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ByP RECEIVED t (c c s Av-'vrrw c,\t L . AUG 31 2020 y CROWN Date: August 10, 2020 CITY OF TiGARD CASTLE BUILDING DIVISION irrl Scott Werner Crown Castle Crown Castle 2000 Corporate Drive 2000 Corporate Dr Canonsburg, PA 15317 Canonsburg, PA 15317 (724) 416-2000 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: P001733D Crown Castle Designation: Crown Castle BU Number: 879602 Crown Castle Site Name: BARROWS RD Crown Castle JDE Job Number: 615585 Crown Castle Work Order Number: 1873556 Crown Castle Order Number: 525404 Rev. 0 Engineering Firm Designation: Crown Castle Project Number: 1873556 Site Data: 16744 SW Scholls Ferry Road, Beaverton, Washington County, OR Latitude 45°25'34.61", Longitude -122°50'53.85" 100 Foot- Monopole Tower Dear Scott Werner, 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: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 97 mph as required by the 2019 Oregon Structural Specialty Code (OSSC). Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Matthew Schmitt Respectfully submitted by: a -,rim:,. ���6,0 PROF( Maribel Dentinger, P.E. C. �` P p Maribel Digitally signed by Senior Project Engineer `'� 80431 PE �"' Maribel Dentinger OREGON Dentinger Date-2020.08.1015.19.59 04'00' %%CDEO ______7) Expires: 12-31-2021 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, 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 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 3 1) INTRODUCTION This tower is a 100 ft Monopole tower designed by Summit. 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: 0.848 Seismic S1: 0.399 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) 88.0 1 nokia FXFB 87.0 ._ _- - - 87.0 1 tower mounts Side Arm Mount [SO 104-3] I TMBXX-6516-A2M w/ Mount -� � 3 andrew Pipe 3 commscope FFHH-65C-R3 w/ Mount Pipe 1 j commscope HCS 2.0 1 commscope HCS 2.0 Part 1 2 1-1/2 86.0 86.0 P 3 �I nokia AEHC w/ Mount Pipe 3 7 nokia AHFIG 3 nokia AHLOA 1 tower mounts T-Arm Mount[TA 602-3_KCKR] Table 2 -Other Considered Equipment Center I Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 3 kmw ET-X-WM-18-65-8P w/ Mount communications Pipe 1 rfs celwave APXVERR18-C w/ Mount Pipe 2 1 rfs celwave 100.0r-- APXVSPP18 C A20 w/ Mount ; III Pipe 1 samsung 99.0 I 3 telecommunications 2.5GHz RRH-V3 3 1-1/4 3 samsung POWER JUNCTION 1 j telecommunications CYLINDER 3 samsung RRH-C2A W/EXT FILTER 99.0 telecommunications samsung I 3 telecommunications RRH-P4 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 4 Center 1 Mounting Line Number Antenna Number Feed of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 1 tower mounts Platform Mount[LP 1201- 1_KCKR-H R-1] 3) ANALYSIS PROCEDURE Table 3 -Documents Provided Document Remarks Reference Source 1 4-GEOTECHNICAL REPORTS Adapt Engineering Inc. 1574203 CCISITES 4-TOWER FOUNDATION Summit Manufacturing 1486071 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER Summit Manufacturing 1625431 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 Component Critical SF*P_allow No. Elevation(ft) Type Size Element P(K) (K) Capacity Pass 1 Fail L1 100-72.75 Pole TP26.088x22x0.188 1 -10.147 928.984 21.1 Pass L2 72.75-36 Pole TP31.227x25.225x0.219 2 -13.492 1296.844 43.2 1m Pass L3 36-0 1— Pole TP36.19x30.189x0.25 3 -18.603 1751.746 53.1 r Pass 1 Summary Pole(L3) 53.1 I Pass 1 { RATING= 53.1 Pass l tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 5 Table 5 -Tower Component Stresses vs. Capacity— LC5 Notes Component Elevation (ft) % Capacity Pass/ Fail 1 1 Anchor Rods 0 I 38.9 Pass 1 Base Plate I 0 I 40.7 Pass I 1 1 Base Foundation 0 1-- 22.8 Pass Structure a ; 1 Base Foundation 0 24.7 Pass Soil Interaction l Structure Rating (max from all components) = 53.1% 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. I tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCl BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.7.4 f 100.0 E p ,, , , , „ MATERIAL STRENGTH ', GRADE Fy Fu GRADE Fy Fu ilk A607-65 65 ksi 80 ksi 1 111 TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. x. k4 I e 2. Tower designed for Exposure C to the TIA-222-H Standard. m 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 �' ?y `'? in thickness with height. 5. Deflections are based upon a 60 mph wind. 111 6. Tower Risk Category II. i 7. Topographic Category 1 with Crest Height of 0.000 ft i, I , 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.3.1 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1 j - 10. TOWER RATING:53 1% 72.8 8 II ! I I8 § • tO v ,_ 0 N N M 2 I g. l 0 1I 11 / �i, I ALL REACTIONS 38.0 n _ t.�.� ARE FACTORED 1 AXIAL 21 K ( SHEAR MOMENT II 3 K 1 y y 261 kip-ft TORQUE 0 kip-ft 1 I SEISMIC AXIAL 3 g g g m ' 34K 0 N l0 I'i Q SHEAR MOMENT I 2 K I J Ir 121 kip-ft l TORQUE 0 kip-ft 30 mph WIND-1.500 in ICE AXIAL 19K I SHEARS `\ MOMENT 10 K l y i 751 kip-ft 0.0 ft 1 °' TORQUE 0 kip-ft I a t REACTIONS-97 mph WIND 0i 0' a o a a 13 d -zz i ,RI I - 0 0 , 3 I I Crown Castle ob BU#879602 " CROWN 2000 Corporate Drive Project ,�CASTLE Orient Crown Castle Drawn Matthew SchmittAPPd Canonsburg, PA 15317 Code TIA-222-H Date.08/10/20 Scale' N The Foundation fora Wireless World Phone:(724)416-2000 FAX: Path Dwg No • August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, 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: 1) Tower is located in Washington County, Oregon. 2) Tower base elevation above sea level: 313.000 ft. 3) Basic wind speed of 97 mph. 4) Risk Category II. 5) Exposure Category C. 6) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7) Topographic Category: 1. 8) Crest Height: 0.000 ft. 9) Nominal ice thickness of 1.500 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56.000 pcf. 12) A wind speed of 30 mph is used in combination with ice. 13) Temperature drop of 50.000 °F. 14) Deflections calculated using a wind speed of 60 mph. 15) CCISeismic Note: Seismic loads generated by CCISeismic 3.3.1. 16) CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. 17) A non-linear(P-delta) analysis was used. 18) Pressures are calculated at each section. 19) Stress ratio used in pole design is 1.05. 20) Tower analysis based on target reliabilities in accordance with Annex S. 21) Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) = 0.85, Kes(Ev and En) = 1.0. 22) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals J Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For 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 J Consider Feed Line Torque Always Use Max Kz J Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile J Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component 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 KLlry 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 8.0.7.4 W W August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 8 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 100.000- 27.250 3.250 18 22.000 26.088 0.188 0.750 A607-65 72.750 (65 ksi) L2 72.750-36.000 40.000 4.000 18 25.225 31.227 0.219 0.875 A607-65 (65 ksi) L3 36.000-0.000 40.000 18 30.189 36.190 0.250 1.000 A607-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in in2 in4 in in in3 in4 in2 in L1 22.310 12.981 780.301 7.743 11.176 69.819 1561.628 6.492 3.542 18.891 26.462 15.414 1306.382 9.195 13.253 98.575 2614.482 7.708 4.261 22.728 L2 26.076 17.362 1371.706 8.877 12.815 107.043 2745.217 8.683 4.055 18.536 31.675 21.529 2615.316 11.008 15.863 164.866 5234.074 10.767 5.111 23.364 L3 31.226 23.757 2690.365 10.628 15.336 175.426 5384.270 11.881 4.873 19.493 36.710 28.518 4653.917 12.759 18.385 253.143 9313.957 14.262 5.929 23.718 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 100.000- 1 1 1 72.750 L2 72.750- 1 1 1 36.000 L3 36.000- 1 1 1 0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Componen Placement Total Number Start/En Width or Perimete Weight From t Number Per Row d Diamete r Torque Type ft Position r klf Calculation in in ATCB-B01-001(5/16") A No Surface Ar 75.000- 1 1 -0.450 0.315 0.000 (CaAa) 0.000 -0.450 IrIrle Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft klf Calculation LDF6-50A(1-1/4) A No No Inside Pole 99.000-0.000 3 No Ice 0.000 0.001 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 2"Ice 0.000 0.001 HCS 2.0 Part 3(1- C No No Inside Pole 86.000-0.000 1 No Ice 0.000 0.002 1/2) 1/2"Ice 0.000 0.002 1"Ice 0.000 0.002 2"Ice 0.000 0.002 HCS 2.0 Part 3(1- C No No Inside Pole 86.000-0.000 1 No Ice 0.000 0.002 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CC/BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 9 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft klf Calculation 1/2) 1/2"Ice 0.000 0.002 1"Ice 0.000 0.002 2"Ice 0.000 0.002 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 100.000-72.750 A 0.000 0.000 0.071 0.000 0.047 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.045 L2 72.750-36.000 A 0.000 0.000 1.158 0.000 0.069 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.126 L3 36.000-0.000 A 0.000 0.000 1.134 0.000 0.068 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.123 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 100.000-72.750 A 1.403 0.000 0.000 0.702 0.000 0.054 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.045 L2 72.750-36.000 A 1.340 0.000 0.000 11.471 0.000 0.177 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.126 L3 36.000-0.000 A 1.200 0.000 0.000 10.779 0.000 0.165 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.123 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 100.000-72.750 -0.021 0.009 -0.113 0.050 L2 72.750-36.000 -0.232 0.103 -1.184 0.527 L3 36.000-0.000 -0.232 0.103 -1.175 0.523 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Shielding Factor Ka tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CC/BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 10 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L1 6 ATCB-B01-001(5/16") 72.75- 1.0000 1.0000 75.00 L2 6 ATCB-B01-001(5/16") 36.00- 1.0000 1.0000 72.75 L3 6 ATCB-B01-001(5/16") 0.00-36.00 1.0000 1.0000 User Defined Loads - Seismic Description Elevation Offset Azimuth Ea Ehx Eh, Eh From Angle Centroid ft ft K K K K CCISeismic Tower Section 1 - 96.375 0.000 0.000 0.045 0.000 0.000 0.097 1 CCISeismic Tower Section 1 - 87.750 0.000 0.000 0.065 0.000 0.000 0.118 2 CCISeismic Tower Section 1 - 77.750 0.000 0.000 0.069 0.000 0.000 0.098 3 CCISeismic Tower Section 2- 71.000 0.000 0.000 0.083 0.000 0.000 0.098 1 CCISeismic Tower Section 2- 61.000 0.000 0.000 0.087 0.000 0.000 0.076 2 CCISeismic Tower Section 2- 51.000 0.000 0.000 0.092 0.000 0.000 0.056 3 CCISeismic Tower Section 2- 41.000 0.000 0.000 0.097 0.000 0.000 0.038 4 CCISeismic Tower Section 3- 35.000 0.000 0.000 0.112 0.000 0.000 0.032 1 CCISeismic Tower Section 3- 25.000 0.000 0.000 0.118 0.000 0.000 0.017 2 CCISeismic Tower Section 3- 15.000 0.000 0.000 0.123 0.000 0.000 0.007 3 CCISeismic Tower Section 3- 5.000 0.000 0.000 0.129 0.000 0.000 0.001 4 CCISeismic miscl Top Hat 101.000 0.000 0.000 0.105 0.000 0.000 0.252 CCISeismic rfs celwave 99.000 0.000 0.000 0.013 0.000 0.000 0.030 APXVSPP18-C-A20 w/Mount Pipe CCISeismic rfs celwave 99.000 0.000 0.000 0.013 0.000 0.000 0.030 APXVSPP18-C-A20 w/Mount Pipe CCISeismic rfs celwave 99.000 0.000 0.000 0.011 0.000 0.000 0.026 APXVERR18-C w/Mount Pipe CCISeismic kmw 99.000 0.000 0.000 0.008 0.000 0.000 0.018 communications ET-X-WM- 18-65-8P w/Mount Pipe CCISeismic kmw 99.000 0.000 0.000 0.008 0.000 0.000 0.018 communications ET-X-WM- 18-65-8P w/Mount Pipe CCISeismic kmw 99.000 0.000 0.000 0.008 0.000 0.000 0.018 communications ET-X-WM- 18-65-8P w/Mount Pipe CCISeismic samsung 99.000 0.000 0.000 0.008 0.000 0.000 0.019 telecommunications RRH-P4 CCISeismic samsung 99.000 0.000 0.000 0.008 0.000 0.000 0.019 telecommunications RRH-P4 CCISeismic samsung 99.000 0.000 0.000 0.008 0.000 0.000 0.019 telecommunications RRH-P4 CCISeismic samsung 99.000 0.000 0.000 0.007 0.000 0.000 0.017 telecommunications RRH- C2A W/EXT FILTER tnxTower Report-version 8.0.7.4 August 10, 2020 . 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 11 Description Elevation Offset Azimuth Ev Eh. Ehz En From Angle Centroid ft ft K K K K CCISeismic Samsung 99.000 0.000 0.000 0.007 0.000 0.000 0.017 telecommunications RRH- C2A W/EXT FILTER CCISeismic samsung 99.000 0.000 0.000 0.007 0.000 0.000 0.017 telecommunications RRH- C2A W/EXT FILTER CCISeismic samsung 99.000 0.000 0.000 0.000 0.000 0.000 0.001 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 99.000 0.000 0.000 0.000 0.000 0.000 0.001 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 99.000 0.000 0.000 0.000 0.000 0.000 0.001 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 99.000 0.000 0.000 0.008 0.000 0.000 0.019 telecommunications 2.5GHz RRH-V3 CCISeismic samsung 99.000 0.000 0.000 0.008 0.000 0.000 0.019 telecommunications 2.5GHz RRH-V3 CCISeismic samsung 99.000 0.000 0.000 0.008 0.000 0.000 0.019 telecommunications 2.5GHz RRH-V3 CCISeismic tower mounts 99.000 0.000 0.000 0.357 0.000 0.000 0.822 Platform Mount[LP 1201- 1_KCKR-HR-1] CCISeismic(2)tower mounts 99.000 0.000 0.000 0.006 0.000 0.000 0.014 6'x 2"Mount Pipe CCISeismic(2)tower mounts 99.000 0.000 0.000 0.006 0.000 0.000 0.014 6'x 2"Mount Pipe CCISeismic(2)tower mounts 99.000 0.000 0.000 0.006 0.000 0.000 0.014 6'x 2"Mount Pipe CCISeismic nokia FXFB 87.000 0.000 0.000 0.007 0.000 0.000 0.013 CCISeismic tower mounts 87.000 0.000 0.000 0.039 0.000 0.000 0.069 Side Arm Mount[SO 104-3] CCISeismic tower mounts 6'x 87.000 0.000 0.000 0.003 0.000 0.000 0.005 2"Mount Pipe CCISeismic tower mounts 6'x 87.000 0.000 0.000 0.003 0.000 0.000 0.005 2"Mount Pipe CCISeismic andrew TMBXX- 86.000 0.000 0.000 0.007 0.000 0.000 0.013 6516-A2M w/Mount Pipe CCISeismic andrew TMBXX- 86.000 0.000 0.000 0.007 0.000 0.000 0.013 6516-A2M w/Mount Pipe CCISeismic andrew TMBXX- 86.000 0.000 0.000 0.007 0.000 0.000 0.013 6516-A2M w/Mount Pipe CCISeismic commscope 86.000 0.000 0.000 0.022 0.000 0.000 0.038 FFHH-65C-R3 w/Mount Pipe CCISeismic commscope 86.000 0.000 0.000 0.022 0.000 0.000 0.038 FFHH-65C-R3 w/Mount Pipe CCISeismic commscope 86.000 0.000 0.000 0.022 0.000 0.000 0.038 FFHH-65C-R3 w/Mount Pipe CCISeismic nokia AHLOA 86.000 0.000 0.000 0.011 0.000 0.000 0.020 CCISeismic nokia AHLOA 86.000 0.000 0.000 0.011 0.000 0.000 0.020 CCISeismic nokia AHLOA 86.000 0.000 0.000 0.011 0.000 0.000 0.020 CCISeismic commscope HCS 86.000 0.000 0.000 0.003 0.000 0.000 0.006 2.0 Part 1 CCISeismic nokia AEHC w/ 86.000 0.000 0.000 0.015 0.000 0.000 0.027 Mount Pipe CCISeismic nokia AEHC w/ 86.000 0.000 0.000 0.015 0.000 0.000 0.027 Mount Pipe CCISeismic nokia AEHC w/ 86.000 0.000 0.000 0.015 0.000 0.000 0.027 Mount Pipe CCISeismic nokia AHFIG 86.000 0.000 0.000 0.011 0.000 0.000 0.019 CCISeismic nokia AHFIG 86.000 0.000 0.000 0.011 0.000 0.000 0.019 CCISeismic nokia AHFIG 86.000 0.000 0.000 0.011 0.000 0.000 0.019 CCISeismic commscope HCS 86.000 0.000 0.000 0.000 0.000 0.000 0.000 2.0 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 12 „,,„, .,,Description �� � � � Elevation Offset Azimuth Ev. ,s Ehz Ehz Eh From Angle Centroid ft ft K K K K CCISeismic tower mounts T- 86.000 0.000 0.000 0.105 0.000 0.000 0.183 Arm Mount[TA 602-3] CCISeismic tower mounts 5'x 86.000 0.000 0.000 0.002 0.000 0.000 0.004 2"Pipe Mount CCISeismic tower mounts 5'x 86.000 0.000 0.000 0.002 0.000 0.000 0.004 2"Pipe Mount CCISeismic tower mounts 5'x 86.000 0.000 0.000 0.002 0.000 0.000 0.004 2"Pipe Mount CCISeismic(3)andrew LDF6- 94.500 0.000 0.000 0.002 0.000 0.000 0.005 50A(1-1/4)From 0 to 99(90ft to99ft) CCISeismic(3)andrew LDF6- 85.000 0.000 0.000 0.002 0.000 0.000 0.004 50A(1-1/4)From 0 to 99(80ft to90ft) CCISeismic(3)andrew LDF6- 75.000 0.000 0.000 0.002 0.000 0.000 0.003 50A(1-1/4)From 0 to 99(70ft to80ft) CCISeismic(3)andrew LDF6- 65.000 0.000 0.000 0.002 0.000 0.000 0.002 50A(1-1/4)From 0 to 99(60ft to70ft) CCISeismic(3)andrew LDF6- 55.000 0.000 0.000 0.002 0.000 0.000 0.002 50A(1-1/4)From 0 to 99(50ft to60ft) CCISeismic(3)andrew LDF6- 45.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(1-1/4)From 0 to 99(40ft to50ft) CCISeismic(3)andrew LDF6- 35.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(1-1/4)From 0 to 99(30ft to40ft) CCISeismic(3)andrew LDF6- 25.000 0.000 0.000 0.002 0.000 0.000 0.000 50A(1-1/4)From 0 to 99(20ft to30ft) CCISeismic(3)andrew LDF6- 15.000 0.000 0.000 0.002 0.000 0.000 0.000 50A(1-1/4)From 0 to 99(10ft to20ft) CCISeismic(3)andrew LDF6- 5.000 0.000 0.000 0.002 0.000 0.000 0.000 50A(1-1/4)From 0 to 99(Oft to 10ft) CCISeismic nokia HCS 2.0 83.000 0.000 0.000 0.004 0.000 0.000 0.006 Part 3(1-1/2)From 0 to 86 (80ft to86ft) CCISeismic nokia HCS 2.0 75.000 0.000 0.000 0.007 0.000 0.000 0.009 Part 3(1-1/2)From 0 to 86 (70ft to80ft) CCISeismic nokia HCS 2.0 65.000 0.000 0.000 0.007 0.000 0.000 0.006 Part 3(1-1/2)From 0 to 86 (60ft to70ft) CCISeismic nokia HCS 2.0 55.000 0.000 0.000 0.007 0.000 0.000 0.005 Part 3(1-1/2)From 0 to 86 (50ft to60ft) CCISeismic nokia HCS 2.0 45.000 0.000 0.000 0.007 0.000 0.000 0.003 Part 3(1-1/2)From 0 to 86 (40ft to50ft) CCISeismic nokia HCS 2.0 35.000 0.000 0.000 0.007 0.000 0.000 0.002 Part 3(1-1/2)From 0 to 86 (30ft to40ft) CCISeismic nokia HCS 2.0 25.000 0.000 0.000 0.007 0.000 0.000 0.001 Part 3(1-1/2)From 0 to 86 (20ft to30ft) CCISeismic nokia HCS 2.0 15.000 0.000 0.000 0.007 0.000 0.000 0.000 Part 3(1-1/2)From 0 to 86 (10ft to20ft) CCISeismic nokia HCS 2.0 5.000 0.000 0.000 0.007 0.000 0.000 0.000 Part 3(1-1/2)From 0 to 86(Oft to 10ft) CCISeismic ***From 0 to 75 72.500 0.000 0.000 0.000 0.000 0.000 0.000 (70ft to75ft) CCISeismic ***From 0 to 75 65.000 0.000 0.000 0.000 0.000 0.000 0.000 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 13 Description Elevation Offset Azimuth Ev Eh. Ehz Eh From Angle Centroid ft ft K K K K (60ft to70ft) CCISeismic ***From 0 to 75 55.000 0.000 0.000 0.000 0.000 0.000 0.000 (50ft to60ft) CCISeismic ***From 0 to 75 45.000 0.000 0.000 0.000 0.000 0.000 0.000 (40ft to50ft) CCISeismic ***From 0 to 75 35.000 0.000 0.000 0.000 0.000 0.000 0.000 (30ft to40ft) CCISeismic ***From 0 to 75 25.000 0.000 0.000 0.000 0.000 0.000 0.000 (20ft to30ft) CCISeismic ***From 0 to 75 15.000 0.000 0.000 0.000 0.000 0.000 0.000 (10ft to20ft) CCISeismic ***From 0 to 75 5.000 0.000 0.000 0.000 0.000 0.000 0.000 (Oft tol Oft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft Top Hat C None 0.000 101.000 No Ice 5.500 5.500 0.775 1/2" 8.200 8.200 1.014 Ice 11.400 11.400 1.248 1"Ice 18.100 18.100 1.716 2"Ice APXVSPP18-C-A20 w/ A From Leg 4.000 0.000 99.000 No Ice 4.600 4.010 0.095 Mount Pipe 0.000 1/2" 5.050 4.450 0.160 1.000 Ice 5.500 4.890 0.235 1"Ice 6.440 5.820 0.419 2"Ice APXVSPP18-C-A20 w/ B From Leg 4.000 0.000 99.000 No Ice 4.600 4.010 0.095 Mount Pipe 0.000 1/2" 5.050 4.450 0.160 1.000 Ice 5.500 4.890 0.235 1"Ice 6.440 5.820 0.419 2"Ice APXVERR18-C w/Mount C From Leg 4.000 0.000 99.000 No Ice 4.600 4.010 0.083 Pipe 0.000 1/2" 5.050 4.450 0.145 1.000 Ice 5.500 4.890 0.218 1"Ice 6.440 5.820 0.397 2"Ice ET-X-WM-18-65-8P w/ A From Leg 4.000 0.000 99.000 No Ice 4.000 2.300 0.059 Mount Pipe 0.000 1/2" 4.390 2.660 0.106 1.000 Ice 4.790 3.030 0.162 1"Ice 5.620 3.800 0.305 2"Ice ET-X-WM-18-65-8P w/ B From Leg 4.000 0.000 99.000 No Ice 4.000 2.300 0.059 Mount Pipe 0.000 1/2" 4.390 2.660 0.106 1.000 Ice 4.790 3.030 0.162 1"Ice 5.620 3.800 0.305 2"Ice ET-X-WM-18-65-8P w/ C From Leg 4.000 0.000 99.000 No Ice 4.000 2.300 0.059 Mount Pipe 0.000 1/2" 4.390 2.660 0.106 1.000 Ice 4.790 3.030 0.162 1"Ice 5.620 3.800 0.305 2"Ice RRH-P4 A From Leg 4.000 0.000 99.000 No Ice 2.735 1.789 0.060 0.000 1/2" 2.948 1.968 0.083 0.000 Ice 3.168 2.158 0.109 1"Ice 3.630 2.566 0.172 2"Ice tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 14 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft RRH-P4 B From Leg 4.000 0.000 99.000 No Ice 2.735 1.789 0.060 0.000 1/2" 2.948 1.968 0.083 0.000 Ice 3.168 2.158 0.109 1"Ice 3.630 2.566 0.172 2"Ice RRH-P4 C From Leg 4.000 0.000 99.000 No Ice 2.735 1.789 0.060 0.000 1/2" 2.948 1.968 0.083 0.000 Ice 3.168 2.158 0.109 1"Ice 3.630 2.566 0.172 2"Ice RRH-C2A W/EXT FILTER A From Leg 4.000 0.000 99.000 No Ice 3.109 1.379 0.055 0.000 1/2" 3.332 1.545 0.077 0.000 Ice 3.562 1.719 0.103 1"Ice 4.045 2.087 0.164 2"Ice RRH-C2A W/EXT FILTER B From Leg 4.000 0.000 99.000 No Ice 3.109 1.379 0.055 0.000 1/2" 3.332 1.545 0.077 0.000 Ice 3.562 1.719 0.103 1"Ice 4.045 2.087 0.164 2"Ice RRH-C2A W/EXT FILTER C From Leg 4.000 0.000 99.000 No Ice 3.109 1.379 0.055 0.000 1/2" 3.332 1.545 0.077 0.000 Ice 3.562 1.719 0.103 1"Ice 4.045 2.087 0.164 2"Ice POWER JUNCTION A From Leg 4.000 0.000 99.000 No Ice 0.369 0.369 0.003 CYLINDER 0.000 1/2" 0.453 0.453 0.007 1.000 Ice 0.547 0.547 0.013 1"Ice 0.758 0.758 0.029 2"Ice POWER JUNCTION B From Leg 4.000 0.000 99.000 No Ice 0.369 0.369 0.003 CYLINDER 0.000 1/2" 0.453 0.453 0.007 1.000 Ice 0.547 0.547 0.013 1"Ice 0.758 0.758 0.029 2"Ice POWER JUNCTION C From Leg 4.000 0.000 99.000 No Ice 0.369 0.369 0.003 CYLINDER 0.000 1/2" 0.453 0.453 0.007 1.000 Ice 0.547 0.547 0.013 1"Ice 0.758 0.758 0.029 2"Ice 2.5GHz RRH-V3 A From Leg 4.000 0.000 99.000 No Ice 2.402 1.221 0.060 0.000 1/2" 2.596 1.363 0.081 1.000 Ice 2.796 1.513 0.105 1"Ice 3.220 1.834 0.163 2"Ice 2.5GHz RRH-V3 B From Leg 4.000 0.000 99.000 No Ice 2.402 1.221 0.060 0.000 1/2" 2.596 1.363 0.081 1.000 Ice 2.796 1.513 0.105 1"Ice 3.220 1.834 0.163 2"Ice 2.5GHz RRH-V3 C From Leg 4.000 0.000 99.000 No Ice 2.402 1.221 0.060 0 000 1/2" 2.596 1.363 0.081 1.000 Ice 2.796 1.513 0.105 1"Ice 3.220 1.834 0.163 2"Ice Platform Mount[LP 1201- C None 0.000 99.000 No Ice 37.610 37.610 2.631 1_KCKR-HR-1] 1/2" 45.620 45.620 3.478 Ice 53.590 53.590 4.462 1"Ice 69.650 69.650 6.848 2"Ice (2)6'x 2"Mount Pipe A From Leg 4.000 0.000 99.000 No Ice 1.425 1.425 0.022 0.000 1/2" 1.925 1.925 0.033 0.000 Ice 2.294 2.294 0.048 1"Ice 3.060 3.060 0.090 2"Ice tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 15 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft (2)6'x 2"Mount Pipe B From Leg 4.000 0.000 99.000 No Ice 1.425 1.425 0.022 ' 0.000 1/2" 1.925 1.925 0.033 0.000 Ice 2.294 2.294 0.048 1"Ice 3.060 3.060 0.090 2"Ice (2)6'x 2"Mount Pipe C From Leg 4.000 0.000 99.000 No Ice 1.425 1.425 0.022 0.000 1/2" 1.925 1.925 0.033 0.000 Ice 2.294 2.294 0.048 1"Ice 3.060 3.060 0.090 2"Ice FXFB C From Leg 2.000 0.000 87.000 No Ice 3.538 1.023 0.055 0.000 1/2" 3.771 1.173 0.077 1.000 Ice 4.012 1.330 0.103 1"Ice 4.515 1.664 0.164 2"Ice Side Arm Mount[SO 104- C None 0.000 87.000 No Ice 2.620 2.620 0.288 3] 1/2" 3.300 3.300 0.408 Ice 3.980 3.980 0.528 1"Ice 5.350 5.350 0.768 2"Ice 6'x 2"Mount Pipe B From Leg 2.000 0.000 87.000 No Ice 1.425 1.425 0.022 0.000 1/2" 1.925 1.925 0.033 0.000 Ice 2.294 2.294 0.048 1"Ice 3.060 3.060 0.090 2"Ice 6'x 2"Mount Pipe C From Leg 2.000 0.000 87.000 No Ice 1.425 1.425 0.022 0.000 1/2" 1.925 1.925 0.033 0.000 Ice 2.294 2.294 0.048 1"Ice 3.060 3.060 0.090 .. 2"Ice TMBXX-6516-A2M w/ A From Leg 4.000 0.000 86.000 No Ice 5.180 3.970 0.054 Mount Pipe 0.000 1/2" 5.700 4.470 0.098 0.000 Ice 6.240 4.980 0.151 1"Ice 7.360 6.060 0.284 2"Ice TMBXX-6516-A2M w/ B From Leg 4.000 0.000 86.000 No Ice 5.180 3.970 0.054 Mount Pipe 0.000 1/2" 5.700 4.470 0.098 0.000 Ice 6.240 4.980 0.151 1"Ice 7.360 6.060 0.284 2"Ice TMBXX-6516-A2M w/ C From Leg 4.000 0.000 86.000 No Ice 5.180 3.970 0.054 Mount Pipe 0.000 1/2" 5.700 4.470 0.098 0.000 Ice 6.240 4.980 0.151 1"Ice 7.360 6.060 0.284 2"Ice FFHH-65C-R3 w/Mount A From Leg 4.000 0.000 86.000 No Ice 12.970 6.200 0.161 Pipe 0.000 1/2" 13.620 6.770 0.296 0.000 Ice 14.270 7.360 0.445 1"Ice 15.620 8.570 0.790 2"Ice FFHH-65C-R3 w/Mount B From Leg 4.000 0.000 86.000 No Ice 12.970 6.200 0.161 Pipe 0.000 1/2" 13.620 6.770 0.296 0.000 Ice 14.270 7.360 0.445 1"Ice 15.620 8.570 0.790 2"Ice FFHH-65C-R3 w/Mount C From Leg 4.000 0.000 86.000 No Ice 12.970 6.200 0.161 Pipe 0.000 1/2" 13.620 6.770 0.296 0.000 Ice 14.270 7.360 0.445 1"Ice 15.620 8.570 0.790 2"Ice AHLOA A From Leg 4.000 0.000 86.000 No Ice 2.229 1.391 0.084 0.000 1/2" 2.422 1.552 0.102 0.000 Ice 2.623 1.720 0.123 ' tnxTower Report-version 8.0.7.4 W August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 16 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 1"Ice 3.048 2.082 0.175 2"Ice AHLOA B From Leg 4.000 0.000 86.000 No Ice 2.229 1.391 0.084 0.000 1/2" 2.422 1.552 0.102 0.000 Ice 2.623 1.720 0.123 1"Ice 3.048 2.082 0.175 2"Ice AHLOA C From Leg 4.000 0.000 86.000 No Ice 2.229 1.391 0.084 0.000 1/2" 2.422 1.552 0.102 0.000 Ice 2.623 1.720 0.123 1"Ice 3.048 2.082 0.175 2"Ice HCS 2.0 Part 1 A From Leg 4.000 0.000 86.000 No Ice 1.867 0.933 0.024 0.000 1/2" 2.037 1.059 0.040 0.000 Ice 2.215 1.193 0.059 1"Ice 2.593 1.481 0.105 2"Ice AEHC w/Mount Pipe A From Leg 4.000 0.000 86.000 No Ice 6.956 3.452 0.114 0.000 1/2" 7.345 3.932 0.168 0.000 Ice 7.743 4.429 0.228 1"Ice 8.569 5.471 0.369 2"Ice AEHC w/Mount Pipe B From Leg 4.000 0.000 86.000 No Ice 6.956 3.452 0.114 0.000 1/2" 7.345 3.932 0.168 0.000 Ice 7.743 4.429 0.228 1" Ice 8.569 5.471 0.369 2" Ice AEHC w/Mount Pipe C From Leg 4.000 0.000 86.000 No Ice 6.956 3.452 0.114 0.000 1/2" 7.345 3.932 0.168 0.000 Ice 7.743 4.429 0.228 1" Ice 8.569 5.471 0.369 2"Ice AHFIG A From Leg 4.000 0.000 86.000 No Ice 3.082 1.404 0.079 0.000 1/2" 3.313 1.586 0.100 0.000 Ice 3.552 1.775 0.125 1"Ice 4.052 2.175 0.183 2"Ice AHFIG B From Leg 4.000 0.000 86.000 No Ice 3.082 1.404 0.079 0.000 1/2" 3.313 1.586 0.100 0.000 Ice 3.552 1.775 0.125 1"Ice 4.052 2.175 0.183 2"Ice AHFIG C From Leg 4.000 0.000 86.000 No Ice 3.082 1.404 0.079 0.000 1/2" 3.313 1.586 0.100 0.000 Ice 3.552 1.775 0.125 1"Ice 4.052 2.175 0.183 2"Ice HCS 2.0 B From Leg 4.000 0.000 86.000 No Ice 0.944 0.698 0.001 0.000 1/2" 1.078 0.817 0.010 0.000 Ice 1.221 0.944 0.020 1"Ice 1.527 1.218 0.047 2"Ice T-Arm Mount[TA 602- C None 0.000 86.000 No Ice 23.410 23.410 1.049 3_KCKR] 1/2" 28.720 28.720 1.424 Ice 34.480 34.480 1.904 1"Ice 46.490 46.490 3.213 2"Ice 5'x 2"Pipe Mount A From Leg 4.000 0.000 86.000 No Ice 1.188 1.188 0.018 0.000 1/2" 1.496 1.496 0.027 0.000 Ice 1.807 1.807 0.040 1"Ice 2.458 2.458 0.076 2"Ice 5'x 2"Pipe Mount B From Leg 4.000 0.000 86.000 No Ice 1.188 1.188 0.018 0.000 1/2" 1.496 1.496 0.027 0.000 Ice 1.807 1.807 0.040 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, 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 2.458 2.458 0.076 2"Ice 5'x 2"Pipe Mount C From Leg 4.000 0.000 86.000 No Ice 1.188 1.188 0.018 0.000 1/2" 1.496 1.496 0.027 0.000 Ice 1.807 1.807 0.040 1"Ice 2.458 2.458 0.076 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 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2Dead+1.0 Wind 90 deg-NoIce 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 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CC!BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 18 Comb. Description No. 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 100-72.75 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -21.869 0.139 -0.026 Max. Mx 20 -10.149 110.030 -0.391 Max. My 14 -10.151 0.500 -109.648 Max.Vy 20 -6.848 110.030 -0.391 Max.Vx 2 -6.829 -0.284 109.646 Max.Torque 11 -0.183 L2 72.75-36 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -27.136 0.243 0.034 Max. Mx 20 -13.493 384.639 -1.512 Max. My 2 -13.494 -1.397 383.565 Max.Vy 20 -8.377 384.639 -1.512 Max.Vx 2 -8.358 -1.397 383.565 Max.Torque 9 -0.097 L3 36-0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -34.370 0.379 0.113 Max. Mx 20 -18.603 748.888 -2.716 Max. My 2 -18.603 -2.597 747.074 Max.Vy 20 -9.760 748.888 -2.716 Max.Vx 2 -9.742 -2.597 747.074 Max.Torque 9 -0.096 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal, Z Load K K K Comb. Pole Max.Vert 35 34.370 1.312 -0.758 Max. H, 20 18.611 9.746 -0.029 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 19 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Max.Hz 2 18.611 -0.029 9.728 Max. M, 2 747.074 -0.029 9.728 Max. M. 8 748.644 -9.746 0.029 Max.Torsion 21 0.095 9.746 -0.029 Min.Vert 60 11.875 -2.385 -1.377 Min. H, 8 18.611 -9.746 0.029 Min. Hi 14 18.611 0.029 -9.728 Min. M, 14 -747.067 0.029 -9.728 Min. M, 20 -748.888 9.746 -0.029 Min.Torsion 9 -0.096 -9.746 0.029 Tower Mast Reaction Summary Load Vertical Shear Shears Overturning Overturning Torque Combination Moment, M, Moment, Mz K K K kip-ft kip-ft kip-ft Dead Only 15.509 0.000 0.000 -0.002 0.094 0.000 1.2 Dead+1.0 Wind 0 deg- 18.611 0.029 -9.728 -747.074 -2.597 -0.005 No Ice 0.9 Dead+1.0 Wind 0 deg- 13.958 0.029 -9.728 -737.298 -2.592 -0.006 No Ice 1.2 Dead+1.0 Wind 30 deg- 18.611 4.898 -8.439 -648.350 -376.619 0.042 No Ice 0.9 Dead+1.0 Wind 30 deg- 13.958 4.898 -8.439 -639.860 -371.717 0.043 No Ice 1.2 Dead+1.0 Wind 60 deg- 18.611 8.455 -4.889 -375.897 -649.694 0.079 No Ice 0.9 Dead+1.0 Wind 60 deg- 13.958 8.455 -4.889 -370.973 -641.216 0.080 No Ice 1.2 Dead+1.0 Wind 90 deg- 18.611 9.746 -0.029 -2.723 -748.644 0.095 . No Ice 0.9 Dead+1.0 Wind 90 deg- 13.958 9.746 -0.029 -2.685 -738.878 0.096 No Ice 1.2 Dead+1.0 Wind 120 deg 18.611 8.425 4.839 371.182 -646.980 0.084 -No Ice 0.9 Dead+1.0 Wind 120 deg 13.958 8.425 4.839 366.325 -638.540 0.086 -No Ice 1.2 Dead+1.0 Wind 150 deg 18.611 4.848 8.410 645.630 -371.913 0.051 -No Ice 0.9 Dead+1.0 Wind 150 deg 13.958 4.848 8.410 637.178 -367.075 0.053 -No Ice 1.2 Dead+1.0 Wind 180 deg 18.611 -0.029 9.728 747.067 2.842 0.004 -No Ice 0.9 Dead+1.0 Wind 180 deg 13.958 -0.029 9.728 737.294 2.772 0.005 -No Ice 1.2 Dead+1.0 Wind 210 deg 18.611 -4.898 8.439 648.344 376.865 -0.043 -No Ice 0.9 Dead+1.0 Wind 210 deg 13.958 -4.898 8.439 639.855 371.897 -0.044 -No Ice 1.2 Dead+1.0 Wind 240 deg 18.611 -8.455 4.889 375.889 649.938 -0.079 -No Ice 0.9 Dead+1.0 Wind 240 deg 13.958 -8.455 4.889 370.967 641.396 -0.080 -No Ice 1.2 Dead+1.0 Wind 270 deg 18.611 -9.746 0.029 2.715 748.888 -0.093 -No Ice 0.9 Dead+1.0 Wind 270 deg 13.958 -9.746 0.029 2.679 739.057 -0.095 -No Ice 1.2 Dead+1.0 Wind 300 deg 18.611 -8.425 -4.839 -371.189 647.224 -0.083 -No Ice 0.9 Dead+1.0 Wind 300 deg 13.958 -8.425 -4.839 -366.330 638.718 -0.085 -No Ice 1.2 Dead+1.0 Wind 330 deg 18.611 -4.848 -8.410 -645.636 372.157 -0.051 -No Ice 0.9 Dead+1.0 Wind 330 deg 13.958 -4.848 -8.410 -637.183 367.254 -0.053 -No Ice tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 20 Load Vertical Shears Shears Overturning Overturning Torque Combination Moment, Mx Moment, Mz K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Ice+1.0 Temp 34.370 0.000 0.000 -0.113 0.379 0.000 1.2 Dead+1.0 Wind 0 34.370 0.003 -1.512 -120.144 0.131 0.001 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 34.370 0.759 -1.311 -104.214 -59.932 0.009 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 34.370 1.312 -0.758 -60.393 -103.820 0.015 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 34.370 1.513 -0.003 -0.421 -119.775 0.017 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 34.370 1.309 0.753 59.631 -103.520 0.014 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 34.370 0.754 1.308 103.672 -59.412 0.008 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 34.370 -0.003 1.512 119.902 0.731 -0.001 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 34.370 -0.759 1.311 103.972 60.794 -0.009 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 34.370 -1.312 0.758 60.150 104.683 -0.015 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 34.370 -1.513 0.003 0.179 120.637 -0.017 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 34.370 -1.309 -0.753 -59.873 104.383 -0.014 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 34.370 -0.754 -1.308 -103.914 60.274 -0.007 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 15.509 0.011 -3.506 -266.991 -0.871 -0.002 Dead+Wind 30 deg-Service 15.509 1.765 -3.041 -231.707 -134.538 0.016 Dead+Wind 60 deg-Service 15.509 3.047 -1.762 -134.338 -232.129 0.029 Dead+Wind 90 deg-Service 15.509 3.512 -0.011 -0.974 -267.495 0.035 Dead+Wind 120 deg- 15.509 3.036 1.744 132.651 -231.158 0.031 Service Dead+Wind 150 deg- 15.509 1.747 3.031 230.731 -132.856 0.019 Service Dead+Wind 180 deg- 15.509 -0.011 3.506 266.987 1.072 0.002 Service Dead+Wind 210 deg- 15.509 -1.765 3.041 231.702 134.740 -0.016 Service Dead+Wind 240 deg- 15.509 -3.047 1.762 134.333 232.331 -0.029 Service Dead+Wind 270 deg- 15.509 -3.512 0.011 0.969 267.696 -0.034 Service Dead+Wind 300 deg- 15.509 -3.036 -1.744 -132.656 231.359 -0.031 Service Dead+Wind 330 deg- 15.509 -1.747 -3.031 -230.736 133.057 -0.019 Service 1.2 Dead+1.0 Ev+1.0 Eh 0 20.694 0.000 -2.754 -260.479 0.124 0.001 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 11.875 0.000 -2.754 -253.648 0.089 0.001 deg 1.2 Dead+1.0 Ev+1.0 Eh 30 20.694 1.377 -2.385 -225.587 -130.117 -0.000 deg 0.9 Dead-1.0 Ev+1.0 Eh 30 11.875 1.377 -2.385 -219.666 -126.734 -0.000 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 20.694 2.385 -1.377 -130.244 -225.460 -0.002 deg 0.9 Dead-1.0 Ev+1.0 Eh 60 11.875 2.385 -1.377 -126.825 -219.574 -0.001 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 20.694 2.754 0.000 -0.003 -260.352 -0.002 deg 0.9 Dead-1.0 Ev+1.0 Eh 90 11.875 2.754 0.000 -0.002 -253.556 -0.002 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 20.694 2.385 1.377 130.238 -225.460 -0.003 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 11.875 2.385 1.377 126.821 -219.574 -0.002 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 20.694 1.377 2.385 225.581 -130.117 -0.002 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 11.875 1.377 2.385 219.661 -126.734 -0.001 deg tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 21 Load Vertical Shear Shear Overturning Overturning Torque Combination Moment, M, Moment,Mz K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Ev+1.0 Eh 180 20.694 0.000 2.754 260.473 0.124 -0.001 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 11.875 0.000 2.754 253.643 0.089 -0.001 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 20.694 -1.377 2.385 225.581 130.364 0.000 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 11.875 -1.377 2.385 219.661 126.912 0.000 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 20.694 -2.385 1.377 130.238 225.707 0.002 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 11.875 -2.385 1.377 126.820 219.752 0.001 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 20.694 -2.754 0.000 -0.003 260.600 0.002 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 11.875 -2.754 0.000 -0.002 253.734 0.002 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 20.694 -2.385 -1.377 -130.244 225.707 0.003 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 11.875 -2.385 -1.377 -126.825 219.752 0.002 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 20.694 -1.377 -2.385 -225.586 130.364 0.002 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 11.875 -1.377 -2.385 -219.666 126.912 0.001 deg Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -15.509 0.000 0.000 15.509 0.000 0.000% 2 0.029 -18.611 -9.728 -0.029 18.611 9.728 0.000% 3 0.029 -13.958 -9.728 -0.029 13.958 9.728 0.000% 4 4.898 -18.611 -8.439 -4.898 18.611 8.439 0.000% 5 4.898 -13.958 -8.439 -4.898 13.958 8.439 0.000% 6 8.455 -18.611 -4.889 -8.455 18.611 4.889 0.000% 7 8.455 -13.958 -4.889 -8.455 13.958 4.889 0.000% 8 9.746 -18.611 -0.029 -9.746 18.611 0.029 0.000% 9 9.746 -13.958 -0.029 -9.746 13.958 0.029 0.000% 10 8.425 -18.611 4.839 -8.425 18.611 -4.839 0.000% 11 8.425 -13.958 4.839 -8.425 13.958 -4.839 0.000% 12 4.848 -18.611 8.410 -4.848 18.611 -8.410 0.000% 13 4.848 -13.958 8.410 -4.848 13.958 -8.410 0.000% 14 -0.029 -18.611 9.728 0.029 18.611 -9.728 0.000% 15 -0.029 -13.958 9.728 0.029 13.958 -9.728 0.000% 16 -4.898 -18.611 8.439 4.898 18.611 -8.439 0.000% 17 -4.898 -13.958 8.439 4.898 13.958 -8.439 0.000% 18 -8.455 -18.611 4.889 8.455 18.611 -4.889 0.000% 19 -8.455 -13.958 4.889 8.455 13.958 -4.889 0.000% 20 -9.746 -18.611 0.029 9.746 18.611 -0.029 0.000% 21 -9.746 -13.958 0.029 9.746 13.958 -0.029 0.000% 22 -8.425 -18.611 -4.839 8.425 18.611 4.839 0.000% 23 -8.425 -13.958 -4.839 8.425 13.958 4.839 0.000% 24 -4.848 -18.611 -8.410 4.848 18.611 8.410 0.000% 25 -4.848 -13.958 -8.410 4.848 13.958 8.410 0.000% 26 0.000 -34.370 0.000 0.000 34.370 0.000 0.000% 27 0.003 -34.370 -1.511 -0.003 34.370 1.512 0.000% 28 0.759 -34.370 -1.311 -0.759 34.370 1.311 0.000% 29 1.312 -34.370 -0.758 -1.312 34.370 0.758 0.000% 30 1.513 -34.370 -0.003 -1.513 34.370 0.003 0.000% 31 1.309 -34.370 0.753 -1.309 34.370 -0.753 0.000% 32 0.754 -34.370 1.307 -0.754 34.370 -1.308 0.000% 33 -0.003 -34.370 1.511 0.003 34.370 -1.512 0.000% 34 -0.759 -34.370 1.311 0.759 34.370 -1.311 0.000% 35 -1.312 -34.370 0.758 1.312 34.370 -0.758 0.000% 36 -1.513 -34.370 0.003 1.513 34.370 -0.003 0.000% tnxTower Report-version 8.0.7.4 •+m o-, 3pavt+ae aWW.cvs�uP.txisielxrH3NUiaa ruuN+l+.au xnr4aRrotiti x .ei+f+, .aai r cln vu.wv i 9 n a a. a 1 ca .xr...,. ......... .....>.. i ♦t . . .. bi_+. ._. aa itri [ . ..i. atuie .. .... August 10, 2020 100 Ft Monopole Tower Structural Analysis CCl BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 22 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 37 -1.309 -34.370 -0.753 1.309 34.370 0.753 0.000% 38 -0.754 -34.370 -1.307 0.754 34.370 1.308 0.000% 39 0.011 -15.509 -3.506 -0.011 15.509 3.506 0.000% 40 1.765 -15.509 -3.041 -1.765 15.509 3.041 0.000% ' 41 3.047 -15.509 -1.762 -3.047 15.509 1.762 0.000% 42 3.512 -15.509 -0.011 -3.512 15.509 0.011 0.000% 43 3.036 -15.509 1.744 -3.036 15.509 -1.744 0.000% 44 1.747 -15.509 3.031 -1.747 15.509 -3.031 0.000% 45 -0.011 -15.509 3.506 0.011 15.509 -3.506 0.000% 46 -1.765 -15.509 3.041 1.765 15.509 -3.041 0.000% 47 -3.047 -15.509 1.762 3.047 15.509 -1.762 0.000% 48 -3.512 -15.509 0.011 3.512 15.509 -0.011 0.000% 49 -3.036 -15.509 -1.744 3.036 15.509 1.744 0.000% 50 -1.747 -15.509 -3.031 1.747 15.509 3.031 0.000% 51 0.000 -20.694 -2.754 0.000 20.694 2.754 0.000% 52 0.000 -11.875 -2.754 0.000 11.875 2.754 0.000% 53 1.377 -20.694 -2.385 -1.377 20.694 2.385 0.000% 54 1.377 -11.875 -2.385 -1.377 11.875 2.385 0.000% 55 2.385 -20.694 -1.377 -2.385 20.694 1.377 0.000% 56 2.385 -11.875 -1.377 -2.385 11.875 1.377 0.000% 57 2.754 -20.694 0.000 -2.754 20.694 0.000 0.000% 58 2.754 -11.875 0.000 -2.754 11.875 0.000 0.000% 59 2.385 -20.694 1.377 -2.385 20.694 -1.377 0.000% 60 2.385 -11.875 1.377 -2.385 11.875 -1.377 0.000% 61 1.377 -20.694 2.385 -1.377 20.694 -2.385 0.000% 62 1.377 -11.875 2.385 -1.377 11.875 -2.385 0.000% 63 0.000 -20.694 2.754 0.000 20.694 -2.754 0.000% 64 0.000 -11.875 2.754 0.000 11.875 -2.754 0.000% 65 -1.377 -20.694 2.385 1.377 20.694 -2.385 0.000% 66 -1.377 -11.875 2.385 1.377 11.875 -2.385 0.000% 67 -2.385 -20.694 1.377 2.385 20.694 -1.377 0.000% 68 -2.385 -11.875 1.377 2.385 11.875 -1.377 0.000% 69 -2.754 -20.694 0.000 2.754 20.694 0.000 0.000% 70 -2.754 -11.875 0.000 2.754 11.875 0.000 0.000% 71 -2.385 -20.694 -1.377 2.385 20.694 1.377 0.000% 72 -2.385 -11.875 -1.377 2.385 11.875 1.377 0.000% 73 -1.377 -20.694 -2.385 1.377 20.694 2.385 0.000% 74 -1.377 -11.875 -2.385 1.377 11.875 2.385 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 0.00054255 3 Yes 4 0.00000001 0.00021692 4 Yes 6 0.00000001 0.00007284 5 Yes 5 0.00000001 0.00055899 6 Yes 6 0.00000001 0.00007207 7 Yes 5 0.00000001 0.00055266 8 Yes 4 0.00000001 0.00055176 9 Yes 4 0.00000001 0.00023108 10 Yes 6 0.00000001 0.00007174 11 Yes 5 0.00000001 0.00055101 12 Yes 6 0.00000001 0.00007071 13 Yes 5 0.00000001 0.00054270 14 Yes 4 0.00000001 0.00055812 15 Yes 4 0.00000001 0.00023413 16 Yes 6 0.00000001 0.00007234 17 Yes 5 0.00000001 0.00055479 18 Yes 6 0.00000001 0.00007325 19 Yes 5 0.00000001 0.00056209 20 Yes 4 0.00000001 0.00069988 21 Yes 4 0.00000001 0.00037565 22 Yes 6 0.00000001 0.00007065 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CC!BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 23 23 Yes 5 0.00000001 0.00054187 24 Yes 6 0.00000001 0.00007154 25 Yes 5 0.00000001 0.00054924 26 Yes 4 0.00000001 0.00000001 27 Yes 5 0.00000001 0.00026043 28 Yes 5 0.00000001 0.00027857 29 Yes 5 0.00000001 0.00027833 30 Yes 5 0.00000001 0.00025954 31 Yes 5 0.00000001 0.00027673 32 Yes 5 0.00000001 0.00027663 33 Yes 5 0.00000001 0.00026012 34 Yes 5 0.00000001 0.00027991 35 Yes 5 0.00000001 0.00028056 36 Yes 5 0.00000001 0.00026188 37 Yes 5 0.00000001 0.00027907 38 Yes 5 0.00000001 0.00027876 39 Yes 4 0.00000001 0.00007496 40 Yes 4 0.00000001 0.00083710 41 Yes 4 0.00000001 0.00081539 42 Yes 4 0.00000001 0.00008156 43 Yes 4 0.00000001 0.00082813 44 Yes 4 0.00000001 0.00080044 45 Yes 4 0.00000001 0.00007559 46 Yes 4 0.00000001 0.00082388 47 Yes 4 0.00000001 0.00084814 48 Yes 4 0.00000001 0.00008779 49 Yes 4 0.00000001 0.00079802 50 Yes 4 0.00000001 0.00082327 51 Yes 4 0.00000001 0.00015963 52 Yes 4 0.00000001 0.00004191 53 Yes 5 0.00000001 0.00009690 54 Yes 4 0.00000001 0.00068924 55 Yes 5 0.00000001 0.00009703 56 Yes 4 0.00000001 0.00068996 57 Yes 4 0.00000001 0.00015950 58 Yes 4 0.00000001 0.00004191 59 Yes 5 0.00000001 0.00009680 . 60 Yes 4 0.00000001 0.00068864 61 Yes 5 0.00000001 0.00009702 62 Yes 4 0.00000001 0.00068996 63 Yes 4 0.00000001 0.00015960 64 Yes 4 0.00000001 0.00004190 65 Yes 5 0.00000001 0.00009732 66 Yes 4 0.00000001 0.00069151 67 Yes 5 0.00000001 0.00009719 68 Yes 4 0.00000001 0.00069079 69 Yes 4 0.00000001 0.00015987 70 Yes 4 0.00000001 0.00004196 71 Yes 5 0.00000001 0.00009742 72 Yes 4 0.00000001 0.00069212 73 Yes 5 0.00000001 0.00009719 74 Yes 4 0.00000001 0.00069079 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 100-72.75 14.716 47 1.145 0.001 L2 76-36 9.115 47 1.047 0.000 L3 40-0 2.680 47 0.602 0.000 Critical Deflections and Radius of Curvature - Service Wind tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CC!BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 24 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 101.000 Top Hat 47 14.716 1.145 0.001 38028 99.000 APXVSPP18-C-A20 w/Mount 47 14.476 1.143 0.001 38028 Pipe 96.375 CCISeismic Tower Section 1 - 1 47 13.848 1.136 0.000 38028 94.500 CCISeismic(3)andrew LDF6- 47 13.400 1.131 0.000 34571 50A(1-1/4)From 0 to 99(90ft to99ft) 87.750 CCISeismic Tower Section 1 -2 47 11.802 1.110 0.000 15521 87.000 FXFB 47 11.626 1.107 0.000 14626 86.000 TMBXX-6516-A2M w/Mount 47 11.393 1.103 0.000 13581 Pipe 85.000 CCISeismic(3)andrew LDF6- 47 11.160 1.099 0.000 12676 50A(1-1/4)From 0 to 99(80ft to90ft) 83.000 CCISeismic nokia HCS 2.0 Part 47 10.697 1.090 0.000 11184 3(1-1/2)From 0 to 86(80ft to86ft) 77.750 CCISeismic Tower Section 1 -3 47 9.504 1.059 0.000 8535 75.000 CCISeismic(3)andrew LDF6- 47 8.894 1.040 0.000 7555 50A(1-1/4)From 0 to 99(70ft to80ft) 72.500 CCISeismic ***From 0 to 75 47 8.350 1.019 0.000 6813 (70ft to75ft) 71.000 CCISeismic Tower Section 2-1 47 8.029 1.005 0.000 6428 65.000 CCISeismic(3)andrew LDF6- 47 6.789 0.944 0.000 5241 50A(1-1/4)From 0 to 99(60ft to70ft) 61.000 CCISeismic Tower Section 2-2 47 6.006 0.897 0.000 4667 55.000 CCISeismic(3)andrew LDF6- 47 4.912 0.819 0.000 4008 50A(1-1/4)From 0 to 99(50ft to6Oft) 51.000 CCISeismic Tower Section 2-3 47 4.241 0.764 0.000 3663 45.000 CCISeismic(3)andrew LDF6- 47 3.335 0.677 0.000 3244 50A(1-1/4)From 0 to 99(40ft to50ft) 41.000 CCISeismic Tower Section 2-4 47 2.803 0.617 0.000 3071 35.000 CCISeismic Tower Section 3-1 47 2.124 0.528 0.000 3385 25.000 CCISeismic Tower Section 3-2 47 1.264 0.377 0.000 4739 15.000 CCISeismic Tower Section 3-3 47 0.657 0.227 0.000 7898 5.000 CCISeismic Tower Section 3-4 47 0.202 0.076 0.000 23695 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° L1 100-72.75 41.249 18 3.214 0.001 L2 76-36 25.544 18 2.938 0.001 L3 40-0 7.507 18 1.688 0.000 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 101.000 Top Hat 18 41.249 3.214 0.001 13591 99.000 APXVSPP18-C-A20 w/Mount 18 40.577 3.207 0.001 13591 Pipe 96.375 CCISeismic Tower Section 1 -1 18 38.816 3.189 0.001 13591 94.500 CCISeismic(3)andrew LDF6- 18 37.561 3.175 0.001 12355 50A(1-1/4)From 0 to 99(90ft to99ft) tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CC!BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 25 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 ft 87.750 CCISeismic Tower Section 1 -2 18 33.078 3.115 0.001 5546 87.000 FXFB 18 32.585 3.107 0.001 5226 86.000 TMBXX-6516-A2M w/Mount 18 31.930 3.095 0.001 4853 Pipe 85.000 CCISeismic(3)andrew LDF6- 18 31.277 3.083 0.001 4529 50A(1-1/4)From 0 to 99(80ft to90ft) 83.000 CCISeismic nokia HCS 2.0 Part 18 29.980 3.057 0.001 3996 3(1-1/2)From 0 to 86(80ft to86ft) 77.750 CCISeismic Tower Section 1 -3 18 26.636 2.972 0.001 3049 75.000 CCISeismic(3)andrew LDF6- 18 24.926 2.916 0.001 2699 50A(1-1/4)From 0 to 99(70ft to80ft) 72.500 CCISeismic `**From 0 to 75 18 23.400 2.858 0.001 2434 (70ft to75ft) 71.000 CCISeismic Tower Section 2-1 18 22.500 2.820 0.001 2297 65.000 CCISeismic(3)andrew LDF6- 18 19.022 2.647 0.001 1873 50A(1-1/4)From 0 to 99(60ft to70ft) 61.000 CCISeismic Tower Section 2-2 18 16.830 2.515 0.001 1668 55.000 CCISeismic(3)andrew LDF6- 18 13.761 2.296 0.001 1432 50A(1-1/4)From 0 to 99(50ft to60ft) 51.000 CCISeismic Tower Section 2-3 18 11.881 2.141 0.001 1308 45.000 CCISeismic(3)andrew LDF6- 18 9.340 1.897 0.000 1159 50A(1-1/4)From 0 to 99(40ft to50ft) 41.000 CCISeismic Tower Section 2-4 18 7.852 1.730 0.000 1096 35.000 CCISeismic Tower Section 3-1 18 5.947 1.478 0.000 1208 25.000 CCISeismic Tower Section 3-2 18 3.538 1.057 0.000 1691 15.000 CCISeismic Tower Section 3-3 18 1.839 0.635 0.000 2817 5.000 CCISeismic Tower Section 3-4 18 0.566 0.212 0.000 8451 Compression Checks Pole Design Data Section Elevation Size L Lu Kl/r A ID,, OP„ Ratio No. P, ft ft ft in2 K K Op„ L1 100-72.75 TP26.088x22x0.188 27.250 0.000 0.0 15.124 -10.147 884.747 0.011 (1) L2 72.75-36(2) TP31.227x25.225x0.219 40.000 0.000 0.0 21.113 -13.492 1235.090 0.011 L3 36-0(3) TP36.19x30.189x0.25 40.000 0.000 0.0 28.518 -18.603 1668.330 0.011 Pole Bending Design Data Section Elevation Size MEIN 04„x Ratio Muy OM„ Ratio No. Mux Muy ft kip-ft kip-ft oM„x kip-ft kip-ft coM„y L1 100-72.75 TP26.088x22x0.188 110.288 527.837 0.209 0.000 527.837 0.000 (1) L2 72.75-36(2) TP31.227x25.225x0.219 385.698 873.300 0.442 0.000 873.300 0.000 L3 36-0(3) TP36.19x30.189x0.25 750.808 1375.883 0.546 0.000 1375.883 0.000 tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CC1 BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 26 Pole Shear Design Data Section Elevation Size Actual OV„ Ratio Actual (T Ratio No. V V T T„ ft K K v (0 V n kip-ft kip-ft 4T L1 100-72.75 TP26.088x22x0.188 6.870 265.424 0.026 0.079 590.711 0.000 (1) L2 72.75-36(2) TP31.227x25.225x0.219 8.399 370.528 0.023 0.079 986.708 0.000 L3 36-0(3) TP36.19x30.189x0.25 9.781 500.498 0.020 0.079 1575.292 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Mu, M„y Va T Stress Stress ft OP, 4iMnx (1)114„y cV (I)T Ratio Ratio L1 100-72.75 0.011 0.209 0.000 0.026 0.000 0.221 1.050 4.8.2 (1) L2 72.75-36(2) 0.011 0.442 0.000 0.023 0.000 0.453 1.050 4.8.2 L3 36-0(3) 0.011 0.546 0.000 0.020 0.000 0.557 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P 0Pa„ow % Pass No. ft Type Element K K Capacity Fail L1 100-72.75 Pole TP26.088x22x0.188 1 -10.147 928.984 21.1 Pass L2 72.75-36 Pole TP31.227x25.225x0.219 2 -13.492 1296.844 43.2 Pass L3 36-0 Pole TP36.19x30.189x0.25 3 -18.603 1751.746 53.1 Pass Summary Pole(L3) 53.1 Pass RATING= 53.1 Pass tnxTower Report-version 8.0.7.4 August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 27 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.7.4 / // \\ CUME1INC PEGS / -- \ (OTHER CONSIDERED EQUIPMENT) ,� / N \ (3) 1-1/4'TO 99 FT LEVEL / \ / \ I / \ \ 1 I 4 Q7 1 I (OTHER CONSIDERED EQUIPMENT) t t G2 I I (1) 5/18'GROUND TO 75 FT LEVEL C \ \ I / \ \ / \ / / (PROPOSED EQUIPMENT CONFIGURATION) -- (2) 1-1/2"TO 86 FT LEVEL N August 10, 2020 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 1873556, Order 525404, Revision 0 Page 28 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.7.4 Monopole Base Plate Connection CROWN 02 CASTLE Site Info BU# 879602 Site Name BARROWS RD Order# 525404 Rev 0 Analysis Considerations 0 TIA-222 Revision H Grout Considered: No la,(in) 1.125 Applied Loads Moment(kip-ft) 750.81 Axial Force(kips) 18.60 Shear Force(kips) 9.78 •TIA-222-H Section 15.5 Applied 0 / Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (8)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 42"BC Pu_c=109.46 cpPn_c=268.39 Stress Rating Anchor Spacing:6 in Vu=1.22 cVn=120.77 38.9% Mu=n/a Mn=n/a ass Base Plate Data 41"OD x 2.25"Plate(A572-55;Fy=55 ksi,Fu=70 ksi) Base Plate Summary Max Stress(ksi): 21.13 (Flexural) Stiffener Data Allowable Stress(ksi): 49.5 N/A Stress Rating: 40.7% Pass Pole Data 36.19"x 0.25"18-sided pole(A607-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 3.7.0 Analysis Date:8/10/2020 Drilled Pier Foundation BU#: 879602 CROWN CASTE Cr14 Yl Site Name: BARROWS RD � Order Number: 525404 Rev 0 TIA-222 Revison: H Tower Type: Monopole Analysis Results Check Limitation Applied Loads Soil Lateral Check Compression Uplift Apply TIA-222-H Section 15.5: I Comp. Uplift D,(ft from TOC) 5.33 - N/A Moment(kip-ft) 751 Soil Safety Factor 5.13 - Axial Force(kips) 19 Max Moment(kip-ft) 792.83 _ - Shear Force(kips) 10 Rating* 24.7% - Soil Vertical Check Compression Uplift Material Properties Skin Friction(kips) 241.75 - Concrete Strength,fc: 3 ksi End Bearing(kips) 318.09 - Rebar Strength,Fy: 60 ksi Weight of Concrete(kips) 106.88 - Total Capacity(kips) 559.83 - Pier Design Data Rebar&Pier Options Axial(kips) 125.88 - Depth 20.5 ft Rating* 21.4% - Ext.Above Grade 0.5 ft Embedded Pole Inputs Reinforced Concrete Check Compression Uplift Pier Section 1 Belled Pier Input, Critical Depth(ft from TOC) 5.17 From 0.5'above grade to 20 5'below grade Critical Moment(kip-ft) 792.76 - Pier Diameter 6 ft Critical Moment Capacity 3315.78 _ - Rebar Quantity 16 Rating* 22.8% - Rebar Size 11 Clear Cover to Ties 4 in Soil Interaction Rating* 24.7% Tie Size 4 Structural Foundation Rating* 22.8% *Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth n/a #of Layers 4 Calculated Calculated Ultimate Skin Ult.Gross Angle of Ultimate Skin Top Bottom Thickness Vsoii Yconerete 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 2 2 100 150 0 0 0.000 0.000 LOU Cohesionless 2 2 8 6 100 150 0 30 0.000 0.000 . .,, 0.60 _ Cohesionless 3 8 18 10 100 150 0 32 0.000 0.000 .. .. 0.90 Cohesionless 4 18 20.5 2.5 100 150 0 32 0.000 0.000 1.80 15 Cohesionless Version 3.0.2 . . ASCE ASCE 7 Hazards Report AMFRICAN WIRY nF CIVII FNi,INFFRS Address: Standard: ASCE/SEI 7-16 Elevation: 313.14 ft (NAND 88) No Address at This Risk Category: II Latitude: 45 426281 Location Soil Class: D - Default (see Longitude: -122.848292 Section 11.4.3) 1 /s. i, `.,,4 asp �k . a — +t ,y , .� _.YLtY!t#.tz'.t.or'd.i:s R k.wx ':.,,• f / .- 9 r.d jj https://asce7hazardtool.online/ Page 1 of 3 Thu Jul 23 2020 ■ -fNir411#kttiSi+6l3NtitiN'tlwetat+EMtkYsru#tlhf9b5brririrslktaMF#s$fk4k4iWNAAWPHAtMi,4Nft+a2iuMi1MRtifrfwkYN+kalG'aiiltcs>kr_a .e�<4.r t s n wt. uwaiinr4NM1Mv'MHttN>w14eMiLikkz#Pk*MWdsasl2kkYANM4hrhnbNHrtk #N4AYdbYMMetxia@e ".. ,.M:euiree-.., ASCEx AMFRIGAN sonny OF CIVII FNGINFFRS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 0.848 Sol : N/A Si : 0.399 TL : 16 Fa : 1.2 PGA : 0.388 F„ : N/A PGA M : 0.47 SMs : 1.018 FPGA : 1.212 SM, : N/A le : 1 Sos 0.678 C„ : 1.224 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Jul 23 2020 Date Source: USGS Seismic Design Mans https://asce7hazardtool.online/ Page 2 of 3 Thu Jul 23 2020 • • ASCE AMFRICAN SOCIFTV OF CNII FN1;INFFRS 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 23 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 23 2020 CROWN BU: 879602 Structure: A WO: 1873556 %., CASTLE Order: 525404 Rev: 0 Location Decimal Degrees Deg Min Sec Lat: 45.426278 + 45 25 34.60 Long: -122.848278 - 122 50 53.80 Code and Site Parameters Seismic Design Code: TIA-222-H-1 Site Soil: D(Default) Stiff Soil(Default) Risk Category: II USGS Seismic Reference S5: 0.8480 g Sl: 0.3990 g 16 s Seismic Design Category Determination Importance Factor,le: 1 Acceleration-based site coefficient,Fa: 1.2000 Velocity-based site coefficient,F,,: 1.9010 Design spectral response acceleration short period,SOS: 0.6784 g Design spectral response acceleration 1 s period,SD1: 0.5057 g Ts: 0.7454 Seismic Design Category Based on SDS: D Seismic Design Category Based on Sol: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category , D CCISeismic 3.3.1 Page 1 Analysis Date: 8/10/2020 " CROWN BU: 879602 Structure: A WO: 1873556 CASTLE Order: 525404 Rev: 0 Tower Details Tower Type: Tapered Monopole Height,h: 100 ft Effective Seismic Weight,W: 15.35 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,W,,: 7.23503 kips WL: 8.119416179 kips E: 29000.0 ksi g: 386.088 in/sz Average Moment of Inertia,lay,: 2337.787836 in4 Fa: 0.354661686 hz Approximate Fundamental Period Monopole,Ta: 2.8196 s 2.7.7.1.3.3 Seismic Response Coefficient,Cs 0.1793 Table 2-12 Note 3 Seismic Response Coefficient Max 1,Csmax N/A Seismic Response Coefficient Max 2,Csmax N/A Seismic Response Coefficient Min 1,Csm;„ N/A Seismic Response Coefficient Min 2,Csmin N/A Controlling Seismic Response Coefficient,Csc 0.1793 Seismic Base Shear,Vr44 � 2. t'-44... kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 2.000 Sum of w;h;k 86404.97 • CCISeismic 3.3.1 Page 2 Analysis Date: 8/10/2020 Section Section Number Length Top Height Mid Height,h, Weight,w, w'h„' C,,, f,, f,,, 1-1 7 25 100,00 96.38 0.3282 3048.55 0.0353 0.0972 0.0445 2 13 CC 32.75 87 75 3 4189 3687 IC 0 047 2 0 1775 0 06577 1-3 10.00 82.75 77.75 0.5093 3078.73 0.0356 0.0981 0.0691 2 1 13.00 76.00 710C 0.6085 3067 49 0.0355 0.0978 0 0826 2-2 10.00 66.00 61.00 0.6440 2396.16 0.0277 0.0764 0.0874 2 3 10.00 56.00 43 3C 3.6794 1767 12 C 0205 0.0363 0 0922 2-4 10.00 46.00 41.00 0.7148 1201.66 0.0139 0.0383 0.0970 3 1 10 730 40 30 35.00 0.8286 _014 36 0.0117 3 0323 3:720 3-2 10.00 30.00 25.00 0.8691 543.20 0.0063 0.0173 0 1179 3-3 70 CC 20.GC 15.03 0.9096 204.6/ 0.0024 0 0065 01234 3-4 10.00 10.00 5.00 0.9501 23.75 0.0003 0.0008 0.1289 7.5206 20034,09 CCISeismic 3.3,1 Page 3 Analysis Date: 8/10/2020 Discrete Loads Name h„ w, w,h„` C„„ F,, miscl Top Hat 101.00 0.7750 7905.78 0.0915 0.2520 0.1052 rrs celwave A°XVSPa18-C-A20 w/Vount P pe 99.3C 0.3951 931.98 0.0108 0 0297 0.0129 rfs celwave APXVSPP18-C-A20 w/Mount Pipe 99.00 0.0951 931.98 0.0108 0,0297 0.0129 r^s celwave A?XVFRR:8-Cw/'opus t Pipe 99.00 0.9831 814.37 0.0094 0.0260 0.0113 kmw communications ET-X-WM-18-65-8P w/Mount Pipe 99.00 0.0586 574.73 0.0067 0.0183 0.0080 kmw c rr unizet Ic-s ET X-W V-18 65 87,w/Mount Plpe 99.00 0 J586 574.73 0.0067 0 0183 0.0083 kmw communications ET-X-WM-18-65-8P w/Mount Pipe 99.00 0.058E 574.73 0.0067 0.0183 0.0080 samsung telecom"',cat ons RRh'74 99.00 0.0603 588.0E 0 0068 0 0187 0.0081 samsung telecommunications RRH-P4 99.00 0.0600 588.06 0.0068 0.0187 0.0081 sa:rs.:rg telecom^,, cat.ors RR,P. 99 CO 0.3600 n88.06 0.0068 0.0187 0.0081 samsung telecommunications RRH-C2A W/EXT FILTER 99.00 0.0550 539.06 0.0062 0.0172 0.0075 sar-surg telecom ..^,cacors RRh-C2A Wr X i 154 99.00 0.0350 539.06 C.0062 0 3172 3.0075 samsung telecommunications RRH-CZA W/EXT FILTER 99.00 0.0550 539.06 0.0062 0.0172 0.0075 sar^s.:^g telecarnm.,^.cat:ons POW R.GNCTION CY,.ADER 990C 0 003C 2940 0.0003 00009 0.0004 samsung telecommunications POWER JUNCTION CYLINDER 99.00 0.0030 29.40 0.0003 0.0009 0.0004 samsung teiecommu^.canons"OW,7-ACT C,.CV: y:Yr4 99.00 0.0030 2940 3.0003 0 0009 3.0094 samsung telecommunications 2.5GHz RRH-V3 99.00 0.0600 588.06 0.0068 0.0187 0.0081 .a . ^g telepor.,^'cat ors 2 s3;"z RRr-V3 99.30 0.060C 588.06 0 0068 0 0187 0.C081 samsung telecommunications 2.5GHz RRH-V3 99 00 0.0600 588.06 0.0068 0.0187 0.0081 :owe ,r_nts pla p m V'o:.r _ 1231-I KCKZ nR-1, 99 0C 2.630! 25783.49 0.2984 0 8217 0 3569 (2)tower mounts 6'x 2"Mount Pipe 99.00 0.0440 431.24 0.0050 0.0137 0.0060 men n-o„rts 6 x 2 Vourt pl pe 99.CO 3 0410 431.24 0 3050 0 0137 0.0060 (2)tower mounts 6'x 2"Mount Pipe 99.00 0.0440 431.24 0.0050 0,0137 0.0060 nose//X,3 87 00 0 0550 41630 0-0048 0 3133 0 0075 tower mounts Side Arm Mount ISO 104-3] 37,00 0.2880 2179.87. 0.0252 0.0695 0.0391 lower"-ocrts 6'x 2 Vo..nt a'pe 87 C„ C.022C 166.52 0.0019 0.0053 0.0033 tower mounts 6'x 2"Mount Pipe 37.00 0.0220 166.52 0.0019 0.0053 0.0030 ancrew TV 3XX-6515-A2M w/Moc^t Woe 86 0C 0 0538 397 68 0.0046 0.0127 0 0073 andrew TMSXX-6516-A2M w/Mount Pipe 86.00 0.0538 397.68 0.0046 0.0127 0.0073 ano-ew'V 9XX-6515 A2M w/Mo-nt Pipe 85 00 0.0538 397.68 0.0046 0.0127 0 9073 commscope FFHH-65C-R3 WI Mount Pipe 86,00 0.1605 1187.13 0.0137 0.0378 0.0218 corrmscooe FF-i'1'65C•R3 w/Vouct Pipe 85 CC 0.1605 1187 13 0.0137 0.0378 0 02218 commscope FFHH-65C-R3 w/Mount Pipe 86.00 0.1605 1187.13 0.0137 0.0378 0.0218 note A"4OA 85 CO 0.0840 621.26 0 C072 0.0198 0.0114 nokia AHLOA 86.00 0.0840 621.26 0.0072 0.0198 0.0114 noaa A-WIG 86.00 0 0840 621.26 3.3072 0.0198 3 C 114 commscope HCS 2.0 Part 1 - 86.00 0.0240 177.50 0.0021 0.0057 0.0033 none WHO n,/Mau-1'pe 8614 0 1_40 843.14 0.0098 C.0259 0 015a nokia AEHC w/Mount Pipe 86.00 0.1140 843.14 0.0098 0.0269 0.0155 nor,,AE-C w/Mo,.n:''pe 86.3C 9':140 843.14 0 3098 10269 0 3155 nokia AHFIG 86.00 0.0790 584.28 0.0063 0.0186 0.0107 nokia A:-RF.G 86 30 0 0790 S84.28 0 0068 0.0"_85 0.0i07 nokia AHFIG 86.00 0.0790 584.28 0.0068 0.0186 0.0107 con'-scooe-CS 2.J 86.00 3 3013 7 4J 0 0001 0 0032 C.0031 tower mounts T-Arm Mount[TA 602-3) 86.00 0.7743 5726.72 0.0663 0.1825 0.1051 tome-'r,cunts 5 x 2'Pioe:Vom,et 86 33 3 3180 133.13 3.001S 3 3042 0.0024 tower mounts S'x 2"Pipe Mount 86.00 0.0180 133.13 0.0015 0.0042 0.0024 tower mounts 5'x 2"Pipe Mount 86.CO 0 3180 133.13 0.0015 0.0042 0.0024 S.:- 7.23509,:. , T'r' CCISeismic 3.3.1 Page 4 Analysis Date: 8/10/2020 ... - ,.. , Linear Loads Name Start Height End Height h„ w, w,hk Cm F,h F,„ (3)andrew Di'',, 11, 90.00 99.00 94.50 0.0162 144.67 0.0017 0.0046 0.0022 :3)a ndew L DF6-50A(1-1/4)From 0 to 99 80 00 90 00 85 00 0.0180 130 05 0 0015 0 0041 0 CO24 (3)andrew LDF6-50 ir )i,' 70,00 60.00 75.00 :, . 101.25 0.0012 0.0032 0.0024 3,and'ew L 3L6 30A(1-1/4)Frorn 0 to 99 60 00 70 00 65 00 0.0180 76 05 0 0009 0 0024 C 0024 (3)andrew LDF6-50-:, . 50.00 60.00 55.00 MM" 54.45 0.0006 0.0017 0 0024 ;3)ano-ew.DL 6 50A(1-1/4)From 0 to 99 40 00 50 CO 43 00 0.0180 36 45 0 0004 C 0012 0 0024 (3)andrew LDF6- . ' C')to 99 30.00 40.00 35.00 ''' .-.". 22.05 0.0003 0.0007 0.0024 ;3)a nd rew.DF6-50A(1-1/4)From 0 to 99 20 00 30 Cd0 25 00 0.0180 11 25 0000: 0 0004 0 CO24 (3)andrewl.D'..'), ,,...., ,,,. , ";to 99 10.00 20.00 15,00 `;' :; 4.05 0.0000 0.0001 0 0024 ,3;and-euv LDF6-50A(1 1/4)L'roo,0 to 99 C 00 13 CO 5 CO 0.0180 0 45 0 WOO 0 000C 0 CC2L nokia HCS 2.0 Part 3(1-1/2)From 0 to 86 80 00 85.00 83.00 ), :i 199.44 0.0023 0.0064 0.0039 'to. 3570.Lao:3(1 1/2)From 0 to 86 70 00 83 00 75 00 0.0483 271 41 0 0031 0 008E 0 006D nokia HCS 2.0 Part 3(1-1/2)From 0 to 86 60.00 70,00 65.00 .0,,, f.i' 203.86 0.0024 0.0065 0 0065 ro,a 4C5 1•'2.-3art 3(1 1/2)L'orr,0 to 86 5,0, 50.00 SS CO 0 0483 145 96 0 0017 0 0047 C 3065 nokia HCS 10 Part 3(1-1/2)From 0 to 86 40.00 50.00 45.00 0.0483 97.71 0.0011 , 0.0031 0.0065 030 a L'::"3 2 0 Par:3(1 172)t-o."0 to 86 30 CC 40 00 35 CO 0 3483 59 11 0 0007 0 0019 , C C063 nokia HCS 2.0 Part 3(1-1/2)From 0 to 86 20,0C 30 00 25.00 0,0483 30.16 0.0003 0.0010 0.0065 no,a'CS 2 0 a.-L.3)1 1/2;r-o-^0 to 86 10 CL 22 OC IS 00 0 0483 00 86 0.0001 0 0003 0 0065 nokia HCS 2.0 Part 3(1-1/2)From 0 to 86 0,00 10 00 5.00 0.0483 1.21 0.0000 0,000C 0,0065 • 0 to 75 /C DC 7,OC 72 SD 0 0004 1 97 0 0000 0 0001 0 301 .**From 0 to 75 60.00 70 00 65.00 0 0008 3,17 0.0000 0.0001 0.0001 -r'o-^C to 75 50 CC 60 00 ')OC 3 C008 2 27 0 0000 0.0001 0°CC' *..From 0 to 75 40.00 50.00 45.00 0.0008 1.52 0.0000 0.0000 0.0001 0 to/5 30 CD 4C CO 3,JO 3 0008 , C 92 0 0000 0 0000 0000: .**From 0 to 75 20,00 30.00 25.00 0.0008 0.47 0.0000 0.0000 0 0001 -5,0k-C:o 75 13 0,7, 2'.;CO :3 00 0 000i 0 17 .0 0000 0 0000 0000: ***From 0 to 75 0.00 10 00 5.00 0,0008 0.02 0.0000 0.0000 0.0001 SJ- 0.5988 1610 91 ,....i...i....i-. i SPECIAL 11\:;SPECT!ON REQUIRED • , . State of Oregon Stn.ictural Specialty Code 4 . . 1 . I".:] Concreto Pnd Re.inforcing Steel ..: 0 Bolts insiatied in Concrete , D Special Mornent-Raiisting Corc rile Fagan . • I:3 Reinforcing Ste &Pre.stressing Siteef Tendons • ,• 1:3 Structural Virrig • • '4 High-Strenght 9-Ming 0 Structurfat Masonry 0 Reinforced eryi:-stm CAarocrete 0 Insulating Concrete Fig C:3 Spray ApprXd Fire-Resil,fivelteiteriars • 0 Pilings,Drilloci Piers and Casisocnit 0 Shotcreta al 0 0 Special ezr.r.iir,s-Exratavation zeicti Film At r.:1 Snitko-Contrdi Sicat'aras 1, i ED Other inci.iipaa 4 a i CCISeismic 3.3.1 Page 5 Analysis Date: 8/10/2020