Loading...
Report (13) , 16ttei-ol7-62--v&, 1 / 7(414s � �(ocL RECEIVED CROWN Date: November08, 2017 NOV 14 201? v CASTLE f Cathy Garziano CI ® Ti A Crown Castle Crown Castle KD 2000 Corporate Dr. 2055 S. Stearman Drive >���T��� ;c�Q� Canonsburg, PA 15317 Chandler,AZ 85286 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co-Locate Carrier Site Name: Dartmouth Crown Castle Designation: Crown Castle BU Number: 824338 Crown Castle Site Name: Greenburg Crown Castle JDE Job Number: 451392 Crown Castle Work Order Number: 1481363 Crown Castle Application Number: 399869 Rev. 7 Engineering Firm Designation: Crown Castle Project Number: 1481363 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 Cathy Garziano, Crown Castle is pleased to submit this"Structural Analysis Report"to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 1481363, in accordance with application 399869, revision 7. 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: Existing+Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing loading. This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code and the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception#5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Crown Castle appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on th' • -• other projects please give us a call. \ysrcaG so PNop $ Fss� VALIDITY OF PERMIT r Structural analysis prepared by:Mandis Arianpour/RAA � ,,� fi.p o. THE ISSUANCE OFA PERMIT 4/ Respectfully submitted by: e: 91623PE r, � ED ON CONSTRUCTION DOCUMENTS ANIS OTHER 11-))-2 017 •` et•i“: #)ATA SHAD.NOT PREVENT Maham Barimani, P.E. ' THE CODE OFFICIAL FROM Senior Project Engineer 1109 3/renolt �. REQUIRING THE CORRECTION tnxTower Report-version 7.0.5.1 yAM BAR�MP EXPIRES:!2/31/2.019 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 2 TABLE OF CONTENTS 1)INTRODUCTION s 2)ANALYSIS CRITERIA Table 1 -Proposed Antenna and Cable Information Table 2-Existing Antenna and Cable Information Table 3-Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Table 6-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 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CC!BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 3 1)INTRODUCTION This tower is a 130 ft Monopole tower designed by Valmont in June of 1996.The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-E. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 93 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 6 commscope JAHH-45C-R3B w/Mount Pipe 3 ericsson RADIO 2212 90.0 90.0 3 ericsson RRUS 32 B2 3 1-1/2 - 3 ericsson RRUS 32 B66 1 raycap RCMDC-3315-PF-48 Table 2-Existing Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 133.0 8 commscope E15S09P69 1 raycap RNSNDC-7771-PF-48 2 andrew TMBXX-6517-R2M w/Mount Pipe 132.0 2 nokia FHFB 1 nokia FRIJ 1 nokia FXFB TMBX-6517-R2M 16 1-5/8 129.0 2 andrew w/Mount Pipe 1 1-3/5 1 HBXX-3817TB1-A2M 2 7/8 2 commscope w/Mount Pipe 131.0 1 commscope SBNH-1D65C w/Mount Pipe 2 nokia FHFB 3 nokia FRIG 2 rts celwave APXVFWW24X-C-NA20 w/Mount Pipe 129.0 1 tower mounts Platform Mount[LP 713-1] 119.0 6 jaybeam PCSS065-19-2 w/Mount Pipe 118.0 wireless 6 1-5/8 3 118.0 1 tower mounts T-Arm Mount[TA 602-3] 90.0 90.0 2 amphenol BXA 171063 8CF EDIN X 7 1-5/8 2 w/Mount Pipe tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 4 Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 1 antel BXA-185063/12CF WI Mount Pipe 1 antel BXA-185085/12CF w/Mount Pipe 1 antel BXA-70040/8CF WI Mount Pipe 1 antel BXA-70063-8CF-EDIN-X wl Mount Pipe 1 antel BXA-70063/8CF wi Mount Pipe 1 css AXP19-45-0 w/Mount Pipe 1 css XP20-45-0D w/Mount Pipe 3 ericsson RRUS 12 1 antel BXA-70080-8CF-EDIN-0 w/Mount Pipe 1 antel BXA-70063/8CF w/Mount Pipe 1 antel BXA-70040/8CF w/Mount Pipe 6 1-5/8 1 6 kaelus DBC0037F1V2-1 1 raycap RCMDC-3315-PF-48 1 tower mounts T-Arm Mount[TA 602-3] Notes: 1) Existing Equipment 2) Equipment to be removed;not considered in this analysis 3) Abandoned equipment considered in this analysis Table 3-Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 130.0 130.0 12 decibel DB978H90 - - 110.0 110.0 12 decibel DB978H90 - - 100.0 100.0 1 generic 4' Diameter 6 GHz Dish - - 80.0 80.0 1 generic 4'Diameter 6 GHz Dish - - 3)ANALYSIS PROCEDURE Table 4-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 Valmont 3675330 CCISITES DRAWINGS tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 5 3.1) Analysis Method tnxTower(version 7.0.5.1), 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 in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) 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 5-Section Capacity(Summary) Section Elevation(ft) Component Critical SPP allow Capacity allow % No. Type Size Element P(K) Pass/Fail L1 130-80.9167 Pole TP25.07x14.76x0.2188 1 -8.8307 1145.1200 94.6 Pass L2 80.9167- Pole TP32.16x23.7748x0.3125 2 -14.9455 2191.3100 93.7 Pass 45.0833 L3 45.0833-0 Pole TP41x30.5022x0.375 3 -27.4603 3341.2200 94.6 Pass Summary Pole(L3) 94.6 Pass Rating= 94.6 Pass Table 6-Tower Component Stresses vs.Capacity—LC5 Notes Component Elevation(ft) %Capacity Pass/Fail 1 Anchor Rods 0 84.1 Pass 1 Base Plate 0 47.6 Pass 1 Base Foundation Structural 0 86.3 Pass 1 Base Foundation Soil Interaction 0 62.6 Pass Structure Rating(max from all components)= 94.6% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 130.0 I t I'I I DESIGNED APPURTENANCE LOADING i 11 i piTYPE ELEVATION ; TYPE i ELEVATION TMBX-6517•R2M w/Mount Pipe 129 T•Arm Mount[TA 602-3] 118 TM8XX-6517-R2M at/Mount Pipe 129 6'x 2"Mount Pipe 118 I I APXVFWJV24X-C-NA20 w/Mount 129 6'x 2"Mount Pipe 118 - i.rI i Pie 6'x 2"Mount Pipe 118 J , FRIG 129 BXA-70040l8CF w/Mount Pipe 90 FHF8 129 8XA-70063/8CF w/Mount Pipe 90 i. I FXFB 129 BXA-70080-8CF-EDIN-0 w/Mount 90 ! TMBX-6517-R2M w/Mount Pipe 129 Pipe TMBXX-6517-R2M w/Mount Pipe 129 (2)OB00037F7 V2-1 90 APXVFWW24X-C-NA20 w/Mount 129 Pipe (2)DBC0037F7V2-1 90 0 8 0 (2)0800037F7 V2-1 90 m o FRIG 129 RCMDC-3315-PF-48 90 F, N FHFB 129 .p o a N (2)JAHH-45C-R38 w/Mount Pipe 90 RNSNDC-7771-PF-48 129 (2)JAHH-45C-R38 w/Mount Pipe 90 SBNH-1D65C w/Mount Pipe 129 (2)JAHH-45C-R38 wI Mount Pipe 90 (2)HBXX39171"131-A2M w/Mount 129 RRUS 32 B2 90 Pipe RRUS 32 82 90 FRU 129 RRUS 32 B2 90 FRIG 129 RADIO 2212 90 (2)FHFB 129 RADIO 2212 90 I (8)E15S09P69 129 Platform Mount]LP 773-7] 129 RADIO 2212 90 (2)6'x 2"Mount Pipe 129 RRUS 32 866 90 (2)6'x 2"Mount Pipe 129 RRUS 32 866 90 RRUS 32 866 90 (2)8'x 2"Mount Pipe 129 80.911 (2)Side Lighting 127 RCMDC-3315-PF-48 90 T-Arm Mount(TA 602-3] 90 (2)PCSS065-19-2 w/Mount Pipe 118 Tx2"Antenna Mount Pipe 90 (2)PCSSO65-19-2 w/Mount Pipe 118 (2)PCSSWS-19-2 w/Mount Pipe 118 Tx2"Antenna Mount Pipe 90 Tx2"Antenna Mount Pipe 90 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 65 Mt 80 ksi 6 m • a, T. 8 ro N M < it m TOWER DESIGN NOTES o N Pi < 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class H. 7. Topographic Category 1 with Crest Height of 0.0000 ft 8. TOWER RATING:94.6% 45.1 ft ALL REACTIONS ARE FACTORED S o AXIAL N • N O 66K rn N O rr: SHEAR MOMENT 3 K J 1 326 kip-ft TORQUE 0 kip-ft I 30 mph WIND-1.0000 in ICE AXIAL 28 K SHEAR' MOMENT 29 K J 1 2589 kip-ft a 0.0n v TORQUE 0 kip-ft REACTIONS-93 mph WIND w• ' 2' Z 3 _ Y 1 L � ❑f6 t $ o 0 Z H N ice- m t7 $ Crown Castle 1th BU 824338 (( CROWN 2000 Corporate Dr. Pret WO 1481363 ,,,,,�CASTLE Canonsburg, PA 15317 client.Crown Castle DraNn eYr RAshworth App'd. The Foundation for a Wireless world Phone:(724)416-2000 code' TIA-222-G Date 11108117 scale: NTS FAX:(724)416-2257 Path'CWsers\rashworih\Desktop\824338 WO 1481363\OA1824338.eri Dwg Ne.E-1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 7 Tower Input Data .; There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 4) Tower is located in Washington County, Oregon. 5) Basic wind speed of 93 mph. 6) Structure Class II. 7) Exposure Category C. s) Topographic Category 1. 9) Crest Height 0.0000 ft. 10) Nominal ice thickness of 1.0000 in. 11) Ice thickness is considered to increase with height. 12) Ice density of 56.0000 pcf. 13) A wind speed of 30 mph is used in combination with ice. 14) Temperature drop of 50.0000 °F. 15) Deflections calculated using a wind speed of 60 mph. 16) A non-linear(P-delta)analysis was used. 17) Pressures are calculated at each section. 18) Stress ratio used in pole design is 1. 19) Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals Ni Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification N Use Clear Spans For Wind Area SR Leg Bolts Resist Compression J Use Code Stress Ratios Use Clear Spans For KU?* All Leg Panels Have Same Allowable Ni Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice Ni Bypass Mast Stability Checks v Consider Feed Line Torque Always Use Max Kz Ni Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile v Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg v Sort Capacity Reports By Component Ni 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 Tapered Pole Section Geometry 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) tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869, Revision 7 Page 8 Tapered Pole Properties Section TIP Dia. Area I r C I/C J It/Q w.,, wit * in in2 in4 in in in3 ire in2 in L1 15.2807 10.2425 276.4363 5.2058 7.6457 36.1559 560.1349 5.0410 3.3694 15.403 25.9544 17.5046 1379.8586 8.8967 12.9863 106.2553 2795.9677 8.6152 6.1325 28.034 L2 25.5015 23.6089 1658.8362 8.3995 12.3153 134.6967 3361.2519 11.6196 5.5341 17.709 33.2945 32,0465 4148.7559 11.4014 16.6589 249.0417 8406.5042 15.7723 7.7814 24.9 L3 32.6469 36.3785 4214.5161 10.7855 15.8001 266.7395 8539.7523 17.9044 7.1696 19.119 42.4463 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 Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 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 Secto Component Placement Total Number Start/En Width or Perimete Weight r Type Number Per Row d Diamete r ft Position r pif in in LDF7-50A(1-5/8) A Surface Ar 129.0000- 2 2 -0.200 1.9800 0.8200 (CaAa) 110.0000 0.000 LDF7-50A(1-5/8) B Surface Ar 129.0000- 2 2 -0.200 1.9800 0.8200 (CaAa) 110.0000 0.000 LDF7-50A(1-5/8) C Surface Ar 129.0000- 2 2 -0.200 1.9800 0.8200 (CaAa) 110.0000 0.000 LDF7-50A(1-5/8) A Surface Ar 118.0000-0.0000 6 6 0.000 1.9800 0,8200 (CaAa) 0.500 LDF7-50A(1-5/8) C Surface Ar 90.0000-0.0000 7 7 0.000 1.9800 0.8200 (CaAa) 0.500 LDF7-50A(1-5/8) B Surface Ar 90.0000-0.0000 2 2 -0.420 1.9800 0.8200 (CaAa) -0.400 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft fent plf ASU9325TYP01(1-3/5) A No Inside Pole 129.0000-0.0000 1 No Ice 0.0000 1.6140 1/2"Ice 0.0000 1.6140 1"Ice 0.0000 1.6140 LDF7-50A(1-5/8) A No Inside Pole 110.0000-0.0000 6 No Ice 0.0000 0.8200 1/2"Ice 0.0000 0.8200 1"Ice 0.0000 0.8200 LDF5-50A(7/8) C No Inside Pole 129.0000-0.0000 2 No Ice 0.0000 0.3300 1/2"Ice 0.0000 0.3300 1"Ice 0.0000 0.3300 LDF7-50A(1-5/8) C No Inside Pole 129.0000-0.0000 10 No Ice 0.0000 0.8200 1/2"Ice 0.0000 0.8200 tnxTower Report-version 7.0.5.1 f November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 9 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft p/f 1"Ice 0.0000 0.8200 S ««« 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 51.579 0.000 0.4343 80.9167 8 0.000 0.000 11.121 0.000 0.0461 C 0.000 0.000 20.113 0.000 0.5093 L2 80.9167-45.0833 A 0.000 0.000 42.570 0.000 0.4104 B 0.000 0.000 14.190 0.000 0.0588 C 0.000 0.000 49.665 0.000 0.5232 L3 45.0833-0.0000 A 0.000 0.000 53.559 0.000 0.5164 B 0.000 0.000 17.853 0.000 0.0739 C 0.000 0.000 62.485 0.000 0.6582 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L1 130.0000- A 2.242 0.000 0.000 95.915 0.000 1.8559 80.9167 B 0.000 0.000 29.645 0.000 0.4771 C 0.000 0.000 40.886 0.000 1.1121 L2 80.9167-45.0833 A 2.132 0.000 0.000 73.302 0.000 1.5023 B 0.000 0.000 37.827 0.000 0.6088 C 0.000 0.000 82.170 0.000 1.7505 L3 45.0833-0.0000 A 1.925 0.000 0.000 90.976 0.000 1.8130 B 0.000 0.000 46.344 0.000 0.7195 C 0.000 0.000 102.134 0.000 2.1176 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 130.0000-80.9167 -0.4911 -0.5169 -0.3832 -0.4503 L2 80.9167-45.0833 -0.8497 -0.1524 -0.7034 -0.2935 L3 45.0833-0.0000 -0.9507 -0.1705 -0.8367 -0.3415 Shielding Factor Ka Tower Feed Line Description Feed Line K Ke Section Record No. Segment No Ice Ice Elev. - L1 3 LDF7-50A(1-5/8) 110.00- 1.0000 1.0000 129.00 L1 4 LDF7-50A(1-5/8) 110.00- 1.0000 1.0000 129.00 L1 5 LDF7-50A(1-5/8) 110.00- 1.0000 1.0000 129.00 L1 7 LDF7-50A(1-5/8) 80.92- 1.0000 1.0000 tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 10 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. 118.00 L1 10 LDF7-50A(1-5/8) 80.92- 1.0000 1.0000 90.00 L1 17 LDF7-50A(1-518) 80.92- 1.0000 1.0000 90.00 L2 7 LDF7-50A(1-5/8) 45.08- 1.0000 1.0000 80.92 L2 10 LDF7-50A(1-5/8) 45.08- 1.0000 1.0000 80.92 L2 17 LDF7-50A(1-518) 45.08- 1.0000 1.0000 80.92 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft (2)Side Lighting B From Leg 4.0000 0.0000 127.0000 No Ice 0.1106 0.1106 0.0050 0.0000 1/2" 0.1701 0.1701 0.0070 7.0000 Ice 0.2333 0.2333 0.0099 1"Ice TMBX-6517-R2M w/Mount A From Leg 4.0000 0.0000 129.0000 No Ice 6.2612 5.6778 0.0443 Pipe 0.0000 1/2" 6.8774 6.9993 0.0955 2.0000 Ice 7.4796 8.1507 0.1549 1"Ice TMBXX-6517-R2M w/ A From Leg 4.0000 0.0000 129.0000 No Ice 8.7259 6.9233 0.0702 Mount Pipe 0.0000 1/2" 9.2849 8.1254 0.1394 3.0000 Ice 9.8174 9.0502 0.2167 1"Ice APXVFWW24X-C-NA20 w/ A From Leg 4.0000 0.0000 129.0000 No Ice 11.5486 10.4153 0.1056 Mount Pipe 0.0000 1/2" 12.2673 11.9379 0.1973 2.0000 Ice 12.9953 13.4846 0.2991 1"Ice FRIG A From Leg 4.0000 0.0000 129.0000 No Ice 2.3940 0.9678 0.0573 0.0000 1/2" 2.5871 1.1046 0.0746 2.0000 Ice 2.7877 1.2483 0.0947 1"Ice FHFB A From Leg 2.0000 0.0000 129.0000 No Ice 3.6311 2.3862 0.0529 0.0000 1/2" 3.8852 2.6160 0.0806 2.0000 Ice 4.1462 2.8529 0.1120 1"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 TMBX-6517-R2M w/Mount B From Leg 4.0000 0.0000 129.0000 No Ice 6.2612 5.6778 0.0443 Pipe 0.0000 1/2" 6.8774 6.9993 0.0955 41 2.0000 Ice 7.4796 8.1507 0.1549 1"Ice TMBXX-6517-R2M w/ B From Leg 4.0000 0.0000 129.0000 No Ice 8.7259 6.9233 0.0702 Mount Pipe 0.0000 1/2" 9.2849 8.1254 0.1394 3.0000 Ice 9.8174 9.0502 0.2167 1"Ice APXVFWW24X-C-NA20 w/ B From Leg 4.0000 0.0000 129.0000 No Ice 11.5486 10.4153 0.1056 Mount Pipe 0.0000 1/2" 12.2673 11.9379 0.1973 2.0000 Ice 12.9953 13.4846 0.2991 1"Ice tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1481363,Application 399869, Revision 7 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ttK ft ft FRIG B From Leg 4.0000 0.0000 129.0000 No Ice 2.3940 0.9678 0.0573 0,0000 1/2" 2.5871 1.1046 0.0746 2.0000 Ice 2.7877 1.2483 0.0947 1"Ice FHFB B From Leg 2.0000 0.0000 129.0000 No Ice 3.6311 2.3862 0.0529 0.0000 1/2" 3.8852 2.6160 0.0806 2.0000 Ice 4.1462 2.8529 0.1120 1"Ice RNSNDC-7771-PF-48 B From Leg 2.0000 0.0000 129.0000 No Ice 2.7309 1.0266 0.0149 0.0000 1/2" 2.9372 1.1707 0.0338 4.0000 Ice 3.1508 1.3217 0.0556 1"ice SBNH-1 D65C w/Mount C From Leg 4.0000 0.0000 129.0000 No Ice 11.6828 9.8418 0.0826 Pipe 0.0000 1/2" 12.4043 11.3657 0.1722 2.0000 Ice 13.1351 12.9138 0.2719 1"Ice (2)HBXX-3817TB1-A2M C From Leg 4.0000 0.0000 129.0000 No Ice 6,0831 5.1592 0.0503 w/Mount Pipe 0.0000 1/2" 6.5186 5.9234 0.1039 2.0000 Ice 6.9492 6.6158 0.1640 1"Ice FRIJ C From Leg 2.0000 0.0000 129.0000 No Ice 2.4150 1.5198 0.0685 0.0000 1/2" 2.6165 1.6881 0.0883 3.0000 ice 2.8254 1.8633 0.1112 1"ice FRIG C From Leg 4.0000 0.0000 129.0000 No Ice 2.3940 0.9678 0.0573 0.0000 1/2" 2.5871 1.1046 0.0746 2.0000 Ice 2.7877 1.2483 0.0947 1"Ice (2)FHFB C From Leg 2.0000 0.0000 129.0000 No Ice 3.6311 2.3862 0.0529 0.0000 1/2" 3.8852 2.6160 0.0806 3.0000 ice 4.1462 2.8529 0.1120 1"Ice (8)E15S09P69 C From Leg 2.0000 0.0000 129.0000 No Ice 0.4623 0.1672 0.0066 0.0000 1/2" 0.5488 0.2253 0.0103 4.0000 Ice 0.6427 0.2928 0.0152 1"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 (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 (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 (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 (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 (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 (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 112" 6.8143 4.7975 0.0850 1.0000 Ice 7.3563 5.9872 0.1374 1"Ice tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAA. Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft T-Arm Mount[TA 602-3[ C None 0.0000 118.0000 No Ice 11.5900 11.5900 0.7743 1a. 15.4400 15.4400 0.9904 Ice 19.2900 19.2900 1.2064 1"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 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 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 BXA-70040/8CF w/Mount A 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 BXA-70063/8CF wl Mount B 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 BXA-70080-8CF-EDIN-0 C From Leg 4.0000 0.0000 90.0000 No Ice 8.4405 8.7033 0.0554 w/Mount Pipe 0.0000 1/2" 9.1308 10.1955 0.1265 0.0000 Ice 9.8288 11.6988 0.2071 1"Ice (2)DBC0037F1V2-1 A From Leg 2.0000 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 (2)DBC0037F1V2-1 B From Leg 2.0000 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 (2)DBC0037F1V2-1 C From Leg 2.0000 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 RCMDC-3315-PF-48 C From Leg 2.0000 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 (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 (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 (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 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 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 tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 13 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 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 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 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 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 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 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 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 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 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 7'x2"Antenna Mount Pipe A From Leg 4.0000 0.0000 90.0000 No Ice 1.6625 1.6625 0.0260 0.0000 1/2" 2.3906 2.3906 0.0386 0.0000 Ice 2.8252 2.8252 0.0558 1"Ice 7'x2"Antenna Mount Pipe B From Leg 4.0000 0.0000 90.0000 No Ice 1.6625 1.6625 0.0260 0.0000 1/2" 2.3906 2.3906 0.0386 0.0000 Ice 2.8252 2.8252 0.0558 1"Ice 7'x2"Antenna Mount Pipe C From Leg 4.0000 0.0000 90.0000 No Ice 1.6625 1.6625 0.0260 0.0000 1/2" 2.3906 2.3906 0.0386 0.0000 Ice 2.8252 2.8252 0.0558 1"Ice Load Combinations Comb. Description - No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869, Revision 7 Page 14 Comb. Description No. 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service 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 30 0.0002 0.0019 -0.0001 80.9167 Max.Compression 26 -34.5865 1.2299 1.8199 Max.Mx 20 -8.8307 523.6990 -2.6207 Max.My 2 -8.9252 -2.5523 512.9174 Max.Vy 20 -19.4655 523.6990 -2.6207 Max.Vx 2 -19.1967 -2.5523 512.9174 Max.Torque 22 -0.2226 L2 80.9167- Pole Max Tension 1 0.0000 0.0000 0.0000 45.0833 Max.Compression 26 -45.6886 2.9926 2.6532 Max.Mx 20 -14.9455 1275.7447 -2.9181 Max.My 2 -15.0562 -2.6600 1244.0492 Max.Vy 20 -23.5271 1275.7447 -2.9181 Max.Vx 2 -22.5711 -2.6600 1244.0492 Max.Torque 22 -0.2213 tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 15 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L3 45.0833-0 Pole Max Tension 1 0.0000 0.0000 0.0000 • Max.Compression 26 -65.5034 5.7793 3.6892 Max.Mx 20 -27.4603 2589.1843 -3.2738 Max.My 2 -27.4645 -2.6235 2487.7598 Max.Vy 20 -28.7369 2589.1843 -3.2738 Max.Vx 2 -26,9544 -2.6235 2487.7598 Max.Torque 22 -0.2188 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 36 65.5034 3.1252 -0.0043 Max.H. 21 20.6273 28.6960 -0.0078 Max.Hz 3 20.6273 -0.0078 26.9150 Max.Mx 2 2487.7598 -0.0078 26.9150 Max.Mz 8 2587.1516 -28.6960 0.0078 Max.Torsion 10 0.1904 -23.1634 -13.4794 Min.Vert 19 20.6273 23.3231 -13.5806 Min.Hx 9 20.6273 -28.6960 0.0078 Min.Hi 15 20.6273 0.0078 -26.9150 Min.Mx 14 -2487.0052 0.0078 -26.9150 Min.Mz 20 -2589.1843 28.6960 -0.0078 Min.Torsion 22 -0.2178 23.1634 13.4794 Tower Mast Reaction Summary Load Vertical Shear Shear Overturning Overturning Torque Combination Moment,Mx Moment,MM K K K kip-ft kip-ft kip-ft Dead Only 22.9192 0.0000 0.0000 -0.3015 0.8210 0.0000 1.2 Dead+1.6 Wind 0 deg- 27.5031 0.0078 -26.9150 -2487.7598 -2.6234 0.1129 No Ice 0.9 Dead+1.6 Wind 0 deg- 20.6273 0.0078 -26.9150 -2456.8167 -2.8117 0.1074 No Ice 1.2 Dead+1.6 Wind 30 deg- 27.5031 13.4118 -23.4135 -2167.1261 -1242.5169 0.0123 No Ice 0.9 Dead+1.6 Wind 30 deg- 20.6273 13.4118 -23.4135 -2140.1476 -1227.3109 0.0065 No Ice 1.2 Dead+1.6 Wind 60 deg- 27.5031 23.3231 -13.5806 -1259.7594 -2160.1119 -0.0815 No Ice 0.9 Dead+1.6 Wind 60 deg- 20.6273 23.3231 -13.5806 -1244.0164 -2133.5233 -0.0863 No Ice 1.2 Dead+1.6 Wind 90 deg- 27.5031 28.6960 -0.0078 -4.0326 -2587.1516 -0.1515 No Ice 0.9 Dead+1.6 Wind 90 deg- 20.6273 28.6960 -0.0078 -3.8515 -2555.6664 -0.1539 No Ice 1.2 Dead+1.6 Wind 120 deg 27.5031 23.1634 13.4794 1242.0526 -2138.0673 -0.1904 -No Ice 0.9 Dead+1.6 Wind 120 deg 20.6273 23.1634 13.4794 1226.7835 -2111.7899 -0.1895 -Nolce 1.2 Dead+1.6 Wind 150 deg 27.5031 13.3402 23.3052 2152.0085 -1230.0059 -0.1877 -No Ice 0.9 Dead+1.6 Wind 150 deg 20.6273 13.3402 23.3052 2125.4339 -1215.0107 -0.1839 - -No Ice 1.2 Dead+1.6 Wind 180 deg 27.5031 -0.0078 26.9150 2487.0052 4.6873 -0.1361 -No Ice 0.9 Dead+1.6 Wind 180 deg 20.6273 -0.0078 26.9150 2456.2613 4.3372 -0.1304 -No Ice 1.2 Dead+1.6 Wind 210 deg 27.5031 -13.4118 23.4135 2166.3579 1244.5753 -0.0398 tnxTower Report-version 7.0.5.1 I November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 16 Load Vertical Shearx Shear Overturning Overturning Torque Combination Moment,Mx Moment,ht K K K kip-ft kip-ft kip-ft -No Ice 0.9 Dead+1.6 Wind 210 deg 20.6273 -13.4118 23.4135 2139.5828 1228.8325 -0.0336 -NoIce 1.2 Dead+1.6 Wind 240 deg 27.5031 -23.3231 13.5806 1258.9887 2162.1554 0.0771 -No Ice 0.9 Dead+1.6 Wind 240 deg 20.6273 -23.3231 13.5806 1243.4500 2135.0345 0.0818 -No Ice 1.2 Dead+1.6 Wind 270 deg 27.5031 -28.6960 0.0078 3.2739 2589.1843 0.1750 -No Ice 0.9 Dead+1.6 Wind 270 deg 20.6273 -28.6960 0.0078 3.2934 2557.1701 0.1771 -No Ice 1.2 Dead+1.6 Wind 300 deg 27.5031 -23.1634 -13.4794 -1242.7984 2140.1075 0.2178 -No Ice 0.9 Dead+1.6 Wind 300 deg 20.6273 -23.1634 -13.4794 -1227.3326 2113.2990 0.2168 -No Ice 1.2 Dead+1.6 Wind 330 deg 27.5031 -13.3402 -23.3052 -2152.7519 1232.0607 0.1919 -No Ice 0.9 Dead+1.6 Wind 330 deg 20.6273 -13.3402 -23.3052 -2125.9814 1216.5299 0.1880 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 65.5034 -0.0000 -0.0000 -3.6892 5.7793 0.0002 1.2 Dead+1.0 Wind 0 65.5034 0.0043 -2.6994 -294.7555 4.9556 0.0395 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 65.5034 1.4002 -2.4298 -267.1077 -146.3855 0.0283 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 65.5034 2.4298 -1.4104 -156.9313 -257.9971 0.0094 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 65.5034 3.1252 -0.0043 -4.6438 -314.5333 -0.0120 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 65.5034 2.6062 1.5073 152.1400 -264.4643 -0.0303 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 65.5034 1.3409 2.3356 247.8343 -138.5372 -0.0400 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 65.5034 -0.0043 2.6994 287.2731 6.7595 -0.0395 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 65.5034 -1.4003 2.4298 259.6238 158.1004 -0.0283 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 65.5034 -2.4298 1.4104 149.4467 269.7104 -0.0090 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 65.5034 -3.1252 0.0043 -2.8399 326.2450 0.0131 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 65.5034 -2.6062 -1.5073 -159.6220 276.1763 0.0313 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 65.5034 -1.3410 -2.3356 -255.3157 150.2510 0.0406 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 22.9192 0.0018 -6.2648 -576.6897 0.0086 0.0286 Dead+Wind 30 deg-Service 22.9192 3.1218 -54498 -502.4203 -287.3134 0.0046 Dead+Wind 60 deg-Service 22.9192 5.4287 -3.1611 -292.1608 -499.9577 -0.0199 Dead+Wind 90 deg-Service 22.9192 6.6793 -0.0018 -1.1654 -599.0160 -0.0389 Dead+Wind 120 deg- 22.9192 5.3916 3.1375 287.5636 -494.7924 -0.0482 Service Dead+Wind 150 deg- 22.9192 3.1051 5.4246 498.4145 -284.3904 -0.0451 Service Dead+Wind 180 deg- 22.9192 -0.0018 6.2648 576.0529 1.7025 -0.0301 Service Dead+Wind 210 deg- 22.9192 -3.1218 5.4498 501.7829 289.0243 -0.0065 Service Dead+Wind 240 deg- 22.9192 -5.4287 3.1611 291.5233 501.6679 0.0196 Service Dead+Wind 270 deg- 22.9192 -6.6793 0.0018 0.5284 600.7257 0.0405 Service Dead+Wind 300 deg- 22.9192 -5.3916 -3.1375 -288.2000 496.5025 0.0500 Service Dead+Wind 330 deg- 22.9192 -3.1051 -5.4246 -499.0508 286.1011 0.0455 Service Solution Summary tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869, Revision 7 Page 17 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 -22.9192 0.0000 0.0000 22.9192 0.0000 0.000% 2 0.0078 -27.5031 -26.9150 -0.0078 27.5031 26.9150 0.000% 3 0.0078 -20.6273 -26.9150 -0.0078 20.6273 26.9150 0.000% 4 13.4118 -27.5031 -23.4135 -13.4118 27.5031 23.4135 0.000% 5 13.4118 -20.6273 -23.4135 -13.4118 20.6273 23.4135 0.000% 6 23.3231 -27.5031 -13.5806 -23.3231 27.5031 13.5806 0.000% 7 23.3231 -20.6273 -13.5806 -23.3231 20.6273 13.5806 0.000% 8 28.6960 -27.5031 -0.0078 -28.6960 27.5031 0.0078 0.000% 9 28.6960 -20.6273 -0.0078 -28.6960 20.6273 0.0078 0.000% 10 23.1634 -27.5031 13.4794 -23.1634 27.5031 -13.4794 0.000% 11 23.1634 -20.6273 13.4794 -23.1634 20.6273 -13.4794 0.000% 12 13.3402 -27.5031 23.3052 -13.3402 27.5031 -23.3052 0.000% 13 13.3402 -20.6273 23.3052 -13.3402 20.6273 -23.3052 0.000% 14 -0.0078 -27.5031 26.9150 0.0078 27.5031 -26.9150 0.000% 15 -0.0078 -20.6273 26.9150 0.0078 20.6273 -26.9150 0.000% 16 -13.4118 -27.5031 23.4135 13.4118 27.5031 -23.4135 0.000% 17 -13.4118 -20.6273 23.4135 13.4118 20.6273 -23.4135 0.000% 18 -23.3231 -27.5031 13.5806 23.3231 27.5031 -13,5806 0.000% 19 -23.3231 -20.6273 13.5806 23.3231 20.6273 -13.5806 0.000% 20 -28.6960 -27.5031 0.0078 28.6960 27.5031 -0.0078 0.000% 21 -28.6960 -20.6273 0.0078 28.6960 20.6273 -0.0078 0.000% 22 -23.1634 -27.5031 -13.4794 23.1634 27.5031 13.4794 0.000% 23 -23.1634 -20.6273 -13.4794 23.1634 20.6273 13.4794 0.000% 24 -13.3402 -27.5031 -23.3052 13.3402 27.5031 23.3052 0.000% 25 -13.3402 -20.6273 -23.3052 13.3402 20.6273 23.3052 0.000% 26 0.0000 -65.5034 0.0000 0.0000 65.5034 0.0000 0.000% 27 0.0043 -65.5034 -2.6992 -0.0043 65.5034 2.6994 0.000% 28 1.4001 -65.5034 -2.4296 -1.4002 65.5034 2.4298 0.000% 29 2.4296 -65.5034 -1.4102 -2.4298 65.5034 1.4104 0.000% 30 3.1249 -65.5034 -0.0043 -3.1252 65.5034 0.0043 0.000% 31 2.6060 -65.5034 1.5071 -2.6062 65.5034 -1.5073 0.000% 32 1.3408 -65.5034 2.3354 -1.3409 65.5034 -2.3356 0.000% 33 -0.0043 -65.5034 2.6992 0.0043 65.5034 -2.6994 0.000% 34 -1.4001 -65.5034 2.4296 1.4003 65.5034 -2.4298 0.000% 35 -2.4296 -65.5034 1.4102 2.4298 65.5034 -1.4104 0.000% 36 -3.1249 -65.5034 0.0043 3.1252 65.5034 -0.0043 0.000% 37 -2.6060 -65.5034 -1.5071 2.6062 65.5034 1.5073 0.000% 38 -1.3408 -65.5034 -2.3354 1.3410 65.5034 2.3356 0.000% 39 0.0018 -22.9192 -6.2648 -0.0018 22.9192 6.2648 0.000% 40 3.1218 -22.9192 -5.4498 -3.1218 22.9192 5.4498 0.000% 41 5.4287 -22.9192 -3.1611 -5.4287 22.9192 3.1611 0.000% 42 6.6793 -22.9192 -0.0018 -6.6793 22.9192 0.0018 0.000% 43 5.3916 -22.9192 3.1375 -5.3916 22.9192 -3.1375 0.000% 44 3.1051 -22.9192 5.4246 -3.1051 22.9192 -5.4246 0.000% 45 -0.0018 -22.9192 6.2648 0.0018 22.9192 -6.2648 0.000% 46 -3.1218 -22.9192 5.4498 3.1218 22.9192 -5.4498 0.000% 47 -5.4287 -22.9192 3.1611 5.4287 22.9192 -3.1611 0.000% 48 -6.6793 -22.9192 0.0018 6.6793 22.9192 -0,0018 0.000% 49 -5.3916 -22.9192 -3.1375 5.3916 22.9192 3.1375 0.000% 50 -3.1051 -22.9192 -5.4246 3.1051 22.9192 5.4246 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 0.00002262 _ 3 Yes 4 0.00000001 0.00039817 4 Yes 6 0.00000001 0.00011657 5 Yes 5 0.00000001 0.00085835 6 Yes 6 0.00000001 0.00011706 7 Yes 5 0.00000001 0.00086245 8 Yes 5 0.00000001 0.00002791 9 Yes 4 0.00000001 0.00042570 tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 18 10 Yes 6 0.00000001 0.00011645 11 Yes 5 0.00000001 0.00085772 12 Yes 6 0.00000001 0.00011727 13 Yes 5 0.00000001 0.00086344 14 Yes 5 0.00000001 0.00001249 15 Yes 4 0.00000001 0.00033912 16 Yes 6 0.00000001 0.00011635 17 Yes 5 0.00000001 0.00085707 18 Yes 6 0.00000001 0.00011667 19 Yes 5 0.00000001 0.00085931 20 Yes 5 0.00000001 0.00000977 21 Yes 4 0.00000001 0.00032256 22 Yes 6 0.00000001 0.00011752 23 Yes 5 0.00000001 0.00086590 24 Yes 6 0.00000001 0.00011613 25 Yes 5 0.00000001 0.00085528 26 Yes 4 0.00000001 0.00008213 27 Yes 5 0.00026384 0.00060555 28 Yes 5 0.00026308 0.00071931 29 Yes 5 0.00026296 0.00072017 30 Yes 5 0.00026219 0.00062693 31 Yes 5 0.00026191 0.00069996 32 Yes 5 0.00026296 0.00065354 33 Yes 5 0.00026345 0.00058511 34 Yes 5 0.00026287 0.00072105 35 Yes 5 0.00026308 0.00072733 36 Yes 5 0.00026252 0.00065192 37 Yes 5 0.00026235 0.00074997 38 Yes 5 0.00026341 0.00069903 39 Yes 4 0.00000001 0.00011614 40 Yes 5 0.00000001 0.00006420 41 Yes 5 0.00000001 0.00006525 42 Yes 4 0.00000001 0.00012279 43 Yes 5 0.00000001 0.00006141 44 Yes 5 0.00000001 0.00006258 45 Yes 4 0.00000001 0.00011468 46 Yes 5 0.00000001 0.00006427 47 Yes 5 0.00000001 0.00006496 48 Yes 4 0.00000001 0.00012153 49 Yes 5 0.00000001 0.00006343 -50 Yes 5 0.00000001 0.00006206 Maximum Tower Deflections - Service Wind Section Elevation Hoe. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 130-80.9167 34.0564 48 2.4863 0.0018 L2 85-45.0833 13.8864 48 1.6158 0.0004 L3 50-0 4.6254 48 0.8708 0.0001 Critical Deflections and Radius of Curvature - Service Wind _ Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 129.0000 TMBX-6517-R2M w/Mount Pipe 48 33.5646 2.4678 0.0017 18605 127.0000 (2)Side Lighting 48 32.5814 2.4307 0.0017 18605 118.0000 (2)PCSS065-19-2 w/Mount Pipe 48 28.1913 2.2632 0.0013 7752 90.0000 BXA-70040/8CF w/Mount Pipe 48 15.7611 1.7193 0.0005 2324 tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869, Revision 7 Page 19 - Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 130-80.9167 146.2778 20 10.6909 0.0106 L2 85-45.0833 59.8059 20 6.9651 0.0022 L3 50-0 19.9378 20 3.7554 0.0006 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 129.0000 TMBX-6517-R2M w/Mount Pipe 20 144.1707 10.6117 0.0103 4567 127.0000 (2)Side Lighting 20 139.9588 10.4533 0.0099 4567 118.0000 (2)PCSS065-19-2 w/Mount Pipe 20 121.1502 9.7378 0.0079 1900 90.0000 BXA-70040/8CF w/Mount Pipe 20 67.8561 7.4096 0.0028 561 Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P. 4P„ Ratio No. P. ft ft ft in2 K K 4)p° L1 130-80.9167 TP25.07x14.76x0.2188 49.083 0.0000 0.0 16.900 -8.8307 1145.1200 0.008 (1) 3 5 L2 80.9167- TP32.16x23.7748x0.3125 39.916 0.0000 0.0 31.007 -14.9455 2191.3100 0.007 45.0833(2) 7 3 L3 45.0833-0 TP41x30.5022x0.375 50.000 0.0000 0.0 49.054 -27.4603 3341.2200 0.008 (3) 0 7 Pole Bending Design Data Section Elevation Size M„x 4M00 Ratio M,,, AMY Ratio No. MIX M,,y ft kip-ft kip-ft 4,M,,, kip-ft kip-ft 4)M01 L1 130-80.9167 TP25.07x14.76x0.2188 523.7058 559.0858 0.937 0.0000 559.0858 0.000 (1) L2 80.9167- TP32.16x23.7748x0.3125 1275.7500 1372.6333 0.929 0.0000 1372.6333 0.000 45.0833(2) L3 45.0833-0 TP41 x30.5022x0.375 2589.1833 2761.7417 0.938 0.0000 2761.7417 0.000 (3) Pole Shear Design Data Section Elevation Size l Actua �� Ratio Actual �T„ Ratio No. Vu V T. T ft K K •V kip-ft kip-ft +T L1 130-80.9167 TP25.07x14.76x0.2188 19.4655 572.5590 0.034 0.1784 1133.6500 0.000 (1) tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 20 - Section Elevation Size Actual +V„ Ratio Actual •T„ Ratio No. V V. T, T ft K K •V„ kip-ft kip-ft +T • L2 80.9167- TP32.16x23.7748x0.3125 23.5271 1095.6500 0.021 0.1759 2783.2667 0.000 45.0833(2) L3 45.0833-0 TP41x30.5022x0.375 28.7369 1670.6100 0.017 0.1750 5599.9500 0.000 (3) Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M„> WI V„ T Stress Stress ft $P„ 4M„x 4M„y 4V„ $T„ Ratio Ratio L1 130-80.9167 0.008 0.937 0.000 0.034 0.000 0.946 1.000 4.8.2 (1) L2 80.9167- 0.007 0.929 0.000 0.021 0.000 0.937 1.000 4.8.2 45.0833(2) L3 45.0833-0 0.008 0.938 0.000 0.017 0.000 0.946 1.000 4.8.2 (3) Section Capacity Table Section Elevation Component Size Critical P eP,,w„. % Pass No. ft Type Element K K Capacity Fail L1 130-80.9167 Pole TP25.07x14.76x0.2188 1 -8.8307 1145.1200 94.6 Pass 1.2 80.9167- Pole TP32.16x23.7748x0.3125 2 -14.9455 2191.3100 93.7 Pass 45.0833 L3 45.0833-0 Pole TP41x30.5022x0.375 3 -27.4603 3341.2200 94.6 Pass Summary Pole(L3) 94.6 Pass RATING= 94.6 Pass tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 November 08, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1481363,Application 399869,Revision 7 Page 22 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 Terzaghi"s Equation for Bearing Capacity % BU#: 824338 (J CROWN Site Name: Greenburg CASTLE App.Name: 399869 Rev.7 Footing Parameters Allowable Gross Bearing Capacity= 3.00 ksf Depth,D: 27.0 ft Width,W: 5.5 ft `Foundation Type,T: D „Type,J(0 1,2): 1 *Note:S=Shallow,D=Deep **Note: 0=Strip,1=Round,2=Square Soil Parameters Unit Weight,y: 0.1090 kcf Cohesion,Co: 1.00 ksf Phi Angle,4): 0.0 deg Blows per foot @ Subgrade,N: 13 Factors Nc: 5.1 Nq: 1.0 NY: 0.0 Modifiers Sc: 1.3 Sv: 0.6 Terzaghi Bearing Version 1.1 Effective Date:6/26/09 Design Maps Summary Report Page 1 of 1 dig (JSGS Design Maps Summary Report User-Specified Input Report Title 824338 Wed October 25,2017 18:13:51 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data avaiable in 2008) Site Coordinates 45.43505°N, 122.75921°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III .Hillsboro = ,�� �3ortt�rtd .._- Gresh Beavertor‘if ! *14110 f o 44� .Ti9ar+d4 ) 44 '04 Lake Oswego , 1 99 1u.aIatin `r : Sherwood C Oregon City USGS-Provided Output SS = 0.978 g SMS = 1.085 g Sos = 0.723 g Si = 0.424 g S = 0.668 g Sp, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. 41C acst:crnsc Sjec' a n 7cs c-i Res.:1 rtsc cc a n _ 7 1 $i f AJ nn se=) Period,T(set). . .. https://earthquake.usgs.gov/en l/designmaps/us/summary.php?template=minimal&latitud... 10/25/2017 CSC OSerizmoc p Deoo O F C E2e o ocrw Per 2012/2015 IBC Site : 824338 CROWN Work Order: 1481363 CASTLE Application: 399863 Rev. 7 �I Degrees Minutes Seconds Site Latitude= 45 26 6.16 45.4350 degrees Site Longitude= -122 45 33.14 422.7592 degrees Ground Supported Structure= Yes Structure Class= II (Table 2-1) Site Class= D-Stiff Soil (Table2-11) Spectral response acceleration short periods,Ss= 0.978 Spectral response acceleration 1 s period,S1= 0.424 USGS Seismic Tool Importance Factor,I= 1.0 (Table 2-3) Acceleration-based site coefficient,F.= 1.1 (Table 2-12) Velocity-based site coefficient,F„,= 1.576 (Table 2-13) Design spectral response acceleration short period,SDS= 0.723 (2.7.6) Design spectral response acceleration 1 s period,SD1= 0.445 (2.7.6) Seismic Design Category-Short Period Response= D ASCE 7-05 Table 11.6-1 Seismic Design Category-is Period Response= D ASCE7-05 Table 11.6-2 Worst Case Seismic Design Category=1 D ASCE 7-05 Tables 11.6-1 and 6-2 CCI Seismic Design Category 2.2 Page 1 Analysis Date: 10/25/2017 CCOSetiscrat Monopole Analysis per 2012 IBC Site BU: 824338 Work Order: 1481363CROW N Application: 399869 Rev.7 . CASTLE From TNX: Axial,Wt= 28.0 kips Shear,Vim.= 29.0 kips degrees minutes seconds Site Latitude= 45 26 6.16 45.4350 degrees Site Longitude= -122 45 33.14 -122.7592 degrees Mass or Stiffness Irregularities= No (Table 2-9) Ground Supported Structure= Yes Structure Class= II (Table 2.1) Site Class= D Stiff Soil (Table 2-11) Spectral response acceleration short periods,Ss= 0.978 USGS Seismic Tool Spectral response acceleration 1 s period,Si= 0.424 Tower Height(AGL), = 130.0 ft Importance Factor,I= 1.0 (Table 2-3) Acceleration-based site coefficient,Fa= 1.1 (Table 2-12) Velocity-based site coefficient,F„= 1.6 (Table 2-13) Design spectral response acceleration short period,SOS= 0.723 (Z7.6) Design spectral response acceleration 1 s period,SDI= 0.445 (2.76) Calculated Cs= 0.482 (2.7.7.1) Base Seismic Shear,Vs= 11.2 kips Appurtenance Weight(top 1/3 of structure),W„= 7.1 kips Average Moment of Inertia,Ian= 3578.7 in' Fundamental Frequency,Ff= 0.271 (2.7.11.2) Fr related variable,SA= 0.121 (2.7.8.1) Calculated CS= 0.081 (2.Z Z1) Minimum Cs= 0.032 (2.7.7.1) Minimum C,when Sl z 0.75= 0.000 (2.7.71) Final Cs= 0.081 Alternative Base Seismic Shear,Vs= 1.9 kips Response Modification Factor,R= 1.5 Full seismic analysis is required by 2012 IBC for all sites. CCISeismic 2.0.09 Page 1 Analysis Date: 11/8/2017 • Linear Increment Top 1/3 Weight 10 7.062026 Discrete Linear Seismic Seismic Seismic Seismic Ht [APs) a b c S„ Shear,F, Induced Mid Ht CkWPs) Induced a b c S„ Shear,Fn Moment (kiln) nt (hip-ft) (16P5) (kip-ft) 134 0.01 1.890 1.980 1.140 1.360 0.009 1.21 124.5 0.13855 1.733 1.253 0.867 0.995 0.092 11.44 133 0.0677 1.890 1.980 1.140 1.360 0.061 8.16 115 0.15394 1.479 0.451 0.518 0.481 0.049 5.68 132 0.3698 1.890 1,980 1.140 1.360 0.335 44.25 114 0.03936 1.453 0.393 0.489 0.436 0.011 1.30 131 0.7607 1.890 1.980 1.140 1.360 0.690 90.34 105 0.20314 1.233 0.038 0.280 0.094 0.013 1.34 129 1.642 1.861 1.831 1.086 1.290 1.412 182.11. 95 0.20314 1.009 -0.107 0.136 -0.142 -0.019 -1.82 119 0.2412 1.584 0.729 0.648 0.680 0.109 13.01 85 0.27694 0.808 -0.113 0.056 -0.226 -0.042 -3.55 118 0.8403 1,557 0,652 0.613 0.628 0.352 41.50 75 0.27694 0.629 -0.063 0.018 -0.154 -0.028 -2.14 90 2.3922 0.906 -0.122 0.090 -0.203 -0.324 -29.18 65 0.27694 0.473 -0.006 0.006 0.027 0.005 0.33 55 0.27694 0.338 0.036 0.009 0.170 0.031 1.72 45 0.27694 0.226 0.059 0.020 0.216 0.040 1.80 35 0.27694 0.137 0.069 0.032 0.215 0.040 1.39 25 0.27694 0.070 0.072 0.041 0.203 0,038 0.94 15 0.27694 0.025 0.067 0.040 0.187 0.035 0.52 5 027694 0.003 0.036 0.020 0.120 0.022 0.11 CCISeismic 2.0.09 Page 2 Analysis Date:11/8/2017 Section Increment Average Moment of Inertia(in) 10 3578.74 Monopole Section Data Average Seismic Height Mid- myon Number of Top Bottom Wall yore Weight Moment of Seismic Above Height 2 Diameter Diameter Thickness Base(ft) (ft) Lenth(A) (in) (in) (in) (h� (kips) Inertia a b c ) Moment Bel fldn-ftl 130 125 10 12 14.76 16.86051 0.21875 0.761566 0.373167 345.9262 1.747 1.310 0.889 1.026 0.255 31.90 120 115 10 12 16.86051 18.96102 0.21875 0.864165 0.423441 503.8809 1.479 0.451 0.518 0.481 0.136 15.63 110 105 10 12 18.96102 21.06153 021875 0.966764 0.473714 703.9997 1.233 0.038 0280 0.094 0.030 3.13 100 95 10 12 21.06153 23.16204 021875 1.069363 0.523988 951.2884 1.009 -0.107 0.136 -0.142 -0.049 4.70 90 85.45835 9.0833 12 23.16204 25.07 021875 1.060257 0.519526 1234.569 0.817 -0.115 0.059 -0.226 -0.078 -6.69 85 80 10 12 23.7748 25.87547 0.3125 . 1.710453 0.838122 1904.981 0.716 -0.092 0.033 -0.210 -0.117 -9.37 75 70 10 12 25.87547 27.97615 0.3125 1.857035 0.909947 2435.824 0.548 -0.034 0.010 -0.069 -0.042 -2.92 65 60 10 12 27.97615 30.07682 0.3125 2.003617 0.981772 3057289 0.403 0.017 0.006 0.111 0.073 4.37 55 50.04165 9.9167 12 30.07682 32.16 0.3125 2.131682 1.044524 3773.103 0280 0.050 0.014 0.203 0.141 7.06 50 45 10 12 30.50216 32.60173 0375 2.610574 1279181 4693.363 0.226 0.059 0.020 0.216 0.185 8.31 40 35 10 12 32.60173 34.7013 0.375 2.78638 1.365326 5704.392 0.137 0.069 0.032 021.5 0.195 6.84 30 25 10 12 34.7013 36.80086 0.375 2.962185 1.451471 685L25 0.070 0.072 0.041 0.203 0.197 4.92 20 15 10 12 36.80086 38.90043 0.375 3.137991 1.537615 8142.508 0.025 0.067 0.040 0.187 0.192 2.88 10 5 10 12 38.90043 41 0.375 3313796 1.62376 9586.737 0.003 0.036 0.020 0.120 0.130 0.65 CCISeismic 2.0.09 Page 3 Analysis Date:11/8/2017