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Report I3'02020-d40/2_ �F r //75«f cu/ p/icirfc, hiwy JAN 21 2020 �TY = i trt�`�a CROWN Date: July 01,2019 at�lONC U)vjsa()N t• I CASTLE Kevin Nelson Crown Castle Crown Castle 2000 Corporate Drive 2055 S Stearman Dr Canonsburg, PA 15317 Chandler,AZ 85286 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: 7-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: 564269 Crown Castle Work Order Number: 1761999 Crown Castle Order Number: 484987 Rev. 2 Engineering Firm Designation: Crown Castle Project Number: 1761999 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 Kevin Nelson, 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 120 mph as required by the 2014 Oregon Structural Specialty Code. Applicable Standard references and design criteria are listed in Section 2 -Analysis Criteria. Structural analysis prepared by: Henry Tam/ECM �QP�O PROF ONGINEF9 f�2 Respectfully submitted by: 44, ',PE r 7/1/2019 Truc Lac, P.E., S.E. GON a Senior Project Engineer 1' CH2o 0 License Expires:12/31/2020 tnxTower Report-version 8.0,5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 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 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 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: 120 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 2 in Wind Speed with Ice: 30 mph Seismic Ss: 0.978 Seismic S1: 0.424 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Size Level (ft) Elevation Antennas Manufacturer Lines (in) (ft) 133.0 r 1 raycap RNSNDC-7771-PF-48 I 1 raycap RTMDC-5634-PF-48 132.0 I 1 nokia FXFB l 3 commscope FFHH-65C-R3 w/ Mount Pipe 5 , 1-5/8 129.0 ,..._ .. 131.0 3 nokia AAFIA_CCIV2 w/Mount Pipe 2 1-3/5 3 nokia AHLOA 1 1 F tower mounts Miscellaneous [NA 509-3] 129.0 -- - 1 tower mounts Platform Mount[LP 713-1] Table 2 -Other Considered Equipment Center Number Number Feed Mounting Line Antenna Level (ft) Elevation °f Manufacturer Antenna Model of Feed Line Size (ft) Antennas Lines (in) 119.0 6 jaybeam wireless PCSS065-19-2 w/Mount Pipe 118.0 6 1-5/8' 118.0 1 tower mounts T-Arm Mount [TA 602-3] 1 antel BXA-70040/8CF w/ Mount Pipe 1 1 antel BXA-70063/8CF w/ Mount Pipe 1 antel BXA-70080-8CF-EDIN-0 w/ Mount Pipe 6 commscope JAHH-45C-R3B w/Mount Pipe 90.0 90.0 3 ericsson RADIO 2212 12 1-5/8 .. _.3 ericsson RRUS 32 B2 I 3 1-1/2 3 ericsson RRUS 32 B66 1 6 kaelus DBC0037F1V2-1 1 2 raycap I RCMDC-3315-PF-48' ^1 1 tower mounts T-Arm Mount [TA 602-3] tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 4 3)ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Dames & Moore 3512100 CCISITES 4-TOWER FOUNDATION Miller Consulting Engineers 3675342 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER DRAWINGS Valmont 3675330 CCISITES 3.1) Analysis Method tnxTower(version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built and maintained in accordance with the manufacturer's specifications. 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 130-80.9167 Pole TP25.07x14.76x0.2188 1 -9.5808 1038.1108 84.8 Pass L2 180.9167-45 083-3 Pole TP32.16x23.7748x0.3125 2 -15 3521 1904.6159 85.8 ! Pass L3 I 45.0833-0 Pole TP41x30.5022x0.375 3 -27.5799 3013.1849 I 88.6 Pass _ W I' Summary Pole(L3) 88.6 Pass ii— Rating= 88.6 Pass Table 5 -Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation (ft) % Capacity Pass/ Fail 1 Anchor Rods 0 80.4 Pass 1 Base Plate 0 43.5 Pass 1 Base Foundation Structure 0 79.0 Pass 1 Base Foundation Soil Interaction 0 57.4 Pass Structure Rating (max from all components) = 88.6% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 5 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 8.0.5.0 • • July 01, 2019 130 Ft Monopole Tower Structural Analysis CC'BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.5.0 r L I 130.0 nIr A _ h _II 1- IH• MATERIAL STRENGTH • GRADE Fy Fu GRADE I Fy I Fu A572-65 65 ksi 80 ksi It I TOWER DESIGN NOTES 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 120 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 2.00 in ice.Ice is considered to increase in thickness with height. Lir' 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. o v ' 7. Topographic Category 1 with Crest Height of 0.0000 ft N ' ' 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.2.3 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H '�, 10. TOWER RATING:88.6% • Ii I1 80.9 ft I ro m ,, w N M ` ,..4Q 17 b o N ei Q M 1 ALL REACTIONS _. 45.1 It II ARE FACTORED AXIAL 31K SHEAR \ MOMENT 2 K r d 1/ 212 kip-ft TORQUE 0 kip-ft SEISMIC a AXIAL 0 0 59 K n iO _, n o o - 6 0 Z. SHEAR \MOMENT 3 K / J 261 kip-ft TORQUE 0 kip-ft 30 mph WIND-2.0000 in ICE AXIAL 28 K SHEAR' \ MOMENT 28 K � ` 2490 kip-ft 0.0 ft M TORQUE 1 kip-ft g f 1 -rtREACTIONS-120 mph WIND N - gv q i it £ 1112 o Ul J 2 F N H m U' Crown Castle Jab:BU 824338 CROWN 2000 Corporate Drive Proje4: rCASTLE Dent.Crown Castle [Drawn�emccarty Ma° Canonsburg, PA 15317 The Pathway to Possible Phone:(724)416-2000 Code: TIA-222-H Date.07/01119 Sale: NTS FAX. Path: - ..,-.___.._._._.._,_-..__.-_.-.._..._..._..._..._.....Dwg No.E-1 . • • July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 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 120 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 2.0000 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 3.2.3. 18) CCISeismic Note: Seismic calculations are in accordance with TIA-222-H. 19) A non-linear(P-delta)analysis was used. 20) Pressures are calculated at each section. 21) Stress ratio used in pole design is 1.05. 22) Tower analysis based on target reliabilities in accordance with Annex S. 23) Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) = 0.85, Kes(Ev and Eh) = 1.0. 24) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals 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 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 Al Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile J Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg J Sort Capacity Reports By Component J Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CO BU No 824338 Project Number 1761999, Order 484987, Revision 2 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 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 Section Tip Dia. Area I r C 1/C J IUQ w wR in in2 ire in in in' 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 Mutt. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 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 ***1181*** 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 0.170 LDF7-50A(1-5/8) C No Surface Ar 90.0000- 6 6 0.260 1.9800 0.8200 (CaAa) 0.0000 0.500 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Componen Placement Total CAA,: Weight or Shield From t Number Leg Torque Type ft fent p/f Calculation ASU9325TYP01(1 C No No Inside Pole 129.0000- 2 No Ice 0.0000 1.6140 tnxTower Report-version 8.0.5.0 I. July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 9 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft plf Calculation -3/5) 0.0000 1/2"Ice 0.0000 1.6140 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 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 10.791 0.000 0.3970 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 42.570 0.000 0.4389 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 53.559 0.000 0.5522 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 .. ft Leg in ft2 ft2 ft2 ft2 K L1 130.0000- A 1.906 0.000 0.000 72.740 0.000 1.1230 80.9167 B 0.000 0.000 22.313 0.000 0.3801 C 0.000 0.000 17.817 0.000 0.6274 L2 80.9167-45.0833 A 1.812 0.000 0.000 70.288 0.000 1.0851 B 0.000 0.000 88.026 0.000 1.4995 - C 0.000 0.000 70.288 0.000 1.3477 L3 45.0833-0.0000 A 1.636 0.000 0.000 87.372 0.000 1.3031 B 0.000 0.000 109.688 0.000 1.8067 C 0.000 0.000 87.372 0.000 1.6334 Feed Line Center of Pressure Section Elevation CPx CP., CPx CPz Ice Ice ft in in in in L1 130.0000-80.9167 -1.3269 -3.0278 -1.2602 -2.6937 L2 80.9167-45.0833 -0.1616 -2.6655 -0.3245 -2.2743 L3 45.0833-0.0000 -0.2384 -3.0982 -0.4158 -2.6591 Note:For pole sections,center of pressure calculations do not consider feed line shielding. tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 10 Shielding Factor Ka Tower Feed Line Description Feed Line K. K. 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 L1 8 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 L2 8 LDF7-50A(1-5/8) 45.08- 1.0000 1.0000 80.92 User Defined Loads - Seismic Description Elevation Offset Azimuth E Ehx Ehz Eh From Angle Centroid ft ft K K K K CC ISeismic Tower Section 1 - 125.4584 0.0000 0.0000 0.0487 0.0000 0.0000 0.0653 1 CCISeismic Tower Section 1 - 115.9167 0.0000 0.0000 0.0606 0.0000 0.0000 0.0693 2 CCISeismic Tower Section 1 - 105.9167 0.0000 0.0000 0.0678 0.0000 0.0000 0.0648 3 CCISeismic Tower Section 1 - 95.9167 0.0000 0.0000 0.0751 0.0000 0.0000 0.0589 4 CCISeismic Tower Section 1 - 85.9167 0.0000 0.0000 0.0824 0.0000 0.0000 0.0518 5 CCISeismic Tower Section 2- 80.0417 0.0000 0.0000 0.1201 0.0000 0.0000 0.0656 1 CCISeismic Tower Section 2- 70.0833 0.0000 0.0000 0.1315 0.0000 0.0000 0.0550 2 CCISeismic Tower Section 2- 60.0833 0.0000 0.0000 0.1419 0.0000 0.0000 0.0436 3 CCISeismic Tower Section 2- 50.0833 0.0000 0.0000 0.1523 0.0000 0.0000 0.0325 4 CCISeismic Tower Section 3- 45.0000 0.0000 0.0000 0.1850 0.0000 0.0000 0.0319 1 CCISeismic Tower Section 3- 35.0000 0.0000 0.0000 0.1974 0.0000 0.0000 0.0206 2 CCISeismic Tower Section 3- 25.0000 0.0000 0.0000 0.2099 0.0000 0.0000 0.0112 3 CCISeismic Tower Section 3- 15.0000 0.0000 0.0000 0.2223 0.0000 0.0000 0.0043 4 CCISeismic Tower Section 3- 5.0000 0.0000 0.0000 0.2348 0.0000 0.0000 0.0005 5 CCISeismic(2)miscl Side 127.0000 0.0000 0.0000 0.0014 0.0000 0.0000 0.0020 Lighting CCISeismic nokia 129.0000 0.0000 0.0000 0.0386 0.0000 0.0000 0.0548 AAFIA_CCIV2 w/Mount Pipe CCISeismic nokia 129.0000 0.0000 0.0000 0.0386 0.0000 0.0000 0.0548 AAFIA_CCIV2 w/Mount Pipe CCISeismic nokia 129.0000 0.0000 0.0000 0.0386 0.0000 0.0000 0.0548 AAFIA CCIV2 w/Mount Pipe CCISeismic commscope 129.0000 0.0000 0.0000 0.0232 0.0000 0.0000 0.0329 FFHH-65C-R3 w/Mount Pipe tnxTower Report-version 8.0.5.0 • July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 11 Description Elevation Offset Azimuth Ev En, En: En From Angle Centroid ft ft K K K K CCISeismic commscope 129.0000 0.0000 0.0000 0.0232 0.0000 0.0000 0.0329 FFHH-65C-R3 w/Mount Pipe CCISeismic commscope 129.0000 0.0000 0.0000 0.0232 0.0000 0.0000 0.0329 FFHH-65C-R3 w/Mount Pipe CCISeismic nokia FXFB 129.0000 0.0000 0.0000 0.0080 0.0000 0.0000 0.0113 CCISeismic nokia AHLOA 129.0000 0.0000 0.0000 0.0121 0.0000 0.0000 0.0172 CCISeismic nokia AHLOA 129.0000 0.0000 0.0000 0.0121 0.0000 0.0000 0.0172 CCISeismic nokia AHLOA 129.0000 0.0000 0.0000 0.0121 0.0000 0.0000 0.0172 CCISeismic raycap RNSNDC- 129.0000 0.0000 0.0000 0.0027 0.0000 0.0000 0.0039 7771-PF-48 CCISeismic raycap RTMDC- 129.0000 0.0000 0.0000 0.0032 0.0000 0.0000 0.0045 5634-PF-48 CCISeismic(2)tower mounts 129.0000 0.0000 0.0000 0.0064 0.0000 0.0000 0.0090 6'x 2"Mount Pipe CCISeismic(2)tower mounts 129.0000 0.0000 0.0000 0.0064 0.0000 0.0000 0.0090 6'x 2"Mount Pipe CCISeismic(2)tower mounts 129.0000 0.0000 0.0000 0.0064 0.0000 0.0000 0.0090 6'x 2"Mount Pipe CCISeismic tower mounts 129.0000 0.0000 0.0000 0.2183 0.0000 0.0000 0.3096 Platform Mount[LP 713-1] CCISeismic tower mounts 129.0000 0.0000 0.0000 0.0398 0.0000 0.0000 0.0564 Miscellaneous[NA 509-3] CCISeismic(2)jaybeam 118.0000 0.0000 0.0000 0.0116 0.0000 0.0000 0.0138 wireless PCSS065-19-2 w/ Mount Pipe CCISeismic(2)jaybeam 118.0000 0.0000 0.0000 0.0116 0.0000 0.0000 0.0138 wireless PCSS065-19-2 w/ Mount Pipe CCISeismic(2)jaybeam 118.0000 0.0000 0.0000 0.0116 0.0000 0.0000 0.0138 wireless PCSS065-19-2 w/ Mount Pipe CCISeismic tower mounts 6'x 118.0000 0.0000 0.0000 0.0032 0.0000 0.0000 0.0038 2"Mount Pipe CCISeismic tower mounts 6'x 118.0000 0.0000 0.0000 0.0032 0.0000 0.0000 0.0038 2"Mount Pipe CCISeismic tower mounts 6'x 118.0000 0.0000 0.0000 0.0032 0.0000 0.0000 0.0038 2"Mount Pipe CCISeismic tower mounts T- 118.0000 0.0000 0.0000 0.1120 0.0000 0.0000 0.1328 Arm Mount[TA 602-3] CCISeismic ante)BXA-70080- 90.0000 0.0000 0.0000 0.0080 0.0000 0.0000 0.0055 8CF-EDIN-0 w/Mount Pipe CCISeismic ante)BXA- 90.0000 0.0000 0.0000 0.0119 0.0000 0.0000 0.0082 70040/8CF w/Mount Pipe CCISeismic ante)BXA- 90.0000 0.0000 0.0000 0.0082 0.0000 0.0000 0.0056 70063/8CF w/Mount Pipe CCISeismic(2)commscope 90.0000 0.0000 0.0000 0.0394 0.0000 0.0000 0.0272 JAHH-45C-R3B w/Mount Pipe CCISeismic(2)commscope 90.0000 0.0000 0.0000 0.0394 0.0000 0.0000 0.0272 JAHH-45C-R3B w/Mount Pipe CCISeismic(2)commscope 90.0000 0.0000 0.0000 0.0394 0.0000 0.0000 0.0272 JAHH-45C-R3B w/Mount Pipe CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0076 0.0000 0.0000 0.0053 32 B2 CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0076 0.0000 0.0000 0.0053 32 B2 CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0076 0.0000 0.0000 0.0053 32 B2 CCISeismic ericsson RADIO 90.0000 0.0000 0.0000 0.0051 0.0000 0.0000 0.0035 2212 CCISeismic ericsson RADIO 90.0000 0.0000 0.0000 0.0051 0.0000 0.0000 0.0035 2212 CCISeismic ericsson RADIO 90.0000 0.0000 0.0000 0.0051 0.0000 0.0000 0.0035 2212 CCISeismic(2)kaelus 90.0000 0.0000 0.0000 0.0019 0.0000 0.0000 0.0013 DBC0037F1 V2-1 tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CC!BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 12 Description Elevation Offset Azimuth E. Ehx En: En From Angle Centroid ft ft K K K K CCISeismic(2)kaelus 90.0000 0.0000 0.0000 0.0019 0.0000 0.0000 0.0013 DBC0037F1V2-1 CCISeismic(2)kaelus 90.0000 0.0000 0.0000 0.0019 0.0000 0.0000 0.0013 DBC0037F1V2-1 CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0077 0.0000 0.0000 0.0053 32 B66 CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0077 0.0000 0.0000 0.0053 32 B66 CCISeismic ericsson RRUS 90.0000 0.0000 0.0000 0.0077 0.0000 0.0000 0.0053 32 B66 CCISeismic raycap RCMDC- 90.0000 0.0000 0.0000 0.0046 0.0000 0.0000 0.0032 3315-PF-48 CCISeismic raycap RCMDC- 90.0000 0.0000 0.0000 0.0046 0.0000 0.0000 0.0032 3315-PF-48 CCISeismic tower mounts 6'x 90.0000 0.0000 0.0000 0.0032 0.0000 0.0000 0.0022 2"Mount Pipe CCISeismic tower mounts 6'x 90.0000 0.0000 0.0000 0.0032 0.0000 0.0000 0.0022 2"Mount Pipe CCISeismic tower mounts 6'x 90.0000 0.0000 0.0000 0.0032 0.0000 0.0000 0.0022 2"Mount Pipe CCISeismic tower mounts T- 90.0000 0.0000 0.0000 0.1120 0.0000 0.0000 0.0773 Arm Mount[TA 602-3] CCISeismic(2)nokia 124.5000 0.0000 0.0000 0.0042 0.0000 0.0000 0.0055 ASU9325TYP01(1-3/5)From 0 to 129(120ft to129ft) CCISeismic(2)nokia 115.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0053 ASU9325TYP01(1-3/5)From 0 to 129(110ft to120ft) CCISeismic(2)nokia 105.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0044 ASU9325TYP01(1-3/5)From 0 to 129(100ft to110ft) CCISeismic(2)nokia 95.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0036 ASU9325TYP01(1-3/5)From 0 to 129(90ft to100ft) CCISeismic(2)nokia 85.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0029 ASU9325TYP01(1-3/5)From 0 to 129(80ft to9oft) CCISeismic(2)nokia 75.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0022 ASU9325TYP01(1-3/5)From 0 to 129(70ft to8011) CCISeismic(2)nokia 65.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0017 ASU9325TYP01(1-3/5)From 0 to 129(60ft to70ft) CCISeismic(2)nokia 55.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0012 ASU9325TYP01(1-3/5)From 0 to 129(50ft to60ft) CCISeismic(2)nokia 45.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0008 ASU9325TYP01(1-3/5)From 0 to 129(40ft to50ft) CCISeismic(2)nokia 35.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0005 ASU9325TYP01(1-3/5)From 0 to 129(30ft to40ft) CCISeismic(2)nokia 25.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0002 ASU9325TYP01(1-3/5)From 0 to 129(20ft to30ft) CCISeismic(2)nokia 15.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0001 ASU9325TYP01(1-3/5)From 0 to 129(10ft to20ft) CCISeismic(2)nokia 5.0000 0.0000 0.0000 0.0047 0.0000 0.0000 0.0000 ASU9325TYP01(1-3/5)From 0 to 129(Oft to10ft) CCISeismic(5)andrew LDF7- 124.5000 0.0000 0.0000 0.0053 0.0000 0.0000 0.0070 50A(1-5/8)From 0 to 129 (120ft to129ft) CCISeismic(5)andrew LDF7- 115.0000 0.0000 0.0000 0.0059 0.0000 0.0000 0.0067 50A(1-5/8)From 0 to 129 (110ft to120ft) CCISeismic(5)andrew LDF7- 105.0000 0.0000 0.0000 0.0059 0.0000 0.0000 0.0056 tnxTower Report-version 8.0.5.0 r July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order484987, Revision 2 Page 13 Description Elevation Offset Azimuth E Ehx Enz En From Angle Centroid ft ft 50A(1-5/8)From 0 to 129 (100ft to110ft) CCISeismic(5)andrew LDF7- 95.0000 0.0000 0.0000 0.0059 0.0000 0.0000 0.0046 50A(1-5/8)From 0 to 129 (90ft to100ft) CCISeismic(5)andrew LDF7- 85.0000 0.0000 0.0000 0.0059 0.0000 0.0000 0.0036 50A(1-5/8)From 0 to 129 (80ft to9oft) CCISeismic(5)andrew LDF7- 75.0000 0.0000 0.0000 0.0059 0.0000 0.0000 0.0028 50A(1-5/8)From 0 to 129 (70ft to80ft) CCISeismic(5)andrew LDF7- 65.0000 0.0000 0.0000 0.0059 0.0000 0.0000 0.0021 50A(1-5/8)From 0 to 129 (60ft to70ft) CCISeismic(5)andrew LDF7- 55.0000 0.0000 0.0000 0.0059 0.0000 0.0000 0.0015 50A(1-5/8)From 0 to 129 (50ft to60ft) CCISeismic(5)andrew LDF7- 45.0000 0.0000 0.0000 0.0059 0.0000 0.0000 0.0010 50A(1-5/8)From 0 to 129 (40ft to50ft) CCISeismic(5)andrew LDF7- 35.0000 0.0000 0.0000 0.0059 0.0000 0.0000 0.0006 50A(1-5/8)From 0 to 129 (30ft to40ft) CCISeismic(5)andrew LDF7- 25.0000 0.0000 0.0000 0.0059 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 0.0059 0.0000 0.0000 0.0001 50A(1-5/8)From 0 to 129 (10ft to20ft) CCISeismic(5)andrew LDF7- 5.0000 0.0000 0.0000 0.0059 0.0000 0.0000 0.0000 50A(1-5/8)From 0 to 129(Oft to1Oft) CCISeismic(6)andrew LDF7- 114.0000 0.0000 0.0000 0.0057 0.0000 0.0000 0.0063 50A(1-5/8)From 0 to 118 (110ft to118(t) CCISeismic(6)andrew LDF7- 105.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0067 50A(1-5/8)From 0 to 118 (100ft to110ft) CCISeismic(6)andrew LDF7- 95.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0055 50A(1-5/8)From 0 to 118 (90ft to100ft) CCISeismic(6)andrew LDF7- 85.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0044 50A(1-5/8)From 0 to 118 (80ft to90ft) CCISeismic(6)andrew LDF7- 75.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0034 50A(1-5/8)From 0 to 118 (70ft to8oft) CCISeismic(6)andrew LDF7- 65.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0026 50A(1-5/8)From 0 to 118 (60ft to70ft) CCISeismic(6)andrew LDF7- 55.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0018 50A(1-5/8)From 0 to 118 (50ft to6Oft) CCISeismic(6)andrew LDF7- 45.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0012 50A(1-5/8)From 0 to 118 (40ft to50ft) CCISeismic(6)andrew LDF7- 35.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0007 50A(1-5/8)From 0 to 118 (30ft to4oft) CCISeismic(6)andrew LDF7- 25.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0004 50A(1-5/8)From 0 to 118 (20ft to30ft) CCISeismic(6)andrew LDF7- 15.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0001 50A(1-5/8)From 0 to 118 (10ft to20ft) CCISeismic(6)andrew LDF7- 5.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0000 50A(1-5/8)From 0 to 118(Oft to1Oft) tnxTower Report-version 8.0.5.0 Y 1 July 01, 2019 130 Ft Monopole Tower Structural Analysis CC!BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 14 Description Elevation Offset Azimuth E° Enr En= En From Angle Centroid ft ft CCISeismic(9)andrew LDF7- 85.0000 0.0000 0.0000 0.0107 0.0000 0.0000 0.0066 50A(1-5/8)From 0 to 90(80ft to90ft) CCISeismic(9)andrew LDF7- 75.0000 0.0000 0.0000 0.0107 0.0000 0.0000 0.0051 50A(1-5/8)From 0 to 90(70ft to8oft) CCISeismic(9)andrew LDF7- 65.0000 0.0000 0.0000 0.0107 0.0000 0.0000 0.0038 50A(1-5/8)From 0 to 90(60ft to70ft) CCISeismic(9)andrew LDF7- 55.0000 0.0000 0.0000 0.0107 0.0000 0.0000 0.0028 50A(1-5/8)From 0 to 90(50ft to60ft) CCISeismic(9)andrew LDF7- 45.0000 0.0000 0.0000 0.0107 0.0000 0.0000 0.0018 50A(1-5/8)From 0 to 90(40ft to50ft) CCISeismic(9)andrew LDF7- 35.0000 0.0000 0.0000 0.0107 0.0000 0.0000 0.0011 50A(1-5/8)From 0 to 90(30ft 1040ft) CCISeismic(9)andrew LDF7- 25.0000 0.0000 0.0000 0.0107 0.0000 0.0000 0.0006 50A(1-5/8)From 0 to 90(20ft to30ft) CCISeismic(9)andrew LDF7- 15.0000 0.0000 0.0000 0.0107 0.0000 0.0000 0.0002 50A(1-5/8)From 0 to 90(10ft to20ft) CCISeismic(9)andrew LDF7- 5.0000 0.0000 0.0000 0.0107 0.0000 0.0000 0.0000 50A(1-5/8)From 0 to 90(Oft tolOft) CCISeismic(6)andrew LDF7- 85.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0044 50A(1-5/8)From 0 to 90(80ft to9oft) CCISeismic(6)andrew LDF7- 75.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0034 50A(1-5/8)From 0 to 90(70ft to80ft) CCISeismic(6)andrew LDF7- 65.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0026 50A(1-5/8)From 0 to 90(60ft to70ft) CCISeismic(6)andrew LDF7- 55.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0018 50A(1-5/8)From 0 to 90(50ft to60ft) CCISeismic(6)andrew LDF7- 45.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0012 50A(1-5/8)From 0 to 90(40ft to50ft) CCISeismic(6)andrew LDF7- 35.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0007 50A(1-5/8)From 0 to 90(30ft to40ft) CCISeismic(6)andrew LDF7- 25.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0004 50A(1-5/8)From 0 to 90(20ft to30ft) CCISeismic(6)andrew LDF7- 15.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0001 50A(1-5/8)From 0 to 90(10ft to20ft) CCISeismic(6)andrew 5.0000 0.0000 0.0000 0.0071 0.0000 0.0000 0.0000 LDF7-50A(1-5/8)From 0 to 90(Oft tot Oft) 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 tnxTower Report-version 8.0.5.0 I July 01, 2019 130 Ft Monopole Tower Structural Analysis CC!BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 15 Description Face Offset Offsets: Azimuth Placement CAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft K ft ft (2)Side Lighting B From Leg 4.0000 0.0000 127.0000 No Ice 0.1078 0.1078 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 ***129P*** AAFIA_CCIV2 w/Mount A From Leg 4.0000 0.0000 129.0000 No Ice 15.7523 7.4115 0.2672 Pipe 0.0000 1/2" 16.3774 8.5787 0.3739 2.0000 Ice 16.9670 9.4600 0.4895 1"Ice 18.1714 11.2669 0.7508 2"Ice AAFIA_CCIV2 w/Mount B From Leg 4.0000 0.0000 129.0000 No Ice 15.7523 7.4115 0.2672 Pipe 0.0000 1/2" 16.3774 8.5787 0.3739 2.0000 Ice 16.9670 9.4600 0.4895 1"Ice 18.1714 11.2669 0.7508 2"Ice AAFIA_CCIV2 w/Mount C From Leg 4.0000 0.0000 129.0000 No Ice 15.7523 7.4115 0.2672 Pipe 0.0000 1/2" 16.3774 8.5787 0.3739 2.0000 Ice 16.9670 9.4600 0.4895 1"Ice 18.1714 11.2669 0.7508 2"Ice 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 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 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 tnxTower Report-version 8.0.5.0 R 1 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 16 Description Face Offset Offsets: Azimuth Placement CAAA CAA, Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ftz ft2 K ft ft 1"Ice 2.5926 1.6593 0.1038 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 Platform Mount[LP 713-1] C None 0.0000 129.0000 No Ice 31.2700 31.2700 1.5100 1/2" 39.6800 39.6800 1.9290 Ice 48.0900 48.0900 2.3480 1"Ice 64.9100 64.9100 3.1860 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 ***1181*** (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 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 T-Arm Mount[TA 602-3] C None 0.0000 118.0000 No Ice 11.5900 11.5900 0.7743 1/2" 15.4400 15.4400 0.9904 Ice 19.2900 19.2900 1.2064 1"Ice 26.9900 26.9900 1.6385 2"Ice BXA-70080-8CF-EDIN-0 A From Leg 4.0000 0.0000 90.0000 No Ice 8.4405 8.7033 0.0554 tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 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 w/Mount Pipe 0.0000 1/2" 9.1308 10.1955 0.1265 0.0000 Ice 9.8288 11.6988 0.2071 1"Ice 11.1635 13.9840 0.4010 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 1"Ice 13.6852 12.8808 0.4254 2"Ice (2)JAHH-45C-R3B w/ A From Leg 4.0000 0.0000 90.0000 No Ice 16.1291 9.7032 0.1364 Mount Pipe 0.0000 1/2" 16.8494 11.2196 0.2458 0.0000 Ice 17.5785 12.7600 0.3656 1"Ice 18.9721 15.0933 0.6403 2"Ice (2)JAHH-45C-R3B w/ B From Leg 4.0000 0.0000 90.0000 No Ice 16.1291 9.7032 0.1364 Mount Pipe 0.0000 1/2" 16.8494 11.2196 0.2458 0.0000 Ice 17.5785 12.7600 0.3656 1"Ice 18.9721 15.0933 0.6403 2"Ice (2)JAHH-45C-R3B w/ C From Leg 4.0000 0.0000 90.0000 No Ice 16.1291 9.7032 0.1364 Mount Pipe 0.0000 1/2" 16.8494 11.2196 0.2458 0.0000 Ice 17.5785 12.7600 0.3656 1"Ice 18.9721 15.0933 0.6403 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 (2)DBC0037F1V2-1 A From Leg 4.0000 0.0000 90.0000 No Ice 0.3289 0.1372 0.0066 0.0000 1/2" 0.4026 0.1905 0.0094 0.0000 Ice 0.4836 0.2523 0.0134 1"Ice 0.6680 0.3982 0.0256 2"Ice (2)DBC0037F1V2-1 B From Leg 4.0000 0.0000 90.0000 No Ice 0.3289 0.1372 0.0066 tnxTower Report-version 8.0.5.0 M July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 18 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Holz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 0.0000 1/2" 0.4026 0.1905 0.0094 0.0000 Ice 0.4836 0.2523 0.0134 1"Ice 0.6680 0.3982 0.0256 2"Ice (2)DBC0037F1V2-1 C From Leg 4.0000 0.0000 90.0000 No Ice 0.3289 0.1372 0.0066 0.0000 1/2" 0.4026 0.1905 0.0094 0.0000 Ice 0.4836 0.2523 0.0134 1"Ice 0.6680 0.3982 0.0256 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 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 6'x 2"Mount Pipe A From Leg 4.0000 0.0000 90.0000 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 90.0000 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 90.0000 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 T-Arm Mount[TA 602-3] C None 0.0000 90.0000 No Ice 11.5900 11.5900 0.7743 1/2" 15.4400 15.4400 0.9904 Ice 19.2900 19.2900 1.2064 1"Ice 26.9900 26.9900 1.6385 2"Ice Load Combinations tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 19 Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wnd 180 deg-No Ice 16 1.2Dead+1.O Wind 210 deg-NoIce 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+Wnd 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 tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 20 Comb. Description No. 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 130- Pole Max Tension 36 0.0000 -0.0009 -0.0000 80.9167 Max.Compression 26 -29.8033 -2.7073 0.4332 Max.Mx 8 -9.6538 -475.9679 -3.7481 Max.My 2 -9.6736 3.6167 476.9630 Max.Vy 8 18.0894 -475.9679 -3.7481 Max.Vx 2 -17.9201 3.6167 476.9630 Max.Torque 3 -1.1809 L2 80.9167- Pole Max Tension 1 0.0000 0.0000 0.0000 45.0833 Max.Compression 26 -40.3373 -3.4436 0.8358 Max.Mx 8 -15.5370 - -10.7052 1163.3734 Max.My 2 -15.5332 10.4934 1161.8123 Max.Vy 8 21.1812 - -10.7052 1163.3734 Max.Vx 2 -21.2387 10.4934 1161.8123 Max.Torque 25 -1.2145 L3 45.0833-0 Pole Max Tension 1 0.0000 0.0000 0.0000 Max.Compression 26 -59.4397 -4.4566 1.3992 Max.Mx 8 -27.5864 - -20.3842 2328.6931 Max.My 2 -27.5862 20.0643 2331.7943 Max.Vy 8 25.2230 - -20.3842 2328.6931 Max.Vx 2 -25.3198 20.0643 2331.7943 Max.Torque 25 -1.2399 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 31 59.4397 -2.1804 -1.2610 Max. H, 21 20.7152 25.1860 0.1909 Max. H, 3 20.7152 0.1909 25.2828 Max.M, 2 2331.7943 0.1909 25.2828 Max.M, 8 2328.6931 -25.1860 -0.1909 Max.Torsion 13 1.2300 -14.1596 -24.1869 Min.Vert 68 17.3900 1.6127 -0.9311 Min.H, 9 20.7152 -25.1860 -0.1909 Min.H,, 14 27.6202 -0.1909 -25.2828 Min.M, 14 -2330.7932 -0.1909 -25.2828 Min. M,, 20 -2327.0153 25.1860 0.1909 Min.Torsion 25 -1.2356 14.1596 24.1869 Tower Mast Reaction Summary tnxTower Report-version 8.0.5.0 • July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 21 Load Vertical Shears Shear Overturning Overturning Torque Combination Moment,M, Moment,M: K K K kip-ft kip-ft kip-ft Dead Only 23.0168 0.0000 0.0000 -0.3991 -0.6681 0.0000 1.2 Dead+1.0 Wind 0 deg- 27.6202 -0.1909 -25.2828 -2331.7943 20.0648 1.1645 No Ice 0.9 Dead+1.0 Wind 0 deg- 20.7152 -0.1909 -25.2828 -2301.1755 20.0013 1.1660 No Ice - 1.2 Dead+1.0 Wind 30 deg- 27.6202 12.4277 -21.5690 -1994.3020 -1146.7458 0.9508 No Ice 0.9 Dead+1.0 Wind 30 deg- 20.7152 12.4277 -21.5690 -1968.0191 -1131.5342 0.9504 No Ice 1.2 Dead+1.0 Wnd 60 deg- 27.6202 21.7163 -12.3427 -1139.5549 -2006.4953 0.4745 No Ice 0.9 Dead+1.0 Wind 60 deg- 20.7152 21.7163 -12.3427 -1124.4855 -1980.0254 0.4725 No Ice 1.2 Dead+1.0 Wind 90 deg- 27.6202 25.1860 0.1909 20.3843 -2328.6931 -0.1267 No Ice 0.9 Dead+1.0 Wind 90 deg- 20.7152 25.1860 0.1909 20.2375 -2298.0029 -0.1298 No Ice 1.2 Dead+1.0 Wind 120 deg 27.6202 24.3303 14.0723 1248.0794 -2154.4311 -1.0125 -No Ice 0.9 Dead+1.0 Wind 120 deg 20.7152 24.3303 14.0723 1232.2617 -2126.7645 -1.0166 -No Ice 1.2 Dead+1.0 Wind 150 deg 27.6202 14.1596 24.1869 2141.3803 -1256.3609 -1.2265 -No Ice 0.9 Dead+1.0 Wind 150 deg 20.7152 14.1596 24.1869 2114.1657 -1240.1331 -1.2300 -No Ice 1.2 Dead+1.0 Wind 180 deg 27.6202 0.1909 25.2828 2330.7932 -21.7158 -1.1390 -No Ice 0.9 Dead+1.0 Wnd 180 deg 20.7152 0.1909 25.2828 2300.4453 -21.2173 -1.1410 -No Ice 1.2 Dead+1.0 Wind 210 deg 27.6202 -12.4277 21.5690 1993.2862 1145.0921 -0.9312 -No Ice 0.9 Dead+1.0 Wind 210 deg 20.7152 -12.4277 21.5690 1967.2722 1130.3159 -0.9311 -No Ice 1.2 Dead+1.0 Wind 240 deg 27.6202 -21.7163 12.3427 1138.5336 2004.8282 -0.4806 -No Ice 0.9 Dead+1.0 Wind 240 deg 20.7152 -21.7163 12.3427 1123.7349 1978.7973 -0.4783 -No Ice 1.2 Dead+1.0 Wind 270 deg 27.6202 -25.1860 -0.1909 -21.3965 2327.0153 0.1010 -No Ice 0.9 Dead+1.0 Wind 270 deg 20.7152 -25.1860 -0.1909 -20.9812 2296.7671 0.1048 -No Ice 1.2 Dead+1.0 Wind 300 deg 27.6202 -24.3303 -14.0723 -1249.0701 2152.7607 0.9927 - -No Ice 0.9 Dead+1.0 Wind 300 deg 20.7152 -24.3303 -14.0723 -1232.9898 2125.5344 0.9970 -No Ice _ 1.2 Dead+1.0 Wind 330 deg 27.6202 -14.1596 -24.1869 -2142.3694 1254.7037 1.2323 -No Ice 0.9 Dead+1.0 Wnd 330 deg 20.7152 -14.1596 -24.1869 -2114.8929 1238.9128 1.2356 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 59.4397 0.0000 -0.0000 -1.3992 -4.4566 0.0001 1.2 Dead+1.0 Wind 0 59.4397 -0.0127 -2.3867 -249.7228 -3.0066 0.1049 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wnd 30 59.4397 1.1875 -2.0606 -215.6889 -127.7941 0.0881 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 59.4397 2.0696 -1.1823 -124.2431 -219.5568 0.0477 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 59.4397 2.3971 0.0127 0.1118 -253.7067 -0.0055 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 59.4397 2.1804 1.2610 127.8911 -227.7383 -0.0807 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 59.4397 1.2663 2.1715 221.0264 -134.2962 -0.1045 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 59.4397 0.0127 2.3867 246.8728 -6.0806 -0.1045 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 59.4397 -1.1875 2.0606 212.8388 118.7072 -0.0878 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 59.4397 -2.0696 1.1823 121.3927 210.4699 -0.0476 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 59.4397 -2.3971 -0.0127 -2.9623 244.6198 0.0054 tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 22 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,Mr Moment,Mz K K K kip-ft kip-ft kip-ft deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 59.4397 -2.1804 -1.2610 -130.7414 218.6513 0.0807 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 59.4397 -1.2662 -2.1715 -223.8766 125.2090 0.1048 deg+1.0 Ice+1.0 Temp ' Dead+Wind 0 deg-Service 23.0168 -0.0449 -5.9530 -546.3298 4.1890 0.2791 Dead+Wind 30 deg-Service 23.0168 2.9262 -5.0786 -467.2641 -269.0182 0.2279 Dead+Wind 60 deg-Service 23.0168 5.1133 -2.9062 -267.1292 -470.3304 0.1151 Dead+Wind 90 deg-Service 23.0168 5.9302 0.0449 4.4700 -545.8000 -0.0285 Dead+Wind 120 deg- 23.0168 5.7287 3.3134 292.0466 -505.1648 -0.2425 Service Dead+Wind 150 deg- 23.0168 3.3340 5.6950 501.2904 -294.7972 -0.2970 Service Dead+Wind 180 deg- 23.0168 0.0449 5.9530 545.4881 -5.5932 -0.2777 Service Dead+Wind 210 deg- 23.0168 -2.9262 5.0786 466.4216 267.6138 -0.2266 Service Dead+Wind 240 deg- 23.0168 -5.1133 2.9062 266.2864 468.9254 -0.1152 Service Dead+Wind 270 deg- 23.0168 -5.9302 -0.0449 -5.3123 544.3945 0.0271 Service Dead+Wind 300 deg- 23.0168 -5.7287 -3.3134 -292.8879 503.7597 0.2412 Service Dead+Wind 330 deg- 23.0168 -3.3340 -5.6950 -502.1316 293.3927 0.2972 Service 1.2 Dead+1.0 Ev+1.0 Eh 0 30.9454 0.0000 -1.8621 -211.3814 -0.8629 -0.0003 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 17.3900 0.0000 -1.8621 -205.3691 -0.6235 -0.0002 deg 1.2 Dead+1.0 Ev+1.0 Eh 30 30.9454 0.9311 -1.6127 -183.1310 -106.2946 0.0005 deg 0.9 Dead-1.0 Ev+1.0 Eh 30 17.3900 0.9311 -1.6127 -177.9048 -103.1215 0.0003 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 30.9454 1.6127 -0.9311 -105.9497 -183.4759 0.0011 deg 0.9 Dead-1.0 Ev+1.0 Eh 60 17.3900 1.6127 -0.9311 -102.8710 -178.1553 0.0008 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 30.9454 1.8621 -0.0000 -0.5180 -211.7262 0.0014 deg 0.9 Dead-1.0 Ev+1.0 Eh 90 17.3900 1.8621 0.0000 -0.3730 -205.6196 0.0010 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 30.9454 1.6127 0.9311 104.9137 -183.4760 0.0014 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 17.3900 1.6127 0.9311 102.1251 -178.1554 0.0010 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 30.9454 0.9311 1.6127 182.0951 -106.2946 0.0010 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 17.3900 0.9311 1.6127 177.1590 -103.1216 0.0007 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 30.9454 0.0000 1.8621 210.3455 -0.8629 0.0003 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 17.3900 0.0000 1.8621 204.6233 -0.6235 0.0002 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 30.9454 -0.9311 1.6127 182.0952 104.5689 -0.0004 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 17.3900 -0.9311 1.6127 177.1590 101.8747 -0.0003 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 30.9454 -1.6127 0.9311 104.9138 181.7503 -0.0011 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 17.3900 -1.6127 0.9311 102.1252 176.9086 -0.0008 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 30.9454 -1.8621 -0.0000 -0.5180 210.0007 -0.0014 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 17.3900 -1.8621 0.0000 -0.3730 204.3728 -0.0010 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 30.9454 -1.6127 -0.9311 -105.9498 181.7503 -0.0014 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 17.3900 -1.6127 -0.9311 -102.8711 176.9085 -0.0010 deg tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 23 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 330 30.9454 -0.9311 -1.6127 -183.1311 104.5688 -0.0010 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 17.3900 -0.9311 -1.6127 -177.9049 101.8747 -0.0007 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 0.0000 -23.0168 0.0000 0.0000 23.0168 0.0000 0.000% 2 -0.1909 -27.6202 -25.2828 0.1909 27.6202 25.2828 0.000% 3 -0.1909 -20.7152 -25.2828 0.1909 20.7152 25.2828 0.000% 4 12.4277 -27.6202 -21.5690 -12.4277 27.6202 21.5690 0.000% 5 12.4277 -20.7152 -21.5690 -12.4277 20.7152 21.5690 0.000% 6 21.7163 -27.6202 -12.3427 -21.7163 27.6202 12.3427 0.000% 7 21.7163 -20.7152 -12.3427 -21.7163 20.7152 12.3427 0.000% 8 25.1860 -27.6202 0.1909 -25.1860 27.6202 -0.1909 0.000% 9 25.1860 -20.7152 0.1909 -25.1860 20.7152 -0.1909 0.000% 10 24.3303 -27.6202 14.0723 -24.3303 27.6202 -14.0723 0.000% 11 24.3303 -20.7152 14.0723 -24.3303 20.7152 -14.0723 0.000% 12 14.1596 -27.6202 24.1869 -14.1596 27.6202 -24.1869 0.000% 13 14.1596 -20.7152 24.1869 -14.1596 20.7152 -24.1869 0.000% 14 0.1909 -27.6202 25.2828 -0.1909 27.6202 -25.2828 0.000% 15 0.1909 -20.7152 25.2828 -0.1909 20.7152 -25.2828 0.000% 16 -12.4277 -27.6202 21.5690 12.4277 27.6202 -21.5690 0.000% 17 -12.4277 -20.7152 21.5690 12.4277 20.7152 -21.5690 0.000% 18 -21.7163 -27.6202 12.3427 21.7163 27.6202 -12.3427 0.000% 19 -21.7163 -20.7152 12.3427 21.7163 20.7152 -12.3427 0.000% 20 -25.1860 -27.6202 -0.1909 25.1860 27.6202 0.1909 0.000% 21 -25.1860 -20.7152 -0.1909 25.1860 20.7152 0.1909 0.000% 22 -24.3303 -27.6202 -14.0723 24.3303 27.6202 14.0723 0.000% 23 -24.3303 -20.7152 -14.0723 24.3303 20.7152 14.0723 0.000% 24 -14.1596 -27.6202 -24.1869 14.1596 27.6202 24.1869 0.000% 25 -14.1596 -20.7152 -24.1869 14.1596 20.7152 24.1869 0.000% 26 0.0000 -59.4397 0.0000 -0.0000 59.4397 0.0000 0.000% 27 -0.0127 -59.4397 -2.3866 0.0127 59.4397 2.3867 0.000% 28 1.1875 -59.4397 -2.0605 -1.1875 59.4397 2.0606 0.000% 29 2.0695 -59.4397 -1.1823 -2.0696 59.4397 1.1823 0.000% 30 2.3970 -59.4397 0.0127 -2.3971 59.4397 -0.0127 0.000% 31 2.1803 -59.4397 1.2609 -2.1804 59.4397 -1.2610 0.000% 32 1.2662 -59.4397 2.1714 -1.2663 59.4397 -2.1715 0.000% 33 0.0127 -59.4397 2.3866 -0.0127 59.4397 -2.3867 0.000% 34 -1.1875 -59.4397 2.0605 1.1875 59.4397 -2.0606 0.000% 35 -2.0695 -59.4397 1.1823 2.0696 59.4397 -1.1823 0.000% 36 -2.3970 -59.4397 -0.0127 2.3971 59.4397 0.0127 0.000% 37 -2.1803 -59.4397 -1.2609 2.1804 59.4397 1.2610 0.000% 38 -1.2662 -59.4397 -2.1714 1.2662 59.4397 2.1715 0.000% 39 -0.0449 -23.0168 -5.9530 0.0449 23.0168 5.9530 0.000% 40 2.9262 -23.0168 -5.0786 -2.9262 23.0168 5.0786 0.000% 41 5.1133 -23.0168 -2.9062 -5.1133 23.0168 2.9062 0.000% 42 5.9302 -23.0168 0.0449 -5.9302 23.0168 -0.0449 0.000% 43 5.7287 -23.0168 3.3134 -5.7287 23.0168 -3.3134 0.000% 44 3.3340 -23.0168 5.6950 -3.3340 23.0168 -5.6950 0.000% 45 0.0449 -23.0168 5.9530 -0.0449 23.0168 -5.9530 0.000% 46 -2.9262 -23.0168 5.0786 2.9262 23.0168 -5.0786 0.000% 47 -5.1133 -23.0168 2.9062 5.1133 23.0168 -2.9062 0.000% 48 -5.9302 -23.0168 -0.0449 5.9302 23.0168 0.0449 0.000% 49 -5.7287 -23.0168 -3.3134 5.7287 23.0168 3.3134 0.000% 50 -3.3340 -23.0168 -5.6950 3.3340 23.0168 5.6950 0.000% 51 0.0000 -30.9454 -1.8621 -0.0000 30.9454 1.8621 0.000% 52 0.0000 -17.3900 -1.8621 0.0000 17.3900 1.8621 0.000% 53 0.9311 -30.9454 -1.6127 -0.9311 30.9454 1.6127 0.000% 54 0.9311 -17.3900 -1.6127 -0.9311 17.3900 1.6127 0.000% 55 1.6127 -30.9454 -0.9311 -1.6127 30.9454 0.9311 0.000% 56 1.6127 -17.3900 -0.9311 -1.6127 17.3900 0.9311 0.000% tnxTower Report-version 8.0.5.0 x July 01, 2019 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 24 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 57 1.8621 -30.9454 0.0000 -1.8621 30.9454 0.0000 0.000% 58 1.8621 -17.3900 0.0000 -1.8621 17.3900 0.0000 0.000% 59 1.6127 -30.9454 0.9311 -1.6127 30.9454 -0.9311 0.000% 60 1.6127 -17.3900 0.9311 -1.6127 17.3900 -0.9311 0.000% 61 0.9311 -30.9454 1.6127 -0.9311 30.9454 -1.6127 0.000% 62 0.9311 -17.3900 1.6127 -0.9311 17.3900 -1.6127 0.000% 63 0.0000 -30.9454 1.8621 -0.0000 30.9454 -1.8621 0.000% 64 0.0000 -17.3900 1.8621 0.0000 17.3900 -1.8621 0.000% _ 65 -0.9311 -30.9454 1.6127 0.9311 30.9454 -1.6127 0.000% 66 -0.9311 -17.3900 1.6127 0.9311 17.3900 -1.6127 0.000% 67 -1.6127 -30.9454 0.9311 1.6127 30.9454 -0.9311 0.000% 68 -1.6127 -17.3900 0.9311 1.6127 17.3900 -0.9311 0.000% 69 -1.8621 -30.9454 0.0000 1.8621 30.9454 0.0000 0.000% 70 -1.8621 -17.3900 0.0000 1.8621 17.3900 0.0000 0.000% 71 -1.6127 -30.9454 -0.9311 1.6127 30.9454 0.9311 0.000% 72 -1.6127 -17.3900 -0.9311 1.6127 17.3900 0.9311 0.000% 73 -0.9311 -30.9454 -1.6127 0.9311 30.9454 1.6127 0.000% 74 -0.9311 -17.3900 -1.6127 0.9311 17.3900 1.6127 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 0.00003091 3 Yes 4 0.00000001 0.00061579 4 Yes 6 0.00000001 0.00016610 5 Yes 6 0.00000001 0.00004424 6 Yes 6 0.00000001 0.00016065 7 Yes 6 0.00000001 0.00004242 8 Yes 5 0.00000001 0.00006369 9 Yes 4 0.00000001 0.00079939 10 Yes 6 0.00000001 0.00016461 11 Yes 6 0.00000001 0.00004193 12 Yes 6 0.00000001 0.00017172 13 Yes 6 0.00000001 0.00004428 14 Yes 5 0.00000001 0.00017359 . 15 Yes 5 0.00000001 0.00007111 16 Yes 6 0.00000001 0.00015935 17 Yes 6 0.00000001 0.00004202 18 Yes 6 0.00000001 0.00016407 19 Yes 6 0.00000001 0.00004361 20 Yes 5 0.00000001 0.00008408 21 Yes 4 0.00000001 0.00095708 22 Yes 6 0.00000001 0.00017033 23 Yes 6 0.00000001 0.00004384 24 Yes 6 0.00000001 0.00016389 25 Yes 6 0.00000001 0.00004169 26 Yes 4 0.00000001 0.00006284 27 Yes 5 0.00000001 0.00040214 28 Yes 5 0.00000001 0.00044924 29 Yes 5 0.00000001 0.00044997 30 Yes 5 0.00000001 0.00041044 31 Yes 5 0.00000001 0.00045965 32 Yes 5 0.00000001 0.00045819 33 Yes 5 0.00000001 0.00039642 34 Yes 5 0.00000001 0.00042384 35 Yes 5 0.00000001 0.00042329 36 Yes 5 0.00000001 0.00038841 37 Yes 5 0.00000001 0.00044306 38 Yes 5 0.00000001 0.00044430 39 Yes 4 0.00000001 0.00018158 40 Yes 5 0.00000001 0.00006770 41 Yes 5 0.00000001 0.00006251 • 42 Yes 4 0.00000001 0.00014067 tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 25 43 Yes 5 0.00000001 0.00007024 44 Yes 5 0.00000001 0.00007745 45 Yes 4 0.00000001 0.00021239 46 Yes 5 0.00000001 0.00006027 47 Yes 5 0.00000001 0.00006505 48 Yes 4 0.00000001 0.00014404 49 Yes 5 0.00000001 0.00007610 50 Yes 5 0.00000001 0.00006922 - 51 Yes 4 0.00000001 0.00007285 52 Yes 4 0.00000001 0.00001555 53 Yes 4 0.00000001 0.00014861 54 Yes 4 0.00000001 0.00006878 55 Yes 4 0.00000001 0.00014840 56 Yes 4 0.00000001 0.00006867 57 Yes 4 0.00000001 0.00007307 58 Yes 4 0.00000001 0.00001557 59 Yes 4 0.00000001 0.00014663 60 Yes 4 0.00000001 0.00006799 61 Yes 4 0.00000001 0.00014643 62 Yes 4 0.00000001 0.00006796 63 Yes 4 0.00000001 0.00007185 64 Yes 4 0.00000001 0.00001543 65 Yes 4 0.00000001 0.00014340 66 Yes 4 0.00000001 0.00006676 67 Yes 4 0.00000001 0.00014360 68 Yes 4 0.00000001 0.00006687 69 Yes 4 0.00000001 0.00007161 70 Yes 4 0.00000001 0.00001539 71 Yes 4 0.00000001 0.00014536 72 Yes 4 0.00000001 0.00006754 73 Yes 4 0.00000001 0.00014555 74 Yes 4 0.00000001 0.00006757 Maximum Tower Deflections - Service Wind Section Elevation Harz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 130-80.9167 32.3241 43 2.3292 0.0051 L2 85-45.0833 13.3203 43 1.5363 0.0020 L3 50-0 4.4688 43 0.8385 0.0008 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 129.0000 AAFIA_CCIV2 w/Mount Pipe 43 31.8618 2.3124 0.0050 20279 127.0000 (2)Side Lighting 43 30.9378 2.2789 0.0049 20279 125.4584 CCISeismic Tower Section 1 -1 43 30.2264 2.2531 0.0047 20279 124.5000 CCISeismic(2)nokia 43 29.7848 2.2370 0.0047 18436 ASU9325TYP01(1-3/5)From 0 to 129(120ft to129ft) 118.0000 (2)PCSS065-19-2 w/Mount Pipe 43 26.8108 2.1275 0.0042 8449 115.9167 CCISeismic Tower Section 1 -2 43 25.8688 2.0921 0.0040 7199 115.0000 CCISeismic(2)nokia 43 25.4565 2.0765 0.0040 6759 ASU9325TYP01(1-3/5)From 0 to 129(110ft to120ft) 114.0000 CCISeismic(6)andrew LDF7- 43 25.0084 2.0595 0.0039 6336 50A(1-5/8)From 0 to 118(110ft toll8ft) 105.9167 CCISeismic Tower Section 1 -3 43 21.4666 1.9198 0.0033 4209 105.0000 CCISeismic(2)nokia 43 21.0755 1.9038 0.0033 4055 ASU9325TYP01(1-3/5)From 0 to tnxTower Report-version 8.0.5.0 A July 01, 2019 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 26 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 129(100ft to110ft) 95.9167 CCISeismic Tower Section 1 -4 43 17.3496 1.7413 0.0027 2973 95.0000 CCISeismic(2)nokia 43 16.9906 1.7245 0.0026 2895 ASU9325TYP01(1-3/5)From 0 to 129(90ft to100ft) • 90.0000 MA-70080-8CF-EDIN-0 w/ 43 15.0963 1.6317 0.0023 2533 Mount Pipe 85.9167 CCISeismic Tower Section 1 -5 43 13.6364 1.5540 0.0021 2326 85.0000 CCISeismic(2)nokia 43 13.3203 1.5363 0.0021 2301 ASU9325TYP01(1-3/5)From 0 to 129(80ft to90ft) 80.0417 CCISeismic Tower Section 2-1 43 11.6880 1.4389 0.0018 2292 75.0000 CCISeismic(2)nokia 43 10.1602 1.3380 0.0016 2335 ASU9325TYP01(1-3/5)From 0 to 129(70ft to80ft) 70.0833 CCISeismic Tower Section 2-2 43 8.7962 1.2384 0.0014 2378 65.0000 CCISeismic(2)nokia 43 7.5143 1.1352 0.0012 2423 ASU9325TYP01(1-3/5)From 0 to 129(60ft to70ft) 60.0833 CCISeismic Tower Section 2-3 43 6.3963 1.0361 0.0011 2469 55.0000 CCISeismic(2)nokia 43 5.3640 0.9352 0.0009 2518 ASU9325TYP01(1-3/5)From 0 to 129(50ft to60ft) 50.0833 CCISeismic Tower Section 2-4 43 4.4827 0.8401 0.0008 2600 45.0000 CCISeismic Tower Section 3-1 43 3.6889 0.7450 0.0006 2853 35.0000 CCISeismic Tower Section 3-2 43 2.4329 0.5668 0.0004 3668 25.0000 CCISeismic Tower Section 3-3 43 1.5040 0.3981 0.0003 5135 15.0000 CCISeismic Tower Section 3-4 43 0.8089 0.2361 0.0002 8558 5.0000 CCISeismic Tower Section 3-5 43 0.2541 0.0783 0.0001 25674 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 130-80.9167 137.4125 10 9.9412 0.0217 L2 85-45.0833 56.7856 10 6.5616 0.0086 L3 50-0 19.0705 10 3.5812 0.0032 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 129.0000 AAFIA_CCIV2 w/Mount Pipe 10 135.4528 9.8699 0.0213 4974 127.0000 (2)Side Lighting 10 131.5353 9.7272 0.0207 4974 125.4584 CCISeismic Tower Section 1 -1 10 128.5195 9.6172 0.0202 4974 124.5000 CCISeismic(2)nokia 10 126.6473 9.5487 0.0199 4522 ASU9325TYP01(1-3/5)From 0 to 129(120ft to129ft) 118.0000 (2)PCSS065-19-2 w/Mount Pipe 10 114.0381 9.0822 0.0178 2070 115.9167 CCISeismic Tower Section 1 -2 10 110.0437 8.9316 0.0172 1763 115.0000 CCISeismic(2)nokia 10 108.2954 8.8651 0.0169 1655 ASU9325TYP01(1-3/5)From 0 to 129(110ft to120ft) 114.0000 CCISeismic(6)andrew LDF7- 10 106.3954 8.7925 0.0166 1551 50A(1-5/8)From 0 to 118(110ft to118ft) 105.9167 CCISeismic Tower Section 1 -3 10 91.3732 8.1975 0.0141 1027 105.0000 CCISeismic(2)nokia 10 89.7142 8.1290 0.0138 989 ASU9325TYP01(1-3/5)From 0 to tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 27 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 129(100ft to110ft) 95.9167 CCISeismic Tower Section 1 -4 10 73.9024 7.4365 0.0113 722 95.0000 CCISeismic(2)nokia 10 72.3782 7.3650 0.0110 703 ASU9325TYP01(1-3/5)From 0 to 129(90ft to100ft) • 90.0000 BXA-70080-8CF-EDIN-0 w/ 10 64.3329 6.9689 0.0098 613 Mount Pipe 85.9167 CCISeismic Tower Section 1 -5 10 58.1292 6.6372 0.0089 562 85.0000 CCISeismic(2)nokia 10 56.7856 6.5616 0.0087 556 ASU9325TYP01(1-3/5)From 0 to 129(80ft to90ft) 80.0417 CCISeismic Tower Section 2-1 10 49.8429 6.1462 0.0077 553 75.0000 CCISeismic(2)nokia 10 43.3398 5.7150 0.0068 561 ASU9325TYP01(1-3/5)From 0 to 129(70ft to80ft) 70.0833 CCISeismic Tower Section 2-2 10 37.5294 5.2896 0.0059 569 65.0000 CCISeismic(2)nokia 10 32.0651 4.8489 0.0051 577 ASU9325TYP01(1-3/5)From 0 to 129(60ft to70ft) 60.0833 CCISeismic Tower Section 2-3 10 27.2965 4.4254 0.0044 586 55.0000 CCISeismic(2)nokia 10 22.8915 3.9944 0.0038 595 ASU9325TYP01(1-3/5)From 0 to 129(50ft to60ft) 50.0833 CCISeismic Tower Section 2-4 10 19.1301 3.5880 0.0032 612 45.0000 CCISeismic Tower Section 3-1 10 15.7416 3.1817 0.0027 671 35.0000 CCISeismic Tower Section 3-2 10 10.3810 2.4204 0.0019 861 25.0000 CCISeismic Tower Section 3-3 10 6.4172 1.6998 0.0012 1204 15.0000 CCISeismic Tower Section 3-4 10 3.4512 1.0082 0.0007 2006 5.0000 CCISeismic Tower Section 3-5 10 1.0839 0.3341 0.0002 6016 Compression Checks Pole Design Data Section Elevation Size L Lu Kl/r A P„ 4P,, Ratio - No. P„ ft ft ft in2 K K OP„ L1 130-80.9167 TP25.07x14.76x0.2188 49.083 0.0000 0.0 16.900 -9.5808 988.6770 0.010 (1) 3 5 L2 80.9167- TP32.16x23.7748x0.3125 39.916 0.0000 0.0 31.007 -15.3521 1813.9200 0.008 45.0833(2) 7 3 L3 45.0833-0 TP41x30.5022x0.375 50.000 0.0000 0.0 49.054 -27.5799 2869.7000 0.010 (3) 0 7 Pole Bending Design Data Section Elevation Size M, 4M,,„ Ratio My +M„y Ratio No. M,,, Muy ft kip-ft kip-ft QM„„ kip-ft kip-ft 4ry/„y L1 130-80.9167 TP25.07x14.76x0.2188 480.5400 548.2325 0.877 0.0000 548.2325 0.000 (1) L2 80.9167- TP32.16x23.7748x0.3125 1199.2583 1347.0833 0.890 0.0000 1347.0833 0.000 45.0833(2) L3 45.0833-0 TP41x30.5022x0.375 2489.8333 2708.4083 0.919 0.0000 2708.4083 0.000 (3) tnxTower Report-version 8.0.5.0 July 01, 2019 130 Ft Monopole Tower Structural Analysis CC!BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 28 Pole Shear Design Data Section Elevation Size Actual 41V,, Ratio Actual eT. Ratio No. V. V T. T. ft K K eV, kip-ft kip-ft OT. L1 130-80.9167 TP25.07x14.76x0.2188 18.1644 296.6030 0.061 1.0680 625.9933 0.002 (1) L2 80.9167- TP32.16x23.7748x0.3125 23.0646 544.1770 0.042 0.9679 1475.0167 0.001 45.0833(2) - L3 45.0833-0 TP41x30.5022x0.375 28.1464 860.9100 0.033 1.0126 3076.4583 0.000 (3) Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M,,. Muy V T. Stress Stress ft OP %x $M Y d?Vn 111T, Ratio Ratio L1 130-80.9167 0.010 0.877 0.000 0.061 0.002 0.890 1.050 4.8.2 (1) L2 80.9167- 0.008 0.890 0.000 0.042 0.001 0.901 1.050 4.82 45.0833(2) L3 45.0833-0 0.010 0.919 0.000 0.033 0.000 0.930 1.050 4.8.2 (3) Section Capacity Table Section Elevation Component Size Critical P OPe. % Pass No. ft Type Element K K Capacity Fail L1 130-80.9167 Pole TP25.07x14.76x0.2188 1 -9.5808 1038.1108 84.8 Pass L2 80.9167- Pole TP32.16x23.7748x0.3125 2 -15.3521 1904.6159 85.8 Pass 45.0833 L3 45.0833-0 Pole TP41x30.5022x0.375 3 -27.5799 3013.1849 88.6 Pass Summary . Pole(L3) 88.6 Pass RATING= 88.6 Pass tnxTower Report-version 8.0.5.0 A � July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order 484987, Revision 2 Page 29 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.5.0 • I • • LI {1 1 (60j lt�y/acoNsl'Tooc¢lm OTCR CONSIDERED EQUIPMENT) 1-5/]'TO 90 ET LEVEL' / (6) /111 TO DO 111 LEVEL FT LEVEL / \ / \ • / / // \\ I / \ I I Q3 02 II I ,\ \\\ // / \\ // \• \`~ '// ()S6XI-S//C 10 00 fl LEVEL ENi) (PROPOSED EWPNENT CONEIGUMTIOM) 1-3/S1 TO 129 FT IEPEL (J)1-5/C TO 129 FT LEVEL CUEING FEOS - W/" Y CLIMB • BVONESS MIT:EZ•ill TOWER ID:C_EVSELEVEL July 01, 2019 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1761999, Order484987, Revision 2 Page 30 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.5.0 r � Monopole Base Plate Connection CROWN Cr:v CASTLE 8U It 824338 Site Name Greenburg O Order a 484987 Rev.2 O O Analysis Considerations - ^, TIA-222 Revision H �/ Grout Considered: No I„(in) 1.5 Applied toads Moment(kip-ft) 2489.83 Axial Force(kips) 27.58 Shear Force(kips) 28.15 `TIA-222-H Section 15.5 Applied ^O^ 0 LJ 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=205.58 . Pnc=243.75 Stress Rating Vu=2.35 ¢Vn=73.13 80.4% Base Plate Data Mu=n/a ¢Mn=n/a Pass 54.95"OD x 2.75"Plate(5-128;Fy=60 ksi,Fu=80 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 24.68 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 43.5% Pass Pole Data 41"x 0.375"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-version 3.6.0 Analysis Date:7/1/2019 Drilled Pier Foundation CROWN B FI: CASTLE Site Name:Greenb Greenburg �r� Order Number:484987 Rev.2 TIA-222 Revison: H Tower Type: Monopole Analysis Results Check Limitation Applied Loads Sail lateral Capacity Compression Uplift IlaiiiinERIEIMMEONSISIIII Comp. Uplift D„e(ft from TOC) 6.09 INNIMIIIIIIIIIIII Moment(kip-ft) 2490 Soil Safety Factor 2.21 - Axial Force(kips) 28 Max Moment(kip-ft) 2635.72 - Shear Force(kips) 28 Rating' 57.4% - Soil Vertical Capacity Compression Uplift Material Properties skin Friction(kips) 210.25 - IES=15511111=311 End Bearing(kips) 134.53 - Reber Sire .th,F: 1:211 Weight of Concrete(kips) 119.74 - Total Capacity(kips) 344.78 - Pm,Duo gin Data Axial(kips) 147.74 - Depth 27 ft Rating' 40.8% - Ext.Above Grade 1 ft Reinforced Concrete Capacity Compression Uplift Pier Section 1 Critical Depth(ft from TCC) 5.89 - From 1'above grade to 27'below grade Critical Moment(kip-ft) 2635.39 - Pier Diameter 5.5 ft Critical Moment Capacity 3176.89 - r Reber Quantity 20 Rating' 79.0% - IL Reber Size 10 Clear Cover to Ties 3 in Soil Interaction Rating" 57.4% Tie Size 3 Structural Foundation Rating' 79.0% 'Rating per TIA-222-H Section 15.5 Groundwater Depth I. nla lit I#of Layers I 7 Calculated Calculated Ultimate Skin Ult Gross Angle of Ultimate Skin Top Bottom Thickness 'ewe y.mo... Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow layer Friction Friction Uplift Sal Type (ft) (ft) (ft) (pap (KO BO) Friction Comp Friction Uplift Override Capacity Count (degrees) &al) Iksfl tits') override(ksf) (ksp 1 0 3 3 149 150 0 0 0.000 0.000 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 2.1.1 CROWN BU:W0: 824338 1761999 Structure: A CASTLE Order: 484987 Rev: 2 Location Decimal Degrees Deg Min Sec Let: 45.435056 ± 45 26 6.20 Long: -122.759222 - 122 q3 33.20 Code and Site Parameters Seismic Design Code: TIA-222-H* Site Soil: D Dense Soil/Soft Rock Risk Category: II USGS Seismic Reference S5: 0.9780 g Sl: 0.4240 g TL: N/A s Seismic Design Category Determination Importance Factor,le: 1 Acceleration-based site coefficient,F,: 1.1088 Velocity-based site coefficient,F,,: 1.5760 Design spectral response acceleration short period,Sps: 0.7229 g Design spectral response acceleration 1 s period,Spl: 0.4455 g Seismic Design Category Based on Sps: D Seismic Design Category Based on So,: D Seismic Design Category Based on Sl: N/A Controlling Seismic Design Category: *using ASCE 7-10 Seismic Parameters CCISeismic 3.2.3 Page 1 Analysis Date: 7/1/2019 CROWN BU: WO: 824338 1761999 Structure: A ____ CASTLE Order: 484987 Rev: 2 Tower Details Tower Type: Tapered Monopole Height,h: 130 ft Effective Seismic Weight,W: 23.00 kips Amplification Factor,A,: 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,,: 7.01923 kips WL: 15.97842784 kips E: 29000.0 'ksi g: 386.088 in/s2 Average Moment of Inertia,la"g: 3578.762836 in° F,: 0.27263961 hz Approximate Fundamental Period Monopole,-fa: 3.6678 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.4820 2.7.7.1.1 Seismic Response Coefficient Max 1,C,,,,a, 0.0810 2.7.7.1.1 Seismic Response Coefficient Max 2,C,ma, N/A 2.7.7.1.1 Seismic Response Coefficient Min 1,C,m;, 0.0318 2.7.7.1.1 Seismic Response Coefficient Min 2,C ; N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C„ 0.0810 Seismic Base Shear,V ; '' 1.8- ^: kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 2.000 2.7.7.1.2 Sum of w;h;k 151144.64 2.7.7.1.2 CCISeismic 3.2.3 Page 2 Analysis Date: 7/1/2019 Tower Section Loads Section Length Top Height Mid Height,h� Se4iun Wwh; C Fp __..F,V Number Weighty w, ® 9.08 IMMUDZEMMEISUREIMMOMEMIIMMMMIMEI ®®®®®®®®® ®MEEIM®NEXEMMEMEINI®BEIMM 0.0648 IIMEM ME==IMEMMINEMINIEMEMMEEMIIMMETUMIEMMEM ®® 90.92 ®IMIMM 4205.00 ®111Mffill 0.0824 MOIMMEIZ=MMUIMI=MEMMEHMIEMEUSITUNEM ® 10.00 111161MIUMEN. 0.9093 4466 42 0.0296 0.0550 MEM ®®®®®®MEEM®® ® 10.00 M111111.1=1.110=111110311EIMMEIMIEMEI® ®® 40.0o MEM MIESEIIIIIENBIll MEE= 0.1974 ®®®®®r ®* 20.00 ®i ®ER020. 0.0023 ®® ®®®®ill l r Sunk`.( ,.µt,7 40) �. .. • CCISeismic 3.2.3 Page 3 Analysis Date: 7/1/2019 Discrete Loads Name h, w, w,h„k C,,, F,n 121 misc.!Side Lighting 127.00 0.0100 161.29 0.0011 0.0020 00014 nu<i3 Ai,21I CCi:2 w/Mount P.P0 1 120 00 0.2672 444644 0 0294 0 0548 C O386 no41a AAFIA_CCIV2 w/Mount Fipe I 129.00 0.2672 4446.48 0.0294 0.0548 0.0386 ncoia AAFIA CCIV2 sv'Mount,F pe 12900 0.2672 4445 48 0.0204 00548 0 0386 commscopc FFHH-65C-R3 w/Mount Pipe 129.00 0,1605 2E71.05 0.0177 0.0329 0.0232 conmscc pe FFHH-650-R3 WI Mourn Pipe 129CO 0.1605 2671.CS 0.0177 00329 C.0232 commseope FFHH-65C-R3w/Mount Pipe 129.00 0.1605 2671.05 0.0177 0.0329 C.0232 noloa rXN 129CO 0.CSS1 916.n2 0.0061 0.0113 U.U080 rokia AHLOA 129.00 0.0838 1394.52 0.0092 0.0172 00121 ..- no kia AHLCA 12900 00838 139452 0.0092 001/2 0-0121 rokia AHLOA 129.00 I 0.0838 1394.52 0.0092 0.0172 0.0121 :071:ap RNS6iDC-7772-PF-48 129011 001,,11 316 16 4.11021 0.0039 9.0027 - raycap RTMDC-5634-PF-48 129.00 I 0.0219 354.44 00024 00045 0.0032 (2i to-ver moarts 5'x 2"Mount Pip:. 129.62 U-GN1O 732.20 0.DC48 01(093 0.COE4 ,2)tower mounts 6'x 2"Mount Pipe 129.00 0.0440 732.20 0.0042 0.0090 00064 (2)tower mo.Irtr.6'x 2'Mou n Pine 129.00 0.0440 732.20 0.DC48 3.0090 00064 tower mounts Platform Mount[LP 713-1] 129.00 1.5100 25177.91 0.1653 0.3096 0.2183 rum r ruot.nLL,MLscell a n e.oce[NA 509-3i 129-00 027 457123 00333 00554 00398 (2)jaybeam wireless PCS5055-19-2 w/Mount Pipe 11800 00604 1119.49 0.U074 0.0138 0.0116 (2)laybean wireless°CSSC63 19.2 w1 Mourt Pipe 118.00 0.0804 1119-49 0.0074 0 0138 0-0_16 (2)jaybeam wireless PCSS065-19-2 w/Mount Pipe 118.00 0.0804 1119.49 0.0074 0.0138 0.0116 tower mounts 0 x 2'Mount Pipe 118 00 0 0223 30633 C 0020 0.0038 00932 tower mounts 6'x 2"Mount Pipe 118.00 0.0229 306.33 0.0020 0.0038 0.0032 tower mounts 6 x 2'Mount Plpe 1180C 00223 30633 CCfUO 00038 0.0032 tower mounts T-Amp Mount[TA 502-3] 118.0C 07743 10781.35 0.0713 0.1328 0.1120 antel BXA-70083-BCF{DIN-0 wj Mount Plpe 20.00 00554 448.74 C.1000 0.6055 00080 antel 03A-70040/8CF w/Mount Pipe. 90.00 0.0825 668.25 0.0044 0.0082 0.0119 ante!OXA-70963/SCr w/Mount Pipe 20.00 50564 45684 0.0030 C0056 9.0082 (2)cornmucope JAHH-45C-R36 w/Mount Pipe 90.00 0.2728 2209.68 0.0146 00272 00394 (2)conmsmpe JAHH-45CP38 w/Motor Pipe 9000 9272,i 2209.1,8 0.01to (1.1272 0.0394 (2)commsceoe JAHH-45C-R36 w/Mount Pipe 90.00 0.2728 2209.68 0.0146 0-0272 0.0394 Ericsson 9613532 B2 9000 00529 126.49 0.11028 0.0053 0.0070 Ericsson RRUS 32 62 90.00 0.0529 428 49 (1 CO28 0.0053 0 0076 encsson OPUS 32 82 411 0C 0.9529 428 54 (I CO26 C.0053 0.007, Ericsson RADIO 2212 90.00 0-0353 285 93 0 0019 0 0035 00051 ericsson RADIO 2212 Si 02 0.03c3 263.93 02019 C.0035 0.0051 Ericsson RADIO 2212 90.00 0.0353 200.93 0.0019 0.0035 0.0051 i2)kaeWs D600037610 11 90.01-1 0111U2 105.92 0.0007 0.0011 03019 (2)kaelus 0900037F1V24 90.00 0.0132 105-92 00007 00013 00019 12)k,c Ins 48000371-102-1 90.00 C 1132 45 02 0.0307 0.0013 0J019 edcsson PROS 32 866 I 90.00 C 0530 42930 0.0028 0.0053 0.0077 c r_,..o1 RZUS 32 866 90.00 0.0530 429.30 0.0028 0.0033 0.0077 ericoton RRUS 32 B66 90.00 00530 429.30 0.0028 0.0053 0.0077 raycap 9CMDC-3315-PF-48 90.00 0.11320 259.20 3.0017 0-0032 00046 raycap RCMDC-3315-PF-48 90.00 0.0320 259.20 0.0017 0.0032 0.0046. trove-mounts 6 x 2"Mount Pipe 90.00 0.0220 178.20 ',012 00022 U 0032 tower mounts 6'x 2"Mount Pipe 90.00 0.0220 178.20 00012 D.0022 0.0032 tower mounts 6'x 2"Vount Pipe 90.00 0-C220 17220 00012 00022 00032 tower mounts 1-Arm Mount[TA.602.31 90.0U 1 07741 62/1.83 0.0415 0.0773 0.1120 Suml 7.0192 9353416 CCISeismic 3.2.3 Page 4 Analysis Date:7/1/2019 Linear Loads Name Start Height End Height h, Wr w,h," C„" F,„ Fw (2)nokia AS09325TYP01(1-3/5)From 0 to 129 120.00 129.00 124,50 00291 450.31 0.0030 0.0055 0.0042 (2)nokia A5J932509901(1-3/5)From 0 to 129 _10.00 120.00 11503 00323 426.90 00022 0.0053 00047 (2)nokia ASU9325TYP01(1-3/5)From08,129 10000 110.00 10500 0.0323 35589 0.0024 0.0044 0.0047 (2)nokia 054932579001(1-3/5)From 0 to 129 5000 10000 91:.00 0.0323 29133 0.0019 00035 00047 (2)nokia ASU9325TYP01(1-3/5)From 0 to 129 SO 00 90.00 85.00 0-0323 233.22 0.0015 0.0029 0.0047 (2)nokia ASJ9325T1201(1-3/5)From 0 to 129 7J.00 SOLO 75.00 0.0323 18132 0.0012 0.0022 0.001/ (2)nokia A50 9 3 2513 90 1(1-3/5)From U to 129 90.00 7000 5500 00123 136.3E 00009 00017 00047 (2)nakle,SS.1932srr001(1-3/5;)From 0 to 129 SD 00 60.00 55.00 0.0:i23 SZ65 0-0006 00012 0-0047 (2)nokia 459932511'801(1.3/5)From O to 129 40.00 50.00 45.00 0.0323 5537 00004 00008 00047 (2)nc.is AS 19325T9901(1-3/5;From 0 to 129 3010 40.00 35.00 0.0323 3954 0.0003 0.0005 0.0047 (2)nokia ASU932510P01(13/5)From 0 to 129 20.00 30.00 25,00 0.0323 20.18 0.0001 0.0002 0.0047 _ (2)rmk13 AS'J9325TY901(1-3/5)From 01o129 10.00 2040 15-00 0.0323 7.25 D.0000 0.0001 00047 (2)nokia ASU9325TYP01)1-3/5)From 0 to 129 0.00 10.00 500 0.0323 081 0.0000 0.0000 00047 (5)andrew LD27.50A(1-5/8)From C to 129 -23.DC 129.OD 124 03 0 0369 57196 0 0038 0.0073 0 C053 (5)andrew LDF7-50A(1-5/8)From 0 to 129 110.00 120.00 110.00 0,0410 5 223 0.0036 0.0067 0.0059 (5)andrew LDF7-50A(1.1./3(From C to 12 200.CC 1100D 105 0; 0.0410 45203 0.0030 0.0356 0 C059 (5)andrew LDF7-50A)1-5/8(From C to 129 90.00 100.00 95 D0 0,0410 370.03 0.0024 0.0045 0.0059 (5)andrew LDF7.50A{15/8)From C to 125 81(;; 90 CO 25DO 00410 29623 9 0120 011C36 0 C059 (5)andrew LDF7-50A(1-S/8)From 0 to 129. 70.00 80.00 75.00 0.0410 230.53 D 0015 0.0028 0.0059 (5)andrew LDF7-50A(1-5/8)From C to 129 b0.00 70 CO 55.D0 0.0410 173.23 00011 0.0021 0.0059 (5)andrew LDF7-50A)1-5/8)From C to 129 5000 60.00 55.00 0.0410 12403 0.0008 0.0015 0.0059 (5)andrew 12-7-504;15/8)From C to 125 10.00 50-00 I,00 00410 83.03 00005 00010 0 C059 (5)andrew LDF7-50A(1-5/8)From 0 to 129 3000 40 CO 3500 0.0410 50.23 D.0003 0.0006 0.0059 (s)andrew LD"7-504(1-5/8)From C to 129 20 f0 3000 25.00 0.0.110 25.63 00002 0.0203 (J.6059 (5)andrew 1007-503)1-5/8)From 0 to 129 1001 23(10 15.DC 0.0410 923 00001 0.0001 00059 (S)andrew 12:7-50A;1.5/8)From C to 125 0.CO 10.00 5.00 00410 1.C3 0.0000 0-0900 0-CUS9 (6)andrew LDF7-50A(1-5/8)From 0 to 118 110.00 118.00 114.CO 0.0394 51152 0.0034 0.0063 0 C0S7 16)andr w LDr7-50A(1-5/8)From C to 116 100.DC 110.02 105 01 00492 542.43 0 0035 00967 11 C0/1 (6)andrew LDF7.50A(1-5/8)From 0 to 119 99.00 100.00 9500 0 0492 444-03 0-0029 0.0055 0 0071 6)ando•w 1 1-)7 5(991-/A)From C to 118 8000 90 00 49.00 C.0492 355.47 0 0024 0_0J44 0.0071 (6)andrew LDF7-50A(1-5/8)From 0 to 118 70.00 80.00 7500 00492 276.75 00018 00034 0.0071 (6)andrew LDr7-50A(1-5/8)From C to 118 60-00 7000 55.00 CD492 207.87 0.0014 00926 0 C071 (6)andrew 11F7-500)1-5/8)From 0 to 118 5000 60.00 5500 0.0492 14883 00010 _ 00018 0.0071 fi)andraw L9r7-SOA(1-5/2)From C to 1".F 40.0D SO CO 4500 CD492 99.63 0.0007 0OJ12 (LC071 (6)andrew LDF7-50A(1-5%8)From 0 to 118 30.00 40.00 35.00 00492 60.27 0.0004 0 0007 0.0071 (6)andrew LD=7-50A(1-5/2)From C to 11S 20 OD 30 CO 25.00 C.0492 30.75 00002 0.0001 I 0.0071 (6)andrew LDF7-50A(1.5/8)From 0 to 118 10.00 20.00 15.00 00492 11.07 D.0001 0.00011 I 0.0971 O 2ndr F=7-50A;15/3 From C to 1'S 0 CO 10 CD 5.00 0.0402 1.23 D.0000 0.0000 00071 (9)andrew 1017-504)1-5/8)From 0 to90 80.00 90.00 85.00 0,0738 533.21 0.0035 00065 1 0.0107 (3)endrew1007-50A(1-5/e)From 0 to 10 7000 8000 75 00 0.0738 415.13 00027 0005t 00107 (9)andrew L8F7-50A(1-5/8)From 0 to 90 60.00 70.00 55.00 0.0738 311.81 0.0021 0.0038 0.0107 (9)andrew0017-50/0.5/8)From 0 to 90 5000 60.00 55.00 00738 22325 30015 00028 00107 (9)andrew LDF7-50A)1-5/8)From 0 to90 40.00 50.00 45.00 _ 0,0738 149.45 0.0010 0.0013 0.0107 (9)andrew_UF7-50A;1-5/3(From 0 to 90 3000 40 CO 3500 0.0739 50 41 C 0006 0 0011 0 C107 (9)andrew LDF7-500(1-5/8)From 0 to 90 20-00 30.00 25.00 0.0738 45.13 0.0003 0.0006 0.0107 hi).;nd raw_ID.F7-50A(1-/31 From 0 to 90 1000 20.(20 15 U0 0.0738 1591 00001 00302 U C107 [(9).mdraw LDF7-5040-5/8i From 0 to90 0-00 10-00 5.00 0.0738 1.85 0.0000 0.0000 0.0107 3)andrew :1 0A(1-/3;From 0 to 50 20 00 90.00 85.00 C.0192 355.47 30024 00014 0.0071 (9).and9e9 112F7-50411.5/81 From C.to 90 70 00 8000 75.00 CD492 276 75 0-0018 0-0034 0.0071 (5)andr - - F ,^C to 90 610U /0.10 b5.0U 0.0492 207.27 00014 00025 00071 (6)andrew'_007-5091-5/01 FM,Clout 5(1 00 6000 5500 0.0492 14883 0.0010 0.0018 0.0071 .o)and G:7.50A!1- 3 From n to 90 4000 50.CO 45.00 0.0192 59.63 U.0007 0.0012 00071 (6)andrew LDF7-50A(I-5/8)From 0 to 90 3000 40.00 35.00 0.0492 6027 0.0004 0.0007 0.0071 (5)and row_UF7-50.'t(1-5r9,From O to"U 23.00 30.G1 25.00 0W--YL 30-/S 2.0002 00904 00071 (6)andrew LDF7-505(1-5/8)From 0 to 50 10.00 20.00 15 00 0.0492 11 07 00001 00001 0 0071 (5)and ri,'11F7 50A11 5 3;From 0 to 90 0 co 10.CD 5.30 I OD492 1.23 00000 0.0901 000/1 eml 2 6329 10905.40 CCISeismic 3.2.3 Page 5 Analysis Date: 7/1/2019 ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OFCN1L ENGINEERS Address: Standard: ASCE/SEI 7-10 Elevation: 201.18 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.435047 Location Soil Class: D -Stiff Soil Longitude: -122.759206 JMS I ^-- . n,. nhl I,, a t l F 'A •i �t I �• • �` OA1 N 44 • , H rY•I•I . 'W J HIISb„li AYIII 7 ', •I •, y ltrAF 7 •• .3: C.u,erlrnl •• • it •Jr4R I - a.s._ T. •ti • . •\, •./ a I If • 11te 1 ' 'C°. I ""''''"P I•• A i• �) � _$ r1v J cv , JT 1."' 1;; V{7' ,/ • • c• a •• • 10 N.ilk ,` � V' j _ Id ILIAAITil Y Wind Results: Wind Speed: 110 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Thu Jun 27 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 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 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. httos://asce7hazardtool.online! Page 1 of 3 Thu Jun 27 2019 ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D-Stiff Soil Results: Ss : 0.978 Sos : 0.723 ' Si : 0.424 SD1 : 0.445 Fa : 1.109 TL : 16 F, : 1.576 PGA : 0.427 SMs : 1.085 PGA M : 0.458 SM, : 0.668 FPGA : 1.073 le : 1 Seismic Design Category D 1.2 MCER Response Spectrum iIs Design Response Spectrum 1.0 0.7 • 0.6 • 08fb • 0.5 0,6 0.4 0.4 0.3 0.2 0.2 0.1 0 2 4Sa(96vsT8 10 12 14 16 18 0__..._2 _.4Sa�96vsTA. tQ4 12 14_._ 16 18 Data Accessed: Thu Jun 27 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https:/lasce7hazardtool.online/ Page 2 of 3 Thu Jun 27 2019 AXE. AMERICAN SOD FP(OFCNR ENGINEERS Ice Results: Ice Thickness: 1.00 in. Concurrent Temperature: 25 F r Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Thu Jun 27 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Thu Jun 27 2019