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July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, 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— LC5 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations r-f•7 A az);:LT.1 I V7,771 k I. 1 r‘a tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 3 • 1) INTRODUCTION This tower is a 99 ft Monopole tower designed by Engineered Endeavors, Inc. The tower has been modified per reinforcement drawings prepared by Crown Castle, in September of 2018. Reinforcement consists of a 32-ft tower extension, bringing the total tower height to 99 ft. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: I I Wind Speed: 97 mph Exposure Category: B Topographic Factor: 1 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.852 Seismic S1: 0.394 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 andrew HBXX-6516DS-A2M 3 commscope FFHH-65C-R3 1 commscope HCS 2.0 3 nokia AEHC 3 nokia AHFIG 96.0 96.0 2 1-1/2 3 nokia AHLOA 1 nokia FXFC 1 raycap ASU9338TYPD1 1 tower mounts Platform Mount[LP 301- 1 KCKR] Table 2 -Other Considered Equipment Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 commscope DHHTT65B-3XR w/Mount Pipe 80.0 80.0 3 samsung RRH-B8 3 1-7/16 telecommunications 1 tower mounts Side Arm Mount[SO 701-3] 3 samsung POWER JUNCTION 57.0 telecommunications CYLINDER samsung 3 RRH-P4 telecommunications 55.0 55.0 1 tower mounts Side Arm Mount[SO 102-3] 3 samsung OPTIC FIBER JUNCTION telecommunications CYLINDER 53.0 3 samsung RRH-C2A W/EXT FILTER telecommunications, tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis COI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 4 3) ANALYSIS PROCEDURE Table 3 -Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS LSI Adapt Inc. 3472511 CCISITES 4-TOWER FOUNDATION Engineered Endeavors 3485467 CCISITES DRAWINGS/DESIGN/SPECS Incorporated 4-TOWER MANUFACTURER FDH Engineering Inc. (Mapping)/ 6388772 CCISITES DRAWINGS EEI 4-POST-MODIFICATION Tower Eingineering Professionals 9094559 CCISITES INSPECTION 4-TOWER REINFORCEMENT Crown Castle 7812888 CCISITES DESIGN/DRAWINGS/DATA 3.1) Analysis Method tnxTower(version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 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 Type Size Critical P(K) SF*P_allow ��) Capacity Pass I Fail No. Element (K L1 99-67 Pole TP26x26x0.375 1 -8.60 998.49 15.4 Pass L2 67-31.79 Pole TP30.75x25.5x0.1875 2 -11.56 840.87 42.6 Pass L3 31.79-0 T Pole TP35x29.7787x0.25 3 -15.98 1302.88 42.2 Pass Summary I Pole(L2) 42.6 Pass Rating= 42.6 Pass tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 5 Table 5 -Tower Component Stresses vs. Capacity— LC5 Notes Component Elevation (ft) % Capacity Pass I Fail 1 Flange Bolts 67 28.9 Pass 1 I Flange Plate I 67 16.6 [ Pass 1 Anchor Rods-7 0 45.6 I Pass 1 Base Plate 0 24.5 Pass 1 Base Foundation 0 19.4 Pass Structure Base Foundation 1 , Soil Interaction 0 36.8 Pass Structure Rating (max from all components)= 45.6% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.5.0 99.0a n _ MATERIAL STRENGTH GRADE I Fy Fu _ GRADE Fy Fu A53-8-35 35 ksi 80 ksi A572-50 50 ksi 85 ksi • TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. gg n § L.. 2. Tower designed for Exposure B to the TIA-222-H Standard. 8 o 3. Tower designed for a 97.00 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30.00 mph basic wind with 1.50 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60.00 mph wind. 6. Tower Risk Category II. - - _ 7. Topographic Category 1 with Crest Height of 0.0000 ft 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.2.3 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H 10. TOWER RATING:42.6% ,g i 67.0 ft I obi 7, 0 m N ,S oN ALL REACTIONS f1 ARE FACTORED 8• AXIAL 31en , 18K SHEAR i MOMENT 2 K f Jl 180 kip-ff TORQUE 0 kip-ft SEISMIC AXIAL 8 28 K N m - SHEARRMOMENT N r, O O e CV M 1 Kf d 73 kip-ft TORQUE 0 kip-ft 30.00 mph WIND-1.5000 in ICE AXIAL 16K SHEAR MOMENT K j I I I 6 451 kip-ft ooh TORQUE 0 kip-ft E. !, REACTIONS-97.00 mph WIND K o 2 e _ y o S 5 2 c '', -5 6 O_Gip p Q 5 n m z F 10 1- o Crown Castle Jobi BUN 825028 CROWN Project' r al:CASTLE 2000 Corporate Drive Client Drawn APP'd: Canonsburg, PA 15317 Crown Castle Matthew Schmitt The Foundation fora Wireless World Phone:(724)416-2000 tee' TIA-222-H oate:07/02/20 suer N FAX: Path: No • July 02, 2020 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 1866794, Order 525414, 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: 3) Tower is located in Washington County, Oregon. 4) Tower base elevation above sea level: 265.0000 ft. 5) Basic wind speed of 97.00 mph. 6) Risk Category II. 7) Exposure Category B. 8) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 9) Topographic Category: 1. 10) Crest Height: 0.0000 ft. 11) Nominal ice thickness of 1.5000 in. 12) Ice thickness is considered to increase with height. 13) Ice density of 56.00 pcf. 14) A wind speed of 30.00 mph is used in combination with ice. 15) Temperature drop of 50.00 °F. 16) Deflections calculated using a wind speed of 60.00 mph. 17) CCISeismic Note: Seismic loads generated by CCISeismic 3.2.3. 18) CCISeismic Note: Seismic calculations are in accordance with TIA-222-H. 19) A non-linear(P-delta) analysis was used. 20) Pressures are calculated at each section. 21) Stress ratio used in pole design is 1.05. 22) Tower analysis based on target reliabilities in accordance with Annex S. 23) Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) = 0.85, Kes(Ev and Eh) = 1.0. 24) 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 s) Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Ni Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable J Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice J Bypass Mast Stability Checks Consider Feed Line Torque Always Use Max Kz d 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 J Sort Capacity Reports By Component J 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 Miry 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 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 8 ' Section Elevation Section Splice Number Top Bottom Wail Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 99.0000- 32.0000 0.00 Round 26.0000 26.0000 0.3750 A53-B-35 67.0000 (35 ksi) L2 67.0000- 35.2100 4.42 18 25.5000 30.7500 0.1875 0.7500 A572-50 31.7900 (50 ksi) L3 317900- 36.2100 18 29.7787 35.0000 0.2500 1.0000 A572-50 0.0000 (50 ksi) Tapered Pole Properties Section lip Dia. Area I r C I/C J it/Q w wit in in2 in4 in in in3 in4 in2 in L1 26.0000 30.1887 2478.4250 9.0608 13.0000 190.6481 4956.8499 15.0854 0.0000 0 26.0000 30.1887 2478.4250 9.0608 13.0000 190.6481 4956.8499 15.0854 0.0000 0 L2 25.8645 15.0641 1219.4128 8.9859 12.9540 94.1341 2440.4302 7.5335 4.1580 22.176 31.1954 18.1885 2146.4080 10.8497 15.6210 137.4053 4295.6403 9.0960 5.0820 27.104 L3 30.8467 23.4310 2581.1800 10.4827 15.1276 170.6273 5165.7564 11.7177 4.8011 19.204 35.5014 27.5741 4206.7704 12.3363 17.7800 236.6013 8419.0762 13.7897 5.7200 22.88 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 99.0000- 1 1 1 67.0000 L2 67.0000- 1 1 1 31.7900 L3 31.7900- 1 1 1 0.0000 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 pif Calculation in in TYPE II(1-7/16) C No Surface Ar 80.0000- 3 3 -0.500 1.4370 0.74 (CaAa) 0.0000 -0.300 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 plf Calculation HCS 2.0 Part 3(1- A No No Inside Pole 96.0000- 1 No Ice 0.0000 1.71 1/2) 0.0000 1/2"Ice 0.0000 1.71 1"Ice 0.0000 1.71 2"Ice 0.0000 1.71 ASU9325TYP01_ A No No Inside Pole 96.0000- 1 No Ice 0.0000 1.61 CCIV2(1-1/2) 0.0000 1/2"Ice 0.0000 1.61 - 1" Ice 0.0000 1.61 2" Ice 0.0000 1.61 ..« tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 9 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 ft2 K L1 99.0000-67.0000 A 0.000 0.000 0.000 0.000 0.10 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 5.604 0.000 0.03 L2 67.0000-31.7900 A 0.000 0.000 0.000 0.000 0.12 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 15.179 0.000 0.08 L3 31.7900-0.0000 A 0.000 0.000 0.000 0.000 0.11 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 13.705 0.000 0.07.,.,.... 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 K L1 99.0000-67.0000 A 1.399 0.000 0.000 0.000 0.000 0.10 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 11.551 0.000 0.14 L2 67.0000-31.7900 A 1.327 0.000 0.000 0.000 0.000 0.12 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 30.657 0.000 0.35 L3 31.7900-0.0000 A 1.182 0.000 0.000 0.000 0.000 0.11 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 27.679 0.000 0.32 Feed Line Center of Pressure - Section Elevation CPx CP2 CPx CPz Ice Ice • ft in in in in L1 99.0000-67.0000 1.2104 1.0898 1.0649 0.9588 L2 67.0000-31.7900 2.1856 1.9679 2.1251 1.9134 L3 31.7900-0.0000 2.2332 2.0108 2.2249 2.0033 Note: For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line K. Ka Section Record No. Segment No Ice Ice Elev. L1 4 TYPE 11(1-7/16) 67.00- 1.0000 1.0000 80.00 L2 4 TYPE 11(1-7/16) 31.79- 1.0000 1.0000 67.00 User Defined Loads - Seismic tnxTower Report-version 8.0.5.0 . July 02, 2020 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 10 Description Elevation Offset Azimuth E.. En. Enz En From Angle Centroid ft ft K K K K CCISeismic Tower Section 1 - 98.0000 0.00 0.0000 0.03 0.00 0.00 0.06 1 CCISeismic Tower Section 1 - 92.0000 0.00 0.0000 0.14 0.00 0.00 0.26 2 CCISeismic Tower Section 1 - 82.0000 0.00 0.0000 0.14 0.00 0.00 0.21 3 CCISeismic Tower Section 1 - 72.0000 0.00 0.0000 0.14 0.00 0.00 0.17 4 CCISeismic Tower Section 2- 64.3950 0.00 0.0000 0.04 0.00 0.00 0.04 1 CCISeismic Tower Section 2- 56.7900 0.00 0.0000 0.07 0.00 0.00 0.06 2 CCISeismic Tower Section 2- 46.7900 0.00 0.0000 0.08 0.00 0.00 0.04 3 CCISeismic Tower Section 2- 36.7900 0.00 0.0000 0.08 0.00 0.00 0.03 4 CCISeismic Tower Section 3- 33.1050 0.00 0.0000 0.07 0.00 0.00 0.02 1 CCISeismic Tower Section 3- 25.0000 0.00 0.0000 0.11 0.00 0.00 0.02 2 CCISeismic Tower Section 3- 15.0000 0.00 0.0000 0.12 0.00 0.00 0.01 3 CCISeismic Tower Section 3- 5.0000 0.00 0.0000 0.13 0.00 0.00 0.00 4 CCISeismic andrew HBXX- 96.0000 0.00 0.0000 0.00 0.00 0.00 0.01 6516DS-A2M CCISeismic andrew HBXX- 96.0000 0.00 0.0000 0.00 0.00 0.00 0.01 6516DS-A2M CCISeismic andrew HBXX- 96.0000 0.00 0.0000 0.00 0.00 0.00 0.01 6516DS-A2M CCISeismic commscope 96.0000 0.00 0.0000 0.02 0.00 0.00 0.04 FFHH-65C-R3 - CCISeismic commscope 96.0000 0.00 0.0000 0.02 0.00 0.00 0.04 FFHH-65C-R3 CCISeismic commscope 96.0000 0.00 0.0000 0.02 0.00 0.00 0.04 FFHH-65C-R3 CCISeismic nokia AHLOA 96.0000 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLOA 96.0000 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLOA 96.0000 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia FXFC 96.0000 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic commscope HCS 96.0000 0.00 0.0000 0.00 0.00 0.00 0.00 2.0 CCISeismic nokia AEHC 96.0000 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic nokia AEHC 96.0000 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic nokia AEHC 96.0000 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic nokia AHFIG 96.0000 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHFIG 96.0000 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHFIG 96.0000 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic raycap 96.0000 0.00 0.0000 0.00 0.00 0.00 0.01 ASU9338TYPO1 CCISeismic tower mounts 96.0000 0.00 0.0000 0.25 0.00 0.00 0.52 Platform Mount[LP 301- 1_KCKR] CCISeismic commscope 80.0000 0.00 0.0000 0.01 0.00 0.00 0.01 DHHTT65B-3XR wl Mount Pipe CCISeismic commscope 80.0000 0.00 0.0000 0.01 0.00 0.00 0.01 DHHTT65B-3XR w/Mount Pipe CCISeismic commscope 80.0000 0.00 0.0000 0.01 0.00 0.00 0.01 DHHTT65B-3XR w/Mount Pipe CCISeismic samsung 80.0000 0.00 0.0000 0.01 0.00 0-00 0.01 telecommunications RRH-B8 CCISeismic samsung 80.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH-B8 CCISeismic samsung 80.0000 0.00 0.0000 0.01 0.00 0.00 0.01 tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 11 Description Elevation Offset Azimuth E En, Ehz Eh lb From Angle Centroid ft ft K K K K telecommunications RRH-B8 CCISeismic tower mounts 80.0000 0.00 0.0000 0.03 0.00 0.00 0.04 Side Arm Mount[SO 701-3] CCISeismic tower mounts 80.0000 0.00 0.0000 0.01 0.00 0.00 0.01 Side Arm Mount[SO 102-3] CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH-P4 CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH-P4 CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH-P4 CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.00 telecommunications RRH- C2A W/EXT FILTER CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.00 telecommunications RRH- C2A W/EXT FILTER CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.00 telecommunications RRH- C2A W/EXT FILTER CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications OPTIC FIBER JUNCTION CYLINDER CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 - telecommunications OPTIC FIBER JUNCTION CYLINDER CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 • telecommunications OPTIC FIBER JUNCTION CYLINDER CCISeismic tower mounts 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 Side Arm Mount[SO 102-3] CCISeismic tower mounts 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 7'x2"Antenna Mount Pipe CCISeismic tower mounts 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 7'x2"Antenna Mount Pipe CCISeismic tower mounts 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 7'x2"Antenna Mount Pipe CCISeismic nokia HCS 2.0 92.5000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2) From 0 to 96 (89ft to96ft) CCISeismic nokia HCS 2.0 84.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96 (79ft to89ft) CCISeismic nokia HCS 2.0 74.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2) From 0 to 96 (69ft to79ft) CCISeismic nokia HCS 2.0 64.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96 (59ft to69ft) CCISeismic nokia HCS 2.0 54.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96 (49ft to59ft) CCISeismic nokia HCS 2.0 44.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2) From 0 to 96 (39ft to49ft) CCISeismic nokia HCS 2.0 34.0000 0.00 0.0000 0.00 0.00 0.00 0.00 tnxTower Report-version 8.0.5.0 . July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 12 Description Elevation Offset Azimuth E En. En: E, From Angle Centroid ft ft K K K K Part 3(1-1/2)From 0 to 96 (29ft to39ft) CCISeismic nokia HCS 2.0 24.0000 0.00 0.0000 0.00 0.00 0-00 0.00 Part 3(1-1/2)From 0 to 96 (19ft to29ft) CCISeismic nokia HCS 2.0 14.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96(9ft tol9ft) CCISeismic nokia HCS 2.0 4.5000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96(Oft to9ft) CCISeismic nokia 92.5000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01_CCIV2(1- 1/2)From 0 to 96(89ft to96ft) CCISeismic nokia 84.0000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYPo1_CCIV2(1- 1/2)From 0 to 96 T79ft to89ft) CCISeismic nokia 74.0000 0.00 0.0000 0.00 0.00 0.00 0.00 AS U9325TY P01_CCI V2(1- 1/2)From 0 to 96 T69ft to79ft) CCISeismic nokia 64.0000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01_CCIV2(1- 1/2)From 0 to 96 T59ft to69ft) CCISeismic nokia 54.0000 0.00 0.0000 0.00 0.00 0 00 0.00 ASU9325TYP01_CCI V2(1- 1/2)From 0 to 96 T49ft to59ft) CCISeismic nokia 44.0000 0.00 0.0000 0.00 0.00 0.00 0.00 AS U 9325TYP01_CCI V2(1- 1/2)From 0 to 96(39ft to49ft) CCISeismic nokia 34.0000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01_CCIV2(1- 1/2)From 0 to 96 T29ft to39ft) CCISeismic nokia 24.0000 0.00 0.0000 0.00 0.00 0.00 0.00 - ASU9325TYP01_CCIV2(1- 1/2)From 0 to 96(19ft to29ft) CCISeismic nokia 14.0000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01_CCIV2(1- - 1/2)From 0 to 96(9ft to19ft) CCISeismic nokia 4.5000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01_CCIV2(1- 1/2)From 0 to 96(Oft to9ft) CCISeismic(3)sprint TYPE 79.5000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(79ft to80ft) CCISeismic(3)sprint TYPE 74.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(69ft to79ft) CCISeismic(3)sprint TYPE 64.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(59ft to69ft) CCISeismic(3)sprint TYPE 54.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(49ft to59ft) CCISeismic(3)sprint TYPE 44.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(39ft to49ft) CCISeismic(3)sprint TYPE 34.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(29ft to39ft) CCISeismic(3)sprint TYPE 24.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(19ft to29ft) CCISeismic(3)sprint TYPE 14.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(9ft to19ft) CCISeismic(3)sprint TYPE 4.5000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(Oft to9ft) tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CC(BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 13 Discrete Tower Loads Description Face Offset Offsets' Azimuth Placement CAAA CAAa Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 fl2 K ft • ft HBXX-6516DS-A2M A From Leg 4.0000 0.0000 96.0000 No Ice 5.1900 2.9000 0.03 0.00 1/2" 5.7300 3.3900 0.07 0.00 Ice 6.2900 3.9100 0.11 1"Ice 7.4600 4.9900 0.20 2"Ice HBXX-6516DS-A2M B From Leg 4.0000 0.0000 96.0000 No Ice 5.1900 2.9000 0.03 0.00 1/2" 5.7300 3.3900 0.07 0.00 Ice 6.2900 3.9100 0.11 1"Ice 7.4600 4.9900 0.20 2"Ice HBXX-6516DS-A2M C From Leg 4.0000 0.0000 96.0000 No Ice 5.1900 2.9000 0.03 0.00 1/2" 5.7300 3.3900 0.07 0.00 Ice 6.2900 3.9100 0.11 1"Ice 7.4600 4.9900 0.20 2"Ice FFHH-65C-R3 A From Leg 4.0000 0.0000 96.0000 No Ice 12.9500 4.8900 0.13 0.00 1/2" 13.6100 5.4600 0.25 0.00 Ice 14.2700 6.0400 0.37 1"Ice 15.6300 7.2300 0.66 2"Ice FFHH-65C-R3 B From Leg 4.0000 0.0000 96.0000 No Ice 12.9500 4.8900 0.13 0.00 1/2" 13.6100 5.4600 0.25 0.00 Ice 14.2700 6.0400 0.37 1"Ice 15.6300 7.2300 0.66 2"Ice FFHH-65C-R3 C From Leg 4.0000 0.0000 96.0000 No Ice 12.9500 4.8900 0.13 0.00 1/2" 13.6100 5.4600 0.25 0.00 Ice 14.2700 6.0400 0.37 1"Ice 15.6300 7.2300 0.66 2"Ice AHLOA A From Leg 4.0000 0.0000 96.0000 No Ice 2.2289 1.3906 0.08 0.00 1/2" 2.4225 1.5518 0.10 0.00 Ice 2.6235 1.7200 0.12 1" Ice 3.0477 2.0817 0.18 2" Ice AHLOA B From Leg 4.0000 0.0000 96.0000 No Ice 2.2289 1.3906 0.08 0.00 1/2" 2.4225 1.5518 0.10 0.00 Ice 2.6235 1.7200 0.12 1"Ice 3.0477 2.0817 0.18 2"Ice AHLOA C From Leg 4.0000 0.0000 96.0000 No Ice 2.2289 1.3906 0.08 0.00 1/2" 2.4225 1.5518 0.10 0.00 Ice 2.6235 1.7200 0.12 1"Ice 3.0477 2.0817 0.18 2"Ice FXFC A From Leg 4.0000 0.0000 96.0000 No Ice 3.5728 1.0197 0.06 0.00 1/2" 3.8071 1.1700 0.08 0.00 Ice 4.0488 1.3272 0.10 1"Ice 4.5543 1.6626 0.16 2"Ice HCS 2.0 B From Leg 4.0000 0.0000 96.0000 No Ice 0.9444 0.6977 0.00 0.00 1/2" 1.0784 0.8174 0.01 0.00 Ice 1.2206 0.9441 0.02 1"Ice 1.5273 1.2185 0.05 2"Ice AEHC A From Leg 4.0000 0.0000 96.0000 No Ice 6.7406 2.6004 0.10 0.00 1/2" 7.0679 2.8387 0.14 0.00 Ice 7.4027 3.0840 0.19 1"Ice 8.0945 3.5957 0.30 tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 14 Description Face Offset Offsets: Azimuth Placement CAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft 1t2 ft2K ft ft 2"Ice AEHC B From Leg 4.0000 0.0000 96.0000 No Ice 6.7406 2.6004 0.10 0.00 1/2" 7.0679 2.8387 0.14 0.00 Ice 7.4027 3.0840 0.19 1"Ice 8.0945 3.5957 0.30 2"Ice AEHC C From Leg 4.0000 0.0000 96.0000 No Ice 6.7406 2.6004 0.10 0.00 1/2" 7.0679 2.8387 0.14 0.00 Ice 7.4027 3.0840 0.19 1"Ice 8.0945 3.5957 0.30 2"Ice AHFIG A From Leg 4.0000 0.0000 96.0000 No Ice 3.0820 1.4039 0.08 0.00 1/2" 3.3135 1.5861 0.10 0.00 Ice 3.5524 1.7753 0.12 1"Ice 4.0524 2.1747 0.18 2"Ice AHFIG B From Leg 4.0000 0.0000 96.0000 No Ice 3.0820 1.4039 0.08 0.00 1/2" 3.3135 1.5861 0.10 0.00 Ice 3.5524 1.7753 0.12 1"Ice 4.0524 2.1747 0.18 2"Ice AHFIG C From Leg 4.0000 0.0000 96.0000 No Ice 3.0820 1.4039 0.08 0.00 1/2" 3.3135 1.5861 0.10 0.00 Ice 3.5524 1.7753 0.12 1" Ice 4.0524 2.1747 0.18 2" Ice ASU9338TYP01 A From Leg 4.0000 0.0000 96.0000 No Ice 3.2031 1.0266 0.02 0.00 1/2" 3.4248 1.1707 0.04 0.00 Ice 3.6539 1.3217 0.06 1"Ice 4.1343 1.6447 0.12 2"Ice Platform Mount[LP 301- C None 0.0000 96.0000 No Ice 35.0300 35.0300 1.86 1_KCKR] 1/2" 44.4600 44.4600 2.52 Ice 53.7200 53.7200 3.33 1"Ice 72.2900 72.2900 5.42 2"Ice DHHTT65B-3XR w/Mount A From Leg 2.0000 0.0000 80.0000 No Ice 4.0900 3.2900 0.07 Pipe 0.00 1/2" 4.4800 3.6700 0.13 0.00 Ice 4.8800 4.0600 0.21 1"Ice 5.7000 4.8600 0.39 2"Ice DHHTT65B-3XR w/Mount B From Leg 2.0000 0.0000 80.0000 No Ice 4.0900 3.2900 0.07 Pipe 0.00 1/2" 4.4800 3.6700 0.13 0.00 Ice 4.8800 4.0600 0.21 1"Ice 5.7000 4.8600 0.39 2"Ice DHHTT65B-3XR w/Mount C From Leg 2.0000 0.0000 80.0000 No Ice 4.0900 3.2900 0.07 Pipe 0.00 1/2" 4.4800 3.6700 0.13 0.00 Ice 4.8800 4.0600 0.21 1"Ice 5.7000 4.8600 0.39 2"Ice RRH-B8 A From Leg 1.0000 0.0000 80.0000 No Ice 2.8802 1.7425 0.06 0.00 1/2" 3.0951 1.9226 0.08 0.00 Ice 3.3174 2.1119 0.11 1"Ice 3.7843 2.5127 0.18 2"Ice RRH-B8 B From Leg 1.0000 0.0000 80.0000 No Ice 2.8802 1.7425 0.06 0.00 1/2" 3.0951 1.9226 0.08 0.00 Ice 3.3174 2.1119 0.11 1"Ice 3.7843 2.5127 0.18 2"Ice RRH-B8 C From Leg 1.0000 0.0000 80.0000 No Ice 2.8802 1.7425 0.06 0.00 1/2" 3.0951 1.9226 0.08 0.00 Ice 3.3174 2.1119 0.11 tnxTower Report-version 8.0.5.0 July 02, 2020 • 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 15 Description Face Offset Offsets: Azimuth Placement CAAA CAA.; Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 ft ft 1"Ice 3.7843 2.5127 0.18 2"Ice Side Arm Mount[SO 701- C None 0.0000 80.0000 No Ice 3.0200 3.0200 0.20 3] 1/2" 4.1800 4.1800 0.24 Ice 5.3300 5.3300 0.28 1"Ice 7.6300 7.6300 0.36 2"Ice Side Arm Mount[SO 102- C None 0.0000 80.0000 No Ice 3.6000 3.6000 0.07 3] 1/2" 4.1800 4.1800 0.11 Ice 4.7500 4.7500 0.14 1"Ice 5.9000 5.9000 0.20 2"Ice POWER JUNCTION A From Leg 1.0000 0.0000 55.0000 No Ice 0.3691 0.3691 0.00 CYLINDER 0.00 1/2" 0.4528 0.4528 0.01 2.00 Ice 0.5470 0.5470 0.01 1"Ice 0.7581 0.7581 0.03 2"Ice POWER JUNCTION B From Leg 1.0000 0.0000 55.0000 No Ice 0.3691 0.3691 0.00 CYLINDER 0.00 1/2" 0.4528 0.4528 0.01 2.00 Ice 0.5470 0.5470 0.01 1"Ice 0.7581 0.7581 0.03 2"Ice POWER JUNCTION C From Leg 1.0000 0.0000 55.0000 No Ice 0.3691 0.3691 0.00 CYLINDER 0.00 1/2" 0.4528 0.4528 0.01 2.00 Ice 0.5470 0.5470 0.01 1"Ice 0.7581 0.7581 0.03 2"Ice RRH-P4 A From Leg 1.0000 0.0000 55.0000 No Ice 2.7353 1.7890 0.06 0.00 1/2" 2.9479 1.9675 0.08 2.00 Ice 3.1679 2.1576 0.11 1"Ice 3.6301 2.5663 0.17 2"Ice RRH-P4 B From Leg 1.0000 0.0000 55.0000 No Ice 2.7353 1.7890 0.06 0.00 1/2" 2.9479 1.9675 0.08 2.00 Ice 3.1679 2.1576 0.11 1" Ice 3.6301 2.5663 0.17 2" Ice RRH-P4 C From Leg 1.0000 0.0000 55.0000 No Ice 2.7353 1.7890 0.06 0.00 1/2" 2.9479 1.9675 0.08 2.00 Ice 3.1679 2.1576 0.11 1"Ice 3.6301 2.5663 0.17 2"Ice RRH-C2A W/EXT FILTER A From Leg 1.0000 0.0000 55.0000 No Ice 3.1093 1.3788 0.06 0.00 1/2" 3.3321 1.5454 0.08 -2.00 Ice 3.5623 1.7190 0.10 1"Ice 4.0450 2.0872 0.16 2"Ice RRH-C2A W/EXT FILTER B From Leg 1.0000 0.0000 55.0000 No Ice 3.1093 1.3788 0.06 0.00 1/2" 3.3321 1.5454 0.08 -2.00 Ice 3.5623 1.7190 0.10 1"Ice 4.0450 2.0872 0.16 2"Ice RRH-C2A W/EXT FILTER C From Leg 1.0000 0.0000 55.0000 No Ice 3.1093 1.3788 0.06 0.00 1/2" 3.3321 1.5454 0.08 -2.00 Ice 3.5623 1.7190 0.10 1"Ice 4.0450 2.0872 0.16 2"Ice OPTIC FIBER JUNCTION A From Leg 1.0000 0.0000 55.0000 No Ice 0.3888 0.3888 0.00 CYLINDER 0.00 1/2" 0.4753 0.4753 0.01 -2.00 Ice 0.5704 0.5704 0.01 1"Ice 0.7874 0.7874 0.03 2"Ice OPTIC FIBER JUNCTION B From Leg 1.0000 0.0000 55.0000 No Ice 0.3888 0.3888 0.00 CYLINDER 0.00 1/2" 0.4753 0.4753 0.01 tnxTower Report-version 8.0.5.0 • July 02, 2020 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 16 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 -2.00 Ice 0.5704 0.5704 0.01 1"Ice 0.7874 0.7874 0 03 2"Ice OPTIC FIBER JUNCTION C From Leg 1.0000 0.0000 55.0000 No Ice 0.3888 0.3888 0.00 CYLINDER 0.00 1/2" 0.4753 0.4753 0.01 -2-00 Ice 0.5704 0.5704 0.01 1"Ice 0.7874 0.7874 0.03 2"Ice Side Arm Mount[SO 102- C None 0.0000 55.0000 No Ice 3.6000 3.6000 0.07 3] 1/2" 4.1800 4.1800 0.11 Ice 4.7500 4.7500 0.14 1"Ice 5.9000 5.9000 0.20 2"Ice 7'x2"Antenna Mount Pipe A From Leg 0.5000 0.0000 55.0000 No Ice 1.6625 1.6625 0.03 0.00 1/2" 2.3906 2.3906 0.04 0.00 Ice 2.8252 2.8252 0.06 1"Ice 3.7057 3.7057 0.10 2"Ice 7'x2"Antenna Mount Pipe B From Leg 0.5000 0.0000 55.0000 No Ice 1.6625 1.6625 0.03 0.00 1/2" 2.3906 2.3906 0.04 0.00 Ice 2.8252 2.8252 0.06 1"Ice 3.7057 3.7057 0.10 2"Ice 7'x2"Antenna Mount Pipe C From Leg 0.5000 0.0000 55.0000 No Ice 1.6625 1.6625 0.03 0.00 1/2" 2.3906 2.3906 0.04 0.00 Ice 2.8252 2.8252 0.06 1" Ice 3.7057 3.7057 0.10 2" Ice ** Load Combinations Comb. Description No. Dead Only 2 1.2Dead+1.0Wind0deg-Nolce 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 tnxTower Report-version 8.0.5.0 July 02, 2020 • 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 17 Comb. Description No. 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 Wnd 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 99-67 Pole Max Tension 2 0.00 0.00 -0.00 Max.Compression 26 -16.15 -0.15 0.99 Max. Mx 8 -8.61 -91.74 0.39 Max. My 2 -8.60 0.06 95.13 Max.Vy 8 3.89 -91.74 0.39 Max.Vx 2 -3.99 0.06 95.13 Max.Torque 22 -0.19 L2 67-31.79 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -21.50 -0.15 0.60 Max. Mx 8 -11.56 -233.63 0.22 Max.My 2 -11.56 0.13 240.07 Max.Vy 8 5.23 -233.63 0.22 Max.Vx 2 -5.33 0.13 240.07 Max.Torque 22 -0.19 tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 18 • Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft ` L3 31.79-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -28.12 -0.15 0.07 Max.Mx 8 -15.98 -441.39 0.01 Max.My 2 -15.98 0.22 451.27 Max.Vy 8 6.24 -441.39 0.01 Max.Vx 2 -6.34 0.22 451.27 Max.Torque 22 -0.19 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal, Z Load K K K Comb. Pole Max.Vert 26 28.12 -0.00 0.00 Max.H. 20 15.99 6.23 0.00 Max.H, 2 15.99 0.00 6.33 Max.M. 2 451.27 0.00 6.33 Max.Mz 8 441.39 -6.23 -0.00 Max.Torsion 10 0.19 -5.40 -3.17 Min.Vert 66 10.18 1.01 -1.76 Min.H. 8 15.99 -6.23 -0.00 Min.H, 14 15.99 -0.00 -6.33 Min.M. 14 -450.81 -0.00 -6.33 Min.M, 20 -441.38 6.23 0.00 Min.Torsion 22 -0.19 5.40 3.17 Tower Mast Reaction Summary Load Vertical Shears Shear: Overturning Overturning Torque Combination Moment,Mx Moment,Mx K K K kip-ft kip-ft kip-ft Dead Only 13.32 0.00 0.00 -0.17 -0.01 0.00 1.2 Dead+1.0 Wind 0 deg- 15.99 -0.00 -6.33 -451.27 0.22 0.06 No Ice 0.9 Dead+1.0 Wind 0 deg- 11.99 -0.00 -6.33 -446.31 0.22 0.06 No Ice 1.2 Dead+1.0 Wind 30 deg- 15.99 3.12 -5.48 -390.74 -220.50 -0.04 No Ice 0.9 Dead+1.0 Wind 30 deg- 11.99 3.12 -5.48 -386.43 -218.11 -0.04 No Ice 1.2 Dead+1.0 Wind 60 deg- 15.99 5.40 -3.16 -225.56 -382.15 -0.13 No Ice 0.9 Dead+1.0 Wind 60 deg- 11.99 5.40 -3.16 -223.05 -378.00 -0.13 No Ice 1.2 Dead+1.0 Wind 90 deg- 15.99 6.23 0.00 -0.01 -441.39 -0.19 No Ice 0.9 Dead+1.0 Wind 90 deg- 11.99 6.23 0.00 0.05 -436.61 -0.18 No Ice 1.2 Dead+1.0 Wind 120 deg 15.99 5.40 3.17 225.48 -382.37 -0.19 -No Ice 0.9 Dead+1.0 Wind 120 deg 11.99 5.40 3.17 223.09 -378.22 -0.19 -No Ice 1.2 Dead+1.0 Wind 150 deg 15.99 3.12 5 48 390.49 -220.89 -0.15 -No Ice 0.9 Dead+1.0 Wind 150 deg 11.99 3.12 5.48 386.31 -218.50 -0.15 -No Ice ' 1.2 Dead+1.0 Wind 180 deg 15.99 0.00 6.33 450.81 -0.23 -0.06 -No Ice 0.9 Dead+1.0 Wind 180 deg 11.99 0.00 6.33 445.97 -0.23 -0.06 -No Ice 1.2 Dead+1.0 Wind 210 deg 15.99 -3.12 5.48 390.27 220.49 0.04 tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 19 Load Vertical Shears Shear: Overturning Overturning Torque Combination Moment,M,; Moment,Me K K K kip-ft kip-ft kip-ft -No Ice 0.9 Dead+1.0 Wind 210 deg 11.99 -3.12 5.48 386.09 218.10 0.04 -No Ice 1.2 Dead+1.0 Wind 240 deg 15.99 -5.40 3.16 225.10 382.13 0.13 -No Ice 0.9 Dead+1.0 Wind 240 deg 11.99 -5.40 3.16 222.71 377.99 0.13 -No Ice 1.2 Dead+1.0 Wind 270 deg 15.99 -6.23 -0.00 -0.46 441.38 0.19 -No Ice 0.9 Dead+1.0 Wind 270 deg 11.99 -6.23 -0.00 -0.39 436.60 0.18 -No Ice 1.2 Dead+1.0 Wind 300 deg 15.99 -5.40 -3.17 -225.95 382.35 0.19 -No Ice 0.9 Dead+1.0 Wind 300 deg 11.99 -5.40 -3.17 -223.43 378.21 0.19 -No Ice 1.2 Dead+1.0 Wind 330 deg 15.99 -3.12 -5.48 -390.96 220.88 0.15 -No Ice 0.9 Dead+1.0 Wind 330 deg 11.99 -3.12 -5.48 -386.65 218.49 0.15 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 28.12 0.00 -0.00 -0.07 -0.15 0.00 1.2 Dead+1.0 Wind 0 28.12 -0.00 -1.01 -73.06 -0.14 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 28.12 0.50 -0.87 -63.27 -36.08 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wnd 60 28.12 0.86 -0.50 -36.56 -62.41 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 28.12 1.00 0.00 -0.08 -72.05 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 28.12 0.87 0.50 36.39 -62.43 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 28.12 0.50 0.87 63.09 -36.13 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 28.12 0.00 1.01 72.85 -0.19 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 28.12 -0.50 0.87 63.06 35.76 0.00 - deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 28.12 -0.86 0.50 36.35 62.09 0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 28.12 -1.00 -0.00 -0.13 71.73 0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 28.12 -0.87 -0.50 -36.60 62.11 0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 28.12 -0.50 -0.87 -63.30 35.81 0.02 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 13.32 -0.00 -2.28 -161.58 0.07 0.02 Dead+Wind 30 deg-Service 13.32 1.12 -1.98 -139.92 -78.90 -0.01 Dead+Wind 60 deg-Service 13.32 1.95 -1.14 -80.82 -136.74 -0.05 Dead+Wind 90 deg-Service 13.32 2.25 0.00 -0.11 -157.94 -0.07 Dead+Wind 120 deg- 13.32 1.95 1.14 80.57 -136.82 -0.07 Service Dead+Wind 150 deg- 13.32 1.12 1.98 139.61 -79.04 -0.05 Service Dead+Wind 180 deg- 13.32 0 00 2.28 161.20 -0.09 -0.02 Service Dead+Wind 210 deg- 13.32 -1.12 1.98 139.53 78.89 0.01 Service Dead+Wind 240 deg- 13.32 -1.95 1.14 80.43 136.73 0.05 Service Dead+Wind 270 deg- 13.32 -2.25 -0.00 -0.27 157.93 0.07 Service Dead+Wind 300 deg- 13.32 -1.95 -1.14 -80.95 136.81 0.07 Service Dead+Wind 330 deg- 13.32 -1.12 -1.98 -140.00 79.03 0.05 Service _ 1.2 Dead+1.0 Ev+1.0 Eh 0 17.80 0.00 -2.03 -179 84 -0.01 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 10.18 0.00 -2.03 -175.83 -0.01 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 30 17.80 1.01 -1.76 -155.78 -89.81 -0.00 tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CO BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 20 Load Vertical Shear, 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 30 10.18 1.01 -1.76 -152.29 -87.84 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 17.80 1.76 -1.01 -90.04 -155.55 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 60 10.18 1.76 -1.01 -88.00 -152.13 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 17.80 2.03 0.00 -0.24 -179.61 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 90 10.18 2.03 0.00 -0.17 -175.67 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 17.80 1.76 1.01 89.57 -155.55 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 10.18 1.76 1.01 87.66 -152.13 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 17.80 1.01 1.76 155.31 -89.81 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 10.18 1.01 1.76 151.96 -87.84 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 17.80 0.00 2.03 179.37 -0.01 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 10.18 0.00 2.03 175.49 -0.01 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 17.80 -1.01 1.76 155.31 89.80 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 10.18 -1.01 1.76 151.96 87.82 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 17.80 -1.76 1.01 89.57 155.54 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 10.18 -1.76 1.01 87.66 152.12 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 17.80 -2.03 0.00 -0.24 179.60 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 10.18 -2.03 0.00 -0.17 175.65 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 17.80 -1.76 -1.01 -90.04 155.54 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 10.18 -1.76 -1.01 -88.00 152.12 0.00 • deg 1.2 Dead+1.0 Ev+1.0 Eh 330 17.80 -1.01 -1.76 -155.78 89.80 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 10.18 -1.01 -1.76 -152.29 87.82 0.00 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 0.00 -13.32 0.00 0.00 13.32 0.00 0.000% 2 -0.00 -15.99 -6.33 0.00 15.99 6.33 0.000% 3 -0.00 -11.99 -6.33 0.00 11.99 6.33 0.000% 4 3.12 -15.99 -5.48 -3.12 15.99 5.48 0.000% 5 3.12 -11.99 -5.48 -3.12 11.99 5.48 0.000% 6 5.40 -15.99 -3.16 -5.40 15.99 3.16 0.000% 7 5.40 -11.99 -3.16 -5.40 11.99 3.16 0.000% 8 6.23 -15.99 0.00 -6.23 15.99 -0.00 0.000% 9 6.23 -11.99 0.00 -6.23 11.99 -0.00 0.000% 10 5.40 -15.99 3.17 -5.40 15.99 -3.17 0.000% 11 5.40 -11.99 3.17 -5.40 11.99 -3.17 0.000% 12 3.12 -15.99 5.48 -3.12 15.99 -5.48 0.000% 13 3.12 -11.99 5.48 -3.12 11.99 -5.48 0.000% 14 0.00 -15.99 6.33 -0.00 15.99 -6.33 0.000% 15 0.00 -11.99 6.33 -0.00 11.99 -6.33 0.000% 16 -3.12 -15.99 5.48 3.12 15.99 -5.48 0.000% 17 -3.12 -11.99 5.48 3.12 11.99 -5.48 0.000% tnxTower Report-version 8.0.5.0 July 02, 2020 • 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 21 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 18 -5.40 -15.99 3.16 5.40 15.99 -3.16 0.000% 19 -5.40 -11.99 3.16 5.40 11.99 -3.16 0.000% 20 -6.23 -15.99 -0.00 6.23 15.99 0.00 0.000% 21 -6.23 -11.99 -0.00 6.23 11.99 0.00 0.000% 22 -5.40 -15.99 -3.17 5.40 15.99 3.17 0.000% 23 -5.40 -11.99 -3.17 5.40 11.99 3.17 0.000% 24 -3.12 -15.99 -5.48 3.12 15.99 5.48 0.000% 25 -3.12 -11.99 -5.48 3.12 11.99 5.48 0.000% 26 0.00 -28.12 0.00 -0.00 28.12 0.00 0.000% 27 -0.00 -28.12 -1.01 0.00 28.12 1.01 0.000% 28 0.50 -28.12 -0.87 -0.50 28.12 0.87 0.000% 29 0.86 -28.12 -0.50 -0.86 28.12 0.50 0.000% 30 1.00 -28.12 0.00 -1.00 28.12 -0.00 0.000% 31 0.87 -28.12 0.50 -0.87 28.12 -0.50 0.000% 32 0.50 -28.12 0.87 -0.50 28.12 -0.87 0.000% 33 0.00 -28.12 1.01 -0.00 28.12 -1.01 0.000% 34 -0.50 -28.12 0.87 0.50 28.12 -0.87 0.000% 35 -0.86 -28.12 0.50 0.86 28.12 -0.50 0.000% 36 -1.00 -28.12 -0.00 1.00 28.12 0.00 0.000% 37 -0.87 -28.12 -0.50 0.87 28.12 0.50 0.000% 38 -0.50 -28.12 -0.87 0.50 28.12 0.87 0.000% 39 -0.00 -13.32 -2.28 0.00 13.32 2.28 0.000% 40 1.12 -13.32 -1.98 -1.12 13.32 1.98 0.000% 41 1.95 -13.32 -1.14 -1.95 13.32 1.14 0.000% 42 2.25 -13.32 0.00 -2.25 13.32 -0.00 0.000% 43 1.95 -13.32 1.14 -1.95 13.32 -1.14 0.000% 44 1.12 -13.32 1.98 -1.12 13.32 -1.98 0.000% 45 0.00 -13.32 2.28 -0.00 13.32 -2.28 0.000% 46 -1.12 -13.32 1.98 1.12 13.32 -1.98 0.000% 47 -1.95 -13.32 1.14 1.95 13.32 -1.14 0.000% 48 -2.25 -13.32 -0.00 2.25 13.32 0.00 0.000% 49 -1.95 -13.32 -1.14 1.95 13.32 1.14 0.000% 50 -1.12 -13.32 -1.98 1.12 13.32 1.98 0.000% 51 0.00 -17.80 -2.03 0.00 17.80 2.03 0.000% 52 0.00 -10.18 -2.03 0.00 10.18 2.03 0.000% - 53 1.01 -17.80 -1.76 -1.01 17.80 1.76 0.000% 54 1.01 -10.18 -1.76 -1.01 10.18 1.76 0.000% 55 1.76 -17.80 -1.01 -1.76 17.80 1.01 0.000% 56 1.76 -10.18 -1.01 -1.76 10.18 1.01 0.000% - 57 2.03 -17.80 0.00 -2.03 17.80 0.00 0.000% 58 2.03 -10.18 0.00 -2.03 10.18 0.00 0.000% 59 1.76 -17.80 1.01 -1.76 17.80 -1.01 0.000% 60 1.76 -10.18 1.01 -1.76 10.18 -1.01 0.000% 61 1.01 -17.80 1.76 -1.01 17.80 -1.76 0.000% 62 1.01 -10.18 1.76 -1.01 10.18 -1.76 0.000% 63 0.00 -17.80 2.03 0.00 17.80 -2.03 0.000% 64 0.00 -10.18 2.03 0.00 10.18 -2.03 0.000% 65 -1.01 -17.80 1.76 1.01 17.80 -1.76 0.000% 66 -1.01 -10.18 1.76 1.01 10.18 -1.76 0.000% 67 -1.76 -17.80 1.01 1.76 17.80 -1.01 0.000% 68 -1.76 -10.18 1.01 1.76 10.18 -1.01 0.000% 69 -2.03 -17.80 0.00 2.03 17.80 0.00 0.000% 70 -2.03 -10.18 0.00 2.03 10.18 0.00 0.000% 71 -1.76 -17.80 -1.01 1.76 17.80 1.01 0.000% 72 -1.76 -10.18 -1.01 1.76 10.18 1.01 0.000% 73 -1.01 -17.80 -1.76 1.01 17.80 1.76 0.000% 74 -1.01 -10.18 -1.76 1.01 10.18 1-76 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force _ Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00030393 3 Yes 4 0.00000001 0.00015908 4 Yes 5 0.00000001 0.00032975 tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 22 5 Yes 5 0.00000001 0.00016984 6 Yes 5 0.00000001 0.00033851 7 Yes 5 0.00000001 0.00017475 8 Yes 4 0.00000001 0.00057308 9 Yes 4 0.00000001 0.00038015 10 Yes 5 0.00000001 0.00031403 11 Yes 5 0.00000001 0.00016202 12 Yes 5 0.00000001 0.00034366 13 Yes 5 0.00000001 0.00017765 14 Yes 4 0.00000001 0.00031184 15 Yes 4 0.00000001 0.00016742 16 Yes 5 0.00000001 0.00033299 17 Yes 5 0.00000001 0.00017194 18 Yes 5 0.00000001 0.00031695 19 Yes 5 0.00000001 0.00016363 20 Yes 4 0.00000001 0.00058687 21 Yes 4 0.00000001 0.00039037 22 Yes 5 0.00000001 0.00034485 23 Yes 5 0.00000001 0.00017814 24 Yes 5 0.00000001 0.00032244 25 Yes 5 0.00000001 0.00016588 26 Yes 4 0.00000001 0.00002711 27 Yes 5 0.00000001 0.00014685 28 Yes 5 0.00000001 0.00015077 29 Yes 5 0.00000001 0.00014908 30 Yes 5 0.00000001 0.00014254 31 Yes 5 0.00000001 0.00014596 32 Yes 5 0.00000001 0.00014629 33 Yes 5 0.00000001 0.00014182 34 Yes 5 0.00000001 0.00014538 35 Yes 5 0.00000001 0.00014473 36 Yes 5 0.00000001 0.00014133 37 Yes 5 0.00000001 0.00014812 38 Yes 5 0.00000001 0.00015013 39 Yes 4 0.00000001 0.00003779 40 Yes 4 0.00000001 0.00026353 41 Yes 4 0.00000001 0.00028704 42 Yes 4 0.00000001 0.00006839 43 Yes 4 0.00000001 0.00023988 44 Yes 4 0.00000001 0.00029222 45 Yes 4 0.00000001 0.00003783 46 Yes 4 0.00000001 0.00027043 47 Yes 4 0.00000001 0.00024468 48 Yes 4 0.00000001 0.00006895 49 Yes 4 0.00000001 0.00030010 50 Yes 4 0.00000001 0.00024963 51 Yes 4 0.00000001 0.00008330 52 Yes 4 0.00000001 0.00002016 53 Yes 4 0.00000001 0.00063561 54 Yes 4 0.00000001 0.00033640 55 Yes 4 0.00000001 0.00063790 56 Yes 4 0.00000001 0.00033736 57 Yes 4 0.00000001 0.00008319 58 Yes 4 0.00000001 0.00002034 59 Yes 4 0.00000001 0.00062329 60 Yes 4 0.00000001 0.00033140 61 Yes 4 0.00000001 0.00062567 62 Yes 4 0.00000001 0.00033238 63 Yes 4 0.00000001 0.00008232 64 Yes 4 0.00000001 0.00002002 65 Yes 4 0.00000001 0.00062539 66 Yes 4 0.00000001 0.00033227 67 Yes 4 0.00000001 0.00062310 68 Yes 4 0.00000001 0.00033131 69 Yes 4 0.00000001 0.00008316 70 Yes 4 0.00000001 0.00002034 71 Yes 4 0.00000001 0.00063770 72 Yes 4 0.00000001 0.00033727 73 Yes 4 0.00000001 0.00063532 74 Yes 4 0.00000001 0.00033629 tnxTower Report-version 8.0.5.0 July 02, 2020 • 99 Ft Monopole Tower Structural Analysis COI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 23 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ' L1 99-67 11.489 51 0.8819 0.0010 L2 67-31.79 5.707 51 0.8157 0.0007 L3 36.21 -0 1.662 51 0.4151 0.0003 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ' ft 98.0000 CCISeismic Tower Section 1 -1 51 11.300 0.8829 0.0010 51094 96.0000 HBXX-6516DS-A2M 51 10.923 0.8848 0.0010 51094 92.5000 CCISeismic nokia HCS 2.0 Part 51 10.264 0.8875 0.0010 39303 3(1-1/2)From 0 to 96(89ft to96ft) 92.0000 CCISeismic Tower Section 1 -2 51 10.171 0.8878 0.0010 36496 84.0000 CCISeismic nokia HCS 2.0 Part 51 8.685 0.8866 0.0009 17031 3(1-1/2)From 0 to 96(79ft to89ft) 82.0000 CCISeismic Tower Section 1 -3 51 8.319 0.8839 0.0009 15027 80.0000 DHHTT65B-3XR w/Mount Pipe 51 7.957 0.8801 0.0009 13445 79.5000 CCISeismic(3)sprint TYPE 11(1- 51 7.867 0.8789 0.0009 13101 7/16)From 0 to 80(79ft to80ft) 74.0000 CCISeismic nokia HCS 2.0 Part 51 6.893 0.8599 0.0008 10218 3(1-1/2)From 0 to 96(69ft 1o79ft) 72.0000 CCISeismic Tower Section 1 -4 51 6.548 0.8497 0.0008 9461 64.3950 CCISeismic Tower Section 2-1 51 5.283 0.7925 0.0007 7177 64.0000 CCISeismic nokia HCS 2.0 Part 51 5.220 0.7887 0.0007 7072 3(1-1/2)From 0 to 96(59ft to69ft) 56.7900 CCISeismic Tower Section 2-2 51 4.115 0.7069 0.0006 5559 55.0000 POWER JUNCTION CYLINDER 51 3.858 0.6837 0.0006 5278 _ 54.0000 CCISeismic nokia HCS 2.0 Part 51 3.717 0.6703 0.0005 5133 3(1-1/2)From 0 to 96(49ft to59ft) 46.7900 CCISeismic Tower Section 2-3 51 2.774 0.5683 0.0004 4284 44.0000 CCISeismic nokia HCS 2.0 Part 51 2.448 0.5274 0.0004 4026 . 3(1-1/2)From 0 to 96(39ft to49ft) 36.7900 CCISeismic Tower Section 2-4 51 1.714 0.4232 0.0003 3581 34.0000 CCISeismic nokia HCS 2.0 Part 51 1.476 0.3849 0.0002 3698 3(1-1/2)From 0 to 96(29ft to39ft) 33.1050 CCISeismic Tower Section 3-1 51 1.405 0.3729 0.0002 3780 25.0000 CCISeismic Tower Section 3-2 51 0.873 0.2708 0.0001 4993 24.0000 CCISeismic nokia HCS 2.0 Part 51 0.819 0.2588 0.0001 5201 3(1-1/2)From 0 to 96(19ft to29ft) 15.0000 CCISeismic Tower Section 3-3 51 0.428 0.1569 0.0001 8322 14.0000 CCISeismic nokia HCS 2.0 Part 51 0.392 0.1461 0.0001 8916 3(1-1/2)From 0 to 96(9ft 1o19ft) 5.0000 CCISeismic Tower Section 3-4 51 0.126 0.0514 0.0000 24966 4.5000 CCISeismic nokia HCS 2.0 Part 51 0.113 0.0462 0.0000 24966 3(1-1/2)From 0 to 96(Oft to9ft) Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ' L1 99-67 26.813 2 2.0273 0.0028 L2 67-31.79 13.513 2 1.8813 0.0021 L3 36.21 -0 4.041 2 0.9960 0.0007 - tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 24 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 98.0000 CCISeismic Tower Section 1 -1 2 26.381 2.0294 0.0029 24146 96.0000 HBXX-6516DS-A2M 2 25.516 2.0333 0.0029 24146 92.5000 CCISeismic nokia HCS 2.0 Part 2 24.006 2.0388 0.0028 18574 3(1-1/2)From 0 to 96(89ft to96ft) 92.0000 CCISeismic Tower Section 1 -2 2 23.791 2.0394 0.0028 17247 84.0000 CCISeismic nokia HCS 2.0 Part 2 20.380 2.0362 0.0026 8048 3(1-1/2)From 0 to 96(79ft to89ft) 82.0000 CCISeismic Tower Section 1 -3 2 19.540 2.0304 0.0026 7101 80.0000 DHHTT65B-3XR w/Mount Pipe 2 18.707 2.0219 0.0026 6353 79.5000 CCISeismic(3)sprint TYPE I1(1- 2 18.500 2.0194 0.0025 6190 7/16)From 0 to 80(79ft to80ft) 74.0000 CCISeismic nokia HCS 2.0 Part 2 16.257 1.9776 0.0024 4828 3(1-1/2)From 0 to 96(69ft to79ft) 72.0000 CCISeismic Tower Section 1 -4 2 15.459 1.9555 0.0023 4470 64.3950 CCISeismic Tower Section 2-1 2 12.531 1.8309 0.0020 3335 64.0000 CCISeismic nokia HCS 2.0 Part 2 12.384 1.8226 0.0020 3280 3(1-1/2)From 0 to 96(59ft to69ft) 56.7900 CCISeismic Tower Section 2-2 2 9.811 1.6443 0.0017 2504 55.0000 POWER JUNCTION CYLINDER 2 9.209 1.5935 0.0016 2365 54.0000 CCISeismic nokia HCS 2.0 Part 2 8.879 1.5642 0.0015 2294 3(1-1/2)From 0 to 96(49ft to59ft) 46.7900 CCISeismic Tower Section 2-3 2 6.669 1.3394 0.0012 1884 44.0000 CCISeismic nokia HCS 2.0 Part 2 5.899 1.2486 0.0011 1762 3(1-1/2)From 0 to 96(39ft to49ft) 36.7900 CCISeismic Tower Section 2-4 2 4.164 1.0144 0.0008 1552 34.0000 CCISeismic nokia HCS 2.0 Part 2 3.599 0.9269 0.0007 1601 3(1-1/2)From 0 to 96(29ft to39ft) 33.1050 CCISeismic Tower Section 3-1 2 3.431 0.8994 0.0006 1636 25.0000 CCISeismic Tower Section 3-2 2 2.155 0.6607 0.0004 2161 24.0000 CCISeismic nokia HCS 2.0 Part 2 2.025 0.6325 0.0004 2251 3(1-1/2)From 0 to 96(1911 to29ft) . 15.0000 CCISeismic Tower Section 3-3 2 1.071 0.3870 0.0002 3601 14.0000 CCISeismic nokia HCS 2.0 Part 2 0.984 0.3606 0.0002 3858 3(1-1/2)From 0 to 96(9fl to19ft) 5.0000 CCISeismic Tower Section 3-4 2 0.320 0.1274 0.0001 10803 - 4.5000 CCISeismic nokia HCS 2.0 Part 2 0.287 0.1147 0.0001 10803 3(1-1/2)From 0 to 96(Oft to9ft) Compression Checks Pole Design Data Section Elevation Size L L, Kl/r A P. (1)P„ Ratio No. P. ft ft ft in2 K K .P„ L1 99-67(1) TP26x26x0.375 32.000 0.0000 0.0 30.188 -8.60 950.95 0.009 0 7 L2 67-31.79(2) TP30.75x25.5x0.1875 35.210 0.0000 0.0 17.796 -11.56 800.83 0.014 0 3 L3 31.79-0(3) TP35x29.7787x025 36.210 0.0000 0.0 27.574 -15.98 1240.84 0.013 0 1 Pole Bending Design Data tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 25 Section Elevation Size M,,, 0M„x Ratio M,, 413M„y Ratio • No. M. M.. ft kip-ft kip-ft 4,M, kip-ft kip-ft ,t,M,,, L1 99-67(1) TP26x26x0.375 95.13 624.25 0.152 0.00 624.25 0.000 . L2 67-31.79(2) TP30.75x25.5x0.1875 240.07 555.22 0.432 0.00 555.22 0.000 L3 31.79-0(3) TP35x29.7787x0.25 451.27 1049.56 0.430 0.00 1049.56 0.000 Pole Shear Design Data Section Elevation Size Actual 0V Ratio Actual i1T Ratio No. V V T T ft K K OV kip-ft kip-ft 0Tn L1 99-67(1) TP26x26x0.375 3.99 285.28 0.014 0.06 642.72 0.000 L2 67-31.79(2) TP30.75x25.5x0.1875 5.33 240.25 0.022 0.06 629.16 0.000 L3 31.79-0(3) TP35x29.7787x0.25 6.34 372.25 0.017 0.06 1132.84 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P M. M. V. T, Stress Stress ft 4)P OMB 4Mm 0V 0T„ Ratio Ratio L1 99-67(1) 0.009 0.152 0.000 0.014 0.000 0.162 1.050 4.8.2 L2 67-31.79(2) 0.014 0.432 0.000 0.022 0.000 0.447 1.050 4.8.2 L3 31.79-0(3) 0.013 0.430 0.000 0.017 0-000 0.443 1.050 4.8.2 Section Capacity Table _ Section Elevation Component Size Critical P 0Pe,mw % Pass No. ft Type Element K K Capacity Fail L1 99-67 Pole TP26x26x0.375 1 -8.60 998.49 15.4 Pass L2 67-31.79 Pole TP30.75x25.5x0.1875 2 -11.56 840.87 42.6 Pass L3 31.79-0 Pole TP35x29.7787x0.25 3 -15.98 1302.88 42.2 Pass Summary Pole(L2) 42.6 Pass RATING= 42.6 Pass tnxTower Report-version 8.0.5.0 July 02, 2020 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 26 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.5.0 lsrMel (PROPOSED EQUIPMENT CONFIOURAT1O#1) (2) 1-1/2'TO 96 FT LEVEL T1 / / \ \ / \ \ / / \ \ I f 4 11 II v I I (OTHER CONSIDERED EQUIPMENT) \ I g lI (2) 1/4'GROUND TO BO FT LEVEL / (OTHER CONSIDERED EQUIPMENT) \ \ / (3) 1-7/18'TO BD FT LEVEL t \\' // / f i • . July 02, 2020 99 Ft Monopole Tower Structural Analysis CCl BU No 825028 Project Number 1866794, Order 525414, Revision 0 Page 27 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.5.0 Monopole Flange Plate Connection Elevation=67 ft. CROWN :2, CASTLE BU 8 825028 Applied Loads - Site Name King City Moment(kip-Ft) 95.13 Order 8 525414 Rev 0 Axial Force(kips) 8.60 Shear Force(kips) 3.99 TIA-222 Revision H `TIA-222-H Section 15.5 Applied Top Plate-Internal Bottom Plate-Internal 3' 0i ® ® 0 _,...........,..7:/// \ 0 ,.\.:..."jj Connection Properties Bolt Data (12)1"0 bolts(A325 N;Fy=92 ksi,Fu=120 ksi)on 22"BC Top Plate Data Bottom Plate Data 19"ID x 1.5"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) 19.5"ID x 1.5"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 26"x 0.375"round pole(A53-B-35;Fy=35 ksi,Fu=60 ksi) 25.5"x 0.1875"18-sided pole(A572-50;Fy=50 ksi,Fu=65 ksij Analysis Results _ Bolt Capacity Max Load(kips) 16.57 Allowable(kips) 54.54 Stress Rating: 28.9% - Top Plate Capacity Bottom Plate Capacity Max Stress(ksi): 7.87 (Flexural) Max Stress(ksi): 7.52 (Flexural) Allowable Stress(ksi): 45.00 Allowable Stress(ksi): 45.00 Stress Rating: 16.6% Pass Stress Rating: 15.9% Pass Tension Side Stress Rating: 4.4% Pass Tension Side Stress Rating: 4.2% Pass CCl plate -version 3.6.1 Analysis Date:7/2/2020 Monopole Base Plate Connection .,, CROWN CASTLE BUN 825028 Site Name King City j ° Order N 525414 Rev0 Analysis Considerations TIA-222 Revision H Grout Considered: No „(in) 0.5 Applied Loads Moment(kip-ft) 451.27 Axial Force(kips) 15.98 Shear Force(kips) 6.34 "TlA-222-H Section 15.5 Applied 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 43.4375"BC Pu_c=128.53 cl)Pn_c=268.39 Stress Rating Vu=1.58 $Vn=120.77 45.6% Base Plate Data Mu=n/a 4,Mn=n/a Pass 43"OD x 4.75"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 2.25 (Shear) - (8)18"H x 6"W x 0.75"T,Notch:0.75" Allowable Stress(ksi): 29.25 plate:Fy=50 ksi;weld:Fy=70 ksi Stress Rating: 7.3% Pass horiz.weld:0.375"groove,45°dbl bevel,0.25"fillet vert.weld:0.25"fillet Stiffener Summary Horizontal Weld: 22.9% Pass Pole Data Vertical Weld: 23.2% Pass 35"x 0.25"18-sided pole(A572-50;Fy=50 ksi,Fu=65 ksi) Plate Flexure+Shear: 4.7% Pass Plate Tension+Shear: 23.0% Pass Plate Compression: 24.5% Pass Pole Summary Punching Shear: 8.2% Pass CClplate-version 3.6.1 Analysis Date:7/2/2020 Drilled Pier Foundation CRQW�1 BU#: 825028 (ser CASTLE Site Name: King City Order Number: 525414 Rev 0 TIA-222 Revison: H Tower Type. Monopole Analysis Results Check Limitation Applied Loads Soil Lateral Check Compression Uplift •••I TIA-222-H Section 15.5: IA Comp. Uplift D0.,(ft from TOC) 5.74 - N/A ❑ Moment(kip-ft) 451 Soil Safety Factor 10.36 - Axial Force(kips) 16 Max Moment(kip-ft) 481.39 - Shear Force(kips) 6 Rating* 12.2% - Soil Vertical Check Compression Uplift Material Properties Skin Friction(kips) 53.00 - Concrete Stren•th,fc: 4 ksi End Bearing(kips) 204.02 - Rebar Stren•th,F : 60 ksi Weight of Concrete(kips) 83.41 - Total Capacity(kips) 257.03 - Pier Design Data prhar&PierGotham Axial(kips) 99.41 - Depth 21 ft Rating* 36.8% - Ext.Above Grade 1 ft En,hrnnrdik"innuts Reinforced Concrete Check Compression Uplift Pier Section 1 Jelled Pirrlmwri. Critical Depth(ft from TOC) 5.45 From l'above grade to 21'below grade Critical Moment(kip-ft) 481.25 - Pier Diameter 5.5 ft Critical Moment Capacity 2364.50 - C Rebar Quantity 12 Rating* 19.4% RebarSize 11 Clear Cover to Ties 4 in Soil Interaction Rating* 36.8% Tie Size 5 Structural Foundation Rating* 19.4% *Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth 15 #of Layers 5 Calculated Calculated Ultimate Skin Ult.Gross TopBottom Thickness .Angle of Ultimate Skin y°r yronem• Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SFr Blow Layer Friction Friction Uplift Soil Type (ft) (ft) (ft) (Pcf) (per) (ksf) (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 0.00 Cohesionless 2 2 7.5 5.5 110 150 0 35 0.000 0.000 0.15 0.15 Cohesionless 3 7.5 15 7.5 110 150 0 37 0.000 0.000 0.30 0.30 Cohesionless 4 15 20.5 5.5 47.6 87.6 0 33 0.000 0.000 0.15 0.15 Cohesionless 5 20.5 21 0.5 47.6 87.6 0 40 0.000 0.000 0.38 0.38 11.45 Cohesionless Version 3.0.2 ' ASCE ASCE 7 Hazards Report AMEHICaN SOCIETY OF CMI ENGINEERS - Address: Standard: ASCE/SEI 7-16 Elevation: 265.09 ft (NAVD 88) No Address at This Risk Category: II Latitude: 45.420611 Location Soil Class: D - Default (see Longitude: -122.784306 Section 11.4.3) , t . or ,it 4.. ...., i ----ic 7 � — ,y r., r„--, ,..„. .. ., . 1 . 4,.. ,`,(' . , , iyi , _ , ... ii , . i f f , LIA Osv., 6 I6a,rt #4.4„414‘ , ,, ,...... , �. 41%w I .Wk + _... .. � rt`f�—~ T r 50. 1 1ArtJl7 #may.. { htti s://asce7hazardtool.online/ Page 1 of 3 Thu Jul 02 2020 ASCE, AMFRfAN5 " rv(1-iAVll FNGWFFH$ Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 0.852 Sol : N/A Si : 0.394 IL : 16 Fa : 1.2 PGA : 0.388 F„ : N/A PGA M : 0.47 SMS : 1.022 FPGA : 1.212 SM, : N/A le : 1 Sos : 0.682 C„ : 1.226 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Jul 02 2020 Date Source: USGS Seismic Desian Maps httos://asce7hazardtool.online/ Page 2 of 3 Thu Jul 02 2020 ACE. AMERICAN SOCIETY OF EMI 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: Thu Jul 02 2020 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 Thu Jul 02 2020 CROWN BU: 825028 Structure: A ...; CASTLEOrder W r: 1866794 Order: 525414 Rev: 0 Location Decimal Degrees Deg Min Sec Lat: 45.420611 1 + 45 25 14.20 Long: -122.784306 - I 122 I 47 I 3.50 Code and Site Parameters Seismic Design Code: TIA-222-H Site Soil: D(Default) Default Risk Category: II USGS Seismic Reference Ss: 0.8520 g 5,: 0.3940 g TL: 16 s Seismic Design Category Determination Importance Factor,I,: 1 Acceleration-based site coefficient,F,: 1.2000 Velocity-based site coefficient,F,,: 1.9060 Design spectral response acceleration short period,Sps: 0.6816 g Design spectral response acceleration 1 s period,Sol: 0.5006 g Seismic Design Category Based on Sps: D Seismic Design Category Based on SD1: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: CCISeismic 3.2.3 Page 1 Analysis Date: 7/2/2020 CROWN BU: 825028 Structure: A CASTLE WO: 1866794 �� Order: 525414 Rev: 0 Tower Details Tower Type: Tapered Monopole Height,h: 99 ft Effective Seismic Weight,W: 13.29 kips Amplification Factor,A,: 1.0 2.7.8.1 eairilc Hake S'•iear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,W,,: 3.86256 kips WL: 9.428451261 kips E: 29000.0 ksi g: 386.088 in/s2 Average Moment of Inertia,I,,,e: 2504.119894 in4 F,: 0.456877843 hz Approximate Fundamental Period Monopole,T,: 2.1888 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.4544 2.7.7.1.1 Seismic Response Coefficient Max 1,C,m,,, 0.1525 2.7.7.1.1 Seismic Response Coefficient Max 2,C,,,a, N/A 2.7.7.1.1 Seismic Response Coefficient Min 1,C,,,;„ 0.0300 2.7.7.1.1 Seismic Response Coefficient Min 2,C ;,, N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C. 0.1525 Seismic Base Shear,V kips 2.7.7.1.1 Period Related Exponent,k: 1.844 2.7.7.1.2 Sum of w;h;k 33124.82 2.7.7.1.2 CCISeismic 3.2.3 Page 2 Analysis Date: 7/2/2020 Tower section Loads Section Length Top Height Mid Height,h, Section wh," �. F� F„ Number Weight,w, IIIMMEMECION 99.00 98.00 IKEINIIIIIEZIEM 0.0292 0.0591 0.0280 ®®®MEIM®MEIXEMMOMMOIMEM 0.1400 ® 10.00 11111=111111101311111EIEEMIIIIIICEEEIMEMEMMEEMI 0.1400 ® 10.00 77 00 ® 1.0273 ® 00826 MEM 0.1400 ®® • " IIIIIIMM r t 0.0360 0.0370 ® 10.00 ®� 0.5434 ®MEEMMMIM ® 10.00 IMMEEMIIIMMEMICIMMIMMEMI 0.0208 pIIIIMZEM ® " =1111==l1EM 0.5038 466.33 0.0141 MBOMMICDIM ®=151=®®MIZEMMIERM 0.0096 0.0195 Mr= =IMMEIMMEMMEMEll 0 8409 318.49 ®®MIEEM ® 10.00 rr11ECE111 0.0039 0.0079 ®®=CEM®MEIZIMMEM 0.0005 ®® SumIMEMINIELEIMI CCISeismic 3.2.3 Page 3 Analysis Date: 7/2/2020 Discrete Loads Name h, w, w,h,° C„ FA F,,,. andrew H8XX-651605-A2M 96.00 0.0306 138.61 0.0042 0.0085 0.0042 andrew HBXX-651605-42M 9600 00306 1666'.. 0.0042 0.0085 00042 andrew H8XX-651605-A2M 96.00 0.0306 138.61 0.0042 0.0085 0.0042 carrmscope FFH1-1-65C-R3 96.00 0.1276 577.99 0.0174 0.0354 0.0174 commscope FFHH-65C-63 96.00 0.1276 577.99 0.0174 0.0354 0.0174 commsope FFHH-65C-R3 96.00 0.12/6 577.99 0.0174 0.0354 0.C174 nokia AHLOA 96.00 0.0800 362.38 0.0109 0.0222 0.0109 nokia AHLOA 96.00 0.0800 362.3B 0.0109 0.0222 0.0109 nokia AHLOA 96.00 0.0800 362.38 0.0109 0.0222 0.0109 nokia FXFC 96.00 0.0600 211.78 00082 00166 0.0082 commscope HCS 2.0 96.00 0.0014 6.21 0.0002 0.0004 0.0002 nokia AEHC 96.00 0.1000 452.97 0.0137 0.0277 0.0136 nokia AEHC 96.00 0.1000 452.97 0.0137 0.0277 0.0136 nokia AEHC 96.00 0.1000 452.97 0.013/ 0.0277 0.0136 nokia AHFIG 96.00 0.0800 362.38 0.0109 0.0222 0.0109 nokia AHFIG 96.00 0.0800 362.33 0.0109 0.0222 C.0109 nokia AHFIG 96.00 0.0600 362.38 0.0109 0.0222 0.0109 raycao ASU9338TYPC1 960E 0.020E 90.59 0.0027 0,0055 C,0027 tower mounts Platform Mount]LP 301-1 KCKR] 96.00 1.8635 8441.11 0.2548 0.5165 0.2540 commscope DI111TT658-3XR w/Mount P pe 80.00 0.0710 229.86 0.0069 0.0141 C.0097 commscope DHHTT656.3XR w/Mount Pipe 80.00 0.0710 229.86 0.0069 0.0141 0.0097 commscope DHHT1-658-3XR w/Mount P ne 80.00 00710 229.86 0,0069 0,0141 00097 samsung telecommunication RRH-88 80.00 0.0600 194.17 0.0059 0.0119 0.0082 samsung telecommunications RRH-66 80.00 0.0500 194.1/ 0.0059 0.0119 0 0082 samsung telecommunications RRH-88 80.00 0.0600 194.17 0.0059 0.0119 0.0082 tower mounts Side Arm Mount"SO 701-3 BC 00 0.1950 63105 0.0191 0.0386 C.0266 tower mounts Side Arm Mount[SO 102-3] 80.00 0.0750 242.71 0.0073 0.0149 0.0102 samsung telecommunications POWER JUNCTION CYLINDER 55,00 00033 5.35 0.0002 0.0003 0O004 samsung telecommunications POWER JUNCTION CYLINDER 55.00 0.0033 5.35 0.0002 0.0003 0.0004 samsung teleconnunicatlons POWER JUNCTION CYLINDER 55.00 00033 5.35 C.0002 C.0003 C O004 samsung telecommunications RRH-P4 55.00 0.0600 97.29 0.0029 0.0060 0.0082 samsung telecommunicat'ons RRH-P4 55.00 00600 97.29 C,0029 0.0060 00082 samsung telecommunications RRH-P4 55.00 0.0600 97.29 0.0029 0.0060 0.0082 samsung telecomnuaicat ons RRH-C2A WIEXI FILTER 55.00 0.0500 81 07 C.0024 C.0050 0 0068 samsung telecommunications RRH-C2AW/EXT FILTER 55.00 0.0500 81.07 0.0024 0.0050 0.0068 samsung telecommunicar..ons RRH-C2A W/EXT FI TER 55.00 0,0500 81.37 0.0024 0.0050 0,0068 samsung telecommunications OPTIC FIBER JUNCTION CYLINDER 55.00 0.0020 3.18 0.0001 0.0002 0.0003 samsung telecommunications OPTIC FIBER JUNCTION CYLINDER 35.00 0.0020 3.18 0.D001 0.0002 0.0003 samsung telecommunications OPTIC FIBER JUNCTION CYLINDER 55.00 0.0020 3.18 0.0001 0.0002 0.0003 tower mounts S5c Arm Mount[SO 1C2 3] 55 00 0.0750 121.61 C 0037 00074 0.0102 tower Mounts 782"Antenna Mount Pipe 55.00 0.0300 48.64 0.0015 0.0030 0.0041 tower mounts 7 x2"Antenna Mount Pine a5 DO 0.0300 48.54 0 0015 0 0030 0.0041 . tower mounts7'c2"Antenna Mount Pion 55.00 0.0300 48.64 0.0015 0.0030 0.0041 Sum 4.3733 17465.72 CCISeismic 3.2.3 Page 4 Analysis Date: 7/2/2020 Linear toads Name Start Height End Height h, w, w,h,r C„ F„ F„ nokla HCS 2.0 Part 3(1-1/2)From 0 to 96 89.00 96.00 92.50 0.0120 50.63 0.0015 0.0031 0.0016 rok a HCS 2.2 Part 3[1-1/2)From 0 to 96 79.CO 89 C0 84.00 0.0171 60.55 0 D0:8 0.0037 0.0023 nokia HCS 2.0 Part 3(1-1/2)From 0 to 96 69.00 79.00 74.00 0.0171 47.93 0.0014 0.0029 0.0023 rok a HCS 20 Part 3[1-1/2)From 0 to 96 59.00 69.00 64.00 0.0171 36.67 0.0011 0.0022 0.0023 nokia HCS 2.0 Part 3(1-1/2)From 0 to 96 49.00 59.00 S4.00 0.0171 26.80 0.0008 0.0016 0.0023 rok a HCS 2.0 Part 3[1-1/2)From Oro 96 39.00 49.00 4400 0.0171 18.37 0.0006 0.0G11 0.0023 nokia H052.0 Part 3(1-1/2)From0 to96 29.00 39.00 34.00 0.0171 11.42 0.0003 0.0007 0.0023 rok a HCS 20 Part 3[1.1/2)From 0 to95 19.00 29.00 2400 001/1 6.01 00002 0,0004 0.0023 nokia HCS 2.0 Part 3(1-1/2)From 0 to 96 9.00 19.00 14.00 0.0171 2.22 0.0001 0.0001 0.0023 rok a HCS 2.0 Part 3)1-1/2)From 0 to 96 C.00 9.00 4 50 0D154 0.25 00000 0.0000 0.0021 nokia 49U93251'YPO1 CCIV2(1-1/2)From 0 to 96 89.00 96.00 92.50 0.0113 47.67 0.0014 0.0029 0.0015 rok'a A5U9325TYP01_CCIV2(1-1/2)From 0 to 95 /9.00 89.00 84.00 0.C161 57 01 0 0017 0.0035 0.0022 nokia ASU9325TYP01 CCIV2(1-1/2)From(Ito 96 69.00 79.00 74.00 - 0.0161 45.12 0.0014 0.0028 0.0022 rok'a A5U9325TYP01_CCIV2(1-1/2)From 0 to 96 59.00 69.00 6400 0.C161 34 Si 0 0010 0.0021 0.0022 nokia ASU9325TYP01 CCIV2(1-1/2)From 0 to96 49.00 59.00 54.00 0.0161 25.24 0.0008 0.0015 0.0022 rok a 45U93251YP01 CCIV2(1-1/2)From 0 to 96 39.00 49.00 44.00 0.0161 17.30 C 0005 0.0011 0.0022 nokia A0U932510(1201CC1V2(1-1/2)From 0 to 96 29.00 39.00 34.00 0.0161 10.75 0.0003 0.0007 0.0022 rok'a ASU9325TYPO1^CCIV2(1-1/2)From 0 to 96 19.00 29.00 24.00 0.0161 5.56 C.0002 0.0003 0.0022 nokia 4.SU9325TY1,01_CCIV2(1-1/2)From 0 to 96 9.00 19.00 14.00 0.0161 2.09 0.0001 0.0001 0.0022 rok a ASU9325TYP01_CCIV2(1-1/2)From C to 96 0.00 9.00 4 50 0.0145 0 23 C.0000 0 0000 0.0020 (3)sprint TYPE 11(1-7/16)From 0 to 80 79.00 80.00 79.50 0.0022 7.10 0.0002 0.0004 0.0003 (3)sprirt 100E 1(17/16)From C to 80 69.00 79.00 74.00 0.0222 62.22 0.0019 0.0038 0.0030 (3)sprint TYPEII(1-7/16)From 0 to 80 59.00 69.00 64.00 0.0222 47.60 0.0014 0.0029 0.0030 (3)sprirt-m5E I(1-7/:6)'ron C to 80 49.00 59.00 54.00 0.0222 34.80 0.0011 0 0021 0.0030 (3)sprint TYPE 11(1-7/16)From O to 80 39.00 49.00 44.00 0.0222 23.85 0.0007 0.0015 0.0030 (3)sprirt TYPE II(1-7/16)Fron 0 to 8G 29.00 39.00 34.00 0.0222 14.82 0.0004 0 0009 0.0030 (3)sprint TYPE 11(1-7/16)From to 80 19.00 29.00 24.00 0.0222 7.80 0.0002 0.0005 0.0030 (3)sprint TYPE 11(1-7/16)Fron 0 to 80 9.00 19.00 14.00 00272 239 0.0001 0.0002 0.0030 (3)sprint TYPE 11(1-7/16)From to 80 0.00 9.00 4.50 0.0200 0.32 0.0000 0.0000 0.0027 Su-, 0.4963 707.84 • • • CCISeismic 3.2.3 Page 5 Analysis Date: 7/2/2020