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BUP2022-00098 (5) BOP 2o22- boo9g OFFICE CqfpEr,ENED CROWN Date: January 28, 2022 CI l Y UI•. Atom, CASTLE 3UILDING DIVIS':rr' Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Site Number: PR77 Site Name: SCHOLLS & 125TH FA Number: 10098014 Crown Castle Designation: BU Number: 856366 Site Name: SCHOLLS & 125TH JDE Job Number: 668603 Work Order Number: 2062754 Order Number: 569671 Rev. 0 Engineering Firm Designation: Crown Castle Project Number: 2062754 Site Data: 12655-A SOUTHWEST NORTH DAKOTA STREET, TIGARD,WASHINGTON County, OR Latitude 45°26'32.07", Longitude-122°48'16.2" 55 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: LC8.7: Proposed Equipment Configuration Insufficient Capacity This analysis is for informational use only and is not intended to provide engineering services to the public, nor should the analysis be relied upon for jurisdictional submittals or approval. This analysis has been performed in accordance with the 2019 Oregon Structural Specialty Code (OSCC) and 2018 IBC based upon an ultimate 3-second gust wind speed of 97 mph. Applicable Standard references and design criteria are listed in Section 2-"Analysis Criteria". Structural analysis prepared by: Matthew Schmitt Digitally signed by Maham Respectfully submitted by: , , • - • ani �" ='- _ AZ .01.31 13:46:57 ,C Gt ' C,u <v 'P 2 v 91623PE t— Maham Barimani, P.E. Senior Project Engineer OREGON 3/14/2n1 �\ tight BA "s EXPIRES:12-31-2023 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 2 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— LC8.7 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations 8)APPENDIX D Table 6 -Structural Analysis Report (SAR)Addendum Load Y-tnxTower Output tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 3 1) INTRODUCTION This tower is a 55 ft Monopole tower designed by Valmont. A proposed 21 ft tower extension has been considered in this analysis, bringing the total tower height to 76 ft. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: B Topographic Factor: 1 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.855 Seismic S1: 0.397 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Mounting Line Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size(in) 56.0 3 i nokia AEQK w/ Mount Pipe I nokia AHCA CCIV3 55.0� 3 3 nokia AHLBA CCIV2 3 alcatel lucent B25 RRH4X30-4R 3 alcatel lucent B66A RRH4X45-4R 3 I alcatel lucent RRH4X25-WCS-4R 8 7/8 49.0 54.0 cellmax CMA- 5 3/4 3 UBTULBULBHH/6517/17/21/21 technologies 2 3/8 w/Mount Pipe 1 : Conduit 3 commscope NNH4-65C-R6-HG wl Mount Pipe 53.0 2 raycap DC6-48 60-18-8F 1 raycap DC9-48-60-24-8C-EV 52.0 3 nokia AEQU w/Mount Pipe 49.0 1 I site pro 1 F4P-12-H10 I Table 2 -Other Considered Equipment Center Number Mounting Line Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size(in) FFW-65C-R3-V1TMO w/ 3 commscope _ Mount Pipe 2 commscope HCS 2.0 75.0 75.0 3 nokia AEHC w/Mount Pipe 2 1-1/2 3 nokia AHFIG TMO 3 nokia AHLOA T-MOBILE 1 tower mounts T-Arm Mount[TA 602-3] tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 4 Center Number Mounting Line Antenna Number Feed Level (ft) Elevation of Manufacturer Antennas Lines Size(in) Antenna Model of Feed Line (ft) cellmax CMA- 1 technologies UBTULBULBHH/6516/16/21/21 w/Mount Pipe 3 fujitsu TA08025-B604 65.0 65.0 3 fujitsu TA08025-B605 1 1-1/2 2 jma wireless jMX08FRO665-21 w/Mount Pipe 1 raycap I RDIDC-9181-PF-48 1 I tower mounts Commscope MC-PK8-DSH 3)ANALYSIS PROCEDURE Table 3 -Documents Provided Document Reference Source I 4-GEOTECHNICAL REPORTS 4304673 CCISITES I 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS I 4304674 CCISITES I 4-TOWER MANUFACTURER DRAWINGS I 5239297 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 Elevation ft Component Critical SF*P allow No. ( ) Type Size Element P(K) (K) Capacity Pass/Fail L1 i 76-55 i Pole TP12x12x0.375 1 -6.191 595.338 37.3 Pass 1 L2 55-31 I Pole TP16.175x11.375x0.188 2 -14.965 570.651 i 110.6 j Fail I L3 1 31 -0 Pole TP22x15.2x0.188 3 -18.230 808.924 134.5 Fail Summary! Pole(L3) T 134.5 Fail I ( ! I I Rating= I 134.5 I Fail tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 5 Table 5 -Tower Component Stresses vs. Capacity—LC8.7 Notes Component Elevation (ft) % Capacity Pass 1 Fail 1 Anchor Rods 0 I 82.1 Pass 1 Base Plate 0 79.9 I Pass 1 Base Foundation (Structure) 0 182.2 Fail 1 Base Foundation (Soil Interaction) I 0 ! 90.1 I Pass Structure Rating (max from all components)= 182.2% Notes 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The tower has insufficient capacity to carry the proposed load configuration. Modifications will be required to bring the tower into compliance with the TIA-222-H Standard for the proposed load configuration. The following components require modifications: a) Tower shaft from 0'to 42' b) Base foundation Further engineering and detailing is required to design the necessary modifications. Anchor rods and base plate are sufficient. Further engineering and detailing is required to design the proposed extension. tnxTower Report-version 8.1.1.0 January 28. 2022 55 Ft Monopole Tower Structural Analysis CCl BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.1.1.0 76.0ft 4 MATERIAL STRENGTH LGRADE Fy --__-_ Fu GRADE Fy----._ Fu A500-48 '48 km 62 ksi A572L5 165 km 180 ksi ' TOWER DESIGN NOTES — p€ 1. Tower is located in Washington County,Oregon. 0 8 --^ `'• _• I I2. Tower designed for Exposure B to the TIA-222-H Standard. o S r o , 3. Tower designed fora 97 mph basic wind in accordance with the TIA-222-H Standard. p ' 4. Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to I i I I increase in thickness with height. 15. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.000 ft 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.3.9 'I: 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1 1 10. TOWER RATING:134.5% jr55.0ft lilt i I HI NIg ' o o vl m o 1 I 0 31.0 ft n ALL REACTIONS a ARE FACTORED (I I' AXIAL 20 K SHEAR !\ MOMENT i 2 K f , 1t 173 kip-ft TORQUE 0 kip-ft SEISMIC 8 X ^ a 8 8 �, I 1 AXIAL o 1- N 33K SHEAR MOMENT 1 K I 116 kip-ItI 1I 1 TORQUED kip-ft 30 mph WIND-L 500 in ICE I 1 AXIAL 18K SHEAR MOMENT 8 K! J 525 kip-ft 0.0ft S e! TORQUE 1 kip-ft rn I . REACTIONS-97 mph WIND a � a 19 Crown Castle 1ob BU#856366 CROWN 2000 Corporate Drive Protect ��CASTLE Canonsburg, PA 15317 chem:Crown Castle prawn br_Matthew Schmitt APPd The Foundation bra Wireless World Phone:(724)416-2000 code. TA-222-H DB1e.01/28/22 scab. N Path- FAX: C\Work Arle10199WW0 2.62754.906PrsdNen.00141e,y dUSWNAM Salon*w,k.l...°wre No. January 28, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 7 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 Washington County, Oregon. • Tower base elevation above sea level: 237.000 ft. • Basic wind speed of 97 mph. • Risk Category II. • Exposure Category B. • Simplified Topographic Factor Procedure for wind speed-up calculations is used. • Topographic Category: 1. • Crest Height: 0.000 ft. • Nominal ice thickness of 1.500 in. • Ice thickness is considered to increase with height. • Ice density of 56.000 pcf. • A wind speed of 30 mph is used in combination with ice. • Temperature drop of 50.000 °F. • Deflections calculated using a wind speed of 60 mph. • CCISeismic Note: Seismic loads generated by CCISeismic 3.3.9. • CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. • 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)= 0.95, Kes(t) = 0.85, Kes(Ev and Eh) = 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 J Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression J Use Code Stress Ratios Use Clear Spans For KUr All Leg Panels Have Same Allowable J Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice J Bypass Mast Stability Checks V Consider Feed Line Torque Always Use Max Kz J Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile J 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 V 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 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 8 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 76.000-55.000 21.000 0.000 Round 12.000 12.000 0.375 A500-46 (46 ksi) L2 55.000-31.000 24.000 3.000 12 11.375 16.175 0.188 0.750 A572-65 (65 ksi) L3 31.000-0.000 34.000 12 15.200 22.000 0.188 0.750 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C VC J /t/Q w w/t in in2 in" in in in3 in' in2 in L1 12.000 13.695 231.591 4.112 6.000 38.599 463.182 6.844 0.000 0 12.000 13.695 231.591 4.112 6.000 38.599 463.182 6.844 0.000 0 L2 11.710 6.754 107.905 4.005 5.892 18.313 218.645 3.324 2.546 13.579 16.679 9.652 314.909 5.724 8.379 37.585 638.091 4.751 3.832 20.439 L3 16.291 9.064 260.737 5.374 7.874 33.115 528.323 4.461 3.571 19.046 22.710 13.169 799.760 7.809 11.396 70.179 1620.530 6.482 5.394 28.765 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 76.000- 1 1 1 55.000 L2 55.000- 1 1 1 31.000 L3 31.000- 1 1 1 0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Componen Placement Total Number Start/En Width or Perimete Weight From t Number Per Row d Diamete r Torque Type ft Position r klf Calculation in in LDF5-50A(7/8) C No Surface Ar 49.000- 5 4 -0.200 1.090 0.000 (CaAa) 0.000 -0.120 * ATCB-B01-040(5/16") C No Surface Ar 52.000- 1 1 -0.300 0.315 0.000 (CaAa) 0.000 -0.230 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft klf Calculation RFFT-36SM-001- C No No Inside Pole 49.000-0.000 2 No Ice 0.000 0.000 XXM(3/8) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 9 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft klf Calculation WR-VG66ST- C No No Inside Pole 49.000-0.000 2 No Ice 0.000 0.001 BRD_CCIV2(7/8) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 2"Ice 0.000 0.001 LDF5-50A(7/8) C No No Inside Pole 49.000-0.000 4 No Ice 0.000 0.000 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 WR-VG86ST- C No No Inside Pole 49.000-0.000 2 No Ice 0.000 0.001 BRD(3/4) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 2"Ice 0.000 0.001 2"Rigid Conduit B No No Inside Pole 49.000-0.000 1 No Ice 0.000 0.003 1/2"Ice 0.000 0.003 1"Ice 0.000 0.003 2"Ice 0.000 0.003 CU12PSM9P6XXX B No No Inside Pole 65.000-0.000 1 No Ice 0.000 0.002 (1-1/2) 1/2"Ice 0.000 0.002 1"Ice 0.000 0.002 2"Ice 0.000 0.002 HCS 2.0 Part 3(1- C No No Inside Pole 75.000-0.000 2 No Ice 0.000 0.002 1/2) 1/2"Ice 0.000 0.002 1"Ice 0.000 0.002 ,,, 2"Ice 0.000 0.002 Feed Line/Linear Appurtenances Section Areas Tower Tower Face Ara AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 76.000-55.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.024 C 0.000 0.000 0.000 0.000 0.068 L2 55.000-31.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.107 C 0.000 0.000 8.509 0.000 0.193 L3 31.000-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.160 C 0.000 0.000 14.493 0.000 0.297 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L1 76.000-55.000 A 1.365 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.024 C 0.000 0.000 0.000 0.000 0.068 L2 55.000-31.000 A 1.307 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.107 C 0.000 0.000 21.843 0.000 0.398 L3 31.000-0.000 A 1.176 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.160 C 0.000 0.000 36.105 0.000 0.637 • tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 10 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 76.000-55.000 0.000 0.000 0.000 0.000 L2 55.000-31.000 0.673 1.843 0.936 2.273 L3 31.000-0.000 0.831 2.286 1.181 2.903 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line Ka & Section Record No. Segment No Ice Ice Elev. L2 1 LDF5-50A(7/8) 31.00- 1.0000 1.0000 49.00 L2 9 ATCB-B01-040(5/16") 31.00- 1.0000 1.0000 52.00 L3 1 LDF5-50A(7/8) 0.00-31.00 1.0000 1.0000 L3 9 ATCB-B01-040(5/16") 0.00-31.00 1 0000 1.0000 User Defined Loads - Seismic Description Elevation Offset Azimuth E, En, En: En From Angle Centroid ft ft K K K K CCISeismic Tower Section 1 - 75.500 0.000 0.000 0.006 0.000 0.000 0.013 1 CCISeismic Tower Section 1 - 70.000 0.000 0.000 0.064 0.000 0.000 0.109 2 CCISeismic Tower Section 1 - 60.000 0.000 0.000 0.064 0.000 0.000 0.080 3 CCISeismic Tower Section 2- 53.000 0.000 0.000 0.013 0.000 0.000 0.013 1 CCISeismic Tower Section 2- 46.000 0.000 0.000 0.036 0.000 0.000 0.027 2 CCISeismic Tower Section 2- 36.000 0.000 0.000 0.042 0.000 0.000 0.019 3 CCISeismic Tower Section 3- 32.000 0.000 0.000 0.017 0.000 0.000 0.006 1 CCISeismic Tower Section 3- 25.000 0.000 0.000 0.047 0.000 0.000 0.010 2 CCISeismic Tower Section 3- 15.000 0.000 0.000 0.053 0.000 0.000 0.004 3 CCISeismic Tower Section 3- 5.000 0.000 0.000 0.058 0.000 0.000 0.001 4 CCISeismic commscope 49.000 0.000 0.000 0.026 0.000 0.000 0.022 NNH4-65C-R6-HG w/Mount Pipe CCISeismic commscope 49.000 0.000 0.000 0.026 0.000 0.000 0.022 NNH4-65C-R6-HG w/Mount tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 11 Description Elevation Offset Azimuth E,, EN Eh: Eh From Angle Centroid ft ft K K K K Pipe CCISeismic commscope 49.000 0.000 0.000 0.026 0.000 0.000 0.022 NNH4-65C-R6-HG w/Mount Pipe CCISeismic nokia AEQK w/ 49.000 0.000 0.000 0.015 0.000 0.000 0.013 Mount Pipe CCISeismic nokia AEQK w/ 49.000 0.000 0.000 0.015 0.000 0.000 0.013 Mount Pipe CCISeismic nokia AEQK w/ 49.000 0.000 0.000 0.015 0.000 0.000 0.013 Mount Pipe CCISeismic nokia AEQU w/ 49.000 0.000 0.000 0.015 0.000 0.000 0.013 Mount Pipe CCISeismic nokia AEQU w/ 49.000 0.000 0.000 0.015 0.000 0.000 0.013 Mount Pipe CCISeismic nokia AEQU w/ 49.000 0.000 0.000 0.015 0.000 0.000 0.013 Mount Pipe CCISeismic alcatel lucent B25 49.000 0.000 0.000 0.007 0.000 0.000 0.006 RRH4X30-4R CCISeismic alcatel lucent B25 49.000 0.000 0.000 0.007 0.000 0.000 0.006 RRH4X30-4R CCISeismic alcatel lucent B25 49.000 0.000 0.000 0.007 0.000 0.000 0.006 RRH4X30-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.008 0.000 0.000 0.006 B66A RRH4X45-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.008 0.000 0.000 0.006 B66A RRH4X45-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.008 0.000 0.000 0.006 B66A RRH4X45-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.010 0.000 0.000 0.008 RRH4X25-WCS-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.010 0.000 0.000 0.008 RRH4X25-WCS-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.010 0.000 0.000 0.008 RRH4X25-WCS-4R CCISeismic cellmax 49.000 0.000 0.000 0.020 0.000 0.000 0.017 technologies CMA- UBTU LB U LB H H/6517/17/21/ 21 w/Mount Pipe CCISeismic cellmax 49.000 0.000 0.000 0.020 0.000 0.000 0.017 technologies CMA- UBTU LB U LB H H/6517/17/21/ 21 w/Mount Pipe CCISeismic cellmax 49.000 0.000 0.000 0.020 0.000 0.000 0.017 technologies CMA- UBTULBULBHH/6517/17/21/ 21 wl Mount Pipe CCISeismic(2)nokia 49.000 0.000 0.000 0.010 0.000 0.000 0.009 AHCA_CCIV3 CCISeismic nokia 49.000 0.000 0.000 0.005 0.000 0.000 0.004 AHCA_CCIV3 CCISeismic nokia 49.000 0.000 0.000 0.011 0.000 0.000 0.009 AHLBA_CCIV2 CCISeismic(2)nokia 49.000 0.000 0.000 0.021 0.000 0.000 0.018 AHLBA_CCIV2 CCISeismic(2)raycap DC6- 49.000 0.000 0.000 0.005 0.000 0.000 0.005 48-60-18-8F CCISeismic raycap DC9-48- 49.000 0.000 0.000 0.004 0.000 0.000 0.003 60-24-8C-EV CCISeismic F4P-12-H10 49.000 0.000 0.000 0.518 0.000 0.000 0.434 CCISeismic(4)tower mounts 49.000 0.000 0.000 0.032 0.000 0.000 0.026 10'x 2.875"Mount Pipe CCISeismic cellmax 65.000 0.000 0.000 0.019 0.000 0.000 0.029 technologies CMA- U BTULBUL BH H/6516/16/21/ 21 w/Mount Pipe CCISeismic jma wireless 65.000 0.000 0.000 0.015 0.000 0.000 0.022 MX08FR0665-21 w/Mount Pipe tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 12 Description Elevation Offset Azimuth Ev En. En: En From Angle Centroid ft ft K K K K CCISeismic jma wireless 65.000 0.000 0.000 0.015 0.000 0.000 0.022 MX08FRO665-21 w/Mount Pipe CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.009 0.000 0.000 0.013 B604 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.009 0.000 0.000 0.013 B604 CCISeismic Fujitsu TA08025- 65.000 0.000 0.000 0.009 0.000 0.000 0.013 B604 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.010 0.000 0.000 0.015 B605 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.010 0.000 0.000 0.015 B605 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.010 0.000 0.000 0.015 B605 CCISeismic raycap RDIDC- 65.000 0.000 0.000 0.003 0.000 0.000 0.004 9181-PF-48 CCISeismic tower mounts 65.000 0.000 0.000 0.239 0.000 0.000 0.352 Commscope MC-PK8-DSH CCISeismic(2)tower mounts 65.000 0.000 0.000 0.008 0.000 0.000 0.012 8'x 2"Mount Pipe CCISeismic(2)tower mounts 65.000 0.000 0.000 0.008 0.000 0.000 0.012 8'x 2"Mount Pipe CCISeismic(2)tower mounts 65.000 0.000 0.000 0.008 0.000 0.000 0.012 8'x 2"Mount Pipe CCISeismic nokia AEHC w/ 75.000 0.000 0.000 0.016 0.000 0.000 0.030 Mount Pipe CCISeismic nokia AEHC w/ 75.000 0.000 0.000 0.016 0.000 0.000 0.030 Mount Pipe CCISeismic nokia AEHC w/ 75.000 0.000 0.000 0.016 0.000 0.000 0.030 Mount Pipe CCISeismic commscope 75.000 0.000 0.000 0.021 0.000 0.000 0.042 FFVV-65C-R3-V1TMO wl Mount Pipe CCISeismic commscope 75.000 0.000 0.000 0.021 0.000 0.000 0.042 FFVV-65C-R3-V1TMO wl Mount Pipe CCISeismic commscope 75.000 0.000 0.000 0.021 0.000 0.000 0.042 FFVV-65C-R3-V1 TMO w/ Mount Pipe CCISeismic nokia AHLOAT- 75.000 0.000 0.000 0.012 0.000 0.000 0.022 MOBILE CCISeismic nokia AHLOA_T- 75.000 0.000 0.000 0.012 0.000 0.000 0.022 MOBILE CCISeismic nokia AHLOA_T- 75.000 0.000 0.000 0.012 0.000 0.000 0.022 MOBILE CCISeismic nokia 75.000 0.000 0.000 0.010 0.000 0.000 0.019 AHFIG_TMO CCISeismic nokia 75.000 0.000 0.000 0.010 0.000 0.000 0.019 AHFIG_TMO CCISeismic nokia 75.000 0.000 0.000 0.010 0.000 0.000 0.019 AHFIG_TMO CCISeismic commscope HCS 75.000 0.000 0.000 0.000 0.000 0.000 0.000 2.0 CCISeismic commscope HCS 75.000 0.000 0.000 0.000 0.000 0.000 0.000 2.0 CCISeismic tower mounts T- 75.000 0.000 0.000 0.106 0.000 0.000 0.207 Arm Mount[TA 602-3] CCISeismic(5)andrew LDF5- 47.000 0.000 0.000 0.001 0.000 0.000 0.001 50A(7/8)From 0 to 49(45ft to49ft) CCISeismic(5)andrew LDF5- 40.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 49(35ft to45ft) CCISeismic(5)andrew LDF5- 30.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 49(25ft to35ft) CCISeismic(5)andrew LDF5- 20.000 0.000 0.000 0.002 0.000 0.000 0.000 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 13 Description Elevation Offset Azimuth En, En. Eh: Eh From Angle Centroid ft ft K K K K 50A(7/8)From 0 to 49(15ft to25ft) CCISeismic(5)andrew LDF5- 10.000 0.000 0.000 0.002 0.000 0.000 0.000 50A(7/8)From 0 to 49(5ft to15ft) CCISeismic(5)andrew LDF5- 2.500 0.000 0.000 0.001 0.000 0.000 0.000 50A(7/8)From 0 to 49(Oft to5ft) CCISeismic(2)commscope 47.000 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XXM(3/8) From 0 to 49(45ft to49ft) CCISeismic(2)commscope 40.000 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XXM(3/8) From 0 to 49(35ft to45ft) CCISeismic(2)commscope 30.000 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XXM(3/8) From 0 to 49(25ft to35ft) CCISeismic(2)commscope 20.000 0.000 0.000 0.000 0.000 0.000 0.000 R F FT-36SM-001-XX M(3/8) From 0 to 49(15ft to25ft) CCISeismic(2)commscope 10.000 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XXM(3/8) From 0 to 49(5ft to15ft) CCISeismic(2)commscope 2.500 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XXM(3/8) From 0 to 49(Oft to5ft) CCISeismic(2)rosenberger 47.000 0.000 0.000 0.001 0.000 0.000 0.001 Ieoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(45ft to49ft) CCISeismic(2)rosenberger 40.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(35ft to45ft) CCISeismic(2)rosenberger 30.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(25ft to35ft) CCISeismic(2)rosenberger 20.000 0.000 0.000 0.002 0.000 0.000 0.000 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(15ft to25ft) CCISeismic(2)rosenberger 10.000 0.000 0.000 0.002 0.000 0.000 0.000 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(5ft to15ft) CCISeismic(2)rosenberger 2.500 0.000 0.000 0.001 0.000 0.000 0.000 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(Oft to5ft) CCISeismic(4)andrew LDF5- 47.000 0.000 0.000 0.001 0.000 0.000 0.001 50A(7/8)From 0 to 49(45ft to49ft) CCISeismic(4)andrew LDF5- 40.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 49(35ft to45ft) CCISeismic(4)andrew LDF5- 30.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 49(25ft to35ft) CCISeismic(4)andrew LDF5- 20.000 0.000 0.000 0.002 0.000 0.000 0.000 50A(7/8)From 0 to 49(15ft to25ft) CCISeismic(4)andrew LDF5- 10.000 0.000 0.000 0.002 0.000 0.000 0.000 50A(7/8)From 0 to 49(5ft to15ft) CCISeismic(4)andrew LDF5- 2.500 0.000 0.000 0.001 0.000 0.000 0.000 50A(7/8)From 0 to 49(Oft to5ft) tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 14 Description Elevation Offset Azimuth E,, En. En, En From Angle Centroid ft ft K K K K CCISeismic(2)rosenberger 47.000 0.000 0.000 0.001 0.000 0.000 0.001 leoni WR-VG86ST-BRD(3/4) From 0 to 49(45ft to49ft) CCISeismic(2)rosenberger 40.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG86ST-BRD(3/4) From 0 to 49(35ft to45ft) CCISeismic(2)rosenberger 30.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG86ST-BRD(3/4) From 0 to 49(25ft to35ft) CCISeismic(2)rosenberger 20.000 0.000 0-000 0.002 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 49(15ft to25ft) CCISeismic(2)rosenberger 10.000 0.000 0.000 0.002 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 49(5ft to15ft) CCISeismic(2)rosenberger 2.500 0.000 0.000 0.001 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 49(Oft to5ft) CCISeismic miscl 2"Rigid 47.000 0.000 0.000 0.002 0.000 0.000 0.001 Conduit From 0 to 49(45ft to49ft) CCISeismic miscl 2"Rigid 40.000 0.000 0.000 0.004 0.000 0.000 0.002 Conduit From 0 to 49(35ft to45ft) CCISeismic miscl 2"Rigid 30.000 0.000 0.000 0.004 0.000 0.000 0.001 Conduit From 0 to 49(25ft to35ft) CCISeismic miscl 2"Rigid 20.000 0.000 0.000 0.004 0.000 0.000 0.001 Conduit From 0 to 49(15ft to25ft) CCISeismic miscl 2"Rigid 10.000 0.000 0.000 0.004 0.000 0.000 0.000 Conduit From 0 to 49(5ft to15ft) CCISeismic miscl 2"Rigid 2.500 0.000 0.000 0.002 0.000 0.000 0.000 Conduit From 0 to 49(Oft to5ft) CCISeismic andrew ATCB- 48,500 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (45ft to52ft) CCISeismic andrew ATCB- 40.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (35ft to45ft) CCISeismic andrew ATCB- 30.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (25ft to35ft) CCISeismic andrew ATCB- 20.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (15ft to25ft) CCISeismic andrew ATCB- 10.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (5ft to15ft) CCISeismic andrew ATCB- 2.500 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (Oft to5ft) CCISeismic cui 50.000 0.000 0.000 0.003 0.000 0.000 0.003 C U 12PSM 9P6XXX(1-1/2) From 0 to 65(45ft to55ft) CCISeismic cui 40.000 0.000 0.000 0.003 0.000 0.000 0.002 CU12PSM9P6XXX(1-1/2) From 0 to 65(35ft to45ft) CCISeismic cui 30.000 0.000 0.000 0.003 0.000 0.000 0.001 CU12PSM9P6XXX(1-1/2) From 0 to 65(25ft to35ft) CCISeismic cui 20.000 0.000 0.000 0.003 0.000 0.000 0.000 CU12PSM9P6XXX(1-1/2) From 0 to 65(15ft to25ft) CCISeismic cui 10.000 0.000 0.000 0.003 0.000 0.000 0.000 CU 12PSM9P6XXX(1-1/2) tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 15 Description Elevation Offset Azimuth E, En, En. En From Angle Centroid ft ft K K K K From 0 to 65(5ft to15ft) CCISeismic cui 2.500 0.000 0.000 0.002 0.000 0.000 0.000 CU 12PSM9P6XXX(1-1/2) From 0 to 65(Oft to5ft) CCISeismic(2)nokia HCS 50.000 0.000 0.000 0.005 0.000 0.000 0.004 2.0 Part 3(1-1/2)From 0 to 75 (45ft to55ft) CCISeismic(2)nokia HCS 40.000 0.000 0.000 0.005 0.000 0.000 0.003 2.0 Part 3(1-1/2)From 0 to 75 (35ft to45ft) CCISeismic(2)nokia HCS 30.000 0.000 0.000 0.005 0.000 0.000 0.002 2.0 Part 3(1-1/2)From 0 to 75 (25ft to35ft) CCISeismic(2)nokia HCS 20.000 0.000 0.000 0.005 0.000 0.000 0.001 2.0 Part 3(1-1/2)From 0 to 75 (15ft 1o25ft) CCISeismic(2)nokia HCS 10.000 0.000 0.000 0.005 0.000 0.000 0.000 2.0 Part 3(1-1/2)From 0 to 75 (5ft tol5ft) CCISeismic(2)nokia HCS 2.500 0.000 0.000 0.002 0.000 0.000 0.000 2.0 Part 3(1-1/2)From 0 to 75 (Oft to5ft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft NNH4-65C-R6-HG w/Mount Pipe A From Leg 4.000 0.000 49.000 0.000 5.000 NNH4-65C-R6-HG w/Mount Pipe B From Leg 4.000 0.000 49.000 0.000 5.000 NNH4-65C-R6-HG w/Mount Pipe C From Leg 4.000 0.000 49.000 0.000 5.000 AEQK w/Mount Pipe A From Leg 4.000 0.000 49.000 0.000 7.000 AEQK w/Mount Pipe B From Leg 4.000 0.000 49.000 0.000 7.000 AEQK w/Mount Pipe C From Leg 4.000 0.000 49.000 0.000 7.000 AEQU w/Mount Pipe A From Leg 4.000 0.000 49.000 0.000 3.000 AEQU w/Mount Pipe B From Leg 4.000 0.000 49.000 0.000 3.000 AEQU w/Mount Pipe C From Leg 4.000 0.000 49.000 0.000 3.000 B25 RRH4X30-4R A From Leg 4.000 0.000 49.000 0.000 5.000 B25 RRH4X30-4R B From Leg 4.000 0.000 49.000 0.000 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 16 Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft 5.000 B25 RRH4X30-4R C From Leg 4.000 0.000 49.000 0.000 5.000 B66A RRH4X45-4R A From Leg 4.000 0.000 49.000 0.000 5.000 B66A RRH4X45-4R B From Leg 4.000 0.000 49.000 0.000 5.000 B66A RRH4X45-4R C From Leg 4.000 0.000 49.000 0.000 5.000 RRH4X25-WCS-4R A From Leg 4.000 0.000 49.000 0.000 5.000 RRH4X25-WCS-4R B From Leg 4.000 0.000 49.000 0.000 5.000 RRH4X25-WCS-4R C From Leg 4.000 0.000 49.000 0.000 5.000 CMA-UBTULBULBHH/6517/17/21/21 w/Mount A From Leg 4.000 0.000 49.000 Pipe 0.000 5.000 CMA-UBTULBULBHH/6517/17/21/21 w/Mount B From Leg 4.000 0.000 49.000 Pipe 0.000 5.000 CMA-UBTULBULBHH/6517/17/21/21 w/Mount C From Leg 4.000 0.000 49.000 Pipe 0.000 5.000 (2)AHCA_CCIV3 A From Leg 4.000 0.000 49.000 0.000 6.000 AHCA_CCIV3 C From Leg 4.000 0.000 49.000 0.000 6.000 AHLBA_CCIV2 B From Leg 4.000 0.000 49.000 0.000 (2)AHLBA_CCIV2 6.000 C From Leg 4.000 0.000 49.000 0.000 6.000 (2)DC6-48-60-18-8F C From Leg 4.000 0.000 49 000 0.000 4.000 DC9-48-60-24-8C-EV A From Leg 4.000 0.000 49 000 0.000 4.000 F4P-12-H10 C None 0.000 49.000 (4)10'x 2.875"Mount Pipe C From Leg 4.000 0.000 49.000 0.000 0.000 CMA-UBTULBULBHH/6516/16/21/21 w/Mount A From Leg 4.000 0.000 65.000 Pipe 0.000 0.000 MX08FRO665-21 w/Mount Pipe B From Leg 4.000 0.000 65 000 0.000 0.000 MX08FRO665-21 w/Mount Pipe C From Leg 4.000 0.000 65.000 0.000 0.000 TA08025-B604 A From Leg 4.000 0.000 65.000 0.000 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 17 Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft 0.000 TA08025-B604 B From Leg 4.000 0.000 65.000 0.000 0.000 TA08025-8604 C From Leg 4.000 0.000 65.000 0.000 0.000 1A08025-8605 A From Leg 4.000 0.000 65.000 0.000 0.000 TA08025-B605 B From Leg 4.000 0.000 65.000 0.000 0.000 TA08025-8605 C From Leg 4.000 0.000 65.000 0.000 0.000 RDIDC-9181-PF-48 A From Leg 4.000 0.000 65.000 0.000 0.000 Commscope MC-PK8-DSH C None 0.000 65.000 (2)8'x 2"Mount Pipe A From Leg 4.000 0.000 65.000 0.000 0.000 (2)8'x 2"Mount Pipe B From Leg 4.000 0.000 65.000 0.000 0.000 (2)8'x 2"Mount Pipe C From Leg 4.000 0.000 65.000 0.000 0.000 AEHC w/Mount Pipe A From Leg 4.000 0.000 75.000 0.000 0.000 AEHC w/Mount Pipe B From Leg 4.000 0.000 75.000 0.000 0.000 AEHC wl Mount Pipe C From Leg 4.000 0.000 75.000 0.000 0.000 FFVV-65C-R3-V1_TMO w/Mount Pipe A From Leg 4.000 0.000 75.000 0.000 0.000 FFVV-65C-R3-V1_TMO w/Mount Pipe B From Leg 4.000 0.000 75.000 0.000 0.000 FFVV-65C-R3-V1_TMO w/Mount Pipe C From Leg 4.000 0.000 75.000 0.000 0.000 AHLOA_T-MOBILE A From Leg 4.000 0.000 75.000 0.000 0.000 AHLOA_T-MOBILE B From Leg 4.000 0.000 75.000 0.000 0.000 AHLOA_T-MOBILE C From Leg 4.000 0.000 75.000 0.000 0.000 AHFIG_TMO A From Leg 4.000 0.000 75.000 0.000 0.000 AHFIG_TMO B From Leg 4.000 0.000 75.000 0.000 0.000 AHFIG_TMO C From Leg 4.000 0.000 75.000 0.000 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 18 Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft 0.000 HCS 2.0 A From Leg 4.000 0.000 75.000 0.000 0.000 HCS 2.0 B From Leg 4.000 0.000 75.000 0.000 0.000 T-Arm Mount[TA 602-3] C None 0.000 75.000 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 19 Comb. Description No. 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 51 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 52 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 53 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 54 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 55 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 56 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 57 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 58 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 59 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 60 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 61 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 62 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 63 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 64 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 68 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 69 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 71 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 72 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 73 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 74 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-fi kip-ft L1 76-55 Pole Max Tension 69 0.002 -0.000 0.001 Max.Compression 26 -13.042 0.815 0.677 Max. Mx 20 -6.234 64.451 0.231 Max.My 2 -6.191 0.206 66.437 Max.Vy 20 -4.465 64.451 0.231 Max.Vx 14 4.630 0.151 -65.929 Max.Torque 9 0.247 L2 55-31 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -29.361 6.593 -1.675 Max. Mx 20 -15.004 237.359 -0.992 Max.My 14 -14.965 2.398 -241.630 Max.Vy 20 -9.151 109.177 -0.719 Max.Vx 14 9.335 1.960 -110.858 Max.Torque 3 0.800 L3 31 -0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -33.058 7.782 -2.386 Max. Mx 20 -18.230 515.088 -1.471 Max.My 14 -18.230 2.948 -524.790 Max.Vy 20 -8.690 277.590 -1.070 Max.Vx 14 8.862 2.510 -282.668 Max.Torque 3 0.788 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 36 33.058 1.178 -0.001 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 20 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Max. Hz 20 18.251 7.600 -0.009 Max. H, 2 18.251 -0.009 7.740 Max.Mx 2 522.977 -0.009 7.740 Max.Mz 8 510.278 -7.600 0.009 Max.Torsion 3 0.778 -0.009 7.740 Min.Vert 56 11.621 -1.881 1.086 Min.Hz 8 18.251 -7.600 0.009 Min.Hz 14 18.251 0.009 -7.740 Min.M, 14 -524.790 0.009 -7.740 Min. Mz 20 -515.088 7.600 -0.009 Min.Torsion 15 -0.768 0.009 -7.740 Tower Mast Reaction Summary Load Vertical Shear Shear: Overturning Overturning Torque Combination Moment,M. Moment, M: K K K kip-ft kip-ft kip-ft Dead Only 15.209 -0.000 0.000 0.748 1.988 -0.000 1.2 Dead+1.0 Wind 0 deg- 18.251 0.009 -7.740 -522.977 1.859 -0.728 No Ice 0.9 Dead+1.0 Wind 0 deg- 13.688 0.009 -7.740 -492.756 1.130 -0.778 No Ice 1.2 Dead+1.0 Wind 30 deg- 18.251 3.808 -6.707 -453.112 -254.325 -0.576 No Ice 0.9 Dead+1.0 Wind 30 deg- 13.688 3.808 -6.707 -426.948 -240.154 -0.612 No Ice 1.2 Dead+1.0 Wind 60 deg- 18.251 6.678 -3.931 -263.199 -444.610 -0.259 No Ice 0.9 Dead+1.0 Wind 60 deg- 13.688 6.678 -3.931 -248.125 -419.411 -0.272 No Ice 1.2 Dead+1.0 Wind 90 deg- 18.251 7.600 -0.009 0.381 -510.278 0.134 No Ice 0.9 Dead+1.0 Wind 90 deg- 13.688 7.600 -0.009 0.122 -481.188 0.147 No Ice 1.2 Dead+1.0 Wind 120 deg 18.251 6.577 3.862 262.496 -441.275 0.487 -No Ice 0.9 Dead+1.0 Wind 120 deg 13.688 6.577 3.862 246.957 -416.209 0.523 -No Ice 1.2 Dead+1.0 Wind 150 deg 18.251 3.792 6.698 454.403 -253.373 0.699 -No Ice 0.9 Dead+1.0 Wind 150 deg 13.688 3.792 6.698 427.705 -239.256 0.749 -No Ice 1.2 Dead+1.0 Wind 180 deg 18.251 -0.009 7.740 524.790 2.948 0.717 -No Ice 0.9 Dead+1.0 Wind 180 deg 13.688 -0.009 7.740 494.016 2.165 0.768 -No Ice 1.2 Dead+1.0 Wind 210 deg 18.251 -3.808 6.707 454.929 259.116 0.548 -No Ice 0.9 Dead+1.0 Wind 210 deg 13.688 -3.808 6.707 428.218 243.446 0.586 -No Ice 1.2 Dead+1.0 Wind 240 deg 18.251 -6.678 3.931 265.036 449.401 0.242 -No Ice 0.9 Dead+1.0 Wind 240 deg 13.688 -6.678 3.931 249.404 422.712 0.255 -No Ice 1.2 Dead+1.0 Wind 270 deg 18.251 -7.600 0.009 1.471 515.088 -0.123 -No Ice 0.9 Dead+1.0 Wind 270 deg 13.688 -7.600 0.009 1.157 484.503 -0.138 -No Ice 1.2 Dead+1.0 Wind 300 deg 18.251 -6.577 -3.862 -260.650 446.100 -0.459 -No Ice 0.9 Dead+1.0 Wind 300 deg 13.688 -6.577 -3.862 -245.689 419.527 -0.498 -No Ice 1.2 Dead+1.0 Wind 330 deg 18.251 -3.792 -6.698 -452.576 258.196 -0.682 -No Ice 0.9 Dead+1.0 Wind 330 deg 13.688 -3.792 -6.698 -426.446 242.563 -0.733 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Orrler 569671, Revision 0 Page 21 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,Al, Moment,M: K K K kip-ft kip-ft kip-ft -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 33.058 -0.000 0.000 2.386 7.782 -0.000 1.2 Dead+1.0 Wind 0 33.058 0.001 -1.192 -106.657 7.696 -0.080 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 33.058 0.590 -1.033 -92.089 -46.039 -0.057 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 33.058 1.021 -0.597 -52.229 -85.399 -0.019 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 33.058 1.178 -0.001 2.311 -99.727 0.025 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 33.058 1.020 0.595 56.872 -85.326 0.061 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 33.058 0.588 1.032 96.826 -45.934 0.081 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 33.058 -0.001 1.192 111.418 7.839 0.079 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 33.058 -0.590 1.033 96.887 61.598 0.056 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 33.058 -1.021 0.597 56.986 100.927 0.018 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 33.058 -1.178 0.001 2.454 115.242 -0.025 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 33.058 -1.020 -0.595 -52.095 100.858 -0.061 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 33.058 -0.588 -1.032 -92.051 61.476 -0.082 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 15.209 0.003 -2.845 -185.931 1.790 -0.297 Dead+Wind 30 deg-Service 15.209 1.400 -2.466 -161.027 -89.539 -0.233 Dead+Wind 60 deg-Service 15.209 2.456 -1.445 -93.370 -157.396 -0.105 Dead+Wind 90 deg-Service 15.209 2.795 -0.003 0.557 -180.724 0.051 Dead+Wind 120 deg- 15.209 2.419 1.420 93.930 -156.157 0.194 Service Dead+Wind 150 deg- 15.209 1.395 2.463 162.330 -89.207 0.283 Service Dead+Wind 180 deg- 15.209 -0.003 2.845 187.424 2.171 0.296 Service Dead+Wind 210 deg- 15.209 -1.400 2.466 162.521 93.499 0.230 Service Dead+Wind 240 deg- 15.209 -2.456 1.445 94.866 161.357 0.103 Service Dead+Wind 270 deg- 15.209 -2.795 0.003 0.939 184.688 -0.050 Service Dead+Wind 300 deg- 15.209 -2.419 -1.420 -92.436 160.121 -0.191 Service Dead+Wind 330 deg- 15.209 -1.395 -2.463 -160.837 93.170 -0.281 Service 1.2 Dead+1.0 Ev+1.0 Eh 0 20.318 -0.000 -2.172 -169.373 2.663 0.055 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 11.621 0.000 -2.172 -150.222 1.670 0.035 deg 1.2 Dead+1.0 Ev+1.0 Eh 30 20.318 1.086 -1.881 -146.601 -82.549 0.039 deg 0.9 Dead-1.0 Ev+1.0 Eh 30 11.621 1.086 -1.881 -130.023 -73.764 0.025 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 20.318 1.881 -1.086 -84.223 -144.933 0.013 deg 0.9 Dead-1.0 Ev+1.0 Eh 60 11.621 1.881 -1.086 -74.802 -128.987 0.008 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 20.318 2.172 0.000 0.992 -167.712 -0.017 deg 0.9 Dead-1.0 Ev+1.0 Eh 90 11.621 2.172 0.000 0.633 -149.189 -0.011 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 20.318 1.881 1.086 86.205 -144.929 -0.042 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 11.621 1 881 1.086 76.067 -128.985 -0.027 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 20.318 1.086 1.881 148.580 -82.546 -0.056 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 11.621 1.086 1.881 131.287 -73.762 -0.036 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 22 Load Vertical Shears Shears Overturning Overturning Torque Combination Moment,Ms Moment,Ms K K K kip-ft kip-It kip-ft deg 1.2 Dead+1.0 Ev+1.0 Eh 180 20.318 -0.000 2.172 171.348 2.662 -0.055 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 11.621 0.000 2.172 151.484 1.670 -0.035 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 20.318 -1.086 1.881 148.568 87.866 -0.039 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 11.621 -1.086 1.881 131.282 77.100 -0.025 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 20.318 -1.881 1.086 86.193 150.236 -0.013 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 11.621 -1.881 1.086 76.062 132.317 -0.008 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 20.318 -2.172 0.000 0.992 173.009 0.017 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 11.621 -2.172 0.000 0.633 152.518 0.011 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 20.318 -1.881 -1.086 -84.211 150.239 0.042 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 11.621 -1.881 -1.086 -74.797 132.319 0.027 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 20.318 -1.086 -1.881 -146.589 87.870 0.056 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 11.621 -1.086 -1.881 -130.018 77.102 0.036 deg Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -15.209 0.000 0.000 15.209 -0.000 0.000% 2 0.009 -18.251 -7.740 -0.009 18.251 7.740 0.000% 3 0.009 -13.688 -7.740 -0.009 13.688 7.740 0.000% 4 3.808 -18.251 -6.707 -3.808 18.251 6.707 0.000% 5 3.808 -13.688 -6.707 -3.808 13.688 6.707 0.000% 6 6.678 -18.251 -3.931 -6.678 18.251 3.931 0.000% 7 6.678 -13.688 -3.931 -6.678 13.688 3.931 0.000% 8 7.600 -18.251 -0.009 -7.600 18.251 0.009 0.000% 9 7.600 -13.688 -0.009 -7.600 13.688 0.009 0.000% 10 6.577 -18.251 3.862 -6.577 18.251 -3.862 0.000% 11 6.577 -13.688 3.862 -6.577 13.688 -3.862 0.000% 12 3.792 -18.251 6.698 -3.792 18.251 -6.698 0.000% 13 3.792 -13.688 6.698 -3.792 13.688 -6.698 0.000% 14 -0.009 -18.251 7.740 0.009 18.251 -7.740 0.000% 15 -0.009 -13.688 7.740 0.009 13.688 -7.740 0.000% 16 -3.808 -18.251 6.707 3.808 18.251 -6.707 0.000% 17 -3.808 -13.688 6.707 3.808 13.688 -6.707 0.000% 18 -6.678 -18.251 3.931 6.678 18.251 -3.931 0.000% 19 -6.678 -13.688 3.931 6.678 13.688 -3.931 0.000% 20 -7.600 -18.251 0.009 7.600 18.251 -0.009 0.000% 21 -7.600 -13.688 0.009 7.600 13.688 -0.009 0.000% 22 -6.577 -18.251 -3.862 6.577 18.251 3.862 0.000% 23 -6.577 -13.688 -3.862 6.577 13.688 3.862 0.000% 24 -3.792 -18.251 -6.698 3.792 18.251 6.698 0.000% 25 -3.792 -13.688 -6.698 3.792 13.688 6.698 0.000% 26 0.000 -33.058 0.000 0.000 33.058 -0.000 0.000% 27 0.001 -33.058 -1.192 -0.001 33.058 1.192 0.000% 28 0.590 -33.058 -1.033 -0.590 33.058 1.033 0.000% 29 1.021 -33.058 -0.597 -1.021 33.058 0.597 0.000% 30 1.178 -33.058 -0.001 -1.178 33.058 0.001 0.000% 31 1.020 -33.058 0.595 -1.020 33.058 -0.595 0.000% 32 0.588 -33.058 1.032 -0.588 33.058 -1.032 0.000% 33 -0.001 -33.058 1.192 0.001 33.058 -1.192 0.000% 34 -0.590 -33.058 1.033 0.590 33.058 -1.033 0.000% 35 -1.021 -33.058 0.597 1.021 33.058 -0.597 0.000% tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 23 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 36 -1.178 -33.058 0.001 1.178 33.058 -0.001 0.000% 37 -1.020 -33.058 -0.595 1.020 33.058 0.595 0.000% 38 -0.588 -33.058 -1.032 0.588 33.058 1.032 0.000% 39 0.003 -15.209 -2.845 -0.003 15.209 2.845 0.000% 40 1.400 -15.209 -2.466 -1.400 15.209 2.466 0.000% 41 2.456 -15.209 -1.445 -2.456 15.209 1.445 0.000% 42 2.795 -15.209 -0.003 -2.795 15.209 0.003 0.000% 43 2.419 -15.209 1.420 -2.419 15.209 -1.420 0.000% 44 1.395 -15.209 2.463 -1.395 15.209 -2.463 0.000% 45 -0.003 -15.209 2.845 0.003 15.209 -2.845 0.000% 46 -1.400 -15.209 2.466 1.400 15.209 -2.466 0.000% 47 -2.456 -15.209 1.445 2.456 15.209 -1.445 0.000% 48 -2.795 -15.209 0.003 2.795 15.209 -0.003 0.000% 49 -2.419 -15.209 -1.420 2.419 15.209 1.420 0.000% 50 -1.395 -15.209 -2.463 1.395 15.209 2.463 0.000% 51 0.000 -20.318 -2.172 0.000 20.318 2.172 0.000% 52 0.000 -11.621 -2.172 0.000 11.621 2.172 0.000% 53 1.086 -20.318 -1.881 -1.086 20.318 1.881 0.000% 54 1.086 -11.621 -1.881 -1.086 11.621 1.881 0.000% 55 1.881 -20.318 -1.086 -1.881 20.318 1.086 0.000% 56 1.881 -11.621 -1.086 -1.881 11.621 1.086 0.000% 57 2.172 -20.318 0.000 -2.172 20.318 -0.000 0.000% 58 2.172 -11.621 0.000 -2.172 11.621 0.000 0.000% 59 1.881 -20.318 1.086 -1.881 20.318 -1.086 0.000% 60 1.881 -11.621 1.086 -1.881 11.621 -1.086 0.000% 61 1.086 -20.318 1.881 -1.086 20.318 -1.881 0.000% 62 1.086 -11.621 1.881 -1.086 11.621 -1.881 0.000% 63 0.000 -20.318 2.172 0.000 20.318 -2.172 0.000% 64 0.000 -11.621 2.172 0.000 11.621 -2.172 0.000% 65 -1.086 -20.318 1.881 1.086 20.318 -1.881 0.000% 66 -1.086 -11.621 1.881 1.086 11.621 -1.881 0.000% 67 -1.881 -20.318 1.086 1.881 20.318 -1.086 0.000% 68 -1.881 -11.621 1.086 1.881 11.621 -1.086 0.000% 69 -2.172 -20.318 0.000 2.172 20.318 -0.000 0.000% 70 -2.172 -11.621 0.000 2.172 11.621 0.000 0.000% 71 -1.881 -20.318 -1.086 1.881 20.318 1.086 0.000% 72 -1.881 -11.621 -1.086 1.881 11.621 1.086 0.000% 73 -1.086 -20.318 -1.881 1.086 20.318 1.881 0.000% 74 -1.086 -11.621 -1.881 1.086 11.621 1.881 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00002815 2 Yes 8 0.00000001 0.00039133 3 Yes 7 0.00000001 0.00047851 4 Yes 10 0.00000001 0.00032152 5 Yes 9 0.00000001 0.00018856 6 Yes 10 0.00000001 0.00033517 7 Yes 9 0.00000001 0.00019875 8 Yes 7 0.00002528 0.00019077 9 Yes 6 0.00000001 0.00031043 10 Yes 10 0.00000001 0.00033484 11 Yes 9 0.00000001 0.00019881 12 Yes 10 0.00000001 0.00032129 13 Yes 9 0.00000001 0.00018824 14 Yes 8 0.00000001 0.00042346 15 Yes 7 0.00000001 0.00051413 16 Yes 10 0.00000001 0.00034180 17 Yes 9 0.00000001 0.00020294 18 Yes 10 0.00000001 0.00032831 19 Yes 9 0.00000001 0.00019238 20 Yes 7 0.00002463 0.00031646 21 Yes 6 0.00000001 0.00046875 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCl BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 24 22 Yes 10 0.00000001 0.00032533 23 Yes 9 0.00000001 0.00019092 24 Yes 10 0.00000001 0.00034102 25 Yes 9 0.00000001 0.00020284 26 Yes 9 0.00000001 0.00003303 27 Yes 9 0.00056887 0.00045465 28 Yes 9 0.00056761 0.00094668 29 Yes 10 0.00026555 0.00047628 30 Yes 9 0.00056938 0.00029684 31 Yes 10 0.00026519 0.00052615 32 Yes 10 0.00026531 0.00047183 33 Yes 9 0.00056792 0.00048126 34 Yes 10 0.00026375 0.00076172 35 Yes 10 0.00026387 0.00072440 36 Yes 9 0.00056753 0.00036792 37 Yes 10 0.00026439 0.00064822 38 Yes 10 0.00026429 0.00071247 39 Yes 6 0.00005892 0.00092736 40 Yes 8 0.00000001 0.00023619 41 Yes 8 0.00000001 0.00025643 42 Yes 6 0.00000001 0.00015206 43 Yes 8 0.00000001 0.00025935 44 Yes 8 0.00000001 0.00023931 45 Yes 6 0.00005882 0.00096244 46 Yes 8 0.00000001 0.00028815 47 Yes 8 0.00000001 0.00026656 48 Yes 6 0.00005890 0.00017534 49 Yes 8 0.00000001 0.00025548 50 Yes 8 0.00000001 0.00028186 51 Yes 6 0.00031377 0.00088582 52 Yes 5 0.00008014 0.00070903 53 Yes 8 0.00000001 0.00087714 54 Yes 7 0.00000001 0.00028669 55 Yes 8 0.00000001 0.00087043 56 Yes 7 0.00000001 0.00028447 57 Yes 6 0.00031432 0.00079492 58 Yes 5 0.00008027 0.00066010 59 Yes 8 0.00000001 0.00089903 60 Yes 7 0.00000001 0.00029114 61 Yes 8 0.00000001 0.00090316 62 Yes 7 0.00000001 0.00029294 63 Yes 6 0.00031332 0.00091181 64 Yes 5 0.00008004 0.00072464 65 Yes 8 0.00000001 0.00098807 66 Yes 7 0.00000001 0.00031218 67 Yes 8 0.00000001 0.00099423 68 Yes 7 0.00000001 0.00031427 69 Yes 6 0.00031277 0.00086662 70 Yes 5 0.00007992 0.00070401 71 Yes 8 0.00000001 0.00096393 72 Yes 7 0.00000001 0.00030734 73 Yes 8 0.00000001 0.00096109 74 Yes 7 0.00000001 0.00030582 Maximum Tower Deflections - Service Wind Section Elevation Florz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 76-55 43.966 46 4.482 0.014 L2 55-31 24.568 46 4.254 0.015 L3 34-0 9.220 46 2.618 0.007 Critical Deflections and Radius of Curvature - Service Wind tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 25 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 ft 75.500 CCISeismic Tower Section 1 -1 46 43.490 4.486 0.014 6375 75.000 AEHC w/Mount Pipe 46 43.014 4.489 0.014 6375 70.000 CCISeismic Tower Section 1 -2 46 38.271 4.514 0.015 5312 65.000 CMA- 46 33.585 4.503 0.015 2897 UBTULBULBHH/6516/16/21/21 w/Mount Pipe 60.000 CCISeismic Tower Section 1 -3 46 29.001 4.427 0.015 1990 53.000 CCISeismic Tower Section 2-1 46 22.847 4.152 0.014 1275 50.000 CCISeismic cut 46 20.339 3.966 0.013 1040 CUI2PSM9P6XXX(1-1/2)From 0 to 65(45ft to55ft) 49.000 NNH4-65C-R6-HG w/Mount 46 19.525 3.897 0.013 977 Pipe 48.500 CCISeismic andrew ATCB-B01- 46 19.123 3.861 0.013 948 040(5/16")From 0 to 52(45ft to52ft) 47.000 CCISeismic(5)andrew LDF5- 46 17.935 3.748 0.012 871 50A(7/8)From 0 to 49(45ft to49ft) 46.000 CCISeismic Tower Section 2-2 46 17.161 3.670 0.012 827 40.000 CCISeismic(5)andrew LDF5- 46 12.847 3.157 0.010 632 50A(7/8)From 0 to 49(35ft to45ft) 36.000 CCISeismic Tower Section 2-3 46 10.342 2.797 0.008 552 32.000 CCISeismic Tower Section 3-1 46 8.189 2.444 0.007 549 30.000 CCISeismic(5)andrew LDF5- 46 7.248 2.272 0.006 579 50A(7/8)From 0 to 49(25ft to35ft) 25.000 CCISeismic Tower Section 3-2 46 5.245 1.860 0.005 693 20.000 CCISeismic(5)andrew LDF5- 45 3.676 1.465 0.003 866 50A(7/8)From 0 to 49(15ft to25ft) 15.000 CCISeismic Tower Section 3-3 45 2.455 1.086 0.002 1155 10.000 CCISeismic(5)andrew LDF5- 45 1.493 0.718 0.002 1732 50A(7/8)From 0 to 49(5ft to15ft) 5.000 CCISeismic Tower Section 3-4 45 0.703 0.357 0.001 3463 2.500 CCISeismic(5)andrew LDF5- 45 0.346 0.178 0.000 3463 50A(7/8)From 0 to 49(Oft to5ft) Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L 1 76-55 123.059 14 12.616 0.037 L2 55-31 68.808 14 11.960 0.038 1 L3 34-0 25.864 14 7.360 0.019 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 75.500 CCISeismic Tower Section 1 -1 14 121.728 12.625 0.037 2448 75.000 AEHC w/Mount Pipe 14 120.398 12.634 0.038 2448 70.000 CCISeismic Tower Section 1 -2 14 107.134 12.701 0.039 2040 65.000 CMA- 14 94.027 12.667 0.040 1110 UBTULBULBHH/6516/16/21/21 w/Mount Pipe 60.000 CCISeismic Tower Section 1 -3 14 81.208 12.448 0.040 760 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis Ca BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 26 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 53.000 CCISeismic Tower Section 2-1 14 63.996 11.673 0.037 481 50.000 CCISeismic cui 14 56.980 11.150 0.035 390 CU12PSM9P6XXX(1-1/2)From 0 to 65(45ft to55ft) 49.000 NNH4-65C-R6-HG w/Mount 14 54.703 10.955 0.034 366 Pipe 48.500 CCISeismic andrew ATCB-B01- 14 53.577 10.853 0.034 355 040(5/16")From 0 to 52(45ft to52ft) 47.000 CCISeismic(5)andrew LDFS- 14 50.255 10.536 0.032 326 50A(7/8)From 0 to 49(45ft to49ft) 46.000 CCISeismic Tower Section 2-2 14 48.088 10.315 0.031 308 40.000 CCISeismic(5)andrew LDF5- 14 36.016 8.874 0.025 233 50A(7/8)From 0 to 49(35ft to45ft) 36.000 CCISeismic Tower Section 2-3 14 29.007 7.862 0.021 202 32.000 CCISeismic Tower Section 3-1 14 22.979 6.868 0.018 200 30.000 CCISeismic(5)andrew LDF5- 14 20.342 6.387 0.016 210 50A(7/8)From 0 to 49(25ft to35ft) 25.000 CCISeismic Tower Section 3-2 14 14.732 5.227 0.012 250 20.000 CCISeismic(5)andrew LDF5- 14 10.333 4.119 0.009 312 50A(7/8)From 0 to 49(15ft to25ft) 15.000 CCISeismic Tower Section 3-3 14 6.902 3.053 0.007 415 10.000 CCISeismic(5)andrew LDF5- 14 4.198 2.018 0.004 621 50A(7/8)From 0 to 49(5ft tol5ft) 5.000 CCISeismic Tower Section 3-4 14 1.978 1.004 0.002 1241 2.500 CCISeismic(5)andrew LDF5- 14 0.974 0.501 0.001 1241 50A(7/8)From 0 to 49(Oft to5ft) Compression Checks Pole Design Data Section Elevation Size L L. KW A P° OP„ Ratio No. P. ft ft ft in2 K K e° L1 76-74.95 TP12x12x0.375 21.000 0.000 0.0 13.695 -5.570 566.989 0.010 74.95-73.9 13.695 -2.215 566.989 0.004 73.9-72.85 13.695 -2.275 566.989 0.004 72.85-71.8 13.695 -2.333 566.989 0.004 71.8-70.75 13.695 -2.393 566.989 0.004 70.75-69.7 13.695 -2.453 566.989 0.004 69.7-68.65 13.695 -2.514 566.989 0.004 68.65-67.6 13.695 -2.574 566.989 0.005 67.6-66.55 13.695 -2.635 566.989 0.005 66.55-65.5 13.695 -2.695 566.989 0.005 65.5-64.45 13.695 -5.612 566.989 0.010 64.45-63.4 13.695 -5.674 566.989 0.010 63.4-62.35 13.695 -5.737 566.989 0.010 62.35-61.3 13.695 -5.800 566.989 0.010 61.3-60.25 13.695 -5.864 566.989 0.010 60.25-59.2 13.695 -5.928 566.989 0.010 59.2-58.15 13.695 -5.993 566.989 0.011 58.15-57.1 13.695 -6.059 566.989 0.011 57.1 -56.05 13.695 -6.125 566.989 0.011 56.05-55 13.695 -6.191 566.989 0.011 L2 55-53.8947 TP16.175x11.375x0.188 24.000 0.000 0.0 6.888 -6.245 402.943 0.015 4.8.2(1.16 CR)-2/19 53.8947- 7.021 -6.304 410.750 0.015 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 27 Section Elevation Size L L„ KUr A P. 4)P Ratio No. P„ ft ft ft in2 52.7895 4.8.2(1.16 CR)-2/18 52.7895- 7.155 -6.364 418.558 0.015 51.6842 4.8.2(1.16 CR)-2/17 51.6842- 7.288 -6.424 426.365 0.015 50.5789 4.8.2(1.16 CR)-2/16 50.5789- 7.422 -6.485 434.173 0.015 49.4737 4.8.2(1.16 CR)-2/15 49.4737- 7.555 -13.784 441.980 0.031 48.3684 4.8.2(1.16 CR)-2/14 48.3684- 7.689 -13.867 449.788 0.031 47.2632 4.8.2(1.16 CR)-2/13 47.2632- 7.822 -13.952 457.595 0.030 46.1579 4.8.2(1.16 CR)-2/12 46.1579- 7.956 -14.040 465.402 0.030 45.0526 4.8.2(1.16 CR)-2/11 45.0526- 8.089 -14.128 473.210 0.030 43.9474 4.8.2(1.16 CR)-2/10 43.9474- 8.223 -14.211 481.017 0.030 42.8421 4.8.2(1.16 CR)-2/9 42.8421 - 8.356 -14.303 488.825 0.029 41.7368 4.8.2(1.16 CR)-2/8 41.7368- 8.489 -14.395 496.632 0.029 40.6316 4.8.2(1.16 CR)-2/7 40.6316- 8.623 -14.488 504.440 0.029 39.5263 4.8.2(1.16 CR)-2/6 39.5263- 8.756 -14.582 512.247 0.028 38.4211 4.8.2(1.16 CR)-2/5 38.4211 - 8.890 -14.677 520.055 0.028 37.3158 4.8.2(1.18 CR)-2/4 37.3158- 9.023 -14.773 527.862 0.028 36.2105 4.8.2(1.16 CR)-2/3 36.2105- 9.157 -14.868 535.669 0.028 35.1053 4.8.2(1.16 CR)-2/2 35.1053-34 9.290 -14.965 543.477 0.028 4.8.2(1.16 CR)-2 34-31 9.652 -7.740 564.669 0.014 4.8.2(1.16 CR)-2 L3 34-31 TP22x15.2x0.188 34.000 0.000 0.0 9.426 -7.538 551.424 0.014 4.8.2(1.41 CR)-3/19 31-29.3684 9.623 -15.428 562.949 0.027 4.8.2(1.41 CR)-3/18 29.3684- 9.820 -15.581 574.474 0.027 27.7368 4.8.2(1.41 CR)-3/17 27.7368- 10.017 -15.735 586.000 0.027 26.1053 4.8.2(1.41 CR)-3/16 26.1053- 10.214 -15.890 597.525 0.027 24.4737 4.8.2(1.41 CR)-3/15 24.4737- 10.411 -16.044 609.050 0.026 22.8421 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 28 Section Elevation Size L L„ KI/r A P (OP, Ratio No. P„ ft ft ft in2 K K 41P„ 4.8.2(1.41 CR)-3/14 22.8421 - 10.608 -16.199 620.575 0.026 21.2105 4.8.2(1.41 CR)-3/13 21.2105- 10.805 -16.354 632.101 0.026 19.5789 4.8.2(1.41 CR)-3/12 19.5789- 11.002 -16.509 643.626 0.026 17.9474 4.8.2(1.41 CR)-3/11 17.9474- 11.199 -16.664 655.151 0.025 16.3158 4.8.2(1.41 CR)-3/10 16.3158- 11.396 -16.819 666.676 0.025 14.6842 4.8.2(1.41 CR)-3/9 14.6842- 11.593 -16.975 678.202 0.025 13.0526 4.8.2(1.41 CR)-3/8 13.0526- 11.790 -17.131 689.727 0.025 11.4211 4.8.2(1.41 CR)-3/7 11.4211 - 11.987 -17.287 701.252 0.025 9.78947 4.8.2(1.41 CR)-3/6 9.78947- 12.184 -17.443 712.778 0.024 8.15789 4.8.2(1.41 CR)-3/5 8.15789- 12.381 -17.600 724.303 0.024 6.52632 4.8.2(1.41 CR)-3/4 6.52632- 12.578 -17.757 735.828 0.024 4.89474 4.8.2(1.41 CR)-3/3 4.89474- 12.775 -17.914 747_353 0.024 3.26316 4.8.2(1.41 CR)-3/2 3.26316- 12.972 -18.072 758.879 0.024 1.63158 4.8.2(1.41 CR)-3 1.63158-0 13.169 -18.230 770.404 0.024 4.8.2(1.41 CR)-3 Pole Bending Design Data Section Elevation Size M„x 4)M,y Ratio M„r eM„y Ratio No. M„. Muy ft kip-ft kip-ft 4,M„x kip-ft kip-ft 4iM„y L1 76-74.95 TP12x12x0.375 0.178 174.899 0.001 0.000 174.899 0.000 74.95-73.9 2.188 174.899 0.013 0.000 174.899 0.000 73.9-72.85 4.290 174.899 0.025 0.000 174.899 0.000 72.85-71.8 6.420 174.899 0.037 0.000 174.899 0.000 71.8-70.75 8.579 174.899 0.049 0.000 174.899 0.000 70.75-69.7 10.766 174.899 0.062 0.000 174.899 0.000 69.7-68.65 12.980 174.899 0.074 0.000 174.899 0.000 68.65-67.6 15.221 174.899 0.087 0.000 174.899 0.000 67.6-66.55 17.490 174.899 0.100 0.000 174.899 0.000 66.55-65.5 19.786 174.899 0.113 0.000 174.899 0.000 65.5-64.45 23.598 174.899 0.135 0.000 174.899 0.000 64.45-63.4 28.269 174.899 0.162 0.000 174.899 0.000 63.4-62.35 32.963 174.899 0.188 0.000 174.899 0.000 62.35-61.3 37.681 174.899 0.215 0.000 174.899 0.000 61.3-60.25 42.422 174.899 0.243 0.000 174.899 0.000 60.25-59.2 47.185 174.899 0.270 0.000 174.899 0.000 59.2-58.15 51.968 174.899 0.297 0.000 174.899 0.000 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 29 Section Elevation Size Mux 4M x Ratio M y OM„y Ratio No. Mux Muy ft kip-ft kip-ft 0Mnx kip-ft kip-ft m„y 58.15-57.1 56.772 174.899 0.325 0.000 174.899 0.000 57.1 -56.05 61.595 174.899 0.352 0.000 174.899 0.000 56.05-55 66.437 174.899 0.380 0.000 174.899 0.000 L2 55-53.8947 TP16.175x11.375x0.188 71.546 117.015 0.611 0.000 117.015 0.000 53.8947- 76.662 121.631 0.630 0.000 121.631 0.000 52.7895 52.7895- 81.786 126.336 0.647 0.000 126.336 0.000 51.6842 51.6842- 86.918 131.130 0.663 0.000 131.130 0.000 50.5789 50.5789- 92.058 136.014 0.677 0.000 136.014 0.000 49.4737 49.4737- 111.042 140.987 0.788 0.000 140.987 0.000 48.3684 48.3684- 121.283 146.049 0.830 0.000 146.049 0.000 47.2632 47.2632- 131.493 151.201 0.870 0.000 151.201 0.000 46.1579 46.1579- 141.672 156.443 0.906 0.000 156.443 0.000 45.0526 45.0526- 151.815 161.773 0.938 0.000 161.773 0.000 43.9474 43.9474- 161.921 167.192 0.968 0.000 167.192 0.000 42.8421 42.8421 - 172.024 172.701 0.996 0.000 172.701 0.000 41.7368 41.7368- 182.090 178.299 1.021 0.000 178.299 0.000 40.6316 40.6316- 192.117 183.987 1.044 0.000 183.987 0.000 39.5263 39.5263- 202.103 189.763 1.065 0.000 189.763 0.000 38.4211 38.4211 - 212.050 195.630 1.084 0.000 195.630 0.000 37.3158 37.3158- 221.955 201.585 1.101 0.000 201.585 0.000 36.2105 36.2105- 231.819 207.630 1.117 0.000 207.630 0.000 35.1053 35.1053-34 241.642 213.764 1.130 0.000 213.764 0.000 34-31 138.998 228.217 0.609 0.000 228.217 0.000 L3 34-31 TP22x15.2x0.188 129.257 219.147 0.590 0.000 219.147 0.000 31 -29.3684 282.679 227.034 1.245 0.000 227.034 0.000 29.3684- 296.993 234.996 1.264 0.000 234.996 0.000 27.7368 27.7368- 311.197 243.029 1.280 0.000 243.029 0.000 26.1053 26.1053- 325.293 251.131 1.295 0.000 251.131 0.000 24.4737 24.4737- 339.282 259.297 1.308 0.000 259.297 0.000 22.8421 22.8421 - 353.164 267.522 1.320 0.000 267.522 0.000 21.2105 21.2105- 366.943 275.807 1 330 0.000 275.807 0.000 19.5789 19.5789- 380.618 284.143 1.340 0.000 284.143 0.000 17.9474 17.9474- 394.193 292.530 1.348 0.000 292.530 0.000 16.3158 16.3158- 407.667 300.962 1.355 0.000 300.962 0.000 14.6842 14.6842- 421.044 309.438 1.361 0.000 309.438 0.000 13.0526 13.0526- 434.326 317.952 1.366 0.000 317.952 0.000 11.4211 11.4211 - 447.515 326.502 1.371 0.000 326.502 0.000 9.78947 9.78947- 460.612 335.082 1.375 0.000 335.082 0.000 8.15789 8.15789- 473.619 343.692 1.378 0.000 343.692 0.000 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 30 Section Elevation Size Mx OM,. Ratio Muy OW Ratio No. Mux Muy ft kip-ft kip-ft 04„x kip-ft kip-ft QMY 6.52632 6.52632- 486.539 352.326 1.381 0.000 352.326 0.000 4.89474 4.89474- 499.375 360.980 1.383 0 000 360.980 0.000 3.26316 3.26316- 512.127 369.652 1.385 0.000 369.652 0.000 1.63158 1.63158-0 524.798 378.337 1.387 0.000 378.337 0.000 Pole Shear Design Data Section Elevation Size Actual 4V Ratio Actual OT„ Ratio No. V, Vu Tu Tu ft K K OVA kip-ft kip-ft OT,, L1 76-74.95 TP12x12x0.375 0.477 170.097 0.003 0.007 173.848 0.000 74.95-73.9 1.988 170.097 0.012 0.052 173.848 0.000 73.9-72.85 2.015 170.097 0.012 0.052 173.848 0.000 72.85-71.8 2.043 170.097 0.012 0.052 173.848 0.000 71.8-70.75 2.070 170.097 0.012 0.052 173.848 0.000 70.75-69.7 2.096 170.097 0.012 0.052 173.848 0.000 69.7-68.65 2.122 170.097 0.012 0.052 173.848 0.000 68.65-67.6 2.148 170.097 0.013 0.052 173.848 0.000 67.6-66.55 2.174 170.097 0.013 0.052 173.848 0.000 66.55-65.5 2.200 170.097 0.013 0.052 173.848 0.000 65.5-64.45 4.438 170.097 0.026 0.052 173.848 0.000 64.45-63.4 4.462 170.097 0.026 0.052 173.848 0.000 63.4-62.35 4.484 170.097 0.026 0.052 173.848 0.000 62.35-61.3 4.507 170.097 0.026 0.052 173.848 0.000 61.3-60.25 4.528 170.097 0.027 0.052 173.848 0.000 60.25-59.2 4.549 170.097 0.027 0.052 173.848 0.000 59.2-58.15 4.569 170.097 0.027 0.052 173.848 0.000 58.15-57.1 4.588 170.097 0.027 0.052 173.848 0.000 57.1 -56.05 4.607 170.097 0.027 0.052 173.848 0.000 56.05-55 4.624 170.097 0.027 0.053 173.848 0.000 L2 55-53.8947 TP16.175x11.375x0.188 4.638 120.883 0.038 0.053 121.310 0.000 53.8947- 4.645 123.225 0.038 0.053 126.056 0.000 52.7895 52.7895- 4.652 125.567 0.037 0.053 130.894 0.000 51.6842 51.6842- 4.659 127.910 0.036 0.053 135.822 0.000 50.5789 50.5789- 4.666 130.252 0.036 0.054 140.843 0.000 49.4737 49.4737- 9.306 132.594 0.070 0.566 145.953 0.004 48.3684 48.3684- 9.281 134.936 0.069 0.565 151.155 0.004 47.2632 47.2632- 9.253 137.279 0.067 0.565 156.448 0.004 46.1579 46.1579- 9.224 139.621 0.066 0.564 161.833 0.003 45.0526 45.0526- 9.193 141.963 0.065 0.563 167.308 0.003 43.9474 43.9474- 9.190 144.305 0.064 0.736 172.874 0.004 42.8421 42.8421 - 9.157 146.647 0.062 0.736 178.532 0.004 41.7368 41.7368- 9.122 148.990 0.061 0.735 184.280 0.004 40.6316 40.6316- 9.087 151.332 0.060 0.734 190.119 0.004 39.5263 39.5263- 9.051 153.674 0.059 0.733 196.050 0.004 38.4211 38.4211 - 9.015 156.016 0.058 0.732 202.072 0.004 37.3158 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 31 Section Elevation Size Actual 4V„ Ratio Actual QT„ Ratio No. Vu V T„ T, ft K K II)V kip-ft kip-ft 4T„ 37.3158- 8.978 158.359 0.057 0.732 208.185 0.004 36.2105 36.2105- 8.940 160.701 0.056 0.731 214.388 0.003 35.1053 35.1053-34 8.903 163.043 0.055 0.730 220.683 0.003 34-31 4.641 169.401 0.027 0.378 238.229 0.002 L3 34-31 TP22x15.2x0.188 4.282 165.427 0.026 0.351 227.185 0.002 31 -29.3684 8.862 168.885 0.052 0.728 236.781 0.003 29.3684- 8.794 172.342 0.051 0.727 246.575 0.003 27.7368 27.7368- 8.728 175.800 0.050 0.726 256.568 0.003 26.1053 26.1053- 8.661 179.257 0.048 0.724 266.759 0.003 24.4737 24.4737- 8.596 182.715 0.047 0.724 277.149 0.003 22.8421 22.8421 - 8.531 186.173 0.046 0.723 287.738 0.003 21.2105 21.2105- 8.467 189.630 0.045 0.722 298.525 0.002 19.5789 19.5789- 8.404 193.088 0.044 0.721 309.510 0.002 17.9474 17.9474- 8.342 196.545 0.042 0.720 320.694 0.002 16.3158 16.3158- 8.281 200.003 0.041 0.720 332.077 0.002 14.6842 14.6842- 8.221 203.461 0.040 0.719 343.658 0.002 13.0526 13.0526- 8.163 206.918 0.039 0.719 355.437 0.002 11.4211 11.4211 - 8.106 210.376 0.039 0.718 367.415 0.002 9.78947 9.78947- 8.050 213.833 0.038 0.718 379.591 0.002 8.15789 8.15789- 7.995 217.291 0.037 0.718 391.966 0.002 6.52632 6.52632- 7.941 220.748 0.036 0.717 404.539 0.002 4.89474 4.89474- 7.889 224.206 0.035 0.717 417.311 0.002 3.26316 3.26316- 7.838 227.664 0.034 0.717 430.282 0.002 1.63158 1.63158-0 7.789 231.121 0.034 0.717 443.450 0.002 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M,� M„y V. T„ Stress Stress R OP„ 4M„x OW 41V„ OT„ Ratio Ratio L1 76-74.95 0.010 0.001 0.000 0.003 0.000 0.011 1.050 4.8.2 74.95-73.9 0.004 0.013 0.000 0.012 0.000 0.017 1.050 4.8.2 73.9-72.85 0.004 0.025 0.000 0.012 0.000 0.029 1.050 4.8.2 72.85-71.8 0.004 0.037 0.000 0.012 0.000 0.041 1.050 4.8.2 71.8-70.75 0.004 0.049 0.000 0.012 0.000 0.053 1.050 4.8.2 70.75-69.7 0.004 0.062 0.000 0.012 0.000 0.066 1.050 4.8.2 69.7-68.65 0.004 0.074 0.000 0.012 0.000 0.079 1.050 4.8.2 68.65-67.6 0.005 0.087 0.000 0.013 0.000 0.092 1.050 4.8.2 67.6-66.55 0.005 0.100 0.000 0.013 0.000 0.105 1.050 4.8.2 66.55-65.5 0.005 0.113 0.000 0.013 0.000 0.118 1.050 4.8.2 65.5-64.45 0.010 0.135 0.000 0.026 0.000 0.146 1.050 4.8.2 64.45-63.4 0.010 0.162 0.000 0.026 0.000 0.172 1.050 4.8.2 63.4-62.35 0.010 0.188 0.000 0.026 0.000 0.199 1.050 4.8.2 62.35-61.3 0.010 0.215 0.000 0.026 0.000 0.226 1.050 4.8.2 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 32 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu Mu, Muy Vu Tu Stress Stress ft OPT OW OM, d1V„ QT Ratio Ratio 61.3-60.25 0.010 0.243 0.000 0.027 0.000 0.254 1.050 4.8.2 60.25-59.2 0.010 0.270 0.000 0.027 0.000 0.281 1.050 4.8.2 59.2-58.15 0.011 0.297 0.000 0.027 0.000 0.308 1.050 4.8.2 58.15-57.1 0.011 0.325 0.000 0.027 0.000 0.336 1.050 4.8.2 57.1 -56.05 0.011 0.352 0.000 0.027 0.000 0.364 1.050 4.8.2 56.05-55 0.011 0.380 0.000 0.027 0.000 0.392 1.050 4.8.2 L2 55-53.8947 0.015 0.611 0.000 0.038 0.000 0.628 1.050 4.8.2 53.8947- 0.015 0.630 0.000 0.038 0.000 0.647 1.050 4.8.2 52.7895 52.7895- 0.015 0.647 0.000 0.037 0.000 0.664 1.050 4.8.2 51.6842 51.6842- 0.015 0.663 0.000 0.036 0.000 0.679 1.050 4.8.2 50.5789 50.5789- 0.015 0.677 0.000 0.036 0.000 0.693 1.050 4.8.2 49.4737 49.4737- 0.031 0.788 0.000 0.070 0.004 0.824 1.050 4.8.2 48.3684 48.3684- 0.031 0.830 0.000 0.069 0.004 0.867 1.050 4.8.2 47.2632 47.2632- 0.030 0.870 0.000 0.067 0.004 0.905 1.050 4.8.2 46.1579 46.1579- 0.030 0.906 0.000 0.066 0.003 0.941 1.050 4.8.2 45.0526 45.0526- 0.030 0.938 0.000 0.065 0.003 0.973 1.050 4.8.2 43.9474 43.9474- 0.030 0.968 0.000 0.064 0.004 1.003 1.050 4.8.2 42.8421 42.8421 - 0.029 0.996 0.000 0.062 0.004 1.030 1.050 4.8.2 41.7368 41.7368- 0.029 1.021 0.000 0.061 0.004 1.054 1.050 4.8.2 40.6316 40.6316- 0.029 1.044 0.000 0.060 0.004 1.077 1.050 4.8.2 39.5263 39.5263- 0.028 1.065 0.000 0.059 0.004 1.097 1.050 4.8.2 38.4211 38.4211 - 0.028 1.084 0.000 0.058 0.004 1.116 1.050 4.8.2 37.3158 37.3158- 0.028 1.101 0.000 0.057 0.004 1.133 1.050 4.8.2 36.2105 36.2105- 0.028 1.117 0.000 0.056 0.003 1.148 1.050 4.8.2 35.1053 35.1053-34 0.028 1.130 0.000 0.055 0.003 1.161 1.050 4.8.2 34-31 0.014 0.609 0.000 0.027 0.002 0.624 1.050 4.8.2 L3 34-31 0.014 0.590 0.000 0.026 0.002 0.604 1.050 4.8.2 31 -29.3684 0.027 1.245 0.000 0.052 0.003 1.276 1.050 4.8.2 29.3684- 0.027 1.264 0.000 0.051 0.003 1.294 1.050 4.8.2 27.7368 27.7368- 0.027 1.280 0.000 0.050 0.003 1.310 1.050 4.8.2 26.1053 26.1053- 0.027 1.295 0.000 0.048 0.003 1.325 1.050 4.8.2 24.4737 24.4737- 0.026 1.308 0.000 0.047 0.003 1.337 1.050 4.8.2 22.8421 22.8421 - 0.026 1.320 0.000 0.046 0.003 1.349 1.050 4.8.2 21.2105 21.2105- 0.026 1.330 0.000 0.045 0.002 1.359 1.050 4.8.2 19.5789 19.5789- 0.026 1.340 0.000 0.044 0.002 1.367 1.050 4.8.2 17.9474 17.9474- 0.025 1.348 0.000 0.042 0.002 1.375 1.050 4.8.2 16.3158 16.3158- 0.025 1.355 0.000 0.041 0.002 1.382 1.050 4.8.2 14.6842 14.6842- 0.025 1.361 0.000 0.040 0.002 1.388 1.050 4.8.2 13.0526 13.0526- 0.025 1.366 0.000 0.039 0.002 1.393 1.050 4.8.2 11.4211 11.4211 - 0.025 1.371 0.000 0.039 0.002 1.397 1.050 4.8.2 9.78947 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 33 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P M„,, M„Y V, T Stress Stress ft (I)P, OW OW 0V„ 4)T„ Ratio Ratio 9.78947- 0.024 1.375 0.000 0.038 0.002 1.401 1.050 4.8.2 8.15789 8.15789- 0.024 1.378 0.000 0.037 0.002 1.404 1.050 4.8.2 6.52632 6.52632- 0.024 1.381 0.000 0.036 0.002 1.406 1.050 4.8.2 4.89474 4.89474- 0.024 1.383 0.000 0.035 0.002 1.409 1.050 4.8.2 3.26316 3.26316- 0.024 1.385 0.000 0.034 0.002 1.411 1.050 4.8.2 1.63158 1.63158-0 0.024 1.387 0.000 0.034 0.002 1.412 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P ePallow % Pass No. ff Type Element K K Capacity Fail L1 76-55 Pole TP12x12x0.375 1 -6.191 595.338 37.3 Pass L2 55-31 Pole TP16.175x11.375x0.188 2 -14.965 570.651 110.6 Fail L3 31 -0 Pole TP22x15.2x0.188 3 -18.230 808.924 134.5 Fail Summary Pole(L3) 134.5 Fail RATING= 134.5 Fail tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 34 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.1.1.0 lc (PROPOSED EQUIPMENT CONFIGURATION) (2) 3/8"TO 49 FT LEVEL (2) 7/8"TO 49 FT LEVEL (OTHER CONSIDERED EQUIPMENT) (2) 1-1/2"TO 75 FT LEVEL (OTHER CONSIDERED EQUIPMENT) (1) 1-1/2"TO 65 FT LEVEL ( -T.- (PROPOSED EQUIPMENT CONFIGURATION—IN CONDUIT) �.•11 (2) 3/4"TO 49 FT LEVEL N (PROPOSED EQUIPMENT CONFIGURATION) / _ �. �\ (4) 7/8"TO 49 FT LEVEL CLIMBING PEGS / \1 W/SAFETY CLIMB I 1 Q4 01 \1 I 03 02 / ' \ \\ / / / , (OTHER CONSIDERED EQUIPMENT) --_i (1) 5/16 GROUND TO 52 FT LEVEL • \ (PROPOSED EQUIPMENT CONFIGURATION) / (3) 3/4*TO 49 FT LEVEL (2) 7/B'TO 49 FT LEVEL January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 35 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.1.1.0 Monopole Base Plate Connection CROWN a CASTLE BUN 856366 Site Name SCHOLLS&125TH Order N 569671 Rev 0 0 Analysis Considerations TIA-222 Revision H Grout Considered: No Ia,(in) 0.625 Applied Loads Moment(kip-ft) 524.80 Axial Force(kips) 18.23 Shear Force(kips) 7.79 KIA-222-H Section 15.5 Applied t } Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 29.28"BC Pu_t=210.01 ¢Pn_t=243.75 Stress Rating Vu 1.95 4Vn=149.1 82.1% Base Plate Data Mu=n/a t,Mn=n/a Pegs 28"W x 2"Plate(5-128;Fy=60 ksi,Fu=80 ksi); Clip:6 in Base Plate Summary Stiffener Data Max Stress(ksi): 45.32 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 79.9% Pass Pole Data 22"x 0.1875"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 4.1.2 Analysis Date:1/28/2022 Monopole Base Plate Connection - Seismic CROWN a :CASTLE BU 4 856366 Site Name SCROLLS&125TH Order# 569671 RevO Analysis Considerations -> TIA-222 Revision H Grout Considered: No I„(in) 0.625 Applied Loads Moment(kip-ft) 173.21 Axial Force(kips) 20.32 Shear Force(kips) 2.17 =TIA-222-H Section 15.5 Applied ' 50verstrength Factor Applied 'L Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 29.28"BC Pu_t=101.14 chPn_t=243.75 Stress Rating Vu=0.81 ¢Vn=149.1 39.5% Base Plate Data Mu=n/a QMn=n/a Pass 28"W x 2"Plate(5-128;Fy=60 ksi,Fu=80 ksi); Clip:6 in Base Plate Summary Stiffener Data Max Stress(ksi): 15.7 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 27.7% Pass Pole Data 22"x 0.1875"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 4.1.2 Analysis Date:1/28/2022 Drilled Pier Foundation jc CROWN BU#: 856366 CASTLE Site Name: SCHOLLS&125TH ., Nun. Order Number: 569671 Rev 0 TIA-222 Revison: H Check Limitation Tower Type. Monopole Apply TIA-222-H Section 15.5:t®' u Analysis Results Additional Longitudinal Rebar Applied Loads Soil Lateral Check Compression Uplift In.ut Effective Depths(else Actual):MIN Comp. Uplift 0,_0(ft from TOC) 3.51 - Shear Design Options Moment(kip-ft)I 524.81 Soil Safety Factor 1.41 - Check Shear alon. Depth of Pier:MANI Axial Force(kips) 18.25 Max Moment(kip-ft) 554.26 - Utilize Shear-Friction Methodolo. �1111 Shear Force(kips) 7.74 Rating* 90.1% - Override Critical De.th'. ❑ Soil Vertical Check Compression Uplift Go to Soil Calculations Material Properties Skin Friction(kips) 77.75 - Concrete Stren.th,fc:©® End Bearing(kips) 65.97 - -__ J®FA33® Weight of Concrete(kips) 30.54 - _ 1:1® Total Capacity(kips) 143.73 - Axial(kips) 48.79 - Pier Design Data i I v,R,,pus, Rating* 32.3% - Depth 13 ft Reinforced Concrete Flexure Compression Uplift Ext.Above Grade 0.5 ft °oi1j`41allt"l"1")"` Critical Depth(ft from TOC) 3.73 - Pier Section 1 u,2nnLr,<_:c.c„ Critical Moment(kip-ft) 554.04 - From 0.5'above grade to 13'below grade Critical Moment Capacity 289.57 - Pier Diameter 4 ft Rating* 182.2% - Rebar Quantity 8 Reinforced Concrete Shear Compression Uplift Rebar Size 8 Critical Depth(ft from TOC) 9.94 - Rebar Cage Diameter 41 in Critical Shear(kip) 122.19 - Tie Size 4 Critical Shear Capacity 172.33 - Tie Spacing in Rating* 67.5% - — Structural Foundation Rating* 182.2% Soil Interaction Rating* 90.1% • 'Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth N/A #of Layers 2 Calculated Calculated Ultimate Skin Ult.Gross Angle of Ultimate Skin Top Thickness Veal Y ,w Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer Bottom(ft) Friction Friction Uplift Soil Type (ft) (ft) (PO (PO (Mt) (degrees) friction Comp Friction Uplift Override Override(ksf) Capacity Count (ksf) (ksf) (ksf) (ksf) 1 0 2 2 110 150 0 0 0.000 0.000 000 0 9n - Cohesion less 2 2 13 11 110 150 32 0.000 0.000 i7.75 CL75 7 Cohesion less Version 5.0.3 CROWN BU 856366 Structure: A jaa` — WO: 2062754 CASTLE Order: 569671 Rev: 0 Location _Decimal Degrees Deg Min Sec Long: 122.804500 - 122 48 16.20 Code and Site Parameters Seismic Design Code: TIA-222-H-1 Site Soil: D(Default) Default Risk Category: II USGS Seismic Reference Ss: 0.8550 g 5: 0.3970 g 7 : 16 s Seismic Design Category Determination Importance Factor,le: 1 Acceleration-based site coefficient,Fa: 1.2000 Velocity-based site coefficient,F,: 1.9030 Design spectral response acceleration short period,Sim: 0.6840 g Design spectral response acceleration 1 s period,SDI: 0.5037 g Ts: 0.7363 Seismic Design Category Based on Sos: D Seismic Design Category Based on So,: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: CCISeismic 3.3.9 Page 1 Analysis Date: 1/28/2022 CROWN BU. 856366 Structure: A W°: 206275' CASTLE Order: 569671 Rev: 0 lower Details Tower Type: Tapered Monopole Height,h: 55 ft Effective Seismic Weight,W: 15.T7 lops Amplification Factor,A,: 1 2.7.8.1 Seismic Base Shear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1J3 of Structure,W,,: 11.42588 kips Wr: 3.688290175 kips E: '^-'•''� a�:E._:._;ksi g: 386.088 in/s' Average Moment of Inertia,1„: 338.2900101 in° E,: 0.285340933 hz Approximate Fundamental Period Monopole,T,: 3.5046 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.1437 Table 2-12 Note 3 Seismic Response Coefficient Max 1,C,,,,„ NJA Seismic Response Coefficient Max 2,C,,„„ N/A Seismic Response Coefficient Min 1,Csm,,, 0.0301 2.7.7.1.1 Seismic Response Coefficient Min 2,C,m;,, N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C, 0.1437 Seismic Base Shear,v mallwaisk ,. kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k. 2.000 Sum of will,' 45583.80 CCISeismic 3.3.9 Page 2 Analysis Date: 1/28/2022 Tower Section Loads Section Height Mid Height,h, Section Number g Weight,w, w,h," G. FyH Length Top Fes. 1-7 1.00 76.03 75,50 0.0466 265.64 0.005E 00127 0.0064 1-3 10.00 65.00 60.00 0 4660 1677.68 C 0363 0 0299 0 0E18 2-2 10.00 51.08 46.00 0,2661 5153.78 0 0174 0.0269 0 0364 3-1 4.00 34 00 12.03 0 1265 123.51 0.0028 0.0052 0 0173 3-3 '10.00 20.00 15.00 03859 85.84 03019 3.0041 0,0520 '.9319 5808 78 CCISeismic 3.3.9 Page 3 Analysis Date: 1/28/2022 Discrete Loads Name h, w, w„h,' C., F,I, F,., m999scope NNH465C-R6-HGw/Mount Pipe 49.00 C.1904 457.10 0.0100 0.0218 0.0260 con"nscope NNH455C-86-HG w/Mount Pipe 49 00 0.7904 457.10 0 0100 0.0218 0.0260 aokia AEC/IC w/Mount Pipe 49.00 C.1120 208.91 0.0059 0.0128 0.0153 nokia ALQU w/MOUnt Pipe 49.00 0.1170 758.91. 0 0059 -001215 9.0153 .5F..9. _ ,okia ARCM w/Mount Pipe 49.00 C.1120 268.91 0.0059 10.0128 0.0153 11, Lr lu. P_.'JUia A-C:F ' :t: alcatel lucent U25 55194030-48 4910 1.0530 172.45 0.0027 0.0058 0.0070 alr-1, IL.,-,.IV 62",RFp:s J-1, c r „I:; - < " alentet lucent 6664'RRH4X45-43 49.00 00570 136.86 0.0030 0.0065 0.0078 rkatel tote l 6t4A PFI- ,I- .' eketel lucent BBSARRH4645-4R 4930 G0570 135,86 0.0030 0.0065 0.0078 Sul 55, 510IH5321 55,S G' - alcatel lucent 8114825-W6540 4930 0,0700 168.07 0.0037 0.0080 0.0096 5535 ir.., 5 5,5r5,2 t C 4a d ,_ ceilmax technologies CMA-UBTULBULBHH/5517/17/21/21 w/MOUnt Pipe 49.00 0.1481 355.49 0.00:8 00169 0.0203 ... ,.�.. .Geit0ii62eLhn0logres.WA-UBTUL6LILBHH/651 /17/21/21 w/Mount.Ripe 49.00 01481 355.49 0.0078 0.0169 0.0203 12[rota A-ICA CCII'S -..* -. r:1 917 J_:'_ b6kt51 IA CC(V3 49.90 0 3370 88.84 0.0019 0.0022 0.0051 .nokl.l PHI BA C(A'I --- .:iz (2)Potta A18L8A_CC9/2 49.00 0.1540 369.75 0.0081 0.0179 0,021.1 121ravcap DC5-48-6(1E GF raycap:OC9-4B-e144?i ':£'d 49.00 0.9 60 62.43 0.0014 0.0030 0.0336 '-4P-12-H"C i<. .(4)tower moll8Wii,.. 5"M#5#it Pipe 49.10 0.2270 557.03 0.0122 0.0265 0.0317 cellmax tecnroogics CMA1_13TULBULC11 .. .. ,50: jmawireles6MM9Q405=taw/Mount Pipe 65.00 0 1681 455.58 0.0100 001215 0A.48 jma wireless Mx085806nl 21 r. hi,., 11i:: ,- .. fUjftsu TA08023-5604 66 00 0.0640 270.40 0.0059 0.0129 0 0388 fujitsu 0408025-8604 65.00 0.0640 270.40 0.0059 0.0129 0.0088 - fujitsuTAC8025-Bfi05 90.00 0.0750 615-85 00070 0,0151 0-0103 tt r,u-r Al -6171 .. . .. - r4918p'HDIDC-9181-9&48 65.00 0.0220 92..95 0.0010 0.0014 (J.0030 ?OWC'nou t ,anlmsc0, ♦r PG8-.`5 (2)tower*9lount58:K;2".Mount Pipe 65.00 i).(ISSi ,ASti: 0.0054 0.0117 0.0079 (7'.t,,WE'l InnuroL,8'x2'"ar IN 3 1 . - (2)tawei'rnoeo0t5hk.2 Mount Pipe 65.00 0.0580 245.05 00954 0.6117 0.0079 rokla A=HCw'Mouni P,pr '-c0 -., _ C'.G'Cr, „0102 "Elkin A lC wilihlpidit.Fltpe 7n00 0.1136 539.21 .,.(i140 0.0.305 00155 rokia A_HCt rMounlP0' '.1 comihw0pe FFW-65C-R3-Vl_TMOw/Mount Pipe 7500 0.1575 885.83 0.C194 0.0422 0.0215 m*•t.:op ' ,r .�C'i 'r, a,;' . "'•'' _:n. ., F'.c mmEnscope F715-23£505R3-V1_TMG eV Mount Pine 75.00 0.1575 385.83 0.0194 (1.0422 0.0219 nok'.a AH OA'-'.'OBILi 5fi1, "akin AHLOR_=F-MOBILE 73.00 0.0840 4725C 0.0104 0.0225 001155 r:,kaAH -' '^,PhILC .. ,.,.. 1,06,0 AH504_TMG 75.00 0.071G 399.38 0.0088 G.0190 0.0097 1 v AI 15 111;7 1:1 5a237 ' 1V= noSin 1040IG_TMO 75.00 00710 399.38 0.0086 0.0190 0.0097 commscope 19052.0 75.00 0.0010 5.57 0 0001 O.0003 0,00021. tower mr a is 1 Arm Mount - _ .. 11.4259 39018.85 CCISeismic 3.3.9 Page 4 Analysis Date: 1/28/2022 I Linear Loads Name Start Height End Height h, w, w,h,t Cn, Fin F„ (5)ar io nt INS 504(7/8)From 0 to 49 45.CO 49.00 47.00 0.0066 14.58 0.0004 00002 0.0009 151:1,1e ,557,7,F.5.3.0to49 75.00 35.00 3000 0.0155 14.85 0.0003 0.0007 0.0023 rs, ._ -rrn 010 a9 5,00 15.00 10,00 0,015S 1.5., 0.0000 00001 0.0023 (') r-,'n +,..; .11-4Xt91(3/8)From 0t019 0900 49.00 47110 30,9)7 1.61 0.0000 0.0001 0.0001 (2)cnna18 o20 O. _5..:.151 Ok6MI112I oton,0 to 49 25 00 35.00 18.00 0.00 h 1.64 0,0000 00001 0.0702 Z coamumpc _ - .. . ... .. (2{011rttiRi'rg8 RF 1 2 0 1 t};r.;3;8.380.)00,9 0 to 49 ).ilii 15 70 1:7 DO 0.0028 9,18 0,0000 0.0000 0.0902 12).00.00r0{.-RF:13,5r.'u 0-04.13F n 0 to a9 :) {2)noeohereer lot8i81V84000 1"o-8.410:CC8V2(7/g(Fpan0 to 49 a5:CO 9.9.00 4700 0.0070 15.R1, 00011 0.0007 0.0010 90 cserb r'loon:WO-V6665T-6RD 0U92//R';Fna C I.;'• -7; - :'..0 i 4 (2)50serbrrgeieom*R-V0d$$1 BRo2£Litatom8rstn 0 to 49 :Si10 35.3, 301r 100:a G.6a 0n0:' 0.0008 0.0024 .o .01 WO 1.1667-BR8_CO)155.5.rr(0 _ . 14. (2 ru5enderger loon:WR VC 655L BR0;C01.12(7/8)Front 0 to 49 59C 15.00 10.00 0711.16 1 In 0 0030 0.00.01 0.0024 '21 roSer L, c :,,c 5. #.1('BAttlew L0FS-5CA(7J8)From 0 to 44 45.00 49.0E1 47.05 0 0032 1.1-66 C•020 3 1.0006 0.0007 II,antrzv.IUFS-SCA?/R Fr t "I:1= ;. i- '' r ' '' Wat{drewLl4S^54A)7/st From 0 to 49 25.00 35.000 300C C.U15' 11.98 0.0:0:'. 1.15006 0.0018 0i andrev.Cory SCn;7/o - 1: ,. 9 ;_. .. {4/andrew 105+$(tA4{/8(From 0 to 49 5.00 15 OR t 0.00 00132 1 32 0-0500 0.COO. 0.0018 il,andrew*L'Uc'FLO-504,7/8 F t Cl 43 {2kraaehbilirrlid('ia)WR-VGaasr-8110(3/4 from O 4089 45.00 49.0C 47.00 0.0047 LC.32 0.0; I ,.".C. CS 0.0006 (2',rosenoerger leen,WF ,GO( 'CFBi, ( :. d' .S 0, :1 .- {n2)td4iktiber ,Ot'leaM WP.-V086ST-BRG(f 4 P.mm0 to Ss 2500 38.00 30.no 0-0317 10.51 C.00002 ;AW5 0_ni:4 (2)r2scnJ r, IunnVO _ ,. ..[ .:,C. -. ... . .1. (2)rosen6ergerleoni WR.V036714BR043/4 1-rom 0 1_049 5.00 15.00 10.00 L01'Y 1.17 0.0001 G.W:0 0;0016.. :;' '9 - 0.0001 0161:32'.Rrgw ConduitFrom a0 to 49 45.00 49.G0 41.00 0.U112 24.'4 0.00'/. 9.331. 0.0015 r8sc 2"Rolc Colcuf-rom0Lc4S ' 'I' '111 _. o91�1E masct 2"Rigid 4on80tt01ronn04o 49 15 a0 35.00 3000 0.0260 21120 0.0006 C.0031 0.(1035 )(05.12'"R 55 CD500111 r.` .. ]: ,.. :2`:2 _'i, m{sd 2"Rigid Conduit From 0 to 49 5.00 15.00 10.00 0.0280 2,80 00001 030001. 0.0038 andrew ATC8-B01-040(5/16"I From Oto 52 45.00 5t00 48.SO 00005 1,23 0,0000 .1P001 J. 9i,'<?' 3,130.,4t, RO1 9.10c 56. 1.30,1t'- _ fl 41?? '2' 4:2 ..II;. andrew A'08a631-940(5/15)Front 0to 52 25 i10 35.00 30,00 0.0008 0.68 0-001.0 7,7G:; u.0O3i andrev.43911 5C1-240,`_ cm F.to',' _ ... _ andrew AWE-501-040i 5/16"1 From 0 to 52 5,00 15.07 10.00 0.0005 0.08 0,0000 0:0000 I C,00J7 oil)C1112P5MOFIXXX(1-i/2)From 0to65 45,00 55,00 50.00 GA235 58.50 00013 20008 ;.0732 (Ci CUI2PSM9P4XYlf(1-1/2(From 0to 5S 25.00 35.00 30.00 0.0235 21.17 0.7005 0.0010 0,0032 ' >'6 _ tlJ:32 Cu'1 CU12P5M9P0XXRi1-I/21 From 0 to SS 5.00 15.CI 1G,00 0.0235 2,35 0.0001 0.0001 0.0032 [Cl CU12PSMSP5, ( :.- 2., 1 m (2)nokia10438 Port 3i1'/2)Frorn 0 to75 45.00 55 CO 50.00 0.0342. S5.50 0.7019 0.0041 0.0047 (2)nok'ie HCS 2 C Va,1 i. I.24IrtioIdh.Frea2,U Part 3(1=/2)'Froflt 0 to 75 15.50 35.00 30.00 0.0342 30.7E 0.0000 0.(i)4 0-0047 ;7)m4i;kC;HCS 29 - 3-5 , Ci y � ---. .._ (2``oiit'e HCS20 Part 3(1-1/2)From 05375 5.00 15.00 10:00 0.0342 55.4.7 110011 00022 0.0047 0.75u4 7701G CCISeismic 3.3.9 Page 5 Analysis Date: 1/28/2022 :ASCEASCE 7 Hazards Report ,n15RI A\Sf I 'r) CL IL ViINIFFN Address: Standard: ASCE/SEI 7-16 Elevation: 237.39 ft (NAVD 88) No Address at This Risk Category: II Latitude: 45 442242 Location Soil Class: D - Default(see Longitude: -122 8045 Section 11.4.3) s.....,,, 04 , ,•11 in' I ,0 CametV9. , ' A I NI I MOrgla -6 %141,, " , ..4 ' ',/,,y,,„ , .., t I.- .! i,44, , , . Of 14' rk. 1 . s 45.H.r.P.=5,,d s+ -trel. I - ..,....Arern 01 ., 5.5. 11 6, 1. T," Atakk o 2 ......1 , T.xMolwtreotr '''.* A ". Summarlairt - t,,•' - t S o* ,e • r la") um <,... '.1. ,Ar r_. ,...nerraar •rn I, .r. CapAnot ..,;, F IS UP A i L Mel/real. ia,LLAR.IPTTE y A,.1,f y k r ' ...... •' Laiam. Map ra.WocKtnatd I https//asce7hazardtool online/ Page 1 of 3 Fri Jan 28 2022 :ASCE. AMEAN:AN EE,7,OF C119(.ENGINEERS Seismic Site Soil Class: D- Default (see Section 11.4.3) Results: SS : 0.855 Sol : N/A Si : 0.397 TL : 16 Fa : 1.2 PGA : 0.391 F„ : N/A PGA M : 0.472 SMS : 1.027 FPGA : 1.209 SM, : N/A le : 1 SDS : 0.684 C, : 1.228 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Jan 28 2022 Date Source: USGS Seismic Design Maps https:;'asce7hazardtool.online/ Page 2 of 3 Fri Jan 28 2022 ASCE= AMERICAN SOCIETY OF CML ENGINEERS Ice Results: Ice Thickness: 1.50 in. Concurrent Temperature: 25 F Gust Speed 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Fri Jan 28 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 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only, and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness, reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special, incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Fri Jan 28 2022 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 36 APPENDIX D INSUFFICIENT STRUCTURAL ANALYSIS REPORT ADDENDUM tnxTower Report-version 8.1.1.0 Structural Analysis Report (SAR) Addendum GENERAL BU: 856366 Carrier: AT&T I WO: 2062754 Site Name: SCHOLLS&125TH Order: 569671 Site Number: PR77 Rev: 0 CC Site Name: SCHOLLS&125TH STRESS CONTRIBUTION WI Proposed W/O Proposed Acceptable AT&T Crown Castle Elevation (R) Component Description Equipment Equipment Ratio Contribution Contribution Load X(%) Load Y(%) Load Z(%) AR(%) ACC CCC 55-31 Pole TP16.1)5v11.3754.188 110.6 114.4 100 0% 100% 31-0 Pole TP22K15.206.188 134.5 139.E 100 0% 100% 0 Foundation 182.2 190.6 100 0% 100% SUMMARY Tower I 0.0% 100,0% Component: Foundation AT&T Contribution: 00% Crown Contribution: 100.0% LOAD Z MODIFICATIONS 1 N 2 N 3 N 4 N Page 1 of 2 Structural Analysis Report (SAR) Addendum DEFINITIONS ACC=(Loadx-Load Y or Load 2)/(Load X-AR) flL=(100-ACC) AR=Maximum allowable ratio deemed acceptable by the appropriate local jurisdiction Load X=Load combination of the proposed AT&T Loading utilizing TIA 222-H with currentludsdlctlon adopted wind speeds. Load Y=Load Combination without the proposed AT&T Loading utilizing TIA222-H with current jurisdiction adopted wind speeds. Load Combination without the proposed AT&T loading evaluated utilizing the codes and standards adopted bythe local jurisdiction at the time of the Load Z=last significant loading change with the following two exceptions: 1.Exposure/Topographic factors shall remain unaltered from those used in Load X 2.Modifications deemed Ineffective due to Prior Modification Issues in Load X shall also be considered ineffective in Load V The following 5 scenados cause acceptable overstresses beyond AT&T's proposed loading; 1.Apply the building code and/orjurisdictional requirements used in the last approved structural analysis for new construction. 2.Utilize AT&T's smaller appurtenance loading from the prior sufficient structural analysis report. 3.Employ any published industry standard or guidance not directly referenced In the IBC(i.e.AASHTO for foundation,RSMfortopogmphlc, TIA/WlA white papers,ASCE 10or48,ASCE 31)used In the last approved structural analysis for new construction. d.Use any software package or referenced standard from the last approved structural analysis for new construction that changed because Crown and AT&T agreed the change would have a portfolio wide net positive impact on overall modification costs. 4a.Proactive Implementation of TIA 222-H with currentjurisdiction adopted wind speeds. Page 2 of 2 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 37 LOAD Y -TNXTOWER OUTPUT tnxTower Report-version 8.1.1.0 76.0 ft r 1 MATERIAL STRENGTH — I GRADE Fy Fu GRADE Fy Fu IA500-46 46 ksi 62 Ng A572-65 65 he 80 ksi TOWER DESIGN NOTES F. Tower is located in Washington County,Oregon. le- o 8 8 o `-2. Tower designed for Exposure B to the TIA-222-H Standard. o N a ;t 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. ^' I 4. Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to increase I t I in thickness with height. _ 15. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.000 ft 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.3.9 I i 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1 ,,.,.1 10. TOWER RATING:139.7% - - - i 111, 3 550ft I I � 8 N n I o I i O _.// 31.06 I ALL REACTIONS ARE FACTORED AXIAL I 20 K I ' SHEAR''-----.'''' MOMENT 2 K i .1 171 kip-ft TORQUE 0 kip-ft SEISMIC S 0 A 2 8 $ I AXIAL N o ry 34 K SHEAR MOMENT I 1 K ! 116 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.500 in ICE AX/AL 188 K` SHEAR \ MOMENT 8 K Jl ` 546 kip-ft 0.05 !i..- I s ti TORQUE 1 kip-ft a = I REACTIONS-97 mph WIND C S J q --' I G "y a y 6 L� E _ {S n m i a 2 3 Z .g to f m l (7 ( I Crown Castle Job BM 856366 CROWN V CASTLE 2000 Corporate Drive Gient Drawn by: App'd: _"� Canonsburg, PA 15317 Crown Castle Matthew Schmitt The Foundation for a Wireless world Phone:(724)416-2000 cede TIA-222-H Date 01/28/22 Scale. N FAX: Path Dwg No.i January 28, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 38 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: 1) Tower is located in Washington County, Oregon. 2) Tower base elevation above sea level: 237.000 ft. 3) Basic wind speed of 97 mph. 4) Risk Category II. 5) Exposure Category B. 6) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7) Topographic Category: 1. 8) Crest Height: 0.000 ft. 9) Nominal ice thickness of 1.500 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56.000 pcf. 12) A wind speed of 30 mph is used in combination with ice. 13) Temperature drop of 50.000 °F. 14) Deflections calculated using a wind speed of 60 mph. 15) CCISeismic Note: Seismic loads generated by CCISeismic 3.3.9. 16) CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. 17) A non-linear(P-delta)analysis was used. 18) Pressures are calculated at each section. 19) Stress ratio used in pole design is 1. 20) Tower analysis based on target reliabilities in accordance with Annex S. 21) Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti)= 0.85, Kes(Ev and En) = 1.0. 22) Maximum demand-capacity ratio is: 1.05. 23) 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 J Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KUr 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 J Consider Feed Line Torque Always Use Max Kz Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile J 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 'i 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 KUry 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 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 39 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 76.000-55.000 21.000 0.000 Round 12.000 12.000 0.375 A500-46 (46 ksi) L2 55.000-31.000 24.000 3.000 12 11.375 16.175 0.188 0.750 A572-65 (65 ksi) L3 31.000-0.000 34.000 12 15.200 22.000 0.188 0.750 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J lt/Q w w/t in in2 in4 in in in3 in4 in2 in L1 12.000 13.695 231.591 4.112 6.000 38.599 463.182 6.844 0.000 0 12.000 13.695 231.591 4.112 6.000 38.599 463.182 6.844 0.000 0 L2 11.710 6.754 107.905 4.005 5.892 18.313 218.645 3.324 2.546 13.579 16.679 9.652 314.909 5.724 8.379 37.585 638.091 4.751 3.832 20.439 L3 16.291 9.064 260.737 5.374 7.874 33.115 528.323 4.461 3.571 19.046 22.710 13.169 799.760 7.809 11.396 70.179 1620.530 6.482 5.394 28.765 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 76.000- 1 1 1 55.000 L2 55.000- 1 1 1 31.000 L3 31.000- 1 1 1 0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Componen Placement Total Number Start/En Width or Perimete Weight From t Number Per Row d Diamete r Torque Type ft Position r klf Calculation in in * ATCB-B01-040(5/16") C No Surface Ar 52.000- 1 1 -0.300 0.315 0.000 (CaAa) 0.000 -0.230 *** LDFS-50A(7/8) C No Surface Ar 49.000- 5 4 -0.200 1.090 0.000 (CaAa) 0.000 -0.120 12 PAIR(3/8) C No Surface Ar 49.000- 1 1 -0.120 0.400 0.000 (CaAa) 0.000 -0.120 ATCB-B01-040(5/16") C No Surface Ar 52.000- 1 1 -0.300 0.315 0.000 (CaAa) 0.000 -0.230 .. . Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft klf Calculation * tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 40 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft klf Calculation CUI2PSM9P6XXX B No No Inside Pole 65.000-0.000 1 No Ice 0.000 0.002 (1-1/2) 1/2"Ice 0.000 0.002 1"Ice 0.000 0.002 2"Ice 0.000 0.002 HCS 2.0 Part 3(1- C No No Inside Pole 75.000-0.000 2 No Ice 0.000 0.002 1/2) 1/2"Ice 0.000 0.002 1"Ice 0.000 0.002 2"Ice 0.000 0.002 860 10014(3/8) B No No Inside Pole 51.500-0.000 3 No Ice 0.000 0.000 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 WR-VG86ST- B No No Inside Pole 51.500-0.000 1 No Ice 0.000 0.001 BRD(3/4) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 2"Ice 0.000 0.001 WR-VG86ST- B No No Inside Pole 51.500-0.000 2 No Ice 0.000 0.001 BRD(3/4) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 2"Ice 0.000 0.001 2"Rigid Conduit B No No Inside Pole 51.500-0.000 1 No Ice 0.000 0.003 1/2"Ice 0.000 0.003 1"Ice 0.000 0.003 2"Ice 0.000 0.003 LDF5-50A(7/8) C No No Inside Pole 51.500-0.000 6 No Ice 0.000 0.000 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 ... Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft' K L1 76.000-55.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.024 C 0.000 0.000 0.000 0.000 0.068 L2 55.000-31.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.150 C 0.000 0.000 9.891 0.000 0.157 L3 31.000-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.214 C 0.000 0.000 16.709 0.000 0.226 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L1 76.000-55.000 A 1.365 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.024 C 0.000 0.000 0.000 0.000 0.068 L2 55.000-31.000 A 1.307 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.150 C 0.000 0.000 33.420 0.000 0.466 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 41 Tower Tower Face Ice AR AF CAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L3 31.000-0.000 A 1.176 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.214 C 0.000 0.000 54.529 0.000 0.731 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 76.000-55.000 0.000 0.000 0.000 0.000 L2 55.000-31.000 0.752 2.024 1.210 2.883 L3 31.000-0.000 0.925 2.510 1.523 3.694 Note: For pole sections,center of pressure calculations do not consider feed line shielding. r Shielding Factor Ka Tower Feed Line Description Feed Line K. K. Section Record No. Segment No Ice Ice Elev. L2 9 ATCB-B01-040(5/16") 31.00- 1.0000 1.0000 52.00 L2 15 LDF5-50A(7/8) 31.00- 1.0000 1.0000 49.00 L2 17 12 PA1R(3/8) 31.00- 1.0000 1.0000 49.00 L2 18 ATCB-B01-040(5/16") 31.00- 1.0000 1.0000 52.00 L3 9 ATCB-B01-040(5/16") 0.00-31.00 1.0000 1.0000 L3 15 LDF5-50A(7/8) 0.00-31.00 1.0000 1.0000 L3 17 12 PAIR(3/8) 0.00-31.00 1.0000 1.0000 L3 18 ATCB-B01-040(5/16") 0.00-31.00 1.0000 1.0000 User Defined Loads - Seismic Description Elevation Offset Azimuth E„ Er. En: Eh From Angle Centroid ft ft K K K K CCISeismic Tower Section 1 - 75.500 0.000 0.000 0.006 0.000 0.000 0.013 1 CCISeismic Tower Section 1 - 70.000 0.000 0.000 0.064 0.000 0.000 0.110 2 CCISeismic Tower Section 1 - 60.000 0.000 0.000 0.064 0.000 0.000 0.081 3 CCISeismic Tower Section 2- 53.000 0.000 0.000 0.013 0.000 0.000 0.013 1 CCISeismic Tower Section 2- 46.000 0.000 0.000 0.036 0.000 0.000 0.027 2 CCISeismic Tower Section 2- 36.000 0.000 0.000 0 042 0.000 0.000 0.019 3 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 42 Description Elevation Offset Azimuth Ev En. Eh: Eh From Angle Centroid ft ft K K K K CCISeismic Tower Section 3- 32.000 0.000 0.000 0.017 0.000 0.000 0.006 1 CCISeismic Tower Section 3- 25.000 0.000 0.000 0.047 0.000 0.000 0.010 2 CCISeismic Tower Section 3- 15.000 0.000 0.000 0.053 0.000 0.000 0.004 3 CCISeismic Tower Section 3- 5.000 0.000 0.000 0.058 0.000 0.000 0.001 4 CCISeismic kmw 49.000 0.000 0.000 0.013 0.000 0.000 0.011 communications EPBQ- 652L8H8 wl Mount Pipe CCISeismic kmw 49.000 0.000 0.000 0.013 0.000 0.000 0.011 communications EPBQ- 652L8H8 wl Mount Pipe CCISeismic kmw 49.000 0.000 0.000 0.013 0.000 0.000 0.011 communications EPBQ- 652L8H8 wl Mount Pipe CCISeismic(2)cellmax 49.000 0.000 0.000 0.041 0.000 0.000 0.034 technologies CMA- UBTULBULBHH/6517/17/21/ 21 w/Mount Pipe CCISeismic(2)cellmax 49.000 0.000 0.000 0.041 0.000 0.000 0.034 technologies CMA- UBTULBULBHH/6517/17/21/ 21 w/Mount Pipe CCISeismic(2)cellmax 49.000 0.000 0.000 0.041 0.000 0.000 0.034 technologies CMA- UBTULBULBHH/6517/17/21/ 21 w/Mount Pipe CCISeismic alcatel lucent B25 49.000 0.000 0.000 0.007 0.000 0.000 0.006 RRH4X30 CCISeismic alcatel lucent B25 49.000 0.000 0.000 0.007 0.000 0.000 0.006 RRH4X30 CCISeismic alcatel lucent B25 49.000 0.000 0.000 0.007 0.000 0.000 0.006 RRH4X30 CCISeismic nokia 49.000 0.000 0.000 0.011 0.000 0.000 0.009 AHLBA_CCIV2 CCISeismic nokia 49.000 0.000 0.000 0.011 0.000 0.000 0.009 AHLBA_CCIV2 CCISeismic nokia 49.000 0.000 0.000 0.011 0.000 0.000 0.009 AHLBA_CCIV2 CCISeismic alcatel lucent 49.000 0.000 0.000 0.009 0.000 0.000 0.008 B66A RRH4X45 CCISeismic alcatel lucent 49.000 0.000 0.000 0.009 0.000 0.000 0.008 B66A RRH4X45 CCISeismic alcatel lucent 49.000 0.000 0.000 0.009 0.000 0.000 0.008 B66A RRH4X45 CCISeismic nokia 49.000 0.000 0.000 0.005 0.000 0.000 0.004 AHCA_CCIV3 CCISeismic nokia 49.000 0.000 0.000 0.005 0.000 0.000 0.004 AHCA_CCIV3 CCISeismic nokia 49.000 0.000 0.000 0.005 0.000 0.000 0.004 AHCA_CCIV3 CCISeismic alcatel lucent 49.000 0.000 0.000 0.010 0.000 0.000 0.008 RRH4X25-B30 CCISeismic alcatel lucent 49.000 0.000 0.000 0.010 0.000 0.000 0.008 RRH4X25-B30 CCISeismic alcatel lucent 49.000 0.000 0.000 0.010 0.000 0.000 0.008 RRH4X25-B30 CCISeismic raycap DC9-48- 49.000 0.000 0.000 0.004 0.000 0.000 0.003 60-24-8C-EV CCISeismic(2)raycap DC6- 49.000 0.000 0.000 0.005 0.000 0.000 0.005 48-60-18-8F CCISeismic F4P-12-H10 49.000 0.000 0.000 0.518 0.000 0.000 0.438 CCISeismic tower mounts 10' 49.000 0.000 0.000 0.008 0.000 0.000 0.007 x 2.875"Mount Pipe CCISeismic tower mounts 10' 49.000 0.000 0.000 0.008 0.000 0.000 0.007 x 2.875"Mount Pipe tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 43 Description Elevation Offset Azimuth E Eha Eh, Eh From Angle Centroid ft ft K K K K CCISeismic(5)tower mounts 49.000 0.000 0.000 0.040 0.000 0.000 0.034 10'x 2.875"Mount Pipe CCISeismic cellmax 65.000 0.000 0.000 0.019 0.000 0.000 0.029 technologies CMA- U BT U L B U L B H H/6516/16/21/ 21 w/Mount Pipe CCISeismic jma wireless 65.000 0.000 0.000 0.015 0.000 0.000 0.022 MX08FRO665-21 wl Mount Pipe CCISeismic jma wireless 65.000 0.000 0.000 0.015 0.000 0.000 0.022 MX08FRO665-21 wl Mount Pipe CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.009 0.000 0.000 0.013 B604 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.009 0.000 0.000 0.013 B604 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.009 0.000 0.000 0.013 B604 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.010 0.000 0.000 0.015 B605 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.010 0.000 0.000 0.015 B605 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.010 0.000 0.000 0.015 B605 CCISeismic raycap RDIDC- 65.000 0.000 0.000 0.003 0.000 0.000 0.004 9181-PF-48 CCISeismic tower mounts 65.000 0.000 0.000 0.239 0.000 0.000 0.356 Commscope MC-PK8-DSH CCISeismic(2)tower mounts 65.000 0.000 0.000 0.008 0.000 0.000 0.012 8'x 2"Mount Pipe CCISeismic(2)tower mounts 65.000 0.000 0.000 0.008 0.000 0.000 0.012 8'x 2"Mount Pipe CCISeismic(2)tower mounts 65.000 0.000 0.000 0.008 0.000 0.000 0.012 8'x 2"Mount Pipe CCISeismic nokia AEHC w/ 75.000 0.000 0.000 0.016 0.000 0.000 0.031 Mount Pipe CCISeismic nokia AEHC w/ 75.000 0.000 0.000 0.016 0.000 0.000 0.031 Mount Pipe CCISeismic nokia AEHC w/ 75.000 0.000 0.000 0.016 0.000 0.000 0.031 Mount Pipe CCISeismic commscope 75.000 0.000 0.000 0.021 0.000 0.000 0.043 FFW-65C-R3-V1_TMO w/ Mount Pipe CCISeismic commscope 75.000 0.000 0.000 0.021 0.000 0.000 0.043 FFW-65C-R3-V1_TMO w/ Mount Pipe CCISeismic commscope 75.000 0.000 0.000 0.021 0.000 0.000 0.043 FFW-65C-R3-V1_TMO w/ Mount Pipe CCISeismic nokia AHLOA_T- 75.000 0.000 0 000 0.012 0.000 0.000 0.023 MOBILE CCISeismic nokia AHLOA_T- 75.000 0.000 0.000 0.012 0.000 0.000 0.023 MOBILE CCISeismic nokia AHLOA_T- 75.000 0.000 0.000 0.012 0.000 0.000 0.023 MOBILE CCISeismic nokia 75.000 0.000 0.000 0.010 0.000 0.000 0.019 AHFIG_TMO CCISeismic nokia 75.000 0.000 0.000 0.010 0.000 0.000 0.019 AHFIG_TMO CCISeismic nokia 75.000 0.000 0.000 0.010 0.000 0.000 0.019 AHFIG_TMO CCISeismic commscope HCS 75.000 0.000 0.000 0.000 0.000 0.000 0.000 2.0 CCISeismic commscope HCS 75.000 0.000 0.000 0.000 0.000 0.000 0.000 2.0 CCISeismic tower mounts T- 75.000 0.000 0.000 0.106 0.000 0.000 0.210 Arm Mount[TA 602-3] CCISeismic(3)rosenberger 47.000 0.000 0.000 0.001 0.000 0.000 0.001 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 44 Description Elevation Offset Azimuth Ev Eh, Ehr Eh From Angle Centroid ft ft K K K K leoni WR-VG86ST-BRD(3/4) From 0 to 49(45ft to49ft) CCISeismic(3)rosenberger 40.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG86ST-BRD(3/4) From 0 to 49(35ft to45ft) CCISeismic(3)rosenberger 30.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG86ST-BRD(3/4) From 0 to 49(25ft to35ft) CCISeismic(3)rosenberger 20.000 0.000 0.000 0.002 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 49(15ft to25ft) CCISeismic(3)rosenberger 10.000 0.000 0.000 0.002 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 49(5ft to15ft) CCISeismic(3)rosenberger 2.500 0.000 0.000 0.001 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 49(Oft to5ft) CCISeismic andrew ATCB- 48.500 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (45ft to52ft) CCISeismic andrew ATCB- 40.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (35ft to45ft) CCISeismic andrew ATCB- 30.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (25ft to35ft) CCISeismic andrew ATCB- 20.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (15ft to25ft) CCISeismic andrew ATCB- 10.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (5ft to15ft) CCISeismic andrew ATCB- 2.500 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (Oft to5ft) CCISeismic cui 50.000 0.000 0.000 0.003 0.000 0.000 0.003 CU12PSM9P6XXX(1-1/2) From 0 to 65(45ft to55ft) CCISeismic cui 40.000 0.000 0.000 0.003 0.000 0.000 0.002 CU12PSM9P6XXX(1-1/2) From 0 to 65(35ft to45ft) CCISeismic cui 30.000 0.000 0.000 0.003 0.000 0.000 0.001 CU12PSM9P6XXX(1-1/2) From 0 to 65(25ft to35ft) CCISeismic cui 20.000 0.000 0.000 0.003 0.000 0.000 0.001 CU12PSM9P6XXX(1-1/2) From 0 to 65(15ft to25ft) CCISeismic cui 10.000 0.000 0.000 0.003 0.000 0.000 0.000 CU12PSM9P6XXX(1-1/2) From 0 to 65(5ft to15ft) CCISeismic cui 2.500 0.000 0.000 0.002 0.000 0.000 0.000 CU12PSM9P6XXX(1-1/2) From 0 to 65(Oft to5ft) CCISeismic(2)nokia HCS 50.000 0.000 0.000 0.005 0.000 0.000 0.004 2.0 Part 3(1-1/2)From 0 to 75 (45ft to55ft) CCISeismic(2)nokia HCS 40.000 0.000 0.000 0.005 0.000 0.000 0.003 2.0 Part 3(1-1/2)From 0 to 75 (35ft to45ft) CCISeismic(2)nokia HCS 30.000 0.000 0.000 0.005 0.000 0.000 0.002 2.0 Part 3(1-1/2)From 0 to 75 (25ft to35ft) CCISeismic(2)nokia HCS 20.000 0.000 0.000 0.005 0.000 0.000 0.001 2.0 Part 3(1-1/2)From 0 to 75 (15ft to25ft) CCISeismic(2)nokia HCS 10.000 0.000 0.000 0.005 0.000 0.000 0.000 2.0 Part 3(1-1/2)From 0 to 75 (5ft to15ft) tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 45 Description Elevation Offset Azimuth E, Ehx Ehz Eh From Angle Centroid ft ft K K K K CCISeismic(2)nokia HCS 2.500 0.000 0.000 0.002 0.000 0.000 0.000 2.0 Part 3(1-1/2)From 0 to 75 (Oft to5ft) CCISeismic(5)andrew LDF5- 47.000 0.000 0.000 0.001 0.000 0.000 0.001 50A(7/8)From 0 to 49(45ft to49ft) CCISeismic(5)andrew LDF5- 40.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 49(35ft to45ft) CCISeismic(5)andrew LDF5- 30.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 49(25ft to35ft) CCISeismic(5)andrew LDF5- 20.000 0.000 0.000 0.002 0.000 0.000 0.000 50A(7/8)From 0 to 49(15ft to25ft) CCISeismic(5)andrew LDF5- 10.000 0.000 0.000 0.002 0.000 0.000 0.000 50A(7/8)From 0 to 49(5ft to15ft) CCISeismic(5)andrew LDF5- 2.500 0.000 0.000 0.001 0.000 0.000 0.000 50A(7/8)From 0 to 49(Oft to5ft) CCISeismic rosenberger leoni 40.000 0.000 0.000 0.000 0.000 0.000 0.000 12 PAIR(3/8)From 0 to 49 (35ft to45ft) CCISeismic rosenberger leoni 30.000 0.000 0.000 0.000 0.000 0.000 0.000 12 PAIR(3/8)From 0 to 49 (25ft to35ft) CCISeismic rosenberger leoni 20.000 0.000 0.000 0.000 0.000 0.000 0.000 12 PAIR(3/8)From 0 to 49 (15ft to25ft) CCISeismic rosenberger leoni 10.000 0.000 0.000 0.000 0.000 0.000 0.000 12 PAIR(3/8)From 0 to 49 (5ft to15ft) CCISeismic rosenberger leoni 2.500 0.000 0.000 0.000 0.000 0.000 0.000 12 PAIR(3/8)From 0 to 49 (Oft to5ft) CCISeismic andrew ATCB- 48.500 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (45ft to52ft) CCISeismic andrew ATCB- 40.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (35ft to45ft) CCISeismic andrew ATCB- 30.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (25ft to35ft) CCISeismic andrew ATCB- 20.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (15ft to25ft) CCISeismic andrew ATCB- 10.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (5ft to15ft) CCISeismic andrew ATCB- 2.500 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (Oft to5ft) CCISeismic rosenberger leoni 48.250 0.000 0.000 0.001 0.000 0.000 0.000 WR-VG86ST-BRD(3/4)From 0 to 51.5(45ft to51.5ft) CCISeismic rosenberger leoni 40.000 0.000 0.000 0.001 0.000 0.000 0.000 WR-VG86ST-BRD(3/4)From 0 to 51.5(35ft to45ft) CCISeismic rosenberger leoni 30.000 0.000 0.000 0.001 0.000 0.000 0.000 WR-VG86ST-BRD(3/4)From 0 to 51.5(25ft to35ft) CCISeismic rosenberger leoni 20.000 0.000 0.000 0.001 0.000 0.000 0.000 WR-VG86ST-BRD(3/4)From 0 to 51.5(15ft to25ft) CCISeismic rosenberger leoni 10.000 0.000 0.000 0.001 0.000 0.000 0.000 WR-VG86ST-BRD(3/4)From tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 46 Description Elevation Offset Azimuth E° Enx Eh: Eh From Angle Centroid ft ft K K K K 0 to 51.5(5ft to15ft) CCISeismic rosenberger leoni 2.500 0.000 0.000 0.000 0.000 0.000 0.000 WR-VG86ST-BRD(3/4)From 0 to 51.5(Oft to5ft) CCISeismic(2)rosenberger 48.250 0.000 0.000 0.001 0.000 0.000 0.001 leoni WR-VG86ST-BRD(3/4) From 0 to 51.5(45ft to51.5ft) CCISeismic(2)rosenberger 40.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG86ST-BRD(3/4) From 0 to 51.5(35ft to45ft) CCISeismic(2)rosenberger 30.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG86ST-BRD(3/4) From 0 to 51.5(25ft to35ft) CCISeismic(2)rosenberger 20.000 0.000 0.000 0.002 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 51.5(15ft to25ft) CCISeismic(2)rosenberger 10.000 0.000 0.000 0.002 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 51.5(5ft to15ft) CCISeismic(2)rosenberger 2.500 0.000 0.000 0.001 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 51.5(Oft to5ft) CCISeismic miscl 2" Rigid 48.250 0.000 0.000 0.003 0.000 0.000 0.002 Conduit From 0 to 51.5(45ft to51.5ft) CCISeismic miscl 2" Rigid 40.000 0.000 0.000 0.004 0.000 0.000 0.002 Conduit From 0 to 51.5(35ft to45ft) CCISeismic miscl 2"Rigid 30.000 0.000 0.000 0.004 0.000 0.000 0.001 Conduit From 0 to 51.5(25ft to35ft) CCISeismic miscl 2"Rigid 20.000 0.000 0.000 0.004 0.000 0.000 0.001 Conduit From 0 to 51.5(15ft to25ft) CCISeismic miscl 2"Rigid 10.000 0.000 0.000 0.004 0.000 0.000 0.000 Conduit From 0 to 51.5(5ft to15ft) CCISeismic miscl 2"Rigid 2.500 0.000 0.000 0.002 0.000 0.000 0.000 Conduit From 0 to 51.5(Oft to5ft) CCISeismic(6)andrew LDF5- 48.250 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 51.5(45ft to51.5ft) CCISeismic(6)andrew LDF5- 40.000 0.000 0.000 0.003 0.000 0.000 0.002 50A(7/8)From 0 to 51.5(35ft to45ft) CCISeismic(6)andrew LDF5- 30.000 0.000 0.000 0.003 0.000 0.000 0.001 50A(7/8)From 0 to 51.5(25ft to35ft) CCISeismic(6)andrew LDF5- 20.000 0.000 0.000 0.003 0.000 0.000 0.000 50A(7/8)From 0 to 51.5(15ft to25ft) CCISeismic(6)andrew LDF5- 10.000 0.000 0.000 0.003 0.000 0.000 0.000 50A(7/8)From 0 to 51.5(5ft to15ft) CCISeismic(6)andrew 2.500 0.000 0.000 0.001 0.000 0.000 0.000 LDF5-50A(7/8)From 0 to 51.5 (Oft to5ft) Discrete Tower Loads tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 47 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft EPBQ-652L8H8 w/Mount A From Leg 4.000 0.000 49.000 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2" 6.270 4.680 0.178 5.000 Ice 6.800 5.200 0.274 1"Ice 7.900 6.270 0.509 2"Ice EPBQ-652L8H8 w/Mount B From Leg 4.000 0.000 49.000 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2" 6.270 4.680 0.178 5.000 Ice 6.800 5.200 0.274 1"Ice 7.900 6.270 0.509 2"Ice EPBQ-652L8H8 w/Mount C From Leg 4.000 0.000 49.000 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2" 6.270 4.680 0.178 5.000 Ice 6.800 5.200 0.274 1"Ice 7.900 6.270 0.509 2"Ice (2)CMA- A From Leg 4.000 0.000 49.000 No Ice 24.520 8.380 0.148 UBTULBULBHH/6517/17/2 0.000 1/2" 25.680 9.380 0.284 1/21 w/Mount Pipe 6.000 Ice 26.870 10.390 0.435 1"Ice 29.290 12.490 0.782 2"Ice (2)CMA- B From Leg 4.000 0.000 49.000 No Ice 24.520 8.380 0.148 UBTULBULBHH/6517/17/2 0.000 1/2" 25.680 9.380 0.284 1/21 w/Mount Pipe 6.000 Ice 26.870 10.390 0.435 1"Ice 29.290 12.490 0.782 2"Ice (2)CMA- C From Leg 4.000 0.000 49.000 No Ice 24.520 8.380 0.148 UBTULBULBHH/6517/17/2 0.000 1/2" 25.680 9.380 0.284 1/21 w/Mount Pipe 6.000 Ice 26.870 10.390 0.435 1"Ice 29.290 12.490 0.782 2"Ice 825 RRH4X30 A From Leg 4.000 0.000 49.000 No Ice 2.200 1.742 0.055 0.000 1/2" 2.393 1.920 0.075 6.000 Ice 2.593 2.106 0.099 1"Ice 3.015 2.501 0.156 2"Ice B25 RRH4X30 B From Leg 4.000 0.000 49.000 No Ice 2.200 1.742 0.055 0.000 1/2" 2.393 1.920 0.075 6.000 Ice 2.593 2.106 0.099 1"Ice 3.015 2.501 0.156 2"Ice B25 RRH4X30 C From Leg 4.000 0.000 49.000 No Ice 2.200 1.742 0.055 0.000 1/2" 2.393 1.920 0.075 6.000 Ice 2.593 2.106 0.099 1"Ice 3.015 2.501 0.156 2"Ice AHLBA_CCIV2 A From Leg 4.000 0.000 49.000 No Ice 2.229 1.312 0.077 0.000 1/2" 2.422 1.471 0.095 6.000 Ice 2.623 1.637 0.116 1"Ice 3.048 1.990 0.166 2"Ice AHLBA CCIV2 B From Leg 4.000 0.000 49.000 No Ice 2.229 1.312 0.077 0.000 1/2" 2.422 1.471 0.095 6.000 Ice 2.623 1.637 0.116 1"Ice 3.048 1.990 0.166 2"Ice AHLBA_CCIV2 C From Leg 4.000 0.000 49.000 No Ice 2.229 1.312 0.077 0.000 1/2" 2.422 1.471 0.095 6.000 Ice 2.623 1.637 0.116 1"Ice 3.048 1.990 0.166 2"Ice B66A RRH4X45 A From Leg 4.000 0.000 49.000 No Ice 2.580 1.630 0.067 0.000 1/2" 2.794 1.811 0.087 6.000 Ice 3.015 1.999 0.111 1"Ice 3.479 2.396 0.168 2"Ice tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 48 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft B66A RRH4X45 B From Leg 4.000 0.000 49.000 No Ice 2.580 1.630 0.067 0.000 1/2" 2.794 1.811 0.087 6.000 Ice 3.015 1.999 0.111 1"Ice 3.479 2.396 0.168 2"Ice B66A RRH4X45 C From Leg 4.000 0.000 49.000 No Ice 2.580 1.630 0.067 0.000 1/2" 2.794 1.811 0.087 6.000 Ice 3.015 1.999 0.111 1"Ice 3.479 2.396 0.168 2"Ice AHCA_CCIV3 A From Leg 4.000 0.000 49.000 No Ice 1.533 0.823 0.037 0.000 1/2" 1.688 0.948 0.050 6.000 Ice 1.851 1.079 0.065 1"Ice 2.199 1.365 0.103 2"Ice AHCA_CCIV3 B From Leg 4.000 0.000 49.000 No Ice 1.533 0.823 0.037 0.000 1/2" 1.688 0.948 0.050 6.000 Ice 1.851 1.079 0.065 1"Ice 2.199 1.365 0.103 2"Ice AHCA_CCIV3 C From Leg 4.000 0.000 49.000 No Ice 1.533 0.823 0.037 0.000 1/2" 1.688 0.948 0.050 6.000 Ice 1.851 1.079 0.065 1"Ice 2.199 1.365 0.103 2"Ice RRH4X25-B30 A From Leg 4.000 0.000 49.000 No Ice 2.901 2.031 0.070 0.000 1/2" 3.134 2.235 0.093 6.000 Ice 3.375 2.446 0.120 1"Ice 3.878 2.890 0.185 2"Ice RRH4X25-830 B From Leg 4.000 0.000 49.000 No Ice 2.901 2.031 0.070 0.000 1/2" 3.134 2.235 0.093 6.000 Ice 3.375 2.446 0.120 1"Ice 3.878 2.890 0.185 2"Ice RRH4X25-B30 C From Leg 4.000 0.000 49.000 No Ice 2.901 2.031 0.070 0.000 1/2" 3.134 2.235 0.093 6.000 Ice 3.375 2.446 0.120 1"Ice 3.878 2.890 0.185 2"Ice DC9-48-60-24-8C-EV A From Leg 0.500 0.000 49.000 No Ice 1.175 1.175 0.026 0.000 1/2" 1.792 1.792 0.047 4.000 Ice 2.002 2.002 0.070 1"Ice 2.451 2.451 0.125 2"Ice (2)DC6-48-60-18-8F A From Leg 4.000 0.000 49.000 No Ice 1.212 1.212 0.020 0.000 1/2" 1.892 1.892 0.042 4.000 Ice 2.105 2.105 0.067 1"Ice 2.570 2.570 0.126 2"Ice F4P-12-H10 C None 0.000 49.000 No Ice 49.280 49.280 3.790 1/2" 61.520 61.520 4.428 Ice 77.560 77.560 5.300 1"Ice 109.640 109.640 7.044 2"Ice 10'x 2.875"Mount Pipe A From Leg 4.000 0.000 49.000 No Ice 2.875 2.875 0.058 0.000 1/2" 3.907 3.907 0.079 0.000 Ice 4.956 4.956 0.107 1"Ice 6.188 6.188 0.182 2"Ice 10'x 2.875"Mount Pipe B From Leg 4.000 0.000 49.000 No Ice 2.875 2.875 0.058 0.000 1/2" 3.907 3.907 0.079 0.000 Ice 4.956 4.956 0.107 1"Ice 6.188 6.188 0.182 2"Ice tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 49 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft ft2 K ft ft (5)10'x 2.875"Mount Pipe C From Leg 4.000 0.000 49.000 No Ice 2.875 2.875 0.058 0.000 1/2" 3.907. 3.907 0.079 0.000 Ice 4.956 4.956 0.107 1"Ice 6.188 6.188 0.182 2"Ice CMA- A From Leg 4.000 0.000 65.000 No Ice 17.530 6.200 0.142 UBTULBULBHH/6516/16/2 0.000 1/2" 18.430 6.950 0.245 1/21 w/Mount Pipe 0.000 Ice 19.350 7.710 0.360 1"Ice 21.250 9.300 0.627 2"Ice MX08FR0665-21 wl B From Leg 4.000 0.000 65.000 No Ice 8.010 4.230 0.108 Mount Pipe 0.000 1/2" 8.520 4.690 0.194 0.000 Ice 9.040 5.160 0.292 1"Ice 10.110 6.120 0.522 2"Ice MX08FR0665-21 w/ C From Leg 4.000 0.000 65.000 No Ice 8.010 4.230 0.108 Mount Pipe 0.000 1/2" 8.520 4.690 0.194 0.000 Ice 9.040 5.160 0.292 1"Ice 10.110 6.120 0.522 2"Ice TA08025-B604 A From Leg 4.000 0.000 65.000 No Ice 1.964 0.981 0.064 0.000 1/2" 2.138 1.112 0.081 0.000 Ice 2.320 1.250 0.100 1"Ice 2.705 1.548 0.148 2"Ice TA08025-B604 B From Leg 4.000 0.000 65.000 No Ice 1.964 0.981 0.064 0.000 1/2" 2.138 1.112 0.081 0.000 Ice 2.320 1.250 0.100 1"Ice 2.705 1.548 0.148 2"Ice TA08025-8604 C From Leg 4.000 0.000 65.000 No Ice 1.964 0.981 0.064 0.000 1/2" 2.138 1.112 0.081 0.000 Ice 2.320 1.250 0.100 1"Ice 2.705 1.548 0.148 2"Ice TA08025-B605 A From Leg 4.000 0.000 65.000 No Ice 1.964 1.129 0.075 0.000 1/2" 2.138 1.267 0.093 0.000 Ice 2.320 1.411 0.114 1"Ice 2.705 1.723 0.164 2"Ice TA08025-B605 B From Leg 4.000 0.000 65.000 No Ice 1.964 1.129 0.075 0.000 1/2" 2.138 1.267 0.093 0.000 Ice 2.320 1.411 0.114 1"Ice 2.705 1.723 0.164 2"Ice TA08025-B605 C From Leg 4.000 0.000 65.000 No Ice 1.964 1.129 0.075 0.000 1/2" 2.138 1.267 0.093 0.000 Ice 2.320 1.411 0.114 1"Ice 2.705 1.723 0.164 2"Ice RDIDC-9181-PF-48 A From Leg 4.000 0.000 65.000 No Ice 2.312 1.293 0.022 0.000 1/2" 2.502 1.448 0.041 0.000 Ice 2.700 1.610 0.063 1"Ice 3.118 1.957 0.117 2"Ice Commscope MC-PK8-DSH C None 0.000 65.000 No Ice 34.240 34.240 1.749 1/2" 62.950 62.950 2.099 Ice 91.660 91.660 2.450 1"Ice 149.080 149.080 3.151 2"Ice (2)8'x 2"Mount Pipe A From Leg 4.000 0.000 65.000 No Ice 1.900 1.900 0.029 0.000 1/2" 2.728 2.728 0.044 0.000 Ice 3.401 3.401 0.063 1"Ice 4.396 4.396 0.119 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 50 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 2"Ice (2)8'x 2"Mount Pipe B From Leg 4.000 0.000 65.000 No Ice 1.900 1.900 0.029 0.000 1/2" 2.728 2.728 0.044 0.000 Ice 3.401 3.401 0.063 1"Ice 4.396 4.396 0.119 2"Ice (2)8'x 2"Mount Pipe C From Leg 4.000 0.000 65.000 No Ice 1.900 1.900 0.029 0.000 1/2" 2.728 2.728 0.044 0.000 Ice 3.401 3.401 0.063 1"Ice 4.396 4.396 0.119 2"Ice AEHC w/Mount Pipe A From Leg 4.000 0.000 75.000 No Ice 6.910 2.770 0.114 0.000 1/2" 7.400 3.150 0.165 0.000 Ice 7.910 3.550 0.223 1"Ice 8.990 4.390 0.363 2"Ice AEHC w/Mount Pipe B From Leg 4.000 0.000 75.000 No Ice 6.910 2.770 0.114 0.000 1/2" 7.400 3.150 0.165 0.000 Ice 7.910 3.550 0.223 1"Ice 8.990 4.390 0.363 2"Ice AEHC w/Mount Pipe C From Leg 4.000 0.000 75.000 No Ice 6.910 2.770 0.114 0.000 1/2" 7.400 3.150 0.165 0.000 Ice 7.910 3.550 0.223 1"Ice 8.990 4.390 0.363 2''Ice FFVV-65C-R3-V1_TMO w/ A From Leg 4.000 0.000 75.000 No Ice 12.970 6.200 0.157 Mount Pipe 0.000 1/2" 13.620 6.770 0.292 0.000 Ice 14.270 7.360 0.442 1"Ice 15.620 8.570 0.786 2"Ice FFVV-65C-R3-V1_TMO w/ B From Leg 4.000 0.000 75.000 No Ice 12.970 6.200 0.157 Mount Pipe 0.000 1/2" 13.620 6.770 0.292 0.000 Ice 14.270 7.360 0.442 1"Ice 15.620 8.570 0.786 2"Ice FFVV-65C-R3-V1_TMO w/ C From Leg 4.000 0.000 75.000 No Ice 12.970 6.200 0.157 Mount Pipe 0.000 1/2" 13.620 6.770 0.292 0.000 Ice 14.270 7.360 0.442 1"Ice 15.620 8.570 0.786 2"Ice AHLOA_T-MOBILE A From Leg 4.000 0.000 75.000 No Ice 2.860 1.848 0.084 0.000 1/2" 3.083 2.037 0.107 0.000 Ice 3.313 2.233 0.133 • 1"Ice 3.797 2.647 0.197 2"Ice AHLOA_T-MOBILE B From Leg 4.000 0.000 75.000 No Ice 2.860 1.848 0.084 0.000 1/2" 3.083 2.037 0.107 0.000 Ice 3.313 2.233 0.133 1"Ice 3.797 2.647 0.197 2"Ice AHLOA_T-MOBILE C From Leg 4.000 0.000 75.000 No Ice 2.860 1.848 0.084 0.000 1/2" 3.083 2.037 0.107 0.000 Ice 3.313 2.233 0.133 1"Ice 3.797 2.647 0.197 2"Ice AHFIG_TMO A From Leg 4.000 0.000 75.000 No Ice 3.082 1.470 0.071 0.000 1/2" 3.317 1.658 0.092 0.000 Ice 3.560 1.854 0.116 1"Ice 4.066 2.265 0.175 2"Ice AHFIG_TMO B From Leg 4.000 0.000 75.000 No Ice 3.082 1.470 0.071 0.000 1/2" 3.317 1.658 0.092 0.000 Ice 3.560 1.854 0.116 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 51 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 1"Ice 4.066 2.265 0.175 2"Ice AHFIG_TMO C From Leg 4.000 0.000 75.000 No Ice 3.082 1.470 0.071 0.000 1/2" 3.317 1.658 0.092 0.000 Ice 3.560 1.854 0.116 1"Ice 4.066 2.265 0.175 2"Ice HCS 2.0 A From Leg 4.000 0.000 75.000 No Ice 0.944 0.698 0.001 0.000 1/2" 1.078 0.817 0.010 0.000 Ice 1.221 0.944 0.020 1"Ice 1.527 1.218 0.047 2"Ice HCS 2.0 B From Leg 4.000 0.000 75.000 No Ice 0.944 0.698 0.001 0.000 1/2" 1.078 0.817 0.010 0.000 Ice 1.221 0.944 0.020 1"Ice 1.527 1.218 0.047 2"Ice T-Arm Mount[TA 602-3] C None 0.000 75.000 No Ice 13.400 13.400 0.774 1/2" 16.440 16.440 1.004 Ice 19.700 19.700 1.292 1" Ice 25.860 25.860 2.053 2"Ice Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind O deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 52 Comb. Descnption No. 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service 51 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 52 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 53 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 54 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 55 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 56 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 57 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 58 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 59 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 60 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 61 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 62 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 63 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 64 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 68 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 69 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 71 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 72 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 73 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 74 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 76-55 Pole Max Tension 69 0.002 -0.000 0.000 Max.Compression 26 -13.042 0.403 0.992 Max. Mx 20 -6.203 65.032 0.305 Max. My 2 -6.154 0.162 67.108 Max.Vy 20 -4.508 65.032 0.305 Max.Vx 14 4.674 0.060 -66.522 Max.Torque 9 0.246 L2 55-31 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -29.352 3.717 0.546 Max.Mx 20 -14.574 245.679 -0.017 Max.My 14 -14.533 1.187 -250.203 Max.Vy 20 -9.507 112.317 -0.031 Max.Vx 14 9.695 1.066 -114.218 Max.Torque 3 0.559 L3 31 -0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -33.208 4.383 0.075 Max. Mx 20 -17.864 535.518 -0.011 Max. My 14 -17.863 1.224 -545.443 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 53 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Vy 20 -9.054 287.597 -0.014 Max.Vx 14 9.226 1.210 -292.928 Max.Torque 3 0.550 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal, Z Load K K K Comb. Pole Max.Vert 36 33.208 1.224 0.000 Max. Hz 20 17.886 7.942 0.002 Max. H: 2 17.886 0.002 8.080 Max. Mx 2 545.054 0.002 8.080 Max.Mz 8 532.662 -7.942 -0.002 Max.Torsion 3 0.543 0.002 8.080 Min.Vert 56 11.376 -1.875 1.083 Min.H: 8 17.886 -7.942 -0.002 Min.H: 14 17.886 -0.002 -8.080 Min.M„ 14 -545.443 -0.002 -8.080 Min.M: 20 -535.518 7.942 0.002 Min.Torsion 15 -0.541 -0.002 -8.080 Tower Mast Reaction Summary Load Vertical Shear, Shears Overturning Overturning Torque Combination Moment, Mx Moment, M: K K K kip-ft kip-ft kip-ft Dead Only 14.905 -0.000 0.000 0.158 1.182 -0.000 1.2 Dead+1.0 Wind 0 deg- 17.886 -0.002 -8.080 -545.054 1.618 -0.511 No Ice 0.9 Dead+1.0 Wind 0 deg- 13.415 -0.002 -8.080 -514.089 1.160 -0.543 No Ice 1.2 Dead+1.0 Wind 30 deg- 17.886 3.966 -6.996 -471.968 -265.218 -0.486 No Ice 0.9 Dead+1.0 Wind 30 deg- 13.415 3.966 -6.996 -445.149 -250.510 -0.513 No Ice 1.2 Dead+1.0 Wind 60 deg- 17.886 7.034 -4.132 -275.163 -465.585 -0.321 No Ice 0.9 Dead+1.0 Wind 60 deg- 13.415 7.034 -4.132 -259.597 -439.573 -0.337 No Ice 1.2 Dead+1.0 Wind 90 deg- 17.886 7.942 0.002 0.406 -532.662 -0.061 No Ice 0.9 Dead+1.0 Wind 90 deg- 13.415 7.942 0.002 0.333 -502.725 -0.062 No Ice 1.2 Dead+1.0 Wind 120 deg 17.886 6.873 4.042 273.105 -460.900 0.215 -No Ice 0.9 Dead+1.0 Wind 120 deg 13.415 6.873 4.042 257.498 -435.051 0.230 -No Ice 1.2 Dead+1.0 Wind 150 deg 17.886 3.969 6.998 472.554 -265.543 0.424 -No Ice 0.9 Dead+1.0 Wind 150 deg 13.415 3.969 6.998 445.611 -250.818 0.450 -No Ice 1.2 Dead+1.0 Wind 180 deg 17.886 0.002 8.080 545.443 1.223 0.509 -No Ice 0.9 Dead+1.0 Wind 180 deg 13.415 0.002 8.080 514.368 0.792 0.541 -No Ice 1.2 Dead+1.0 Wind 210 deg 17.886 -3 966 6.996 472.367 268.051 0.459 -No Ice 0.9 Dead+1.0 Wind 210 deg 13.415 -3.966 6.996 445.439 252.459 0.488 -No Ice 1.2 Dead+1.0 Wind 240 deg 17.886 -7.034 4.132 275.576 468.423 0.296 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 54 Load Vertical Shear Shears Overturning Overturning Torque Combination Moment, Mx Moment, Ms K K K kip-ft kip-ft kip-ft -No Ice 0.9 Dead+1.0 Wind 240 deg 13.415 -7.034 4.132 259.896 441.531 0.313 -No Ice 1.2 Dead+1.0 Wind 270 deg 17.886 -7.942 -0.002 0.011 535.518 0.062 -No Ice 0.9 Dead+1.0 Wind 270 deg 13.415 -7.942 -0.002 -0.036 504.699 0.063 -No Ice 1.2 Dead+1.0 Wind 300 deg 17.886 -6.873 -4.042 -272.697 463.765 -0.189 -No Ice 0.9 Dead+1.0 Wind 300 deg 13.415 -6.873 -4.042 -257.212 437.027 -0.206 -No Ice 1.2 Dead+1.0 Wind 330 deg 17.886 -3.969 -6.998 -472.160 268.401 -0.399 -No Ice 0.9 Dead+1.0 Wind 330 deg 13.415 -3.969 -6.998 -445.334 252.783 -0.427 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 33.208 -0.000 -0.000 -0.075 4.383 -0.000 1.2 Dead+1.0 Wind 0 33.208 -0.000 -1.239 -113.243 4.413 -0.066 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 33.208 0.612 -1.073 -98.116 -51.402 -0.052 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 33.208 1 060 -0.619 -56.664 -92.275 -0.025 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 33.208 1.224 0.000 -0.045 -107.199 0.010 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 33.208 1.060 0.620 56.567 -92.308 0.042 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 33.208 0.612 1.073 97.999 -51.457 0.062 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 33.208 0.000 1.239 113.098 4.352 0.066 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 33.208 -0.612 1.073 97.964 60.173 0.052 deg+1.0 Ice+1.0 Temp 1.2 0ead+1.0 Wind 240 33.208 -1.060 0 619 56.509 101.041 0.024 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 33.208 -1.224 -0.000 -0.106 115.955 -0.010 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 33.208 -1.060 -0.620 -56.712 101.069 -0.041 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 33.208 -0.612 -1.073 -98.142 60.223 -0.062 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 14.905 -0.001 -2.968 -194.261 1.250 -0.200 Dead+Wind 30 deg-Service 14.905 1.457 -2.570 -168.190 -93.934 -0.195 Dead+Wind 60 deg-Service 14.905 2.585 -1.518 -98.055 -165.465 -0.137 Dead+Wind 90 deg-Service 14.905 2.918 0.001 0.229 -189.275 -0.041 Dead+Wind 120 deg- 14.905 2.526 1.485 97.439 -163.703 0.066 Service Dead+Wind 150 deg- 14.905 1.459 2.571 168.577 -94.051 0.154 Service Dead+Wind 180 deg- 14.905 0.001 2.968 194.579 1.113 0.200 Service Dead+Wind 210 deg- 14.905 -1.457 2.570 168.509 96.296 0.192 Service Dead+Wind 240 deg- 14.905 -2.585 1.518 98.377 167.828 0.134 Service Dead+Wind 270 deg- 14.905 -2.918 -0.001 0.092 191.641 0.041 Service Dead+Wind 300 deg- 14.905 -2.526 -1.485 -97.119 166.070 -0.063 Service Dead+Wind 330 deg- 14.905 -1.459 -2.571 -168.259 96.417 -0.151 Service 1.2 Dead+1.0 Ev+1.0 Eh 0 19.924 -0.000 -2.165 -169.377 1.587 0.033 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 11.376 0.000 -2.165 -150.323 0.999 0.021 deg 1.2 Dead+1.0 Ev+1.0 Eh 30 19.924 1.083 -1.875 -146.706 -83.229 0.028 deg 0.9 Dead-1.0 Ev+1.0 Eh 30 11.376 1.083 -1.875 -130.175 -74.238 0.018 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 19.924 1.875 -1.083 -84.617 -145.322 0.016 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 55 Load Vertical Shearx Shear: Overturning Overturning Torque Combination Moment,M,, Moment M: K K K kip-ft kip-ft kip-ft deg 0.9 Dead-1.0 Ev+1.0 Eh 60 11.376 1.875 -1.083 -75.099 -129.316 0.010 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 19.924 2.165 0.000 0.202 -167.999 -0.000 deg 0.9 Dead-1.0 Ev+1.0 Eh 90 11.376 2.165 0.000 0.138 -149.466 -0.000 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 19.924 1.875 1.083 85.020 -145.322 -0.017 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 11.376 1.875 1.083 75.375 -129.316 -0.011 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 19.924 1.083 1.875 147.109 -83.229 -0.029 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 11.376 1.083 1.875 130.451 -74.238 -0.019 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 19.924 -0.000 2.165 169.780 1.587 -0.033 deg I 0.9 Dead-1.0 Ev+1.0 Eh 180 11.376 0.000 2.165 150.599 0.999 -0.021 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 19.924 -1.083 1.875 147.102 86.401 -0.028 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 11.376 -1.083 1.875 130.449 76.234 -0.018 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 19.924 -1.875 1.083 85.013 148.486 -0.016 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 11.376 -1.875 1.083 75.372 131.308 -0.010 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 19.924 -2.165 0.000 0.202 171.158 0.000 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 11.376 -2.165 0.000 0.138 151.456 0.000 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 19.924 -1.875 -1.083 -84.610 148.486 0.017 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 11.376 -1.875 -1.083 -75.096 131.308 0.011 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 19.924 -1.083 -1.875 -146.699 86.401 0.029 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 11.376 -1.083 -1.875 -130.172 76.234 0.018 deq Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -14.905 0.000 0.000 14.905 -0.000 0.000% 2 -0.002 -17.886 -8.080 0.002 17.886 8.080 0.000% 3 -0.002 -13.415 -8.080 0.002 13.415 8.080 0.000% 4 3.966 -17.886 -6.996 -3.966 17.886 6.996 0.000% 5 3.966 -13.415 -6.996 -3.966 13.415 6.996 0.000% 6 7.034 -17.886 -4.132 -7.034 17.886 4.132 0.000% 7 7.034 -13.415 -4.132 -7.034 13.415 4.132 0.000% 8 7.942 -17.886 0.002 -7.942 17.886 -0.002 0.000% 9 7.942 -13.415 0.002 -7.942 13.415 -0.002 0.000% 10 6.873 -17.886 4.042 -6.873 17.886 -4.042 0.000% 11 6.873 -13.415 4.042 -6.873 13.415 -4.042 0.000% 12 3.969 -17.886 6.998 -3.969 17.886 -6.998 0.000% 13 3.969 -13.415 6.998 -3.969 13.415 -6.998 0.000% 14 0.002 -17.886 8.080 -0.002 17.886 -8.080 0.000% 15 0.002 -13.415 8.080 -0.002 13.415 -8.080 0.000% 16 -3.966 -17.886 6.996 3.966 17.886 -6.996 0.000% 17 -3.966 -13.415 6.996 3.966 13.415 -6.996 0.000% 18 -7.034 -17.886 4.132 7.034 17.886 -4.132 0.000% 19 -7.034 -13.415 4.132 7.034 13.415 -4.132 0.000% 20 -7.942 -17.886 -0.002 7.942 17.886 0.002 0.000% 21 -7.942 -13.415 -0.002 7.942 13.415 0.002 0.000% tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 57 8 Yes 7 0.00002178 0.00025653 9 Yes 6 0.00000001 0.00052211 10 Yes 10 0.00000001 0.00031105 11 Yes 9 0.00000001 0.00018403 12 Yes 10 0.00000001 0.00030591 13 Yes 9 0.00000001 0.00017993 14 Yes 8 0.00000001 0.00024524 15 Yes 7 0.00000001 0.00030385 16 Yes 10 0.00000001 0.00031792 17 Yes 9 0.00000001 0.00018893 18 Yes 10 0.00000001 0.00030643 19 Yes 9 0.00000001 0.00017967 20 Yes 7 0.00002143 0.00032576 21 Yes 6 0.00000001 0.00062712 22 Yes 10 0.00000001 0.00030866 23 Yes 9 0.00000001 0.00018191 24 Yes 10 0.00000001 0.00031552 25 Yes 9 0.00000001 0.00018709 26 Yes 8 0.00000001 0.00003870 27 Yes 9 0.00056598 0.00040460 28 Yes 10 0.00026381 0.00057168 29 Yes 10 0.00026374 0.00060132 30 Yes 9 0.00056668 0.00031578 31 Yes 10 0.00026373 0.00057604 32 Yes 10 0.00026370 0.00054902 33 Yes 9 0.00056566 0.00039362 34 Yes 10 0.00026285 0.00071495 35 Yes 10 0.00026299 0.00067993 36 Yes 9 0.00056542 0.00035287 37 Yes 10 0.00026291 0.00071140 38 Yes 10 0.00026287 0.00074713 39 Yes 6 0.00000001 0.00063460 40 Yes 8 0.00000001 0.00025782 41 Yes 8 0.00000001 0.00027933 42 Yes 6 0.00000001 0.00022765 43 Yes 8 0.00000001 0.00026833 44 Yes 8 0.00000001 0.00026267 45 Yes 6 0.00000001 0.00062143 46 Yes 8 0.00000001 0.00029200 47 Yes 8 0.00000001 0.00027355 48 Yes 6 0.00000001 0.00024319 49 Yes 8 0.00000001 0.00027640 50 Yes 8 0.00000001 0.00028800 51 Yes 6 0.00029237 0.00078766 52 Yes 5 0.00007529 0.00065453 53 Yes 8 0.00000001 0.00086337 54 Yes 7 0.00000001 0.00028322 55 Yes 8 0.00000001 0.00085762 56 Yes 7 0.00000001 0.00028131 57 Yes 6 0.00029282 0.00073924 58 Yes 5 0.00007539 0.00062772 59 Yes 8 0.00000001 0.00086140 60 Yes 7 0.00000001 0.00028229 61 Yes 8 0.00000001 0.00086173 I 62 Yes 7 0.00000001 0.00028268 63 Yes 6 0.00029238 0.00078978 64 Yes 5 0.00007529 0.00065608 65 Yes 8 0.00000001 0.00090972 66 Yes 7 0.00000001 0.00029371 67 Yes 8 0.00000001 0.00091535 68 Yes 7 0.00000001 0.00029560 69 Yes 6 0.00029194 0.00077779 70 Yes 5 0.00007519 0.00065201 71 Yes 8 0.00000001 0.00091108 72 Yes 7 0.00000001 0.00029451 73 Yes 8 0.00000001 0.00091128 74 Yes 7 0.00000001 0.00029425 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 58 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 76-55 45.338 45 4.611 0.010 L2 55-31 25.385 45 4.376 0.010 L3 34-0 9.549 45 2.708 0.005 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 75.500 CCISeismic Tower Section 1 -1 45 44.849 4.614 0.011 6294 75.000 AEHC w/Mount Pipe 45 44.360 4.617 0.011 6294 70.000 CCISeismic Tower Section 1 -2 45 39.484 4.642 0.011 5245 65.000 CMA- 45 34.665 4.630 0.011 2860 U BTULBULBHH/6516/16/21/21 w/Mount Pipe 60.000 CCISeismic Tower Section 1 -3 45 29.949 4.551 0.011 1965 53.000 CCISeismic Tower Section 2-1 45 23.612 4.272 0.010 1248 50.000 CCISeismic cui 45 21.027 4.083 0.009 1013 CU12PSM9P6XXX(1-1/2)From 0 to 65(45ft to55ft) 49.000 EPBQ-652L8H8 w/Mount Pipe 45 20.188 4.012 0.009 952 48.500 CCISeismic andrew ATCB-B01- 45 19.773 3.976 0.009 924 040(5/16")From 0 to 52(45ft to52ft) 48.250 CCISeismic rosenberger leoni 45 19.566 3.957 0.009 910 WR-VG86ST-BRD(3/4)From 0 to 51.5(45ft to51.5ft) 47.000 CCISeismic(3)rosenberger leoni 45 18.548 3.861 0.008 849 WR-VG86ST-BRD(3/4)From 0 to 49(45ft to49ft) 46.000 CCISeismic Tower Section 2-2 45 17.749 3.781 0.008 805 40.000 CCISeismic(3)rosenberger leoni 45 13.296 3.259 0.006 615 WR-VG86ST-BRD(3/4)From 0 to 49(35ft to45ft) 36.000 CCISeismic Tower Section 2-3 45 10.709 2.891 0.005 536 32.000 CCISeismic Tower Section 3-1 45 8.484 2.529 0.005 532 30.000 CCISeismic(3)rosenberger leoni 45 7.511 2.353 0.004 561 WR-VG86ST-BRD(3/4)From 0 to 49(25ft to35ft) 25.000 CCISeismic Tower Section 3-2 45 5.440 1.928 0.003 673 20.000 CCISeismic(3)rosenberger leoni 45 3.816 1.521 0.002 840 WR-VG86ST-BRD(3/4)From 0 to 49(15ft to25ft) 15.000 CCISeismic Tower Section 3-3 45 2.549 1.129 0.002 1120 10.000 CCISeismic(3)rosenberger leoni 45 1.551 0.746 0.001 1680 WR-VG86ST-BRD(3/4)From 0 to 49(5ft to15ft) 5.000 CCISeismic Tower Section 3-4 45 0.731 0.371 0.001 3359 2.500 CCISeismic(3)rosenberger leoni 45 0.360 0.186 0.000 3359 WR-VG86ST-BRD(3/4)From 0 to 49(Oft to5ft) Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 76-55 127.345 14 13.031 0.028 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 59 Section Elevation Harz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L2 55-31 71.340 14 12.365 0.027 L3 34-0 26.851 14 7.638 0.014 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 75.500 CCISeismic Tower Section 1 -1 14 125.973 13.041 0.028 2439 75.000 AEHC w/Mount Pipe 14 124.601 13.050 0.028 2439 70.000 CCISeismic Tower Section 1 -2 14 110.917 13.120 0.029 2032 65.000 CMA- 14 97.391 13.087 0.029 1106 UBTULBULBHH16516/16/21/21 w/Mount Pipe 60.000 CCISeismic Tower Section 1 -3 14 84.155 12.864 0.029 757 53.000 CCISeismic Tower Section 2-1 14 66.362 12.071 0.026 475 50.000 CCISeismic cui 14 59.101 11.535 0.025 383 CUI2PSM9P6XXX(1-1/2)From 0 to 65(45ft to55ft) 49.000 EPBQ-652L8H8 w/Mount Pipe 14 56.744 11.334 0.024 358 48.500 CCISeismic andrew ATCB-B01- 14 55.578 11.230 0.024 347 040(5/16")From 0 to 52(45ft to52ft) 48.250 CCISeismic rosenberger leoni 14 54.999 11.177 0.023 342 WR-VG86ST-BRD(3/4)From 0 to 51.5(45ft to51.5ft) 47.000 CCISeismic(3)rosenberger leoni 14 52.137 10.905 0.023 318 WR-VGB6ST-BRD(3/4)From 0 to 49(45ft to49ft) 46.000 CCISeismic Tower Section 2-2 14 49.893 10.678 0.022 301 40.000 CCISeismic(3)rosenberger leoni 14 37.381 9.197 0.018 226 WR-VG86ST-BRD(3/4)From 0 to 49(35ft to45ft) 36.000 CCISeismic Tower Section 2-3 14 30.111 8.155 0.015 196 32.000 CCISeismic Tower Section 3-1 14 23.858 7.130 0.012 193 30.000 CCISeismic(3)rosenberger leoni 14 21.122 6.634 0.011 203 WR-VG86ST-BRD(314)From 0 to 49(25ft to35ft) 25.000 CCISeismic Tower Section 3-2 14 15.302 5.434 0.009 242 20.000 CCISeismic(3)rosenberger leoni 14 10.736 4.285 0.006 301 WR-VG86ST-BRD(3/4)From 0 to 49(15ft to25ft) 15.000 CCISeismic Tower Section 3-3 14 7.173 3.178 0.004 400 10.000 CCISeismic(3)rosenberger leoni 14 4.364 2.101 0.003 599 WR-VG86ST-BRD(3/4)From 0 to 49(5ft to15ft) 5.000 CCISeismic Tower Section 3-4 14 2.057 1.046 0.001 1198 2.500 CCISeismic(3)rosenberger leoni 14 1.013 0.522 0.001 1198 WR-VG86ST-BRD(314)From 0 to 49(Oft to5ft) Compression Checks Pole Design Data Section Elevation Size L L, KUr A P„ 4,P„ Ratio No. a ft ft ft in2 K K gyp„ tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 60 Section Elevation Size L L„ Kilt A P„ (i)P„ Ratio No. P„ ft ft ft in2 K K chP„ L1 76-74.95 TP12x12x0.375 21.000 0.000 0.0 13.695 -5.569 566.989 0.010 74.95-73.9 13.695 -2.198 566.989 0.004 73.9-72.85 13.695 -2.258 566.989 0.004 72.85-71.8 13.695 -2.318 566.989 0.004 71.8-70.75 13.695 -2.378 566.989 0.004 70.75-69.7 13.695 -2.438 566.989 0.004 69.7-68.65 13.695 -2.498 566.989 0.004 68.65-67.6 13.695 -2.558 566.989 0.005 67.6-66.55 13.695 -2.619 566.989 0.005 66.55-65.5 13.695 -2.679 566.989 0.005 65.5-64.45 13.695 -5.576 566.989 0.010 64.45-63.4 13.695 -5.638 566.989 0.010 63.4-62.35 13.695 -5.700 566.989 0.010 62.35-61.3 13.695 -5.764 566.989 0.010 61.3-60.25 13.695 -5.827 566.989 0.010 60.25-59.2 13.695 -5.891 566.989 0.010 59.2-58.15 13.695 -5.956 566.989 0.011 58.15-57.1 13.695 -6.021 566.989 0.011 57.1 -56.05 13.695 -6.087 566.989 0.011 56.05-55 13.695 -6.154 566.989 0.011 L2 55-53.8947 TP16.175x11.375x0.188 24.000 0.000 0.0 6.888 -6.208 402.943 0.015 4.8.2(1.20 CR)-2/19 53.8947- 7.021 -6.267 410.750 0.015 52.7895 4.8.2(1.20 CR)-2/18 52.7895- 7.155 -6.327 418.558 0.015 51.6842 4.8.2(1.20 CR)-2/17 51.6842- 7.288 -6.388 426.365 0.015 50.5789 4.8.2(1.20 CR)-2/16 50.5789- 7.422 -6.450 434.173 0.015 49.4737 4.8.2(1.20 CR)-2/15 49.4737- 7.555 -13.302 441.980 0.030 48.3684 4.8.2(1.20 CR)-2/14 48.3684- 7.689 -13.388 449.788 0.030 47.2632 4.8.2(1.20 CR)-2/13 47.2632- 7.822 -13.476 457.595 0.029 46.1579 4.8.2(1.20 CR)-2/12 46.1579- 7.956 -13.567 465.402 0.029 45.0526 4.8.2(1.20 CR)-2/11 45.0526- 8.089 -13.658 473.210 0.029 43.9474 4.8.2(1.20 CR)-2/10 43.9474- 8.223 -13.752 481.017 0.029 42.8421 4.8.2(1.20 CR)-2/9 42.8421 - 8.356 -13.846 488.825 0.028 41.7368 4.8.2(1.20 CR)-2/8 41.7368- 8.489 -13.942 496.632 0.028 40.6316 4.8.2(1.20 CR)-2/7 40.6316- 8.623 -14.039 504.440 0.028 39.5263 4.8.2(1.20 CR)-2/6 39.5263- 8.756 -14.136 512.247 0.028 38.4211 4.8.2(1.20 CR)-2/5 38.4211 - 8.890 -14.234 520.055 0.027 37.3158 4.8.2(1.20 CR)-2/4 37.3158- 9.023 -14.333 527.862 0.027 36.2105 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 62 Pole Bending Design Data Section Elevation Size M. (pMnx Ratio M. OM y Ratio No. M., Muy ft kip-ft kip-ft 4,y. kip-ft kip-ft 4MY Li 76-74.95 TP12x12x0.375 0.175 174.899 0.001 0.000 174.899 0.000 74.95-73.9 2.208 174.899 0.013 0.000 174.899 0.000 73.9-72.85 4.329 174.899 0.025 0.000 174.899 0.000 72.85-71.8 6.477 174.899 0.037 0.000 174.899 0.000 71.8-70.75 8.655 174.899 0.049 0.000 174.899 0.000 70.75-69.7 10.860 174.899 0.062 0.000 174.899 0.000 69.7-68.65 13.093 174.899 0.075 0.000 174.899 0.000 68.65-67.6 15.353 174.899 0.088 0.000 174.899 0.000 67.6-66.55 17.642 174.899 0.101 0.000 174.899 0.000 66.55-65.5 19.958 174.899 0.114 0.000 174.899 0.000 65.5-64.45 23.820 174.899 0.136 0.000 174.899 0.000 64.45-63.4 28.539 174.899 0.163 0.000 174.899 0.000 63.4-62.35 33.282 174.899 0.190 0.000 174.899 0.000 62.35-61.3 38.049 174.899 0.218 0.000 174.899 0.000 61.3-60.25 42.839 174.899 0.245 0.000 174.899 0.000 60.25-59.2 47.652 174.899 0.272 0.000 174.899 0.000 59.2-58.15 52.486 174.899 0.300 0.000 174.899 0.000 58.15-57.1 57.340 174.899 0.328 0.000 174.899 0.000 57.1 -56.05 62.215 174.899 0.356 0.000 174.899 0.000 56.05-55 67.109 174.899 0.384 0.000 174.899 0.000 L2 55-53.8947 TP16.175x11.375x0.188 72.272 117.015 0.618 0.000 117.015 0.000 53.8947- 77.444 121.631 0.637 0.000 121.631 0.000 52.7895 52.7895- 82.624 126.336 0.654 0.000 126.336 0.000 51.6842 51.6842- 87.812 131.130 0.670 0.000 131.130 0.000 50.5789 50.5789- 93.007 136.014 0.684 0.000 136.014 0.000 49.4737 49.4737- 114.223 140.987 0.810 0.000 140.987 0.000 48.3684 48.3684- 124.896 146.049 0.855 0.000 146.049 0.000 47.2632 47.2632- 135.538 151.201 0.896 0.000 151.201 0.000 46.1579 46.1579- 146.149 156.443 0.934 0.000 156.443 0.000 45.0526 45.0526- 156.727 161.773 0.969 0.000 161.773 0.000 43.9474 43.9474- 167.268 167.192 1.000 0.000 167.192 0.000 42.8421 42.8421 - 177.773 172.701 1.029 0.000 172.701 0.000 41.7368 41.7368- 188.241 178.299 1.056 0.000 178.299 0.000 40.6316 40.6316- 198.669 183.987 1.080 0.000 183.987 0.000 39.5263 39.5263- 209.058 189.763 1.102 0.000 189.763 0.000 38.4211 38.4211 - 219.407 195.630 1.122 0.000 195.630 0.000 37.3158 37.3158- 229.714 201.585 1.140 0.000 201.585 0.000 36.2105 36.2105- 239.981 207.630 1.156 0.000 207.630 0.000 35.1053 35.1053-34 250.206 213.764 1.170 0.000 213.764 0.000 34-31 144.002 228.217 0.631 0.000 228.217 0.000 L3 34-31 TP22x15.2x0.188 133.911 219.147 0.611 0.000 219.147 0.000 31-29.3684 292.931 227.034 1.290 0.000 227.034 0.000 29.3684- 307.838 234.996 1.310 0.000 234.996 0.000 27.7368 27.7368- 322.635 243.029 1.328 0.000 243.029 0.000 26.1053 26.1053- 337.322 251.131 1.343 0.000 251.131 0.000 24.4737 24.4737- 351.900 259.297 1.357 0.000 259.297 0.000 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 63 Section Elevation Size M. +M. Ratio Muy (1)M„y Ratio I No. M. Muy ft kip-ft kip-ft QM,,, kip-ft kip-ft 04uy 22.8421 22.8421 - 366.370 267.522 1.369 0.000 267.522 0.000 21.2105 21.2105- 380.734 275.807 1.380 0.000 275.807 0.000 19.5789 19.5789- 394.994 284.143 1.390 0.000 284.143 0.000 17.9474 17.9474- 409.150 292.530 1.399 0.000 292.530 0.000 16.3158 16.3158- 423.205 300.962 1.406 0.000 300.962 0.000 14.6842 14.6842- 437.160 309.438 1.413 0.000 309.438 0.000 13.0526 13.0526- 451.017 317.952 1.419 0.000 317.952 0.000 11.4211 11.4211 - 464.778 326.502 1.424 0.000 326.502 0.000 9.78947 9.78947- 478.446 335.082 1.428 0.000 335.082 0.000 8.15789 8.15789- 492.022 343.692 1.432 0.000 343.692 0.000 6.52632 6.52632- 505.507 352.326 1.435 0.000 352.326 0.000 4.89474 4.89474- 518.904 360.980 1.437 0.000 360.980 0.000 3.26316 3.26316- 532.216 369.652 1.440 0.000 369.652 0.000 1.63158 1.63158-0 545.444 378.337 1.442 0.000 378.337 0.000 Pole Shear Design Data Section Elevation Size Actual 41V,, Ratio Actual 1Tn Ratio No. Vu Vu Tu T, ft K K 'V,, kip-ft kip-ft +T L1 76-74.95 TP12x12x0.375 0.480 170.097 0.003 0.000 173.848 0.000 74.95-73.9 2.006 170.097 0.012 0.052 173.848 0.000 73.9-72.85 2.033 170.097 0.012 0.052 173.848 0.000 72.85-71.8 2.060 170.097 0.012 0.052 173.848 0.000 71.8-70.75 2.087 170.097 0.012 0.052 173.848 0.000 70.75-69.7 2.114 170.097 0.012 0.052 173.846 0.000 69.7-68.65 2.140 170.097 0.013 0.052 173.848 0.000 68.65-67.6 2.167 170.097 0.013 0.052 173.848 0.000 67.6-66.55 2.193 170.097 0.013 0.052 173.848 0.000 66.55-65.5 2.219 170.097 0.013 0.052 173.848 0.000 65.5-64.45 4.483 170.097 0.026 0.052 173.848 0.000 64.45-63.4 4.507 170.097 0.026 0.052 173.848 0.000 63.4-62.35 4.531 170.097 0.027 0.052 173.848 0.000 62.35-61.3 4.554 170.097 0.027 0.052 173.848 0.000 61.3-60.25 4.576 170.097 0.027 0.052 173.848 0.000 60.25-59.2 4.597 170.097 0.027 0.052 173.848 0.000 59.2-58.15 4.617 170.097 0.027 0.052 173.848 0.000 58.15-57.1 4.637 170.097 0.027 0.052 173.848 0.000 57.1 -56.05 4.656 170.097 0.027 0.052 173.848 0.000 56.05-55 4.674 170.097 0.027 0.052 173.848 0.000 L2 55-53.8947 TP16.175x11.375x0.188 4.688 120.883 0.039 0.052 121.310 0.000 53.8947- 4.695 123.225 0.038 0.053 126.056 0.000 52.7895 52.7895- 4.702 125.567 0.037 0.053 130.894 0.000 51.6842 51.6842- 4.710 127.910 0.037 0.053 135.822 0.000 50.5789 50.5789- 4.717 130.252 0.036 0.053 140.843 0.000 49.4737 49.4737- 9.695 132.594 0.073 0.527 145.953 0.004 48.3684 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 64 Section Elevation Size Actual OV„ Ratio Actual OT,, Ratio No. Vu V„ T T, ft K K OV,, kip-ft kip-ft 4T 48.3684- 9.671 134.936 0.072 0.526 151.155 0.003 47.2632 47.2632- 9.644 137.279 0.070 0.526 156.448 0.003 46.1579 46.1579- 9.615 139.621 0.069 0.525 161.833 0.003 45.0526 45.0526- 9.585 141.963 0.068 0.525 167.308 0.003 43.9474 43.9474- 9.553 144.305 0.066 0.524 172.874 0.003 42.8421 42.8421 - 9.520 146.647 0.065 0.524 178.532 0.003 41.7368 41.7368- 9.486 148.990 0.064 0.523 184.280 0.003 40.6316 40.6316- 9.451 151.332 0.062 0.522 190.119 0.003 39.5263 39.5263- 9.415 153.674 0.061 0.522 196.050 0.003 38.4211 38.4211 - 9.378 156.016 0.060 0.521 202.072 0.003 37.3158 37.3158- 9.341 158.359 0.059 0.520 208.185 0.002 36.2105 36.2105- 9.304 160.701 0.058 0.520 214.388 0.002 35.1053 35.1053-34 9.267 163.043 0.057 0.519 220.683 0.002 34-31 4.830 169.401 0.029 0.269 238.229 0.001 L3 34-31 TP22x15.2x0.188 4.458 165.427 0.027 0.250 227.185 0.001 31 -29.3684 9.226 168.885 0.055 0.518 236.781 0.002 29.3684- 9.158 172.342 0.053 0.517 246.575 0.002 27.7368 27.7368- 9.090 175.800 0.052 0.516 256.568 0.002 26.1053 26.1053- 9.023 179.257 0.050 0.515 266.759 0.002 24.4737 24.4737- 8.957 182.715 0.049 0.514 277.149 0.002 22.8421 22.8421- 8.891 186.173 0.048 0.514 287.738 0.002 21.2105 21.2105- 8.826 189.630 0.047 0.513 298.525 0.002 19.5789 19.5789- 8.762 193.088 0.045 0.512 309.510 0.002 17.9474 17.9474- 8.698 196.545 0.044 0.512 320.694 0.002 16.3158 16.3158- 8.636 200.003 0.043 0.511 332.077 0.002 14.6842 14.6842- 8.575 203.461 0.042 0.511 343.658 0.001 13.0526 13.0526- 8.515 206.918 0.041 0.511 355.437 0.001 11.4211 11.4211 - 8.457 206.918 0.041 0.510 367.415 0.001 9.78947 9.78947- 8.399 210.376 0.040 0.510 379.591 0.001 8.15789 8.15789- 8.343 213.833 0.039 0.510 391.966 0.001 6.52632 6.52632- 8.288 217.291 0.038 0.510 404.539 0.001 4.89474 4.89474- 8.234 220.748 0.037 0.509 417.311 0.001 3.26316 3.26316- 8.181 224.206 0.036 0.509 430.282 0.001 1.63158 1.63158-0 8.130 227.664 0.036 0.509 443.450 0.001 tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCl BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 65 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M,,,, M y Vn T Stress Stress ft +Pn +Mn 04,y 4Vn •Tn Ratio Ratio L1 76-74.95 0.010 0.001 0.000 0.003 0.000 0.011 1.050 4.8.2 74.95-73.9 0.004 0.013 0.000 0.012 0.000 0.017 1.050 4.8.2 73.9-72.85 0.004 0.025 0.000 0.012 0.000 0.029 1.050 4.8.2 72.85-71.8 0.004 0.037 0.000 0.012 0.000 0.041 1.050 4.8.2 71.8-70.75 0.004 0.049 0.000 0.012 0.000 0.054 1.050 4.8.2 70.75-69.7 0.004 0.062 0.000 0.012 0.000 0.067 1.050 4.8.2 69.7-68.65 0.004 0.075 0.000 0.013 0.000 0.079 1.050 4.8.2 68.65-67.6 0.005 0.088 0.000 0.013 0.000 0.092 1.050 4.8.2 67.6-66.55 0.005 0.101 0.000 0.013 0.000 0.106 1.050 4.8.2 66.55-65.5 0.005 0.114 0.000 0.013 0.000 0.119 1.050 4.8.2 65.5-64.45 0.010 0.136 0.000 0.026 0.000 0.147 1.050 4.8.2 64.45-63.4 0.010 0.163 0.000 0.026 0.000 0.174 1.050 4.8.2 63.4-62.35 0.010 0.190 0.000 0.027 0.000 0.201 1.050 4.8.2 62.35-61.3 0.010 0.218 0.000 0.027 0.000 0.228 1.050 4.8.2 61.3-60.25 0.010 0.245 0.000 0.027 0.000 0.256 1.050 4.8.2 60.25-59.2 0.010 0.272 0.000 0.027 0.000 0.284 1.050 4.8.2 59.2-58.15 0.011 0.300 0.000 0.027 0.000 0.311 1.050 4.8.2 58.15-57.1 0.011 0.328 0.000 0.027 0.000 0.339 1.050 4.8.2 57.1 -56.05 0.011 0.356 0.000 0.027 0.000 0.367 1.050 4.8.2 56.05-55 0.011 0.384 0.000 0.027 0.000 0.395 1.050 4.8.2 L2 55-53.8947 0.015 0.618 0.000 0.039 0.000 0.635 1.050 4.8.2 53.8947- 0.015 0.637 0.000 0.038 0.000 0.653 1.050 4.8.2 52.7895 52.7895- 0.015 0.654 0.000 0.037 0.000 0.671 1.050 4.8.2 51.6842 51.6842- 0.015 0.670 0.000 0.037 0.000 0.686 1.050 4.8.2 50.5789 50.5789- 0.015 0.684 0.000 0.036 0.000 0.700 1.050 4.8.2 49.4737 49.4737- 0.030 0.810 0.000 0.073 0.004 0.846 1.050 4.8.2 48.3684 48.3684- 0.030 0.855 0.000 0.072 0.003 0.891 1.050 4.8.2 47.2632 47.2632- 0.029 0.896 0.000 0.070 0.003 0.931 1.050 4.8.2 46.1579 46.1579- 0.029 0.934 0.000 0.069 0.003 0.969 1.050 4.8.2 45.0526 45.0526- 0.029 0.969 0.000 0.068 0.003 1.003 1.050 4.8.2 43.9474 43.9474- 0.029 1.000 0.000 0.066 0.003 1.034 1.050 4.8.2 42.8421 42.8421 - 0.028 1.029 0.000 0.065 0.003 1.062 1.050 4.8.2 41.7368 41.7368- 0.028 1.056 0.000 0.064 0.003 1.088 1.050 4.8.2 40.6316 40.6316- 0.028 1.080 0.000 0.062 0.003 1.112 1.050 4.8.2 39.5263 39.5263- 0.028 1.102 0.000 0.061 0.003 1.133 1.050 4.8.2 38.4211 38.4211 - 0.027 1.122 0.000 0.060 0.003 1.153 1.050 4.8.2 37.3158 37.3158- 0.027 1.140 0.000 0.059 0.002 1.170 1.050 4.8.2 36.2105 36.2105- 0.027 1.156 0.000 0.058 0.002 1.186 1.050 4.8.2 35.1053 35.1053-34 0.027 1.170 0.000 0.057 0.002 1.201 1.050 4.8.2 34-31 0.013 0.631 0.000 0.029 0.001 0.645 1.050 4.8.2 L3 34-31 0.013 0.611 0.000 0.027 0.001 0.625 1.050 4.8.2 31 -29.3684 0.027 1.290 0.000 0.055 0.002 1.320 1.050 4.8.2 29.3684- 0.026 1.310 0.000 0.053 0.002 1.339 1.050 4.8.2 27.7368 27.7368- 0.026 1.328 0.000 0.052 0.002 1.357 1.050 4.8.2 26.1053 26.1053- 0.026 1.343 0.000 0.050 0.002 1.372 1.050 4.8.2 24.4737 24.4737- 0.026 1.357 0.000 0.049 0.002 1.385 1.050 4.8.2 I tnxTower Report-version 8.1.1.0 January 28, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2062754, Order 569671, Revision 0 Page 66 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P M,,. May V T. Stress Stress ft Oa OM„„ OW ¢V OT„ Ratio Ratio 22.8421 22.8421 - 0.025 1.369 0.000 0.048 0.002 1.397 1.050 4.8.2 21.2105 21.2105- 0.025 1.380 0.000 0.047 0.002 1.408 1.050 4.8.2 19.5789 19.5789- 0.025 1.390 0.000 0.045 0.002 1.417 1.050 4.8.2 17.9474 17.9474- 0.025 1.399 0.000 0.044 0.002 1.426 1.050 4.8.2 16.3158 16.3158- 0.025 1.406 0.000 0.043 0.002 1.433 1.050 4.8.2 14.6842 14.6842- 0.024 1.413 0.000 0.042 0.001 1.439 1.050 4.8.2 13.0526 13.0526- 0.024 1.419 0.000 0.041 0.001 1.445 1.050 4.8.2 11.4211 11.4211 - 0.024 1.424 0.000 0.041 0.001 1.449 1.050 4.8.2 9.78947 9.78947- 0.024 1.428 0.000 0.040 0.001 1.453 1.050 4.8.2 8.15789 8.15789- 0.024 1.432 0.000 0.039 0.001 1.457 1.050 4.8.2 6.52632 6.52632- 0.024 1.435 0.000 0.038 0.001 1.460 1.050 4.8.2 4.89474 4.89474- 0.023 1.437 0.000 0.037 0.001 1.462 1.050 4.8.2 3.26316 3.26316- 0.023 1.440 0.000 0.036 0.001 1.465 1.050 4.8.2 1.63158 1.63158-0 0.023 1.442 0.000 0.036 0.001 1.466 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P OPanow % Pass No. R Type Element K K Capacity Fail L1 76-55 Pole TP12x12x0.375 1 -6.154 595.338 37.6 Pass L2 55-31 Pole TP16.175x11.375x0.188 2 -14.533 570.651 114.4 Fail L3 31 -0 Pole TP22x15.2x0.188 3 -17.863 808.924 139.6 Fail Summary Pole(L3) 139.6 Fail RATING= 139.6 Fail tnxTower Report-version 8.1.1.0 Drilled Pier Foundation CROWN BU#:856366 CASTLE Site Name:SCROLLS&125TH '6ty� Order Number: 569671 Rev 0 TIA-222 Revison: H Check Limitation Tower Type: Monopole Apply TIA-222-H Section 15.5:MM. V Analysis Results Additional Longitudinal Rebar Applied Loads Soil Lateral Check Compression Uplift Input Effective Depths(else Actual):LEI Comp. Uplift Drc(ft from TOC) 3.51 - Shear Design Options Moment(kip-ft) 545.441 Soil Safety Factor 1.35 - Check Shear alone Death of Pier: Axial Force(kips)I 17.89 Max Moment(kip-ft) 578.61 - Utilize Shear-Friction Methodolo• :MIIII Shear Force(kips) 8.08 Rating* 94.1% - Override Critical Death:IMMIll Soil Vertical Check Compression Uplift Go to Soil Calculations Material Properties Skin Friction(kips) 77.75 - Concrete Stren•th,fc:©ksi End Bearing(kips) 65.97 - 011j1111® Weight of Concrete(kips) 30,54 - M' - '�M18IIIIM:D® Total Capacity(kips) 143.73 - Axial(kips) 48.43 - Pier Design Data a�.�„-h;,�.,u iv�. Rating* 32.1% - Depth 13 ft Reinforced Concrete Flexure Compression Uplift Ext.Above Grade 0.5 ft l' ri°t "t I " Critical Depth(ft from TOC) 3.72 - Pier Section 1 y,led P.•In,m, Critical Moment(kip-ft) 578.40 _ - From05'above grade to 13'below grade Critical Moment Capacity 289.07 - Pier Diameter 4 ft Rating* 190.6% - Rebar Quantity 8 Reinforced Concrete Shear Compression Uplift Rebar Size 6 Critical Depth(ft from TOC) 9.94 - Rebar Cage Diameter 41 in Critical Shear(kip) 127.55 - • Tie Size 4 Critical Shear Capacity 172.23 - Tie Spacing in Rating* 70.5% - Structural Foundation Rating* 190.6% Soil Interaction Ratings 94.1% *Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth N/A #of Layers 2 Calculated Calculated Ultimate Skin Ult.Gross Angle of Ultimate Skin Top Thickness Y,mi YAM* Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer Bottom(ft) Friction Friction Uplift Soil Type (ft) (ft) (Fe) (PM (kaf) (degrees) Friction Comp Friction Uplift Override Override(ksf) Capacity Count (ksf) (ksf) (ksf) (ksf) 1 0 2 2 110 150 0 0 0.000 0.000 0 00 non Cohesionless 2 2 13 11 110 150 - 32 0.000 0.000 0 75 0.75 7 Cohesionless Version 5.0.3 ,..,' CjilifROWN BU, 856366 Structure: A CASTLE " r 2062754 `Ui Order: 569671 Rev: 0 Location Decimal Degrees Deg Min Sec Lat: 45.442250 I 45 26 I 32.10 Long: -122.804500 122 48 16.20 Code and Site Parameters Seismic Design Code: TIA-222-H-1 Site Soil: D(Default) Default Risk Category: II USGS Seismic Reference Ss: 0.8550 g 5,: 0.3970 g T 16 Seismic Design Category Determination Importance Factor,le: 1 Acceleration-based site coefficient,Fa: 1.2000 Velocity-based site coefficient,F,: 1.9030 Design spectral response acceleration short period,Sns: 0.6840 Design spectral response acceleration 1 s period,SDI; 0.5037 Ts: 0.7363 Seismic Design Category Based on Sr's: D Seismic Design Category Based on Spy: D Seismic Design Category Based on 51: N/A Controlling Seismic Design Category: CCISeismic 3.3.9 Page 1 Analysis Date: 1/28/2022 CROWN BU: 69671 Structure: A CASTLE W°: 56366 2062754 syyil Order: 569671 Rev: 0 Tower Detaits Tower lype: tapered Monopole Height,h: 55 ft Effective Seismic Weight,W: 14.90 kips Amplification Factor,A,: 1.0 '• 2.7.8.1 Nk'-` Seismic Base Shear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 113 of Structure,W,,: 11.13212 kips Wrc 3-764086175 kips g: 386.088 in/s' Average Moment of Inertia,I : 338.2900101 in° Fa: 0.288596681 hz Approximate Fundamental Period Monopole,T,: 3.4650 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.1454 Table 2-12 Note 3 Seismic Response Coefficient Max 1,C,,,,a, N/A Seismic Response Coefficient Max 2,C,,,,, N/A Seismic Response Coefficient Min 1,C,,,,,, 0.0301 2.7.7.1.1 Seismic Response Coefficient Min 2,C,m,,, N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C,r 0.1454 Seismic Base Shear,V Aiitifthiana'lips 2.7 7.1.1 Vertical Distribution Factors Period Related Exponent,k: 2.000 Sum ofw,h,` 44967.17 CCISeismic 3.3.9 Page 2 Analysis Date: 1/28/2022 Tower Section Loads SectionLength Top Height Mid Height,h, Section w,h,k Number Weight,w, C,R F,h Fes, ®®®® Q0455 ®® 0.0523 MEM 3 MEMMEMI 60 530 EMEMEEMMMEMEEMEME MEMMIEM ®®® 40'00 00 00725 ®® ® a.oa ®® C 1265 ®®® o 0hs 0-2 INEEMIEM3111111111MMIERBEI 86.04 I B0-c ® 0.0525 10.00 5.00 ®®® . .. 5°1151EMI _SM3E78..-. CCISeismic 3.3.9 Page 3 Analysis Date: 1/28/2022 Discrete Loads Name h, w, w,h k G. F.n F,,, Inn.: C!00I 2p1. t..0... C:.,SI 0.._32 kmwnommunicatlons EP34652183S p/161 irir 1Py,, 49A? c.OBt4 281.46 0.0061 _ n 1+ Q003' 12)ceilmostedmol0gleCMA"UBTU2SLLBHHC.5 1 7 017/2 5121 wj Mount Pi 49.60 0.2961 71098 0.0i53 0,2342 G.0405 albetel lucent 8259864030 49.00 C.0550 13205 4 0.0029 0.0E54 2.0075 nleatel lucent 626 8814330 49.00 0.0550 132.Gu 0.0029 00054 0.0075 56105 36064 CCIV2 49.020 0.0770 134,88 0,0041 0,0089 0.0105 ulro'el l nott 866e..RRH4R45 49,00 00670 160.87 00030 0.0077 00092 1303'l sent 86671 19134646 49.00 0,0670 260.3- 1 3140. _ 09077 0,0092 nokia AHCA CLIPS 49.00 0_170 88_E4 0A020 0.00:3 0.0 51 akatel lucent 8964825-830 49.00 0.0700 158.07 0.0037 0 0081 0.0096 alpatel lucent RRH4525.930 49,00 0.07a0 1E8.67 0.0037 0.005:. 09,19E r, ,-CC F',C=C 3C`.t 42)reycap 3306-48-60-18-85 49.00 00437 75 93 0.0021 Cr 0046 0.0095. FCP 131110 , rn 7':,ry , toWATi'R5}in1510's 2.875'Mount Pipe 49,00 0058. 4 134.26 0.0031 0,0067 C,00'74 lower mounts la 2. f'r 1 ,��.1( .. ..,i. 15j d'tmanni,1'/ 512.875"Mount Pipe 49.00 C 7400 696....a. 0.815S 4 0.0335 0 0397 cefmau tc nolocics U,"J- .FHW ,. ., - C.::1n , c,y [ma wireless 3A5085R0665-21 w/Mount Pipe 4 65.00 0.108 456.63 C 010 2 01270 0,0148 fuli15971508025-8604 65.00 0.0640 220t451 3.0060 0.313(1 0.0088 Fu , fujitsu 1408025-8664 65,00 0.0640 270. n , .0E0 'r.01230 9.0(188 � Entitsu T408025-3605 65.00 C 0750 31E.88 .'0070 0.0172 0.0103 -EJllio 1AC3025 e d:5 : ....02 raycap' L'l1p0-9181-PP-48 65.00 0.0220 92.05 It0021 ).GCM 0.0030 tower mounts Lo s. ,'] Ik;05-1 ,. 'al toa: .mounts 8'x 2"Mount Ape 65.00 0 0580 745:05 0 0054 0 n11E 4 9.O025 mityoreemns8t9'i 14c2'Mount Pipe 6500 0.0530 245,05 0,0054 0.0113 0.0079 nosia AEHC wi rvlou nt Pip: . ,. .. no6eMHCw/Mo1.0{,Pipe - 75,00 0.1116 039.7?. 0.0147 0.0308 0.0'._55 rukia AEHC wi Mount Pipe -. ,_ ,7 ,. 6A0 O,Ie5 eFENN-65C-&3s3+3TMOwitWant pipe 75.00 0 1575 885.33 0.0197 4. (5E127 0.0215 cons msc0pe F ,.55, 4-V1 1M0 w/"daunt Pipe 8ommscope F+VV-65C-R3-V1 TM0w/Mount Pipe 75.00 01575 885.81 00197 00427 C.0215 _6. noka AH(OA_T-MOBILE 73.00 0,0840 4 472.50 0.0105 0.0228 0.0115 001,2)r 14 62011 n'kia AHF(G_TMO 75.00 0.0710 399.38 0.0089 0.0192 0.0097 ochre AHIlb_-I.1 ' - ..s r 6t#ittA9F30_TM0 75,00 00719 3i09.38 0.0089 0.0192 0.0097 commsccn<H(.6.2' 5 ... r. ,. `.. ,5.00 0.0019 5.63 111(1D1 0.0003 0.00 emt�ope HCS�.R:. 01 tower mountssr-Are Mo, - _r. Il.1321 38318.54 CCISeismic 3.3.9 Page 4 Analysis Date: 1/28/2022