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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTtnxTower Report - version 8.1.1.0 Date: August 09, 2021 Black & Veatch Corp. 6800 W. 115th St., Suite 2292 Overland Park, KS 66211 (913) 458-6909 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Site Number: A2P0090A Crown Castle Designation: BU Number: 800642 Site Name: FL West Midway CCI 800642 JDE Job Number: 668041 Work Order Number: 1965397 Order Number: 569458 Rev. 3 Engineering Firm Designation: Black & Veatch Corp. Project Number: 406642 Site Data: 16800 Okeechobee Road, Fort Pierce, St. Lucie County, FL Latitude 27° 22' 53.3'', Longitude -80° 29' 48.4'' 245 Foot - Self Support Tower Black & Veatch Corp. is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above-mentioned tower. 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: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 155 mph as required by the 2020 Florida Building Code, 7th Edition. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Sagar R. Mundane / Aditya Kulkarni Respectfully submitted by: Ping Jiang, P.E. Professional Engineer No 81991 STATE OF 08/10/2021 THIS ITEM HAS BEEN ELECTRONICALLY SIGNED & SEALED BY PING JIANG, P.E., ON THE TIME & DATE STAMP SHOWN USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED & SEALED & THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 2 tnxTower Report - version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 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 - LC7 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This tower is a 245 ft Self Support tower designed by Trylon TSF. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 155 mph Exposure Category: C Topographic Factor: 1 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 215.0 217.0 3 commscope FFHH-65C-R3 w/ Mount Pipe 3 1 5/8 3 ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 3 ericsson Radio 4460 B2/B25 B66_TMO 3 ericsson Radio 4480 B71_TMO 215.0 3 site pro 1 VFA12-HD 12' Heavy Duty V-Frame Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 249.0 249.0 1 cci tower mounts (v2.1) Platform Mount [LP 603-1] 18 1 5/8 248.0 1 css X7-665-4 w/ Mount Pipe 2 css X7C-FRO-640 w/ Mount Pipe 3 ericsson 4449 3 ericsson 8843 3 jma wireless DBC-67C-U-2SF 2 jma wireless X7CQAP-665-VR0 w/ Mount Pipe 4 jma wireless X7CQAP-FRO-645-VR0 w/ Mount Pipe 2 raycap RVZDC-6627-PF-48 3 vzw Sub6 Antenna w/ Mount Pipe 200.0 203.0 4 cci antennas HPA-33R-BUU-H6-K w/ Mount Pipe 3 3 6 12 5/16 3/8 3/4 1 5/8 6 commscope E15Z01P19 3 commscope SBNHH-1D85C w/ Mount Pipe 5 ericsson RRUS 32 3 ericsson RRUS 4415 B25 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 4 tnxTower Report - version 8.1.1.0 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 1 ericsson RRUS 4426 B66 3 ericsson RRUS-11 3 kathrein 800 10723 w/ Mount Pipe 1 kathrein 800 10865 w/ Mount Pipe 5 kmw communications KFTDR00110030 2 raycap DC6-48-60-18-8C 1 raycap DC6-48-60-18-8F 6 triasx TBC0020F1V1 200.0 1 cci tower mounts (v2.1) Sector Mount [SM 506-3] 128.0 129.0 3 commscope TTTT65AP-1XR w/ Mount Pipe 3 7/8 3 ericsson 800MHZ SMR FILTER 3 ericsson RRUS 31 B25 3 ericsson RRUS 82 W/SOLAR SHIELD 3 ericsson RRUS-11 800MHz 3 rfs celwave APXVSPP18-C w/ Mount Pipe 128.0 3 connect-it V-Frame P/N: PVFM (fw)-3-n-mh-2 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 369766 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 2293716 CCISITES 4-TOWER MANUFACTURER DRAWINGS 366603 CCISITES 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loadi ng cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Black & Veatch Corp. should be notified to determine the effect on the structural integrity of the tower. August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 5 tnxTower Report - version 8.1.1.0 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) (Self Support Tower) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T1 245 - 240 Leg 2 1/2 3 -13.03 118.23 11.0 Pass T2 240 - 220 Leg 2 1/2 15 -69.18 118.23 58.5 Pass T3 220 - 210 Leg 15TL1.5x1/2x5/8 43 -84.45 222.84 83.8 Pass T4 210 - 200 Leg 15TL1.5x1/2x5/8 57 -119.67 222.84 53.7 Pass T5 200 - 180 Leg 15TL1.75x1/2x5/8 66 -198.53 312.87 63.5 Pass T6 180 - 160 Leg 15TL1.75x1/2x5/8 81 -274.46 312.87 87.7 Pass T7 160 - 140 Leg Trylon 2.00 (18x15) 96 -315.14 417.74 75.4 Pass T8 140 - 120 Leg Trylon 2.25 (18x15) 105 -396.22 528.76 74.9 Pass T9 120 - 100 Leg Trylon 2.25 (18x15) 114 -463.37 528.76 87.6 Pass T10 100 - 80 Leg Trylon 2.5 (18x24) 123 -539.20 633.19 85.2 Pass T11 80 - 60 Leg Trylon 2.75 (18x24) 132 -610.15 780.85 78.1 Pass T12 60 - 40 Leg Trylon 2.75 (18x24) 141 -679.69 780.85 87.0 Pass T13 40 - 20 Leg Trylon 2.75 (18x24) 150 -751.10 780.85 96.2 Pass T14 20 - 0 Leg Trylon 3.00 (18x24) 159 -813.33 940.35 86.5 Pass T1 245 - 240 Diagonal L2 1/2x2 1/2x1/4 11 -5.14 34.97 14.7 Pass T2 240 - 220 Diagonal L2 1/2x2 1/2x1/4 23 -7.69 34.97 22.0 Pass T3 220 - 210 Diagonal L3x3x1/4 53 -10.25 37.04 27.7 Pass T4 210 - 200 Diagonal L3x3x1/4 62 -12.65 34.12 37.1 Pass T5 200 - 180 Diagonal L3x3x1/4 71 -15.16 28.29 53.6 Pass T6 180 - 160 Diagonal L3 1/2x3 1/2x1/4 92 -17.34 38.26 45.3 Pass T7 160 - 140 Diagonal L5x5x3/8 101 -29.45 61.84 47.6 Pass T8 140 - 120 Diagonal L5x5x3/8 111 -26.72 56.86 47.0 Pass T9 120 - 100 Diagonal L5x5x3/8 119 -31.07 52.19 59.5 Pass T10 100 - 80 Diagonal L5x5x3/8 128 -30.17 47.86 63.0 Pass T11 80 - 60 Diagonal L5x5x3/8 137 -31.28 43.87 71.3 Pass T12 60 - 40 Diagonal L5x5x3/8 146 -33.35 40.23 82.9 Pass T13 40 - 20 Diagonal L5x5x3/8 156 -30.95 36.93 83.8 Pass T14 20 - 0 Diagonal L6x6x7/16 164 -39.20 64.49 60.8 Pass T1 245 - 240 Top Girt L6x6x7/16 4 1.74 182.41 1.0 Pass T2 240 - 220 Top Girt L6x6x7/16 17 -1.20 163.15 0.7 Pass T3 220 - 210 Top Girt L3x3x1/4 47 -1.54 38.68 4.0 Pass Summary Leg (T13) 96.2 Pass Diagonal (T13) 83.8 Pass Top Girt (T3) 4.0 Pass Bolt Checks 93.9 Pass Rating = 96.2 Pass August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 6 tnxTower Report - version 8.1.1.0 Table 5 - Tower Component Stresses vs. Capacity (Self Support Tower) - LC7 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 60.6 Pass 1 Base Foundation (Structural) 0 63.8 Pass Base Foundation (Soil Interaction) 0 98.2 Pass Structure Rating (max from all components) = 98.2% Note: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. Rating per TIA-222-H Section 15.5. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 7 tnxTower Report - version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT . Black & Veatch Corp. 6800 W. 115th St., Suite 2292 Overland Park, KS 66211 Phone: (913) 458-6909 FAX: (913) 458-8136 Job: FL West Midway CCI 800642 (BU# 800642) Project: 406642 (800642.1965397) Client: Crown Castle Drawn by: Aditya Kulkarni App'd: Code: TIA-222-H Date: 08/09/21 Scale: NTS Path: C:\Users\kul95229\Desktop\Aditya\Jobs\2021\August\08-09-2021\800642_Phase 3793 Sagar Verification\800642.1965397 - TSA\Structural\800642.1965397 Structural Analysis.eri Dwg No. E-1 245.0 ft 240.0 ft 220.0 ft 210.0 ft 200.0 ft 180.0 ft 160.0 ft 140.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 155 mph WIND TORQUE 277 kip-ft 145 K SHEAR 19689 kip-ft MOMENT 120 K AXIAL SHEAR: 83 K UPLIFT: -752 K SHEAR: 93 K DOWN: 851 K MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS SectionT1T2T3T4T5T6T7T8T9T10T11T12T13T14 LegsSR 2 1/215TL1.5x1/2x5/815TL1.75x1/2x5/8Trylon 2.00 (18x15)Trylon 2.25 (18x15)Trylon 2.5 (18x24)Trylon 2.75 (18x24)Trylon 3.00 (18x24) Leg GradeA572-50350W DiagonalsL2 1/2x2 1/2x1/4L3x3x1/4L3 1/2x3 1/2x1/4L5x5x3/8L6x6x7/16 Diagonal Grade300W Top GirtsL6x6x7/16L3x3x1/4N.A. Face Width (ft)67810121416182022242628 # Panels @ (ft)5 @ 56 @ 108 @ 20 Weight (K)0.82.11.61.63.63.84.85.45.56.57.27.37.59.567.2MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-50 50 ksi 65 ksi 300W 44 ksi 65 ksi 350W 51 ksi 65 ksi TOWER DESIGN NOTES 1. Tower is located in Alachua County, Florida. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 155 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 96.2% August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 8 tnxTower Report - version 8.1.1.0 Tower Input Data The main tower is a 3x free standing tower with an overall height of 245.00 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 28.00 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: • Tower is located in Alachua County, Florida. • Tower base elevation above sea level: 19.00 ft. • Basic wind speed of 155 mph. • Risk Category II. • Exposure Category C. • Simplified Topographic Factor Procedure for wind speed-up calculations is used. • Topographic Category: 1. • Crest Height: 0.00 ft. • Deflections calculated using a wind speed of 60 mph. • Pressures are calculated at each section. • Stress ratio used in tower member design is 1. • Tower analysis based on target reliabilities in accordance with Annex S. • Load Modification Factors used: Kes(Fw) = 0.95. • Maximum demand-capacity ratio is: 1.05. • Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression √ Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 9 tnxTower Report - version 8.1.1.0 Leg B Leg C Leg A Face A F a c e B Face C Triangular Tower Wind Normal Wind 90 Wind 180 Z X Tower Section Geometry Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T1 245.00-240.00 6.00 1 5.00 T2 240.00-220.00 6.00 1 20.00 T3 220.00-210.00 6.00 1 10.00 T4 210.00-200.00 7.00 1 10.00 T5 200.00-180.00 8.00 1 20.00 T6 180.00-160.00 10.00 1 20.00 T7 160.00-140.00 12.00 1 20.00 T8 140.00-120.00 14.00 1 20.00 T9 120.00-100.00 16.00 1 20.00 T10 100.00-80.00 18.00 1 20.00 T11 80.00-60.00 20.00 1 20.00 T12 60.00-40.00 22.00 1 20.00 T13 40.00-20.00 24.00 1 20.00 T14 20.00-0.00 26.00 1 20.00 Tower Section Geometry (cont’d) Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T1 245.00-240.00 5.00 X Brace No No 0.0000 0.0000 T2 240.00-220.00 5.00 X Brace No No 0.0000 0.0000 T3 220.00-210.00 10.00 X Brace No No 0.0000 0.0000 T4 210.00-200.00 10.00 X Brace No No 0.0000 0.0000 T5 200.00-180.00 10.00 X Brace No No 0.0000 0.0000 T6 180.00-160.00 10.00 X Brace No No 0.0000 0.0000 T7 160.00-140.00 20.00 X Brace No No 0.0000 0.0000 T8 140.00-120.00 20.00 X Brace No No 0.0000 0.0000 T9 120.00-100.00 20.00 X Brace No No 0.0000 0.0000 T10 100.00-80.00 20.00 X Brace No No 0.0000 0.0000 T11 80.00-60.00 20.00 X Brace No No 0.0000 0.0000 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 10 tnxTower Report - version 8.1.1.0 Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T12 60.00-40.00 20.00 X Brace No No 0.0000 0.0000 T13 40.00-20.00 20.00 X Brace No No 0.0000 0.0000 T14 20.00-0.00 20.00 X Brace No No 0.0000 0.0000 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 245.00- 240.00 Solid Round 2 1/2 A572-50 (50 ksi) Equal Angle L2 1/2x2 1/2x1/4 300W (44 ksi) T2 240.00- 220.00 Solid Round 2 1/2 A572-50 (50 ksi) Equal Angle L2 1/2x2 1/2x1/4 300W (44 ksi) T3 220.00- 210.00 Truss Leg 15TL1.5x1/2x5/8 A572-50 (50 ksi) Equal Angle L3x3x1/4 300W (44 ksi) T4 210.00- 200.00 Truss Leg 15TL1.5x1/2x5/8 A572-50 (50 ksi) Equal Angle L3x3x1/4 300W (44 ksi) T5 200.00- 180.00 Truss Leg 15TL1.75x1/2x5/8 A572-50 (50 ksi) Equal Angle L3x3x1/4 300W (44 ksi) T6 180.00- 160.00 Truss Leg 15TL1.75x1/2x5/8 A572-50 (50 ksi) Equal Angle L3 1/2x3 1/2x1/4 300W (44 ksi) T7 160.00- 140.00 Truss Leg Trylon 2.00 (18x15) 350W (51 ksi) Equal Angle L5x5x3/8 300W (44 ksi) T8 140.00- 120.00 Truss Leg Trylon 2.25 (18x15) 350W (51 ksi) Equal Angle L5x5x3/8 300W (44 ksi) T9 120.00- 100.00 Truss Leg Trylon 2.25 (18x15) 350W (51 ksi) Equal Angle L5x5x3/8 300W (44 ksi) T10 100.00- 80.00 Truss Leg Trylon 2.5 (18x24) 350W (51 ksi) Equal Angle L5x5x3/8 300W (44 ksi) T11 80.00- 60.00 Truss Leg Trylon 2.75 (18x24) 350W (51 ksi) Equal Angle L5x5x3/8 300W (44 ksi) T12 60.00- 40.00 Truss Leg Trylon 2.75 (18x24) 350W (51 ksi) Equal Angle L5x5x3/8 300W (44 ksi) T13 40.00- 20.00 Truss Leg Trylon 2.75 (18x24) 350W (51 ksi) Equal Angle L5x5x3/8 300W (44 ksi) T14 20.00-0.00 Truss Leg Trylon 3.00 (18x24) 350W (51 ksi) Equal Angle L6x6x7/16 300W (44 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Top Girt Type Top Girt Size Top Girt Grade Bottom Girt Type Bottom Girt Size Bottom Girt Grade T1 245.00- 240.00 Equal Angle L6x6x7/16 300W (44 ksi) Solid Round A36 (36 ksi) T2 240.00- 220.00 Equal Angle L6x6x7/16 300W (44 ksi) Solid Round A36 (36 ksi) T3 220.00- 210.00 Equal Angle L3x3x1/4 300W (44 ksi) Solid Round A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in T1 245.00- 240.00 0.00 0.8750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T2 240.00-0.00 0.3750 A36 1.03 1 1.03 0.0000 0.0000 0.0000 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 11 tnxTower Report - version 8.1.1.0 Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in 220.00 (36 ksi) T3 220.00- 210.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T4 210.00- 200.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T5 200.00- 180.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T6 180.00- 160.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T7 160.00- 140.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T8 140.00- 120.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T9 120.00- 100.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T10 100.00- 80.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T11 80.00- 60.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T12 60.00- 40.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T13 40.00- 20.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 T14 20.00- 0.00 0.00 0.8750 A36 (36 ksi) 1.03 1 1.03 0.0000 0.0000 0.0000 Tower Section Geometry (cont’d) K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y T1 245.00- 240.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 240.00- 220.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 220.00- 210.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 210.00- 200.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 200.00- 180.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 180.00- 160.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 160.00- 140.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 140.00- 120.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9 120.00- 100.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T10 100.00- 80.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T11 80.00- 60.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T12 60.00- 40.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T13 40.00- 20.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T14 20.00- 0.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 12 tnxTower Report - version 8.1.1.0 Tower Section Geometry (cont’d) Truss-Leg K Factors Truss-Legs Used As Leg Members Truss-Legs Used As Inner Members Tower Elevation ft Leg Panels X Brace Diagonals Z Brace Diagonals Leg Panels X Brace Diagonals Z Brace Diagonals T3 220.00- 210.00 1 0.5 0.85 1 0.5 0.85 T4 210.00- 200.00 1 0.5 0.85 1 0.5 0.85 T5 200.00- 180.00 1 0.5 0.85 1 0.5 0.85 T6 180.00- 160.00 1 0.5 0.85 1 0.5 0.85 T7 160.00- 140.00 1 0.5 0.85 1 0.5 0.85 T8 140.00- 120.00 1 0.5 0.85 1 0.5 0.85 T9 120.00- 100.00 1 0.5 0.85 1 0.5 0.85 T10 100.00- 80.00 1 0.5 0.85 1 0.5 0.85 T11 80.00- 60.00 1 0.5 0.85 1 0.5 0.85 T12 60.00- 40.00 1 0.5 0.85 1 0.5 0.85 T13 40.00- 20.00 1 0.5 0.85 1 0.5 0.85 T14 20.00- 0.00 1 0.5 0.85 1 0.5 0.85 Tower Section Geometry (cont’d) Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 245.00- 240.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 240.00- 220.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 220.00- 210.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T4 210.00- 200.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T5 200.00- 180.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 180.00- 160.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 160.00- 140.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 140.00- 120.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T9 120.00- 100.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T10 100.00- 80.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T11 80.00- 60.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T12 60.00- 40.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 13 tnxTower Report - version 8.1.1.0 Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T13 40.00- 20.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T14 20.00- 0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub- Diagonal Redundant Sub- Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 245.00- 240.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 240.00- 220.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 220.00- 210.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T4 210.00- 200.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T5 200.00- 180.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 180.00- 160.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 160.00- 140.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 140.00- 120.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T9 120.00- 100.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T10 100.00- 80.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T11 80.00- 60.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T12 60.00- 40.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T13 40.00- 20.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T14 20.00- 0.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Section Geometry (cont’d) Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 245.00- 240.00 Flange 0.8750 A325N 6 0.6250 A325N 1 0.6250 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T2 240.00- 220.00 Flange 0.8750 A325N 6 0.6250 A325N 1 0.6250 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T3 220.00- 210.00 Flange 0.6250 A325N 18 0.6250 A325N 2 0.6250 A325N 2 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T4 210.00- 200.00 Flange 0.7500 A325N 18 0.6250 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T5 200.00- 180.00 Flange 0.7500 A325N 18 0.6250 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T6 180.00- 160.00 Flange 0.8750 A325N 18 0.6250 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 14 tnxTower Report - version 8.1.1.0 Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T7 160.00- 140.00 Flange 0.8750 A325N 18 0.7500 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T8 140.00- 120.00 Flange 0.8750 A325N 18 0.7500 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T9 120.00- 100.00 Flange 0.8750 A325N 18 0.7500 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T10 100.00- 80.00 Flange 1.0000 A325N 18 0.7500 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T11 80.00- 60.00 Flange 1.0000 A325N 18 0.7500 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T12 60.00- 40.00 Flange 1.0000 A325N 18 0.7500 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T13 40.00- 20.00 Flange 1.1250 A325N 18 0.7500 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T14 20.00- 0.00 Flange 1.1250 A325N 18 0.7500 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacin g in Width or Diameter in Perimete r in Weight plf ** 1'' round Climb Ladder Rail B No No Ar (CaAa) 245.00 - 220.00 3.0000 0.1 2 2 1.0000 1.0000 2.67 5/8'' ladder rung (12'' long 12'' oc) B No No Ar (CaAa) 245.00 - 220.00 3.0000 0.1 1 1 0.6250 0.6250 1.04 Safety Line 3/8 B No No Ar (CaAa) 220.00 - 0.00 0.0000 0.5 1 1 0.3750 0.3750 0.22 Safety Line 3/8 B No No Ar (CaAa) 245.00 - 220.00 0.0000 0.1 1 1 0.3750 0.3750 0.22 5/8'' Cable (Lights) B No No Ar (CaAa) 125.00 - 0.00 0.0000 -0.485 1 1 0.5000 0.8650 0.15 3/8'' Cable (Lights) B No No Ar (CaAa) 245.00 - 0.00 0.0000 -0.49 1 1 0.4400 0.4400 0.08 **** HB158- 21U6S24- xxM_TMO(1- 5/8) A No No Ar (CaAa) 215.00 - 0.00 0.0000 0.4 3 3 0.5000 1.9960 2.50 Feedline Ladder (Af) A No No Af (CaAa) 215.00 - 0.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 LDF7-50A(1- 5/8) A No No Ar (CaAa) 200.00 - 0.00 0.0000 -0.38 6 4 0.5000 1.9800 0.82 LDF7-50A(1- 5/8) A No No Ar (CaAa) 200.00 - 0.00 0.0000 -0.41 4 4 0.5000 1.9800 0.82 WR- VG86ST- BRD( 3/4) A No No Ar (CaAa) 200.00 - 0.00 0.0000 -0.44 6 3 0.5000 0.7950 0.58 FB-L98B- 034- XXX(3/8) A No No Ar (CaAa) 200.00 - 0.00 3.0000 -0.41 3 3 0.3937 0.3937 0.06 840 10414(5/16) A No No Ar (CaAa) 200.00 - 0.00 3.0000 -0.42 3 3 0.3150 0.3150 0.06 LDF7-50A(1- 5/8) A No No Ar (CaAa) 200.00 - 0.00 0.0000 -0.46 2 2 0.5000 1.9800 0.82 Feedline Ladder (Af) A No No Af (CaAa) 200.00 - 0.00 0.0000 -0.4 1 1 3.0000 3.0000 8.40 *** LDF5- 50A(7/8) C No No Ar (CaAa) 128.00 - 0.00 0.0000 -0.45 3 2 0.5000 1.0300 0.33 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 15 tnxTower Report - version 8.1.1.0 Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacin g in Width or Diameter in Perimete r in Weight plf T-Brackets C No No Af (CaAa) 230.00 - 0.00 0.0000 -0.45 1 1 1.0000 1.0000 8.40 T-Brackets B No No Af (CaAa) 230.00 - 0.00 0.0000 0.45 1 1 1.0000 1.0000 8.40 *** (10) AVA7- 50(1-5/8) +(6) LDF7- 50A (1-5/8) + (2) MLE HYBRID 9POWER/18 FIBER RL 2(1-5/8) C No No Ar (CaAa) 245.00 - 0.00 0.0000 0.415 18 9 0.5000 2.0100 0.70 Feedline Ladder (Af) C No No Af (CaAa) 245.00 - 0.00 0.0000 0.41 1 1 3.0000 3.0000 8.40 *** *** *** *** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf *** *** *** Feed Line/Linear Appurtenances Section Areas Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T1 245.00-240.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.720 20.590 0.000 0.000 0.000 0.00 0.03 0.11 T2 240.00-220.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.880 83.360 0.000 0.000 0.000 0.00 0.22 0.50 T3 220.00-210.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 5.494 1.815 42.180 0.000 0.000 0.000 0.08 0.09 0.29 T4 210.00-200.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 10.988 1.815 42.180 0.000 0.000 0.000 0.16 0.09 0.29 T5 200.00-180.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 93.288 3.630 84.360 0.000 0.000 0.000 0.76 0.17 0.59 T6 180.00-160.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 93.288 3.630 84.360 0.000 0.000 0.000 0.76 0.17 0.59 T7 160.00-140.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 93.288 3.630 84.360 0.000 0.000 0.000 0.76 0.17 0.59 T8 140.00-120.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 93.288 4.063 86.832 0.000 0.000 0.000 0.76 0.17 0.60 T9 120.00-100.00 A B 0.000 0.000 0.000 0.000 93.288 5.360 0.000 0.000 0.76 0.18 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 16 tnxTower Report - version 8.1.1.0 Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K C 0.000 0.000 90.540 0.000 0.61 T10 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 93.288 5.360 90.540 0.000 0.000 0.000 0.76 0.18 0.61 T11 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 93.288 5.360 90.540 0.000 0.000 0.000 0.76 0.18 0.61 T12 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 93.288 5.360 90.540 0.000 0.000 0.000 0.76 0.18 0.61 T13 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 93.288 5.360 90.540 0.000 0.000 0.000 0.76 0.18 0.61 T14 20.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 93.288 5.360 90.540 0.000 0.000 0.000 0.76 0.18 0.61 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 245.00-240.00 -9.2244 2.7652 -9.2207 2.7636 T2 240.00-220.00 -10.3171 3.6876 -10.3121 3.6849 T3 220.00-210.00 -9.6979 -0.2187 -9.6979 -0.2187 T4 210.00-200.00 -11.0023 -3.9385 -11.0023 -3.9385 T5 200.00-180.00 -19.3410 2.6816 -19.3410 2.6816 T6 180.00-160.00 -21.9324 3.0840 -21.9324 3.0840 T7 160.00-140.00 -24.0251 3.3955 -24.0251 3.3955 T8 140.00-120.00 -25.7339 4.0608 -25.7339 4.0608 T9 120.00-100.00 -26.9178 4.6523 -26.9178 4.6523 T10 100.00-80.00 -29.3097 5.0830 -29.3097 5.0830 T11 80.00-60.00 -31.2909 5.4349 -31.2909 5.4349 T12 60.00-40.00 -33.4373 5.8223 -33.4373 5.8223 T13 40.00-20.00 -35.4867 6.1931 -35.4867 6.1931 T14 20.00-0.00 -34.8707 6.1065 -34.8707 6.1065 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 2 1" round Climb Ladder Rail 240.00 - 245.00 0.6000 0.6000 T1 3 5/8" ladder rung (12" long 12" oc) 240.00 - 245.00 0.6000 0.6000 T1 5 Safety Line 3/8 240.00 - 245.00 0.6000 0.6000 T1 7 3/8" Cable (Lights) 240.00 - 245.00 0.6000 0.6000 T1 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 240.00 - 245.00 0.6000 0.6000 T1 27 Feedline Ladder (Af) 240.00 - 245.00 0.6000 0.6000 T2 2 1" round Climb Ladder Rail 220.00 - 240.00 0.6000 0.6000 T2 3 5/8" ladder rung (12" long 12" oc) 220.00 - 240.00 0.6000 0.6000 T2 5 Safety Line 3/8 220.00 - 240.00 0.6000 0.6000 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 17 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T2 7 3/8" Cable (Lights) 220.00 - 240.00 0.6000 0.6000 T2 20 T-Brackets 220.00 - 230.00 0.6000 0.6000 T2 21 T-Brackets 220.00 - 230.00 0.6000 0.6000 T2 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 220.00 - 240.00 0.6000 0.6000 T2 27 Feedline Ladder (Af) 220.00 - 240.00 0.6000 0.6000 T3 4 Safety Line 3/8 210.00 - 220.00 0.6000 0.6000 T3 7 3/8" Cable (Lights) 210.00 - 220.00 0.6000 0.6000 T3 9 HB158-21U6S24- xxM_TMO(1-5/8) 210.00 - 215.00 1.0000 1.0000 T3 10 Feedline Ladder (Af) 210.00 - 215.00 0.6000 0.6000 T3 20 T-Brackets 210.00 - 220.00 0.6000 0.6000 T3 21 T-Brackets 210.00 - 220.00 0.6000 0.6000 T3 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 210.00 - 220.00 0.6000 0.6000 T3 27 Feedline Ladder (Af) 210.00 - 220.00 0.6000 0.6000 T4 4 Safety Line 3/8 200.00 - 210.00 0.6000 0.6000 T4 7 3/8" Cable (Lights) 200.00 - 210.00 0.6000 0.6000 T4 9 HB158-21U6S24- xxM_TMO(1-5/8) 200.00 - 210.00 1.0000 1.0000 T4 10 Feedline Ladder (Af) 200.00 - 210.00 0.6000 0.6000 T4 20 T-Brackets 200.00 - 210.00 0.6000 0.6000 T4 21 T-Brackets 200.00 - 210.00 0.6000 0.6000 T4 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 200.00 - 210.00 0.6000 0.6000 T4 27 Feedline Ladder (Af) 200.00 - 210.00 0.6000 0.6000 T5 4 Safety Line 3/8 180.00 - 200.00 0.6000 0.6000 T5 7 3/8" Cable (Lights) 180.00 - 200.00 0.6000 0.6000 T5 9 HB158-21U6S24- xxM_TMO(1-5/8) 180.00 - 200.00 1.0000 1.0000 T5 10 Feedline Ladder (Af) 180.00 - 200.00 0.6000 0.6000 T5 11 LDF7-50A(1-5/8) 180.00 - 200.00 0.6000 0.6000 T5 12 LDF7-50A(1-5/8) 180.00 - 200.00 0.6000 0.6000 T5 13 WR-VG86ST-BRD( 3/4) 180.00 - 200.00 0.6000 0.6000 T5 14 FB-L98B-034-XXX(3/8) 180.00 - 200.00 0.6000 0.6000 T5 15 840 10414(5/16) 180.00 - 200.00 0.6000 0.6000 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 18 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T5 16 LDF7-50A(1-5/8) 180.00 - 200.00 0.6000 0.6000 T5 17 Feedline Ladder (Af) 180.00 - 200.00 0.6000 0.6000 T5 20 T-Brackets 180.00 - 200.00 0.6000 0.6000 T5 21 T-Brackets 180.00 - 200.00 0.6000 0.6000 T5 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 180.00 - 200.00 0.6000 0.6000 T5 27 Feedline Ladder (Af) 180.00 - 200.00 0.6000 0.6000 T6 4 Safety Line 3/8 160.00 - 180.00 0.6000 0.6000 T6 7 3/8" Cable (Lights) 160.00 - 180.00 0.6000 0.6000 T6 9 HB158-21U6S24- xxM_TMO(1-5/8) 160.00 - 180.00 1.0000 1.0000 T6 10 Feedline Ladder (Af) 160.00 - 180.00 0.6000 0.6000 T6 11 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T6 12 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T6 13 WR-VG86ST-BRD( 3/4) 160.00 - 180.00 0.6000 0.6000 T6 14 FB-L98B-034-XXX(3/8) 160.00 - 180.00 0.6000 0.6000 T6 15 840 10414(5/16) 160.00 - 180.00 0.6000 0.6000 T6 16 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T6 17 Feedline Ladder (Af) 160.00 - 180.00 0.6000 0.6000 T6 20 T-Brackets 160.00 - 180.00 0.6000 0.6000 T6 21 T-Brackets 160.00 - 180.00 0.6000 0.6000 T6 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 160.00 - 180.00 0.6000 0.6000 T6 27 Feedline Ladder (Af) 160.00 - 180.00 0.6000 0.6000 T7 4 Safety Line 3/8 140.00 - 160.00 0.6000 0.6000 T7 7 3/8" Cable (Lights) 140.00 - 160.00 0.6000 0.6000 T7 9 HB158-21U6S24- xxM_TMO(1-5/8) 140.00 - 160.00 1.0000 1.0000 T7 10 Feedline Ladder (Af) 140.00 - 160.00 0.6000 0.6000 T7 11 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T7 12 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T7 13 WR-VG86ST-BRD( 3/4) 140.00 - 160.00 0.6000 0.6000 T7 14 FB-L98B-034-XXX(3/8) 140.00 - 160.00 0.6000 0.6000 T7 15 840 10414(5/16) 140.00 - 160.00 0.6000 0.6000 T7 16 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T7 17 Feedline Ladder (Af) 140.00 - 0.6000 0.6000 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 19 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 160.00 T7 20 T-Brackets 140.00 - 160.00 0.6000 0.6000 T7 21 T-Brackets 140.00 - 160.00 0.6000 0.6000 T7 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 140.00 - 160.00 0.6000 0.6000 T7 27 Feedline Ladder (Af) 140.00 - 160.00 0.6000 0.6000 T8 4 Safety Line 3/8 120.00 - 140.00 0.6000 0.6000 T8 6 5/8" Cable (Lights) 120.00 - 125.00 0.6000 0.6000 T8 7 3/8" Cable (Lights) 120.00 - 140.00 0.6000 0.6000 T8 9 HB158-21U6S24- xxM_TMO(1-5/8) 120.00 - 140.00 1.0000 1.0000 T8 10 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T8 11 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T8 12 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T8 13 WR-VG86ST-BRD( 3/4) 120.00 - 140.00 0.6000 0.6000 T8 14 FB-L98B-034-XXX(3/8) 120.00 - 140.00 0.6000 0.6000 T8 15 840 10414(5/16) 120.00 - 140.00 0.6000 0.6000 T8 16 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T8 17 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T8 19 LDF5-50A(7/8) 120.00 - 128.00 0.6000 0.6000 T8 20 T-Brackets 120.00 - 140.00 0.6000 0.6000 T8 21 T-Brackets 120.00 - 140.00 0.6000 0.6000 T8 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 120.00 - 140.00 0.6000 0.6000 T8 27 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T9 4 Safety Line 3/8 100.00 - 120.00 0.6000 0.6000 T9 6 5/8" Cable (Lights) 100.00 - 120.00 0.6000 0.6000 T9 7 3/8" Cable (Lights) 100.00 - 120.00 0.6000 0.6000 T9 9 HB158-21U6S24- xxM_TMO(1-5/8) 100.00 - 120.00 1.0000 1.0000 T9 10 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T9 11 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T9 12 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T9 13 WR-VG86ST-BRD( 3/4) 100.00 - 120.00 0.6000 0.6000 T9 14 FB-L98B-034-XXX(3/8) 100.00 - 120.00 0.6000 0.6000 T9 15 840 10414(5/16) 100.00 - 120.00 0.6000 0.6000 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 20 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T9 16 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T9 17 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T9 19 LDF5-50A(7/8) 100.00 - 120.00 0.6000 0.6000 T9 20 T-Brackets 100.00 - 120.00 0.6000 0.6000 T9 21 T-Brackets 100.00 - 120.00 0.6000 0.6000 T9 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 100.00 - 120.00 0.6000 0.6000 T9 27 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T10 4 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T10 6 5/8" Cable (Lights) 80.00 - 100.00 0.6000 0.6000 T10 7 3/8" Cable (Lights) 80.00 - 100.00 0.6000 0.6000 T10 9 HB158-21U6S24- xxM_TMO(1-5/8) 80.00 - 100.00 1.0000 1.0000 T10 10 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T10 11 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T10 12 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T10 13 WR-VG86ST-BRD( 3/4) 80.00 - 100.00 0.6000 0.6000 T10 14 FB-L98B-034-XXX(3/8) 80.00 - 100.00 0.6000 0.6000 T10 15 840 10414(5/16) 80.00 - 100.00 0.6000 0.6000 T10 16 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T10 17 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T10 19 LDF5-50A(7/8) 80.00 - 100.00 0.6000 0.6000 T10 20 T-Brackets 80.00 - 100.00 0.6000 0.6000 T10 21 T-Brackets 80.00 - 100.00 0.6000 0.6000 T10 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 80.00 - 100.00 0.6000 0.6000 T10 27 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T11 4 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T11 6 5/8" Cable (Lights) 60.00 - 80.00 0.6000 0.6000 T11 7 3/8" Cable (Lights) 60.00 - 80.00 0.6000 0.6000 T11 9 HB158-21U6S24- xxM_TMO(1-5/8) 60.00 - 80.00 1.0000 1.0000 T11 10 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T11 11 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T11 12 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T11 13 WR-VG86ST-BRD( 3/4) 60.00 - 0.6000 0.6000 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 21 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 80.00 T11 14 FB-L98B-034-XXX(3/8) 60.00 - 80.00 0.6000 0.6000 T11 15 840 10414(5/16) 60.00 - 80.00 0.6000 0.6000 T11 16 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T11 17 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T11 19 LDF5-50A(7/8) 60.00 - 80.00 0.6000 0.6000 T11 20 T-Brackets 60.00 - 80.00 0.6000 0.6000 T11 21 T-Brackets 60.00 - 80.00 0.6000 0.6000 T11 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 60.00 - 80.00 0.6000 0.6000 T11 27 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T12 4 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T12 6 5/8" Cable (Lights) 40.00 - 60.00 0.6000 0.6000 T12 7 3/8" Cable (Lights) 40.00 - 60.00 0.6000 0.6000 T12 9 HB158-21U6S24- xxM_TMO(1-5/8) 40.00 - 60.00 1.0000 1.0000 T12 10 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T12 11 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T12 12 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T12 13 WR-VG86ST-BRD( 3/4) 40.00 - 60.00 0.6000 0.6000 T12 14 FB-L98B-034-XXX(3/8) 40.00 - 60.00 0.6000 0.6000 T12 15 840 10414(5/16) 40.00 - 60.00 0.6000 0.6000 T12 16 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T12 17 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T12 19 LDF5-50A(7/8) 40.00 - 60.00 0.6000 0.6000 T12 20 T-Brackets 40.00 - 60.00 0.6000 0.6000 T12 21 T-Brackets 40.00 - 60.00 0.6000 0.6000 T12 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 40.00 - 60.00 0.6000 0.6000 T12 27 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T13 4 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T13 6 5/8" Cable (Lights) 20.00 - 40.00 0.6000 0.6000 T13 7 3/8" Cable (Lights) 20.00 - 40.00 0.6000 0.6000 T13 9 HB158-21U6S24- xxM_TMO(1-5/8) 20.00 - 40.00 1.0000 1.0000 T13 10 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 22 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T13 11 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T13 12 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T13 13 WR-VG86ST-BRD( 3/4) 20.00 - 40.00 0.6000 0.6000 T13 14 FB-L98B-034-XXX(3/8) 20.00 - 40.00 0.6000 0.6000 T13 15 840 10414(5/16) 20.00 - 40.00 0.6000 0.6000 T13 16 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T13 17 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T13 19 LDF5-50A(7/8) 20.00 - 40.00 0.6000 0.6000 T13 20 T-Brackets 20.00 - 40.00 0.6000 0.6000 T13 21 T-Brackets 20.00 - 40.00 0.6000 0.6000 T13 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 20.00 - 40.00 0.6000 0.6000 T13 27 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T14 4 Safety Line 3/8 0.00 - 20.00 0.6000 0.6000 T14 6 5/8" Cable (Lights) 0.00 - 20.00 0.6000 0.6000 T14 7 3/8" Cable (Lights) 0.00 - 20.00 0.6000 0.6000 T14 9 HB158-21U6S24- xxM_TMO(1-5/8) 0.00 - 20.00 1.0000 1.0000 T14 10 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T14 11 LDF7-50A(1-5/8) 0.00 - 20.00 0.6000 0.6000 T14 12 LDF7-50A(1-5/8) 0.00 - 20.00 0.6000 0.6000 T14 13 WR-VG86ST-BRD( 3/4) 0.00 - 20.00 0.6000 0.6000 T14 14 FB-L98B-034-XXX(3/8) 0.00 - 20.00 0.6000 0.6000 T14 15 840 10414(5/16) 0.00 - 20.00 0.6000 0.6000 T14 16 LDF7-50A(1-5/8) 0.00 - 20.00 0.6000 0.6000 T14 17 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T14 19 LDF5-50A(7/8) 0.00 - 20.00 0.6000 0.6000 T14 20 T-Brackets 0.00 - 20.00 0.6000 0.6000 T14 21 T-Brackets 0.00 - 20.00 0.6000 0.6000 T14 25 (10) AVA7-50(1-5/8) +(6) LDF7-50A (1-5/8) + (2) MLE HYBRID 9POWER/18FIBER RL 2(1-5/8) 0.00 - 20.00 0.6000 0.6000 T14 27 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K *** Lightning Rod 5/8''x8' C From Leg 0.00 0.00 4.00 0.0000 249.00 No Ice 0.50 0.50 0.01 Flash Beacon Lighting C None 0.0000 255.00 No Ice 2.70 2.70 0.05 2'x2''x2'' Vertical Tube C None 0.0000 252.00 No Ice 0.52 0.52 0.01 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 23 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K Beacon side markers A From Leg 1.00 0.00 0.00 0.0000 123.00 No Ice 0.93 0.93 0.02 Beacon side markers B From Leg 1.00 0.00 0.00 0.0000 123.00 No Ice 0.93 0.93 0.02 Beacon side markers C From Leg 1.00 0.00 0.00 0.0000 123.00 No Ice 0.93 0.93 0.02 **249** Platform Mount [11' LP 603-1] C None 0.0000 249.00 No Ice 34.82 34.82 1.77 12' x 10'' Mount Pipe C None 0.0000 245.00 No Ice 10.00 10.00 1.00 (4) 4'x2'' Mount Pipe A From Leg 3.00 0.00 0.00 0.0000 215.00 No Ice 0.87 0.87 0.01 (4) 4'x2'' Mount Pipe B From Leg 3.00 0.00 0.00 0.0000 215.00 No Ice 0.87 0.87 0.01 (4) 4'x2'' Mount Pipe C From Leg 3.00 0.00 0.00 0.0000 215.00 No Ice 0.87 0.87 0.01 (2) X7CQAP-FRO-645- VR0 w/ Mount Pipe A From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 11.63 7.79 0.09 (2) X7CQAP-FRO-645- VR0 w/ Mount Pipe C From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 11.63 7.79 0.09 (2) X7CQAP-665-VR0 w/ Mount Pipe B From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 9.51 6.34 0.08 X7C-FRO-640 w/ Mount Pipe A From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 12.82 6.54 0.07 X7C-FRO-640 w/ Mount Pipe C From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 12.82 6.54 0.07 X7-665-4 w/ Mount Pipe B From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 7.44 5.64 0.07 Sub6 Antenna w/ Mount Pipe A From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 4.34 3.55 0.10 Sub6 Antenna w/ Mount Pipe B From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 4.34 3.55 0.10 Sub6 Antenna w/ Mount Pipe C From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 4.34 3.55 0.10 RVZDC-6627-PF-48 A From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 3.79 2.51 0.03 RVZDC-6627-PF-48 B From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 3.79 2.51 0.03 4449 A From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 1.97 1.40 0.07 4449 B From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 1.97 1.40 0.07 4449 C From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 1.97 1.40 0.07 8843 A From Leg 3.00 0.0000 249.00 No Ice 1.65 1.36 0.07 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 24 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.00 -1.00 8843 B From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 1.65 1.36 0.07 8843 C From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 1.65 1.36 0.07 DBC-67C-U-2SF A From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 0.16 0.11 0.01 DBC-67C-U-2SF B From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 0.16 0.11 0.01 DBC-67C-U-2SF C From Leg 3.00 0.00 -1.00 0.0000 249.00 No Ice 0.16 0.11 0.01 ***215*** Site Pro 1 VFA12-HD 12' Heavy Duty V-Frame A From Leg 2.00 0.00 0.00 0.0000 215.00 No Ice 13.20 9.20 0.66 Site Pro 1 VFA12-HD 12' Heavy Duty V-Frame B From Leg 2.00 0.00 0.00 0.0000 215.00 No Ice 13.20 9.20 0.66 Site Pro 1 VFA12-HD 12' Heavy Duty V-Frame C From Leg 2.00 0.00 0.00 0.0000 215.00 No Ice 13.20 9.20 0.66 (2) 8'x2.5'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 215.00 No Ice 1.98 1.98 0.05 (2) 8'x2.5'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 215.00 No Ice 1.98 1.98 0.05 (2) 8'x2.5'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 215.00 No Ice 1.98 1.98 0.05 (2) 6'x2'' Mount Pipe A From Leg 2.00 0.00 0.00 0.0000 215.00 No Ice 1.43 1.43 0.02 (2) 6'x2'' Mount Pipe B From Leg 2.00 0.00 0.00 0.0000 215.00 No Ice 1.43 1.43 0.02 (2) 6'x2'' Mount Pipe C From Leg 2.00 0.00 0.00 0.0000 215.00 No Ice 1.43 1.43 0.02 FFHH-65C-R3 w/ Mount Pipe A From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 12.97 6.20 0.16 FFHH-65C-R3 w/ Mount Pipe B From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 12.97 6.20 0.16 FFHH-65C-R3 w/ Mount Pipe C From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 12.97 6.20 0.16 AIR6449 B41_T-MOBILE w/ Mount Pipe A From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 5.19 2.71 0.13 AIR6449 B41_T-MOBILE w/ Mount Pipe B From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 5.19 2.71 0.13 AIR6449 B41_T-MOBILE w/ Mount Pipe C From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 5.19 2.71 0.13 RADIO 4480 B71_TMO A From Leg 4.00 0.00 0.0000 215.00 No Ice 2.85 1.38 0.09 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 25 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 2.00 RADIO 4480 B71_TMO B From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 2.85 1.38 0.09 RADIO 4480 B71_TMO C From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 2.85 1.38 0.09 RADIO 4460 B2/B25 B66_TMO A From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 2.14 1.69 0.11 RADIO 4460 B2/B25 B66_TMO B From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 2.14 1.69 0.11 RADIO 4460 B2/B25 B66_TMO C From Leg 4.00 0.00 2.00 0.0000 215.00 No Ice 2.14 1.69 0.11 **200** Sector Mount [SM 506-3] C None 0.0000 200.00 No Ice 32.27 32.27 1.74 Pipe Mount [PM 601-3] C None 0.0000 200.00 No Ice 3.17 3.17 0.20 6'x2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 200.00 No Ice 1.43 1.43 0.02 SBNHH-1D85C w/ Mount Pipe A From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 5.56 4.47 0.08 SBNHH-1D85C w/ Mount Pipe B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 5.56 4.47 0.08 SBNHH-1D85C w/ Mount Pipe C From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 5.56 4.47 0.08 800 10723 w/ Mount Pipe A From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 6.67 4.76 0.10 800 10723 w/ Mount Pipe B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 6.67 4.76 0.10 800 10723 w/ Mount Pipe C From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 6.67 4.76 0.10 HPA-33R-BUU-H6-K w/ Mount Pipe A From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 14.77 7.45 0.11 HPA-33R-BUU-H6-K w/ Mount Pipe B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 14.77 7.45 0.11 (2) HPA-33R-BUU-H6-K w/ Mount Pipe C From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 14.77 7.45 0.11 800 10865 w/ Mount Pipe B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 7.15 4.45 0.10 (2) E15Z01P19 A From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 0.78 0.34 0.01 (2) E15Z01P19 B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 0.78 0.34 0.01 (2) E15Z01P19 C From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 0.78 0.34 0.01 (2) TBC0020F1V1 A From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 0.60 0.43 0.01 (2) TBC0020F1V1 B From Leg 4.00 0.0000 200.00 No Ice 0.60 0.43 0.01 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 26 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.00 3.00 (2) TBC0020F1V1 C From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 0.60 0.43 0.01 (2) RRUS 32 A From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 2.86 1.78 0.06 (2) RRUS 32 B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 2.86 1.78 0.06 RRUS 32 C From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 2.86 1.78 0.06 DC6-48-60-18-8C A From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 1.14 1.14 0.03 DC6-48-60-18-8C C From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 1.14 1.14 0.03 KFTDR00110030 A From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 0.46 0.34 0.02 (2) KFTDR00110030 B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 0.46 0.34 0.02 (2) KFTDR00110030 C From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 0.46 0.34 0.02 RRUS 4415 B25 A From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 1.64 0.68 0.04 RRUS 4415 B25 B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 1.64 0.68 0.04 RRUS 4415 B25 C From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 1.64 0.68 0.04 DC6-48-60-18-8F B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 0.92 0.92 0.02 RRUS 4426 B66 B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 1.64 0.73 0.10 RRUS-11 A From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 2.78 1.19 0.05 RRUS-11 B From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 2.78 1.19 0.05 RRUS-11 C From Leg 4.00 0.00 3.00 0.0000 200.00 No Ice 2.78 1.19 0.05 ***128*** (3) Connect-It V-Frame P/N: PVFM(fw)-3-n-mh-2 C None 0.0000 128.00 No Ice 29.82 29.82 1.67 10'x2'' Horizontal Pipe A From Leg 4.00 0.00 0.00 0.0000 128.00 No Ice 2.38 0.01 0.04 10'x2'' Horizontal Pipe B From Leg 4.00 0.00 0.00 0.0000 128.00 No Ice 2.38 0.01 0.04 10'x2'' Horizontal Pipe C From Leg 4.00 0.00 0.00 0.0000 128.00 No Ice 2.38 0.01 0.04 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 27 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 6'x2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 128.00 No Ice 1.43 1.43 0.02 6'x2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 128.00 No Ice 1.43 1.43 0.02 6'x2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 128.00 No Ice 1.43 1.43 0.02 TTTT65AP-1XR w/ Mount Pipe A From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 5.30 3.18 0.06 TTTT65AP-1XR w/ Mount Pipe B From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 5.30 3.18 0.06 TTTT65AP-1XR w/ Mount Pipe C From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 5.30 3.18 0.06 APXVSPP18-C w/ Mount Pipe A From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 4.60 4.01 0.09 APXVSPP18-C w/ Mount Pipe B From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 4.60 4.01 0.09 APXVSPP18-C w/ Mount Pipe C From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 4.60 4.01 0.09 RRUS 82 W/SOLAR SHIELD A From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 2.98 1.43 0.06 RRUS 82 W/SOLAR SHIELD B From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 2.98 1.43 0.06 RRUS 82 W/SOLAR SHIELD C From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 2.98 1.43 0.06 RRUS-11 800MHz A From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 2.52 1.30 0.05 RRUS-11 800MHz B From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 2.52 1.30 0.05 RRUS-11 800MHz C From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 2.52 1.30 0.05 RRUS 31 B25 A From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 1.62 1.28 0.06 RRUS 31 B25 B From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 1.62 1.28 0.06 RRUS 31 B25 C From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 1.62 1.28 0.06 800MHZ SMR FILTER A From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 0.65 0.22 0.01 800MHZ SMR FILTER B From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 0.65 0.22 0.01 800MHZ SMR FILTER C From Leg 4.00 0.00 1.00 0.0000 128.00 No Ice 0.65 0.22 0.01 *** August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 28 tnxTower Report - version 8.1.1.0 Truss-Leg Properties Section Designation Area in2 Area Ice in2 Self Weight K Ice Weight K Equiv. Diamete r in Equiv. Diamete r Ice in Leg Area in2 15TL1.5x1/2x5/8 2501.4163 2501.4163 0.78 0.00 8.6855 8.6855 5.3014 15TL1.5x1/2x5/8 2501.4163 2501.4163 0.78 0.00 8.6855 8.6855 5.3014 15TL1.75x1/2x5/8 2628.4298 2628.4298 0.91 0.00 9.1265 9.1265 7.2158 15TL1.75x1/2x5/8 2628.4298 2628.4298 0.91 0.00 9.1265 9.1265 7.2158 Trylon 2.00 (18x15) 2978.4799 2978.4799 0.99 0.00 10.3419 10.3419 9.4248 Trylon 2.25 (18x15) 3106.3441 3106.3441 1.17 0.00 10.7859 10.7859 11.9282 Trylon 2.25 (18x15) 3106.3441 3106.3441 1.17 0.00 10.7859 10.7859 11.9282 Trylon 2.5 (18x24) 3096.4779 3096.4779 1.46 0.00 10.7517 10.7517 14.7262 Trylon 2.75 (18x24) 3227.6991 3227.6991 1.68 0.00 11.2073 11.2073 17.8187 Trylon 2.75 (18x24) 3227.6991 3227.6991 1.68 0.00 11.2073 11.2073 17.8187 Trylon 2.75 (18x24) 3227.6991 3227.6991 1.68 0.00 11.2073 11.2073 17.8187 Trylon 3.00 (18x24) 3421.5531 3421.5531 1.97 0.00 11.8804 11.8804 21.2058 Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 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 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 29 tnxTower Report - version 8.1.1.0 Comb. No. Description 37 Dead+Wind 330 deg - Service Maximum Member Forces Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft T1 245 - 240 Leg Max Tension 15 9.79 0.07 -0.06 Max. Compression 2 -13.03 -0.07 0.07 Max. Mx 10 -12.66 -0.08 -0.01 Max. My 3 4.31 0.02 0.10 Max. Vy 20 3.47 0.00 0.00 Max. Vx 2 3.54 0.00 0.00 Diagonal Max Tension 17 4.85 0.00 0.00 Max. Compression 4 -5.14 0.00 0.00 Max. Mx 4 4.79 0.01 0.00 Max. My 4 -5.13 0.00 0.00 Max. Vy 4 -0.01 0.01 0.00 Max. Vx 4 -0.00 0.01 0.00 Top Girt Max Tension 2 1.74 0.00 0.00 Max. Compression 15 -1.54 0.00 0.00 Max. Mx 2 -0.72 -0.10 0.00 Max. Vy 2 0.06 0.00 0.00 T2 240 - 220 Leg Max Tension 15 62.60 0.03 0.01 Max. Compression 2 -69.18 -0.12 0.40 Max. Mx 10 -64.99 -0.37 -0.13 Max. My 2 -69.18 -0.12 0.40 Max. Vy 10 0.14 -0.37 -0.13 Max. Vx 2 -0.13 -0.12 0.40 Diagonal Max Tension 16 7.51 0.00 0.00 Max. Compression 2 -7.69 0.00 0.00 Max. Mx 2 5.36 0.06 0.01 Max. My 12 -6.25 -0.02 -0.01 Max. Vy 2 -0.02 0.06 0.01 Max. Vx 12 0.00 0.05 -0.01 Top Girt Max Tension 6 0.39 0.00 0.00 Max. Compression 19 -0.15 0.00 0.00 Max. Mx 2 0.23 -0.10 0.00 Max. Vy 2 0.06 0.00 0.00 T3 220 - 210 Leg Max Tension 15 78.72 -0.36 -0.12 Max. Compression 2 -89.01 7.43 0.20 Max. Mx 14 77.13 -8.12 -0.23 Max. My 16 -5.37 -0.42 11.98 Max. Vy 14 2.04 -8.12 -0.23 Max. Vx 12 2.54 -0.36 -11.94 Diagonal Max Tension 15 9.43 0.11 -0.03 Max. Compression 2 -10.25 0.00 0.00 Max. Mx 14 6.58 0.11 0.00 Max. My 2 -10.21 -0.09 0.04 Max. Vy 14 0.03 0.11 0.00 Max. Vx 2 -0.01 0.00 0.00 Top Girt Max Tension 14 1.22 0.00 0.00 Max. Compression 3 -1.18 0.00 0.00 Max. Mx 2 0.65 -0.03 0.00 Max. My 2 -1.17 0.00 0.00 Max. Vy 2 0.02 0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 T4 210 - 200 Leg Max Tension 15 106.07 -8.01 -0.23 Max. Compression 2 -119.66 6.74 0.11 Max. Mx 14 104.67 -8.12 -0.23 Max. My 16 -6.16 -0.42 11.98 Max. Vy 22 -0.46 -7.65 0.07 Max. Vx 12 -1.18 -0.36 -11.94 Diagonal Max Tension 14 12.22 0.00 0.00 Max. Compression 2 -12.65 0.00 0.00 Max. Mx 2 7.95 0.14 0.02 Max. My 2 7.95 0.14 0.02 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 30 tnxTower Report - version 8.1.1.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vy 2 -0.04 0.14 0.02 Max. Vx 14 0.00 0.00 0.00 T5 200 - 180 Leg Max Tension 15 176.97 -8.74 -0.13 Max. Compression 2 -198.53 9.06 0.44 Max. Mx 14 174.33 -9.44 -0.48 Max. My 12 -11.53 -0.27 -12.51 Max. Vy 6 -2.68 -5.67 0.17 Max. Vx 24 2.77 0.11 3.65 Diagonal Max Tension 14 14.73 0.00 0.00 Max. Compression 2 -15.16 0.00 0.00 Max. Mx 2 9.98 0.13 0.02 Max. My 14 -13.95 -0.07 -0.02 Max. Vy 2 -0.03 0.13 0.02 Max. Vx 2 -0.00 0.00 0.00 T6 180 - 160 Leg Max Tension 15 246.67 -10.97 -0.00 Max. Compression 2 -274.46 13.92 1.21 Max. Mx 3 -271.56 13.99 1.22 Max. My 12 -14.18 -0.20 -17.89 Max. Vy 2 -0.59 12.20 -0.01 Max. Vx 12 2.04 -0.20 -17.89 Diagonal Max Tension 2 16.87 0.00 0.00 Max. Compression 2 -17.34 0.00 0.00 Max. Mx 14 7.57 0.22 0.00 Max. My 2 -13.02 -0.06 0.06 Max. Vy 14 0.05 0.22 0.00 Max. Vx 2 -0.01 0.00 0.00 T7 160 - 140 Leg Max Tension 15 284.66 -13.87 -1.27 Max. Compression 2 -315.14 17.04 1.40 Max. Mx 14 280.86 -17.46 -1.49 Max. My 12 -15.41 -0.48 -24.60 Max. Vy 6 0.80 -16.36 0.30 Max. Vx 12 1.45 -0.48 -24.60 Diagonal Max Tension 15 27.41 0.00 0.00 Max. Compression 2 -29.45 0.00 0.00 Max. Mx 14 17.85 0.85 -0.05 Max. My 2 -29.06 -0.26 0.14 Max. Vy 2 -0.12 0.85 0.05 Max. Vx 2 -0.02 0.00 0.00 T8 140 - 120 Leg Max Tension 15 355.17 -17.33 -1.48 Max. Compression 2 -396.22 22.79 1.17 Max. Mx 2 -396.22 22.79 1.17 Max. My 12 -17.75 -0.48 -24.60 Max. Vy 3 -1.70 22.75 1.18 Max. Vx 12 -2.02 -0.48 -24.60 Diagonal Max Tension 2 27.89 0.00 0.00 Max. Compression 14 -26.72 0.00 0.00 Max. Mx 2 17.37 0.86 0.13 Max. My 12 19.07 0.69 -0.14 Max. Vy 2 -0.13 0.86 0.13 Max. Vx 12 0.01 0.00 0.00 T9 120 - 100 Leg Max Tension 15 415.39 -21.74 -1.23 Max. Compression 2 -463.37 16.05 1.17 Max. Mx 2 -462.11 22.79 1.17 Max. My 12 -23.04 -0.57 -23.54 Max. Vy 2 0.96 22.79 1.17 Max. Vx 12 1.41 -0.57 -23.54 Diagonal Max Tension 15 29.34 0.00 0.00 Max. Compression 2 -31.07 0.00 0.00 Max. Mx 2 15.37 0.82 0.09 Max. My 12 -22.86 -0.26 -0.10 Max. Vy 2 -0.13 0.82 0.09 Max. Vx 24 -0.01 0.00 0.00 T10 100 - 80 Leg Max Tension 15 482.40 -16.41 -1.26 Max. Compression 2 -539.19 21.28 1.01 Max. Mx 2 -539.19 21.28 1.01 Max. My 12 -24.69 -0.57 -23.54 Max. Vy 2 -0.86 21.28 1.01 Max. Vx 12 -1.39 -0.57 -23.54 Diagonal Max Tension 2 29.45 0.00 0.00 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 31 tnxTower Report - version 8.1.1.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Compression 2 -30.17 0.00 0.00 Max. Mx 2 17.83 0.77 0.12 Max. My 12 20.99 0.66 -0.13 Max. Vy 2 -0.13 0.77 0.12 Max. Vx 12 0.01 0.00 0.00 T11 80 - 60 Leg Max Tension 15 544.66 -19.86 -1.08 Max. Compression 2 -610.15 18.48 0.97 Max. Mx 2 -608.28 21.28 1.01 Max. My 12 -30.44 -0.68 -22.94 Max. Vy 2 0.73 21.28 1.01 Max. Vx 12 1.34 -0.68 -22.94 Diagonal Max Tension 2 29.79 0.00 0.00 Max. Compression 2 -31.28 0.00 0.00 Max. Mx 2 17.74 0.67 0.10 Max. My 12 21.26 0.60 -0.10 Max. Vy 14 0.13 0.66 -0.10 Max. Vx 12 0.01 0.00 0.00 T12 60 - 40 Leg Max Tension 15 605.25 -18.95 -1.06 Max. Compression 2 -679.69 21.65 0.57 Max. Mx 2 -679.69 21.65 0.57 Max. My 12 -31.65 -0.68 -22.94 Max. Vy 2 -0.71 21.65 0.57 Max. Vx 12 -1.51 -0.68 -22.94 Diagonal Max Tension 14 31.45 0.00 0.00 Max. Compression 2 -33.35 0.00 0.00 Max. Mx 2 17.99 0.70 0.10 Max. My 24 -19.46 0.33 0.10 Max. Vy 14 0.14 0.70 -0.10 Max. Vx 12 0.01 0.00 0.00 T13 40 - 20 Leg Max Tension 15 666.50 -19.68 -0.62 Max. Compression 2 -751.10 20.45 1.97 Max. Mx 14 656.85 -22.31 -2.15 Max. My 12 -38.24 -1.41 -42.49 Max. Vy 6 0.70 -20.59 0.33 Max. Vx 12 2.39 -1.41 -42.49 Diagonal Max Tension 2 32.63 0.00 0.00 Max. Compression 14 -30.95 0.00 0.00 Max. Mx 14 16.47 0.75 -0.08 Max. My 2 -29.90 0.18 0.12 Max. Vy 14 0.14 0.75 -0.08 Max. Vx 2 -0.01 0.00 0.00 T14 20 - 0 Leg Max Tension 15 720.02 -21.95 -2.13 Max. Compression 2 -813.33 0.00 -0.00 Max. Mx 14 711.38 -22.31 -2.15 Max. My 12 -39.08 -1.41 -42.49 Max. Vy 14 -1.63 -22.31 -2.15 Max. Vx 12 -2.90 -1.41 -42.49 Diagonal Max Tension 15 36.28 0.00 0.00 Max. Compression 2 -39.20 0.00 0.00 Max. Mx 2 17.64 1.31 0.26 Max. My 12 24.49 1.11 -0.28 Max. Vy 2 -0.22 1.31 0.26 Max. Vx 12 0.02 0.00 0.00 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 785.29 73.54 -43.35 Max. Hx 18 785.29 73.54 -43.35 Max. Hz 5 -610.64 -55.57 38.45 Min. Vert 7 -678.62 -64.57 38.18 Min. Hx 7 -678.62 -64.57 38.18 Min. Hz 18 785.29 73.54 -43.35 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 32 tnxTower Report - version 8.1.1.0 Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg B Max. Vert 10 817.12 -79.71 -42.11 Max. Hx 23 -716.60 70.81 37.08 Max. Hz 23 -716.60 70.81 37.08 Min. Vert 23 -716.60 70.81 37.08 Min. Hx 10 817.12 -79.71 -42.11 Min. Hz 10 817.12 -79.71 -42.11 Leg A Max. Vert 2 851.46 -5.21 93.18 Max. Hx 19 -343.55 6.26 -38.38 Max. Hz 2 851.46 -5.21 93.18 Min. Vert 15 -751.78 5.13 -82.98 Min. Hx 6 394.42 -5.92 42.34 Min. Hz 15 -751.78 5.13 -82.98 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 99.65 -0.00 0.00 30.14 41.04 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 119.58 0.15 -145.13 -19680.35 10.20 -250.78 0.9 Dead+1.0 Wind 0 deg - No Ice 89.68 0.15 -145.13 -19689.40 -2.11 -250.78 1.2 Dead+1.0 Wind 30 deg - No Ice 119.58 65.21 -112.81 -15526.51 -8953.12 -120.19 0.9 Dead+1.0 Wind 30 deg - No Ice 89.68 65.21 -112.81 -15535.55 -8965.43 -120.19 1.2 Dead+1.0 Wind 60 deg - No Ice 119.58 108.49 -62.73 -8597.73 -14856.87 -37.87 0.9 Dead+1.0 Wind 60 deg - No Ice 89.68 108.49 -62.73 -8606.77 -14869.18 -37.87 1.2 Dead+1.0 Wind 90 deg - No Ice 119.58 129.77 -0.15 -2.88 -17557.35 35.50 0.9 Dead+1.0 Wind 90 deg - No Ice 89.68 129.77 -0.15 -11.93 -17569.66 35.50 1.2 Dead+1.0 Wind 120 deg - No Ice 119.58 121.60 70.13 9459.34 -16302.04 161.73 0.9 Dead+1.0 Wind 120 deg - No Ice 89.68 121.60 70.13 9450.30 -16314.35 161.73 1.2 Dead+1.0 Wind 150 deg - No Ice 119.58 71.21 123.50 16757.46 -9576.95 276.82 0.9 Dead+1.0 Wind 150 deg - No Ice 89.68 71.21 123.50 16748.42 -9589.26 276.82 1.2 Dead+1.0 Wind 180 deg - No Ice 119.58 -0.15 138.18 18963.66 88.30 250.78 0.9 Dead+1.0 Wind 180 deg - No Ice 89.68 -0.15 138.18 18954.62 75.99 250.78 1.2 Dead+1.0 Wind 210 deg - No Ice 119.58 -65.21 112.81 15598.85 9051.61 120.19 0.9 Dead+1.0 Wind 210 deg - No Ice 89.68 -65.21 112.81 15589.81 9039.30 120.19 1.2 Dead+1.0 Wind 240 deg - No Ice 119.58 -114.51 66.21 9064.58 15638.69 37.87 0.9 Dead+1.0 Wind 240 deg - No Ice 89.68 -114.51 66.21 9055.54 15626.38 37.87 1.2 Dead+1.0 Wind 270 deg - No Ice 119.58 -129.77 0.15 75.22 17655.85 -35.50 0.9 Dead+1.0 Wind 270 deg - No Ice 89.68 -129.77 0.15 66.18 17643.54 -35.50 1.2 Dead+1.0 Wind 300 deg - No Ice 119.58 -115.59 -66.65 -8992.49 15717.22 -161.73 0.9 Dead+1.0 Wind 300 deg - No Ice 89.68 -115.59 -66.65 -9001.53 15704.91 -161.73 1.2 Dead+1.0 Wind 330 deg - No Ice 119.58 -71.21 -123.50 -16685.13 9675.45 -276.82 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 33 tnxTower Report - version 8.1.1.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 0.9 Dead+1.0 Wind 330 deg - No Ice 89.68 -71.21 -123.50 -16694.17 9663.14 -276.82 Dead+Wind 0 deg - Service 99.65 0.02 -22.93 -3089.37 34.88 -39.56 Dead+Wind 30 deg - Service 99.65 10.31 -17.83 -2432.89 -1383.71 -18.96 Dead+Wind 60 deg - Service 99.65 17.15 -9.92 -1336.49 -2318.43 -5.98 Dead+Wind 90 deg - Service 99.65 20.51 -0.02 23.98 -2745.67 5.60 Dead+Wind 120 deg - Service 99.65 19.22 11.08 1521.27 -2546.38 25.51 Dead+Wind 150 deg - Service 99.65 11.25 19.52 2675.92 -1482.11 43.67 Dead+Wind 180 deg - Service 99.65 -0.02 21.84 3025.19 47.20 39.56 Dead+Wind 210 deg - Service 99.65 -10.31 17.83 2493.17 1465.79 18.96 Dead+Wind 240 deg - Service 99.65 -18.10 10.46 1459.00 2508.29 5.98 Dead+Wind 270 deg - Service 99.65 -20.51 0.02 36.30 2827.75 -5.60 Dead+Wind 300 deg - Service 99.65 -18.27 -10.53 -1398.76 2520.68 -25.51 Dead+Wind 330 deg - Service 99.65 -11.25 -19.52 -2615.64 1564.19 -43.67 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -99.65 0.00 0.00 99.65 -0.00 0.000% 2 0.15 -119.58 -145.13 -0.15 119.58 145.13 0.000% 3 0.15 -89.68 -145.13 -0.15 89.68 145.13 0.000% 4 65.21 -119.58 -112.81 -65.21 119.58 112.81 0.000% 5 65.21 -89.68 -112.81 -65.21 89.68 112.81 0.000% 6 108.49 -119.58 -62.73 -108.49 119.58 62.73 0.000% 7 108.49 -89.68 -62.73 -108.49 89.68 62.73 0.000% 8 129.77 -119.58 -0.15 -129.77 119.58 0.15 0.000% 9 129.77 -89.68 -0.15 -129.77 89.68 0.15 0.000% 10 121.60 -119.58 70.13 -121.60 119.58 -70.13 0.000% 11 121.60 -89.68 70.13 -121.60 89.68 -70.13 0.000% 12 71.21 -119.58 123.50 -71.21 119.58 -123.50 0.000% 13 71.21 -89.68 123.50 -71.21 89.68 -123.50 0.000% 14 -0.15 -119.58 138.18 0.15 119.58 -138.18 0.000% 15 -0.15 -89.68 138.18 0.15 89.68 -138.18 0.000% 16 -65.21 -119.58 112.81 65.21 119.58 -112.81 0.000% 17 -65.21 -89.68 112.81 65.21 89.68 -112.81 0.000% 18 -114.51 -119.58 66.21 114.51 119.58 -66.21 0.000% 19 -114.51 -89.68 66.21 114.51 89.68 -66.21 0.000% 20 -129.77 -119.58 0.15 129.77 119.58 -0.15 0.000% 21 -129.77 -89.68 0.15 129.77 89.68 -0.15 0.000% 22 -115.59 -119.58 -66.65 115.59 119.58 66.65 0.000% 23 -115.59 -89.68 -66.65 115.59 89.68 66.65 0.000% 24 -71.21 -119.58 -123.50 71.21 119.58 123.50 0.000% 25 -71.21 -89.68 -123.50 71.21 89.68 123.50 0.000% 26 0.02 -99.65 -22.93 -0.02 99.65 22.93 0.000% 27 10.31 -99.65 -17.83 -10.31 99.65 17.83 0.000% 28 17.15 -99.65 -9.92 -17.15 99.65 9.92 0.000% 29 20.51 -99.65 -0.02 -20.51 99.65 0.02 0.000% 30 19.22 -99.65 11.08 -19.22 99.65 -11.08 0.000% 31 11.25 -99.65 19.52 -11.25 99.65 -19.52 0.000% 32 -0.02 -99.65 21.84 0.02 99.65 -21.84 0.000% 33 -10.31 -99.65 17.83 10.31 99.65 -17.83 0.000% 34 -18.10 -99.65 10.46 18.10 99.65 -10.46 0.000% 35 -20.51 -99.65 0.02 20.51 99.65 -0.02 0.000% 36 -18.27 -99.65 -10.53 18.27 99.65 10.53 0.000% 37 -11.25 -99.65 -19.52 11.25 99.65 19.52 0.000% August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 34 tnxTower Report - version 8.1.1.0 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 245 - 240 6.383 26 0.2584 0.0538 T2 240 - 220 6.111 26 0.2574 0.0537 T3 220 - 210 5.044 26 0.2413 0.0506 T4 210 - 200 4.543 26 0.2286 0.0472 T5 200 - 180 4.070 26 0.2139 0.0442 T6 180 - 160 3.202 26 0.1871 0.0374 T7 160 - 140 2.459 26 0.1549 0.0309 T8 140 - 120 1.846 26 0.1287 0.0258 T9 120 - 100 1.339 26 0.1066 0.0211 T10 100 - 80 0.922 26 0.0835 0.0169 T11 80 - 60 0.596 26 0.0641 0.0130 T12 60 - 40 0.342 26 0.0478 0.0092 T13 40 - 20 0.157 26 0.0311 0.0057 T14 20 - 0 0.039 26 0.0142 0.0024 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 255.00 Flash Beacon Lighting 26 6.383 0.2584 0.0538 220231 252.00 2'x2''x2'' Vertical Tube 26 6.383 0.2584 0.0538 220231 249.00 Lightning Rod 5/8''x8' 26 6.383 0.2584 0.0538 220231 245.00 12' x 10'' Mount Pipe 26 6.383 0.2584 0.0538 220231 215.00 (4) 4'x2'' Mount Pipe 26 4.790 0.2353 0.0489 43423 200.00 Sector Mount [SM 506-3] 26 4.070 0.2139 0.0442 47968 128.00 (3) Connect-It V-Frame P/N: PVFM(fw)-3-n-mh-2 26 1.530 0.1154 0.0229 51767 123.00 Beacon side markers 26 1.409 0.1099 0.0218 54311 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 245 - 240 40.652 3 1.6458 0.3412 T2 240 - 220 38.914 3 1.6392 0.3407 T3 220 - 210 32.122 3 1.5373 0.3208 T4 210 - 200 28.928 3 1.4552 0.2992 T5 200 - 180 25.912 3 1.3621 0.2804 T6 180 - 160 20.387 3 1.1912 0.2372 T7 160 - 140 15.656 3 0.9861 0.1956 T8 140 - 120 11.751 3 0.8192 0.1632 T9 120 - 100 8.520 3 0.6785 0.1338 T10 100 - 80 5.867 3 0.5316 0.1071 T11 80 - 60 3.793 3 0.4086 0.0821 T12 60 - 40 2.178 3 0.3045 0.0586 T13 40 - 20 0.995 3 0.1985 0.0361 T14 20 - 0 0.246 3 0.0902 0.0149 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 35 tnxTower Report - version 8.1.1.0 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 255.00 Flash Beacon Lighting 3 40.652 1.6458 0.3412 35334 252.00 2'x2''x2'' Vertical Tube 3 40.652 1.6458 0.3412 35334 249.00 Lightning Rod 5/8''x8' 3 40.652 1.6458 0.3412 35334 245.00 12' x 10'' Mount Pipe 3 40.652 1.6458 0.3412 35334 215.00 (4) 4'x2'' Mount Pipe 3 30.503 1.4982 0.3102 6884 200.00 Sector Mount [SM 506-3] 3 25.912 1.3621 0.2804 7583 128.00 (3) Connect-It V-Frame P/N: PVFM(fw)-3-n-mh-2 3 9.741 0.7349 0.1453 8129 123.00 Beacon side markers 3 8.967 0.7000 0.1381 8528 Bolt Design Data Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load per Bolt K Ratio Load Allowable Allowable Ratio Criteria T1 245 Leg A325N 0.8750 6 1.63 41.56 0.039 1.05 Bolt Tension Diagonal A325N 0.6250 1 4.85 11.75 0.412 1.05 Member Bearing Top Girt A325N 0.6250 1 1.74 13.81 0.126 1.05 Bolt Shear T2 240 Leg A325N 0.8750 6 10.43 41.56 0.251 1.05 Bolt Tension Diagonal A325N 0.6250 1 7.51 11.75 0.640 1.05 Member Bearing Top Girt A325N 0.6250 1 1.20 13.81 0.087 1.05 Bolt Shear T3 220 Leg A325N 0.6250 18 4.37 20.34 0.215 1.05 Bolt Tension Diagonal A325N 0.6250 2 4.71 11.55 0.408 1.05 Member Block Shear Top Girt A325N 0.6250 2 0.77 11.55 0.067 1.05 Member Block Shear T4 210 Leg A325N 0.7500 18 5.89 30.10 0.196 1.05 Bolt Tension Diagonal A325N 0.6250 2 6.11 11.55 0.529 1.05 Member Block Shear T5 200 Leg A325N 0.7500 18 9.83 30.10 0.327 1.05 Bolt Tension Diagonal A325N 0.6250 2 7.37 11.55 0.638 1.05 Member Block Shear T6 180 Leg A325N 0.8750 18 13.70 41.56 0.330 1.05 Bolt Tension Diagonal A325N 0.6250 2 8.44 13.08 0.645 1.05 Member Block Shear T7 160 Leg A325N 0.8750 18 15.81 41.56 0.381 1.05 Bolt Tension Diagonal A325N 0.7500 2 14.73 19.88 0.741 1.05 Bolt Shear T8 140 Leg A325N 0.8750 18 19.73 41.56 0.475 1.05 Bolt Tension Diagonal A325N 0.7500 2 13.95 19.88 0.702 1.05 Bolt Shear T9 120 Leg A325N 0.8750 18 23.08 41.56 0.555 1.05 Bolt Tension Diagonal A325N 0.7500 2 15.53 19.88 0.781 1.05 Bolt Shear T10 100 Leg A325N 1.0000 18 26.80 54.52 0.492 1.05 Bolt Tension Diagonal A325N 0.7500 2 15.08 19.88 0.759 1.05 Bolt Shear T11 80 Leg A325N 1.0000 18 30.26 54.52 0.555 1.05 Bolt Tension Diagonal A325N 0.7500 2 15.64 19.88 0.787 1.05 Bolt Shear T12 60 Leg A325N 1.0000 18 33.63 54.52 0.617 1.05 Bolt Tension Diagonal A325N 0.7500 2 16.67 19.88 0.839 1.05 Bolt Shear T13 40 Leg A325N 1.1250 18 37.03 68.69 0.539 1.05 Bolt Tension Diagonal A325N 0.7500 2 16.32 19.88 0.821 1.05 Bolt Shear T14 20 Leg A325N 1.1250 18 40.00 68.69 0.582 1.05 Bolt Tension Diagonal A325N 0.7500 2 19.60 19.88 0.986 1.05 Bolt Shear August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 36 tnxTower Report - version 8.1.1.0 Compression Checks Leg Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 245 - 240 2 1/2 5.00 5.00 96.0 K=1.00 4.9087 -13.03 112.60 0.116 1 T2 240 - 220 2 1/2 20.00 5.00 96.0 K=1.00 4.9087 -69.18 112.60 0.614 1 T3 220 - 210 15TL1.5x1/2x5/8 10.02 10.02 40.0 K=1.00 5.3014 -89.01 212.23 0.419 1 T4 210 - 200 15TL1.5x1/2x5/8 10.02 10.02 40.0 K=1.00 5.3014 -119.67 212.23 0.564 1 T5 200 - 180 15TL1.75x1/2x5/8 20.03 10.02 34.3 K=1.00 7.2158 -198.53 297.97 0.666 1 T6 180 - 160 15TL1.75x1/2x5/8 20.03 10.02 34.3 K=1.00 7.2158 -274.46 297.97 0.921 1 T7 160 - 140 Trylon 2.00 (18x15) 20.03 20.03 32.6 K=1.00 9.4248 -315.14 397.85 0.792 1 T8 140 - 120 Trylon 2.25 (18x15) 20.03 20.03 32.6 K=1.00 11.928 2 -396.22 503.58 0.787 1 T9 120 - 100 Trylon 2.25 (18x15) 20.03 20.03 32.6 K=1.00 11.928 2 -463.37 503.58 0.920 1 T10 100 - 80 Trylon 2.5 (18x24) 20.03 20.03 38.4 K=1.00 14.726 2 -539.20 603.04 0.894 1 T11 80 - 60 Trylon 2.75 (18x24) 20.03 20.03 34.9 K=1.00 17.818 7 -610.15 743.67 0.820 1 T12 60 - 40 Trylon 2.75 (18x24) 20.03 20.03 34.9 K=1.00 17.818 7 -679.69 743.67 0.914 1 T13 40 - 20 Trylon 2.75 (18x24) 20.03 20.03 34.9 K=1.00 17.818 7 -751.10 743.67 1.010 1 T14 20 - 0 Trylon 3.00 (18x24) 20.03 20.03 32.5 K=1.00 21.205 7 -813.33 895.57 0.908 1 1 P u / Pn controls Truss-Leg Diagonal Data Section No. Elevation ft Diagonal Size Ld ft Kl/r Pn K A in2 Vu K Vn K Stress Ratio T3 220 - 210 0.5 1.68 137.2 238.57 0.1963 2.54 2.89 0.880 T4 210 - 200 0.5 1.68 137.2 238.57 0.1963 1.18 2.89 0.409 T5 200 - 180 0.5 1.67 136.1 324.71 0.1963 1.03 2.93 0.350 T6 180 - 160 0.5 1.67 136.1 324.71 0.1963 2.04 2.93 0.697 T7 160 - 140 0.625 1.83 119.3 430.59 0.3068 1.45 6.48 0.224 T8 140 - 120 0.625 1.81 118.3 544.96 0.3068 2.04 6.56 0.311 T9 120 - 100 0.625 1.81 118.3 544.96 0.3068 1.41 6.56 0.216 T10 100 - 80 0.625 2.38 155.4 672.79 0.3068 1.40 2.98 0.468 T11 80 - 60 0.625 2.37 154.7 814.08 0.3068 1.34 3.01 0.446 T12 60 - 40 0.625 2.37 154.7 814.08 0.3068 1.51 3.01 0.502 T13 40 - 20 0.625 2.37 154.7 814.08 0.3068 2.40 3.01 0.796 T14 20 - 0 0.75 2.36 128.3 968.83 0.4418 2.90 6.30 0.460 Diagonal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 245 - 240 L2 1/2x2 1/2x1/4 7.81 3.65 96.9 1.1900 -5.14 33.30 0.154 1 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 37 tnxTower Report - version 8.1.1.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn K=1.09 T2 240 - 220 L2 1/2x2 1/2x1/4 7.81 3.65 96.9 K=1.09 1.1900 -7.69 33.30 0.231 1 T3 220 - 210 L3x3x1/4 11.93 5.08 107.2 K=1.04 1.4400 -10.25 35.28 0.290 1 T4 210 - 200 L3x3x1/4 12.50 5.43 112.5 K=1.02 1.4400 -12.65 32.50 0.389 1 T5 200 - 180 L3x3x1/4 13.80 6.16 123.7 K=0.99 1.4400 -15.16 26.94 0.563 1 T6 180 - 160 L3 1/2x3 1/2x1/4 14.50 6.57 115.2 K=1.01 1.6900 -17.34 36.44 0.476 1 T7 160 - 140 L5x5x3/8 23.86 11.24 132.5 K=0.97 3.6100 -29.45 58.90 0.500 1 T8 140 - 120 L5x5x3/8 25.01 11.86 138.1 K=0.96 3.6100 -26.72 54.16 0.493 1 T9 120 - 100 L5x5x3/8 26.26 12.51 144.2 K=0.95 3.6100 -31.07 49.71 0.625 1 T10 100 - 80 L5x5x3/8 27.59 13.20 150.6 K=0.94 3.6100 -30.17 45.58 0.662 1 T11 80 - 60 L5x5x3/8 29.01 13.93 157.3 K=0.93 3.6100 -31.28 41.78 0.749 1 T12 60 - 40 L5x5x3/8 30.49 14.68 164.2 K=0.92 3.6100 -33.35 38.32 0.870 1 T13 40 - 20 L5x5x3/8 32.02 15.46 171.4 K=0.91 3.6100 -30.95 35.17 0.880 1 T14 20 - 0 L6x6x7/16 33.61 16.26 153.6 K=0.94 5.0600 -39.20 61.42 0.638 1 1 P u / Pn controls Top Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 245 - 240 L6x6x7/16 6.00 5.55 88.0 K=1.57 5.0600 -1.54 155.38 0.010 1 T2 240 - 220 L6x6x7/16 6.00 5.55 88.0 K=1.57 5.0600 -1.20 155.38 0.008 1 T3 220 - 210 L3x3x1/4 6.00 4.35 104.1 K=1.18 1.4400 -1.54 36.84 0.042 1 1 P u / Pn controls Tension Checks Leg Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 245 - 240 2 1/2 5.00 5.00 96.0 4.9087 9.79 220.89 0.044 1 T2 240 - 220 2 1/2 20.00 5.00 96.0 4.9087 62.60 220.89 0.283 1 T3 220 - 210 15TL1.5x1/2x5/8 10.02 10.02 40.0 5.3014 78.72 238.57 0.330 1 T4 210 - 200 15TL1.5x1/2x5/8 10.02 10.02 40.0 5.3014 106.07 238.57 0.445 1 T5 200 - 180 15TL1.75x1/2x5/8 20.03 10.02 34.3 7.2158 176.97 324.71 0.545 1 T6 180 - 160 15TL1.75x1/2x5/8 20.03 10.02 34.3 7.2158 246.67 324.71 0.760 1 T7 160 - 140 Trylon 2.00 (18x15) 20.03 20.03 32.6 9.4248 284.67 430.59 0.661 1 T8 140 - 120 Trylon 2.25 (18x15) 20.03 20.03 32.6 11.928 2 355.17 544.96 0.652 1 August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 38 tnxTower Report - version 8.1.1.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T9 120 - 100 Trylon 2.25 (18x15) 20.03 20.03 32.6 11.928 2 415.39 544.96 0.762 1 T10 100 - 80 Trylon 2.5 (18x24) 20.03 20.03 38.4 14.726 2 482.40 672.79 0.717 1 T11 80 - 60 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.818 7 544.66 814.08 0.669 1 T12 60 - 40 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.818 7 605.25 814.08 0.743 1 T13 40 - 20 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.818 7 666.50 814.08 0.819 1 T14 20 - 0 Trylon 3.00 (18x24) 20.03 20.03 32.5 21.205 7 720.02 968.83 0.743 1 1 P u / Pn controls Truss-Leg Diagonal Data Section No. Elevation ft Diagonal Size Ld ft Kl/r Pn K A in2 Vu K Vn K Stress Ratio T3 220 - 210 0.5 1.68 137.2 238.57 0.1963 2.54 2.89 0.880 T4 210 - 200 0.5 1.68 137.2 238.57 0.1963 1.18 2.89 0.409 T5 200 - 180 0.5 1.67 136.1 324.71 0.1963 1.03 2.93 0.350 T6 180 - 160 0.5 1.67 136.1 324.71 0.1963 2.04 2.93 0.697 T7 160 - 140 0.625 1.83 119.3 430.59 0.3068 1.45 6.48 0.224 T8 140 - 120 0.625 1.81 118.3 544.96 0.3068 2.04 6.56 0.311 T9 120 - 100 0.625 1.81 118.3 544.96 0.3068 1.41 6.56 0.216 T10 100 - 80 0.625 2.38 155.4 672.79 0.3068 1.40 2.98 0.468 T11 80 - 60 0.625 2.37 154.7 814.08 0.3068 1.34 3.01 0.446 T12 60 - 40 0.625 2.37 154.7 814.08 0.3068 1.51 3.01 0.502 T13 40 - 20 0.625 2.37 154.7 814.08 0.3068 2.40 3.01 0.796 T14 20 - 0 0.75 2.36 128.3 968.83 0.4418 2.90 6.30 0.460 Diagonal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 245 - 240 L2 1/2x2 1/2x1/4 7.81 3.65 58.8 0.7519 4.85 36.80 0.132 1 T2 240 - 220 L2 1/2x2 1/2x1/4 7.81 3.65 58.8 0.7519 7.51 36.80 0.204 1 T3 220 - 210 L3x3x1/4 11.93 5.08 68.1 0.9394 9.43 45.98 0.205 1 T4 210 - 200 L3x3x1/4 12.50 5.43 72.6 0.9394 12.22 45.98 0.266 1 T5 200 - 180 L3x3x1/4 13.80 6.16 82.0 0.9394 14.73 45.98 0.320 1 T6 180 - 160 L3 1/2x3 1/2x1/4 15.24 6.93 78.4 1.1269 16.87 55.16 0.306 1 T7 160 - 140 L5x5x3/8 23.86 11.24 88.3 2.4614 27.41 120.49 0.228 1 T8 140 - 120 L5x5x3/8 25.01 11.86 93.0 2.4614 27.89 120.49 0.232 1 T9 120 - 100 L5x5x3/8 26.26 12.51 98.0 2.4614 29.34 120.49 0.244 1 T10 100 - 80 L5x5x3/8 27.59 13.20 103.3 2.4614 29.45 120.49 0.244 1 T11 80 - 60 L5x5x3/8 29.01 13.93 108.9 2.4614 29.79 120.49 0.247 1 T12 60 - 40 L5x5x3/8 30.49 14.68 114.7 2.4614 31.45 120.49 0.261 1 T13 40 - 20 L5x5x3/8 32.02 15.46 120.7 2.4614 32.63 120.49 0.271 1 T14 20 - 0 L6x6x7/16 33.61 16.26 105.8 3.5079 36.28 171.71 0.211 1 1 P u / Pn controls August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 39 tnxTower Report - version 8.1.1.0 Top Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 245 - 240 L6x6x7/16 6.00 5.55 37.2 3.5489 1.74 173.72 0.010 1 T2 240 - 220 L6x6x7/16 6.00 5.55 37.2 3.5489 1.20 173.72 0.007 1 T3 220 - 210 L3x3x1/4 6.00 4.35 61.3 0.9394 1.54 45.98 0.034 1 1 P u / Pn controls Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 245 - 240 Leg 2 1/2 3 -13.03 118.23 11.0 Pass T2 240 - 220 Leg 2 1/2 15 -69.18 118.23 58.5 Pass T3 220 - 210 Leg 15TL1.5x1/2x5/8 43 -84.45 222.84 83.8 Pass T4 210 - 200 Leg 15TL1.5x1/2x5/8 57 -119.67 222.84 53.7 Pass T5 200 - 180 Leg 15TL1.75x1/2x5/8 66 -198.53 312.87 63.5 Pass T6 180 - 160 Leg 15TL1.75x1/2x5/8 81 -274.46 312.87 87.7 Pass T7 160 - 140 Leg Trylon 2.00 (18x15) 96 -315.14 417.74 75.4 Pass T8 140 - 120 Leg Trylon 2.25 (18x15) 105 -396.22 528.76 74.9 Pass T9 120 - 100 Leg Trylon 2.25 (18x15) 114 -463.37 528.76 87.6 Pass T10 100 - 80 Leg Trylon 2.5 (18x24) 123 -539.20 633.19 85.2 Pass T11 80 - 60 Leg Trylon 2.75 (18x24) 132 -610.15 780.85 78.1 Pass T12 60 - 40 Leg Trylon 2.75 (18x24) 141 -679.69 780.85 87.0 Pass T13 40 - 20 Leg Trylon 2.75 (18x24) 150 -751.10 780.85 96.2 Pass T14 20 - 0 Leg Trylon 3.00 (18x24) 159 -813.33 940.35 86.5 Pass T1 245 - 240 Diagonal L2 1/2x2 1/2x1/4 11 -5.14 34.97 14.7 Pass T2 240 - 220 Diagonal L2 1/2x2 1/2x1/4 23 -7.69 34.97 22.0 Pass T3 220 - 210 Diagonal L3x3x1/4 53 -10.25 37.04 27.7 Pass T4 210 - 200 Diagonal L3x3x1/4 62 -12.65 34.12 37.1 Pass T5 200 - 180 Diagonal L3x3x1/4 71 -15.16 28.29 53.6 Pass T6 180 - 160 Diagonal L3 1/2x3 1/2x1/4 92 -17.34 38.26 45.3 Pass T7 160 - 140 Diagonal L5x5x3/8 101 -29.45 61.84 47.6 Pass T8 140 - 120 Diagonal L5x5x3/8 111 -26.72 56.86 47.0 Pass T9 120 - 100 Diagonal L5x5x3/8 119 -31.07 52.19 59.5 Pass T10 100 - 80 Diagonal L5x5x3/8 128 -30.17 47.86 63.0 Pass T11 80 - 60 Diagonal L5x5x3/8 137 -31.28 43.87 71.3 Pass T12 60 - 40 Diagonal L5x5x3/8 146 -33.35 40.23 82.9 Pass T13 40 - 20 Diagonal L5x5x3/8 156 -30.95 36.93 83.8 Pass T14 20 - 0 Diagonal L6x6x7/16 164 -39.20 64.49 60.8 Pass T1 245 - 240 Top Girt L6x6x7/16 4 1.74 182.41 1.0 Pass T2 240 - 220 Top Girt L6x6x7/16 17 -1.20 163.15 0.7 Pass T3 220 - 210 Top Girt L3x3x1/4 47 -1.54 38.68 4.0 Pass Summary Leg (T13) 96.2 Pass Diagonal (T13) 83.8 Pass Top Girt (T3) 4.0 Pass Bolt Checks 93.9 Pass RATING = 96.2 Pass August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 40 tnxTower Report - version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING BUSINESS UNIT: 800642 TOWER ID: C_BASELEVEL August 09, 2021 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 406642, Order 569458, Revision 3 Page 41 tnxTower Report - version 8.1.1.0 APPENDIX C ADDITIONAL CALCULATIONS Self Support Anchor Rod Capacity *TIA-222-H Section 15.5 Applied Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (6) 2" ø bolts (2" Williams Tie-Rods N; Fy=81 ksi, Fu=105 ksi) Pu_t = 125.3 φPn_t = 196.88 Stress Rating l ar (in):0.875 Vu = 13.86 φVn = 123.7 60.6% Mu = n/a φMn = n/a Pass Uplift 751.78 83.14 Total Eccentricity (in)0.000 Connection Properties Analysis Results Axial Force (kips) 851.46 Shear Force (kips) 93.33 Considered Eccentricity Leg Mod Eccentricity (in)0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in)0.000 Comp. Applied Loads Iar (in) 0.875 Grout Considered:Yes Site Info BU # 800642 Site Name FL West Midway CCI 800642 Order # 569458 Rev. 3 Analysis Considerations TIA-222 Revision H Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Analysis Date: 8/9/2021CCIplate - Version 4.1.2 Footing Parameters Ultimate Gross Bearing Capacity =15.27 ksf 49.17 ft 6.00 ft Deep Round Soil Parameters 0.052 kcf 0.00 ksf 28.00 deg 27.00 Factors Nc:25.8 Nq:8.0 Nγ:11.3 Modifiers Sc:1.3 Sγ:0.6 Type, J: Width, W: Depth, D: Blows per foot @ Subgrade, N: Phi Angle, Φ: Cohesion, Co: Unit Weight, γ: Terzaghi's Equation for Bearing Capacity Site Name: BU #: Foundation Type, T: App. Name:569458 Rev. 3 FL West Midway CCI 800642 800642 Terzaghi Bearing Version 1.3 Effective Date: 6/26/09 Report File: TIA-222 Revison: Tower Type:Check Pier Capacity only at location of Max Moment?No Location: Soil Lateral Check Compression Uplift Comp.Uplift 27.00 27.00 0 0 15.05 16.90 851.46 751.78 1693.12 1508.26 93.33 83.14 8.4%7.5% Soil Vertical Check Compression Uplift Go to Soil Calculations 660.56 660.56 3 ksi 323.81 - 60 ksi 163.06 122.29 60 ksi 984.37 782.85 1014.52 751.78 98.2%91.5% 49.17 ft Reinforced Concrete Flexure Compression Uplift 0.83 ft 28.08 23.40 1687.62 1455.68 4550.68 2174.61 6 ft 35.3%63.8% 27 25 Reinforced Concrete Shear Compression Uplift 9 0.00 0.00 2.9 in 93.33 83.14 4 655.33 238.39 in 13.6%33.2% Shear-Friction Methodology is Applied in *Rating per TIA-222-H Section 15.5 6 # of Layers 8 121 FALSE 1 0 3 3 110 150 0 0 0.000 0.000 FALSE 2 3 5 2 110 150 0 29 0.216 0.216 6 FALSE 3 5 6 1 106 150 1 0 0.550 0.550 FALSE 4 6 12 6 43.6 87.6 1 0 0.550 0.550 FALSE 5 12 17 5 44.6 87.6 0 29 0.338 0.338 5 FALSE 6 17 22.5 5.5 43.6 87.6 1 0 0.550 0.550 FALSE 7 22.5 40 17.5 51.6 87.6 0 42 1.37 1.37 18 FALSE 8 40 49.17 9.17 51.6 87.6 0 42 1.51 1.51 15.27 27 C:\Users\kul95229\Desktop\Aditya\Jobs\2021\August\08-09-2021\800642_Phase 3793 Sagar Verification\800642.1965397 - TSA\Structural\800642.1965397 Structural Analysis.eri.rtf 63.8%Structural Foundation Rating* Total Capacity (kips) N/A Analysis Results Rebar Size Pier Section 1 Check Limitation Apply TIA-222-H Section 15.5: Additional Longitudinal Rebar Shear Design Options Check Shear along Depth of Pier: Utilize Shear-Friction Methodology: Override Critical Depth: Dv=0 (ft from TOC) Soil Safety Factor Max Moment (kip-ft) Rating* Ext. Above Grade Critical Moment (kip-ft) Critical Moment Capacity Rating* From 0.83' above grade to 49.17' below grade Rebar Size Clear Cover to Ties Tie Size Input Effective Depths (else Actual): Critical Depth (ft from TOC) 98.2%Soil Interaction Rating* Rebar 2, Fy Override (ksi) Rebar 3, Fy Override (ksi) Depth Cohesionless Layer Top (ft)Bottom (ft)Thickness (ft) Groundwater Depth Cohesion (ksf) Angle of Friction (degrees) Cohesionless Ultimate Skin Friction Uplift Override (ksf) Critical Shear Capacity Rating* Skin Friction (kips) Weight of Concrete (kips) Rating* Critical Shear (kip) End Bearing (kips) Axial (kips) Critical Depth (ft from TOC) Calculated Ultimate Skin Friction Uplift (ksf) Calculated Ultimate Skin Friction Comp (ksf) Ultimate Skin Friction Comp Override (ksf) Soil Profile Soil TypeSPT Blow Count Ult. Gross Bearing Capacity (ksf) γsoil (pcf) γconcrete (pcf) Cohesive Cohesionless Cohesive Cohesionless Cohesive Cohesionless Drilled Pier Foundation BU # : Site Name: Order Number: Self Support Applied Loads Material Properties Pier Design Data H 800642 FL West Midway CCI 569458 Re. 3 Moment (kip-ft) Axial Force (kips) Shear Force (kips) Concrete Strength, f'c: Rebar Strength, Fy: Tie Yield Strength, Fyt: Pier Diameter Rebar Quantity Rebar Cage Diameter Rebar Quantity Tie Spacing Rebar & Pier Options Embedded Pole Inputs Belled Pier Inputs Version 5.0.3 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:18.55 ft (NAVD 88) Latitude: Longitude: 27.381472 -80.496778 Wind Results: Wind Speed: 154 Vmph 10-year MRI 86 Vmph 25-year MRI 105 Vmph 50-year MRI 117 Vmph 100-year MRI 128 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Aug 03 2021 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.12.3. Page 1 of 3https://asce7hazardtool.online/Tue Aug 03 2021 *VUlt = 155mph per jurisdictional requirement SS : 0.051 S1 : 0.028 F a : 1.6 F v : 2.4 SMS : 0.081 SM1 : 0.067 SDS : 0.054 SD1 : 0.044 T L : 8 PGA : 0.024 PGA M : 0.038 F PGA : 1.6 Ie : 1 C v : 0.7 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Default (see Section 11.4.3) A Data Accessed: Date Source: Tue Aug 03 2021 USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Tue Aug 03 2021 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Tue Aug 03 2021 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Tue Aug 03 2021