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tnxTower Report - version 8.0.4.0 Date: August 18, 2018 Thomas Simpkins Black & Veatch Corp. Crown Castle 6800 W. 115th Street, Suite 2292 1500 Corporate Drive Overland Park, KS 66211 Canonsburg, PA 15317 (913) 458-8145 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: IN90XC597 Crown Castle Designation: Crown Castle BU Number: 873709 Crown Castle Site Name: Carmel Rangeline Crown Castle JDE Job Number: 521219 Crown Castle Work Order Number: 1614429 Crown Castle Order Number: 452071 Rev. 0 Engineering Firm Designation: Black & Veatch Corp. Project Number: 194393 Site Data: 931 N Rangeline, Carmel, Hamilton County, IN Latitude 39° 59' 19.1'', Longitude -86° 7' 28.7'' 160 Foot - Monopole Tower Dear Thomas Simpkins, Black & Veatch Corp. is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 115 mph converted to a nominal 3-second gust wind speed of 89 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C with a maximum topographic factor, Kzt, of 1.000 and Risk Category II were used in this analysis. Structural analysis prepared by: Poonapob Medsuwun / T Sindhuri Respectfully submitted by: Riley, Joshua J, P.E. Professional Engineer 08/20/2018 August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 2 tnxTower Report - version 8.0.4.0 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 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 3 tnxTower Report - version 8.0.4.0 1) INTRODUCTION This tower is a 160 ft Monopole tower designed by Pirod Manufactures Inc. in April of 2000. The tower was originally designed for a wind speed of 75 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA Building Code: 2012 IBC TIA-222 Revision: TIA-222-G Risk Category: II Wind Speed: 89 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 1 in Wind Speed with Ice: 40 mph Seismic Ss: 0.177g Seismic S1: 0.079g Service Wind Speed: 60 mph Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 151.0 152.0 3 rfs celwave APXVBBLL20X_43-C-I20 w/ Mount Pipe 3 1-1/2 - 3 samsung telecommunications 800MHZ RRH 3 samsung telecommunications M-MIMO AAU w/ Mount Pipe 3 samsung telecommunications RRH-P4 Table 2 - Existing Antenna and Cable Information Mounting Level (ft) August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 4 tnxTower Report - version 8.0.4.0 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 151.0 1 cci tower mounts Platform Mount [LP 403-1] - - 1 137.0 137.0 3 andrew LNX-6515DS-A1M w/ Mount Pipe 2 1 1-1/2 1-3/8 1 1 cci tower mounts T-Arm Mount [TA 1302-3] 3 commscope JAHH-65C-R3B w/ Mount Pipe 3 commscope RC3DC-3315-PF-48 3 ericsson AIR 32 w/ Mount Pipe 6 ericsson RRUS 12 B5 3 ericsson RRUS 32 B2 3 ericsson RRUS B13 W/A2 (CMB) 6 rfs celwave FDL85002/2C-3L 106.0 110.0 1 kathrein CL-1469B/75 5 13/32 1 1 wade antenna J105-HI 106.0 1 cci tower mounts Side Arm Mount [SO 102- 3] 2 cci tower mounts Side Arm Mount [SO 701- 1] 2 wade antenna WH14-69/24 102.0 1 kathrein CL-1469B/75 101.0 101.0 1 cci tower mounts Side Arm Mount [SO 102- August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 5 tnxTower Report - version 8.0.4.0 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer’s specifications. 2) The tower and structures have been maintained in accordance with the manufacturer’s specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) This analysis was performed under the assumption that all information provided to Black & Veatch is current and correct. This is to include site data, existing/proposed appurtenance loading, tower/foundation details, and geotechnical data. The existing/proposed 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. 5) Base and flange plate design methodology of the manufacturer has been reviewed and found to be an acceptable means of designing to resist the full capacity of the bolts and shaft. 6) Flange plates have the same capacity as their respective splice bolts 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) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail L1 160 - 140 Pole P36x3/8 1 -9.89 1490.10 12.3 Pass L2 140 - 120 Pole P42x3/8 2 -18.97 1668.87 29.0 Pass L3 120 - 100 Pole P48x3/8 3 -24.81 1847.49 40.9 Pass L4 100 - 80 Pole P54x3/8 4 -30.47 2026.00 49.7 Pass L5 80 - 60 Pole P60x3/8 5 -36.74 2204.43 55.9 Pass L6 60 - 40 Pole P60x1/2 6 -44.93 3125.69 53.1 Pass L7 40 - 20 Pole P60x5/8 7 -55.04 4139.15 51.7 Pass L8 20 - 0 Pole P60x3/4 8 -66.92 5244.23 51.0 Pass Summary Pole (L5) 55.9 Pass Rating = 55.9 Pass Table 5 - Tower Component Stresses vs. Capacity – LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Flange Bolts 140 11.8 Pass 1 Flange Bolts 120 29.4 Pass 1 Flange Bolts 100 42.7 Pass 1 Flange Bolts 80 43.9 Pass 1 Flange Bolts 60 37.9 Pass 1 Flange Bolts 40 49.0 Pass 1 Flange Bolts 20 60.8 Pass 1 Anchor Rods 60 46.9 Pass 1 Base Foundation 40 48.1 Pass 1 Base Foundation Soil Interaction 20 14.6 Pass August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 6 tnxTower Report - version 8.0.4.0 Structure Rating (max from all components) = 60.8% Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 2) Base and flange plate design methodology of the manufacturer has been reviewed and found to be an acceptable means of designing to resist the full capacity of the bolts and shaft. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 7 tnxTower Report - version 8.0.4.0 APPENDIX A TNXTOWER OUTPUT . Black & Veatch Corp. 6800 W. 115th Street, Suite 2292 Overland Park, KS 66211 Phone: (913) 458-8145 FAX: Job: Carmel Rangeline (BU# 873709) Project: 194393 (873709.1614429) Client: Crown Castle Drawn by: T Sindhuri App'd: Code: TIA-222-G Date: 08/18/18 Scale: NTS Path: Y:\TELECOM\2018\Engineering\Projects\CCI\SA Sites\873709\873709.1614429 - TSA\Structural\873709.1614429 Structural Analysis.eri Dwg No. E-1 160.0 ft 140.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 89 mph WIND TORQUE 4 kip-ft 33 K SHEAR 3771 kip-ft MOMENT 67 K AXIAL 40 mph WIND - 1.0000 in ICE TORQUE 1 kip-ft 8 K SHEAR 959 kip-ft MOMENT 118 K AXIAL ARE FACTORED ALL REACTIONS Section 8 7 6 5 4 3 2 1 Size P60x3/4 P60x5/8 P60x1/2 P60x3/8 P54x3/8 P48x3/8 P42x3/8 P36x3/8 Length (ft) 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 Grade A53-B-42 Weight (K) 42.9 9.5 7.9 6.4 4.8 4.3 3.8 3.3 2.9 APXVBBLL20X_10' Lighting Platform TMZXXX-SBNHH-FRIG (FHFB RNSNDC-FXFB 26T-3) 2) ATM200-6' x 1900/2" x 2" Mount Rod 1D65B Mount 6516-2127/Mount 7771-A20 5/Pipe 8" A3M 2400 [w/ PF-LP 43-Pipe x Mount 4' 405-48 C-w/ I20 Mount 1] Pipe w/ Mount Pipe 160 151 Pipe APXVBBLL20X_43-C-I20 w/ Mount 151 Pipe August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 8 tnxTower Report - version 8.0.4.0 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Hamilton County, Indiana. 2) Basic wind speed of 89 mph. 3) Structure Class II. 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) Nominal ice thickness of 1.0000 in. 8) Ice thickness is considered to increase with height. 9) Ice density of 56 pcf. 10) A wind speed of 40 mph is used in combination with ice. 11) Deflections calculated using a wind speed of 60 mph. 12) A non-linear (P-delta) analysis was used. 13) Pressures are calculated at each section. 14) Stress ratio used in pole design is 1. 15) 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-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G 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 Pole Section Geometry Section Elevation ft Section Length ft Pole Size Pole Grade Socket Length ft L1 160.00-140.00 20.00 P36x3/8 A53-B-42 (42 ksi) August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 9 tnxTower Report - version 8.0.4.0 Section Elevation ft Section Length ft Pole Size Pole Grade Socket Length ft L6 60.00-40.00 20.00 P60x1/2 A53-B-42 (42 ksi) L7 40.00-20.00 20.00 P60x5/8 A53-B-42 (42 ksi) L8 20.00-0.00 20.00 P60x3/4 A53-B-42 (42 ksi) 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 160.00- 140.00 1 1 1 L2 140.00- 120.00 1 1 1 L3 120.00- 100.00 August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 10 tnxTower Report - version 8.0.4.0 Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf 200(1-1/2) 1/2'' Ice 1'' Ice 0.00 0.00 1.88 1.88 ** 1110(13/32) A No No Inside Pole 106.00 - 6.00 5 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.05 0.05 0.05 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 160.00-140.00 A August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 11 tnxTower Report - version 8.0.4.0 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 0.000 0.000 0.13 L8 20.00-0.00 A B C 1.775 0.000 0.000 0.000 0.000 0.000 0.000 14.323 5.495 0.000 0.000 0.000 0.000 0.25 0.15 0.09 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 12 tnxTower Report - version 8.0.4.0 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 10' x 2'' Mount Pipe C From Leg 0.00 0.00 5.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 2.00 3.02 4.07 2.00 3.02 4.07 0.08 0.10 0.12 Lighting Rod 5/8'' x 4' C From Leg 0.00 0.00 9.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 0.25 0.66 0.97 0.25 0.66 0.97 August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 13 tnxTower Report - version 8.0.4.0 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 A From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 3.63 3.89 4.15 2.39 2.62 2.85 0.05 0.08 0.11 FHFB B From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 3.63 3.89 4.15 2.39 2.62 2.85 0.05 August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 14 tnxTower Report - version 8.0.4.0 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 800MHZ RRH B From Face 4.00 0.00 1.00 0.0000 151.00 No Ice 1/2'' Ice 1'' Ice 1.65 1.81 1.99 2.25 2.44 2.63 0.06 0.08 0.11 800MHZ RRH C From Face 4.00 0.00 1.00 0.0000 151.00 No Ice 1/2'' Ice 1'' Ice 1.65 1.81 1.99 2.25 2.44 2.63 0.06 August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 15 tnxTower Report - version 8.0.4.0 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 RRUS B13 W/A2 (CMB) B From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.72 1.90 2.07 0.07 0.10 0.13 RRUS B13 W/A2 (CMB) C From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.72 1.90 2.07 0.07 August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 16 tnxTower Report - version 8.0.4.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 6.00 0.00 1/2'' Ice 1'' Ice 2.73 3.40 2.73 3.40 0.04 0.06 ** Side Arm Mount [SO 102- 3] C None 0.0000 106.00 No Ice 1/2'' Ice 1'' Ice 3.00 3.48 3.96 3.00 3.48 3.96 0.08 0.11 0.14 Side Arm Mount [SO 701- 1] A From Leg 0.00 August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 17 tnxTower Report - version 8.0.4.0 Dishes Description Face or Leg Dish Type Offset Type Offsets: Horz Lateral Vert ft Azimuth Adjustment ° 3 dB Beam Width ° Elevation ft Outside Diameter ft Aperture Area ft2 Weight K 26T- 1900/2127/2400 A Grid From Face 4.00 8.00 3.00 60.0000 160.00 3.27 No Ice 1/2'' Ice 1'' Ice 8.40 8.84 9.27 0.00 0.05 0.10 Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 18 tnxTower Report - version 8.0.4.0 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 160 - 140 Pole Max Tension 30 0.00 0.00 -0.00 Max. Compression 26 -23.47 -0.99 3.28 Max. Mx 8 -9.91 -148.02 7.02 Max. My 2 -9.91 -6.52 149.71 Max. Vy 20 -9.64 147.76 -5.70 Max. Vx 2 -9.72 -6.52 149.71 Max. Torque 6 2.56 L2 140 - 120 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -48.20 -0.53 3.98 Max. Mx 20 -18.99 486.09 -12.96 Max. My 2 -18.99 -14.19 487.01 Max. Vy 20 -19.00 486.09 -12.96 Max. Vx 2 -18.94 -14.19 487.01 Max. Torque 6 2.56 L3 120 - 100 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -59.42 -3.93 6.81 Max. Mx 8 -24.83 -896.12 23.34 Max. My 2 -24.82 -21.66 898.34 Max. Vy 20 -22.61 894.94 -18.85 Max. Vx 2 -22.97 -21.66 898.34 Max. Torque 12 4.33 L4 100 - 80 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -68.51 -3.33 7.56 Max. Mx 8 -30.49 -1370.79 29.49 Max. My 2 -30.48 -26.95 1380.62 Max. Vy 20 -24.87 1370.13 -23.78 Max. Vx 2 -25.23 -26.95 1380.62 Max. Torque 12 4.33 L5 80 - 60 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -78.40 -2.65 8.30 Max. Mx 8 -36.75 -1891.35 35.62 Max. My 2 -36.74 -32.18 1908.83 Max. Vy 20 -27.20 1891.27 -28.68 Max. Vx 2 -27.56 -32.18 1908.83 Max. Torque 12 4.33 L6 60 - 40 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -90.05 -1.99 9.02 August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 19 tnxTower Report - version 8.0.4.0 Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 26 118.01 -0.00 0.00 Max. Hx 20 66.92 32.56 -0.25 Max. Hz 2 66.92 -0.27 32.91 Max. Mx 2 3738.03 -0.27 32.91 Max. Mz 8 3697.87 -32.56 0.29 Max. Torsion 12 4.33 -16.09 -28.35 Min. Vert 11 50.19 -28.09 -16.20 Min. Hx 8 66.92 -32.56 0.29 Min. Hz 14 66.92 0.27 -32.89 Min. Mx 14 -3730.48 0.27 -32.89 Min. Mz 20 -3699.35 32.56 -0.25 Min. Torsion 24 -4.23 16.08 28.35 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 55.77 0.00 0.00 -1.48 0.62 0.00 1.2 Dead+1.6 Wind 0 deg - No Ice 66.92 0.27 -32.91 -3738.03 -47.69 2.89 0.9 Dead+1.6 Wind 0 deg - No Ice 50.19 0.27 -32.91 -3717.87 -47.56 2.88 1.2 Dead+1.6 Wind 30 deg - No Ice 66.92 16.54 -28.62 -3259.17 -1895.97 0.79 0.9 Dead+1.6 Wind 30 deg - No Ice 50.19 16.54 -28.62 -3241.50 -1886.08 0.78 1.2 Dead+1.6 Wind 60 deg - No Ice 66.92 28.36 -16.67 -1909.78 -3231.06 -1.23 0.9 Dead+1.6 Wind 60 deg - No Ice August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 20 tnxTower Report - version 8.0.4.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 0.9 Dead+1.6 Wind 330 deg - No Ice 50.19 -16.08 -28.35 -3193.41 1803.87 4.22 1.2 Dead+1.0 Ice 118.01 0.00 -0.00 -10.11 -0.91 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice 118.01 0.04 -8.29 -957.41 -8.22 0.80 1.2 Dead+1.0 Wind 30 deg+1.0 Ice 118.01 4.15 -7.20 -832.65 -476.74 0.26 1.2 Dead+1.0 Wind 60 deg+1.0 Ice 118.01 7.13 -4.18 -489.44 -815.39 -0.23 1.2 Dead+1.0 Wind 90 deg+1.0 Ice 118.01 8.20 -0.04 -17.81 -935.20 -0.61 1.2 Dead+1.0 Wind 120 deg+1.0 Ice 118.01 7.08 4.18 468.91 -805.81 -0.80 1.2 Dead+1.0 Wind 150 deg+1.0 Ice 118.01 4.05 7.20 812.99 -459.61 -0.82 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 118.01 -0.04 8.33 941.92 6.29 -0.78 1.2 Dead+1.0 Wind 210 deg+1.0 Ice 118.01 -4.12 7.24 820.25 470.23 -0.51 1.2 Dead+1.0 Wind 240 deg+1.0 Ice 118.01 -7.12 4.25 481.47 811.13 0.10 1.2 Dead+1.0 Wind 270 deg+1.0 Ice 118.01 -8.20 0.04 -3.30 933.27 0.61 1.2 Dead+1.0 Wind 300 deg+1.0 Ice 118.01 -7.09 -4.11 -476.87 806.20 1.04 1.2 Dead+1.0 Wind 330 deg+1.0 Ice 118.01 -4.08 -7.15 -825.39 462.23 1.15 August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 21 tnxTower Report - version 8.0.4.0 Load Comb. Sum of Applied Forces Sum of Reactions PX % Error K PY K PZ K PX K PY K PZ K 14 -0.27 -66.92 32.89 0.27 66.92 -32.89 0.000% 15 -0.27 -50.19 32.89 0.27 50.19 -32.89 0.000% 16 -16.55 -66.92 28.61 16.55 66.92 -28.61 0.000% 17 -16.55 -50.19 28.61 16.55 50.19 -28.61 0.000% 18 -28.36 -66.92 16.66 28.36 66.92 -16.66 0.000% 19 -28.36 -50.19 16.66 28.36 50.19 -16.66 0.000% 20 -32.56 -66.92 0.25 32.56 66.92 -0.25 0.000% 21 -32.56 -50.19 0.25 32.56 50.19 -0.25 0.000% 22 -28.09 -66.92 -16.21 28.09 66.92 16.21 0.000% 23 -28.09 -50.19 -16.21 28.09 50.19 16.21 0.000% 24 -16.08 -66.92 -28.35 16.08 66.92 28.35 0.000% 25 -16.08 -50.19 -28.35 16.08 50.19 28.35 0.000% 26 0.00 -118.01 0.00 -0.00 118.01 0.00 0.000% 27 0.04 -118.01 -8.29 -0.04 118.01 8.29 0.000% 28 4.15 -118.01 -7.20 -4.15 118.01 7.20 0.000% 29 7.13 -118.01 -4.18 -7.13 118.01 4.18 0.000% 30 8.20 -118.01 -0.04 -8.20 118.01 0.04 0.000% 31 7.08 -118.01 4.18 -7.08 118.01 -4.18 0.000% 32 4.05 -118.01 7.20 -4.05 118.01 -7.20 0.000% 33 -0.04 -118.01 8.33 0.04 118.01 -8.33 0.000% 34 -4.12 -118.01 7.24 4.12 118.01 -7.24 0.000% 35 -7.12 -118.01 4.25 7.12 118.01 -4.25 0.000% 36 -8.20 -118.01 0.04 8.20 118.01 -0.04 0.000% 37 -7.09 -118.01 -4.11 7.09 118.01 4.11 0.000% 38 -4.08 -118.01 -7.15 4.08 118.01 7.15 0.000% 39 0.07 -55.77 -8.36 -0.07 55.77 8.36 0.000% 40 4.20 -55.77 -7.27 -4.20 55.77 7.27 0.000% 41 7.21 -55.77 -4.24 -7.21 55.77 4.24 0.000% 42 8.27 -55.77 -0.07 -8.27 55.77 0.07 0.000% 43 7.14 -55.77 4.12 -7.14 55.77 -4.12 0.000% 44 4.09 -55.77 7.20 -4.09 55.77 -7.20 0.000% 45 -0.07 -55.77 8.36 0.07 55.77 -8.36 0.000% 46 -4.21 -55.77 7.27 4.21 55.77 -7.27 0.000% 47 -7.21 -55.77 4.23 7.21 55.77 -4.23 0.000% 48 -8.27 -55.77 0.06 8.27 55.77 -0.06 0.000% 49 -7.14 -55.77 -4.12 7.14 55.77 4.12 0.000% 50 -4.09 -55.77 -7.21 4.09 55.77 7.21 0.000% Non-Linear Convergence Results Load Combination Converged? Number August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 22 tnxTower Report - version 8.0.4.0 24 Yes 5 0.00000001 0.00009155 25 Yes 5 0.00000001 0.00004439 26 Yes 4 0.00000001 0.00000671 27 Yes 4 0.00000001 0.00039524 28 Yes 4 0.00000001 0.00054878 29 Yes 4 0.00000001 0.00055731 30 Yes 4 0.00000001 0.00038447 31 Yes 4 0.00000001 0.00050283 32 Yes 4 0.00000001 0.00054694 33 Yes 4 0.00000001 0.00037991 34 Yes 4 0.00000001 0.00050883 35 Yes 4 0.00000001 0.00051620 36 Yes 4 0.00000001 0.00037734 37 Yes 4 0.00000001 0.00058162 38 Yes 4 0.00000001 0.00051726 39 Yes 4 0.00000001 0.00006054 40 Yes 4 0.00000001 0.00010800 41 Yes 4 0.00000001 0.00011804 42 Yes 4 0.00000001 0.00006664 43 Yes 4 0.00000001 0.00009679 44 Yes 4 0.00000001 0.00013079 45 Yes 4 0.00000001 0.00005759 46 Yes 4 0.00000001 0.00010684 47 Yes 4 0.00000001 0.00010082 48 Yes 4 0.00000001 0.00006292 49 Yes 4 0.00000001 0.00013139 50 Yes 4 0.00000001 0.00009700 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 160 - 140 10.043 40 0.5083 0.0020 L2 140 - 120 7.933 40 0.4937 0.0016 L3 120 - 100 5.938 40 0.4510 0.0013 L4 100 - 80 4.168 40 0.3875 0.0011 L5 80 - 60 2.688 40 0.3141 0.0007 L6 60 - 40 1.525 40 0.2373 0.0005 L7 40 - 20 0.686 40 0.1600 0.0003 L8 20 - 0 0.175 40 0.0811 0.0001 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 23 tnxTower Report - version 8.0.4.0 Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L2 140 - 120 31.301 4 1.9483 0.0062 L3 120 - 100 23.428 4 1.7798 0.0052 L4 100 - 80 16.448 4 1.5291 0.0042 L5 80 - 60 10.608 4 1.2396 0.0029 L6 60 - 40 6.018 4 0.9364 0.0019 L7 40 - 20 2.707 4 0.6314 0.0011 L8 20 - 0 0.691 4 0.3199 0.0005 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 163.00 26T-1900/2127/2400 4 39.624 2.0054 0.0081 43466 160.00 10' x 2'' Mount Pipe 4 39.624 2.0054 0.0081 43466 151.00 Platform Mount [LP 403-1] 4 35.852 1.9886 0.0072 24147 137.00 T-Arm Mount [TA 1302-3] 4 30.080 1.9307 0.0060 9302 106.00 Side Arm Mount [SO 102-3] 4 18.431 1.6099 0.0047 4391 101.00 Side Arm Mount [SO 102-3] 4 16.772 1.5428 0.0044 4187 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 24 tnxTower Report - version 8.0.4.0 Section No. Elevation ft Size Mux kip-ft φMnx kip-ft Ratio Mux φMnx Muy kip-ft φMny kip-ft Ratio Muy φMny L6 60 - 40 (6) P60x1/2 2508.41 4860.41 0.516 0.00 4860.41 0.000 L7 40 - 20 (7) P60x5/8 3123.29 6198.18 0.504 0.00 6198.18 0.000 L8 20 - 0 (8) P60x3/4 3770.53 7582.87 0.497 0.00 7582.87 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K φVn K Ratio Vu φVn Actual Tu kip-ft φTn kip-ft Ratio Tu φTn L1 160 - 140 (1) P36x3/8 10.11 745.05 0.014 1.99 2189.07 0.001 L2 140 - 120 (2) P42x3/8 19.33 834.44 0.023 2.19 2868.84 0.001 L3 120 - 100 (3) P48x3/8 23.12 923.75 0.025 0.79 3637.70 0.000 L4 100 - 80 (4) P54x3/8 25.39 1013.00 0.025 0.79 4495.63 0.000 L5 80 - 60 (5) P60x3/8 27.71 1102.21 0.025 0.79 5442.62 0.000 L6 60 - 40 (6) P60x1/2 29.83 1562.84 0.019 0.79 7685.07 0.000 L7 40 - 20 (7) P60x5/8 31.64 2069.58 0.015 0.79 10134.58 0.000 L8 20 - 0 (8) P60x3/4 33.07 2622.11 0.013 0.79 12786.92 0.000 Pole Interaction Design Data Section No. Elevation August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 25 tnxTower Report - version 8.0.4.0 APPENDIX B BASE LEVEL DRAWING August 18, 2018 160 Ft Monopole Tower Structural Analysis CCI BU No 873709 Project Number 194393, Order 452071, Revision 0 Page 26 tnxTower Report - version 8.0.4.0 APPENDIX C ADDITIONAL CALCULATIONS Monopole Flange Plate Connection Top Plate Data Bottom Plate Data 42" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) 36" ID x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 36" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) 42" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Max Load (kips) 6.46 Allowable (kips) 54.54 Stress Ratio: 11.8% Pass Top Plate Capacity Bottom Plate Capacity - - - - Pirod OK Pirod OK Pirod OK Pirod OK Stress Ratio: Stress Ratio: Tension Side Stress Ratio: Tension Side Stress Ratio: Top Plate - External Bottom Plate - Internal Allowable Stress (ksi): Allowable Stress (ksi): Connection Properties Bolt Data Analysis Results Bolt Capacity Max Stress (ksi): Max Stress (ksi): (28) 1" ø bolts (A325; Fy=92 ksi, Fu=120 ksi) on 39" BC Shear Force (kips) 10.11 TIA-222 Revision G Elevation = 140 ft. Order # 452071 Rev.0 Axial Force (kips) 9.89 BU # 873709 Applied Loads Site Name Carmel Rangeline Moment (kip-ft) 154.97 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 CCIplate - version 3.1.0 Analysis Date: 8/18/2018 Monopole Flange Plate Connection Top Plate Data Bottom Plate Data 48" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) 42" ID x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 42" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) 48" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Max Load (kips) 16.05 Allowable (kips) 54.53 Stress Ratio: 29.4% Pass Top Plate Capacity Bottom Plate Capacity - - - - Pirod OK Pirod OK Pirod OK Pirod OK Stress Ratio: Stress Ratio: Tension Side Stress Ratio: Tension Side Stress Ratio: Top Plate - External Bottom Plate - Internal Allowable Stress (ksi): Allowable Stress (ksi): Connection Properties Bolt Data Analysis Results Bolt Capacity Max Stress (ksi): Max Stress (ksi): (32) 1" ø bolts (A325; Fy=92 ksi, Fu=120 ksi) on 45" BC Shear Force (kips) 19.33 TIA-222 Revision G Elevation = 120 ft. Order # 452071 Rev.0 Axial Force (kips) 18.97 BU # 873709 Applied Loads Site Name Carmel Rangeline Moment (kip-ft) 499.40 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 CCIplate - version 3.1.0 Analysis Date: 8/18/2018 Top Plate Data Bottom Plate Data 54" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) 48" ID x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 48" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) 54" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Max Load (kips) 23.27 Allowable (kips) 54.53 Stress Ratio: 42.7% Pass Top Plate Capacity Bottom Plate Capacity - - - - Pirod OK Pirod OK Pirod OK Pirod OK Stress Ratio: Stress Ratio: Tension Side Stress Ratio: Tension Side Stress Ratio: Top Plate - External Bottom Plate - Internal Allowable Stress (ksi): Allowable Stress (ksi): Connection Properties Bolt Data Analysis Results Bolt Capacity Max Stress (ksi): Max Stress (ksi): (36) 1" ø bolts (A325; Fy=92 ksi, Fu=120 ksi) on 51" BC Shear Force (kips) 23.12 TIA-222 Revision G Elevation = 100 ft. Order # 452071 Rev.0 Axial Force (kips) 24.81 BU # 873709 Applied Loads Site Name Carmel Rangeline Moment (kip-ft) 916.59 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 CCIplate - version 3.1.0 Analysis Date: 8/18/2018 Monopole Flange Plate Connection Monopole Flange Plate Connection Top Plate Data Bottom Plate Data 54" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) 60" ID x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 54" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) 60" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Max Load (kips) 23.95 Allowable (kips) 54.53 Stress Ratio: 43.9% Pass Top Plate Capacity Bottom Plate Capacity - - - - Pirod OK Pirod OK Pirod OK Pirod OK Stress Ratio: Stress Ratio: Tension Side Stress Ratio: Tension Side Stress Ratio: Top Plate - External Bottom Plate - Internal Allowable Stress (ksi): Allowable Stress (ksi): Connection Properties Bolt Data Analysis Results Bolt Capacity Max Stress (ksi): Max Stress (ksi): (48) 1" ø bolts (A325; Fy=92 ksi, Fu=120 ksi) on 57" BC Shear Force (kips) 25.38 TIA-222 Revision G Order # 452071 Rev.0 Axial Force (kips) 30.47 BU # 873709 Applied Loads Site Name Carmel Rangeline Moment (kip-ft) 1401.76 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 CCIplate - version 3.1.0 Analysis Date: 8/18/2018 Elevation = 80 ft. Anchor Rod Data Anchor Rod Summary (units of kips, kip-ft) GROUP 1: (32) 1-1/4" ø bolts (A325; Fy=81 ksi, Fu=105 ksi) on 47" BC GROUP 1: GROUP 2: (32) 1-1/4" ø bolts (A325; Fy=81 ksi, Fu=105 ksi) on 53" BC Pu = 26.57 φPn = 81.4 Stress Rating Vu = 0.43 φVn = n/a 33.6% Base Plate Data Mu = n/a φMn = n/a Pass 43" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) GROUP 2: Stiffener Data Pu = 30.04 φPn = 81.4 Stress Rating N/A Vu = 0.43 φVn = n/a 37.9% Mu = n/a φMn = n/a Pass Pole Data 60" x 0.75" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Base Plate Summary Max Stress (ksi): - Allowable Stress (ksi): - Stress Ratio: Rohn/Pirod OK Connection Properties Analysis Results Iar (in) 2.25 Eta Factor, η 0.55 Moment (kip-ft) 1932.84 Axial Force (kips) 36.74 Shear Force (kips) 27.71 BU # 873709 Applied Loads Site Name Carmel Rangeline Order # 452071 Rev.0 Analysis Considerations Site Info TIA-222 Revision G Grout Considered: Yes CCIplate - version 3.1.0 Analysis Date: 8/18/2018 Monopole Flange Plate Connection Elevation: 60ft Anchor Rod Data Anchor Rod Summary (units of kips, kip-ft) GROUP 1: (32) 1-1/4" ø bolts (A325; Fy=81 ksi, Fu=105 ksi) on 47" BC GROUP 1: GROUP 2: (32) 1-1/4" ø bolts (A325; Fy=81 ksi, Fu=105 ksi) on 53" BC Pu = 34.53 φPn = 81.4 Stress Rating Vu = 0.47 φVn = n/a 43.5% Base Plate Data Mu = n/a φMn = n/a Pass 43" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) GROUP 2: Stiffener Data Pu = 39.03 φPn = 81.4 Stress Rating N/A Vu = 0.47 φVn = n/a 49.0% Mu = n/a φMn = n/a Pass Pole Data 60" x 0.75" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Base Plate Summary Max Stress (ksi): - Allowable Stress (ksi): - Stress Ratio: Rohn/Pirod OK Connection Properties Analysis Results Iar (in) 2.25 Eta Factor, η 0.55 Moment (kip-ft) 2508.41 Axial Force (kips) 44.93 Shear Force (kips) 29.83 BU # 873709 Applied Loads Site Name Carmel Rangeline Order # 452071 Rev.0 Analysis Considerations Site Info TIA-222 Revision G Grout Considered: Yes CCIplate - version 3.1.0 Analysis Date: 8/18/2018 Monopole Flange Plate Connection Elevation: 40ft Anchor Rod Data Anchor Rod Summary (units of kips, kip-ft) GROUP 1: (32) 1-1/4" ø bolts (A325; Fy=81 ksi, Fu=105 ksi) on 47" BC GROUP 1: GROUP 2: (32) 1-1/4" ø bolts (A325; Fy=81 ksi, Fu=105 ksi) on 53" BC Pu = 43.01 φPn = 81.4 Stress Rating Vu = 0.49 φVn = n/a 53.9% Base Plate Data Mu = n/a φMn = n/a Pass 43" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) GROUP 2: Stiffener Data Pu = 48.61 φPn = 81.4 Stress Rating N/A Vu = 0.49 φVn = n/a 60.8% Mu = n/a φMn = n/a Pass Pole Data 60" x 0.75" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Base Plate Summary Max Stress (ksi): - Allowable Stress (ksi): - Stress Ratio: Rohn/Pirod OK Connection Properties Analysis Results Iar (in) 2.25 Eta Factor, η 0.55 Moment (kip-ft) 3123.30 Axial Force (kips) 55.04 Shear Force (kips) 31.64 BU # 873709 Applied Loads Site Name Carmel Rangeline Order # 452071 Rev.0 Analysis Considerations Site Info TIA-222 Revision G Grout Considered: Yes CCIplate - version 3.1.0 Analysis Date: 8/18/2018 Monopole Flange Plate Connection Elevation: 20ft Monopole Base Plate Connection Anchor Rod Data Anchor Rod Summary (units of kips, kip-ft) (52) 1-1/4" ø bolts (A687; Fy=105 ksi, Fu=150 ksi) on 67" BC Pu = 53.23 φPn = 116.28 Stress Rating Vu = 0.64 φVn = n/a 46.9% Base Plate Data Mu = n/a φMn = n/a Pass 70" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Base Plate Summary Stiffener Data Max Stress (ksi): - N/A Allowable Stress (ksi): - Stress Ratio: Rohn/Pirod OK Pole Data 60" x 0.75" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Connection Properties Analysis Results Iar (in) 2.25 Eta Factor, η 0.5 Moment (kip-ft) 3770.53 Axial Force (kips) 66.92 Shear Force (kips) 33.07 BU # 873709 Applied Loads Site Name Carmel Rangeline Order # 452071 Rev.0 Analysis Considerations Site Info TIA-222 Revision G Grout Considered: No CCIplate - version 3.1.0 Analysis Date: 8/18/2018 TIA-222 Revison: Check Pier Capacity only at location of Max Moment? No Tower Type: Soil Lateral Capacity Compression Uplift Comp. Uplift 11.92 - 3771 15.34 - 67 4115.61 - 33 8.7% - Soil Vertical Capacity Compression Uplift 1239.34 - 4 ksi 614.80 - 60 ksi 202.80 - 1854.13 - 269.80 - 45 ft 14.6% - 0.5 ft Reinforced Concrete Capacity Compression Uplift 12.06 - 4115.48 - 7 ft 8552.75 - 35 48.1% - 11 3 in 5 6 ft # of Layers 3 FALSE 1 0 6 6 115 150 0 0 0.000 0.000 0.00 0.00 FALSE 2 6 10 4 52.6 87.6 0 28 0.889 0.889 24 FALSE 3 10 45 35 67.6 87.6 4 0 2.045 2.045 21.3002 Check Limitation N/A Pier Diameter Rebar Quantity Rebar Strength, Fy: End Bearing (kips) Total Capacity (kips) Axial (kips) Rating Weight of Concrete (kips) Depth Ext. Above Grade 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) Ultimate Skin Friction Uplift Override (ksf) Groundwater Depth Soil Profile Soil Type SPT Blow Count Ult. Gross Bearing Capacity (ksf) γsoil (pcf) γconcrete (pcf) Cohesion (ksf) Angle of Friction (degrees) Critical Depth (ft from TOC) Critical Moment (kip-ft) Critical Moment Capacity Rating Pier Section 1 From 0.5' above grade to 45' below grade Rebar Size Clear Cover to Ties Tie Size Analysis Results Drilled Pier Foundation BU # : Site Name: Order Number: Monopole Applied Loads Material Properties Pier Design Data G 873709 Carmel Rangeline 452071 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) 14.6% 48.1% Soil Interaction Rating Structural Foundation Rating Cohesionless Cohesionless Cohesive Version 2.0.2 ft Ratio Pu φPn Ratio Mux φMnx Ratio Muy φMny Ratio Vu φVn Ratio Tu φTn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 160 - 140 (1) 0.007 0.116 0.000 0.014 0.001 0.123 1.000 4.8.2 L2 140 - 120 (2) 0.011 0.278 0.000 0.023 0.001 0.290 1.000 4.8.2 L3 120 - 100 (3) 0.013 0.395 0.000 0.025 0.000 0.409 1.000 4.8.2 L4 100 - 80 (4) 0.015 0.481 0.000 0.025 0.000 0.497 1.000 4.8.2 L5 80 - 60 (5) 0.017 0.541 0.000 0.025 0.000 0.559 1.000 4.8.2 L6 60 - 40 (6) 0.014 0.516 0.000 0.019 0.000 0.531 1.000 4.8.2 L7 40 - 20 (7) 0.013 0.504 0.000 0.015 0.000 0.517 1.000 4.8.2 L8 20 - 0 (8) 0.013 0.497 0.000 0.013 0.000 0.510 1.000 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 160 - 140 Pole P36x3/8 1 -9.89 1490.10 12.3 Pass L2 140 - 120 Pole P42x3/8 2 -18.97 1668.87 29.0 Pass L3 120 - 100 Pole P48x3/8 3 -24.81 1847.49 40.9 Pass L4 100 - 80 Pole P54x3/8 4 -30.47 2026.00 49.7 Pass L5 80 - 60 Pole P60x3/8 5 -36.74 2204.43 55.9 Pass L6 60 - 40 Pole P60x1/2 6 -44.93 3125.69 53.1 Pass L7 40 - 20 Pole P60x5/8 7 -55.04 4139.15 51.7 Pass L8 20 - 0 Pole P60x3/4 8 -66.92 5244.23 51.0 Pass Summary Pole (L5) 55.9 Pass RATING = 55.9 Pass Pu K φPn K Ratio Pu φPn L1 160 - 140 (1) P36x3/8 20.00 0.00 0.0 41.969 7 -9.89 1490.10 0.007 L2 140 - 120 (2) P42x3/8 20.00 0.00 0.0 49.038 3 -18.97 1668.87 0.011 L3 120 - 100 (3) P48x3/8 20.00 0.00 0.0 56.106 9 -24.81 1847.49 0.013 L4 100 - 80 (4) P54x3/8 20.00 0.00 0.0 63.175 5 -30.47 2026.00 0.015 L5 80 - 60 (5) P60x3/8 20.00 0.00 0.0 70.244 0 -36.74 2204.43 0.017 L6 60 - 40 (6) P60x1/2 20.00 0.00 0.0 93.462 4 -44.93 3125.69 0.014 L7 40 - 20 (7) P60x5/8 20.00 0.00 0.0 116.58 30 -55.04 4139.15 0.013 L8 20 - 0 (8) P60x3/4 20.00 0.00 0.0 139.60 50 -66.92 5244.23 0.013 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft φMnx kip-ft Ratio Mux φMnx Muy kip-ft φMny kip-ft Ratio Muy φMny L1 160 - 140 (1) P36x3/8 154.97 1338.81 0.116 0.00 1338.81 0.000 L2 140 - 120 (2) P42x3/8 499.39 1796.56 0.278 0.00 1796.56 0.000 L3 120 - 100 (3) P48x3/8 916.59 2321.11 0.395 0.00 2321.11 0.000 L4 100 - 80 (4) P54x3/8 1401.76 2912.46 0.481 0.00 2912.46 0.000 L5 80 - 60 (5) P60x3/8 1932.84 3570.61 0.541 0.00 3570.61 0.000 Deflection in Tilt ° Twist ° Radius of Curvature ft 163.00 26T-1900/2127/2400 40 10.043 0.5083 0.0020 170326 160.00 10' x 2'' Mount Pipe 40 10.043 0.5083 0.0020 170326 151.00 Platform Mount [LP 403-1] 40 9.087 0.5040 0.0018 94625 137.00 T-Arm Mount [TA 1302-3] 40 7.623 0.4892 0.0015 36512 106.00 Side Arm Mount [SO 102-3] 40 4.671 0.4080 0.0012 17298 101.00 Side Arm Mount [SO 102-3] 40 4.250 0.3910 0.0011 16490 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 160 - 140 39.624 4 2.0054 0.0081 of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00073370 3 Yes 4 0.00000001 0.00048214 4 Yes 5 0.00000001 0.00011141 5 Yes 5 0.00000001 0.00005403 6 Yes 5 0.00000001 0.00011630 7 Yes 5 0.00000001 0.00005657 8 Yes 4 0.00000001 0.00088574 9 Yes 4 0.00000001 0.00058648 10 Yes 5 0.00000001 0.00009062 11 Yes 5 0.00000001 0.00004401 12 Yes 5 0.00000001 0.00011521 13 Yes 5 0.00000001 0.00005648 14 Yes 4 0.00000001 0.00048106 15 Yes 4 0.00000001 0.00030950 16 Yes 5 0.00000001 0.00011085 17 Yes 5 0.00000001 0.00005379 18 Yes 5 0.00000001 0.00010565 19 Yes 5 0.00000001 0.00005120 20 Yes 4 0.00000001 0.00060306 21 Yes 4 0.00000001 0.00039479 22 Yes 5 0.00000001 0.00011530 23 Yes 5 0.00000001 0.00005653 Dead+Wind 0 deg - Service 55.77 0.07 -8.36 -947.92 -11.64 0.73 Dead+Wind 30 deg - Service 55.77 4.20 -7.27 -826.62 -479.82 0.20 Dead+Wind 60 deg - Service 55.77 7.21 -4.24 -484.81 -818.01 -0.31 Dead+Wind 90 deg - Service 55.77 8.27 -0.07 -14.63 -936.25 -0.71 Dead+Wind 120 deg - Service 55.77 7.14 4.12 460.01 -805.81 -1.06 Dead+Wind 150 deg - Service 55.77 4.09 7.20 811.06 -459.05 -1.10 Dead+Wind 180 deg - Service 55.77 -0.07 8.36 943.90 12.88 -0.73 Dead+Wind 210 deg - Service 55.77 -4.21 7.27 823.32 481.52 -0.17 Dead+Wind 240 deg - Service 55.77 -7.21 4.23 481.25 819.31 0.31 Dead+Wind 270 deg - Service 55.77 -8.27 0.06 9.89 937.49 0.70 Dead+Wind 300 deg - Service 55.77 -7.14 -4.12 -463.57 806.99 1.05 Dead+Wind 330 deg - Service 55.77 -4.09 -7.21 -814.36 459.82 1.07 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions PX % Error K PY K PZ K PX K PY K PZ K 1 0.00 -55.77 0.00 0.00 55.77 0.00 0.000% 2 0.27 -66.92 -32.91 -0.27 66.92 32.91 0.000% 3 0.27 -50.19 -32.91 -0.27 50.19 32.91 0.000% 4 16.54 -66.92 -28.62 -16.54 66.92 28.62 0.000% 5 16.54 -50.19 -28.62 -16.54 50.19 28.62 0.000% 6 28.36 -66.92 -16.67 -28.36 66.92 16.67 0.000% 7 28.36 -50.19 -16.67 -28.36 50.19 16.67 0.000% 8 32.56 -66.92 -0.29 -32.56 66.92 0.29 0.000% 9 32.56 -50.19 -0.29 -32.56 50.19 0.29 0.000% 10 28.09 -66.92 16.20 -28.09 66.92 -16.20 0.000% 11 28.09 -50.19 16.20 -28.09 50.19 -16.20 0.000% 12 16.09 -66.92 28.35 -16.09 66.92 -28.35 0.000% 13 16.09 -50.19 28.35 -16.09 50.19 -28.35 0.000% 50.19 28.36 -16.67 -1899.21 -3214.14 -1.23 1.2 Dead+1.6 Wind 90 deg - No Ice 66.92 32.56 -0.29 -53.65 -3697.87 -2.80 0.9 Dead+1.6 Wind 90 deg - No Ice 50.19 32.56 -0.29 -52.85 -3678.52 -2.79 1.2 Dead+1.6 Wind 120 deg - No Ice 66.92 28.09 16.20 1820.18 -3182.91 -4.16 0.9 Dead+1.6 Wind 120 deg - No Ice 50.19 28.09 16.20 1811.09 -3166.31 -4.15 1.2 Dead+1.6 Wind 150 deg - No Ice 66.92 16.09 28.35 3206.08 -1813.91 -4.33 0.9 Dead+1.6 Wind 150 deg - No Ice 50.19 16.09 28.35 3189.66 -1804.56 -4.32 1.2 Dead+1.6 Wind 180 deg - No Ice 66.92 -0.27 32.89 3730.48 49.18 -2.89 0.9 Dead+1.6 Wind 180 deg - No Ice 50.19 -0.27 32.89 3711.26 48.68 -2.88 1.2 Dead+1.6 Wind 210 deg - No Ice 66.92 -16.55 28.61 3254.48 1899.28 -0.68 0.9 Dead+1.6 Wind 210 deg - No Ice 50.19 -16.55 28.61 3237.74 1889.01 -0.67 1.2 Dead+1.6 Wind 240 deg - No Ice 66.92 -28.36 16.66 1904.05 3232.80 1.23 0.9 Dead+1.6 Wind 240 deg - No Ice 50.19 -28.36 16.66 1894.42 3215.51 1.23 1.2 Dead+1.6 Wind 270 deg - No Ice 66.92 -32.56 0.25 43.23 3699.35 2.74 0.9 Dead+1.6 Wind 270 deg - No Ice 50.19 -32.56 0.25 43.40 3679.64 2.74 1.2 Dead+1.6 Wind 300 deg - No Ice 66.92 -28.09 -16.21 -1825.91 3184.15 4.12 0.9 Dead+1.6 Wind 300 deg - No Ice 50.19 -28.09 -16.21 -1815.88 3167.17 4.11 1.2 Dead+1.6 Wind 330 deg - No Ice 66.92 -16.08 -28.35 -3210.77 1813.59 4.23 Max. Mx 20 -44.94 2456.93 -33.55 Max. My 2 -44.93 -37.38 2481.55 Max. Vy 20 -29.32 2456.93 -33.55 Max. Vx 2 -29.68 -37.38 2481.55 Max. Torque 12 4.33 L7 40 - 20 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -103.39 -1.34 9.69 Max. Mx 20 -55.04 3061.96 -38.39 Max. My 2 -55.04 -42.53 3093.62 Max. Vy 20 -31.14 3061.96 -38.39 Max. Vx 2 -31.49 -42.53 3093.62 Max. Torque 12 4.33 L8 20 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -118.01 -0.91 10.11 Max. Mx 20 -66.92 3699.35 -43.23 Max. My 2 -66.92 -47.69 3738.03 Max. Vy 20 -32.57 3699.35 -43.23 Max. Vx 2 -32.92 -47.69 3738.03 Max. Torque 12 4.33 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice 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 0.00 0.00 0.0000 106.00 No Ice 1/2'' Ice 1'' Ice 0.85 1.14 1.43 1.67 2.34 3.01 0.07 0.08 0.09 Side Arm Mount [SO 701- 1] B From Leg 0.00 0.00 0.00 0.0000 106.00 No Ice 1/2'' Ice 1'' Ice 0.85 1.14 1.43 1.67 2.34 3.01 0.07 0.08 0.09 11' x 2'' Mount Pipe A From Leg 2.00 0.00 0.00 0.0000 106.00 No Ice 1/2'' Ice 1'' Ice 2.20 3.33 4.47 2.20 3.33 4.47 0.09 0.10 0.13 11' x 2'' Mount Pipe B From Leg 2.00 0.00 0.00 0.0000 106.00 No Ice 1/2'' Ice 1'' Ice 2.20 3.33 4.47 2.20 3.33 4.47 0.09 0.10 0.13 CL-1469B/75 A From Leg 2.00 0.00 4.00 14.0000 106.00 No Ice 1/2'' Ice 1'' Ice 1.33 1.53 1.73 1.55 1.75 1.95 0.02 0.03 0.04 CL-1469B/75 B From Leg 2.00 0.00 -4.00 20.0000 106.00 No Ice 1/2'' Ice 1'' Ice 1.33 1.53 1.73 1.55 1.75 1.95 0.02 0.03 0.04 WH14-69/24 A From Leg 2.00 0.00 0.00 55.0000 106.00 No Ice 1/2'' Ice 1'' Ice 4.80 5.07 5.35 13.00 13.50 14.00 0.02 0.14 0.27 WH14-69/24 B From Leg 2.00 0.00 0.00 -25.0000 106.00 No Ice 1/2'' Ice 1'' Ice 4.80 5.07 5.35 13.00 13.50 14.00 0.02 0.14 0.27 J105-HI B From Leg 2.00 0.00 4.00 47.0000 106.00 No Ice 1/2'' Ice 1'' Ice 1.81 3.26 4.71 1.81 3.26 4.71 0.02 0.02 0.03 *** Side Arm Mount [SO 102- 3] A None 0.0000 101.00 No Ice 1/2'' Ice 1'' Ice 3.00 3.48 3.96 3.00 3.48 3.96 0.08 0.11 0.14 Side Arm Mount [SO 701- 1] A From Leg 0.00 0.00 0.00 0.0000 101.00 No Ice 1/2'' Ice 1'' Ice 0.85 1.14 1.43 1.67 2.34 3.01 0.07 0.08 0.09 Side Arm Mount [SO 701- 1] B From Leg 0.00 0.00 0.00 0.0000 101.00 No Ice 1/2'' Ice 1'' Ice 0.85 1.14 1.43 1.67 2.34 3.01 0.07 0.08 0.09 ***** 0.10 0.13 RC3DC-3315-PF-48 A From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 3.79 4.04 4.30 2.51 2.72 2.94 0.03 0.06 0.10 RC3DC-3315-PF-48 B From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 3.79 4.04 4.30 2.51 2.72 2.94 0.03 0.06 0.10 RC3DC-3315-PF-48 C From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 3.79 4.04 4.30 2.51 2.72 2.94 0.03 0.06 0.10 (2) FDL85002/2C-3L A From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 0.34 0.42 0.51 0.26 0.33 0.41 0.01 0.01 0.02 (2) FDL85002/2C-3L B From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 0.34 0.42 0.51 0.26 0.33 0.41 0.01 0.01 0.02 (2) FDL85002/2C-3L C From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 0.34 0.42 0.51 0.26 0.33 0.41 0.01 0.01 0.02 (2) RRUS 12 B5 A From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 3.15 3.36 3.59 1.29 1.44 1.60 0.06 0.08 0.11 (2) RRUS 12 B5 B From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 3.15 3.36 3.59 1.29 1.44 1.60 0.06 0.08 0.11 (2) RRUS 12 B5 C From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 3.15 3.36 3.59 1.29 1.44 1.60 0.06 0.08 0.11 RRUS 32 B2 A From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B2 B From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B2 C From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 8'x2'' Antenna Mount Pipe A From Leg 3.00 6.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 1.90 2.73 3.40 1.90 2.73 3.40 0.03 0.04 0.06 8'x2'' Antenna Mount Pipe B From Leg 3.00 6.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 1.90 2.73 3.40 1.90 2.73 3.40 0.03 0.04 0.06 8'x2'' Antenna Mount Pipe C From Leg 3.00 0.0000 137.00 No Ice 1.90 1.90 0.03 0.08 0.11 RRH-P4 A From Face 4.00 0.00 1.00 0.0000 151.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.95 3.17 1.79 1.97 2.16 0.06 0.08 0.11 RRH-P4 B From Face 4.00 0.00 1.00 0.0000 151.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.95 3.17 1.79 1.97 2.16 0.06 0.08 0.11 RRH-P4 C From Face 4.00 0.00 1.00 0.0000 151.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.95 3.17 1.79 1.97 2.16 0.06 0.08 0.11 ** T-Arm Mount [TA 1302-3] C None 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 51.71 69.65 87.59 51.71 69.65 87.59 2.22 3.39 4.55 JAHH-65C-R3B w/ Mount Pipe A From Leg 3.00 -6.00 0.00 -10.0000 137.00 No Ice 1/2'' Ice 1'' Ice 13.05 13.75 14.46 10.61 12.13 13.67 0.11 0.21 0.32 LNX-6515DS-A1M w/ Mount Pipe A From Leg 3.00 -2.00 0.00 -10.0000 137.00 No Ice 1/2'' Ice 1'' Ice 11.68 12.40 13.14 9.84 11.37 12.91 0.08 0.17 0.27 AIR 32 w/ Mount Pipe A From Leg 3.00 2.00 0.00 -10.0000 137.00 No Ice 1/2'' Ice 1'' Ice 6.41 6.87 7.31 5.81 6.62 7.34 0.12 0.18 0.24 JAHH-65C-R3B w/ Mount Pipe B From Leg 3.00 -6.00 0.00 -10.0000 137.00 No Ice 1/2'' Ice 1'' Ice 13.05 13.75 14.46 10.61 12.13 13.67 0.11 0.21 0.32 LNX-6515DS-A1M w/ Mount Pipe B From Leg 3.00 -2.00 0.00 -10.0000 137.00 No Ice 1/2'' Ice 1'' Ice 11.68 12.40 13.14 9.84 11.37 12.91 0.08 0.17 0.27 AIR 32 w/ Mount Pipe B From Leg 3.00 2.00 0.00 -10.0000 137.00 No Ice 1/2'' Ice 1'' Ice 6.41 6.87 7.31 5.81 6.62 7.34 0.12 0.18 0.24 JAHH-65C-R3B w/ Mount Pipe C From Leg 3.00 -6.00 0.00 30.0000 137.00 No Ice 1/2'' Ice 1'' Ice 13.05 13.75 14.46 10.61 12.13 13.67 0.11 0.21 0.32 LNX-6515DS-A1M w/ Mount Pipe C From Leg 3.00 -2.00 0.00 30.0000 137.00 No Ice 1/2'' Ice 1'' Ice 11.68 12.40 13.14 9.84 11.37 12.91 0.08 0.17 0.27 AIR 32 w/ Mount Pipe C From Leg 3.00 2.00 0.00 30.0000 137.00 No Ice 1/2'' Ice 1'' Ice 6.41 6.87 7.31 5.81 6.62 7.34 0.12 0.18 0.24 RRUS B13 W/A2 (CMB) A From Leg 3.00 0.00 0.00 0.0000 137.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.72 1.90 2.07 0.07 0.10 0.13 0.08 0.11 FHFB C From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 3.63 3.89 4.15 2.39 2.62 2.85 0.05 0.08 0.11 RNSNDC-7771-PF-48 B From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 3.20 3.42 3.65 1.03 1.17 1.32 0.01 0.04 0.06 FXFB B From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 3.54 3.77 4.01 1.02 1.17 1.33 0.06 0.08 0.10 ** Platform Mount [LP 403-1] C None 0.0000 151.00 No Ice 1/2'' Ice 1'' Ice 18.85 24.30 29.75 18.85 24.30 29.75 1.50 1.80 2.09 (2) 6' x 2'' Mount Pipe A From Face 4.00 0.00 0.00 0.0000 151.00 No Ice 1/2'' Ice 1'' Ice 1.43 1.92 2.29 1.43 1.92 2.29 0.02 0.03 0.05 (2) 6' x 2'' Mount Pipe B From Face 4.00 0.00 0.00 0.0000 151.00 No Ice 1/2'' Ice 1'' Ice 1.43 1.92 2.29 1.43 1.92 2.29 0.02 0.03 0.05 (2) 6' x 2'' Mount Pipe C From Face 4.00 0.00 0.00 0.0000 151.00 No Ice 1/2'' Ice 1'' Ice 1.43 1.92 2.29 1.43 1.92 2.29 0.02 0.03 0.05 APXVBBLL20X_43-C-I20 w/ Mount Pipe A From Face 4.00 7.50 1.00 -60.0000 151.00 No Ice 1/2'' Ice 1'' Ice 14.59 15.24 15.88 9.14 10.48 11.65 0.11 0.22 0.33 APXVBBLL20X_43-C-I20 w/ Mount Pipe B From Face 4.00 7.50 1.00 -5.0000 151.00 No Ice 1/2'' Ice 1'' Ice 14.59 15.24 15.88 9.14 10.48 11.65 0.11 0.22 0.33 APXVBBLL20X_43-C-I20 w/ Mount Pipe C From Face 4.00 7.50 1.00 10.0000 151.00 No Ice 1/2'' Ice 1'' Ice 14.59 15.24 15.88 9.14 10.48 11.65 0.11 0.22 0.33 M-MIMO AAU w/ Mount Pipe A From Face 4.00 -7.50 1.00 -60.0000 151.00 No Ice 1/2'' Ice 1'' Ice 7.01 7.42 7.83 3.24 3.78 4.32 0.16 0.21 0.27 M-MIMO AAU w/ Mount Pipe B From Face 4.00 -7.50 1.00 -5.0000 151.00 No Ice 1/2'' Ice 1'' Ice 7.01 7.42 7.83 3.24 3.78 4.32 0.16 0.21 0.27 M-MIMO AAU w/ Mount Pipe C From Face 4.00 -7.50 1.00 10.0000 151.00 No Ice 1/2'' Ice 1'' Ice 7.01 7.42 7.83 3.24 3.78 4.32 0.16 0.21 0.27 800MHZ RRH A From Face 4.00 0.00 1.00 0.0000 151.00 No Ice 1/2'' Ice 1'' Ice 1.65 1.81 1.99 2.25 2.44 2.63 0.06 0.08 0.11 0.03 0.03 0.04 *** Platform Mount [LP 405-1] C None 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 20.80 28.10 35.40 20.80 28.10 35.40 1.80 2.07 2.33 TMZXXX-6516-A3M w/ Mount Pipe A From Face 4.00 -3.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 8.73 9.18 9.63 3.33 4.01 4.66 0.05 0.11 0.18 TMZXXX-6516-A3M w/ Mount Pipe B From Face 4.00 -3.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 8.73 9.18 9.63 3.33 4.01 4.66 0.05 0.11 0.18 TMZXXX-6516-A3M w/ Mount Pipe C From Face 4.00 -3.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 8.73 9.18 9.63 3.33 4.01 4.66 0.05 0.11 0.18 SBNHH-1D65B w/ Mount Pipe A From Face 4.00 3.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 8.43 8.99 9.52 7.10 8.29 9.20 0.07 0.14 0.22 SBNHH-1D65B w/ Mount Pipe B From Face 4.00 3.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 8.43 8.99 9.52 7.10 8.29 9.20 0.07 0.14 0.22 SBNHH-1D65B w/ Mount Pipe C From Face 4.00 3.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 8.43 8.99 9.52 7.10 8.29 9.20 0.07 0.14 0.22 FRIG A From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 2.39 2.59 2.79 0.97 1.10 1.25 0.06 0.07 0.09 FRIG B From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 2.39 2.59 2.79 0.97 1.10 1.25 0.06 0.07 0.09 FRIG C From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 2.39 2.59 2.79 0.97 1.10 1.25 0.06 0.07 0.09 (3) ATM200-A20 A From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 0.19 0.25 0.32 0.15 0.20 0.27 0.00 0.00 0.01 (3) ATM200-A20 B From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 0.19 0.25 0.32 0.15 0.20 0.27 0.00 0.00 0.01 (3) ATM200-A20 C From Face 4.00 0.00 1.00 0.0000 160.00 No Ice 1/2'' Ice 1'' Ice 0.19 0.25 0.32 0.15 0.20 0.27 0.00 0.00 0.01 L1 160.00-140.00 0.0014 -2.5190 0.8848 -3.3253 L2 140.00-120.00 -0.1632 -4.0894 0.6584 -4.6366 L3 120.00-100.00 -0.1657 -4.1725 0.6840 -4.8401 L4 100.00-80.00 -0.1678 -4.2400 0.7010 -4.9992 L5 80.00-60.00 -0.1696 -4.2960 0.7094 -5.1171 L6 60.00-40.00 -0.1696 -4.2960 0.6875 -5.0552 L7 40.00-20.00 -0.1696 -4.2960 0.6549 -4.9634 L8 20.00-0.00 -0.1240 -3.1421 0.4443 -3.6068 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 1 Safety Line 3/8 140.00 - 160.00 1.0000 1.0000 L1 7 HS-121-200(1-1/2) 140.00 - 151.00 1.0000 1.0000 L2 1 Safety Line 3/8 120.00 - 140.00 1.0000 1.0000 L2 7 HS-121-200(1-1/2) 120.00 - 140.00 1.0000 1.0000 L3 1 Safety Line 3/8 100.00 - 120.00 1.0000 1.0000 L3 7 HS-121-200(1-1/2) 100.00 - 120.00 1.0000 1.0000 L4 1 Safety Line 3/8 80.00 - 100.00 1.0000 1.0000 L4 7 HS-121-200(1-1/2) 80.00 - 100.00 1.0000 1.0000 L5 1 Safety Line 3/8 60.00 - 80.00 1.0000 1.0000 L5 7 HS-121-200(1-1/2) 60.00 - 80.00 1.0000 1.0000 L6 1 Safety Line 3/8 40.00 - 60.00 1.0000 1.0000 L6 7 HS-121-200(1-1/2) 40.00 - 60.00 1.0000 1.0000 L7 1 Safety Line 3/8 20.00 - 40.00 1.0000 1.0000 L7 7 HS-121-200(1-1/2) 20.00 - 40.00 1.0000 1.0000 L8 1 Safety Line 3/8 6.00 - 20.00 1.0000 1.0000 L8 7 HS-121-200(1-1/2) 6.00 - 20.00 1.0000 1.0000 B C 0.000 0.000 0.000 0.000 0.000 0.000 5.098 0.750 0.000 0.000 0.000 0.000 0.06 0.01 0.13 L2 140.00-120.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 9.270 0.750 0.000 0.000 0.000 0.000 0.11 0.10 0.13 L3 120.00-100.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 9.270 0.750 0.000 0.000 0.000 0.000 0.11 0.12 0.13 L4 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 9.270 0.750 0.000 0.000 0.000 0.000 0.12 0.12 0.13 L5 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 9.270 0.750 0.000 0.000 0.000 0.000 0.12 0.12 0.13 L6 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 9.270 0.750 0.000 0.000 0.000 0.000 0.12 0.12 0.13 L7 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 9.270 0.750 0.000 0.000 0.000 0.000 0.12 0.12 0.13 L8 20.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 6.489 0.525 0.000 0.000 0.000 0.000 0.08 0.08 0.09 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 160.00-140.00 A B C 2.327 0.000 0.000 0.000 0.000 0.000 0.000 12.772 10.058 0.000 0.000 0.000 0.000 0.25 0.16 0.13 L2 140.00-120.00 A B C 2.294 0.000 0.000 0.000 0.000 0.000 0.000 23.057 9.926 0.000 0.000 0.000 0.000 0.45 0.25 0.13 L3 120.00-100.00 A B C 2.256 0.000 0.000 0.000 0.000 0.000 0.000 22.867 9.774 0.000 0.000 0.000 0.000 0.44 0.26 0.13 L4 100.00-80.00 A B C 2.211 0.000 0.000 0.000 0.000 0.000 0.000 22.643 9.594 0.000 0.000 0.000 0.000 0.44 0.25 0.13 L5 80.00-60.00 A B C 2.156 0.000 0.000 0.000 0.000 0.000 0.000 22.368 9.375 0.000 0.000 0.000 0.000 0.42 0.25 0.13 L6 60.00-40.00 A B C 2.085 0.000 0.000 0.000 0.000 0.000 0.000 22.012 9.089 0.000 0.000 0.000 0.000 0.41 0.24 0.13 L7 40.00-20.00 A B 1.981 0.000 0.000 0.000 0.000 21.493 8.674 0.000 0.000 0.39 0.23 1 1 1 L4 100.00- 80.00 1 1 1 L5 80.00- 60.00 1 1 1 L6 60.00- 40.00 1 1 1 L7 40.00- 20.00 1 1 1 L8 20.00-0.00 1 1 1 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 B No Surface Ar (CaAa) 160.00 - 6.00 1 1 -0.150 -0.150 0.3750 0.22 HS-121-200(1-1/2) A No Surface Ar (CaAa) 151.00 - 6.00 3 3 0.409 0.500 1.5450 1.88 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 LDF4-50A(1/2) B No No Inside Pole 160.00 - 6.00 1 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.15 0.15 0.15 LDF7-50A(1-5/8) C No No Inside Pole 160.00 - 6.00 6 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.82 0.82 0.82 ASU9325TYP01(1 -3/5) C No No Inside Pole 160.00 - 6.00 1 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 1.61 1.61 1.61 ** ** HFT1206-24S26- XXX(1-3/8) B No No Inside Pole 137.00 - 6.00 1 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 1.62 1.62 1.62 HFT1206-24SV2- B No No Inside Pole 137.00 - 6.00 2 No Ice 0.00 1.88 L2 140.00-120.00 20.00 P42x3/8 A53-B-42 (42 ksi) L3 120.00-100.00 20.00 P48x3/8 A53-B-42 (42 ksi) L4 100.00-80.00 20.00 P54x3/8 A53-B-42 (42 ksi) L5 80.00-60.00 20.00 P60x3/8 A53-B-42 (42 ksi) APXVBBLL20X_43-C-I20 w/ Mount 151 Pipe AIR M-800MHZ RRH-Platform JAHH-LNX-RRUS RC3DC-(8'x2" T-Side 11' CL-WH14-J105-2) Arm MIMO x FDL85002/RRUS 1469B/32 Arm 2" 6515DS-Antenna HI P4 65C-Mount B13 32 69/w/ Mount 3315-Mount RRH AAU Mount B2 24 Mount 12 75 R3B W/B5 [A1M Mount TA PF-2C-A2 Pipe w/ [LP w/ [Pipe SO 1302-Mount (48 3L CMB) w/ Mount 403-Pipe 701-102-Mount 3] 1] Pipe 1] 3] Pipe Pipe DESIGNED 151 137 106 101 APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 10' x 2" Mount Pipe 160 Lighting Rod 5/8" x 4' 160 Platform Mount [LP 405-1] 160 TMZXXX-6516-A3M w/ Mount Pipe 160 TMZXXX-6516-A3M w/ Mount Pipe 160 TMZXXX-6516-A3M w/ Mount Pipe 160 SBNHH-1D65B w/ Mount Pipe 160 SBNHH-1D65B w/ Mount Pipe 160 SBNHH-1D65B w/ Mount Pipe 160 FRIG 160 FRIG 160 FRIG 160 (3) ATM200-A20 160 (3) ATM200-A20 160 (3) ATM200-A20 160 FHFB 160 FHFB 160 FHFB 160 RNSNDC-7771-PF-48 160 FXFB 160 26T-1900/2127/2400 160 (2) 6' x 2" Mount Pipe 151 (2) 6' x 2" Mount Pipe 151 (2) 6' x 2" Mount Pipe 151 APXVBBLL20X_43-C-I20 w/ Mount Pipe 151 APXVBBLL20X_43-C-I20 w/ Mount Pipe 151 APXVBBLL20X_43-C-I20 w/ Mount Pipe 151 M-MIMO AAU w/ Mount Pipe 151 M-MIMO AAU w/ Mount Pipe 151 M-MIMO AAU w/ Mount Pipe 151 800MHZ RRH 151 800MHZ RRH 151 800MHZ RRH 151 RRH-P4 151 RRH-P4 151 RRH-P4 151 Platform Mount [LP 403-1] 151 JAHH-65C-R3B w/ Mount Pipe 137 LNX-6515DS-A1M w/ Mount Pipe 137 AIR 32 w/ Mount Pipe 137 JAHH-65C-R3B w/ Mount Pipe 137 LNX-6515DS-A1M w/ Mount Pipe 137 AIR 32 w/ Mount Pipe 137 JAHH-65C-R3B w/ Mount Pipe 137 LNX-6515DS-A1M w/ Mount Pipe 137 AIR 32 w/ Mount Pipe 137 RRUS B13 W/A2 (CMB) 137 RRUS B13 W/A2 (CMB) 137 RRUS B13 W/A2 (CMB) 137 RC3DC-3315-PF-48 137 RC3DC-3315-PF-48 137 RC3DC-3315-PF-48 137 (2) FDL85002/2C-3L 137 (2) FDL85002/2C-3L 137 (2) FDL85002/2C-3L 137 (2) RRUS 12 B5 137 (2) RRUS 12 B5 137 (2) RRUS 12 B5 137 RRUS 32 B2 137 RRUS 32 B2 137 RRUS 32 B2 137 8'x2" Antenna Mount Pipe 137 8'x2" Antenna Mount Pipe 137 8'x2" Antenna Mount Pipe 137 T-Arm Mount [TA 1302-3] 137 Side Arm Mount [SO 701-1] 106 Side Arm Mount [SO 701-1] 106 11' x 2" Mount Pipe 106 11' x 2" Mount Pipe 106 CL-1469B/75 106 CL-1469B/75 106 WH14-69/24 106 WH14-69/24 106 J105-HI 106 Side Arm Mount [SO 102-3] 106 Side Arm Mount [SO 701-1] 101 Side Arm Mount [SO 701-1] 101 Side Arm Mount [SO 102-3] 101 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A53-B-42 42 ksi 63 ksi TOWER DESIGN NOTES 1. Tower is located in Hamilton County, Indiana. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 40 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING: 55.9% 3] - - 1 2 cci tower mounts Side Arm Mount [SO 701- 1] Notes: 1) Existing Equipment 2) Existing Equipment To Be Removed; Not Considered in This Analysis 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Professional Service Industries, Inc. 1348389 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS PiROD, Inc. 1348495 CCISITES 4-TOWER MANUFACTURER DRAWINGS PiROD, Inc. 1348483 CCISITES 3.1) Analysis Method tnxTower (version 8.0.4.0), 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. Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 160.0 163.0 1 andrew 26T-1900/2127/2400 6 1 1 1-5/8 1-3/5 1/2 1 161.0 3 andrew SBNHH-1D65B w/ Mount Pipe 3 andrew TMZXXX-6516-A3M w/ Mount Pipe 160.0 9 andrew ATM200-A20 1 cci tower mounts Platform Mount [LP 405-1] 3 nokia FHFB 3 nokia FRIG 1 nokia FXFB 1 raycap RNSNDC-7771-PF-48 151.0 152.0 1 jaybeam wireless A-18A24 w/ Mount Pipe 3 1-5/8 2 2 jaybeam wireless PCSX065-18-2HA w/ Mount Pipe