Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Report
l / 7`-ge ski Ap G RECEIVED APR 1 0 2017 •C . Date: February 22,2017 'TLE CITY OFTIGAR 1 Nicholas Chapman BUILDING DIVISION Crown Castle Crown Castle 2000 Corporate Drive 2055 S. Stearman Drive Canonsburg, PA 15317 Chandler,AZ 85286 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number PO01373B Carrier Site Name: Greenburg Crown Castle Designation: Crown Castle BU Number: 824338 Crown Castle Site Name: Greenburg Crown Castle JDE Job Number: 420917 Crown Castle Work Order Number. 1365910 Crown Castle Application Number: 376527 Rev. 1 Engineering Firm Designation: Crown Castle Project Number: 1365910 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 Nicholas Chapman, 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 1365910, in accordance with application 376527, revision 1. 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,respectively. • This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code and 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 1 Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All equipment proposed in this report shall be installed in accordance with the attached drawings for the determined a'railable 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 this or any other projects ple- a le a call. th 4r, Structural analysis prepared by: Nicholas Cvetic, E.I.T./AGN 4 +,� 4t mass Respectfully submitted by: W �„ Maged (Matthew)Abdel-Messih, P.E. Sr. Project Engineer MO •t tnxTower Report version 7.0.5.1 0 2—= ' _ 01 7 *r 4@DE1►•tt EXPIRES 1 Zi a'► 2.i1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 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 Components vs. Capacity—LC5 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations 7)APPENDIX D Wind Speed Map tnxTower Report-version 7.0.5.1 I February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 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) 2 andrew TMBX-6517-R2M w/ Mount Pipe 8 commscope E15S09P69 I j 2 commscope HBXX-3817TB1-A2M w/ 127.0 132.0 Mount Pipe 1 commscope SBNH-1D65C w/Mount 1 1-3/5 - Pipe 2 _ nokia 1 FHFB 1 1nokia FRIJ 131.0 2 1 nokia FHFB 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) 134.0 1 gps _j._._ GPS_A TMBXX-6517-R2M w/ 1 1/2 E' 2 ' andrew Mount Pipe 1 �_ I 18 1-5/8 3 nokia FRIG 3 132.0 1 T nokia 1 FXFB 1 andrew TMBXX-6517-R2M w/ 127.0 ; Mount Pipe • 3 1 ' raycap RNSNDC-7771-PF-48 - - 2 _ 1 rfs celwave APXVFWW24X-C-NA20 131.0 — w/Mount Pipe j 2 rfs celwave � APXVFWW24X-C-NA20 Iw/Mount Pipe - - 1 - 127 0 1 tower mounts Platform Mount[LP 713-1]1 1 nokia I FXFB _ �_ _1 2 119.0 6 jaybeam wireless PCSS065-19-2 w/Mount . 118.0 Pipe 1 6 1-5/8 ; 1 ; 118.0 ' 1 tower mounts T-Arm Mount[TA 602-3] . j tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 4 • Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Ele(vft)ion Antennas Manufacturer Lines Size(in) 2 t am phenol BXA-171063-8CF-EDIN-X! I p w/Mount Pipe 1 ante) , BXA-185063/12CF w/ Mount Pipe I BXA-185085/12CF w/ _i 1 antel i Mount Pipe 2 antel BXA-70040/8CF w/Mount Pipe BXA-70063-8CF-EDIN-X I 1 ante) w/Mount Pipe i BXA-70063/8CF w/Mount'; 90.0 90.0 2 antel Pipe 1 13 1-5/8 1 1 ante) BXA-70080-8CF-EDIN-0 w/Mount Pipe 1 css AXP19-45-0 w/Mount Pipe 1 css XP20-45-0D w/Mount Pipe 3 ericsson RRUS 12 6 kaelus DBC0037F1V2-1 1 raycap I RCMDC-3315-PF-48 1 ' tower mounts T-Arm Mount[TA 602-3] j Notes: 1) Existing Equipment 2) Equipment To Be Removed, Not Considered in 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) 130 130 12 generic DB978H90 - - 110 . 110 12 generic DB978H90 - - 100 r 100 1 generic , 4' Diameter 6 GHz Dish 80 I 80 1 i generic 4' Diameter 6 GHz Dish - I - 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference I Source 1 4-GEOTECHNICAL REPORTS DAMES& MOORE 3512100 I CCISITES 4-TOWER FOUNDATION MILLER CONSULTING : DRAWINGS/DESIGN/SPECS ENGINEERS 3675342 CCISITES 4-TOWER MANUFACTURER VALMONT 3675330 CCISITES DRAWINGS tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 5 s 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 Component Critical ( ) SF*P allow) Elevation(ft) Size P K - Pass/Fail No. Type Element (K) Capacity L1 130-80.9167 Pole TP25.07x14.76x0.2188 1 , -8.26 1 1145.12 , 89.0 Pass i L2 80.9167 45.0833 Pole TP32.16x23.7748x0.3125 2 -14.43 2191.31 85.9 Pass L3 145 0833-0 Pole TP41x30.5022x0.375 1 3 ; -26.94 3341.22 1 85.7 Pass 1 i Summary Pole(L1) ' 89.0 Pass r Rating= 89.0 Pass Table 6-Tower Component Stresses vs. Capacity-LC5 Elevation Notes Component (ft) % Capacity Pass/Fail 1 Anchor Rods 0 76.2 Pass 1 Base Plate y 0 43.1 i Pass 1 Base Foundation (Structural) I 0 79.0 Pass 1 Base Foundation (Soil Interaction) 1 0 56.7 i Pass Structure Rating (max from all components)= 89.0% 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 existing and proposed loads. No - modifications are required at this time. tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 130.oft FI DESIGNED APPURTENANCE LOADING ■IE■ TYPE ELEVATION TYPE ELEVATION I (2) (2) Side Lighting _ 127 _ PCSS065-19-2 w/Mount Pipe 118 TMBX-6517-R2M w/Mount Pipe 127 T-Arm Mount[TA 602-3] 118 j ! 1 TMBX-6517-R2M w/Mount Pipe 127 6'x 2"Mount Pipe 118 t t .(2)HBXX-3817TB1-A2M w/Mount 127 6'x 2"Mount Pipe 118 I ;I Pipe _.._.__ 6'x 2"Mount Pipe 118 SBNH-1D65C w/Mount Pipe 127 (2)BXA-70040/8CF w/Mount Pipe 90 FHFB 127 XP20-45-0D w/Mount Pipe 90 III FHFB 127 AXP19-45-0 w/Mount Pipe 90 (2)FHFB 127 BXA-70063/8CF w/Mount Pipe 90 (8)E15S09P69 127 BXA-185063/12CF w/Mount Pipe 90 FRIJ 127 BXA-70063-8CF-EDIN-X w/Mount 90 c o I TMBXX-6517-R2M w/Mount Pipe 127 Pipe a o a I TMBXX-6517-R2M w/Mount Pipe 127 BXA-171063-8CF-EDIN-X w/Mount 90 `� II APXVFWW24X-C-NA20 w/Mount 127 Pipe Pipe BXA-70063/8CF w/Mount Pipe 90 APXVFWW24X-C-NA20 w/Mount 127 BXA-185085/12CF w/Mount Pipe 90 M Pipe BXA-70080-8CF-EDIN-0 w/Mount 90 GPS_A 127 Pipe I FRIG 127 BXA-171063-8CF-EDIN-X w/Mount 90 I' FRIG 127 Pipe I IFRIG 127 RRUS 12 90 I I 'FXFB 127 RRUS 12 90 (1Platform Mount[LP 713-1] 127 RRUS 12 90 6'x 2"Mount Pipe 127 (2)DBC0037F1 V2-1 90 6'x 2"Mount Pipe 127 (2)DBC0037F1 V2-1 90 / 99 6'x 2"Mount Pipe 127 (2)DBC0037F1 V2-1 90 80. — -.- (2)PCSS065-19-2 w/Mount Pipe 118 RCMDC-3315-PF-48 90 (2)PCSS065-19-2 w/Mount Pipe 118 T-Arm Mount[TA 602-3] 90 III nth MATERIAL STRENGTH GRADE I Fy Fu I GRADE I Fy I Fu I LA572-65 65 ksi 180 ksi I TOWER DESIGN NOTES N a e4 8 0 ` 1. Tower is located in Washington County,Oregon. o N a 1 2. Tower designed for Exposure C to the TIA-222-G Standard. I III 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. I 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. I Fi I 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:89% 1 45.1 ft ILI I II II III ALL REACTIONS r r , ARE FACTORED 11 8 1 II,, 1 I AXIAL ,r' ° cs, $ o o 64 K c M e i /1 Ij SHEAR MOMENT III I, 3 K ( * 285 kip-ft TORQUE 0 kip-ft III II, 30 mph WIND-1.0000 in ICE AXIAL 11 27 K Ill' i SHEAR MOMENT 26 K I ` 2344 kip-ft 0.08I TORQUE 1 kip-ft N REACTIONS-93 mph WIND J .O c OC A O 0 m N 1 to S Z I— rn 1— m r7 Crown Castle Job.824338 G' 'CROWN ,,,,,,,JJ2000 Corporate Drive PfOfeCl �„�CASTLE Canonsburg, PA 15317 Client. Crown Castle IDrawnby.NCvetic AP" The Foundation for a Wireless World Phone:(724)416-2000 code: TIA-222-G Date:02/21/17 Scale: NTS FAX: Path: Dwg No. R18A Wide,Lenera\work ArepwCVetic,MP.2C338 NO t 3859101820338 of E-1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 7 Tower Input Data I There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 3) Tower is located in Washington County, Oregon. 4) Basic wind speed of 93 mph. 5) Structure Class II. 6) Exposure Category C. 7) Topographic Category 1. 8) Crest Height 0.00 ft. 9) Nominal ice thickness of 1.0000 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56 pcf. 12) A wind speed of 30 mph is used in combination with ice. 13) Temperature drop of 50 °F. 14) Deflections calculated using a wind speed of 60 mph. 15) A non-linear(P-delta)analysis was used. 16) Pressures are calculated at each section. 17) Stress ratio used in pole design is 1. 18) 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 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification 4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KUr All Leg Panels Have Same Allowable 4 Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks 4 Consider Feed Line Torque Always Use Max Kz 4 Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile J 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 'I Sort Capacity Reports By Component Jl 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 130.00-80.92 49.08 4.08 12 14.7600 25.0700 0.2188 0.8750 A572-65 (65 ksi) L2 80.92-45.08 39.92 4.92 12 23.7748 32.1600 0.3125 1.2500 A572-65 (65 ksi) L3 45.08-0.00 50.00 12 30.5022 41.0000 0.3750 1.5000 A572-65 (65 ksi) tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 8 Tapered Pole Properties • Section Tip Dia. Area I r C I/C J /t/Q w w/t in in2 in4 in in in3 in4 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 1658.8361 8.3995 12.3153 134.6967 3361.2517 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 8539.7522 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 Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 130.00- 1 1 1 80.92 L2 80.92- 1 1 1 45.08 L3 45.08-0.00 1 1 1 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 plf in in LDF7-50A(1-5/8) A Surface Ar 118.00-0.00 6 6 0.200 1.9800 0.82 (CaAa) 0.400 ** LDF7-50A(1-5/8) B Surface Ar 90.00-0.00 4 4 -0.300 1.9800 0.82 (CaAa) -0.100 LDF7-50A(1-5/8) C Surface Ar 90.00-0.00 9 9 0.150 1.9800 0.82 (CaAa) 0.500 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf ASU9325TYP01(1-3/5) C No Inside Pole 127.00-0.00 1 No Ice 0.00 1.61 1/2"Ice 0.00 1.61 1"Ice 0.00 1.61 LDF4-50A(1/2) C No Inside Pole 127.00-0.00 1 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 LDF7-50A(1-5/8) C No Inside Pole 127.00-0.00 18 No Ice 0.00 0.82 1/2"Ice 0.00 0.82 1"Ice 0.00 0.82 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 130.00-80.92 A 0.000 0.000 44.055 0.000 0.18 tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 9 r Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K I, B 0.000 0.000 7.194 0.000 0.03 C 0.000 0.000 16.186 0.000 0.83 L2 80.92-45.08 A 0.000 0.000 42.570 0.000 0.18 B 0.000 0.000 28.380 0.000 0.12 C 0.000 0.000 63.855 0.000 0.86 L3 45.08-0.00 A 0.000 0.000 53.559 0.000 0.22 B 0.000 0.000 35.706 0.000 0.15 C 0.000 0.000 80.338 0.000 1.08 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 ft K L1 130.00-80.92 A 2.242 0.000 0.000 75.858 0.000 1.31 B 0.000 0.000 14.085 0.000 0.24 C 0.000 0.000 25.325 0.000 1.21 L2 80.92-45.08 A 2.132 0.000 0.000 73.302 0.000 1.27 B 0.000 0.000 55.564 0.000 0.94 C 0.000 0.000 99.908 0.000 2.35 L3 45.08-0.00 A 1.925 0.000 0.000 90.976 0.000 1.52 B 0.000 0.000 68.660 0.000 1.12 C 0.000 0.000 124.450 0.000 2.86 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in L1 130.00-80.92 -0.4698 -0.6223 -0.4352 -0.6609 L2 80.92-45.08 -0.6963 -0.2085 -0.5468 -0.3122 L3 45.08-0.00 -0.7903 -0.2367 -0.6555 -0.3668 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L1 5 LDF7-50A(1-5/8) 80.92- 1.0000 1.0000 118.00 L1 7 LDF7-50A(1-5/8) 80.92- 1.0000 1.0000 90.00 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 tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 10 • Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft (2)Side Lighting B From Leg 4.00 0.0000 127.00 No Ice 0.11 0.11 0.01 0.00 1/2" 0.17 0.17 0.01 7.00 Ice 0.23 0.23 0.01 1"Ice TMBX-6517-R2M w/Mount A From Leg 4.00 0.0000 127.00 No Ice 6.26 5.68 0.04 Pipe 0.00 1/2" 6.88 7.00 0.10 5.00 Ice 7.48 8.15 0.15 1"Ice TMBX-6517-R2M w/Mount B From Leg 4.00 0.0000 127.00 No Ice 6.26 5.68 0.04 Pipe 0.00 1/2" 6.88 7.00 0.10 5.00 Ice 7.48 8.15 0.15 1"Ice (2)HBXX-3817TB1-A2M C From Leg 4.00 0.0000 127.00 No Ice 6.08 5.16 0.05 w/Mount Pipe 0.00 1/2" 6.52 5.92 0.10 5.00 Ice 6.95 6.62 0.16 1"Ice SBNH-1 D65C w/Mount C From Leg 4.00 0.0000 127.00 No Ice 11.68 9.84 0.08 Pipe 0.00 1/2" 12.40 11.37 0.17 5.00 Ice 13.14 12.91 0.27 1"Ice FHFB A From Leg 2.00 0.0000 127.00 No Ice 3.63 2.39 0.05 0.00 1/2" 3.89 2.62 0.08 4.00 Ice 4.15 2.85 0.11 1"Ice FHFB B From Leg 2.00 0.0000 127.00 No Ice 3.63 2.39 0.05 0.00 1/2" 3.89 2.62 0.08 4.00 Ice 4.15 2.85 0.11 1"Ice (2)FHFB C From Leg 2.00 0.0000 127.00 No Ice 3.63 2.39 0.05 0.00 1/2" 3.89 2.62 0.08 5.00 Ice 4.15 2.85 0.11 1"Ice (8)E15S09P69 C From Leg 2.00 0.0000 127.00 No Ice 0.46 0.17 0.01 0.00 1/2" 0.55 0.23 0.01 5.00 Ice 0.64 0.29 0.02 1"Ice FRIJ C From Leg 2.00 0.0000 127.00 No Ice 2.42 1.52 0.07 0.00 1/2" 2.62 1.69 0.09 5.00 Ice 2.83 1.86 0.11 1"Ice TMBXX-6517-R2M w/ A From Leg 4.00 0.0000 127.00 No Ice 8.73 6.92 0.07 Mount Pipe 0.00 1/2" 9.28 8.13 0.14 5.00 Ice 9.82 9.05 0.22 1"Ice TMBXX-6517-R2M w/ B From Leg 4.00 0.0000 127.00 No Ice 8.73 6.92 0.07 Mount Pipe 0.00 1/2" 9.28 8.13 0.14 5.00 Ice 9.82 9.05 0.22 1"Ice APXVFVWV24X-C-NA20 w/ A From Leg 4.00 0.0000 127.00 No Ice 11.55 10.42 0.11 Mount Pipe 0.00 1/2" 12.27 11.94 0.20 4.00 Ice 13.00 13.48 0.30 1"Ice APXVFWVV24X-C-NA20 w/ B From Leg 4.00 0.0000 127.00 No Ice 11.55 10.42 0.11 Mount Pipe 0.00 1/2" 12.27 11.94 0.20 4.00 Ice 13.00 13.48 0.30 1"Ice GPS_A C From Leg 4.00 0.0000 127.00 No Ice 0.26 0.26 0.00 0.00 1/2" 0.32 0.32 0.00 7.00 Ice 0.39 0.39 0.01 1"Ice FRIG A From Leg 4.00 0.0000 127.00 No Ice 2.39 0.97 0.06 tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 11 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 0.00 1/2" 2.59 1.10 0.07 5.00 Ice 2.79 1.25 0.09 1"Ice FRIG B From Leg 4.00 0.0000 127.00 No Ice 2.39 0.97 0.06 0.00 1/2" 2.59 1.10 0.07 5.00 Ice 2.79 1.25 0.09 1"Ice FRIG C From Leg 4.00 0.0000 127.00 No Ice 2.39 0.97 0.06 0.00 1/2" 2.59 1.10 0.07 5.00 Ice 2.79 1.25 0.09 1"Ice FXFB A From Leg 4.00 0.0000 127.00 No Ice 3.54 1.02 0.06 0.00 1/2" 3.77 1.17 0.08 5.00 Ice 4.01 1.33 0.10 1"Ice Platform Mount[LP 713-1] C None 0.0000 127.00 No Ice 31.27 31.27 1.51 1/2" 39.68 39.68 1.93 Ice 48.09 48.09 2.35 1"Ice 6'x 2"Mount Pipe A From Leg 0.00 0.0000 127.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 0.00 Ice 2.29 2.29 0.05 1"Ice 6'x 2"Mount Pipe A From Leg 4.00 0.0000 127.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 0.00 Ice 2.29 2.29 0.05 1"Ice 6'x 2"Mount Pipe B From Leg 4.00 0.0000 127.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 0.00 Ice 2.29 2.29 0.05 1"Ice (2)PCSS065-19-2 w/ A From Leg 4.00 0.0000 118.00 No Ice 6.24 3.35 0.04 Mount Pipe 0.00 1/2" 6.81 4.80 0.09 1.00 Ice 7.36 5.99 0.14 1"Ice (2)PCSS065-19-2 w/ B From Leg 4.00 0.0000 118.00 No Ice 6.24 3.35 0.04 Mount Pipe 0.00 1/2" 6.81 4.80 0.09 1.00 Ice 7.36 5.99 0.14 1"Ice (2)PCSS065-19-2 w/ C From Leg 4.00 0.0000 118.00 No Ice 6.24 3.35 0.04 Mount Pipe 0.00 1/2" 6.81 4.80 0.09 1.00 Ice 7.36 5.99 0.14 1"Ice T-Arm Mount[TA 602-3] C None 0.0000 118.00 No Ice 11.59 11.59 0.77 1/2" 15.44 15.44 0.99 Ice 19.29 19.29 1.21 1"Ice 6'x 2"Mount Pipe A From Leg 4.00 0.0000 118.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 0.00 Ice 2.29 2.29 0.05 1"Ice 6'x 2"Mount Pipe B From Leg 4.00 0.0000 118.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 0.00 Ice 2.29 2.29 0.05 1"Ice 6'x 2"Mount Pipe C From Leg 4.00 0.0000 118.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 0.00 Ice 2.29 2.29 0.05 1"Ice (2)BXA-70040/8CF w/ A From Leg 4.00 0.0000 90.00 No Ice 20.14 10.18 0.08 Mount Pipe 0.00 1/2" 20.89 11.69 0.21 0.00 Ice 21.64 13.21 0.36 1"Ice tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 12 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 XP20-45-0D w/Mount Pipe A From Leg 4.00 0.0000 90.00 No Ice 7.08 4.75 0.04 0.00 1/2" 7.61 5.85 0.09 0.00 Ice 8.11 6.69 0.15 1"Ice AXP19-45-0 w/Mount Pipe A From Leg 4.00 0.0000 90.00 No Ice 4.55 3.25 0.03 0.00 1/2" 4.93 3.84 0.07 0.00 Ice 5.31 4.45 0.11 1"Ice BXA-70063/8CF w/Mount B From Leg 4.00 0.0000 90.00 No Ice 10.89 7.63 0.06 Pipe 0.00 1/2" 11.60 9.11 0.13 0.00 Ice 12.32 10.61 0.22 1"Ice BXA-185063/12CF w/ B From Leg 4.00 0.0000 90.00 No Ice 5.03 5.29 0.04 Mount Pipe 0.00 1/2" 5.58 6.46 0.09 0.00 Ice 6.10 7.35 0.14 1"Ice BXA-70063-8CF-EDIN-X B From Leg 4.00 0.0000 90.00 No Ice 10.89 8.09 0.06 w/Mount Pipe 0.00 1/2" 11.60 9.58 0.14 0.00 Ice 12.32 11.08 0.22 1"Ice BXA-171063-8CF-EDIN-X B From Leg 4.00 0.0000 90.00 No Ice 3.18 3.35 0.03 w/Mount Pipe 0.00 1/2" 3.56 3.97 0.06 0.00 Ice 3.93 4.60 0.10 1"Ice BXA-70063/8CF w/Mount C From Leg 4.00 0.0000 90.00 No Ice 10.89 7.63 0.06 Pipe 0.00 1/2" 11.60 9.11 0.13 0.00 Ice 12.32 10.61 0.22 1"Ice BXA-185085/12CF w/ C From Leg 4.00 0.0000 90.00 No Ice 5.01 5.31 0.04 Mount Pipe 0.00 1/2" 5.56 6.48 0.08 0.00 Ice 6.08 7.37 0.14 1"Ice BXA-70080-8CF-EDIN-0 C From Leg 4.00 0.0000 90.00 No Ice 8.44 8.70 0.06 w/Mount Pipe 0.00 1/2" 9.13 10.20 0.13 0.00 Ice 9.83 11.70 0.21 1"Ice BXA-171063-8CF-EDIN-X C From Leg 4.00 0.0000 90.00 No Ice 3.18 3.35 0.03 w/Mount Pipe 0.00 1/2" 3.56 3.97 0.06 0.00 Ice 3.93 4.60 0.10 1"Ice RRUS 12 A From Leg 2.00 0.0000 90.00 No Ice 3.15 1.29 0.06 0.00 1/2" 3.36 1.44 0.08 0.00 Ice 3.59 1.60 0.11 1"Ice RRUS 12 B From Leg 2.00 0.0000 90.00 No Ice 3.15 1.29 0.06 0.00 1/2" 3.36 1.44 0.08 0.00 Ice 3.59 1.60 0.11 1"Ice RRUS 12 C From Leg 2.00 0.0000 90.00 No Ice 3.15 1.29 0.06 0.00 1/2" 3.36 1.44 0.08 0.00 Ice 3.59 1.60 0.11 1"Ice (2)DBC0037F1V2-1 A From Leg 2.00 0.0000 90.00 No Ice 0.33 0.14 0.01 0.00 1/2" 0.40 0.19 0.01 0.00 Ice 0.48 0.25 0.01 1"Ice (2)DBC0037F1V2-1 B From Leg 2.00 0.0000 90.00 No Ice 0.33 0.14 0.01 0.00 1/2" 0.40 0.19 0.01 0.00 Ice 0.48 0.25 0.01 1"Ice (2)DBC0037F1V2-1 C From Leg 2.00 0.0000 90.00 No Ice 0.33 0.14 0.01 0.00 1/2" 0.40 0.19 0.01 0.00 Ice 0.48 0.25 0.01 1"Ice RCMDC-3315-PF-48 C From Leg 2.00 0.0000 90.00 No Ice 3.71 2.19 0.03 tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 13 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 0.00 1/2" 3.95 2.39 0.06 0.00 Ice 4.20 2.61 0.10 1"Ice T-Arm Mount[TA 602-3] C None 0.0000 90.00 No Ice 11.59 11.59 0.77 1/2" 15.44 15.44 0.99 Ice 19.29 19.29 1.21 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 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-F1.6 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 tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 14 Comb. Description No. 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service 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 27 0.00 0.00 -0.00 80.9167 Max.Compression 26 -31.09 1.94 4.82 Max.Mx 20 -8.37 485.79 -4.39 Max.My 2 -8.25 -4.54 490.28 Max.Vy 20 -16.99 485.79 -4.39 Max.Vx 2 -17.70 -4.54 490.28 Max.Torque 20 -0.93 L2 80.9167- Pole Max Tension 1 0.00 0.00 0.00 45.0833 Max.Compression 26 -42.77 3.52 6.02 Max.Mx 20 -14.50 1141.65 -7.12 Max.My 2 -14.43 -7.14 1169.90 Max.Vy 20 -20.49 1141.65 -7.12 Max.Vx 2 -21.13 -7.14 1169.90 Max.Torque 20 -0.92 L3 45.0833-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -63.57 6.01 7.41 Max.Mx 20 -26.94 2285.02 -10.89 Max.My 2 -26.94 -10.61 2344.02 Max.Vy 20 -25.01 2285.02 -10.89 Max.Vx 2 -25.62 -10.61 2344.02 Max.Torque 20 -0.92 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 36 63.57 2.76 -0.01 Max. H, 21 20.23 24.97 -0.08 Max.HZ 3 20.23 -0.08 25.58 Max.Mx 2 2344.02 -0.08 25.58 Max.MZ 8 2282.91 -24.97 0.08 Max.Torsion 9 0.89 -24.97 0.08 Min.Vert 7 20.23 -21.59 12.85 Min.H. 9 20.23 -24.97 0.08 Min.HZ 15 20.23 0.08 -25.58 Min.Mx 14 -2342.43 0.08 -25.58 Min.Mz 20 -2285.02 24.97 -0.08 Min.Torsion 20 -0.91 24.97 -0.08 Tower Mast Reaction Summary Load Vertical Shearx Shear Overturning Overtuming Torque Combination Moment,Mx Moment,Mz K K K kip-ft kip-ft kip-ft Dead Only 22.48 0.00 0.00 -0.64 0.86 -0.00 1.2 Dead+1.6 Wind 0 deg- 26.97 0.08 -25.58 -2344.02 -10.61 -0.07 tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 15 Load Vertical Shear, Shears Overturning Overturning Torque Combination Moment,M, Moment,Ms K K K kip-ft kip-ft kip-ft No Ice 0.9 Dead+1.6 Wind 0 deg- 20.23 0.08 -25.58 -2316.34 -10.71 -0.07 No Ice 1.2 Dead+1.6 Wind 30 deg- 26.97 12.51 -22.19 -2035.91 -1148.01 -0.52 No Ice 0.9 Dead+1.6 Wind 30 deg- 20.23 12.51 -22.19 -2011.82 -1134.73 -0.52 No Ice 1.2 Dead+1.6 Wind 60 deg- 26.97 21.59 -12.85 -1182.60 -1977.68 -0.81 No Ice 0.9 Dead+1.6 Wind 60 deg- 20.23 21.59 -12.85 -1168.50 -1954.64 -0.81 No Ice 1.2 Dead+1.6 Wind 90 deg- 26.97 24.97 -0.08 -12.47 -2282.91 -0.89 No Ice 0.9 Dead+1.6 Wind 90 deg- 20.23 24.97 -0.08 -12.08 -2256.31 -0.89 No Ice 1.2 Dead+1.6 Wind 120 deg 26.97 21.92 12.96 1174.18 -1989.18 -0.74 -No Ice 0.9 Dead+1.6 Wind 120 deg 20.23 21.92 12.96 1160.71 -1966.15 -0.74 -No Ice 1.2 Dead+1.6 Wind 150 deg 26.97 12.50 22.32 2036.12 -1135.56 -0.39 -No Ice 0.9 Dead+1.6 Wind 150 deg 20.23 12.50 22.32 2012.53 -1122.53 -0.39 -No Ice 1.2 Dead+1.6 Wind 180 deg 26.97 -0.08 25.58 2342.43 12.74 0.05 -No Ice 0.9 Dead+1.6 Wind 180 deg 20.23 -0.08 25.58 2315.17 12.29 0.05 -No Ice 1.2 Dead+1.6 Wind 210 deg 26.97 -12.51 22.19 2034.32 1150.14 0.49 -No Ice 0.9 Dead+1.6 Wind 210 deg 20.23 -12.51 22.19 2010.65 1136.30 0.49 -No Ice 1.2 Dead+1.6 Wind 240 deg 26.97 -21.59 12.85 1181.01 1979.79 0.81 -No Ice 0.9 Dead+1.6 Wind 240 deg 20.23 -21.59 12.85 1167.33 1956.20 0.81 -No Ice 1.2 Dead+1.6 Wind 270 deg 26.97 -24.97 0.08 10.89 2285.02 0.91 -No Ice 0.9 Dead+1.6 Wind 270 deg 20.23 -24.97 0.08 10.92 2257.88 0.91 -No Ice 1.2 Dead+1.6 Wind 300 deg 26.97 -21.92 -12.96 -1175.75 1991.30 0.76 -No Ice 0.9 Dead+1.6 Wind 300 deg 20.23 -21.92 -12.96 -1161.86 1967.72 0.76 -No Ice 1.2 Dead+1.6 Wind 330 deg 26.97 -12.50 -22.32 -2037.70 1137.69 0.40 -No Ice 0.9 Dead+1.6 Wind 330 deg 20.23 -12.50 -22.32 -2013.69 1124.11 0.40 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 63.57 -0.00 -0.00 -7.41 6.01 0.00 1.2 Dead+1.0 Wind 0 63.57 0.01 -2.57 -278.80 4.51 0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 63.57 1.27 -2.23 -243.22 -128.89 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 63.57 2.19 -1.29 -144.46 -226.13 -0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 63.57 2.76 -0.01 -9.00 -271.88 -0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 63.57 2.27 1.33 130.43 -230.73 -0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 63.57 1.30 2.31 232.59 -129.58 -0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 63.57 -0.01 2.57 263.89 7.59 -0.02 1 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 63.57 -1.27 2.23 228.31 140.99 0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 63.57 -2.19 1.29 129.55 238.23 0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 63.57 -2.76 0.01 -5.91 283.98 0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 63.57 -2.27 -1.33 -145.34 242.83 0.09 tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 16 Load Vertical Shears Shear, Overturning Overturning Torque Combination Moment,Mx Moment,M, K K K kip-ft kip-ft kip-ft deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 63.57 -1.30 -2.31 -247.50 141.68 0.07 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 22.48 0.02 -5.95 -543.66 -1.82 -0.01 Dead+Wind 30 deg-Service 22.48 2.91 -5.16 -472.27 -265.39 -0.12 Dead+Wind 60 deg-Service 22.48 5.02 -2.99 -274.51 -457.62 -0.19 Dead+Wind 90 deg-Service 22.48 5.81 -0.02 -3.37 -528.31 -0.21 Dead+Wind 120 deg- 22.48 5.10 3.02 271.58 -460.26 -0.18 Service Dead+Wind 150 deg- 22.48 2.91 5.20 471.32 -262.49 -0.10 Service Dead+Wind 180 deg- 22.48 -0.02 5.95 542.33 3.59 0.01 Service Dead+Wind 210 deg- 22.48 -2.91 5.16 470.93 267.16 0.12 Service Dead+Wind 240 deg- 22.48 -5.02 2.99 273.17 459.39 0.19 Service Dead+Wind 270 deg- 22.48 -5.81 0.02 2.04 530.07 0.22 Service Dead+Wind 300 deg- 22.48 -5.10 -3.02 -272.91 462.03 0.18 Service Dead+Wind 330 deg- 22.48 -2.91 -5.20 -472.65 264.26 0.10 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -22.48 0.00 0.00 22.48 0.00 0.000% 2 0.08 -26.97 -25.58 -0.08 26.97 25.58 0.000% 3 0.08 -20.23 -25.58 -0.08 20.23 25.58 0.000% 4 12.51 -26.97 -22.19 -12.51 26.97 22.19 0.000% 5 12.51 -20.23 -22.19 -12.51 20.23 22.19 0.000% 6 21.59 -26.97 -12.85 -21.59 26.97 12.85 0.000% 7 21.59 -20.23 -12.85 -21.59 20.23 12.85 0.000% 8 24.97 -26.97 -0.08 -24.97 26.97 0.08 0.000% 9 24.97 -20.23 -0.08 -24.97 20.23 0.08 0.000% 10 21.92 -26.97 12.96 -21.92 26.97 -12.96 0.000% 11 21.92 -20.23 12.96 -21.92 20.23 -12.96 0.000% 12 12.50 -26.97 22.32 -12.50 26.97 -22.32 0.000% 13 12.50 -20.23 22.32 -12.50 20.23 -22.32 0.000% 14 -0.08 -26.97 25.58 0.08 26.97 -25.58 0.000% 15 -0.08 -20.23 25.58 0.08 20.23 -25.58 0.000% 16 -12.51 -26.97 22.19 12.51 26.97 -22.19 0.000% 17 -12.51 -20.23 22.19 12.51 20.23 -22.19 0.000% 18 -21.59 -26.97 12.85 21.59 26.97 -12.85 0.000% 19 -21.59 -20.23 12.85 21.59 20.23 -12.85 0.000% 20 -24.97 -26.97 0.08 24.97 26.97 -0.08 0.000% 21 -24.97 -20.23 0.08 24.97 20.23 -0.08 0.000% 22 -21.92 -26.97 -12.96 21.92 26.97 12.96 0.000% 23 -21.92 -20.23 -12.96 21.92 20.23 12.96 0.000% 24 -12.50 -26.97 -22.32 12.50 26.97 22.32 0.000% 25 -12.50 -20.23 -22.32 12.50 20.23 22.32 0.000% 26 0.00 -63.57 0.00 0.00 63.57 0.00 0.000% 27 0.01 -63.57 -2.57 -0.01 63.57 2.57 0.000% 28 1.27 -63.57 -2.23 -1.27 63.57 2.23 0.000% 29 2.19 -63.57 -1.29 -2.19 63.57 1.29 0.000% 30 2.76 -63.57 -0.01 -2.76 63.57 0.01 0.000% 31 2.27 -63.57 1.33 -2.27 63.57 -1.33 0.000% 32 1.30 -63.57 2.31 -1.30 63.57 -2.31 0.000% 33 -0.01 -63.57 2.57 0.01 63.57 -2.57 0.000% 34 -1.27 -63.57 2.23 1.27 63.57 -2.23 0.000% 35 -2.19 -63.57 1.29 2.19 63.57 -1.29 0.000% 36 -2.76 -63.57 0.01 2.76 63.57 -0.01 0.000% 37 -2.27 -63.57 -1.33 2.27 63.57 1.33 0.000% tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 17 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K . 38 -1.30 -63.57 -2.31 1.30 63.57 2.31 0.000% 39 0.02 -22.48 -5.95 -0.02 22.48 5.95 0.000% 40 2.91 -22.48 -5.16 -2.91 22.48 5.16 0.000% 41 5.02 -22.48 -2.99 -5.02 22.48 2.99 0.000% 42 5.81 -22.48 -0.02 -5.81 22.48 0.02 0.000% 43 5.10 -22.48 3.02 -5.10 22.48 -3.02 0.000% 44 2.91 -22.48 5.20 -2.91 22.48 -5.20 0.000% 45 -0.02 -22.48 5.95 0.02 22.48 -5.95 0.000% 46 -2.91 -22.48 5.16 2.91 22.48 -5.16 0.000% 47 -5.02 -22.48 2.99 5.02 22.48 -2.99 0.000% 48 -5.81 -22.48 0.02 5.81 22.48 -0.02 0.000% 49 -5.10 -22.48 -3.02 5.10 22.48 3.02 0.000% 50 -2.91 -22.48 -5.20 2.91 22.48 5.20 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 0.00002932 3 Yes 4 0.00000001 0.00040248 4 Yes 6 0.00000001 0.00008392 5 Yes 5 0.00000001 0.00065778 6 Yes 6 0.00000001 0.00008673 7 Yes 5 0.00000001 0.00068171 8 Yes 5 0.00000001 0.00008242 9 Yes 4 0.00000001 0.00095914 10 Yes 6 0.00000001 0.00008392 11 Yes 5 0.00000001 0.00065800 12 Yes 6 0.00000001 0.00008580 13 Yes 5 0.00000001 0.00067192 14 Yes 5 0.00000001 0.00003499 15 Yes 4 0.00000001 0.00044442 16 Yes 6 0.00000001 0.00008573 17 Yes 5 0.00000001 0.00067227 18 Yes 6 0.00000001 0.00008380 19 Yes 5 0.00000001 0.00065814 20 Yes 5 0.00000001 0.00002353 21 Yes 4 0.00000001 0.00035975 22 Yes 6 0.00000001 0.00008700 23 Yes 5 0.00000001 0.00068245 24 Yes 6 0.00000001 0.00008405 25 Yes 5 0.00000001 0.00065798 26 Yes 4 0.00000001 0.00012169 27 Yes 5 0.00017477 0.00048805 28 Yes 5 0.00000001 0.00053740 29 Yes 5 0.00000001 0.00053145 30 Yes 5 0.00000001 0.00046071 31 Yes 5 0.00000001 0.00049462 32 Yes 5 0.00000001 0.00049646 33 Yes 5 0.00000001 0.00044912 34 Yes 5 0.00000001 0.00051827 35 Yes 5 0.00000001 0.00052002 36 Yes 5 0.00000001 0.00048410 37 Yes 5 0.00017410 0.00055714 38 Yes 5 0.00017411 0.00055822 - 39 Yes 4 0.00000001 0.00008499 40 Yes 4 0.00000001 0.00086604 41 Yes 4 0.00000001 0.00091809 42 Yes 4 0.00000001 0.00012679 43 Yes 4 0.00000001 0.00081919 44 Yes 4 0.00000001 0.00087316 45 Yes 4 0.00000001 0.00008536 46 Yes 4 0.00000001 0.00090884 47 Yes 4 0.00000001 0.00084838 tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 18 48 Yes 4 0.00000001 0.00011075 49 Yes 4 0.00000001 0.00090375 50 Yes 4 0.00000001 0.00084668 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 130-80.9167 31.260 39 2.2915 0.0043 L2 85-45.0833 12.664 39 1.4814 0.0016 L3 50-0 4.201 39 0.7925 0.0006 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 127.00 (2)Side Lighting 39 29.898 2.2395 0.0041 19710 118.00 (2)PCSS065-19-2 w/Mount Pipe 39 25.845 2.0829 0.0034 8212 90.00 (2)BXA-70040/8CF w/Mount 39 14.387 1.5773 0.0018 2462 Pipe Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 130-80.9167 134.333 2 9.8657 0.0228 L2 85-45.0833 54.559 2 6.3855 0.0072 L3 50-0 18.115 2 3.4183 0.0024 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 127.00 (2)Side Lighting 2 128.494 9.6430 0.0215 4823 118.00 (2)PCSS065-19-2 w/Mount Pipe 2 111.117 8.9724 0.0177 2007 90.00 (2)BXA-70040/8CF w/Mount 2 61.959 6.7973 0.0082 594 Pipe Compression Checks Pole Design Data Section Elevation Size L L„ KI/r A P„ +P„ Ratio No. P„ ft ft ft in2 K K ti)pn tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 19 Section Elevation Size L L„ KI/r A P„ 4P, Ratio No. P„ ft ft ft in2 K K OF, L1 130-80.9167 TP25.07x14.76x0.2188 49.08 0.00 0.0 16.900 -8.26 1145.12 0.007 (1) 5 L2 80.9167- TP32.16x23.7748x0.3125 39.92 0.00 0.0 31.007 -14.43 2191.31 0.007 45.0833(2) 3 L3 45.0833-0 TP41x30.5022x0.375 50.00 0.00 0.0 49.054 -26.94 3341.22 0.008 (3) 7 Pole Bending Design Data Section Elevation Size M. OW Ratio M„y 0114y Ratio No. Mux My ft kip-ft kip-ft 4M,, kip-ft kip-ft $Mny L1 130-80.9167 TP25.07x14.76x0.2188 493.11 559.09 0.882 0.00 559.09 0.000 (1) L2 80.9167- TP32.16x23.7748x0.3125 1169.93 1372.63 0.852 0.00 1372.63 0.000 45.0833(2) L3 45.0833-0 TP41x30.5022x0.375 2344.04 2761.74 0.849 0.00 2761.74 0.000 (3) Pole Shear Design Data Section Elevation Size Actual oV, Ratio Actual OT, Ratio No. V„ V„ T„ T„ ft K K OV, kip-ft kip-ft 0T,, L1 130-80.9167 TP25.07x14.76x0.2188 17.59 572.56 0.031Y0.53 1133.65 0.000 (1) L2 80.9167- TP32.16x23.7748x0.3125 21.13 1095.65 0.019 0.07 2783.27 0.000 45.0833(2) L3 45.0833-0 TP41x30.5022x0.375 25.62 1670.61 0.015 0.07 5599.95 0.000 (3) Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. Max M„y V. TStress Stress ft (1)13n OW 4Mny OV, OT, Ratio Ratio L1 130-80.9167 0.007 0.882 0.000 0.031 0.000 0.890 1.000 482 V (1) V L2 80.9167- 0.007 0.852 0.000 0.019 0.000 0.859 1.000 482 V 45.0833(2) V L3 45.0833-0 0.008 0.849 0.000 0.015 0.000 0.857 1.000 482 V (3) V Section Capacity Table Section Elevation Component Size Critical P 0Palow % Pass No. ft Type Element K K Capacity Fail tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 20 Section Elevation Component Size Critical P OPaHow % Pass No. ft Type Element K K Capacity Fail L1 130-80.9167 Pole TP25.07x14.76x0.2188 1 -8.26 1145.12 89.0 Pass L2 80.9167- Pole TP32.16x23.7748x0.3125 2 -14.43 2191.31 85.9 Pass 45.0833 L3 45.0833-0 Pole TP41x30.5022x0.375 3 -26.94 3341.22 85.7 Pass Summary Pole(L1) 89.0 Pass RATING= 89.0 Pass • tnxTower Report-version 7.0.5.1 February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 • 1 I NSULLED (9) 1—s/e•) TO »e Ft (44)sr I (I ) 1 To 90 FT LEVEL <f‹.f:\ . /� / \ / \ (PROPOSED) / /T \ \ (1) 1-3/5 TO 127 FT LEVEL / / \ 1 (((INSauFD)18)11-5/88TO 127 Fr LEVEL I LEVEL / I \ / / / • / • f / / i (INSTALLED) — (9) 1-3/8'To 90 Fr LEVEL • CLIMBING PEGS W/ SAFETY Care BUSINESS UNIT:824338 TOWER ID:C BASEEVE February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 22 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 Stiffened or Unstiffened, Ungrouted, Circular Base Plate -Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Reactions BU#: 824338 Mu: 2344 ft-kips Site Name: Greenburg Axial,Pu: 27 kips App#: 376527 Rev. 1 Shear,Vu: 26 kips I Pole Manufacturer:I Other I Eta Factor, r) 0.5 TIA G(Fig.4-4) Anchor Rod Data Ilf No stiffeners,Criteria: I AISC LRFD I<-Only Applcable to Unstiffened Cases Qty: 12 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength(Fu): 100 ksi Max Rod(Cu+Vu/rj): 198.1 Kips AISC LRFD Yield(Fy): 75 ksi Allowable Axial, cD*Fu*Anet: 260.0 Kips cp*Tn Bolt Circle: 48.95 in Anchor Rod Stress Ratio: 76.2% Pass Plate Data Diam: 54.95 in Base Plate Results Flexural Check Rigid Thick: 2.75 in Base Plate Stress: 23.3 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi p*Fy Single-Rod B-eff: 10.99 in Base Plate Stress Ratio: 43.1% Pass Y.L.Length: 26.74 Stiffener Data(Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld: n/a Groove Depth: <--Disregard Vertical Weld: n/a Groove Angle: <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)A2: n/a Fillet H.Weld: in Plate Tension+Shear,ft/Ft+(fv/Fv)A2: n/a Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 41 in ,. Thick: 0.375 in Grade: 65 ksi , #of Sides: 12 "0"IF Round Fu 80 ksi • Reinf.Fillet Weld 0 "0"if None _, - b': ffi a *0=none,1=every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate v2.0 Analysis Date:2/24/2017 CCI Foundation Tool Suite-Monopole Pier CCIFTS 1.2.108.14286-Phase 1-2 Date: 2/24/2017 BU: 824338 Site Name: Greenburg CROWN App Number: 376527 Rev.1 i�CASTLE Work Order: 1365910 Monopole Drilled Pier Input Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: D A • Forces ;-0/ Compression 27 kips Shear 26 kips Moment 2344 k-ft Swelling Force 0 kips Foundation Dimensions R Pier Diameter: 5.5 ft \ #3 Tie Size Ext.above grade: 1 ft Depth below grade: 27 ft (20).810 II Material Properties Number of Rebar: 20 Rebar Size: 10 Tie Size 3 Rebar tensile strength: 60 ksi Concrete Strength: 4000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 in Soil Profile: 1 SS Ultimate Ultimate Ultimate Friction Uplift Skin Comp.Skin Bearing Thickness From To Unit Weight Cohesion Angle Friction Friction Capacity SPI'14' Layer (ft) (ft) (ft) (pcf) (psf) (deg) (ksf) (ksf) (ksf) Counts 1 3 0 3 149 0 0 0 0 0 2 2 3 5 149 0 30 0 3 5 5 10 124 0 32 0 4 5 10 15 136 0 35 0 5 5 15 20 136 500 0 0 6 5 20 25 153 1000 0 0 7 2 25 27 109 1000 0 13 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from soil analysis) 2486.57 k-ft Depth to Zero Shear: 5.05 ft ¢Mn 3148.94 k-ft Max Moment,Mu: 2486.57 k-ft RATING: 79.0% Soil Safety Factor: 2.35 Safety Factor Req'd: 1.33 i RATING: 56.7% rho provided 0.74 rho required 0.33 OK Soil Axial Capacity Skin Friction(k): 168.43 kips Rebar Spacing 7.84 - End Bearing(k): 134.47 kips Spacing required 20.32 OK Comp.Capacity(k),¢Cn: 302.90 kips Comp.(k),Cu: 27.00 kips RATING: 8.9% Dev.Length required 21.70 Dev.Length provided 48.19 OK IOverall Foundation Rating: 79.0% I Page 1 of 1 • zusGs Design Maps Summary Report User-Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) ,,,, Site Coordinates 45.43505°N, 122.75921ovv Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III .;;.,'• i ----, -- -• -r 1---i ortleld G h „.,.,,,47.-, , ,• ,,., ,'. , - ,7.,..7,' - ..2.1.,,,, t, r___,,,,„,,,„,,,..---...,,.„.,, ..2.1. '-'--,„, ii 4--* 4 10 ,- - - 4iO4A % , t•-•,"'‘‘. '" 1.;','"--.*.r.. 11= 0'1‘.:‘,unla 1 ,' '',- '......*. ,' ° ,\ ,it'' . !''' ,,,,„0.A f. ";* ..;"'":4'. .N. ,,-.,,,.„„ 4'''''' . )' :''.' ' ''' N ,..,,, ,,,..., ,. „.,,. .......1.. , i ,,r .4,. ..,. .. , ,,.........,,..,,,, ,,,, ,„. .., 4. , ..„ , , 1 •'.,.. ';'..', ' / ' ''' ' ' .***,', le 40' -' „mit ,..-.,'''' 4 1 ' •041,er' ; '*- '-'''''''''' \ ''''.4;40,ii,,,k,t.'''-, '''.- '."4.- ''' '''';:144:e• ,, 'f":‘ AdiN..,.,-,. . ..• '4 .-."..,4,:v1:-:. ::: S-?Pill ''''. - USGS-Provided Output Ss = 0.978 g SMS = 1.085 g Sps = 0.723 g S1 = 0.424 g SM1 = 0.668 g S01 = 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. Oes.gri Resoceise Saer...P..—.1,n 4.4CEpResvcele Soectrj-n ... , ..... ".. ...: ...: ,., . „ '.. . Perid...1 T..84-':-) Refi..y..1,T(ae.7.1) ..,....._........,... Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. ©COSeosmoc o DesOo n Cate ooh Per 2012/2015IBC Site BU: 824338 Work Order: 1365910 CROWN Application: 376527 Rev. 1 %.0 CASTLE Degrees Minutes Seconds Site Latitude= 45 26 6.17 45.4350 degrees Site Longitude= -122 45 33.14 -122.7592 degrees 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 Importance Factor,I= 1.0 (Table 2-3) Acceleration-based site coefficient,Fa= 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,SDI= 0.445 (2.7.6) Seismic Design Category-Short Period Response= D ASCE 7-05 Table 11.6-1 Seismic Design Category-1s Period Response= D ASCE 7-05 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: 2/21/2017 COSegsmgc Monopole Analysis per 2012 IBC Site BU: 824338 CROWN Work Order: 1365910 CASTLE Application: 376527 Rev. 1 �� Axial,Wt= 27.0 kips From TNX: Shear,V,= 26.0 kips degrees minutes seconds Site Latitude= 45 26 6.17 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,S1= 0.424 Tower Height(AGL),HL= 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,Fv= 1.6 (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) Calculated CS= 0.482 (2.7.7.1) Base Seismic Shear,VS= 10.8 kips Appurtenance Weight(top 1/3 of structure),W„= 6.2 kips Average Moment of Inertia,Iavg= 3578.7 in4 Fundamental Frequency,Ff= 0.282 (2.7.11.2) Ff related variable,SA= 0.126 (2.7.8.1) Calculated CS= 0.084 (2.7.7.1) Minimum CS= 0.032 (2.7.7.1) Minimum CS when Si>_0.75= 0.000 (2.7.7i) Final CS= 0.084 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 2.0.07 Page 1 Analysis Date: 2/21/2017 X ' I Linear Increment Top 1/3 Weight 10 6.221018 Discrete Linear Seismic Seismic Seismic Seismic Ht s a b c Saz Shear,F. Induced Mid Ht Wt a b c Szz Shear,F5Z Induced (kips) (kips) Moment (kips) Moment (kip-ftl (kips) (kip-ft) 134 0.01087 1.890 1.980 1.140 1.361 0.010 1.32 123.5 0.11567 1.706 1.144 0.823 0.936 0.072 8.91 132 0.8628 1.890 1.980 1.140 1.361 0.783 103.37 115 0.16524 1.479 0.451 0.518 0.484 0.053 6.13 131 0.32 1.890 1.980 1.140 1.361 0.290 38.05 114 0.03936 1.453 0.393 0.489 0.438 0.011 1.31 127 1.57 1.804 1.556 0.984 1.156 1.210 153.67 105 0.21444 1.233 0.038 0.280 0.098 0.014 1.47 119 0.24 1.584 0.729 0.648 0.682 0.109 12.98 95 0.21444 1.009 -0.107 0.136 -0.136 -0.019 -1.85 118 0.8343 1.557 0.652 0.613 0.630 0.350 41.34 85 0.32104 0.808 -0.113 0.056 -0.219 -0.047 -3.98 90 1.6339 0.906 -0.122 0.090 -0.197 -0.214 -19.30 75 0.32104 0.629 -0.063 0.018 -0.146 -0.031 -2.34 65 0.32104 0.473 -0.006 0.006 0.030 0.007 0.42 55 0.32104 0.338 0.036 0.009 0.168 0.036 1.97 45 0.32104 0.226 0.059 0.020 0.213 0.046 2.05 35 0.32104 0.137 0.069 0.032 0.212 0.045 1.58 25 0.32104 0.070 0.072 0.041 0.200 0.043 1.07 15 0.32104 0.025 0.067 0.040 0.184 0.039 0.59 5 0.32104 0.003 0.036 0.020 0.117 0.025 0.13 CCISeismic 2.0.07 Page 2 Analysis Date: 2/21/2017 Section Increment Average Moment of Inertia(in`s) 10 3578.74 Monopole Section Data Average Seismic Height Mid- Top Bottom Wall Weight Moment of Seismic Induced Section Number of Volume Above Height,Z Diameter Diameter Thickness a b c S, Shear,Fs Length(ft) Sides (ft) (kips) Inertia (in) (in) (in) (kips) ' Moment Base(ft) (ft)) (in41 (kip-ft) 130 125 10 12 14.76 16.86051 0.21875 0.761566 0.373167345.9262 1.747 1.310 0.889 1.028 0.256 31.95 120 115 10 12 16.86051 18.96102 0.21875 0.864165 0.423441 503.8809 1.479 0.451 0.518 0.484 0.137 15.70 110 105 10 12 18.96102 21.06153 0.21875 0.966764 0.473714 703.9997 1.233 0.038 0.280 0.098 0.031 3.24 100 95 10 12 21.06153 23.16204 0.21875 1.069363 0.523988 951.2884 1.009 -0.107 0.136 -0.136 -0.048 -4.53 90 85.45835 9.0833 12 23.16204 25.07 0.21875 1.060257 0.519526 1234.569 0.817 -0.115 0.059 -0.218 -0.076 -6.46 85 80 10 12 23.7748 25.87547 0.3125 1.710453 0.838122 1904.981 0.716 -0.092 0.033 -0.201 -0.112 -8.98 75 70 10 12 25.87547 27.97615 0.3125 1.857035 0.909947 2435.824 0.548 -0.034 0.010 -0.062 -0.038 -2.64 ' J 65 60 10 12 27.97615 30.07682 0.3125 2.0036170.981772 3057.289 0.403 0.017 0.006 0.111 0.073 4.36 55 50.04165 9.9167 12 30.07682 32.16 0.3125 2.131682 1.044524 3773.103 0.280 0.050 0.014 0.199 0.139 6.95 50 45 10 12 30.50216 32.60173 0.375 2.610574 1.279181 4693.363 0.226 0.059 0.020 0.213 0.182 8.18 40 35 10 12 32.60173 34.7013 0.375 2.78638 1.365326 5704.392 0.137 0.069 0.032 0.212 0.193 6.74 30 25 10 12 34.7013 36.80086 0.375 2.962185 1.451471 6851.25 0.070 0.072 0.041 0.200 0.194 4.85 20 15 10 12 36.80086 38.90043 0.375 3.137991 1.537615 8142.508 0.025 0.067 0.040 0.184 0.189 2.83 10 5 10 12 38.90043 41 0.375 3.313796 1.62376 9586.737 0.003 0.036 0.020 0.117 0.127 0.63 CCISeismic 2.0.07 Page 3 Analysis Date: 2/21/2017 130.0 6 1 I DESIGNED APPURTENANCE LOADING TYPE I ELEVATION TYPE ELEVATION II I Seismic Discrete Force 1 134 Seismic Section Force 6 80 Seismic Discrete Force 2 132 Seismic Linear Force 7 75 11 j Seismic Discrete Force 3 131 Seismic Section Force 7 70 Seismic Discrete Force 4 127 Seismic Linear Force 8 165 Seismic Section Force 1 125 Seismic Section Force 8 60 Seismic Linear Force 1 123.5 Seismic Linear Force 9 55 i .___.. Seismic Discrete Force 5 119 Seismic Section Force 9 50.0416 • Seismic Discrete Force 6 118 Seismic Linear Force 10 45 c Nm m m o Ir I 1 Seismic Linear Force 2 115 Seismic Section Force 10 45 n o o e o a d N !Seismic Section Force 2 115 Seismic Linear Force 11 35 III II Seismic Linear Force 3 114 Seismic Section Force 11 35 1 Seismic Linear Force 4 105 1 Seismic Linear Force 12 25 1 Seismic Section Force 3 105 I Seismic Section Force 12 25 11 1 Seismic Linear Force 5 95 Seismic Linear Force 13 15 Seismic Section Force 4 95 Seismic Section Force 13 15 Seismic Discrete Force 7 90 Seismic Linear Force 14 5 III Seismic Section Force 5 85.4583 Seismic Section Force 14 5 11 I Seismic Linear Force 6 85 I II MATERIAL STRENGTH I GRADE Fy Fu GRADE I Fy I Fu I 1A572-65 85 ksi 80 ksi 80.96 1 TOWER DESIGN NOTES I N 1. Tower is located in Washington County,Oregon. II 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. i4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. I. I 5. Deflections are based upon a 60 mph wind. N I 6. Tower Structure Class II. m m 0 7. Topographic Category 1 with Crest Height of 0.00 ft N 0 0 2 ,,,;:i M 8. SEISMIC LOADS DO NOT CONTROL ANALYSIS ,,, I a I, 9. TOWER RATING:26.6% 1 III,I I' 1 1 111 I _.. i 45.1 ft I 1 11 1 11 ill 1 I I ALL REACTIONS g 1 ! I ARE FACTORED I 9 O N OIII M 0 9 o AXIAL criit < N 29K 11 O K /SHEAR J---- MOMENT kip-RT 30 mph WIND-1.0000 in ICE I AXIAL I III ; 27 K � I' SHEAR MOMENT I 4 K 434 kip-ft 0.0ft ILI lalll REACTIONS-93 mph WIND a in - t" rn - ii i Lit 3 2 .- N H I m Ln 8i J :b o Crown Castle 824338 C ROW N Project:2000 Corporate Drive �,�CASTLE clientCrown Castle Drawn by:NCvetic App d. Canonsburg PA 15317 code: TIA-222-G Date.02/21/17 Scale: NTS The Foundation for a Wireless World Phone:(724)416-2000 ..__ FAX:Vx. Path: Dwg No.E-1 RASA Models-Lellerm\WWM1 groeN10.1 w1P1824338 WO 1365910\Seismk\8243385siunic.er February 22, 2017 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1365910,Application 376527, Revision 1 Page 23 APPENDIX D WIND SPEED MAP tnxTower Report-version 7.0.5.1 1241 1 , OREGON M� 121' 471' 120' 11 it 11$. 117' 4d' ,r, ` � p.rrwv • � .. /'' _ W,rLtOWA Lau • f z4 t Ca.�CiKAIYiAs AP r< r t <Al WJ4Nir1 AL 115.lit UNION x II ilir r �liK >r R ' f i _ ¢, BAKER 11 rill tnwirr jriM1141 T. ...... . >< cAao►cil INNS..• lirw { s x f l Dew --1111 r •yC: DOUGLAS COO -.,:- 43• . iA. r rrf „ . .. . , ....... .. , . . .....iiii iiii .. v /rf' .. .,„ r / r ati4ft ti . . 6AKE 124' 127 1.- 12t' 120' Iia' lie' 117• 135 1. All areas with full exposure to i can winds shall be designed mph areas. 2. Are4is in Multnomah and Flood 'ivcr Cotmlies with frill exposure to Columbia River Gorge winds shall he designed enph areas 135 135 105 mph MEW-mph 120 Converted to nominal 93 mph J mph 110 1-,x:1 I mite per b.,ur.t 0.4i mk FIGURE1609A ULTIMATE DESIGN WIND 5PEED,V,u FOR RISK CATEGEQRY II BUILIDINGS AND OTHER STRUCTURES 8