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12-1063 (SOTB)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 c&ty 4 4vQ" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: L`12-00001063_, J Owner: Property Address: 78136 FRANCES HACK IN CITY OF LA QUINTA APN: 770-184-005- - - P O BOX 1504 Application description: STRUCTURES OTHER THAN BUILDINGS LA QUINTA, CA 92253 Property Zoning: , MAJOR COMMUNITY FACILITY Application valuation: 13000 Contractor: Applicant: /� Architect or Engineer: SOLER CONTRACTING INC 42146 REMINGTON AVENUE `►� TEMECULA, CA 92590 (951)30871706 Lic. No.: 842101 LICENSED CONTRACTOR'S DECLARATION 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 No.: 842101 D r Date: / VA- Contra �Iam NER-BUILDER DECLARATION I hereby affirm under penalty of perjury that 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 70001l 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 his or 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.). (_ 1 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: LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 11/19/12 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 shallfo hwith comply with [hose ovisionS. Date: �y ��- ' Applica - WARNING: FAILURE TO RE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYE TO 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, indemnify 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 count to enter upon the above-mentioned property for inspection purposes. Date: �� 7� Signature (Applicant or Agent): Application Number . . . . . 12700001063 Permit BUILDING PERMIT ' Additional desc . . Permit Fee . . . . 144.00 Plan Check Fee 93.60 Issue Date . . . . Valuation . . . . 13000 Expiration Date . . 5/18/13 Qty Unit Charge Per Extension BASE FEE 45.00 11.00 9.0000 THOU BLDG 2,001-25,000 ---------------------------------------------------------------------------- 99.00 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 ------------------------- 7 -------------------------------------------------- Special Notes and Comments REPLACEMENT OF SPRINT COMMUNICATIONS EQUIPMENT - RETROFIT EXISTING BTS CABINET, (6) CDMA ANTENNAS FOR (3) NEW 1900MHZ, AND (6) NEW 1900MHZ RRH ANTENNAS. 2010 CALIFORNIA BUILDING CODES. November 14, 2012 4:22:51 PM AORTEGA ------------------------------------------------------------------=--------- Other Fees . . . . . . . . . I BLDG STDS ADMIN (SB1473) 1.00 STRONG MOTION (SMI) - COM 2.73 Fee summary Charged.. Paid Credited ------------------------------ Due --------------------------- Permit Fee Total 170.00 .00 .00 170.00 Plan Check Total 100.10 .00 .00 100.10 Other Fee Total 3.73 .00 .00 3.73 Grand Total 273.83 .00 .00 273.83 LQPERMIT Je M 0 . is'"ff tAWAO"Airw City of La Quinta Building &r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Addressiwner's � WL"' I,- Name: C�C- l2kQ G�_s I A. P. Number: OOS Address: -3- �AL -110,- 10 obl -t- A. It 3 S-516qj :rAJfJ _A",G Legal Description: City, ST, Zip: -PkueY-5tbe cA �z(od,(O Contractor: lgw sozp elephone:qs�- q5 -5-440(o P Address: 4�411/6 Ave- Project Description: City, S1, Zip: rcmec4lr-, CA Telephone: 'X . ....... ........ PL . ...... ... State Lic. #: City Lic. # Arch., Engr., Designer: Address: City, ST, Zip: .. ....... ............ - ............ ........... Telephone: Construction Type: Occupancy: . ......... .. .. ....... . . . . . ..... ... e Project type (circle one): Ne%% Add'n Alter Repair Dcmo State Lic. #: 0J 'p Name of Contact Person: Sq. Ft.: 0 Stories: 4 Units: FEatted Telephone ft of Contact'Person: 61�'Ok qoS- 61100 't�m V alueofProject': 013,0W APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs.- Reviewed,'readv for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Calcs. Plans picked up Construction Flood plain Plan Plans resubmitted Mechanical Grading plan 2" Review, ready for correction(PElectrical Y% wr Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. II.O.A. Approval Plans resubmitted Grading VA IN' HOUSE:- Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person I.P.P. Pub. Wks. Appr Date of permit issue School Pecs IT -Cal Permit Fees I � — 1-7 � 11 O �W of MEMORANDUM TO: Building and Safety Department .FROM: Eric Ceja, Assistant Planner DATE: 9/20/12 RE: 78-136 Francis Hack Lane - Cell Site Modifications The Planning Department has reviewed the above mentioned plans in accordance with. L.Q.M.0 Section 9.170 and finds the following: 1. The applicant shall submit a Minor Use Permit (MUP) with the Planning, Department for any modification to the existing telecommunication site. The MUP shall include a set of the plans for review. The Planning Department cannot approve these plans until the above mentioned item is submitted. Plan Check Memo (78-136 Francis Hack Ln.) ZALZALI & ASSOCIATES, INC. CONSULTING ENGINEERS Tel: (949) 420-1000 F 2070 Business. Center Drive, Suite 200, Irvine, CA 92612 Cell: (949) 609-9559 PO. Box 1571, Irvine, CA 92623 Fax: (949) 606-7222 07/24/2012 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 Fire Station #32 RV54XC488 78-136 Frances Hack Lane 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 07/02/2012 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 crossarms of 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 (2) new RRH's on the standoff arms per sector. 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. Ir Sincerely, J� T obn T 0 T T OCT 24 2012 oQ�pFESS/ONq� CID CITY 051A QUINTA ,,.,Fj Wissarn Zalzali, P.E. BUILDING & SAFETY DEPT. Zalzali &Associates, Inc. A Ph r R1 0 V FOR CONSTRUCTION DATE Ll CI BY—/–(!V— Z. Professional Engineering Licenses in CA, AZ, NV, WA, MI, CO, UT, .HI; ID, MO, NM, WY, OR, TX, NY, AL, CT and MD www.zaliali.com 1 Date: June 04, 2012 Robert Anslow Crown Castle 5350 North 48th Street, Suite 305 Chandler, AZ 85226 UU V CA' TLE Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 (724) 416-2509 Subject: - Structural Analysis Report Carrier Designation: Sprint PCS Co -Locate -Interim Load Carrier Site Number. Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Robert Anslow, Crown Castle BU Number. Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number. Crown Castle Application Number: Crown Castle Project Number: RV54XC488 879934 FIRE STATION #32 188426 498517 148366 Rev. 2 498517 78136 Francis Hack Lane, La Quinta, Riverside County, CA Latitude 330 40'16.81", Longitude -116018' 5.04" 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 498517, In accordance with application 148366, 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 Mote: See Table I and Table II for the proposed and eWstlnglreserved loading, respectively. The analysis has been performed in accordance with the TIA-222-G standard and local code requirements based upon a wind speed of 85 mph 3 -second gust, exposure category C with topographic category 1 and crest height of 0 feet. 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 14 Pineo, P.E. Manager Structural Design tnxTower Report - version 6.0.4.0 CITY OF LA QUINTA BUILDING & SAFETY DEPT. ArrROVED FOR CONSTRUCTION DATE BY 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, 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 tnxTower Report - version 6.0.4.0 June 04, 2012 CCI BU No 879934 Page 2 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 1) INTRODUCTION June 04, 2012 CCI BU No 879934 Page 3 This tower is a 65 ft Monopole tower designed by Aerial/PJF in November of 2011. The tower was originally designed for a wind speed of 75 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 with topographic category 1 and crest height of 0 feet. Table 1 - Pr000sed Antenna and Cable Information Table 2 - Existina and Reserved Antenna and Cable Information Mounting Center Number Antenna Mounting Number Feed Antenna Antenna Model of Feed Line Mounting. Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation; Antennas: Manufacturer 55 Lines Size (in) DAPA 48000 - - (ft) 1 tower mounts T -Arm Mount [TA 602-3] 65.0 6 6 alcatel lucent 1900MHz RRH (25MHz) 6 csa wireless PCSS065-19-2 9 rfs celwave ACU -A20 -N w/ Mount Pipe 65.0 64.0 3 1-1/4 - 3 rfs celwave APXVSPP18-C-A20 w/ Mount Pipe 3 rfs celwave IBC1900HB-2 7/8 1 1 tower mounts Side Arm Mount Table 2 - Existina and Reserved Antenna and Cable Information Mounting Center Line Number Antenna Mounting Number Feed Antenna Antenna Model of Feed Line Level (ft) Elevation i °f Manufacturer Antenna Model of Feed Line Note 65 (ft) Antennas COMSAT PCS A-065-19 - - 55 Lines Size (in) DAPA 48000 - - 65.0 1 tower mounts T -Arm Mount [TA 602-3] 65.0 6 7/8 1 64.0 6 csa wireless PCSS065-19-2 w/ Mount Pipe 6 andrew HBX-3319DS-VTM w/ Mount Pipe 56.0 • 56.0 12 7/8 1 1 tower mounts Side Arm Mount [SO 102-3] Notes: 1) Existing Equipment Table 3 - Design Antenna and Cable Information tnxTower Report - version 6.0.4.0 Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Manufacturer (ft) Antennas Lines Size (in) 65 65 12 COMSAT PCS A-065-19 - - 55 55 12 DAPA 48000 - - tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 3) ANALYSIS PROCEDURE Table 4 - Documents Provided June 04, 2012 CCI BU No 879934 Page 4 Document Remarks Reference Source 4 -GEOTECHNICAL REPORTS ATC 1577428 CCISITES 4 -TOWER FOUNDATION Aerial/PJF 2056740 CCISITES DRAWINGS/DESIGN/SPECS Pole TP24.75x15.7496x0.25 2 -7.99 1444.35 4 -TOWER MANUFACTURER Aerial/PJF 2056739 CCISITES DRAWINGS Summary 4 -TOWER STRUCTURAL Aerial/PJF 2342608 CCISITES ANALYSIS REPORTS Pass 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 Table 5 - Section Capacity (Summary) Section No. Elevation (ft) Component Type, Size Critical . Element: SF'P allow P (K) (K) % Capacity Pass / Fail L1 65-49.75 Pole TP16.639xl4x0.25 1 -3.42 943.23 29.1 Pass L2 49.75-0 Pole TP24.75x15.7496x0.25 2 -7.99 1444.35 68.9 Pass Summary Pole (L2) 68.9 Pass RATING = 1 68.9 Pass tnxTower Report - version 6.0.4.0 v 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 Table 6 - Tower Component Stresses vs. Capacity — LCS June 04, 2012 CCI BU No 879934 Page 5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 49.6 Pass 1 Base Plate 0 39.0 Pass Base Foundation 1 Soil Interaction 0 37.8 Pass Structure Rating (mai from all components) _ 68.9% Notes: 3) See additional documentation in "Appendix C —Additional Calculations" for calculations supporting the % capacity consumed. 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. tnxTower Report - version 6.0.4.0 June 04, 2012 65 Ft Monopole rower Structural Analysis CCI BU No 879934 Project Number 498517, Application 148366, Revision 2 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 6.0.4.0 65.0 fl 49.8 It 0.0 fl DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 5/8" lightning rod 65 IBC1900HB-2 65 (2) PCSS065-19-2 w/ Mount Pipe 65 APXVSPP1 S -C -A20 w/ Mount Pipe 65 o 65 $ o (2) PCSS065-19-2 w/ Mount Pipe 65 (3) ACU -A20 -N 65 APXVSPPI&GA20 w/ Mount Pipe 65 I13C1900HB-2 65 (2) 1900MHz RRH (25MHz) 65 T -Arm Mount [TA 602-3] 65 (3) ACU -A20 -N 65 c N e ro (2) HBX-3319DS-VTM w/ Mount Pipe o APXVSPPI6-C-A20 w/ Mount Pipe 65 (2) HBX-3319DS-VrM w/ Mount Pipe 56 (2) 1900MHz RRH (25MHz) 65 (2) HBX-3319DS-VTM w/ Mount Pipe w (3) ACU -A20 -N 65 Side Arm Mount [SO 102-31 Iss m Nrl: m Q m ED G ' N N m v N — c^ � K z' t' 3 65.0 fl 49.8 It 0.0 fl DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 5/8" lightning rod 65 IBC1900HB-2 65 (2) PCSS065-19-2 w/ Mount Pipe 65 APXVSPP1 S -C -A20 w/ Mount Pipe 65 (2) PCSS06S.19-2 w/ Mount Pipe 65 (2) 1900MHz RRH (25MKz) 65 (2) PCSS065-19-2 w/ Mount Pipe 65 (3) ACU -A20 -N 65 APXVSPPI&GA20 w/ Mount Pipe 65 I13C1900HB-2 65 (2) 1900MHz RRH (25MHz) 65 T -Arm Mount [TA 602-3] 65 (3) ACU -A20 -N 65 (60) Palm Tree Fronds 164.5 ISC1900H8.2 65 (2) HBX-3319DS-VTM w/ Mount Pipe 56 APXVSPPI6-C-A20 w/ Mount Pipe 65 (2) HBX-3319DS-VrM w/ Mount Pipe 56 (2) 1900MHz RRH (25MHz) 65 (2) HBX-3319DS-VTM w/ Mount Pipe 56 (3) ACU -A20 -N 65 Side Arm Mount [SO 102-31 Iss MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 165 ksi 180 ksi 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 11. 6. Topographic Category 1 with Crest Height of, 0' 7. TOWER RATING: 68.9% ALLREACTIONS ARE FACTORED MOMENT 496 kip -ft TORQUE 2 kip -ft REACTIONS - 85 mph WIND Crown Castle R W 2000 Corporate Drive CCA rLE Canonsburg, PA 15317 We Are Solutions Phone: (724) 4115-2G9 FAX: - o: BU #879934 Project: client: Crown Castle row D"by'AMrka'ic App° Code: TIA-222-G Data: 05/30/12 state: NTS Path: Dwg No. E-1 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 ToWer.ln ut Data June 04, 2012 CCI BU No 879934 Page 7 There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Riverside County, California. 2) Basic wind speed of 85 mph. 3) Structure Class II. 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0'. 7) Deflections calculated using a wind speed of 60 mph. 8) A non-linear (P -delta) analysis was used. 9) Pressures are calculated at each section. 10) Stress ratio used in pole design is 1. 11) 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 Options Distribute Leg Loads As Uniform Assume Legs Pinned 4 Assume Rigid Index Plate 4 Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension 4 Bypass Mast Stability Checks 4 Use Azimuth Dish Coefficients 4 Project Wind Area of Appurt. Autocalc Torque Ann Areas SR Members Have Cut Ends 4 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 SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets - Ta ered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade wR Length Length of Diameter Diameter Thickness Radius int ft ft ft Sides in in in in 521.5646 L1 65'-49'9" 15'3" 2'3" 18 14.0000 16.6390 0.2500 1.0000 A572-65 883.1966 6.5036 2.4885 9.954 L2 16.3880 12.2990 373.2924 5.5024 (65 ksi) L2 49'9"-0' 52' 6.1507 18 15.7496 24.7500 0.2500 1.0000 A572-65 12.5730 117.2583 2950.5180 9.7222 3.9160 15.664 (65 ksi) Tapered Pole Properties Section Tip Dia. Area i r C MC J It/Q w wR in int in° in in in' in° int in L1 14.2160 10.9106 260.6108 4.8812 7.1120 36.6438 521.5646 5.4563 2.0240 8.096 16.8957 13.0047 441.3079 5.8181 8.4526 52.2097 883.1966 6.5036 2.4885 9.954 L2 16.3880 12.2990 373.2924 5.5024 8.0008 46.6568 747.0760 6.1507 2.3319 9.328 25.1318 19.4408 1474.2890 8.6975 12.5730 117.2583 2950.5180 9.7222 3.9160 15.664 tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 June 04, 2012 CCI BU No 879934 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 Shield (per face) C Ar Spacing Spacing 0.000 0.000 Leg L2 49'9"-0' A Diagonals Horizontals R ft, in pH in in L1 65'-49'9" No 1 1 1 L2 49'9"-0' 0.33 1 1 1 . Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight 0.000 or Shield Type C Number 0.000 0.000 0.000 Leg L2 49'9"-0' A 0.000 ft 0.000 ft2m pH LDF5-50A(7/8") C No Inside Pole 65'- 0' 6 No Ice 0.00 0.33 HB114-1-08U4-M5J(1 . C No Inside Pole 65'- 0' 3 No Ice 0.00 1.08 1/4") AL5-50(7/8) C No Inside Pole 56'- 0' 12 No Ice 0.00 0.26 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft, ft, ft, ft, K L1 65'-49'9" 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 0.10 L2 49'9"-0' A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.41 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ KB Section Record No. Ice Ice ft in in /n in 1-1 65'-49'9" 0.0000 0.0000 0.0000 0.0000 L2 49'9"-0' 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka Tower Feed Line I Description Feed Line KB KB Section Record No. Segment . No Ice I I Ice Elev. Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft " ft (60) Palm Tree Fronds C From Face 0.00 0.000 0' tnxTower Report - version 6.0.4.0 ft, ft, 64'6" No Ice 78.00 78.00 0.42 June 04, 2012 65 Ft Monopole Tower Structural Analysis CCI BU No 879934 Project Number 498517, Application 148366, 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 ft, ft, K ft ° ft tnxTower Report - version 6.0.4.0 4- 5/8" lightning rod C From Face 0.00 0.000 65' No Ice 0.50 0.50 0.01 0' 4' (2) PCSS065-19-2 w/ A From Leg 4.00 0.000 65' No Ice 6.24 3.35 0.04 Mount Pipe 0' -1' (2) PCSS065-19-2 w/ B From Leg 4.00 0.000 65' No Ice 6.24 3.35 0.04 Mount Pipe 0' -1' (2) PCSS065-19-2 w/ C From Leg 4.00 0.000 65' No Ice 6.24 3.35 0.04 Mount Pipe 0' -1' APXVSPP18-C-A20 w/ A From Leg 4.00 0.000 65' No Ice 8.50 6.95 0.08 Mount Pipe 0' -1' (2) 1900MHz RRH A From Leg 4.00 0.000 65' No Ice 2.91 3.80 0.09 (25MHz) 0' -1' (3) ACU -A20 -N A From Leg 4.00 0.000 65' No Ice 0.08 0.14 0.00 0' -1' IBC1900HB-2 A From Leg 4.00 0.000 65' No Ice 1.31 0.79 0.04 0' -1' APXVSPP18-C-A20 w/ B From Leg 4.00 0.000 65' No Ice 8.50 6.95 0.08 Mount Pipe 0' 1' (2) 1900MHz RRH B From Leg 4.00 0.000 65' No Ice 2.91 3.80 0.09 (25MHz) 0' -1' (3) ACU -A20 -N B From Leg 4.00 0.000 65' No Ice 0.08 0.14 0.00 0' 1' IBC1900HB-2 B From Leg 4.00 0.000 65' No Ice 1.31 0.79 0.04 0' -1' APXVSPP18-C-A20 w/ C From Leg 4.00 0.000 65' No Ice 8.50 6.95 0.08 Mount Pipe 0' -1' (2) 1900MHz RRH C From Leg 4.00 0.000 65' No Ice 2.91 3.80 0.09 (25MHz) 0' -1' (3) ACU -A20 -N C From Leg 4.00 0.000 65' No Ice 0.08 0.14 0.00 0' -1' IBC1900HB-2 C From Leg 4.00 0.000 65' No Ice 1.31 0.79 0.04 0' 1' T -Arm Mount [TA 602-3] C None 0.000 65' No Ice A1.59 11.59 0.77 (2) HBX-3319DS-VTM w/ A From Leg 1.00 0.000 56' No Ice 6.16 4.56 0.05 Mount Pipe 0' 0' (2) HBX-3319DS-VTM w/ B From Leg 1.00 0.000 56 No Ice 6.16 4.56 0.05 Mount Pipe 0' 0' (2) HBX-3319DS-VTM w/ C From Leg 1.00 0.000 56' No Ice 6.16 4.56 0.05 Mount Pipe 0' 0' Side Arm Mount [SO 102- C None 0.000. 56' No Ice 3.00 3.00 0.08 3] tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 Load.Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 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 Maximum Member Forces June 04, 2012. CCI BU No 879934 Page 10 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip -ft Minor Axis Moment kip -ft L1 65-49.75 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 2 -3.42 0.00 87.78 Max. Mx 20 -3.42 88.08 -0.23 Max. My 14 -3.42 0.00 -88.39 Max. Vy 20 -7.11 88.08 -0.23 Max. Vx 14 7.11 0.00 -88.39 Max. Torque 21 1.65 L2 49.75-0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 2 -7.99 0.00 495.45 Max. Mx 8 -7.99 -495.76 -0.31 Max. My 14 -7.99 0.00 -496.08 Max. Vy 8 8.49 -495.76 -0.31 Max. Vx 14 8.49 0.00 -496.08 Max. Torque 9 -1.65 tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Overturning Load K K K Comb. Moment, M. Pole Max. Vert 14 8.01 0.00 -8.47 Max. Hx 21 6.01 8.47 0.00 Max. HZ 3 6.01 0.00 8.47 Max. Mx 2 495.45 0.00 8.47 Max. Mx 8 495.76 -8.47 -0.00 Max. Torsion 21 1.64 8.47 0.00 Min. Vert 17 6.01 4.24 -7.34 Min. H. 9 6.01 -8.47 0.00 Min. H. 15 6.01 0.00 -8.47 Min. Mx 14 -496.08 0.00 -8.47 Min. M= 20 -495.76 8.47 -0.00 Min. Torsion 9 -1.64 -8.47 0.00 Tower Mast Reaction Summary June 04, 2012 CCI BU No 879934 Page 11 Load Vertical Shear„ Shear, Overturning Overturning Torque Combination Moment, Mx Moment, M. K K K kip -ft kip -ft kip -ft Dead Only 6.68 0.00 0.00 0.25 0.00 0.00 1.2 Dead+1.6 Wind 0 deg - 8.01 0.00 -8.47 -495.45 0.00 0.00 No Ice 0.9 Dead+1.6 Wind 0 deg - 6.01 0.00 -8.47 -491.41 0.00 0.00 No Ice 1.2 Dead+1.6 Wind 30 deg - 8.01 4.24 -7.34 -429.03 -247.88 0.82 No Ice 0.9 Dead+1.6 Wind 30 deg - 6.01 4.24 -7.34 -425.54 -245.82 0.82 No Ice 1.2 Dead+1.6 Wind 60 deg - 8.01 7.34 -4.24 -247.57 -429.34 1.41 No Ice 0.9 Dead+1.6 Wind 60 deg - 6.01 7.34 -4.24 -245.59 -425.77 1.42 No Ice 1.2 Dead+1.6 Wind 90 deg - 8.01 8.47 0.00 0.31 -495.76 1.63 No Ice 0.9 Dead+1.6 Wind 90 deg - 6.01 8.47 0.00 0.23 -491.64 1.64 No Ice 1.2 Dead+1.6 Wind 120 deg 8.01 7.34 4.24 248.19 -429.35, 1.41 -No Ice 0.9 Dead+1.6 Wind 120 deg 6.01 7.34 4.24 246.05 -425.78 1.42 - No Ice 1.2 Dead+1.6 Wind 150 deg 8.01 4.24 7.34 429.66 -247.89 0.82 -No lee 0.9 Dead+1.6 Wind 150 deg 6.01 4.24 7.34 426.01 -245.82 0.82 - No Ice 1.2 Dead+1.6 Wind 180 deg 8.01 0.00 8.47 496.08 0.00 0.00 -No Ice 0.9 Dead+1.6 Wind,180 deg 6.01. 0.00 8.47 491.88 0.0.0 0.00 - No Ice 1.2 Dead+1.6 Wind 210 deg 8.01 -4.24 7.34 429.66 247.89 -0.82 - No Ice . 0.9 Dead+1.6 Wind 210 deg 6.01 -4.24 7.34 426.01 245.82 -0.82 - No Ice 1.2 Dead+1.6 Wind 240 deg - 8.01 -7.34 4.24 248.19 429.35 -1.41 - No Ice 0.9 Dead+1.6 Wind 240 deg 6.01 -7.34 4.24 246.05 425.78 -1.42 - No Ice 1.2 Dead+1.6 Wind 270 deg 8.01 -8.47 0.00 0.31 495.76 -1.63 - No Ice 0.9 Dead+1.6 Wind 270 deg 6.01 -8.47 0.00 0.23 491.64 -1.64 - No Ice 1.2 Dead+1.6 Wind 300 deg 8.01 -7.34 -4.24 -247.57 429.34 - -1.41 - No Ice 0.9 Dead+1.6 Wind 300 deg 6.01 -7.34 -4.24 -245.59 425.77 =1.42 tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 June 04, 2012 CCI BU No 879934 Page 12 Load Vertical Shear. Shear, Overturning Overturning Torque Combination Moment, M. Moment, M, K K K kip -ft kip -ft kip -ft - No Ice 1.2 Dead+1.6 Wind 330 deg 8.01 -4.24 -7.34 -429.03 247.88 -0.82 - No Ice 0.9 Dead+1.6 Wind 330 deg 6.01 -4.24 -7.34 -425.54 245.82 -0.82 - No Ice Dead+Wind 0 deg - Service Dead+Wind 30 deg - Service Dead+Wind 60 deg - Service Dead+Wind 90 deg - Service Dead+Wind 120 deg - Service Dead+Wind 150 deg - Service Dead+Wind 180 deg - Service Dead+Wind 210 deg - Service Dead+Wind 240 deg - Service Dead+Wind 270 deg - Service Dead+Wind 300 deg - 6.68 0.00 -2.36 -137.34 0.00 0.00 6.68 1.18 -2.04 -118.90 -68.80 0.23 6.68 2.04 -1.18 -68.54 -119.17 0.40 6.68 2.36 0.00 0.26 -137.60 0.46 6.68 2.04 1.18 69.06 -119.17 0.40 6.68 1.18 2.04 119.43 -68.80 0.23 6.68 0.00 2.36 137.86 0.00 0.00 6.68 -1.18 2.04 119.43 68.80 -0.23 6.68 -2.04 1.18 69.06 119.17 -0.40 6.68 -2.36 0.00 0.26 137.60 -0.46 6.68 -2.04 -1.18 -68.54 119.17 -0.40 Service Dead+Wind 330 deg - 6.68 -1.18 -2.04 -118.90 68.80 -0.23 Service Solution Summary I tnxTower Report - version 6.0.4.0 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 -6.68 0.00 0.00 6.68 0.00 0.000% 2 0.00 -8.01 -8.47 0.00 8.01 8.47 0.000% 3 0.00 -6.01 -8.47 0.00 6.01 8.47 0.000% 4 4.24 -8.01 -7.34 -4.24 8.01 7.34 0.000% 5 4.24 -6.01 -7.34 -4.24 6.01 7.34 0.000% 6 7.34 -8.01 -4.24 -7.34 8.01 4.24 0.000% 7 7.34 -6.01 -4.24 -7.34 6.01 4.24 0.000% 8 8.47 -8.01 0.00 -8.47 8.01 -0.00 0.000% 9 8.47 -6.01 0.00 -8.47 6.01 0.00 0.000% 10 7.34 -8.01 4.24 -7.34 8.01 -4.24 0.000% 11 7.34 -6.01 4.24 -7.34 6.01 -4.24 0.000% 12 4.24 -8.01 7.34 -4.24 8.01 -7.34 0.000% 13 4.24 -6.01 7.34 -4.24 6.01 -7.34 0.000% 14 0.00 -8.01 8.47 0.00 8.01 -8.47 0.000% 15 0.00 -6.01 8.47 0.00 6.01 -8.47 0.000% 16 -4.24 -8.01 7.34 4.24 8.01 -7.34 0.000% 17 -4.24 -6.01 7.34 4.24 6.01 -7.34 0.000% 18 -7.34 -8.01 4.24 7.34 8.01 -4.24 0.000% 19 -7.34 -6.01 4.24 7.34 6.01 -4.24 0.000% 20 -8.47 -8.01 0.00 8.47 8.01 -0.00 0.000% 21 -8.47 -6.01 0.00 8.47 6.01 0.00 0.000% 22 - -7.34 -8.01 -4.24 7.34 8.01 4.24 0.000% 23 -7.34 -6.01 -4.24 7.34 6.01 4.24 0.000% 24 -4.24 -8.01 -7.34 4.24 8.01 7.34 0.000% 25 -4.24 -6.01 -7.34 4.24 6.01 7.34 0.000% 26 0.00 -6.68 -2.36 0.00 6.68 2.36 0.000% 27 1.18 -6.68 -2.04 -1.18 6.68 2.04 0.000% 28 2.04 -6.68 -1.18 -2.04 6.68 1.18 0.000% 29 2.36 -6.68 0.00 -2.36 6.68 -0.00 0.000% 30 2.04 -6.68 1.18 -2.04 6.68 -1.18 0.000% 31 1.18 -6.68 2.04 -1.18 6.68 -2.04 0.000% 32 0.00 -6.68 2.36 0.00 6.68 -2.36 0.000% 33 -1.18 -6.68 2.04 1.18 6.68 -2.04 0.000% 34 -2.04 -6.68 1.18 2.04 6.68 -1.18 0.000% 35 -2.36 -6.68 0.00 2.36 6.68 -0.00 0.000% tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 June 04, 2012 CC/ BU No 879934 . Page 13 Non -Linear Convergence Results Load Combination Converged? Sum of Applied Forces Displacement Tolerance Force Tolerance Sum of Reactions Yes Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 36 -2.04 -6.68 -1.18 2.04 6.68 1.18 0.000% 37 -1.18 -6.68 -2.04 1.18 6.68 2.04 0.000% Non -Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00015562 3 Yes 4 0.00000001 0.00003622 4 Yes 5 0.00000001 0.00079606 5 Yes 5 0.00000001 0.00031118 6 Yes 5 0.00000001 0.00063955 7 Yes 5 0.00000001 0.00024200 8 Yes 5 0.00000001 0.00022077 , 9 Yes 5 0.00000001 0.00009152 10 Yes 5 0.00000001 0.00085842 11 Yes 5 0.00000001 0.00033831 12 Yes 5 0.00000001 0.00067040 13 Yes 5 0.00000001 0.00025471. 14 Yes 4 0.00000001 0.00015587 15 Yes 4 0.00000001 0.00003660. 16 Yes 5 0.00000001 0.00067040 17 Yes 5 0.00000001 0.00025471 18 Yes 5 0.00000001 0.00085842 19 Yes 5 0.00000001 0.00033831 20 Yes 5 0.00000001 0.00022077 21 Yes 5 0.00000001 0.00009152 22 Yes 5 0.00000001 0.00063955 23 Yes 5 0.00000001 0.00024200 24 Yes 5 0.00000001 0.00079606 25 Yes 5 0.00000001 0.00031118 26 Yes 4 0.00000001 0.00000001 27 Yes 5 0.00000001 0.00003351 28 Yes 4 0.00000001 0.00071881 29 Yes 4 0.00000001 0.00074360 30 Yes 5 0.00000001 0.00004120 31 Yes 4 0.00000001 0.00068205 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00068205 34 Yes 5 0.00000001 0.00004120 35 Yes 4 0.00000001 0.00074360 36 Yes 4 0.00000001 0.00071881 37 Yes 5 0.00000001 0.00003351 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o° L1 65-49.75 11.615 32 1.484 0.018 L2 52-0 7.719 32 1.347 0.012 Critical Deflections and Radius of Curvature Service Wind tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 June 04, 2012 CCI BU No 879934 Page 14 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load No. Load in Comb. ° L1 - Curvature ft 14 5.328 0.064 Comb. in 27.755 ° R 65' 5/8" lightning rod 32 11.615 1.484 0.018 4472 64'6" (60) Palm Tree Fronds 32 11.458 1.479 0.018 4472 56' (2) HBX-3319DS-VTM w/ Mount 32 8.847 1.396 0.013 2487 Pipe Maximum Tower Deflections - Design Wind Section Elevation Horn. Gov. Tilt Twist No. Twist Deflection Load No. ft in Comb. ° L1 - 65-49.75 41.741 14 5.328 0.064 L2 52-0 27.755 14 4.843 0.041 Critical Deflections and Radius of Curvature - Design Wind Elevation ' Appurtenance Gov. Deflection Tilt Twist Radius of Ratio No. Load M- Curvature ft Muy Comb. in ° ° ft 65' 5/8" lightning rod 14' 41.741 5.328 0.064 1263 64'6" (60) Palm Tree Fronds 14 41.176 5.312 0.063 1263 56' (2) HBX-3319DS-VTM w/ Mount 14 31.805 5.018 0.048 701 Pipe Compression Checks Pole Design Data Section Elevation Size L L„ K11r A P. Ratio No. P. ft It ft int K K Wn L1 65 - 49.75 (1) TP16.639xl4x0.25 163" 0' 0.0 12.695 -3.42 943.23 0.004 L2 49.75-0(2) TP24.75xl5.7496x0.25 52' 0' 0.0 19.440 -7.99 1444.35 0.006 8 Pole Bending Desi n Data Section Elevation Size M. OM„X Ratio M„ y W„ y Ratio No. M- Muy ft kip -ft kip -fl 0/14- Kip -It kip -ft 0M,,,. L1 65 - 49.75 (1) TP16.639xl4x0.25 88.39 307.95 0.287 0.00 307.95 0.000 L2 49.75-0(2) TP24.75xl5.7496x0.25 496.08 725.98 0.683 - 0.00 725.98 0.000 ' Pole Shear Design Data tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 June 04, 2012 CCI BU No 879934 Page 15 'Pole .lntehaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Section Elevation Size Actual mV„ Ratio Actual V. Ratio No. Stress Vu ft Vo Tu 29.1 Tu T„ ft K K mVn kip -ft kip -ft �T„ L1 65 - 49.75 (1) TP16.639xl4x0.25 7.11 471.61 0.015 0.00 616.66 0.000 L2 49.75-0(2) TP24.75xl 5.7496x0.25 8.49 722.17 0.012 0.00 1453.72 0.000 'Pole .lntehaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Type P. M,,, M„ y V. T Stress Stress Pole ft �Pn OKIM 29.1 V T„ Ratio Ratio L1 65 - 49.75 (1) 0.004 0.287 0.000 0.015 0.000 0.291 1.000 4.8.2 Summary ✓ L2 49.75-0(2) 0.006 0.683 0.000 0.012 0.000 0.689 1.000 68.9 Pass 4.8.26/ Section.Capacity Table Section Elevation Component Size Critical P 0Pao„, % Pass No. ft Type Element K K Capacity Fail L1 65-49.75 Pole TP16.639xl4x0.25 1 -3.42 943.23 29.1 Pass L2 49.75-0 Pole TP24.75x15.7496x0.25 2 -7.99 1444.35 68.9 Pass Summary Pole (1-2) 68.9 Pass RATING = 68.9 Pass tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 6.0.4.0 June 04, 2012 CCI BU No 879934 Page 16 (PROPOSED) (3) 1-1/4" TO 65 FT LEVEL (INSTALLED) (6) 7/8" TO 65 FT LEVEL El BUSINESS UNIT: 879934 TOWER ID: C-BASELEVEL t (INSTALLED) (6) 7/8" TO 56 FT LEVEL 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 6.0.4.0 June 04, 2012 CCI BU No 879934 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 BUM 879934 Site Name: FIRE STATION #32 App #: 148366 Loads Already Factored or For P (DL) 4227.16 --Disregard <-Disregard 1.3 Pier Pier Diameter = 5.0 ft Concrete Area = 2827.4 in Reinforcement: ' Clear Cover to Tie= 4.00 In Horiz. Tie Bar Size=j 4 Vert. Cage Diameter = 4.16 ft Vert. Cage Diameter = 49.87 in Vertical Bar Size =0 Bar Diameter = 1.13 in Bar Area = 1 in - Number of Bars = 16 As Total= 16 in A s/ Aconc, Rho: 0.0057 0.57% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural. Tension Controlled. Shafts: (3)*(Sg rt(f c)/Fy: 0.0027 200 / Fy: 0.0033 IBC 1810.1.2: 0.0050 SDC D, E, or F Governing: 0.0050 0.50% ACI 10.8 and 10.9 Min As for Columns. Comp. Controlled, Shafts: Min As: 0.0100 1.00% Minimum Rho Check: Actual Req'd Min. Rho: I 0.50% Flexural Provided Rho: 0.57% OK Ref. Shaft Max Axial Caoacities. (b Max(Pn or Tn): Max Pu = (q)=0.65) Pn. Pn per ACI 318 10-2 4227.16 1 kips at Mu=(4)=0.65)Mn= 1806.76 ft -kips Comp. Reinforcement yield strain = 0.00207 Limiting compressive strain =F MaxTu,_(,p=0.9)Tn=j 864 1 kips at Mu=4P=(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 539.4831 8 Comp. * Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu:j Pu: 539.4831 ft -kips kips 1.00 8 Material Pro erties Case 2 Concrete Comp. strength, f = 3000 psi Reinforcement yield strength, Fy = 60 ksi Reinforcing Modulus of Elasticity, E = 29000 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain =F 0.003 ACI 318 Code Select Analysis ACI Code= 2005 Seismic Properties Seismic Design Category = D Seismic Risk = High Solve <- Press Upon Completing All Input Run Results: Governing Orientation Case: 1 Case 1 Case 2 Dist. From Edge to Neutral Axis: 9.98 in Extreme Steel Strain, et: 0.0135 et > 0.0050, Tension Controlled Reduction Factor,q: 0.900 Output Note: Negative Pu=Tension ` For Axial Compression, (p Pn = Pu: Drilled Shaft Moment Capacity, q)Mn: Drilled Shaft Superimposed Mu: <- Comment Box 8.00 kips 1746.03 ft -kips 539.48 ft -kips (Mu/tpMn, Drilled Shaft Flexure CSR: 1 30.90% Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 6/4/2012 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA ReV G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data BU#: 879934 Site Name: FIRE STATION #32 App #: 148366 Pole Manufacturer:Other Anchor Rod Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: 6 in ksi ksi lin 2.25 A615 -J 100 75 1 31.75 Plate Data Diam: Thick: Grade: Single -Rod B-eff: 38.5 in in ksi in 2.25 50 13.09 Stiffener Data (Welding at both sides) Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade: Weld str.: 0 in *" degrees <-- Disregard in in in in in ksi , ksi 0.25 65 18 80 1 0 Shear, Vu: 8 kips Eta Factor, n 0.5 TIA G (Fig. 4-4 Pole Data Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 24.75 in in ksi "0" IF Round ksi "0., if None 0.25 65 18 80 1 0 If No stiffeners, Criteria: I AISC LRFDJ<-Only Applcable to Unstiffened Cases Reactions Ri id Mu: 496 ft -kips Axial, Pu: 8 kips Shear, Vu: 8 kips Eta Factor, n 0.5 TIA G (Fig. 4-4 If No stiffeners, Criteria: I AISC LRFDJ<-Only Applcable to Unstiffened Cases Anchor Rod Results Ri id Max Rod (Cu+ Vu/1): 129.0 KipsAISC LRFD Allowable Axial, 4)*Fu*Anet: 260.0 Kips cp'Tn Anchor Rod Stress Ratio: 49.6% Pass Base Plate Results Flexural Check Rigid Base Plate Stress: 17.6 ksi AISC LRFD Allowable Plate Stress: 45.0 ksi rp'F Base Plate Stress Ratio: 39.0% Pass Y.L. Length: n/a 19.89 n/a Stiffener Results Horizontal Weld: n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a Plate Tension+Shear, ft/Ft+(fv/Fv)^2 n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a ' 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 6/4/2012 Monopole Drilled Pier Checks capacity of a single drilled shaft foundation for a monopole per TIA-222-G BU#: 879934 Site Name: FIRE STATION #32 App Number: 148366 Factored Design Reactions Shear, S: 8.00 kips Moment, Mt: 496.00 ft -kips Tower Weight, Wt: 8.00 kips Tower Height, H: 65 ft Base Diameter, BD: 24.75 in Foundation Dimensions Caisson Diameter, CD: 5.0 ft Ext. Above Grade, E: 0.5 ft Depth Below Grade, L: 17.5 ft Neglected Depth, N: 3.0 It Rebar Size, Sp: 9 16.00 Rebar Quantity, mp: 16 Pier moment capacity (k -ft): Tie Size, 4 OK Material Properties " Reber Tensile, F : 60 ksi Concrete Strength, Fc: 3000 psi Concrete Density, 6x: 150 pd Clear Cover, cc: 4 in Soil Properties Soil Unit Weight, y:1 105 pd Ultimate Gross Bearing, Bc: 1 8.250 ksf Seismic Design Cat, z:1 D Caisson Analysis Depth to Zero Shear. 5.2 ft Max Moment: 539.48 ft -kips Overturning FOS: 3.53 0 CCAos TLE ACI 318 Version: 2005 Design Checks Capacity/ Availability, Demand/ Limits Check Bearing Pressure (ksr): 6.19 3.11 OK Minimum Req'd Dia. (ft): 5.00 3.56 OK Rebar Area (in'): 16.00 14.14 OK Pier moment capacity (k -ft): 1746.03 539.48 OK Rebar spacing (in)71 8.66 2 < Bs <18 OK Development Length (in): 143.87 39.54 OK Soil moment capacity (FOS): 3.53 1.33 OK Depth I IShear I IMoment 1.8 ft I I8.2 kips I 511.9111 -kips 3.6 ft I 7.8 kips I 526.6 ft -kips 5.4111 1 -1.1 kips I 533.2 ft -kips F. Assume 0.33% Minlmum Steel? Pier. 30.9% Soil: 37.8% Monopole Drilled Pier (Caisson) Rev G Version 1.3 Effective Date: 04/26/2012 879934_FND.txt CAISSON Version 10.40 10:15:15 AN Wednesday, may 30, 2012 Crown Castle USA 444QQ444444Q44Q4 Q O444Q444444OQAQAQ444QROQO44R4AQ4QRQAQAQ.QQ000QQ4d4Q4Q4Q4 RQAAQ.A444Q4444QQ44Q.AQAA 44 ° CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2010 e 4 4ORQQ44A44AAOROAAQRQAQ4AdQ4Q4RA QAQ.QAAAA444AQAA.AQ44AAAOR4AQ4Q4404AQ4444....RQ.QOAAQ44QAQQ44444444 Project Title: Bu #879934 Project Notes: Calculation method: Full SCD 44.44°4 IN PUT DATA Pier Properties Diameter Distance Concrete, Steel of Top of Pier Strength yield above Ground Strength (ft) (ft) (ksi) (ksi) ------------------------------------------------ 5.00 0.50 3.00 60.00 Soil Properties Layer Type Thickness Depth at Top Density CU KP PHI Arm to Top of Pier of Layer (ft) (ft) (lbs/ftA3) (psf) (deg) ---------------------------------------------------------------------------------------- 1 Clay 3.00 0.00 105.0 3.00 2 Sand 11.00 3.00 105.0 2.770 28.00 3 Sand 3.50 14.00 105.0 3.000 30.00 Design (Factored) Loads at Top of Pier moment Axial Shear Additional Safety Load Load Factor Against Soil Failure (ft -k) (kips) (kips) 496.0 8.0 8.00 3.53 440°444 R E S U L T S Calculated Pier Properties Length weight End Bearing Pressure (ft) (kips) (psf) --------------------------------- 18.000 53.014 407.4 Ultimate Resisting Forces Along Pier Type Distance of Top of Laxer Thickness Density CU KP Force Arm to Top of Pier '-------------------------------------------------------------------------------------------------- (ft) (ft) (lbs/ftA3) (psf) (kips) (ft) C1ay 0.50 3.00 105.0 0.00 2.00 Sand 3.50 9.99 105.0 2.770 348.60 9.54 Sand 13.49 1.01 105.0 2.770 -59.29 14.00 Sand 14.50 3.50 105.0 3.000 -260.47 16.31 Shear and moments Along Pier Distance below Shear moment Top of Pier (with Safety Factor) - (with safety Factor) (ft) (kips) (ft -k) ------------------------------------------------------------------ 0.00 ' 28.8 1755.1 1.80 28.8 1807.0 3.60 27.5 1858.8 5.40 -3.9 1882.2 7.20 -49.4 1836.3 9.00 -109.1 1695.7 10.80 -182.9 1435.0 12.60 -270.9 1028.7 14.40 -266.6 499.0 16.20 -141.2 129.4 18.00 0.0 0.0 Shear Moment (without Safety Factor) (without Safety Factor)) (kips) (ft -k) -------------------------------------------------- 8.2 497.2 8.2 511.9 7.8 526.6 -1.1 533.2 -14.0 520.2 -30.9 480.4 -51.8 406.5 -76.7 291.4 -75.5 141.4 -40.0 36.6 0.0 0.0 Page 1 Date: June 04, 2012 Robert Anslow Crown Castle 5350 Nord 48th Street, Suite 305 Chandler, AZ 85226 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co -Locate Carrier Site Number: Crown Castle Designation: Engineering Firm Designadon: Site Data: Dear Robert Anslow, Ll CASTLE Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 (724} 416-2509 Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number. Crown Castle Application Number: Crown Castle Project Number: RV54XC488 879934 FIRE STATION #32 188426 498517 148366 Rev. 2 498517 78136 Francis Hack Lane, La Quinta, Riverside County, CA Latitude 330 40'16.81", Longitude -1960 18' 5.04" 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 498517, in accordance with application 148366, 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: ExlstIng + 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 local code requirements based upon a wind speed of 85 mph 3 -second gust, exposure category C with topographic category 1 and crest height of 0 feet 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: 'p Respectfully submitted by: Douglas K. Pineo, P.E. Manager Structural Design tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, 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 tnxTower Report - version 6.0.4.0 June 04, 2012 CCI BU No 879934 Page 2 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 1) INTRODUCTION June 04, 2012 CCI BU No 879934 Page 3 This tower is a 65 ft Monopole tower designed by Aerial/PJF in November of 2011. The tower was originally designed for a wind speed of 75 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 with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Mounting Center Number Antenna Mounting Number Feed Number Feed Antenna Mounting' ., Line Number . Antenna Antenna Model Number Feed Note Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note (ft) Antennas tower mounts T -Arm Mount [TA 602-3] Lines Size (in) 1 65.0 64.0 6 alcatel lucent 1900MHz RRH (65MHz) 6 7/8 2 9 rfs celwave ACU -A20 -N w/ Mount Pipe 65.0 64.0 3 1-1/4 - APXVSPP18-C-A20 3 rfs celwave w/ Mount Pipe 56.0 56.0 12 7/8 w/ Mount Pipe 1 tower mounts Side Arm Mount 3 rfs celwave IBC1900HB-2 Table 2 - Existing and Reserved Antenna and Cable Information Mounting Center Line Number Antenna Mounting Number Feed Number Feed Antenna Level (ft) Elevation. of Manufacturer Antenna Model of Feed Line Note 65 (ft) Antennas COMSAT PCS A-065-19 - - 55 Lines Size (in) DAPA 48000 - - 65.0 1 tower mounts T -Arm Mount [TA 602-3] - - 1 65.0 64.0 6 csa wireless PCSS065-19-2 6 7/8 2 w/ Mount Pipe 6 andrew HBX-3319DS-VTM w/ Mount Pipe 56.0 56.0 12 7/8 1 1 tower mounts Side Arm Mount [SO 102-3] Notes: 1) Existing Equipment 2) Equipment To Be Removed Table 3 - Design Antenna and Cable Information tnxTower Report - version 6.0.4.0 Center Mounting Line Number Number Feed Antenna Level (ft) Elevation of Antenna Model of Feed Line Manufacturer (ft) Antennas Lines Size (in) 65 65 12 COMSAT PCS A-065-19 - - 55 55 12 DAPA 48000 - - tnxTower Report - version 6.0.4.0 June 04, 2012 65 Ft Monopole Tower Structural Analysis CCI BU No 879934 Project Number 498517, Application 148366, Revision 2 Page 4 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source 4 -GEOTECHNICAL REPORTS ATC 1577428 CCISITES 4 -TOWER FOUNDATION Aerial/PJF 2056740 CCISITES DRAWINGS/DESIGN/SPECS 49.75-0 Pole TP24.75x15.7496x0.25 2 -7.34 1444.35 4 -TOWER MANUFACTURER Aerial/PJF 2056739 CCISITES DRAWINGS Summary 4 -TOWER STRUCTURAL Pole (1-2) ANALYSIS REPORTS Aerial/PJF 2342608 CCISITES 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 Table 5 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical ' Element P (K) SF•P_allow (K) % Capacity Pass / Fail L1 65-49.75 Pole TP16.639x14x0.25 1 -3.03 943.23 25.1 Pass L2 49.75-0 Pole TP24.75x15.7496x0.25 2 -7.34 1444.35 60.2 Pass Summary Pole (1-2) 60.2 Pass Rating = 60.2 Pass s tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 Table 6 - Tower Component Stresses vs. Capacity — LC5 June 04, 2012 CCI BU No 879934 Page 5 Notes d Component �I Elevation (ft). % Capacity _ Pass I Fail 1 Anchor Rods 0 43.4 Pass 1 Base Plate 0 34.1 Pass 1 Base Foundation Soil Interaction 0 33.8 Pass Structure Rating (m" from all components) = 60.2% Noies: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 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. tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 6.0.4.0 June 04, 2012 CCI BU No 879934 Page 6 65.0 It 49.8 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 5/8' lightning rod 65 (2) 1900MHz RRM65MHz 65 APXVSPP18-GA20 wl Mount Pipe 65 (3) ACLLA20-N !D ,n rel ISC19DOMB-2 65 (3) ACLLA20-N 65 T -Arm Mount frA 602.31 65 ISC1900HS2 65 (60) Palm Tres Fronds 64.5 APXVSPP78-C-A20 w/ Mount Pipe 65 (2) HB%-3319DSVrM wl Mount Pipe 56 (2) 1900MItz RRH (65MHz) 65 (2) HBX-3319DSViM wl Mount Pipe 56 (3) ACLLA20-N 65 W N 58 Iact.0Ha-2 165, Side Aum Mount [SO 102.31 58 APXVSPP184—A20 wl Mount Pipe 165 fV N O O N m O N N N O N m 0 v � J G G Q O Fy O 65.0 It 49.8 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 5/8' lightning rod 65 (2) 1900MHz RRM65MHz 65 APXVSPP18-GA20 wl Mount Pipe 65 (3) ACLLA20-N 65 (2) 1900MHz RRH (65MHz) 65 ISC19DOMB-2 65 (3) ACLLA20-N 65 T -Arm Mount frA 602.31 65 ISC1900HS2 65 (60) Palm Tres Fronds 64.5 APXVSPP78-C-A20 w/ Mount Pipe 65 (2) HB%-3319DSVrM wl Mount Pipe 56 (2) 1900MItz RRH (65MHz) 65 (2) HBX-3319DSViM wl Mount Pipe 56 (3) ACLLA20-N 65 (2) HBX-3319E. wl MOunt Pipe 58 Iact.0Ha-2 165, Side Aum Mount [SO 102.31 58 APXVSPP184—A20 wl Mount Pipe 165 MATERIAL STRENGTH GRADE I FyFu GRADE Fy Fu A572.65 165 ksi 80 ksi 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 Category 1 with Crest Height of 0' 7. TOWER RATING: 60.2% ALL REACTIONS ARE FACTORED MOMENT 433 kip -ft TORQUE 2 k/p-ft REACTIONS - 85 mph WIND Crown Castle ARIA{/ N 2000 Corporate Drive E Canonsburg, PA 15317 We Are Solutions Phone: (724) 416-2509 FAX: - b: BU #879934 Pro)ect: Client: Crown Castle Drawn by AMrkajiC Apr& Code: TIA-222-G Dale: 05/30/12 Scale: NTS Path: Dwg No. E-1 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 Tower. Input Data June 04, 2012 CCI BU No 879934 Page 7 There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 3) Tower is located in Riverside County, California. 4) Basic wind speed of 85 mph. 5) Structure Class II. 6) Exposure Category C. 7) Topographic Category 1. 8) Crest Height 0'. 9) Deflections calculated using a wind speed of 60 mph. 10) A non-linear (P -delta) analysis was used. 11) Pressures are calculated at each section. 12) Stress ratio used in pole design is 1. 13) 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 Options tions 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 SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check _ _ Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in I L1 65'-49'9" 15'3" 2'3" 18 14.0000 16.6390 0.2500 1.0000 A572-65 int in L1 14.2160 10.9106 260.6108 4.8812 7.1120 36.6438 521.5646 (65 ksi) L2 49'9"-0' 52' 16.8957 18 15.7496 24.7500 0.2500 1.0000 A572-65 9.954 L2 16.3880 12.2990 373.2924 5.5024 8.0008 46.6568 747.0760 6.1507 2.3319 (65 ksi) tnxTower Report - version 6.0.4.0 Tapered Pole Properties wR Section Tip Dia. Area I r C I/C J It/Q w in int in° in in in' in° int in L1 14.2160 10.9106 260.6108 4.8812 7.1120 36.6438 521.5646 5.4563 2.0240 8.096 16.8957 13.0047 441.3079 5.8181 8.4526 52.2097 883.1966 6.5036 2.4885 9.954 L2 16.3880 12.2990 373.2924 5.5024 8.0008 46.6568 747.0760 6.1507 2.3319 9.328 25.1318 19.4408 1474.2890 8.6975 12.5730 117.2583 2950.5180 9.7222 3.9160 15.664 tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 June 04, 2012 CCI BU No 879934 Page 8 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mutt. Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Shield' (per face) in A, Spacing Spacing L1 65'-49'9" n Leg 0.0000 Diagonals Horizontals R ft, in pH in in L165'-49'9" No x 1 1 1 L2 49'9"-0' 1.08 1 1 1 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight Sectio or Shield' Type in Number Out Face L1 65'-49'9" n Leg 0.0000 ft2 ft ft, ftl/ft pH 1-1131 14-1-081,14-M5,1(1 C No Inside Pole 65'- 0' 3 No Ice 0.00 1.08 114") B 0.000 0.000 0.000 0.000 0.00 AL5-50(7/8) C No Inside Pole 56'- 0' 12 No Ice 0.00 0.26 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation ft in in In Face Out Face L1 65'-49'9" n ft 0.0000 ft2 ftZ ft, ftZ_ K L1 65'-49'9" 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 0.07 L2 49'9"-0' A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.32 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ke Section Record No. Ice Ice ft 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 Shielding Factor Ka Tower Feed Line Description Feed Line Ke Ke Section Record No. Segment No lce I Ice I Elev. Discrete Tower Loads' Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg lateral t Vert ft ft fe ft, K ft o ft (60) Palm Tree Fronds C From Face 0.00 0.000 0' 4- tnxTower Report - version 6.0.4.0 64-&- No Ice 78.00 78.00 0.42 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 June 04, 2012 . CCI BU No 879934 Page 9 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horn Adjustmen Front Side Leg Lateral t Vert ft ft ft, ft, K ft ° ft 5/8" lightning rod C From Face 0.00 0.000 65' No Ice 0.50 0.50 0.01 0' 4' APXVSPPI8-C-A20 w/ A From Leg 4.00 0.000 65' No Ice 8.50 6.95 0.08 Mount Pipe 0' -1' (2) 1900MHz RRH A From Leg 4.00 0.000 65' No Ice 2.70 2.77 0.06 (65MHz) .01 (3) ACU -A20 -N A From Leg 4.00 0.000 65' No Ice 0.08 0.14 0.00 0' 1' IBC1900HB-2 A From Leg 4.00 0.000 65' No Ice 1.31 0.79 0.04 0' -1' APXVSPPI8-C-A20 w/ B From Leg 4.00 0.000 65' No Ice 8.50 6.95 0.08 Mount Pipe 0' -1' (2) 1900MHz RRH B From Leg 4.00 0.000 65' No Ice 2.70 2.77 0.06 (65MHz) 0' -1' - (3) ACU -A20 -N B From Leg 4.00 0.000 65' No Ice 0.08 0.14 0.00 0' 1 IBC1900HB-2 B From Leg 4.00 0.000 65' No Ice 1.31 0.79 0.04 0' -1' APXVSPPI8-C-A20 w/ C From Leg 4.00 0.000 65' No Ice 8.50 6.95 0.08 Mount Pipe 0' -1' (2) 1900MHz RRH C From Leg 4.00 0.000 65' No Ice 2.70 2.77 0.06 (65MHz) 0' -1' (3) ACU -A20 -N C From Leg 4.00 0.000 65' No Ice 0.08 0.14 0.00 0' -1' IBC1900HB-2 C From Leg 4.00 0.000 65' No Ice 1.31 0.79 0.04 0' -1' T -Arm Mount [TA 602-3] C None 0.000 65' No Ice 11.59 11.59 0.77 (2) HBX-3319DS-VTM w/ A From Leg 1.00 0.000 56' No Ice 6.16 4.56 0.05 Mount Pipe 0' 0' (2) HBX-3319DS-VTM w/ B From Leg 1.00 0.000 56' No Ice 6.16 4.56 0.05 Mount Pipe 0' 0' (2) HBX-3319DS-VTM w/ C From Leg 1.00 0.000 56' No Ice 6.16 4.56 0.05 Mount Pipe 0' 0' Side Arm Mount [SO 102- C None 0.000 56' No lce 3.00. 3.00 0.08 3] Load Combinations' Comb. Description No. 1 Dead Only tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 Comb. Description No. ` 2 1.2 Dead+1.6 Wind 0 deg - No Ice 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 Maximum Member forces June 04, 2012 CCI BU No 879934 Page 10 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type 0.00 Load 2 Moment Moment No. Max. Mx 20 Comb. K kip -ft kip -ft L1 65-49.75 Pole Max Tension 1 0.00 0.00 0.00 -433.01 -0.31 Max. Compression 2 -3.03 0.00 75.77 Max. Torque 21 Max. Mx 8 -3.03 -76.07 -0.24 Max. My 14 -3.03 0.00 -76.37 Max. Vy 8 6.11 -76.07 -0.24 Max. Vx 14 6.11 0.00 -76.37 Max. Torque 21 1.65 • . L2 49.75-0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 2 -7.34 0.00 432.70 Max. Mx 20 -7.34 433.01 -0.31 Max. My 14 -7.34 0.00 -433.33 Max. Vy 8 7.56 -433.01 -0.31 Max. Vx 14 7.56 0.00 -433.33 Max. Torque 21 1.65 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 14 7.35 0.00 -7.55 tnxTower Report - version 6.0.4.0 June 04, 2012 65 Ft Monopole Tower Structural Analysis CCI BU No 879934 Project Number 498517, Application 148366, Revision 2 Page 11 Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Torque Max. H. 21 5.51 7.55 0.00 Max. HZ 3 5.51 0.00 7.55 Maio. M, 2 432.70 0.00 7.55 Max. MZ 8 433.01 -7.55 0.00 Max. Torsion 21 1.64 7.55 0.00 Min. Vert 13 5.51 -3.77 -6.53 Min. H■ 9 5.51 -7.55 0.00 Min. HZ 15 5.51 0.00 -7.55 Min. M■ 14 -433.33 0.00 -7.55 Min. MZ 20 -433.01 7.55 0.00 Min. Torsion 9 -1.64 -7.55 0.00 tnxTower Report - version 6.0.4.0 Tower Mast Reaction Summary Torque Load Vertical Shear, Shear, Overturning Overturning Combination Moment, M. Moment, M, K K K kip -ft kip -ft kip -ft Dead Only 6.13 0.00 0.00 0.25 0.00 0.00 1.2 Dead+1.6 Wind 0 deg - 7.35 0.00 -7.55 -432.70 0.00 0.00 No Ice 0.9 Dead+1.6 Wind 0 deg - 5.51 0.00 -7.55 -429.64 0.00 0.00 No Ice 1.2 Dead+1.6 Wind 30 deg - 7.35 3.77 -6.53 -374.69 -216.50 0.82 No Ice 0.9 Dead+1.6 Wind 30 deg - 5.51 3.77 -6.53 -372.05 -214.94 0.82 No Ice 1.2 Dead+1.6 Wind 60 deg - 7.35 6.53 -3.77 -216.20 -375.00 1.42 No Ice 0.9 Dead+1.6 Wind 60 deg - 5.51 6.53 -3.77 -214.71 -372.28 1.42 No Ice 1.2 Dead+1.6 Wind 90 deg - 7.35 7.55 0.00 0.31 -433.01 1.64 No Ice 0.9 Dead+1.6 Wind 90 deg - 5.51 7.55. 0.00 0.23 -429.88 1.64 No Ice 1.2 Dead+1.6 Wind 120 deg 7.35 6.53 3.77 216.82 -375.00 1.42 - No Ice 0.9 Dead+1.6 Wind 120 deg 5.51 6.53 3.77 215.17 -372.29 1.42 - No Ice 1.2 Dead+1.6 Wind 150 deg 7.35 3.77 6.53 375.31 -216.51 0.82 -No Ice 0.9 Dead+1.6 Wind 150 deg 5.51 3.77 6.53 372.51 -214.94 0.82 - No Ice 1.2 Dead+1.6 Wind 180 deg 7.35 0.00 7.55 433.33 0.00 0.00 - No Ice 0.9 Dead+1.6 Wind 180 deg 5.51 0.00 7.55 430.11 0.00 0.00 - No Ice 1.2 Dead+1.6 Wind 210 deg 7.35 -3.77 6.53 375.31 216.51 -0.82 - No Ice 0.9 Dead+1.6 Wind 210 deg 5.51 -3.77 6.53 372.51 214.94 -0.82 - No Ice 1.2 Dead+1.6 Wind 240 deg 7.35 -6.53 3.77 216.82 375.00 -1.42 - No Ice 0.9 Dead+1.6 Wind 240 deg 5.51 -6.53 3.77 215.17 372.29 -1.42 - No Ice 1.2 Dead+1.6 Wind 270 deg 7.35 -7.55 0.00 0.31 433.01 -1.64 - No Ice 0.9 Dead+1.6 Wind 270 deg 5.51 -7.55 0.00 0.23 429.88 -1.64 - No Ice 1.2 Dead+1.6 Wind 300 deg 7.35 -6.53 -3.77 -216.20 375.00 -1.42 - No Ice 0.9 Dead+1.6 Wind 300 deg 5.51 -6.53 -3.77 -214.71 372.28 -1.42 - No Ice 1.2 Dead+1.6 Wind 330 deg 7.35 -3.77 -6.53 -374.69 216.50 -0.82 - No Ice 0.9 Dead+1.6 Wind 330 deg 5.51 -3.77 -6.53 -372.05 214.94 -0.82 tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 June 04, 2012 CCI BU No 879934 Page 12 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Load PX PY Moment, M. Moment, M. PY PZ K K K kip -R kip R kip -R No Ice K 1 0.00 -6.13 0.00 Dead+Wind 0 deg - Service 6.13 0.00 -2.10 -119.96' 0.00 0.00 Dead+Wind 30 deg - Service 6.13 1.05 -1.82 -103.85 -60.11 0.23 Dead+Wind 60 deg - Service 6.13 1.82 -1.05 -59.85 -104.11 0.40 Dead+Wind 90 deg - Service 6.13 2.10 0.00 0.26 -120.22 0.46 Dead+Wind 120 deg - 6.13 1.82 1.05 • 60.37 -104.11 0.40 Service 6 6.53 -7.35 -3.77 -6.53 7.35 Dead+Wind 150 deg - 6.13 1.05 1.82 104.38 -60.11 0.23 Service 3.77 0.000% 8 7.55 -7.35 0.00 Dead+Wind 180 deg - 6.13 0.00 2.10 120.48 0.00 0.00 Service -7.55 5.51 0.00 0.000% 10 6.53 Dead+Wind 210 deg - 6.13 -1.05 1.82 104.38 60.11 -0.23 Service -5.51 3.77 -6.53 5.51 -3.77 0.000% Dead+Wind 240 deg - 6.13 -1.82 1.05 60.37 104.11 -0.40 Service 13 3.77 -5.51 6.53 -3.77 5.51 Dead+Wind 270 deg - 6.13 -2.10 0.00 0.26 120.22 -0.46 Service -7.55 0.000% 15 0.00 + 7.55 Dead+Wind 300 deg - 6.13 -1.82 -1.05 -59.85 104.11 -0.40 Service 3.77 7.35 -6.53 0.000% 17 -3.77 Dead+Wind 330 deg - 6.13 -1.05 -1.82 -103.85 60.11 -0.23 Service -7.35 3.77 6.53 7.35 -3.77 0.000% Solution SUmmary- tnxTower Report - version 6.0.4.0 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 -6.13 0.00 0.00 6.13 0.00 0.000% 2 0.00 -7.35 -7.55 0.00 7.35 7.55 0.000% 3 0.00 -5.51 -7.55 0.00 5.51 7.55 0.000% 4 3.77 -7.35 -6.53 -3.77 7.35 6.53 0.000% 5 3.77 -5.51 -6.53 -3.77 5.51 6.53 0.000% 6 6.53 -7.35 -3.77 -6.53 7.35 3.77 0.000% 7 6.53 -5.51 -3.77 -6.53 5.51 3.77 0.000% 8 7.55 -7.35 0.00 -7.55 7.35 0.00 0.000% 9 7.55 -5.51 0.00 -7.55 5.51 0.00 0.000% 10 6.53 -7.35 3.77 -6.53 7.35 -3.77 0.000% 11 6.53 -5.51 3.77 -6.53 5.51 -3.77 0.000% 12 3.77 -7.35 6.53 -3.77 7.35 -6.53 0.000% 13 3.77 -5.51 6.53 -3.77 5.51 -6.53 0.000% 14 0.00 -7.35 7.55 0.00 7.35 -7.55 0.000% 15 0.00 -5.51 7.55 0.00 5.51 -7.55 0.000% 16 -3.77 -7.35 6.53 3.77 7.35 -6.53 0.000% 17 -3.77 -5.51 6.53 3.77 5.51 -6.53 0.000% 18 -6.53 -7.35 3.77 6.53 7.35 -3.77 0.000% 19 -6.53 -5.51 3.77 6.53 5.51 -3.77 0.000% 20 -7.55 -7.35 0.00 7.55 7.35 0.00 0.000% 21 -7.55 -5.51 0.00 7.55 5.51 0.00 0.000% 22 -6.53 -7.35 -3.77 6.53 7.35 3.77 0.000% 23 -6.53 -5.51 -3.77 6.53 5.51 3.77 0.000% 24 -3.77 -7.35 ' -6.53 3.77 7.35 6.53 0.000% 25 -3.77 -5.51 -6.53 3.77 5.51 6.53 0.000% 26 0.00 -6.13 -2.10 0.00 6.13 2.10 0.000% 27 1.05 -6.13 -1.82 -1.05 6.13 1.82 0.000% 28 1.82 -6.13 -1.05 -1.82 6.13 ' 1.05 0.000% 29 2.10 -6.13 0.00 -2.10 6.13 -0.00 0.000% 30 1.82 -6.13 1.05 -1.82 6.13 -1.05 0.000% 31 1.05 -6.13 1.82 -1.05 6.13 -1.82, 0.000% 32 0.00 -6.13 2.10 0.00 6.13 -2.10 0.000% 33 -1.05 -6.13 1.82 1.05 6.13 -1.82 0.000% 34 -1.82 -6.13 1.05 1.82 6.13 -1.05 0.000% 35 -2.10 -6.13 0.00 2.10 6.13 -0.00 0.000% 36 -1.82 -6.13 -1.05 1.82 6.13 1.05 0.000% 37 -1.05 -6.13 -1.82 1.05 6.13 1.82 0.000% tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 'Non=Linear-Conver ence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00007472 3 Yes 4 0.00000001 0.00002092 4 Yes 5 0.00000001 0.00043019 5 Yes 5 0.00000001 0.00017321 6 Yes 5 0.00000001 0.00033073 7 Yes 5 0.00000001 0.00012927 8 Yes 5 0.00000001 0.00015157 9 Yes 5 0.00000001 0.00006399 10 Yes 5 0.00000001 0.00047398 11 Yes 5 0.00000001 0.00019244 12 Yes 5 0.00000001 0.00034686 13 Yes 5 0.00000001 0.00013566 14 Yes 4 0.00000001 0.00007516 15 Yes 4 0.00000001 0.00002142 16 Yes 5 0.00000001 0.00034686 17 Yes 5 0.00000001 0.00013566 18 Yes 5 0.00000001 0.00047398 19 Yes 5 0.00000001 0.00019244 20 Yes 5 0.00000001 0.00015157 21 Yes 5 0.00000001 0.00006399 22 Yes ' 5 0.00000001 0.00033073 23 Yes 5 0.00000001 0.00012927 24 Yes 5 0.00000001 0.00043019 25 Yes 5 0.00000001 0.00017321 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00061589 28 Yes 4 0.00000001 0.00045936 29 Yes 4 0.00000001 0.00055319 30 Yes 4 0.00000001 0.00079463 31 Yes 4 0.00000001 0.00038831 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00038831 34 Yes 4 0.00000001 0.00079463 35 Yes 4 0.00000001 0.00055319 36 Yes 4 0.00000001 0.00045936 37 Yes 4 0.00000001 0.00061589 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Twist Deflection Load ft in Comb. ° L1 65-49.75 10.093 32 1.290 0.018 L2 52-0 6.711 32 1.169 0.012 June 04, 2012 CCI BU No 879934 Page 13 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 66 518" lightning rod 32 10.093 1.290. 0.018 5158 64'6" (60) Palm Tree Fronds 32 9.957 1.286 0.018 5158 56' (2) HBX-3319DS-VTM w/ Mount 32 7.690 1.212 0.014 2868 Pipe tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 Maximum Tower Deflections Design Wind Section Elevation Hon. Gov. Tilt Twist No. t Deflection Load ft in Comb. L1 65-49.75 36.255 14 4.628 0.065 L2 52-0 24.119 14 4.199 0.042 June 04, 2012 CC/ BU No 879934 Page 14 Compression Checks Pole Design Data Section Elevation Size L L„ KUr A P. Ratio No. P. ft ft ft int K K Wn L1 65 - 49.75 (1) TP16.639xl4x0.25 15'3" 0' 0.0 12.695 -3.03 943.23 0.003 L2 49.75-0(2) TP24.75xl5.7496x0.25 52' 0' 0.0 19.440 -7.34 1444.35 0.005 Pole Bending Design Data Section Elevation Size M. W. Ratio M„ y Wny Ratio No. Mux Muy kip -ft k/p-ft L1 65 - 49.75 (1) TP16.639xl4x0.25 76.37 307.95 ' 0.248 L2 49.75-0(2) TP24.75xl5.7496x0.25 433.33 725.98 0.597 kip -ft kip -ft �M,,,. 0.00 307.95 0.000 0.00 725.98 0.000 Critical Deflections and Radius of Curvature - Design Wind Data Radius of Elevation Appurtenance Gov. Deflection Tilt Twist Ratio Load ' Elevation Size Actual 0V„ Ratio Curvature ft No. Comb. in V. ° ft 65' 5/8" lightning rod 14 36.255 4.628 0.065 1453 64'6" (60) Palm Tree Fronds 14 35.765 4.614 0.064 1453 56' (2) HBX-3319DS-VTM w/ Mount 14 27.633 4.354 0.048 807 0.000 Pipe Compression Checks Pole Design Data Section Elevation Size L L„ KUr A P. Ratio No. P. ft ft ft int K K Wn L1 65 - 49.75 (1) TP16.639xl4x0.25 15'3" 0' 0.0 12.695 -3.03 943.23 0.003 L2 49.75-0(2) TP24.75xl5.7496x0.25 52' 0' 0.0 19.440 -7.34 1444.35 0.005 Pole Bending Design Data Section Elevation Size M. W. Ratio M„ y Wny Ratio No. Mux Muy kip -ft k/p-ft L1 65 - 49.75 (1) TP16.639xl4x0.25 76.37 307.95 ' 0.248 L2 49.75-0(2) TP24.75xl5.7496x0.25 433.33 725.98 0.597 kip -ft kip -ft �M,,,. 0.00 307.95 0.000 0.00 725.98 0.000 tnxTower Report - version 6.0.4.0 - Pole Shear Design Data Ratio Section Elevation Size Actual 0V„ Ratio Actual OT„ No. V. V. T. T. ft K K $V„ kip -ft kip -ft 0T° L1 65 - 49.75 (1) TP16.639xl4x0.25 6.11 466.51 0.013 0.00 616.66 0.000 L2 49.75-0(2) TP24.75xl5.7496x0.25 7.56 708.82 •0.011 0.00 1453.72 0.000 tnxTower Report - version 6.0.4.0 - 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 Pole Interaction Design Data June 04, 2012 CCI BU No 879934 Page 15 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Type P. K„ M,Y V. T„ Stress Stress Pole it W„ W- , ' W n„ W„ �T„ Ratio Ratio L1 65 - 49.75 (1) 0.003 0.248 0.000 0.013 0.000 0.251 1.000 Summary 4.8.2 L2 49.75-0(2) 0.005 0.597 0.000 0.011 0.000 0.602 1.000 60.2 'Pass 4.8.24/ Section Capacity Table Section Elevation Component Size Critical P Opel,. % Pass No. ft Type Element K K Capacity Fail L1 65-49.75 Pole TP16.639xl4x0.25 1 -3.03 943.23 25.1 Pass L2 49.75-0 Pole TP24.75x15.7496x0.25 2 -7.34 1444.35 60.2 Pass Summary Pole (1-2) 60.2 Pass RATING = 60.2 'Pass tnxTower Report - version 6.0.4.0 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 6.0.4.0 June 04, 2012 CCI BU No 879934 Page 16 I 65 Ft Monopole Tower Structural Analysis Project Number 498517, Application 148366, Revision 2 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 6.0.4.0 June 04, 2012 CCI BU No 879934 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#: 879934 Site Name: FIRE STATION #32 App #: 148366 Loads Already Factored For M ( For P (DL) 1.3 -Disregard <-Disregard 1.3 Pier Diameter = 5.0 ft Concrete Area = 2827.4 int Reinforcement. Clear Cover to Tie= 1 4.00 lin Horiz. Tie Bar Size=j 4 Vert. Cage Diameter = 4.16 ft Vert. Cage Diameter = 49.87 in Vertical Bar Size =0 Bar Diameter = 1.13 in Bar Area = 1 int Number of Bars = 16 As Total= 16 int A s/ Aconc, Rho: 0.0057 0.57% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural. Tension Controlled. Shafts: (3)*(Sq rt(f c)/Fy: 0.0027 200 / Fy: 0.0033 IBC 1810.1.2: 0.0050 SDC D, E, or F Goveming:F-0-0-0-5-0-1 0.50% ACI 10.8 and 10.9 Min As for Columns, Comp. Controlled, Shafts: Min As: 0.0100 1.00% Minimum Rho Check: Actual Req'd Min. Rho:j 0.50% 1171exural Provided Rho:j 0.57% JOK Ref. Shaft Max Axial Capacities. (b Max(Pn or Tn): Max Pu = ((p=0.65) Pn. Pn per ACI 318 10-2 4227.16 ki s at Mu=((0=0.65)Mn= 1806.76 ft -kips Com . Reinforcement yield strain = 0.00207 Limiting compressive strain = MaxTu,((P=0.9)Tn=l 864 1 kips at Mu=4)=(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 476.835 7 Com . Note: max Shatt Superimposedmoment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: Pu: 476.835 ft -kips ikips 1.00 1 7 Material Pro erties Concrete Comp. strength, fc = 3000 Ipsi Reinforcement yield strength, Fy = 60 ksi Reinforcing Modulus of Elasticity, E = 29000 Iksi Reinforcement yield strain = 0.00207 Limiting compressive strain = 0.003 ACI 318 Code Select Analysis ACI Code= 2005 Seismic Properties Seismic Design Category = D Seismic Risk = High Solve <- Press Upon Completing All Input Run Results: Governing Orientation Case: 1 Mu } Case 1 Case 2 Dist. From Edge to Neutral Axis: 9.97 in Extreme Steel Strain, et: 0.0135 et > 0.0050, Tension Controlled Reduction Factor,q: Output Note: Negative Pu=Tension For Axial Compression, cp Pn = Pu: Drilled Shaft Moment Capacity, cpMn: Drilled Shaft Superimposed Mu: 0.900 <- Comment Box 7.00 kips 1744.27 ft -kips 476.84 ft -kips (Mul(pMn, Drilled Shaft Flexure CSR: 1 27.34% Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 6/4/2012 1 J I ' Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA ReV G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data BU#: 879934 Site Name: FIRE STATION #32 App #: 148366 Pole Manufacturer: Other Anchor Rod Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: 6 in ksi ksi lin 2.25 A615 -J 100 75 1 31.75 Plate Data Diam: Thick: Grade: Single -Rod B-eff. 38.5 in in ksi in 2.25 50 13.09 Stiffener Data (Welding at both sides) Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade- Weld str.: 0 in ** degrees <-- Disregard in in in in in ksi ksi 0.25 65 18 80 1 0 TIA G (Fig. 4-4 Plate Tension+Shear, ft/Ft+(fv/Fv)^2 n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Data Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 24.75 in in ksi, "0" IF Round ksi "0" if None 0.25 65 18 80 1 0 II Reactions Rigid Mu: 433 ft -kips Axial, Pu: 7 kips Shear, Vu: 8 kips Eta Factor, rl 0.5 TIA G (Fig. 4-4 If No stiffeners, .Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/1): Allowable Axial, 4)*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: Flexural Check Rigid 112.9 Kips AISC LRFD 260.0 Kips cp*Tn 43.4% Pass Y.L. Length: Flexural Check Rigid 15.3 ksi AISC LRFD 45.0 ksi P*F 34.1% Pass Y.L. Length: Plate Flex+Shear, fb/Fb+(fv/Fv)^2: 19.89 n/a Stiffener Results Horizontal Weld: n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a Plate Tension+Shear, ft/Ft+(fv/Fv)^2 n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a d o � p ea• o �O o s a _ a © 0 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 6/4/2012 Monopole Drilled Pier Shear, S: 8.00 kips Checks capacity of a single drilled shaft foundation for a monopole per TIA-222-G ft -kips III AS BU#:879934 Tower Height, H: 65 E Site Name: FIRE STATION #32 in It App Number: 148366 Factored Design Reactions Shear, S: 8.00 kips Moment, Mt: 433.00 ft -kips Tower Weight, Wt: 7.00 kips Tower Height, H: 65 it Base Diameter, BD: 24.75 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 It Rebar Size, Sp: 9 16.00 Rebar Quantity, mp: 16 Pier moment capacity (k -ft): Tie Size, 4 OK Material Properties Rebar Tensile, F 60 ksi Concrete Strength, Fc: 3000 psi Concrete Density, 6x7j 150 jpd Clear Cover, cc: 1 4 lin Soil Properties Soil Unit Weight, y: 1 105 pd Ultimate Gross Bearing, Bc:j 8.250 ksf Seismic Design Cat, z:j D Caisson Analysis Depth to Zero Shear. 5.4 ft Max Moment: 476.84 ft -kips Overturning FOS: 3.95 ACI 318 Version: 1 2005 Design Checks Capacity/ Availability Demand/ Limits Check Bearing Pressure (k : 6.19 3.06 OK Minimum Req'd Dia. (ft): 5.00 3.56 OK Rebar Area (in Z): 16.00 14.14 OK Pier moment capacity (k -ft): 1744.27 476.84 OK Rebar spacing (in): 1 8.66 2 < Bs <18 OK Development Length (in): 141.74 1 39.54 OK Soil moment capacity (FOS): 1 3.95 1 1.33 OK Depth I IShear I IMoment 1.8 ft 8.1 kips I 448 ft -kips 3.6 ft 1 7.8 kips I 462.6 ft -kips 5.4 ft 1 -0.2 kips I 470 ft -kips F Assume 0.330/6 Minimum Steel? Pier: 27.3% Soil: 33.8% Monopole Drilled Pier (Caisson)_Rev G Version 1.3 Effective Date: 04/26/2012 Shear and Moments Along Pier Distance below Shear Top of Pier (with Safety Factor) (ft) (kips) ------------------------------------------ 0.00 32.0 1.80 32.0 3.60 30.7 5.40 -0.7 7.20 -46.3 9.00 -105.9 10.80 -179.7 12.60 -267.7 14.40 -266.6 16.20 -141.2 18.00 0.0 Moment Shear (with Safety Factor) (without Safety Factor) (ft -k) (kips) ----------------------------------------------- 1712.0 8.1 1769.6 8.1 1827.2 7.8 1856.3 -0.2 1816.2 -11.7 1681.3 -26.8 1426.3 -45.5 1025.8 -67.8 499.0 -67.5 129.4 -35.7 -0.0 0.0 Page 1 Moment (without Safety Factor) (ft -k) ----------------------- 433.4 448.0 462.6 470.0 459.8 425.7 361.1 259.7 126.3 32.7 -0.0 879934_FND.txt CAISSON version 10.40 10:43:18 AM Wednesday, May 30, 2012 Crown Castle USA ad44Q444444d44d444d4Q44d44444tr44444tr44444d44444tr44444444444444QQRAQAQQROQA000A RORRRa.Rtrd44ddtr44d44 a ° CAISSON - Pier Foundations Analysis and 4 AA04AAQAQAAAAQAQAAQAtrAQtrAAAtrAAAaAatrtrRRA4traRRtr4atratr4Q4d4tr4dadRQ444tr44444tr44Q4...AQRQAA..AAatraRQadQ4 Design - Copyright Power Line Systems, Inc. 1993-2010 a ° e Project Title: BU #879934 Pro)ect Notes: Calculation Method: Full 8CO daedtrad I N P U T D A T A Pier Properties Diameter Distance Concrete Steel of Top of Pier Strength yield above Ground Strength (ft) (ft) (ksi) (ksi) ------------------------------------------------ 5.00 0.50 3.00 60.00 Soil Properties Layer Type Thickness Depth at Top Density CU KP PHI of Layer (ft) ---------------------------------------------------------------------------------------- (ft) (lbs/ftA3) (psf) (deg) 1 clay 3.00 0.00 105.0 2 Sand 11.00 3.00 105.0 2.770 28.00 3 Sand 3.50 14.00 105.0 3.000 30.00 Design (Factored) Loads at Top of Pier Moment Axial Shear Additional Safety Load Load Factor Against Soil Failure (ft -k) (kips) (kips) ----------------------------------------------- 433.0 7.0 8.00 3.95 a4Ra4a4 R E S UL T S 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 3.00 105.0 0.00 2.00 Sand 3.50 10.02 105.0 2.770 350.19 9.56 Sand 13.52 0.98 105.0 2.770 -57.70 14.02 Sand 14.50 3.50 105.0 3.000 -260.47 16.31 Shear and Moments Along Pier Distance below Shear Top of Pier (with Safety Factor) (ft) (kips) ------------------------------------------ 0.00 32.0 1.80 32.0 3.60 30.7 5.40 -0.7 7.20 -46.3 9.00 -105.9 10.80 -179.7 12.60 -267.7 14.40 -266.6 16.20 -141.2 18.00 0.0 Moment Shear (with Safety Factor) (without Safety Factor) (ft -k) (kips) ----------------------------------------------- 1712.0 8.1 1769.6 8.1 1827.2 7.8 1856.3 -0.2 1816.2 -11.7 1681.3 -26.8 1426.3 -45.5 1025.8 -67.8 499.0 -67.5 129.4 -35.7 -0.0 0.0 Page 1 Moment (without Safety Factor) (ft -k) ----------------------- 433.4 448.0 462.6 470.0 459.8 425.7 361.1 259.7 126.3 32.7 -0.0