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Specifications (78)
• t\---444 Simms 1fi�- RECEIVED AUG 2 7 2018 CROWN Date: May 10, 2018 CITY OF TIGARD CASTLE BUILDING DIVISION Timothy Liebrock Crown Castle Crown Castle 2000 Corporate Drive 1500 Corporate Drive Canonsburg Canonsburg, PA 15317 724-416-2000 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: P001373B Carrier Site Name: Greenburg Crown Castle Designation: Crown Castle BU Number: 824338 Crown Castle Site Name: Greenburg Crown Castle JDE Job Number: 502743 Crown Castle Work Order Number: 1570712 Crown Castle Order Number: 439121 Rev. 0 Engineering Firm Designation: Crown Castle Project Number: 1570712 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 Timothy Liebrock, 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 1570712, in accordance with order 439121, revision 0. 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: LCT Existing+ Reserved + Proposed Equipment Sufficient Capacity Note See Table I and Table II for the proposed and existing/reserved loading,respectively. 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 this or -n other projects, please give us a call. co PROF . . � s4) Structural analysis prepared by: Benjamin McMurray/RTC F,Q Oy <i 9 Respectfully submitted by: cr 91623PE r OREGON Maham Barimani, P.E. Senior Project Engineer J,,,X2ril 05-11 —Z018 �,I,P tnxTower Report-version 7.0.5.1 �tiq 4 B AFiN EXPIRES 12_3_2019 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 -Proposed Antenna and Cable Information Table 2- Existing and Reserved 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 - LC7 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 r May 10, 2018 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 3 1) INTRODUCTION This tower is a 130 ft Monopole tower designed by Valmont in May 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 Lineof Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 133.0 1 raycap RNSNDC-7771-PF-48 129.0 131.0 3 commscope FFHH 65Cp Pe w/Mount 1 1-3/5 3 nokia AHLOA Table 2-Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 8 commscope E15S09P69 133.0 1 raycap RNSNDC-7771-PF-48 2 andrew TMBXX-6517-R2M w/ Mount Pipe 132.0 2 nokia FHFB 16 1-5/8 1 nokia FRIJ 2 7/8 1 1 nokia FXFB 1 1-3/5 2 andrew TMBX-6517-R2M w/ 129.0 Mount Pipe 2 commscope HBXX-3817TB1-A2M w/ Mount Pipe 131.0 1 commscope SBNH-1D65C w/Mount Pipe _ 3 2 rfs celwave APXVFWW24X-C-NA20 w/Mount Pipe 2 nokia FHFB 3 nokia FRIG - 1 129.0 1 tower mounts Platform Mount[LP 713-1] 119.0 6 ]aybeam wireless PCSS065-19-2 w/Mount 118.0 Pipe 6 1-5/8 4 118.0 1 tower mounts T-Arm Mount[TA 602-3] 6 commscope JAHH-45C-R3B w/Mount Pipe 90.0 90.0 3 ericsson RADIO 2212 3 1 112 2 3 ericsson RRUS 32 32 tnxTower Report-version 7.0.5.1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 4 Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note '! Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 3 ericsson RRUS 32 B66 1 raycap RCMDC-3315-PF-48 1 antel BXA-70040/8CF w/Mount Pipe 1 antel BXA-70063/8CF w/Mount Pipe 1 ante) BXA-70080-8CF-EDIN-0 6 1-5/8 1 w/Mount Pipe 6 kaelus DBC0037F1V2-1 1 raycap RCMDC-3315-PF-48 1 tower mounts T-Arm Mount[TA 602-3] Notes: 1) Existing equipment 2) Reserved equipment 3) Equipment to be removed;not considered in this analysis 4) 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 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. tnxTower Report-version 7.0.5.1 r � May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 5 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) 1 Section Component Critical SF*P_allow No. Elevation(ft) Size Element P(K) Pass/Fail Type (K) Capacity L1 130-80.9167! Pole TP25.07x14.76x0.2188 1 -9.1033 1145.1200 104.8 Pass2 L2 80.9167 Pole TP32.16x23.7748x0.3125 2 -15.4376 2191.3100 100.9 Pass2 45.0833 L3 45.0833-0 Pole TP41x30.5022x0.375 3 -28.2294 3341.2200 100.2 Pass2 Summary Pole(L1) 104.8 Pass Rating= 104.8 Pass2 Table 6 -Tower Component Stresses vs.Capacity—LC7 Notes Component Elevation(ft) %Capacity Pass/Fail 1 Anchor Rods 0 89.1 Pass 1 Base Plate 0 50.4 Pass 1 Base Foundation Structural 0 92.7 Pass 1 Base Foundation Soil Interaction 0 67.0 Pass Structure Rating (max from all components)= 104.8%(2) Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) Capacities up to 105%are considered acceptable based on analysis methods used. 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 r y May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 , r ,3oOft ILA ----111 111, oft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION TMBX-6517-R2M w/Mount Pipe 129 (2)PCSSOS5-19-2 wr Mount Pipe 118 TMBX-6517-R2M w/Mount Pipe 129 (2)PCSS06S-19-2 w/Mount Pipe 118 TMBXX-6517-R2M w/Mount Pipe 129 6'x Y Mount Pipe 118 ,I TMB)O(-6517-R2M wi Mount Pipe 129 8'x Y Mount Pipe 118 •^ � (2)HBXX-3817TB1-A2M w!Mount 129 6'x 2"Mount Pipe 118 i I Pipe _T-lvm Mount[TA 602-3] 118 It FFHH-65C-R3 w/Mount Pipe 129 BXA-70040/8CF WI Mount Pipe 90 �� FFHH-65C-R3 WI Mount Pipe 129 BXA-70063/8CF w/Mount Pipe 90 FFHH-65C-R3 w/Mount Pipe 129 BXA-70080-8CF-EDIN-0 w!Mount 90 I1 FRIG 129 Pipe 8 8 ) FRIG 129 (2)DBC0037F1V2-1 90 2 N ,, . o M Ir!1 FRIG 129 (2)DBC0037F1V2-1 90 a o W* 4 N illi FHFB 129 (2(DBC0037F1V2-1 90 i'; FHFB 129 RCMDC-3315-PF-48 90 11 l (2)FHFB 129 (2)JAHH-45C-R3B w/Mount Pipe 90 FXFB 129 (2)JAHH-45C-R3B w/Mount Pipe 90 " ,1' FRIJ 129 (2)JAHH-45C-R3B w/Mount Pipe 90 RNSNOC-7771-PF-48 129 RRUS 32 B2 90 �; ., (8)E15609P69 129 RRUS 32132 90 lAHLOA129RADIO rt iI RLOA NNDC-7771-PF 48 129 129 RRUS RADIO 2212 90 90 ii: Platform Mount[LP 713-1] 129 RADIO 2212 90 6'x Y Mount Pipe 129 RRUS 32 666 90 80.9 ft ill 6'x 2"Mount Pipe 129 RRUS 32 866 90 6'x Y Mount Pipe 129 RRUS 32 866 90 lflill 6'x Y Mount Pipe 129 RCMDC-3315-PF-48 90 6'x 2*Mount Pipe 129 6'x 2*Mount Pipe 90 III 6'xYMount Pipe 129 6'x?Mount Pipe 90 (2)Side Lighting 129 6'z 2'Mount Pipe 90 I1II� 1(2)PCSS065-19-2 w/Mount Pipe 118 T-Arm Mount[TA 602-3) 90 11 n.m III MATERIAL STRENGTH m m o j GRADE Fy Fu GRADE i Fy I Fu I 1O v n m n 'III I A572-65 65 ksi 180 ksi NP., r O N Q t"i TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. i12. Tower designed for Exposure C to the TIA-222-G Standard. Ii'''''' 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. / 1 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. a5.1 ft �,, 7. Topographic Category 1 with Crest Height of 0.0000 ft 8. TOWER RATING:104.8% Il H II II! II til iIllt III III ill ,!i 11I ALL REACTIONS II,I I ARE FACTORED I l l l i AXIAL S Iii I 67K III 1 SHEAR'''. j —N\MOMENT ! I 3 K 339 kip-ft I TORQUE 0 kip-ft 30 mph WIND-1.0000 in ICE AXIAL 28K li 1 'I ihji ISD SHEA i MOMENT 30 K I 2744 kip-ft Ali IIj 0.0 ft .1.'!.u: TORQUE 1 kip-ft N REACTIONS-93 mph WIND +t `o m J m 2 ! 2 g m i i5 m Z Crown Castle 'ob.BU 824338 CASOTWLE 2000 Corporate Drive amt Drawl,bv: Aid: `"r Canonsburg Crown Castle BMcMurray The Pathway to Possible Phone:724-416-2000 TIA-222-G Dare'05/10118Ccde: sNTS FAX: Path: RASA Yohk-L un,'NV.WwWid.n,aW2,W0'41uWtW0,511n19924338.a Dwg No.E-1. ' May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 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: 5) Tower is located in Washington County, Oregon. 6) Basic wind speed of 93 mph. 7) Structure Class II. 8) Exposure Category C. 9) Topographic Category 1. 10) Crest Height 0.0000 ft. 11) Nominal ice thickness of 1.0000 in. 12) Ice thickness is considered to increase with height. 13) Ice density of 56.0000 pcf. 14) A wind speed of 30 mph is used in combination with ice. 15) Temperature drop of 50.0000 °F. 16) Deflections calculated using a wind speed of 60 mph. 17) A non-linear(P-delta)analysis was used. 18) Pressures are calculated at each section. 19) Stress ratio used in pole design is 1. 20) 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 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification v' Use Clear Spans For Wind Area SR Leg Bolts Resist Compression ' Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable >' Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 'i Bypass Mast Stability Checks \ Consider Feed Line Torque Always Use Max Kz '' Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile d 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 Sort Capacity Reports By Component \ 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 ' May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 8 Tapered Pole Properties Section Tip Dia. Area I r C I/C J lt/Q w wit in inz in4 in in in3 in4 in 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 Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angie 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(1-518) 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 ft2/ft pif ASU9325TYP01(1-3/5) A No Inside Pole 129.0000-0.0000 2 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 tnxTower Report-version 7.0.5.1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 9 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf 1/2"Ice 0.0000 0.8200 1"Ice 0.0000 0.8200 ... Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR__. AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K Li 130.0000- A 0.000 0.000 51.579 0.000 0.5119 80.9167 B 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 0.4683 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 0.5891 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 . !p ft2 ft2_ ft ft2 K Li 130,0000- A 2.242 0.000 0.000 95.915 0.000 1.9335 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 1.5602 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 1.8858 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, Ka Section Record No. Segment No Ice Ice Elev. L1 3 LDF7-50A(1-518) 110.00- 1.0000 1.0000 129.00 Li 4 LDF7-50A(1-5l8) 110.00- 1.0000 1.0000 129.00 tnxTower Report-version 7.0.5.1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CC!BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 10 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. 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 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(1-5/8) 45.08- 1.0000 1.0000 80.92 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Herz 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 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 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 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 (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 FFHH-65C-R3 w/Mount A From Leg 4.0000 0.0000 129.0000 No Ice 21.3753 11.5042 0.1586 Pipe 0.0000 1/2" 22.1324 13.0344 0.3014 2.0000 Ice 22.8984 14.5887 0.4553 1"Ice FFHH-65C-R3 w/Mount B From Leg 4.0000 0.0000 129.0000 No Ice 21.3753 11.5042 0.1586 Pipe 0.0000 1/2" 22.1324 13.0344 0.3014 2.0000 Ice 22.8984 14.5887 0.4553 1"Ice FFHH-65C-R3 WI Mount C From Leg 4.0000 0.0000 129.0000 No Ice 21.3753 11.5042 0.1586 Pipe 0.0000 1/2" 22.1324 13.0344 0.3014 2.0000 Ice 22.8984 14.5887 0.4553 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 tnxTower Report-version 7.0.5.1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 2.0000 Ice 2.7877 1.2483 0.0947 1"Ice 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 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 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 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 (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 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 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 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 (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 AHLOA A From Leg 4.0000 0.0000 129.0000 No Ice 2.2289 1.3906 0.0838 0.0000 1/2" 2.4225 1.5518 0.1021 2.0000 Ice 2.6235 1.7200 0.1233 1"Ice (2)AHLOA B From Leg 4.0000 0.0000 129.0000 No Ice 2.2289 1.3906 0.0838 0.0000 1/2" 2.4225 1.5518 0.1021 2.0000 Ice 2.6235 1.7200 0.1233 1"Ice RNSNDC-7771-PF-48 B From Leg 4.0000 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 Platform Mount[LP 713-11 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 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 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 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 tnxTower Report-version 7.0.5.1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ftz ft2 K ft ft 6'x 2"Mount Pipe A From Leg 4.0000 0.0000 129.0000 No Ice 0.0000 1.4250 0.0220 0.0000 1/2" 0.0000 1.9250 0.0328 0.0000 Ice 0.0000 2.2939 0.0477 1"Ice 6'x 2"Mount Pipe B From Leg 4.0000 0.0000 129.0000 No Ice 0.0000 1.4250 0.0220 0.0000 1/2" 0.0000 1.9250 0.0328 0.0000 Ice 0.0000 2.2939 0.0477 1"Ice 6'x 2"Mount Pipe C From Leg 4.0000 0.0000 129.0000 No Ice 0.0000 1.4250 0.0220 0.0000 1/2" 0.0000 1.9250 0.0328 0.0000 Ice 0.0000 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 1/2" 6.8143 4.7975 0.0850 1.0000 Ice 7.3563 5.9872 0.1374 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 T-Arm Mount[TA 602-3] C None 0.0000 118.0000 No Ice 11.5900 11.5900 0.7743 1/2" 15.4400 15.4400 0.9904 Ice 19.2900 19.2900 1.2064 1"Ice 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 w/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 WI 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 tnxTower Report-version 7.0.5.1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 13 Description Face Offset Offsets. Azimuth Placement CAAA CAAAWeight � or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ftz ft2 K ft ft 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 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 6'x 2"Mount Pipe A From Leg ' 4.0000 0.0000 90.0000 No Ice 1.4250 1.4250 0.0220 0.0000 1/2" 1.9250 1.9250 0.0328 0.0000 Ice 2.2939 2.2939 0.0477 1"Ice 6'x 2"Mount Pipe B From Leg 4.0000 0.0000 90.0000 No Ice 1.4250 1.4250 0.0220 0.0000 1/2" 1.9250 1.9250 0.0328 0.0000 Ice 2.2939 2.2939 0.0477 1"Ice 6'x 2"Mount Pipe C From Leg 4.0000 0.0000 90.0000 No Ice 1.4250 1.4250 0.0220 0.0000 1/2" 1.9250 1.9250 0.0328 tnxTower Report-version 7.0.5.1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 14 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 0.0000 Ice 2.2939 2.2939 0.0477 ww 1"Ice T-Arm Mount[TA 602-31 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 Load Combinations Comb.x�.._,� 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+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 tnxTower Report-version 7.0.5.1 • May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 15 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 36 0.0004 -0.0028 -0.0001 80.9167 Max.Compression 26 -36.3502 -1.3645 1.3539 Max.Mx 8 -9.1034 -580.7284 -1.4119 Max.My 2 -9.2117 1.0675 568.3188 Max.Vy 8 20.6880 -580.7284 -1.4119 Max.Vx 2 -20.3920 1.0675 568.3188 Max.Torque 3 -0.7315 L2 80.9167- Pole Max Tension 1 0.0000 0.0000 0.0000 45.0833 Max.Compression 26 -47.5199 0.1437 2.1479 Max.Mx 8 -15.4376 - -4.3052 1374.4475 Max.My 2 -15.5587 4.2344 1340.6680 Max.Vy 8 24.7064 - -4.3052 1374.4475 Max.Vx 2 -23.7236 4.2344 1340.6680 Max.Torque 3 -0.6944 L3 45.0833-0 Pole Max Tension 1 0.0000 0.0000 0.0000 Max.Compression 26 -67.4316 2.8011 3.0911 Max.Mx 20 -28.2294 2743.9281 8.8773 Max.My 2 -28.2340 8.8218 2639.6425 Max.Vy 20 -29.8069 2743.9281 8.8773 Max.Vx 2 -27.9994 8.8218 2639.6425 Max.Torque 3 -0.6880 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z . Load K K K Comb. Pole Max.Vert 36 67.4316 3.1953 0.0023 Max.Hx 21 21.2074 29.7623 0.0801 Max.Hz 3 21.2074 0.0801 27.9565 Max.Mx 2 2639.6425 0.0801 27.9565 Max.MZ 8 2743.5170 -29.7623 -0.0801 Max.Torsion 15 0.6827 -0.0801 -27.9565 Min.Vert 7 21.2074 -24.2025 14.0252 Min.Hx 9 21.2074 -29.7623 -0.0801 Min.Hz 14 28.2765 -0.0801 -27.9565 Min.MX 14 -2639.1110 -0.0801 -27.9565 Min.MZ 20 -2743.9281 29.7623 0.0801 Min.Torsion 3 -0.6851 0.0801 27.9565 Tower Mast Reaction Summary Load Vertical Shearx Shears Overturning Overturning Torque 1 Combination Moment,Mx Moment,MZ K K K kip-ft kip-ft kip-ft Dead Only 23.5637 0.0000 0.0000 -0.2128 0.1690 -0.0000 tnxTower Report-version 7.0.5.1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 16 ,„ Load „,„ Vertical , ��Shear, 'ears Overturning Overturning Torque Combination Moment,Mx Moment,Mz KK K kip-ft kip-ft kip-ft 1.2 Dead+1.6 Wind 0 deg- 28.2765 -0.0801 -27.9565 -2639.6425 8.8221 0.6729 No Ice 0.9 Dead+1.6 Wind 0 deg- 21.2074 -0.0801 -27.9565 -2604.3278 8.6610 0.6851 No Ice 1.2 Dead+1.6 Wind 30 deg- 28.2765 13.8688 -24.2715 -2292.6282 -1310.5305 0.5719 No Ice 0.9 Dead+1.6 Wind 30 deg- 21.2074 13.8688 -24.2715 -2261.9524 -1293.0391 0.5827 No Ice 1.2 Dead+1.6 Wind 60 deg- 28.2765 24.2025 -14.0252 -1325.0885 -2289.5738 0.3260 No Ice 0.9 Dead+1.6 Wind 60 deg- 21.2074 24.2025 -14.0252 -1307.3325 -2258.9890 0.3326 No Ice 1.2 Dead+1.6 Wind 90 deg- 28.2765 29.7623 0.0801 8.3369 -2743.5170 0.0027 No Ice 0.9 Dead+1.6 Wind 90 deg- 21.2074 29.7623 0.0801 8.2942 -2707.3076 0.0031 No Ice 1.2 Dead+1.6 Wind 120 deg 28.2765 24.1308 14.0763 1328.7027 -2279.5516 -0.3206 -No Ice 0.9 Dead+1.6 Wind 120 deg 21.2074 24.1308 14.0763 1311.0407 -2249.1112 -0.3266 -No Ice 1.2 Dead+1.6 Wind 150 deg 28.2765 13.9495 24.2511 2289.7603 -1319.1278 -0.5667 -No Ice 0.9 Dead+1.6 Wind 150 deg 21.2074 13.9495 24.2511 2259.2566 -1301.5222 -0.5772 -No Ice 1.2 Dead+1.6 Wind 180 deg 28.2765 0.0801 27.9565 2639.1110 -8.3967 -0.6704 -No Ice 0.9 Dead+1.6 Wind 180 deg 21.2074 0.0801 27.9565 2603.9407 -8.3299 -0.6827 -No Ice 1.2 Dead+1.6 Wind 210 deg 28.2765 -13.8688 24.2715 2292.0873 1310.9558 -0.5951 -No Ice 0.9 Dead+1.6 Wind 210 deg 21.2074 -13.8688 24.2715 2261.5532 1293.3698 -0.6057 -No Ice 1.2 Dead+1.6 Wind 240 deg 28.2765 -24.2025 14.0252 1324.5430 2289.9912 -0.3519 -No Ice 0.9 Dead+1.6 Wind 240 deg 21.2074 -24.2025 14.0252 1306.9300 2259.3134 -0.3581 -NoIce 1.2 Dead+1.6 Wind 270 deg 28.2765 -29.7623 -0.0801 -8.8773 2743.9281 -0.0052 -No Ice 0.9 Dead+1.6 Wind 270 deg 21.2074 -29.7623 -0.0801 -8.6924 2707.6270 -0.0054 -No Ice 1.2 Dead+1.6 Wind 300 deg 28.2765 -24.1308 -14.0763 -1329.2337 2279.9610 0.3439 -No Ice 0.9 Dead+1.6 Wind 300 deg 21.2074 -24.1308 -14.0763 -1311.4317 2249.4299 0.3496 -No Ice 1.2 Dead+1.6 Wind 330 deg 28.2765 -13.9495 -24.2511 -2290.2868 1319.5455 0.5923 -No Ice 0.9 Dead+1.6 Wind 330 deg 21.2074 -13.9495 -24.2511 -2259.6444 1301.8474 0.6026 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 67.4316 0.0000 -0.0000 -3.0911 2.8011 -0.0003 1.2 Dead+1.0 Wind 0 67.4316 -0.0023 -2.7674 -308.9702 3.0302 0.0883 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 67.4316 1.4296 -2.4854 -278.9497 -156.0592 0.0758 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 67.4316 2.4872 -1.4387 -162.9542 -273.6344 0.0435 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 67.4316 3.1953 0.0022 -3.0837 -332.8310 -0.0005 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 67.4316 2.6701 1.5469 161.0198 -281.1742 -0.0441 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 67.4316 1.3816 2.3978 261.6291 -149.9482 -0.0766 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 67.4316 0.0023 2.7674 302.5199 2.7460 -0.0888 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 67.4316 -1.4296 2.4854 272.4986 161.8358 -0.0767 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 67.4316 -2.4872 1.4387 156.5023 279.4103 -0.0442 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 67.4316 -3.1953 -0.0023 -3.3679 338.6059 0.0003 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 67.4316 -2.6701 -1.5469 -167.4703 286.9488 0.0443 tnxTower Report-version 7.0.5.1 • f May 10, 2018 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 17 __ Load Vertical,. �� Shear, 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 67.4316 -1.3816 -2.3978 -268.0791 155.7234 0.0766 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 23.5637 -0.0186 -6.5072 -611.9109 2.1504 0.1658 Dead+Wind 30 deg-Service 23.5637 3.2281 -5.6495 -531.4977 -303.6222 0.1433 Dead+Wind 60 deg-Service 23.5637 5.6334 -3.2645 -307.2712 -530.5406 0.0831 Dead+Wind 90 deg-Service 23.5637 6.9275 0.0186 1.7713 -635.8930 0.0012 Dead+Wind 120 deg- 23.5637 5.6167 3.2764 307.7780 -528.2032 -0.0810 Service Dead+Wind 150 deg- 23.5637 3.2469 5.6447 530.5148 -305.6165 -0.1421 Service Dead+Wind 180 deg- 23.5637 0.0186 6.5072 611.4641 -1.8395 -0.1657 Service Dead+Wind 210 deg- 23.5637 -3.2281 5.6495 531.0504 303.9330 -0.1450 Service Dead+Wind 240 deg- 23.5637 -5.6334 3.2645 306.8237 530.8510 -0.0848 Service Dead+Wind 270 deg- 23.5637 -6.9275 -0.0186 -2.2185 636.2031 -0.0013 Service Dead+Wind 300 deg- 23.5637 -5.6167 -3.2764 -308.2248 528.5133 0.0826 Service Dead+Wind 330 deg- 23.5637 -3.2469 -5.6447 -530.9614 305.9269 0.1438 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY P2 PX PY PZ %Error Comb. K K K K K K 1 0.0000 -23.5637 0.0000 0.0000 23.5637 0.0000 0.000% 2 -0.0801 -28.2765 -27.9565 0.0801 28.2765 27.9565 0.000% 3 -0.0801 -21.2074 -27.9565 0.0801 21.2074 27.9565 0.000% 4 13.8688 -28.2765 -24.2715 -13.8688 28.2765 24.2715 0.000% 5 13.8688 -21.2074 -24.2715 -13.8688 21.2074 24.2715 0.000% 6 24.2025 -28.2765 -14.0252 -24.2025 28.2765 14.0252 0.000% 7 24.2025 -21.2074 -14.0252 -24.2025 21.2074 14.0252 0.000% 8 29.7623 -28.2765 0.0801 -29.7623 28.2765 -0.0801 0.000% 9 29.7623 -21.2074 0.0801 -29.7623 21.2074 -0.0801 0.000% 10 24.1308 -28.2765 14.0763 -24.1308 28.2765 -14.0763 0.000% 11 24.1308 -21.2074 14.0763 -24.1308 21.2074 -14.0763 0.000% 12 13.9495 -28.2765 24.2511 -13.9495 28.2765 -24.2511 0.000% 13 13.9495 -21.2074 24.2511 -13.9495 21.2074 -24.2511 0.000% 14 0.0801 -28.2765 27.9565 -0.0801 28.2765 -27.9565 0.000% 15 0.0801 -21.2074 27.9565 -0.0801 21.2074 -27.9565 0.000% 16 -13.8688 -28.2765 24.2715 13.8688 28.2765 -24.2715 0.000% 17 -13.8688 -21.2074 24.2715 13.8688 21.2074 -24.2715 0.000% 18 -24.2025 -28.2765 14.0252 24.2025 28.2765 -14.0252 0.000% 19 -24.2025 -21.2074 14.0252 24.2025 21.2074 -14.0252 0.000% 20 -29.7623 -28.2765 -0.0801 29.7623 28.2765 0.0801 0.000% 21 -29.7623 -21.2074 -0.0801 29.7623 21.2074 0.0801 0.000% 22 -24.1308 -28.2765 -14.0763 24.1308 28.2765 14.0763 0.000% 23 -24.1308 -21.2074 -14.0763 24.1308 21.2074 14.0763 0.000% 24 -13.9495 -28.2765 -24.2511 13.9495 28.2765 24.2511 0.000% 25 -13.9495 -21.2074 -24.2511 13.9495 21.2074 24.2511 0.000% 26 0.0000 -67.4316 0.0000 -0.0000 67.4316 0.0000 0.000% 27 -0.0023 -67.4316 -2.7671 0.0023 67.4316 2.7674 0.001% 28 1.4295 -67.4316 -2.4851 -1.4296 67.4316 2.4854 0.001% 29 2.4869 -67.4316 -1.4385 -2.4872 67.4316 1.4387 0.001% 30 3.1949 -67.4316 0.0023 -3.1953 67.4316 -0.0022 0.001% 31 2.6698 -67.4316 1.5467 -2.6701 67.4316 -1.5469 0.001% 32 1.3815 -67.4316 2.3975 -1.3816 67.4316 -2.3978 0.001% 33 0.0023 -67.4316 2.7671 -0.0023 67.4316 -2.7674 0.000% 34 -1.4295 -67.4316 2.4851 1.4296 67.4316 -2.4854 0.001% 35 -2.4869 -67.4316 1.4385 2.4872 67.4316 -1.4387 0.001% 36 -3.1949 -67.4316 -0.0023 3.1953 67.4316 0.0023 0.001% 37 -2.6698 -67.4316 -1.5467 2.6701 67.4316 1.5469 0.001% 38 -1.3815 -67.4316 -2.3975 1.3816 67.4316 2.3978 0.001% tnxTower Report-version 7.0.5.1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 18 ,epeearerve��=-tm.E.,..,X,..." Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 39 -0.0186 -23.5637 -6.5072 0.0186 23.5637 6.5072 0.000% 40 3.2281 -23.5637 -5.6495 -3.2281 23.5637 5.6495 0.000% 41 5.6334 -23.5637 -3.2645 -5.6334 23.5637 3.2645 0.000% 42 6.9275 -23.5637 0.0186 -6.9275 23.5637 -0.0186 0.000% 43 5.6167 -23.5637 3.2764 -5.6167 23.5637 -3.2764 0.000% 44 3.2469 -23.5637 5.6447 -3.2469 23.5637 -5.6447 0.000% 45 0.0186 -23.5637 6.5072 -0.0186 23.5637 -6.5072 0.000% 46 -3.2281 -23.5637 5.6495 3.2281 23.5637 -5.6495 0.000% 47 -5.6334 -23.5637 3.2645 5.6334 23.5637 -3.2645 0.000% 48 -6.9275 -23.5637 -0.0186 6.9275 23.5637 0.0186 0.000% 49 -5.6167 -23.5637 -3.2764 5.6167 23.5637 3.2764 0.000% 50 -3.2469 23.5637 -5.6447 3.2469 23.5637 5.6447 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 0.00003115 3 Yes 4 0.00000001 0.00055380 4 Yes 6 0.00000001 0.00016552 5 Yes 6 0.00000001 0.00003888 6 Yes 6 0.00000001 0.00016232 7 Yes 6 0.00000001 0.00003766 8 Yes 5 0.00000001 0.00003276 9 Yes 4 0.00000001 0.00053255 10 Yes 6 0.00000001 0.00016238 11 Yes 6 0.00000001 0.00003772 12 Yes 6 0.00000001 0.00016543 13 Yes 6 0.00000001 0.00003877 14 Yes 5 0.00000001 0.00009031 15 Yes 5 0.00000001 0.00003429 16 Yes 6 0.00000001 0.00016133 17 Yes 6 0.00000001 0.00003749 18 Yes 6 0.00000001 0.00016535 19 Yes 6 0.00000001 0.00003864 20 Yes 5 0.00000001 0.00003315 21 Yes 4 0.00000001 0.00053218 22 Yes 6 0.00000001 0.00016518 23 Yes 6 0.00000001 0.00003861 24 Yes 6 0.00000001 0.00016140 25 Yes 6 0.00000001 0.00003742 26 Yes 4 0.00000001 0.00004226 27 Yes 5 0.00037764 0.00074144 28 Yes 5 0.00037719 0.00090941 29 Yes 5 0.00037776 0.00091208 30 Yes 5 0.00037711 0.00078800 31 Yes 5 0.00037674 0.00090283 32 Yes 5 0.00037784 0.00084395 33 Yes 5 0.00037774 0.00072351 34 Yes 5 0.00037595 0.00088254 35 Yes 5 0.00037553 0.00088967 36 Yes 5 0.00037448 0.00078297 37 Yes 5 0.00037434 0.00092012 38 Yes 5 0.00037634 0.00085823 39 Yes 4 0.00000001 0.00019518 40 Yes 5 0.00000001 0.00009705 41 Yes 5 0.00000001 0.00009414 42 Yes 4 0.00000001 0.00018073 43 Yes 5 0.00000001 0.00009356 44 Yes 5 0.00000001 0.00009734 45 Yes 4 0.00000001 0.00020690 46 Yes 5 0.00000001 0.00009120 47 Yes 5 0.00000001 0.00009656 48 Yes 4 0.00000001 0.00017995 49 Yes 5 0.00000001 0.00009615 tnxTower Report-version 7.0.5.1 1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 19 50 Yes 5 0.00000001 0.00009203 Maximum Tower Deflections - Service Wind Section Elevation Hors. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 130-80.9167 36.8468 42 2.7336 0.0056 L2 85-45.0833 14.8525 42 1.7408 0.0012 L3 50-0 4.9207 48 0.9288 0.0004 Critical Deflections and Radius of Curvature - Service Wind ElevationAppurtenance Gov. DeflectionTilt Twist Radius of Load Curvature ft Comb. in ft 129.0000 TMBX-6517-R2M w/Mount Pipe 42 36.3089 2.7121 0.0055 16535 127.0000 (2)Side Lighting 42 35.2338 2.6692 0.0052 16535 118.0000 (2)PCSS065-19-2 w/Mount Pipe 42 30.4340 2.4757 0.0042 6889 90.0000 BXA 70040/8CF w/Mount Pipe 42 16.8839 1.8563 0.0015 2064 Maximum Tower Deflections - Design Wind Section Elevation Hors. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 0 L1 130-80.9167 158.1111 8 11.7324 0.0234 L2 85-45.0833 63.9832 8 7.5035 0.0049 L3 50-0 21.2266 20 4.0080 0.0018 Critical Deflections and Radius of Curvature - Design Wind _ Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0 ft 129.0000 TMBX-6517-R2M w/Mount Pipe 8 155.8115 11.6414 0.0240 4110 127.0000 (2)Side Lighting 8 151.2149 11.4592 0.0230 4110 118.0000 (2)PC55065-19-2 w/Mount Pipe 8 130.6926 10.6374 0.0182 1710 90.0000 BXA-70040/8CF w/Mount Pipe 8 72.6963 7.9980 0.0063 504 Compression Checks Pole Design Data Section Elevation Size L L0 Kik A P. (pp, Ratio No. P„ ft ft ft in2 K K dg:', L1 L1 130-80.9167 TP25.07x14.76x0.2188 49.083 0.0000 0.0 16.900 -9.1033 1145.1200 0.008 (1) 3 5 4.8.2(1.05 CR)-1 L2 80.9167- TP32.16x23.7748x0.3125 39.916 0.0000 0.0 31.007 -15.4376 2191.3100 0.007 45.0833(2) 7 3 4.8.2(1.01 CR)-2 tnxTower Report-version 7.0.5.1 i May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 20 Section Elevation Size L Lu KI/r A Pu 4)P. Ratio No. Pu ft ft ft in2 K K +Pn L3 45.0833-0 TP41x30.5022x0.375 50.000 0.0000 0.0 49.054 -28.2294 3341.2200 0.008 (3) 0 7 4.8.2(1.00 CR)-3 Pole Bending Design Data Section Elevation Size Mux 4Mnx Ratio Muy 4Mny Ratio No. Mux Muy ft kip-ft kip-ft (kW kip ft kip ft Mn L1 130-80.9167 TP25.07x14.76x0.2188 580.7300 559.0858 1.039 0.0000 559.0858 0.000 (1) L2 80.9167- TP32.16x23.7748x0.3125 1374.4583 1372.6333 1.001 0.0000 1372.6333 0.000 45.0833(2) L3 45.0833-0 TP41x30.5022x0.375 2743.9417 2761.7417 0.994 0.0000 2761.7417 0.000 (3) Pole Shear Design Data Section Elevation Size Actual 4V. Ratio Actual lTn Ratio No. Vu Vu Tu Tu ft K K Vn kip-ft kip-ft d,Tr, L1 130-80.9167 TP25.07x14.76x0.2188 20.6882 572.5590 0.036 0.00291133.6500 0.000 (1) L2 80.9167- TP32.16x23.7748x0.3125 24.7065 1095.6500 0.023 0.0027 2783.2667 0.000 45.0833(2) L3 45.0833-0 TP41x30.5022x0.375 29.8070 1670.6100 0.018 0.0052 5599.9500 0.000 (3) Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu Mux Muy Vu Tu Stress Stress ft Pn Mxx Mu Vn tTn Ratio Ratio L1 130-80.9167 0.008 1.039 0.000 0.036 0.000 1.048 1.000 4.8,2 (1) L2 80.9167- 0.007 1.001 0.000 0.023 0.000 1.009 1.000 4.8.2 45.0833(2) L3 45.0833-0 0.008 0.994 0.000 0.018 0.000 1.002 1.000 4.8.2 (3) Section Capacity Table Section Elevation Component Size Critical P OPariow Pass No. ft Type Element K K Capacity Fail LI 130-80.9167 Pole TP25.07x14.76x0.2188 1 -9.1033 1145.1200 104.8 '-a.41' L2 80.9167- Pole TP32.16x23.7748x0.3125 2 -15.4376 2191.3100 100.9 Fail 45.0833 L3 45.0833-0 Pole TP41x30.5022x0.375 3 -28.2294 3341.2200 100.2 Fail Summary Pole(L1) 104.8 Fail RATING= 104.8 Fail tnxTower Report-version 7.0.5.1 May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 il M (PROPOSED) (1) 1-3/5"TO 129 FT LEVEL (INSTALLED) (1) 1-3/5"TO 129 FT LEVEL (6) 1-5/8"TO 129 FT LEVEL (RESERVED) (INSTALLED) (1) 1-1/2"TO 90 FT LEVEL (6) 1-5/8"TO 118 FT LEVEL (INSTALLED) tzt: (1) 1-5/8"TO 90 Ft LEVEL .<<''-' i / \ / \ / / \ \ I / \ \ (INSTALLED) I I Q4 Q1 I 1 (2) 7/8"TO 129 FT LEVEL \ 03 02 / I (10) 1-5/8"TO 129 FT LEVEL \ \ / I \ / / 41, 0•% \ / (2) 1-1 2 TO 90 FT LEVEL ` r ■.: / /i (INSTALLED)) 1 8TO 90 Ft LEVET. I. � • cuMBu+c PEGS WI SAFETY CLIMB BUSINESS UNIT: 824338 TOWER ID:C_BASELEVEL • May 10, 2018 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 1570712, Order 439121, Revision 0 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: 2744 ft-kips Site Name: Greenburg Axial,Pu: 28 kips App#: 439121 Rev. 0 Shear,Vu: 30 kips Pole Manufacturer:I Other Eta Factor,rl 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: ' AISC LRFD <-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/Ij): 231.5 Kips AISC LRFD Yield(Fy): 75 ksi Allowable Axial,W*Fu*Anet: 260.0 Kips cp'Tn Bolt Circle: 48.95 in Anchor Rod Stress Ratio: 89.1% Pass Plate Data Diam: 54.95 in Base Plate Results Flexural Check Rigid Thick: 2.75 in Base Plate Stress: 27.2 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi cp*Fy Single-Rod B-eff: 10.99 in Base Plate Stress Ratio: 50.4% 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)^2: n/a Fillet H.Weld: in Plate Tension+Shear,ft/Ft+(fv/Fv)^2: 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 f Pole Data Diam: 41 in Thick: 0.375 in Grade: 65 ksi #of Sides: 12 "Cr IF Round Fu 80 ksi Reinf.Fillet Weld 0 °0°if None 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:5/10/2018 Drilled Pier Foundation ' CROWN BU#: 824338 CASTLE LE Site Name: Greenburg .+!'► 1ST App.Number: 439121 Rev.0 TIA-222 Revison: G Tower Type: Monopole Analysis Results Applied Loads Soil Lateral Capacity Compression Uplift Comp. Uplift D„,,,(ft from TOC) 6.01 Moment kis-ft 2744- Soil Safety Factor 1.99 - Axial Force kiss 28Max Moment(kip-ft) 2943.64 - Shear Force kiss 30 Rating 67.0% - Soil Vertical Capacity Compression Uplift Material Properties Skin Friction(kips) 210.25 - Concrete Stren.th,fc: 4® End Bearing(kips) 134.53 - Rebar Stren.th,F : 60 ksi Weight of Concrete(kips) 119.74 - Total Capacity(kips) 344.78 - Pier Design Data Axial(kips) 147.74 - Depth 27 ft Rating 42.9% - Ext.Above Grade 1 ft Reinforced Concrete Capacity Compression Uplift Pier Section 1 Critical Depth(ft from TOC) 5.80 - From 1'above grade to 27'below grade Critical Moment(kip-ft) 2943.22 - Pier Diameter 5.5 ft Critical Moment Capacity 3176.49 - Rebar Quantity 20 Rating 92.7% - Rebar Size 10 Clear Cover to Ties 3 in Soil Interaction Rating 67.0% _ Tie Size 3 Structural Foundation Rating 92.7% Sol Profile Groundwater Deith MEM ft #of La ars 7 Calculated Calculated Ultimate Skin Ult.Gross TopBottom Thickness Angle of Ultimate Skin Yso�i Yconmte Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer Friction Friction Uplift Soil Type (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) (ksf) (ksf) (ksf) Override(ksf) (ksf) 1 0 3 3 149 150 0 0 0.000 0,000 Cohesionless 2 3 5 2 149 150 0 30 0.147 0.147 3 Cohesionless 3 5 10 5 124 150 0 32 0.397 0.397 5 Cohesionless 4 10 15 5 136 150 0 35 1.744 1.744 18 Cohesionless 5 15 20 5 136 150 0.5 0 0.275 0.275 Cohesive 6 20 25 5 153 150 1 0 0.550 0.550 Cohesive 7 25 27 2 109 150 1` 0 0.55 0.55 7.55 Cohesive Version 1.1.3 Terzaghi's Equation for Bearing Capacity BU#: 824338 CROWN Site Name: Greenburg %meCASTLE App.Name: 439121 Rev.0 Footing Parameters Ultimate Gross Bearing Capacity= 7.55 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,0: deg Blows per foot @ Subgrade,N: 13 Factors Nc: 5.1 Nq: 1.0 Ny: 0.0 Modifiers Sc: 1.3 Sy: 0.6 Terzaghi Bearing Version 1.1 Effective Date:6/26/09 Design Maps Summary Report Page 1 of 2 USW Design Maps Summary Report User-Specified Input Report Title 824338 Thu May 10, 2018 14:34:48 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43505°N, 122.75921°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III jiiiiSbOto ] Portland Gres Beaverton . 1: 1t1 Ti art • Lae Owen .. 99 . e to at>r 0' twciod rt oregort city, USGS-Provided Output Ss = 0.978 g SMS = 1.085 g SOS = 0.723 g S1 = 0.424 g SMi = 0.668 g S01 = 0.445 g For information on how the SS and S1 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. MCER Response Spectrum Design Response Spectrum ont 1.10 O242 049 0.72 OEN 064 0.77 0.11. 011. OAS y1 0.15 , 040 l 044 032 033 0.24 022 0.14 0.11 OLB 000 ODD 040 0.31 040 043) 0340 190 1.1' 140 190 1347 2130 04D 030 0,10 OW 0347 140 1.3) 140 160 134J 251) Period.T tsec) Period,T{sec) https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude... 5/10/2018 MOSelsom0c - D esgsn C a teg Per 2012/2015 IBC Site BU: 824338 CROWN Work Order: 1570712 Application: 439121 Rev. 0 CASTLE Degrees Minutes Seconds Site Latitude= 45 26 6.16 0.0000 degrees Site Longitude= -122 45 33.14 0.0000 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,S1= 0.424 Importance Factor,1= 1.0 (Table2-3) 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,Sps= 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= D ASCE 7-05 Tables 11.6-1 and 6-2 CCI Seismic Design Category 2.2 Page 1 Analysis Date: 5/10/2018 CCU S e oz OC Monopole Analysis per 2012 IBC Site BU: 824338 Work Order: 1570712CROWN Application: 439121 Rev.0 %mop CASTLE Axial,Wt= 28.0 kips From TNX: Shear,V., = 30.0 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= 11 (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),Ht= 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,SDs= 0.723 (2.7.6) Design spectral response acceleration 1 s period,SDI= 0.445 (2.7.6) Calculated C,= 0.482 (2.7.7.1) Base Seismic Shear,Vs= 11.2 kips Appurtenance Weight(top 1/3 of structure),W,,= 7.6 kips Average Moment of Inertia,Iavg= 3578.7 in' Fundamental Frequency,Ff= 0.267 (2.7.11.2) Ff related variable,SA= 0.119 ,(2.7.8.1) Calculated C,= 0.079 (2.7.7.1) Minimum C,,= 0.032 (2.7.7.1) Minimum C,when S12 0.75= 0.000 (2.7.7.1) Final C,= 0.079 Alternative Base Seismic Shear,VS= ]..8 kips Response Modification Factor,R= 7.5 Full seismic analysis is required by 2012 IBC for all sites. CCISeismic 2.0.14 Page 1 Analysis Date: 5/10/2018 Linear Increment Top 1/3 Weight 10 7.561272 Discrete Linear Seismic Seismic Seismic Seismic Ht Wt a h c S. Shear,F5, Induced Mid Ht Wt a b c S,z Shear,F5Z Induced (kips) Moment (Kips) Moment (kips) (kip-ft) (kips) (kip-ft) , 134 0.01 1.890 1.980 1.140 1.359 0.009 1.21 124.5 0.15307 1.733 1.253 0.867 0.994 0.101 12.63 133 0.0826 1.890 1.980 1.140 1.359 0.075 9.95 115 0.17008 1.479 0.451 0.518 0.480 0.054 6.26 132 0.3698 1.890 1.980 1.140 1.359 0.335 44.23 114 0.03936 1.453 0.393 0.489 0.435 0.011 1.30 131 1.1941 1.890 1.980 1.140 1.359 1.082 141.74 105 0.21928 1.233 0.038 0.280 0.093 0.014 1.43 129 1.642 1.861 1.831 1.086 1.289 1.411 182.02 95 0.21928 1.009 -0.107 0.136 -0.144 -0.021 -2.00 119 0.2412 1.584 0.729 0.648 0.679 0.109 12.99 85 0.29308 0.808 -0.113 0.056 -0.230 -0.045 -3.81 118 0.8403 1.557 0.652 0.613 0.627 0.351 41.44 75 0.29308 0.629 -0.063 0.018 -0.158 -0.031 -2.31 90 2.3802 0.906 -0.122 0.090 -0.206 -0.327 -29.41 65 0.29308 0.473 -0.006 0.006 0.026 0.005 0.33 55 0.29308 0.338 0.036 0.009 0.171 0.033 1.84 45 0.29308 0.226 0.059 0.020 0.218 0.043 1.92 35 0.29308 0.137 0.069 0.032 0.216 0.042 1.48 25 0.29308 0.070 0.072 0.041 0.205 0.040 1.00 15 0.29308 0.025 0.067 0.040 0.188 0.037 0.55 5 0.29308 0.003 0.036 0.020 0.121 0.024 0.12 CCISeismic 2.0.14 Page 2 Analysis Date: 5/10/2018 EtOZ/Ot/S :ale(' sisAieud E aSed vt'0'Z aiwsiaSljj 99'0 IEI'0 IZI'0 010'0 9E0'0 100'0 L£L'98S6 9L1191 96L£1£'E SLE'0 It Et006'8£ Z1 OI S OI 06'3 161'0 881'0 Ot0'0 L90'0 SZ0'0 80S'Zti8 SI9LES'I 166L£1'E SL£'O 1t006'81 98008'91 ZI 01 SI OZ S6't 861'0 SOZ'O It0'0 ZL0'0 OL0'0 SZ1S89 1Lt1S'1 5813967 SLE'0 98008'91 EIOL'tE 31 OI SZ OE 88'9 L6I'0 913'0 310'0 690'0 LE 1'0 Z61'tOLS 9Z£S9E1 8£98L'Z SLE'0 £TOL'tE EL1097£ Z1 OT SE 01, 91'8 981'0 813'0 030'0 65010 9ZZ'0 £91'169t 1816631 'LS0197 5L£'0 £L109'ZE 91305'01 31 01 St 05 II'L Zt1'0 1702'0 tI0'0 050'0 08Z'0 OVULE tZSttO'I Z89T£1'Z 53I1'0 9171 Z89L0'0£ 3i L916'6 S91t0'OS S5 L£'t £L0'0 111'0 900'0 LIO'0 EOVO 68Z'LSOE ZLL186'0 L19E007 SZ-LEI) Z89L0'0£ S19L6'LZ Z1 OI 09 59 SO'£- tt0'0- ZLO'0- 010'0 tE0'0- 8tS'0 tZ8'S£t2 Lt'6606'0 5£OLS81 SZIE'0 S19L6'LZ LtSL8'SZ ZT OT OL IL ES'6- 611'0- 113'0- 110'0 Z60'0- 9IL'0 1861,061 ZZ1B£8'0 £StOIL'T 13I1'0 LtSLB'SZ 8tLL'EZ ZI OS 08 58 8L'9- 6L0'0- 633'0- 650'0 ST VO-. LI8'0 69S'tEZI 935615'0 LSZ0901 5L813'0 L0'SZ b0Z91'EZ Z1 1180'6 SEBSt'S8 06 LL't- 05(10- ttI'O- 911'0 L01'O- 600'1 t788Z1S6 886£25'0 19£690'1 SLBIZ'0 tOZ9I'£Z £S190'1Z ZI 01 56 001 60'E 630'0 160'0 08Z'O 810'0 ££Z'I L666'EOL tILELt'0 t9L996'0 SL8IZ'O 1519013 30196'81 3T OI 501 011 09'51 911'0 08t'0 81S'0 ISt'0 6Lt'1 6088'EOS IttEZt'O S911798'0 SLBIZ'0 30196'81 15098'91 ZI 01 ST1 OZI BB'IE 553'0 SZO'I 688'0 01E1 LtL'I 39Z6'St£ L91£L£'0 99S19L'0 SL8TZ'0 1S098'91 9L'tI Z1 0i 531 011 (11d?x) (sdpj) cull (u?) (u?) (u?) (?) (a.?)ase8 Iuawow 8'aeagg �g a g e e?uau? (sdp1) (EI!) ssauKan?y aa]awe?Q aaaawe?Q sap?S (7l)4a8ual Z'74R?ay anogtl pampa? 10 auawow agE?aM awn?oA }o aagwnN uopaaS ?ws?ag o?ws?aS a�eaany Hem ww3;o8 cloy -PMags?aH eaeQ uo?aoas a?odouow tL'8LS£ OL co!)a?aaau?Lo auawow a wantl ;uauxaaau?uo8aaS 130.0 ft . 1 ► II 111II 1I DESIGNED APPURTENANCE LOADING 1. TYPE I ELEVATION TYPE ELEVATION iSeismic Discrete Force 1 134 Seismic Linear Force 6 85 Seismic Discrete Force 2 133 Seismic Section Force 6 80 Seismic Discrete Force 3 132 Seismic Linear Force 7 75 Seismic Discrete Force 4 131 Seismic Section Force 7 70 1j Seismic Discrete Force 5 129 Seismic Linear Force 8 65 �H Seismic Section Force 1 125 Seismic Section Force 8 60 I,I I Seismic Linear Force 1 124.5 Seismic Linear Force 9 55 dk Seismic Discrete Force 6 119 Seismic Section Force 9 50.0416 m 2 M p G $ ' S rn ! Seismic Discrete Force 7 118 Seismic Linear Force 10 45 "' " e ni .9'; o 4 :,1 y,1 ii Seismic Linear Force 2 115 Seismic Section Force 10 45 11 �( Seismic Section Force 2 115 Seismic Linear Force 11 35 I Seismic Linear Force 3 114 Seismic Section Force 11 35 Seismic Linear Force 4 105 Seismic Linear Force 12 25 I. Seismic Section Force 3 105 Seismic Section Force 12 25 Seismic Linear Force 5 95 Seismic Linear Force 13 15 Seismic Section Force 4 95 Seismic Section Face 13 15 Seismic Discrete Force 8 90 Seismic Linear Force 14 5 111, Seismic Section Force 5 85.4583 Seismic Section Force 14 5 1 ii MATERIAL STRENGTH GRADE Fy I Fu GRADE I Fy Fu f// s572-65 65 ksi 80 ksi / 80.9ft ( f. 11I TOWER DESIGN NOTES it 1 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 I'I 1 in thickness with height. 5. Deflections are based upon a 60 mph wind. m I 6. Tower Structure Class II. m 7. Topographic Category 1 with Crest Height of 0.0000 ft N ' < ^ m N c O 8. SEISMIC LOADS DO NOT CONTROL ANALYSIS o N a 9. TOWER RATING:32.9% I I ill 11;11 III i_ 45.1 6 1 it 11 ALL REACTIONS '' ARE FACTORED M ' $o § c Ij AXIAL n c 2 v1 I I�I 29 K 11111 III SHEAR MOMENT I X11' 0K ( , 0kip-ft r.1 ,I �!,i I i 30 mph WIND-1.0000 in ICE AXIAL 28 K 1,1 SHEAR \MOMENT 518 kip-ft , 0.0 ft i li REACTIONS-93 mph WIND 1A � 2 AJ $ S ] 5 Crown Castle Job:Bai4CROWN _U_824338 ✓ CASTLE 2000 Corporate Drive G ,ye Crown Castle a: '""� Canonsburg BMcMurray The Pathway to Possible Phone:724-416-2000 cede:TIA-222-G Date:05/10/18 Scale: NTS FAX: Path:a « .awo,sfo„ .em.av« .nsormIdo.E_1