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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTF &AOMPANYR RJ I RECEIVED AUG 0 71015 Date: July 20, 2015 David Robertson Crown Castle 12725 Morris Road Extension Suite 400 Alpharetta, GA 30004 �I 678-366-127373 Subject: Structural Analysis Report Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear David Robertson, T-Mobile Co -Locate .-. Carrier Site Number: Carrier Slte•Name: - SCABN�NED St. Lucie Ceunfv Paul J. Ford and Company 250 E. Broad Street Suite 600 Columbus, OH. 43215 21-6679 k @pjfweb.com Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: A2P0049 N/A. 813700 MINUTE MAID BRA360 340552 1091571 303576 Rev. 0 Paul J. Ford and Company Project Number: 37515-2313.001.8700 2651 Minute Maid Road, Ft. Pierce, St. Lucie County, FL Latitude 27° 29' 0", Longitude -800 34' 1.3" 250 Foot - Self Support Tower 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 807289, in accordance with application 303676, 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: LC5: Existing + Proposed Equipment Note: See Table I and Table II for the proposed and existing loading, respectively. Sufficient Capacity This analysis has been performed in accordance with the 2014 Florida Building Code based upon,an ultimate 3- second gust wind speed of 155 mph converted to a nominal 3-second gust wind speed of 120 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. r Respe ffully submitted by: Jeffrey tsP.. , LEED AP A� gypV Project Engineer ' , \Nz tnxTower, Report - version 6.1.4.1 JUL 2 0 2015 250 Ft Self Support Tower Structural Analysis Project Number375154313.001.8700, Application 303576, Revision 0 Y. TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table I - Proposed Antenna and Cable Information Table 2 - Existing and Reservpd Aptenna and.Cable Information 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations July 20, 2015 CCI BU No 813700 Page 2 tnxTower Report -version July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37515-2313.001.8700, Application 303576, Revision 0 Page 3 1) INTRODUCTION This tower is a 250 ft Self Support tower designed by FWT INC-. in May of 1998. The tower was originally designed for a wind speed of 110 mph per TIA/EIA-222-F. The tower has been modified several times in the past. 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 120.1 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 . - of Antenna Antenna Model of Feed Line Note Level (ft) Elevation .Antennas Manufacturer. `Lines--., Si3e (m) (ft) , 217.0 217.0 I 3 I andrew SBNHH-1D65C w/Mount { Pipe 1 Table 2 - Existing and Reserved Antenna and Cable Information Mounting ._Center Line 'Number Antenna - ' Number Feed 'Line Level (ft) Elevation of Manufacturer Antenna Model ' of'Feed. , Note Ift) Antennas 'Lines Size (in) 1 I decibel 1932DG33T2A-M w/ Mount Pipe 2 decibel 950G65VTZE--M w/ Mount 237.0 237.0 6 1 518" 1 Pipe 1 kathrein 742 218 w/ Mount Pipe 1 tower mounts Side Arm Mount [SO 304-3] j 3 decibel DB848H105ESX w/ Mount Pipe 226.0 3 decibel DB87BH120ESX w/ Mount 225.0 6 1 5/8" 1 Pipe 225.0 2 tower mounts Sector Mount [SM 406-1] j 3 cellmax CMA-13/6521/EO-6 w/ Mount 3 technologies Pipe 6 cellmax CMA-BDHH/6520/EO-8 w/ I technologies Mount Pipe r 217.0-- 217.0 1 — nokia FRIE i 3 15/8„ 1 �-3 I 3 nokia FRIG j 1/4 F nokia FXFB 3 raycap ASU9338TYP01 1 tower mounts Sector Mount [SM 307-3] 2 ericsson 800MHZ SMR FILTER 2 ericsson RRUS 31 B25 I 2 ericsson RRUS-11800MHz 208.0 210.0 2 1 1/32" 1 6 rfs celwave ACU-A20-N 2 rfs celwave APXV9ERR18-C w/ Mount Pipe 2 tower mounts Sector Mount [SM 405-1] tnxTower Report - version 6.1.4.1 Project Number 37515-2313.001.8700, Application 303576, Revision Page 4 mounting Center um er Writenr ia, 1 tower mounts Sector Mount ISM 401 -1 F178.0 180.0 3 decibel Pipe 3 1 5/8" 1 178.0 1 tower mounts Sector Mount ISM 409-1] 2 tower mounts Sector Mount ISM 401-1] 1 tower mounts Pipe Mount [PM 601-1] I tower mounts Pipe Mount [PM 601-1] Notes: 1Existing Equipment z) Reserved Equipment 3) Equipment TxBeRemoved tnxToworReport ' version 0141 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 )'roject Number 37515-2313.001.8700, Application 303576, Revision 0 Page 5 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks - ._ - Reference _ - _ `'Source 4-GEOTECHNICAL REPORTS PSI, 397-85050-3, 10/12/1998 429429 CCISITES 4-POST-MODIFICATION B&T/Morrison Hershfield, INSPECTION 82906.002/6110008.00/CN0- 3041481 CCISITES 223R8, 10/14/11 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS PSI, 772-80085-16a, 12/07/1998 447987 CCISITES 4-TOWER MANUFACTURER FWT 16922, 05/15/1998 245820 CCISITES DRAWINGS 4-TOWER REINFORCEMENT Morrison Hershfield, 6013009, DESIGN/DRAWINGS/DATA 06/01/2001 3106450 CCISITES 3.1) Analysis Method tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 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. 4) The manufacturers drawing contained the original foundation design reactions. Based on these reactions we were able to compare to the current analysis. By doing this we have assumed the existing foundation was properly designed to handle the loading from the original tower design. 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 No. - Elevation (ft) - Component Type Size critical Element- P_(K) SF'P_allow (K) . Capacity P--ass! Fail T1 � - 250 - 240 I Leg - i _ 2" solid I 2 A.86 I 49.29 I 3.8 ( Pass T2 240 - 220 Leg I 3" solid 19 j -19.26 138.05 14.0 Pass T3 ' 220-200 Leg 31/2"solid 40 -72.55 234.48 30.9 Pass I T4 1200 - 186.667 1 Leg 4" solid 61 j-115.73 353.60 32.7 Pass T5 1186.667 - 180 Leg 1 4" solid 76-138.34 1 353.60 1 39.1 1 Pass T6 180 -160 Leg 4" solid 85-201.98 424.98 47.5 Pass T7 160 - 140 Leg ( 4 1/4" solid 106-279.12 497.00 56.2 Pass T8 1 140 - 120 Leg 4 1/2" solid 127-356.90 573.49 62.2 Pass T9 120 -100 Leg 4 3/4" solid 148-438.71 654.48 67.0 Pass T10 100 - 80 Leg 5" solid 169 I-497.35 746.17 66.7 Pass T11 ; 80 - 60 Leg I 5" solid 214-581.98 746.17 78.0 I Pass tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001 8700, Application 303576, Revision 0 July 20, 2015 CC/ BU No 813700 Page 6 Section - ' " .Elevation (ft)-Component�Type ' �- Size Critical Elemerit, - : P;(K), SF•P allow ,, :.•. % -„Pass/Fall'«.;- _No.- - - (K). . „Capacity T12 I 60 - 40 Leg 5 1/4" solid 259 I-659.54 835.68 78.9 Pass T13 40 - 20 -Leg- - - -5 1/2" solid 316 --741.57- 929.74 79.8 Pass T14 20 - 0 Leg 5 3/4" solid 373 1 -819.83 1028.33 79.7 Pass T1 250 - 240 Diagonal L 2 x 2 x 3116 7 4.94 12.02 7.8 Pass T2 240 - 220 Diagonal -LS x 3 x 3/16 - 27 -5.04 19.65 2 Pass 29.05.7 (b) T3 220 - 200 Diagonal L 3 x 3 x l/4 47 -10.27 22.90 9' (b) Pass 4 T4 200 - 186.667 Diagonal L 3 x 3 x 1/4 69 -12.84 20.63 62.2 Pass T5 186.667 - 180 Diagonal 2L 3 x 3 x 1/4 (3/8) 83 -13.16 59.27 6 (b) Pass 29 T6 180 - 160 Diagonal 2L 2.5 x 2.5 x 3/16 (112) 89 -16.63 23.65 70.3 Pass T7 160 - 140 Diagonal 2L 2.5 x 2.5 x 3/16 (1/2) 111 -19.04 19.78 96.3 Pass T8 140 - 120 Diagonal 2L 3 x 3 x 3/16 (1/2) 131 -20.65 29.01 71.2 Pass T9 120 - 100 Diagonal 21- 3 x 3 x 3116 (1/2) 155 -23.84 24.86 1 95.9 Pass T10 100 - 80 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 187 -33.21 62.90 528 I Pass 66. (b) T11 80 - 60 Diagonal 2L 3.5 x 3.5 x 5116 (1/2) 232 - 57.63 57'1(b) Pass 66.232.92 T12 60 - 40 Diagonal 2L 3 x 3 x 1/4 (1/2) T 279 -35.16 T 51.68 68' 0(b) Pass I I 73.6 T13 40 - 20 Diagonal 2L 3.5 x 3.5 x 5116 (1/2) 336 -35.43 83.89 42.2 Pass 71.3 (b) T14 20 - 0 Diagonal 2L 3.5 x 3.5 x 5/16 (112) 393 -37.07 80.05 6' fib) Pass 74 T10 100 - 80 Horizontal 2L 2.5 x 2.5 x 3/16 (112) 172 -8.63 16.19 53.3 Pass T11 80 - 60 Horizontal 2L 2.5 x 2.5 x 3/16 (112) 217 -10.09 13.45 75.0 Pass T12 60 - 40 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 262 -11.44 11.37 100.6 Acceptable t T13 40 - 20 Horizontal 2L 3 x 3 x 3/16 (1/2) 319 -12.86 17.13 75.1 Pass - T14 20 - 0 Horizontal 2L 3 x 3 x 3/16 (1/2) 376 . -14.22 14.84 95.8 Pass T6 180 - 160 Secondary L 2.5 x 2.5 x 3116 94 -3.60 8.02 44.9 Pass i Horzontal T7 160 - 140 Secondary L 3 x 3 x 3/16 115 4.84 10.61 45. Pass Horizontal T8 140 - 120 Secondary Horizontal L 3 x 3 x 3/16 136 -6.19 8.30 74.6 Pass • T9 120 - 100 Secondary Horizontal L 3 x 3 x 1/4 157 -7.61 8.69 87.6 Pass i�_ 250 - 240 Top Girt L 2 x 2 x 3/16 5 -0.18 5.67 3.2 I Pass T12 60 - 40 Redund Hip 1 L 2.5 x 2.5 x 3l16 285 -0.10 8.88 1.1 Pass i Bracing T13 40 - 20 Redund Hip 1 L 2.5 x 2.5 x 3/16 344 -0.12 7.61 1.6 Pass Bracing T14 20 - 0 Redund Hip 1 L 2.5 x 2.5 x 3/16 399 -0.10 6.60 1.6 Pass Bracing �j'� T12 60 - 40 king L 2.5 x 2.5 x 3/16 315 T -0.13 2.49 5.3 Pass Diagonal Braund T13 40 - 20 i DRedund Hip agonal Bracing L 2.5 x 2.5 x 3/16 372 -0.15 2.19 6.7 Pass T14 20 - 0 Redund Hip -L 2.5 x 2.5 x 3116 429 I -0.15 1.94 7.7 Pass Diagonal Bracing T10 100 - 80 Inner Bracing 2L 2 x 2 x 3116 (3/8) 194 -0.03 7.75 0.3 Pass j T11 -80 - 60 Inner Bracing 2L 2 x 2 x 3116 (3/8) 239 -0.02 6.46 0.4 Pass tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 7 Section No. Elevation (ft) 1• Companent Type Sfze Critical, , -P (K) SF•P allow - °/; - -Pass /Fail _ Element (K)• Capacity - T12 60 - 40 I Inner Bracing 1 2L 2 x 2 x 3/16 (3/8) I 290 I -0.06 I 5.47 I 1.0 Pass T13 40 - 20 Inner Bracing 2L 2.5 x 2.5 x 3116 (1/2) 347 I -0.10 9.41 1.0 Pass T14 I 20 - 0 Inner Bracing 12L 2.5 x 2.5 x 3/16 (1/2) 404 -0.05 8.16 0.7 Pass Summary Leg (r13) 79.8 Pass Diagonal 96.3 Pass (T7) Horizontal 100.6 Acceptable 2 (r1z) Secondary Horizontal 87.6 Pass I M) Top Girt 3.2 Pass Redund Hip 1 Bracing 1.6 Pass Redund Hip Diagonal 77 Pass Bracing Inner Bracing 1.0 Pass (T13) Bolt Checks I 74.6 Pass Rating = 1 100.6 1 Acceptable ° Table 5 - Tower Component Stresses vs. Capacity — LC5 Notes Component Elevatiori (ft) %Capacity = P.ass /'Fail .. 1 Anchor Rods I- 65.1% Pass - Base Foundation 3 (Compared w/ 93.3% Pass Design Loads) Structure Rating (max from all components) _ -100.6% 2 Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. -- - 2) Capacities up to 105% are considered acceptable based on analysis methods used. 4.1) Recommendations The tower has sufficient Capacity to carry the proposed and existing loading. tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 8 APPENDIX A TNXTOWER OUTPUT Tower InpufData- The main tower is a 3x free standing tower with an overall height of 250.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 30.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: 4) Tower is located in Saint Lucie County, Florida. 5) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 6) Basic wind speed of 120.00 mph. 7) Structure Class II. 8) Exposure Category C. g) Topographic Category 1. 10) Crest Height 0.00 ft. 11) Deflections calculated using a wind speed of 60.00 mph. 12) A non -linear (P-delta) analysis was used. 13) Pressures are calculated at each section. 14) Stress ratio used in tower member design is 1. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Options 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. Aulocalc Torque Ann Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules 4 Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression J All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feedline Torque 4 Include Angle Block Shear Check Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 Wind 180 Lea A Wind 90 i /;\ ieg C ► Lay B Face C Wind Normal Triangular Tower July 20, 2015 CC/ BU No 813700 Page 9 ,Tower Section Geometry. ' Section Tower Tower Assembly Description Section Number Section Elevation Database Width of Length Sections it it ft T1 250.00-240.00 5.00 1 10.00 T2 240.00-220.00 6.00 1 20.00 T3 220.00-200.00 8.00 1 20.00 T4 200.00-186.67 10.00 1 13.33 T5 186.67-180.00 11.33 1 6.67 T6 180.00-160.00 ' 12.00 1 20.00 T7 160.00-140.00 14.00 1 20.00 T8 140.00-120.00 16.00 1 20.00 T9 120.00-100.00 18.00 1 20.00 T10 100.00-80.00 20.00 1 20.00 T11 80.00-60.00 22.00 1 20.00 T12 60.00-40.00 24.00 1 20.00 T13 40.00-20.00 26.00 1 20.00 T14 20.00-0.00 28.00 1 20.00 Tower Section Geometry(cont'd)-' Tower Bottom Girt Tower Diagonal Bracing Has Has Top Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End It it Panels in in T1 250.00-240.00 5.00 X Brace No No 0.000 0.000 T2 240.00-220.00 6.67 X Brace No No 0.000 0.000 T3 220.00-200.00 6.67 X Brace No No 0.000 0.000 T4 200.00-186.67 6.67 X Brace No No 0.000 0.000 T5 186.67-180.00 6.67 X Brace No No 0.000 0.000 T6 180.00-160.00 10.00 X Brace No Yes 0.000 0.000 T7 160.00-140.00 10.00 X Brace No Yes 0.000 0.000 T8 140.00-120.00 10.00 X Brace No Yes 0.000 0.000 T9 120.00-100.00 10.00 X Brace No Yes 0.000 0.000 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 3 7515-2313.001.8 700, Application 303576, Revision 0 July 20, 2015 CC/ BU No 813700 Page 10 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals offset offset End It it Panels in in T11 80.00-60.00 10.00 Double K1 No Yes 0.000 0.000 T12 60.00-40.00 10.00 Double K1 No Yes 0.000 0.000 T13 40.00-20.00 10.00 Double K1 No Yes 0.000 0.000 T14 20.00-0.00 10.00 Double Kt No Yes 0.000 0.000 Tower Section Geometry°(cont'd) , Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade It TI 250.00- Solid Round 2" solid A572-50 Equal Angle L 2 x 2 x 3116 A36 240.00 (50 ksi) (36 ksi) T2 240.00- Solid Round 3" solid A572-50 Equal Angle L 3 x 3 x 3/16 A36 220.00 (50 ksi) (36 ksi) T3 220.00- Solid Round 3 1/2" solid A572-50 Equal Angle L 3 x 3 x 1/4 A36 200.00 (50 ksi) (36 ks) T4 200.00- Solid Round 4" solid A572-50 Equal Angle L 3 x 3 x 1/4 A36 186.67 (50 ksi) (36 ksi) T5 186.67- Solid Round 4" solid A572-50 Double Equal 21- 3 x 3 x 1/4 (318) A36 180.00 (50 ksi) Angle (36 ksi) T6 180.00- Solid Round 4" solid A572-50 Double Equal 21- 2.5 x 2.5 x 3/16 (1/2) A36 160.00 (50 ksi) Angle (36 ksi) T7 160.00- Solid Round 4 1/4" solid A572-50 Double Equal 21- 2.5 x 2.5 x 3/16 (112) A36 140.00 (50 ksi) Angle (36 ksi) T8 140.00- Solid Round 4 1/2" solid A572-50 Double Equal 21. 3 x 3 x 3/16 (1/2) A36 120.00 (50 ksi) Angle (36 ksi) T9 120.00- Solid Round 4 3/4" solid A572-50 Double Equal 21- 3 x 3 x 3/16 (1/2) A36 100.00 (50 ksi) Angle (36 ksi) T10 100.00- Solid Round 6" solid A572-50 Double Equal 21- 3.5 x 3.5 x 5/16 (1/2) A36 80.00 (50 ksi) Angle (36 ksi) T11 80.00- Solid Round 5" solid A572-50 Double Equal 21- 3.5 x 3.5 x 5/16 (1/2) A36 60.00 (50 ksi) Angle (36 ksi) T12 60.00- Solid Round 5 1/4" solid A572-50 Double Equal 21- 3 x 3 x 1/4 (1/2) A36 40.00 (50 ksi) Angle (36 ksi) T13 40.00- Solid Round 5 1/2" solid A572-50 Double Equal, 2L 3.5 x 3.5 x 5/16 (1/2) A36 20.00 (50 ksi) Angle (36 ksi) T14 20.00-0.00 Solid Round 5 3/4" solid A572-50 Double Equal 2L 3.5 x 3.5 x 5/16 (1/2) A36 (50 ksi) Angle (36 ksi) Tower Section Geometry (cont'd) Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft T1 250.00- Equal Angle L 2 x 2 x 3/16 A36 Equal Angle A36 240.00 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower No. Mid Girt Mid Girt MidGirt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid tt Gins T10 100.00- None Single Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 A36 80.00 (36 ksi) Angle (1/2) (36 ksi) tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 11 Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade _ Type Size Grade Mid it Girls T11 80.00- None Single Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 A36 60.00 (36 ksi) Angle (1/2) (36 ksi) T12 60.00- None Single Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 A36 40.00 (36 ksi) Angle (1/2) (36 ksi) T13 40.00- None Single Angle A36 Double Equal 2L 3 x 3 x 3116 (1/2) A36 20.00 (36 ksi) Angle (36 ksi) T14 20.00-0.00 None Single Angle A36 Double Equal 2L 3 x 3 x 3/16 (1/2) A36 (36 ksi) Angle (36 ksi) TowerSection'G.eomet: contd rY ( ' ) Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade it T6 180.00- Equal Angle L 2.5 x 2.5 x 3/16 A36 Equal Angle L 2 x 2 x 3/16 A36 160.00 (36 ksi) (36 ksi) T7 160.00- Equal Angle L 3 x 3 x 3/16 A36 Equal Angle L 2 x 2 x 3116 A36 140.00 (36 ksi) (36 ksi) T8 140.00- Equal Angle L 3 x 3 x 3/16 A36 Equal Angle L 2.5 x 2.5 x 3/16 A36 120.00 (36 ksi) (36 ksi) T9 120.00- Equal Angle L 3 x 3 x 114 A36 Equal Angle L 2.5 x 2.5 x 3/16 A36 100.00 (36 ksi) (36 ksi) T10 100.00- Equal Angle A36 Double Equal 2L 2 x 2 x 3/16 (3/8) A36 80.00 (36 ksi) Angle (36 ksi) T11 80.00- Equal Angle A36 Double Equal 2L 2 x 2 x 3/16 (3/8) A36 60.00 (36 ksi) Angle (36 ksi) T12 60.00- Equal Angle A36 Double Equal 2L 2 x 2 x 3116 (3/8) A36 40.00 (36 ksi Angle (36 ksi) T13 40.00- Equal Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 (1/2) A36 20.00 (36 ksi) Angle (36 ksi) T14 20.00-0.00 Equal Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 (1/2) A36 (36 ksi) Angle (36 ksi) Tower Section Geometry: (cont'd) Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade 80.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3116 (1/2) Null 1 T11 80.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3116 (1/2) Null 1 60.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3116 (1/2) Null 1 T12 60.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3116 (1/2) Null 1 40.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 Hip (1) Equal Angle L2.5 x2.5 x 3/16 1 Hip Diagonal L 2.5 x 2.5 x 3/16 1 T1$ 40.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null' 1 20.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 Hip (1) Equal Angle L 2.5 x 2.5 x 3/16 1 Hip Diagonal L 2.5 x 2.5 x 3/16 1 T14 20.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 0.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2.5 x 2.5 x 3/16 (3/8) 1 Hip (1) Equal Angle ZERO 1 Hip Diagonal L 2.5 x 2.5 x 3/16 1 L 2.5 x 2.5 x 3/16 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515.2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 12 Tower Section Geometry.(cont'tl Tower Gusset Gusset -Gusset-GradeAdjust Factor_ .Adjust. Weight Mutt. _Double Angle Double Angle Elevation Area Thickness At Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals It fly in in in T1250.00- 2.00 0.375 A36 1 1 1.1 0.000 0.000 240.00 (36 ksi) T2 240.00- 0.00 0.375 A36 1 1 1.1 0.000 0.000 220.00 (36 ksi) T3 220.00- 0.00 0.375 A36 1 1 1.1 0.000 0.000 200.00 (36 ksi) T4 200.00- 0.00 0.376 A36 1 1 1.1 0.000 0.000 186.67 (36 ksi) T5186.67- 0.00 0.375 A36 1 1 1.1 0.000 0.000 180.00 (36 ksi) T6180.00- 0.00 0.375 A36 1 1 1.1 45.100 0.000 160.00 (36 ksi) T7160.00- 0.00 0.375 A36 1 1 1.2 25.000 0.000 140.00 (36 ksi) T8140.00- 0.00 0.375 A36 1 1 1.2 65.000 0.000 120.00 (36 ksi) T9120.00- 0.00 0.375 A36 1 1 1.2 30.100 0.000 100.00 (36 ksi) T10100.00- 0.00 0.500 A36 1 1 1.2 39.400 46.300 80.00 (36 ksi) T1180.00- 0.00 0.500 A36 1 1 1.2 42.000 58.740 60.00 (36 ksi) T12 60.00- 0.00 0.500 A36 1 1 1.2 44.000 64.700 40.00 (36 ksi) T13 40.00- 0.00 0.500 A36 1 1 1.2 46.400 70.600 20.00 (36 ksi) T14 20.00- 0.00 0.500 A36 1 1 1.2 49.000 76.600 0.00 (36 ksi) - .. Tower Section Geometry (cont'd) K Factors Tower Calc Calc Legs X K Single Gins Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X It Y Y Y Y Y Y Y T1250.00- Yes No 1 1 1 1 1 1 1 1 240.00 1 1 1 1 1 1 1 T2 240.00- Yes No 1 1 1 1 1 1 1 1 220.00 1 1 1 1 1 1 1 T3 220.00- Yes No 1 1 1 1 1 1 1 1 200.00 1 1 1 1 1 1 1 T4 200.00- Yes No 1 1 1 1 1 1 1 1 186.67 1 1 1 1 1 1 1 T5186.67- Yes No 1 1 1 180.00 1 1 1 1 1 1 1 T6180.00- No No 1 1 1 1 1 1 0.5 1 160.00 1 1 1 1. 1 0.5 1 T7160.00- No No 1 1 1 1 1 1 0.5 1 140.00 1 1 1 1 1 0.5 1 T8140.00- No No 1 1 1 1 1 1 0.5 1 120.00 1 1 1 1 1 0.5 1 T9120.00- No No 1 1 1 1 1 1 0.5 1 100.00 1 1 1 1 1 0.5 1 T10100.00- No No 1 1 1 1 1 1 1 1 80.00 1 1 1 1 1 1 1 T1180.00- No No 1 1 1 1 1 1 1 1 60.00 _ 1 1 1 1 1 1 1 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 13 K Factors Tower Calc Calc Legs X K Single Gins Hodz. Sec. Inner Elevation K K Brace Brace Diags Hodz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X It Y Y Y Y Y Y Y T12 60.00- No No 1 1 1 1 1 1 1 1 40.00 1 1 1 1 1 1 1 T1340.00- No No 1 1 1 1 1 1 1 1 20.00 1 1 1 1 1 1 1 T14 20.00- No No 1 1 1 1 1 1 1 1 0.00 1 1 1 1 1 1 1 'Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out -of - plane direction applied to the overall length. Tower Section Geometry- (cont'd) _ Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net U NletKidth U Net U Net U Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T1250.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 240.00 T2 240.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 220.00 T3 220.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 200.00 T4 200.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 186.67 T5186.67- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 180.00 T6180.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 160.00 T7 160.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 140.00 T8140.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 120.00 T9120.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 100.00 T10100.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 80.00 T1180.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 60.00 T12 60.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 40.00 T13 40.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 - -20.00-- - _ 0.000 0.75 T14 20.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.00 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 T1250.00- Flange 0.625 4 0.625 2 0.625 1 0.000 0 0.625 0 0.000 0 0.000 0 240.00 A325N A325N A325N A325N A325N A325N A325N T2 240.00- Flange 0.875 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 220.00 A325N , A325N A325N A325N A325N A325N A325N tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 14 Tower Elevation it Leg - Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom - Girt Mid Girt Long Horizonta Short Horizontal Boll Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in _ in in in in in. T3220.00- Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 200.00 A325N A325N A325N A325N A325N A325N A325N T4 200.00- Flange 1.250 0 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 186.67 A325N A325N A325N A325N A325N A325N A325N T5186.67- Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 180.00 A325N A325N A325N A325N A325N A325N A325N T6 180.00- Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 160.00 A325N A325N A325N A325N A325N A325N A325N T7 160.00- Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 140.00 A325N A325N A325N A325N A325N A325N A325N T8140.00- Flange 1.375 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 120.00 A325N A325N A325N A325N A325N A325N A325N T9120.00- Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.626 1 100.00 A325N A325N A325N A325N A325N A325N A325N T10100.00- Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 0 80.00 A325N A325N A325N A325N A325N A325N A325N T1180.00- Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 0 60.00 A325N A325N A325N A325N A325N A325N A325N T12 60.00- Flange 1.750 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.000 0 40.00 A325N A325N A325N A325N A325N A325N A325N T1340.00- Flange 1.750 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.000 0 20.00 A325N A325N A325N A325N A325N A325N A325N T14 20.00- Flange 2.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.000 0 0.00 A36 A325N A325N A325N A325N A325N A325N Feetl'tine/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 It in (FracFWJ Row in in Of LDF7-50A(1- A No Ar (CaAa) 178.00 - 0.00 -0.500 5/8") (E - SPRINT) LDF7-50A(1- A No Ar (CaAa) 225.00 - 178.00 -0.500 5/8") (E - SPRINT) 1.5" flat A No Af (CaAa) 225.00 - 0.00 -0.500 Cable Ladder Rail (WAVEGUID E) LDF7-50A(1- A No Ar (CaAa) 217.00 - 0.00 -6.000 5/8") (E - TMOBILE) 3X4AWG(1 A No Ar (CaAa) 217.00 - 0.00 -6.000 1/4) (P - TMOBILE) EC5-50(7/8") A No Ar (CaAa) 120.00 - 0.00 -6.000 (P - TMOBILE) 1.5" flat A No At (CaAa) 217.00 - 0.00 -0.500 Cable Ladder Rail (WAVEGUID E) Face B..... 1.5" Flat B No Af (CaAa) 250.00 - 0.00 3.000 tnxTower Report - version 6.1.4.1 0.25 9 9 1.000 1.980 0.82 0.500 0.25 6 6 1.020 1.980 0.82 0.500 0.25 2 2 36.000 1.500 1.80 0.500 -0.4 12 4 1.020 1.980 0.82 0.500 -0.4 3 3 1.700 1.300 0.88 0.500 -0.4 1 1 1.898 1.102 0.36 0.600 -0.4 2 2 36.000 1.500 1.80 0.500 0 2 2 12.000 1.500 1.80 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number37515-2313.001.8700, Application 303576, Revision 0 Page 15 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 F149 Row in in plf in FWT Climb 0.000 Ladder Rail (SAFETY LINE) 3/16" safety B No Ar (CaAa) 250.00 - 0.00 1.000 0 2 1 0.250 0.188 0.35 cable (LADDER) LCF158- B No Ar (CaAa) 237.00 - 0.00 1.000 0.4 6 6 1.000 2.010 0.92 50J(1-5/8") 0.500 (E - METRO) 1.5" flat B No At (CaAa) 237.00 - 0.00 0.000 0.4 2 2 36.000 1.500 1.80 Cable Ladder 0.500 Rail (WAVEGUID E) LDF5- B No Ar (CaAa) 128.00 - 0.00 -0.500 -0.38 1 1 1.910 1.090 0.33 50A(7/8") 0.500 (E - SPRINT) TSZ 999 B No Ar (CaAa) 208.00 - 0.00 -0.500 -0.36 2 2 1.960 1.039 0.71 0661)=M- 1.039 8AWG(1- 1/32") (Installed) 1.5" flat B No Af (CaAa) 210.00 - 0.00 -0.500 -0.4 2 2 36.000 1.500 1.80 Cable Ladder 0.500 Rail (WAVEGUID E) Face C 1" lighting C No Ar (CaAa) 250.00 - 0.00 1.000 0.5 1 1 24.000 1.000 2.00 conduit 0.000 (LIGHTS) LCF158- C No Ar (CaAa) 195.00 - 162.00 0.000 0.4 6 6 0.990 2.010 0.92 50J(1-5/8") 0.500 (E - ATT) LCF158- C No Ar (CaAa) 162.00-0.00 0.000 0.4 18 11 0.990 2.010 0.92 50J(1-5/8") 0.500 (E - ATT) WR- C No Ar (CaAa) 195.00 - 0.00 2.000 0.43 2 1 0.774 0.774 0.59 VG86ST- BRD(3/4) (P - ATT) 1.5" flat C No Af (GaAs) 250.00 - 0.00 0.000 0.4 2 2 36.000 1.500 1.80 Cable Ladder 0.500 Rail (WAVEGUID Feed Line/Linear Appurtenances Section=Areas Tower Tower Face Aa AF CAAA CAAA Weight Sectio Elevation In Face Out Face n it ftz f12 ftz ft2 K -11 25U.UU-24U.UU A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 5.375 0.000 0.04 C 0.000 0.000 6.000 0.000 0.06 T2 240.00-220.00 A 0.000 0.000 8.440 0.000 0.04 - B 0.000 0.000 39.752 0.000 0.24 C 0.000 0.000 12.000 0.000 0.11 T3 220.00-200.00 A 0.000 0.000 89.282 0.000 0.44 B 0.000 0.000 51.532 0.000 0.32 C 0.000 0.000 12.000 0.000 0.11 T4 200.00-186.67 A 0.000 0.000 66.053 0.000 0.33 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ t3U No 813700 . Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 16 Tower Tower Face AR Ac CA.4q CAAA Weight Sectio Elevation In Face - Out Face n ft & ff ft' If K B 0.000 0.000 39.351 0.000 0.25 C 0.000 --0.000 - --19:340 0.000 - - -0.13 T5 186.67-180.00 A 0.000 0.000 33.027 0.000 0.16 B 0.000 0.000 19.675 0.000 0.12 C 0.000 0.000 13.072 0.000 0.08 T6 180.0D-160.00 A 0.000 0.000 109.772 0.000 0.54 B 0.000 0.000 - 59.026 0.000 0.37 C 0.000 0.000 44.040 0.000 0.27 T7 160.00-140.00 A 0.000 0.000 110.960 0.000 0.54 B 0.000 0.000 59.026 0.000 0.37 C 0.000 0.000 87.456 0.000 0.47 T8 140.00-120.00 A 0.000 0.000 110.960 0.000 0.54 B 0.000 0.000 59.898 0.000 0.37 C 0.000 0.000 87.456 0.000 0.47 T9 120.00-100.00 A 0.000 0.000 113.164 0.000 0.55 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 T10 100.00-80.00 A 0.000 0.000 113.164 0.000 0.55 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 T11 80.00-60.00 A 0.000 0.000 113.164 0.000 0.55 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 T12 60.00-40.00 A 0.000 0.000 113.164 0.000 0.55 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 T13 40.00-20.00 A 0.000 0.000 113.164 0.000 0.55 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 T14 20.00-0.00 A 0.000 0.000 113.164 0.000 0.65 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 ' Feed Line' Center of`Pressure Section Elevation CPx CPr CPx CPz Ice Ice it in in in in T1 250.00-240.00 -0,625 0.605 -0.861 0.895 T2 240.00-220.00 2.510 0.973 2.902 1.289 T3 220.00-200.00 -1.094 0.288 -1.235 0.186 T4 200.00-186.67 -2.523 0.646 -2.709 0.346 T5 186.67-180.00 -3.259 1.112 -3.455 0.800 T6 180.00-160.00 -3.991 0.781 -4.201 0.455 T7 160.00-140.00 -6.551 2.707 -6.755 2.395 T8 140.00-120.00 -7.224 2.871 -7.452 2.528 T9 120.00-100.00 -8.052 3.075 -8.305 2.701 T10 100.b0-80.00 -8.945 3.381 -9.227 2.966 T11 80.00-60.00 -9.746 3.653 -10.056 3.202 T12 60.00-40.00 -10.296 3.831 -10.624 3.356 T13 40.00-20.00 -10.836 4.007 -11.183 3.508 T14 20.00-0.00 -11.442 4.209 -11.809 3.682 Shielding Factor Ka Tower Feed Line Description Feed Line K. Ka Section Record No. Segment No Ice Ice Elev. T1 10 1.5" Flat FWT Climb 240.00 - 0.6000 0.6000 Ladder Rail 250.00 T1 11 3116". safety cable 240.00- 0.6000 0.6D00 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis M BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 17 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice - K. Ice 250.00 T1 18 1" lighting conduit 240.00- 0.6000 0.6000 250.00 Tt 22 1.5" flat Cable Ladder Rail 240.00- 0.6000 0.6000 250.00 T2 3 LDF7-50A(1-5/8") 220.00- 0.6000 0.6000 225.00 T2 4 1.5' flat Cable Ladder Rail 220.00- 0.6000 0.6000 225.00 T2 10 1.5" Flat FWT Climb 220.00- 0.6000 0.6000 Ladder Rail 240.00 T2 11 3/16" safety cable 220.00- 0.6000 0.6000 240.00 T2 12 LCF158-50J(1-5/8") 220.00- 0.6000 0.6000 237.00 T2 13 1.5' flat Cable Ladder Rail 220.00- 0.6000 0.6000 237.00 T2 18 1" lighting conduit 220.00- 0.6000 0.6000 240.00 T2 22 1.5' flat Cable Ladder Rail 220.00- 0.6000 0.6000 240.00 T3 3 LDF7-50A(1-5/8") 200.00- 0.6000 0.6000 220.00 T3 4 1.5' flat Cable Ladder Rail 200.00- 0.6000 0.6000 220.00 T3 5 LDF7-50A(1-5/8") 200.00- 0.6000 0.6000 217.00 T3 6 3X4AWG(11/4) 200.00- 0.6000 0.6000 217.00 T3 8 1.5' flat Cable Ladder Rail 200.00- 0.6000 0.6000 217.00 T3 10 1.5" Flat FWT Climb 200.00- 0.6000 0.6000 Ladder Rail 220.00 T3 11 3/16" safety cable 200.00- 0.6000 0.6000 220.00 T3 12 LCF158-50J(1-5/8") 200.00- 0.6000 0.6000 220.00 T3 13 1.5" flat Cable Ladder Rail 200.00- 0.6000 0.6000 220.00 T3 15 TSZ 999 066/x M-8AWG( 200.00- 1.0000 1.0000 1-1/32") 208.00 T3 16 1.5' flat Cable Ladder Rail 200.00- 0.6000 0.6000 210.00 T3 18 1" lighting conduit 200.00- 0.6000 0.6000 220.00 T3 22 1.5' flat Cable Ladder Rail 200.00- 0.6000 0.6000 220.00 T4 3 LDF7-50A(1-5/8") 186.67- 0.6000 0.6000 200.00 T4 4 1.5' flat Cable Ladder Rail 186.67- 0.6000 0.6000 ---- -- - -- - - -�00:00- T4 5 LDF7-50A(1-5/8") 186.67- 0.6000 0.6000 200.00 T4 6 3X4AWG(1 1/4) 186.67- 0.6000 0.6000 200.00 T4 8 1.5" flat Cable Ladder Rail 186.67- 0.6000 0.6000 200.00 T4 10 1.5' Flat FWT Climb 186.67- 0.6000 0.6000 Ladder Rail 200.00 T4 11 3/16" safety cable 186.67- 0.6000 0.6000 200.00 T4 12 LCF158-50J(1-5/8") 186.67- 0.6000 0.6000 200.00 T4 13 1.5" flat Cable Ladder Rail 186.67- 0.6000 0.6000 200.00 T4 15 TSZ 999 066/)=M-8AWG( 186.67- 1.0000 1.0000 1-1/32") 200.00 T4 16 1.5" flat Cable Ladder Rail 186.67- 0.6000 0.6000 200.00 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number37515-2313,001.8700, Application 303576, Revision 0 Page 18 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice _ Ka Ice T4 18 1" lighting conduit 186.67- 0.6000 0.6000 200.00 T4 19 LCF158-50J(1-5/8") 186.67- 0.6000 0.6000 195.00 T4 21 WR-VG86ST-BRD(3/4) 186.67- 0.6000 0.6000 195.00 T4 22 1.5" flat Cable Ladder Rail 186.67- 0.6000 0.6000 200.00 T5 3 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 186.67 T5 4 1.5" flat Cable Ladder Rail 180.00- 0.6000 0.6000 186.67 T5 5 LDF7-50A(1-5/8') 180.00- 0.6000 0.6000 186.67 T5 6 3X4AWG(11/4) 180.00- 0.6000 0.6000 186.67 T5 8 1.5" flat Cable Ladder Rail 180.00- 0.6000 0.6000 186.67 T5 10 1.5" Flat FWT Climb 180.00- 0.6000 0.6000 Ladder Rail 186.67 T5 11 3/16" safety cable 180.00- 0.6000 0.6000 186.67 T5 12 LCF158-50J(1-5/8") 180.00- 0.6000 0.6000 186.57 T5 13 1.5" flat Cable Ladder Rail 180.00- 0.6000 0.6000 186.67 T5 15 TSZ 999 066/)=M-SAWG( 180.00- 1.0000 1.0000 1-1/32") 186.67 T5 16 1.5" flat Cable Ladder Rail 180.00- 0.6000 0.6000 186.67 T5 18 1" lighting conduit 180.00 - 0.6000 0.6000 186.67 T5 19 LCF158-50J(1-5/8") 180.00- 0.6000 0.6000 186.67 T5 21 WR-VG86ST-BRD(3/4) 180.00- 0.6000 0.6000 186.67 T5 22 1.5" flat Cable Ladder Rail 180.00- 0.6000 0.6000 186.67 T6 2 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 178.00 T6 3 LDF7-50A(1-5/8") 178.00- 0.6000 0.6000 180.00 T6 4 1.5" flat Cable Ladder Rail 160.00- 0.6000 0.6000 180.00 T6 5 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 180.00 T6 6 3X4AWG(1 1/4) 160.00- 0.6000 0.6000 180.00 T6 8 1.5" flat Cable Ladder Rail 160.00- 0.6000 0.6000 180.00 T6 ib 1.5" Flat FWT Climb 160.00- 0.6000 0.6000 Ladder Rail 180.00 T6 11 3/16" safety cable 160.00- 0.6000 0.6000 180.00 T6 12 LCF158-50J(1-5/8") 160.00- 0.6000 0.6000 180.00 T6 13 1.5" flat Cable Ladder Rail 160.00- 0.6000 0.6000 180.00 T6 15 TSZ 999 066/x M-SAWG( 160.00- 1.0000 1.0000 1-1/32") 180.00 T6 16 1.5" flat Cable Ladder Rail 160.00- 0.6000 0.6000 180.00 T6 18 1" lighting conduit 160.00- 0.6000 0.6000 180.00 T6 19 LCF158-50J(1-5/8") 162.00- 0.6000 0.6000 180.00 T6 20 LCF158-50J(1-5/8") 160.00- 0.6000 0.6000 162.00 T61 21 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 19 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice - K, Ice 180.00 T6 22 1.5" flat Cable Ladder Rail 160.00- 0.6000 0.6000 180.00 T7 2 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T7 4 1.5" flat Cable Ladder Rail 140.00- 0.6000 0.6000 160.00 T7 5 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T7 6 3X4AWG(1114) 140.00- 0.6000 0.6000 160.00 T7 8 1.5" flat Cable Ladder Rail 140.00- 0.6000 0.6000 160.00 T7 10 1.5" Flat FWr Climb 140.00- 0.6000 0.6000 Ladder Rail 160.00 T7 11 3/16" safety cable 140.00- 0.6000 0.6000 160.00 T7 12 LCF158-50J(1-5/8") 140.00- 0.6000 0.6000 160.00 T7 13 1.5" flat Cable Ladder Rail 140.00- 0.6000 0.6000 160.00 -17 15 TSZ 999 066/)=M-8AWG( 140.00- 1.0000 1.0000 1-1/32") 160.00 T7 16 1.5" flat Cable Ladder Rail 140.00- 0.6000 0.6000 160.00 T7 18 1" lighting conduit 140.00- 0.6000 0.6000 160.00 T7 20 LCF158-50J(1-5/8") 140.00- 0.6000 0.6000 160.00 T7 21 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T7 22 1.5" flat Cable Ladder Rail 140.00- 0.6000 0.6000 160.00 T8 2 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T8 4 1.5" flat Cable Ladder Rail 120.00- 0.6000 0.6000 140.00 T8 5 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T8 6 3X4AWG(1 1/4) 120.00- 0.6000 0.6000 140.00 T8 8 1.5" flat Cable Ladder Rail 120.00- 0.6000 0.6000 140.00 T8 10 1.5" Flat FWT Climb 120.00- 0.6000 0.6000 Ladder Rail 140.00 T8 11 3116" safety cable 120.00- 0.6000 0.6000 140.00 TS 12 LCF158-50J(1-5/8") 120.00- 0.6000 0.6000 140.00 T8 13 1.5" flat Cable Ladder Rail 120.00- 0.6000 0.6000 - - -- - 140.00 - T8 14 LDF5-50A(7/8") 120.00- 0.6000 0.6000 128.00 T8 15 TSZ 999 066/x M-8AWG( 120.00- 1.0000 1.0000 1-1/32') 140.00 T8 16 1.5" flat Cable Ladder Rail 120.00- 0.6000 0.6000 140.00 T8 18 1" lighting conduit 120.00- 0.6000 0.6000 140.00 T8 20 LCF158-50J(1-5/8") 120.00- 0.6000 0.6000 140.00 T8 21 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 TS 22 1.5" flat Cable Ladder Rail 120.00- 0.6000 0.6000 140.00 T9 2 LDF7-50A(1-518") 100.00- 0.6000 0.6000 120,00 T9 4 1.5" flat Cable Ladder Rail 100.00 - 0.6000 0.6000 120.00 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice - W Ice T9 5 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 120.00 100.00- T9 6 3X4AWG(11/4) 0.6000 0.6000 120.00 T9 7 EC5-50(7/8") 100.00- 0.6000 0.6000 120.00 T9 8 1.5" flat Cable Ladder Rail 100.00- 0.6000 0.6000 120.00 T9 10 1.5" Flat FWT Climb 100.00- 0.6000 0.6000 Ladder Rail 120.00 T9 11 3/16" safety cable 100.00- 0.6000 0.6000 120.00 T9 12 LCF158-50J(1-5/8') 100.00- 0.6000 0.6000 120.00 T9 13 1.5" flat Cable Ladder Rail 100.00- 0.6000 0.6000 120.00 T9 14 LDF5-50A(7/8") 100.00- 0.6000 0.6000 120.00 T9 15 TSZ 999 066/)=M-8AWG( 100.00- 1.0000 1.0000 1-1/32") 120.00 T9 16 1.5" flat Cable Ladder Rail 100.00- 0.6000 0.6000 120.00 T9 18 1" lighting conduit 100.00- 0.6000 0.6000 120.00 T9 20 LCF158.50J(1-5/8") 100.00- 0.6000 0.6000 120.00 T9 21 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T9 22 1.5" flat Cable Ladder Rail 100.00- 0.6000 0.6000 120.00 T10 2 LDF7-50A(1-5/8") 80.00- 0.6000 0.6000 100.00 T10 4 1.5" flat Cable Ladder Rail 80.00- 0.6000 0.6000 100.00 T10 5 LDF7-50A(1-5/8") 80.00- 0.6000 0.6000 100.00 T10 6 3X4AWG(11/4) 80.00- 0.6000 0.6000 100.00 T10 7 EC5-50(7/8") 80.00- 0.6000 0.6000 100.00 T10 8 1.5" flat Cable Ladder Rail 80.00- 0.6000 0.6000 100.00 T10 10 1.5" Flat FWi Climb 80.00- 0.6000 0.6000 Ladder Rail 100.00 T10 11 3116" safety cable 80.00- 0.6000 0.6000 100.00 T10 12 LCF158-50J(1-5/8") 80.00- 0.6000 0.6000 100.00 T10 13 1.5" flat Cable Ladder Rail 80.00- 0.6000 0.6000 100.00 T10 14 LDF5-50A(7/8") 80.00- 0.6000 0.6000 100.00 T10 15 TSZ 999 066/)=M-8AWG( 80.00- 1.0000 1,0000 1-1/32") 100.00 T10 16 1.5" flat Cable Ladder Rail 80.00- 0.6000 0.6000 100.00 T10 18 1" lighting conduit 80.00- 0.6000 0.6000 100.00 T10 20 LCF158-50J(1-5/8") 80.00- 0.6000 0.6000 100.00 T10 21 WR-VG86ST-BRD(3/4) 80.00- 0.6000 0.6000 100.00 T10 22 1.5" flat Cable Ladder Rail 80.00- 0.6000 0.6000 100.00 T11 2 LDF7-50A(1-5/8") 60.00 - 0.6000 0.6000 80.00 T11 4 1.5" flat Cable Ladder Rail 60.00 - 0.6000 0.6000 80.00 T11 5 LDF7-50A(1-5/8") 60.00 - 0.6000 0.6000 July 20, 2015 CCI BU No 813700 Page 20 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 page 21 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice - Ka Ice 80.00 Tit 6 3X4AWG(11/4) 60.00- 0.6000 0.6000 80.00 Tit 7 EC5-50(7/8") 60.00- 0.6000 0.6000 80.00 T11 8 1.5" flat Cable Ladder Rail 60.00- 0.6000 0.6000 80.00 T11 10 1.5' Flat FWT Climb 60.00- 0.6000 0.6000 Ladder Rail 80.00 T11 11 3/16" safety cable 60.00- 0.6000 0.6000 80.00 T11 12 LCF158-50J(1-5/8") 60.00- 0.6000 0.6000 80.00 Tit 13 1.5" flat Cable Ladder Rail 60.00- 0.6000 0.6000 80.00 T11 14 LDF5-50A(7/8") 60.00- 0.6000 0.6000 80.00 T11 15 TSZ 999 066/)=M-8AWG( 60.00- 1.0000 1.0000 1-1/32-1 80.00 T11 16 1.5" flat Cable Ladder Rail 60.00- 0.6000 0.6000 80.00 Tit 18 1" lighting conduit 60.00- 0.6000 0.6000 80.00 T11 20 LCF158-50J(1-518") 60.00- 0.6000 0.6000 80.00 Tit 21 WR-VG86ST-BRD(3/4) 60.00- 0.6000 0.6000 80.00 T11 22 1.5' flat Cable Ladder Rail 60.00- 0.6000 0.6000 80.00 T12 2 LDF7-50A(1-5/8") 40.00- 0.6000 0.6000 60.00 T12 4 1.5" flat Cable Ladder Rail 40.00- 0.6000 0.6000 60.00 T12 5 LDF7-50A(1-518") 40.00- 0.6000 0.6000 60.00 T12 6 3X4AWG(11/4) 40.00- 0.6000 0.6000 60.00 T12 7 EC5-50(7/8") 40.00- 0.6000 0.6000 60.00 T12 8 1.5' flat Cable Ladder Rail 40.00- 0.6000 0.6000 60.00 T12 10 1.5' Flat FWT Climb 40.00- 0.6000 0.6000 Ladder Rail 60.00 T12 11 3/16" safety cable 40.00- 0.6000 0.6000 60.00 T12 12 LCF158-50J(1-5/8") 40.00- 0.6000 0.6000 60.00 T12 13 1.5" flat Cable Ladder Rail 40.00- 0.6000 0.6000 60.00 T12 14 LDF5-50A(7/8") 40.00- 0.6000 0.6000 - --- - - 60.00 - T12 15 TSZ 999 066/)=M-8AWG( 40.00- 1.0000 1.0000 1-1/32") 60.00 T12 16 1.5" flat Cable Ladder Rail 40.00- 0.6000 0.6000 60.00 T12 18 1" lighting conduit 40.00- 0.6000 0.6000 60.00 T12 20 LCF158-50J(1-5/8") 40.00- 0.6000 0.6000 60.00 T12 21 WR-VG86ST-BRD(3/4) 40.00- 0.6000 0.6000 60.00 T12 22 1.5' flat Cable Ladder Rail 40.00- 0.6000 0.6000 60.00 T13 2 LDF7-50A(1-5/8") 20.00- 0.6000 0.6000 40.00 T13 4 1.5" flat Cable Ladder Rail 20.00 - 0.6000 0.6000 40.00 T13 5 LDF7-50A(1-5/8") 20.00 - 0.6000 0.6000 40.00 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis July 20, 2015 CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 22 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice - Ka Ice T13 6 3X4AWG(1 1/4) 20.00 - 0.6000 0.6000 ---- --- 40.00 T13 7 EC5-50(7/8") 20.00 - 0.6000 0.6000 40.00 T13 8 1.5" flat Cable Ladder Rail 20.00 - 0.6000 0.6000 40.00 T13 10 1.5" Flat FWT Climb 20.00 - 0.6000 0.6000 Ladder Rail 40.00 T13 11 3/16" safety cable 20.00 - 0.6000 0.6000 40.00 T13 12 LCF158-50J(1-5/8") 20.00- 0.6000 0.6000 40.00 T13 13 1.5" flat Cable Ladder Rail 20.00 - 0.6000 0.6000 40.00 T13 14 LDF5-50A(7/8") 20.00 - 0.6000 0.6000 40.00 T13 15 TSZ 999 0661)=M-8AWG( 20.00 - 1.0000 1.0000 1-1/32") 40.00 T13 16 1.5" flat Cable Ladder Rail 20.00 - 0.6000 0.6000 40.00 T13 18 1" lighting conduit 20.00 - 0.6000 0.6000 40.00 T13 20 LCF158-50J(1-5/8") 20.00 - 0.6000 0.6000 40.00 T13 21 WR-VG86ST-BRD(3/4) 20.00 - 0.6000 0.6000 40.00 T13 22 1.5" flat Cable Ladder Rail 20.00 - 0.6000 0.6000 40.00 T14 2 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T14 4 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 . T14 5 LDF7-50A(1-518") 0.00 - 20.00 0.6000 0.6000 T14 6 3X4AWG(1114) 0.00-20.00 0.6000 0.6000 T14 7 EC5-50(7/8") 0.00 - 20.00 0.6000 0.6000 T14 8 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 T14 10 1.5" Flat FWT Climb 0.00-20.00 0.6000 0.6000 Ladder Rail T14 11 3/16" safety cable 0.00 - 20.00 0.6000 0.6000 T14 12 LCF158-50J(1-5/8') 0.00-20.00 0.6000 0.6000 T14 13 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 T14 14 LDF5-50A(7/8") 0.00-20.00 0.6000 0.6000 T14 15 TSZ 999 066/)=M-8AWG( 0.00 - 20.00 1.0000 1.0000 1-1/32") T14 16 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 T14 18 1" lighting conduit 0.00-20.00 0.6000 0.6000 T14 20 LCF158-50J(1-5/8') 0.00-20.00 0.6000 0.6000 T14 21 6ST-BRD(3/4) WR-VG8 0.00-20.00 0.6000 0.6000 T141 221 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 Discrete Tower Loads; weight Description Face Offset Offsets: Azimuth Placement CAA„ CAAA or Type Horz Adjustmen Front Side Leg Lateral t Vert ft it ft2 ft2 K h ° R Beacon B From Leg 0.00 0.000 250.00 No Ice 3.60 3.60 0.10 0.00 0.00 Obstruction light A From Leg 1.00 0.000 125.00 No Ice 0.80 0.80 0.01 0.00 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 23 Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Hoe Adjustmen - Front Side Leg Lateral t Vert ft It ft2 ft2 K It it 0.00 Obstruction light B From Leg 1.00 0.000 125.00 No Ice 0.80 0.80 0.01 0.00 0.00 Obstruction light C From Leg 1.00 0.000 125.00 No Ice 0.80 0.80 0.01 0.00 0.00 Lightning Rod 5/8x4' C From Leg 0.00 0.000 250.00 No Ice 0.25 0.25 0.03 0.00 _ 2.00 932DG33T2A-M w/ Mount A From Leg 4.00 0.000 237.00 No Ice 6.42 3.22 0.05 Pipe 0.00 (E - METRO) 0.00 742 218 w/ Mount Pipe B From Leg 4.00 0.000 237.00 No Ice 4.15 3.00 0.04 0.00 0.00 950G65VTZE-M w/ Mount B From Leg 4.00 0.000 237.00 No Ice 4.23 4.20 0.03 Pipe 0.00 (E - METRO) 0.00 950G65VTZE-M w/ Mount C From Leg 4.00 0.000 237.00 No Ice 4.23 4.20 0.03 Pipe 0.00 (E - METRO) 0.00 Side Arm Mount [SO 304- C None 0.000 237.00 No Ice 1.76 1.76 0.07 3] (E - METRO) (3) DB848H105ESX w/ A From Leg 4.00 0.000 225.00 No Ice 7.43 10.49 0.06 Mount Pipe 0.00 (E - NEXTEL) 1.00 (3) DB878H 120ESX w/ C From Leg 4.00 0.000 225.00 No Ice 11.70 8.16 0.05 Mount Pipe 0.00 (E - NEXTEL) 1.00 Sector Mount ISM 406-1] A None 0.000 225.00 No Ice 9.68 7.94 0.31 (E - NEXTEL) Sector Mount [SM 406-11 C None 0.000 225.00 No Ice 9.68 7.94 0.31 (E - NEXTEL) SBNHH-1 D65C w/ Mount A From Leg 4.00 0.000 217.00 No Ice 11.68 10.24 0.10 Pipe 0.00 0.00 SBNHH-1 D65C w/ Mount B From Leg 4.00 0.000 217.00 No Ice 11.68 10.24 0.10 Pipe 0.00 0.00 SBNHH-1 D65C w/ Mount C From Leg 4.00 0.000 217.00 No Ice 11.68 10.24 0.10 Pipe 0.00 0.00 (2) CMA-BDHH/6520/EO-8 A From Leg 4.00 0.000 217.00 No Ice 10.22 6.10 0.09 w/ Mount Pipe 0.00 0.00 (2) CMA-BDHH/6520/EO-8 B From Leg 4.00 0.000 217.00 No Ice 10.22 5.10 0.09 w/ Mount Pipe 0.00 0.00 . (2) CMA-BDHH/6520/EO-8 C From Leg 4.00 0.000 217.00 No Ice 10.22 5.10 0.09 w/ Mount Pipe 0.00 ' 0.00 FRIE A From Leg 4.00 0.000 217.00 No Ice 4.13 1.11 0.06 0.00 0.00 FRIE B From Leg 4.00 0.000 217.00 No Ice 4.13 1.11 0.06 0.00 0.00 FRIE C From Leg 4.00 0.000 217.00 No Ice 4.13 1.11 0.06 0.00 0.00 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CC/ BU No 813700 Page 24 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen - Front Side Leg Lateral t Vert - - _tt R ft2 fe K 1t ft FRIG A From Leg 4.00 0.000 217.00 No Ice 2.79 1.10 0.06 0.00 0.00 FRIG B From Leg 4.00 0.000 217.00 No Ice 2.79 1.10 0.06 0.00 0.00 FRIG C From Leg 4.00 0.000 217.00 No Ice 2.79 1.10 0.06 0.00 0.00 ASU9338TYP0l A From Leg 4.00 0.000 217.00 No Ice 3.74 1.16 0.02 0.00 0.00 ASU9338TYP0I B From Leg 4.00 0.000 217.00 No Ice 3.74 1.16 0.02 0.00 0.00 ASU9338TYP0l C From Leg 4.00 0.000 217.00 No Ice 3.74 1.16 0.02 0.00 0.00 FXFB A From Leg 4.00 0.000 217.00 No Ice 0.99 1.12 0.06 0.00 0.00 FXFB B From Leg 4.00 0.000 217.00 No Ice 0.99 1.12 0.06 0.00 0.00 FXFB C From Leg 4.00 0.000 217.00 No Ice 0.99 1.12 0.06 0.00 0.00 Sector Mount [SM 307-3] C None (E - TMOBILE) 800MHZ SMR FILTER A From Leg 4.00 0.00 2.00 (3) ACU-A20-N A From Leg 4.00 0.00 2.00 RRUS-11 800MHz A From Leg 4.00 0.00 2.00 RRUS 31 B25 A From Leg 4.00 0.00 2.00 APXV9ERR18-C w/ Mount A From Leg 4.00 Pipe 0.00 2.00 Sector Mount [SM 405-1] A None 800MHZ SMR FILTER B From Leg 4.00 0.00 2.00 (3) ACU-A20-N B From Leg 4.00 0.00 2.00 RRUS-11 800MHz B From Leg 4.00 0.00 2.00 RRUS 31 B25 B From Leg 4.00 0.00 2.00 APXV9ERR18-C w/ Mount B From Leg 4.00 Pipe 0.00 2.00 Sector Mount [SM 405-1] B None 800 10723 w/ Mount Pipe C From Leg 4.00 tnxTower Report - version 6.1.4.1 0.000 217.00 No Ice 26.22 26.22 1.62 0.000 208.00 No Ice 0.76 0.25 0.01 0.000 208.00 No Ice 0.08 0.14 0.00 0.000 208.00 No Ice 2.94 1.52 0.05 0.000 208.00 No Ice 1.89 1.49 0.06 0.000 208.00 No Ice 8.42 7.42 0.09 0.000 208.00 No Ice 8.27 8.37 0.29 0.000 208.00 No Ice 0.76 0.25 0.01 0.000 208.00 No Ice 0.08 0.14 0.00 0.000 208.00 No Ice 2.94 1.52 0.05 0.000 208.00 No Ice 1.89 1.49 0.06 0.000 208.00 No Ice 8.42 7.42 0.09 0.000 208.00 No Ice 8.27 8.37 0.29 0.000 195.00 No Ice 11.16 8.62 0.10 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 25 Description Weight Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen - Front Side • Leg Lateral t Vert R it 8 R2 K it it (P - ATT) 0.00 0.00 (2) RRUS-11 C From Leg 4.00 0.000 195.00 No Ice 3.25 1.37 0.05 (P - ATT) 0.00 0.00 (2) 800-10123 w/ Mount C From Leg 4.00 0.000 195.00 No Ice 11.38 9.74 0.11 Pipe 0.00 (E - ATT) 0.00 (2) ATM19801712-0 C From Leg 4.00 0.000 195.00 No Ice 1.12 0.58 0.02 (E - ATT) 0.00 0.00 (2) FDGW5504/3C-3L C From Leg 4.00 0.000 195.00 No Ice 0.39 0.08 0.00 (E - ATT) 0.00 0.00 (4) 860 10025 C From Leg 4.00 0.000 195.00 No Ice 0.16 0.13 0.00 (E - ATT) 0.00 0.00 Sector Mount ISM 401-1] C None 0.000 195.00 No Ice 8.83 7.05 0.27 (E - ATT) (3) DB84BH105ESX w/ B From Leg 4.00 0.000 178.00 No Ice 7.43 10.49 0.06 Mount Pipe 0.00 (E - NEXTEL) 2.00 Sector Mount ISM 409-1) B None 0.000 178.00 No Ice 8.76 11.22 0.34 (E - NEXTEL) 800 10766 w/ Mount Pipe A From Leg 4.00 0.000 162.00 No Ice 11.43 8.82 0.09 (P - ATT) 0.00 0.00 800 10766 w/ Mount Pipe B From Leg 4.00 0.000 162.00 No Ice 11.43 8.82 0.09 IF - ATT) 0.00 0.00 (2) RRUS-11 A From Leg 4.00 0.000 162.00 No Ice 3.25 1.37 0.05 (P - ATT) 0.00 0.00 (2) RRUS-11 B From Leg 4.00 0.000 162.00 ,No Ice 3.25 1.37 0.05 (P - ATT) 0.00 0.00 DC6-48-60-18-8F B From Leg 4.00 0.000 162.00 No Ice 1.47 1.47 0.02 (P - ATT) 0.00 0.00 (2) 800-10123 w/ Mount A From Leg 4.00 0.000 162.00 No Ice 11.38 9.74 0.11 Pipe 0.00 (E - ATT) 0.00 (2) 800-10123 w/ Mount B From Leg 4.00 0.000 162.00 No Ice 11.38 9.74 0.11 Pipe 0.00 - (E -ATT)- -- 0.00 - --- (2) ATM19801712-0 A From Leg 4.00 0.000 162.00 No Ice 1.12 0.68 0.02 (E - ATT) 0.00 0.00 (2) ATM19801712-0 B From Leg 4.00 0.000 162.00 No Ice 1.12 0.58 0.02 (E - ATT) 0.00 0.00 (2) FDGW5504/3C-3L A From Leg 4.00 0.000 162.00 No Ice 0.39 0.08 0.00 (E - ATT) 0.00 ' 0.00 (2) FDGW5504/3C-3L B From Leg 4.00 0.000 162.00 No Ice 0.39 0.08 0.00 (E -ATT) 0.00 0.00 (4) 860 10025 A From Leg 4.00 0.000 162.00 No Ice 0.16 0.13 0.00 (E - ATT) 0.00 0.00 (4) 860 10025 B From Leg 4.00 0.000 162.00 No Ice 0.16 0.13 0.00 (E -AM 0.00 0.00 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 26 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft it ft2 ft2 K ft it DC2-48-60-0-9E A From Leg 4.00 0.000 162.00 No Ice 1.08 0.66 0.02 0.00 0.00 DC2-48-60-0-9E B From Leg 4.00 0.000 162.00 No Ice 1.08 0.66 0.02 0.00 0.00 Sector Mount [SM 401-1] A None 0.000 162.00 No Ice 8.83 7.05 0.27 (E -ATT) Sector Mount [SM 401-1] B None 0.000 162.00 No Ice 8.83 7.05 0.27 (E - ATT) Pipe Mount [PM 601-11 A None 0.000 128.00 No Ice 3.00 0.90 0.07 (E - SPRINT) (2) RFU-C-PD C From Leg 4.00 0.000 120.00 No Ice 0.60 0.26 0.01 (P - TMOBILE) 0.00 0.00 Pipe Mount [PM 601-1] C None 0.000 120.00 No Ice 3.00 0.90 0.07 (P - TMOBILE) `Dishes Weight Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft fe K SPD2-5.8 A Paraboloid wto From 1.00 Worst 128.00 2.00 No Joe 3.14 0.02 (E - SPRINT) Redome Leg 0.00 0.00 HPX6-59-P3A/K C Paraboloid From 1.00 Worst 120.00 6.46 No Ice 32.76 0.32 (P-TMOBILE) w/Shroud (HP) Leg 0.00 Load Combinations Comb. Description 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 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 Comb. Description No. 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 °,. Maxim`um Reactions a Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Leg C Max. Vert 18 857.75 85.58 -49.61 Max. H. 18 857.75 85.58 -49.61 Max. H. 7 -732.77 -75.92 44.01 Min. Vert 7 -732.77 -75.92 44.01 Min. H. 7 -732.77 -75.92 44.01 Min. H. 18 857.75 85.58 -49.61 Leg B Max. Vert 10 848.06 -85.94 -47.98 Max. Hx 23 -729.75 76.31 42.54 Max. H. 23 -729.75 76.31 42.54 Min. Vert 23 -729.75 76.31 42.54 Min. H. 10 848.06 -85.94 -47.98 Min. H. 10 848.06 -85.94 -47.98 Leg A Max. Vert 2 848.44 -1.61 98.45 Max. H. 19 -372.45 11.77 -45.54 Max. H. 2 848.44 -1.61 98.45 Min. Vert 15 -729.25 1.56 -87.38 Min. H. 8 46.89 -11.65 3.47 Min. H. 15 -729.25 1.56 -87.38 July 20, 2015 CC/ BU No 813700 Page 27 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, Mx Moment, M. Dead Only 111.09 0.00 -0.00 20.20 47.44 -0.00 1.2 Dead+1.6 Wind 0 deg - 133.30 0.40 -162.99 -20888.76 -30.99 -83.78 No Ice 0.9 Dead+1.6 Wind 0 deg - 99.98 0.40 -162.99 -20877:08 -45.20 -83.71 No Ice 1.2 Dead+1.6 Wind 30 deg - 133.30 75.71 -130.41 -16971.42 -9859.35 -48.39 No Ice 0.9 Dead+1.6 Wind 30 deg - 99.98 76.71 -130.41 -16962.97 -9865.14 -48.34 No Ice 1.2 Dead+1.6 Wind 60 deg - 133.30 133.61 -77.18 -9957.61 -17235.82 -7.61 No Ice 0.9 Dead+1.6 Wind 60 deg - 99.98 133.61 -77.18 -9955.19 -17235.36 -7.60 No Ice 1.2 Dead+1.6 Wind 90 deg - 133.30 150.74 -0.40 -63.83 -19623.03 33.18 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 28 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment M, Moment, M. K K K klp-ft kip-ft kic-ft No Ice 0.9 Dead+1.6 Wind 90deg - 99.98 150.74 -0.40 -69.83- -19620.46 33.14 No Ice 1.2 Dead+1.6 Wind 120 deg 133.30 141.28 81.15 10404.59 -18101.81 74.12 - No Ice 0.9 Dead+1.6 Wind 120 deg 99.98 141.28 81.15 10389.70 -18100.66 74.06 - No Ice 1.2 Dead+1.6 Wind 150 deg 133.30 75.03 130.02 16931.86 -9706.34 84.34 - No Ice 0.9 Dead+1.6 Wind 150 deg 99.98 75.03 130.02 16911.32 -9712.30 84.27 - No Ice 1.2 Dead+1.6 Wind 180 deg 133.30 -0.40 153.67 19835.36 145.51 80.27 - No ice 0.9 Dead+1.6 Wind 180 deg 99.98 -0.40 153.67 19812.40 131.12 80.21 - No Ice 1.2 Dead+1.6 Wind 210 deg 133.30 -75.71 130.41 17019.99 9973.62 48.38 - No Ice 0.9 Dead+1.6 Wind 210 deg 99.98 -75.71 130.41 16999.36 9950.81 48.34 - No Ice 1.2 Dead+1.6 Wind 240 deg 133.30 -141.68 81.84 10557.31 18304.31 8.88 - No Ice 0.9 Dead+1.6 Wind 240 deg 99.98 -141.68 81.84 10542.26 18274.48 8.87 - No Ice 1.2 Dead+1.6 Wind 270 deg 133.30 -150.74 0.40 112.69 19737.18 -33.19 - No Ice 0.9 Dead+1.6 Wind 270 deg 99.98 -150.74 0.40 106.51 19706.02 -33.16 - No Ice 1.2 Dead+1.6 Wind 300 deg 133.30 -133.21 -76.49 -9804.61 17261.80 -67.67 - No Ice 0.9 Dead+1.6 Wind 300 deg 99.98 -133.21 -76.49 -9802.34 17232.83 -67.61 - No Ice 1.2 Dead+1.6 Wind 330 deg 133.30 -75.03 -130.02 -16883.03 9820.89 -84.32 - No Ice 0.9 Dead+1.6 Wind 330 deg 99.98 -75.03 -130.02 -16874.67 9798.24 -84.25 - No Ice Dead+Wind 0deg -Service 111.09 0.06 -25.47 -3245.64 33.80 -13.09 Dead+Wind 30 deg - Service 111.09 11.83 -20.38 -2633.90 -1500.99 -7.56 Dead+Wind 60 deg - Service 111.09 20.88 -12.06 -1538.59 -2653.01 -1.19 Dead+Wind 90 deg - Service 111.09 23.55 -0.06 6.54 -3025.77 5.19 Dead+Wind 120 deg - 111.09 22.07 12.68 1041.28 -2788.24 11.57 Service Dead+Wind 150 deg - 111.09 11.72 20.32 2660.59 -1477.22 13.17 Service Dead+Wind 180 deg - 111.09 -0.06 24.01 " 3114.03 61.31 12.53 Service Dead+Wind 210 deg - 111.09 -11.83 20.38 2674.33 1596.20 7.56 Service Dead+Wind 240 deg - 111.09 -22.14 12.79 1665.14 2897.14 1.38 Service Dead+Wind 270 deg - 111.09 -23.55 0.06 34.10 3120.87 -5.19 _ Service Dead+Wind 300 deg - 111.09 -20.81 -11.95 -1514.72 2734.29 -10.57 Service Dead+Wind 330 deg - 111.09 -11.72 -20.32 -2620.10 1572.23 -13.17 Service Solution Summary' Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0.00 -111.09 0.00 -0.00 111.09 0.00 0.000% 2 0.40 -133.30 -162.99 -0.40 133.30 162.99 0.000% 3 0.40 -99.98 -162.99 -0.40 99.98 162.99 0.000% 4 75.71 -133.30 -130.41 -75.71 133.30 130.41 0.000% 5 75.71 -9.9.98 -130.41 .75.71 99.98 130.41 0.000% tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37515-2313.001.8700, Application 303576, Revision 0 Page 29 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX - PY PZ % Error Comb. K K K K K K 6 133.61 -133.30 -77.18 -133.61 133.30 77.18 0.000% 7 133.61 -99.98 -77.18 -133.61 99.98 77.18 0.000% ' 8 150.74 -133.30 -0.40 -150.74 133.30 0.40 0.000% 9 150.74 -99.98 -0.40 -150.74 99.98 0.40 0.000% 10 141.28 -133.30 81.15 -141.28 133.30 -81.15 0.000% 11 141.28 -99.98 81.15 -141.28 99.98 -81.15 0.000% 12 75.03 -133.30 130.02 -75.03 133.30 -130.02 0.000% 13 75.03 -99.98 130.02 -75.03 99.98 -130.02 0.000% 14 -0.40 -133.30 153.67 0.40 133.30 -153.67 0.000% 15 -0.40 -99.98 153.67 0.40 99.98 -153.67 0.000% 16 -75.71 -133.30 130.41 75.71 133.30 -130.41 0.000% 17 -75.71 -99.98 130.41 75.71 99.98 -130.41 0.000% 18 -141.68 -133.30 81.84 141.68 133.30 -81.84 0.000% 19 -141.68 -99.98 81.84 141.68 99.98 -81.84 0.000% 20 -150.74 -133.30 0.40 150.74 133.30 -0.40 0.000% 21 "-150.74 -99.98 0.40 150.74 99.98 -0.40 0.000% 22 -133.21 -133.30 -76.49 133.21 133.30 76.49 0.000% 23 -133.21 -99.98 -76.49 133.21 99.98 76.49 0.000% 24 -75.03 -133.30 -130.02 75.03 133.30 130.02 0.000% 25 -75.03 -99.98 -130.02 75.03 99.98 130.02 0.000% 26 0.06 -111.09 -25.47 -0.06 111.09 25.47 0.000% 27 11.83 -111.09 -20.38 -11.83 111.09 20.38 0.000% 28 20.88 -111.09 -12.06 -20.88 111.09 12.06 0.000% 29 23.55 -111.09 -0.06 -23.55 111.09 0.06 0.000% 30 22.08 -111.09 12.68 -22.07 111.09 -12.68 0.000% 31 11.72 -111.09 20.32 -11.72 111.09 -20.32 0.000% 32 -0.06 -111.09 24.01 0.06 111.09 -24.01 0.000% 33 -11.83 -111.09 20.38 11.83 111.09 -20.38 0.000% 34 -22.14 -111.09 12.79 22.14 111.09 -12.79 0.000% 35 -23.55 -111.09 0.06 23.55 111.09 -0.06 0.000% 36 -20.81 -111.09 -11.95 20.81 111.09 11.95 0.000% 37 -11.72 -111.09 -20.32 11.72 111.09 20.32 0.000% Non -Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 9 0.00000001 0.00004206 3 Yes 9 0.00000001 0.00003121 4 Yes 9 0.00000001 0.00004300 5 Yes 9 0.00000001 0.00003210 6 Yes 9 0.00000001 0.00004371 7 Yes 9 0.00000001 0.00003281 8 Yes 9 0.00000001 0.00004300 9 _ -. Yes _ 9 _ _ 0.00000001 0.00003210 - -- - 10 Yes 9 0.00000001 0.00004207 11 Yes 9 0.00000001 0.00003122 12 Yes 9 0.00000001 0.00004294 ' 13 Yes 9 0.00000001 0.00003206 ' 14 Yes 9 0.00000001 0.00004361 15 Yes 9 0.00000001 0.00003273 16 Yes 9 0.00000001 0.00004292 17 Yes 9 0.00000001 0.0000320Z 18 Yes 9 0.00000001 0.00004208 19 Yes 9 0.00000001 0.00003122 20 Yes 9 0.00000001 0.00004296 21 Yes 9 0.00000001 0.00003207 22 Yes 9 0.00000001 0.00004363 23 Yes 9 0.00000001 0.00003275 24 Yes 9 0.00000001 0.00004292 25 Yes 9 0.00000001 0.00003204 26 Yes 9 0.00000001 0.00003284 27 Yes 9 0.00000001 0.00003282 28 Yes - 9 0.00000001 0.00003302 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 30 29 Yes 9 0.00000001 0.00003284 30 Yes 9 0.00000001 0.00003285 31 Yes 9 0.00000001 0.00003554 32 Yes 9 0.00000001 0.00003296 33 Yes 9 _ _ 0.00000001 _ 0.00003286 34 Yes 9 0.00000001 0.00003297 35 Yes 9 0.00000001 0.00003290 36 Yes 9 0.00000001 0.00003300 37 Yes 9 0,00000001 0.00003274 Maximum. -Tower Deflection's;= Service Wmd Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 250 - 240 3.97 34 0.120 0.009 T2 240 - 220 3.72 34 0.120 0.009 T3 220 - 200 3.21 34 0.118 0.009 T4 200 - 186.667 2.71 34 0.113 0.008 T5 186.667 -180 2.38 34 0.109 0.006 T6 180 - 160 2.23 34 0.105 0.006 T7 160 - 140 1.78 34 0.095 0.005 T8 140 - 120 1.38 34 0.083 0.005 T9 120 - 100 1.03 34 0.071 0.005 T10 100 - 80 0.72 34 0.059 0.004 T11 80 - 60 0.47 34 0.047 0.003 T12 60 - 40 0.28 34 0.034 0.003 T13 40 - 20 0.14 34 0.022 0.001 T14 20 - 0 0.04 34 0.011 0.001 Critical Deflections" and Radius of Curvature;= Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature If Comb. in ° ft 250.00 Beacon 34 3.97 0.120 0.009 Inf 237.00 932DG33T2A-M w/ Mount Pipe 34 3.64 0.120 0.009 Inf 225.00 (3) DB848H105ESX w/ Mount 34 3.34 0.119 0.010 Inf Pipe 217.00 SBNHH-1 D65C w/ Mount Pipe 34 3.13 0.118 0.009 Inf 208.00 800MHZ SMR FILTER 34 2.91 0.116 0.009 614193 195.00 800 10723 w/ Mount Pipe 34 2.58 0.112 0.007 130816 178.00 (3) 13138481-1105ESX w/ Mount 34 2.18 0.104 0.006 309321 Pipe 162.00 800 10766 w/ Mount Pipe 34 1.83 0.096 0.005 122575 128.00 SPD2-5.8 34 1.16 0.076 0.006 112405 125.00 Obstruction light 34 1.11 0.074 0.006 123503 120.00 HPX6-59-P3A/K 34 1.03 0.071 0.005 135948 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load R in Comb. T1 250 - 240 25.14 18 0.761 0.057 T2 240 - 220 23.54 18 0.760 0.060 T3 220 - 200 20.33 18 0.749 0.060 T4 200 - 186.667 17.15 18 0.716 0.049 T5 186.667 - 180 15.09 18 0.687 0.040 T6 180 - 160 14.12 18 0.668 0.037 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number37515-2313.001.8700, Application 303576, Revision 0 Page 31 Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt Twist T7 160 - 140 11.31 18 0.600 0.030 T8 140 - 120 8.75 18 0.526 0.035 T9 120 - 100 6.52 18 0.450 0.035 T10 100 - 80 4.56 18 0.374 0.026 Tt 1 80 - 60 3.01 18 0.297 0.021 T12 60-40 1.81 18 0.216 0.016 T13 40 - 20 0.87 18 0.141 0.009 T14 20 - 0 0.26 18 0.068 0.005 -Critical. Deflections.and-Radids'-of Curvature-.Desig'n,Wind; - Radius of Elevation Appurtenance Gov. Deflection Tilt Twist Load Curvature It Comb. in ' ft 250.00 Beacon 18 25.14 0.761 0.057 370523 237.00 932DG33T2A-M w/ Mount Pipe 18 23.06 0.759 0.060 257260 225.00 (3) DB848HI 05ESX w/Mount 18 21.14 0.753 0.061 466905 Pipe 217.00 SBNHH-1 D65C w/ Mount Pipe 18 19.85 0.745 0.059 167732 208.00 800MHZ SMR FILTER 18 18.42 0.731 0.055 93877 195.00 800 10723 w/ Mount Pipe 18 16.36 0.706 0.046 20731 178.00 (3) DB8481-11105ESX w/ Mount 18 13.83 0.662 0.036 46913 Pipe 162.00 800 10766 w/ Mount Pipe 18 11.58 0.607 0.031 19277 128.00 SPD2-5.8 18 7.38 0.480 0.036 17754 125.00 Obstruction light 18 7.05 0.469 0.036 19547 120.00 HPX6-59-P3A/K 18 6.52 0.450 0.035 21590 t/ Bolt Design Data` Criteria Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt Allowable K T1 250 Leg A325N 0.625 4 0.30 20.71 0014 V 1 Bolt Tension Diagonal A325N 0.625 2 0.41 6.79 V 1 Member Block 0.061 Shear Top Girt A325N 0.625 1 0.15 7.88 V+' 1 Member Block 0.019 Shear T2 240 Leg A325N 0.875 6 2.44 40.59 0.060 ✓ 1 Bolt Tension .. Diagonal A325N 0.625 _ 2 _2.41. _ 8.31 ✓ _ 1 -Member Block- - _ 0290. Shear T3 220 Leg A325N 1.000 6 10.16 53.01 0192 V' 1 Bolt Tension Diagonal A325N 0.625 2 5.08 11.09 1 Member Block 0.459 Shear T4 200 Diagonal A325N 0.625 2 6.31 11.09 V`i 1 Member Block 0.570 Shear T5 186.667 Leg A325N 1.250 6 19.76 82.83 1 Bolt Tension 0.239 Diagonal A325N 0.625 2 6.57 22.17 ' V 1 Member Block 0.296 Shear T6 180 Leg A325N 1.250 6 29.22 82.83 0.353 V 1 Bolt Tension Diagonal A325N 0.625 2 8.11 15.61 1 Member Block 0.520 Shear Secondary A325N 0.625 1 3.60 9.91 1 Member Block Horizontal 0.363 Shear T7 160 Leg A325N 1.250 6 40.65 82.83 1 Bolt Tension 0.491 1/ Diagonal A325N 0.625 2 9.44 15.61 1 Member Block 0.605 Shear tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CC/ BU No 813700 Page 32 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Cnteda No. Type Grade Of Load per Load Load Ratio it in Bolts Bolt K Allowable K Secondary A325N 0.625 1-_ 4.84__ 10.93. - 0.443_6/ 1 Member Block Horizontal Shear T8 140 Leg A325N 1.375 6 52.00 100.23 0.519 1 Bolt Tension Diagonal A325N 0.625 2 10.23 16.63 '✓ 1 Member Block 0.615 Shear Secondary A325N 0.625 1 - 6.19 10.93 0.566 ✓ 1 Member Block Horizontal Shear T9 120 Leg A325N 1.500 6 63.75 119.28 0534,,E 1 Bolt Tension Diagonal A325N 0.625 2 11.84 16.63 ✓ 1 Member Block 0.712 Shear Secondary A325N 0.625 1 7.61 12.43 0.612 1 Bolt Shear Horizontal T10 100 Leg A325N 1.500 6 71.94 119.28 0.603 ✓ 1 Bolt Tension Diagonal A325N 0.625 2 16.60 24.85 0.668 ✓ 1 Bolt Shear Horizontal A325N 0.625 1 8.63 19.83 ✓ 1 Member Block 0.435 Shear T11 80 Leg A325N 1.500 6 83.65 119.28 0.701 ✓ 1 Bolt Tension Diagonal A325N 0.625 2 16.46 24.85 0.662 ✓ 1 Bolt Shear Horizontal A325N 0.625 1 10.09 19.83 ✓ 1 Member Block 0.509 Shear T12 60 Leg A325N 1.750 6 94.70 162.36 0.583 ✓ 1 Bolt Tension Diagonal A325N 0.625 2 16.32 22.17 ✓ 1 Member Block 0.736 Shear Horizontal A325N 0.625 1 11.44 19.83 ✓ 1 Member Block 0.577 Shear T13 40 Leg A325N 1.750 6 105.97 162.36 0.653 ✓ 1 Bolt Tension Diagonal A325N 0.625 2 17.72 24.85 0.713 ✓ 1 Bolt Shear Horizontal A325N 0.625 1 12.86 21.87 ✓ 1 Member Block 0.588 Shear T14 20 Leg A36 2.500 6 116.58 160.15 0728 ✓ 1 Bolt Tension Diagonal A325N 0.625 2 18.54 24.85 0.746 ✓ 1 Bolt Shear Horizontal A325N 0.625 1 1422 21.87 ✓ 1 Member Block 0.650 Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ KUr A P„ �P„ Ratio No. P ft it it ins K K gyp" T1 250 - 240 2" solid 10.00 5.00 120.0 3.142 -1.86 49.29 0.038 K=1.00 T2 240 - 220 3" solid 20.03 6.68 106.8 7.069 , -19.26 138.05 0.1401 K=1.00 V T3 220 - 200 3 1 /2" solid 20.03 6.68 91.6 9.621 -72.55 234.48 0.3091 K=1.00 V T4 200 - 186.667 4" solid 13.36 6.68 80.1 12.566 -115.73 353.60 0.3271 K=1.00 V T5 186.667 - 180 4" solid 6.68 6.68 80.1 12.566 -138.34 353.60 0.391 1 K=1.00 I/ T6 180 - 160 4" solid 20.03 5.21 62.5 12.566 -201.98 424.98 0.475 1 K=1.00 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 33 Section NO. Elevation ft Size L It L„ ft KI1r A W P. K K Ratio P �P„ T7 160 - 140 4 1/4" solid 20.03 5.18 58.5 14.186 -279.12 497.00 0.562 K=1.00 V T8 140 - 120 4 1/2" solid 20.03 5.16 55.0 15.904 -356.90 573.49 0.622' K=1.00 T9 120 - 100 4 3/4" solid 20.03 5.14 52.0 17.721 438.71 654.48 0.670' K=1.00 V T10 100 - 80 5" solid 20.03 5.01 48.1 19.635 -497.35 746.17 0.667' K=1.00 V T11 80-60 5"solid 20.03 5.01 48.1 19.635 -581.98 746.17 0,780' K=1.00 V T12 60-40 5114"solid 20.03 5.01 45.8 21.647 -659.64 835.68 0.789' K=1.00 V T13 40-20 51/2"solid 20.03 5.01 43.7 23.758 -741.57 929.74 0.798' K=1.00 V T14 20 - 0 5 3/4" solid 20.03 5.01 41.8 25.967 -819.83 1028.33 0.797' K=1.00 I P„ /QP„ controls Diagonal Dafa (Compression) Section Elevation Size L L„ K11r A P. rpP„ Ratio No. P. ft It It ins K K �P� Tt 250 - 240 L 2 x 2 x 3/16 7.81 3.57 111.6 0.715 -0.94 12.02 0.078 K=1.03 y/ T2 240 - 220 L 3 x 3 x 3/16 10.16 4.91 104.2 1.090 -5.04 19.65 0.257' K=1.05 I / T3 220 - 200 L 3 x 3 x 1/4 11.74 5.67 116.3 1.440 -10.27 22.90 0,449' K=1.01 `/ T4 200 - 186.667 L 3 x 3 x 1/4 12.86 6.21 124.5 1.440 -12.84 20.63 0.622' K=0.99 V T5 186.667 - 180 2L 3 x 3 x 1/4 (3/8) 13.44 6.50 92.9 2.880 -13.16 59.27 0.222' K=1.11 T6 180 - 160 2L 2.5 x 2.5 x 3/16 (1/2) 16.80 8.51 131.1 1.805 -16.63 23.65 0,703' K=1.00 V T7 160 - 140 2L 2.5 x 2.5 x 3116 (1/2) 18.45 9.31 143.6 1.805 -19.04 19.78 0.963' K=1.00 V T8 140 - 120 2L 3 x 3 x 3116 (112) 20.16 10.15 129.7 2.180 -20.65 29.01 0.712' K=1.00 V - T9- 120--100 "- - 2L 3x 3 x 3116 (1/2) - 21.92 - 11.02 - 140.7 -2.180 =23.84 --24.86- 0.959' K=1.00 v/ T10 100 - 80 2L 3.5 x 3.5 x 5/16 (112) 14.87 14.59 120.7 4.180 -33.21 62.90 0.528' • K=1.00 V Tt 1 80 - 60 2L 3.5 x 3.5 x 5/16 (1/2) 15.62 15.35 127.4 4.180 -32.92 57.63 0.571 ' K=1.00 V T12 60 - 40 2L 3 x 3 x 1/4 (1/2) 16.40 8,20 105.8 2.875 -35.16 51.68 0.680' K=1.00 V T13 40 - 20 2L 3.5 x 3.5 x 5/16 (1/2) 17.21 8.60 95.4 4.180 -35.43 83.89 0.422' K=1.00 V T14 20 - 0 2L 3.5 x 3.5 x 5/16 (1/2) 18.03 9.02 99.9 4.180 -37.07 80.05 0.463' K=1.00 V/ 1 P u I �Pn controls tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 34 Horizontal Design Data (Compression) - Section Elevation Size -L L�- KUr A - P„ ¢P„ Ratio No. P ft ft It inz K K �P„ T10 100 - 80 2L 2.6 x 2.5 x 3/16 (1/2) 21.00 10.29 158.7 1.805 -8.63 16.19 0.533' K=1.00 I/ T11 80 - 60 2L 2.5 x 2.5 x 3/16 (1/2) 23.00 11.29 174.1 1.805 -10.09 13.45 0.750' K=1.00 �! T12 60 - 40 2L 2.5 x 2.5 x 3116 (1/2) 25.00 12.28 189.4 1.805 -11.44 11.37 1.006' K=1.00 x 4.9.3 (1.01 CR) - 262 T13 40 - 20 2L 3 x 3 x 3/16 (1/2) 27.00 13.27 169.5 2.180 -12.86 17.13 0.7511 K=1.00 V T14 20 - 0 2L 3 x 3 x 3/16 (1/2) 29.00 14.26 182.2 2.180 -14.22 14.84 0.958' K=1.00 V ' P v / $P„ controls {: =Secondary Horizontal.Desi'gn Data'(Compression) . ., Ratio Section Elevation Size L L Mir A P. �P„ No. P It ft it inz K K T6 180 - 160 L 2.5 x 2.5 x 3/16 13.48 13.15 159.4 0.902 -3.60 8.02 0.449'- K=0.50 T7 160 - 140 L 3 x 3 x 3/16 15.48 15.13 152.3 1.090 -4.84 10.61 0.456' K=0.50 P/ T8 140 -120 L 3 x 3 x 3/16 17.49 17.11 172.3 1.090 -6.19 8.30 0.746' K=0.50 ;/ T9 120 - 100 L 3 x 3 x 1/4 19.49 19.09 193.5 1.440 -7.61 8.69 0.876' K=0.50 V 1 P u / �P„ Controls _Top GirtDesign Data (Compression) Section Elevation Size L L KUr A P. Ratio No. P ft ft ft ins K K gyp„ 250-240 L2x2x K=1.00 1 P„ / �P„ Controls 'Redundant Hip (1) Design Data (Compression) - Ratio Section Elevation Size L L KUr A P. �P„ No. Pu ft it ft /n2 K K �P2 T12 60 - 40 L 2.5 x 2.5 x 3116 6.25 6.25 151.5 0.902 -0.10 8.88 0.011 K=1.00 t/ T13 40 - 20 L 2.5 x 2.5 x 3/16 6.75 6.75 163.6 0.902 -0.12 7.61 0.016, tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CC/ t3U No 813700 Page 35 Section Elevation Size L L„ KI/r A P. OP Ratio No. P ft ft ft ins K K dP- T14 20 - 0 L 2.5 x 2.5 x 3116 7.25 7.25 175.8 0.902 -0.10 6.60 0.016' K=1.00 V 1 P„ 1 �P„ controls " Retlundant Hip Diagonal Design Data (Compression) Section Elevation Size L L„ KUr A P. r P„ Ratio No. P P. ft ft itin' K K p T12 60 - 40 L 2.5 x 2.5 x 3116 11.80 11.80 286.0 0.902 -0.13 2.49 K=1.00 V KVR > 250 (C) - 315 T13 40 - 20 L 2.5 x 2.5 x 3/16 12.59 12.59 305.1 0.902 -0.15 2.19 0.067' K=1.00 T14 20 - 0 L 2.5 x 2.5 x 3/16 13.38 13.38 324.5 0.902 -0.15 1.94 0.077' K=1.00 KUR > 250 (C) - 429 1 P v I �P„ controls Inner Bracing-Design_Data (Compression) -; Ratio Section Elevation Size L L. MY A P. No. P it ft ft ins K K p" T10 100 - 80 2L 2 x 2 x 3/16 (3/8) 10.50 10.50 204.2 1.430 -0.03 7.75 0.003 K=1.00 T11 80 - 60 2L 2 x 2 x 3/16 (318) 11.50 11.50 223.7 1.430 -0.02 6.46 0.004' K=1.00 V T12 60- 40 2L 2 x 2 x 3/16 (3/8) 12.50 12.50 243.1 1.430 -0.06 5.47 0.0-1J0' K=1.00 Y T13 40-20 2L 2.5 x 2.5 x 3/16(112) 13.50 13.50 208.2 1.805 -0.10 9.41 O.D10' K=1.00 I/ T14 20 - 0 2L 2.5 x 2.5 x 3116 (1/2) 14.50 14.50 223.6 1.805 -0.05 8.16 0.007' K=1.00 1 P„ 1 �P„ controls Tension Checks Leg Design Data (Tension) Ratio Section Elevation Size L L„ K11r A P„ $p� No. P. _ it It ft in K K op T1 250 - 240 2" solid 10.00 5.00 120.0 3.142 1.19 141.37 0.008' tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 36 Section Elevation Size L L" KI1r A P„ OP„ Ratio No. p" ft ft ft iR2 K K A.P. T2 240-220 3" solid 20.03 6.68 106.8 7.069 14.65 318.09 0.046' T3 220 - 200 3 1/2" solid 20.03 6.68 91.6 9.621 60.94 432.95 0.141 ' t� T4 200 -186.667 4" solid 13.36 6.68 80.1 12.566 98.48 565.49 0.174' Y T5 186.667 - 180 4" solid 6.68 6.68 80.1 12.566 118.55 565.49 0.210' 1� T6 180 -160 4" solid 20.03 5.21 62.5 12.566 175.60 565.49 0.311 ' T7 160 - 140 4 1/4" solid 20.03 5.18 58.5 14.186 244.30 638.38 0.383' T8 140 - 12D 4 1/2" solid 20.03 5.16 55.0 15.904 312.46 715.69 0.437' T9 120 - 100 4 3/4" solid 20.03 5.14 52.0 17.721 383.03 797.42 0.480' T10 100 - 80 5" solid 20.03 5.01 48.1 19.635 433.65 883.57 0.491 ' T11 80 - 60 5" solid 20.03 5.01 48.1 19.635 503.70 883.57 0.570' T12 60-40 51/4"solid 20.03 5.01 45.8 21.647 559.31 974.14 0.58♦4' Y T13 40-20 51/2"solid 20.03 5.01 43.7 23.758 637.97 1069.12 0.597' T14 20 - 0 5 3/4" solid 20.03 5.01 41.8 25.967 700.56 1168.53 0.600' V 1 P u l �P, controls Diagonal Design` -Data (.Tension) Ratio Section Elevation Size L L„ KUr A P. OP" NO. P. ft ft ft in2 K K gyp" T1 250 - 240 L 2 x 2 x 3/16 7.81 3.57 73.8 0.431 083 1874 0 044 T2 240 - 220 L 3 x 3 x 3/16 10.16 4.91 65.6 0.712 4.82 30.97 0.156, T3 220 - 200 L 3 x 3 x 1/4 11.74 5.67 76.1 0.939 10.17 40.86 0.249' T4 200 - 186.667 L 3 x 3 x 1/4 12.86 6.21 83.0 0.939 12.63 40.86 0.309, T5 186.667 - 180 2L 3 x 3 x 1/4 (3/8) 13.44 6.50 86.7 1.879 13.14 81.73 0.1611 T6 180 - 160 2L 2.5 x 2.5 x 3116 (112) 16.80 8.51 131.1 1.143 16.23 49.70 0.326' T7 160 - 140 2L 2.5 x 2.5 x 3116 (1/2) 17.62 8.90 137.2 1.143 ' 18.88 49.70 0.380' TB 140 - 120 2L 3 x 3 x 3/16 (1/2) 20.16 10.15 129.7 1.424 20.47 61.94 0.330' T9 120 - 100 2L 3 x 3 x 3/16 (1/2) 21.92 11.02 140.7 1.424 23.67 61.94 0.382' T10 100 - 80 2L 3.5 x 3.5 x 5/16 (1/2) 14.15 13.86 101.1 2.783 30.85 121.07 0.255' T11 80 - 60 2L 3.5 x 3.5 x 5/16 (1/2) 15.62 15.35 111.9 2.783 32.44 121.07 0.268' tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CC/ BU No 813700 Page 37 Section Elevation Size L Lu KI1r A P. Ratio No. p� It ft ft in' K K �p T12 60 - 40 2L 3 x 3 x 1/4 (1/2) 15.62 7.81 100.8 1.875 32.63 81.56 0.400 T13 40 - 20 2L 3.5 x 3.5 x 5/16 (112) 16.40 8.20 90.9 2.783 34.17 121.07 0.282' T14 20 - 0 2L 3.5 x 3.5 x 5/16 (1/2) 17.21 8.60 95A 2.783 34.82 121.07 0.2881 1 P u / OP„ Controls HorizontalDesigri'Data (Tension) , "- Section Elevation Size L L„ KI(r A P„ ¢P„ Ratio No. Pu ft ft It ins K K Opp T10 100 - 80 2L 2.5 x 2.5 x 3/16 (1/2) 21.00 10.29 158.7 1.143 8.63 49.70 0.174 T11 80 - 60 2L 2.5 x 2.5 x 3116 (1/2) 23.00 11.29 174.1 1.143 10.09 49.70 0.203' V T12 60 - 40 2L 2.5 x 2.5 x 3/16 (112) 25.00 12.28 189.4 1.143 11.44 49.70 0.230' 4.9-3 (1.01 CR) - 278 T13 40 - 20 2L 3 x 3 x 3/16 (1/2) 27.00 13.27 169.5 1.424 12.86 61.94 0.208' V T14 20 - 0 2L 3 x 3 x 3116 (1/2) 29.00 14.26 182.2 1.424 14.22 61.94 0.230' 1 P. / �P„ Controls Secondary Horizontal Design Data=(Tenssion) Ratio Section Elevation Size L L„ KI/r A P„ �P„ No. P. ft ft It ins K K T6 180 - 160 L 2.5 x 2.5 x 3/16 13.48 13.15 202.8 0.571 3.60 24.84 0._1�545t Y T7 160 - 140 L 3 x 3 x 3116 15.48 15.13 193.4 0.712 4.84 30.97 0.156' V _ T8_ 140- 2Oi __ 1 3x-3x3tlB _ 1749__ 17-11 2183 -712- 6.19 'IM7 -0,200-' - -- V T9 120 - 100 L 3 x 3 x 1/4 19.49 19.09 246.3 0.939 7.61 40.86 0.186' 1 P u / �P, Controls Top Girt Design Data (Tension) Ratio Section Elevation Size L L„ K11r A P. No. P ft ft ft in2 K K �p T1 250 - 240 L 2 x 2 x 3/16 6.00 5.54 113.5 0.431 0.15 18.74 0.008 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CC/ BU No 813700 Page 38 Section Elevation Size L L„ KI1r A P„ Wn Ratio No. P. It I P u / OP. controls ft It 0 K K Redufid6nt-HIP(1)'Diiislgh Data (Tension). Ratio Section Elevation Size L L„ KI1r A P. Op� No. P. ft ft it W K K P T12 60-40 L 2.6 x 2.5 x 3/16 6.25 6.25 96.4 0.902 0.05 29.22 ON;- S/ T13 40-2D L 2.5 x 2.5 x 3/16 6.75 6.75 104.1 0.902 0.06 29.22 0.002 V T14 20-0 L 2.5 x 2.5 x 3/16 7.25 7.25 111.8 0.902 0.06 29.22 0.002 4/ I P u / OP, controls Redundant Hip Diigon'61. Design Data (Tension);.4: Ratio Section Elevation size L L. KYr A P„ No. P. It It It ins K T12 60-40 L 2.5 x 2.5 x 3/16 11.80 11.80 181.9 0.902 0.15 29.22 APO; V T13 40-20 L 2.6 x 2.5 x 3/16 12.85 12.85 198.2 0.902 0.17 29.22 0.006 T14 20-0 L 2.5 x 2.5 x 3/16 13.38 13.38 206.4 0.902 0.16 29.22 0.005, 1 P„ / OP, controls Inner Bracing Design Data (Tension),, Section Elevation Size L L„ KI1r A P. OpS Ratio No. P. ft ft ft Jn2 K K Ap- T12 60-40 2L 2 x 2 x 3/16 (3/8) 12.50 12.50 243.1 1.430 0.02 46.33 0.000' T13 40-20 2L 2.6 x 2.5 x 3/16 (1/2) 13.50 13.50 208.2 1.805 0.02 58.47 0.000, T14 20-0 2L 2.6 x 2.5 x 3/16 (1/2) 14.50 14.50 223.6 1.805 0.03 58.47 0.001, 1 P„ / Opn controls Section -Capacity Table tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 39 Section No. Elevation R Component Type size Critical Element P K op� K % Capacity Pass Fail Tt 250 - 240 Leg 2" solid 2 -1.86 49.29 3.8 Pass T2 240 - 220 Leg 3" solid 19 -19.26 138.05 14.0 Pass T3 220 - 200 Leg 3 1/2" solid 40 -72.55 234.48 30.9 Pass T4 200 - 186.667 Leg 4" solid 61 -115.73 353.60 32.7 Pass T5 186.667 - 180 Leg 4" solid 76 -138.34 353.60 39.1 Pass T6 180 - 160 Leg 4" solid 85 -201.98 424.98 47.5 Pass T7 160 - 140 Leg 4 1/4" solid 106 -279.12 497.00 56.2 Pass T8 140 -120 Leg 4 1/2" solid 127 -356.90 573.49 62.2 Pass T9 120 - 100 Leg 4 3/4" solid 148 -438.71 654.48 67.0 Pass T10 100 - 80 Leg 5' solid 169 497.35 746.17 66.7 Pass T11 80 - 60 Leg 5" solid 214 -581.98 746.17 78.0 Pass T12 60-40 Leg 51/4"solid 259 -659.64 835.68 78.9 Pass T13 40-20 Leg 51/2"solid 316 -741.57 929.74 79.8 Pass T14 20 - 0 Leg 5 3/4" solid 373 -819.83 1028.33 79.7 Pass T1 250 - 240 Diagonal L 2 x 2 x 3/16 7 -0.94 12.02 7.8 Pass T2 240 - 220 Diagonal L 3 x 3 x 3116 27 -5.04 19.65 25.7 Pass 29.0 (b) T3 220 - 200 Diagonal L 3 x 3 x 1/4 47 -10.27 22.90 44.9 Pass 45.9 (b) T4 200 - 186.667 Diagonal L 3 x 3 x 1/4 69 -12.84 20.63 62.2 Pass T5 186.667 - 180 Diagonal 2L 3 x 3 x 1/4 (3/8) 83 -13.16 59.27 22.2 Pass 29.6 (b) T6 180 - 160 Diagonal 2L 2.5 x 2.5 x 3/16 (1/2) 89 -16.63 23.65 70.3 Pass T7 160 - 140 Diagonal 2L 2.5 x 2.5 x 3116 (112) ill -19.04 19.78 96.3 Pass T8 140 - 120 Diagonal 2L 3 x 3 x 3/16 (1/2) 131 -20.65 29.01 71.2 Pass T9 120 - 100 Diagonal 2L 3 x 3 x 3/16 (1/2) 156 -23.84 24.86 95.9 Pass T10 100 - 80 Diagonal 2L 3.6 x 3.5 x 5/16 (1/2) 187 -33.21 62.90 52.8 Pass 66.8 (b) Tit 80 - 60 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 232 -32.92 57.63 57.1 Pass 66.2 (b) T12 60-40 Diagonal 2L 3x 3x 1/4 (1/2) 279 -35.16 51.68 68.0 Pass 73.6 (b) T13 40 - 20 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 336 -35.43 83.89 42.2 Pass 71.3 (b) T14 20 - 0 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 393 37.07 80.05 46.3 Pass 74.6 (b) T10 100 - 80 Horizontal 2L 2.5 x 2.5 x 3116 (1/2) 172 -8.63 16.19 53.3 Pass Tl l 80 - 60 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 217 -10.09 13.45 75.0 Pass T12 60 - 40 Horizontal 2L 2.5 x 2.5 x 3/16 (112) 262 -11.44 11.37 100.6 Fail X T13 40 - 20 Horizontal 2L 3 x 3 x 3/16 (112) 319 -12.86 17.13 75.1 Pass T14 20 - 0 Horizontal 2L 3 x 3 x 3116 (1/2) 376 -14.22 14.84 95.8 Pass T6 180 - 160 Secondary L 2.5 x 2.5 x 3116 94 -3.60 8.02 44.9 Pass Horizontal T7 160 - 140 Secondary L 3 x 3 x 3/16 115 -4.84 10.61 45.6 Pass Horizontal T8 140 - 120 Secondary L 3 x 3 x 3/16 136 -6.19 8.30 74.6 Pass Horizontal T9 120 - 100 Secondary L 3 x 3 x 1/4 157 -7.61 8.69 87.6 Pass Horizontal T1 250 - 240 Top Girt L 2 x 2 x 3116 5 -0.18 5.67 3.2 Pass T12 60 - 40 .. Redund Hip 1. L.2.5 x 2.5.x 3116 285.- _ -0.10 8.88. 1-1_- _P_ass. Bracing T13 40 - 20 Redund Hip 1 L 2.5 x 2.5 x 3/16 344 -0.12 7.61 1.6 Pass Bracing T14 20 - 0 Redund Hip 1 L 2.5 x 2.5 x 3/16 399 -0.10 6.60 1.6 Pass Bracing T12 60 - 40 Redund Hip L 2.5 x 2.5 x 3/16 315 -0.13 2.49 5.3 Pass Diagonal Bracing T13 40 - 20 Redund Hip L 2.5 x 2.5 x 3/16 372 -0..15 2.19 6.7 Pass Diagonal Bracing T14 20 - 0 Redund Hip L 2.5 x 2.5 x 3/16 429 -0.15 1.94 7.7 Pass Diagonal Bracing T10 100 - 80 Inner Bracing 2L 2 x 2 x 3116 (3/8) 194 -0.03 7.75 0.3 Pass T11 80 - 60 Inner Bracing 2L 2 x 2 x 3/16 (318) 239 -0.02 6.46 0.4 Pass T12 60 - 40 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 290 -0.06 5.47 1.0 Pass T13 40 - 20 Inner Bracing 2L 2.5 x 2.5 x 3/16 (1/2) 347 -0.10 9.41 1.0 Pass T14 20 - 0 Inner Bracing 2L 2.5 x 2.5 x 3116 (1/2) 404 -0.05 8.16 0.7 Pass Summary Leg (T13) 79.8 Pass - Diagonal 96.3 Pass tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CC/ BU No 813700 Page 40 Section wevaaon component size Critical P op.0 . % Pass No. R Type Element K K Capacity Fail (17) Horizontal 100.6 Fail x - - - - - (T12). Secondary 87.6 Pass Horizontal (Tg) Top Girt 3.2 Pass (Tt) Redund 1.6 Pass Hip 1 Bracing (T13) Redund 7.7 Pass Hip Diagonal Bracing (T14) Inner 1.0 Pass Bracing (T13) Bolt 74.6 Pass Checks RATING = 100.6 Fail x tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37515-2313.001.8700, Application 303576, Revision 0 Page 41 APPENDIX B BASE LEVEL DRAWING MRLL L 237 I L tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS July 20, 2015 CCI BU No 813700 Page 42 tnxTower Report - version 6.1.4.1 � s F� K w iFC on to 2 do 0 eg zz d^ z z x z C z A rc N u � Ny �2 2 B� K N ®a C rc N m 5 i a C C CX z�n K w cC c• c X a �X X ^ ry N rc N O v 9m3�— .6m0�AoZdao a N J d O CI f S !D K K K 5 250_0 XX y, 2400 R i �I 220_0 R 2W_0fl \ i 180_O RR 14001t 120_0 ft 1o0_Oft 80.0 X 6D.0 X 40.0 X 20.0 ft 0.0 It IQilll�l. III'II' DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Beacon 250 Sector Mount ISM 405-1] 208 Oghtning Rod 5/Bx4' 250 60OMHZ SMR FILTER 208 932OG33T2 10w/Mount Pipe(E- METRO) - 237 (3)ACU-A20.N 208 RRU&11800MHz 208 742218 wl Mount Pipe 237 RRUS 31 W5 2W 95DG65VR&M w/Mount Pipe is- METRO) 237 APAVERR18C wl Mount Pipe 208 Sector Mount[SM40S1] 208 950GBSVTZbM W Mount Pipe(E- METRO) 237 80010723 w/Mount Pipe (P-ATT) 195 Side Aim Mount [SO 3114-3](E- METRO) (3) DB840H105ESX w/Mount Pipe (E-NEXTEL) 237 225 (2)RRUS-11(P-ATT) 195 ((22)Six- 10123 w/Mount Rpe(E- 195 (2 ATM19801712-0(E-ATT) 195 (3) DES76MI 20ESX w/Mount Pipe (E-NE%TEL) 225 (2) FDGWSSOVdG3L (E-ATT) 195 (d)8601W25 (E-ATT) 195 Sector Mount ISM 406-11 is NEXTEL) 225 Senor Mount ISM 401-111E-ATT) 195 (3) OBB4BH105ESX w/Mount Pipe (E- NEXTEL) 178 Sector Mount ISM 40&11(E- NEXTEL) 225 Setlar Mount ISM 409-1] is- NEXTEL) 178 SBNHHiMC w/Mount Pipe 217 SBNHH-13550 w/Mount Pie 217 800107W w/Mount Pipe IF-ATT) 162 SBNHH-10E5C .1 Mount Pipe 217 80010766 wl Mount Pipe IF-ATT) 162 (2) CMA-BDHH/5520/EO-B w/Mount Pip. 217 )RRUS-11(P-ATT) 162 (2)RRU&11 IP-ATT) Im (2) CMA-BDHW65201EM W Mount Pipe 217 DC648-60-IMF(P-ATT) 162 (2)600.10123 .1 Mount Pipe(E- ATT) IQ (2) CM BDHHISKIDIE0.0 w/Mount pipe 217 (2) 800-10123 wl Mount Pipe is- ATT) 162 FRIE 217 FRIE 217 (2) AW198017124 (E -ATT) 1a FRIE 21T (2) ATM19801712U(E-ATT) 162 FRIG 217 2) FDGW55iul36 L E-A 162 FRIG 2R (2) FOGW55(ulnGL(E-ATT) 162 FRIG 217 (4)86010025(E-ATT) 162 ASU9n8TYPU1 217 (4) 860 1 W25(E-ATT) IS2 MU933MPOI 217 DC248-6& 11E 162 ASU933MPOI 217 DC24MS SE IQ FXFB 217 Sedor Mount[SM 401-11(E-ATT) IQ FXFB 217 Sedor Mount SM 401-11E-A 162 FXFB 217 Pipe Mount [PM 601-11 is - SPRINT) 128 Sector Mount ISM 3074] is- TMOBILE) 217 - SPO2-SA is - SPRINT) 128 Obsttdon light 125 BWMHZ SMR FILTER 20B Obstutlion light 125 3 ACU-AZ0.N 200 Ob."n.n light 125 RRUS-ii WOW. 208 Pipe Mount IPM601-1]IF- TMOBILE) 120 RRUS311325 208 APXV0ERR1&0w/Mount Pie 208 (2)RFU-GPO P-TMOBILE) 120 HPXF59-P3 (P-TMOBILE) 1120 SYMBOL LIST MARK I SIZE I MARK I SIZE A ISRrn.lid I C 21-3x3x V4 IB B IL2x2xWlB ID 21-2.5 x2.5 x&18 M)ZERO ALL R MATERIAL STRENGTH ARE GRADE FV Fu I GRADE Fy Fu P572-50 150 kei 165 ml 1xia 135 kei 155 "1 MAX. UIJKJVtK Kr- UI JIJNJ AI VA�L: DOWN: 656K TOWER DESIGN NOTES SHE' Tower is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. UP,3. Tower designed fora120.00 mph_ basic wind in accordance -with the TlA-222-G SHEAIStandard. 4. Deflections are based upon a 60.00 mph wind. y5. Tower Slmcture Class II. 6. Topographic Category 1 with Crest Height of 0.00 ft `/. TOWER RATING: 100.6% SHEAR MOMENT 164 K 21131 kip-ft TORQUE 64 kip-ft REACTIONS-120.00 mph WIND Pau[ JFord and Company 250 E. Broad Street Suite 600 Columbus, OH Phone: 43215 FAX: 614.448.4105 °b' BU# 813700 (PJF# 37515-2313.001.8700 P'feC Existing 250-ftSelfS on rower client Crown Castl D1d'"nbY MatthewREak Apo4 Code: TIA-222-G I Date: 07/20/15 So'hol NTS per° „. Dag N.. E-1 F¢ m x m (d a Fm N rc N n J z '$ FC '� N c1 F S w z� 4' z �zz z a e ro 'a N � _ z Fr N P K N � g FC y�C z s F� P K N N F z � C m x aN i�4 :C C xC rc N �m w inSSSs�i°ez"e";8'3 2W.0 ft 240_0 flfl M1 220_0 ft 1Q.0ftft 120_0 ftft 1o0.0ft fio_0ft 60.0 ft 40_0 n 20.0 ft 0.0 ft .. 7111 iIGi11►11 1111 1�11: 12111Gf', 1111 au1: �ac111c�1 �u1, An SYMBOL LIST MARK 1 SIZE MARK SIZE A SRTsolid I C 12L 3 x 3x 114(3l6) B L2 x2 x W18 I D 12L2.5 x2.5x WIG(316) ZERO MATERIAL STRENGTH TOWER DESIGN NOTES 1. Tower is located In Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed fora 120.00 mph basic windinaccordancewith the TIA-222-G Standard. 4. Deflections are based upon a 60.00 mph wind. S. Tower Structure Class 11. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 100.6% ALL REACTIONS AREFACTORED MAX. CORNER REACTIONS AT BASE: DOWN: 658 K SHEAR: 99 K UPLIFT.. -733 K SHEAR: 88 K AXIAL 13I3K SHEARR ' MOMENT 164 K ///���J17171 21131 kip-ft TORQUE 84 kip-ft REACTIONS-120.00 mph tMND Paul J. Ford and Company OF250 E. Broad Street Suite 600 Columbus, OH. 43215 Phone: 614-221-6679 FAX: 614-221-2540 ob: BU# 813700 (PJF# 37515-2313.001.8700 P1 A Existing 250-ftSelfSupportTower Cliem Crown Castle ofzZ br'Jeffrey Kms Avv'd: cod`: TIA-222-G D'fe: 07/20/15 sceie: NTS PeN: Oxe No. E-1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Site Data BU#: 813700 Site Name: Minute Maid 13RA360 ` App #: r . . , . Anchor Rod Data Qty: 6 Diam: 2.76 in Rod Material: A36 Strength (Fu): 58 ksi Yield (Fy): 36 ksi `Rod Circle: . in ` e::. in # of Rods '.. 1 or 2 Mu= Pu x e: ft-kips * Enter rod circle, offset (a) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exists. 0 0( jiA age cenueL—� corce SECTION A -A SECTION' S-3 Detail Type (a) Detail Type (b) T=o•qV >Z=o•�o roe D _y.q /. Nm She* GA'.B d� Y�*� 4ol 1, CatcC� < SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) (See Note l lelol 1z- o. sd Figure 4-4 of TIA-222-G Reactions Eta Factor, n 0.55 Detail Type Uplift, Pu: 733 kips Shear, Vu:: " � 88 kips ar In Mu = 0.65'1ar'Ve ft-kips Anchor Rod Results: Max Rod (Cu+ Vu/r ): 148.8 Kips Allowable Axial, (D*Fu`Anet: 228.8 Kips Anchor Rod Stress Ratio: 65.1 % If Applicable; Anchor Rod Results with Bending considered: When the clear distance from the top of concrete to the bottom of level nut excceeds 1.0 times the diameter of the anchor rod, the following interaction equation shall also be satisfied (see Figure 4-4 of Rev. G): (VARm)Z+ ((PJ$Rrj + (MARN,)]' < =1 $R Rnt 4 *1` b*Ab=kips $Rat=$*Fu*Aaet= kips $Ram=$*Fy*Z= ft-kips Maximum Acceptable Ratio: 105 % Governing Stress Ratio: 65.10/6Pass 37515-2313.001.8700 Anchor Rod For Rev G-Rev 5 020212.xis Proj. #: 37515-2313 Eng: JAK Site Name: Minute Maid Date: 7/20/2015 Site #: BU 813700 `Foundati'on Reaction"Comparisons '" �'r ' Foundation Reaction Design Reaction Modified Design Reaction Applied Load Ratio (%) Compression (kips) 817.00 1102.95 858 77.8% Tension (kips) 722.40 975.24 733 75.2% Shear (kips) 78.60 106.11 99 93.3% OTM (kip-ft) Not Provided N/A - N/A *Design reactions from FWT drawings dated 5/15/98. Reactions are multiplied by 1.35 per TIA-G p.122, Sect.15.5.1