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RECEIVED AUG 2 4 2020 CITY OF TiGARD CROWN ` Date: July 10, 2020 BUILDING DIVISION CASTLE Onnesta Gillis Crown Castle Crown Castle 2000 Corporate Drive 8000 Avalon Blvd Canonsburg, PA 15317 Alpharetta, GA 30009 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: P001373B Carrier Site Name: Greenburg Crown Castle Designation: Crown Castle BU Number: 824338 Crown Castle Site Name: Greenburg Crown Castle JDE Job Number: 614482 Crown Castle Work Order Number: 1869407 Crown Castle Order Number: 524390 Rev. 0 Engineering Firm Designation: Crown Castle Project Number: 1869407 Site Data: 11744 SW Pacific Hwy, Tigard,Washington County, OR Latitude 45°26'6.17", Longitude -122°45'33.14" 130 Foot-Monopole Tower Dear Onnesta Gillis, 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: LC7: Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2019 Oregon Structural Specialty Code 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: Kenneth Sukitch, E.I.T. Respectfully submitted by: P R OFFS Truc Lac, P.E., S.E. Senior Project Engineer - 7/13/2020 ?� O GON \o, 9RCH 20.2� TRUC LPG License Expires: 12/31/2020 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, 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—LC7 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 3 1) INTRODUCTION This tower is a 130 ft Monopole tower designed by VALMONT. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.865 Seismic S1: 0.395 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Feed Number Number Mounting Line Antenna Line of Antenna Model of Feed Level (ft) Elevation Antennas Manufacturer Lines Size) (ft) in 1 raycap RNSNDC-7771-PF-48 133.0 y p 1 > raycap RTMDC-5634-PF-48 r 132.0 1 1 nokia I FXFB 2 andrew T_MBXX. 517-A2M w/ Mount Pipe 1 commscope T 2HH-38A-R4 w/Mount Pipe j 3 1 commscope FFHH-65C-R3 w/Mount Pipe 5 1-5/8 129.0 - 1 1-1/2 131.0 r 1 1 commscope r HCS 2.0 2 1-3/5 r 3 nokia T AEHC w/Mount Pipe _ 3 nokia I AHFIG 7 3 j nokia AHLOA j 129.0 1 tower mounts T Miscellaneous [NA 509-3] 1 tower mounts T Platform Mount[LP 713-1] Table 2-Other Considered Equipment Center Number Number Feed Mounting Line Antenna of Feed Line of Antenna Model Level (ft) Elevation Antennas Manufacturer Lines Size) (ft) m 118.0 119.0 J 6 jaybeam wireless PCSS065-19-2 w/ Mount Pipe 6 ' 1-5/8 — r 118.0 1 I tower mounts T-Arm Mount[TA 602-3] 1 I antel BXA-70040/8CF w/Mount Pipe 1 antel BXA-70063/8CF w/Mount Pipe BXA-70080-8CF-EDIN-0 1 antel w/Mount Pipe 6 1-5/8 90.0 90.0 r.__ _ 6 commscope T CBC1923T-4310 3 1-1/2 r- 6 , commscope T JAHH-45C-R3B w/ Mount Pipe r- 3 I ericsson T RADIO 2212 3 ericsson RRUS 32 B2 tnxTower Report-version 8.0.7.4 v July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 4 Center Number Number Feed Mounting Line Antenna Line Level (ft) Elevation of Manufacturer Antenna Model of Feed Size (ft) Antennas Lines (in) 1 3 ericsson j RRUS 32 B66 3 ericsson Radio 4408 w/Mount Pipe 3 ericsson STREETMACRO 6701 w/Mount Pipe I 2 —1— raycap T RCMDC-3315-PF-48 P 1 raycap T RNSNDC-7771-PF-48 1 tower mounts T T-Arm Mount [TA 602-3] 3)ANALYSIS PROCEDURE Table 3- Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Dames & Moore 3512100 i CCISITES 4-TOWER FOUNDATION Miller Consulting Engineers 3675342 i CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER Valmont 3675330 i CCISITES DRAWINGS 3.1) Analysis Method tnxTower(version 8.0.7.4), 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 Size Critical P(K) SF*P allow % Pass/Fail No. Type Element (K) Capacity L1 1130-80.9167' Pole I TP25.07x14.76x0.2188 1 11.1649 1038.1108 58.1 i Pass J 80.9167 L2 45.0833 Pole TP32.16x23.7748x0.3125 2 -16.5186 11904.6159 1 55.9 I Pass i 7 L3 45.0833 0 Pole T TP41x30.5022x0.375 3 27.687713013.1849 55.3 Pass I r_ ___ T-_ i 1 I Summary 1 Pole(L1) 58.1 i Pass i I 1 I I Rating= 58.1 Pass tnxTower Report-version 8.0.7.4 i 1 a July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 5 Table 5-Tower Component Stresses vs. Capacity—LC7 Notes Component Elevation (ft) % Capacity Pass/Fail 1 1 Anchor Rods 0 45.6 Pass 1 Base Plate 0 27.2 Pass 1 Base Foundation Structural 0 50.0 Pass 1 Base Foundation Soil Interaction 0 40.8 Pass Structure Rating(max from all components)= 58.1% 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 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.7.4 I 3 C 1 130.0ft � I . MATERIAL STRENGTH GRADE Fy Fu GRADE Fy I Fu A572-65 65 ksi 80 ksi . rff r i Ili TOWER DESIGN NOTES 1 ® I 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. 4 Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 5 6. Tower Risk Category II. o N 5 $ N 7. Topographic Category 1 with Crest Height of 0.0000 ft 0 Ti. = 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.3.0 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H 10. TOWER RATING:58.1% , II!1 / 80.91t 11, I f, , 6- O m Lr, o o m N a N r Q co it O N co 1 m i I ALL REACTIONS / 45.1 n III ARE FACTORED , AXIAL 31K I ..--- SHEAR _43\MOMENT 2 K ( 230 kip-ft TORQUE 0 kip-ft SEISMIC AXIAL 52 K c. o I_ o 2 2 SHEAR MOMENT II 2 K1.._� 224 kip-ft 11 TORQUE 0 kip-ft 30 mph WIND-1.5000 in ICE AXIAL 28 K SHEARS MOMENT .! 17 K ' 1545 kip-ft 0.0 ft TORQUE 1 kip-ft , a REACTIONS-97 mph WIND tt in _ 9 5? 8 c J m 2 ° rt G a m E Y y ( in Z !- iq F m o 1 Crown Castle Job BU 824338 CROWN 2000 Corporate Drive Project CASTLEd. v/ Cheat Crown Castle Drawn by:KSukitch APPd. Canonsburg, PA 15317 Code TIA-222-H Date:07/10/20 Scale: NTS The Pathway to Possible Phone:(724)416-2000 Dw No EAFAX: Pam :4 9 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, 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: 201.0000 ft. 5) Basic wind speed of 97 mph. 6) Risk Category II. 7) Exposure Category C. 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 56.0000 pcf. 14) A wind speed of 30 mph is used in combination with ice. 15) Temperature drop of 50.0000 °F. 16) Deflections calculated using a wind speed of 60 mph. 17) CCISeismic Note: Seismic loads generated by CCISeismic 3.3.0. 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 NI 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 NI Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 'I Bypass Mast Stability Checks NI Consider Feed Line Torque Always Use Max Kz NI Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile ' Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg ' Sort Capacity Reports By Component '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 KLIry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 8 Tapered Pole Section Geometry 1 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 130.0000- 49.0833 4.0833 12 14.7600 25.0700 0.2188 0.8750 A572-65 80.9167 (65 ksi) L2 80.9167- 39.9167 4.9167 12 23.7748 32.1600 0.3125 1.2500 A572-65 45.0833 (65 ksi) L3 45.0833- 50.0000 12 30.5022 41.0000 0.3750 1.5000 A572-65 0.0000 (65 ksi) Tapered Pole Properties I Section Tip Dia. Area I r C //C J lt/Q w wit in in2 in4 in in in3 in4 in2 in L1 15.2035 10.2425 276.4363 5.2058 7.6457 36.1559 560.1349 5.0410 3.3694 15.403 25.8772 17.5046 1379.8586 8.8967 12.9863 106.2553 2795.9677 8.6152 6.1325 28.034 L2 25.3913 23.6089 1658.8361 8.3995 12.3153 134.6967 3361.2517 11.6196 5.5341 17.709 33.1842 32.0465 4148.7559 11.4014 16.6589 249.0417 8406.5042 15.7723 7.7814 24.9 L3 32.5146 36.3785 4214.5161 10.7855 15.8001 266.7395 8539.7522 17.9044 7.1696 19.119 42.3140 49.0547 10333.637 14.5437 21.2380 486.5636 20938.750 24.1432 9.9830 26.621 2 6 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mu/t. 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 130.0000- 1 1 1 80.9167 L2 80.9167- 1 1 1 45.0833 L3 45.0833- 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 plf Calculation in in ***118*** 1 LDF7-50A(1-5/8) A No Surface Ar 118.0000- 6 6 0.130 1.9800 0.8200 (CaAa) 0.0000 0.350 LDF7-50A(1-5/8) B No Surface Ar 90.0000- 9 8 -0.240 1.9800 0.8200 (CaAa) 0.0000 0.080 ** 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 ft2ift plf Calculation ***129*** ASU9325TYP01(1 C No No Inside Pole 129.0000- 2 No Ice 0.0000 1.6140 -3/5) 0.0000 1/2"Ice 0.0000 1.6140 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 9 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft plf Calculation 1"Ice 0.0000 1.6140 2"Ice 0.0000 1.6140 LDF7-50A(1-5/8) C No No Inside Pole 129.0000- 5 No Ice 0.0000 0.8200 0.0000 1/2"Ice 0.0000 0.8200 1"Ice 0.0000 0.8200 2"Ice 0.0000 0.8200 HCS 2.0 Part 3(1- C No No Inside Pole 129.0000- 1 No Ice 0.0000 1.7100 1/2) 0.0000 1/2"Ice 0.0000 1.7100 1"Ice 0.0000 1.7100 2"Ice 0.0000 1.7100 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 130.0000- A 0.000 0.000 44.055 0.000 0.1824 80.9167 B 0.000 0.000 14.388 0.000 0.0670 C 0.000 0.000 0.000 0.000 0.4346 L2 80.9167-45.0833 A 0.000 0.000 42.570 0.000 0.1763 B 0.000 0.000 56.760 0.000 0.2645 C 0.000 0.000 0.000 0.000 0.3239 L3 45.0833-0.0000 A 0.000 0.000 53.559 0.000 0.2218 _ B 0.000 0.000 71.412 0.000 0.3327 C 0.000 0.000 0.000 0.000 0.4075 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 130.0000- A 1.430 0.000 0.000 68.322 0.000 0.8721 80.9167 B 0.000 0.000 21.231 0.000 0.3005 C 0.000 0.000 0.000 0.000 0.4346 L2 80.9167-45.0833 A 1.359 0.000 0.000 66.019 0.000 0.8428 B 0.000 0.000 83.757 0.000 1.1853 C 0.000 0.000 0.000 0.000 0.3239 L3 45.0833-0.0000 A 1.227 0.000 0.000 82.266 0.000 1.0173 B 0.000 0.000 104.582 0.000 1.4348 C 0.000 0.000 0.000 0.000 0.4075 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 130.0000-80.9167 -0.7854 -4.0868 -0.7753 -3.7299 L2 80.9167-45.0833 2.0426 -6.2406 1.7044 -5.5924 L3 45.0833-0.0000 2.2287 -6.9308 1.9207 -6.4035 Note:For pole sections,center of pressure calculations do not consider feed line shielding. tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 10 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L1 5 LDF7-50A(1-5/8) 80.92- 1.0000 1.0000 118.00 L1 7 LDF7-50A(1-5/8) 80.92- 1.0000 1.0000 90.00 L2 5 LDF7-50A(1-5/8) 45.08- 1.0000 1.0000 80.92 L2 7 LDF7-50A(1-5/8) 45.08- 1.0000 1.0000 80.92 L3 5 LDF7-50A(1-5/8) 0.00-45.08 1.0000 1.0000 L3 7 LDF7-50A(1-518) 0.00-45.08 1.0000 1.0000 User Defined Loads - Seismic Description Elevation Offset Azimuth E. Ehx Eh: Eh From Angle Centroid ft ft K K K K CCISeismic Tower Section 1 - 125.4584 0.0000 0.0000 0.0466 0.0000 0.0000 0.0710 1 CCISeismic Tower Section 1 - 115.9167 0.0000 0.0000 0.0580 0.0000 0.0000 0.0753 2 CCISeismic Tower Section 1 - 105.9167 0.0000 0.0000 0.0649 0.0000 0.0000 0.0704 3 CCISeismic Tower Section 1 - 95.9167 0.0000 0.0000 0.0719 0.0000 0.0000 0.0640 4 CCISeismic Tower Section 1 - 85.9167 0.0000 0.0000 0.0788 0.0000 0.0000 0.0563 5 CCISeismic Tower Section 2- 80.0417 0.0000 0.0000 0.1150 0.0000 0.0000 0.0712 1 CCISeismic Tower Section 2- 70.0833 0.0000 0.0000 0.1259 0.0000 0.0000 0.0598 2 CCISeismic Tower Section 2- 60.0833 0.0000 0.0000 0.1358 0.0000 0.0000 0.0474 3 CCISeismic Tower Section 2- 50.0833 0.0000 0.0000 0.1457 0.0000 0.0000 0.0354 4 CCISeismic Tower Section 3- 45.0000 0.0000 0.0000 0.1770 0.0000 0.0000 0.0347 1 CCISeismic Tower Section 3- 35.0000 0.0000 0.0000 0.1890 0.0000 0.0000 0.0224 2 CCISeismic Tower Section 3- 25.0000 0.0000 0.0000 0.2009 0.0000 0.0000 0.0121 3 CCISeismic Tower Section 3- 15.0000 0.0000 0.0000 0.2128 0.0000 0.0000 0.0046 4 CCISeismic Tower Section 3- 5.0000 0.0000 0.0000 0.2247 0.0000 0.0000 0.0005 5 CCISeismic(2)miscl Side 127.0000 0.0000 0.0000 0.0014 0.0000 0.0000 0.0022 Lighting CCISeismic commscope 129.0000 0.0000 0.0000 0.0222 0.0000 0.0000 0.0357 FFHH-65C-R3 w/Mount Pipe CCISeismic commscope 129.0000 0.0000 0.0000 0.0222 0.0000 0.0000 0.0357 FFHH-65C-R3 w/Mount Pipe CCISeismic commscope 129.0000 0.0000 0.0000 0.0222 0.0000 0.0000 0.0357 FFHH-65C-R3 w/Mount Pipe CCISeismic andrew TMBXX- 129.0000 0.0000 0.0000 0.0110 0.0000 0.0000 0.0177 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 11 Description Elevation Offset Azimuth Eh: Eh From Angle Centroid ft ft K K K K 6517=A2M w/Mount Pipe CCISeismic andrew TMBXX- 129.0000 0.0000 0.0000 0.0110 0.0000 0.0000 0.0177 6517-A2M w/Mount Pipe CCISeismic nokia AEHC w/ 129.0000 0.0000 0.0000 0.0157 0.0000 0.0000 0.0253 Mount Pipe CCISeismic nokia AEHC w/ 129.0000 0.0000 0.0000 0.0157 0.0000 0.0000 0.0253 Mount Pipe CCISeismic nokia AEHC w/ 129.0000 0.0000 0.0000 0.0157 0.0000 0.0000 0.0253 Mount Pipe CCISeismic commscope 129.0000 0.0000 0.0000 0.0116 0.0000 0.0000 0.0187 2HH-38A-R4 w/Mount Pipe CCISeismic nokia FXFB 129.0000 0.0000 0.0000 0.0076 0.0000 0.0000 0.0123 CCISeismic nokia AHLOA 129.0000 0.0000 0.0000 0.0116 0.0000 0.0000 0.0187 CCISeismic nokia AHLOA 129.0000 0.0000 0.0000 0.0116 0.0000 0.0000 0.0187 CCISeismic nokia AHLOA 129.0000 0.0000 0.0000 0.0116 0.0000 0.0000 0.0187 CCISeismic raycap RNSNDC- 129.0000 0.0000 0.0000 0.0026 0.0000 0.0000 0.0042 7771-PF-48 CCISeismic raycap RTMDC- 129.0000 0.0000 0.0000 0.0030 0.0000 0.0000 0.0049 5634-PF-48 CCISeismic nokia AHFIG 129.0000 0.0000 0.0000 0.0110 0.0000 0.0000 0.0177 CCISeismic nokia AHFIG 129.0000 0.0000 0.0000 0.0110 0.0000 0.0000 0.0177 CCISeismic nokia AHFIG 129.0000 0.0000 0.0000 0.0110 0.0000 0.0000 0.0177 CCISeismic commscope HCS 129.0000 0.0000 0.0000 0.0002 0.0000 0.0000 0.0003 2.0 CCISeismic tower mounts 129.0000 0.0000 0.0000 0.2090 0.0000 0.0000 0.3363 Platform Mount[LP 713-1] CCISeismic tower mounts 129.0000 0.0000 0.0000 0.0381 0.0000 0.0000 0.0612 Miscellaneous[NA 509-3] CCISeismic(2)tower mounts 129.0000 0.0000 0.0000 0.0061 0.0000 0.0000 0.0098 6'x 2"Mount Pipe CCISeismic(2)tower mounts 129.0000 0.0000 0.0000 0.0061 0.0000 0.0000 0.0098 6'x 2"Mount Pipe CCISeismic(2)tower mounts 129.0000 0.0000 0.0000 0.0061 0.0000 0.0000 0.0098 6'x 2"Mount Pipe CCISeismic(2)jaybeam 118.0000 0.0000 0.0000 0.0111 0.0000 0.0000 0.0150 wireless PCSS065-19-2 w/ Mount Pipe CCISeismic(2)jaybeam 118.0000 0.0000 0.0000 0.0111 0.0000 0.0000 0.0150 wireless PCSS065-19-2 w/ Mount Pipe CCISeismic(2)jaybeam 118.0000 0.0000 0.0000 0.0111 0.0000 0.0000 0.0150 wireless PCSS065-19-2 w/ Mount Pipe CCISeismic tower mounts T- 118.0000 0.0000 0.0000 0.1072 0.0000 0.0000 0.1443 Arm Mount[TA 602-3] CCISeismic tower mounts 6'x 118.0000 0.0000 0.0000 0.0030 0.0000 0.0000 0.0041 2"Mount Pipe CCISeismic tower mounts 6'x 118.0000 0.0000 0.0000 0.0030 0.0000 0.0000 0.0041 2"Mount Pipe CCISeismic tower mounts 6'x 118.0000 0.0000 0.0000 0.0030 0.0000 0.0000 0.0041 2"Mount Pipe CCISeismic antel BXA-70080- 90.0000 0.0000 0.0000 0.0098 0.0000 0.0000 0.0077 8CF-EDIN-0 w/Mount Pipe CCISeismic(2)commscope 90.0000 0.0000 0.0000 0.0443 0.0000 0.0000 0.0347 JAHH-45C-R3B w/Mount Pipe CCISeismic(2)commscope 90.0000 0.0000 0.0000 0.0443 0.0000 0.0000 0.0347 JAHH-45C-R3B w/Mount Pipe CCISeismic(2)commscope 90.0000 0.0000 0.0000 0.0443 0.0000 0.0000 0.0347 JAHH-45C-R3B w/Mount Pipe CCISeismic antel BXA- 90.0000 0.0000 0.0000 0.0114 0.0000 0.0000 0.0089 70040/8CF w/Mount Pipe CCISeismic antel BXA- 90.0000 0.0000 0.0000 0.0078 0.0000 0.0000 0.0061 70063/8CF w/Mount Pipe CCISeismic ericsson Radio 90.0000 0.0000 0.0000 0.0023 0.0000 0.0000 0.0018 4408 w/Mount Pipe tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CC)BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 12 • Description Elevation Offset Azimuth Ehz Ehz Eh From Angle Centroid ft ft K K K K CCISeismic ericsson Radio 90.0000 0.0000 0.0000 0.0023 0.0000 0.0000 0.0018 4408 w/Mount Pipe CCISeismic ericsson Radio 90.0000 0.0000 0.0000 0.0023 0.0000 0.0000 0.0018 4408 w/Mount Pipe CCISeismic ericsson 90.0000 0.0000 0.0000 0.0054 0.0000 0.0000 0.0042 STREETMACRO 6701 wl Mount Pipe CCISeismic ericsson 90.0000 0.0000 0.0000 0.0054 0.0000 0.0000 0.0042 STREETMACRO 6701 w/ Mount Pipe CCISeismic ericsson 90.0000 0.0000 0.0000 0.0054 0.0000 0.0000 0.0042 STREETMACRO 6701 w/ Mount Pipe CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0073 0.0000 0.0000 0.0057 32 B2 CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0073 0.0000 0.0000 0.0057 32 B2 CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0073 0.0000 0.0000 0.0057 32 B2 CCISeismic ericsson RADIO 90.0000 0.0000 0.0000 0.0049 0.0000 0.0000 0.0038 2212 CCISeismic ericsson RADIO 90.0000 0.0000 0.0000 0.0049 0.0000 0.0000 0.0038 2212 CCISeismic ericsson RADIO 90.0000 0.0000 0.0000 0.0049 0.0000 0.0000 0.0038 2212 CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0073 0.0000 0.0000 0.0057 32 B66 CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0073 0.0000 0.0000 0.0057 32 B66 CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0073 0.0000 0.0000 0.0057 32 B66 CCISeismic raycap RCMDC- 90.0000 0.0000 0.0000 0.0044 0.0000 0.0000 0.0035 3315-PF-48 CCISeismic raycap RCMDC- 90.0000 0.0000 0.0000 0.0044 0.0000 0.0000 0.0035 3315-PF-48 CCISeismic raycap RNSNDC- 90.0000 0.0000 0.0000 0.0026 0.0000 0.0000 0.0021 7771-PF-48 CCISeismic(2)commscope 90.0000 0.0000 0.0000 0.0015 0.0000 0.0000 0.0012 CBC1923T-4310 CCISeismic(2)commscope 90.0000 0.0000 0.0000 0.0015 0.0000 0.0000 0.0012 CBC1923T-4310 CCISeismic(2)commscope 90.0000 0.0000 0.0000 0.0015 0.0000 0.0000 0.0012 CBC1923T-4310 CCISeismic tower mounts T- 90.0000 0.0000 0.0000 0.1072 0.0000 0.0000 0.0839 Arm Mount[TA 602-3] CCISeismic(5)andrew LDF7- 124.5000 0.0000 0.0000 0.0051 0.0000 0.0000 0.0077 50A(1-5/8)From 0 to 129 (120ft to129ft) CCISeismic(5)andrew LDF7- 115.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0073 50A(1-5/8)From 0 to 129 (110ft to120ft) CCISeismic(5)andrew LDF7- 105.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0060 50A(1-5/8)From 0 to 129 (100ft to11 oft) CCISeismic(5)andrew LDF7- 95.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0050 50A(1-5/8)From 0 to 129 (90ft to100ft) CCISeismic(5)andrew LDF7- 85.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0040 50A(1-5/8)From 0 to 129 (80ft to9oft) CCISeismic(5)andrew LDF7- 75.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0031 50A(1-5/8)From 0 to 129 (70ft to80ft) CCISeismic(5)andrew LDF7- 65.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0023 50A(1-5/8)From 0 to 129 (60ft to70ft) CCISeismic(5)andrew LDF7- 55.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0017 50A(1-5/8)From 0 to 129 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 13 Description Elevation Offset Azimuth Ev Ehx Ehz Eh From Angle Centroid ft ft K K K K (50ft to6Oft) CCISeismic(5)andrew LDF7- 45.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0011 50A(1-5/8)From 0 to 129 (40ft to5Oft) CCISeismic(5)andrew LDF7- 35.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0007 50A(1-5/8)From 0 to 129 (30ft to4Oft) CCISeismic(5)andrew LDF7- 25.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0003 50A(1-5/8)From 0 to 129 (20ft to3Oft) CCISeismic(5)andrew LDF7- 15.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0001 50A(1-5/8)From 0 to 129 (10ft to2Oft) CCISeismic(5)andrew LDF7- 5.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0000 50A(1-5/8)From 0 to 129(Oft to1Oft) CCISeismic *****From 0 to 85.0000 0.0000 0.0000 0.0011 0.0000 0.0000 0.0008 90(80ft to9Oft) CCISeismic *****From 0 to 75.0000 0.0000 0.0000 0.0011 0.0000 0.0000 0.0006 90(70ft to8Oft) CCISeismic *****From 0 to 65.0000 0.0000 0.0000 0.0011 0.0000 0.0000 0.0005 90(60ft to7Oft) CCISeismic *****From 0 to 55.0000 0.0000 0.0000 0.0011 0.0000 0.0000 0.0003 90(50ft to6Oft) CCISeismic *****From 0 to 45.0000 0.0000 0.0000 0.0011 0.0000 0.0000 0.0002 90(40ft to5Oft) CCISeismic *****From 0 to 35.0000 0.0000 0.0000 0.0011 0.0000 0.0000 0.0001 90(30ft to4Oft) CCISeismic *****From 0 to 25.0000 0.0000 0.0000 0.0011 0.0000 0.0000 0.0001 90(20ft to3Oft) CCISeismic *****From 0 to 15.0000 0.0000 0.0000 0.0011 0.0000 0.0000 0.0000 90(10ft to2Oft) CCISeismic *****From 0 to 5.0000 0.0000 0.0000 0.0011 0.0000 0.0000 0.0000 90(Oft to1 Oft) CCISeismic **From 0 to 129 124.5000 0.0000 0.0000 0.0060 0.0000 0.0000 0.0090 (120ft to129ft) CCISeismic **From 0 to 129 115.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0085 (110ft to120ft) CCISeismic **From 0 to 129 105.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0071 (100ft to110ft) CCISeismic **From 0 to 129 95.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0058 (90ft to100ft) CCISeismic **From 0 to 129 85.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0047 (80ft to9Oft) CCISeismic **From 0 to 129 75.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0036 (70ft to8Oft) CCISeismic **From 0 to 129 65.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0027 (60ft to7Oft) CCISeismic **From 0 to 129 55.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0020 (50ft to6Oft) CCISeismic **From 0 to 129 45.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0013 (40ft to5Oft) CCISeismic **From 0 to 129 35.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0008 (30ft to4Oft) CCISeismic **From 0 to 129 25.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0004 (20ft to3Oft) CCISeismic **From 0 to 129 15.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0001 (10ft to2Oft) CCISeismic **From 0 to 129 5.0000 0.0000 0.0000 0.0067 0.0000 0.0000 0.0000 (Oft to1 Oft) tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 14 Discrete Tower Loads 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)Side Lighting B From Leg 4.0000 0.0000 127.0000 No Ice 0.1167 0.1167 0.0050 0.0000 1/2" 0.1701 0.1701 0.0070 7.0000 Ice 0.2333 0.2333 0.0099 1"Ice 0.3889 0.3889 0.0188 2"Ice ***129*** FFHH-65C-R3 w/Mount A From Leg 4.0000 0.0000 129.0000 No Ice 12.9700 6.2000 0.1605 Pipe 0.0000 1/2" 13.6200 6.7700 0.2957 2.0000 Ice 14.2700 7.3600 0.4453 1"Ice 15.6200 8.5700 0.7897 2"Ice FFHH-65C-R3 w/Mount B From Leg 4.0000 0.0000 129.0000 No Ice 12.9700 6.2000 0.1605 Pipe 0.0000 1/2" 13.6200 6.7700 0.2957 2.0000 Ice 14.2700 7.3600 0.4453 1"Ice 15.6200 8.5700 0.7897 2"Ice FFHH-65C-R3 w/Mount C From Leg 4.0000 0.0000 129.0000 No Ice 12.9700 6.2000 0.1605 Pipe 0.0000 1/2" 13.6200 6.7700 0.2957 2.0000 Ice 14.2700 7.3600 0.4453 1"Ice 15.6200 8.5700 0.7897 2"Ice TMBXX-6517-A2M w/ A From Leg 4.0000 0.0000 129.0000 No Ice 7.9700 5.9700 0.0794 Mount Pipe 0.0000 1/2" 8.7300 6.7000 0.1427 2.0000 Ice 9.5000 7.4400 0.2172 1"Ice 11.1000 8.9900 0.4006 2"Ice TMBXX-6517-A2M w/ B From Leg 4.0000 0.0000 129.0000 No Ice 7.9700 5.9700 0.0794 Mount Pipe 0.0000 1/2" 8.7300 6.7000 0.1427 2.0000 Ice 9.5000 7.4400 0.2172 1"Ice 11.1000 8.9900 0.4006 2"Ice AEHC w/Mount Pipe A From Leg 4.0000 0.0000 129.0000 No Ice 6.9559 3.4517 0.1136 0.0000 1/2" 7.3446 3.9322 0.1682 2.0000 Ice 7.7430 4.4289 0.2285 1"Ice 8.5690 5.4712 0.3690 2"Ice AEHC w/Mount Pipe B From Leg 4.0000 0.0000 129.0000 No Ice 6.9559 3.4517 0.1136 0.0000 1/2" 7.3446 3.9322 0.1682 2.0000 Ice 7.7430 4.4289 0.2285 1"Ice 8.5690 5.4712 0.3690 2"Ice AEHC w/Mount Pipe C From Leg 4.0000 0.0000 129.0000 No Ice 6.9559 3.4517 0.1136 0.0000 1/2" 7.3446 3.9322 0.1682 2.0000 Ice 7.7430 4.4289 0.2285 1"Ice 8.5690 5.4712 0.3690 2"Ice 2HH-38A-R4 w/Mount C From Leg 4.0000 0.0000 129.0000 No Ice 6.3600 3.1200 0.0838 Pipe 0.0000 1/2" 6.7400 3.4300 0.1570 2.0000 Ice 7.1400 3.7600 0.2392 1"Ice 7.9500 4.4400 0.4319 2"Ice FXFB A From Leg 4.0000 0.0000 129.0000 No Ice 3.5383 1.0228 0.0551 0.0000 1/2" 3.7715 1.1727 0.0774 3.0000 Ice 4.0120 1.3296 0.1030 1"Ice 4.5154 1.6644 0.1645 2"Ice AHLOA A From Leg 4.0000 0.0000 129.0000 No Ice 2.2289 1.3906 0.0838 0.0000 1/2" 2.4225 1.5518 0.1021 2.0000 Ice 2.6235 1.7200 0.1233 1"Ice 3.0477 2.0817 0.1751 2"Ice tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 15 • 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 AHLOA B From Leg 4.0000 0.0000 129.0000 No Ice 2.2289 1.3906 0.0838 0.0000 1/2" 2.4225 1.5518 0.1021 2.0000 Ice 2.6235 1.7200 0.1233 1"Ice 3.0477 2.0817 0.1751 2"Ice AHLOA C From Leg 4.0000 0.0000 129.0000 No Ice 2.2289 1.3906 0.0838 0.0000 1/2" 2.4225 1.5518 0.1021 2.0000 Ice 2.6235 1.7200 0.1233 1"Ice 3.0477 2.0817 0.1751 2"Ice RNSNDC-7771-PF-48 B From Leg 4.0000 0.0000 129.0000 No Ice 3.2031 1.0266 0.0190 0.0000 1/2" 3.4248 1.1707 0.0404 4.0000 Ice 3.6539 1.3217 0.0648 1"Ice 4.1343 1.6447 0.1239 2"Ice RTMDC-5634-PF-48 B From Leg 4.0000 0.0000 129.0000 No Ice 1.8667 1.0667 0.0219 0.0000 1/2" 2.0370 1.2037 0.0382 4.0000 Ice 2.2148 1.3481 0.0571 1"Ice 2.5926 1.6593 0.1038 2"Ice AHFIG A From Leg 4.0000 0.0000 129.0000 No Ice 3.0820 1.4039 0.0794 0.0000 1/2" 3.3135 1.5861 0.1004 2.0000 Ice 3.5524 1.7753 0.1246 1"Ice 4.0524 2.1747 0.1833 2"Ice AHFIG B From Leg 4.0000 0.0000 129.0000 No Ice 3.0820 1.4039 0.0794 0.0000 1/2" 3.3135 1.5861 0.1004 2.0000 Ice 3.5524 1.7753 0.1246 1"Ice 4.0524 2.1747 0.1833 2"Ice AHFIG C From Leg 4.0000 0.0000 129.0000 No Ice 3.0820 1.4039 0.0794 0.0000 1/2" 3.3135 1.5861 0.1004 2.0000 Ice 3.5524 1.7753 0.1246 1"Ice 4.0524 2.1747 0.1833 2"Ice HCS 2.0 A From Leg 4.0000 0.0000 129.0000 No Ice 0.9444 0.6977 0.0014 0.0000 1/2" 1.0784 0.8174 0.0096 2.0000 Ice 1.2206 0.9441 0.0199 1"Ice 1.5273 1.2185 0.0474 2"Ice Platform Mount[LP 713-1] C None 0.0000 129.0000 No Ice 32.8900 32.8900 1.5100 1/2" 35.7600 35.7600 2.2281 Ice 38.7600 38.7600 3.0262 1"Ice 45.2600 45.2600 4.8648 2"Ice Miscellaneous[NA 509-3] C None 0.0000 129.0000 No Ice 11.8400 11.8400 0.2750 1/2" 16.9600 16.9600 0.2962 Ice 22.0800 22.0800 0.3174 1"Ice 32.3200 32.3200 0.3598 2"Ice (2)6'x 2"Mount Pipe A From Leg 4.0000 0.0000 129.0000 No Ice 1.4250 1.4250 0.0220 0.0000 1/2" 1.9250 1.9250 0.0328 0.0000 Ice 2.2939 2.2939 0.0477 1"Ice 3.0596 3.0596 0.0903 2"Ice (2)6'x 2"Mount Pipe B From Leg 4.0000 0.0000 129.0000 No Ice 1.4250 1.4250 0.0220 0.0000 1/2" 1.9250 1.9250 0.0328 0.0000 Ice 2.2939 2.2939 0.0477 1"Ice 3.0596 3.0596 0.0903 2"Ice (2)6'x 2"Mount Pipe C From Leg 4.0000 0.0000 129.0000 No Ice 1.4250 1.4250 0.0220 0.0000 1/2" 1.9250 1.9250 0.0328 0.0000 Ice 2.2939 2.2939 0.0477 1"Ice 3.0596 3.0596 0.0903 2"Ice tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CC!BU No 824338 Project Number 1869407, Order 524390, 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 ***118*** (2)PCSS065-19-2 w/ A From Leg 4.0000 0.0000 118.0000 No Ice 6.2414 3.3465 0.0402 Mount Pipe 0.0000 1/2" 6.8143 4.7975 0.0850 1.0000 Ice 7.3563 5.9872 0.1374 1"Ice 8.4567 7.8285 0.2684 2"Ice (2)PCSS065-19-2 w/ B From Leg 4.0000 0.0000 118.0000 No Ice 6.2414 3.3465 0.0402 Mount Pipe 0.0000 1/2" 6.8143 4.7975 0.0850 1.0000 Ice 7.3563 5.9872 0.1374 1"Ice 8.4567 7.8285 0.2684 2"Ice (2)PCSS065-19-2 w/ C From Leg 4.0000 0.0000 118.0000 No Ice 6.2414 3.3465 0.0402 Mount Pipe 0.0000 1/2" 6.8143 4.7975 0.0850 1.0000 Ice 7.3563 5.9872 0.1374 1"Ice 8.4567 7.8285 0.2684 2"Ice T-Arm Mount[TA 602-3] C None 0.0000 118.0000 No Ice 13.4000 13.4000 0.7743 1/2" 16.4400 16.4400 1.0040 Ice 19.7000 19.7000 1.2915 1"Ice 25.8600 25.8600 2.0526 2"Ice 6'x 2"Mount Pipe A From Leg 4.0000 0.0000 118.0000 No Ice 1.4250 1.4250 0.0220 0.0000 1/2" 1.9250 1.9250 0.0328 0.0000 Ice 2.2939 2.2939 0.0477 1"Ice 3.0596 3.0596 0.0903 2"Ice 6'x 2"Mount Pipe B From Leg 4.0000 0.0000 118.0000 No Ice 1.4250 1.4250 0.0220 0.0000 1/2" 1.9250 1.9250 0.0328 0.0000 Ice 2.2939 2.2939 0.0477 1"Ice 3.0596 3.0596 0.0903 2"Ice 6'x 2"Mount Pipe C From Leg 4.0000 0.0000 118.0000 No Ice 1.4250 1.4250 0.0220 0.0000 1/2" 1.9250 1.9250 0.0328 0.0000 Ice 2.2939 2.2939 0.0477 1"Ice 3.0596 3.0596 0.0903 2"Ice BXA-70080-8CF-EDIN-0 A From Leg 4.0000 0.0000 90.0000 No Ice 7.0200 7.1800 0.0707 w/Mount Pipe 0.0000 1/2" 7.9300 8.0900 0.1341 0.0000 Ice 8.8600 9.0100 0.2106 1"Ice 10.7600 10.9200 0.4041 2"Ice (2)JAHH-45C-R3B w/ A From Leg 4.0000 0.0000 90.0000 No Ice 10.9800 5.8100 0.1601 Mount Pipe 0.0000 1/2" 11.7000 6.4800 0.2617 0.0000 Ice 12.4400 7.1600 0.3773 1"Ice 13.9400 8.5500 0.6516 2"Ice (2)JAHH-45C-R3B w/ B From Leg 4.0000 0.0000 90.0000 No Ice 10.9800 5.8100 0.1601 Mount Pipe 0.0000 1/2" 11.7000 6.4800 0.2617 0.0000 Ice 12.4400 7.1600 0.3773 1"Ice 13.9400 8.5500 0.6516 2"Ice (2)JAHH-45C-R3B w/ C From Leg 4.0000 0.0000 90.0000 No Ice 10.9800 5.8100 0.1601 Mount Pipe 0.0000 1/2" 11.7000 6.4800 0.2617 0.0000 Ice 12.4400 7.1600 0.3773 1"Ice 13.9400 8.5500 0.6516 2"Ice BXA-70040/8CF w/Mount B From Leg 4.0000 0.0000 90.0000 No Ice 20.1440 10.1849 0.0825 Pipe 0.0000 1/2" 20.8881 11.6902 0.2135 0.0000 Ice 21.6399 13.2098 0.3552 1"Ice 23.0801 15.5198 0.6748 2"Ice BXA-70063/8CF w/Mount C From Leg 4.0000 0.0000 90.0000 No Ice 10.8931 7.6303 0.0564 Pipe 0.0000 1/2" 11.6007 9.1149 0.1332 0.0000 Ice 12.3160 10.6106 0.2196 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 17 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 13.6852 12.8808 0.4254 2"Ice Radio 4408 w/Mount Pipe A From Leg 4.0000 0.0000 90.0000 No Ice 0.7176 0.5707 0.0163 0.0000 1/2" 0.8782 0.7569 0.0261 0.0000 Ice 1.0516 0.9599 0.0381 1"Ice 1.4370 1.4157 0.0709 2"Ice Radio 4408 w/Mount Pipe B From Leg 4.0000 0.0000 90.0000 No Ice 0.7176 0.5707 0.0163 0.0000 1/2" 0.8782 0.7569 0.0261 0.0000 Ice 1.0516 0.9599 0.0381 1"Ice 1.4370 1.4157 0.0709 2"Ice Radio 4408 w/Mount Pipe C From Leg 4.0000 0.0000 90.0000 No Ice 0.7176 0.5707 0.0163 0.0000 1/2" 0.8782 0.7569 0.0261 0.0000 Ice 1.0516 0.9599 0.0381 1"Ice 1.4370 1.4157 0.0709 2"Ice STREETMACRO 6701 w/ A From Leg 4.0000 0.0000 90.0000 No Ice 1.5421 1.3977 0.0389 Mount Pipe 0.0000 1/2" 1.7618 1.7084 0.0571 0.0000 Ice 1.9972 2.0354 0.0786 1"Ice 2.5004 2.7381 0.1339 2"Ice STREETMACRO 6701 w/ B From Leg 4.0000 0.0000 90.0000 No Ice 1.5421 1.3977 0.0389 Mount Pipe 0.0000 1/2" 1.7618 1.7084 0.0571 0.0000 Ice 1.9972 2.0354 0.0786 1"Ice 2.5004 2.7381 0.1339 2"Ice STREETMACRO 6701 w/ C From Leg 4.0000 0.0000 90.0000 No Ice 1.5421 1.3977 0.0389 Mount Pipe 0.0000 1/2" 1.7618 1.7084 0.0571 0.0000 Ice 1.9972 2.0354 0.0786 1"Ice 2.5004 2.7381 0.1339 2"Ice RRUS 32 B2 A From Leg 4.0000 0.0000 90.0000 No Ice 2.7313 1.6681 0.0529 0.0000 1/2" 2.9531 1.8552 0.0740 0.0000 Ice 3.1823 2.0493 0.0982 1"Ice 3.6628 2.4585 0.1571 2"Ice RRUS 32 B2 B From Leg 4.0000 0.0000 90.0000 No Ice 2.7313 1.6681 0.0529 0.0000 1/2" 2.9531 1.8552 0.0740 0.0000 Ice 3.1823 2.0493 0.0982 1"Ice 3.6628 2.4585 0.1571 2"Ice RRUS 32 B2 C From Leg 4.0000 0.0000 90.0000 No Ice 2.7313 1.6681 0.0529 0.0000 1/2" 2.9531 1.8552 0.0740 0.0000 Ice 3.1823 2.0493 0.0982 1"Ice 3.6628 2.4585 0.1571 2"Ice RADIO 2212 A From Leg 4.0000 0.0000 90.0000 No Ice 1.6444 0.6437 0.0353 0.0000 1/2" 1.8044 0.7544 0.0474 0.0000 Ice 1.9719 0.8721 0.0619 1"Ice 2.3292 1.1379 0.0987 2"Ice RADIO 2212 B From Leg 4.0000 0.0000 90.0000 No Ice 1.6444 0.6437 0.0353 0.0000 1/2" 1.8044 0.7544 0.0474 0.0000 Ice 1.9719 0.8721 0.0619 1"Ice 2.3292 1.1379 0.0987 2"Ice RADIO 2212 C From Leg 4.0000 0.0000 90.0000 No Ice 1.6444 0.6437 0.0353 0.0000 1/2" 1.8044 0.7544 0.0474 0.0000 Ice 1.9719 0.8721 0.0619 1"Ice 2.3292 1.1379 0.0987 2"Ice RRUS 32 B66 A From Leg 4.0000 0.0000 90.0000 No Ice 2.7427 1.6681 0.0530 0.0000 1/2" 2.9647 1.8552 0.0741 0.0000 Ice 3.1941 2.0493 0.0984 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 18 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 3.6753 2.4585 0.1574 2"Ice RRUS 32 B66 B From Leg 4.0000 0.0000 90.0000 No Ice 2.7427 1.6681 0.0530 0.0000 1/2" 2.9647 1.8552 0.0741 0.0000 Ice 3.1941 2.0493 0.0984 1"Ice 3.6753 2.4585 0.1574 2"Ice RRUS 32 B66 C From Leg 4.0000 0.0000 90.0000 No Ice 2.7427 1.6681 0.0530 0.0000 1/2" 2.9647 1.8552 0.0741 0.0000 Ice 3.1941 2.0493 0.0984 1"Ice 3.6753 2.4585 0.1574 2"Ice RCMDC-3315-PF-48 A From Leg 4.0000 0.0000 90.0000 No Ice 3.7079 2.1921 0.0320 0.0000 1/2" 3.9505 2.3950 0.0625 0.0000 Ice 4.2005 2.6056 0.0966 1"Ice 4.7227 3.0491 0.1765 2"Ice RCMDC-3315-PF-48 B From Leg 4.0000 0.0000 90.0000 No Ice 3.7079 2.1921 0.0320 0.0000 1/2" 3.9505 2.3950 0.0625 0.0000 Ice 4.2005 2.6056 0.0966 1"Ice 4.7227 3.0491 0.1765 2"Ice RNSNDC-7771-PF-48 A From Leg 4.0000 0.0000 90.0000 No Ice 3.2031 1.0266 0.0190 0.0000 1/2" 3.4248 1.1707 0.0404 0.0000 Ice 3.6539 1.3217 0.0648 1"Ice 4.1343 1.6447 0.1239 2"Ice (2)CBC1923T-4310 A From Leg 4.0000 0.0000 90.0000 No Ice 0.3182 0.1342 0.0055 0.0000 1/2" 0.3935 0.1921 0.0080 0.0000 Ice 0.4763 0.2569 0.0116 1"Ice 0.6641 0.4082 0.0232 2"Ice (2)CBC1923T-4310 B From Leg 4.0000 0.0000 90.0000 No Ice 0.3182 0.1342 0.0055 0.0000 1/2" 0.3935 0.1921 0.0080 0.0000 Ice 0.4763 0.2569 0.0116 1"Ice 0.6641 0.4082 0.0232 2"Ice (2)CBC1923T-4310 C From Leg 4.0000 0.0000 90.0000 No Ice 0.3182 0.1342 0.0055 0.0000 1/2" 0.3935 0.1921 0.0080 0.0000 Ice 0.4763 0.2569 0.0116 1"Ice 0.6641 0.4082 0.0232 2"Ice T-Arm Mount[TA 602-31 C None 0.0000 90.0000 No Ice 13.4000 13.4000 0.7743 1/2" 16.4400 16.4400 1.0040 Ice 19.7000 19.7000 1.2915 1"Ice 25.8600 25.8600 2.0526 2"Ice 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 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 19 Comb. Description No. 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service 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 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 20 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 130- Pole Max Tension 36 0.0000 -0.0006 -0.0001 80.9167 Max.Compression 26 -27.2803 -1.9658 1.3764 Max.Mx 8 -11.1763 -325.7986 -1.2615 Max.My 2 -11.1831 1.3903 326.3478 Max.Vy 8 11.6933 -325.7986 -1.2615 Max.Vx 2 -11.6225 1.3903 326.3478 Max.Torque 25 -1.1470 L2 80.9167- Pole Max Tension 1 0.0000 0.0000 0.0000 45.0833 Max.Compression 26 -35.7045 -2.5328 2.8533 Max.Mx 8 -16.5369 -769.5613 -4.8838 Max.My 2 -16.5413 5.2076 767.8192 Max.Vy 8 13.6595 -769.5613 -4.8838 Max.Vx 2 -13.5882 5.2076 767.8192 Max.Torque 25 -1.1456 L3 45.0833-0 Pole Max Tension 1 0.0000 0.0000 0.0000 Max.Compression 26 -51.5842 -3.3748 5.2335 Max.Mx 8 -27.6882 - -9.8014 • 1521.1380 Max.My 2 -27.6883 10.4949 1516.2280 Max.Vy 8 16.2721 - -9.8014 1521.1380 Max.Vx 2 -16.2026 10.4949 1516.2280 Max.Torque 25 -1.1420 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 27 51.5842 0.0107 2.1580 Max.tlx 21 20.7769 16.2479 0.1076 Max.Hz 3 20.7769 0.1076 16.1784 Max.Mx 2 1516.2280 0.1076 16.1784 Max.M, 8 1521.1380 -16.2479 -0.1076 Max.Torsion 13 1.1384 -8.3619 -14.3154 Min.Vert 66 17.7486 0.9995 -1.7311 Min.Hx 9 20.7769 -16.2479 -0.1076 Min.H, 14 27.7025 -0.1076 -16.1784 Min.Mx 14 -1513.2176 -0.1076 -16.1784 Min. M, 20 -1519.4881 16.2479 0.1076 Min.Torsion 25 -1.1404 8.3619 14.3154 Tower Mast Reaction Summary Load Vertical Shearx Shear, Overturning Overturning Torque Combination Moment,Mx Moment, M, K K K kip-ft kip-ft kip-ft Dead Only 23.0854 0.0000 -0.0000 -1.2068 -0.6584 -0.0000 1.2 Dead+1.0 Wind 0 deg- 27.7025 -0.1076 -16.1784 -1516.2280 10.4952 1.1285 No Ice 0.9 Dead+1.0 Wind 0 deg- 20.7769 -0.1076 -16.1784 -1495.2412 10.5604 1.1292 No Ice 1.2 Dead+1.0 Wind 30 deg- 27.7025 8.0307 -13.9571 -1307.6712 -751.1979 0.8119 No Ice 0.9 Dead+1.0 Wind 30 deg- 20.7769 8.0307 -13.9571 -1289.5188 -740.7925 0.8122 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 21 Load Vertical Shears Shears Overturning Overturning Torque Combination Moment,Ms Moment,Mz K K K kip-ft kip-ft kip-ft No Ice 1.2 Dead+1.0 Wind 60 deg- 27.7025 14.0172 -7.9960 -749.0928 -1311.8267 0.2753 No Ice 0.9 Dead+1.0 Wind 60 deg- 20.7769 14.0172 -7.9960 -738.5312 -1293.8107 0.2750 No Ice 1.2 Dead+1.0 Wind 90 deg- 27.7025 16.2479 0.1076 9.8015 -1521.1380 -0.3343 No Ice 0.9 Dead+1.0 Wind 90 deg- 20.7769 16.2479 0.1076 10.0470 -1500.2786 -0.3349 No Ice 1.2 Dead+1.0 Wind 120 deg 27.7025 14.3738 8.3262 773.8422 -1337.2958 -0.8509 -No Ice 0.9 Dead+1.0 Wind 120 deg 20.7769 14.3738 8.3262 763.7494 -1319.0232 -0.8519 -No Ice 1.2 Dead+1.0 Wind 150 deg 27.7025 8.3619 14.3154 1330.2049 -779.0034 -1.1373 -No Ice 0.9 Dead+1.0 Wind 150 deg 20.7769 8.3619 14.3154 1312.5841 -768.2774 -1.1384 -No Ice 1.2 Dead+1.0 Wind 180 deg 27.7025 0.1076 16.1784 1513.2176 -12.1203 -1.1201 -No Ice 0.9 Dead+1.0 Wind 180 deg 20.7769 0.1076 16.1784 1493.0255 -11.7570 -1.1209 -No Ice 1.2 Dead+1.0 Wind 210 deg 27.7025 -8.0307 13.9571 1304.6492 749.5672 -0.8056 -No Ice 0.9 Dead+1.0 Wind 210 deg 20.7769 -8.0307 13.9571 1287.2883 739.5917 -0.8059 -No Ice 1.2 Dead+1.0 Wind 240 deg 27.7025 -14.0172 7.9960 746.0699 1310.1835 -0.2775 -No Ice 0.9 Dead+1.0 Wind 240 deg 20.7769 -14.0172 7.9960 736.3002 1292.6009 -0.2772 -No Ice 1.2 Dead+1.0 Wind 270 deg 27.7025 -16.2479 -0.1076 -12.8138 1519.4881 0.3258 -No Ice 0.9 Dead+1.0 Wind 270 deg 20.7769 -16.2479 -0.1076 -12.2703 1499.0640 0.3266 -No Ice 1.2 Dead+1.0 Wind 300 deg 27.7025 -14.3738 -8.3262 -776.8429 1335.6516 0.8445 -No Ice 0.9 Dead+1.0 Wind 300 deg 20.7769 -14.3738 -8.3262 -765.9643 1317.8130 0.8456 - -No Ice 1.2 Dead+1.0 Wind 330 deg 27.7025 -8.3619 -14.3154 -1333.2047 777.3718 1.1394 -No Ice 0.9 Dead+1.0 Wind 330 deg 20.7769 -8.3619 -14.3154 -1314.7985 767.0762 1.1404 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 51.5842 0.0000 -0.0000 -5.2335 -3.3748 0.0000 1.2 Dead+1.0 Wind 0 51.5842 -0.0107 -2.1580 -224.1703 -2.1997 0.1473 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 51.5842 1.0705 -1.8635 -194.2385 -111.8190 0.1095 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 51.5842 1.8648 -1.0697 -113.6794 -192.3921 0.0424 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 51.5842 2.1595 0.0107 -4.0788 -222.3293 -0.0361 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 51.5842 1.8755 1.0883 105.1959 -193.6090 -0.1049 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 51.5842 1.0890 1.8742 184.8643 -113.9268 -0.1455 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 51.5842 0.0107 2.1580 213.5795 -4.6335 -0.1471 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 51.5842 -1.0704 1.8635 183.6472 104.9857 -0.1093 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 51.5842 -1.8648 1.0697 103.0879 185.5584 -0.0423 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 51.5842 -2.1595 -0.0107 -6.5125 215.4953 0.0361 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 51.5842 -1.8755 -1.0883 -115.7866 186.7750 0.1049 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 51.5842 -1.0890 -1.8742 -195.4548 107.0932 0.1456 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 23.0854 -0.0388 -5.8300 -542.8555 3.3615 0.4106 Dead+Wind 30 deg-Service 23.0854 2.8939 -5.0295 -468.2777 -268.9903 0.2952 Dead+Wind 60 deg-Service 23.0854 5.0512 -2.8814 -268.5532 -469.4496 0.1004 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 22 Load Vertical Shear. Shears Overturning Overturning Torque Combination Moment,Mx Moment,Ms K K K kip-ft kip-ft kip-ft Dead+Wind 90 deg-Service 23.0854 5.8550 0.0388 2.7958 -544.2970 -0.1212 Dead+Wind 120 deg- 23.0854 5.1797 3.0004 276.0066 -478.5950 -0.3099 Service Dead+Wind 150 deg- 23.0854 3.0132 5.1586 474.9542 -278.9557 -0.4153 Service Dead+Wind 180 deg- 23.0854 0.0388 5.8300 540.3595 -4.7263 -0.4095 Service Dead+Wind 210 deg- 23.0854 -2.8939 5.0295 465.7804 267.6250 -0.2944 Service Dead+Wind 240 deg- 23.0854 -5.0512 2.8814 266.0558 468.0829 -0.1006 Service Dead+Wind 270 deg- 23.0854 -5.8550 -0.0388 -5.2920 542.9296 0.1201 Service Dead+Wind 300 deg- 23.0854 -5.1797 -3.0004 -278.5016 477.2283 0.3091 Service Dead+Wind 330 deg- 23.0854 -3.0132 -5.1586 -477.4491 277.5903 0.4155 Service 1.2 Dead+1.0 Ev+1.0 Eh 0 30.7308 0.0000 -1.9989 -229.7478 -0.8390 -0.0001 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 17.7486 0.0000 -1.9989 -223.0598 -0.6069 -0.0001 deg 1.2 Dead+1.0 Ev+1.0 Eh 30 30.7308 0.9995 -1.7311 -199.1719 -114.9497 0.0001 deg 0.9 Dead-1.0 Ev+1.0 Eh 30 17.7486 0.9995 -1.7311 -193.3242 -111.5818 0.0001 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 30.7308 1.7311 -0.9995 -115.6371 -198.4845 0.0003 deg 0.9 Dead-1.0 Ev+1.0 Eh 60 17.7486 1.7311 -0.9995 -112.0849 -192.8210 0.0002 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 30.7308 1.9989 -0.0000 -1.5264 -229.0605 0.0004 deg ' 0.9 Dead-1.0 Ev+1.0 Eh 90 17.7486 1.9989 0.0000 -1.1101 -222.5567 0.0003 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 30.7308 1.7311 0.9995 112.5844 -198.4847 0.0004 deg • 0.9 Dead-1.0 Ev+1.0 Eh 120 17.7486 1.7311 0.9995 109.8648 -192.8211 0.0003 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 30.7308 0.9995 1.7311 196.1194 -114.9499 0.0003 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 17.7486 0.9995 1.7311 191.1042 -111.5819 0.0002 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 30.7308 0.0000 1.9989 226.6954 -0.8390 0.0001 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 17.7486 0.0000 1.9989 220.8399 -0.6069 0.0001 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 30.7308 -0.9995 1.7311 196.1195 113.2719 -0.0001 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 17.7486 -0.9995 1.7311 191.1042 110.3681 -0.0001 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 30.7308 -1.7311 0.9995 112.5845 196.8069 -0.0003 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 17.7486 -1.7311 0.9995 109.8649 191.6074 -0.0002 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 30.7308 -1.9989 -0.0000 -1.5264 227.3827 -0.0004 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 17.7486 -1.9989 0.0000 -1.1101 221.3430 -0.0003 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 30.7308 -1.7311 -0.9995 -115.6372 196.8067 -0.0004 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 17.7486 -1.7311 -0.9995 -112.0850 191.6073 -0.0003 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 30.7308 -0.9995 -1.7311 -199.1720 113.2718 -0.0003 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 17.7486 -0.9995 -1.7311 -193.3242 110.3680 -0.0002 deg tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 23 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 0.0000 -23.0854 0.0000 -0.0000 23.0854 0.0000 0.000% 2 -0.1076 -27.7025 -16.1784 0.1076 27.7025 16.1784 0.000% 3 -0.1076 -20.7769 -16.1784 0.1076 20.7769 16.1784 0.000% 4 8.0307 -27.7025 -13.9571 -8.0307 27.7025 13.9571 0.000% 5 8.0307 -20.7769 -13.9571 -8.0307 20.7769 13.9571 0.000% 6 14.0172 -27.7025 -7.9960 -14.0172 27.7025 7.9960 0.000% 7 14.0172 -20.7769 -7.9960 -14.0172 20.7769 7.9960 0.000% 8 16.2479 -27.7025 0.1076 -16.2479 27.7025 -0.1076 0.000% 9 16.2479 -20.7769 0.1076 -16.2479 20.7769 -0.1076 0.000% 10 14.3738 -27.7025 8.3262 -14.3738 27.7025 -8.3262 0.000% 11 14.3738 -20.7769 8.3262 -14.3738 20.7769 -8.3262 0.000% 12 8.3619 -27.7025 14.3154 -8.3619 27.7025 -14.3154 0.000% 13 8.3619 -20.7769 14.3154 -8.3619 20.7769 -14.3154 0.000% 14 0.1076 -27.7025 16.1784 -0.1076 27.7025 -16.1784 0.000% 15 0.1076 -20.7769 16.1784 -0.1076 20.7769 -16.1784 0.000% 16 -8.0307 -27.7025 13.9571 8.0307 27.7025 -13.9571 0.000% 17 -8.0307 -20.7769 13.9571 8.0307 20.7769 -13.9571 0.000% 18 -14.0172 -27.7025 7.9960 14.0172 27.7025 -7.9960 0.000% 19 -14.0172 -20.7769 7.9960 14.0172 20.7769 -7.9960 0.000% 20 -16.2479 -27.7025 -0.1076 16.2479 27.7025 0.1076 0.000% 21 -16.2479 -20.7769 -0.1076 16.2479 20.7769 0.1076 0.000% 22 -14.3738 -27.7025 -8.3262 14.3738 27.7025 8.3262 0.000% 23 -14.3738 -20.7769 -8.3262 14.3738 20.7769 8.3262 0.000% 24 -8.3619 -27.7025 -14.3154 8.3619 27.7025 14.3154 0.000% 25 -8.3619 -20.7769 -14.3154 8.3619 20.7769 14.3154 0.000% 26 0.0000 -51.5842 0.0000 -0.0000 51.5842 0.0000 0.000% 27 -0.0107 -51.5842 -2.1579 0.0107 51.5842 2.1580 0.000% 28 1.0704 -51.5842 -1.8634 -1.0705 51.5842 1.8635 0.000% 29 1.8647 -51.5842 -1.0697 -1.8648 51.5842 1.0697 0.000% - 30 2.1594 -51.5842 0.0107 -2.1595 51.5842 -0.0107 0.000% 31 1.8754 -51.5842 1.0882 -1.8755 51.5842 -1.0883 0.000% 32 1.0890 -51.5842 1.8741 -1.0890 51.5842 -1.8742 0.000% 33 0.0107 -51.5842 2.1579 -0.0107 51.5842 -2.1580 0.000% 34 -1.0704 -51.5842 1.8634 1.0704 51.5842 -1.8635 0.000% 35 -1.8647 -51.5842 1.0697 1.8648 51.5842 -1.0697 0.000% 36 -2.1594 -51.5842 -0.0107 2.1595 51.5842 0.0107 0.000% 37 -1.8754 -51.5842 -1.0882 1.8755 51.5842 1.0883 0.000% 38 -1.0890 -51.5842 -1.8741 1.0890 51.5842 1.8742 0.000% 39 -0.0388 -23.0854 -5.8300 0.0388 23.0854 5.8300 0.000% 40 2.8939 -23.0854 -5.0295 -2.8939 23.0854 5.0295 0.000% 41 5.0512 -23.0854 -2.8814 -5.0512 23.0854 2.8814 0.000% 42 5.8550 -23.0854 0.0388 -5.8550 23.0854 -0.0388 0.000% 43 5.1797 -23.0854 3.0004 -5.1797 23.0854 -3.0004 0.000% 44 3.0132 -23.0854 5.1586 -3.0132 23.0854 -5.1586 0.000% 45 0.0388 -23.0854 5.8300 -0.0388 23.0854 -5.8300 0.000% 46 -2.8939 -23.0854 5.0295 2.8939 23.0854 -5.0295 0.000% 47 -5.0512 -23.0854 2.8814 5.0512 23.0854 -2.8814 0.000% 48 -5.8550 -23.0854 -0.0388 5.8550 23.0854 0.0388 0.000% 49 -5.1797 -23.0854 -3.0004 5.1797 23.0854 3.0004 0.000% 50 -3.0132 -23.0854 -5.1586 3.0132 23.0854 5.1586 0.000% 51 0.0000 -30.7308 -1.9989 -0.0000 30.7308 1.9989 0.000% 52 0.0000 -17.7486 -1.9989 0.0000 17.7486 1.9989 0.000% 53 0.9995 -30.7308 -1.7311 -0.9995 30.7308 1.7311 0.000% 54 0.9995 -17.7486 -1.7311 -0.9995 17.7486 1.7311 0.000% 55 1.7311 -30.7308 -0.9995 -1.7311 30.7308 0.9995 0.000% 56 1.7311 -17.7486 -0.9995 -1.7311 17.7486 0.9995 0.000% 57 1.9989 -30.7308 0.0000 -1.9989 30.7308 0.0000 0.000% 58 1.9989 -17.7486 0.0000 -1.9989 17.7486 0.0000 0.000% 59 1.7311 -30.7308 0.9995 -1.7311 30.7308 -0.9995 0.000% 60 1.7311 -17.7486 0.9995 -1.7311 17.7486 -0.9995 0.000% 61 0.9995 -30.7308 1.7311 -0.9995 30.7308 -1.7311 0.000% 62 0.9995 -17.7486 1.7311 -0.9995 17.7486 -1.7311 0.000% 63 0.0000 -30.7308 1.9989 -0.0000 30.7308 -1.9989 0.000% 64 0.0000 -17.7486 1.9989 0.0000 17.7486 -1.9989 0.000% - 65 -0.9995 -30.7308 1.7311 0.9995 30.7308 -1.7311 0.000% 66 -0.9995 -17.7486 1.7311 0.9995 17.7486 -1.7311 0.000% tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 24 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K • 67 -1.7311 -30.7308 0.9995 1.7311 30.7308 -0.9995 0.000% 68 -1.7311 -17.7486 0.9995 1.7311 17.7486 -0.9995 0.000% 69 -1.9989 -30.7308 0.0000 1.9989 30.7308 0.0000 0.000% 70 -1.9989 -17.7486 0.0000 1.9989 17.7486 0.0000 0.000% 71 -1.7311 -30.7308 -0.9995 1.7311 30.7308 0.9995 0.000% 72 -1.7311 -17.7486 -0.9995 1.7311 17.7486 0.9995 0.000% 73 -0.9995 -30.7308 -1.7311 0.9995 30.7308 1.7311 0.000% 74 -0.9995 -17.7486 -1.7311 0.9995 17.7486 1.7311 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 5 0.00000001 0.00007992 3 Yes 4 0.00000001 0.00090587 4 Yes 6 0.00000001 0.00010024 5 Yes 5 0.00000001 0.00069080 6 Yes 6 0.00000001 0.00009634 7 Yes 5 0.00000001 0.00066314 8 Yes 5 0.00000001 0.00001513 9 Yes 4 0.00000001 0.00048042 10 Yes 6 0.00000001 0.00009791 11 Yes 5 0.00000001 0.00067300 12 Yes 6 0.00000001 0.00010512 13 Yes 5 0.00000001 0.00072369 14 Yes 5 0.00000001 0.00013293 15 Yes 5 0.00000001 0.00006360 16 Yes 6 0.00000001 0.00009401 17 Yes 5 0.00000001 0.00064802 18 Yes 6 0.00000001 0.00009755 19 Yes 5 0.00000001 0.00067266 20 Yes 5 0.00000001 0.00006397 21 Yes 4 0.00000001 0.00075463 22 Yes 6 0.00000001 0.00010411 23 Yes 5 0.00000001 0.00071614 24 Yes 6 0.00000001 0.00009725 25 Yes 5 0.00000001 0.00066841 26 Yes 4 0.00000001 0.00006709 27 Yes 5 0.00000001 0.00033203 28 Yes 5 0.00000001 0.00036118 29 Yes 5 0.00000001 0.00036015 30 Yes 5 0.00000001 0.00033074 31 Yes 5 0.00000001 0.00035127 32 Yes 5 0.00000001 0.00034918 33 Yes 5 0.00000001 0.00031570 34 Yes 5 0.00000001 0.00033285 35 Yes 5 0.00000001 0.00033340 36 Yes 5 0.00000001 0.00031608 37 Yes 5 0.00000001 0.00035041 38 Yes 5 0.00000001 0.00035283 39 Yes 4 0.00000001 0.00024800 40 Yes 5 0.00000001 0.00007441 41 Yes 5 0.00000001 0.00006801 42 Yes 4 0.00000001 0.00016005 43 Yes 5 0.00000001 0.00006819 44 Yes 5 0.00000001 0.00007998 45 Yes 4 0.00000001 0.00027735 46 Yes 5 0.00000001 0.00006403 47 Yes 5 0.00000001 0.00006954 48 Yes 4 0.00000001 0.00017555 49 Yes 5 0.00000001 0.00007833 50 Yes 5 0.00000001 0.00006736 51 Yes 4 0.00000001 0.00008732 52 Yes 4 0.00000001 0.00001877 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CC!BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 25 53 Yes 4 0.00000001 0.00018821 54 Yes 4 0.00000001 0.00008957 55 Yes 4 0.00000001 0.00018834 56 Yes 4 0.00000001 0.00008965 57 Yes 4 0.00000001 0.00008695 58 Yes 4 0.00000001 0.00001874 59 Yes 4 0.00000001 0.00018287 60 Yes 4 0.00000001 0.00008744 61 Yes 4 0.00000001 0.00018311 62 Yes 4 0.00000001 0.00008764 63 Yes 4 0.00000001 0.00008499 64 Yes 4 0.00000001 0.00001847 65 Yes 4 0.00000001 0.00017964 66 Yes 4 0.00000001 0.00008625 67 Yes 4 0.00000001 0.00017952 68 Yes 4 0.00000001 0.00008617 69 Yes 4 0.00000001 0.00008540 70 Yes 4 0.00000001 0.00001854 71 Yes 4 0.00000001 0.00018492 72 Yes 4 0.00000001 0.00008835 73 Yes 4 0.00000001 0.00018468 74 Yes 4 0.00000001 0.00008815 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 130-80.9167 31.9071 50 2.3471 0.0101 L2 85-45.0833 12.9052 43 1.5111 0.0030 L3 50-0 4.2775 49 0.8075 0.0011 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 129.0000 FFHH-65C-R3 w/Mount Pipe 50 31.4428 2.3292 0.0101 19318 127.0000 (2)Side Lighting 50 30.5147 2.2935 0.0097 19318 125.4584 CCISeismic Tower Section 1 -1 50 29.8002 2.2659 0.0094 19318 124.5000 CCISeismic(5)andrew LDF7- 50 29.3567 2.2487 0.0092 17562 50A(1-5/8)From 0 to 129(120ft to129ft) 118.0000 (2)PCSS065-19-2 w/Mount Pipe 50 26.3710 2.1319 0.0080 8049 115.9167 CCISeismic Tower Section 1 -2 50 25.4257 2.0943 0.0077 6858 115.0000 CCISeismic(5)andrew LDF7- 50 25.0122 2.0777 0.0075 6439 50A(1-5/8)From 0 to 129(110ft to 120ft) 105.9167 CCISeismic Tower Section 1 -3 50 21.0143 1.9116 0.0059 4009 105.0000 CCISeismic(5)andrew LDF7- 50 20.6231 1.8946 0.0058 3862 50A(1-5/8)From 0 to 129(100ft to110ft) 95.9167 CCISeismic Tower Section 1 -4 50 16.9028 1.7240 0.0044 2832 95.0000 CCISeismic(5)andrew LDF7- 43 16.5454 1.7065 0.0043 2758 50A(1-5/8)From 0 to 129(90ft to100ft) 90.0000 BXA-70080-8CF-EDIN-0 w/ 43 14.6632 1.6098 0.0036 2413 Mount Pipe 85.9167 CCISeismic Tower Section 1 -5 43 13.2175 1.5294 0.0032 2217 85.0000 CCISeismic(5)andrew LDF7- 43 12.9052 1.5111 0.0031 2195 50A(1-5/8)From 0 to 129(80ft to90ft) 80.0417 CCISeismic Tower Section 2-1 43 11.2967 1.4112 0.0026 2204 75.0000 CCISeismic(5)andrew LDF7- 43 9.7982 1.3082 0.0022 2268 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 26 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft . 50A(1-5/8)From 0 to 129(7011 to80ft) 70.0833 CCISeismic Tower Section 2-2 43 8.4664 1.2072 0.0019 2334 65.0000 CCISeismic(5)andrew LDF7- 43 7.2199 1.1032 0.0016 2407 50A(1-5/8)From 0 to 129(60ft to70ft) 60.0833 CCISeismic Tower Section 2-3 43 6.1369 1.0038 0.0014 2482 55.0000 CCISeismic(5)andrew LDF7- 49 5.1400 0.9033 0.0012 2564 50A(1-5/8)From 0 to 129(50ft to60ft) 50.0833 CCISeismic Tower Section 2-4 49 4.2910 0.8090 0.0011 2676 45.0000 CCISeismic Tower Section 3-1 49 3.5270 0.7154 0.0009 2944 35.0000 CCISeismic Tower Section 3-2 49 2.3205 0.5416 0.0007 3785 25.0000 CCISeismic Tower Section 3-3 49 1.4310 0.3790 0.0005 5298 15.0000 CCISeismic Tower Section 3-4 49 0.7680 0.2242 0.0003 8830 5.0000 CCISeismic Tower Section 3-5 49 0.2409 0.0742 0.0001 26490 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 130-80.9167 89.2625 10 6.5788 0.0275 L2 85-45.0833 36.1350 10 4.2367 0.0083 L3 50-0 11.9745 22 2.2620 0.0030 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 129.0000 FFHH-65C-R3 w/Mount Pipe 10 87.9649 6.5287 0.0282 7025 127.0000 (2)Side Lighting 10 85.3710 6.4283 0.0271 7025 125.4584 CCISeismic Tower Section 1 -1 10 83.3743 6.3509 0.0263 7025 124.5000 CCISeismic(5)andrew LDF7- 10 82.1349 6.3028 0.0258 6386 50A(1-5/8)From 0 to 129(120ft to129ft) 118.0000 (2)PCSS065-19-2 w/Mount Pipe 10 73.7903 5.9753 0.0224 2925 115.9167 CCISeismic Tower Section 1 -2 10 71.1484 5.8698 0.0214 2492 115.0000 CCISeismic(5)andrew LDF7- 10 69.9925 5.8232 0.0209 2339 50A(1-5/8)From 0 to 129(110ft to120ft) 105.9167 CCISeismic Tower Section 1 -3 10 58.8177 5.3583 0.0165 1455 105.0000 CCISeismic(5)andrew LDF7- 10 57.7239 5.3109 0.0161 1401 50A(1-5/8)From 0 to 129(100ft to110ft) 95.9167 CCISeismic Tower Section 1 -4 10 47.3223 4.8331 0.0122 1026 95.0000 CCISeismic(5)andrew LDF7- 10 46.3224 4.7840 0.0119 998 50A(1-5/8)From 0 to 129(90f1 to100ft) 90.0000 BXA-70080-8CF-EDIN-0 w/ 10 41.0553 4.5133 0.0101 872 Mount Pipe 85.9167 CCISeismic Tower Section 1 -5 10 37.0092 4.2878 0.0088 801 85.0000 CCISeismic(5)andrew LDF7- 10 36.1350 4.2367 0.0085 793 50A(1-5/8)From 0 to 129(80ft to90ft) 80.0417 CCISeismic Tower Section 2-1 10 31.6322 3.9564 0.0072 795 75.0000 CCISeismic(5)andrew LDF7- 10 27.4368 3.6673 0.0061 817 50A(1-5/8)From 0 to 129(70ft to80ft) 70.0833 CCISeismic Tower Section 2-2 10 23.7073 3.3838 0.0052 839 tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 27 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 65.0000 CCISeismic(5)andrew LDF7- 10 20.2164 3.0918 0.0045 864 50A(1-5/8)From 0 to 129(60ft to70ft) 60.0833 CCISeismic Tower Section 2-3 10 17.1828 2.8129 0.0039 890 55.0000 CCISeismic(5)andrew LDF7- 22 14.3904 2.5308 0.0034 918 50A(1-5/8)From 0 to 129(50ft to60ft) 50.0833 CCISeismic Tower Section 2-4 22 12.0121 2.2664 0.0030 957 45.0000 CCISeismic Tower Section 3-1 22 9.8724 2.0038 0.0026 1052 35.0000 CCISeismic Tower Section 3-2 22 6.4934 1.5166 0.0019 1351 25.0000 CCISeismic Tower Section 3-3 22 4.0033 1.0609 0.0013 1891 15.0000 CCISeismic Tower Section 3-4 22 2.1481 0.6275 0.0007 3151 5.0000 CCISeismic Tower Section 3-5 22 0.6737 0.2077 0.0002 9453 Compression Checks Pole Design Data Section Elevation Size L L. KI/r A P. (OP„ Ratio No. P. ft ft ft in2 K K (hPn L1 130-80.9167 TP25.07x14.76x0.2188 49.083 0.0000 0.0 16.900 -11.1649 988.6770 0.011 (1) 3 5 L2 80.9167- TP32.16x23.7748x0.3125 39.916 0.0000 0.0 31.007 -16.5186 1813.9200 0.009 45.0833(2) 7 3 - L3 45.0833-0 TP41x30.5022x0.375 50.000 0.0000 0.0 49.054 -27.6877 2869.7000 0.010 (3) 0 7 Pole Bending Design Data Section Elevation Size MIX 4Mnx Ratio M„y 1pMny Ratio No. M„x Muy ft kip-ft kip-ft OM„x kip-ft kip-ft $Mny L1 130-80.9167 TP25.07x14.76x0.2188 327.5883 548.2325 0.598 0.0000 548.2325 0.000 (1) L2 80.9167- TP32.16x23.7748x0.3125 776.8267 1347.0833 0.577 0.0000 1347.0833 0.000 45.0833(2) L3 45.0833-0 TP41x30.5022x0.375 1545.1417 2708.4083 0.570 0.0000 2708.4083 0.000 (3) Pole Shear Design Data Section Elevation Size Actual 43Vn Ratio Actual +T Ratio No. Vu Vu T. T. ft K K (I)Vn kip-ft kip-ft 4)Tn L1 130-80.9167 TP25.07x14.76x0.2188 11.7427 296.6030 0.040 1.1453 625.9933 0.002 (1) L2 80.9167- TP32.16x23.7748x0.3125 13.9461 544.1770 0.026 0.8524 1475.0167 0.001 45.0833(2) L3 45.0833-0 TP41x30.5022x0.375 16.6358 860.9100 0.019 0.8445 3076.4583 0.000 (3) - tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 28 • Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ration Ratio Comb. Allow. Criteria No. Po Mux M y V To Stress Stress ft 4)Pn cMnx ri)Mny dVn 4 T Ratio Ratio L1 130-80.9167 0.011 0.598 0.000 0.040 0.002 0.611 1.050 4.8.2 (1) L2 80.9167- 0.009 0.577 0.000 0.026 0.001 0.586 1.050 4.8.2 45.0833(2) L3 45.0833-0 0.010 0.570 0.000 0.019 0.000 0.581 1.050 4.8.2 (3) Section Capacity Table Section Elevation Component Size Critical P OPauow % Pass No. ft Type Element K K Capacity Fail L1 130-80.9167 Pole TP25.07x14.76x0.2188 1 -11.1649 1038.1108 58.1 Pass L2 80.9167- Pole TP32.16x23.7748x0.3125 2 -16.5186 1904.6159 55.9 Pass 45.0833 L3 45.0833-0 Pole TP41x30.5022x0.375 3 -27.6877 3013.1849 55.3 Pass Summary Pole(L1) 58.1 Pass RATING= 58.1 Pass tnxTower Report-version 8.0.7.4 July 10, 2020 130 Ft Monopole Tower Structural Analysis CC!BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 29 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.7.4 A 0 fi II (OTHER CONSIDERED EQUIPMENT) (6) 1-5/8"TO 118 FT LEVEL (OTHER CONSIDERED EQUIPMENT) (3) 1-1/2"TO 90 FT LEVEL , (6) 1-5/8"TO 90 FT LEVEL //J--_\� / / \ s• / , / ' � I / 04 01 I` I 1 Q3 02 I \ / / \ �� / / Noimmxisiiiii (PROPOSED EQUIPMENT CONFIGURATION) - (1) 1-1/2W TO 129 FT LEVEL (2) 1-3/5-TO 129 FT LEVEL (5) 1-5/8"TO 129 FT LEVEL CLIMBING PEGS W/ SAFETY CLIMB July 10, 2020 130 Ft Monopole Tower Structural Analysis CC!BU No 824338 Project Number 1869407, Order 524390, Revision 0 Page 30 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.7.4 Monopole Base Plate Connection CROWN CASTLE Site Info BU# 824338 Site Name Greenburg Order# 524390-Rev.0 O Analysis Considerations TIA-222 Revision H Grout Considered: No la,(in) 1.5 Applied Loads 0 Moment(kip-ft) 1545.14 Axial Force(kips) 27.69 Shear Force(kips) 16.64 *T/A-222-HSection 15.5 Applied 0 0 Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (12)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 48.95"BC Pu_c=128.46 cl)Pn_c=268.39 Stress Rating Vu=1.39 jVn=120.77 45.6% • Base Plate Data Mu=n/a 4Mn=n/a Pass 54.95"OD x 2.75"Plate(S-128;Fy=60 ksi,Fu=80 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 15.43 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 27.2% Pass Pole Data 41"x 0.375"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 3.7.0 Analysis Date:7/10/2020 Drilled Pier Foundation 3 CROWN BU#: 824338 *`♦ CASTLE LE Site Name: Greenburg Order Number: 524390-Rev.0 TIA-222 Revisor: H Tower Type: Monopole Analysis Results Check Limitation Applied Loads Soil Lateral Check ompression Uplift Apply TIA-222-H Section 15.5: 01 Comp. Uplift D,(ft from TOC) 6.01 - N/A 0 Moment(kip-ft) 1545 Soil Safety Factor 3.51 - Axial Force(kips) 28 Max Moment(kip-ft) 1668.06 - Shear Force(kips) 17 Rating* 36.1% - Soil Vertical Check Compression Uplift Material Properties Skin Friction(kips) 210.25 - Concrete Strength,cc: 4 ksi End Bearing(kips) 134.53 - Rebar Strength,Fy 60 ksi Weight of Concrete(kips) 119.74 - Total Capacity(kips) 344.78 - Pier Design Data Behar&PierOnenns Axial(kips) 147.74 - Depth 27 ft I Rating* 40.8% - Ext.Above Grade 1 ft Embedded Pole lnnntt Reinforced Concrete Check Compression Uplift Pier Section 1 Belled Pier Inputs. Critical Depth(ft from TOC) 5.80 - From 1'above grade to 27'below grade Critical Moment(kip-ft) 1667.82 - Pier Diameter 5.5 ft Critical Moment Capacity 3176.03 - Rebar Quantity 20 Rating* 50.0% - Rebar Size 10 Clear Cover to Ties 3 in Soil Interaction Rating* 40.8% Tie Size 3 Structural Foundation Rating* 50.0% *Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth n/a #of Layers 7 Angle of Calculated Calculated Ultimate Skin Ult.Gross Ultimate Skin Top Bottom Thickness Ysoo Yconcrece Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer Friction Friction Uplift Soil Type (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) (ksf) (ksf) (ksf) Override(ksf) (ksf) 1 0 3 3 149 150 0 0 0.000 0.000 0.00 0.00 Cohesionless 2 3 5 2 149 150 0 30 0.147 0.147 3 Cohesionless 3 5 10 5 124 150 0 32 0.397 0.397 5 Cohesionless 4 10 15 5 136 150 0 35 1.744 1.744 18 Cohesionless 5 15 20 5 136 150 0.5 0 0.275 0.275 Cohesive 6 20 25 5 153 150 1 0 0.550 0.550 Cohesive 7 25 27 2 109 150 1 0 0.55 0.55 7.55 Cohesive Version 3.0.2 Terzaghi's Equation for Bearing Capacity BU#: 824338 _ CROWN Site Name: Greenburg CASTLE App. Name: 524390-Rev. 0 Footing Parameters Ultimate Gross Bearing Capacity= 7.55 ksf Depth,D. 27.00 ft Width,w 5.50 ft Foundation Type,T: Deep Type,J: Round Soil Parameters Unit Weight,y: 0.11 kcf Cohesion,Co: 1.00 ksf Phi Angle,m 0.00 deg Blows per foot @ Subgrade,N 13.00 Factors Nc: 5.1 Nq: 1.0 Ny: 0.0 • Modifiers Sc: 1 3 Sy: 0.6 Terzaghi Bearing Version 1.3 Effective Date: 6/26/09 ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CMI ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 201.18 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.435047 Location Soil Class: D- Default (see Longitude: -122.759206 Section 11.4.3) .. t i.• I .., n d� Forth Ns.. $ � ' ,Ge\ .. ...... 7 _ "'It} II. 1 ,% �,; a _ I�,mm 7• a TMi. , L �i Jl�t - l\ Ar r- , " •_4.---it /...-"'----'`,.s..\ ,.. „ It •(1 / \ r•• leGi� 4 tlfl,r .. LPY • e a1 Wind Results: Wind Speed: 97 Vmph 10-year MRI 66 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4 Date Accessed: Fri Jul 10 2020 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. 111 +l https://asce7hazardtool.online/ Page 1 of 3 Fri Jul 10 2020 ill 't ASCE AMERICAN SOCIETY OF CM ENGINEERS Seismic Site Soil Class: D-Default(see Section 11.4.3) Results: Ss : 0.865 Sp, : N/A S, : 0.395 IL : 16 Fa : 1.2 PGA : 0.393 , F, : N/A PGA M : 0.474 SMs : 1.038 FPGA : 1.207 SM, N/A le : 1 SDS : 0.692 C, : 1.233 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Jul 10 2020 Date Source: USGS Seismic Design Maps httos://asce7hazardtool.online/ Page 2 of 3 Fri Jul 10 2020 r ASCE AMERICAN SOCIETY OF CUR 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 Jul 10 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. Ii I 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, ft 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. I'd rsi t; .=r https://asce7hazardtool.online/ Page 3 of 3 Fri Jul 10 2020 CROWN BU: 824338 Structure: A r WO: 1869407 CASTLE Order: 524390 Rev: 0 Location Decimal Degrees Deg Min Sec Lat: 45.435056 + 45 26 6.20 Long: -122.759222 122 45 33.20 Code and Site Parameters Seismic Design Code: TIA-222-H Site Soil: D(Default) Default Risk Category: II USGS Seismic Reference SS: 0.8650 g Sl: 0.3950 g IL: 16 s Seismic Design Category Determination Importance Factor,le: 1 Acceleration-based site coefficient,Fa: 1.2000 Velocity-based site coefficient,Fv: 1.9050 Design spectral response acceleration short period,SDS: 0.6920 g Design spectral response acceleration 1 s period,SDS: 0.5017 g Seismic Design Category Based on SDS: D Seismic Design Category Based on Sal: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: i: D CCISeismic 3.3.0 Page 1 Analysis Date: 7/10/2020 wr�r�rriWr► ". ... CROWN O� /w BU: 824338 Structure: A. r - 1//[ Y Y ,cV W0: 1869407 CASTLE Order: 524390 Rev: 0 Tower Details Tower Type: Tapered Monopole Height,h: 130 ft Effective Seismic Weight,W: 21.88 kips Amplification Factor,As: 1.0 2.7.8.1 Seismic Base Shear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,Wu: 7.30999 kips WL: 14.57073502 kips E: 29000.0 ksi g: 386.088 in/s2 Average Moment of Inertia,la„g: 3578.762836 ina Fe: 0.273164862 hz Approximate Fundamental Period Monopole,re: 3.6608 s 2.7.7.1.3.3 Seismic Response Coefficient,Cs 0.4613 2.7.7.1.1 Seismic Response Coefficient Max 1,Csme, 0.0914 2.7.7.1.1 Seismic Response Coefficient Max 2,Csmax N/A 2.7.7.1.1 Seismic Response Coefficient Min 1,Csmin 0.0304 2.7.7.1.1 Seismic Response Coefficient Min 2,Csm,„ N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C„ 0.0914 Seismic Base Shear,V 1.999 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 2.000 2.7.7.1.2 Sum of w;h,k 149353.05 2.7.7.1.2 r r t Tt !8; Iti f ' CCISeismic 3.3.0 Page 2 Analysis Date:7/10/2020 Tower Section loads Section Len th Mid Hei ht,h, Section Number g B Hei ht g g Weight,w„ w"h"' Fo, To 1-] ,.'5 13010 125.46 0.3969 5307.23 0.0355 0.0710 0.0466 1 .. 11 55 2./1 ,.....3.. 0.733 0,5'0 1 3 - 7.115.9? 105.93 0 4591 5752.59 21352 0.0744 0.0649 1 5 ---- 90.92 A5 92 f 5.597 4205.00 0 0 582 0.0 561 0.0793 _ ,;.03,ti _— O.11so L 2 ---�� , _ /0 08 05,093 1166.42 0.0299 6.0598 0.12,9 c._. 1012 i. 1 S.L'_ 2-4 ,. 55..09 90_.;, 11530 264173 0,0'77 0.0554 0 1457 "I 1.7797 759534 3-2 409 .,0 �.,. , 1.3653 1512.52 0.0112 C. 0.1061 -3 32.. 1.45,1., 39i.l.i L, , _- 0 2039 3-1 20.00 15.00 1.5376 345.96 00023 0,150.16 0.2123 13-3456 r 5,95.07 • CCISeismic 3.3.0 Page 3 Analysis Date: 7/10/2020 Discrete Loads Name h, Am, w,h,k C,,,, F,1, 187 90 r.,. , i. 161.29 .. I , „ 183 00 1380 0_. '77 0.0110 0.0112 r20i.00 1,,.99 C.A2 ..0 _..� 0.0157 1,.,"I; ?A7, ' :,01,i7 1 1.591.59 129.Co _ ., 0 __ r 129 00 25.5121 91 _ _ C_. --_--_- --_- 129.00 L. 118 1105i 118.00 , - r 118.00 -- - _-- --_ I- V oe 90,00 F 90.00 1 _-- - 90.00 d12 000.1 ---- ------ ..... 0 4' 0.0037 00073 90.0:1 , n no--7 0.007:3 . . _ 0-0O3E JJ'^.- ,i3J _ 283.93 0.0038 0.00:9 -- _ _ 28-,.92 I),3S �..i 479.30 000S7 f)0.,7, 90.00 .__ 429.30 00007 C of:!3 -.. - 90,00 0.0320 269.20 c 0.0035 0.0011 191-A 2G071 00 no, 0.01 10 80.10 - 0.0017 0.001; sI0 90.00 0.0110 89.10 0.001 L 0.001, ',owe:nounis 1-Arm Mount[IA 602-3[ 90.00 0.7713 g 6211.83 0:;'!.10 .0229 u.1072 Su-, 737.Mb ' '''= 3Y1Atir l CCISeismic 3.3.0 Page 4 Analysis Date: 7/10/2020 Linear Loads Name Start Height End Height h, w„ w„h„ii F,, F. _r - 1220.00 129.00 Pd-5 o-r.;;;� 571_96 0 i'-.- 091,51 i 0.00 110.3�3 - 0.ee 10 a0037 30.3') 9000 icc ---- 0.0057 sr, o c1si SO 10.00 63.90 _. 3 - 0.007 25.00 00410 2 -I; 0.3209 e (,)a 3 ; -.0 io 12: 0.00 U-+i 5.00 0.0110 -- 71�30 ',.3 75A0 0 0042 lO0I i000 63 00 55.00 0.0032 _ 03-3 OG ?v0 1303, 0.0013 -2 30.00 40.00 35 00 0 0027 ;32301 7=.00 . 0027 10 G:) 20 00 15.00 0.0032 , ,03:11 50915019123 120,00 129.00 124.50 0.0434 1c 00330 O.J� - 0 1 115.03 1.175 103'10 1003 105 00 0.0433 0 3071 5,3. 95 r,0 0 0483 , , < .CU 35.00 0.0183 _.. --�� 60.00 65.00 0.0483 .... 527 0.5'7e1 .�_-- SOLO 3 .35 00 0.0473 40.00 45.00 00483 0 , 9 __---_ 30.03 3S 0:' L.O'Id3 -. 20.00 30.00 25D0 0.0-183 1.1 0 001,7 0.00 10 00 5 00 004113 O03o57 1 7252 • CCISeismic 3.3.0 Page 5 Analysis Date: 7/10/2020