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Home My WebLink AboutSTRUCTURAL ANALYSIS REPORT�� &�C O M PA NO R D Date: March 15, 2016 SCANNED Timothy Liebrock BY Crown Castle St. Lucie Countv 12725 Morris Road Extension, Suite 400 Alpharetta, GA 30004 770.376.4941 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Timothy Liebrock, Paul J. Ford and Company 250 E. Broad Street, Suite 600 Columbus, OH 43215 614.221.6679 rdavidson@pjfweb.com 10080462 FP33 Crown Castle BU Number: 813700 Crown Castle Site Name: MINUTE MAID BRA360 Crown Castle JDE Job Number: 369708 Crown Castle Work Order Number: 1208579 Crown Castle Application Number: 338429 Rev. 1 Paul J. Ford and Company Project Number: 37516-0996.001.8700 2651 Minute Maid Road, Ft. Pierce, St. Lucie County, FL Latitude 270 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 882900, in accordance with application 338429, revision 1. of the analvsis is of the tower C Exlstin + ProposeiiiEquipment o e: S'ee7abYe I a`nd'Ta6I�l`fo'rihe proposed and existing loading, respectively. Su tcte �Capact This analysis has been performed in accordance with the 2014 Florida Building Code, 5th Edition, based upon an ultimate 3-second gust wind speed of 152 mph converted to a nominal 3-second gust wind speed of 118 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section -1.609.1.1. Exposure Category C with Topographic Category 1 and Risk Category II were used in this'analysis. We at Paul J. Ford and Company appreciate the opportunity of providing our continuing profe,$�0161 i/r�s to you and was call. If you have any questions or need further assistance on this or `n\�*�b`��yNeboo 1/�j/ P 9the �N Respectfully submitte b� STATE OF f ti/ ZZ � R.J. ?/I.d n, E.I. jV� r 0°t'a�`' pP . Structural Designer I tnxTower Report - version 7.0.5.1-��-� 'mT March 15, 2016 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37516-0996, 001. 8700, Application 338429, Revision 1 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna 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 Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 7.0.5.1 .r - March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37516-0996.001.8700, Application 338429, Revision 1 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 multiple times in the past to accommodate additional loading. 2) ANALYSIS CRITERIA This analysis has been performed in accordance with the 2014 Florida Building Code, 5th Edition, based upon an ultimate 3-second gustwind'speed of 152 mph converted to a nominal 3-second gust wind speed of 118 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 Topographic Category 1 and Risk Category II were used in this analysis. Table 1 - Proposed Antenna and Cable Information Center - Number Number Feed Mounting Line of Antenna - Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines. Size (in) (ft) 4 commscope E15Z01P19 1 ericsson RRUS 32 B30 195.0 195.0 - 1 kathrein 80010865 8 commscope E15Z01P19 2 ericsson RRUS 32 B30 162.0 162.0 2 kathrein 80010865 J 1 raycap DC6-48-60-18-8F man - T �.Y . , ''. Table 2 - Existing Antenna and Cable Information Mounting Center Line Number Antenna Number Feed Level (ft) Elevation of, • • ' Manufacturer -Antenna Model of Feed Line • Note (ft) Antennas Lines Size (iri)-' 932DG33T w/ Mount [ �. 1 ) decibel Pe 2 decibel 950G65VTZE-M w/ Mount 237.0 237.0 Pipe 6 1-5/8 1 1 kathrein 742 218 w/ Mount Pipe 1 tower mounts Side Arm Mount [SO 305- 3] 3 decibel DB848H105ESX w/ Mount Pipe 226.0 3 decibel DB878H120ESX w/ Mount 225.0 6 1-5/8 1 Pipe 225.0 2 tower mounts Sector Mount ISM 409-11 tnxTower Report - version 7.0.5.1 March 16, 2016 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37516-0996.001.8700, Application 338429, Revision 1 Page 4 Mounting Level (ft) Center : Line Elevation (ft) -Number: of Antennas Antenna Manufacturer ,,.. Antenna Model Number of Feed Lines Feed Line Size'On) Note ._ 217.0 217.0 3 andrew SBNHH-1D65C w/ Mount Pipe 3 12 1-1/4 1-5/8 1 6 cellmax technologies CMA-BDHH/6520/EO-8 3 nokia FRIE 3 nokia FRIG 3 nokia FXFB 3 raycap ASU9338TYP01 1 tower mounts Sector Mount [SM 404-31 208.0 210.0 2 ericsson 800MHZ SMR FILTER 2 1-1/32 1 2 ericsson RRUS 31 B25 2 ericsson RRUS-11800MHz 6 rfs celwave ACU-A20-N 2 rfs celwave 18- APXV9ER PipeC w/ Mount Pipe 208.0 2 tower mounts Sector Mount [SM 301-1] 195.0 195.0 1 kathrein 800-10123 1 3!8 2 2 kathrein 86010025 2 rfs celwave ATM19801712-0 1 rfs celwave FDGW5504/3C-3L 2 ericsson RRUS-11 1 2 6 3/ 3/44 1-5/8 1 1 kathrein 80010723 1 kathrein 800-10123 2 kathrein 86010025 1 rfs celwave FDGW5504/3C-3L 1 tower mounts Sector Mount [SM 307-11 178.0 180.0 3 decibel DB848H105ESX wl Mount Pipe 3 1-5/8 1 178.0 1 tower mounts Sector Mount [SM 409-1] y 162.0 162.0 2 kathrein 800-10123 - - 2 4 kathrein 86010025 4 rfs celwave ATM19801712-0 2 rfs celwave FDGW5504/3C-3L 4 ericsson RRUS-11 2 12 7/8 1-5/8 1 2 kathrein 80010766 2 kathrein 800-10123 4 kathrein 86010025 2 raycap DC2-48-60-0-9E 1 raycap DC648-60-18-8F 2 rfs celwave FDGW5504/3C-3L 2 tower mounts Sector Mount [SM 307-1] 128.0 128.0 1 radiowaves SPD2-5.8 1 7/8 1 1 tower mounts Pipe Mount [PM 601-1) tnxTower Report - version 7.0.5.1 'L March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37516-0996.001.8700, Application 338429, Revision 1 Page 5 ,.a ' Mountie °Center . ,; Lme Number • - Antenna .:- Number Feed 9 Antenna Model of Feed Line Note Level (ft) Elevation : Manufacturer Lines Size (In).:; MY 1 andrew j HPX6-59-P3A/K 120.0 120.0 I 1 2 ceragon RFU-C-PD 1 tower mounts Pipe Mount (PM 601-1] Notes: 1) Existing Equipment 2) Equipment To Be Removed 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks . Reference, Source- u . K _ ; 4-GEOTECHNICAL REPORTS I PSI, 397-85050-3, 10/12/1998 429429 CCISITES 4-POST-MODIFICATION B&T/Morrison Hershfield, INSPECTION 82906.002/6110008.00/CNO- 3041481 CCISITES 223R8, 10/14/11 4 FOUNDATION DRAW I NGSAWINGS/DESIGN/SPECS PSI, 772-80085-16a, 12/07/1998 447987 CCISITES 4-TOWER MANUFACTURER DRAWINGS FWT 16922, 05/15/1998 245820 CCISITES 4-TOWER REINFORCEMENT Morrison Hershfield, 6013009, DESIGN/DRAWINGS/DATA 06/01/2001 3106450 CCISITES 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturers specifications. 2) The tower and structures have been maintained in accordance with the manufacturers 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 It e.Atul urI integ CoOlt 4) ANALYSIS RESULTS vr Table 4 - Section Capacity (Summary) 'Section No " ` - Elevattdn (ft) �-' Component Type "-. Critical : S¢e Element _ P (K) .. SF P allow „ — (K). ` :' / - Capacity *-Pass./ Fail' ' ' ' T1 250 - 240 Leg 2" solid 2 -1.80 49.29 3.6 Pass T2 240 - 220 - Leg 3" solid 19 -18.84 138.05 13.6 Pass tnxTower Report - version 7.0.5.1 March 15, 2016 250 Ft Self Support Tower Structural Analysis M BU No 813700 Project Number 37516-0996.001.8700, Application 338429, Revision 1 Page 6 Section .Elevation (ft) No. Component Type - Size Critical Element P (K) ,. SF•P allow ' (K) % Capacity . Pass! Fail T3 I 220-200 Leg 31/2"solid 40 -69.50 I 234.48 29.6 Pass T4 1200 - 186.667 Leg 4" solid 61 -111.55 353.60 31.5 Pass T5 ! 186.667 - 180 Leg 4" solid 76 -133.71 353.60 37.8 Pass T6 180 - 160 Leg 4" solid 85 -195.80 i 425.67 46.0 Pass T7 160 - 140 Leg 4 1/4" solid 106 -270.80 I 497.53 54.4 Pass T8 140 - 120 Leg 4 1/2" solid 127 -346.33 ' 573.92 60.3 Pass T9 120 - 100 Leg 4 3/4" solid 148 -424.85 654.83 64.9 Pass T10 100 - 80 Leg 5" solid 169 481.23 746.17 64.5 Pass T11 j 80 - 60 Leg 5" solid 214 -562.39 746.17 75.4 Pass T12 60 - 40 Leg 5 1/4" solid 259 -637.12 835.68 76.2 Pass T13 40 - 20 Leg 5 112" solid 316 -715.89 929.74 77.0 Pass T14 20 - 0 Leg 5 3/4" solid 373 -791.31 I 1028.33 77.0 Pass T1 250 - 240 Diagonal L 2 x 2 x 3116 7 -0.92 12.02 7.6 Pass T2 240 - 220 Diagonal L 3 x 3 x 3/16 27 -5.03 19.65 25.6 28.8 (b) Pass T3 220 - 200 Diagonal L 3 x 3 x 114 47 -10.05 22.90 43.9 44 9 (b) Pass I T4 1200 - 186.667 Diagonal I L 3 x 3 x 114 69 -12.41 20.63 60.2 Pass T5 1 186.667 - 180 Diagonal 2L 3 x 3 x 114 (3/8) 83 -12.78 I 64.47 2S �' (b) Pass ! 180 - 160 Diagonal 2L 2.5 x 2.5 x 3/16 (1/2) 89 -16.22 23.65 68.6 Pass �T6 I I / 160 - 140 Diagonal 2L 2.5 x 2.6 x 3116 (112) 112 -18.83 19.78 95.2 Pass ' T8 140 - 120 I Diagonal I 2L 3 x 3 x 3116 (1/2) 134 -20.26 29.01 69.8 Pass T9 120 - 100 Diagonal _ 2L 3 x 3 x 3116 (112) 155 -23.44 24.86 94.3 Pass T10 100 - 80 Diagonal 2L 3.5 x 3.5 x 5/16 (112) 187 -31.88 62.90 64 �' fib) Pass T11 80 - 60 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 232 -31.96 57.63 64 3 fib) Pass T12 ! 60 - 40 ! Diagonal 2L 3 x 3 x 1/4 (1/2) 279 -33.78 51.68 65.4 71.4 (b) Pass T13 i 40 - 20 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 336 -. -34.36 83.89 41.0 69.1 (b) Pass T14 20 - 0 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 393 -35.63 80.05 7 I 1 114' (b) Pass T10 ' 100 - 80 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 172 -8.35 I 16.19 51.5 Pass T11 I 80 - 60 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 217 -9.75 13.45 72.5 Pass T12 ! 60 - 40 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 262 -11.05 11.37 97.2 Pass T13 j 40 - 20 I Horizontal 2L 3 x 3 x 3/16 (112) 319 -12.41 17.13 72.5 Pass T14 20 - 0 ( Horizontal 2L 3 x 3 x 3/16 (1/2) 376 -13.72 14.84 92.5 Pass T6 180 - 160 Horizontal L 2.5 x 2.5 x 3/16 94 -3.49 i! I 17.01 35.2 fib) Pass 17 160 - 140 Secondary Horizontal L 3 x 3 x 3/16 115 4.70 21.21 22.1 43.0 (b) Pass T8 140 - 120 Secondary Horizontal L 3 x 3 x 3/16 136 -6.01 18.58 32.3 54.9 (b) Pass T9 120 - 100 Secondary Horizontal L 3 x 3 x 1/4 157 -7.37 20.99 35.1 59.3 (b) Pass T1 250 - 240 Top Girt L 2 x 2 x 3116 5 -0.18 5.67 3.3 Pass T12 60 - 40 Redund Hip 1 Bracing L 2.5 x 2.5 x 3116 285 -0.09 8.88 1.0 Pass T13 40 - 20 1 Redund Hip 1 L 2.5 x 2.5 x 3/16 342 -0.11 7.61 11.5 Pass tnxTower Report - version 7.0.5.1 March 15, 2016 250 Ft Self Support Tower Structural Analysis CC] BU No 813700 Project Number 37516-0996.001.8700, Application 338429, Revision 1. Page 7 Section No: - Elevation (ft) ComponeritType Size -' Critical Element P (K) SF•P_allow_ % .Pass / Fail :.. - .. (K) Capacity Bracing .. T14 I 20 - 0 Redund Hip 1 Bracing L 2.5 x 2.5 x 3/16 399 -0.10 6.60 1.5 Pass Redund Hip T12 60 - 40 Diagonal 1 L 2.5 x 2.5 x 3/16 315 -0.12 2.49 507 Pass Bracing Redund Hip T13 40 - 20 Diagonal 1 L 2.5 x 2.5 x 3/16 372 -0.14 2.19 6.3 Pass Bracing Redund Hip T14 I 20 - 0 Diagonal 1 L 2.5 x 2.5 x 3116 429 -0.14 1.94 7.2 Pass j Bracing T10 100 - 80 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 195 -0.03 I 7.75 0.3 Pass T11 80 - 60 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 238 -0.02 6.46 0.4 'Pass T12 60 - 40 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 290 -0.05 5.47 1.0 Pass T13 40 - 20 Inner Bracing 2L 2.5 x 2.5 x 3/16 (3/8) 347 -0.09 9.38 1.0 Pass T14 20 - 0 Inner Bracing 2L 2.5 x 2.5 x 3/16 (3/8) 404 -0.05 8.13 0.6 Pass Summary Leg (T13) 77.0 Pass Diagonal 95.2 Pass (T7) Horizontal F97 2 Pass (T12) Secondary Horizontal 59.3 Pass (T9) Top Girt 3.3 Pass (ri) _ Redund Hip 1 Bracing 1.5 Pass (rta) Redund Hip 1 Diagonal 72 Pass Bracing ! (r14) Inner I Bracing 1.0 Pass j (T13) jI lBoItChecksl71.7 1 Pass i Rating = 97.2 1 Pass I tnxTower Report - version 7.0.5.1 Y 250 Ft SellSupport Tower Structural Analysis Project Number37516-0996.001.8700, Application 338429, Revision 1 Table 5 - Tower Component Stresses vs. Capacity — LC5 March 15, 2016 CCI BU No 813700 Page 8 Notes Component Zlevation.(ft) % Capacity: i Pass / Fail 1 Anchor Rods 0 62.8 Pass Base Foundation 1,2 (Compared w/ 0 89.5 Pass Design Loads) Structure Rating (max from all components) = � 97.2% notes: 1) See additional documentation in 'Appendix C —Additional Calculations" for calculations supporting the % capacity consumed. 2) Foundation capacity determined by comparing analysis reactions to original design reactions. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report - version 7.0.5.1 March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 - Project Number 37516-0996.001.8700, Application 338429, Revision 1 Page 9 APPENDIX A TNXTOWER OUTPUT Tower Input Data. 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: 1) Tower is located in Saint Lucie County, Florida. 2) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 3) Basic wind speed of 118.00 mph. 4) Structure Class II. 6) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.00 ft. 8) Deflections calculated using a wind speed of 60.00 mph. s) A non -linear (P-delta) analysis was used. lo) Pressures are calculated at each section. it) Stress ratio used in tower member design is 1. - Options 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 4 Include Bolts In Member Capacity Leg Bolts Are At Top Of Section 4 Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) 4 SR Members Have Cut Ends SR Members Are Concentric Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KLh Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination 4 Sort Capacity Reports By. Component Triangulate Diamond Inner Bracing Treat Feed Line 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 All Leg Panels Have Same Allowable Offset Girt At Foundation 4 Consider Feed Line Torque 4 Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets ;+p o 1 5 .r tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37516-0996.001.8700, Application 338429, Revision 1 March 15, 2016 CCI BU No 813700 Page 10 Wind 180 Lea A Wind 90 Leg C 2 Leg e Face C Wind Normal Triangular To wer Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database lMdth of Length Sections T1 250.00-240.00 6.00 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, (conVd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom 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 T10 100.00-80.00 10.00 Double K1 No Yes 0.000 0.000 T11 80.00-60.00 10.00 Double K1 No Yes 0.000 0.000 T12 60.OD-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 K1 No Yes 0.000 0.000 tnxTower Report - version 7.0.5.1 March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37516-0996.001.8700, Application 338429, Revision 1 Page 11 Tower Section Geometry (cont'd) . Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade It Tt 250.00- Solid Round 2" solid A572-50 Equal Angle L 2 x 2 x 3/16 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 ksi) 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 2L 3 x 3 x 1/4 (3/8) A36 180.00 (50 ksi) Angle (36 ksi) T6 180.00- Solid Round 4" solid A572-50 Double Equal 2L 2.5 x 2.5 x 3116 (1/2) A36 160.00 (50 ksi) Angle (36 ksi) T7 160.00- Solid Round 4 1/4" solid A572-50 Double Equal 2L 2.5 x 2.5 x 3/16 (1/2) A36 140.00 (50 ksi) Angle (36 ksi) T8 140.00- Solid Round 4 112" solid A572-50 Double Equal 2L 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 2L 3 x 3 x 3/16 (1/2) A36 100.00 (50 ksi) Angle (36 ksi) T10 100.00- Solid Round 5" solid A572-50 Double Equal 2L 3.5 x 3.5 x 5/16 (112) A36 80.00 (50 ksi) Angle (36 ksi) T11 80.00- Solid Round 5" solid A572-50 Double Equal 2L 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 2L 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 5116 (112) 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 It Tt 250.00- Equal Angle L 2 x 2 x 3/16 A36 Equal Angle A36 240.00 (36 ksi) (36 ksi) Tower Sectiorf;Geometty (cont'd) I Elevation of Type Size Grade Type Mid It Girls T10 100.00- None Single Angle A35 Double Equal 2L 2.5 x 2.5 x 3/16 A36ffii' f 80.00 (36 ksi) ' Angle (1/2) (36 ksi) 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 ks) 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) i'Pi tnxTower Report - version 7.0.5.1 March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37516-0996.001.8700, Application 338429, Revision 1 Page 12 Tower Section Geometry (cont'd) Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T6 180.00- Equal Angle L 2.5 x 2.5 x 3116 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 3/16 A36 140.00 (36 ksi) (36 ksi) T8140.00- Equal Angle L 3 x 3 x3/16 A36 Equal Angle L2.5 x 2.5 x3/16 A36 120.00 (36 ksi) (36 ksi) T9 120.00- Equal Angle L 3 x 3 x 1/4 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 3116 (3/8) A36 80.00 (36 ksi) Angle (36 ksi) T11 80.00- Equal Angle A36 Double Equal 2L 2 x 2 x 3116 (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 (318) 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 (3/8) A36 (36 ksi) Angle (36 ksi) Tower -Section Geometry (cont'd) Tower Redundant Redundant Redundant KFactor Elevation Bracing Type size Grade T10 100.00- A35 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3116 (1/2) Null 1 80.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 T11 80.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 60.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 T12 60.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3116 (112) Null 1 40.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (112) Null 1 Hip (1) Equal Angle L 2.5 x 2.5 x 3/16 - 1 Hip Diagonal Equal Angle L 2.5 x 2.5 x 3/16 1 (1) T13 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 3116 (1/2) Null 1 Hip (1) Equal Angle L 2.5 x 2.5 x 3/16 1 Hip Diagonal Equal Angle L 2.5 x 2.5 x 3/16 1 (1) T14 20.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x2 x 3116 (1/2) Null 1 0.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2.5 x 2.5 x 3116 (3/8) 1 Hip (1) Equal Angle ZERO 1 _ Hip Diagonal Equal Angle L 2.5 x 2.5 x 3/16 1 (1) L2.5 x 2.5 x3/16 ,Tower Section Geometry. (cont'd) Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt ,. (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants It 1tz in in in in T1250.00- 2.00 0.375 A36 1 1 1.1 0.000 0.000 36.000 240.00 (36 ksi) T2 240.00- 0.00 0.375 A36 1 1 1.1 0.000 0.000 36.000 220.00 (36 ksi) T3 220.00- 0.00 0.375 A36 1 1 1.1 0.000 0.000 36.000 200.00 (36 ksi) T4 200.00- 0.00 0.375 A36 1 1 1.1 0.000 0.000 36.000 186.67 (36 ksi) T5186.67- 0.00 0.375 A36 1 1 1.1 0.000 0.000 36.000 180.00 (36 ksi) tnxTower Report - version 7.0.5.1 March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37516-0996.001.8700, Application 338429, Revision 1 Page 13 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, _ Spacing Spacing Spacing Diagonals Horizontals Redundants It fr in in in in T6180.00- 0.00 0.375 A36 1 1 1.1 45.100 0.000 36.000 160.00 (36 ksi) T7160.00- 0.00 0.375 A36 1 1 1.2 25.000 0.000 36.000 140.00 (36 ks) T8140.00- 0.00 0.375 A36 1 1 1.2 55.000 0.000 36.000 120.00 (36 ks) T9120.00- 0.00 0.375 A36 1 1 1.2 30.100 0.000 36.000 100.00 (36 ksi) T10100.00- 0.00 0.500 A36 1 1 1.2 39.400 46.30D Mid -Pt 80.00 (36 ksi) T11 80.00- 0.00 0.500 A36 1 1 1.2 42.000 58.740 Mid -Pt 60.00 (36 ksi) T12 60.00- 0.00 0.500 A36 1 1 1.2 44.000 37.500 Mid -Pt 40.00 (36 ksi) T13 40.00- 0.00 0.500 A36 1 1 1.2 46.400 70.600 Mid -Pt 20.00 (36 ksi) T1420.OD- 0.00 0.500 A36 1 1 1.2 49.000 76.600 Mid -Pt 0.00 (36 ksi) Tower Section Geometry (cont'd) K Factors Tower Calc Calc Legs X K Single Girts 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 T1250.00- Yes_ No 1 1 1 1 1 1 1 1 240.OD 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 186.67 1 1 1 1 1 1 1 T5186.67- Yes No 1 1 1 1 1 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.OD- 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 80.00 1 1 1 1 1 1 T1180.00- No No 1 1 1 1 1 fat 1 60.00 T12 60.00- No No 40.00 T13 40.00- No No 1 1 1 1 1 1 1 %i " 20.00 1 1 1 1 1 1 1 T14 20.00- No No 0.00 Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factorin the out -of - plane direction applied to the overall length. tnxTower Report - version 7.0.5.1 March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Numher37516-0996.001.8700, Application 338429, Revision 1 Page 14 Tower Section Geometry (cont'd) Tower Elevation It Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net U fVet Width 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 0.006 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 T5 186.67- 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 T7160.00- 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 TS 140.00- 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 40:0D- 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 T14 20.00- 6.000 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 0.00 Tower Section -Geometry (cont'd) Tower Elevation It Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontai Short 'Horizontal 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 0.006 0 220.00 A325N A325N A325N A325N A325N A325N A325N 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 T4200.00- 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 T5 186.67- 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 TS 140.00- 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 T9 120.00- Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 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 0.626 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 60.0D- 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 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37516-0996.001.8700, Application 338429, Revision 1 March 15, 2016 CCI BU No 813700 Page 15 Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontai Short Elevation Connection Horizontal If 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 T13 40.00- 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 0 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 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimete Weight or Shield Type Offset Offset Per Spacing Diameter r Leg it in (Frac FM Row in in pff LDF7-50A(1- A No Ar (CaAa) 178.00-0.00 -0.500 5/8") LDF7-50A(1- A No Ar(CaAa) 225.00-178.00 -0.500 5/8") 1.5" flat A No Af (CaAa) 225.00 - 0.00 -0.500 Cable Ladder Rail LDF7-50A(1- A No Ar (CaAa) 217.00-0.00 5/8") 3X4AWG(1 A No Ar (CaAa) 217.00-0.00 1/4) 1.5" flat A No Af (CaAa) 217.00 - 0.00 Cable Ladder Rail ` Face B.- 1 Z" Flat B No Af (CaAay 250.00 - 0.00 FWT Climb Ladder Rail 3/16" safety B No Ar (CaAa) 250.00 - 0.00 cable LCF158- B No Ar (CaAa) 237.00-0.00 50J(1-5/8") 1.5" flat B No Af (CaAa) 237.00 - 0.00 Cable Ladder Rail LDF5- B No Ar (CaAa) 128.00 - 0.00 50A(7/8") TSZ 999 B No Ar (CaAa) 208.00 - 0.00 066/)=M- _ 8AWG( 1- 1l32") 1.5" flat B No At (CaAa) 210.00 - 0.00 Cable Ladder Rail Face C 1" lighting C No Ar (CaAa) 250.00-0.00 conduit LCF158- C No Ar (CaAa) 195.00-162.00 50J(1-5/8") LCF158- C No Ar (CaAa) 162.00-0.00 50J(1-5/8") WR- C No Ar (CaAa) 195.00 - 0.00 VG86ST- BRD(3/4) LDF2- C No Ar (CaAa) 195.00 - 0.00 50(3/8") LDF5- C No Ar (CaAa) 162.00-0.00 tnxTower Report - version 7.0.5.1 0.25 9 9 1.000 1.980, 0.82 0.500 0.25 6 6 1.000 1.980 0.82 0.500 0.25 2 2 36.000 1.500 1.80 0.500 -6.000 -0.22 12 4 1.000 1.980 0.82 0.500 -1.000 -0.2 3 3 1.000 1.300 0.88 0.500 -0.500 -0.21 2 2 36.000 1.500 1.80 0.500 3.000 0 2 2 12.000 1.500 1.80 0.000 3.000 0 1 1 0.250 0.188 0.35 1.000 0.25 6 6 1.000 2.010 0.92 0.500 0.000 0.25 2 2 18.000 1.500 1.80 0.500 -0.500 -0.25 1 1 1.910 1.090 0.33 0.500 -0.500 -0.23 2 2 1.000 1.039 0.71 1.039 -0.500 -0.25 2 2 36.000 1.500 1.80 0.500 1.000 0.5 1 1 24.000 1.000 2.00 0.000 0.000 0.4 6 6 0.890 2.010 0.92 0.500 0.000 0.4 18 11 0.890 2.010 0.92 0.500 2.000 0.43 2 1 0.774 0.774 0.59 0.000 0.38 1 1 0.440 0.440 0.08 0.000 0.39 2 2 1.090 1.090 0.33 250 Ft Self Support Tower Structural Analysis Project Number 37516-0996.001.8700, Application 338429, Revision 1 March 15, 2016 CCI BU No 813700 Page 16 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 FWJ Row in in Of 1.5" flat C No At (CaAa) 250.00 - 0.00 0.000 0.4 2 2 36.000 1.500 1.80 Cable Ladder 0.500 ' Rail Discrete Tower loads Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft tir ft2 K It ft Beacon B From Leg 0.00 0.000 250.00 No Ice 3.60 3.130 0.10 0.00 0.00 Obstruction light A From Leg 1.00 0.000 125.00 No Ice 0.50 0.50 0.01 0.00 0.00 Obstruction light B From Leg 1.00 0.000 125.00 No Ice 0.50 - 0.50 0.01 0.00 0.00 Obstruction light C From Leg 1.00 0.000 125.00 No Ice 0.50 0.50 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 5.91 3.22 0.05 Pipe 0.00 0.00 742 218 w/ Mount Pipe B From Leg 4.00 0.000 237.00 No Ice 4.10 3.00 0.04 0.00 0.00 95OG65VTZE-M w/ Mount B From Leg 4.00 0.000 237.00 No Ice 4.23 4.20 0.03 Pipe 0.00 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 0.00 Side Arm Mount [SO 305- C None 0.000 237.00 No Ice 2.64 2.64 0.09 3] (3) 1368481-1105ESX w/ A From Leg 4.00 0.000 225.00 No Ice 7.43 10.49 0.06 Mount Pipe 0.00 1.00 (3) DB878H120ESXw/ From Leg 4.00 0.000 225.00 No Ice 11.70 8.16 0.05 Mount Pipe IC 0.00 1.00 Sector Mount [SM 409-1] A None 0.000 225.00 No Ice 8.76 11.22 0.34 Sector Mount [SM 409-1] C None 0.000 225.00 No Ice 8.76 11.22 0.34 SBNHH-1 D65C w/ Mount A From Leg 4.00 0.000 217.00 No Ice 11.66 10.06 0.10 Pipe 0.00 0.00 SBNHH-1D65C w/ Mount B From Leg 4.00 0.000 217.00 No Ice 11.66 10.06 0.10 Pipe 0.00 0.00 SBNHH-1D65C w/ Mount C From Leg 4.00 0.000 217.00 No Ice 11.66 10.06 0.10 Pipe 0.00 0.00 (2) CMA-BDHH16520/EO-8 - A From Leg 4.00 0.000 217.00 No Ice 9.05 3.58 0.06 0.00 0.00 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37516-0996.001.6700, Application 338429, Revision 1 March 15, 2016 CCI BU No 813700 Page 17 Description Face or Leg Offset Type Offsets: Horz Lateral Vert It ft ft Azimuth Adjustmen t Placement It CAAA Front ft2 CAAA Side ft2 weight K (2) CMA-BDHH/6520/EO-B B From Leg 4.00 0.000 217.00 No Ice 9.05 3.58 0.06 0.00 0.00 (2) CMA-BDHH/6520/EO-6. C From Leg 4.00 0.000 217.00 .No Ice 9.05 3.58 0.06 0.00 0.00 FRIE A From Leg 4.00 0.000 217.00 No Ice 3.54 1.01 0.06 0.00 0.00 FRIE B From Leg 4.00 0.000 217.00 No Ice 3.54 1.01 0.06 0.00 0.00 FRIE C From Leg 4.00 0.000 217.00 No Ice 3.54 1,01 0.06 0.00 0.00 FRIG A From Leg 4.00 0.000 217.00 No Ice 2.39 0.97 0.06 0.00 0.00 FRIG B From Leg 4.00 0.000 217.00 No Ice 2.39 0.97 0.06 0.00 0.00 FRIG C From Leg 4.00 0.000 217.00 No Ice 2.39 0.97 0.06 0.00 0.00 ASU9338TYP0l A From Leg 4.00 0.000 217.00 No Ice 3.20 1.03 0.02 0.00 0.00 ASU9338TYP0I B .From Leg 4.00 0.000 217.00 No Ice 3.20 1.03 0.02 0.00 0.00 ASU9338TYP0I C From Leg 4.00 0.000 217.00 No Ice 3.20 1.03 0.02 0.00 0.00 FXFB A From Leg 4.00 0.000 217.00 No Ice au 0.96 0.06 0.00 0.00 FXFB B From Leg 4.00 0.000 217.00 No Ice 0.84 0.96 0.06 0.00 0.00 FXFB C From Leg 4.00 0.000 217.00 No Ice 0.84 0.96 0.06 0.00 0.00 Sector Mount [SM 404-3] C None 0.000 217.00 No Ice 20.47 20.47 0.92 APXV9ERR18-C w/ Mount A From Leg Pipe APXV9ERR18-C w/ Mount B From Leg Pipe 800MHZ SMR FILTER' A From Leg 800MHZ SMR FILTER B From Leg (3) ACU-A20-N A From Leg (3) ACU-A20-N B From Leg RRUS-11 BOOMHz A From Leg 4.00 0.000 0.00 2.00 4.00 0.000 0.00 2.00 4.00 0.000 0.00 2.00 4.00 0.000 0.00 2.00 4.00 0.000 0.00 2.00 4.00 0.000 0.00 2.00 4.00 0.000 0.00 2.00 208.00 No Ice 18 7.42 0.09 208.00 No Ice;B�'�42 , Op 208.00 No Ice 0.65 0.22 208.00 No Ice 0.65 0.22 208.00 No Ice 0.07 0.12 208.00 No Ice 0.07 0.12 208.00 No Ice 2.52 1.30 0.01 0.00 0.00 0.05 tnxTower Report - version 7.0.5.1 March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37516-0996.001.8700, Application 338429, Revision 1 Page 18 Weight. Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft, ft2 K ft it RRUS-11 800MHz B From Leg 4.00 0.000 208.00 No Ice 2.52 1.30 0.05 0.00 2.00 RRUS 31 B25 A From Leg 4.00 0.000 208.00 No Ice 1.62 1.28 - 0.06 0.00 2.00 RRUS 31 B25 B From Leg 4.00 0.000 208,00 No Ice 1.62 1.28 0.06 0.00 2.00 Sector Mount ISM 301-1] A None 0.000 208.00 No Ice 15.43 10.89 0.43 Sector Mount [SM 301-1] B None 0.000 208.00 No Ice 15.43 10.89 0.43 800 10865 C From Leg 3.00 0.000 195.00 No Ice 10.69 5.04 0.07 0.00 0.00 800-10123 C From Leg 3.00 0.000 195.00 No Ice 11.14 7.45 0.07 0.00 0.00 800 10723 C From Leg 3.00 0.000 195.00 No Ice 10.92 6.54 0.07 0.00 0.00 (4) E15Z01P19 C From Leg 3.00 0.000 195.00 No Ice 0.78 0.34 0.01 0.00 0.00 RRUS 32 B30 C From Leg 3.00 0.000 195.00 No Ice 3.31 2.42 0.08 0.00 0.00 (2) RRUS-11 C From Leg 3.00 0.000 195.00 No Ice 2.78 1.19 0.05 0.00 0.00 FDGW5504/3C-3L C From Leg 3.00 0.000 195.00 No Ice 0.33 0.07 0.00 0.00 0.00 (2) 860 10025 C From Leg 3.00 0.000 195.00 No Ice 0.14 0.12 0.00 0.00 0.00 Sector Mount [SM 307-1] C None 0.000 195.00 No Ice • 13.12 10.18 0.54 (3) D138481-1105ESX w/ B From Leg 4.00 0.000 178.00 No Ice 7.43 10.49 0.06 Mount Pipe 0.00 2.00 Sector Mount [SM 409-1] B None 0.000 178.00 No Ice 8.76 11.22 0.34 800 10865 _ A From Leg 3.00 0.000 162.00 No Ice 10.69 5.64 0.07 0.00 0.00 800 10865 , B From Leg 3.00 0.000 162.00 No Ice 10.69 5.64 0.07 z .. .. _.._ 0.00 _ 0.00 800-10123 A. From Leg 3.00 0.000 162.00 No Ice 11.14 7.45 0.07 0.00 0.00 800-10123 B From Leg 3.00 0.000 162.00 No Ice 11.14 7.45 0.07 0.00 0.00 800 10766 A From Leg 3.00 0.000 162.00 No Ice 11.31 6.80 0.06 0.00 0.00 800 10766 B From Leg 3.00 0.000 162.00 No Ice 11.31 6.80 0.06 0.00 0.00 (4) E15Z01 P19 A From Leg 3.00 0.000 162.00 No Ice 0.78 0.34 0.01 0.00 0.00 (4) E15ZO1P19 B From Leg 3.00 0.000 162.00 No Ice 0.78 0.34 0.01 tnxTower Report - version 7.0.5.1 March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37516-0996.001.8700, Application 338429, Revision 1 Page 19 Description Face Offset Offsets: Azimuth Placement Cm4a C<AA 'Weight or Type Horz Adjustmen Front Side Leg Lateral t " Vert ft it tt2 ft' K ft ° re' 0.00 0.00 RRUS 32 B30 A From Leg 3.00 0.000 162.00 No Ice 3.31 2.42 0.08 0.00 0.00 RRUS 32 B30 B From Leg 3.00 0.000 162.00 No Ice 3.31 2.42 0.08 0.00 0.00 (2) RRUS-11 A From Leg 3.00 0.000 162.00 No Ice 2.78 1.19 0.05 0.00 0.00 (2) RRUS-11 B From Leg 3.00 0.000 162.00 No Ice 2.78 1.19 0.05 0.00 0.00 FDGW5504/3C-3L A From Leg 3.00 0.000 162.00 No Ice 0.33 0.07 0.00 0.00 0.00 FDGW5504/3C-3L B From Leg 3.00 0.000 162.00 No Ice 0.33 0.07 0.00 0.00 0.00 (2) 860 10025 A From Leg 3.00 0.000 162.00 No Ice 0.14 0.12 0.00 0.00 0.00 (2) 860 10025 B From Leg 3.00 0.000 162.00 No Ice 0.14 0.12 0.00 0.00 0.00 DC2-38-60-0-9E A From Leg 3.00 0.000 162.00 No Ice 0.93 0.56 0.02 0.00 0.00 DC2-48-60-0-9E B From Leg 3.00 0.000' 162.00 No Ice 0.93 0.56 0.02 0.00 0.00 DC6-48-60-18-8F B From Leg 3.00 0.000 162.00 No Ice 0.92 0.92 0.02 0.00 0.00 - DC6-48-60-18-8F B From Leg 3.00 0.000 162.00 No Ice 0.92 0.92 0.02 0.00 0.00 Sector Mount [SM 307-1] A None 0.000 162.00 No Ice 13.12 10.18 0.54 Sector Mount [SM 307-11 B None 0.000 162.00 ' No Ice 13.12 10.18 0.54 Pipe Mount [PM 601-1] A None 0.000 128.00 No Ice 3.00 0.90 0.07 (2) RFU-C-PD C From Leg 1.00 0.000 120.00 No Ice 0.52 0.22 0.01 0.00 0.00 Pipe Mount [PM 601-1] C None 0.000 120.00 No Ice 3& a .9 0.07 rx Desc ` N ription Face Dish Offset Offsets., Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ° ° ft it ftz K SPD2-5.8 • A Paraboloid From 1.00 -70.000 128.00 2.00 No Ice 3.14 0.02 w/Radome Leg 0.00 0.00 HPX6-59-P3A/K C Paraboloid From 1.00 -34.000 120.00 6.46 No Ice 32.76 0.32 w/Shroud (HP) Leg 0.00 0.00 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number37516-0996.001.8700, Application 338429, Revision 1 Load Combinations Comb.. Description March 15, 2016 CC/ BU No 813700 Page 20 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 0.9Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - Nq Ice 23 .: 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service " 30 Dead+Wind 120 deg -Service .31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg -Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Leg C Max. Vert 18 827.80 82.27 -48.11 Max. H. 18 827.80 82.27 -48.11 Max. H. 7 -707.04 -72.97 42.80 Min. Vert 7 -707.04 -72.97 42.80 Min. H. 7 -707.04 -72.97 42.80 Min. H. 18 827.80 82.27 -48.11 Leg B Max Vert - 10 816.10 -82.35 -46.47 Max Hx -` 23 -698.98 72.83 41.09 -Max. H. 23 -698.98- 72.83 41.09 .?•`:, Min. Vert 23 -698.98 72.83 41.09 - Min. Hx 10 816.10 -82.35 -46.47 Min. H. 10 816.10 -82.35 -46.47 Leg A '" Max. Vert 2 821.27 -1.45 95.13 Max. Hx 19 -359.67 11.63 -44.05 Max. H. 2 821.27 -1.45 95.13 Min. Vert 15 -700.39 1.34 -83.96 Min. H. 8 52.53 -11.72 4.08 Min. H. 15 -700.39 1.34 -83.96 tnxTower Report - version 7.0.5.1 ( " f 250 Ft Self Support Tower Structural Analysis Project Number 37516-0996.001.8700, Application 338429, Revision 1 Maximum Tower Deflections - Service Wind Section No. Elevation 1t Horz. Deflection in Gov. Load Comb. Tilt Twist ° T1 250 - 240 3.95 34 0.120 0.008 T2 240 - 220 3.70 34 0.119 0.008 T3 220 - 200 3.20 34 0.118 0.008 - T4 200 - 186.567 2.69 34 0.113 0.006 T5 186.667 - 180 2.37 34 0.108 0.005 T6 180 -160 2.22 34 0.105 0.004 T7 160 - 140 1.78 34 0.094 0.004 T8 140 - 120 1.37 34 0.083 0.005 T9 120 - 100 1.02 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 - 0.002 T13 40 - 20 0.14 34 0.022 0.001 T14 20 - 0 0.04 34 0.011 0.001 March 15, 2016 CCI BU No 813700 Page 21 Critical, Deflections and Radius of Curvature -- Service Wind.: Radius of Elevation Appurtenance Gov. Deflection Tilt Twist Load Curvature It Comb. in ° It 250.00 Beacon 34 3.95 0.120 0.008 Inf 237.00 932DG33T2A-M w/ Mount Pipe 34 3.62 0.119 0.008 Inf 225.00 (3) DB848HI05ESX w/ Mount 34 3.32 0.118 0.008 Inf Pipe 217.00 SBNHH-1 D65C w/ Mount Pipe 34 3.12 0.117 0.008 887238 208.00 APXV9ERR18-C w/ Mount Pipe 34 2.89 0.115 0.007 608811 195.00 80010865 34 2.57 0.111 0.005 133427 178.00 (3) DB8481-1105ESX w/ Mount 34 2.17 0.104 0.004 330749 Pipe 162.00 80010865 34 1.82 0.095 0.004 122210 128.00 SPD2-5.8 34 1.16 0.076 0.005 111518 125.00 Obstruction light 34 1.11 0.074 0.005 121901 120.00 HPX6-59-P3A/K 34 1.02 0.071 0.005 133292 Bolt Design Data: Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio It in Bolts Bolt K -Allowable K T1 250 Leg A325N 0.625 4 0.28 20.71 0.014 V 1 Bolt Tension Diagonal A325N 0.625 2 0.40 6.79 0.059 V 1 - Member Block Shear Top Girt A325N 0.625 1 0.16 7.88 0.020 V 1 Member Block Shear T2 240 Leg A325N 0.875 6 2.37 40.59 1 Bolt Tension 0.058 Diagonal A325N 0.625 2 2.40 8.31 ri'a FJ 14VCember Block 0.288 1 r T3 220 Leg A325N 1.000 6 9.74 53.01 Bon0.449Diagonal A325N 0.625 2 4.98 11.09 �Mto 0'9 Shea T4 200 Diagonal A325N 0.625 2 6.11 11.09 0.551 1 Member Block Shear T5 186.667 Leg A325N 1.250 6 19.11 82.83 0231 l,,/ 1 Bolt Tension Diagonal A325N 0.625 2 6.36 22.17 0.287 {� 1 Member Block Shear T6 180 Leg A325N 1.250 6 28.26 82.83 0341 1 Bolt Tension Diagonal A325N 0.625 2 7.92 15.61 0.508 '✓ 1 Member Block Shear tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37516-0996.001.8700, Application 338429, Revision 1 March 15, 2016 CCI BU No 813700 Page 22 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio It in Bolts Bolt K Allowable K Secondary A325N 0.625 1 3.49 9.91 / 1 Member Block Horizontal 0.352 9r Shear 77 160 Leg A325N 1.250 6 39.35 82.83 0475 1✓ 1 Bolt Tension Diagonal A325N 0.625 2 9.19 15.61 0.589 1 Member Block Shear Secondary A325N 0.625 1 4.70 10.93 0.430 W 1 Member Block Horizontal Shear T8 140 Leg A325N 1.375 6 50.36 100.23 0.502 : 1 Bolt Tension Diagonal A325N 0.625 2 9.91 16.63 1 Member Block 0.596 Shear Secondary A325N 0.625 1 6.01 10.93 0.549 �/ 1 Member Block Horizontal Shear T9 120 Leg A325N 1.500, 6 61.66 119.28 0.517 1 Bolt Tension Diagonal A325N 0.625 2 11.50 16.63 0.692 1 Member Block Shear Secondary A325N 0.625 1 7.37 12.43 0.593 1 Bolt Shear Horizontal T10 100 Leg A325N 1.500 6 69.56 119.28 0.583 1 Bolt Tension Diagonal A325N 0.625 2 15.94 24.85 1 Bolt Shear 0.641 Horizontal A325N 0.625 1 8.35 19.83 1 Member Block 0421 1/ Shear T11 80 Leg A325N 1.500 6 80.83 119.28 J 0678 Y 1 Bolt Tension Diagonal A325N 0.625 2 15.98 24.85 0643 1 Bolt Shear Horizontal A325N 0.625 1 9.75 19.83 0.492 ✓ 1 Member Block Shear T12 60 Leg A325N 1.750 6 91.45 162.36 0.563 i/ 1 Bolt Tension Diagonal A325N 0.625 2 15.83 22.17 0.714 i°� 1 Member Block Shear Horizontal A325N 0.625 1 11.05 19.83 0.557 f� 1 Member Block Shear T13 40 Leg A325N 1.750 6 102.30 162.36 0.630 1 Bolt Tension Diagonal A325N 0.625 2 17.18 24.85 0.691 �/ 1 Bolt Shear Horizontal A325N 0.625 1 12.41 21.87 0.568 i/ 1 Member Block Shear T14 20 Diagonal A325N 0.625 2 17.82 24.85 0.717 1 Bolt Shear Horizontal A325N 0.625 1 13.72 21.87 1 Member Block 0.628 Shear Compression Checks Leg Design Data (Compression) ,- Section Elevation Size L L. KUr A P. OP„ Ratio No. P. tt $ _ It It inz K K �P� T1 250-.240 2" solid 10.00 5.00 120.0 3.142 -1.80 49.29 0.036 K=1.00 T2 240.-220 3"solid 20.03 6.68 106.8 7.069 -18.84 138.05 0.136' ' K=1.00 I/ T3 220-200 31l2"solid 20.03 6.68 91.6 9.621 -69.50 234.48 0.296' K=1.00 6/ T4 200 - 186.667 4" solid 13.36 6.68 80.1 12.566 -111.55 353.60 0.31♦5' K=1.00 6 T5 186.667 - 180 4" solid 6.68 6.68 80.1 12.566 -133.71 353.60 0.378' K=1.00 _ V T6 180 - 160 4" solid 20.03 5.19 62.3 12.566 -195.80 425.67 0.460' K=1.00 V tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37516-0996.001.8700, Application 338429, Revision 1 March 15, 2016 CCI BU No 813700 Page 23 Section Elevation Size L L„ KUr A P. gyp„ Ratio No. P.. T8 140 - 120 4 1/2" solid T9 120 -100 4 3/4" solid T10 100 - 80 5" solid T11 80 - 60 5" solid T12 60-40 51/4"solid T13 40 - 20 5 1/2" solid T14 20 - 0 5 3/4" solid P" / �P, controls ft ft ins K K 20.03 20.03 5.17 58.4 14.186 K=1.00 5.15 54.9 15.904-346.33 K=1.00 5.14 20.03 5.01 20.03 5.01 20.03 5.01 20.03 5.01 51.9 17.721 -424.85 K=1.00 48.1 19.635 -481.23 K=1.00 48.1 19.635 -562.39 K=1.00 45.8 21.647 -637.12 K=1.00 43.7 23.758 -715.89 K=1.00 20.03 5.01 41.8 25.967-791.31 K=1.00 573.92 654.83 746.17 746.17 835.68 929.74 1028.33 0.603' 0.649' 0.645' 0.754' 0.762' 0.770' 0.770' V Diagonal Design Data (Compressi'on) Section Elevation Size L L. KUr A P. Ratio No. P ft It ft in' K K �P T1 250 - 240 L 2 x 2 x 3/16 7.81 3.57 111.6 0.715 -0.92 12.02 0.076 r K=1.03 V T2 240 - 220 L 3 x 3 x 3/16 10.16 4.91 104.2 1.090 -5.03 19.65 0.256' K=1.05 V T3 220 - 200 L 3 x 3 x l/4 11.74 5.67 116.3 1.440 -10.05 22.90 0.439' K=1.01 V T4 200 - 186.667 L 3 x 3 x l/4 12.86 6.21 124.5 1.440 -12.41 20.63 0.602' K=0.99 T5 186.667 - 180 2L 3 x 3 x 1/4 (3/8) 13.44 6.50 83.8 2.880 -12.78 64.47 0.198' K=1.00 t✓ T6 180 -160 2L 2.5 x 2.5 x 3/16 (1/2) 16.80 8.51 131.1 1.805 -16.22 23.65 0.686' K=1.00 6/ T7 160 - 140 2L 2.5 x 2.5 x 3/16 (112) 18.45 9.31 143.6 1.805 -18.83 19.78 0.952' K=1.00 6/ T8 140 -120 2L 3 x 3 x 3116 (112) 20.16 10.15 129.7 2.180 -20.26 29.01 0.698' K=1.00 V T9 120 - 100 2L 3 x 3 x 3/16 (112) 21.92 11.02 140.7 2.180 -23.44 24.86 0.943' K=1.00 T10 100 - 80 2L 3.5 x 3.5 x 5/16 (112) 14.87 14.59 120.7 4.180 -31.88 62.90 0.507' K=1.00 V T11 80 - 60 2L 3.5 x 3.5 x 5/16 (1/2) 15.62 15.35 127.4 4.180 -31.96 57.63 0.555' K=1.00 II/ T12 60 -40 2L 3 x 3 x 1/4 (1/2) 16.40 - 8.20 '105.8 2.875 -33.7 0.654' K=1.00 T13 40 - 20 2L 3.5 x 3.5 x 5/16 (1/2) 17.21 8.60 95.4 4.180 -34.36 410 �] K9.00 4 F j T14 20 - 0 2L 3.5 x 3.5 x 5/16 (1/2) 18.03 9.02 99.9 4.180 -35.63 80.05 0.4�415' K=1.00 Y P. / �P„ controls tnxTower Report - version 7.0.5.1 t - J, March 15, 2016 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37516-0996.001.8700, Application 338429, Revision 1 Page 24 Horizontal Design Data (Compression) Section Elevation Size L L„ KUr A P. Ratio No. P ft ft ft 0 K K �p� T10 100 - 80 2L 2.5 x 2.5 x 3116 (112) 21.00 10.29 158.7 1.805 -8.35 16.19 4% K=1.00 V T11 80 - 60 2L 2.5 x 2.5 x 3/16 (112) 23.00 11.29 174.1 1.805 -9.75 13.45 0.725' K=1.00 V T12 60 - 40 2L 2.5 x 2.5 x 3/16 (1 /2) 25.00 12.28 189.4 1.805 -11.05 11.37 0.972' K=1.00 1/ T13 40 - 20 2L 3 x 3 x 3116 (1/2) 27.00 13.27 169.5 2.180 -12.41 17.13 0.725' K=1.00 V T14 20 - 0 2L 3 x 3 x 3/16 (1 /2) 29.00 14.26 182.2 2.180 -13.72 14.84 0.925' K=1.00 V P l �Pn controls i Secondary Horizontal. Design Data (Compression) Section - Elevation Size L L„ KI/r A P. op Ratio No. Pu ft ft It ins K K �p� T6 180 - 160 L 2.5 x 2.5 x 3116 13.48 13.15 101.4 0.902 -3.49 17.01 ONO-; r K=0.50 6/ T7 160 - 140 L 3 x 3 x 3/16 15.48 15.13 96.7 1.090 -4.70 21.21 0.2211 K=0.50 TS 140 - 120 L 3 x 3 x 3/l6 17.49 17.11 109.3 1.090 -6.01 18.58 0.323' K=0.50 V T9 120 - 100 L 3 x 3 x 1/4 19.49 14.09 123.2 1.440 -7.37 20.99 0.351 ' K=0.50/ P„ /�F controls T.op Girt Design Data, (Compression) Section Elevation Size L L. KI/r A P. rpp„ Ratio No. P ' ft ft ft in2 K K �P� T1 250 - 240 L 2 x 2 x 3/l6 6.00 5.54 168.8 0.715 -0.18 5.67 0.033 K=1.00 V P„ / ¢P„ Controls Redundant Hi (1) Design Data (Compression) Ratio Section Elevation Size L L KI/r A P. No. P It It It in2 K K �p� T12 60 -.AO L 2.5 x 2.5 x 3116 6.25 6.25 151.5 0.902 -0.09 S.SS 0.010' ` K=1.00 V T13 40 - 20 L 2.5 x 2.5 x 3/16 6.75 6.75 163.6 0.902 -0.11 7.61 0.015, K=1.00 V T14 20 - 0 L 2.5 x 2.5 x 3/16 7.25 7.25 175.8 0.902 -0.10 6.60 0.015' K=1.00 t' P u / r P„ controls tnxTower Report - version 7.0.5.1 ° K I I March 15, 2016 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37516-0996.001.8700, Application 338429, Revision 1 Page 25 Redundant Hip Diagonal "(1) Design Data (Compression) Section No. Elevation Size L L„ KI/r A P. gyp„ Ratio P. It ft ft inz K K �p T12 60 - 40 L 2.5 x 2.5 x 3/16 11.80 11.80 286.0 0.902 -0.12 2.49 0.050 K=1.00 6 / KUR > 250 (C) - 315 T13 40 - 20 L 2.5 x 2.5 x 3/16 12.59 12.59 305.1 0.902 -0.14 2.19 0.063' K=1.00 KUR > 250 (C) - 372 " T14 20 - 0 L 2.5 x 2.5 x 3/16 13.38 13.38 324.5 0.902 -0.14 1.94 0.072' K=1.00 KLIR > 250 (C) - 429 P„ / �P„ Controls Inner Bracin0 Design Data Compression) Section Elevation Size L L„ KI1r A P. OP„ Ratio No. p ft ft ft inz 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 V T11 80 - 60 2L 2 x 2 x 3/16 (3/8) 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 -0.05 5.47 0.010' K=1.00 6' T13 40 - 20 2L 2.5 x 2.5 x 3/16 (3/8) 13.50 13.50 208.2 1.800 -0.09 9.38 0.010' K=1.00 V T14 20 - 0 2L 2.5 x 2.5 x 3/16 (318) 14.50 14.50 223.6 1.800 -0.05 8.13 0.0�♦06 , K=1.00 II P„ / �P„ Controls Tension Checks Leg Design -Data (Tension). `. Section Elevation No. ft Size L L„ KI/r A It It irrz P. K �P., K Ratio p 4p T1 250-240 2" solid 10.00 5.00 120.0 3.142 1.13 141.37 01% T2 240 - 220 3" solid 20.03 6.68 106.8 7.069 T3 220 - 200 3 1/2" solid 20.03 6.68 91.6 9.621 T4 200 - 186.667 4" solid 13.36 6.68 80.1 12.565 T5 186.667 - 180 4" solid 6.68 6.68 80.1 12.566 T6 180 - 160 4" solid 20.03 . 4.82 57.9 12.566 T7 160 - 140 4 1/4" solid 20.03 4.85 54.7 14.186 T8 140 -120 4 1/2" solid 20.03 4.87 51.9 15.904 T9 120 -100 4 3/4" solid 20.03 4.88 49.3 17.721 V 14.23 318.09 0.045' 58.41 r- u Z p3195 0.13 ' , 94.95 ' S 4 0. 8 „�� 114.66 565.49 0.� � 169.91 565.49 0.300' 236.47 638.38 0.3770' Y 302.58 715.69 0.423' 370.46 797.42 0.465' i/ tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number37516-0996.001.8700, Application 338429, Revision 1 March 15, 2016 CCI BU No 813700 Page 26 Section Elevation Size L L„ KUr A P. gyp„ Ratio No. P. ft It It ifl2 K K• �p T10 100 - 80 5" solid 20.03 5.01 48.1 19.635 419.22 883.57 0.474 T11 80 - 60 5" solid 20.03 5.01 48.1 19.635 486.71 883.57 0.551 ' T12 60-40 51/4"solid 20.03 5.01 45.8 21.647 549.82 974.14 0.564' T13 40-20 51/2"solid 20.03 .. 5.01 43.7 23.758 615.89 1069.12 0.5776' Y T14 20 - 0 5 3/4" solid 20.03 5.01 41.8 25.967 676.08 1168.53 0.579' 6t P„/�P controls Diagonal Design Data (Tension) T2 240 - 220 L 3 x 3 x 3116 10.16 4.91 65.6 0.712 4.79 30.97 0.155, t� T3 220 - 200 L 3 x 3 x 114 11.74 5.67 76.1 0.939 9.96 40.86 0.244' T4 200 - 186.667 L 3 x 3 x 1/4 12.86 6.21 83.0 0.939 12.22 40.86 0.299' Y T5 186.667 - 180 2L 3 x 3 x 1/4 (3/8) 13.44 6.50 86.7 1.879 12.73 81.73 0.156' T6 180 - 160 2L 2.5 x 2.5 x 3/16 (1/2) 16.80 8.51 131.1 1.143 15.84 49.70 0.319' T7 160 -140 2L 2.5 x 2.5 x 3/16 (1/2) 18.45 9.31 143.6 1.143 18.38 49.70 0.370' T8 140 -120 2L 3 x 3 x 3/16 (1/2) 20.16 10.15 129.7 -1.424 19.82 61.94 0.320' T9 120 -100 2L 3 x 3 x 3/16 (1/2) 21.92 11.02 140.7 1.424 23.00 61.94 0.371 ' T10 100 - 80 2L 3.5 x 3.5 x 5116 (1/2) 14.15 13.86 101.1 2.783 29.88 121.07 0.247' T11 80 - 60 2L 3.5 x 3.5 x 5116 (1/2) 15.62 15.35 111.9 2.783 31.43 121.07 0.2660' V T12 60 -40 2L 3 x 3 x 114 (1/2) 15.62 7.81 100.8 1.875 31.65 81.56 0.388' T13 40 - 20 2L 3.5 x 3.5 x 5116 (112) 16.40. 8.20 90.9 2.783 33.10 121.07 0.273' t't T14 20 - 0 2L 3.5 x 3.5 x 5116 (112) 17.21 8.60 95.4 2.783 33.75 121.07 0.279' , P„ / �P, controls Horizontal Design Data (Tension) _ Ratio Section Elevation Size L L„ KI/r A P. $P„ No. P. ft 1t it in K K IL T10 100 - 80 2L 2.6 x 2.5 x 3/16 (112) 21.00 10.29 158.7 1.143 8.35 49.70 0.168 r V T11 80 - 60 2L 2.5 x 2.5 x 3/16 (112) 23.00 11.29 174.1 1.143 9.75 49.70 0.196' tnxTower Report - version 7.0.5.1 K -' 1 March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37516-0996.001.8700, Application 338429, Revision 1 Page 27 Section Elevation Size L L. KUr A P. OP„ Ratio No. Pu ft it ft in2 K K �p T12 60 - 40 2L 2.5 x 2.5 x 3116 (1 /2) 25.00 12.28 189.4 1.143 11.05 49.70 0.222 d T13 40 - 20 2L 3 x 3 x 3/16 (112) 27.00 13.27 169.5 1.424 12.41 61.94 0.200' T14 20 - 0 2L 3 x 3 x 3/16 (112) 29.00 14.26 182.2 1.424 13.72 61.94 0.222' P„ / �P„ controls :Secondary --Horizontal Design Data (Tension). Section Elevation Size L L„ KUr A P„ Wn Ratio No. P. it it ft ins K . K �p T6 180 -160 L 2.5 x 2.5 x 3/16 13.48 13.15 202.8 0.571 3.49 24.84 04L4 T7 160 -140 L 3 x 3 x 3/16 15.46 15.13 193.4 0.712 4.70 30.97 0.152' V T8 140 -120 L 3 x 3 x 3/16 17.49 17.11 218.7 0.712 6.01 30.97 0.194' T9 120 - 100 L 3 x 3 x 1 /4 19.49 19.09 246.3 0.939 7.37 40.86 0.180, V P„ / �P„ controls To Girt Design- Data ,(Tension)'` Ratio Section Elevation Size L L KUr A P. $po No. P. /t ft ft in' K K �p� T1 250 - 240 L 2 x 2 x 3/16 6.00 5.54 .113.5 0.431 0.16 � 18.74 0.008 � P„ / �P„ controls Redundant Hip (1) Design Data (Tension) Section Elevation Size L L KUr A P. op� Ratio No. P. ft ft it ins K - K op L 2.5 x2.5x T13 40-20 L2.5 x2.5 x 3/16 T14 20-0 L2.5 x 2.5x 3/16 V 6.75 6.75 104.1 0.902 0.06 29.22 0.002' 7.25 7.25 111.8 0.902 0.06OXMil W-9.22_ 0-002' a;a P controls Redundant Hip- Diagonal (1) Design Data (Tension) . Section Elevation Size L L. KUr A P„ OP„ Ratio No. P. ft ft ft ins K K �P T12 60 - 40 L 2.5 x 2.5 x 3/16 11.80 11.80 181.9 0.902 0.14 29.22 0.005 T13 40 - 20 , L 2.5 x 2.5 x 3/16 12.85 12.85 198.2 0.902 0.16 29.22 0.005, tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37516-0996.001.8700, Application 338429, Revision 1 March 15, 2016 CCI BU No 813700 Page 28 Section Elevation Size L L„ KUr A P" ¢P„ Ratio No. P. It ft - ft ins K K AP T14 20 - 0 L 2.5 x 2.5 x 3/16 13.38 13.38 206.4 0.902 0.14 29.22 0.005' P" / �Pn controls Inner Bracing Design Data (Tension) Section No. Elevation ft Size L It L. ft KI/r A & P. K op„ K Ratio P. gyp„ T12 60 - 40 2L 2 x 2 x 3116 (3/8) 12.50 12.50 243.1 1.430 0.02 46.33 0.000 I/ T13 40 - 20 2L 2.5 x 2.5 x 3/16 (3/8) 13.50 13.50 208.2 1.800 0.02 58.32 0.000' V T14 20 - 0 2L 2.5 k 2.5 x 3116 (3/8) 14.50 14.50 223.6 1.800 0.03 58.32 0.000' V P„ / op. controls - Section"Capacity Table Section Elevation Component Size Critical P op�„ % Pass No. ft Type Element K K Capacity Fail T1 250 - 240 Leg 2" solid 2 -1.80 49.29 3.6 Pass T2 240 - 220 Leg 3" solid 19 -18.84 138.05 13.6 Pass T3 220-200 Leg 31/2"solid 40 -69.50 234.48 29.6 Pass T4 200 - 186.667 Leg 4" solid 61 -111.55 353.60 31.5 Pass T5 186.667 - 180 Leg 4" solid 76 -133.71 353.60 37.8 Pass T6 180 -160 Leg 4" solid 85 -195.80 425.67 4&0 Pass T7 160 -140 Leg 4 1/4" solid 106 -270.80 497.53 54.4 Pass TS 140 -120 Leg 4 112" solid 127 -346.33 573.92 60.3 Pass T9 120 -100 Leg 4 3/4" solid 148 -424.85 654.83 64.9 Pass T10 100 - 80 Leg 5" solid 169 .481.23 746.17 64.5 Pass T11 80 - 60 Leg 5" solid 214 -562.39 746.17 75.4 Pass T12 60-40 Leg 51/4"solid 259 -637.12 835.68 76.2 Pass T13 40-20 Leg 51/2"solid 316 -715.89 929.74 77.0 Pass T14 20 - 0 Leg 5 3/4" solid 373 -791.31 1028.33 77.0 Pass T1 250 - 240 Diagonal L 2 x 2 x 3116 7 -0.92 12.02 7.6 Pass T2 240 - 220 Diagonal L 3 x 3 x 3/16 27 -5.03 19.65 25.6 Pass 28.8 (b) T3 220 - 200 Diagonal L 3 x 3 x 1/4 47 -10.05 22.90 43.9 Pass 44.9 (b) T4 200 - 186.667 Diagonal L 3 x 3 x 1/4 69 -12.41 20.63 60.2 Pass T5 186.667 - 180 Diagonal 2L 3 x 3 x 1/4 (3/8) 83 -12.78 64A7 19.8 Pass 28.7 (b) T6 180 - 160 Diagonal 2L 2.5 x 2.5 x 3/16 (112) 89 -16.22 23.65 68.6 Pass T7 160 - 140 Diagonal 2L 2.5 x 2.5 x 3/16 (1/2) 112 -18.83 19.78 95.2 Pass T8 140 - 120 Diagonal 2L 3 x 3 x 3/16 (112) 134 -20.26 29.01 69.8 Pass T9 120 - 100 Diagonal 2L 3 x 3 x 3/16 (1/2) 155 -23.44 24.86 94.3 Pass T10 100 - 80 Diagonal 2L 3.5 x 3.5 x 5116 (1/2) 187 -31.88 62.90 50.7 Pass 64.1 (b) T11 80 - 60 Diagonal 2L 3.5 x 3.5 x 5/16 (112) 232 -31i96 57.63 55.5 Pass 64.3 (b) T12 60 - 40 Diagonal 2L 3 x 3 x 1/4 (1/2) 279 -33.78 51.68 65.4 Pass 71.4 (b) T13 40 - 20 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 336 -34.36 83.89 41.0 Pass 69.1 (b) T14 20 - 0 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 393 -35.63 80.05 44.5 Pass 71.7 (b) T10 100 - 80 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 172 -8.35 16.19 51.5 Pass T11 80 - 60 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 217 -9.75 13.45 72.5 Pass T12 60 -40 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 262 -11.05 11.37 97.2 Pass tnxTower Report - version 7.0.5.1 R -i + March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37516-0996.001.8700, Application 338429, Revision 1 Page 29 Section Elevation Component size Critical P ¢Pay,„. % Pass No. ft Type Element K K Capacity Fail T13 40 - 20 Horizontal 2L 3 x 3 x 3116 (1/2) 319 -12.41 17.13 72.5 Pass T14 20 - 0 Horizontal 2L 3 x 3 x 3/16 (1/2) 376 -13.72 14.84 92.5 Pass T6 180 - 160 Secondary L 2.5 x 2.5 x 3116 94 -3.49 17.01 20.5 Pass Horizontal 35.2 (b) T7 160 - 140 Secondary L 3 x 3 x 3116 115 -4.70 21.21 22.1 Pass Horizontal 43.0 (b) T8 140 - 120 Secondary L 3 x 3 x 3/16 136 -6.01 18.58 32.3 Pass Horizontal 54.9 (b) T9 120 -100 Secondary L 3 x 3 x 1/4 157 -7.37 20.99 35.1 Pass Horizontal 59.3 (b) Tt 250 - 240 Top Girt L 2 x 2 x 3/16 5 -0.18 5.67 3.3 Pass T12 60 -40 Redund Hip 1 L 2.5 x 2.5 x 3/16 285 -0.09 8.88 1.0 Pass Bracing T13 40 - 20 Redund Hip 1 L 2.5 x 2.5 x 3/16 342 -0.11 7.61 1.5 Pass Bracing T14 20 - 0 Redund Hip 1 L 2.5 x 2.5 x 3/16 399 -0.10 6.60 1.5 Pass Bracing T12 60-40 Redund Hip L2.5 x2.5 x3116 315 -0.12 2.49 5.0 Pass Diagonal Bracing T13 40 - 20 Redund Hip L 2.5 x 2.5 x 3/16 372 -0.14 2.19 6.3 Pass Diagonal Bracing T14 20 - 0 Redund Hip L 2.5 x 2.5 x 3116 429 -0.14 1.94 7.2 Pass Diagonal Bracing T10 100 - 80 Inner Bracing 2L 2 x 2 x 3116 (3/8) 195 -0.03 7.75 0.3 Pass T11 80 - 60 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 238 -0.02 6.46 0.4 Pass T12 60 - 40 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 290 -0.05 5.47 1.0 Pass T13 40 - 20 Inner Bracing 2L 2.5 x 2.5 x 3116 (3/8) 347 -0.09 9.38 1.0 Pass T14 20 - 0 Inner Bracing 2L 2.5 x 2.5 x 3/16 (3/8) 404 -0.05 8.13 0.6 Pass Summary Leg (T13) 77.0 Pass Diagonal 95.2 Pass (T7) Horizontal 97.2 Pass (T12) Secondary 59.3 Pass Horizontal (T9) Top Girt 3.3 Pass (T1) Redund 1.5 Pass Hip 1 Bracing (T14) _ Redund 7.2 Pass Hip Diagonal 1 Bracing (T14) Inner 1.0 Pass Bracing (T13) .Bolt 71.7 Pass Checks RATING = 97.2 Pass tnxTower Report - version 7.0.5.1 March 15, 2016 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37516-0996.001.8700, Application 338429, Revision 1 Page 30 APPENDIX B BASE LEVEL DRAWING "0&iNDOXED) (6) 1-5/9 TO 22, R (1)Nsli EO) TV /<' TO 217 FT(12) 1-5/8' TO 217 TO IINSTe D-TD BE REDO 1) 1V TO t95 ET LF (INSTPI W @) 7/D TO 162 ET L£ (12) 1-5/e' TD 162 i 0) V. TO 195 ET LE` (2) 1/� TO 195 rt Lfl (6) 1-5/8' TO 195 ET .�. 128 Ei LEVEL 128 R LEVEL 70 E. TT LEVEL TO 237 ET LEVf1 ED) TO 21 fT 1 EL TO 237 R LEVEL tnxTower Report - version 7.0.6.1 250 Ft Self Support Tower Structural Analysis Project Number 37516-0996.001.8700, Application 338429, Revision 1 APPENDIX C ADDITIONAL CALCULATIONS March 15, 2016 CCI BU No 813700 Page 31 tnxTower Report - version 7.0.5.1 4 1' P/ m m N z C w ® m to zxzi i C 3 = 2 e to 12 t ntl N Q d i N C ® m A no to z c z'X Z ? ry m = on R Al m y fl-3: 251 241 W 2D 16 14 12 10 L 6 4 2 AV, DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Beacon 250 800 Ims 195 ❑ghlning Rod Slexf 250 e00.10123 195 9320GW3 -M W/Mount Pipe 237 8001W23 195 742 218 w/Mount Pope 237 (4)E15Z01P19 195 950G65-MW/Mount Pip. 237 RRUS 32 B30 195 950G65=-M W/Mounl Pipe 237 (2)RRUS-11 195 Sid.Ann Mount[S0305.3] 237 FDGW55(Mn3 L 195 (3) DBM6H105ES)(W/ Mount Pipe a5 (2)8501W25 195 (3) DBB78H120ESXw/Mount Pipe M6 Sector Mount ISM 307-11 195 Sector Mnunt[SM409-11 M5 (3) DBBIBH105ESXW Mount Pipe 178 Sector MouM[sm4 l] 225 Sector Mount ISM409-11 178 SBNH141D65C W/Mount Pipe 217 8W 10865 IV SBNHH-1D65CW/Mount Pip. 217 am 10865 162 SBNHH-iD65Cw/Mount Pipe 217 800-10123 162 (2) CMA-BD1-H165ME05 217 8WI0123 IV (2) CMA-BDHI+6520nD 217 am Wait IV (2)CMMBDHH552 ()8 217 8W 107M IV FRIE 217 (4)E15MIP19 IV FRIE 217 (4)E15ZO1P19 IV FRIE 217 RRUS 32 B30 IV FRIG 217 RRUSM 830 1n FRIG 217 (2)RRUS-11 in FRIG 217 (2)RRUS-11 - IV AS11933SVP01 217 FDGW550elnC L IV ASU93381YP01 217 FDGW5504/3C-!- 162 AS1193311wPo1 217 (2)860IM25 162 FXFB 217 (2) 86010025 162 We 217 DC2<860-0.9E 162 We 217 13C246S 0-9E 162 Sector MouM[SM 4043] 217 DC648-60-1841F 162 APXV9ERR16.CMMountPipe 208 1)C64MNIMF 162 A WgERR1B,CVMounl Pipe 208 Sector Mount[SM W7-11 IV BODMHZSMRFILMR 208 sector Mount ISM 307-11 IV 800MHZ SMR FILTER 2W Pipe Mount [PM 601-11 128 (3)ACU-A20.N 208 SPM.5.8 120 (3)ACU-A2 N 208 Obs0uc8on light 125 RRUS-11 BOOMIx 206 Obstruction right 125 RRUS11800MHx 208 Obs ci.n right 125 RRUS 31 B25 - 208 Pi, Mount [PM 601-1] 120 RRUS 31 E25 208 (2) RFU-FPD 120 Sector M.uM[SMW1-t] 208 HPx059-POAIK 120 Senior Mounl[SM 301-1] 208 SYMBOL LIST MARK I SIZE I MARK I SIZE A 15R2-Solid I C 2L 3 x 3 x 1/4(&8) B I L2 x 2 x 3/16 1 D M 2.5x2.5x3n6(31E)ZERO MATERIAL STRENGTH GRADE I Fy Fu I GRADE I Fy Fu A57250 150 too 165 mi A36 136W 5ahi ALL REACTIONS ARE FA TOWER DESIGN NOTES 1. Tow J 1. Tower is located in Saint Lucie County, Florida. MAX. C(2. Tower designed for Exposure C to the TIA-222-G Standard. DO, . . Tower designed for a 118.00 mph basic wind in accordance with the TIA-222-G SHERf'-Standard. 4. Deflections are based upon a 60.00 mph wind. 5. Tower Structure Class H. UPLI16. Topographic Category 1 with Crest Height of 0.00 It SHE47. TOWER RATING: 97.2% AXIAL 13 K4 K SHEAR/ \ MOMENT 157 K //JJ .SI11 \1 20350 kip-ff TORQUE 74 kip-ft REACTIONS - 118.00 mph WIND Paul J. Ford and Company 250 E. Broad Street, SuRe 600 OFColumbus, OH 43215 Phone: 614.221.6679 FAX: 614.448.4105 ': BU# 813700 (PJF# 37516-0996.001.8700 P1O1G"Exisan 250-nSelf Support Tower c6ene Crown Castle Dnvei W RJ Davidson APpd: code: TIA-222-G oate:03/15/16 ixele: NTS Pan 11ag No. E_1 r F ,may a m z S $ FC m g rc m m iz if e c' ¢ Fe rc N � F� m„ma ¢n d i F rc m = $2 C �n - Z C C z w m e a _ m X F m m a_`s_z��o® em `ox°xaxm��- 401m�mccdvad�$m N FSWCKK zsD.Dft Mo R =0.0 R }��rI�-y F1P-1 91W I 20D 0 Rft I t1 1887 flfl ISO flR 1600R t4o_o RR O a 0 120_OR E 100o ftft 80.0ft 60.0ft 40.0 ft 200R SYMBOL LIST MARK 1 SIZE MARK SIZE A ISRrsolid I c 213x3x114P8) a L2x2x116 I D 2L2.5x25x116 8)ZM0 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 for a 118.00 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60.00 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 fit 7. TOWER RATING: 97.2% ALL REACTIONS AREFACTORED MAX. CORNER REACTIONS ATBASE DOWN: 828 K SHEAR: 95 K UPLIFT: -707 K SHEAR: 85 K FU AXIALCopy 134 K �'" SHEAR MOMENT 157 K 20350 kfp-R TORQUE 74 kip-$ REACTIONS - 118.00 mph WIND Paul J. Ford and Company OF250 E. Broad Street, Suite 600 Columbus, OH 43215 Phone: 614.221.6679 FAX: 614.448.4106 ob: BU# 813700 (PJF# 37516-0996.001.8700) 111 "ExIsdn 250-ft Self SupportTower crane Crown Castle I D""'" °t' RJ Davidson App'� tea° TIA-222-G oats:03115/16 s 'c NTS Path: D.--Nc. E-1 V A Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Site Data BU#: 813700 Site Name; I Minute Maid BRA360 App #: . Anchor Rod Data Qty: 6 Diam: 2.75 in Rod Material: A36 Strength (Fu): 58 ksi Yield (Fy): 36 ksi *Rod Circle:: c'" in * e: - in * # of Rodsl 11 or 2 Mu= Pu x e: Ift-kips * Enter rod circle, offset (e) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exists. Reactions Eta Factor, n 1 0.55, Detail Type Uplift, Pu:.. 707' kips Shear, Vu: 1 85' kips ar I m Mu = 0.65*1a,*V ft-kips Anchor Rod Results: Max Rod (Cu+ Vuhj): 143.6 Kips Allowable Axial, �*Fu*Anet: 228.8 Kips Anchor Rod Stress Ratio: 62.8% 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): (Vuf�Rav)Z+ I(PJ�R.J + (MARr,n,)]Z < = 1 > oo p. �Rnv �*0.45*Fub*Ab= kips a B �-—>ARnt=�*Fu*Anet= kips < j;�Rnm ¢*Fy*Z= ft-kips ranae�e wncaml ,� SECTION A -A SECTION a -a Detail Type (a) Detail Type (b) �=o•Fa7 72=a.�o . C ova (`, D DO:! p rym Sn4ek ri Groot CcaiG"-,ate SECTION C-C SECTION D-D Detail Type (C) Detail Type (d) Maximum Acceptable Ratio: 105 % t5e Note 1 bolmi Governing Stress Ratio: 62.89/6 Pass Figure 4-4 of TIA-222-G 37516-0996.001.8700 - Anchor Rod For Rev G-Rev 5 020212.xls K. J PJF &A o 250 E Broad St, Ste 600 Phone 614.221.6679 L J. FORD M PANY Columbus, OH 43215 www.pauljford.com Tower Manufacturer's Drawing Information Manufacturer: FWT Drawing #: S98-1019-A Drawings Date: 5/15/1998 Page of 1 By RJD Date 1/22/2014 Project # 37516-0996.001.8700 Reactions Original Design Modified Original Design* Current Analysis Ratio Compression (kips) 817 1102.95 828.00 0.75071 Tension (kips) 722.4 975.24 707.00 0.72495 Shear (kips) 78.6 106.11 95.00 , 0.8953 OTM (kip-ft) Not Provided - - - * The original tower design was completed in accordance with TIA/EIA-222-F standard. Per section 15.5.1 of the TIA-222-G standard, the reactions from the original design shall be multiplied by 1.35 for comparison to the reactions from this analysis. x M1Y� v0.1 - Effective Date 2-20-14