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HomeMy WebLinkAbout873711 Passing SAtnxTower Report - version 8.0.5.0 Date: May 2, 2019 Timothy Liebrock Black & Veatch Corp. Crown Castle 6800 W. 115th St., Suite 2292 2000 Corporate Drive Overland Park, KS 66211 Canonsburg, PA 15317 (913) 458-6909 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: MW07212A Crown Castle Designation: Crown Castle BU Number: 873711 Crown Castle Site Name: Carmel-Springmill Crown Castle JDE Job Number: 547000 Crown Castle Work Order Number: 1730867 Rev. 1 Crown Castle Order Number: 470484 Rev. 0 Engineering Firm Designation: Black & Veatch Corp. Project Number: 400087 Site Data: 635 W 131st St., Carmel, Hamilton County, IN Latitude 39° 58' 37.2'', Longitude -86° 10' 10.5'' 123.875 Foot - Monopole Tower Dear Timothy Liebrock, This “Structural Analysis Report” is to determine the ability of the carrier to install their proposed equipment prior to the completion of the required tower modifications. This analysis follows the methodology presented in Section 6.0 of the SEI/ASCE 37, Design Loads on Structures During Construction. 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 115 mph as required by the 2012 International Building Code with a 0.80 Construction Duration Factor applied to the windspeed per SEI/ASCE 37. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Brandon O’Sullivan Respectfully submitted by: Riley, Joshua J, P.E. Professional Engineer 05/02/2019 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 2 tnxTower Report - version 8.0.5.0 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 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 3 tnxTower Report - version 8.0.5.0 1) INTRODUCTION This tower is a 123.875 ft Monopole tower designed by Engineered Endeavors, Inc. The tower has been modified per reinforcement drawings prepared by Paul J. Ford & Company in March of 2009. Reinforcement consists of installation of base plate stiffeners. This modification is considered effective per the Modification Inspection Report by Paul J. Ford & Company in September of 2010. The tower was later modified per reinforcement drawings prepared by Crown Castle in August of 2014. Reinforcement consists of addition of reinforcement plates at elevation 2.0’ – 78.1’ and the installation of transition stiffeners at the base. This modification is considered effective per the Modification Inspection Report by Tower Engineering Professionals, Inc. in March of 2015. The tower was later modified per reinforcement drawings prepared by GPD Group, Inc in July of 2017. Reinforcement consists of the addition of anchor rods to the base. This modification is considered effective per the Modification Inspection Report by Tower Engineering Professionals, Inc. in November of 2017. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 115 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 2 in Wind Speed with Ice: 40 mph 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) 110.0 110.0 1 cci tower mounts Side Arm Mount [SO 102-3] 6 1 1-1/4 1-3/5 3 commscope FFHH-65C-R3 w/ Mount Pipe 3 nokia AHLOA 3 nokia FHFB 3 nokia FRIG 1 raycap ASU9338TYP01 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) 120.0 123.0 3 commscope CBC78T-DS-43-2X 6 2 7/8 2 6 commscope JAHH-65C-R3B w/ Mount Pipe 3 commscope NHH-65C-R2B w/ Mount Pipe 3 commscope miscl BSAMNT-SBS-2-2 Side By Side Bracket 3 ericsson RADIO 4449 B13/B5 6 ericsson RADIO 8843 B2/B66A 3 ericsson RRUS 12 B4 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 4 tnxTower Report - version 8.0.5.0 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 2 raycap RHSDC-6627-PF-48 120.0 1 tower mounts C10857007C 12' EHD V-Booms w/ Work Platforms 101.0 101.0 1 cci tower mounts Miscellaneous [NA 507-1] 3 1 1-1/2 2 1 cci tower mounts Platform Mount [LP 303-1] 3 kmw communications ET-X-TS-70-16-62-18-iR-RD w/ Mount Pipe 3 kmw communications ET-X-WM-18-65-8P w/ Mount Pipe 3 samsung telecommunications 2.5GHz 8T8R RRH 3 samsung telecommunications RRH-C2A w/EXT FILTER 3 samsung telecommunications RRH-P4 90.0 90.0 1 cci tower mounts Side Arm Mount [SO 102-3] - - 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Devine Engineering Inc. 1348387 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS Engineered Endeavors, Inc. 1348494 CCISITES 4-TOWER MANUFACTURER DRAWINGS Engineered Endeavors, Inc. 1348479 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA Paul J. Ford & Company 2399926 CCISITES 4-POST-MODIFICATION INSPECTION Paul J. Ford & Company 2727632 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA Crown Castle 5225161 CCISITES 4-POST-MODIFICATION INSPECTION Tower Engineering Professionals, Inc. 5606027 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA GPD Group, Inc. 6986362 CCISITES 4-POST-MODIFICATION INSPECTION Tower Engineering Professionals, Inc. 7228061 CCISITES 3.1) Analysis Method tnxTower (version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 5 tnxTower Report - version 8.0.5.0 tnxTower was used to determine the loads on the modified structure. Additional calculations were performed to determine the stresses in the pole and in the reinforcing elements. These calculations are presented in Appendix C. 3.2) Assumptions 1) Tower and structures were built and maintained in accordance with the manufacturer’s specifications. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) This analysis was performed under the assumption that all information provided to Black & Veatch is current and correct. This is to include site data, appurtenance loading, tower/foundation details, and geotechnical data. The loading on the structure is based on CAD level drawings and carrier orders provided by the owner. If any of this information is not current and correct, this report should be considered obsolete and further analysis will be required. 4) The wind loading EPA of the panel antennas has been analyzed and determined by the tower owner. Verification of its accuracy is outside the scope of this structural analysis/design. Black & Veatch does not assume any responsibility for its accuracy. 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. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) (Monopole Tower) Elevation (ft) Component Type Size Critical Element % Capacity Pass / Fail 123.88 - 118.88 Pole TP13.751x13x0.1875 Pole 7.6% Pass 118.88 - 113.88 Pole TP14.502x13.751x0.1875 Pole 17.2% Pass 113.88 - 108.88 Pole TP15.253x14.502x0.1875 Pole 26.2% Pass 108.88 - 103.88 Pole TP16.005x15.253x0.1875 Pole 35.8% Pass 103.88 - 98.88 Pole TP16.756x16.005x0.1875 Pole 45.6% Pass 98.88 - 93.88 Pole TP17.507x16.756x0.1875 Pole 55.4% Pass 93.88 - 88.88 Pole TP18.258x17.507x0.1875 Pole 63.8% Pass 88.88 - 86.32 Pole TP19.076x18.258x0.1875 Pole 67.9% Pass 86.32 - 81.32 Pole TP19.004x18.267x0.25 Pole 58.2% Pass 81.32 - 77.08 Pole TP19.629x19.004x0.25 Pole 61.8% Pass 77.08 - 76.83 Pole TP19.665x19.629x0.25 Pole 62.1% Pass 76.83 - 71.83 Pole TP20.402x19.665x0.25 Pole 65.8% Pass 71.83 - 70.08 Pole TP20.66x20.402x0.25 Pole 67.0% Pass 70.08 - 69.83 Pole + Reinf. TP20.697x20.66x0.7 Reinf. 2 Tension Rupture 48.0% Pass 69.83 - 69.08 Pole + Reinf. TP20.808x20.697x0.6875 Reinf. 2 Tension Rupture 48.5% Pass 69.08 - 68.83 Pole + Reinf. TP20.845x20.808x0.525 Reinf. 1 Tension Rupture 50.7% Pass 68.83 - 63.83 Pole + Reinf. TP21.582x20.845x0.5125 Reinf. 1 Tension Rupture 54.1% Pass 63.83 - 58.83 Pole + Reinf. TP22.319x21.582x0.5 Reinf. 1 Tension Rupture 57.2% Pass May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 6 tnxTower Report - version 8.0.5.0 58.83 - 53.83 Pole + Reinf. TP23.056x22.319x0.4875 Reinf. 1 Tension Rupture 60.2% Pass 53.83 - 48.83 Pole + Reinf. TP23.793x23.056x0.475 Reinf. 1 Tension Rupture 63.0% Pass 48.83 - 48.65 Pole + Reinf. TP24.342x23.793x0.475 Reinf. 1 Tension Rupture 63.1% Pass 48.65 - 43.65 Pole + Reinf. TP24.058x23.32x0.5375 Reinf. 1 Tension Rupture 60.4% Pass 43.65 - 38.65 Pole + Reinf. TP24.796x24.058x0.5375 Reinf. 1 Tension Rupture 62.5% Pass 38.65 - 33.65 Pole + Reinf. TP25.534x24.796x0.525 Reinf. 1 Tension Rupture 64.4% Pass 33.65 - 28.65 Pole + Reinf. TP26.272x25.534x0.5125 Reinf. 1 Tension Rupture 66.3% Pass 28.65 - 23.65 Pole + Reinf. TP27.01x26.272x0.5125 Reinf. 1 Tension Rupture 68.0% Pass 23.65 - 18.65 Pole + Reinf. TP27.748x27.01x0.5125 Reinf. 1 Tension Rupture 69.5% Pass 18.65 - 13.65 Pole + Reinf. TP28.486x27.748x0.5 Reinf. 1 Tension Rupture 71.0% Pass 13.65 - 8.65 Pole + Reinf. TP29.224x28.486x0.5 Reinf. 1 Tension Rupture 72.3% Pass 8.65 - 4 Pole + Reinf. TP29.91x29.224x0.4875 Reinf. 1 Tension Rupture 73.5% Pass 4 - 3.75 Pole TP29.947x29.91x0.3125 Pole 75.2% Pass 3.75 - 2.58 Pole TP30.119x29.947x0.3125 Pole 75.4% Pass 2.58 - 2.33 Pole TP30.156x30.119x0.3125 Pole 75.4% Pass 2.33 - 0 Pole + Reinf. TP30.5x30.156x0.5375 Reinf. 3 Tension Yield 63.3% Pass Summary Pole 75.4% Pass Reinforcement 73.5% Pass Overall 75.4% Pass Table 5 - Tower Component Stresses vs. Capacity (Monopole Tower) – LC7 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 49.1 Pass Additional Anchor Rods 40.3 Pass Base Plate 66.0 Pass 1 Base Foundation 0 65.1 Pass Base Foundation Soil Interaction 39.9 Pass Structure Rating (max from all components) = 75.4% Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. Rating per TIA-222-H Section 15.5. May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 7 tnxTower Report - version 8.0.5.0 4.1) Recommendations We have reviewed the structural integrity of the tower per Section 6.0 of the SEI/ASCE 37, Design Loads on Structures During Construction, with a Duration Factor of 0.80 on wind speed and have determined the tower stress level for the structure and foundation to have sufficient capacity for up to one year. It is there for acceptable for the carrier to install their proposed appurtenances provided the required construction is completed within one year of the antenna installation. May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 8 tnxTower Report - version 8.0.5.0 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: Carmel-Springmill (BU#873711) Project: 400087 (873711.1730867) Client: Crown Castle Drawn by: Brandon D. O'Sullivan App'd: Code: TIA-222-H Date: 05/02/19 Scale: NTS Path: C:\Users\osu93619\Desktop\873711.1730867 Rev. 1- TSA\Structural\873711.1730867 Rev. 1 IBM Structural Analysis Modified.eri Dwg No. E-1 123.9 ft 118.9 ft 113.9 ft 108.9 ft 103.9 ft 98.9 ft 93.9 ft 88.9 ft 83.4 ft 81.3 ft 77.1 ft 71.8 ft 70.1 ft 68.8 ft 63.8 ft 58.8 ft 53.8 ft 48.8 ft 45.1 ft 43.6 ft 38.6 ft 33.6 ft 28.6 ft 23.6 ft 18.6 ft 13.6 ft 8.6 ft 4.0 ft 2.6 ft 0.0 ft REACTIONS - 92 mph WIND TORQUE 0 kip-ft 12 K SHEAR 1078 kip-ft MOMENT 27 K AXIAL 40 mph WIND - 2.0000 in ICE TORQUE 0 kip-ft 3 K SHEAR 386 kip-ft MOMENT 54 K AXIAL ARE FACTORED ALL REACTIONS Section12345678910111213141516171819202122232425262728293031323334 Length (ft)5.005.005.005.005.005.005.005.445.004.230.255.001.750.250.750.255.005.005.005.003.735.005.005.005.005.005.005.005.004.650.251.170.252.33 Number of Sides18181818181818181818181818181818181818181818181818181818181818181818 Thickness (in)0.18750.18750.18750.18750.18750.18750.18750.18750.25000.25000.25000.25000.25000.70000.68750.52500.51250.50000.48750.47500.47500.53750.53750.52500.51250.51250.51250.50000.50000.48750.31250.31250.31250.5375 Socket Length (ft)2.893.54 Top Dia (in)13.000013.751214.502315.253516.004616.755817.507018.258118.267319.004319.628619.665420.402420.660420.697220.807820.844721.581722.318723.055723.792823.320324.058324.796225.534226.272127.010127.748028.486029.224029.909629.946530.118830.1557 Bot Dia (in)13.751214.502315.253516.004616.755817.507018.258119.075819.004319.628619.665420.402420.660420.697220.807820.844721.581722.318723.055723.792824.342424.058324.796225.534226.272127.010127.748028.486029.224029.909629.946530.118830.155730.5000 GradeA572-65 Weight (K)0.10.10.10.20.20.20.20.20.20.20.00.30.10.00.10.00.60.60.60.60.50.70.70.70.70.70.80.80.80.70.00.10.00.412.4MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Hamilton County, Indiana. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 92 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 40 mph basic wind with 2.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TIA-222-H Annex S May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 9 tnxTower Report - version 8.0.5.0 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: 1) Tower is located in Hamilton County, Indiana. 2) Tower base elevation above sea level: 861.00 ft. 3) Basic wind speed of 92 mph. 4) Risk Category II. 5) Exposure Category C. 6) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7) Topographic Category: 1. 8) Crest Height: 0.00 ft. 9) Nominal ice thickness of 2.0000 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56 pcf. 12) A wind speed of 40 mph is used in combination with ice. 13) Temperature drop of 50 °F. 14) Deflections calculated using a wind speed of 60 mph. 15) TIA-222-H Annex S. 16) A non-linear (P-delta) analysis was used. 17) Pressures are calculated at each section. 18) Stress ratio used in pole design is 1.05. 19) Tower analysis based on target reliabilities in accordance with Annex S. 20) Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) = 0.85. 21) 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 Tapered Pole Section Geometry Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 10 tnxTower Report - version 8.0.5.0 Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade L1 123.88-118.88 5.00 0.00 18 13.0000 13.7512 0.1875 0.7500 A572-65 (65 ksi) L2 118.88-113.88 5.00 0.00 18 13.7512 14.5023 0.1875 0.7500 A572-65 (65 ksi) L3 113.88-108.88 5.00 0.00 18 14.5023 15.2535 0.1875 0.7500 A572-65 (65 ksi) L4 108.88-103.88 5.00 0.00 18 15.2535 16.0046 0.1875 0.7500 A572-65 (65 ksi) L5 103.88-98.88 5.00 0.00 18 16.0046 16.7558 0.1875 0.7500 A572-65 (65 ksi) L6 98.88-93.88 5.00 0.00 18 16.7558 17.5070 0.1875 0.7500 A572-65 (65 ksi) L7 93.88-88.88 5.00 0.00 18 17.5070 18.2581 0.1875 0.7500 A572-65 (65 ksi) L8 88.88-83.43 5.44 2.89 18 18.2581 19.0758 0.1875 0.7500 A572-65 (65 ksi) L9 83.43-81.32 5.00 0.00 18 18.2673 19.0043 0.2500 1.0000 A572-65 (65 ksi) L10 81.32-77.08 4.23 0.00 18 19.0043 19.6286 0.2500 1.0000 A572-65 (65 ksi) L11 77.08-76.83 0.25 0.00 18 19.6286 19.6654 0.2500 1.0000 A572-65 (65 ksi) L12 76.83-71.83 5.00 0.00 18 19.6654 20.4024 0.2500 1.0000 A572-65 (65 ksi) L13 71.83-70.08 1.75 0.00 18 20.4024 20.6604 0.2500 1.0000 A572-65 (65 ksi) L14 70.08-69.83 0.25 0.00 18 20.6604 20.6972 0.7000 2.8000 A572-65 (65 ksi) L15 69.83-69.08 0.75 0.00 18 20.6972 20.8078 0.6875 2.7500 A572-65 (65 ksi) L16 69.08-68.83 0.25 0.00 18 20.8078 20.8447 0.5250 2.1000 A572-65 (65 ksi) L17 68.83-63.83 5.00 0.00 18 20.8447 21.5817 0.5125 2.0500 A572-65 (65 ksi) L18 63.83-58.83 5.00 0.00 18 21.5817 22.3187 0.5000 2.0000 A572-65 (65 ksi) L19 58.83-53.83 5.00 0.00 18 22.3187 23.0557 0.4875 1.9500 A572-65 (65 ksi) L20 53.83-48.83 5.00 0.00 18 23.0557 23.7928 0.4750 1.9000 A572-65 (65 ksi) L21 48.83-45.10 3.73 3.54 18 23.7928 24.3424 0.4750 1.9000 A572-65 (65 ksi) L22 45.10-43.65 5.00 0.00 18 23.3203 24.0583 0.5375 2.1500 A572-65 (65 ksi) L23 43.65-38.65 5.00 0.00 18 24.0583 24.7962 0.5375 2.1500 A572-65 (65 ksi) L24 38.65-33.65 5.00 0.00 18 24.7962 25.5342 0.5250 2.1000 A572-65 (65 ksi) L25 33.65-28.65 5.00 0.00 18 25.5342 26.2721 0.5125 2.0500 A572-65 (65 ksi) L26 28.65-23.65 5.00 0.00 18 26.2721 27.0101 0.5125 2.0500 A572-65 (65 ksi) L27 23.65-18.65 5.00 0.00 18 27.0101 27.7480 0.5125 2.0500 A572-65 (65 ksi) L28 18.65-13.65 5.00 0.00 18 27.7480 28.4860 0.5000 2.0000 A572-65 (65 ksi) L29 13.65-8.65 5.00 0.00 18 28.4860 29.2240 0.5000 2.0000 A572-65 (65 ksi) L30 8.65-4.00 4.65 0.00 18 29.2240 29.9096 0.4875 1.9500 A572-65 (65 ksi) L31 4.00-3.75 0.25 0.00 18 29.9096 29.9465 0.3125 1.2500 A572-65 (65 ksi) L32 3.75-2.58 1.17 0.00 18 29.9465 30.1188 0.3125 1.2500 A572-65 (65 ksi) L33 2.58-2.33 0.25 0.00 18 30.1188 30.1557 0.3125 1.2500 A572-65 (65 ksi) L34 2.33-0.00 2.33 18 30.1557 30.5000 0.5375 2.1500 A572-65 (65 ksi) May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 11 tnxTower Report - version 8.0.5.0 Tapered Pole Properties Section Tip Dia. in Area in2 I in4 r in C in I/C in3 J in4 It/Q in2 w in w/t L1 13.1716 7.6250 158.1420 4.5484 6.6040 23.9464 316.4921 3.8132 1.9580 10.443 13.9344 8.0721 187.6188 4.8151 6.9856 26.8580 375.4845 4.0368 2.0902 11.148 L2 13.9344 8.0721 187.6188 4.8151 6.9856 26.8580 375.4845 4.0368 2.0902 11.148 14.6971 8.5191 220.5482 5.0818 7.3672 29.9366 441.3867 4.2604 2.2224 11.853 L3 14.6971 8.5191 220.5482 5.0818 7.3672 29.9366 441.3867 4.2604 2.2224 11.853 15.4599 8.9661 257.1214 5.3484 7.7488 33.1822 514.5810 4.4839 2.3546 12.558 L4 15.4599 8.9661 257.1214 5.3484 7.7488 33.1822 514.5810 4.4839 2.3546 12.558 16.2226 9.4132 297.5294 5.6151 8.1304 36.5949 595.4504 4.7075 2.4868 13.263 L5 16.2226 9.4132 297.5294 5.6151 8.1304 36.5949 595.4504 4.7075 2.4868 13.263 16.9854 9.8602 341.9637 5.8817 8.5119 40.1745 684.3774 4.9310 2.6190 13.968 L6 16.9854 9.8602 341.9637 5.8817 8.5119 40.1745 684.3774 4.9310 2.6190 13.968 17.7481 10.3072 390.6153 6.1484 8.8935 43.9212 781.7446 5.1546 2.7512 14.673 L7 17.7481 10.3072 390.6153 6.1484 8.8935 43.9212 781.7446 5.1546 2.7512 14.673 18.5109 10.7543 443.6756 6.4151 9.2751 47.8350 887.9350 5.3782 2.8834 15.378 L8 18.5109 10.7543 443.6756 6.4151 9.2751 47.8350 887.9350 5.3782 2.8834 15.378 19.3412 11.2409 506.6689 6.7053 9.6905 52.2851 1014.0045 5.6215 3.0273 16.146 L9 18.9424 14.2967 586.3470 6.3961 9.2798 63.1853 1173.4656 7.1497 2.7750 11.1 19.2589 14.8816 661.2868 6.6578 9.6542 68.4973 1323.4438 7.4422 2.9048 11.619 L10 19.2589 14.8816 661.2868 6.6578 9.6542 68.4973 1323.4438 7.4422 2.9048 11.619 19.8928 15.3769 729.5396 6.8794 9.9713 73.1639 1460.0392 7.6899 3.0146 12.059 L11 19.8928 15.3769 729.5396 6.8794 9.9713 73.1639 1460.0392 7.6899 3.0146 12.059 19.9302 15.4061 733.7095 6.8925 9.9900 73.4442 1468.3844 7.7045 3.0211 12.084 L12 19.9302 15.4061 733.7095 6.8925 9.9900 73.4442 1468.3844 7.7045 3.0211 12.084 20.6786 15.9910 820.4782 7.1541 10.3644 79.1628 1642.0360 7.9970 3.1508 12.603 L13 20.6786 15.9910 820.4782 7.1541 10.3644 79.1628 1642.0360 7.9970 3.1508 12.603 20.9405 16.1956 852.3905 7.2457 10.4955 81.2150 1705.9026 8.0994 3.1962 12.785 L14 20.8711 44.3480 2232.2859 7.0859 10.4955 212.6902 4467.5090 22.1782 2.4042 3.435 20.9085 44.4299 2244.6725 7.0990 10.5142 213.4896 4492.2985 22.2192 2.4107 3.444 L15 20.9105 43.6638 2208.7258 7.1035 10.5142 210.0707 4420.3579 21.8360 2.4327 3.538 21.0227 43.9050 2245.5381 7.1427 10.5704 212.4372 4494.0310 21.9567 2.4522 3.567 L16 21.0478 33.7982 1756.6587 7.2004 10.5704 166.1872 3515.6289 16.9023 2.7382 5.216 21.0852 33.8597 1766.2510 7.2135 10.5891 166.7992 3534.8260 16.9330 2.7447 5.228 L17 21.0872 33.0738 1727.3813 7.2179 10.5891 163.1285 3457.0356 16.5400 2.7667 5.398 21.8355 34.2727 1922.1218 7.4796 10.9635 175.3202 3846.7727 17.1396 2.8964 5.651 L18 21.8375 33.4566 1878.5804 7.4840 10.9635 171.3487 3759.6326 16.7315 2.9184 5.837 22.5859 34.6263 2082.5769 7.7456 11.3379 183.6828 4167.8941 17.3164 3.0481 6.096 L19 22.5878 33.7800 2034.0043 7.7501 11.3379 179.3987 4070.6851 16.8932 3.0701 6.298 23.3362 34.9204 2247.0424 8.0117 11.7123 191.8531 4497.0414 17.4635 3.1998 6.564 L20 23.3381 34.0438 2193.0659 8.0162 11.7123 187.2445 4389.0175 17.0252 3.2218 6.783 24.0865 35.1550 2414.8934 8.2778 12.0867 199.7973 4832.9644 17.5808 3.3515 7.056 L21 24.0865 35.1550 2414.8934 8.2778 12.0867 199.7973 4832.9644 17.5808 3.3515 7.056 24.6446 35.9837 2589.7230 8.4729 12.3659 209.4239 5182.8537 17.9953 3.4483 7.259 L22 24.1280 38.8681 2548.8612 8.0879 11.8467 215.1531 5101.0763 19.4377 3.1584 5.876 24.3465 40.1271 2804.6485 8.3499 12.2216 229.4827 5612.9875 20.0673 3.2883 6.118 L23 24.3465 40.1271 2804.6485 8.3499 12.2216 229.4827 5612.9875 20.0673 3.2883 6.118 25.0958 41.3860 3077.0005 8.6119 12.5965 244.2744 6158.0497 20.6969 3.4181 6.359 L24 25.0978 40.4444 3010.0906 8.6163 12.5965 238.9627 6024.1420 20.2260 3.4401 6.553 25.8471 41.6741 3293.0829 8.8783 12.9714 253.8732 6590.4988 20.8410 3.5700 6.8 L25 25.8490 40.7022 3219.4988 8.8827 12.9714 248.2004 6443.2338 20.3549 3.5920 7.009 26.5984 41.9026 3512.8355 9.1447 13.3462 263.2077 7030.2933 20.9553 3.7219 7.262 L26 26.5984 41.9026 3512.8355 9.1447 13.3462 263.2077 7030.2933 20.9553 3.7219 7.262 27.3477 43.1030 3823.4698 9.4066 13.7211 278.6556 7651.9706 21.5556 3.8518 7.516 L27 27.3477 43.1030 3823.4698 9.4066 13.7211 278.6556 7651.9706 21.5556 3.8518 7.516 28.0970 44.3034 4151.8977 9.6686 14.0960 294.5442 8309.2586 22.1559 3.9817 7.769 L28 28.0990 43.2427 4056.2117 9.6731 14.0960 287.7560 8117.7606 21.6254 4.0037 8.007 28.8483 44.4138 4394.7777 9.9350 14.4709 303.6978 8795.3382 22.2111 4.1335 8.267 L29 28.8483 44.4138 4394.7777 9.9350 14.4709 303.6978 8795.3382 22.2111 4.1335 8.267 29.5976 45.5849 4751.6780 10.1970 14.8458 320.0695 9509.6083 22.7968 4.2634 8.527 L30 29.5996 44.4646 4638.9370 10.2014 14.8458 312.4754 9283.9781 22.2365 4.2854 8.791 30.2958 45.5256 4978.9949 10.4449 15.1941 327.6927 9964.5412 22.7671 4.4061 9.038 L31 30.3228 29.3567 3248.9539 10.5070 15.1941 213.8300 6502.1828 14.6811 4.7141 15.085 30.3603 29.3933 3261.1202 10.5201 15.2128 214.3663 6526.5315 14.6994 4.7206 15.106 L32 30.3603 29.3933 3261.1202 10.5201 15.2128 214.3663 6526.5315 14.6994 4.7206 15.106 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 12 tnxTower Report - version 8.0.5.0 Section Tip Dia. in Area in2 I in4 r in C in I/C in3 J in4 It/Q in2 w in w/t 30.5352 29.5641 3318.3139 10.5812 15.3003 216.8785 6640.9941 14.7849 4.7509 15.203 L33 30.5352 29.5641 3318.3139 10.5812 15.3003 216.8785 6640.9941 14.7849 4.7509 15.203 30.5727 29.6007 3330.6526 10.5943 15.3191 217.4186 6665.6878 14.8032 4.7574 15.224 L34 30.5380 50.5293 5600.1234 10.5145 15.3191 365.5652 11207.615 5 25.2695 4.3614 8.114 30.8876 51.1168 5797.7166 10.6367 15.4940 374.1911 11603.062 0 25.5632 4.4220 8.227 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 L1 123.88- 118.88 1 1 1 L2 118.88- 113.88 1 1 1 L3 113.88- 108.88 1 1 1 L4 108.88- 103.88 1 1 1 L5 103.88- 98.88 1 1 1 L6 98.88- 93.88 1 1 1 L7 93.88- 88.88 1 1 1 L8 88.88- 83.43 1 1 1 L9 83.43- 81.32 1 1 1 L10 81.32- 77.08 1 1 1 L11 77.08- 76.83 1 1 1 L12 76.83- 71.83 1 1 1 L13 71.83- 70.08 1 1 1 L14 70.08- 69.83 1 1 0.972901 L15 69.83- 69.08 1 1 0.98653 L16 69.08- 68.83 1 1 1.01426 L17 68.83- 63.83 1 1 1.0191 L18 63.83- 58.83 1 1 1.02558 L19 58.83- 53.83 1 1 1.03369 L20 53.83- 48.83 1 1 1.04343 L21 48.83- 45.10 1 1 1.04282 L22 45.10- 43.65 1 1 1.03555 L23 43.65- 38.65 1 1 1.02173 L24 38.65- 33.65 1 1 1.03224 L25 33.65- 28.65 1 1 1.04407 L26 28.65- 23.65 1 1 1.03198 L27 23.65- 18.65 1 1 1.02054 L28 18.65- 13.65 1 1 1.03448 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 13 tnxTower Report - version 8.0.5.0 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 L29 13.65- 8.65 1 1 1.02396 L30 8.65-4.00 1 1 1.04023 L31 4.00-3.75 1 1 1 L32 3.75-2.58 1 1 1 L33 2.58-2.33 1 1 1 L34 2.33-0.00 1 1 0.937909 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude From Torque Calculation Componen t Type Placement ft Total Number Number Per Row Start/En d Position Width or Diamete r in Perimete r in Weight plf ***** Safety Line 3/8 C No Surface Ar (CaAa) 123.88 - 10.00 1 1 -0.500 -0.490 0.3750 0.22 ***** 4 AWG(2) A No Surface Ar (CaAa) 101.00 - 3.00 1 1 0.206 0.289 2.0000 2.00 SPRINT NMP_HYBRID CABLE(1-1/2) A No Surface Ar (CaAa) 101.00 - 3.00 3 3 0.020 0.206 1.5000 1.00 ***** CCI-SFP-060100 A No Surface Af (CaAa) 72.08 - 2.00 1 1 0.167 0.167 6.0000 14.0000 0.00 CCI-SFP-060100 B No Surface Af (CaAa) 72.08 - 2.00 1 1 0.333 0.333 6.0000 14.0000 0.00 CCI-SFP-060100 C No Surface Af (CaAa) 72.08 - 2.00 1 1 0.167 0.167 6.0000 14.0000 0.00 ***** CCI-SFP-040075 A No Surface Af (CaAa) 78.08 - 68.08 1 1 -0.167 -0.167 4.0000 10.0000 0.00 CCI-SFP-040075 B No Surface Af (CaAa) 78.08 - 68.08 1 1 -0.167 -0.167 4.0000 10.0000 0.00 CCI-SFP-040075 C No Surface Af (CaAa) 78.08 - 68.08 1 1 0.000 0.000 4.0000 10.0000 0.00 ***** 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 ***** LDF5-50A(7/8) C No No Inside Pole 120.00 - 0.00 6 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.33 0.33 0.33 0.33 MLCH 12/24 LOW INDUCTION(2) C No No Inside Pole 120.00 - 0.00 2 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 3.04 3.04 3.04 3.04 ***** LDF6-50A(1-1/4) C No No Inside Pole 110.00 - 0.00 6 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.60 0.60 0.60 0.60 ASU9325TYP01(1 C No No Inside Pole 110.00 - 0.00 1 No Ice 0.00 1.61 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 14 tnxTower Report - version 8.0.5.0 Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf -3/5) 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 1.61 1.61 1.61 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 L1 123.88-118.88 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.188 0.000 0.000 0.000 0.00 0.00 0.01 L2 118.88-113.88 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.188 0.000 0.000 0.000 0.00 0.00 0.04 L3 113.88-108.88 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.188 0.000 0.000 0.000 0.00 0.00 0.05 L4 108.88-103.88 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.188 0.000 0.000 0.000 0.00 0.00 0.07 L5 103.88-98.88 A B C 0.000 0.000 0.000 0.000 0.000 0.000 1.381 0.000 0.188 0.000 0.000 0.000 0.01 0.00 0.07 L6 98.88-93.88 A B C 0.000 0.000 0.000 0.000 0.000 0.000 3.250 0.000 0.188 0.000 0.000 0.000 0.03 0.00 0.07 L7 93.88-88.88 A B C 0.000 0.000 0.000 0.000 0.000 0.000 3.250 0.000 0.188 0.000 0.000 0.000 0.03 0.00 0.07 L8 88.88-83.43 A B C 0.000 0.000 0.000 0.000 0.000 0.000 3.538 0.000 0.204 0.000 0.000 0.000 0.03 0.00 0.07 L9 83.43-81.32 A B C 0.000 0.000 0.000 0.000 0.000 0.000 1.374 0.000 0.079 0.000 0.000 0.000 0.01 0.00 0.03 L10 81.32-77.08 A B C 0.000 0.000 0.000 0.000 0.000 0.000 3.419 0.667 0.825 0.000 0.000 0.000 0.02 0.00 0.06 L11 77.08-76.83 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.329 0.167 0.176 0.000 0.000 0.000 0.00 0.00 0.00 L12 76.83-71.83 A B C 0.000 0.000 0.000 0.000 0.000 0.000 6.833 3.583 3.771 0.000 0.000 0.000 0.03 0.00 0.07 L13 71.83-70.08 A B C 0.000 0.000 0.000 0.000 0.000 0.000 4.054 2.917 2.982 0.000 0.000 0.000 0.01 0.00 0.02 L14 70.08-69.83 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.579 0.417 0.426 0.000 0.000 0.000 0.00 0.00 0.00 L15 69.83-69.08 A B C 0.000 0.000 0.000 0.000 0.000 0.000 1.737 1.250 1.278 0.000 0.000 0.000 0.00 0.00 0.01 L16 69.08-68.83 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.579 0.417 0.426 0.000 0.000 0.000 0.00 0.00 0.00 L17 68.83-63.83 A B C 0.000 0.000 0.000 0.000 0.000 0.000 8.750 5.500 5.688 0.000 0.000 0.000 0.03 0.00 0.07 L18 63.83-58.83 A B 0.000 0.000 0.000 0.000 8.250 5.000 0.000 0.000 0.03 0.00 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 15 tnxTower Report - version 8.0.5.0 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 5.188 0.000 0.07 L19 58.83-53.83 A B C 0.000 0.000 0.000 0.000 0.000 0.000 8.250 5.000 5.188 0.000 0.000 0.000 0.03 0.00 0.07 L20 53.83-48.83 A B C 0.000 0.000 0.000 0.000 0.000 0.000 8.250 5.000 5.188 0.000 0.000 0.000 0.03 0.00 0.07 L21 48.83-45.10 A B C 0.000 0.000 0.000 0.000 0.000 0.000 6.153 3.729 3.869 0.000 0.000 0.000 0.02 0.00 0.05 L22 45.10-43.65 A B C 0.000 0.000 0.000 0.000 0.000 0.000 2.406 1.458 1.513 0.000 0.000 0.000 0.01 0.00 0.02 L23 43.65-38.65 A B C 0.000 0.000 0.000 0.000 0.000 0.000 8.250 5.000 5.188 0.000 0.000 0.000 0.03 0.00 0.07 L24 38.65-33.65 A B C 0.000 0.000 0.000 0.000 0.000 0.000 8.250 5.000 5.188 0.000 0.000 0.000 0.03 0.00 0.07 L25 33.65-28.65 A B C 0.000 0.000 0.000 0.000 0.000 0.000 8.250 5.000 5.188 0.000 0.000 0.000 0.03 0.00 0.07 L26 28.65-23.65 A B C 0.000 0.000 0.000 0.000 0.000 0.000 8.250 5.000 5.188 0.000 0.000 0.000 0.03 0.00 0.07 L27 23.65-18.65 A B C 0.000 0.000 0.000 0.000 0.000 0.000 8.250 5.000 5.188 0.000 0.000 0.000 0.03 0.00 0.07 L28 18.65-13.65 A B C 0.000 0.000 0.000 0.000 0.000 0.000 8.250 5.000 5.188 0.000 0.000 0.000 0.03 0.00 0.07 L29 13.65-8.65 A B C 0.000 0.000 0.000 0.000 0.000 0.000 8.250 5.000 5.137 0.000 0.000 0.000 0.03 0.00 0.07 L30 8.65-4.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 7.666 4.646 4.646 0.000 0.000 0.000 0.02 0.00 0.06 L31 4.00-3.75 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.412 0.250 0.250 0.000 0.000 0.000 0.00 0.00 0.00 L32 3.75-2.58 A B C 0.000 0.000 0.000 0.000 0.000 0.000 1.655 1.167 1.167 0.000 0.000 0.000 0.00 0.00 0.02 L33 2.58-2.33 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.250 0.000 0.000 0.000 0.00 0.00 0.00 L34 2.33-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.333 0.333 0.333 0.000 0.000 0.000 0.00 0.00 0.03 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Sectio n Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 123.88-118.88 A B C 1.936 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.124 0.000 0.000 0.000 0.00 0.00 0.04 L2 118.88-113.88 A B C 1.928 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.116 0.000 0.000 0.000 0.00 0.00 0.07 L3 113.88-108.88 A B C 1.920 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.107 0.000 0.000 0.000 0.00 0.00 0.07 L4 108.88-103.88 A B 1.911 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 16 tnxTower Report - version 8.0.5.0 Tower Sectio n Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K C 0.000 0.000 2.099 0.000 0.09 L5 103.88-98.88 A B C 1.902 0.000 0.000 0.000 0.000 0.000 0.000 3.439 0.000 2.089 0.000 0.000 0.000 0.06 0.00 0.09 L6 98.88-93.88 A B C 1.892 0.000 0.000 0.000 0.000 0.000 0.000 8.070 0.000 2.080 0.000 0.000 0.000 0.13 0.00 0.09 L7 93.88-88.88 A B C 1.882 0.000 0.000 0.000 0.000 0.000 0.000 8.048 0.000 2.070 0.000 0.000 0.000 0.13 0.00 0.09 L8 88.88-83.43 A B C 1.871 0.000 0.000 0.000 0.000 0.000 0.000 8.733 0.000 2.241 0.000 0.000 0.000 0.14 0.00 0.10 L9 83.43-81.32 A B C 1.863 0.000 0.000 0.000 0.000 0.000 0.000 3.393 0.000 0.871 0.000 0.000 0.000 0.06 0.00 0.04 L10 81.32-77.08 A B C 1.856 0.000 0.000 0.000 0.000 0.000 0.000 7.668 0.903 2.633 0.000 0.000 0.000 0.12 0.01 0.09 L11 77.08-76.83 A B C 1.850 0.000 0.000 0.000 0.000 0.000 0.000 0.624 0.226 0.327 0.000 0.000 0.000 0.01 0.00 0.01 L12 76.83-71.83 A B C 1.844 0.000 0.000 0.000 0.000 0.000 0.000 12.812 4.851 6.882 0.000 0.000 0.000 0.19 0.06 0.16 L13 71.83-70.08 A B C 1.835 0.000 0.000 0.000 0.000 0.000 0.000 6.749 3.969 4.677 0.000 0.000 0.000 0.09 0.05 0.08 L14 70.08-69.83 A B C 1.833 0.000 0.000 0.000 0.000 0.000 0.000 0.964 0.567 0.668 0.000 0.000 0.000 0.01 0.01 0.01 L15 69.83-69.08 A B C 1.831 0.000 0.000 0.000 0.000 0.000 0.000 2.890 1.700 2.003 0.000 0.000 0.000 0.04 0.02 0.03 L16 69.08-68.83 A B C 1.830 0.000 0.000 0.000 0.000 0.000 0.000 0.963 0.567 0.667 0.000 0.000 0.000 0.01 0.01 0.01 L17 68.83-63.83 A B C 1.823 0.000 0.000 0.000 0.000 0.000 0.000 15.412 7.498 9.508 0.000 0.000 0.000 0.21 0.08 0.18 L18 63.83-58.83 A B C 1.809 0.000 0.000 0.000 0.000 0.000 0.000 14.691 6.809 8.805 0.000 0.000 0.000 0.20 0.07 0.16 L19 58.83-53.83 A B C 1.793 0.000 0.000 0.000 0.000 0.000 0.000 14.641 6.793 8.774 0.000 0.000 0.000 0.20 0.07 0.16 L20 53.83-48.83 A B C 1.777 0.000 0.000 0.000 0.000 0.000 0.000 14.587 6.777 8.741 0.000 0.000 0.000 0.20 0.07 0.16 L21 48.83-45.10 A B C 1.761 0.000 0.000 0.000 0.000 0.000 0.000 10.840 5.042 6.495 0.000 0.000 0.000 0.14 0.05 0.12 L22 45.10-43.65 A B C 1.751 0.000 0.000 0.000 0.000 0.000 0.000 4.240 1.972 2.540 0.000 0.000 0.000 0.06 0.02 0.05 L23 43.65-38.65 A B C 1.738 0.000 0.000 0.000 0.000 0.000 0.000 14.461 6.738 8.663 0.000 0.000 0.000 0.19 0.07 0.16 L24 38.65-33.65 A B C 1.715 0.000 0.000 0.000 0.000 0.000 0.000 14.388 6.715 8.618 0.000 0.000 0.000 0.19 0.07 0.16 L25 33.65-28.65 A B C 1.690 0.000 0.000 0.000 0.000 0.000 0.000 14.305 6.690 8.568 0.000 0.000 0.000 0.18 0.07 0.16 L26 28.65-23.65 A B C 1.661 0.000 0.000 0.000 0.000 0.000 0.000 14.210 6.661 8.509 0.000 0.000 0.000 0.18 0.07 0.15 L27 23.65-18.65 A B 1.626 0.000 0.000 0.000 0.000 14.097 6.626 0.000 0.000 0.18 0.06 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 17 tnxTower Report - version 8.0.5.0 Tower Sectio n Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K C 0.000 0.000 8.439 0.000 0.15 L28 18.65-13.65 A B C 1.583 0.000 0.000 0.000 0.000 0.000 0.000 13.956 6.583 8.353 0.000 0.000 0.000 0.17 0.06 0.15 L29 13.65-8.65 A B C 1.525 0.000 0.000 0.000 0.000 0.000 0.000 13.769 6.525 7.774 0.000 0.000 0.000 0.16 0.06 0.14 L30 8.65-4.00 A B C 1.441 0.000 0.000 0.000 0.000 0.000 0.000 12.540 5.985 5.985 0.000 0.000 0.000 0.14 0.05 0.11 L31 4.00-3.75 A B C 1.372 0.000 0.000 0.000 0.000 0.000 0.000 0.664 0.319 0.319 0.000 0.000 0.000 0.01 0.00 0.01 L32 3.75-2.58 A B C 1.345 0.000 0.000 0.000 0.000 0.000 0.000 2.507 1.481 1.481 0.000 0.000 0.000 0.03 0.01 0.03 L33 2.58-2.33 A B C 1.311 0.000 0.000 0.000 0.000 0.000 0.000 0.316 0.316 0.316 0.000 0.000 0.000 0.00 0.00 0.01 L34 2.33-0.00 A B C 1.217 0.000 0.000 0.000 0.000 0.000 0.000 0.414 0.414 0.414 0.000 0.000 0.000 0.00 0.00 0.03 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 123.88-118.88 0.2575 0.1523 1.1598 0.6859 L2 118.88-113.88 0.2576 0.1524 1.1788 0.6971 L3 113.88-108.88 0.2578 0.1525 1.1960 0.7073 L4 108.88-103.88 0.2580 0.1526 1.2116 0.7165 L5 103.88-98.88 -1.0442 -1.2954 -0.3023 -0.8601 L6 98.88-93.88 -2.1333 -2.5078 -1.3835 -1.9918 L7 93.88-88.88 -2.1609 -2.5401 -1.4153 -2.0373 L8 88.88-83.43 -2.1881 -2.5720 -1.4474 -2.0831 L9 83.43-81.32 -2.1949 -2.5800 -1.4548 -2.0940 L10 81.32-77.08 -2.2075 -1.9594 -1.5562 -1.8127 L11 77.08-76.83 -1.8444 -0.8101 -1.7391 -1.1837 L12 76.83-71.83 -1.8178 -0.7178 -1.7280 -1.1037 L13 71.83-70.08 -1.3238 0.3855 -1.3296 0.0170 L14 70.08-69.83 -1.3317 0.3880 -1.3379 0.0178 L15 69.83-69.08 -1.3351 0.3892 -1.3417 0.0182 L16 69.08-68.83 -1.3381 0.3902 -1.3452 0.0186 L17 68.83-63.83 -1.1049 0.3404 -1.1470 -0.1198 L18 63.83-58.83 -1.0692 0.3365 -1.1262 -0.1512 L19 58.83-53.83 -1.0907 0.3451 -1.1533 -0.1507 L20 53.83-48.83 -1.1118 0.3535 -1.1800 -0.1499 L21 48.83-45.10 -1.1298 0.3607 -1.2029 -0.1489 L22 45.10-43.65 -1.1267 0.3594 -1.1989 -0.1487 L23 43.65-38.65 -1.1399 0.3647 -1.2159 -0.1463 L24 38.65-33.65 -1.1600 0.3727 -1.2417 -0.1443 L25 33.65-28.65 -1.1795 0.3805 -1.2671 -0.1417 L26 28.65-23.65 -1.1988 0.3881 -1.2921 -0.1382 L27 23.65-18.65 -1.2176 0.3956 -1.3167 -0.1337 L28 18.65-13.65 -1.2359 0.4030 -1.3409 -0.1276 L29 13.65-8.65 -1.2748 0.3995 -1.5003 -0.1923 L30 8.65-4.00 -1.3487 0.3774 -1.8866 -0.3750 L31 4.00-3.75 -1.3572 0.3804 -1.8856 -0.3561 L32 3.75-2.58 -1.0434 0.8068 -1.4432 0.3056 L33 2.58-2.33 -0.4177 1.6529 -0.4504 1.7822 L34 2.33-0.00 -0.1622 0.6419 -0.1204 0.4764 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 18 tnxTower Report - version 8.0.5.0 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L1 2 Safety Line 3/8 118.88 - 123.88 1.0000 1.0000 L2 2 Safety Line 3/8 113.88 - 118.88 1.0000 1.0000 L3 2 Safety Line 3/8 108.88 - 113.88 1.0000 1.0000 L4 2 Safety Line 3/8 103.88 - 108.88 1.0000 1.0000 L5 2 Safety Line 3/8 98.88 - 103.88 1.0000 1.0000 L5 12 4 AWG(2) 98.88 - 101.00 1.0000 1.0000 L5 13 SPRINT NMP_HYBRID CABLE(1-1/2) 98.88 - 101.00 1.0000 1.0000 L6 2 Safety Line 3/8 93.88 - 98.88 1.0000 1.0000 L6 12 4 AWG(2) 93.88 - 98.88 1.0000 1.0000 L6 13 SPRINT NMP_HYBRID CABLE(1-1/2) 93.88 - 98.88 1.0000 1.0000 L7 2 Safety Line 3/8 88.88 - 93.88 1.0000 1.0000 L7 12 4 AWG(2) 88.88 - 93.88 1.0000 1.0000 L7 13 SPRINT NMP_HYBRID CABLE(1-1/2) 88.88 - 93.88 1.0000 1.0000 L8 2 Safety Line 3/8 83.43 - 88.88 1.0000 1.0000 L8 12 4 AWG(2) 83.43 - 88.88 1.0000 1.0000 L8 13 SPRINT NMP_HYBRID CABLE(1-1/2) 83.43 - 88.88 1.0000 1.0000 L10 2 Safety Line 3/8 77.08 - 81.32 1.0000 1.0000 L10 12 4 AWG(2) 77.08 - 81.32 1.0000 1.0000 L10 13 SPRINT NMP_HYBRID CABLE(1-1/2) 77.08 - 81.32 1.0000 1.0000 L10 19 CCI-SFP-040075 77.08 - 78.08 1.0000 1.0000 L10 20 CCI-SFP-040075 77.08 - 78.08 1.0000 1.0000 L10 21 CCI-SFP-040075 77.08 - 78.08 1.0000 1.0000 L11 2 Safety Line 3/8 76.83 - 77.08 1.0000 1.0000 L11 12 4 AWG(2) 76.83 - 77.08 1.0000 1.0000 L11 13 SPRINT NMP_HYBRID CABLE(1-1/2) 76.83 - 77.08 1.0000 1.0000 L11 19 CCI-SFP-040075 76.83 - 77.08 1.0000 1.0000 L11 20 CCI-SFP-040075 76.83 - 77.08 1.0000 1.0000 L11 21 CCI-SFP-040075 76.83 - 77.08 1.0000 1.0000 L12 2 Safety Line 3/8 71.83 - 76.83 1.0000 1.0000 L12 12 4 AWG(2) 71.83 - 76.83 1.0000 1.0000 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 19 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L12 13 SPRINT NMP_HYBRID CABLE(1-1/2) 71.83 - 76.83 1.0000 1.0000 L12 15 CCI-SFP-060100 71.83 - 72.08 1.0000 1.0000 L12 16 CCI-SFP-060100 71.83 - 72.08 1.0000 1.0000 L12 17 CCI-SFP-060100 71.83 - 72.08 1.0000 1.0000 L12 19 CCI-SFP-040075 71.83 - 76.83 1.0000 1.0000 L12 20 CCI-SFP-040075 71.83 - 76.83 1.0000 1.0000 L12 21 CCI-SFP-040075 71.83 - 76.83 1.0000 1.0000 L13 2 Safety Line 3/8 70.08 - 71.83 1.0000 1.0000 L13 12 4 AWG(2) 70.08 - 71.83 1.0000 1.0000 L13 13 SPRINT NMP_HYBRID CABLE(1-1/2) 70.08 - 71.83 1.0000 1.0000 L13 15 CCI-SFP-060100 70.08 - 71.83 1.0000 1.0000 L13 16 CCI-SFP-060100 70.08 - 71.83 1.0000 1.0000 L13 17 CCI-SFP-060100 70.08 - 71.83 1.0000 1.0000 L13 19 CCI-SFP-040075 70.08 - 71.83 1.0000 1.0000 L13 20 CCI-SFP-040075 70.08 - 71.83 1.0000 1.0000 L13 21 CCI-SFP-040075 70.08 - 71.83 1.0000 1.0000 L14 2 Safety Line 3/8 69.83 - 70.08 1.0000 1.0000 L14 12 4 AWG(2) 69.83 - 70.08 1.0000 1.0000 L14 13 SPRINT NMP_HYBRID CABLE(1-1/2) 69.83 - 70.08 1.0000 1.0000 L14 15 CCI-SFP-060100 69.83 - 70.08 1.0000 1.0000 L14 16 CCI-SFP-060100 69.83 - 70.08 1.0000 1.0000 L14 17 CCI-SFP-060100 69.83 - 70.08 1.0000 1.0000 L14 19 CCI-SFP-040075 69.83 - 70.08 1.0000 1.0000 L14 20 CCI-SFP-040075 69.83 - 70.08 1.0000 1.0000 L14 21 CCI-SFP-040075 69.83 - 70.08 1.0000 1.0000 L15 2 Safety Line 3/8 69.08 - 69.83 1.0000 1.0000 L15 12 4 AWG(2) 69.08 - 69.83 1.0000 1.0000 L15 13 SPRINT NMP_HYBRID CABLE(1-1/2) 69.08 - 69.83 1.0000 1.0000 L15 15 CCI-SFP-060100 69.08 - 69.83 1.0000 1.0000 L15 16 CCI-SFP-060100 69.08 - 69.83 1.0000 1.0000 L15 17 CCI-SFP-060100 69.08 - 69.83 1.0000 1.0000 L15 19 CCI-SFP-040075 69.08 - 69.83 1.0000 1.0000 L15 20 CCI-SFP-040075 69.08 - 69.83 1.0000 1.0000 L15 21 CCI-SFP-040075 69.08 - 69.83 1.0000 1.0000 L16 2 Safety Line 3/8 68.83 - 1.0000 1.0000 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 20 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 69.08 L16 12 4 AWG(2) 68.83 - 69.08 1.0000 1.0000 L16 13 SPRINT NMP_HYBRID CABLE(1-1/2) 68.83 - 69.08 1.0000 1.0000 L16 15 CCI-SFP-060100 68.83 - 69.08 1.0000 1.0000 L16 16 CCI-SFP-060100 68.83 - 69.08 1.0000 1.0000 L16 17 CCI-SFP-060100 68.83 - 69.08 1.0000 1.0000 L16 19 CCI-SFP-040075 68.83 - 69.08 1.0000 1.0000 L16 20 CCI-SFP-040075 68.83 - 69.08 1.0000 1.0000 L16 21 CCI-SFP-040075 68.83 - 69.08 1.0000 1.0000 L17 2 Safety Line 3/8 63.83 - 68.83 1.0000 1.0000 L17 12 4 AWG(2) 63.83 - 68.83 1.0000 1.0000 L17 13 SPRINT NMP_HYBRID CABLE(1-1/2) 63.83 - 68.83 1.0000 1.0000 L17 15 CCI-SFP-060100 63.83 - 68.83 1.0000 1.0000 L17 16 CCI-SFP-060100 63.83 - 68.83 1.0000 1.0000 L17 17 CCI-SFP-060100 63.83 - 68.83 1.0000 1.0000 L17 19 CCI-SFP-040075 68.08 - 68.83 1.0000 1.0000 L17 20 CCI-SFP-040075 68.08 - 68.83 1.0000 1.0000 L17 21 CCI-SFP-040075 68.08 - 68.83 1.0000 1.0000 L18 2 Safety Line 3/8 58.83 - 63.83 1.0000 1.0000 L18 12 4 AWG(2) 58.83 - 63.83 1.0000 1.0000 L18 13 SPRINT NMP_HYBRID CABLE(1-1/2) 58.83 - 63.83 1.0000 1.0000 L18 15 CCI-SFP-060100 58.83 - 63.83 1.0000 1.0000 L18 16 CCI-SFP-060100 58.83 - 63.83 1.0000 1.0000 L18 17 CCI-SFP-060100 58.83 - 63.83 1.0000 1.0000 L19 2 Safety Line 3/8 53.83 - 58.83 1.0000 1.0000 L19 12 4 AWG(2) 53.83 - 58.83 1.0000 1.0000 L19 13 SPRINT NMP_HYBRID CABLE(1-1/2) 53.83 - 58.83 1.0000 1.0000 L19 15 CCI-SFP-060100 53.83 - 58.83 1.0000 1.0000 L19 16 CCI-SFP-060100 53.83 - 58.83 1.0000 1.0000 L19 17 CCI-SFP-060100 53.83 - 58.83 1.0000 1.0000 L20 2 Safety Line 3/8 48.83 - 53.83 1.0000 1.0000 L20 12 4 AWG(2) 48.83 - 53.83 1.0000 1.0000 L20 13 SPRINT NMP_HYBRID CABLE(1-1/2) 48.83 - 53.83 1.0000 1.0000 L20 15 CCI-SFP-060100 48.83 - 53.83 1.0000 1.0000 L20 16 CCI-SFP-060100 48.83 - 53.83 1.0000 1.0000 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 21 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L20 17 CCI-SFP-060100 48.83 - 53.83 1.0000 1.0000 L21 2 Safety Line 3/8 45.10 - 48.83 1.0000 1.0000 L21 12 4 AWG(2) 45.10 - 48.83 1.0000 1.0000 L21 13 SPRINT NMP_HYBRID CABLE(1-1/2) 45.10 - 48.83 1.0000 1.0000 L21 15 CCI-SFP-060100 45.10 - 48.83 1.0000 1.0000 L21 16 CCI-SFP-060100 45.10 - 48.83 1.0000 1.0000 L21 17 CCI-SFP-060100 45.10 - 48.83 1.0000 1.0000 L23 2 Safety Line 3/8 38.65 - 43.65 1.0000 1.0000 L23 12 4 AWG(2) 38.65 - 43.65 1.0000 1.0000 L23 13 SPRINT NMP_HYBRID CABLE(1-1/2) 38.65 - 43.65 1.0000 1.0000 L23 15 CCI-SFP-060100 38.65 - 43.65 1.0000 1.0000 L23 16 CCI-SFP-060100 38.65 - 43.65 1.0000 1.0000 L23 17 CCI-SFP-060100 38.65 - 43.65 1.0000 1.0000 L24 2 Safety Line 3/8 33.65 - 38.65 1.0000 1.0000 L24 12 4 AWG(2) 33.65 - 38.65 1.0000 1.0000 L24 13 SPRINT NMP_HYBRID CABLE(1-1/2) 33.65 - 38.65 1.0000 1.0000 L24 15 CCI-SFP-060100 33.65 - 38.65 1.0000 1.0000 L24 16 CCI-SFP-060100 33.65 - 38.65 1.0000 1.0000 L24 17 CCI-SFP-060100 33.65 - 38.65 1.0000 1.0000 L25 2 Safety Line 3/8 28.65 - 33.65 1.0000 1.0000 L25 12 4 AWG(2) 28.65 - 33.65 1.0000 1.0000 L25 13 SPRINT NMP_HYBRID CABLE(1-1/2) 28.65 - 33.65 1.0000 1.0000 L25 15 CCI-SFP-060100 28.65 - 33.65 1.0000 1.0000 L25 16 CCI-SFP-060100 28.65 - 33.65 1.0000 1.0000 L25 17 CCI-SFP-060100 28.65 - 33.65 1.0000 1.0000 L26 2 Safety Line 3/8 23.65 - 28.65 1.0000 1.0000 L26 12 4 AWG(2) 23.65 - 28.65 1.0000 1.0000 L26 13 SPRINT NMP_HYBRID CABLE(1-1/2) 23.65 - 28.65 1.0000 1.0000 L26 15 CCI-SFP-060100 23.65 - 28.65 1.0000 1.0000 L26 16 CCI-SFP-060100 23.65 - 28.65 1.0000 1.0000 L26 17 CCI-SFP-060100 23.65 - 28.65 1.0000 1.0000 L27 2 Safety Line 3/8 18.65 - 23.65 1.0000 1.0000 L27 12 4 AWG(2) 18.65 - 23.65 1.0000 1.0000 L27 13 SPRINT NMP_HYBRID CABLE(1-1/2) 18.65 - 23.65 1.0000 1.0000 L27 15 CCI-SFP-060100 18.65 - 1.0000 1.0000 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 22 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 23.65 L27 16 CCI-SFP-060100 18.65 - 23.65 1.0000 1.0000 L27 17 CCI-SFP-060100 18.65 - 23.65 1.0000 1.0000 L28 2 Safety Line 3/8 13.65 - 18.65 1.0000 1.0000 L28 12 4 AWG(2) 13.65 - 18.65 1.0000 1.0000 L28 13 SPRINT NMP_HYBRID CABLE(1-1/2) 13.65 - 18.65 1.0000 1.0000 L28 15 CCI-SFP-060100 13.65 - 18.65 1.0000 1.0000 L28 16 CCI-SFP-060100 13.65 - 18.65 1.0000 1.0000 L28 17 CCI-SFP-060100 13.65 - 18.65 1.0000 1.0000 L29 2 Safety Line 3/8 10.00 - 13.65 1.0000 1.0000 L29 12 4 AWG(2) 8.65 - 13.65 1.0000 1.0000 L29 13 SPRINT NMP_HYBRID CABLE(1-1/2) 8.65 - 13.65 1.0000 1.0000 L29 15 CCI-SFP-060100 8.65 - 13.65 1.0000 1.0000 L29 16 CCI-SFP-060100 8.65 - 13.65 1.0000 1.0000 L29 17 CCI-SFP-060100 8.65 - 13.65 1.0000 1.0000 L30 12 4 AWG(2) 4.00 - 8.65 1.0000 1.0000 L30 13 SPRINT NMP_HYBRID CABLE(1-1/2) 4.00 - 8.65 1.0000 1.0000 L30 15 CCI-SFP-060100 4.00 - 8.65 1.0000 1.0000 L30 16 CCI-SFP-060100 4.00 - 8.65 1.0000 1.0000 L30 17 CCI-SFP-060100 4.00 - 8.65 1.0000 1.0000 L31 12 4 AWG(2) 3.75 - 4.00 1.0000 1.0000 L31 13 SPRINT NMP_HYBRID CABLE(1-1/2) 3.75 - 4.00 1.0000 1.0000 L31 15 CCI-SFP-060100 3.75 - 4.00 1.0000 1.0000 L31 16 CCI-SFP-060100 3.75 - 4.00 1.0000 1.0000 L31 17 CCI-SFP-060100 3.75 - 4.00 1.0000 1.0000 L32 12 4 AWG(2) 3.00 - 3.75 1.0000 1.0000 L32 13 SPRINT NMP_HYBRID CABLE(1-1/2) 3.00 - 3.75 1.0000 1.0000 L32 15 CCI-SFP-060100 2.58 - 3.75 1.0000 1.0000 L32 16 CCI-SFP-060100 2.58 - 3.75 1.0000 1.0000 L32 17 CCI-SFP-060100 2.58 - 3.75 1.0000 1.0000 L33 15 CCI-SFP-060100 2.33 - 2.58 1.0000 1.0000 L33 16 CCI-SFP-060100 2.33 - 2.58 1.0000 1.0000 L33 17 CCI-SFP-060100 2.33 - 2.58 1.0000 1.0000 L34 15 CCI-SFP-060100 2.00 - 2.33 1.0000 1.0000 L34 16 CCI-SFP-060100 2.00 - 2.33 1.0000 1.0000 L34 17 CCI-SFP-060100 2.00 - 2.33 1.0000 1.0000 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''x4' C From Face 0.00 0.00 0.00 124.00 No Ice 1/2'' 0.25 0.66 0.25 0.66 0.00 0.01 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 23 tnxTower Report - version 8.0.5.0 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 Ice 1'' Ice 2'' Ice 0.97 1.49 0.97 1.49 0.01 0.03 ******** Sabre (3) C10857007C 12' EHD V-Booms w/ Work Platforms C None 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 26.93 38.63 50.32 73.71 26.93 38.63 50.32 73.71 1.94 2.58 3.22 4.50 BSAMNT-SBS-2-2 Side By Side Bracket A From Face 4.00 5.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.09 0.11 0.15 BSAMNT-SBS-2-2 Side By Side Bracket B From Face 4.00 5.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.09 0.11 0.15 BSAMNT-SBS-2-2 Side By Side Bracket C From Face 4.00 5.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.09 0.11 0.15 NHH-65C-R2B w/ Mount Pipe A From Face 4.00 -6.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 11.63 12.35 13.07 14.44 9.79 11.31 12.85 15.19 0.08 0.17 0.27 0.51 NHH-65C-R2B w/ Mount Pipe B From Face 4.00 -6.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 11.63 12.35 13.07 14.44 9.79 11.31 12.85 15.19 0.08 0.17 0.27 0.51 NHH-65C-R2B w/ Mount Pipe C From Face 4.00 -6.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 11.63 12.35 13.07 14.44 9.79 11.31 12.85 15.19 0.08 0.17 0.27 0.51 JAHH-65C-R3B w/ Mount Pipe A From Face 4.00 4.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 6.60 7.14 7.69 8.83 5.11 5.63 6.17 7.27 0.12 0.21 0.32 0.57 JAHH-65C-R3B w/ Mount Pipe A From Face 4.00 6.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 6.60 7.14 7.69 8.83 5.11 5.63 6.17 7.27 0.12 0.21 0.32 0.57 JAHH-65C-R3B w/ Mount Pipe B From Face 4.00 4.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 6.60 7.14 7.69 8.83 5.11 5.63 6.17 7.27 0.12 0.21 0.32 0.57 JAHH-65C-R3B w/ Mount Pipe B From Face 4.00 6.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 6.60 7.14 7.69 8.83 5.11 5.63 6.17 7.27 0.12 0.21 0.32 0.57 JAHH-65C-R3B w/ Mount Pipe C From Face 4.00 4.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 6.60 7.14 7.69 8.83 5.11 5.63 6.17 7.27 0.12 0.21 0.32 0.57 JAHH-65C-R3B w/ Mount C From Face 4.00 0.00 120.00 No Ice 6.60 5.11 0.12 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 24 tnxTower Report - version 8.0.5.0 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 Pipe 6.00 3.00 1/2'' Ice 1'' Ice 2'' Ice 7.14 7.69 8.83 5.63 6.17 7.27 0.21 0.32 0.57 RRUS 12 B4 A From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.14 3.36 3.59 4.07 1.28 1.43 1.60 1.95 0.05 0.07 0.10 0.16 RRUS 12 B4 B From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.14 3.36 3.59 4.07 1.28 1.43 1.60 1.95 0.05 0.07 0.10 0.16 RRUS 12 B4 C From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.14 3.36 3.59 4.07 1.28 1.43 1.60 1.95 0.05 0.07 0.10 0.16 (2) RADIO 8843 B2/B66A A From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.64 1.80 1.97 2.33 1.38 1.53 1.69 2.02 0.08 0.09 0.11 0.16 (2) RADIO 8843 B2/B66A B From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.64 1.80 1.97 2.33 1.38 1.53 1.69 2.02 0.08 0.09 0.11 0.16 (2) RADIO 8843 B2/B66A C From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.64 1.80 1.97 2.33 1.38 1.53 1.69 2.02 0.08 0.09 0.11 0.16 CBC78T-DS-43-2X A From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.37 0.45 0.53 0.72 0.51 0.60 0.70 0.93 0.02 0.03 0.04 0.06 CBC78T-DS-43-2X B From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.37 0.45 0.53 0.72 0.51 0.60 0.70 0.93 0.02 0.03 0.04 0.06 CBC78T-DS-43-2X C From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.37 0.45 0.53 0.72 0.51 0.60 0.70 0.93 0.02 0.03 0.04 0.06 RHSDC-6627-PF-48 A From Face 1.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.06 4.32 4.58 5.14 3.10 3.34 3.58 4.09 0.03 0.07 0.11 0.20 RHSDC-6627-PF-48 B From Face 1.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.06 4.32 4.58 5.14 3.10 3.34 3.58 4.09 0.03 0.07 0.11 0.20 RADIO 4449 B13/B5 A From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.98 2.16 2.34 2.73 1.71 1.88 2.05 2.42 0.07 0.09 0.11 0.17 RADIO 4449 B13/B5 B From Face 4.00 0.00 120.00 No Ice 1.98 1.71 0.07 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 25 tnxTower Report - version 8.0.5.0 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 1/2'' Ice 1'' Ice 2'' Ice 2.16 2.34 2.73 1.88 2.05 2.42 0.09 0.11 0.17 RADIO 4449 B13/B5 C From Face 4.00 0.00 3.00 0.00 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.98 2.16 2.34 2.73 1.71 1.88 2.05 2.42 0.07 0.09 0.11 0.17 ******** Side Arm Mount [SO 102- 3] C None 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.00 3.48 3.96 4.92 3.00 3.48 3.96 4.92 0.08 0.11 0.14 0.20 FFHH-65C-R3 w/ Mount Pipe A From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 12.97 13.62 14.27 15.62 6.20 6.77 7.36 8.57 0.16 0.30 0.45 0.79 FFHH-65C-R3 w/ Mount Pipe B From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 12.97 13.62 14.27 15.62 6.20 6.77 7.36 8.57 0.16 0.30 0.45 0.79 FFHH-65C-R3 w/ Mount Pipe C From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 12.97 13.62 14.27 15.62 6.20 6.77 7.36 8.57 0.16 0.30 0.45 0.79 AHLOA A From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.23 2.42 2.62 3.05 1.39 1.55 1.72 2.08 0.08 0.10 0.12 0.18 AHLOA B From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.23 2.42 2.62 3.05 1.39 1.55 1.72 2.08 0.08 0.10 0.12 0.18 AHLOA C From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.23 2.42 2.62 3.05 1.39 1.55 1.72 2.08 0.08 0.10 0.12 0.18 FRIG A From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.39 2.59 2.79 3.21 0.97 1.10 1.25 1.56 0.06 0.07 0.09 0.14 FRIG B From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.39 2.59 2.79 3.21 0.97 1.10 1.25 1.56 0.06 0.07 0.09 0.14 FRIG C From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.39 2.59 2.79 3.21 0.97 1.10 1.25 1.56 0.06 0.07 0.09 0.14 FHFB A From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.63 3.89 4.15 4.70 2.39 2.62 2.85 3.35 0.05 0.08 0.11 0.19 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 26 tnxTower Report - version 8.0.5.0 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 FHFB B From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.63 3.89 4.15 4.70 2.39 2.62 2.85 3.35 0.05 0.08 0.11 0.19 FHFB C From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.63 3.89 4.15 4.70 2.39 2.62 2.85 3.35 0.05 0.08 0.11 0.19 ASU9338TYP01 A From Face 1.00 0.00 0.00 0.00 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.20 3.42 3.65 4.13 1.03 1.17 1.32 1.64 0.02 0.04 0.06 0.12 ******** ******** Platform Mount [LP 303-1] C None 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 14.66 18.87 23.08 31.50 14.66 18.87 23.08 31.50 1.25 1.48 1.71 2.18 Miscellaneous [NA 507-1] C None 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.80 6.70 8.60 12.40 4.80 6.70 8.60 12.40 0.25 0.29 0.34 0.44 ET-X-WM-18-65-8P w/ Mount Pipe A From Face 4.00 -6.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.00 4.39 4.79 5.62 2.30 2.66 3.03 3.80 0.06 0.11 0.16 0.30 ET-X-WM-18-65-8P w/ Mount Pipe B From Face 4.00 -6.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.00 4.39 4.79 5.62 2.30 2.66 3.03 3.80 0.06 0.11 0.16 0.30 ET-X-WM-18-65-8P w/ Mount Pipe C From Face 4.00 -6.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.00 4.39 4.79 5.62 2.30 2.66 3.03 3.80 0.06 0.11 0.16 0.30 ET-X-TS-70-16-62-18-iR- RD w/ Mount Pipe A From Face 4.00 6.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.63 5.07 5.53 6.46 3.28 3.70 4.14 5.04 0.07 0.13 0.20 0.38 ET-X-TS-70-16-62-18-iR- RD w/ Mount Pipe B From Face 4.00 6.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.63 5.07 5.53 6.46 3.28 3.70 4.14 5.04 0.07 0.13 0.20 0.38 ET-X-TS-70-16-62-18-iR- RD w/ Mount Pipe C From Face 4.00 6.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.63 5.07 5.53 6.46 3.28 3.70 4.14 5.04 0.07 0.13 0.20 0.38 2.5GHz 8T8R RRH A From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.66 2.87 3.08 3.53 1.43 1.59 1.76 2.13 0.06 0.08 0.11 0.16 2.5GHz 8T8R RRH B From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 2.66 2.87 3.08 1.43 1.59 1.76 0.06 0.08 0.11 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 27 tnxTower Report - version 8.0.5.0 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 1'' Ice 2'' Ice 3.53 2.13 0.16 2.5GHz 8T8R RRH C From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.66 2.87 3.08 3.53 1.43 1.59 1.76 2.13 0.06 0.08 0.11 0.16 RRH-P4 A From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.74 2.95 3.17 3.63 1.79 1.97 2.16 2.57 0.06 0.08 0.11 0.17 RRH-P4 B From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.74 2.95 3.17 3.63 1.79 1.97 2.16 2.57 0.06 0.08 0.11 0.17 RRH-P4 C From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.74 2.95 3.17 3.63 1.79 1.97 2.16 2.57 0.06 0.08 0.11 0.17 RRH-C2A w/EXT FILTER A From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.11 3.33 3.56 4.05 1.38 1.55 1.72 2.09 0.06 0.08 0.10 0.16 RRH-C2A w/EXT FILTER B From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.11 3.33 3.56 4.05 1.38 1.55 1.72 2.09 0.06 0.08 0.10 0.16 RRH-C2A w/EXT FILTER C From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.11 3.33 3.56 4.05 1.38 1.55 1.72 2.09 0.06 0.08 0.10 0.16 6' x 2'' Mount Pipe A From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.43 1.92 2.29 3.06 1.43 1.92 2.29 3.06 0.02 0.03 0.05 0.09 6' x 2'' Mount Pipe B From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.43 1.92 2.29 3.06 1.43 1.92 2.29 3.06 0.02 0.03 0.05 0.09 6' x 2'' Mount Pipe C From Face 4.00 0.00 0.00 0.00 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.43 1.92 2.29 3.06 1.43 1.92 2.29 3.06 0.02 0.03 0.05 0.09 ***** Side Arm Mount [SO 102- 3] C None 0.00 90.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.00 3.48 3.96 4.92 3.00 3.48 3.96 4.92 0.08 0.11 0.14 0.20 ***** May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 28 tnxTower Report - version 8.0.5.0 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 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 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 L1 123.875 - 118.875 Pole Max Tension 3 0.00 -0.00 -0.00 Max. Compression 26 -13.38 0.01 0.29 Max. Mx 8 -4.51 -11.91 0.04 Max. My 2 -4.52 0.00 11.86 Max. Vy 8 3.98 -11.91 0.04 Max. Vx 2 -3.95 0.00 11.86 Max. Torque 8 0.12 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 29 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L2 118.875 - 113.875 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -13.82 0.04 0.30 Max. Mx 8 -4.72 -32.15 0.03 Max. My 2 -4.73 0.01 31.96 Max. Vy 8 4.12 -32.15 0.03 Max. Vx 2 -4.09 0.01 31.96 Max. Torque 8 0.12 L3 113.875 - 108.875 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -18.58 0.25 0.41 Max. Mx 20 -6.16 54.61 0.10 Max. My 2 -6.17 0.08 54.26 Max. Vy 8 5.61 -54.56 0.02 Max. Vx 2 -5.56 0.08 54.26 Max. Torque 8 0.14 L4 108.875 - 103.875 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -19.09 0.29 0.42 Max. Mx 20 -6.44 82.96 0.22 Max. My 2 -6.45 0.19 82.36 Max. Vy 8 5.74 -82.92 -0.09 Max. Vx 2 -5.69 0.19 82.36 Max. Torque 8 0.14 L5 103.875 - 98.875 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -26.37 0.38 0.46 Max. Mx 20 -9.51 115.84 0.34 Max. My 2 -9.52 0.32 114.97 Max. Vy 8 7.69 -115.79 -0.20 Max. Vx 2 -7.64 0.32 114.97 Max. Torque 8 0.14 L6 98.875 - 93.875 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -27.05 0.53 0.53 Max. Mx 20 -9.88 154.50 0.47 Max. My 2 -9.89 0.46 153.37 Max. Vy 8 7.78 -154.42 -0.30 Max. Vx 2 -7.73 0.46 153.37 Max. Torque 8 0.14 L7 93.875 - 88.875 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -27.94 0.68 0.59 Max. Mx 20 -10.36 193.67 0.61 Max. My 2 -10.37 0.60 192.27 Max. Vy 8 7.95 -193.56 -0.40 Max. Vx 2 -7.89 0.60 192.27 Max. Torque 8 0.14 L8 88.875 - 83.4323 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -28.30 0.75 0.63 Max. Mx 20 -10.56 214.00 0.67 Max. My 2 -10.57 0.68 212.47 Max. Vy 8 7.98 -213.88 -0.46 Max. Vx 2 -7.93 0.68 212.47 Max. Torque 8 0.14 L9 83.4323 - 81.3177 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -29.35 0.90 0.69 Max. Mx 20 -11.14 254.20 0.80 Max. My 2 -11.15 0.82 252.41 Max. Vy 8 8.10 -254.05 -0.56 Max. Vx 2 -8.05 0.82 252.41 Max. Torque 8 0.14 L10 81.3177 - 77.083 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -30.06 1.03 0.74 Max. Mx 20 -11.55 288.61 0.91 Max. My 2 -11.56 0.94 286.60 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 30 tnxTower Report - version 8.0.5.0 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 8 8.17 -288.44 -0.64 Max. Vx 2 -8.12 0.94 286.60 Max. Torque 8 0.14 L11 77.083 - 76.833 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -30.11 1.04 0.75 Max. Mx 20 -11.58 290.65 0.92 Max. My 2 -11.59 0.94 288.63 Max. Vy 8 8.17 -290.47 -0.65 Max. Vx 2 -8.12 0.94 288.63 Max. Torque 8 0.14 L12 76.833 - 71.833 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -31.11 1.20 0.80 Max. Mx 20 -12.07 331.91 1.05 Max. My 2 -12.07 1.08 329.63 Max. Vy 8 8.35 -331.70 -0.74 Max. Vx 14 8.31 -0.71 -329.24 Max. Torque 8 0.14 L13 71.833 - 70.083 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -31.54 1.25 0.82 Max. Mx 20 -12.24 346.55 1.09 Max. My 2 -12.24 1.13 344.20 Max. Vy 8 8.43 -346.34 -0.78 Max. Vx 14 8.39 -0.74 -343.82 Max. Torque 8 0.14 L14 70.083 - 69.833 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -31.63 1.26 0.82 Max. Mx 20 -12.30 348.65 1.10 Max. My 2 -12.31 1.14 346.29 Max. Vy 8 8.43 -348.45 -0.78 Max. Vx 14 8.38 -0.74 -345.91 Max. Torque 8 0.14 L15 69.833 - 69.083 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -31.90 1.28 0.83 Max. Mx 20 -12.45 354.98 1.12 Max. My 2 -12.45 1.16 352.59 Max. Vy 8 8.48 -354.78 -0.80 Max. Vx 14 8.43 -0.76 -352.21 Max. Torque 8 0.14 L16 69.083 - 68.833 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -31.98 1.29 0.83 Max. Mx 20 -12.49 357.10 1.13 Max. My 2 -12.50 1.17 354.70 Max. Vy 8 8.49 -356.90 -0.80 Max. Vx 14 8.45 -0.76 -354.32 Max. Torque 8 0.14 L17 68.833 - 63.833 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -33.42 1.42 0.87 Max. Mx 20 -13.33 400.12 1.25 Max. My 2 -13.33 1.31 397.59 Max. Vy 8 8.77 -400.02 -0.90 Max. Vx 2 -8.72 1.31 397.59 Max. Torque 8 0.14 L18 63.833 - 58.833 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -34.86 1.56 0.90 Max. Mx 8 -14.17 -444.50 -1.00 Max. My 2 -14.18 1.45 441.86 Max. Vy 8 9.05 -444.50 -1.00 Max. Vx 2 -8.99 1.45 441.86 Max. Torque 8 0.14 L19 58.833 - 53.833 Pole Max Tension 1 0.00 0.00 0.00 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 31 tnxTower Report - version 8.0.5.0 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 26 -36.31 1.69 0.94 Max. Mx 8 -15.04 -490.33 -1.09 Max. My 2 -15.04 1.59 487.47 Max. Vy 8 9.31 -490.33 -1.09 Max. Vx 2 -9.26 1.59 487.47 Max. Torque 8 0.14 L20 53.833 - 48.833 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -37.77 1.83 0.98 Max. Mx 8 -15.92 -537.46 -1.19 Max. My 2 -15.93 1.73 534.38 Max. Vy 8 9.57 -537.46 -1.19 Max. Vx 2 -9.52 1.73 534.38 Max. Torque 8 0.14 L21 48.833 - 45.1042 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -37.82 1.84 0.98 Max. Mx 8 -15.96 -539.24 -1.19 Max. My 2 -15.97 1.74 536.16 Max. Vy 8 9.57 -539.24 -1.19 Max. Vx 2 -9.52 1.74 536.16 Max. Torque 8 0.14 L22 45.1042 - 43.6459 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -40.12 1.97 1.02 Max. Mx 8 -17.45 -587.88 -1.29 Max. My 2 -17.46 1.88 584.58 Max. Vy 8 9.89 -587.88 -1.29 Max. Vx 2 -9.84 1.88 584.58 Max. Torque 8 0.14 L23 43.6459 - 38.6459 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -41.69 2.10 1.05 Max. Mx 8 -18.46 -637.85 -1.38 Max. My 2 -18.46 2.02 634.34 Max. Vy 8 10.13 -637.85 -1.38 Max. Vx 2 -10.08 2.02 634.34 Max. Torque 8 0.14 L24 38.6459 - 33.6459 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -43.27 2.24 1.09 Max. Mx 8 -19.47 -689.00 -1.48 Max. My 2 -19.48 2.16 685.28 Max. Vy 8 10.36 -689.00 -1.48 Max. Vx 2 -10.31 2.16 685.28 Max. Torque 8 0.14 L25 33.6459 - 28.6459 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -44.86 2.36 1.12 Max. Mx 8 -20.51 -741.29 -1.57 Max. My 2 -20.51 2.30 737.36 Max. Vy 8 10.58 -741.29 -1.57 Max. Vx 2 -10.53 2.30 737.36 Max. Torque 8 0.14 L26 28.6459 - 23.6459 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -46.47 2.48 1.15 Max. Mx 8 -21.56 -794.63 -1.66 Max. My 2 -21.57 2.44 790.50 Max. Vy 8 10.79 -794.63 -1.66 Max. Vx 2 -10.74 2.44 790.50 Max. Torque 8 0.14 L27 23.6459 - 18.6459 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -48.08 2.59 1.17 Max. Mx 8 -22.63 -848.98 -1.75 Max. My 2 -22.64 2.59 844.65 Max. Vy 8 10.98 -848.98 -1.75 Max. Vx 2 -10.93 2.59 844.65 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 32 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Torque 8 0.14 L28 18.6459 - 13.6459 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -49.69 2.70 1.20 Max. Mx 8 -23.72 -904.23 -1.84 Max. My 2 -23.73 2.72 899.70 Max. Vy 8 11.16 -904.23 -1.84 Max. Vx 2 -11.11 2.72 899.70 Max. Torque 8 0.13 L29 13.6459 - 8.64587 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -51.30 2.81 1.23 Max. Mx 8 -24.83 -960.33 -1.92 Max. My 2 -24.83 2.86 955.61 Max. Vy 8 11.32 -960.33 -1.92 Max. Vx 2 -11.27 2.86 955.61 Max. Torque 8 0.13 L30 8.64587 - 4 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -52.77 2.91 1.28 Max. Mx 8 -25.87 -1013.18 -2.00 Max. My 2 -25.87 2.99 1008.29 Max. Vy 8 11.47 -1013.18 -2.00 Max. Vx 2 -11.42 2.99 1008.29 Max. Torque 8 0.13 L31 4 - 3.75 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -52.83 2.91 1.28 Max. Mx 8 -25.91 -1016.04 -2.01 Max. My 2 -25.91 3.00 1011.14 Max. Vy 8 11.47 -1016.04 -2.01 Max. Vx 2 -11.42 3.00 1011.14 Max. Torque 8 0.13 L32 3.75 - 2.583 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -53.10 2.93 1.29 Max. Mx 8 -26.09 -1029.43 -2.03 Max. My 2 -26.09 3.03 1024.48 Max. Vy 8 11.51 -1029.43 -2.03 Max. Vx 2 -11.46 3.03 1024.48 Max. Torque 8 0.13 L33 2.583 - 2.333 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -53.15 2.93 1.29 Max. Mx 8 -26.14 -1032.30 -2.03 Max. My 2 -26.14 3.03 1027.34 Max. Vy 8 11.49 -1032.30 -2.03 Max. Vx 2 -11.44 3.03 1027.34 Max. Torque 8 0.13 L34 2.333 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -53.76 2.93 1.29 Max. Mx 8 -26.65 -1059.12 -2.08 Max. My 2 -26.65 3.08 1054.05 Max. Vy 8 11.52 -1059.12 -2.08 Max. Vx 2 -11.48 3.08 1054.05 Max. Torque 8 0.13 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 27 53.76 0.00 3.22 Max. Hx 20 26.65 11.20 0.02 Max. Hz 3 19.99 0.02 11.46 Max. Mx 2 1054.05 0.02 11.46 Max. Mz 8 1059.12 -11.51 -0.02 Max. Torsion 8 0.13 -11.51 -0.02 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 33 tnxTower Report - version 8.0.5.0 Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Min. Vert 13 19.99 -5.63 -9.69 Min. Hx 9 19.99 -11.51 -0.02 Min. Hz 15 19.99 -0.02 -11.18 Min. Mx 14 -1043.94 -0.02 -11.18 Min. Mz 20 -1048.88 11.20 0.02 Min. Torsion 18 -0.13 9.86 -5.66 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 22.21 0.00 0.00 -0.29 0.47 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 26.65 -0.02 -11.46 -1054.05 3.08 -0.03 0.9 Dead+1.0 Wind 0 deg - No Ice 19.99 -0.02 -11.46 -1028.09 2.85 -0.03 1.2 Dead+1.0 Wind 30 deg - No Ice 26.65 5.63 -9.74 -910.10 -526.24 -0.09 0.9 Dead+1.0 Wind 30 deg - No Ice 19.99 5.63 -9.74 -887.59 -513.42 -0.09 1.2 Dead+1.0 Wind 60 deg - No Ice 26.65 10.16 -5.83 -535.33 -933.70 -0.13 0.9 Dead+1.0 Wind 60 deg - No Ice 19.99 10.16 -5.83 -522.16 -911.01 -0.13 1.2 Dead+1.0 Wind 90 deg - No Ice 26.65 11.51 0.02 2.08 -1059.12 -0.13 0.9 Dead+1.0 Wind 90 deg - No Ice 19.99 11.51 0.02 2.12 -1033.26 -0.13 1.2 Dead+1.0 Wind 120 deg - No Ice 26.65 9.71 5.59 522.82 -908.44 -0.10 0.9 Dead+1.0 Wind 120 deg - No Ice 19.99 9.71 5.59 510.01 -886.15 -0.10 1.2 Dead+1.0 Wind 150 deg - No Ice 26.65 5.63 9.69 905.24 -526.73 -0.04 0.9 Dead+1.0 Wind 150 deg - No Ice 19.99 5.63 9.69 883.01 -513.87 -0.04 1.2 Dead+1.0 Wind 180 deg - No Ice 26.65 0.02 11.18 1043.94 -1.85 0.03 0.9 Dead+1.0 Wind 180 deg - No Ice 19.99 0.02 11.18 1018.28 -1.95 0.03 1.2 Dead+1.0 Wind 210 deg - No Ice 26.65 -5.78 9.98 917.41 532.14 0.10 0.9 Dead+1.0 Wind 210 deg - No Ice 19.99 -5.78 9.98 895.02 518.94 0.09 1.2 Dead+1.0 Wind 240 deg - No Ice 26.65 -9.86 5.66 527.76 923.15 0.13 0.9 Dead+1.0 Wind 240 deg - No Ice 19.99 -9.86 5.66 514.88 900.28 0.13 1.2 Dead+1.0 Wind 270 deg - No Ice 26.65 -11.20 -0.02 -2.85 1048.88 0.13 0.9 Dead+1.0 Wind 270 deg - No Ice 19.99 -11.20 -0.02 -2.68 1022.83 0.13 1.2 Dead+1.0 Wind 300 deg - No Ice 26.65 -10.00 -5.76 -530.40 921.45 0.10 0.9 Dead+1.0 Wind 300 deg - No Ice 19.99 -10.00 -5.76 -517.29 898.69 0.10 1.2 Dead+1.0 Wind 330 deg - No Ice 26.65 -5.77 -9.94 -914.10 532.63 0.04 0.9 Dead+1.0 Wind 330 deg - No Ice 19.99 -5.77 -9.94 -891.57 519.39 0.04 1.2 Dead+1.0 Ice+1.0 Temp 53.76 -0.00 -0.00 -1.29 2.93 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 53.76 -0.00 -3.22 -380.91 3.64 -0.01 1.2 Dead+1.0 Wind 30 53.76 1.59 -2.74 -327.89 -185.95 -0.03 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 34 tnxTower Report - version 8.0.5.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 53.76 2.82 -1.62 -191.66 -328.68 -0.04 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 53.76 3.23 0.00 -0.68 -378.16 -0.04 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 53.76 2.75 1.58 187.70 -325.10 -0.03 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 53.76 1.59 2.75 325.89 -187.06 -0.01 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 53.76 0.00 3.17 376.13 2.36 0.01 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 53.76 -1.61 2.79 327.11 193.03 0.03 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 53.76 -2.76 1.59 187.42 331.90 0.04 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 53.76 -3.17 -0.00 -1.96 381.48 0.04 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 53.76 -2.81 -1.62 -191.94 333.88 0.03 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 53.76 -1.62 -2.79 -330.38 194.14 0.01 Dead+Wind 0 deg - Service 22.21 -0.01 -4.59 -416.40 1.48 -0.01 Dead+Wind 30 deg - Service 22.21 2.26 -3.90 -359.55 -207.54 -0.04 Dead+Wind 60 deg - Service 22.21 4.07 -2.33 -211.59 -368.49 -0.05 Dead+Wind 90 deg - Service 22.21 4.61 0.01 0.65 -417.98 -0.05 Dead+Wind 120 deg - Service 22.21 3.89 2.24 206.28 -358.45 -0.04 Dead+Wind 150 deg - Service 22.21 2.26 3.88 357.28 -207.72 -0.02 Dead+Wind 180 deg - Service 22.21 0.01 4.48 412.04 -0.47 0.01 Dead+Wind 210 deg - Service 22.21 -2.31 4.00 362.13 210.41 0.04 Dead+Wind 240 deg - Service 22.21 -3.95 2.27 208.25 364.81 0.05 Dead+Wind 270 deg - Service 22.21 -4.49 -0.01 -1.29 414.43 0.05 Dead+Wind 300 deg - Service 22.21 -4.01 -2.31 -209.63 364.15 0.04 Dead+Wind 330 deg - Service 22.21 -2.31 -3.98 -361.15 210.60 0.02 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 -22.21 0.00 0.00 22.21 0.00 0.000% 2 -0.02 -26.65 -11.46 0.02 26.65 11.46 0.000% 3 -0.02 -19.99 -11.46 0.02 19.99 11.46 0.000% 4 5.63 -26.65 -9.74 -5.63 26.65 9.74 0.000% 5 5.63 -19.99 -9.74 -5.63 19.99 9.74 0.000% 6 10.16 -26.65 -5.83 -10.16 26.65 5.83 0.000% 7 10.16 -19.99 -5.83 -10.16 19.99 5.83 0.000% 8 11.51 -26.65 0.02 -11.51 26.65 -0.02 0.000% 9 11.51 -19.99 0.02 -11.51 19.99 -0.02 0.000% 10 9.71 -26.65 5.59 -9.71 26.65 -5.59 0.000% 11 9.71 -19.99 5.59 -9.71 19.99 -5.59 0.000% 12 5.63 -26.65 9.69 -5.63 26.65 -9.69 0.000% 13 5.63 -19.99 9.69 -5.63 19.99 -9.69 0.000% 14 0.02 -26.65 11.18 -0.02 26.65 -11.18 0.000% 15 0.02 -19.99 11.18 -0.02 19.99 -11.18 0.000% 16 -5.78 -26.65 9.98 5.78 26.65 -9.98 0.000% 17 -5.78 -19.99 9.98 5.78 19.99 -9.98 0.000% 18 -9.86 -26.65 5.66 9.86 26.65 -5.66 0.000% 19 -9.86 -19.99 5.66 9.86 19.99 -5.66 0.000% May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 35 tnxTower Report - version 8.0.5.0 Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 20 -11.20 -26.65 -0.02 11.20 26.65 0.02 0.000% 21 -11.20 -19.99 -0.02 11.20 19.99 0.02 0.000% 22 -10.00 -26.65 -5.76 10.00 26.65 5.76 0.000% 23 -10.00 -19.99 -5.76 10.00 19.99 5.76 0.000% 24 -5.77 -26.65 -9.94 5.77 26.65 9.94 0.000% 25 -5.77 -19.99 -9.94 5.77 19.99 9.94 0.000% 26 0.00 -53.76 0.00 0.00 53.76 0.00 0.000% 27 -0.00 -53.76 -3.22 0.00 53.76 3.22 0.000% 28 1.59 -53.76 -2.74 -1.59 53.76 2.74 0.000% 29 2.82 -53.76 -1.62 -2.82 53.76 1.62 0.000% 30 3.23 -53.76 0.00 -3.23 53.76 -0.00 0.000% 31 2.75 -53.76 1.58 -2.75 53.76 -1.58 0.000% 32 1.59 -53.76 2.75 -1.59 53.76 -2.75 0.000% 33 0.00 -53.76 3.17 -0.00 53.76 -3.17 0.000% 34 -1.61 -53.76 2.79 1.61 53.76 -2.79 0.000% 35 -2.76 -53.76 1.59 2.76 53.76 -1.59 0.000% 36 -3.17 -53.76 -0.00 3.17 53.76 0.00 0.000% 37 -2.81 -53.76 -1.62 2.81 53.76 1.62 0.000% 38 -1.62 -53.76 -2.79 1.62 53.76 2.79 0.000% 39 -0.01 -22.21 -4.59 0.01 22.21 4.59 0.000% 40 2.26 -22.21 -3.90 -2.26 22.21 3.90 0.000% 41 4.07 -22.21 -2.33 -4.07 22.21 2.33 0.000% 42 4.61 -22.21 0.01 -4.61 22.21 -0.01 0.000% 43 3.89 -22.21 2.24 -3.89 22.21 -2.24 0.000% 44 2.26 -22.21 3.88 -2.26 22.21 -3.88 0.000% 45 0.01 -22.21 4.48 -0.01 22.21 -4.48 0.000% 46 -2.31 -22.21 4.00 2.31 22.21 -4.00 0.000% 47 -3.95 -22.21 2.27 3.95 22.21 -2.27 0.000% 48 -4.49 -22.21 -0.01 4.49 22.21 0.01 0.000% 49 -4.01 -22.21 -2.31 4.01 22.21 2.31 0.000% 50 -2.31 -22.21 -3.98 2.31 22.21 3.98 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 6 0.00000001 0.00019489 3 Yes 5 0.00000001 0.00071938 4 Yes 8 0.00000001 0.00020501 5 Yes 7 0.00000001 0.00044726 6 Yes 8 0.00000001 0.00021299 7 Yes 7 0.00000001 0.00046358 8 Yes 6 0.00000001 0.00014499 9 Yes 5 0.00000001 0.00052116 10 Yes 8 0.00000001 0.00020385 11 Yes 7 0.00000001 0.00044494 12 Yes 8 0.00000001 0.00020545 13 Yes 7 0.00000001 0.00044871 14 Yes 6 0.00000001 0.00012777 15 Yes 5 0.00000001 0.00042747 16 Yes 8 0.00000001 0.00020832 17 Yes 7 0.00000001 0.00045412 18 Yes 8 0.00000001 0.00020793 19 Yes 7 0.00000001 0.00045289 20 Yes 6 0.00000001 0.00028863 21 Yes 6 0.00000001 0.00010162 22 Yes 8 0.00000001 0.00020888 23 Yes 7 0.00000001 0.00045515 24 Yes 8 0.00000001 0.00020666 25 Yes 7 0.00000001 0.00045030 26 Yes 5 0.00000001 0.00059740 27 Yes 9 0.00000001 0.00063434 28 Yes 10 0.00000001 0.00034403 29 Yes 10 0.00000001 0.00035103 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 36 tnxTower Report - version 8.0.5.0 30 Yes 9 0.00000001 0.00062869 31 Yes 10 0.00000001 0.00034282 32 Yes 10 0.00000001 0.00034306 33 Yes 9 0.00000001 0.00062662 34 Yes 10 0.00000001 0.00035146 35 Yes 10 0.00000001 0.00034884 36 Yes 9 0.00000001 0.00063714 37 Yes 10 0.00000001 0.00035841 38 Yes 10 0.00000001 0.00035731 39 Yes 5 0.00000001 0.00032359 40 Yes 6 0.00000001 0.00078624 41 Yes 6 0.00000001 0.00083548 42 Yes 5 0.00000001 0.00034369 43 Yes 6 0.00000001 0.00078056 44 Yes 6 0.00000001 0.00079075 45 Yes 5 0.00000001 0.00030540 46 Yes 6 0.00000001 0.00080891 47 Yes 6 0.00000001 0.00080257 48 Yes 5 0.00000001 0.00038790 49 Yes 6 0.00000001 0.00081562 50 Yes 6 0.00000001 0.00080025 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 123.875 - 118.875 42.3480 41 3.33 0.00 L2 118.875 - 113.875 38.8668 41 3.32 0.00 L3 113.875 - 108.875 35.4196 41 3.26 0.00 L4 108.875 - 103.875 32.0565 41 3.16 0.00 L5 103.875 - 98.875 28.8171 41 3.02 0.00 L6 98.875 - 93.875 25.7391 41 2.85 0.00 L7 93.875 - 88.875 22.8572 41 2.65 0.00 L8 88.875 - 83.4323 20.2042 41 2.42 0.00 L9 86.3177 - 81.3177 18.9438 41 2.29 0.00 L10 81.3177 - 77.083 16.6150 41 2.13 0.00 L11 77.083 - 76.833 14.8038 41 1.95 0.00 L12 76.833 - 71.833 14.7020 41 1.94 0.00 L13 71.833 - 70.083 12.7889 41 1.71 0.00 L14 70.083 - 69.833 12.1747 41 1.64 0.00 L15 69.833 - 69.083 12.0891 41 1.63 0.00 L16 69.083 - 68.833 11.8338 41 1.62 0.00 L17 68.833 - 63.833 11.7492 41 1.61 0.00 L18 63.833 - 58.833 10.1206 41 1.50 0.00 L19 58.833 - 53.833 8.6159 41 1.38 0.00 L20 53.833 - 48.833 7.2386 41 1.25 0.00 L21 48.833 - 45.1042 5.9918 41 1.13 0.00 L22 48.6459 - 43.6459 5.9477 41 1.12 0.00 L23 43.6459 - 38.6459 4.8063 41 1.05 0.00 L24 38.6459 - 33.6459 3.7739 41 0.93 0.00 L25 33.6459 - 28.6459 2.8660 41 0.81 0.00 L26 28.6459 - 23.6459 2.0837 41 0.69 0.00 L27 23.6459 - 18.6459 1.4269 41 0.57 0.00 L28 18.6459 - 13.6459 0.8938 41 0.45 0.00 L29 13.6459 - 0.4839 41 0.33 0.00 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 37 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° 8.64587 L30 8.64587 - 4 0.1967 41 0.22 0.00 L31 4 - 3.75 0.0393 41 0.11 0.00 L32 3.75 - 2.583 0.0338 41 0.10 0.00 L33 2.583 - 2.333 0.0147 41 0.06 0.00 L34 2.333 - 0 0.0119 41 0.05 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 124.00 Lightning Rod 5/8''x4' 41 42.3480 3.33 0.00 8907 120.00 Sabre (3) C10857007C 12' EHD V-Booms w/ Work Platforms 41 39.6486 3.33 0.00 8907 110.00 Side Arm Mount [SO 102-3] 41 32.8037 3.19 0.00 2603 101.00 Platform Mount [LP 303-1] 41 27.0252 2.93 0.00 1648 90.00 Side Arm Mount [SO 102-3] 41 20.7789 2.47 0.00 1239 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 123.875 - 118.875 107.5000 6 8.48 0.01 L2 118.875 - 113.875 98.6743 6 8.47 0.01 L3 113.875 - 108.875 89.9326 6 8.31 0.01 L4 108.875 - 103.875 81.4016 6 8.06 0.01 L5 103.875 - 98.875 73.1817 6 7.71 0.00 L6 98.875 - 93.875 65.3682 6 7.27 0.00 L7 93.875 - 88.875 58.0500 6 6.75 0.00 L8 88.875 - 83.4323 51.3110 6 6.16 0.00 L9 86.3177 - 81.3177 48.1091 6 5.83 0.00 L10 81.3177 - 77.083 42.1920 6 5.44 0.00 L11 77.083 - 76.833 37.5900 6 4.96 0.00 L12 76.833 - 71.833 37.3314 6 4.94 0.00 L13 71.833 - 70.083 32.4704 6 4.36 0.00 L14 70.083 - 69.833 30.9100 6 4.16 0.00 L15 69.833 - 69.083 30.6926 6 4.15 0.00 L16 69.083 - 68.833 30.0439 6 4.12 0.00 L17 68.833 - 63.833 29.8289 6 4.10 0.00 L18 63.833 - 58.833 25.6917 6 3.81 0.00 L19 58.833 - 53.833 21.8696 6 3.50 0.00 L20 53.833 - 48.833 18.3715 6 3.19 0.00 L21 48.833 - 45.1042 15.2053 6 2.87 0.00 L22 48.6459 - 43.6459 15.0933 6 2.85 0.00 L23 43.6459 - 38.6459 12.1951 6 2.65 0.00 L24 38.6459 - 33.6459 9.5743 6 2.35 0.00 L25 33.6459 - 28.6459 7.2696 6 2.05 0.00 L26 28.6459 - 23.6459 5.2844 6 1.74 0.00 L27 23.6459 - 3.6181 6 1.44 0.00 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 38 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° 18.6459 L28 18.6459 - 13.6459 2.2659 6 1.14 0.00 L29 13.6459 - 8.64587 1.2266 6 0.84 0.00 L30 8.64587 - 4 0.4985 6 0.55 0.00 L31 4 - 3.75 0.0994 6 0.27 0.00 L32 3.75 - 2.583 0.0858 6 0.25 0.00 L33 2.583 - 2.333 0.0373 6 0.15 0.00 L34 2.333 - 0 0.0302 6 0.12 0.00 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 124.00 Lightning Rod 5/8''x4' 6 107.5000 8.48 0.01 3658 120.00 Sabre (3) C10857007C 12' EHD V-Booms w/ Work Platforms 6 100.6565 8.48 0.01 3658 110.00 Side Arm Mount [SO 102-3] 6 83.2973 8.13 0.01 1056 101.00 Platform Mount [LP 303-1] 6 68.6333 7.47 0.00 664 90.00 Side Arm Mount [SO 102-3] 6 52.7711 6.30 0.00 495 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn L1 123.875 - 118.875 (1) TP13.7512x13x0.1875 5.00 0.00 0.0 8.0721 -4.51 472.22 0.010 L2 118.875 - 113.875 (2) TP14.5023x13.7512x0.18 75 5.00 0.00 0.0 8.5191 -4.72 498.37 0.009 L3 113.875 - 108.875 (3) TP15.2535x14.5023x0.18 75 5.00 0.00 0.0 8.9661 -6.16 524.52 0.012 L4 108.875 - 103.875 (4) TP16.0046x15.2535x0.18 75 5.00 0.00 0.0 9.4132 -6.44 550.67 0.012 L5 103.875 - 98.875 (5) TP16.7558x16.0046x0.18 75 5.00 0.00 0.0 9.8602 -9.51 576.82 0.016 L6 98.875 - 93.875 (6) TP17.507x16.7558x0.187 5 5.00 0.00 0.0 10.307 2 -9.88 602.97 0.016 L7 93.875 - 88.875 (7) TP18.2581x17.507x0.187 5 5.00 0.00 0.0 10.754 3 -10.35 629.13 0.016 L8 88.875 - 83.4323 (8) TP19.0758x18.2581x0.18 75 5.44 0.00 0.0 10.982 9 -10.56 642.50 0.016 L9 83.4323 - 81.3177 (9) TP19.0043x18.2673x0.25 5.00 0.00 0.0 14.881 6 -11.12 870.57 0.013 L10 81.3177 - 77.083 (10) TP19.6286x19.0043x0.25 4.23 0.00 0.0 15.376 9 -11.53 899.55 0.013 L11 77.083 - 76.833 (11) TP19.6654x19.6286x0.25 0.25 0.00 0.0 15.406 1 -11.56 901.26 0.013 L12 76.833 - 71.833 (12) TP20.4024x19.6654x0.25 5.00 0.00 0.0 15.991 0 -12.05 935.47 0.013 L13 71.833 - 70.083 (13) TP20.6604x20.4024x0.25 1.75 0.00 0.0 16.195 6 -12.21 947.45 0.013 L14 70.083 - 69.833 (14) TP20.6972x20.6604x0.7 0.25 0.00 0.0 44.429 9 -12.28 2599.15 0.005 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 39 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn L15 69.833 - 69.083 (15) TP20.8078x20.6972x0.68 75 0.75 0.00 0.0 43.905 0 -12.43 2568.44 0.005 L16 69.083 - 68.833 (16) TP20.8447x20.8078x0.52 5 0.25 0.00 0.0 33.859 6 -12.47 1980.79 0.006 L17 68.833 - 63.833 (17) TP21.5817x20.8447x0.51 25 5.00 0.00 0.0 34.272 7 -13.30 2004.95 0.007 L18 63.833 - 58.833 (18) TP22.3187x21.5817x0.5 5.00 0.00 0.0 34.626 3 -14.15 2025.64 0.007 L19 58.833 - 53.833 (19) TP23.0557x22.3187x0.48 75 5.00 0.00 0.0 34.920 4 -15.02 2042.84 0.007 L20 53.833 - 48.833 (20) TP23.7928x23.0557x0.47 5 5.00 0.00 0.0 35.155 0 -15.91 2056.57 0.008 L21 48.833 - 45.1042 (21) TP24.3424x23.7928x0.47 5 3.73 0.00 0.0 35.196 6 -15.94 2059.00 0.008 L22 45.1042 - 43.6459 (22) TP24.0583x23.3203x0.53 75 5.00 0.00 0.0 40.127 1 -17.44 2347.43 0.007 L23 43.6459 - 38.6459 (23) TP24.7962x24.0583x0.53 75 5.00 0.00 0.0 41.386 0 -18.44 2421.08 0.008 L24 38.6459 - 33.6459 (24) TP25.5342x24.7962x0.52 5 5.00 0.00 0.0 41.674 1 -19.46 2437.93 0.008 L25 33.6459 - 28.6459 (25) TP26.2721x25.5342x0.51 25 5.00 0.00 0.0 41.902 6 -20.50 2451.30 0.008 L26 28.6459 - 23.6459 (26) TP27.0101x26.2721x0.51 25 5.00 0.00 0.0 43.103 0 -21.55 2521.52 0.009 L27 23.6459 - 18.6459 (27) TP27.748x27.0101x0.512 5 5.00 0.00 0.0 44.303 4 -22.63 2591.75 0.009 L28 18.6459 - 13.6459 (28) TP28.486x27.748x0.5 5.00 0.00 0.0 44.413 8 -23.72 2598.21 0.009 L29 13.6459 - 8.64587 (29) TP29.224x28.486x0.5 5.00 0.00 0.0 45.584 9 -24.82 2666.72 0.009 L30 8.64587 - 4 (30) TP29.9096x29.224x0.487 5 4.65 0.00 0.0 45.525 6 -25.87 2663.25 0.010 L31 4 - 3.75 (31) TP29.9465x29.9096x0.31 25 0.25 0.00 0.0 29.393 3 -25.91 1719.51 0.015 L32 3.75 - 2.583 (32) TP30.1188x29.9465x0.31 25 1.17 0.00 0.0 29.564 1 -26.09 1729.50 0.015 L33 2.583 - 2.333 (33) TP30.1557x30.1188x0.31 25 0.25 0.00 0.0 29.600 7 -26.14 1731.64 0.015 L34 2.333 - 0 (34) TP30.5x30.1557x0.5375 2.33 0.00 0.0 51.116 8 -26.65 2990.33 0.009 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft fMnx kip-ft Ratio Mux fMnx Muy kip-ft fMny kip-ft Ratio Muy fMny L1 123.875 - 118.875 (1) TP13.7512x13x0.1875 11.92 166.28 0.072 0.00 166.28 0.000 L2 118.875 - 113.875 (2) TP14.5023x13.7512x0.18 75 32.15 185.35 0.173 0.00 185.35 0.000 L3 113.875 - 108.875 (3) TP15.2535x14.5023x0.18 75 54.61 205.44 0.266 0.00 205.44 0.000 L4 108.875 - 103.875 (4) TP16.0046x15.2535x0.18 75 83.00 226.57 0.366 0.00 226.57 0.000 L5 103.875 - 98.875 (5) TP16.7558x16.0046x0.18 75 115.93 248.73 0.466 0.00 248.73 0.000 L6 98.875 - 93.875 (6) TP17.507x16.7558x0.187 5 154.66 271.93 0.569 0.00 271.93 0.000 L7 93.875 - 88.875 (7) TP18.2581x17.507x0.187 5 193.88 295.18 0.657 0.00 295.18 0.000 L8 88.875 - 83.4323 (8) TP19.0758x18.2581x0.18 75 214.25 306.35 0.699 0.00 306.35 0.000 L9 83.4323 - 81.3177 (9) TP19.0043x18.2673x0.25 254.74 424.08 0.601 0.00 424.08 0.000 L10 81.3177 - TP19.6286x19.0043x0.25 289.69 452.98 0.640 0.00 452.98 0.000 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 40 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size Mux kip-ft fMnx kip-ft Ratio Mux fMnx Muy kip-ft fMny kip-ft Ratio Muy fMny 77.083 (10) L11 77.083 - 76.833 (11) TP19.6654x19.6286x0.25 291.76 454.71 0.642 0.00 454.71 0.000 L12 76.833 - 71.833 (12) TP20.4024x19.6654x0.25 333.76 490.12 0.681 0.00 490.12 0.000 L13 71.833 - 70.083 (13) TP20.6604x20.4024x0.25 348.72 502.82 0.694 0.00 502.82 0.000 L14 70.083 - 69.833 (14) TP20.6972x20.6604x0.7 350.87 1321.77 0.265 0.00 1321.77 0.000 L15 69.833 - 69.083 (15) TP20.8078x20.6972x0.68 75 357.35 1315.25 0.272 0.00 1315.25 0.000 L16 69.083 - 68.833 (16) TP20.8447x20.8078x0.52 5 359.53 1032.70 0.348 0.00 1032.70 0.000 L17 68.833 - 63.833 (17) TP21.5817x20.8447x0.51 25 403.70 1085.45 0.372 0.00 1085.45 0.000 L18 63.833 - 58.833 (18) TP22.3187x21.5817x0.5 449.26 1137.22 0.395 0.00 1137.22 0.000 L19 58.833 - 53.833 (19) TP23.0557x22.3187x0.48 75 496.16 1187.81 0.418 0.00 1187.81 0.000 L20 53.833 - 48.833 (20) TP23.7928x23.0557x0.47 5 544.36 1236.99 0.440 0.00 1236.99 0.000 L21 48.833 - 45.1042 (21) TP24.3424x23.7928x0.47 5 546.18 1239.95 0.440 0.00 1239.95 0.000 L22 45.1042 - 43.6459 (22) TP24.0583x23.3203x0.53 75 595.89 1420.78 0.419 0.00 1420.78 0.000 L23 43.6459 - 38.6459 (23) TP24.7962x24.0583x0.53 75 646.93 1512.37 0.428 0.00 1512.37 0.000 L24 38.6459 - 33.6459 (24) TP25.5342x24.7962x0.52 5 699.15 1571.79 0.445 0.00 1571.79 0.000 L25 33.6459 - 28.6459 (25) TP26.2721x25.5342x0.51 25 752.50 1629.58 0.462 0.00 1629.58 0.000 L26 28.6459 - 23.6459 (26) TP27.0101x26.2721x0.51 25 806.90 1725.22 0.468 0.00 1725.22 0.000 L27 23.6459 - 18.6459 (27) TP27.748x27.0101x0.512 5 862.29 1823.60 0.473 0.00 1823.60 0.000 L28 18.6459 - 13.6459 (28) TP28.486x27.748x0.5 918.59 1880.27 0.489 0.00 1880.27 0.000 L29 13.6459 - 8.64587 (29) TP29.224x28.486x0.5 975.73 1981.63 0.492 0.00 1981.63 0.000 L30 8.64587 - 4 (30) TP29.9096x29.224x0.487 5 1029.53 2028.83 0.507 0.00 2028.83 0.000 L31 4 - 3.75 (31) TP29.9465x29.9096x0.31 25 1032.45 1327.19 0.778 0.00 1327.19 0.000 L32 3.75 - 2.583 (32) TP30.1188x29.9465x0.31 25 1046.07 1341.68 0.780 0.00 1341.68 0.000 L33 2.583 - 2.333 (33) TP30.1557x30.1188x0.31 25 1048.99 1344.62 0.780 0.00 1344.62 0.000 L34 2.333 - 0 (34) TP30.5x30.1557x0.5375 1076.28 2316.71 0.465 0.00 2316.71 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K fVn K Ratio Vu fVn Actual Tu kip-ft fTn kip-ft Ratio Tu fTn L1 123.875 - 118.875 (1) TP13.7512x13x0.1875 3.98 141.66 0.028 0.10 168.28 0.001 L2 118.875 - 113.875 (2) TP14.5023x13.7512x0.18 75 4.12 149.51 0.028 0.12 187.43 0.001 L3 113.875 - 108.875 (3) TP15.2535x14.5023x0.18 75 5.61 157.36 0.036 0.14 207.62 0.001 L4 108.875 - 103.875 (4) TP16.0046x15.2535x0.18 75 5.75 165.20 0.035 0.10 228.83 0.000 L5 103.875 - 98.875 (5) TP16.7558x16.0046x0.18 75 7.70 173.05 0.045 0.10 251.09 0.000 L6 98.875 - TP17.507x16.7558x0.187 7.79 180.89 0.043 0.10 274.37 0.000 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 41 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size Actual Vu K fVn K Ratio Vu fVn Actual Tu kip-ft fTn kip-ft Ratio Tu fTn 93.875 (6) 5 L7 93.875 - 88.875 (7) TP18.2581x17.507x0.187 5 7.95 188.74 0.042 0.10 298.68 0.000 L8 88.875 - 83.4323 (8) TP19.0758x18.2581x0.18 75 7.99 192.75 0.041 0.10 311.52 0.000 L9 83.4323 - 81.3177 (9) TP19.0043x18.2673x0.25 8.22 261.17 0.031 0.13 428.95 0.000 L10 81.3177 - 77.083 (10) TP19.6286x19.0043x0.25 8.31 269.86 0.031 0.13 457.98 0.000 L11 77.083 - 76.833 (11) TP19.6654x19.6286x0.25 8.32 270.38 0.031 0.13 459.72 0.000 L12 76.833 - 71.833 (12) TP20.4024x19.6654x0.25 8.51 280.64 0.030 0.13 495.29 0.000 L13 71.833 - 70.083 (13) TP20.6604x20.4024x0.25 8.62 284.23 0.030 0.13 508.05 0.000 L14 70.083 - 69.833 (14) TP20.6972x20.6604x0.7 8.62 779.74 0.011 0.13 1365.53 0.000 L15 69.833 - 69.083 (15) TP20.8078x20.6972x0.68 75 8.68 770.53 0.011 0.13 1357.71 0.000 L16 69.083 - 68.833 (16) TP20.8447x20.8078x0.52 5 8.70 594.24 0.015 0.13 1057.44 0.000 L17 68.833 - 63.833 (17) TP21.5817x20.8447x0.51 25 8.99 601.49 0.015 0.13 1109.83 0.000 L18 63.833 - 58.833 (18) TP22.3187x21.5817x0.5 9.26 607.69 0.015 0.13 1161.16 0.000 L19 58.833 - 53.833 (19) TP23.0557x22.3187x0.48 75 9.52 612.85 0.016 0.13 1211.25 0.000 L20 53.833 - 48.833 (20) TP23.7928x23.0557x0.47 5 9.78 616.97 0.016 0.13 1259.88 0.000 L21 48.833 - 45.1042 (21) TP24.3424x23.7928x0.47 5 9.78 617.70 0.016 0.13 1262.87 0.000 L22 45.1042 - 43.6459 (22) TP24.0583x23.3203x0.53 75 10.10 704.23 0.014 0.13 1450.59 0.000 L23 43.6459 - 38.6459 (23) TP24.7962x24.0583x0.53 75 10.34 726.33 0.014 0.13 1543.05 0.000 L24 38.6459 - 33.6459 (24) TP25.5342x24.7962x0.52 5 10.57 731.38 0.014 0.13 1601.85 0.000 L25 33.6459 - 28.6459 (25) TP26.2721x25.5342x0.51 25 10.79 735.39 0.015 0.13 1658.97 0.000 L26 28.6459 - 23.6459 (26) TP27.0101x26.2721x0.51 25 11.00 756.46 0.015 0.13 1755.38 0.000 L27 23.6459 - 18.6459 (27) TP27.748x27.0101x0.512 5 11.19 777.52 0.014 0.13 1854.52 0.000 L28 18.6459 - 13.6459 (28) TP28.486x27.748x0.5 11.36 779.46 0.015 0.13 1910.36 0.000 L29 13.6459 - 8.64587 (29) TP29.224x28.486x0.5 11.53 800.01 0.014 0.13 2012.44 0.000 L30 8.64587 - 4 (30) TP29.9096x29.224x0.487 5 11.67 798.97 0.015 0.13 2058.68 0.000 L31 4 - 3.75 (31) TP29.9465x29.9096x0.31 25 11.67 515.85 0.023 0.13 1338.74 0.000 L32 3.75 - 2.583 (32) TP30.1188x29.9465x0.31 25 11.71 518.85 0.023 0.13 1354.34 0.000 L33 2.583 - 2.333 (33) TP30.1557x30.1188x0.31 25 11.69 519.49 0.023 0.13 1357.70 0.000 L34 2.333 - 0 (34) TP30.5x30.1557x0.5375 11.72 897.10 0.013 0.13 2353.96 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu fPn Ratio Mux fMnx Ratio Muy fMny Ratio Vu fVn Ratio Tu fTn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 123.875 - 0.010 0.072 0.000 0.028 0.001 0.082 1.050 4.8.2 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 42 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Ratio Pu fPn Ratio Mux fMnx Ratio Muy fMny Ratio Vu fVn Ratio Tu fTn Comb. Stress Ratio Allow. Stress Ratio Criteria 118.875 (1) L2 118.875 - 113.875 (2) 0.009 0.173 0.000 0.028 0.001 0.184 1.050 4.8.2 L3 113.875 - 108.875 (3) 0.012 0.266 0.000 0.036 0.001 0.279 1.050 4.8.2 L4 108.875 - 103.875 (4) 0.012 0.366 0.000 0.035 0.000 0.379 1.050 4.8.2 L5 103.875 - 98.875 (5) 0.016 0.466 0.000 0.045 0.000 0.485 1.050 4.8.2 L6 98.875 - 93.875 (6) 0.016 0.569 0.000 0.043 0.000 0.587 1.050 4.8.2 L7 93.875 - 88.875 (7) 0.016 0.657 0.000 0.042 0.000 0.675 1.050 4.8.2 L8 88.875 - 83.4323 (8) 0.016 0.699 0.000 0.041 0.000 0.718 1.050 4.8.2 L9 83.4323 - 81.3177 (9) 0.013 0.601 0.000 0.031 0.000 0.614 1.050 4.8.2 L10 81.3177 - 77.083 (10) 0.013 0.640 0.000 0.031 0.000 0.653 1.050 4.8.2 L11 77.083 - 76.833 (11) 0.013 0.642 0.000 0.031 0.000 0.655 1.050 4.8.2 L12 76.833 - 71.833 (12) 0.013 0.681 0.000 0.030 0.000 0.695 1.050 4.8.2 L13 71.833 - 70.083 (13) 0.013 0.694 0.000 0.030 0.000 0.707 1.050 4.8.2 L14 70.083 - 69.833 (14) 0.005 0.265 0.000 0.011 0.000 0.270 1.050 4.8.2 L15 69.833 - 69.083 (15) 0.005 0.272 0.000 0.011 0.000 0.277 1.050 4.8.2 L16 69.083 - 68.833 (16) 0.006 0.348 0.000 0.015 0.000 0.355 1.050 4.8.2 L17 68.833 - 63.833 (17) 0.007 0.372 0.000 0.015 0.000 0.379 1.050 4.8.2 L18 63.833 - 58.833 (18) 0.007 0.395 0.000 0.015 0.000 0.402 1.050 4.8.2 L19 58.833 - 53.833 (19) 0.007 0.418 0.000 0.016 0.000 0.425 1.050 4.8.2 L20 53.833 - 48.833 (20) 0.008 0.440 0.000 0.016 0.000 0.448 1.050 4.8.2 L21 48.833 - 45.1042 (21) 0.008 0.440 0.000 0.016 0.000 0.448 1.050 4.8.2 L22 45.1042 - 43.6459 (22) 0.007 0.419 0.000 0.014 0.000 0.427 1.050 4.8.2 L23 43.6459 - 38.6459 (23) 0.008 0.428 0.000 0.014 0.000 0.436 1.050 4.8.2 L24 38.6459 - 33.6459 (24) 0.008 0.445 0.000 0.014 0.000 0.453 1.050 4.8.2 L25 33.6459 - 28.6459 (25) 0.008 0.462 0.000 0.015 0.000 0.470 1.050 4.8.2 L26 28.6459 - 23.6459 (26) 0.009 0.468 0.000 0.015 0.000 0.476 1.050 4.8.2 L27 23.6459 - 18.6459 (27) 0.009 0.473 0.000 0.014 0.000 0.482 1.050 4.8.2 L28 18.6459 - 13.6459 (28) 0.009 0.489 0.000 0.015 0.000 0.498 1.050 4.8.2 L29 13.6459 - 8.64587 (29) 0.009 0.492 0.000 0.014 0.000 0.502 1.050 4.8.2 L30 8.64587 - 4 (30) 0.010 0.507 0.000 0.015 0.000 0.517 1.050 4.8.2 L31 4 - 3.75 (31) 0.015 0.778 0.000 0.023 0.000 0.794 1.050 4.8.2 L32 3.75 - 2.583 (32) 0.015 0.780 0.000 0.023 0.000 0.795 1.050 4.8.2 L33 2.583 - 2.333 (33) 0.015 0.780 0.000 0.023 0.000 0.796 1.050 4.8.2 L34 2.333 - 0 (34) 0.009 0.465 0.000 0.013 0.000 0.474 1.050 4.8.2 May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 43 tnxTower Report - version 8.0.5.0 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 123.875 - 118.875 Pole TP13.7512x13x0.1875 1 -4.51 495.83 7.8 Pass L2 118.875 - 113.875 Pole TP14.5023x13.7512x0.1875 2 -4.72 523.29 17.5 Pass L3 113.875 - 108.875 Pole TP15.2535x14.5023x0.1875 3 -6.16 550.74 26.6 Pass L4 108.875 - 103.875 Pole TP16.0046x15.2535x0.1875 4 -6.44 578.20 36.1 Pass L5 103.875 - 98.875 Pole TP16.7558x16.0046x0.1875 5 -9.51 605.66 46.2 Pass L6 98.875 - 93.875 Pole TP17.507x16.7558x0.1875 6 -9.88 633.12 55.9 Pass L7 93.875 - 88.875 Pole TP18.2581x17.507x0.1875 7 -10.35 660.58 64.3 Pass L8 88.875 - 83.4323 Pole TP19.0758x18.2581x0.1875 8 -10.56 674.63 68.3 Pass L9 83.4323 - 81.3177 Pole TP19.0043x18.2673x0.25 9 -11.12 914.10 58.5 Pass L10 81.3177 - 77.083 Pole TP19.6286x19.0043x0.25 10 -11.53 944.53 62.2 Pass L11 77.083 - 76.833 Pole TP19.6654x19.6286x0.25 11 -11.56 946.32 62.4 Pass L12 76.833 - 71.833 Pole TP20.4024x19.6654x0.25 12 -12.05 982.24 66.2 Pass L13 71.833 - 70.083 Pole TP20.6604x20.4024x0.25 13 -12.21 994.82 67.4 Pass L14 70.083 - 69.833 Pole TP20.6972x20.6604x0.7 14 -12.28 2729.11 25.7 Pass L15 69.833 - 69.083 Pole TP20.8078x20.6972x0.6875 15 -12.43 2696.86 26.3 Pass L16 69.083 - 68.833 Pole TP20.8447x20.8078x0.525 16 -12.47 2079.83 33.8 Pass L17 68.833 - 63.833 Pole TP21.5817x20.8447x0.5125 17 -13.30 2105.20 36.1 Pass L18 63.833 - 58.833 Pole TP22.3187x21.5817x0.5 18 -14.15 2126.92 38.3 Pass L19 58.833 - 53.833 Pole TP23.0557x22.3187x0.4875 19 -15.02 2144.98 40.5 Pass L20 53.833 - 48.833 Pole TP23.7928x23.0557x0.475 20 -15.91 2159.40 42.7 Pass L21 48.833 - 45.1042 Pole TP24.3424x23.7928x0.475 21 -15.94 2161.95 42.7 Pass L22 45.1042 - 43.6459 Pole TP24.0583x23.3203x0.5375 22 -17.44 2464.80 40.7 Pass L23 43.6459 - 38.6459 Pole TP24.7962x24.0583x0.5375 23 -18.44 2542.13 41.5 Pass L24 38.6459 - 33.6459 Pole TP25.5342x24.7962x0.525 24 -19.46 2559.83 43.1 Pass L25 33.6459 - 28.6459 Pole TP26.2721x25.5342x0.5125 25 -20.50 2573.86 44.8 Pass L26 28.6459 - 23.6459 Pole TP27.0101x26.2721x0.5125 26 -21.55 2647.60 45.4 Pass L27 23.6459 - 18.6459 Pole TP27.748x27.0101x0.5125 27 -22.63 2721.34 45.9 Pass L28 18.6459 - 13.6459 Pole TP28.486x27.748x0.5 28 -23.72 2728.12 47.4 Pass L29 13.6459 - 8.64587 Pole TP29.224x28.486x0.5 29 -24.82 2800.06 47.8 Pass L30 8.64587 - 4 Pole TP29.9096x29.224x0.4875 30 -25.87 2796.41 49.3 Pass L31 4 - 3.75 Pole TP29.9465x29.9096x0.3125 31 -25.91 1805.49 75.6 Pass L32 3.75 - 2.583 Pole TP30.1188x29.9465x0.3125 32 -26.09 1815.97 75.7 Pass L33 2.583 - 2.333 Pole TP30.1557x30.1188x0.3125 33 -26.14 1818.22 75.8 Pass L34 2.333 - 0 Pole TP30.5x30.1557x0.5375 34 -26.65 3139.85 45.1 Pass Summary Pole (L33) 75.8 Pass RATING = 75.8 Pass *NOTE: Above stress ratios for reinforced sections are approximate. More exact calculations are presented in Appendix C. May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 44 tnxTower Report - version 8.0.5.0 APPENDIX B BASE LEVEL DRAWING May 2, 2019 123.875 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 400087, Order 470484, Revision 0 Page 45 tnxTower Report - version 8.0.5.0 APPENDIX C ADDITIONAL CALCULATIONS H Site BU: Work Order: Pole Geometry Copyright © 2019 Crown Castle 1 2 3 Reinforcement Configuration 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 E E E 2 E E E 3 E E E 4 5 6 7 8 9 10 Reinforcement Details 1 2 3 Wall Thickness (in) 2.063 n/a n/a 6.000 24.000 16.000 16.000 0.000 873711 CCI-SFP-060100 CCI-SFP-040075 Model Number of Sides Net Area (in2) 4.750 12.000 12.000 Bend Radius (in) Auto Bolt Hole Size (in) 1.1875 Auto Auto 1730867 Rev. 1 Bottom Diameter (in) Number Bottom Termination Length (in) Top Termination Length (in)Lu (in) 24.000 A572-65 A572-65 EXISTING TS 1.1875 0.00006 A572-6518 18 2.885417 3.5417 30.5018 Pole Material 19.075840.442708 41.213542 48.645867 0.1875 24.3424 0.25 0.3125 13 18.27 23.32 Top Diameter (in) Pole Height Above Base (ft)Section Length (ft) Lap Splice Length (ft) Reinforcement Material A572-65 A572-65 A572-65 Gross Area (in2) 6 3 6 B (in) 6 4 1 H (in) Pole Face to Centroid (in) 0.5 0.375 3 123.875 86.317709 48.645867 3 3 3plate Bottom Effective Elevation (ft)Type plate plate Top Effective Elevation (ft) 1 0.75 70.083 77.083 2.583 4 69.083 0 per TIA-222- CCIpole - version 4.4.0 Analysis Date: 5/2/2019Page 1 TNX Geometry Input 5 1 - 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 - 26 - 27 - 28 - 29 - 30 - 31 - 32 - 33 - 34 - 4 3.75 8.645867 4 3.75 2.583 2.583 2.333 2.333 0 58.833 53.833 63.833 58.833 53.833 48.833 48.833 48.64587 43.64587 38.64587 48.64587 43.64587 38.64587 33.64587 33.64587 28.64587 23.64587 18.64587 28.64587 23.64587 103.875 98.875 98.875 93.875 93.875 88.875 88.875 86.31771 86.31771 81.31771 81.31771 77.083 77.083 76.833 76.833 71.833 71.833 70.083 A572-6518 0.5125 29.910 0.5375 A572-6530.500 30.119 30.156 0.3125 A572-65 0.3125 A572-65 0.4875 A572-65 5 18 28.486 29.224 0.5 1.167 2.333 18 30.156 0.25 18 29.910 29.947 0.3125 18 29.947 30.119 0.25 18.64587 13.64587 13.64587 8.645867 5 18 25.534 26.272 0.5125 A572-65 A572-65 5 4.645867 18 29.224 5 18 27.010 0.5125 A572-65 A572-65 0.5 A572-65 5 5 18 26.272 27.010 18 27.748 28.486 5 18 24.058 A572-65 5 5 18 23.320 24.796 0.5375 18 24.796 25.534 A572-65 0.525 A572-65 18 23.056 23.793 0.5 A572-65 A572-65 0.475 A572-65 24.058 0.5375 A572-65 3.728833 3.5417 18 23.793 24.342 0.475 21.582 22.319 5 18 20.845 21.582 5 18 0.25 5 18 22.319 23.056 0.4875 0.25 18 20.660 20.697 0.7 A572-65 1.75 70.083 69.833 0.75 18 20.69769.833 69.083 0.5125 A572-65 20.808 0.6875 18 20.808 20.84569.083 68.833 68.833 63.833 0.25 18 19.629 19.665 0.25 0.25 A572-65 A572-65 0.25 A572-65 18 20.402 20.660 0.25 18 19.665 20.402 A572-65 5 19.004 0.25 A572-65 5.442708 2.885417 18 18.258 19.076 0.1875 4.234709 18 19.004 19.629 A572-65 5 18 18.267 18 16.756 17.507 0.1875 15.253 16.005 16.005 16.756 0.1875 18 A572-65 5 18 17.507 18.258 0.1875 A572-65 5 Section Height (ft)Section Length (ft) Lap Splice Length (ft)Number of Sides Top Diameter (in) Bottom Diameter (in) 13.751123.875 118.875 118.875 113.875 108.875 103.875 113.875 108.875 Increment (ft): 0.1875 18 13.751 14.502 Wall Thickness (in) 0.1875 5 18 14.502 15.253 0.1875 5 0.18755 5 18 13.000 Tapered Pole Grade A572-65 A572-65 A572-65 A572-65 A572-65 5 18 A572-65 0.525 1.022 27.748 1.000 1.000 1.000 1.000 1.000 1.040 1.000 1.000 1.000 0.938 1.032 1.044 1.032 1.021 1.034 1.024 1.026 1.000 1.000 0.973 1.034 1.043 1.043 1.036 1.000 1.000 1.000 1.000 1.000 1.000 0.987 1.014 1.019 A572-65 Weight Multiplier 0 18 A572-65 CCIpole - version 4.4.0 Page 2 Analysis Date: 5/2/2019 TNX Section Forces 5 Pu (K) Mux (kip- ft)Vu (K) ###1 -4.51 11.92 3.98 ###2 -4.71 32.15 4.12 ###3 -6.16 54.61 5.61 ###4 -6.44 83.00 5.75 ###5 -9.51 115.93 7.70 ###6 -9.88 154.66 7.79 ###7 -10.35 193.88 7.95 ###8 -10.56 214.25 7.99 ###9 -11.12 254.74 8.22 ###10 -11.53 289.69 8.31 ###11 -11.56 291.76 8.32 ###12 -12.05 333.77 8.51 ###13 -12.21 348.72 8.62 ###14 -12.28 350.87 8.62 ###15 -12.43 357.35 8.68 ###16 -12.47 359.53 8.70 ###17 -13.30 403.70 8.99 ###18 -14.15 449.26 9.26 ###19 -15.02 496.16 9.52 ###20 -15.91 544.35 9.78 ###21 -15.94 546.18 9.78 ###22 -17.44 595.89 10.10 ###23 -18.44 646.93 10.34 ###24 -19.46 699.15 10.57 ###25 -20.50 752.50 10.79 ###26 -21.55 806.90 11.00 ###27 -22.63 862.29 11.19 ###28 -23.72 918.59 11.36 ###29 -24.82 975.72 11.52 ###30 -25.87 1029.53 11.67 ###31 -25.91 1032.45 11.67 ###32 -26.09 1046.07 11.71 ###33 -26.14 1048.99 11.69 ###34 -26.65 1076.28 11.72 4 3.75 8.645867 4 3.75 2.583 2.583 2.333 2.333 0 58.833 53.833 63.833 58.833 53.833 48.833 48.833 48.64587 43.64587 38.64587 48.64587 43.64587 38.64587 33.64587 33.64587 28.64587 23.64587 18.64587 28.64587 23.64587 103.875 98.875 98.875 93.875 93.875 88.875 88.875 86.31771 86.31771 81.31771 81.31771 77.083 77.083 76.833 76.833 71.833 71.833 70.083 18.64587 13.64587 13.64587 8.645867 70.083 69.833 69.833 69.083 69.083 68.833 68.833 63.833 Section Height (ft) 123.875 118.875 118.875 113.875 108.875 103.875 113.875 108.875 Increment (ft):TNX Output 0 CCIpole - version 4.4.0 Analysis Date: 5/2/2019Page 3 Analysis Results 8.65 - 4 4 - 3.75 3.75 - 2.58 2.58 - 2.33 2.33 - 0 Elevation (ft) 123.88 - 118.88 118.88 - 113.88 113.88 - 108.88 88.88 - 86.32 86.32 - 81.32 81.32 - 77.08 77.08 - 76.83 76.83 - 71.83 71.83 - 70.08 70.08 - 69.83 69.83 - 69.08 69.08 - 68.83 68.83 - 63.83 63.83 - 58.83 58.83 - 53.83 53.83 - 48.83 48.83 - 48.65 48.65 - 43.65 43.65 - 38.65 38.65 - 33.65 33.65 - 28.65 28.65 - 23.65 23.65 - 18.65 18.65 - 13.65 13.65 - 8.65 Pole + Reinf.TP30.5x30.156x0.5375 Reinf. 3 Tension Yield 63.3%Pass Pole + Reinf.TP29.91x29.224x0.4875 Reinf. 1 Tension Rupture 73.5%Pass Pole TP29.947x29.91x0.3125 Pole 75.2%Pass 75.4%Pass Pole TP30.156x30.119x0.3125 Pole 75.4%Pass Pole + Reinf.TP27.01x26.272x0.5125 Reinf. 1 Tension Rupture 68.0%Pass Pole + Reinf.TP27.748x27.01x0.5125 Reinf. 1 Tension Rupture 69.5%Pass 71.0%Pass Pole + Reinf.TP29.224x28.486x0.5 Reinf. 1 Tension Rupture 72.3%Pass Pole + Reinf.TP24.058x23.32x0.5375 Reinf. 1 Tension Rupture 60.4%Pass Pole + Reinf.TP24.796x24.058x0.5375 Reinf. 1 Tension Rupture 62.5%Pass 64.4%Pass Pole + Reinf.TP26.272x25.534x0.5125 Reinf. 1 Tension Rupture 66.3%Pass Pole + Reinf.TP22.319x21.582x0.5 Reinf. 1 Tension Rupture 57.2%Pass Pole + Reinf.TP23.056x22.319x0.4875 Reinf. 1 Tension Rupture 60.2%Pass 63.0%Pass Pole + Reinf.TP24.342x23.793x0.475 Reinf. 1 Tension Rupture 63.1%Pass Pole + Reinf.TP20.697x20.66x0.7 Reinf. 2 Tension Rupture 48.0%Pass Pole + Reinf.TP20.808x20.697x0.6875 Reinf. 2 Tension Rupture 48.5%Pass 50.7%Pass Pole + Reinf.TP21.582x20.845x0.5125 Reinf. 1 Tension Rupture 54.1%Pass Pole TP19.629x19.004x0.25 Pole 61.8%Pass Pole TP19.665x19.629x0.25 Pole 62.1%Pass 65.8%Pass Pole TP20.66x20.402x0.25 Pole 67.0%Pass Pass Pole TP18.258x17.507x0.1875 Pole 63.8%Pass 108.88 - 103.88 103.88 - 98.88 98.88 - 93.88 93.88 - 88.88 Pole TP16.756x16.005x0.1875 Pole TP17.507x16.756x0.1875 Pole TP19.004x18.267x0.25 Pole 58.2%Pass Pole Pole Component Type Size Critical Element % Capacity Pass / Fail 7.6%PassPoleTP13.751x13x0.1875 Pole Pole TP14.502x13.751x0.1875 Pole 17.2%Pass 26.2%PassTP15.253x14.502x0.1875 Pole Pole 55.4%Pass Pole TP19.076x18.258x0.1875 Pole Pole TP20.402x19.665x0.25 Pole Pole + Reinf.TP20.845x20.808x0.525 Reinf. 1 Tension Rupture Pole + Reinf.TP23.793x23.056x0.475 Reinf. 1 Tension Rupture Pole + Reinf.TP25.534x24.796x0.525 Reinf. 1 Tension Rupture Pole + Reinf.TP28.486x27.748x0.5 Reinf. 1 Tension Rupture Pole TP30.119x29.947x0.3125 Pole 67.9%Pass Overall 75.4%Pass Summary Pole 75.4%Pass Pole TP16.005x15.253x0.1875 Pole 35.8%Pass 45.6% Reinforcement 73.5%Pass CCIpole - version 4.4.0 Analysis Date: 5/2/2019Page 4 Additional Calculations Pole R1 R2 R3 123.88 - 118.88 7.6% 118.88 - 113.88 17.2% 113.88 - 108.88 26.2% 108.88 - 103.88 35.8% 103.88 - 98.88 45.6% 98.88 - 93.88 55.4% 93.88 - 88.88 63.8% 88.88 - 86.32 67.9% 86.32 - 81.32 58.2% 81.32 - 77.08 61.8% 77.08 - 76.83 62.1% 76.83 - 71.83 65.8% 71.83 - 70.08 67.0% 70.08 - 69.83 26.7%40.0%48.0% 69.83 - 69.08 27.0%40.5%48.5% 69.08 - 68.83 35.6%50.7% 68.83 - 63.83 38.0%54.1% 63.83 - 58.83 40.2%57.2% 58.83 - 53.83 42.3%60.2% 53.83 - 48.83 44.3%63.0% 48.83 - 48.65 44.3%63.1% 48.65 - 43.65 41.9%60.4% 43.65 - 38.65 43.4%62.5% 38.65 - 33.65 44.7%64.4% 33.65 - 28.65 46.0%66.3% 28.65 - 23.65 46.6%68.0% 23.65 - 18.65 47.7%69.5% 18.65 - 13.65 48.6%71.0% 13.65 - 8.65 49.5%72.3% 8.65 - 4 50.3%73.5% 4 - 3.75 75.2% 3.75 - 2.58 75.4% 2.58 - 2.33 75.4% 2.33 - 0 47.1%63.3% Note: Section capacity checked in 5 degree increments. Rating per TIA-222-H Section 15.5. % Capacity*Section Elevation (ft) 18.00 47.94 18.00 43.75 18.00 44.48 18.00 45.21 18.00 45.94 18.00 46.68 18.00 47.36 n/a 29.39 n/a 29.56 n/a 29.60 18.00 34.34 18.00 34.93 18.00 35.51 18.00 36.10 18.00 36.68 18.00 36.70 18.00 41.55 18.00 42.28 18.00 43.02 n/a 10.75 n/a 10.98 n/a 14.88 n/a 15.38 n/a 15.41 n/a 15.99 n/a 16.20 27.00 43.22 27.00 43.31 3259 5036 29.36 3260 3260 29.39 3317 3317 29.56 3330 3330 29.60 3460 5852 29.94 1777 n/a n/a n/a 2391 2018 3301 25.02 2200 3554 25.75 2393 3857 26.48 2597 4138 27.21 2812 4431 27.94 3038 4739 28.68 1283 1354 1464 1541 1620 1701 1083 2079 17.51 1195 2253 18.10 1315 2437 18.68 1319 2444 18.70 1684 2832 23.55 1846 3060 24.28 996 1058 1122 1125 1147 1214 820 820 15.99 852 852 16.20 859 2231 16.22 873 2258 16.31 881 1759 16.34 979 1915 16.93936 n/a n/a 1372 1386 878 472 472 10.98 661 661 14.88 729 729 15.38 733 733 15.41 n/a n/a n/a n/a n/a n/a 297 297 9.41 342 342 9.86 Reinf. n/a n/a n/a n/a n/a 390 390 10.31 444 444 10.75 257 257 8.97 Pole Total Pole 188 188 8.07 220 220 8.52 n/a 9.86 10.31 n/a n/a 8.07 8.52 8.97 9.41 Reinf.Total Moment of Inertia (in4)Area (in2) n/a n/a n/a CCIpole - version 4.4.0 Analysis Date: 5/2/2019Page 5 Monopole Base Plate Connection *TIA-222-H Section 15.5 Applied #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) GROUP 1: (8) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 38" BC GROUP 1: GROUP 2: (4) 1-3/4" ø bolts (A193 Gr. B7 N; Fy=105 ksi, Fu=125 ksi) on 45" BC Pu_c = 125.67 φPn_c = 243.75 Stress Rating pos. (deg): Vu = 1.47 φVn = 73.13 49.1% Mu = n/a φMn = n/a Pass Base Plate Data 44" OD x 1.5" Plate (A572-60; Fy=60 ksi, Fu=75 ksi)GROUP 2: Pu_c = 84.33 φPn_c = 199.5 Stress Rating Stiffener Data Vu = 0 φVn = 59.85 40.3% (16) 18"H x 6"W x 1"T, Notch: 0.75" Mu = n/a φMn = n/a Pass plate: Fy= 50 ksi ; weld: Fy= 70 ksi horiz. weld: 0.375" groove, 45° dbl bevel, 0.375" fillet Base Plate Summary vert. weld: 0.25" fillet Max Stress (ksi):37.42 (Roark's Flexural) Allowable Stress (ksi):54 Pole Data Stress Rating:66.0%Pass 30.5" x 0.5375" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Stiffener Summary Horizontal Weld:38.6%Pass Vertical Weld:25.7%Pass Plate Flexure+Shear:3.8%Pass Plate Tension+Shear:19.0%Pass Plate Compression:20.4%Pass Pole Summary Punching Shear:3.2%Pass Analysis ResultsConnection Properties Iar (in) 1.5 Moment (kip-ft) 1076.28 Axial Force (kips) 26.65 Shear Force (kips) 11.72 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 BU # 873711 Applied Loads Site Name Carmel-Springfield Order # 470484 Rev. 0 Analysis Considerations Site Info TIA-222 Revision H Grout Considered:No 34.44 15.15 Adjusted Pole Reactions 30, 110, 190, 290 CCIplate - version 3.6.0 Analysis Date: 5/2/2019 BU: 873711 WO: 1730867 Existing AR Brackets (1) Done By: BO Checked By: Date: 5/2/2019 Additional Anchor Rod Calculations: Moment 1076.28 kip× ft×:= Base Reactions from tnxTower: Apply TIA-222-H Section 15.5?Axial 26.65 kip×:= Shear 11.72 kip×:= Original Anchor Rod Group: Nexisting 8:=Fuexisitng 100ksi:= BCexisting 38 in×:=Fyexisting 75ksi:= Dexisting 2.25 in×:= Aexisting 3.25in2:= Other Anchor Rod Group: Ngen1 0:=Fugen1 0ksi:= BCgen1 0 in×:=Fygen1 0ksi:= Dgen1 0 in×:= Agen1 0 in 2×:= Existing Anchor Rod Group: Nnew 4:=Furod 125ksi:= BCnew 45 in×:=Fyrod 105ksi:= Dnew 1.75 in×:= Anew 1.9 in 2×:= --See attached CCIplate output for additional anchor rod group capacity and structural rating values-- Reference: DOUBLE CLICK HERE Page 1 of 10 BU: 873711 WO: 1730867 Existing AR Brackets (1) Done By: BO Checked By: Date: 5/2/2019 Anchor Rod Bracket Calculations Analyze the anchor rod bracket and all components to resist the full demand loading of the additional anchors. Bracket Demand Load: From CCI Plate Pu 84.33 kip×:= Tube Design (Square HSS) Member Size:HSS 4" x 4" x 1/2" Member Properties (AISC 15th Ed., Table 1-12):Outside Diameter:ODHSS 4 in×:= Area:AHSS 6.02 in 2×:=Ae_HSS 0.75 AHSS× 4.51 in 2×=:= tHSS 0.465 in×:=Thickness: Fy_HSS 50 ksi×:=Fu_HSS 125 ksi×:=Yield Strength: LHSS 18.5 in×:=Length: IHSS 11.9 in 4×:=Moment of Inertia: rHSS 1.41 in×:=Radius of Gyration: Inside Dimension:IDHSS ODHSS 2 tHSS×-3.07 in×=:= Bearing Check (AISC 15th Ed., Equation J7-1):b 0.75:= Pu_c b Rn×=b 1.8× Fy_HSS× Apb×= Apb Pu b 1.8× Fy_HSS× 1.25 in 2×=:= Checkbear "OK" AHSS Apb³if "N/G" otherwise := Checkbear "OK"= Page 2 of 10 BU: 873711 WO: 1730867 Existing AR Brackets (1) Done By: BO Checked By: Date: 5/2/2019 Compression Check (AISC 15th Ed., Eqs. E3-1 to E3-4):c 0.9:= K 1:= Pu_comp c Fcr× Ag×= Lc K LHSS× 18.5 in×=:= Fe 2 29000×ksi Lc rHSS     2 1662.62 ksi×=:= Lc rHSS 13.12=<4.71 29000 ksi× Fy_HSS × 113.43= ... Fcr 0.658 Fy_HSS Fe Fy_HSS× 49.37 ksi×=:= (AISC 15th Ed., Equation J4-6):Pu_comp c Fy_HSS× AHSS× Lc rHSS 25£if c Fcr× AHSS× otherwise := Pu_comp 270.9 kip×= Checkcomp "OK" Ratingcomp 100%<if "N/G" otherwise := Checkcomp "OK"= Gusset Plate Design Gusset Plate width:wplate 5.25 in×:= tplate 1.25in:=Gusset Plate thickness: Lplate1 19in:= Lplate2 15in:= Fyplate 65ksi:= Gusset Plate Strength:Fuplate 80ksi:= tpole 0.3125in:=Pole thickness: Page 3 of 10 BU: 873711 WO: 1730867 Existing AR Brackets (1) Done By: BO Checked By: Date: 5/2/2019 Shear Check (AISC 15th Ed., Eqs. J4-3 and J4-4):Ag tplate Lplate2× 18.75 in 2×=:= Anv Ag 18.75 in 2×=:= Shear Yielding v 1:= Vplate v 0.6× Ag× Fyplate× 731.25 kip×=:= Checkshear "OK" Ratingshear 100%<if "N/G" otherwise := Checkshear "OK"= Shear Rupture v 0.75:= Vplate v 0.6× Anv× Fuplate× 675 kip×=:= Checkshear "OK" Ratingshear 100%<if "N/G" otherwise := Checkshear "OK"= Gusset Plate to Pole and Base Plate Weld Design (Horizontal and Vertical Weld): (AISC 15th Ed., Part 8)Gusset plate thickness:tplate 1.25 in×= Pole Grade: Fypole 65ksi:=Fupole 80ksi:= Base Plate Grade: Fybase 60ksi:=Fubase 75ksi:= Gussett Plate Grade: Fyplate 65 ksi×=Fuplate 80 ksi×= Height of vertical weld from base plate:H Lplate1 19 in×=:= Notchhoriz 0 in×:= Notchvert 0 in×:= Gap between Base Plate and HSS:Gap 5.25in:= Vertical fillet weld size to pole: (in sixteenths of an inch) Dvpole 5:= weldsizepole Dvpole 16 5 16 =:= Weld Material Grade:FEXX 80ksi:= Page 4 of 10 BU: 873711 WO: 1730867 Existing AR Brackets (1) Done By: BO Checked By: Date: 5/2/2019 Check "OK" Rating 100%<if "INSUFFICIENT" otherwise := Check "OK"= Gusset Plate to HSS Weld Design (AISC 15th Ed., Table 8-4) FEXX 80ksi:=Electrode Strength: Page 5 of 10 BU: 873711 WO: 1730867 Existing AR Brackets (1) Done By: BO Checked By: Date: 5/2/2019 Weld Size (in sixteenths of an inch):D1 5:=weldsize1 D1 16 5 16 =:= Assume the worst-case installation scenario where the rod is positioned directly against the far side of the HSS. ecc2 ODHSS tHSS- Dnew 2 -2.66 in×=:= Load not in plane with weld group:k 0:= a ecc2 Lplate2 0.18=:= C1 1.03= Coeff1 3.67:= w 0.75:= Dmin1 ceil Pu in× w Coeff1× C1 Lplate2× kip×   2=:= minweldsize Dmin1 16 1 8 =:= Checkweld "OK" D1 Dmin1³D1 Minweldsize³Ùif "N/G" otherwise := Checkweld "OK"= Rnweld1 w Coeff1× ksi in× C1× D1× Lplate2× 212.63 kip×=:= Checkweld1 "OK" Ratingweld1 100%<if "N/G" otherwise := Checkweld1 "OK"= Page 6 of 10 BU: 873711 WO: 1730867 Existing AR Brackets (1) Done By: BO Checked By: Date: 5/2/2019 Gusset Plate to Pole Punching Shear Check (max per unit length): (AISC 15th Ed., Section J4.2) Assume the worst-case installation scenario where the rod is positioned directly against the far side of the HSS. sy 1.0:= sr 0.75:= ecc1 wplate ODHSS+tHSS- Dnew 2 -7.91 in×=:= M1 Pu ecc1× 667.05 kip in××=:= S1 tplate Lplate1 2× 6 75.21 in 3×=:= fv M1 S1 tplate× 1×in 11.09 kip×=:= AISC 15th Ed., Equation J4-3:Fsy sy 0.6× Fypole× 2× tpole× 1×in 24.37 kip×=:= AISC 15th Ed., Equation J4-4:Fsr sr 0.6× Fupole× 2× tpole× 1×in 22.5 kip×=:= Fv min Fsy Fsr, ( ) 22.5 kip×=:= CheckPS1 "OK" RatingPS1 100%<if "N/G" otherwise := CheckPS1 "OK"= Gusset Plate to HSS Punching Shear Check (max per unit length): (AISC 15th Ed., Section J4.2) Assume the worst-case installation scenario where the rod is positioned directly against the far side of the HSS. ecc2 ODHSS tHSS- Dnew 2 -2.66 in×=:= M2 Pu ecc2× 224.32 kip in××=:= S2 tplate Lplate2 2× 6 46.88 in 3×=:= fv M2 S2 tplate× 1×in 5.98 kip×=:= AISC 15th Ed., Equation J4-3:Fsy sy 0.6× Fy_HSS× 2× tHSS× 1×in 27.9 kip×=:= AISC 15th Ed., Equation J4-4:Fsr sr 0.6× Fu_HSS× 2× tHSS× 1×in 52.31 kip×=:= Fv min Fsy Fsr, ( ) 27.9 kip×=:= CheckPS2 "OK" RatingPS2 100%<if "N/G" otherwise := CheckPS2 "OK"= Page 7 of 10 BU: 873711 WO: 1730867 Existing AR Brackets (1) Done By: BO Checked By: Date: 5/2/2019 Embedment Depth Calculations Projected Embedment Depth:Lem 6 ft×:= Yield Strength of Rebar:fy 60ksi:= Concrete Strength:f'c 4000psi:= Transverse Reinforcement Index:ktr 0:=Can be taken as 0 for design per ACI 318-14 Epoxy Factor:e 1:= Rebar Size Factor:s 1:= Casting Position Factor:t 1:= Concrete Weight Factor:1 psi×:= Pier Diameter:Dpier 5ft:= Cover : cc 4in:= Rebar Size:ds 8:=db vlookup ds Rebar, 2, ( ) in× 1 in×=:= Tie Size:Tie 5:= Number of Vertical Rebar:n 18:= The embedment depth shall be analyzed based on the design tension capacity of the anchor rods. Design Load:Pnt 0.75 Furod× Anew× 178.13 kip×=:= Development Length (ACI 318-14 Chapter 25): BCrebar Dpier 2 cc×-Tie in× 4 -db-49.75 in×=:= Srebar BCrebar× n 8.683 in×=:= cb min cc Tie 8 in+ db 2 +Srebar 0.5×,  4.34 in×=:= ACI 318-14, Equation 25.4.2.3a:ld 3 40 fy f'c× × t e× s× min cb ktr+ db     2.5,     ×       db× 28.46 in×=:= Calculate Max Distance Between Rebar and New Anchor Rods: Page 8 of 10 BU: 873711 WO: 1730867 Existing AR Brackets (1) Done By: BO Checked By: Date: 5/2/2019 A 1 2 Srebar× 4.342 in×=:= B BCrebar 2 BCnew 2 -2.375 in×=:= G A 2 B2+4.949 in×=:= l'd ld G 1.5 +3in+2.9ft=:= Epoxy Development Length: Bond Strength: Epoxy := bond 0.65:= Sb Sbh Epoxy 0=if SbA otherwise := Sb 1717psi= Lbe Pnt Dnew× Sb× bond× 29.03 in×=:= Required Embedment Length: Lmin_CED 5ft( ) Dnew 2.25in¹if 6.5ft( ) Epoxy 0=Dnew 2.25in=Ùif 6ft( ) Epoxy 1=Dnew 2.25in=Ùif := Lmin max Lbe 12in+l'd 0.25 Lbe×+, Lmin_CED, ( ) 5ft=:= Lmin ceil Lmin 0.5ft  0.5×ft:= Lmin 5ft= Check "OK" Lmin Lem£if "N/G" otherwise := Check "OK"= Page 9 of 10 BU: 873711 WO: 1730867 Existing AR Brackets (1) Done By: BO Checked By: Date: 5/2/2019 Anchor Rod Pullout Test: p 0.75:= Is this a CA DSA site? Pullout p Furod× Anew× 1.6 CA 0=if 0.8 Fyrod× Anew×( ) otherwise 111 kip×=:= Page 10 of 10 TIA-222 Revison:Check Pier Capacity only at location of Max Moment?No Tower Type: Soil Lateral Capacity Compression Uplift Comp.Uplift 6.30 - 1076.28 4.69 - 26.65 1137.75 - 11.72 27.0%- Soil Vertical Capacity Compression Uplift 200.57 - 4 ksi 0.00 - 60 ksi 57.48 - 200.57 - 84.13 - 24 ft 39.9%- 1 ft Reinforced Concrete Capacity Compression Uplift 6.53 - 1137.59 - 5 ft 1663.58 - 18 65.1%- 8 4 in 5 *Rating per TIA-222-H Section 15.5 4 ft # of Layers 5 FALSE 1 0 3 3 120 150 0 0 0.000 0.000 0.00 0.00 FALSE 2 3 11.5 8.5 65 87.6 35 0.000 0.000 0.55 0.41 FALSE 3 11.5 15 3.5 65 87.6 35 0.000 0.000 0.80 0.60 FALSE 4 15 20 5 65 87.6 38 0.000 0.000 0.95 0.71 FALSE 5 20 24 4 70 87.6 38 0.000 0.000 1.20 0.90 0 Check Limitation Apply TIA-222-H Section 15.5: Pier Diameter Rebar Quantity Rebar Strength, Fy: End Bearing (kips) Total Capacity (kips) Axial (kips) Depth Ext. Above Grade Critical Depth (ft from TOC) Critical Moment (kip-ft) Critical Moment Capacity Rating* Pier Section 1 From 1' above grade to 24' below grade Rebar Size Clear Cover to Ties Tie Size Rating* Ultimate Skin Friction Uplift Override (ksf) Groundwater Depth Soil Profile Soil TypeSPT Blow Count Ult. Gross Bearing Capacity (ksf) γsoil (pcf) γconcrete (pcf) Cohesion (ksf) Angle of Friction (degrees) Calculated Ultimate Skin Friction Uplift (ksf) Calculated Ultimate Skin Friction Comp (ksf) Layer Top (ft) Bottom (ft) Thickness (ft) Ultimate Skin Friction Comp Override (ksf) Analysis Results Drilled Pier Foundation BU # : Site Name: Order Number: Monopole Applied Loads Material Properties Pier Design Data H 873711 Carmel-Springmill 470484 Rev. 0 Moment (kip-ft) Axial Force (kips) Shear Force (kips) Concrete Strength, f'c: Dv=0 (ft from TOC) Soil Safety Factor Max Moment (kip-ft) Rating* Skin Friction (kips) Weight of Concrete (kips) Cohesionless Cohesionless 39.9% 65.1% Soil Interaction Rating* Structural Foundation Rating* N/A Cohesionless Cohesionless Cohesionless Version 2.1.1 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-10 Risk Category:II Soil Class:D - Stiff Soil Elevation:861.12 ft (NAVD 88) Latitude: Longitude: 39.977 -86.169583 Wind Results: Data Source: Date Accessed: Wind Speed: 115 Vmph 10-year MRI 76 Vmph 25-year MRI 84 Vmph 50-year MRI 90 Vmph 100-year MRI 96 Vmph ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, incorporating errata of March 12, 2014 Mon Apr 29 2019 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 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. Page 1 of 3https://asce7hazardtool.online/Mon Apr 29 2019 SS : 0.148 S1 : 0.082 F a : 1.6 F v : 2.4 SMS : 0.236 SM1 : 0.196 SDS : 0.157 SD1 : 0.131 T L : 12 PGA : 0.067 PGA M : 0.108 F PGA : 1.6 Ie : 1 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil B Data Accessed: Date Source: Mon Apr 29 2019 USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Mon Apr 29 2019 Ice Results: Data Source: Date Accessed: Ice Thickness: 1.00 in. Concurrent Temperature: 5 F Gust Speed: 40 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Mon Apr 29 2019 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 50-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/Mon Apr 29 2019