameter = S;:Q`,;.,z ft Concrete Area = 2827.4 int Reinforcement: Clear Cover to Tie= 4 00 _ In Horiz. Tie Bar Size= _ �4 Vert. Cage Diameter = 4.17 ft Vert. Cage Diameter = 50.00 in Vertical Bar Size =F -7i'7771_ _. Bar Diameter = 1.00 in Bar Area = 0.79 int Number of Bars = As Total= 15.8 int A s/ Aconc, Rho: 0.0056 0.56% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural Tension Controlled, Shafts: (3)*(Sgrt(fc)/Fy: 0.0027 200 / Fy: 0.0033 IBC 1810.1.2: 0.0050 SDC D, E. or F Governing: F-0--00-5-0--1 0.50% ACI 10.8 and 10.9 Min As for Columns Comp. Controlled, Shafts: Min As: 0.0100 Minimum Rho Check: Actual Req'd Min. Rho: 0.50% !Flexural Provided Rho: 0.56% OK Ref. Shaft Max Axial Capacitie AtMaxLPn or Tn): Max Pu = ((p=0.65) Pn. Pn per ACI 318'10-2) 4221.19 ki s at Mu=(4)=0.65)Mn= 1807.27 ft -kips 560.9311 7 Max Tu, ((P=0.9) Tn = 853.2 ki s at Mu=(�=(0.90)Mn= 0.00 ft -kips Maximum Shaft Superimposed Forces TIA Revision: Max. Factored Shaft Mu: Max. Factored Shaft Pu: Max Axial Force Type: G ft -kips (* Note) kips 560.9311 7 Comp. jjNote. Max a upenmpose omen oes not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00Mu: Pu: 560.9311 ft -kips Ikips 1.00 7 Material Properties Concrete Comp. strength, Pc = ;30.00} ._ psi Reinforcement yield strength, Fy = ksi Reinforcing Modulus of Elasticity, E _ _ ksi Reinforcement yield strain = 0.00207 Limiting compressive strain = O--'00,3-- , , ACI 318 Code Select Analysis ACI Code= 1, Seismic Properties Seismic Design Category T 77 "4` p'-- a Seismic Risk = High Solve <- Press Upon Completing All Input (Run) Results: Governing Orientation Case Case 1 Case 2 Dist. From Edge to Neutral Axis: 9.92 in Extreme Steel Strain, et: 0.0135 et > 0.0050, Tension Controlled Reduction Factor,(p: 0.900 Comment Box Output Note: Negative Pu=Tension For Axial Compression, tp Pn = Pu: 7.00 kips Drilled Shaft Moment Capacity, roMn: 1727.97 ft -kips Drilled Shaft Superimposed MU: 560.93 ft-i:ips (MuIVMn, Drilled Shaft Flexure CSR: 32.46% Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/011 20110 Analysis Date: 0,/4/2012 Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F 1G Assumptions: 1) Rod groups at corners. Total # rods divisible by 4. Maximum total # of rods = 48 (12 per Comer). 2) Rod Spacing = Straight Center -to. -Center distance between any (2) adjacent rods (same corner) 31 Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rad Diameter) Site Data BU#: 879933 Site Name: STORAGE USA Ann ff' idR4RF F2av 9 Anchor Rod Data Eta Factor, n 0.5 TIA G (Fig. 4-4) Qty:.. Diam: Rod Material: Yield, Fy: Strength, Fu: Bolt Circle: _. _- 8 >.- in ksi ksi in 2.25 A615 -J. . 75.', 100 $3.5 Anchor Spacing: . 6 In Plate Data W=Side: Thick: Grade: Clip Distance: 33.63 in in ksi in 2.2.5 -50'. 7777 Stiffener Data (Welding at both sides) Configuration: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld:. Fillet V. Weld: Width: Height: Thick: Notch: Grade: Weld str.: Unstiffened ** in ** degrees <-- Disregard in in in in in ksi ksi -.0.2.5 65 18 45.0 ksi 21.06 Base Plate Stress Ratio: 47.1% Pass Max PL Length: STIFFENED CONFIGURATION 21.06 Pole Data Diam: Thick: Grade: # of Sides: 26;5 in in ksi T" IF Round -.0.2.5 65 18 Base Reactions TIA Revision: Factored Moment, Mu: Factored Axial, Pu: Factored Shear, Vu: G ft -kips kips kips .491 7 9 Note: for complete joint penetration groove welds the gro Anchor Rod Results TIA G --> Max Rod (Cu+ Vu/r)): 91.1 Kips Axial Design Strength, cP*Fu*Anet: 260.0 Kips Anchor Rod Stress Ratio: 35.0% Pass Base Plate Results Flexural Check PL Ref. Data Base Plate Stress: 21.2 ksi Yield Line (in): PL Design Bending Strength, 4)*Fy: 45.0 ksi 21.06 Base Plate Stress Ratio: 47.1% Pass Max PL Length: STIFFENED CONFIGURATION 21.06 N/A - Unstiffened �JQ I B.C. Stiffener Results Horizontal Weld: N/A CIS eur Spore i ;at hor �Sinai.\ Anchor Case I Vertical Weld: N/A Plate Flex+Shear, fb/Fb+(fv/Fv)A2: N/A OVe;n = D Plate Tension+Shear, ft/Ft+(fv/Fv)A2: N/A Plate Comp. (AISC Bracket): N/A Except for Sionle Corner Pole Results Pole Punching Shear Check: N/A Max PL Length Yield Line Anchors 5t 51, at corner= t- BASE PL Oty/4 THICKNESS rt Anchor, Typ. STIFFENED CONFIGURATION ASSUMED IN TOOL �JQ I B.C. ...Input CIS eur Spore i ;at hor �Sinai.\ Anchor Case I Pol NZ fj OVe;n = D Ancho: Saciny Sumc As I Stiffener „pacing, '✓ I Except for Sionle Corner ,Anchor (Input Clear Spoce)l ove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5 - Square Base F -G 1.2, Effective March 19, 2012 Analysis date: 5/4/2012 r • ••. Monwole Drilled Pier Checks capacity of a single drilled shaft foundation for a monopole per TIA-222-G BU#: 879933 Site Name: STORAGE USA App Number: 148365, Rev 2 Factored Design Reactions Shear, S: 9.00 kips Moment, Mt: 491.00 ft -kips Tower Weight, Wt: 7.00 kips Tower Height, H: 65 ft Base Diameter, BD: 26.5 in Foundation Dimensions Caisson Diameter, CD: 5.0 ft Ext. Above Grade, E: 0.5 ft Depth Below Grade, L: 17.5 it Neglected Depth, N: 3.0 ft Rebar Size, Sp:. 8 Rebar Quantity, mp: 20 Tie Size, tp:1 4 Material Properties Rebar Tensile, Fy: 60 ksi Concrete Strength, Fc: 3000 psi Concrete Density, 6x: 150 pcf Clear Cover, cc: 4 in Soil Properties Soil Unit Weight, y: 110 pcf Ultimate Gross Bearing, Bc: 12.800 ksf Seismic Design Cat, z:1 D Caisson Analysis Depth to Zero Shear: 5.4 ft Max Moment: 560.93 ft -kips Overturning FOS: 3.96 61 C�RAO�/N ACI 318 Version: 2005 Design Checks Capacity/ Availability Demand/ Limits Check Bearing Pressure (ksn: 9.60 3.06 OK Minimum Req'd Dia. (ft): 5.00 3.71 OK Rebar Area (in 2): 15.80 14.14 OK Pier moment capacity (k -ft): 1727.97 560.93 OK Rebar spacing (in): 6.85 2 < Bs <18 OK Development Length (in)., 141.68 35.05 OK Soil moment capacity (FOS): 3.96 1.33 OK Depth IShear Moment 1.a ft 1 9.2 kips I 528.1 ft -kips g.6 ft 8.8 kips I 544.7 ft -kips 5.4 ft 0.2 kips553.1 it -kips Monopole Drilled Pier (Calsson)Rev G Version 1.3 r Assume 0.33% Minimum Steel? Bearing: 31.8% Pier: 32.5% Soil: 33.7% Effective Date: 04/26/2012 as 879933 Soil Caisson.txt CAISSON version 10.40 2:54:52 PN Friday, June 01, 2012 Crown Castle OSA 44Qtr°°44................... ....444...4944d4QRR.d.d444tr..II44............44.444494f df 4.4.444.°°444 ° CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2010 ° 4°°....4.44..444.4.44..444...........tr444R4d4dtr44tr........... 4f v4d4.0}4f }.Q..QIItC.tQQ44t.44L4LRR4t Project Title: 879933 PrOJect Notes: Calculation method: Full 8CD 4..4... I N P U T D A T A Pier Properties Diameter Pier Properties Distance Concrete Steel Length weight End Bearing of Top of Pier strength Yield Pressure above Ground Strength (ft) (kips) (psf) (ft) (ft) (ksi) (ksi) 53.014 356.5 ------------------------------------------------ 5.00 0.50 3.00 60.00 Soil Properties Type Distance of Top of Layer Thickness Density CU KP Force Layer Type Thickness Depth at Top Density CU KP PHI (ft) ------------------------------------- Clay (ft) of Layer - (ft) (lbs/ftA3) (psf) (deg) ---------------------------------------------------------------------------------------- 1 2 Clay sand 3.00 12.00 110.0 0.00 3.00 110.0 110.0 3.000 30.00 3 Sand 10.00 3.690 15.00 110.0 3.690 35.00 4 Sand 16.00 25.00 110.0 4.599 40.00 Design (Factored) Loads at Top of Pier moment Axial Shear Additional Safety Load Load Factor Against Soil ,Failure (ft -k) (kips) (kips) ----------------------------------------------- 491.0 7.0 9.00 3.96 ....... R E S U L T 5 Calculated Pier Properties Length weight End Bearing Pressure (ft) (kips) (psf) --------------------------------- 18.000 53.014 356.5 Ultimate Resisting Forces Along Pier Type Distance of Top of Layer Thickness Density CU KP Force Arm to Top of Pier (ft) (ft) (lbs/ftA3) (psf) (kips) (ft) ------------------------------------- Clay -------------------------------------------------------------- 0.50 3.50 3.00 10.20 110.0 110.0 3.000 0.00 409.22 2.00 9.67 Sand Sand 13.70 1.80 110.0 3.000 -125.38 14.62 Sand 15.50 2.50 110.0 3.690 -247.35 16.78 Shear and moments Along Pier Distance belo:c Shear Top of Pier '(with Safety Factor) (ft) (kips) ------------------------------------------ 0.00 36.5 x.80 36.5 3.60 35.0 5.40 -0.6 .20 -52.3 9.00 -120.0 10.80 -203.8 12.60 -303.6 14.40 -326.0 16.20 -181.9 18.00 0.0 moment Shear Moment (with Safety Factor) (without safety Factor) (without Safety factor) (ft -k) (kips) - C----, ----------------2025.7------------------------0.2------------ 511.5 2091.4 9.2 528.1 2157.0 6.6 544.7 2190.4 -0.2 553.1 214.1 -13.2 541.7 1992.4 -30.3 503.1 1703.3 -51.5 430.1 1249.1 -76.7 315.4 633.0 -82.3 159.9 166.7 -45.9 42.1 -0.0 0.0 -0.0 Page 1