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HomeMy WebLinkAbout873711_590723_CHIND00031A_ SA.pdftnxTower Report - version 8.1.1.0 Date: March 25, 2022 Crown Castle 2000 Corporate Drive Canonsburg,PA 15317 (724) 416-2000 Subject: Structural Analysis Report Carrier Designation: DISH Network Co-Locate Site Number: CHIND00031A Site Name: IN-CCI-T-873711 Crown Castle Designation: BU Number: 873711 Site Name: Carmel-Springmill JDE Job Number: 689977 Work Order Number: 2030298 Order Number: 590723 Rev. 4 Engineering Firm Designation: Crown Castle Project Number: 2030298 Site Data: 1531 W Main St, Carmel, Hamilton County, IN Latitude 39° 58' 37.12'', Longitude -86° 10' 10.81'' 150 Foot - Monopole Tower Crown Castle 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: LC9.7: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 120 mph as required by the 2012 International Building Code. Applicable Standard references and design criteria are listed in Section 2 - ''Analysis Criteria''. Structural analysis prepared by: Kibreab Gebremariam Respectfully submitted by: Truc Lac, P.E., S.E. Senior Project Engineer 03/28/22 March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 2 tnxTower Report - version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity – LC9.7 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This tower is a 150 ft Monopole tower designed by Vector/Ehresmann Engineering. . 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 120 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) 100.0 100.0 3 fujitsu TA08025-B604 1 1-3/4 3 fujitsu TA08025-B605 3 jma wireless MX08FRO665-21 w/ Mount Pipe 1 raycap RDIDC-9181-PF-48 1 tower mounts Commscope MC-PK8-DSH 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 March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 4 tnxTower Report - version 8.1.1.0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 10212770 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 10234952 CCISITES 4-TOWER MANUFACTURER DRAWINGS 10234951 CCISITES 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle 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 150 - 102 Pole TP34.66x22.5x0.313 1 -10.599 2015.485 8.5 Pass L2 102 - 67 Pole TP42.902x32.768x0.438 2 -22.047 3492.384 17.0 Pass L3 67 - 33 Pole TP50.64x40.507x0.5 3 -33.585 4714.857 21.0 Pass L4 33 - 0 Pole TP58x47.867x0.5 4 -50.308 5605.183 26.7 Pass Summary Pole (L4) 26.7 Pass Rating = 26.7 Pass March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 5 tnxTower Report - version 8.1.1.0 Table 5 - Tower Component Stresses vs. Capacity – LC9.7 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 24.7 Pass 1 Base Plate 0 28.2 Pass 1 Base Foundation Structure (Drilled Pier) 0 26.2 Pass 1 Base Foundation Soil Interaction (Drilled Pier) 0 14.8 Pass 1 Base Foundation Structure (Pier &pad) 0 26.0 Pass 1 Base Foundation Soil Interaction (Pier &Pad) 0 28.1 Pass Structure Rating (max from all components) = 28.2% Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity. 2) It is unknown whether the foundation will be drilled shaft or pier and pad. Both designs were analyzed and determined to be sufficient. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 6 tnxTower Report - version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT Thepathway to Possible Crown Castle 2000 Corporate Drive Canonsburg,PA 15317 Phone: (724) 416-2000 FAX: Job: BU# 873711 Project: Client: Crown Castle Drawn by: KGebremariam App'd: Code: TIA-222-H Date: 03/25/22 Scale: NTS Path: C:\Users\KGebremariam\OneDrive - Crown Castle USA Inc\Desktop\Work Area\873711\WO 2030298 - SA\Prod\873711-B.eri Dwg No. E-1 150.0 ft 102.0 ft 67.0 ft 33.0 ft 0.0 ft REACTIONS - 120 mph WIND TORQUE 2 kip-ft 23 K SHEAR 2058 kip-ft MOMENT 50 K AXIAL 40 mph WIND - 2.000 in ICE TORQUE 1 kip-ft 6 K SHEAR 592 kip-ft MOMENT 96 K AXIAL ARE FACTORED ALL REACTIONS Section 4 3 2 1 Length (ft) 40.000 40.000 40.000 48.000 Number of Sides 18 18 18 18 Thickness (in) 0.500 0.500 0.438 0.313 Socket Length (ft) 7.000 6.000 5.000 Top Dia (in) 47.867 40.507 32.768 22.500 Bot Dia (in) 58.000 50.640 42.902 34.660 Grade A572-65 Weight (K) 32.7 11.3 9.7 7.1 4.6 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy 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 120 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 III. March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 7 tnxTower Report - version 8.1.1.0 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: • Tower is located in Hamilton County, Indiana. • Tower base elevation above sea level: 861.000 ft. • Basic wind speed of 120 mph. • Risk Category III. • Exposure Category C. • Simplified Topographic Factor Procedure for wind speed-up calculations is used. • Topographic Category: 1. • Crest Height: 0.000 ft. • Nominal ice thickness of 2.000 in. • Ice thickness is considered to increase with height. • Ice density of 56.000 pcf. • A wind speed of 40 mph is used in combination with ice. • Temperature drop of 50.000 °F. • Deflections calculated using a wind speed of 60 mph. • A non-linear (P-delta) analysis was used. • Pressures are calculated at each section. • Stress ratio used in pole design is 1. • Tower analysis based on target reliabilities in accordance with Annex S. • Load Modification Factors used: Kes(Fw) = 1.0, Kes(ti) = 1.0. • Maximum demand-capacity ratio is: 1.05. • Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression √ Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component √ Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs √ Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 8 tnxTower Report - version 8.1.1.0 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 150.000- 102.000 48.000 5.000 18 22.500 34.660 0.313 1.250 A572-65 (65 ksi) L2 102.000- 67.000 40.000 6.000 18 32.768 42.902 0.438 1.750 A572-65 (65 ksi) L3 67.000-33.000 40.000 7.000 18 40.507 50.640 0.500 2.000 A572-65 (65 ksi) L4 33.000-0.000 40.000 18 47.867 58.000 0.500 2.000 A572-65 (65 ksi) 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 March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 9 tnxTower Report - version 8.1.1.0 Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight klf 2'' Ice 0.420 0.006 *** CU12PSM6P4XXX (1-3/4) C No No Inside Pole 100.000 - 0.000 1 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.003 0.003 0.003 0.003 *** LDF5-50A(7/8) C No No Inside Pole 123.000 - 0.000 6 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 MLCH 12/24 LOW INDUCTION(2) C No No Inside Pole 123.000 - March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 10 tnxTower Report - version 8.1.1.0 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 150.000-102.000 -0.451 0.260 -3.230 1.865 L2 102.000-67.000 -0.455 0.263 -3.587 2.071 L3 67.000-33.000 -0.457 0.264 -3.685 2.128 L4 33.000-0.000 -0.459 0.265 -3.693 2.132 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft Lightning Rod 2''x15' C None 0.000 0.000 *** *** NHH-65C-R2B w/ Mount Pipe A From Leg 4.000 0.000 0.000 0.000 123.000 NHH-65C-R2B w/ Mount Pipe B From Leg 4.000 0.000 0.000 0.000 123.000 NHH-65C-R2B w/ Mount Pipe C From Leg 4.000 0.000 0.000 0.000 123.000 4408 W/KRE 105 281/1 w/ Mount Pipe A From Leg 4.000 0.000 -1.000 0.000 123.000 4408 W/KRE 105 281/1 w/ Mount Pipe B From Leg 4.000 March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 11 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft **** FFVV-65C-R3-V1_TMO w/ Mount Pipe A From Leg 4.000 0.000 0.000 0.000 110.000 FFVV-65C-R3-V1_TMO w/ Mount Pipe B From Leg 4.000 0.000 0.000 0.000 110.000 FFVV-65C-R3-V1_TMO w/ Mount Pipe C From Leg 4.000 0.000 0.000 0.000 110.000 AEHC w/ Mount Pipe A From Leg 4.000 0.000 0.000 0.000 110.000 AEHC w/ Mount Pipe B From Leg 4.000 0.000 0.000 0.000 110.000 AEHC w/ Mount Pipe C From Leg 4.000 0.000 0.000 0.000 110.000 HCS 2.0 Part 1 A From Leg 4.000 0.000 0.000 0.000 110.000 HCS 2.0 Part 1 B From Leg 4.000 0.000 0.000 0.000 110.000 AHFIG_TMO A From Leg 4.000 0.000 0.000 0.000 110.000 AHFIG_TMO B From Leg 4.000 0.000 March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 12 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft 0.000 TA08025-B605 B From Leg 4.000 0.000 0.000 0.000 100.000 TA08025-B605 C From Leg 4.000 0.000 0.000 0.000 100.000 RDIDC-9181-PF-48 A From Leg 4.000 0.000 0.000 0.000 100.000 Commscope MC-PK8-DSH C None 0.000 100.000 (2) 8' x 2'' Mount Pipe A From Leg 4.000 0.000 0.000 0.000 100.000 (2) 8' x 2'' Mount Pipe B From Leg 4.000 0.000 0.000 0.000 100.000 (2) 8' x 2'' Mount Pipe C From Leg 4.000 0.000 0.000 0.000 100.000 ********* 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 March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 13 tnxTower Report - version 8.1.1.0 Comb. No. Description 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 150 - 102 Pole Max Tension 27 0.000 -0.000 -0.000 Max. Compression 26 -32.279 -2.808 6.302 Max. Mx 8 -10.604 -131.445 1.654 Max. My 2 -10.599 -0.155 134.507 Max. Vy 8 9.641 -131.445 1.654 Max. Vx 2 -9.754 -0.155 134.507 Max. Torque 10 1.936 L2 102 - 67 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -54.385 -2.263 7.087 Max. Mx 8 -22.052 -600.626 0.229 Max. My 2 -22.047 1.454 608.747 Max. Vy 8 16.105 -600.626 0.229 Max. Vx 2 -16.257 1.454 608.747 Max. Torque 10 2.131 L3 67 - 33 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -71.760 -1.581 6.694 Max. Mx 8 -33.588 -1187.154 -1.311 March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 14 tnxTower Report - version 8.1.1.0 Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Min. Vert 19 37.807 20.023 -11.608 Min. Hx 8 50.410 -23.147 -0.046 Min. Hz 14 50.410 -0.046 -23.295 Min. Mx 14 -2053.222 -0.046 -23.295 Min. Mz 20 -2037.535 23.147 0.046 Min. Torsion 22 -1.758 20.069 11.687 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 42.008 0.000 0.000 -1.914 -0.506 0.000 1.2 Dead+1.0 Wind 0 deg - No Ice 50.410 -0.046 -23.295 -2057.970 4.932 0.524 0.9 Dead+1.0 Wind 0 deg - No Ice 37.807 -0.046 -23.295 -2047.595 5.064 0.522 1.2 Dead+1.0 Wind 30 deg - No Ice 50.410 11.534 -20.151 -1779.794 -1014.894 -0.409 0.9 Dead+1.0 Wind 30 deg - No Ice 37.807 11.534 -20.151 -1770.743 -1009.921 -0.407 1.2 Dead+1.0 Wind 60 deg - No Ice 50.410 20.023 -11.608 -1025.359 -1762.950 -1.233 0.9 Dead+1.0 Wind 60 deg - No Ice 37.807 20.023 -11.608 -1019.892 -1754.425 -1.227 1.2 Dead+1.0 Wind 90 deg - No Ice 50.410 23.147 0.046 3.187 -2038.792 -1.727 0.9 Dead+1.0 Wind 90 deg - No Ice March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 15 tnxTower Report - version 8.1.1.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 95.770 5.466 -3.162 -298.301 -505.013 -0.239 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 95.770 6.315 0.006 -5.615 -583.477 0.237 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 95.770 5.472 3.173 286.861 -505.797 0.649 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 95.770 3.163 5.489 500.759 -292.786 0.888 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 95.770 0.006 6.335 578.764 -1.522 0.888 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 95.770 -3.152 5.483 499.976 289.953 0.651 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 95.770 -5.466 3.162 285.505 503.537 0.239 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 95.770 -6.315 -0.006 -7.181 582.001 -0.237 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 95.770 -5.472 -3.173 -299.658 504.320 -0.649 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 95.770 -3.163 -5.489 -513.555 291.309 -0.888 Dead+Wind 0 deg - Service 42.008 -0.010 -5.211 -460.356 0.719 0.117 Dead+Wind 30 deg - Service 42.008 2.580 -4.507 -398.324 -226.698 -0.091 Dead+Wind 60 deg - Service 42.008 4.479 -2.596 -230.089 -393.511 -0.275 Dead+Wind 90 deg - Service 42.008 5.178 0.010 -0.728 -455.022 -0.385 Dead+Wind 120 deg - Service 42.008 4.489 2.614 228.300 -394.750 -0.392 Dead+Wind 150 deg - Service March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 16 tnxTower Report - version 8.1.1.0 Load Comb. Sum of Applied Forces Sum of Reactions PX % Error K PY K PZ K PX K PY K PZ K 20 -23.147 -50.410 -0.046 23.147 50.410 0.046 0.000% 21 -23.147 -37.807 -0.046 23.147 37.807 0.046 0.000% 22 -20.069 -50.410 -11.687 20.069 50.410 11.687 0.000% 23 -20.069 -37.807 -11.687 20.069 37.807 11.687 0.000% 24 -11.613 -50.410 -20.197 11.613 50.410 20.197 0.000% 25 -11.613 -37.807 -20.197 11.613 37.807 20.197 0.000% 26 0.000 -95.770 0.000 -0.000 95.770 0.000 0.000% 27 -0.006 -95.770 -6.334 0.006 95.770 6.335 0.000% 28 3.152 -95.770 -5.483 -3.152 95.770 5.483 0.000% 29 5.465 -95.770 -3.162 -5.466 95.770 3.162 0.000% 30 6.315 -95.770 0.006 -6.315 95.770 -0.006 0.000% 31 5.472 -95.770 3.173 -5.472 95.770 -3.173 0.000% 32 3.163 -95.770 5.489 -3.163 95.770 -5.489 0.000% 33 0.006 -95.770 6.334 -0.006 95.770 -6.335 0.000% 34 -3.152 -95.770 5.483 3.152 95.770 -5.483 0.000% 35 -5.465 -95.770 3.162 5.466 95.770 -3.162 0.000% 36 -6.315 -95.770 -0.006 6.315 95.770 0.006 0.000% 37 -5.472 -95.770 -3.173 5.472 95.770 3.173 0.000% 38 -3.163 -95.770 -5.489 3.163 95.770 5.489 0.000% 39 -0.010 -42.008 -5.211 0.010 42.008 5.211 0.000% 40 2.580 -42.008 -4.507 -2.580 42.008 4.507 0.000% 41 4.479 -42.008 -2.596 -4.479 42.008 2.596 0.000% 42 5.178 -42.008 0.010 -5.178 42.008 -0.010 0.000% 43 4.489 -42.008 2.614 -4.489 42.008 -2.614 0.000% 44 2.598 -42.008 4.518 -2.598 42.008 -4.518 0.000% 45 0.010 -42.008 5.211 -0.010 42.008 -5.211 0.000% 46 -2.580 -42.008 4.507 2.580 42.008 -4.507 0.000% 47 -4.479 -42.008 2.596 4.479 42.008 -2.596 0.000% 48 -5.178 -42.008 -0.010 5.178 42.008 0.010 0.000% 49 -4.489 -42.008 -2.614 4.489 42.008 2.614 0.000% 50 -2.598 -42.008 -4.518 2.598 42.008 4.518 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 17 tnxTower Report - version 8.1.1.0 30 Yes 4 0.00000001 0.00082081 31 Yes 4 0.00000001 0.00082916 32 Yes 4 0.00000001 0.00082185 33 Yes 4 0.00000001 0.00079752 34 Yes 4 0.00000001 0.00081315 35 Yes 4 0.00000001 0.00081579 36 Yes 4 0.00000001 0.00080908 37 Yes 4 0.00000001 0.00084271 38 Yes 4 0.00000001 0.00085379 39 Yes 4 0.00000001 0.00000604 40 Yes 4 0.00000001 0.00000841 41 Yes 4 0.00000001 0.00000961 42 Yes 4 0.00000001 0.00000729 43 Yes 4 0.00000001 0.00000878 44 Yes 4 0.00000001 0.00000995 45 Yes 4 0.00000001 0.00000594 46 Yes 4 0.00000001 0.00000848 47 Yes 4 0.00000001 0.00000819 48 Yes 4 0.00000001 0.00000728 49 Yes 4 0.00000001 0.00001064 50 Yes 4 0.00000001 0.00000862 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 150 - 102 6.760 39 0.336 0.002 L2 107 - 67 3.794 39 0.309 0.001 L3 73 - 33 1.840 39 0.227 0.000 L4 40 - 0 0.579 39 0.129 0.000 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 123.000 NHH-65C-R2B w/ Mount Pipe 39 4.860 0.327 0.001 59586 March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 18 tnxTower Report - version 8.1.1.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 123.000 NHH-65C-R2B w/ Mount Pipe 2 21.661 1.451 0.006 13964 110.000 FFVV-65C-R3-V1_TMO w/ Mount Pipe 2 17.793 1.393 0.005 9424 100.000 MX08FRO665-21 w/ Mount Pipe 2 14.960 1.318 0.004 7442 0.000 Lightning Rod 2''x15' 0 0.000 0.000 0.000 25425 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn L1 150 - 102 (1) TP34.66x22.5x0.313 48.000 0.000 0.0 32.812 -10.599 1919.510 0.006 L2 102 - 67 (2) TP42.902x32.768x0.438 40.000 0.000 0.0 56.856 -22.047 3326.080 0.007 L3 67 - 33 (3) TP50.64x40.507x0.5 40.000 0.000 0.0 76.758 -33.585 4490.340 0.007 L4 33 - 0 (4) TP58x47.867x0.5 40.000 0.000 0.0 91.253 -50.308 5338.270 0.009 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 19 tnxTower Report - version 8.1.1.0 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 150 - 102 Pole TP34.66x22.5x0.313 1 -10.599 2015.485 8.5 Pass L2 102 - 67 Pole TP42.902x32.768x0.438 2 -22.047 3492.384 17.0 Pass L3 67 - 33 Pole TP50.64x40.507x0.5 3 -33.585 4714.857 21.0 Pass L4 33 - 0 Pole TP58x47.867x0.5 4 -50.308 5605.183 26.7 Pass Summary Pole (L4) 26.7 Pass RATING = 26.7 Pass March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 20 tnxTower Report - version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING March 25, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number 2030298, Order 590723, Revision 4 Page 21 tnxTower Report - version 8.1.1.0 APPENDIX C ADDITIONAL CALCULATIONS Monopole Base Plate Connection #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (24) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 66" BC Pu_t = 60.23 φPn_t = 243.75 Stress Rating Vu = 0.97 φVn = 149.1 24.7% Base Plate Data Mu = n/a φMn = n/a Pass 73" OD x 2" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Base Plate Summary Stiffener Data Max Stress (ksi): 11.46 (Roark's Flexural) (24) 12"H x 6.875"W x 0.625"T, Notch: 1.5" Allowable Stress (ksi): 45 plate: Fy= 65 ksi ; weld: Fy= 80 ksi Stress Rating: 25.5% Pass horiz. weld: 0.5" fillet vert. weld: 0.5" fillet Stiffener Summary Horizontal Weld: 28.2% Pass Pole Data Vertical Weld: 17.4% Pass 58" x 0.5" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Plate Flexure+Shear: 10.0% Pass Plate Tension+Shear: 19.3% Pass Plate Compression: 27.3% Pass Pole Summary Punching Shear: 7.7% Pass 50.40 23.31 Adjusted Pole Reactions BU # 873711 Applied Loads Site Name Carmel-Springmill Order # 590723 rev # 4 Analysis Considerations Site Info TIA-222 Revision H Grout Considered: No ConnectionResults Properties Analysis Iar (in) 2.25 Moment (kip-ft) 2057.98 Axial Force (kips) 50.40 Shear Force (kips) 23.31 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 CCIplate - Version 4.1.2 Analysis Date: 3/25/2022 Report File: TIA-222 Revison: Tower Type: Check Pier Capacity only at location of Max Moment? No Location: Soil Lateral Check Compression Uplift Comp. Uplift 7.23 - 2058 12.19 - 50 2196.54 - 23 10.9% - Soil Vertical Check Compression Uplift Go to Soil Calculations 661.90 - 4.5 ksi 795.22 - 60 ksi 165.77 - 60 ksi 1457.11 - 215.77 - 14.8% - 32 ft Reinforced Concrete Flexure Compression Uplift 0.5 ft 7.26 - 2196.53 - 8396.02 - 7.5 ft 26.2% - 27 38 Reinforced Concrete Shear Compression Uplift 10 22.51 - 3 in 158.19 - 5 829.85 - 12 in 19.1% - in 4 # of Layers 8 121 FALSE 1 0 3.5 3.5 115 150 0 0 0.000 0.000 0.00 0.00 FALSE 2 3.5 4 0.5 58 150 1 0.550 0.550 FALSE 3 4 6 2 63 87.6 1 0.550 0.550 FALSE 4 6 12 6 58 87.6 3 1.650 1.650 FALSE 5 12 17 5 58 87.6 32 1.036 1.036 25 FALSE 6 17 22 5 58 87.6 2 1.100 1.100 FALSE 7 22 30 8 68 87.6 40 1.43 1.43 50 FALSE 8 30 32 2 68 87.6 4 2.05 2.05 24 C:\WIP\873711\WO 2091145 - SA\Prod\873711-B.eri.rtf Structural Foundation Rating 26.2% Total Capacity (kips) N/A Analysis Results Rebar Size Pier Section 1 Check Limitation Apply TIA-222-H Section 15.5: Additional Longitudinal Rebar Shear Design Options Check Shear along Depth of Pier: Utilize Shear-Friction Methodology: Override Critical Depth: Dv=0 (ft from TOC) Soil Safety Factor Max Moment (kip-ft) Rating Ext. Above Grade Critical Moment (kip-ft) Critical Moment Capacity Rating From 0.5' above grade to 32' below grade Tower Type: 50 kips Capacity Demand Rating Check 23 kips 690.67 0.00 0.0% Pass 313.24 23.00 7.3% Pass 4.50 0.92 20.5% Pass 2058 ft-kips 7965.85 2235.77 28.1% Pass 150 ft 8322.51 2161.50 26.0% Pass ft 558.49 0.00 0.0% Pass 2.75 in 31633.68 85.78 0.3% Pass in 11461.32 924.35 8.1% Pass 1230.67 109.36 8.9% Pass 0.201 0.023 11.7% Pass Circular 11470.71 1296.90 11.3% Pass 7.5 ft 0.201 0.000 0.0% Pass 0.5 ft 11470.71 0.00 0.0% Pass 10 38 5 Structural Rating: 26.0% 9 Soil Rating: 28.1% Tie 3 in 7 ft 33 ft 3 ft 11 56 3 in 60 ksi 5 ksi 150 pcf 58 pcf 6.000 ksf <--Toggle between Gross and Net 1.000 ksf degrees 0.35 3.50 ft No 4 ft Top & Bot. Pad Rein. Different?: Foundation Bearing on Rock? SPT Blow Count, Nblows: Base Friction, μ: Pier Diameter, dpier: Ext. Above Grade, E: Pier Rebar Size, Sc: Pier Rebar Quantity, mc: Concrete Compressive Strength, F'c: Pier Tie/Spiral Quantity, mt: Pier Reinforcement Type: Pier Clear Cover, ccpier: Pad Properties Pier Tie/Spiral Size, St: Neglected Depth, N: Uplift Shear, Vu_uplift: Pier Shape: Tower Height, H: Base Face Width, BW: Cohesion, Cu: Ultimate Gross Bearing, Qult: Pad Rebar Quantity (Bottom dir. 2), mp2: ASCE 7 Hazards Report Address: No Address at This Location Standard: ASCE/SEI 7-10 Risk Category: III Soil Class: D - Stiff Soil Elevation: 861.62 ft (NAVD 88) Latitude: Longitude: 39.976978 -86.169669 Wind Results: Wind Speed 120 Vmph 10-year MRI 76 Vmph 25-year MRI 84 Vmph 50-year MRI 90 Vmph 100-year MRI 96 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1B and Figs. CC-1–CC-4, and Section 26.5.2, incorporating errata of March 12, 2014 Date Accessed: Fri Mar 25 2022 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 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Fri Mar 25 2022 SS : 0.148 S1 : 0.082 Fa : 1.6 Fv : 2.4 SMS : 0.236 SM1 : 0.196 SDS : 0.157 SD1 : 0.131 TL : 12 PGA : 0.067 PGA M : 0.108 FPGA : 1.6 Ie : 1.25 Design Response Spectrum S a (g) vs T(s) MCE R Response Spectrum S a (g) vs T(s) Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil B Data Accessed: Fri Mar 25 2022 Date Source: 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. https://asce7hazardtool.online/ Page 2 of 3 Fri Mar 25 2022 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 Fri Mar 25 2022 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. https://asce7hazardtool.online/ Page 3 of 3 Fri Mar 25 2022 Pad Rebar Size (Bottom dir. 2), Sp2: Total Soil Unit Weight, γ: Pier Flexure (Comp.) (kip*ft) Lateral (Sliding) (kips) Bearing Pressure (ksf) Uplift (kips) Foundation Analysis Checks Pier and Pad Foundation BU # : Site Name: Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Monopole 873711 Carmel-Springmill Block Foundation?: Pad Shear - 2-way (Comp) (ksi) Pier Flexure (Tension) (kip*ft) Overturning (kip*ft) Pad Flexure (kip*ft) Pad Shear - 1-way (kips) Pier Compression (kip) Rectangular Pad?: Flexural 2-way (Tension) (kip*ft) Pad Shear - 2-way (Uplift) (ksi) Pier Properties BP Dist. Above Fdn, bpdist: Bolt Circle / Bearing Plate Width, BC: Flexural 2-way (Comp) (kip*ft) Uplift, Puplift: Base Shear, Vu_comp: Groundwater Depth, gw: Rebar Grade, Fy: Dry Concrete Density, δc: Depth, D: Pad Width, W1: Pad Thickness, T: Pad Clear Cover, ccpad: Material Properties Soil Properties Friction Angle, ϕ: Moment, Mu: Version 4.1.1 Rebar Size Clear Cover to Ties Tie Size Input Effective Depths (else Actual): Critical Depth (ft from TOC) Soil Interaction Rating 14.8% Rebar 2, Fy Override (ksi) Rebar 3, Fy Override (ksi) Depth Cohesionless Layer Top (ft) Bottom (ft) Thickness (ft) Groundwater Depth Cohesion (ksf) Angle of Friction (degrees) Cohesive Ultimate Skin Friction Uplift Override (ksf) Critical Shear Capacity Rating Skin Friction (kips) Weight of Concrete (kips) Rating Critical Shear (kip) End Bearing (kips) Axial (kips) Critical Depth (ft from TOC) Calculated Ultimate Skin Friction Uplift (ksf) Calculated Ultimate Skin Friction Comp (ksf) Ultimate Skin Friction Comp Override (ksf) Soil Profile Soil Type SPT Blow Count Ult. Gross Bearing Capacity (ksf) γsoil (pcf) γconcrete (pcf) Cohesive Cohesive Cohesive Cohesionless Cohesive Cohesionless Drilled Pier Foundation BU # : Site Name: Order Number: Monopole Applied Loads Material Properties Pier Design Data H 873711 Carmel-Springmill 590723 rev # 4 Moment (kip-ft) Axial Force (kips) Shear Force (kips) Concrete Strength, f'c: Rebar Strength, Fy: Tie Yield Strength, Fyt: Pier Diameter Rebar Quantity Rebar Cage Diameter Rebar Quantity Tie Spacing Rebar & Pier Options Embedded Pole Inputs Belled Pier Inputs Version 5.0.3 Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny L1 150 - 102 (1) TP34.66x22.5x0.313 134.507 1610.867 0.084 0.000 1610.867 0.000 L2 102 - 67 (2) TP42.902x32.768x0.438 608.748 3546.550 0.172 0.000 3546.550 0.000 L3 67 - 33 (3) TP50.64x40.507x0.5 1200.308 5634.183 0.213 0.000 5634.183 0.000 L4 33 - 0 (4) TP58x47.867x0.5 2057.975 7609.041 0.270 0.000 7609.041 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K Vn K Ratio Vu Vn Actual Tu kip-ft Tn kip-ft Ratio Tu Tn L1 150 - 102 (1) TP34.66x22.5x0.313 9.754 575.852 0.017 0.932 1668.275 0.001 L2 102 - 67 (2) TP42.902x32.768x0.438 16.258 997.825 0.016 0.810 3577.892 0.000 L3 67 - 33 (3) TP50.64x40.507x0.5 19.566 1347.100 0.015 0.682 5705.933 0.000 L4 33 - 0 (4) TP58x47.867x0.5 23.195 1601.480 0.014 0.531 8064.358 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Ratio Vu Vn Ratio Tu Tn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 150 - 102 (1) 0.006 0.084 0.000 0.017 0.001 0.089 1.050 4.8.2 L2 102 - 67 (2) 0.007 0.172 0.000 0.016 0.000 0.179 1.050 4.8.2 L3 67 - 33 (3) 0.007 0.213 0.000 0.015 0.000 0.221 1.050 4.8.2 L4 33 - 0 (4) 0.009 0.270 0.000 0.014 0.000 0.280 1.050 4.8.2 110.000 FFVV-65C-R3-V1_TMO w/ Mount Pipe 39 3.989 0.313 0.001 40220 100.000 MX08FRO665-21 w/ Mount Pipe 39 3.352 0.296 0.001 32183 0.000 Lightning Rod 2''x15' 0 0.000 0.000 0.000 113546 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 150 - 102 30.079 2 1.489 0.008 L2 107 - 67 16.928 2 1.373 0.005 L3 73 - 33 8.218 2 1.014 0.002 L4 40 - 0 2.587 2 0.574 0.001 Critical Deflections and Radius of Curvature - Design Wind 2 Yes 4 0.00000001 0.00004788 3 Yes 4 0.00000001 0.00002958 4 Yes 4 0.00000001 0.00034066 5 Yes 4 0.00000001 0.00022746 6 Yes 4 0.00000001 0.00038012 7 Yes 4 0.00000001 0.00025520 8 Yes 4 0.00000001 0.00009898 9 Yes 4 0.00000001 0.00006641 10 Yes 4 0.00000001 0.00031568 11 Yes 4 0.00000001 0.00021072 12 Yes 4 0.00000001 0.00039443 13 Yes 4 0.00000001 0.00026553 14 Yes 4 0.00000001 0.00005108 15 Yes 4 0.00000001 0.00003205 16 Yes 4 0.00000001 0.00035071 17 Yes 4 0.00000001 0.00023534 18 Yes 4 0.00000001 0.00031751 19 Yes 4 0.00000001 0.00021232 20 Yes 4 0.00000001 0.00010305 21 Yes 4 0.00000001 0.00006917 22 Yes 4 0.00000001 0.00040790 23 Yes 4 0.00000001 0.00027460 24 Yes 4 0.00000001 0.00032273 25 Yes 4 0.00000001 0.00021496 26 Yes 4 0.00000001 0.00001784 27 Yes 4 0.00000001 0.00083996 28 Yes 4 0.00000001 0.00085738 29 Yes 4 0.00000001 0.00085105 42.008 2.598 4.518 395.628 -228.845 -0.294 Dead+Wind 180 deg - Service 42.008 0.010 5.211 456.421 -1.760 -0.117 Dead+Wind 210 deg - Service 42.008 -2.580 4.507 394.389 225.657 0.091 Dead+Wind 240 deg - Service 42.008 -4.479 2.596 226.153 392.469 0.275 Dead+Wind 270 deg - Service 42.008 -5.178 -0.010 -3.207 453.981 0.385 Dead+Wind 300 deg - Service 42.008 -4.489 -2.614 -232.235 393.709 0.392 Dead+Wind 330 deg - Service 42.008 -2.598 -4.518 -399.563 227.803 0.294 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 0.000 -42.008 0.000 0.000 42.008 0.000 0.000% 2 -0.046 -50.410 -23.295 0.046 50.410 23.295 0.000% 3 -0.046 -37.807 -23.295 0.046 37.807 23.295 0.000% 4 11.534 -50.410 -20.151 -11.534 50.410 20.151 0.000% 5 11.534 -37.807 -20.151 -11.534 37.807 20.151 0.000% 6 20.023 -50.410 -11.608 -20.023 50.410 11.608 0.000% 7 20.023 -37.807 -11.608 -20.023 37.807 11.608 0.000% 8 23.147 -50.410 0.046 -23.147 50.410 -0.046 0.000% 9 23.147 -37.807 0.046 -23.147 37.807 -0.046 0.000% 10 20.069 -50.410 11.687 -20.069 50.410 -11.687 0.000% 11 20.069 -37.807 11.687 -20.069 37.807 -11.687 0.000% 12 11.613 -50.410 20.197 -11.613 50.410 -20.197 0.000% 13 11.613 -37.807 20.197 -11.613 37.807 -20.197 0.000% 14 0.046 -50.410 23.295 -0.046 50.410 -23.295 0.000% 15 0.046 -37.807 23.295 -0.046 37.807 -23.295 0.000% 16 -11.534 -50.410 20.151 11.534 50.410 -20.151 0.000% 17 -11.534 -37.807 20.151 11.534 37.807 -20.151 0.000% 18 -20.023 -50.410 11.608 20.023 50.410 -11.608 0.000% 19 -20.023 -37.807 11.608 20.023 37.807 -11.608 0.000% 37.807 23.147 0.046 3.766 -2028.956 -1.719 1.2 Dead+1.0 Wind 120 deg - No Ice 50.410 20.069 11.687 1030.241 -1768.507 -1.758 0.9 Dead+1.0 Wind 120 deg - No Ice 37.807 20.069 11.687 1025.942 -1759.953 -1.750 1.2 Dead+1.0 Wind 150 deg - No Ice 50.410 11.613 20.197 1780.604 -1024.522 -1.318 0.9 Dead+1.0 Wind 150 deg - No Ice 37.807 11.613 20.197 1772.742 -1019.498 -1.312 1.2 Dead+1.0 Wind 180 deg - No Ice 50.410 0.046 23.295 2053.222 -6.188 -0.524 0.9 Dead+1.0 Wind 180 deg - No Ice 37.807 0.046 23.295 2044.066 -5.997 -0.522 1.2 Dead+1.0 Wind 210 deg - No Ice 50.410 -11.534 20.151 1775.046 1013.637 0.409 0.9 Dead+1.0 Wind 210 deg - No Ice 37.807 -11.534 20.151 1767.214 1008.987 0.407 1.2 Dead+1.0 Wind 240 deg - No Ice 50.410 -20.023 11.608 1020.612 1761.693 1.233 0.9 Dead+1.0 Wind 240 deg - No Ice 37.807 -20.023 11.608 1016.364 1753.491 1.227 1.2 Dead+1.0 Wind 270 deg - No Ice 50.410 -23.147 -0.046 -7.933 2037.535 1.727 0.9 Dead+1.0 Wind 270 deg - No Ice 37.807 -23.147 -0.046 -7.294 2028.022 1.719 1.2 Dead+1.0 Wind 300 deg - No Ice 50.410 -20.069 -11.687 -1034.987 1767.251 1.758 0.9 Dead+1.0 Wind 300 deg - No Ice 37.807 -20.069 -11.687 -1029.469 1759.020 1.750 1.2 Dead+1.0 Wind 330 deg - No Ice 50.410 -11.613 -20.197 -1785.351 1023.267 1.317 0.9 Dead+1.0 Wind 330 deg - No Ice 37.807 -11.613 -20.197 -1776.270 1018.565 1.312 1.2 Dead+1.0 Ice+1.0 Temp 95.770 0.000 -0.000 -6.182 -0.696 0.000 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 95.770 -0.006 -6.335 -591.560 0.045 -0.888 1.2 Dead+1.0 Wind 30 95.770 3.152 -5.483 -512.771 -291.430 -0.651 Max. My 2 -33.585 3.029 1200.308 Max. Vy 8 19.415 -1187.154 -1.311 Max. Vx 2 -19.566 3.029 1200.308 Max. Torque 10 2.014 L4 33 - 0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -95.770 -0.696 6.182 Max. Mx 8 -50.404 -2038.792 -3.187 Max. My 2 -50.404 4.932 2057.970 Max. Vy 8 23.159 -2038.792 -3.187 Max. Vx 2 -23.307 4.932 2057.970 Max. Torque 10 1.881 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 26 95.770 -0.000 0.000 Max. Hx 20 50.410 23.147 0.046 Max. Hz 2 50.410 0.046 23.295 Max. Mx 2 2057.970 0.046 23.295 Max. Mz 8 2038.792 -23.147 -0.046 Max. Torsion 10 1.758 -20.069 -11.687 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 0.000 0.000 110.000 AHFIG_TMO C From Leg 4.000 0.000 0.000 0.000 110.000 AHLOA_T-MOBILE A From Leg 4.000 0.000 0.000 0.000 110.000 AHLOA_T-MOBILE B From Leg 4.000 0.000 0.000 0.000 110.000 AHLOA_T-MOBILE C From Leg 4.000 0.000 0.000 0.000 110.000 T-Arm Mount [TA 602-3] C None 0.000 110.000 **** MX08FRO665-21 w/ Mount Pipe A From Leg 4.000 0.000 0.000 0.000 100.000 MX08FRO665-21 w/ Mount Pipe B From Leg 4.000 0.000 0.000 0.000 100.000 MX08FRO665-21 w/ Mount Pipe C From Leg 4.000 0.000 0.000 0.000 100.000 TA08025-B604 A From Leg 4.000 0.000 0.000 0.000 100.000 TA08025-B604 B From Leg 4.000 0.000 0.000 0.000 100.000 TA08025-B604 C From Leg 4.000 0.000 0.000 0.000 100.000 TA08025-B605 A From Leg 4.000 0.000 0.000 100.000 0.000 -1.000 0.000 123.000 Sub6 Antenna w/ Mount Pipe A From Leg 4.000 0.000 2.000 0.000 123.000 Sub6 Antenna w/ Mount Pipe B From Leg 4.000 0.000 2.000 0.000 123.000 Sub6 Antenna w/ Mount Pipe C From Leg 4.000 0.000 2.000 0.000 123.000 (2) 4449 A From Leg 4.000 0.000 0.000 0.000 123.000 4449 B From Leg 4.000 0.000 0.000 0.000 123.000 (3) 8843 A From Leg 4.000 0.000 0.000 0.000 123.000 RHSDC-6627-PF-48 A From Leg 4.000 0.000 0.000 0.000 123.000 RHSDC-6627-PF-48 B From Leg 4.000 0.000 0.000 0.000 123.000 Sector Mount [SM 502-3] C None 0.000 123.000 0.000 2 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.003 0.003 0.003 0.003 **** HCS 2.0 Part 3(1- 1/2) C No No Inside Pole 110.000 - 0.000 2 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.002 0.002 0.002 0.002 **** 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 150.000-102.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.760 0.000 0.000 0.220 L2 102.000-67.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.013 0.000 0.000 0.509 L3 67.000-33.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.955 0.000 0.000 0.500 L4 33.000-0.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.898 0.000 0.000 0.485 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 150.000-102.000 A B C 2.627 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 53.192 0.000 0.000 0.840 L2 102.000-67.000 A B C 2.525 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 38.786 0.000 0.000 0.961 L3 67.000-33.000 A B C 2.397 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 36.299 0.000 0.000 0.909 L4 33.000-0.000 A B C 2.146 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 33.532 0.000 0.000 0.845 L1 22.799 22.007 1368.735 7.877 11.430 119.749 2739.272 11.006 3.410 10.912 35.146 34.068 5077.849 12.193 17.607 288.395 10162.380 17.037 5.550 17.761 L2 34.493 44.895 5928.886 11.477 16.646 356.168 11865.574 22.452 4.997 11.422 43.496 58.967 13433.565 15.075 21.794 616.386 26884.806 29.489 6.781 15.499 L3 42.598 63.491 12838.444 14.202 20.577 623.910 25693.782 31.751 6.249 12.498 51.344 79.572 25273.615 17.800 25.725 982.449 50580.486 39.794 8.033 16.065 L4 50.329 75.171 21307.524 16.815 24.316 876.266 42643.085 37.593 7.545 15.089 58.818 91.252 38116.930 20.413 29.464 1293.678 76284.015 45.635 9.328 18.656 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 150.000- 102.000 1 1 1 L2 102.000- 67.000 1 1 1 L3 67.000- 33.000 1 1 1 L4 33.000- 0.000 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number Number Per Row Clear Spacing in Width or Diamete r in Perimete r in Weight klf **** 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 klf Safety Line 3/8 C No No CaAa (Out Of Face) 150.000 - 0.000 1 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.037 0.137 0.238 0.437 0.000 0.001 0.001 0.002 5/8 rod/step C No No CaAa (Out Of Face) 150.000 - 0.000 1 No Ice 1/2'' Ice 1'' Ice 0.020 0.120 0.220 0.000 0.001 0.002 7. Topographic Category 1 with Crest Height of 0.000 ft 8. TOWER RATING: 26.7% Size (in) 123.0 125.0 3 vzw Sub6 Antenna w/ Mount Pipe 6 2 7/8 2 123.0 3 commscope NHH-65C-R2B w/ Mount Pipe 3 ericsson 4449 3 ericsson 8843 2 raycap RHSDC-6627-PF-48 1 tower mounts Sector Mount [SM 502-3] 122.0 2 ericsson 4408 W/KRE 105 281/1 w/ Mount Pipe 110.0 110.0 3 commscope FFVV-65C-R3-V1_TMO w/ Mount Pipe 2 1-1/2 2 commscope HCS 2.0 Part 1 3 nokia AEHC w/ Mount Pipe 3 nokia AHFIG_TMO 3 nokia AHLOA_T-MOBILE 1 tower mounts T-Arm Mount [TA 602-3]