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1545 MAIN ST - AT & T RADIO DWGS r„,_\i,J,, s, CITY OF ATLANTIC BEACH , 2 r, w< _,:„„ ” :) 800 SEMINOLE ROAD j " ATLANTIC BEACH, FL 32233 / INSPECTION PHONE LINE 247-5814 COMMERICAL ALTERATION/OTHER MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 16-COTH-2315 Job Type: COMMERCIAL OTHER Description: Ansco & Associates LLC for AT&T - AT&T 5C installing 3 antennas, 3 RRUS-32 B 66, 2 DC2, 1 DC6, power and fiber cables. Estimated Value: $20,000.00 Issue Date: 10/24/2016 Expiration Date: 4/22/201.7 PROPERTY ADDRESS: Address: 1545 MAIN ST RE Number: 172325-0000 PROPERTY OWNER: Name: PAR PRO LTD Address: P 0 BOX 330177 GENERAL CONTRACTOR INFORMATION: Name: Ansco & Associates Jack Michael Hober, CGC1522785 Address: 735 Park N Blvd BLVD Phone: - - PERMIT INFORMATION: FEES: Total Payments: $0.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. e Mir A4. P- n BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH J 800 Seminole Road,Atlantic Beach FL 32233 Office:(904)247-5826 • Fax:(904)247-5845 Job Address: 1545 Main Street,Atlantic Beach,FL 32233 1 _(../ �u _�315- 17-2S-29E 5.71 Permit Number: 1 hl .0 rl Legal Description PT GOVT I OT 4 RECD O/R 11544.628 RE# 172325-0000 Valuation of Work(Replacement Cost)$ 20,000 Heated/Cooled SF Non-Heated/Cooled • Class of Work(Circle one): New Addition Alteration Repair Move Demo Pool Window/Door • Use of existing/proposed structure(s)(Circle one): Commercial Residential • If an existing structure,is a fire sprinkler system installed?(Circle one): Yes No N/A • Submit a Tree Removal Permit Application if any trees are to be removed or Affidavit of No Tree Removal Describe in detail the type of work to be performed: AT&T 5C installing 3 antennas,3 RRUS-32 B 66,2 DC2, 1 DC6,power and fiber cables. Florida Product Approval# for multiple products use product approval form Property Owner Information Name: Crown Castle South LLC for AT&T Address: 4511 N.Nimes Ave.,Suite 210 City Tampa State FL Zip 33614 Phone 813-342-3852 E-Mail Donna.Moore@crowncastle.com Owner or Agent (If Agent,Power of Attorney or Agency Letter Required)_ WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Contractor Information: Name of Company: Ansco&Associates LLC Qualifying Agent: Jack Michael Hober Address: 736 Park North Blvd.,Suite 100 City Clarkston State Zip GA 30021 Office Phone 404-300-5227 Job Site/Contact Number 813-342-3852 State Certification/Registration# CGC1522785 E-Mail Donna.Moore@crowncastle.com Architect Name& Phone# Engineer's Name&Phone# Worker's Compensation Liberty Mutual Fire Ins.Co./Liberty Ins.Co. Exp.7/31/17 Exempt / Insurer / Lease Employees / Expiration Date Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced rior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdictio his permit becomes null and void if work is not commenced within sir(6)months, or if construction or work is sus ended or abandoned fo. period ojsix(6 months at any time after work is commenced. /understand that separate permits must be secures - . rival IV• Phumb Signs,►Yells,Pools,Furnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. Signature of Property Owner:�� - Signature of Contracto , / A Before me this 25i Day of �� 7-01k,p Before me this Day of ' t t I ..i4/lo NotaryPublic: P . / ' •• I .;°.'1;. t ' t...ii�L/.. �� G O F * 1 NotaryPublic ��' . o ti �� V I hereby certify that I have read and examined this application and know the same to he true and correct. All pri»i. kc„/ja •7/ti _ F. • ordinances governing this type of work will be complied with whether specified herein or not. The granting oFr I.iiie tt Q presume to give authority to violate or cancel the provisions of any other federal, state, or local law regulating J tK nor thcc w•:0 performance of construction. •• A DONNA R MOORE Rev.AVIV, V ♦ ? 4iu •- Commission#FF 123162 '//,tiN'illi' ; -' %% I* i „*E My Commission Expires 47-O,Os' IC Jam, May 14, 2018 PAUFRD Syeaes- „9 RIF & COMPANYO1962015 Date: August 17, 2016 Angela Harris Paul J Ford and Company Crown Castle 250 E. Broad Street Suite 600 12725 Morris Road Extension Suite 400 Columbus, OH 43215 Alpharetta, GA 30004 mbuske@pjfweb.com Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: 10020470 Carrier Site Name: Mayport Crown Castle Designation: Crown Castle BU Number: 812565 Crown Castle Site Name: MAYPORT Crown Castle JDE Job Number: 391746 Crown Castle Work Order Number: 1284708 Crown Castle Application Number: 358493 Rev. 0 Engineering Firm Designation: Paul J Ford and Company Project Number: 37516-1744.002.8700 Site Data: 1545 Main Street, Atlantic Beach, Duval County, FL Latitude 30°20'13", Longitude -81°25'12" 190 Foot-Self Support Tower Dear Angela Harris, Paul J Ford and Company 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 936351, in accordance with application 358493, revision 0. 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: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2014 Florida Building Code, 5th Edition, based upon an ultimate 3-second gust wind speed of 129 mph converted to a nominal 3-second gust wind speed of 100 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1440 Exposure Category C with a topographic category 1 and crest height of 0 feet, and Risk Category II were u in this analysis. )1°' . We at Paul J Ford and Company 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. Respectfully submitted by: ;F No. 79560 * _ Matthew Buske, E.I. � ��.� STATE OF '� Structural Designer �i A.. ,OH,: ' '��111 �� 11 tie tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 3 1) INTRODUCTION This tower is a 190 ft Self Support tower designed by Rohn in November of 1990. The tower was originally designed for a wind speed of 100 mph per EIA-222-D. The tower was reinforced by modifications designed by PJF in July of 2011. 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 99.9 mph with no ice, 30 mph with 0 inch ice thickness 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 Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) • 3 commscope SBJAH4-1D65B-DL 2 commscope WCS-IMFQ-AMT-43 3 ericsson RRUS 32 B2 1 3/4 187.0 187.0 3 ericsson RRUS 32 B66 1 3/8 6 raycap DC2-48-60-0-9E I 1 I raycap DC6-48-60-18-8C • tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 ' Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 5 3) ANALYSIS PROCEDURE Table 3 -Documents Provided Document Remarks Reference Source ! GEOTECHNICAL REPORTS ATEC, #72-01065, 12/3/1990 111139 CCISITES TOWER FOUNDATION - 816089 CCISITES DRAWINGS/DESIGN/SPECS TOWER MANUFACTURER Rohn, #25703JC, 11/30/1990 225932 CCISITES DRAWINGS POST-MODIFICATION TEP, #113297, 1/12/2012 3062154 CCISITES INSPECTION TOWER REINFORCEMENT PJF,#37511-1230, 7/5/2011 3009343 CCISITES DESIGN/DRAWINGS/DATA 3.1) Analysis Method tnxTower(version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 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. Paul J Ford and Company should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity (Summary) Section Elevation(ft) Component Type Size Critical P(K) SF"P allow % Pass/Fail No. Element (K) Capacity Ti 190-180 Leg Pipe 2.875"S).276"(2.5 2 -3.28 74.51 4.4 Pass T2 180-160 Leg Pipe 3.5"x 0.300"(3 XS) 29 -29.76 94.46 31.5 Pass . T3 160-140 Leg Pipe 4.5"x 0.337"(4 XS) 68 -60.15 159.90 37.6 Pass T4 140-120 Leg Pipe 5.563"x 0.375"(5 107 -89.55 239.38 37.4 Pass XS) T5 120-100 Leg Pipe 6.6 EHS)0.340 (6 146 -118.19 244.02 48.4 Pass •. T6 100-80 Leg Pipe 6.62XS)0.432"(6 173 -149.29 303.62 49.2 Pass T7 80-60 Leg Pipe 6.62XS)0.432"(6 200 -177.75 303.58 58.5 Pass T8 60-40 Leg Pipe 8.62EHS)0.375"(8 227 -205.50 386.31 53.2 Pass T9 40-20 Leg Pipe 8.62EHS) 375 (8 254 233.52 386.31 60.4 Pass T10 20-0 I Leg I Pipe 8.62XS)) l 0.500"(8 281 I -247.49 I 505.43 I 49.0 I Pass tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 7 Section Elevation(ft) Component Type Size Critical P(K) SF*P allow % Pass/Fail No. Element (K) Capacity T9 40-20 Inner Bracing I L3 1/2x3 1/2x114 267 I -0.01 I 8.92 0.2 I Pass T10 20-0 Inner Bracing Pipe 2.3 STD)0.154 (2 310 -0.01 6.59 0.2 Pass Summary Leg(T9) 60.4 Pass Diagonal 73.8 Pass (T4) Horizontal 65.4 Pass (T10) Top Girt 3.8 Pass (T1) Redund Horz 1 33.3 Pass Bracing (T10) Redund • Diag 1 43.6 Pass Bracing (T10) Redund Hip 1 Bracing 0.4 Pass (T10) Redund Hip Diagonal 1 0.5 Pass Bracing (T10) Inner Bracing 0.3 Pass (T5) I I I I I (Bolt Checks I 48.4 I Pass Rating= 73.8 Pass tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 9 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 11 • Wind 180 1 IegA Wind 90 Q coB ALeg C Leg B i 1 Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 190.00-180.00 8.50 1 10.00 T2 180.00-160.00 8.54 1 20.00 T3 160.00-140.00 8.63 1 20.00 T4 140.00-120.00 10.71 1 20.00 T5 120.00-100.00 12.79 1 20.00 T6 100.00-80.00 15.04 1 20.00 17 80.00-60.00 17.54 1 20.00 T8 60.00-40.00 20.18 1 20.00 T9 40.00-20.00 22.68 1 20.00 T10 20.00-0.00 25.18 1 20.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt . Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T1 190.00-180.00 5.00 K Brace Down No Yes 0.0000 0.0000 T2 180.00-160.00 6.67 K Brace Down No Yes 0.0000 0.0000 T3 160.00-140.00 6.67 K Brace Down No Yes 0.0000 0.0000 T4 140.00-120.00 6.67 K Brace Down No Yes 0.0000 0.0000 T5 120.00-100.00 10.00 K Brace Down No Yes 0.0000 0.0000 T6 100.00-80.00 10.00 K Brace Down No Yes 0.0000 0.0000 T7 80.00-60.00 10.00 K Brace Down No Yes 0.0000 0.0000 T8 60.00-40.00 10.00 K Brace Down No Yes 0.0000 0.0000 T9 40.00-20.00 10.00 K Brace Down No Yes 0.0000 0.0000 T10 20.00-0.00 20.00 K1 Down No Yes 0.0000 0.0000 tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 ' Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 13 Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T2 180.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 160.00 (50 ksi) (36 ksi) T3 160.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 140.00 (50 ksi) (36 ksi) T4 140.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 120.00 (50 ksi) (36 ksi) T5 120.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 100.00 (50 ksi) (36 ksi) T6 100.00- Solid Round A572-50 Equal Angle L2 1/2x2 1/2x3/16 A36 80.00 (50 ksi) (36 ksi) 17 80.00-60.00 Solid Round A572-50 Equal Angle L3x3x3/16 A572-50 (50 ksi) (50 ksi) T8 60.00-40.00 Solid Round A572-50 Equal Angle L3 1/2x3 1/2x1/4 A572-50 (50 ksi) (50 ksi) T9 40.00-20.00 Solid Round A572-50 Equal Angle L3 1/2x3 1/2x1/4 A572-50 (50 ksi) (50 ksi) T10 20.00-0.00 Solid Round A572-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 (50 ksi) STD) (50 ksi) Tower Section Geometry (cont'd) Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade ft T10 20.00- A53-B-35 Horizontal(1) Pipe Pipe 1.9"x 0.145"(1.5 1 0.00 (35 ksi) Diagonal(1) Pipe STD) 1 Hip(1) Pipe Pipe 2.375"x 0.154"(2 1 Hip Diagonal Pipe STD) 1 (1) Pipe 1.9"x 0.145"(1.5 STD) Pipe 2.875"x 0.203"(2.5 STD) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mu/t. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in T1 190.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 180.00 (36 ksi) T2 180.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 160.00 (36 ksi) T3 160.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 140.00 (36 ksi) T4 140.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 120.00 (36 ksi) T5 120.00- 0.00 0.3750 A36 1 1 1.1. 0.0000 0.0000 36.0000 100.00 (36 ksi) T6 100.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 80.00 (36 ksi) 17 80.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 60.00 (36 ksi) T8 60.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 40.00 (36 ksi) T9 40.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 20.00 (36 ksi) T10 20.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 0.00 (36 ksi) tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 • Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 15 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Elevation Connection Horizontal ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 190.00- Flange 0.8750 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 180.00 A325N A325N A325N A325N A325N A325N A325N T2 180.00- Flange 0.8750 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 160.00 A325N A325N A325N A325N A325N A325N A325N T3 160.00- Flange 1.0000 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 140.00 A325N A325N A325N A325N A325N A325N A325N T4 140.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 120.00 A325N A325N A325N A325N A325N A325N A325N T5 120.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 100.00 A325N A325N A325N A325N A325N A325N A325N T6 100.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 80.00 A325N A325N A325N A325N A325N A325N A325N 17 80.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 60.00 A325N A325N A325N A325N A325N A325N A325N T8 60.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 40.00 A325N A325N A325N A325N A325N A325N A325N T9 40.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 20.00 A325N A325N A325N A325N A325N A325N A325N T10 20.00- Flange 1.0000 10 0.7500 3 0.0000 0 0.0000 0 0.6250 0 0.7500 2 0.6250 0 0.00 A354-BC A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimete Weight or Shield Type Offset Offset Per Spacing Diameter r Leg ft in (Frac FW) Row in in plf in **Face C** LDF4- C No Ar(CaAa) 178.00-0.00 0.0000 -0.47 3 2 0.5200 0.6300 0.15 50A(1/2") 0.5000 LDF4- C No Ar(CaAa) 178.00-0.00 0.0000 -0.47 3 3 0.5200 0.6300 0.15 50A(1/2") 0.5000 9207(5/16") C No Ar(CaAa) 178.00-0.00 0.0000 -0.45 3 3 0.3300 0.3300 0.06 2.5"Conduit C No Ar(CaAa) 178.00-0.00 0.0000 0.45 1 1 2.8730 2.8730 5.53 1.5"flat C No Af(CaAa) 178.00-0.00 0.0000 -0.45 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail **Face A** LDF7-50A(1- A No Ar(CaAa) 130.00-0.00 0.0000 0.4 10 7 0.5200 1.9800 0.82 5/8") 0.5000 ASU9325TY A No Ar(CaAa) 130.00-0.00 0.0000 0.4 3 3 1.5840 1.5840 1.61 P01(1-3/5") 1.5"flat A No Af(CaAa) 130.00-0.00 0.0000 0.4 2 2 12.0000 1.5000 1.80 • Cable Ladder 1.5000 Rail **Face B** HJ7-50A(1- B No Ar(CaAa) 187.00-0.00 0.0000 0.4 12 1? 0.5200 1.9800 1.04 5/8") 0.5000 ATCB- B No Ar(CaAa) 187.00-0.00 0.0000 0.4 3 3 2.1900 0.3150 0.07 B01(5/16) 0.5000 WR- B No Ar(CaAa) 187.00-0.00 0.0000 0.4 5 5 0.7740 0.7740 0.59 VG86ST- BRD(3/4) LDF2-50 B No Ar(CaAa) 187.00-0.00 0.0000 0.4 3 3 0.4400 0.4400 0.08 (3/8"foam) 1.5"flat B No Af(CaAa) 187.00-0.00 0.0000 0.4 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CC!BU No 812565 Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 17 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft " ft 0.00 WCS-IMFQ-AMT-43 A From Leg 4.00 0.0000 187.00 No Ice 0.55 0.39 0.02 0.00 0.00 WCS-IMFQ-AMT-43 B From Leg 4.00 0.0000 187.00 No Ice 0.55 0.39 0.02 0.00 0.00 RRUS 32 B2 A From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 RRUS 32 B2 B From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 RRUS 32 B2 C From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 (2)DC2-48-60-0-9E A From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 (2)DC2-48-60-0-9E C From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 SBJAH4-1 D65B-DL w/ A From Leg 4.00 0.0000 187.00 No Ice 9.47 7.74 0.08 Mount Pipe 0.00 0.00 SBJAH4-1 D65B-DL w/ B From Leg 4.00 0.0000 187.00 No Ice 9.47 7.74 0.08 Mount Pipe 0.00 0.00 SBJAH4-1 D65B-DL w/ C From Leg 4.00 0.0000 187.00 No Ice 9.47 7.74 0.08 Mount Pipe 0.00 0.00 RRUS 32 B66 a4 From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 RRUS 32 B66 B From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 RRUS 32 B66 C From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 (2)DC2-48-60-0-9E B From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 DC6-48-60-18-8C B From Leg 4.00 0.0000 187.00 No Ice 2.74 2.74 0.03 0.00 0.00 Sector Mount[SM 502-3] C None 0.0000 187.00 No Ice 33.02 33.02 1.67 LLPX310R-V4 w/Mount A From Leg 4.00 0.0000 178.00 No Ice 4.44 2.85 0.04 Pipe 0.00 0.00 Horizon DUO A From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 5.00 nRRHv2 A From Leg 4.00 0.0000 178.00 No Ice 2.49 1.48 0.06 0.00 0.00 JUNCTION BOX A From Leg 4.00 0.0000 178.00 No Ice 0.53 0.27 0.00 0.00 0.00 LLPX310R-V4 w/Mount B From Leg 4.00 0.0000 178.00 No Ice 4.44 2.85 0.04 Pipe 0.00 0.00 Horizon DUO B From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 19 Description Face Offset Offsets: Azimuth Placement CAAA C,,AA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ° ft 0.00 6'x 2"Mount Pipe C From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 FASB w/Mount Pipe A From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 FASB w/Mount Pipe B From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 FASB w/Mount Pipe C From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 Sector Mount[SM 104-3] C None 0.0000 130.00 No Ice 30.02 30.02 0.95 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 K VHLP2-18 A Paraboloid From 4.00 90.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 5.00 VHLP2-11 B Paraboloid From 4.00 90.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 6.00 VHLP2-18 C Paraboloid From 4.00 90.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 5.00 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 tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CC!BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 21 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T8 60-40 1.154 8 0.1677 0.0177 T9 40-20 0.513 12 0.1079 0.0110 T10 20-0 0.114 20 0.0469 0.0048 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 190.00 Flash Beacon Lighting 8 12.127 0.5567 0.1019 974791 187.00 (2)E15S09P78 8 11.769 0.5572 0.1013 974791 184.00 VHLP2-11 8 11.410 0.5571 0.1006 828718 183.00 VHLP2-18 8 11.291 0.5569 0.1004 805454 178.00 LLPX310R-V4 w/Mount Pipe 8 10.694 0.5535 0.0990 152700 130.00 ETW200VS12UB 8 5.573 0.4067 0.0560 16291 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T1 190 Leg A325N 0.8750 4 0.27 40.59 0.007 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 1.55 12.43 0.125 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 1.62 12.43 0.130 ✓ 1 Bolt Shear T2 180 Leg A325N 0.8750 4 6.08 40.59 0.150 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 2.75 12.43 0.221 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 2.23 12.43 0.179 ✓ 1 Bolt Shear T3 160 Leg A325N 1.0000 4 13.20 53.01 0.249 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 2.29 12.43 0.184 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 2.13 12.43 0.172 $/ 1 Bolt Shear T4 140 Leg A325N 1.0000 6 13.02 53.01 0.246 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.24 12.431 Bolt Shear 0.261 Horizontal A325N 0.6250 2 3.34 12.43 0.269 ✓ 1 Bolt Shear T5 120 Leg A325N 1.0000 6 17.40 53.01 0.328 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 3.93 12.43 0.316 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 3.52 12.43 0.283 1' 1 Bolt Shear T6 100 Leg A325N 1.0000 6 22.08 53.01 0.417 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.78 12.43 0.304 V 1 Bolt Shear Horizontal A325N 0.6250 2 3.68 12.43 0.296 V 1 Bolt Shear T7 80 Leg A325N 1.0000 8 19.68 53.01 0.371 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.78 12.43 0.304 V 1 Bolt Shear Horizontal A325N 0.6250 2 3.94 12.43 0.317 ✓ 1 Bolt Shear T8 60 Leg A325N 1.0000 8 22.66 53.01 0.428 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 4.14 12.43 0.333 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 4.57 12.43 0.368 ✓ 1 Bolt Shear T9 40 Leg A325N 1.0000 8 25.65 53.01 0.484 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 4.30 12.43 0.346 ✓ 1 Bolt Shear tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 23 Section Elevation Size L L„ KUr A P„ 41P„ Ratio No. P„ ft ft ft in2 K• K 4)P. STD) K=1.00 V T6 100-80 Pipe 3.5"x 0.216"(3 13.31 12.89 132.9 2.2285 -11.34 28.50 0.398' STD) K=1.00 (/ T7 80-60 Pipe 3.5"x 0.216"(3 14.21 13.82 142.5 2.2285 -11.34 24.78 0.458 1 STD) K=1.00 y/ T8 60-40 Pipe 3.5"x 0.216"(3 15.12 14.64 151.0 2.2285 -12.42 22.07 0.563 1 STD) K=1.00 V T9 40-20 Pipe 3.5"x 0.216"(3 16.08 15.62 161.1 2.2285 -12.90 19.40 0.665 1 STD) K=1.00 `/ T10 20-0 (37515-2715)2.875"x 24.33 12.17 158.8 3.7615 -19.05 33.70 0.565 1 .276"Pipe w/3.5"x.300" K=1.00 I/ Half Sleeve P„ /4P0 controls Horizontal Design Data (Compression) Section Elevation Size L L„ KUr A P„ •P„ Ratio No. P. ft ft ft in2 K K 4)P" T1 190-180 Pipe 1.9"x 0.145"(1.5 8.52 4.14 79.8 0.7995 -3.20 22.58 0.142' STD) K=1.00 V T2 180-160 Pipe 1.9"x 0.145"(1.5 8.60 4.15 80.0 0.7995 -4.42 22.52 0.196' STD) K=1.00 V T3 160-140 Pipe 1.9"x 0.145"(1.5 10.01 4.82 92.9 0.7995 -4.27 19.14 0.223' STD) K=1.00 V T4 140-120 Pipe 2.375"x 0.154"(2 12.10 5.82 88.7 1.0745 -6.68 27.21 0.245' STD) K=1.00 y/ T5 120-100 Pipe 2.375"x 0.154"(2 13.92 6.68 101.9 1.0745 -7.04 22.64 0.311 ' STD) K=1.00 V T6 100-80 Pipe 2.375"x 0.154"(2 16.29 7.87 120.0 1.0745 -7.36 16.86 0.436 1 STD) K=1.00 V 17 80-60 Pipe 2.875"x 0.203"(2.5 18.86 9.15 115.9 1.7040 -7.88 28.64 0.275' STD) K=1.00 i/ T8 60-40 Pipe 2.875"x 0.203"(2.5 21.43 10.35 131.1 1.7040 -9.05 22.38 0.404' STD) K=1.00 V T9 40-20 Pipe 2.875"x 0.203"(2.5 23.93 11.60 147.0 1.7040 -9.76 17.82 0.548 1 STD) K=1.00 (/ T10 20-0 Pipe 2.875"x 0.203"(2.5 25.18 12.23 154.9 1.7040 -10.50 16.05 0.654' STD) K=1.00 `/ 1 P„ /4)P„controls • Top Girt Design Data (Compression) Section Elevation Size L L„ KUr A P„ 4P„ Ratio No. P. ft ft ft in2 K K 4)P. T1 190-180 Pipe 1.9"x 0.145"(1.5 8.50 4.13 79.6 0.7995 -0.87 22.63 0.038' STD) K=1.00 V 1 P„ I 11P„controls tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CC!BU No 812565 ' Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 25 Section Elevation Size L L. K!/r A P. 41P„ Ratio No. P„ ft ft ft in2 K• K Op„ T3 160-140 L2x2x1/8 5.01 5.01 151.1 0.4844 -0.01 4.79 0.001 ' K=1.00 V T4 140-120 L2x2x1/8 6.05 6.05 182.6 0.4844 -0.01 3.28 0.003' K=1.00 ✓ T5 120-100 L2x2x1/8 6.96 6.96 210.0 0.4844 -0.01 2.48 0.003' K=1.00 V T6 100-80 L2 1/2x2 1/2x3/16 8.15 8.15 197.5 0.9020 -0.01 5.23 0.002 K=1.00 V 17 80-60 L3x3x3/16 9.43 9.43 189.9 1.0900 -0.01 6.83 0.002 1 K=1.00 V. T8 60-40 L3 1/2x3 1/2x1/4 10.71 10.71 185.2 1.6900 -0.01 11.13 0.001 1 K=1.00 V/ T9 40-20 L3 1/2x3 1/2x1/4 11.96 11.96 206.9 1.6900 -0.01 8.92 0.001 K=1.00 V T10 20-0 Pipe 2.375"x 0.154"(2 12.59 12.59 191.9 1.0745 -0.01 6.59 0.002 1 STD) K=1.00 V • 1 P„ /4P„controls II Tension Checks Leg Design Data (Tension) Section Elevation Size L L„ Kir A P. OP„ Ratio No. P. 11 ft ft ft in2 K K gyp„ T1 190-180 Pipe 2.875"x 0.276"(2.5 10.00 5.00 64.9 2.2535 0.33 101.41 0.003' XS) V T2 180-160 Pipe 3.5"x 0.300"(3 XS) 20.00 6.67 70.4 3.0159 24.31 135.72 0.179 1 T3 160-140 Pipe 4.5"x 0.337"(4 XS) 20.04 6.68 54.3 4.4074 52.79 198.34 0.266 1 11 T4 140-120 Pipe 5.563"x 0.375"(5 20.04 6.68 43.6 6.1120 78.11 275.04 0.284 1 XS) ✓ T5 120-100 Pipe 6.625"x 0.340"(6 20.04 10.02 54.0 6.7133 104.43 302.10 0.3461 EHS) V T6 100-80 Pipe 6.625"x 0.432"(6 20.05 10.03 54.8 8.4049 132.48 378.22 0.3501 XS) V T7 80-60 Pipe 6.625"x 0.432"(6 20.06 10.03 54.8 8.4049 157.46 378.22 0.416 1 XS) V T8 60-40 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 181.31 437.37 0.415 EHS) V. T9 40-20 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 205.17 437.37 0.469 1 EHS) V T10 20-0 Pipe 8.625"x 0.500"(8 20.05 10.03 41.8 12.762 214.87 574.32 0.374 XS) 7 I, 1 P„ I¢P„controls Diagonal Design Data (Tension) tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 ' Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 27 Section Elevation Size L L„ KUr A Pu OR, Ratio No. Pu ft ft ft in2 K• K OPn T1 190-180 Pipe 1.9"x 0.145"(1.5 8.50 4.13 79.6 0.7995 0.87 35.98 0.024' STD) V/ 1 P u /en controls Redundant Horizontal (1) Design Data (Tension) Section Elevation Size L Lu KUr A P. OPn Ratio No. Pu ft ft ft in2 K K en j T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 5.93 114.4 0.7995 4.29 25.18 0.171 ' STD) V • 1 P„ /(pPn controls Redundant Diagonal (1) Design Data (Tension) Section Elevation Size L Lu KUr A P. 4)Pn Ratio No. P„ ft ft ft in2 K K OPn T10 20-0 Pipe 2.375"x 0.154"(2 11.50 10.77 164.2 1.0745 3.92 33.85 0.116' STD) V Pu /013n controls Redundant Hip Diagonal (1) Design Data (Tension) Section Elevation Size L L„ KUr A Pu 4Pn Ratio No. Pu ft ft ft in2 K K en T10 20-0 Pipe 2.875"x 0.203"(2.5 15.07 15.07 190.9 1.7040 0.08 53.68 0.001 ' STD) {I 1 P u /OPn controls Inner Bracing Design Data (Tension) Section Elevation Size L Lu KUr A Pu 4Pn Ratio No. Pu ft ft ft in2 K K OPn T1 190-180 L2x2x1/8 4.25 4.25 81.4 0.4844 0.02 15.69 0.001 1 V/ T2 180-160 L2x2x1/8 4.30 4.30 82.4 0.4844 0.01 15.69 0.000 1 V T3 160-140 L2x2x1/8 4.31 4.31 82.6 0.4844 0.00 15.69 0.000' V T4 140-120 L2x2x1/8 6.05 6.05 115.9 0.4844 0.00 15.69 0.000' tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 29 Section Elevation Component Size Critical P oP,,,o,, % Pass No. ft Type Element K K Capacity Fail T3 160-140 Inner Bracing L2x2x1/8 81 -0.01 '4.79 0.1 Pass T4 140-120 Inner Bracing L2x2x1/8 119 -0.01 3.28 0.3 Pass T5 120-100 Inner Bracing L2x2x1/8 158 -0.01 2.48 0.3 Pass T6 100-80 Inner Bracing L2 1/2x2 1/2x3/16 186 -0.01 5.23 0.2 Pass 17 80-60 Inner Bracing L3x3x3/16 212 -0.01 6.83 0.2 Pass T8 60-40 Inner Bracing L3 1/2x3 1/2x1/4 240 -0.01 11.13 0.2 Pass T9 40-20 Inner Bracing L3 1/2x3 1/2x1/4 267 -0.01 8.92 0.2 Pass T10 20-0 Inner Bracing Pipe 2.375"x 0.154"(2 STD) 310 -0.01 6.59 0.2 Pass Summary Leg(T9) 60.4 Pass Diagonal 73.8 Pass (T4) Horizontal 65.4 Pass (T10) Top Girt 3.8 Pass (T1) Redund 33.3 Pass Horz 1 Bracing (1i0) Redund 43.6 Pass Diag 1 Bracing (T10) Redund 0.4 Pass Hip 1 Bracing (T10) Redund 0.5 Pass Hip Diagonal 1 li Bracing (110) Inner 0.3 Pass Bracing i (T5) Bolt 48.4 Pass Checks II RATING= 73.8 Pass tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 31 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 190.0 ft-,.. tip I__ . Milli II II Lel ▪a w - @1 0 ■MI• sr 180.06 s SYMBOL LIST N liii 11111 MARK SIZE MARK SIZE eoc / A Pipe 2.875"x 0.277(2.5 XS) F Pipe 2.375"x 0.218"(2 XS) g ti " B Pipe 5.563"x 0.375"(5 XS) G Pipe 2.875"x 0.203"(2.5 STD) P,e n N C Pipe 6.625"x 0.340"(6 EHS) H (37515-2715)2.875-x.276"Pipe w/3.5"x.300" " • i D Pipe 8.625"x 0.500"(8 XS) • Hall Sleeve n ,"'4 I E Pipe 2.375"x 0.154"(2 STD) I Pipe 1.9"x 0.145"(1.5 STD) & o • - 180.0" -- -- MATERIAL STRENGTH x aGRADE Fy Fu GRADE Fy Fu er a A618-50 50 ksi 70 ksi A500-46 46 ksi 62 ksi Q n - o P S m x e a _ TOWER DESIGN NOTES °° 1. Tower is located in Duval County,Florida. N 2. Tower designed for Exposure C to the TIA-222-G Standard. it.• o - Jas - 140.0 rt 3. Tower designed for a 100 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. N ■ 6. Topographic Category 1 with Crest Height of 0.00 ft ▪m a "« 1111 i1/1,,,®1I 1111 7. TOWER RATING:73.8% II i PI 120.0 fl In a n N r g 0 V, o « .,......_____ ____.__ K m M d d d re N z Z 2 < O - 2 100.0 fl o c ei • Brn a ' ^ o80.0 fl • ,_x - --^F- -. _ _ ...... • N m b G o '' O C aA ® 7 ..._.__. I-I- ei o W 80.0 fl o ^ \ x • .1 c ' / Cl N `•� 8 \ a x N m n /Lu / s. �' s. ALL REACTIONS "' R 40.0 fl ARE FACTORED . t. C o i 5 N / MAX.CORNER REACTIONS AT BASE: a N r DOWN: 273 K B ai. a . - ..../t._._........._.•- SHEAR: 34 K \ UPLIFT: -238 K _ 20.0 ft 'N SHEAR: 31 K • • • • N AXIAL • i N R 59 K F o x o - w - w R _...... ..._.. a SHEA MOMENT 58 K 6139 kip-ft 0.0 ft . TORQUE 29 kip-ft w REACTIONS-100 mph WIND H D "+. o a.e E. C a, b 0 a a pp g• C .0 C Cg = - = m9C - aq . .5 $y, m . n 5 dao le 3 3 5 i5 12 xz rc cc = : s • Paul J Ford and Company )ob 190-ft Self Support Tower Atlantic Beach,FL 250 E. Broad Street Suite 600 Projec4'PJF#37516-1744 BU#812565) Columbus, OH Client Crown Castle DrawnbY:Matthew R Buske App,d: Phone:43215 Code' TIA-222-G Dale: 8/17/16 Scale: NTS FAX:614.448.4105 Path: ,.,,,„„M..,,.,,..,07,..,..OM......,v,..,.072,A..1..,,.....wa,Nnw,..nYe*.Dwg No.E-1 Co ,c CO A- CS) CO Co CI (0 _ i-ii N ° 111 Q. Y Ya) III II YQ Y ° N CO 1 co co U)U) c) 0 $ Y - o e-- 1� . Y Y 0 0 0 Y O ° w -� '' (V Co �cm- w ° �-0) cA •- Il 0 09 O ,_(...1. Ili c�0 0 N n 11 II Y 0 0) ') Co � II > i'� C LL ,- r- O 11 r- O •'4- r Q .° N II N A II >.N II Ch III v- i., CJ r- C Y 'c (6 O �' Co a, Y _ _ _ _ _ -. _.. 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C co o E v 3 °' to0 0 PAUFORDPJF & COMPANY 015 Date: August 17, 2016 Angela Harris Paul J Ford and Company Crown Castle 250 E. Broad Street Suite 600 12725 Morris Road Extension Suite 400 Columbus, OH 43215 Alpharetta, GA 30004 mbuske@pjfweb.com Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: 10020470 Carrier Site Name: Mayport Crown Castle Designation: Crown Castle BU Number: 812565 Crown Castle Site Name: MAYPORT Crown Castle JDE Job Number: 391746 Crown Castle Work Order Number: 1284708 Crown Castle Application Number: 358493 Rev. 0 Engineering Firm Designation: Paul J Ford and Company Project Number: 37516-1744.002.8700 Site Data: 1545 Main Street, Atlantic Beach, Duval County, FL Latitude 30°20'13", Longitude -81°25'12" 190 Foot-Self Support Tower Dear Angela Harris, Paul J Ford and Company 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 936351, in accordance with application 358493, revision 0. 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: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table H for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2014 Florida Building Code, 5,h Edition, based upon an ultimate 3-second gust wind speed of 129 mph converted to a nominal 3-second gust wind speed of 100 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this analysis. We at Paul J Ford and Company 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. \ 1.ODD ,�� ..CESS • Respectfully submitted by: " • � I. No. 79560 Matthew Buske, E.I. 1 STATE OF 1� z-_— 0' Structural Designer I 111 tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 3 1) INTRODUCTION This tower is a 190 ft Self Support tower designed by Rohn in November of 1990. The tower was originally designed for a wind speed of 100 mph per EIA-222-D. The tower was reinforced by modifications designed by PJF in July of 2011. 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 99.9 mph with no ice, 30 mph with 0 inch ice thickness 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 Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) - — 3 commscope SBJAH4-1D65B-DL 2 commscope WCS-IMFQ-AMT-43 3 ericsson RRUS 32 B2 1 3/4 187.0 187.0 1 3/8 3 ericsson RRUS 32 B66 6 raycap DC2 48 60 0 9E 1 raycap I DC6-48-60-18-8C I tnxTower Report-version 7.0.5.1 J August 17, 2016 190 Ft Self Support Tower Structural Analysis CC!BU No 812565 ' Project Number 37516-1744.002.8700,Application 358493,Revision 0 Page 5 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Remarks Reference Source GEOTECHNICAL REPORTS ATEC, #72-01065, 12/3/1990 111139 CCISITES TOWER FOUNDATION _ 816089 CCISITES DRAWINGS/DESIGN/SPECS TOWER MANUFACTURER DRAWINGS POST-MODIFICATION Rohn, #25703JC, 11/30/1990 225932 CCISITES TEP,#113297, 1/12/2012 3062154 CCISITES INSPECTION TOWER REINFORCEMENT I PJF,#37511-1230, 7/5/2011 3009343 I CCISITES DESIGN/DRAWINGS/DATA 3.1) Analysis Method tnxTower(version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 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. Paul J Ford and Company should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4-Section Capacity (Summary) Section SF"P allow % Elevation(ft) Component Type Size Critical P(K) Pass/Fail No. Element (K) Capacity Pipe 2.875"x 0.276"(2.5 Ti 190-180 Leg XS) 2 -3.28 74.51 4.4 Pass T2 180-160 Leg Pipe 3.5"x 0.300"(3 XS) 29 -29.76 94.46 31.5 Pass T3 160-140 Leg Pipe 4.5"x 0.337"(4 XS) 68 -60.15 159.90 37.6 Pass T4 140-120 Leg Pipe 5.563"x 0.375"(5 107 -89.55 239.38 37.4 Pass ) T5 120-100 Leg Pipe 6.625"EHS) 340 (6 146 -118.19 244.02 48.4 Pass T6 100-80 Leg Pipe 6.625")0.432"(6 173 -149.29 303.62 49.2 Pass T7 80-60 Leg Pipe 6.625")0.432"(6 200 -177.75 303.58 58.5 Pass T8 60-40 Leg Pipe 8.62EHS)5"x 375 (8 227 -205.50 386.31 53.2 Pass T9 40-20 Leg Pipe 8.625" x) 375 (8 254 -233.52 l 386.31 60.4Ef Pass ! I T10 { 20-0 Leg I Pipe 8.62X5;0.500"(8 281-247.49 l 505.43 1 49.0 I Pass tnxTower Report-version 7.0.5.1 • August 17, 2016 190 Ft Self Support Tower Structural Analysis CC/BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 7 Section Elevation(ft) Component Type Size Critical P(K) SP? allow % pass/Fail No. Element (K) Capacity T9 40-20 Inner Bracing L3 1/2x3 1/2x1/4 267 -0.01 8.92 0.2 Pass T10 20-0 Inner Bracing Pipe 2.375"STD)0.154 (2 310 -0.01 6.59 0.2 Pass Summary Leg(T9) 60.4 Pass Diagonal 73.8 Pass (T4) Horizontal 65.4 Pass (T10) Top Girt 3.8 Pass (T1) Redund Horz 1 33.3 Pass Bracing (T10) Redund Diag 1 43.6 Pass Bracing (T10) Redund Hip 1 Bracing 0.4 Pass (T10) Redund Hip Diagonal 1 0.5 Pass Bracing (T10) Inner Bracing 0.3 Pass (T5) Bolt Checks 48.4 Pass I I I I Rating= I 73.8 Pass tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CC!BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 9 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 11 • Wind 180 1 4 Leg A Wind 90 A Leg C I. A Leg B Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 190.00-180.00 8.50 1 10.00 T2 180.00-160.00 8.54 1 20.00 T3 160.00-140.00 8.63 1 20.00 T4 140.00-120.00 10.71 1 20.00 T5 120.00-100.00 12.79 1 20.00 T6 100.00-80.00 15.04 1 20.00 T7 80.00-60.00 17.54 1 20.00 T8 60.00-40.00 20.18 1 20.00 T9 40.00-20.00 22.68 1 20.00 T10 20.00-0.00 25.18 1 20.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt . Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T1 190.00-180.00 5.00 K Brace Down No Yes 0.0000 0.0000 T2 180.00-160.00 6.67 K Brace Down No Yes 0.0000 0.0000 T3 160.00-140.00 6.67 K Brace Down No Yes • 0.0000 0.0000 T4 140.00-120.00 6.67 K Brace Down No Yes 0.0000 0.0000 T5 120.00-100.00 10.00 K Brace Down No Yes 0.0000 0.0000 T6 100.00-80.00 10.00 K Brace Down No Yes 0.0000 0.0000 T7 80.00-60.00 10.00 K Brace Down No Yes 0.0000 0.0000 T8 60.00-40.00 10.00 K Brace Down No Yes 0.0000 0.0000 T9 40.00-20.00 10.00 K Brace Down No Yes 0.0000 0.0000 T10 20.00-0.00 20.00 K1 Down No Yes 0.0000 0.0000 tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 ' Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 13 Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T2 180.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 160.00 (50 ksi) (36 ksi) T3 160.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 140.00 (50 ksi) (36 ksi) T4 140.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 120.00 (50 ksi) (36 ksi) T5 120.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 100.00 (50 ksi) (36 ksi) T6 100.00- Solid Round A572-50 Equal Angle L2 1/2x2 1/2x3/16 A36 80.00 (50 ksi) (36 ksi) T7 80.00-60.00 Solid Round A572-50 Equal Angle L3x3x3/16 A572-50 (50 ksi) (50 ksi) T8 60.00-40.00 Solid Round A572-50 Equal Angle L3 1/2x3 1/2x1/4 A572-50 (50 ksi) (50 ksi) T9 40.00-20.00 Solid Round A572-50 Equal Angle L3 1/2x3 1/2x114 A572-50 (50 ksi) (50 ksi) T10 20.00-0.00 Solid Round A572-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 (50 ksi) STD) (50 ksi) Tower Section Geometry (cont'd) Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade ISft T10 20.00- A53-B-35 Horizontal(1) Pipe Pipe 1.9"x 0.145"(1.5 1 0.00 (35 ksi) Diagonal(1) Pipe STD) 1 Hip(1) Pipe Pipe 2.375"x 0.154"(2 1 Hip Diagonal Pipe STD) 1 (1) Pipe 1.9"x0.145"(1.5 STD) Pipe 2.875"x 0.203"(2.5 STD) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in T1 190.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 180.00 (36 ksi) T2 180.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 • 160.00 (36 ksi) T3 160.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 140.00 (36 ksi) T4 140.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 120.00 (36 ksi) T5 120.00- 0.00 0.3750 A36 1 1 1.1. 0.0000 0.0000 36.0000 100.00 (36 ksi) T6 100.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 80.00 (36 ksi) 17 80.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 60.00 (36 ksi) T8 60.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 40.00 (36 ksi) T9 40.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 20.00 (36 ksi) T10 20.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 0.00 (36 ksi) tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 15 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Elevation Connection Horizontal ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in _ in in in T1 190.00- Flange 0.8750 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 180.00 A325N A325N A325N A325N A325N A325N A325N T2 180.00- Flange 0.8750 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 160.00 A325N A325N A325N A325N A325N A325N A325N T3 160.00- Flange 1.0000 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 140.00 A325N A325N A325N A325N A325N A325N A325N T4 140.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 120.00 A325N A325N A325N A325N A325N A325N A325N T5 120.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 100.00 A325N A325N A325N A325N A325N A325N A325N T6 100.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 80.00 A325N A325N A325N A325N A325N A325N A325N T7 80.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 60.00 A325N A325N A325N A325N A325N A325N A325N T8 60.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 40.00 A325N A325N A325N A325N A325N A325N A325N T9 40.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 20.00 A325N A325N A325N A325N A325N A325N A325N T10 20.00- Flange 1.0000 10 0.7500 3 0.0000 0 0.0000 0 0.6250 0 0.7500 2 0.6250 0 0.00 A354-BC A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimete Weight or Shield Type Offset Offset Per Spacing Diameter r Leg ft in (Frac FW) Row in in plf . in **Face C** LDF4- C No Ar(CaAa) 178.00-0.00 0.0000 -0.47 3 2 0.5200 0.6300 0.15 50A(1/2") 0.5000 LDF4- C No Ar(CaAa) 178.00-0.00 0.0000 -0.47 3 3 0.5200 0.6300 0.15 50A(1/2") 0.5000 9207(5/16") C No Ar(CaAa) 178.00-0.00 0.0000 -0.45 3 3 0.3300 0.3300 0.06 2.5"Conduit C No Ar(CaAa) 178.00-0.00 0.0000 0.45 1 1 2.8730 2.8730 5.53 1.5"flat C No Af(CaAa) 178.00-0.00 0.0000 -0.45 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail **Face A** LDF7-50A(1- A No Ar(CaAa) 130.00-0.00 0.0000 0.4 10 7 0.5200 1.9800 0.82 5/8") 0.5000 ASU9325TY A No Ar(CaAa) 130.00-0.00 0.0000 0.4 3 3 1.5840 1.5840 • 1.61 P01(1-3/5") 1.5"flat A No Af(CaAa) 130.00-0.00 0.0000 0.4 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail **Face B"* 1111 HJ7-50A(1- B No Ar(CaAa) 187.00 0.00 0.0000 0.4 12 12 0.5200 1.9800 1.04 5/8") 0.5000 ATCB- B No Ar(CaAa) 187.00-0.00 0.0000 0.4 3 3 2.1900 0.3150 0.07 B01(5/16) 0.5000 WR- B No Ar(CaAa) 187.00-0.00 0.0000 0.4 5 5 0.7740 0.7740 0.59 VG86ST- BRD(3/4) LDF2-50 B No Ar(CaAa) 187.00-0.00 0.0000 0.4 3 3 0.4400 0.4400 0.08 (3/8"foam) 1.5"flat B No Af(CaAa) 187.00-0.00 0.0000 0.4 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 17 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft • ft 0.00 WCS-IMFQ-AMT-43 A From Leg 4.00 0.0000 187.00 No Ice 0.55 0.39 0.02 0.00 0.00 WCS-IMFQ-AMT-43 B From Leg 4.00 0.0000 187.00 No Ice 0.55 0.39 0.02 0.00 0.00 RRUS 32 B2 A From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 RRUS 32 B2 B From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 RRUS 32 B2 C From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 (2)DC2-48-60-0-9E A From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 (2)DC2-48-60-0-9E C From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 SBJAH4-1 D65B-DL w/ A From Leg 4.00 0.0000 187.00 No Ice 9.47 7.74 0.08 Mount Pipe 0.00 0.00 SBJAH4-1 D65B-DL w/ B From Leg 4.00 0.0000 187.00 No Ice 9.47 7.74 0.08 Mount Pipe 0.00 0.00 SBJAH4-1 D65B-DL w/ C From Leg 4.00 0.0000 187.00 No Ice 9.47 7.74 0.08 Mount Pipe 0.00 0.00 RRUS 32 B66 A From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 RRUS 32 B66 B From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 RRUS 32 B66 C From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 (2)DC2-48-60-0-9E B From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 DC6-48-60-18-8C B From Leg 4.00 0.0000 187.00 No Ice 2.74 2.74 0.03 0.00 0.00 Sector Mount[SM 502-3] C None 0.0000 187.00 No Ice 33.02 33.02 1.67 LLPX310R-V4 w/Mount A From Leg 4.00 0.0000 178.00 No Ice 4.44 2.85 0.04 • Pipe 0.00 0.00 Horizon DUO A From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 5.00 nRRHv2 A From Leg 4.00 0.0000 178.00 No Ice 2.49 1.48 0.06 0.00 0.00 JUNCTION BOX A From Leg 4.00 0.0000 178.00 No Ice 0.53 0.27 0.00 0.00 0.00 LLPX310R-V4 w/Mount B From Leg 4.00 0.0000 178.00 No Ice 4.44 2.85 0.04 Pipe 0.00 0.00 Horizon DUO B From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 19 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 0.00 6'x 2"Mount Pipe C From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 FASB WI Mount Pipe A From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 FASB w/Mount Pipe B From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 FASB w/Mount Pipe C From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 Sector Mount[SM 104-3] C None 0.0000 130.00 No Ice 30.02 30.02 0.95 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft • ft ft ft2 K VHLP2-18 A Paraboloid From 4.00 90.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 5.00 VHLP2-11 B Paraboloid From 4.00 90.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 6.00 VHLP2-18 C Paraboloid From 4.00 90.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 5.00 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 tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 21 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. • T8 60-40 1.154 8 0.1677 0.0177 T9 40-20 0.513 12 0.1079 0.0110 T10 20-0 0.114 20 0.0469 0.0048 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ' ° ft 190.00 Flash Beacon Lighting 8 12.127 0.5567 0.1019 974791 187.00 (2)E15S09P78 8 11.769 0.5572 0.1013 974791 184.00 VHLP2-11 8 11.410 0.5571 0.1006 828718 183.00 VHLP2-18 8 11.291 0.5569 0.1004 805454 178.00 LLPX310R-V4 w/Mount Pipe 8 10.694 0.5535 0.0990 152700 130.00 ETW200VS12UB 8 5.573 0.4067 0.0560 16291 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T1 190 Leg A325N 0.8750 4 0.27 40.59 0.007 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 1.55 12.43 0.125 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 1.62 12.43 0.130 ✓ 1 Bolt Shear T2 180 Leg A325N 0.8750 4 6.08 40.59 0.150 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 2.75 12.43 0.221 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 2.23 12.43 0.179 ✓ 1 Bolt Shear T3 160 Leg A325N 1.0000 4 13.20 53.01 0.249 I/ 1 Bolt Tension Diagonal A325N 0.6250 3 2.29 12.43 0.184 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 2.13 12.43 0.172 ✓ 1 Bolt Shear T4 140 Leg A325N 1.0000 6 13.02 53.01 0.246 too' 1 Bolt Tension Diagonal A325N 0.6250 3 3.24 12.43 0.261 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 3.34 12.43 0.269 ✓ 1 Bolt Shear T5 120 Leg A325N 1.0000 6 17.40 53.01 0.328 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 3.93 12.43 0.316 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 3.52 12.43 0.283 V 1 Bolt Shear T6 100 Leg A325N 1.0000 6 22.08 53.01 0.417 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 3.78 12.43 0.304 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 3.68 12.43 0.296 ✓ 1 Bolt Shear T7 80 Leg A325N 1.0000 8 19.68 53.01 . 0.371 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 3.78 12.43 0.304 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 3.94 12.43 0.317 ✓ 1 Bolt Shear T8 60 Leg A325N 1.0000 8 22.66 53.01 0.428 r/ 1 Bolt Tension Diagonal A325N 0.6250 3 4.14 12.43 0.333 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 4.57 12.43 0.368 ✓ 1 Bolt Shear T9 40 Leg A325N 1.0000 8 25.65 53.01 0.484 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 4.30 12.43 0.346 ✓ 1 Bolt Shear tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700, Application 358493, Revision 0 Page 23 Section Elevation Size L L. Kl/r A P. 4P„ Ratio No. P. ft ft ft in2 K• K OPn STD) K=1.00 y/ T6 100-80 Pipe 3.5"x 0.216"(3 13.31 12.89 132.9 2.2285 -11.34 28.50 0.398' STD) K=1.00 / T7 80-60 Pipe 3.5"x 0.216"(3 14.21 13.82 142.5 2.2285 -11.34 24.78 0.458' STD) K=1.00 / T8 60-40 Pipe 3.5"x 0.216"(3 15.12 14.64 151.0 2.2285 -12.42 22.07 0.563 1 STD) K=1.00 I T9 40-20 Pipe 3.5"x 0.216"(3 16.08 15.62 161.1 2.2285 -12.90 19.40 0.665' STD) K=1.00 1/ T10 20-0 (37515-2715)2.875"x 24.33 12.17 158.8 3.7615 -19.05 33.70 0.565 1 .276"Pipe w/3.5"x.300" K=1.00 `/ Half Sleeve 1 P„ /OP„controls Horizontal Design Data (Compression) Section Elevation Size L L„ Kl/r A P. 4)P„ Ratio No. P. ft ft ft int K K +Pn T1 190-180 Pipe 1.9"x 0.145"(1.5 8.52 4.14 79.8 0.7995 -3.20 22.58 0.142' STD) K=1.00 / T2 180-160 Pipe 1.9"x 0.145"(1.5 8.60 4.15 80.0 0.7995 -4.42 22.52 0.196' STD) K=1.00 V T3 160-140 Pipe 1.9"x 0.145"(1.5 10.01 4.82 92.9 0.7995 -4.27 19.14 0.223' STD) K=1.00 (/ T4 140-120 Pipe 2.375"x 0.154"(2 12.10 5.82 88.7 1.0745 -6.68 27.21 0.245' STD) K=1.00 `/ T5 120-100 Pipe 2.375"x 0.154"(2 13.92 6.68 101.9 1.0745 -7.04 22.64 0.311 ' STD) K=1.00 / T6 100-80 Pipe 2.375"x 0.154"(2 16.29 7.87 120.0 1.0745 -7.36 16.86 0.436' STD) K=1.00 1/ T7 80-60 Pipe 2.875"x 0.203"(2.5 18.86 9.15 115.9 1.7040 -7.88 28.64 0.275' STD) K=1.00 ti/ T8 60-40 Pipe 2.875"x 0.203"(2.5 21.43 10.35 131.1 1.7040 -9.05 22.38 0.404' STD) K=1.00 (/ T9 40-20 Pipe 2.875"x 0.203"(2.5 23.93 11.60 147.0 1.7040 -9.76 17.82 0.548' STD) K=1.00 / T10 20-0 Pipe 2.875"x 0.203"(2.5 25.18 12.23 154.9 1.7040 -10.50 16.05 0.6541 STD) K=1.00 V P„ /OP„controls • Top Girt Design Data (Compression) Section Elevation Size L L. Kl/r A P. OP" Ratio No. P. ft ft ft in2 K K 4P" T1 190-180 Pipe 1.9"x 0.145"(1.5 8.50 4.13 79.6 0.7995 -0.87 22.63 0.038' STD) K=1.00 I/ 1 P /�P„controls tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 ' Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 25 Section Elevation Size L L„ KUr A P. 401'„ Ratio No. P„ ft ft ft in2 K• K 4)P„ T3 160-140 L2x2x1/8 5.01 5.01 151.1 0.4844 -0.01 4.79 0.001 ' K=1.00 V T4 140-120 L2x2x1/8 6.05 6.05 182.6 0.4844 -0.01 3.28 0.003' K=1.00 (/ T5 120-100 L2x2x1/8 6.96 6.96 210.0 0.4844 -0.01 2.48 0.003 1 K=1.00 V T6 100-80 L2 1/2x2 112x3/16 8.15 8.15 197.5 0.9020 -0.01 5.23 0.002 1 K=1.00 V T7 80-60 L3x3x3/16 9.43 9.43 189.9 1.0900 -0.01 6.83 0.002 1 K=1.00 V T8 60-40 L3 1/2x3 1/2x1/4 10.71 10.71 185.2 1.6900 -0.01 11.13 0.001 1 11K=1.00 V T9 40-20 L3 1/2x3 1/2x1/4 11.96 11.96 206.9 1.6900 -0.01 8.92 0.001 ' K=1.00 V T10 20-0 Pipe 2.375"x 0.154"(2 12.59 12.59 191.9 1.0745 -0.01 6.59 0.002' STD) K=1.00 V 1 P„ /QP„Controls Tension Checks Leg Design Data (Tension) Section Elevation Size L L„ KUr A P„ +P„ Ratio No. P„ ft ft ft in2 K K 4)P„ T1 190-180 Pipe 2.875"x 0.276"(2.5 10.00 5.00 64.9 2.2535 0.33 101.41 0.003' XS) i✓ T2 180-160 Pipe 3.5"x 0.300"(3 XS) 20.00 6.67 70.4 3.0159 24.31 135.72 0.179' V T3 160-140 Pipe 4.5"x 0.337"(4 XS) 20.04 6.68 54.3 4.4074 52.79 198.34 0.266' V T4 140-120 Pipe 5.563"x 0.375"(5 20.04 6.68 43.6 6.1120 78.11 275.04 0.284 1 XS) V T5 120-100 Pipe 6.625"x 0.340"(6 20.04 10.02 54.0 6.7133 104.43 302.10 0.346' EHS) T6 100-80 Pipe 6.625"x 0.432"(6 20.05 10.03 54.8 8.4049 132.48 378.22 0.350' XS) V T7 80-60 Pipe 6.625"x 0.432"(6 20.06 10.03 54.8 8.4049 157.46 378.22 0.416' XS) V T8 60-40 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 181.31 437.37 0.415 1 EHS) T9 40-20 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 205.17 437.37 0.469 1 EHS) T10 20-0 Pipe 8.625"x 0.500"(8 20.05 10.03 41.8 12.762 214.87 574.32 0.374 1 XS) 7 - V 1 P„ I.Pn controls Diagonal Design Data (Tension) tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 - Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 27 Section Elevation Size L L. Kik A P. 4)P„ Ratio No. P„ ft ft ft in2 K• K gyp„ T1 190-180 Pipe 1.9"x 0.145"(1.5 8.50 4.13 79.6 0.7995 0.87 35.98 0.024' STD) 1 P u /4P„controls Redundant Horizontal (1) Design Data (Tension) Section Elevation Size L L. Kik A P. OP„ Ratio No. P. ft ft ft in2 K K 4)P„ T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 5.93 114.4 0.7995 4.29 25.18 0.171 ' STD) / • 1 P„ /4P„controls Redundant Diagonal (1) Design Data (Tension) Section Elevation Size L L„ KUr A P. (I)P„ Ratio No. P„ ft ft ft in2 K K 4iP„ T10 20-0 Pipe 2.375"x 0.154"(2 11.50 10.77 164.2 1.0745 3.92 33.85 0.116 1 STD) I, 1 P„ /OP„controls Redundant Hip Diagonal (1) Design Data (Tension) Section Elevation Size L L. Kik A P. 41P0 Ratio No. P„ ft ft ft in2 K K 4)P„ T10 20-0 Pipe 2.875"x 0.203"(2.5 15.07 15.07 190.9 1.7040 0.08 53.68 0.001 1 STD) / 1 P„ /OP„controls Inner Bracing Design Data (Tension) Section Elevation Size L L. Kl/r A P. 4P„ Ratio No. P" ft ft ft in2 K K c6P„ T1 190-180 L2x2x1/8 4.25 4.25 81.4 0.4844 0.02 15.69 0.001 1 i✓ T2 180-160 L2x2x1/8 4.30 4.30 82.4 0.4844 0.01 15.69 0.000 T3 160-140 L2x2x1/8 4.31 4.31 82.6 0.4844 0.00 15.69 0.000' I✓ T4 140-120 L2x2x1/8 6.05 6.05 115.9 0.4844 0.00 15.69 0.0001 VI tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 29 Section Elevation Component Size Critical P OPa,b,v % Pass No. ft Type Element K K Capacity Fail T3 160-140 Inner Bracing L2x2x1/8 81 -0.01 '4.79 0.1 Pass T4 140-120 Inner Bracing L2x2x1/8 119 -0.01 3.28 0.3 Pass T5 120-100 Inner Bracing L2x2x1/8 158 -0.01 2.48 0.3 Pass T6 100-80 Inner Bracing L2 1/2x2 1/2x3/16 186 -0.01 5.23 0.2 Pass T7 80-60 Inner Bracing L3x3x3/16 212 -0.01 6.83 0.2 Pass T8 60-40 Inner Bracing L3 1/2x3 1/2x1/4 240 -0.01 11.13 0.2 Pass T9 40-20 Inner Bracing L3 1/2x3 1/2x1/4 267 -0.01 8.92 0.2 Pass T10 20-0 Inner Bracing Pipe 2.375"x 0.154"(2 STD) 310 -0.01 6.59 0.2 Pass Summary Leg(T9) 60.4 Pass '1 Diagonal 73.8 Pass (T4) Horizontal 65.4 Pass (T10) Top Girt 3.8 Pass (T1) Redund 33.3 Pass Horz 1 Bracing (T10) Redund 43.6 Pass Diag 1 Bracing (T10) II Redund 0.4 Pass Hip 1 Bracing (T10) Redund 0.5 Pass Hip Diagonal 1 Bracing (T10) Inner 0.3 Pass Bracing (T5) Bolt 48.4 Pass Checks RATING= 73.8 Pass 0 tnxTower Report-version 7.0.5.1 August 17, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.002.8700,Application 358493, Revision 0 Page 31 APPENDIX C ADDITIONAL CALCULATIONS 4 tnxTower Report-version 7.0.5.1 190.0 ft I_aemesa W _ m o 1111 .111111111111111 _• N 180.0 ft SYMBOL LIST N ^ = I1,III1I1111111 MARK SIZE MARK SIZE .... A Pipe 2.875"x 0.276"(2.5 XS) F Pipe 2.375"x 0.218'(2 XS) m N - B Pipe 5.563"x 0.375"(5 XS) G Pipe 2.875"x 0203'(2.5 STD) F d a �'+ m 2 C Pipe 6.625"x 0.340'(6 EHS) H (37515-2715)2.875'x.276"Pipe w!3.5'x.300"..__. _... D Pipe 8.625'x 0.500"(8 XS) Half Sleeve '" + E Pips 2.375'x 0.154"(2 STD) I Pipe 1.9'x 0.145'(1.5 STD) E. o , - 190.ort MATERIAL STRENGTH (7, m GRADE Fy Fu GRADE Fy Fu S o_ r A618-50 50 ksi 70 ksi A500-46 46 ksi 62 ksi ft k O § ., W_,•1• y e 0 - TOWER DESIGN NOTES O1. Tower is located in Duval County,Florida. 8 i I 2. Tower designed for Exposure C to the TIA-222-G Standard. .._�._. ii 140.0 ft O - 3. Tower designed for a 100 mph basic wind in accordance with the TIA-222-G Standard. x m 4. Deflections are based upon a 60 mph wind. o 5. Tower Structure Class II. N L 6. Topographic Category 1 with Crest Height of 0.00 ft m it. tim 2 G®I 111 1111 7. TOWER RATING:73.8% 120.0 ft - O �- 1- 70" `: \ CO /% '\ C V 0 c 2 ..._____ x b N m ,r, aaa m N z z z 8 100.0 ft o $ Qm N a c_ I D80.0ft •.. O' a ' h' ,, o o o N M Io BO.Oft / .._____._...' _ N _ r , _ N d pN 'a 6' - m ' ALL REACTIONS • $ - 40.0ft %__ ` ARE FACTORED -X % xn / \ L'" / m „ r / MAX.CORNER REACTIONS AT BASE: °° J N i DOWN: 273 K • M & a /N SHEAR: 34 K / UPLIFT: -238 K 20.0 ft N. SHEAR: 31 K • AXIAL N 59 K !en S Qg _ W _ W 0 D ... d • SHEA MOMENT 58 K I 6139 kip-ft o.on TORQUE 29 kip-ft "' REACTIONS-100 mph WIND N • og- v ° •3 •••me•, m 9o m n m$m sg ?v • o e ` o (7 d E. l o o $° n'c c 6 v c a a • Paul J Ford and Company MoD 190-ft Self Support Tower Atlantic Beach,FL 250 E. Broad Street Suite 600 I'°1 PJF#37516-1744 BU#812565) Columbus, OH Client Crown Castle Drawn by'Matthew R Buske Pppd. Phone:43215 cede' TIA-222-G Dale:08/17/16 scale: NTS FAX:614.448.4105 Pam: v.cNae- ,01,14,,...,x,.,...., .o..».no..,...1n..a.Wt.,,..Or170>..DwgNo.E-1