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Home My WebLink AboutSTRUCTURAL ANALYSIS REPORT 4 - 18-00047 - 155 E 2nd N - Cell TowerDate: May 23, 2018 Katie Stana Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Katie Slane, BLACK&VEATCH Building a World of difference: Black & Veatch Corp. 6800 W. 115th St., Suite 2292 Overland Park, KS 66211 (913) 458-8145 Structural Analysis Report AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Order Number: Black & Veatch Corp. Project Number: IDLO4013 REXBURG_DT 857669 REXBURG_DT 496417 1575072 434341 Rev. 0 194393 155 East 2nd North, Rexburg, Madison County, ID Latitude 430 49'52", Longitude .1110 46'44.111 90 Foot - Monopole Tower Black & Veatch Corp. 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 1190275, in accordance with order 434341, 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: 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 2015 International Building Code based upon an ultimate 3 -second gust wind speed of 115 mph converted to a nominal 3 -second gust wind speed of 89 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 with a maximum topographic factor, Kzt, of 1.0 and Risk Category II were used in this analysis. We at Black & Veatch Corp. 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 please give us a call. Structural analysis prepared by: Poonapob Medsuwun / Jumpon Uea-areevorakul Respectfully submitted by: Ping Jiang, P.E. Professional Engineer tnxTower Report - version 7.0.5.1 P-17069 05/22/2018 90 A Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 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 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 May 23, 2018 CCI BU No 857669 Page 2 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 May 23, 2018 CCI BU No 857669 Page 3 1) INTRODUCTION This tower is a 90 ft Monopole tower designed by Ehresmann Engineering, Inc. in November of 2012. The tower was originally designed for a wind speed of 90 mph per TIA-222-G. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas using a 3 -second gust wind speed of 89 mph with no ice, 50 mph with 0.25 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Infnrmnfinn 1Refer appendix B for detailed coax layout. 2) The addition of the proposed handrail kit will change the MCL from 88' to 90' Table 2 - Existing Antenna and Cable Information Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Manufacturer 3 powerwave 7722.00 w/ Mount Pipe technologies r 3 alcatel lucent 625 RRH4X30 89 .0 3 kaelus TMA2035FXXV1-1 1 raycap _ DC648-60-18-8F 88.0 powerwave 7722.00 w/ Mount Pipe technologies - 3alcatel lucent RRH 700 MHZ _ SBNHH-1D65C w/ Mount 88.0 l 3 andrew Pipe -- Fun - 1 -� cci tower mots Platform Mount [LP 303-1] -----Notes: --- — — 1) Existing Equipment 2) Existing Equipment To Be Removed; Not Considered in This Analysis 3) The addition of the proposed handrail kit will change the MCL from 88' to 90' tnxTower Report - version 7.0.5.1 Number Feed of Feed Line Note Lines Size (in) 6 7/8 2 3/4 1,3 1 3l8 1 114 6 7/8 2 Center Mounting Line Number Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note Antennas Lines Size (in) 90.0 1 site- ---- pro 1 HRK-12 [NA 507-1] -3 alcatel lucent RRH4X257WCS 3 RV4PX310R42 w/ Mount 90.0 commscope Pipe 89.0 .-- 3 l 2 3/4 1,2 k 80010992 w/ Mount Pipe 3 I no AHLBA 1 J raycap DC648-60-0-8F 1Refer appendix B for detailed coax layout. 2) The addition of the proposed handrail kit will change the MCL from 88' to 90' Table 2 - Existing Antenna and Cable Information Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Manufacturer 3 powerwave 7722.00 w/ Mount Pipe technologies r 3 alcatel lucent 625 RRH4X30 89 .0 3 kaelus TMA2035FXXV1-1 1 raycap _ DC648-60-18-8F 88.0 powerwave 7722.00 w/ Mount Pipe technologies - 3alcatel lucent RRH 700 MHZ _ SBNHH-1D65C w/ Mount 88.0 l 3 andrew Pipe -- Fun - 1 -� cci tower mots Platform Mount [LP 303-1] -----Notes: --- — — 1) Existing Equipment 2) Existing Equipment To Be Removed; Not Considered in This Analysis 3) The addition of the proposed handrail kit will change the MCL from 88' to 90' tnxTower Report - version 7.0.5.1 Number Feed of Feed Line Note Lines Size (in) 6 7/8 2 3/4 1,3 1 3l8 1 114 6 7/8 2 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 Table 3 - Design Antenna and Cable Information May 23, 2018 CCI BU No 857669 Page 4 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Center Reference Source 4 -GEOTECHNICAL REPORTS 4 -TOWER MANUFACTURER DRAWINGS Redmond & Associates 4571869 Mounting Line Number Antenna Black & Veatch Corp. Number Feed Level (ft) Ele(ft)ion Of Manufacturer Antenna Model of Feed Line Antennas Lines Size (in) 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source 4 -GEOTECHNICAL REPORTS 4 -TOWER MANUFACTURER DRAWINGS Redmond & Associates 4571869 CCISITES CCISITES Ehresmann Engineering, Inc. I (Tower and Foundation design) 1 4308549 F 4 -TOWER STRUCTURAL ANALYSIS REPORTS Black & Veatch Corp. 7299914 CCISITES 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. 4) This analysis was performed under the assumption that all information provided to Black & Veatch is current and correct. This is to include site data, existing/proposed appurtenance loading, tower/foundation details, and geotechnical data. The existing/proposed loading on the structure is based on CAD level drawings and carrier orders provided by the owner. If any of this information is not current and correct, this report should be considered obsolete and further analysis will be required. This analysis may be affected if any assumptions are not valid or have been made in error. Black & Veatch Corp. should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) (Monopole Tower) Section Elevation (n) No. Component Type Size Critical P (K) SF•P allow pass I Fail - _._Rating= 71.6 Pass Element (K) Capacity Ll 90-45 Pole TP31.25x24x0.188 1 L2 45-0 Pole TP38x30.0690.25 2 tnxTower Report - version 7.0.5.1 -6.914 989.372 53.6 Pass -13.424 1728.750 I 71.6 Pass �Summaryl -1 Pole (L2) 71.6 Pass - _._Rating= 71.6 Pass 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 Table 6 - Tower Component Stresses vs Notes I Component 1 f Anchor Rods _ Base Plate Base Foundation Base Foundation Soil Interaction_ May 23, 2018 CCI BU No 857669 Page 5 pacity (Monopole Tower) - LC5 Elevation (ft) I % Capacity Pass I Fail 63.3 Pass 0 67.2- 26.0 Pass 0 - 60.6 Pass Structure Rating (max from all components) = 71.6% Notes: 1) See additional documentation in "Appendix C —Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 7.0.5.1 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.5.1 May 23, 2018 CCI BU No 857669 Page 6 Mal 45.06 IIIA IIIA 0.0 e DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION L gNNRo6WX,r 82 RtVMIW-VLw/Mand Rpe a0 PW ram Ma IupzW-1) 80 RVIV141101t-V1W/Mw,t npe a0 1 421NAWFAJ _ W B25 RRFMJCiO W taxrM p' w B26RRIMx30 1M1 -- taxrMa.MPye _- eo Bee RRRlxrO eo -. toxr Marl Pp. eo TMAzauPxxvt-1 - m -- (2)axrMarAPlpsso _ eo iMA2o25p/avt-1 — (2)wxrMar/plPe 90 lMAIl03eFJOw1.1 .— BO _ 7722.0 wi/ Pip 80 'MLBA 7122.00w/M N, 90 ML BA 77MWWIM N, 90 RRR1 WC5 BO eW1pB82 w/Mand Pipe 90 IRpHgX26-WCS 9D 20010922 w/Marl Pipe B0 RIWX26WCe 90 Bom0282 w/MaN Pipe _ W DCB�M1gpplf a0 aw4 o1oa-ww/Mani Ppe _ B0 D06484p.16* PO MATERIAL TOWER DESIGN NOTES 1. Tower Is located in Madison County, Idaho. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 89 mph basic wind in accordance with the TN -222-G Standard. 4. Tower is also designed for a 50 mph basic wind with 0.25 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class It. 7. Topographic Category 1 with Crest Height of 0.00011 8. TOWER RATING: 71.6% ALL REACTIONS AREFACTORED AXIAL 17K SHEAR MOMENT 3 K 226 kip -ft TORQUE 0 kip -ft 50 mph WIND - 0.2501n ICE AXIAL ,,,��1------33}}} K SHEA� MOMENT 15K 942 Idle -ft TORQUE 0 kip -ft REACTIONS - 89 mph WIND BLACK & VEATCH Black A Veatch Corp. BURG DT BU#857669 Building a World of differences 6600 W. 115th St., Suite 2292 CwA 194393 115766915072 Overland Park, KS 66211 Crown Castl "r-jumpon Ueaareavoraku AWd: Phone: (9 13) 458.8145 code' TIA-222-G ui":05123118 ° NTS FAX: Pam: u"V1 -E-1 May 23, 2018 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 194393, Order 434341, 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: 1) Tower is located in Madison County, Idaho. 2) Basic wind speed of 89 mph. 3) Structure Class II. 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0.000 ft. 7) Nominal ice thickness of 0.250 in. 8) Ice thickness is considered to increase with height. 9) Ice density of 56.000 pcf. 1o) A wind speed of 50 mph is used in combination with ice. 11) Temperature drop of 50.000 OF. 12) Deflections calculated using a wind speed of 60 mph. 13) A non-linear (P -delta) analysis was used. 14) Pressures are calculated at each section. 15) Stress ratio used in pole design is 1. 16) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Relension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolls Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius L1 0.188 (65 ksi) L2 45.000-0.000 50.000 12 30.069 36.000 0.250 1.000 A572-65 (65 ksi) Tapered Pole Properties tnxTower Report - version 7.0.5.1 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 May 23, 2018 CC/ BU No 857669 Page 8 Section Tip Dia. Area I r C I/C J It/Q w WA in int in4 ,., ._I J LOGY 32.352 18.754 2309.683 11.120 16.188 142.683 4680.043 9.230 7.873 41.987 L2 31.951 24.005 2724.460 10.675 15.576 174.914 5520.495 11.814 7.389 29.554 39.340 30.389 5527.550 13.515 19.684 280.814 11200.315 14.956 9.514 38.056 Elevation Area Thickness A, (per face) it it, in L1 90.000- 1 45.000 L2 45.000 - Factor Stitch Bolt Stitch Bolt Stitch Bolt Ar Spacing Spacing Spacing Diagonals Horizontals Redundants Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement Total Number Start/En Width or Pedmete Weight or r Type Number Per Row d Diamete r Lea It Position r kit A No Inside Pole 75.000-8.000 1 No lee 0.000 n in LDF2-50A(3/8) LDF5-SOA(7/8) A Sudace Ar 90.000 - 75.000 2 1 0.000 1.030 0.000 (CaAa) 1/2" Ice 0.039 0.000 LDF5-50A(7/8) LDF5-50A(7/8) B Surface Ar 90.000-75.000 2 1 0.000 1.030 0.000 (CaAa) 1/2" Ice 0.039 0.000 WR-VG86ST-BRD(3/4) LDF550A(7/8) C Surface Ar 90.000 - 75.000 2 1 0.000 1.030 0.000 (CaAa) 1/2" Ice 0.039 0.001 FB-L98-002-XXX(3/8) LDFi-50A(1/4) C Surface Ar 90.000-75.000 1 1 0.039 0.345 0.000 (CaAa) 1/2" Ice 0.052 0.000 WR-VG86ST-BRD(3/4) LDF2-50A(3/8) C Surface Ar 90.000 - 75.000 1 1 0.052 0.440 0.000 (CaAa) 1/2" Ice 0.069 0.001 FB-L98-002-XXX(3/8) C Surface Ar 90.000 - 75.000 1 1 0.069 0.394 0.000 (CaAa) 0.064 WR-VG86ST-BRD(3/4) C Surface Ar 90.000 - 75.000 4 1 0.084 0.795 0.001 (CaAa) 0.114 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Lea it Nl/ft kit LDF1-50A(1/4) A No Inside Pole 75.000-8.000 1 No lee 0.000 0.000 LDF2-50A(3/8) A No Inside Pole 75.000 - 8.000 1 1/2" Ice No Ice 0.000 0.000 0.000 0.000 1/2" Ice 0.000 0.000 LDF5-50A(7/8) A No Inside Pole 75.000 - 8.000 6 No Ice 0.000 0.000 1/2" Ice 0.000 0.000 WR-VG86ST-BRD(3/4) A No Inside Pole 75.000-8.000 2 No Ice 0.000 0.001 1/2" Ice 0.000 0.001 FB-L98-002-XXX(3/8) A No Inside Pole 75.000 - 8.000 1 No Ice 0.000 0.000 1/2" Ice 0.000 0.000 WR-VG86ST-BRD(3/4) A No Inside Pole 75.000-8.000 2 No Ice 0.000 0.001 1/2" Ice 0.000 0.001 Feed Line/Linear Appurtenances Section Areas Tower Tower Face Aa Ar CAAA CAAA Weight Sectio Elevation In Face Out Face n it ft2 W e2 rd v A 0.000 0.000 tnxTower Report - version 7.0.5.1 0.146 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation Elevation or Thickness In Face Out Face In Face n It n ft2 ft2 ft' W K ft2 ft, B 0.000 0.000 1.545 0.000 0.010 0.000 3.155 C 0.000 0.000 4.506 0.000 0.048 L2 45.000-0.000 A 0.000 0.000 0.000 0.000 0.167 0.000 B 0.000 0.000 0.000 0.000 0.000 A 0.482 C 0.000 0.000 0.000 0.000 0.000 May 23, 2018 CCI BU No 857669 Page 9 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice Aa Ar CAAA CAAA Weight Sectio Elevation or Thickness in in In Face Out Face 0.085 n ft Leg In ft' ft, ft2 ft, K L1 90.000-45.000 A 0.537 0.000 0.000 3.155 0.000 0.176 B 90.00 0.000 0.000 3.155 0.000 0.041 75.00- 1.0000 C 0.000 0.000 12.555 0.000 0.159 L2 45.000-0.000 A 0.482 0.000 0.000 0.000 0.000 0.167 90.00 B Ll 0.000 0.000 0.000 0.000 0.000 C 90.00 0.000 0.000 0.000 0.000 0.000 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz K, Ice L1 10 Ice Ice ft in in in in L1 90.000-45.000 -0.014 0.085 -0.036 0.236 L2 45.000-0.000 0.000 0.000 0.000 0.000 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K, No Ice K, Ice L1 10 LDF5.50A(7/8) 75.00- 1.0000 1.0000 90.00 Ll 11 LDF5-50A(7/8) 75.00- 1.0000 1.0000 90.00 L1 12 LDF5-50A(7/8) 75.00- 1.0000 1.0000 90.00 L1 13 LDF1-50A(114) 75.00- 1.0000 1.0000 90.00 L1 14 LDF2-50A(3/8) 75.00- 1.0000 1.0000 90.00 Ll 15 FB-L98-002-XXX(3/8) 75.00- 1.0000 1.0000 90.00 Lt 16 WR-VG86ST-BRD(3/4) 75.00- 1.0000 1.0000 90.00 Discrete Tower Loads tnxTower Report - version 7.0.5.1 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 May 23, 2018 CCI BU No 857669 Page 10 Description Face Offset Offsets: Azimuth Placement Ca4A CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft k ft' It2 K ff ' it Lighting Rod 5/8" x 4' C None 0.000 92.000 No Ice 0.250 0.250 0.031 1/2" 0.664 0.664 0.034 Ice Platform Mount [LP 303-1] C None 0.000 90.000 No Ice 14.660 14.660 1.250 1/2" 18.870 18.870 1.481 Ice HRK-12 [NA 507-1] C None 0.000 90.000 No Ice 4,800 4.800 0.245 1/2" 6.700 6.700 0.294 Ice 10' x 2" Mount Pipe A From Face 4.000 0.000 90.000 No Ice 2.000 2.000 0.080 -6.000 1/2" 3.025 3.025 0.096 -1.000 Ice 10'x 2" Mount Pipe B From Face 4.000 0.000 90.000 No Ice 2.000 2.000 0.080 -6.000 1/2" 3.025 3.025 0.096 -1.000 Ice 10' x 2" Mount Pipe C From Face 4.000 0.000 90.000 No Ice 2.000 2.000 0.080 -6.000 1/2" 3.025 3.025 0.096 -1.000 Ice (2) 6'x 2" Mount Pipe A From Leg 2.000 0.000 90.000 No Ice 1.425 1.425 0.022 0.000 112" 1.925 1.925 0.033 1.000 Ice (2) 6'x 2" Mount Pipe B From Leg 2.000 0.000 90.000 No Ice 1.425 1.425 0.022 0.000 1/2" 1.925 1.925 0.033 1.000 Ice (2) 6'x 2" Mount Pipe C From Leg 2.000 0.000 90.000 No Ice 1.425 1.425 0.022 0.000 1/2" 1.925 1.925 0.033 1.000 Ice 7722.00 w/ Mount Pipe A From Face 4.000 0.000 90.000 No Ice 5.710 5.301 0.055 2.000 1/2" 6.291 6.530 0.103 -1.000 Ice 7722.00 w/ Mount Pipe B From Face 4.000 0.000 90.000 No Ice 5.710 5.301 0.055 2.000 1/2" 6.291 6.530 0.103 -1.000 Ice 7722.00 w/ Mount Pipe C From Face 4.000 0.000 90.000 No Ice 5.710 5.301 0.055 2.000 112" 6.291 6.530 0.103 -1.000 Ice 80010992 w/ Mount Pipe A From Face 4.000 0.000 90.000 No Ice 19.563 10.762 0.169 -2.000 1/2" 20.344 12.409 0.295 -1.000 Ice 80010992 w/ Mount Pipe B From Face 4.000 0.000 90.000 No Ice 19.563 10.762 0.169 -2.000 1/2" 20.344 12.409 0.295 -1.000 Ice 80010992 w/ Mount Pipe C From Face 4.000 0.000 90.000 No Ice 19.563 10.762 0.169 -2.000 1/2" 20.344 12.409 0.295 -1.000 Ice RV4PX310R-V2 w/ Mount A From Face 4.000 0.000 90.000 No Ice 13.605 11.135 0.113 Pipe 6.000 1/2" 14.353 12.711 0.216 -1.000 Ice RV4PX310R-V2 w/ Mount B From Face 4.000 0.000 90.000 No Ice 13.605 11.135 0.113 Pipe 6.000 112" 14.353 12.711 0.216 -1.000 Ice RV4PX310R-V2 w/ Mount C From Face 4.000 0.000 90.000 No Ice 13.605 11.135 0.113 Pipe 6.000 112" 14.353 12.711 0.216 -1.000 Ice B25 RRH4X30 A From Face 4.000 0.000 90.000 No Ice 2.200 1.742 0.055 0.000 1/2" 2.393 1.920 0.075 -1.000 Ice B25 RRH4X30 B From Face 4.000 0.000 90.000 No Ice 2.200 1.742 0.055 0.000 1/2" 2.393 1.920 0.075 -1.000 Ice B25 RRH4X30 C From Face 4.000 0.000 90.000 No Ice 2.200 1.742 0.055 0.000 1/2" 2.393 1.920 0.075 -1.000 Ice TMA2035FXXVI-1 A From Face 4.000 0.000 90.000 No Ice 0.697 0.266 0.013 tnxTower Report - version 7.0.5.1 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 May 23, 2018 CCI BU No 857669 Page 11 Description Face Offset Offsets: Azimuth Placement Wind CAAA CAAA Weight Wind or Type Horz Adjustmen 30 deg - No Ice 5 Front Side 30 deg - No Ice 6 Leg Wind Lateral t 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 Ven Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind ft 12 ft Wind ft' ft K Wind 150 deg -No Ice 14 ft Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind ff 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1,6 Wind 240 deg - No Ice 19 0.000 Wind 240 deg - No Ice 1/2" 0.804 0.341 0.018 21 0.9 Dead+1.6 Wind -1.000 22 1.2 Dead+1.6 Ice 300 deg - No Ice TMA2035FXXV1-1 B From Face 4.000 0.000 90.000 No Ice 0.697 0.266 0.013 0.000 112" 0.804 0.341 0.018 -1.000 Ice TMA2035FXXVI-1 C From Face 4.000 0.000 90.000 No Ice 0.697 0.266 0.013 0.000 1/2" 0.804 0.341 0.018 -1.000 Ice AHLBA A From Face 4.000 0.000 90.000 No Ice 3.671 2.305 0.101 0.000 112" 3.920 2.513 0.131 -1.000 Ice AHLBA B From Face 4.000 0.000 90.000 No Ice 3.671 2.305 0.101 0.000 112" 3.920 2.513 0.131 -1.000 Ice AHLBA C From Face 4.000 0.000 90.000 No Ice 3.671 2.305 0.101 0.000 1/2" 3.920 2.513 0.131 -1.000 Ice RRH4X25-WCS A From Face 4.000 0.000 90.000 No Ice 3.165 2.379 0.070 0.000 1/2" 3.400 2.598 0.096 -1.000 Ice RRH4X25-WCS B From Face 4.000 0.000 90.000 No Ice 3.165 2.379 0.070 0.000 1/2" 3.400 2.598 0.096 -1.000 Ice RRH4X25-WCS C From Face 4.000 0.000 90.000 No Ice 3.165 2.379 0.070 0.000 1/2" 3.400 2.598 0.096 -1.000 Ice DC6-08-60.0-8F A From Face 1.000 0.000 90.000 No Ice 0.917 0.917 0.019 0.000 1/2" 1.458 1.458 0.037 -1.000 Ice DC6-48-60-18-8F A From Face 1.000 0.000 90.000 No Ice 0.917 0.917 0.019 0.000 1/2" 1.458 1.458 0.037 -1.000 Ice Load Combinations Comb. Description 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 tnxTower Report - version 7.0.5.1 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 Comb. Description No. 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 de9+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces May 23, 2018 CCI BU No 857669 Page 12 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n It Type Comb. Load Moment Moment No. 17.200 3.480 0.000 Comb K kip -ft kip -ft L1 90-45 Pole Max Tension 26 0.000 0.000 0.000 942.119 0.000 14.515 Max. Compression 26 -9.876 0.172 -0.041 Max. Torsion 4 0.143 Max. Mx 20 -6.914 323.000 -0.002 -12.570 -7.257 Min. Hx Max. My 14 -6.914 0.089 -322.910 14 13.438 0.000 Max. Vy 20 -10.088 323.000 -0.002 Max. Vx 14 10.088 0.089 -322.910 Max. Torque 16 -0.143 L2 45-0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -17.200 0.175 -0.057 Max. Mx 20 -13.424 942.219 -0.007 Max. My 14 -13.424 0.093 -942.133 Max. Vy 20 -14.528 942.219 -0.007 Max. Vx 14 14.528 0.093 -942.133 Max. Torque 16 -0.143 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, 2 Load K K K Comb. Pole Max. Vert 36 17.200 3.480 0.000 Max. H. 20 13.438 14.515 0.000 Max. H. 2 13.438 0.000 14.515 Max. K 2 942.119 0.000 14.515 Max. M. 8 942.033 -14.515 0.000 Max. Torsion 4 0.143 -7.257 12.570 Min. Vert 11 10.079 -12.570 -7.257 Min. Hx 8 13.438 -14.515 0.000 Min. H. 14 13.438 0.000 -14.515 tnxTower Report - version 7.0.5.1 90 Ft Monopole Tower Structural Analysis -'"" May 23, 2018 Project Number 194393, Order 434341, Revision 0 vverrummg Torque CC/ BU No 857669 Page 13 Location Condition Gov. Vertical Horizontal, X Honzontal, Z K 11.199 Load K K K kip -ft Comb. 1.2 Dead+1.6 Wind 0 deg - 13.438 0.000 Min. M„ 14 -942.133 0.600-14 515 0.000 Min. M, 20 -942.219 14.515 0.000 Min. Torsion 16 -0.143 7.257 -12.570 0.9 Dead+1.6 Wind 0 deg - No Ice Tower Mast Reaction Summary Combination -'"" """"" "°�"P"O"9 vverrummg Torque Moment, M, Moment, M„ Dead Only K 11.199 K 0.000 0.000 K ki -R kip -ft ki -R 1.2 Dead+1.6 Wind 0 deg - 13.438 0.000 -14.515 0.006 0.075 0.000 No Ice -942.119 0.093 -0.123 0.9 Dead+1.6 Wind 0 deg - No Ice 10.079 0.000 -14.515 -937.022 0.069 -0.122 1.2 Dead+1,6 Wind 30 deg - No Ice 13.438 7.257 -12.570 -815.898 -070.970 -0.143 0.9 Dead+1.6 Wind 30 deg - 10.079 7.257 -12.570 -811.484 -068.444 No Ice -0.141 1.2 Dead+1.6 Wind 60 deg - 13.438 12.570 -7.257 -471.056 No Ice -815.812 -0.123 0.9 Dead+1.6 Wind 60 deg - No Ice 10.079 12.570 -7.257 -468.508 -811.420 -0.122 1.2 Dead+1.6 Wind 90 deg - No Ice 13.438 14.515 0.000 0.007 -942.033 -0.071 0.9 Dead+1.6 Wind 90 deg - 10.079 14.515 0.000 0.005 No Ice -936.958 -0.071 1.2 Dead+1.6 Wind 120 deg 13.438 12.570 7.257 471.070 - No Ice -815.812 0.000 0.9 Dead+1.6 Wind 120 deg 10.079 12.570 7.257 468.519 - No Ice -811.420 0.000 1.2 Dead+1.6 Wind 150 deg 13.438 7.257 12.570 815.912 - No Ice -470.970 0.071 0.9 Dead+1.6 Wind 150 deg 10.079 7.257 12.570 811.494 -068.444 - No Ice 0.071 1.2 Dead+1.6 Wind 180 deg 13.438 0.000 14.515 942.133 0.093 - No Ice 0.123 0.9 Dead+1,6 Wind 180 deg 10.079 0.000 14.515 937.032 0.069 - No Ice 0.122 1.2 Dead+1.6 Wind 210 deg - No Ice 13.438 -7.257 12.570 815.912 471.156 0.143 0.9 Dead+1.6 Wind 210 deg - No Ice 10.079 -7.257 12.570 811.494 468.582 0,141 1.2 Dead+1.6 Wind 240 deg 13.438 -12.570 7.257 471.070 815,998 - No Ice 0.123 0.9 Dead+1.6 Wind 240 deg 10.079 -12.570 7.257 468.519 811.558 - No Ice 0.122 1.2 Dead+1.6 Wind 270 deg 13.438 -14.515 0.000 0.007 942.219 - No Ice 0.071 0.9 Dead+1.6 Wind 270 deg 10.079 -14.515 0.000 0.005 937.096 - No Ice 0.071 1.2 Dead+1.6 Wind 300 deg - No Ice 13.438 -12.570 -7.257 -471.056 815.999 -0.000 0.9 Dead+1.6 Wind 300 deg 10.079 -12.570 -7.257 -468.508 811.558 - No Ice -0.000 1.2 Dead+1.6 Wind 330 deg 13.438 -7.257 -12.570 -815.899 471.156 - No Ice -0.071 0.9 Dead+1,6 Wind 330 deg - No Ice 10.079 -7.257 -12.570 -811.484 468.583 -0.071 1.2 Dead+1.0 Ice+1.0 Temp 17.200 0.000 0.000 0.057 0.175 0.000 1,2 Dead+1.0 Wind 0 17.200 -0.000 -3.480 -225.977 0.184 deg+1.0 Ice+1.0 Temp -0.040 1.2 Dead+1.0 Wind 30 deg+1.O Ice+1.0 Temp 17.200 1.740 -3.014 -195.694 -112.834 -0.046 1.2 Dead+1.0 Wind 60 deg+1.O Ice+1.0 Temp 17.200 3.014 -1.740 -112.959 -195.569 -0.040 tnxTower Report - version 7.0.5.1 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 May 23, 2018 CCI BU No 857669 Page 14 Load Vertical Shearx Shear, Overturning Overturning Torque Combination Moment, Mx Moment, M. K K K kip -ft kip -ft kip ft 1.2 Dead+1.0 Wind 90 17.200 PX 3.480 0.000 0.059 -225.852 -0.023 deg+1.01ce+1.0 Temp K K K K 1 0.000 1.2 Dead+1.0 Wind 120 17.200 0.000 3.014 1.740 113.078 -195.569 0.000 deg+1.0 Ice+1.0 Temp -14.515 0.000 13.438 14.515 0.000% 3 0.000 1.2 Dead+1.0 Wind 150 17.200 0.000 1.740 3.014 195.813 -112.834 0.023 deg+1.0 Ice+1.0 Temp -12.570 -7.257 13.438 12.570 0.000% 5 7.257 1.2 Dead+1.0 Wind 180 17.200 -7.257 -0.000 3.480 226.096 0.184 0.040 deg+1.0 Ice+1.0 Temp -7.257 -12.570 13.438 7.257 0.000% 7 12.570 1.2 Dead+1.0 Wind 210 17.200 -12.570 -1.740 3.014 195.813 113.202 0.046 deg+1.0 Ice+1.0 Temp 0.000 -14.515 13.438 0.000 0.000% 9 14.515 1.2 Dead+1.0 Wind 240 17.200 -14.515 -3.014 1.740 113.078 195.938 0.040 deg+1.0 Ice+1.0 Temp 7.257 -12.570 13.438 -7.257 0.000% 11 12.570 1.2 Dead+1.0 Wind 270 17.200 -12.570 -3.480 0.000 0.059 226.221 0.023 deg+1.01ce+1.0 Temp 12.570 -7.257 13.438 -12.570 0.000% 13 7.257 1.2 Dead+1.0 Wind 300 17.200 -7.257 -3.014 -1.740 -112.959 195.938 -0.000 deg+1.0 Ice+1.0 Temp 14.515 0.000 13.438 -14.515 0.000% 15 0.000 1.2 Dead+1.0 Wind 330 17.200 0.000 -1.740 -3.014 -195.694 113.202 -0.023 deg+1.01ce+1.0 Temp 12.570 7.257 13.438 -12.570 0.000% 17 -7.257 Dead+Wind 0 deg - Service 11.199 7.257 0.000 -3.689 -238.691 0.077 -0.031 Dead+Wind 30 deg - Service 11.199 12.570 1.844 -3.195 -206.712 -119.271 -0.036 Dead+Wind 60 deg - Service 11.199 12.570 3.195 -1.844 -119.343 -206.641 -0.031 Dead+Wind 90 deg - Service 11.199 14.515 3.689 0.000 0.006 -238.620 -0.018 Dead+Wind 120 deg - 11.199 14.515 3.195 1.844 119.354 -206.641 0.000 Service -7.257 12.570 13.438 7.257 0.000% Dead+Wind 150 deg - 11.199 1.644 3.195 206.724 -119.271 0.018 Service Dead+Wind 180 deg - 11.199 0.000 3.689 238.703 0.077 0.031 Service Dead+Wind 210 deg - 11.199 -1.844 3.195 206.724 119.426 0.036 Service Dead+Wind 240 deg - 11.199 -3.195 1.844 119.354 206.795 0.031 Service Dead+Wind 270 deg - 11.199 -3.689 0.000 0.006 238.774 0.018 Service Dead+Wind 300 deg - 11.199 -3.195 -1.844 -119.343 206.795 -0.000 Service Dead+Wind 330 deg - 11.199 -1.844 -3.195 -206.712 119.426 -0.018 tnxTower Report - version 7.0.5.1 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0.000 -11.199 0.000 0.000 11.199 0.000 0.000% 2 0.000 -13.438 -14.515 0.000 13.438 14.515 0.000% 3 0.000 -10.079 -14.515 0.000 10.079 14.515 0.000% 4 7.257 -13.438 -12.570 -7.257 13.438 12.570 0.000% 5 7.257 -10.079 -12.570 -7.257 10.079 12.570 0.000% 6 12.570 -13.438 -7.257 -12.570 13.438 7.257 0.000% 7 12.570 -10.079 -7.257 -12.570 10.079 7.257 0.000% 8 14.515 -13.438 0.000 -14.515 13.438 0.000 0.000% 9 14.515 -10.079 0.000 -14.515 10.079 0.000 0.000% 10 12.570 -13.438 7.257 -12.570 13.438 -7.257 0.000% 11 12.570 -10.079 7.257 -12.570 10.079 -7.257 0.000% 12 7.257 -13.438 12.570 -7.257 13.438 -12.570 0.000% 13 7.257 -10.079 12.570 -7.257 10.079 -12.570 0.000% 14 0.000 -13.438 14.515 0.000 13.438 -14.515 0.000% 15 0.000 -10.079 14.515 0.000 10.079 -14.515 0.000% 16 -7.257 -13.438 12.570 7.257 13.438 -12.570 0.000% 17 -7.257 -10.079 12.570 7.257 10.079 -12.570 0.000% 18 -12.570 -13.438 7.257 12.570 13.438 -7.257 0.000% 19 -12.570 -10.079 7.257 12.570 10.079 -7.257 0.000% 20 -14.515 -13.438 0.000 14.515 13.438 0.000 0.000% 21 -14.515 -10.079 0.000 14.515 10.079 0.000 0.000% 22 -12.570 -13.438 -7.257 12.570 13.438 7.257 0.000% tnxTower Report - version 7.0.5.1 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 May 23, 2018 CCI BU No 857669 Page 15 Non -Linear Convergence Results Load Converged? Number _ Displacement Force 2 Yes Sum of Applied Forces 0.00000001 0.00003108 Sum of Reactions Yes 4 Load PX py PZ PX Py PZ %Error Comb. K K K K Yes K K 0.00003695 23 -12.570 -10.079 -7.257 12.570 10.079 Yes 7.257 0.000% 24 -7.257 -13.438 -12.570 7.257 13.438 10 12.570 0.000% 25 -7.257 -10.079 -12.570 7.257 10.079 0.00083413 12.570 0.000% 26 0.000 -17.200 0.000 0.000 17.200 0.00000001 0.000 0.000% 27 0.000 -17.200 -3.480 0.000 17.200 4 3.480 0.000% 28 1.740 -17.200 -3.014 -1.740 17.200 Yes 3.014 0.000% 29 3.014 -17.200 -1.740 -3.014 17.200 19 1.740 0.000% 30 3.480 -17.200 0.000 -3.480 17.200 0.00001975 0.000 0.000% 31 3.014 -17.200 1.740 -3.014 17.200 0.00000001 -1.740 0.000% 32 1.740 -17.200 3.014 -1.740 17.200 5 -3.014 0.000% 33 0.000 -17.200 3.480 0.000 17.200 Yes -3.480 0.000% 34 -1.740 -17.200 3.014 1.740 17.200 28 -3.014 0.000% 35 -3.014 -17.200 1.740 3.014 17.200 0.00034819 -1.740 0.000% 36 -3.480 -17.200 0.000 3.480 17.200 0.00000001 0.000 0.000% 37 -3.014 -17.200 -1.740 3.014 17.200 1.740 0.000% 38 -1.740 -17.200 -3.014 1.740 17.200 3.014 0.000% 39 0.000 -11.199 -3.689 0.000 11.199 3.689 0.000% 40 1.844 -11.199 -3.195 -1.844 11.199 3.195 0.000% 41 3.195 -11.199 -1.844 -3.195 11.199 1.844 0.000% 42 3.689 -11.199 0.000 -3.689 11.199 0.000 0.000% 43 3.195 -11.199 1.844 -3.195 11.199 -1.844 0.000% 44 1.844 -11.199 3.195 -1.844 11.199 -3.195 0.000% 45 0.000 -11.199 3.689 0.000 11.199 -3.689 0.000% 46 -1.844 -11.199 3.195 1.844 11.199 -3.195 0.000% 47 -3.195 -11.199 1.844 3.195 11.199 -1.844 0.000% 48 -3.689 -11.199 0.000 3.689 11.199 0.000 0.000% 49 -3.195 -11.199 -1.844 3.195 11.199 1.844 0.000% 50 -1.844 -11.199 -3.195 1.844 11.199 3.195 0.000% Non -Linear Convergence Results Load Converged? Number _ Displacement Force 2 Yes 4 0.00000001 0.00003108 - 3 Yes 4 0.00000001 0.00001880 4 Yes 5 0.00000001 0.00003609 5 Yes 4 0,00000001 0.00082396 6 Yes 5 0.00000001 0.00003695 7 Yes 4 0.00000001 0.00084334 8 Yes 4 0.00000001 0.00001975 9 Yes 4 0.00000001 0.00001205 10 Yes 5 0.00000001 0.00003654 11 Yes 4 0.00000001 0.00083413 12 Yes 5 0.00000001 0.00003631 13 Yes 4 0.00000001 0.00082896 14 Yes 4 0.00000001 0.00003108 15 Yes 4 0.00000001 0.00001880 16 Yes 5 0.00000001 0.00003705 17 Yes 4 0.00000001 0.00084531 18 Yes 5 0.00000001 0.00003618 19 Yes 4 0.00000001 0.00082583 20 Yes 4 0.00000001 0.00001975 21 Yes 4 0.00000001 0.00001206 22 Yes 5 0.00000001 0.00003658 23 Yes 4 0.00000001 0.00083473 24 Yes 5 0.00000001 0.00003681 25 Yes 4 0.00000001 0.00084000 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00031340 28 Yes 4 0.00000001 0.00034763 29 Yes 4 0.00000001 0.00034819 30 Yes 4 0.00000001 0.00031295 31 Yes 4 0.00000001 0.00034803 32 Yes 4 0.00000001 0.00034796 tnxTower Report - version 7.0.5.1 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 33 Yes 4 0.00000001 0.00031359 34 Yes 4 0.00000001 0.00034944 35 Yes 4 0.00000001 0.00034885 36 Yes 4 0.00000001 0.00031399 37 Yes 4 0.00000001 0.00034895 38 Yes 4 0.00000001 0.00034904 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00003164 41 Yes 4 0.00000001 0.00003403 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00003284 44 Yes 4 0.00000001 0.00003221 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00003433 47 Yes 4 0.00000001 0.00003188 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00003294 50 Yes 4 0.00000001 000003362 May 23, 2018 CCI BU No 857669 Page 16 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 8.691 Maximum Tower Deflections - Design Wind Section Elevation Maximum Tower Deflections - Service Wind Gov. Tilt Twist No. Horz. Gov. Tilt Twist Section Elevation No. It Deflection Load Comb. ° R in Comb. ° L1 90-45 8.691 48 0.769 0.001 L2 50-0 2.980 48 0.521 0.000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 8.691 Maximum Tower Deflections - Design Wind Section Elevation Hoa. Gov. Tilt Twist No. Deflection Load It in Comb. ° L1 90-45 34.309 20 3.037 0.002 L2 50-0 11.764 20 2.057 0.001 KLfir18 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of R Load° ° Curvature Comb. in ry Compression Checks tnxTower Report - version 7.0.5.1 �� LLWL L r wr CGCC 000 '0x 90 Ft Monopole Tower Structural Analysis Project Number 194393, Order 434341, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.5.1 May 23, 2018 CCI BU No 857669 Page 19 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 BU#: 857669 Site Name: RE)(BURG_DT A#: 434341 Rev.0 Pole Manufacturer: Other Anchor Rod Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: 12 in ksi ksi in 1.5 Other 125 105 44 Plate Data Diem: Thick: Grade: Single -Rod lteff: 50 in lin Iksi In 1.5 50 10.18 Stiffener Data (Welding at both sides) Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld: Width: Height: Notch: Thick:,, Grade: Weld str.: 0 <-- Disregard <-- Disregard in in in in in in ksi ksi 0.25 65 12 80 0 15 Jklips Eta Factor, q 1 0.5 ITIA, Pole Data Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 38 in in ksi 'o' IF Round ksi "0" if None 0.25 65 12 80 0 Reactions Mu: 942 fl•ki s Azial, Pu: 13 ki s Shear, Vu: 1 15 Jklips Eta Factor, q 1 0.5 ITIA, IN No stiffeners, Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/r}): Allowable Axial, m'Fu'Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: n/a Stiffener Results Horizontal Weld Vertical Weld: Plate Flex+Shear, fb/Fb+(fv/Fv)"2: Plate Tension+Shear, fUFt+(fv/Fv)A2: Plate Comp. (AISC Bracket): Pole Results Pole Punching Shear Check: 89.2 Kips 141.0 Kips 63.3% Pass Flexural Check 30.2 ksi 45.0 ksi 67.2% Pass n/a n/a Fila n/a n/a n/a 0 - none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt "ygje: for complete joint penetration groove welds the groove depth must be exactly 112 the stiffener thickness for calculation purposes M D Ri id AISC LRFD V Fy Y.L. Length: 22.18 CClplate v2.0 Analysis Date: 5/23/2018 Pier and Pad Foundation BU #: 857669 Site Name: REXBURG DT App. Number: 434341 ReV.O TIA-222 Revision: TowerType:Monopole Block Foundation?: f Analysis Compression, P...: ReactionsSuperstructure 13 kips Base Shear, Vu camp: 15 kips Pier Rebar Size, Sc: 10 Pier Rebar Quantity, mc: 28 Pier Tie/Spiral Size, St: 4 Moment, M,,: 942 ft -kips Tower Height, H: 90 it Neglected Depth, N: 4.17 ft BP Dist. Above Fen, bpd„ t: 3 in Groundwater Depth, gw: n/a fl Pier Shape: Circular Pier Diameter, dpier: 5.5 it Ext. Above Grade, E: 0.50 it Pier Rebar Size, Sc: 10 Pier Rebar Quantity, mc: 28 Pier Tie/Spiral Size, St: 4 Pier TielSpiral Quantity, mt 6 Pier Reinforcement Type: Tie Pier Clear Cover, ccpi.,: 3 in Pad Properties Depth, D: 6.0 ft Pad Width, W: 17,0 N Pad Thickness, T: 2.0 it Pad Rebar Size, Sp: 8 Pad Rebar Quantity, mp: 18 Pad Clear Cover, ccp,d: 3 in .Material Properties Rebar Grade, Fy: 60000 psi Concrete Compressive Strength, F'c: 4000 psi Dry Concrete Density, 6m.1 150 jpcf Soil Properties Total Soil Unit Weight, y: 110 pcf Ultimate Gross Bearing, Quit: 6.000 ksf Cohesion, Cu: 0.100 ksf Friction Angle, r0: 32 degrees SPT Blow Count, Nsiu..: 38 Pass Base Friction, µ: 0.35 1.86 Neglected Depth, N: 4.17 ft Foundation Bearing on Rock? No 60.6% Groundwater Depth, gw: n/a fl Version 2.5.5 CROWN CASTLE Foundation Analysis Capacity Checks Demand Rating I Check Lateral (Sliding) (kips) 105.30 15.00 14.2% Pass Bearing Pressure(ksr) 4.50 1.86 41.4% Pass Overturning (kip'ff) 1720.89 1043.25 60.6% Pass Pier Flexure (Comp.) (kip'ff) 4206.97 1009.50 24.0 % Pass Pier Compression (kip) 15121.68 32.24 0.2% Pass Pad Flexure (kip 'ft)1208.45 350.33 29.0% Pass Pad Shear- 1 -way (kips) 377.39 85.11 22.6% Pass Pad Shear- 2 -way (ksi) 0.19 0.03 15.9% Pass , Toggle between Gross and Net Soil Rating: 60.6% Structural Rating: 29.0%