The URL can be used to link to this page

Home My WebLink AboutSTRUCTURAL ANALYSIS REPORTUL J. FORD 0F &COMPANY Date: March 20, 2018 Angela Harris SCANNED Crown Castle BY 8000 Avalon Blvd Suite 700 St. Lucie County Alpharetta, GA 30009 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co -Locate Carrier Site Number: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Angela Harris, Carrier Site Name: Crown Castle BIJ Number: Crown Castle Site Name: Paul J. Ford and Company 250 East Broad st., Suite 600 Columbus, OH 43215 (614)221-6679 M113XCI60 N/A 813700 MINUTE MAID BRA360 Crown Castle JDE Job Number: 484553 Crown Castle Work Order Number: 1537917 Crown Castle Order Number: 425914 Rev. 0 Paul J. Ford and Company Project Number: 37518-1176.001.8700 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 1158436, in accordance with order 425914, revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2017 Florida Building Code, 61h 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 45 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 con ioA 'services to you and Crown Castle. If you have any questions or need further assistance o.ns oany or ecfs please give us a call. NO.79560 :. :j Respectfully submitted by: STATE OF .'fl f t0 Matthew Buske,P.E. Project Engineer y%X%J �� tnxTower Report - version 7.0.5.1 y L 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order425914, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved 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 Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations March 20, 2018 CC/ BU No 813700 Page 2 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number37518-1176.001.8700, Order425914, Revision 0 1) INTRODUCTION March 20, 2018 CC/ BU No 813700 Page 3 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 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 117.7 mph with no ice, and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Line 'Elevation (ft) Number' of ,;Antenna Antennas -Antenna.... Manufacturer -„ ,, Model' Number of Feed Lines- Feed', -Line _ Size (in) - Note 2 cci antennas HPA33R-CS4AA-K1 1 commscope j TTTT65AP-lXR 1 ericsson RRUS 31 B25 208.0 210.0 1 11/32 - I 3 ericsson i RRUS82 SHIEL/DO�R 1 ericsson RRUS-11 80OMHZ 1 rfs celwave APXV9ERR18-C-A20 208.0 1 Connect -IT V-Boom Sector Mount Table 2 - Existing and Reserved Antenna and Cable Information Mounting Level (ft) Center Line; Elevation (ft) Number ofi. Antennas Antenna' a Manufacturer ' Antenna Model Number of Feed Lines Feed Line Size (in) Note i 1 decibel 932DG33T2A-M 2 decibel 950G65VTZE-M 237.0 237.0 6 1 5/8 1 1 kathrein 742 218 1 tower mounts i Side Arm Mount [SO 305- 3 3 decibel DB848H105ESX ! 225.0 226.0 6 1518 1 j 3 decibel DB878H120ESX 225.0 2 tower mounts Sector Mount [SM 409-1] 3 andrew SBNHH-1D65C 6 cellmax technologies CMA-BDHH/6520/EO-8 3 nokia j FRIE 217.0 217.0 12 3 15/8 11/4 1 3 nokia i FRIG 3 nokia FXFB 3 raycap ASU9338TYP01 1 tower mounts Sector Mount [SM 404-3] tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 March 20, 2018 CCI BU No 813700 Page 4 Mounting Level (ft) Center Line Elevation `.-�ft) Number of Antennas. Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 208.0 210.0 6 rfs celwave j ACU-A20-N 3 2 ericsson j 800MHZ SMR FILTER j 2 rfs celwave j APXV9ERR18-C �2 ericsson RRUS 31 B25 2 1 1/32 1 2 ericsson RRUS-11800MHz 3 rfs celwave ACU-A20-N 208.0 j 2 tower mounts Sector Mount [SM 301-1] 195.0 195.0 4 commscope j E15Z01P19 j 2 1 ericsson RRUS 32 B30 1 kathrein i 80010865 2 kathrein ( 86010025 6 2 1 15/8 3/4 1 3/8 � i 2 ericsson j RRUS-11 1 kathrein j 80010723 I 1 kathrein 800-10123 1 rfs celwave j FDGW5504/3C-3L 1 tower mounts ; Sector Mount [SM 307-11 178.0 180.0 3 decibel j DB848H105ESX 3 1 5/8 1 178.0 1 tower mounts i Sector Mount [SM 409-1] 162.0 162.0 j 2 kathrein 80010865 2 i 175/ 1 8 commscope E15Z01P19 2 ericsson RRUS 32 B30 j 4 ericsson RRUS-11 j 2 kathrein 80010766 I 2 kathrein j 800-10123 4 kathrein j 86010025 2 raycap DC2-48-60-0-9E 2 raycap DC6-48-60-18-8F 2 rfs celwave FDGW5504/3C-3L 2 tower mounts Sector Mount [SM 307-1] 128.0 128.0 j 1 radiowaves ! SPD2-5.8 1 718 1 1 tower mounts j Pipe Mount [PM 601-11 120.0 120.0 1 andrew j HPX6-59-P3A/K 1 j 2 ceragon j RFU-C-PD j 1 tower mounts Pipe Mount [PM 601-1) Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment To Be Removed, Not Considered In Analysis tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided March 20, 2018 CCI BU No 813700 Page 5 Document Remarks Reference, ," :..,Source GEOTECHNICAL REPORTS PSI, #397-85050-3, 10/12/1998 ; 429429 CCISITES B&T/Morrison Hershfield, POST -MODIFICATION #82906.002/6110008.00/CNO- 3041481 CCISITES INSPECTION 223R8, 10/14/11 TOWER FOUNDATION PSI, #772-80085-16a, 12/0711998 ' 447987 CCISITES DRAWINGS/DESIGN/SPECS TOWER MANUFACTURER FWT, #16922, 05/15/1998 245820 CCISITES DRAWINGS TOWER REINFORCEMENT Morrison Hershfield, #6013009, 3106450 CCISITES DESIGN/DRAWINGS/DATA 06/01/2001 TOWER REINFORCEMENT B&T Engineering, #82906.002, 2918494 CCISITES DESIGN/DRAWINGS/DATA 7/7/2011 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The existing base plate grout was considered in this analysis. Grout must be maintained and inspected periodically, and must be replaced if damaged or cracked. Refer to crown document PRC-10012, Base Plate Grout Inspection & Classification. 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 Capacitv (Summary) section No.. '-- Elevation (ft) - Component Type e - ,Size•• _ Critical Element P (K) SF,'P allow � (K) : • • `% - Capacity Pass I Fail . Tt I 250 - 240 Leg 2' solid 2 .1.80 49.29 I 3.7 ( Pass T2 240 - 220 Leg 3" solid 19 -18.82 138.05 I 13.6 Pass T3 220-200 ! Leg 31/2"solid 40 -70.88 234.48 30.2 Pass T4 200 - 186.667 Leg 4" solid 61-114.65 353.60 32.4 I Pass T5 186.667 - 180 ! Leg I 4" solid 76-137.34 353.60 38.8 Pass T6 180 - 160 Leg 4" solid 85-200.13 425.67 47.0 Pass T7 I 160 - 140 Leg 4 1/4' solid 106-275.66 497.53 55.4 Pass T8 I 140 - 120 j Leg I 4 112" solid 127-351.59 573.92 61.3 Pass T9 I 120 - 100 Leg i 4 314" solid 148-430.41 654.83 65.7 Pass tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 March 20, 2018 CCI BU No 813700 Page 6 Section Elevation (ft) Component Type Size )Critical P (� SF'P_allow °� Pass / Fail No. Element (K) - Capacity T10 100 - 80 j Leg 5" solid 169 487.09 746.17 65.3 Pass T11 80 - 60 i Leg 5" solid 214-567.59 746.17 76.1 Pass T12 60-40 Leg 51/4"solid 259-642.06 835.68 76.8 Pass T13 40-20 Leg 51/2"solid 316-720.41 929.74 77.5 Pass T14 20 - 0 Leg 5 3/4" solid 373-795.15 1028.33 77.3 Pass T1 250 - 240 ( Diagonal L 2 x 2 x 3/16 7 -0.91 12.02 7.6 Pass T2 240 - 220 Diagonal L 3 x 3 x 3/16 27 -5.04 19.65 25.6 28.8 (b) Pass T3 220 - 200 Diagonal L 3 x 3 x 1/4 47 -10.76 22.90 148.1 47.0 (b) Pass T4 1200 - 186.667 1 Diagonal L 3 x 3 x 1/4 69 -13.08 20.63 63.4 Pass TS 186.667 - 180 1 Diagonal 2L 3 x 3 x 1/4 (3/8) 83 -13.42 62.89 2.1.3 Pass 30.1 (b) T6 180 - 160 Diagonal 2L 2.5 x 2.5 x 3/16 (112) 92 -16.60 23.65 70.2 I Pass T7 160 - 140 Diagonal 2L 2.5 x 2.5 x 3/16 (1/2) 112 -18.94 19.78 I 95.8 Pass T8 140 - 120 I Diagonal 2L 3 x 3 x 3/16 (1/2) 134 -20.61 29.01 I 71.0 Pass T9 120 - 100 Diagonal 2L 3 x 3 x 3/16 (1/2) 155 -23.88 24.86 96.1 Pass T10 100 - 80 1 Diagonal 2L 3 x 3 x 5/16 (1/2) 187 -31.89 44.06 72.4 Pass T11 80 - 60 Diagonal 2L 3 x 3 x 5116 (1/2) 232 -32.12 39.43 81.5 Pass T12 60 - 40 Diagonal 2L 3 x 3 x V4 (112) 279 -33.91 53.34 763.6 2 . @) Pass T13 40 - 20 Diagonal 2L 3 x 3 x 5/1.6 (1/2) 336 -34.38 61.55 69.2 (b) Pass T14 20 - 0 Diagonal 2L 3 x 3 x 5/16 (1/2) 393 -35.53 I 57.79 I 61.5 71.5 (b) I Pass T10 100 - 80 j Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 172 -8.45 16.66 I 50.7 Pass T11 80 - 60 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) j 217 -9.94 13.80 71.3 i Pass T12 60 -40 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 262 -11.13 11.64 95.6 Pass T13 40 - 20 Horizontal 2L 3 x 3 x 3/16 (1/2) 1 319 -12.49 17.52 71.3 Pass T14 20 - 0 j Horizontal 2L 3 x 3 x 3/16 (1/2) 376 -13.79 15.15 91.0 i Pass T6 180 - 160 I Secondary L 2.5 x 2.5 x 3/16 94 -3.57 8.02 44.5 Pass Horizontal I T7 160 - 140 cond r i Secondary L 3 x 3 x 3116 115 -4.78 10.61 45.0 Pass HorizonT8 140 - 120 Secondary L 3 x 3 x 3116 136 -6.10 8.30 73.5 I Pass Horizontal T9 120 - 100 Secondary L 3 x 3 x 114 157 -7.46 8.69 85.9 I. Pass Horizontal Tt 250 - 240 Top Girt L 2 x 2 x 3/16 5 -0.18 5.67 3.2 Pass T12 60 - 40 Regracing'p 1 L 2.5 x 2.5 x 3/16 285 -0.09 8.88 1.1 Pass I T13 40 - 20 Redund. Hip 1 L 2.5 x 2.5 x 3116 344 -0.09 7.61 1.2 Pass ing T14 20 - 0 Redund Hip 1 gracing L 2.5 x 2.5 x 3116 1 399, -0.08 i 6.60 1.2 Pass Redund Hip T12 60 - 40 Diagonal 1 L 2.5 x 2.5 x 3/16 315 -0.12 2.49 4.9 Pass I Bracing Redund Hip T13 40 - 20 Diagonal 1 L 2.5 x 2.6 x 3/16 372 -0.10 2.19 4.8 Pass Bracing Redund Hip T14 20 - 0 ` Diagonal 1 L 2.5 x 2.5 x 3/16 429 0.10 1.94 5.4 Pass Bracing T10 100 - 80 1 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 1 195 -0.02 7.75 0.3 Pass tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 March 20, 2016 CCI BU No 813700 Page 7 Section Elevation (ft) Component Type Size Critical P (K) SF•P allow^; ''(K) %*- - - Pass /Fail No: - � . Element _ Capacity ,. T11 80 - 60 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 1 240 -0.02 6.46 1 0.3 Pass T12 60 - 40 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 290 -0.05 5.47 1.0 Pass T13 I 40 - 20 Inner Bracing 2L 2.5 x 2.5 x 3/16 (3/8) 347 -0.08 9.38 0.8 Pass T14 20 - 0 Inner Bracing 2L 2.5 x 2.5 x 3/16 (3/8) 404 -0.04 8.13 0.6 Pass I (Summary Leg(T13) 77.5 Pass Diagonal I 96.1 Pass (T9) H (nTz12)WI I 95.6 Pass Secondary ' Horizontal 85.9 Pass (T9) TR1)ut I 3.2 Pass j Redund Hip 1 Bracing 1.2 Pass (T14) Redund Hip Diagonal 5.4 Pass Bracing I (T14) Inner i Bracing 1.0 Pass (T12) • Bolt Checks 72.1 I ' Pass Rating = I 96.1 Pass Table 5 - Tower Component Stresses vs. Capacity Notes Component ' Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 63.4 j Pass Base Foundation 1,2 (Compared w/ 89.5 Pass Design Loads) I I Structure Rating (max from "all components) = I. 96.1 % 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 proposed load configuration. No modifications are required at this time. tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176,001.8700, Order 425914, Revision 0 APPENDIX A TNXTOWER OUTPUT March 20, 2018 CCI BU No 813700 Page 8 tnxTower Report - version 7.0.5.1 March 20, 2018 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37518-1176.001.8700, Order 425914, Revision 0 Page 9 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 ll. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.00 ft. B) Deflections calculated using a wind speed of 60.00 mph. 9) A non -linear (P-delta) analysis was used. 10) Pressures are calculated at each section. 11) Stress ratio used in tower member design is 1. 12) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile 4 Include Bolts In Member Capacity Leg Bolts Are At Top Of Section d Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options - Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL r 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 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order425914, Revision 0 Wind 180 Lea A Wind 90 Q d Leg C Z B Face C Wind Normal Triangular Tower Tower Section Geometry March 20, 2018 CCI BU No 813700 Page 10 Tower Tower Assembly Description Section Number Section Section Elevation Database Wdth 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 cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End 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 XBrace 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 XBrace No Yes 0.000 0.000 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number37518-1176.001.8700, Order425914, Revision 0 March 20, 2018 CC/ BU No 813700 Page 11 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End It fi Panels in in T10 100.00-80.00 10.00 Double Kt No Yes 0.000 0.000 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 K1 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 T1 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 114 A36 200.00 (50 ksi) (36 ksi) T4 200.00- Solid Round 4" solid A572-50 Equal Angle L 3 x 3 x 114 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 3/16 (112) A36 160.00 (50 ksi) Angle (36 ksi) T7 160.00- Solid Round 4 114" solid A572-50 Double Equal 2L 2.5 x 2.5 x 3116 (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 3116 (1/2) A36 100.00 (50 ksi) Angle (36 ksi) T10 100.00- Solid Round 5" solid A572-50 Double Equal 2L 3 x 3 x 5/16 (1/2) A36 80.00 (50 ksi) Angle (36 ksi) T11 80.00- Solid Round 5" solid A572 50 Double Equal 2L 3 x 3 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 x 3 x 5116 (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 x 3 x 5116 (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 it 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 Mid Girt Horizontal Horizontal Horizontal Elevation or Type Size Grade Type Size Grade Mid R Gins T10 100.00- None Single Angle A36 Double Equal 2L 2.5 x 2.5 x 3116 A36 80.00 (36 ksi) Angle (1/2) (36 ksi) tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 March 20, 2018 CCI BU No 813700 Page 12 Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid it Gins 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 3/16 (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 3116 (112) A36 (36 ksi) Angle (36 ksi) 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 It To" 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) T8 140.00- Equal Angle L 3 x 3 x 3116 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 3116 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 3/16 (3/8) A36 40.00 (36 ksi) Angie (36 ksi) T13 40.00- Equal Angle A36 Double Equal 2L 2.5 x 2.5 x 3116 (3/8) 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 3116 (3/8) A36 (36 ksi) Angle (36 ksi) . Tower Section Geometry cont'd Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade I lu Iu0.u11- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 80.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (112) 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 3/16 (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 (112) 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 2.6 x 3/16 1 (1) T14 20.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3116 (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 Equal Angle L 2.5 x 2.5 x 3116 1 (1) L2.5 x2.5 x 3/16 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number37518-1176.001.8700, Order425914, Revision 0 March 20, 2018 CCI BU No 813700 Page 13 Tower Section Geometry cont'd Tower Gusset Gusset Gusset GradeAdiust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Diagonals Spacing Horizontals Spacing Redundants It fP in in in in Tt 250.00- 2.00 0.375 A36 1.03 1 1.1 Mid -Pt Mid -Pt Mid -Pt 240.00 (36 ksi) T2 240.00- 0.00 0.375 A36 1.03 1 1.1 Mid -Pt Mid -Pt Mid -Pt 220.00 (36 ksi) T3 220.00- 0.00 0.375 A36 1.03 1 1.1 Mid -Pt Mid -Pt Mid -Pt 200.00 (36 ksi) T4 200.00- 0.00 0.375 A36 1.03 1 1.1 Mid -Pt Mid -Pt Mid -Pt 186.67 (36 ksi) T5 186.67- 0.00 0.375 A36 1.03 1 1.1 Mid -Pt Mid -Pt Mid -Pt 180.00 (36 ksi) T6 180.00- 0.00 0.375 A36 1.03 1 1.1 45.100 Mid -Pt Mid -Pt 160.00 (36 ksi) T7 160.00- 0.00 0.375 A36 1.03 1 1.1 25.000 Mid -Pt Mid -Pt 140.00 (36 ksi) T8 140.00- 0.00 0.375 A36 1.03 1 1.1 55.000 Mid -Pt Mid -Pt 12b.00 (36 ksi) T9 120.00- 0.00 0.375 A36 1.03 1 1.1 30.100 Mid -Pt Mid -Pt 100.00 (36 ksi) T10100.00- 0.00 0.500 A36 1.03 1 1.1 39.400 51.900 Mid -Pt 80.00 (36 ksi) T11 80.00- 0.00 0.500 A36 1.03 1 1.1 42.000 57.900 Mid -Pt 60.00 (36 ksi) T12 60.00- 0.00 0.500 A36 1.03 1 1.1 44.000 63.720 Mid -Pt 40.00 (36 ksi) T13 40.00- 0.00 0.500 A36 1.03 1 1.1 46.400 69.780 Mid -Pt 20.00 (36 ksi) T14 20.00- 0.00 0.500 A36 1.03 1 1.1 49.000 75.660 Mid -Pt Tower Section Geometry cont'd K Factors' Tower Calc Calc Legs X K Single Girls 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 TS 186.67- 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 1 1 160.00 1 1 1 1 1 0.5 1 T7160.00- No No 1 1 1 1 1 1 1 1 140.00 1 1 1 1 1 0.5 1 T8140.00- No No 1 1 1 1 1 1 1 1 120.00 1 1 1 1 1 0.5 1 T9120.00- No No 1 1 1 1 1 1 1 1 100.00 1 1 1 1 1 0.5 1 T10100.00- Yes No 1 1 1 1 1 1 1 1 80.00 1 1 1 1 1 1 1 T 1180.00- Yes No 1 1 1 1 1 1 1 1 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number37518-1176.001.8700, Order425914, Revision 0 March 20, 2018 CCI BU No 813700 Page 14 K Factors' Tower Cato Calc Legs X K Single Girls 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 60.00 1 1 1 1 1 1 1 T12 60.00- Yes No 1 1 1 1 1 1 1 1 40.00 1 1 1 T1340.00- Yes No 1 1 1 1 1 1 1 1 ' 20.00 1 1 1 1 1 1 1 T14 20.00- Yes 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 innersupporting members will have the K factorin the out -of - plane direction applied to the overall length. Tower Section Geometry (contid) Tower Elevation it Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net U Net 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 0.000 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 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 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 T11 80.00- 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 T1340.00- 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 T14 20.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.76 0.000 0.75 0.00 Tower Section Geometry cont'd Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girl Long Horizonta Short Elevation Connection Hodzontal it Type Bolt Size No. Bolt Size No. Boll Size No. I Bolt Size No. Bolt Size No. I Bolt Size No. Bolt Size No. I in i in in I if 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 1 A325N A325N A325N 1 1 A325N 1 A325N tnxTower Report - version 7.0.5.1 L t 250 Ft Self Support Tower Structural Analysis Project Number37518-1176.001.8700, Order425914, Revision 0 March 20, 2018 CC] BU No 813700 Page 15 Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizonte) 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 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 T3 220.00- 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 T6180.00- 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 T7160.00- 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 0.625 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 0.625 0 80.00 A325N A325N A325N A325N A325N A325N A325N T11 80.00- 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 �0-00 3.25N= 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 FK9 Row in in plf 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 -6.000 5/8") 3X4AWG(1 A No Ar (CaAa) 217.00-0.00 -1.000 114) 1.5" flat A No At (CaAa) 217.00 - 0.00 -0.500 Cable Ladder Rail " Face B"'-' 1.5" Flat B No At (CaAa) 250.00 - 0.00 3,000 FWT Climb Ladder Rail 3/16" safety B No Ar (CaAa) 250.00 - 0.00 3.000 cable LCF158- B No Ar (CaAa) 237.00 - 0.00 1.000 50J(1-5/8") 1.5" flat B No At (CaAa) 237.00 - 0.00 0.000 Cable Ladder Rail 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 -0.22 12 4 1.000 1.980 0.82 0.500 -0.2 3 3 1.000 1.300 0.88 0.500 -0.21 2 2 36.000 1.500 1.80 0.500 0 22 12.000 1.500 1.80 0.000 0 1 1 0.250 0.188 0.35 0.25 6 6 1.000 2.010 0.92 0.500 0.25 2 2 18.000 1.500 1.80 0.500 I J 250 Ft Self Support Tower Structural Analysis Project Number37518-1176.001.8700, Order425914, Revision 0 March 20, 2018 CC/ 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 FM Row in in plf LDF5- B No Ar (CaAa) 128.00 - 0.00 -0.500 -0.25 1 1 1.910 1.090 0.33 50A(7/8") 0.500 TSZ 999 B No Ar (CaAa) 208.00 - 0.00 -0.500 -0.23 3 2 1.000 1.039 0.71 0661)=M- 1.039 8AWG(1- 1/32") 1.5" flat B No At (CaAa) 210.00 - 0.00 -0.500 -0.25 2 2 36.000 1.500 1.80 Cable Ladder 0.500 Rail 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 LCF158- C No Ar (CaAa) 195.00 - 162.00 0.000 0.4 6 6 0.890 2.010 0.92 50J(1-5/8") 0.500 LCF158- C No Ar (CaAa) 162.00 - 0.00 0.000 0.4 18 11 0.890 2.010 0.92 50J(1-5/8") 0.500 WR- C No At (CaAa) 195.00 - 0.00 2.000 0.43 2 1 0.774 0.774 0.59 VG86ST- BRD(3/4) LDF2- C No Ar (CaAa) 195.00 - 0.00 0.000 0.38 1 1 0.440 0.440 0.08 50(3/8") LDF5- C No Ar (CaAa) 162.00 - 0.00 0.000 0.39 2 2 1.090 1.090 0.33 50A(7/8") 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 fl2 ftz K ft it 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 0.50 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 950G65VTZE-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 950G65V rZE-M w/ Mount C From Leg 4.00 0.000 237.00 No Ice 4.23 4.20 0.03 tnxTower Report - version 7.0.5.1 L r March 20, 2018 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number37518-1176.001.8700, Order425914, Revision 0 Page 17 Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft fl2 ft2 K ft It Pipe 0.00 0.00 Side Am Mount [SO 305- C None 0.000 237.00 No Ice 2.64 2.64 0.09 3] (3) D6B48H105ESXw/ A From Leg 4.00 0.000 225.00 No Ice 7.43 10.49 0.06 Mount Pipe 0.00 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 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-1 D65C 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-1 D65C wl 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-BDHH/6520/EO-B A 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-8 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-B 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 0.000 217.60 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 Nolce 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 ASU9338TYPOl A From Leg 4.00 0.000 217.00 No Ice 3.20 1.03 0.02 0.00 0.00 ASU9338TYPOI B From Leg 4.00 0.000 217.00 No Ice 3.20 1.03 0.02 0.00 0.00 ASU9338TYPOl 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 3.54 1.02 0.06 0.00 0.00 FXFB B From Leg 4.00 0.000 217.00 No Ice 3.54 1.02 0.06 0.00 0.00 tnxTower Report - version 7.0.5.1 J March 20, 2018 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37518-1176.001.8700, Order 425914, Revision 0 Page 18 Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen Front Side Leg Lateral t Vert it R R2 ftz K R ft FXFB C From Leg 4.00 0.000 217.00 No Ice 3.54 1.02 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-A20 w/ A From Leg 4.00 0.000 208.00 No Ice 8.26 7.47 0.09 Mount Pipe 0.00 2.00 TTTT65AP-lXR w/ Mount A From Leg 4.00 0.000 208.00 No Ice 6.98 4.47 0.05 Pipe 0.00 2.00 HPA33R-CS4AA-K1 w/ B From Leg 4.00 0.000 208.00 No Ice 7.47 4.93 0.07 Mount Pipe 0.00 2.00 HPA33R-CS4AA-K1 w/ C From Leg 4.00 0.000 208.00 No Ice 7.47 4.93 0.07 Mount Pipe 0.00 2.00 RRUS-11 800MHZ A 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 82 W/SOLAR A From Leg 4.00 0.000 208.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 2.00 RRUS 82 W/SOLAR B From Leg 4.00 0.000 208.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 2.00 RRUS 82 W/SOLAR C From Leg 4.00 0.000 208.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 2.00 ACU-A20-N A From Leg 4.00 0.000 208.60 No Ice 0.07 0.12 0.00 0.00 2.00 ACU-A20-N B From Leg 4.00 0.000 208.00 No Ice 0.07 0.12 0.00 0.00 2.00 ACU.A20-N C From Leg 4.00 0.000 208.00 No Ice 0.07 0.12 0.00 0.00 2.00 (2) 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 [SM 301-11 A From Leg 2.00 0.000 208.00 No Ice 15.43 10.89 0.43 0.00 0.00 Sector Mount[SM 301-1] B From Leg 2.00 0.000 208.00 No Ice 15.43 10.89 0.43 0.00 0.00 Sector Mount ISM 502-1] C From Leg 2.00 '0.000 208.00 No Ice 15.35 14.00 0.56 0.00 0.00 800 10865 C From Leg 3.00 0.000 195.00 No Ice 10.69 5.64 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 tnxTower Report - version 7.0.5.1 r- f March 20, 2018 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37518-1176,001.8700, Order425914, Revision 0 Page 19 Weight Description Face Offset Offsets: Azimuth Placement C,AA C,AA or Type Horz Adjustmen Front Side Leg Lateral t Vert R ff ft 2 ft2 K ft R 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 2.74 1.67 0.05 0.00 0.00 (2) RRUS-1-1 C From Leg 3.00 0.000 195.00 No Ice 2.79 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 ISM 307-1] C From Leg 1.50 0.000 195.00 No Ice 13.12 10.18 0.54 0.00 0.00 (3) DB848H105ESXw/ 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 ISM 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 6.64 0.07 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) E15Z01P19 A From Leg 3.00 0.000 162.00 No Ice 0.78 0.34 0.01 0.00 0.00 (4) E15Z01P19 B From Leg 3.00 0.000 162.00 No Ice 0.78 0.34 0.01 0.00 0.00 RRUS 32 B30 A From Leg 3.00 0.000 162.00 No Ice 2.74 1.67 0.05 0.00 0.00 RRUS 32 B30 B From Leg 3.00 0.000 162.00 No Ice 2.74 1.67 0.05 0.00 0.00 (2) RRUS-11 A From Leg 3.00 0.000 162.00 No Ice 2.79 1.19 0.05 0.00 0.00 (2) RRUS-11 B From Leg 3.00 0.000 162.00 No Ice 2.79 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 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number37518-1176.001.8700, Order425914, Revision 0 March 20, 2018 CCI BU No 813700 Page 20 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustmen Front Side Leg Lateral t Vert ft ft R' ft' K ft ft 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 DC2-48-60-0-9E A From Leg 3.00 0.000 162.00 No Ice 0.93 0.56 0.02 0.00 0.00 DC248-60-0-9E B From Leg 3.00 0.000 162.00 No Ice 0.93 0.56 0.02 0.00 0.00 (2) DC648-60-lMF B From Leg 3.00 0.000 162.00 No Ice 0.92 0.92 0.02 0.00 0.00 Sec' .or Mount ISM 307-11 A From Leg 1.00 0.000 162.00 No Ice 13.12 10.18 0.54 0.00 0.00 Sector Mount ISM 307-1] B From Leg 1.00 0.000 162.00 No Ice 13.12 10.18 0.54 0.00 0.00 Pipe Mount [PM 601-11 A From Leg 0.00 0.000 128.00 No Ice 3.00 0.90 0.07 0.00 0.00 (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 From Leg 0.00 0.000 120.00 No Ice 3.00 0.90 0.07 0.00 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 o o ft ft ft2 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 Load Combinations Comb. Descrption tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg -No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg -Service 29 Dead+Wind 90 deg -Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg -Service 32 Dead+Wind 180 deg -Service 33 Dead+Wind 210 deg - Service . 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Tower Deflections - Service Wind Section Elevation Norc. Gov. Tilt Twist No. Deflection Load ft in Comb. T1 250 - 240 4.01 34 0.121 0.011 T2 240 - 220 3.75 34 0.121 0.012 T3 220 - 200 3.24 34 0.119 0.012 T4 200 - 186.667 2.73 34 0.114 0.009 ' T5 186.667 - 180 2.41 34 0.110 0.007 T6 180 - 160 2.25 34 0.106 0.006 T7 160 - 140 1.80 34 0.095 0.005 T8 140 - 120 1.40 34 0.084 0.006 T9 120 - 100 1.04 34 0.071 0.005 T10 100 - 80 0.73 34 0.059 0.004 T11 80 - 60 0.49 34 0.047 0.003 T12 60-40 0.29 34 0.034 0.003 T13 40 - 20 0.14 34 0.022 0.002 T14 20-0 0.04 26 0.011 -0.001 March 20, 2018 CC/ BU No 813700 Page 21 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection rift Twist Radius of Load Curvature It Comb. in ° ° It tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 March 20, 2018 CC/ BU No 813700 Page 22 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 250.00 Beacon 34 4.01 0.121 0.011 Inf 237.00 932DG33T2A-M w/ Mount Pipe 34 3.68 0.121 0.012 Inf 225.00 (3) DB848H105ESXw/ Mount 34 3.37 0.120 0.012 Inf Pipe 217.00 SBNHH-1 D65C w/ Mount Pipe 34 3.17 0.119 0.011 Inf 208.00 APXV9ERR18-C-A20 w/ Mount 34 2.94 0.117 0.011 632546 Pipe 195.00 80010865 34 2.61 0.113 0.008 128123 178.00 (3) DB848H105ESXw/ Mount 34 2.21 0.105 0.006 304136 Pipe 162.00 80010865 34 1.85 0.097 0.005 117214 128.00 SPD2-5.8 34 1.18 0.076 0.006 107585 125.00 Obstruction light 34 1.13 0.074 0.006 116371 120.00 HPX6-59-P3A/K 34 1.04 0.071 0.005 126347 Maximum Tower Deflections - Design Wind Section Elevation Horz Gov. Tilt Twist No. Deflection Load It in Comb. ° T1 250 - 240 24.61 18 0.744 0.069 T2 240 - 220 23.04 18 0.743 0.072 T3 220 - 200 19.91 18 0.732 0.071 T4 200 - 186.667 16.79 18 0.700 0.058 T5 186.667 - 180 14.77 18 0.672 0.043 T6 180 - 160 13.82 18 0.653 0.039 T7 160 - 140 11.08 18 0.585 0.032 T8 140 - 120 8.58 18 0.513 0.035 T9 120 - 100 6.41 18 0.437 0.034 T10 100 - 80 4.51 18 0.363 0.026 T11 80 - 60 2.99 18 0.288 0.021 .T12 60-40 1.79 18 0.209 0.016 T13 40 - 20 0.89 18 0.136 0.010 T14 20-0 0.28 2 0.065 0.005 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ° ft 250.00 Beacon 18 24.61 0.744 0.069 355866 237.00 932DG33T2A-M w/ Mount Pipe 18 22.57 0.742 0.072 246629 225.00 (3) DB848HI05ESX w/ Mount 18 20.69 0.736 0.072 495183 Pipe 217.00 SBNHH-1 D65C w/ Mount Pipe 18 19.44 0.729 0.070 175976 208.00 APXV9ERR18-C-A20 w/ Mount 18 18.03 0.715 0.065 103418 Pipe 195.00 800 10865 18 16.02 0.691 0.052 21250 178.00 (3) DB848H105ESX w/ Mount 18 13.54 6.647 0.038 50085 Pipe 162.00 80010865 18 11.34 0.593 0.032 19028 128.00 SPD2-5.8 18 7.24 0.468 0.035 17499 125.00 Obstruction light 18 6.93 0.456 0.035 18956 120.00 HPX6-59-P3A/K 18 6.41 0A37 0.034 20637 Bolt Design Data tnxTower Report -version 7.0.5.1 p } Cl)?ch { m T A W N O O O CO 2 C m 0 o 0 0 0 O o 0 0 Wa 0 0 p o v �a co o o p c p o p 0 CO p 0 Cl) p 0 0 O cn O O O p n F V i o p o p r N f N r N f0 ry N' O f0 ry N O ry N j fO N j f0 fO IdO f0 w 10 9 b N (O N 10 O fO 0 f� O O O On 0 O 061d O 0 N O 0 O m; O+O N 0 N D y N N N y 001 d d w N d d d N d d d N _.z —gym D D D D D D D D D D D D D D D D D D D D D D D O � oy D D D D D D D D D D D D tit N z N N N C ti Ol N OI N z N N N N N z z z z z z z z z z z z z z z z z z z z z z z z z z z z z z z z z z z z z z Z z z z z m y. z z z zrii z z z z z z z z z �y O O 0 0> O O> 0 0> 0 0> O O> O O> O O> O O> .0IV O> N O O) O> 01 O O O W O 'M O O O 0) 0 "' A N OI m 6 O) J OI O) V OI � <ll T OI Z.6 OI N OI OI W O) W No) N 0 O) N m N N O W N V N N N � co m N N N N N N N N N N O N N O N N O N N N V N N Ut N OI N N O N Ut O 0 O 0 OI O N N N N Ut m Ol tP OI N O UI Ut O N OI O OI N O OI N O Ut 2 A > N W > N O) > N W > N m > N OI > N O) > N W N W N N m N O > N A O U G > N > N O1 m l O O > N N O m N ?I N O V > N O A O O w (ll ONo OI w O ? N lJ O C� N W N W O O A O N T� O C. W J N V W _. fD V 0 0 A !D T A _� W O V N O N Ut V > ' W 0) W A N W N w J OI O O +� V m) �4 W A> w w W Do N O Vt � A m W j 01 O m1 A O N A � 3 O n N > N > > O > Ol > 00 O O !D N > UI 0 N N N w N .-• > > W W w A O V O N O OW O Z m F A A N (O N N !D A ✓D f0 A w N O) w 6 > W tVp a dp, N W W N W troll W W m W W W W W V W tOD f00 N P J pwj m 0 0 0 0pl 0 0 0 0 0 0 N O O N N O W A Owl A W ONo w N N O !" A W tmD W m V C A w A tN0 We Vc >C Vc w Oc f0c W Nc N(' OI O We <Oc 10(' A � N 6. 0 w. 0 N(` We (` Ac Nc c� c n Ao tr m � 0 m i 3 3 3 3 0 0 d 3 m 0 3 m 0 d d 0 n 3 0 m 3 m 0 o m 3 m 3 o 3 W 0Cl) o 3 m 0 o w d 0 3 0 m 3 d 3 0 d 3 m 3 0 m 3 m 3 d 3 3 3 3 3 3 .. n m3 m m m -N m rn m m m ', `, m m m m m m m m m m m m J m d m J m d m d m m 2 .m7a d S d S d QJ d -� OJ d Q1 S m O N d W 2 N 3 N S d d 7 d N W d QI = d m Q% d '� J d d '� W d QI VI �I N d d W N W m '+ CO QJ m d yl O O (n O_ O d O O O d O O O O O O O O O O O O O_ O O O O D 0 O O 0 0 O_ O d O 0 d O 0 0 F F F F F F F F F F x w O W N F F J�C JC CD V O March 20, 2018 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37518-1176.001.8700, Order 425914, Revision 0 Page 24 Compression Checks Leg Design Data (Compression) Section No. Elevation ft Size L it L„ ft KUr A in2 P. K luP„ K Ratio P. Qp" Tt 250-240 2" solid 10.00 5.00 120.0 3.142 -1.80 49.29 0.037' K=1.00 T2 240-220 3" solid 20.03 6.68 106.8 7.069 -18.82 138.05 0.136' K=1.00 `/ T3 220-200 31/2"solid 20.03 6.68 91.6 9.621 -70.88 234.48 0.302' K=1.00 V T4 200-186.667 4" solid 13.36 6.68 80.1 12.566 -114.65 353.60 0.324' K=1.00 11,/ T5 186.667 - 180 4" solid 6.68 6.68 80.1 12.566 -137.34 353.60 0.388' - K=1.00 4/ T6 180 - 160 4" solid 20.03 5.19 62.3 12.666 -200.13 425.67 0.470' K=1.00 T7 160 - 140 4 114" solid 20.03 5.17 58.4 14.186 -275.66 497.53 0.554' K=1.00 V T8 140 -120 4 1/2" solid 20.03 5.15 54.9 15.904 -351.59 573.92 0.613' K=1.00 V T9 120 - 100 4 3/4" solid 20.03 5.14 51.9 17.721 -430.41 654.83 0.6571 K=1.00 V T10 100-80 5" solid 20.03 5.01 48.1 19.635 -487.09 746.17 0.653' K=1.00 V T11 80 - 60 5' solid 20.03 5.01 48.1 19.635 -567.59 746.17 0.761 ' K=1.00 V T12 60 - 40 5 1/4" solid 20.03 5.01 45.8 21.647 -642.06 835.68 0.7681 K=1.00 V T13 40 - 20 5 112" solid 20.03 5.01 43.7 23.758 -720.41 929.74 0.7751 K=1.00 `% T14 20 - 0 5 3/4" solid 20.03 5.01 41.8 25.967 -795.15 1628.33 0.7731 K=1.00 t% 1 P. / QP" controls Diagonal Design Data (Compression) Section Elevation Size No. L„ KI/r A P„ op„ P ft ft ft in K K op„ T1 250 - 240 L 2 x 2 x 3/16 7.81 3.57 111.6 0.715 -0.91 12.02 0.076' K=1.03 . V T2 240 - 220 L 3 x 3 x 3116 10.16 4.91 104.2 1.090 -5.04 19.65 0.256' K=1.05 T3 220 - 200 L 3 x 3 x 1/4 11.74 5.67 116.3 1."0' -10.76 22.90 0.4701 K=1.01 I/ T4 200 - 186.667 L 3 x 3 x 1/4 12.86 6.21 124.5 1.440 -13.08 20.63 0.634 1 K=0.99 V T5 186.667 - 180 2L 3 x 3 x 1/4 (318) 13.44 6.50 86.6 2.880 -13.42 62.89 0.2131 K=1.00 !/ 2L'a' > 37.212 in - 83 T6 180 - 160 2L 2.5 x 2.5 x 3116 (1/2) 16.80 8.51 131.1 1.805 -16.60 23.65 0.7�0/2' K=1.00 V T7 160 -140 2L 2.5 x 2.5 x 3116 (1/2) 18A5 9.31 143.6 1.805 -18.94 19.78 0.9581 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 March 20, 2018 CCI BU No 813700 Page 25 Section Elevation Size L L„ KUr A P„ op„ Ratio No. P. ft ft ft in2 K K mp_ T8 140 - 120 2L 3 x 3 x 3/16 (112) 20.16 10.15 129.7 2.180 -20.61 29.01 0.710' K=1.00 `/ T9 120 - 100 2L 3 x 3 x 3116 (112) 21.92 11.02 140.7 2.180 -23.88 24.86 0.9�6/1 ' K=1.00 Y T10 100 - 80 2L 3 x 3 x 5116 (112) 14.87 14.14 135.0 3.555 -31.89 44.06 0.724' K=1.00 4J T11 80 - 60 2L 3 x 3 x 5116 (1/2) 15.62 14.90 142.7 3.555 -32.12 39.43 0.815' K=1.00 i/ T12 60 - 40 2L 3 x 3 x 1/4 (1/2) 16.40 7.98 102.9 2.875 -33.91 53.34 0.636' K=1.00 T13 40 - 20 2L 3 x 3 x 5116 (112) 17.21 8.38 109.1 3.555 34.38 61.55 0.559, K=1.00 V T14 20 - 0 2L 3 x 3 x 5116 (112) 18.03 8.79 114.5 3.555 -35.53 57.79 0.6151 K=1.00 1 P„ I op. controls Horizontal Design Data (Compression) Ratio Section Elevation Size L L„ Ki/r A P. ¢P„ No. P ft It ft in2 K K op. T10 -- 100 - 80 2L 2.5 x 2.5 x 3/16 (112) 21.00 10.15 156.4 1.805 -8.45 16.66 0.507' K=1.00 V T11 80 - 60 2L 2.5 x 2.5 x 3116 (112) 23.00 11.15 171.9 1.805 -9.84 13.80 0.713' K=1.00 t/ T12 60 - 40 2L 2.5 x 2.5 x 3/16 (1/2) 25.00 12.14 187.1 1.805 -11.13 11.64 0.956 ' K=1.00 V T13 40 - 20 2L 3 x 3 x 3116 (1/2) 27.00 13.13 167.7 2.180 -12.49 17.52 0.7�1f3' K=1.00 Y T14 20-0 2L 3 x 3 x 3/16(1/2) 29.00 14.11 180.3 2.180 -13.79 15.15 0.910' K=1.00 1 P „ I QP„ controls Secondary Horizontal Design Data (Compression) Section Elevation Size L L M/r A P. ¢P„ Ratio No. P. ft It ft in' K K mp- T6 180 - 160 L 2.5 x 2.5 x 3/16 13.48 6.57 159.4 0.902 -3.57 8.02 0.445 ' K=1.00 4/ T7 160 - 140 L 3 x 3 x 3116 15.48 7.56 152.3 1.090 -4.78 10.61 0.450 ' K=1.00 `/ T8 140 -120 L 3 x 3 x 3116 17.49 8.56 172.3 1.090 -6.10 8.30 0.735' K=1.00 4/ T9 120 - 100 L 3 x 3 x 114 19.49 9.55 193.5 1.440 -7.46 8.69 0.859' K=1.00 1 P„ I op, controls tnxTower Report - version 7.0.5.1 March 20, 2018 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37518-1176.001.8700, Order425914, Revision 0 Page 26 Top Girt Design Data (Compression) Section Elevation Size L L„ KI/r A P„ op„ Ratio No. P. It If ft in2 K K �P- T1 250 - 240 L 2 x 2 x 3/16 6.00 5.54 168.8 0.715 -0.18 5.67 0.032' K=1.00 V ' P„ / QP„ controls Redundant Hi 1 Design Data (Compression) Section Elevation Size L L„ KUr A P„ qP„ Ratio No. P. ft It ft in2 K K op„ T12 60 - 40 L 2.5 x 2.5 x 3116 6.25 6.25 151.5 0.902 -0.09 8.88 0.011 1 K=1.00 V T13 40 - 20 L 2.5 x 2.5 x 3/16 6.75 6.75 163.6 0.902 -0.09 7.61 0.0121 K=1.00 V T14 20 - 0 L 2.5 x 2.5 x 3/16 7.25 7.25 175.8 0.902 -0.08 6.60 0.012' K=1.00 V 1 P„ / w, controls Redundant Hip Diagonal 1 Design Data (Compression) Section Elevation Size L L. KI/rA P„ Ratio No. P It It ft in2 K K op„ T12 60 - 40 L 2.5 x 2.5 x 3/16 11.80 11.80 286.0 0.902 -0.12 2.49 0.0491 K=1.00 V KUR > 250 (C) - 315 T13 40 - 20 L 2.5 x 2.5 x 3/16 12.59 12.59 305.1 0.902 -0.10 2.19 0.048' 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 -0:10 1.94 0.054' K=1.00 t/ KUR > 250 (C) - 429 1 P„ / �P„ Controls Inner Bracing Design Data (Compression) Section Elevation Size L L„ Mr A P. r P„ Ratio No. P. ft ft ft in2 K K V. T10 100 - 80 2L 2 x 2 x 3116 (3/8) 10.50 10.50 204.2 1.430 -0.02 7.75 0.003' K=1.00 �J T11 80 - 60 2L 2 x 2 x 3/16 (3/8) 11.50 11.50 223.7 1.430 -0.02 6.46 0.003' K=1.00 P" T12 60 - 40 2L 2 x 2 x 3/16 (318) 12.50 12.50 243.1 1.430 -0.05 5.47 0.010 ' K=1.00 f T13 40 - 20 2L 2.5 x 2.5 x 3/16 (3/8) 13.50 13.50 208.2 1.800 -0.08 9.38 0.0081 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number37518-1176.001.8700, Order425914, Revision 0 March 20, 2018 CC/ SU No 813700 Page 27 Section Elevation Size L L„ KUr A P. ¢P„ Ratio No. P ft ft ft in K K (bP„ T14 20 - 0 2L 2.5 x 2.5 x 3/16 (318) 14.50 14.50 223.6 1.800 -0.04 8.13 0.005' K=1.00 t/ 1 P„ / QP„ controls Tension Checks Leg Design Data Tension Section Elevation Size L L„ KVr A P. r P. Ratio No. P� ft ft ft in2 K K hP- T1 250 - 240 2" solid 10.00 5.00 120.0 3.142 1.14 141.37 0.008, T2 240 - 220 3" solid 20.03 6.68 106.8 7.069 14.22 318.09 0.045' ✓ T3 220-200 31/2"solid 20.03 6.68 91.6 9.621 58.91 432.95 0.136' T4 200 - 186.667 4" solid 13.36 6.68 80.1 12.566 96.37 565.49 0.1701 ✓ T5 186.667 -180 4" solid 6.68 6.68 80.1 12.566 116.66 565.49 0.206' ✓ T6 180 - 160 4" solid 20.03 4.82 57.9 12.566 173.22 565.49 0.306' T7 160 - 140 4 1/4" solid 20.03 4.85 54.7 14.186 240.96 638.38 0.377' T8 140 - 120 4 1/2" solid 20.03 4.87 51.9 15.904 307.85 715.69 0.430 1 T9 120 - 100 4 3/4" solid 20.03 4.88 49.3 17,721 376.38 797.42 0.472' ✓ T10 100 - 80 5" solid 20.03 5.01 48.1 19.635 425.64 883.57 0.482' T11 80 - 60 5" solid 20.03 5.01 48.1 19.636 493.75 883.57 0.559' T12 60 -40 5 1/4" solid 20.03 5.01 45.8 21.647 557.38 974.14 0.572' T13 40 - 20 5 1/2" solid 20.03 5.01 43.7 23.758 623.60 1069.12 0.583' ✓ T14 20-0 53/4"solid 20.03 5.01 41.8 25.967 684.55 1168.53 0.586' 1 P„ / op. controls Diagonal Design Data Tension Ratio Section Elevation Size L L. KUr A P„ op. No. P ft it ft in' K K op" T1 250 - 240 L 2 x 2 x 3/16 7.81 3.57 73.8 0.431 0.80 18.74 0.043' T2 240 - 220 L 3 x 3 x 3/16 10.16 4.91 65.6 0.712 4.79 30.97 0.1551 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 March 20, 2018 CCI BU No 813700 Page 28 Section Elevation Size L L KI/r A P„ op„ Ratio No. P� It R ft in2 K K 6P„ T3 220 - 200 L 3 x 3 x 1/4 11.74 5.67 76.1 0.939 10.65 40.86 0.261 ' T4 200 - 186.667 L 3 x 3 x 1/4 12.86 6.21 83.0 0.939 12.91 40.86 0.316' T5 186.667 - 180 2L 3 x 3 x 1/4 (3/8) 13.44 6.50 86.7 1.879 13.35 81.73 0.163' 2L'a' > 37.212 in - 83 T6 180 - 160 2L 2.5 x 2.5 x 3/16 (1/2) 16.80 8.51 131.1 1.143 16.21 49.70 0.3261 ✓ T7 160 - 140 2L 2.5 x 2.5 x 3/16 (1/2) 18.45 9.31 143.6 1.143 18.50 49.70 0.372' T8 140 - 120 2L 3 x 3 x 3116 (1/2) 20.16 10.15 129.7 1.424 20.17 61.94 0.3261 T9 120 - 100 2L 3 x 3 x 3/16 (1/2) 21.92 11.02 140.7 1.424 23.42 61.94 0.3781 T10 100 - 80 2L 3 x 3 x 5/16 (1/2) 14.15 13.42 115.0 2.314 30.32 100.68 0.301 ' T11 80-60 2L 3 x 3 x 5116(112) 15.62 14.90 127.3 2.314 31.51 100.68 0.313' 712 60 -40 2L 3 x 3 x 1/4 (1/2) 16.40 7.98 105.8 1.875 31.97 81.56 0.392' ✓ T13 40 - 20 2L 3 x 3 x 5116 (1/2) 16.40 7.98 106.8 2.314 33.32 100.68 0.331 ' ✓ 2L'a' > 45.897 in - 363 T14 20 - 0 2L 3 x 3 x 5116 (1/2) 17.21 8.38 112.0 2.314 33.81 100.68 0.3361 2L'a' > 48.208 in - 420 1 P a / ¢P„ controls Horizontal Design Data (Tension) Ratio Section Elevation Size L L Kilt A P„ ¢P„ No. P� it ft ft in' K K WP T10 100 - 80 2L 2.5 x 2.5 x 3116 (1/2) 21.00 10.15 158.7 1.143 8.45 49.70 0.170' T11 80 - 60 2L 2.5 x 2.5 x 3/16 (1/2) 23.00 11.15 174.1 1.143 9.84 49.70 0.198' T12 60 - 40 2L 2.5 x 2.5 x 3/16 (1/2) 25.00 12.14 189.4 1.143 11.13 49.70 0.2241 T13 40 - 20 2L 3 x 3 x 3116 (1/2) 27.00 13.13 169.5 1.424 12.49 61.94 0.2021 T14 20 - 0 2L 3 x 3 x 3116 (112) 29.00 14.11 182.2 1.424 13.79 61.94 0.223' ✓ 1 P„ / 9P„ controls Secondary Horizontal Design Data Tension Section Elevation Size L L KVr A P. ¢P„ Ratio No. P. it ft ft in2 K K OP„ tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 March 20, 2018 CC/ BU No 813700 Page 29 Section No. Elevation ft Size L ft L. it Kl1r A 1,2 P„ K Op K Ratio P Opp T6 180 - 160 L 2.5 x 2.5 x 3116 13.48 6.57 202.8 0.571 3.57 24.94 0.1441 T7 160 - 140 L 3 x 3 x 3/16 15.48 7.56 193.4 0.712 4.78 30.97 0.1541 T8 140 - 120 L 3 x 3 x 3/16 17.49 8.56 218.7 0.712 6.10 30.97 0.1971 T9 120 - 100 L 3 x 3 x 1/4 19.49 9.55 246.3 0.939 7.46 40.86 0.1831 1 P / OP controls Top Girt Design Data Tension Section Elevation Size L L. KI/r A P. OP„ Ratio No. P It It ft ie K K kp_ 2 x2 x3116 6.00 5.54 113.5 0.431 0.15 1 P u / OP, controls Redundant Hi 1 Design Data Tension Ratio Section Elevation Size L L. KUr A P. OP„ No. P ft ft ft in2 K K OP,, T12 60 - 40 L 2.5 x 2.5 x 3/16 6.25 6.25 96.4 0.902 0.05 29.22 0.002' ✓ T13 40 - 20 L 2.5 x 2.5 x 3116 6.75 6.75 104.1 0.902 0.04 29.22 0.001 1 ✓ T14 20 - 0 L 2.5 x 2.5 x 3/16 7.25 7.25 111.8 0.902 0.04 29.22 0.001 ' 1 P / §Pn controls Redundant Hip Diagonal 1 Design Data Tension Ratio Section Elevation Size L L„ Kl/r A P„ OP„ No. P ft ft ft in' K K Opp T12 60 - 40 L 2 5 x 2.5 x 3116 11.80 11.80 - 181.9 0.902 0.14 29.22 0.005 ' T13 40 - 20 L 2.5 x 2.5 x 3116 12.85 12.85 198.2 0.902 0.13 29.22 0.005' ✓ T14 20 - 0 L 2.5 x 2.5 x 3/16 13.38 13.38 206.4 0.902 0.12 29.22 0.004 ' 1 P , / OP, controls tnxTower Report - version 7.0.5.1 March 20, 2018 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37518-1176.001.8700, Order 425914, Revision 0 Page 30 Inner Bracing Design Data Tension Section Elevation Size L L. Kl/r A P„ OP" Ratio No. P. it If ft W K K OP" 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 , I/ T13 40 - 20 2L 2.5 x 2.5 x 3116 (3/8) 13.50 13.50 208.2 1.800 0.01 58.32 0.000, Ii✓ T14 20 - 0 2L 2.5 x 2.5 x 3/16 (3/8) 14.50 14.50 223.6 1.800 0.02 58.32 0.000, t P„ / QP„ controls Section Capacity Table Section Elevation Component Size Critical P mP� % Pass No. It Type Element K K Capacity Fail T1 250 - 240 Leg 2" solid 2 -1.80 49.29 3.7 Pass T2 240 - 220 Leg 3" solid 19 -18.82 138.05 13.6 Pass T3 220-200 Leg 31/2"solid 40 -70.88 234.48 30.2 Pass T4 200 - 186.667 Leg 4" solid 61 -114.65 353.60 32.4 Pass T5 186.667 - 180 Leg 4" solid 76 -137.34 353.60 38.8 Pass T6 180 - 160 Leg 4" solid 85 -200.13 425.67 47.0 Pass T7 160 - 140 Leg 4 1/4" solid 106 -275.66 497.53 55.4 Pass T8 140-120 Leg 41/2"solid 127 -351.59 573.92 61.3 Pass T9 120 - 100 Leg 4 3/4" solid 148 -430.41 654.83 65.7 Pass T10 100 - 80 Leg 5' solid 169 487.09 746.17 65.3 Pass T11 80 - 60 Leg 5" solid 214 -567.59 746.17 76.1 Pass T12 60-40 Leg 51/4"solid 259 -642.06 835.68 76.8 Pass T13 40-20 Leg 51/2"solid 316 -720.41 929.74 77.5 Pass T14 20 - 0 Leg 5 3/4" solid 373 -795.15 1028.33 77.3 Pass Tt 250 - 240 Diagonal L 2 x 2 x3/16 7 -0.91 12.02 7.6 Pass T2 240 - 220 Diagonal L 3 x 3 x 3/16 27 -5.04 19.65 25.6 Pass 28.8 (b) T3 220 - 200 Diagonal L 3 x 3 x 114 47 -10.76 22.90 47.0 Pass 48.1 (b) T4 200 - 186.667 Diagonal L 3 x 3 x 114 69 -13.08 20.63 63.4 Pass T5 186.667 - 180 Diagonal 2L 3 x 3 x 1/4 (3/8) 83 -13.42 62.89 21.3 Pass 30.1 (b) T6 180 - 160 Diagonal 2L 2.5 x 2.5 x 3/16 (112) 92 -16.60 23.65 70.2 Pass T7 160 - 140 Diagonal 2L 2.5 x 2.5 x 3/16 (1/2) 112 -18.94 19.78 95.8 Pass T8 140 - 120 Diagonal 2L 3 x 3 x 3/16 (1/2) 134 -20.61 29.01 71.0 Pass T9 120 - 100 Diagonal 2L 3 x 3 x 3/16 (1/2) 155 -23.88 24.86 96.1 Pass T10 100 - 80 Diagonal 2L 3 x 3 x 5/16 (1/2) 187 -31.89 44.06 72.4 Pass T11 80 - 60 Diagonal 2L 3 x 3 x 5/16 (1/2) 232 -32.12 39.43 81.5 Pass T12 60 - 40 Diagonal 2L 3 x 3 x 1/4 (1/2) 279 -33.91 53.34 63.6 Pass 72.1 (b) T13 40 - 20 Diagonal 2L 3 x 3 x 5/16 (1/2) 336 -34.38 61.55 55.9 Pass 69.2 (b) T14 20 - 0 Diagonal 2L 3 x 3 x 5/16 (1/2) 393 -35.53 57.79 61.5 Pass 71.5 (b) T10 100 - 80 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 172 -8.45 16.66 50.7 Pass T11 80 - 60 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 217 -9.84 13.80 71.3 Pass T12 60 - 40 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 262 -11.13 11.64 95.6 Pass T13 40 - 20 Horizontal 2L 3 x 3 x 3/16 (1/2) 319 -12.49 17.52 71.3 Pass T14 20 - 0 Horizontal 2L 3 x 3 x 3/16 (1/2) 376 -13.79 15.15 91.0 Pass T6 180 - 160 Secondary L 2.5 x 2.5 x 3/16 94 -3.57 8.02 44.5 Pass Horizontal T7 160 - 140 Secondary L 3 x 3 x 3/16 115 -4.78 10.61 45.0 Pass Horizontal T8 140 - 120 Secondary L 3 x 3 x 3/16 136 -6.10 8.30 73.5 Pass Horizontal T9 120 - 100 Secondary L 3 x 3 x 1/4 157 -7.46 8.69 85.9 Pass tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number37518-1176.001.8700, Order425914, Revision 0 March 20, 2018 CCI BU No 813700 Page 31 Section Elevation Component size Critical P opao . % Pass No. ft Type Element K K Capacity Fail T1 250-240 Top Girt L2x2x3116 5 -0.18 5.67 3.2 Pass T12 60 -40 Redund Hip 1 L 2.5 x 2.5 x 3/16 285 -0.09 8.88 1.1 Pass Bracing T13 40 - 20 Redund Hip 1 L 2.5 x 2.5 x 3116 344 -0.09 7.61 1.2 Pass . Bracing T14 20 - 0 Redund Hip 1 L 2.5 x 2.5 x 3/16 399 -0.08 6.60 1.2 Pass Bracing T12 60 - 40 Redund Hip L 2.5 x 2.5 x 3/16 315 -0.12 2.49 4.9 Pass Diagonal 1 Bracing T13 40 - 20 Redund Hip L 2.5 x 2.5 x 3116 372 -0.10 2.19 4.8 Pass Diagonal 1 Bracing T14 20-0 Redund Hip L2.5 x2.5x 3/16 429 -0.10 1.94 5.4 Pass Diagonal 1 Bracing T10 100 - 80 Inner Bracing 2L 2 x 2 x 3116 (318) 195 -0.02 7.75 0.3 Pass T11 80 - 60 Inner Bracing 2L 2 x 2 x 3116 (3/8) 240 -0.02 6.46 0.3 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 (318) 347 -0.08 9.38 0.8 Pass T14 20 - 0 Inner Bracing 2L 2.5 x 2.5 x 3116 (3/8) 404 -0.04 8.13 0.5 Pass Summary Leg (T13) 77.5 Pass Diagonal 96.1 Pass (T9) Horizontal 95.6 Pass (T12) Secondary 85.9 Pass Horizontal (T9) Top Girt 3.2 Pass (T1) Redund 1.2 Pass Hip 1 Bracing (T14) Redund 5.4 Pass Hip Diagonal I Bracing (T14) Inner 1.0 Pass Bracing (T12) Bolt 72.1 Pass Checks RATING = 96.1 Pass tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 APPENDIX B BASE LEVEL DRAWING March 20, 2018 CCI BU No 813700 Page 32 yea tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Project Number 37518-1176.001.8700, Order 425914, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS March 20, 2018 CC/ BU No 813700 Page 33 tnxTower Report - version 7.0.5.1 2 U _ Z"zz z C d z Z C �^ 2 C 2 � Cry i n K3 C_ sr �a m - =fr8=e5s®4 o o r i m m° n4 d _`c LL a 31I 250_0 fln L i. 2400It < MDfl �\� 200.0fl 11113.711 Imofl 160DIt i / � Y i 140D It O, 12D.O ft imoft 11 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Beacon 250 RRUS 31 625 20a tlghmin9 Rp M.,r 250 Se=Mount ISMW1-1] 2M 932DG33 Mw/Mwr4Rce 237 sedan Mwnt ISM 3D1-1] 208 742218 w/ M4entRpe 237 Swim Mt ISM 502-11 208 950G65 E-M W Mp R, 237 8001086S 195 95DG65VRE-Mw/Mw Pipe 237 8W0123 195 Side Arm Mpunt[503053] 237 80010723 195 (3)DB8 WOSESXwl Mdmt Ape US (4)E15Z01P19 195 (3) DB878H120ESXw/Mowt Rce Y25 RRUS 32 BW 195 Swim M.I(SM4 1] 225 (2)RRUS-11 195 S .Mwnt(sm4 l] 225 FDGW55W3G3L 195 SBNHHAD65Cw/Mw RM 217 (2)NO 1()US 191 SBNHH-1065Cw/Mwnt Pipe 217 Swim MowtjSM 307-1] 195 SBNHH-1065C w/MountRce 217 (3)D6848HIDSESX w/Maml Pipe 178 (2)CMA-BDHH/652NE08 217 Seam Mount I5M4091] 178 (2)CMA-BDHH%SZ B 217 MIDUS 162 (2) CMABDHW6520/EM 217 180010sss IQ FRIE 217 SIXI.1DIM 162 FRIE 217 804,101M 162 FRIE 217 D0010766 IQ FRIG 217 8p01D766 IQ FRIG 217 (4)E15201P19 162 FRIG 217 (4)E157D1P19 IQ ASUS339ttP01 217 RRUS 32 B30 In ASU93 WF()I 217 RRU532 BW 162 ASIJ=18 YP01 217 (2)RRUS-t1 162 FXFB 217 (2)RRUS-11 162 FXFB 217 FDGW55 C-31- 162 FXF8 217 FDGW5 00 3L in Sec M.t(SM400.3] 217 (2) 860 10025 10 AP ERR16GA WMa Rpe 208 (2)8fi010025 162 T1Tr6SAP-1XRWMdx4Rce 2N DC2<S 11E 1fi2 HPA33RZ5 K1w/M.NPi, 208 DC24�SE IQ HPA33R-054AAK1w/Mount Pipe 2(18 (2)DL 8E0-18-8F 162 RRUS11800MHZ 208 Swim M.I(SM307-11 in RRUS 31 B25 208 Swim MmmtJSMX7-11 162 RRUS 82 W/SIX SHIELD 208 Roe MpunIIPM601-1] 128 RRUS 82 WISOLAR SHIELD ne SP02.5.8 128 RRU582W/SOLARSHIELD zo 0650uc5enlght 125 ACI.k 2 N 208 ObsN .l,w 125 ACII-A20N 208 06em tips light 125 AcuA ma 1PIpe Mount IPM EOI-1] 1n (2)RRUS-11800MHx 208 (2)RFU-GPD 120 RRUS 31 B25 208 HPX6-53p3 1M SYMBOL LIST MARK 1 SIZE MARK I SIZE A SRTsdM C 12L 3 x 3. 11.(3/8) B I L2 x2 x Y16 D 21-2.5x25xX16(3R)ZER0 —� --- / ALL REACTIONS ARE FACTORED TOWER DESIGN NOTES 1. Tower is located in Saint Lucie County, Florida. — MAX. C012. Tower designed for Exposure C to the TLA-222-G Standard. ".0 ft DOWN3. Tower designed for a 118.00 mph basic wind in accordance with the TIA-222-G Standard. SHEAF4• Deflections are based upon a 60.00 mph wind. --- /\-- 5. Tower Structure Class II. UPUF 6. Topographic Category 1 with Crest Height of 0.00It / --- 7SHEAh' TOWER RATING: 96.1 \ 20.0It AXIAL 125K SHEAR/ \ MOMENT `} 158K 20514 kip-R 0.0It / TORQUE 76 kip-ft REACTIONS - 118.00 mph WIND Paul J. Ford and Compar JEast Broad St., Suite 250Colu bus, OH 43215600 Phone: (614) 221-6679 250-ft Se1f ed: BU #81371 TIA-222-G Tower Ft. 6 m m N i c U _ N 4 4 X 4 z z z z C n a z K N a c ^ a h m aK d z C � c N � r = a 2 C � S � Cn _ i r+ N a c r N � J o _ m 2M0Rft 240.0 ft 220.0 ft I /� zoo.on 11 \ \ 116.7 n 180_0 ftft 160_Oft / \ 140.0 fl 0 120.0 ft t00.Ofl SYMBOL LIST MARK 1 SIZE I MARK 1 SIZE A JSRTd C 2L3x3x114(3R) B L2x2x3116 D 2125x2.5x3n6(L8)M MATERIAL STRENGTH GRADE Fy ( Fu GRADE Fy Fu �Asrz-w m "" A36 36ka saw TOWER DESIGN NOTES 1. Tower is located in Saint Lucie County, Flodda. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed fora 118.00 mph basic wind In accordance with the TLA-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 It 7. TOWER RATING: 96.1 80_O flfl 60_O RR / ALL REACTIONS \ AREFACTORED - MAX. CORNER REACTIONS ATSASE 40.0 ft DOWN: 831 K SHEAR: 95 K / --__x �\ UPLIFT..' -716 K SHEAR: 85 K 20.o n — AXIAL � '125K SHEAREJ-__� MOMENT 158 K 20514 kip-ft , TORQUE 76 kip-ft REACTIONS- 118.00 mph WIND Paul J. Ford and Compan 250100pipCoumbus, OH 325 Phone: (614) 221-6679 rt Tower Ft. Pierce 8 l" ': N- 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 F : 36 ksi Rod Circle: in e:1 lin # of Rodsl 11 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. Reactions Eta Factor, rl 1 0.55 Detail Type Uplift, Pu:j 716 Ikips Shear, Vu:1 85 Ikips ar In MU = 0.65%r`V° ft-kips Anchor Rod Results: Max Rod (Cu+ Vufr ): 145.1 Kips Allowable Axial, 4)`Fu`Anet: 228.8 1 Kips Anchor Rod Stress Ratio: 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): (VARJ+ ((PJ/ R°t) + (MJl Rnm))z < =1 °go `, �R°� 0*0.45*F„b*Ap= kips A ° A B ° s ORnt=O*F°#Anal— kips ft-kips A SECTION AA SECTION B-a Detail Type (a) Detail Type (b) 7z=o.�a rt • 0-70 o D e� 'o ° SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % rj•O•sS (See Nwe1 W.) rL• o.rc Governing Stress Ratio: 63.4% Pass Figure 4-4 of TIA-222-G 37518-1176.001.8700 - Anchor Rod For Rev G-Rev 5 020212.xls 0 F UL J. FORD &COMPANY 250 E Broad St, Ste 600 • Columbus, OH 43215 Phone 614.221-6679 www.pauljford.com Tower Manufacturer's Drawing Information Manufacturer: FWT Drawing #: S98-1019-A Drawings Date: 5/15/1998 Page 1 of 1 By MRB Date 3/20/2018 Project # 37518-1176 Reactions Original Design Modified Original Design' Current Analysis Ratio _ Compression (kips) 817 1102.95 831.00 0.75343 Tension (kips) 722.4 975.24 716.00 0.73418 Shear (kips) 78.6 106.11 95.00 0.8953 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. vO.1 - Effective Date 2-20-14