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STRUCTURAL ANALYSIS - 22-00896 - 155 E 2nd N - Cell Tower Upgrades
tnxTower Report - version 8.1.1.0 Date: August 25, 2022 Black & Veatch Corp. 11401 Lamar Avenue Overland Park, KS 66211 (913) 458-6909 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Site Number: IDL04013 Site Name: REXBURG_DT FA Number: 10130039 Crown Castle Designation: BU Number: 857669 Site Name: REXBURG_DT JDE Job Number: 716137 Work Order Number: 2152082 Order Number: 615554 Rev. 0 Engineering Firm Designation: Black & Veatch Corp. Project Number: 406642 Site Data: 155 East 2nd North, Rexburg, Madison County, ID 83440 Latitude 43° 49' 52'', Longitude -111° 46' 44.1'' 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. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2018 International Building Code based upon an ultimate 3-second gust wind speed of 105 mph. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Khushal Patel Respectfully submitted by: Ping Jiang, S.E. Structural Engineer Aug 25, 2022 P-17069 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 2 tnxTower Report - version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration 3) ANALYSIS PROCEDURE Table 2 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 3 - Section Capacity (Summary) Table 4 – Tower Component Stresses vs. Capacity - LC5 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This tower is a 90 ft Monopole tower designed by Engineered Endeavors, Inc. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 105 mph Exposure Category: C Topographic Factor: 1 Seismic Ss: 0.369 Seismic S1: 0.143 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 88.0 92.0 3 nokia AEQU w/ Mount Pipe 4 4 13 3/8 3/4 7/8 90.0 3 alcatel lucent RRH4X25-WCS-4R 3 commscope RV4PX310R-V2 w/ Mount Pipe 3 kathrein 80010992 w/ Mount Pipe 3 nokia AHFIB_CCIV2 3 nokia AHLBA 2 raycap DC6-48-60-18-8F 1 raycap DC9-48-60-24-8C-EV_CCIV2 88.0 1 cci tower mounts (v2.1) Platform Mount [LP 303-1_HR-1] 3 nokia AEQK w/ Mount Pipe 3) ANALYSIS PROCEDURE Table 2 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 4571869 CCISITES 4-TOWER MANUFACTURER DRAWINGS 4308549 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 7989274 CCISITES 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 4 tnxTower Report - version 8.1.1.0 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Black & Veatch Corp. should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 3 - Section Capacity (Summary) (Monopole Tower) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail L1 90 - 45 Pole TP31.25x24x0.1875 1 -7.65 1013.61 31.6 Pass L2 45 - 0 Pole TP38x30.0694x0.25 2 -14.17 1773.22 42.8 Pass Summary Pole (L2) 42.8 Pass Rating = 42.8 Pass Table 4 - Tower Component Stresses vs. Capacity (Monopole Tower) - LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 36.7 Pass 1 Base Plate 0 39.3 Pass 1 Base Foundation (Structure) 0 21.9 Pass 1 Base Foundation (Soil Interaction) 0 37.2 Pass Structure Rating (max from all components) = 42.8% Note: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. Rating per TIA-222-H Section 15.5. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 5 tnxTower Report - version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT Black & Veatch Corp. 11401 Lamar Avenue Overland Park, KS 66211 Phone: (913) 458-6909 FAX: (913) 458-8136 Job: REXBURG_DT (BU# 857669) Project: 406642 (857669.2152082) Client: Crown Castle Drawn by: Khushal Patel App'd: Code: TIA-222-H Date: 08/25/22 Scale: NTS Path: C:\Users\pat108997\Desktop\CCI\Site\857669\857669.2152082 - TSA\Structural\857669.2152082 Structural Analysis CCISeismic 3.3.9 Wind And Seismic Analysis.eri Dwg No. E-1 90.0 ft 45.0 ft 0.0 ft REACTIONS - 105 mph WIND TORQUE 0 kip-ft 9 K SHEAR 573 kip-ft MOMENT 14 K AXIAL SEISMIC 1 K SHEAR 80 kip-ft MOMENT 15 K AXIAL ARE FACTORED ALL REACTIONS S e c t i o n 1 2 L e n g t h ( f t ) 45 . 0 0 50 . 0 0 N u m b e r o f S i d e s 12 12 T h i c k n e s s ( i n ) 0. 1 8 7 5 0. 2 5 0 0 S o c k e t L e n g t h ( f t ) 5. 0 0 T o p D i a ( i n ) 24 . 0 0 0 0 30 . 0 6 9 4 B o t D i a ( i n ) 31 . 2 5 0 0 38 . 0 0 0 0 G r a d e A5 7 2 - 6 5 W e i g h t ( K ) 2. 5 4. 6 7. 2 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Madison County, Idaho. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 105 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.9 8. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1 9. TOWER RATING: 42.8% August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 6 tnxTower Report - version 8.1.1.0 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: • Tower is located in Madison County, Idaho. • Tower base elevation above sea level: 4869.00 ft. • Basic wind speed of 105 mph. • Risk Category II. • Exposure Category C. • Simplified Topographic Factor Procedure for wind speed-up calculations is used. • Topographic Category: 1. • Crest Height: 0.00 ft. • Deflections calculated using a wind speed of 60 mph. • CCISeismic Note: Seismic loads generated by CCISeismic 3.3.9. • CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. • A non-linear (P-delta) analysis was used. • Pressures are calculated at each section. • Stress ratio used in pole design is 1. • Tower analysis based on target reliabilities in accordance with Annex S. • Load Modification Factors used: Kes(Fw) = 0.95, Kes(Ev and Eh) = 1.0. • Maximum demand-capacity ratio is: 1.05. • 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 √ 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 √ 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 √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg 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 Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade L1 90.00-45.00 45.00 5.00 12 24.0000 31.2500 0.1875 0.7500 A572-65 (65 ksi) L2 45.00-0.00 50.00 12 30.0694 38.0000 0.2500 1.0000 A572-65 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 7 tnxTower Report - version 8.1.1.0 Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade (65 ksi) Tapered Pole Properties Section Tip Dia. in Area in2 I in4 r in C in I/C in3 J in4 It/Q in2 w in w/t L1 24.7805 14.3768 1040.5383 8.5249 12.4320 83.6984 2108.4127 7.0758 5.9295 31.624 32.2862 18.7540 2309.6827 11.1204 16.1875 142.6831 4680.0432 9.2301 7.8725 41.987 L2 31.8630 24.0047 2724.4601 10.6754 15.5760 174.9143 5520.4948 11.8144 7.3886 29.554 39.2523 30.3888 5527.5502 13.5145 19.6840 280.8144 11200.315 4 14.9564 9.5140 38.056 Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in L1 90.00- 45.00 1 1 1 L2 45.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude From Torque Calculation Componen t Type Placement ft Total Number Number Per Row Start/En d Position Width or Diamete r in Perimete r in Weight plf Safety Line 3/8 C No Surface Ar (CaAa) 90.00 - 0.00 1 1 0.000 0.020 0.3750 0.22 ***** ********** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf **** LDF5-50A(7/8) C No No Inside Pole 88.00 - 0.00 12 No Ice 0.00 0.33 FB-L98-002- XXX(3/8) C No No Inside Pole 88.00 - 0.00 2 No Ice 0.00 0.06 WR-VG86ST- BRD(3/4) C No No Inside Pole 88.00 - 0.00 4 No Ice 0.00 0.58 PWRT-606-S(7/8) C No No Inside Pole 88.00 - 0.00 1 No Ice 0.00 0.89 RFFT-48SM-001- XXX(3/8) C No No Inside Pole 88.00 - 0.00 1 No Ice 0.00 0.06 860 10014(3/8) C No No Inside Pole 88.00 - 0.00 1 No Ice 0.00 0.00 ***** ********** Feed Line/Linear Appurtenances Section Areas August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 8 tnxTower Report - version 8.1.1.0 Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 90.00-45.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.688 0.000 0.000 0.000 0.00 0.00 0.33 L2 45.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.688 0.000 0.000 0.000 0.00 0.00 0.34 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 90.00-45.00 -0.0048 0.2286 -0.0038 0.1816 L2 45.00-0.00 -0.0048 0.2287 -0.0038 0.1816 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L1 1 Safety Line 3/8 45.00 - 90.00 1.0000 1.0000 L2 1 Safety Line 3/8 0.00 - 45.00 1.0000 1.0000 User Defined Loads - Seismic Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic Tower Section 1 - 1 87.50 0.00 0.0000 0.02 0.00 0.00 0.04 CCISeismic Tower Section 1 - 2 80.00 0.00 0.0000 0.04 0.00 0.00 0.07 CCISeismic Tower Section 1 - 3 70.00 0.00 0.0000 0.04 0.00 0.00 0.06 CCISeismic Tower Section 1 - 4 60.00 0.00 0.0000 0.04 0.00 0.00 0.05 CCISeismic Tower Section 1 - 5 50.00 0.00 0.0000 0.05 0.00 0.00 0.04 CCISeismic Tower Section 2 - 1 45.00 0.00 0.0000 0.06 0.00 0.00 0.04 CCISeismic Tower Section 2 - 2 35.00 0.00 0.0000 0.07 0.00 0.00 0.03 CCISeismic Tower Section 2 - 3 25.00 0.00 0.0000 0.07 0.00 0.00 0.02 CCISeismic Tower Section 2 - 4 15.00 0.00 0.0000 0.07 0.00 0.00 0.01 CCISeismic Tower Section 2 - 5.00 0.00 0.0000 0.07 0.00 0.00 0.00 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 9 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K 5 CCISeismic cci tower mounts Lighting Rod 5/8'' x 4' 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic cci tower mounts (v2.1) Platform Mount [LP 303-1_HR-1] 88.00 0.00 0.0000 0.11 0.00 0.00 0.23 CCISeismic mount pipes 8'x2'' Mount Pipe 88.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic mount pipes 8'x2'' Mount Pipe 88.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic mount pipes 8'x2'' Mount Pipe 88.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic mount pipes 3'x2'' Mount Pipe 88.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic mount pipes 3'x2'' Mount Pipe 88.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic mount pipes 3'x2'' Mount Pipe 88.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic kathrein 80010992 w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic kathrein 80010992 w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic kathrein 80010992 w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic nokia AEQK w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQK w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQK w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQU w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQU w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQU w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHFIB_CCIV2 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic nokia AHFIB_CCIV2 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic nokia AHFIB_CCIV2 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic nokia AHLBA 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLBA 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLBA 88.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic alcatel lucent RRH4X25-WCS-4R 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic alcatel lucent RRH4X25-WCS-4R 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic alcatel lucent RRH4X25-WCS-4R 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic raycap DC6-48- 60-18-8F 88.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic raycap DC6-48- 60-18-8F 88.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic raycap DC9-48- 60-24-8C-EV_CCIV2 88.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (80ft to90ft) 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 10 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic miscl Safety Line 3/8 From 0 to 90 (70ft to80ft) 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (60ft to70ft) 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (50ft to60ft) 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (40ft to50ft) 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (30ft to40ft) 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (20ft to30ft) 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (10ft to20ft) 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (0ft to10ft) 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (12) andrew LDF5-50A(7/8) From 0 to 88 (80ft to88ft) 84.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (12) andrew LDF5-50A(7/8) From 0 to 88 (70ft to80ft) 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (12) andrew LDF5-50A(7/8) From 0 to 88 (60ft to70ft) 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (12) andrew LDF5-50A(7/8) From 0 to 88 (50ft to60ft) 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (12) andrew LDF5-50A(7/8) From 0 to 88 (40ft to50ft) 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (12) andrew LDF5-50A(7/8) From 0 to 88 (30ft to40ft) 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (12) andrew LDF5-50A(7/8) From 0 to 88 (20ft to30ft) 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (12) andrew LDF5-50A(7/8) From 0 to 88 (10ft to20ft) 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (12) andrew LDF5-50A(7/8) From 0 to 88 (0ft to10ft) 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 (80ft to88ft) 84.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 (70ft to80ft) 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 (60ft to70ft) 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 (50ft to60ft) 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 (40ft to50ft) 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 (30ft to40ft) 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 (20ft to30ft) 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 (10ft to20ft) 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 11 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K leoni FB-L98-002-XXX(3/8) From 0 to 88 (0ft to10ft) CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 (80ft to88ft) 84.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 (70ft to80ft) 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 (60ft to70ft) 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 (50ft to60ft) 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 (40ft to50ft) 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 (30ft to40ft) 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 (20ft to30ft) 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 (10ft to20ft) 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 (0ft to10ft) 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8) From 0 to 88 (80ft to88ft) 84.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8) From 0 to 88 (70ft to80ft) 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8) From 0 to 88 (60ft to70ft) 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8) From 0 to 88 (50ft to60ft) 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8) From 0 to 88 (40ft to50ft) 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8) From 0 to 88 (30ft to40ft) 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8) From 0 to 88 (20ft to30ft) 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8) From 0 to 88 (10ft to20ft) 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8) From 0 to 88 (0ft to10ft) 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 (80ft to88ft) 84.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 (70ft to80ft) 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 (60ft to70ft) 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 12 tnxTower Report - version 8.1.1.0 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K Lighting Rod 5/8'' x 4' C From Face 0.00 0.00 2.00 0.0000 90.00 No Ice 0.25 0.25 0.03 *** Platform Mount [LP 303- 1_HR-1] C None 0.0000 88.00 No Ice 17.09 17.09 1.50 8'x2'' Mount Pipe A From Face 3.00 0.00 0.00 0.0000 88.00 No Ice 1.90 1.90 0.03 8'x2'' Mount Pipe B From Face 3.00 0.00 0.00 0.0000 88.00 No Ice 1.90 1.90 0.03 8'x2'' Mount Pipe C From Face 3.00 0.00 0.00 0.0000 88.00 No Ice 1.90 1.90 0.03 3'x2'' Mount Pipe A From Face 2.00 0.00 0.00 0.0000 88.00 No Ice 0.58 0.58 0.01 3'x2'' Mount Pipe B From Face 2.00 0.00 0.00 0.0000 88.00 No Ice 0.58 0.58 0.01 3'x2'' Mount Pipe C From Face 2.00 0.00 0.00 0.0000 88.00 No Ice 0.58 0.58 0.01 RV4PX310R-V2 w/ Mount Pipe A From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 6.94 5.35 0.11 RV4PX310R-V2 w/ Mount Pipe B From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 6.94 5.35 0.11 RV4PX310R-V2 w/ Mount Pipe C From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 6.94 5.35 0.11 80010992 w/ Mount Pipe A From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 18.52 8.99 0.18 80010992 w/ Mount Pipe B From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 18.52 8.99 0.18 80010992 w/ Mount Pipe C From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 18.52 8.99 0.18 AEQK w/ Mount Pipe A From Face 3.00 0.00 0.00 0.0000 88.00 No Ice 3.86 2.49 0.11 AEQK w/ Mount Pipe B From Face 3.00 0.00 0.00 0.0000 88.00 No Ice 3.86 2.49 0.11 AEQK w/ Mount Pipe C From Face 3.00 0.00 0.00 0.0000 88.00 No Ice 3.86 2.49 0.11 AEQU w/ Mount Pipe A From Face 3.00 0.00 4.00 0.0000 88.00 No Ice 3.86 2.49 0.11 AEQU w/ Mount Pipe B From Face 3.00 0.00 4.00 0.0000 88.00 No Ice 3.86 2.49 0.11 AEQU w/ Mount Pipe C From Face 3.00 0.00 4.00 0.0000 88.00 No Ice 3.86 2.49 0.11 AHFIB_CCIV2 A From Face 3.00 0.0000 88.00 No Ice 2.85 1.52 0.07 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 13 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.00 2.00 AHFIB_CCIV2 B From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 2.85 1.52 0.07 AHFIB_CCIV2 C From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 2.85 1.52 0.07 AHLBA A From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 3.67 2.31 0.10 AHLBA B From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 3.67 2.31 0.10 AHLBA C From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 3.67 2.31 0.10 RRH4X25-WCS-4R A From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 3.12 2.38 0.07 RRH4X25-WCS-4R B From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 3.12 2.38 0.07 RRH4X25-WCS-4R C From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 3.12 2.38 0.07 DC6-48-60-18-8F A From Face 1.00 0.00 2.00 0.0000 88.00 No Ice 0.92 0.92 0.02 DC6-48-60-18-8F B From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 0.92 0.92 0.02 DC9-48-60-24-8C- EV_CCIV2 A From Face 3.00 0.00 2.00 0.0000 88.00 No Ice 2.74 2.74 0.02 ***** ************* Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 14 tnxTower Report - version 8.1.1.0 Comb. No. Description 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service 38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 39 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 41 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 43 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 45 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 47 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 49 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 50 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 51 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 52 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 53 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 54 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 55 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 56 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 57 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 58 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 59 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 60 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 61 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 90 - 45 Pole Max Tension 50 0.00 0.00 0.00 Max. Compression 48 -8.24 -14.98 -25.94 Max. Mx 20 -7.65 192.73 0.07 Max. My 2 -7.65 0.04 192.76 Max. Vy 20 -6.10 192.73 0.07 Max. Vx 2 -6.10 0.04 192.76 Max. Torque 6 0.29 L2 45 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 48 -15.04 -39.72 -68.82 Max. Mx 20 -14.17 573.19 0.06 Max. My 2 -14.17 0.04 573.21 Max. Vy 20 -9.02 573.19 0.06 Max. Vx 2 -9.02 0.04 573.21 Max. Torque 6 0.29 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 15 tnxTower Report - version 8.1.1.0 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 48 15.04 -0.50 -0.87 Max. Hx 20 14.17 9.01 0.00 Max. Hz 2 14.17 0.00 9.01 Max. Mx 2 573.21 0.00 9.01 Max. Mz 8 573.11 -9.01 0.00 Max. Torsion 6 0.29 -7.80 4.50 Min. Vert 61 9.76 0.50 0.87 Min. Hx 8 14.17 -9.01 0.00 Min. Hz 14 14.17 0.00 -9.01 Min. Mx 14 -573.09 0.00 -9.01 Min. Mz 20 -573.19 9.01 0.00 Min. Torsion 18 -0.29 7.80 -4.50 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 11.81 0.00 0.00 -0.04 0.03 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 14.17 0.00 -9.01 -573.21 0.04 -0.21 0.9 Dead+1.0 Wind 0 deg - No Ice 10.63 0.00 -9.01 -569.97 0.03 -0.21 1.2 Dead+1.0 Wind 30 deg - No Ice 14.17 4.50 -7.80 -496.42 -286.53 -0.29 0.9 Dead+1.0 Wind 30 deg - No Ice 10.63 4.50 -7.80 -493.62 -284.93 -0.28 1.2 Dead+1.0 Wind 60 deg - No Ice 14.17 7.80 -4.50 -286.63 -496.32 -0.29 0.9 Dead+1.0 Wind 60 deg - No Ice 10.63 7.80 -4.50 -285.01 -493.54 -0.29 1.2 Dead+1.0 Wind 90 deg - No Ice 14.17 9.01 0.00 -0.06 -573.11 -0.21 0.9 Dead+1.0 Wind 90 deg - No Ice 10.63 9.01 0.00 -0.04 -569.90 -0.21 1.2 Dead+1.0 Wind 120 deg - No Ice 14.17 7.80 4.50 286.52 -496.32 -0.08 0.9 Dead+1.0 Wind 120 deg - No Ice 10.63 7.80 4.50 284.92 -493.54 -0.08 1.2 Dead+1.0 Wind 150 deg - No Ice 14.17 4.50 7.80 496.31 -286.53 0.08 0.9 Dead+1.0 Wind 150 deg - No Ice 10.63 4.50 7.80 493.53 -284.93 0.08 1.2 Dead+1.0 Wind 180 deg - No Ice 14.17 0.00 9.01 573.09 0.04 0.21 0.9 Dead+1.0 Wind 180 deg - No Ice 10.63 0.00 9.01 569.89 0.03 0.21 1.2 Dead+1.0 Wind 210 deg - No Ice 14.17 -4.50 7.80 496.31 286.62 0.29 0.9 Dead+1.0 Wind 210 deg - No Ice 10.63 -4.50 7.80 493.53 285.00 0.28 1.2 Dead+1.0 Wind 240 deg - No Ice 14.17 -7.80 4.50 286.52 496.41 0.29 0.9 Dead+1.0 Wind 240 deg - No Ice 10.63 -7.80 4.50 284.92 493.61 0.29 1.2 Dead+1.0 Wind 270 deg - No Ice 14.17 -9.01 0.00 -0.06 573.19 0.21 0.9 Dead+1.0 Wind 270 deg - No Ice 10.63 -9.01 0.00 -0.04 569.96 0.21 1.2 Dead+1.0 Wind 300 deg - No Ice 14.17 -7.80 -4.50 -286.63 496.41 0.08 0.9 Dead+1.0 Wind 300 deg 10.63 -7.80 -4.50 -285.01 493.61 0.08 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 16 tnxTower Report - version 8.1.1.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft - No Ice 1.2 Dead+1.0 Wind 330 deg - No Ice 14.17 -4.50 -7.80 -496.42 286.62 -0.08 0.9 Dead+1.0 Wind 330 deg - No Ice 10.63 -4.50 -7.80 -493.62 285.00 -0.08 Dead+Wind 0 deg - Service 11.81 0.00 -2.77 -175.92 0.04 -0.06 Dead+Wind 30 deg - Service 11.81 1.39 -2.40 -152.36 -87.90 -0.09 Dead+Wind 60 deg - Service 11.81 2.40 -1.39 -87.98 -152.27 -0.09 Dead+Wind 90 deg - Service 11.81 2.77 0.00 -0.05 -175.83 -0.07 Dead+Wind 120 deg - Service 11.81 2.40 1.39 87.89 -152.27 -0.03 Dead+Wind 150 deg - Service 11.81 1.39 2.40 152.26 -87.90 0.02 Dead+Wind 180 deg - Service 11.81 0.00 2.77 175.82 0.04 0.06 Dead+Wind 210 deg - Service 11.81 -1.39 2.40 152.26 87.97 0.09 Dead+Wind 240 deg - Service 11.81 -2.40 1.39 87.89 152.34 0.09 Dead+Wind 270 deg - Service 11.81 -2.77 0.00 -0.05 175.91 0.07 Dead+Wind 300 deg - Service 11.81 -2.40 -1.39 -87.98 152.34 0.03 Dead+Wind 330 deg - Service 11.81 -1.39 -2.40 -152.36 87.97 -0.02 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 15.04 0.00 -1.00 -79.59 0.04 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 9.76 0.00 -1.00 -78.87 0.03 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 15.04 0.50 -0.87 -68.93 -39.72 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 9.76 0.50 -0.87 -68.31 -39.38 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 15.04 0.87 -0.50 -39.82 -68.83 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 9.76 0.87 -0.50 -39.45 -68.23 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 15.04 1.00 0.00 -0.06 -79.49 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 9.76 1.00 0.00 -0.04 -78.79 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 15.04 0.87 0.50 39.71 -68.83 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 9.76 0.87 0.50 39.37 -68.23 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 15.04 0.50 0.87 68.82 -39.72 0.00 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 9.76 0.50 0.87 68.22 -39.38 0.00 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 15.04 0.00 1.00 79.47 0.04 0.00 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 9.76 0.00 1.00 78.78 0.03 0.00 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 15.04 -0.50 0.87 68.82 39.81 0.00 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 9.76 -0.50 0.87 68.22 39.45 0.00 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 15.04 -0.87 0.50 39.71 68.92 0.00 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 9.76 -0.87 0.50 39.37 68.30 0.00 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 15.04 -1.00 0.00 -0.06 79.57 0.00 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 9.76 -1.00 0.00 -0.04 78.86 0.00 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 15.04 -0.87 -0.50 -39.82 68.92 0.00 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 9.76 -0.87 -0.50 -39.45 68.30 0.00 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 17 tnxTower Report - version 8.1.1.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 15.04 -0.50 -0.87 -68.93 39.81 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 330 deg 9.76 -0.50 -0.87 -68.31 39.45 -0.00 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -11.81 0.00 0.00 11.81 0.00 0.000% 2 0.00 -14.17 -9.01 0.00 14.17 9.01 0.000% 3 0.00 -10.63 -9.01 0.00 10.63 9.01 0.000% 4 4.50 -14.17 -7.80 -4.50 14.17 7.80 0.000% 5 4.50 -10.63 -7.80 -4.50 10.63 7.80 0.000% 6 7.80 -14.17 -4.50 -7.80 14.17 4.50 0.000% 7 7.80 -10.63 -4.50 -7.80 10.63 4.50 0.000% 8 9.01 -14.17 0.00 -9.01 14.17 0.00 0.000% 9 9.01 -10.63 0.00 -9.01 10.63 0.00 0.000% 10 7.80 -14.17 4.50 -7.80 14.17 -4.50 0.000% 11 7.80 -10.63 4.50 -7.80 10.63 -4.50 0.000% 12 4.50 -14.17 7.80 -4.50 14.17 -7.80 0.000% 13 4.50 -10.63 7.80 -4.50 10.63 -7.80 0.000% 14 0.00 -14.17 9.01 0.00 14.17 -9.01 0.000% 15 0.00 -10.63 9.01 0.00 10.63 -9.01 0.000% 16 -4.50 -14.17 7.80 4.50 14.17 -7.80 0.000% 17 -4.50 -10.63 7.80 4.50 10.63 -7.80 0.000% 18 -7.80 -14.17 4.50 7.80 14.17 -4.50 0.000% 19 -7.80 -10.63 4.50 7.80 10.63 -4.50 0.000% 20 -9.01 -14.17 0.00 9.01 14.17 0.00 0.000% 21 -9.01 -10.63 0.00 9.01 10.63 0.00 0.000% 22 -7.80 -14.17 -4.50 7.80 14.17 4.50 0.000% 23 -7.80 -10.63 -4.50 7.80 10.63 4.50 0.000% 24 -4.50 -14.17 -7.80 4.50 14.17 7.80 0.000% 25 -4.50 -10.63 -7.80 4.50 10.63 7.80 0.000% 26 0.00 -11.81 -2.77 0.00 11.81 2.77 0.000% 27 1.39 -11.81 -2.40 -1.39 11.81 2.40 0.000% 28 2.40 -11.81 -1.39 -2.40 11.81 1.39 0.000% 29 2.77 -11.81 0.00 -2.77 11.81 0.00 0.000% 30 2.40 -11.81 1.39 -2.40 11.81 -1.39 0.000% 31 1.39 -11.81 2.40 -1.39 11.81 -2.40 0.000% 32 0.00 -11.81 2.77 0.00 11.81 -2.77 0.000% 33 -1.39 -11.81 2.40 1.39 11.81 -2.40 0.000% 34 -2.40 -11.81 1.39 2.40 11.81 -1.39 0.000% 35 -2.77 -11.81 0.00 2.77 11.81 0.00 0.000% 36 -2.40 -11.81 -1.39 2.40 11.81 1.39 0.000% 37 -1.39 -11.81 -2.40 1.39 11.81 2.40 0.000% 38 0.00 -15.04 -1.00 0.00 15.04 1.00 0.000% 39 0.00 -9.76 -1.00 0.00 9.76 1.00 0.000% 40 0.50 -15.04 -0.87 -0.50 15.04 0.87 0.000% 41 0.50 -9.76 -0.87 -0.50 9.76 0.87 0.000% 42 0.87 -15.04 -0.50 -0.87 15.04 0.50 0.000% 43 0.87 -9.76 -0.50 -0.87 9.76 0.50 0.000% 44 1.00 -15.04 0.00 -1.00 15.04 0.00 0.000% 45 1.00 -9.76 0.00 -1.00 9.76 0.00 0.000% 46 0.87 -15.04 0.50 -0.87 15.04 -0.50 0.000% 47 0.87 -9.76 0.50 -0.87 9.76 -0.50 0.000% 48 0.50 -15.04 0.87 -0.50 15.04 -0.87 0.000% 49 0.50 -9.76 0.87 -0.50 9.76 -0.87 0.000% 50 0.00 -15.04 1.00 0.00 15.04 -1.00 0.000% 51 0.00 -9.76 1.00 0.00 9.76 -1.00 0.000% 52 -0.50 -15.04 0.87 0.50 15.04 -0.87 0.000% 53 -0.50 -9.76 0.87 0.50 9.76 -0.87 0.000% 54 -0.87 -15.04 0.50 0.87 15.04 -0.50 0.000% 55 -0.87 -9.76 0.50 0.87 9.76 -0.50 0.000% 56 -1.00 -15.04 0.00 1.00 15.04 0.00 0.000% August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 18 tnxTower Report - version 8.1.1.0 Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 57 -1.00 -9.76 0.00 1.00 9.76 0.00 0.000% 58 -0.87 -15.04 -0.50 0.87 15.04 0.50 0.000% 59 -0.87 -9.76 -0.50 0.87 9.76 0.50 0.000% 60 -0.50 -15.04 -0.87 0.50 15.04 0.87 0.000% 61 -0.50 -9.76 -0.87 0.50 9.76 0.87 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00004008 3 Yes 4 0.00000001 0.00002658 4 Yes 4 0.00000001 0.00040303 5 Yes 4 0.00000001 0.00026389 6 Yes 4 0.00000001 0.00045561 7 Yes 4 0.00000001 0.00029936 8 Yes 4 0.00000001 0.00004048 9 Yes 4 0.00000001 0.00002683 10 Yes 4 0.00000001 0.00041914 11 Yes 4 0.00000001 0.00027481 12 Yes 4 0.00000001 0.00041937 13 Yes 4 0.00000001 0.00027495 14 Yes 4 0.00000001 0.00004006 15 Yes 4 0.00000001 0.00002658 16 Yes 4 0.00000001 0.00045533 17 Yes 4 0.00000001 0.00029921 18 Yes 4 0.00000001 0.00040277 19 Yes 4 0.00000001 0.00026375 20 Yes 4 0.00000001 0.00004049 21 Yes 4 0.00000001 0.00002684 22 Yes 4 0.00000001 0.00043438 23 Yes 4 0.00000001 0.00028492 24 Yes 4 0.00000001 0.00043413 25 Yes 4 0.00000001 0.00028477 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00001698 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00001687 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00001486 37 Yes 4 0.00000001 0.00001459 38 Yes 4 0.00000001 0.00000001 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 0.00000001 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000001 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00000001 50 Yes 4 0.00000001 0.00000001 51 Yes 4 0.00000001 0.00000001 52 Yes 4 0.00000001 0.00000001 53 Yes 4 0.00000001 0.00000001 54 Yes 4 0.00000001 0.00000001 55 Yes 4 0.00000001 0.00000001 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 19 tnxTower Report - version 8.1.1.0 56 Yes 4 0.00000001 0.00000001 57 Yes 4 0.00000001 0.00000001 58 Yes 4 0.00000001 0.00000001 59 Yes 4 0.00000001 0.00000001 60 Yes 4 0.00000001 0.00000001 61 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 90 - 45 6.344 37 0.5598 0.0012 L2 50 - 0 2.184 37 0.3807 0.0004 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 90.00 Lighting Rod 5/8'' x 4' 37 6.344 0.5598 0.0012 47733 88.00 Platform Mount [LP 303-1_HR-1] 37 6.110 0.5523 0.0012 47733 87.50 CCISeismic Tower Section 1 - 1 37 6.051 0.5504 0.0012 47733 85.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (80ft to90ft) 37 5.758 0.5409 0.0011 47733 84.00 CCISeismic (12) andrew LDF5- 50A(7/8) From 0 to 88 (80ft to88ft) 37 5.642 0.5370 0.0011 39777 80.00 CCISeismic Tower Section 1 - 2 37 5.179 0.5216 0.0010 23866 75.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (70ft to80ft) 37 4.611 0.5016 0.0009 15911 70.00 CCISeismic Tower Section 1 - 3 37 4.063 0.4807 0.0008 11933 65.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (60ft to70ft) 37 3.540 0.4585 0.0007 9546 60.00 CCISeismic Tower Section 1 - 4 37 3.048 0.4346 0.0006 7955 55.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (50ft to60ft) 37 2.594 0.4088 0.0005 6819 50.00 CCISeismic Tower Section 1 - 5 37 2.184 0.3807 0.0004 6199 45.00 CCISeismic Tower Section 2 - 1 37 1.822 0.3501 0.0003 6629 35.00 CCISeismic Tower Section 2 - 2 37 1.229 0.2821 0.0002 8523 25.00 CCISeismic Tower Section 2 - 3 36 0.778 0.2067 0.0001 11932 15.00 CCISeismic Tower Section 2 - 4 36 0.426 0.1261 0.0001 19886 5.00 CCISeismic Tower Section 2 - 5 34 0.135 0.0424 0.0000 59658 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 90 - 45 20.681 2 1.8248 0.0039 L2 50 - 0 7.118 2 1.2413 0.0013 Critical Deflections and Radius of Curvature - Design Wind August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 20 tnxTower Report - version 8.1.1.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 90.00 Lighting Rod 5/8'' x 4' 2 20.681 1.8248 0.0039 14663 88.00 Platform Mount [LP 303-1_HR-1] 2 19.916 1.8002 0.0037 14663 87.50 CCISeismic Tower Section 1 - 1 2 19.725 1.7940 0.0037 14663 85.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (80ft to90ft) 2 18.771 1.7630 0.0035 14663 84.00 CCISeismic (12) andrew LDF5- 50A(7/8) From 0 to 88 (80ft to88ft) 2 18.390 1.7506 0.0034 12219 80.00 CCISeismic Tower Section 1 - 2 2 16.881 1.7002 0.0031 7331 75.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (70ft to80ft) 2 15.032 1.6353 0.0028 4887 70.00 CCISeismic Tower Section 1 - 3 2 13.244 1.5672 0.0024 3665 65.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (60ft to70ft) 2 11.538 1.4948 0.0021 2932 60.00 CCISeismic Tower Section 1 - 4 2 9.935 1.4170 0.0018 2443 55.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (50ft to60ft) 2 8.455 1.3329 0.0015 2093 50.00 CCISeismic Tower Section 1 - 5 2 7.118 1.2413 0.0013 1903 45.00 CCISeismic Tower Section 2 - 1 24 5.939 1.1415 0.0010 2035 35.00 CCISeismic Tower Section 2 - 2 24 4.008 0.9197 0.0007 2615 25.00 CCISeismic Tower Section 2 - 3 22 2.535 0.6740 0.0004 3661 15.00 CCISeismic Tower Section 2 - 4 22 1.390 0.4112 0.0002 6101 5.00 CCISeismic Tower Section 2 - 5 18 0.441 0.1382 0.0001 18303 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn L1 90 - 45 (1) TP31.25x24x0.1875 45.00 0.00 0.0 18.267 6 -7.65 965.34 0.008 L2 45 - 0 (2) TP38x30.0694x0.25 50.00 0.00 0.0 30.388 8 -14.17 1688.78 0.008 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft fMnx kip-ft Ratio Mux fMnx Muy kip-ft fMny kip-ft Ratio Muy fMny L1 90 - 45 (1) TP31.25x24x0.1875 192.77 596.07 0.323 0.00 596.07 0.000 L2 45 - 0 (2) TP38x30.0694x0.25 573.22 1300.47 0.441 0.00 1300.47 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K fVn K Ratio Vu fVn Actual Tu kip-ft fTn kip-ft Ratio Tu fTn L1 90 - 45 (1) TP31.25x24x0.1875 6.10 320.60 0.019 0.08 853.27 0.000 L2 45 - 0 (2) TP38x30.0694x0.25 9.02 533.32 0.017 0.08 1770.95 0.000 August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 21 tnxTower Report - version 8.1.1.0 Pole Interaction Design Data Section No. Elevation ft Ratio Pu fPn Ratio Mux fMnx Ratio Muy fMny Ratio Vu fVn Ratio Tu fTn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 90 - 45 (1) 0.008 0.323 0.000 0.019 0.000 0.332 1.050 4.8.2 L2 45 - 0 (2) 0.008 0.441 0.000 0.017 0.000 0.449 1.050 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 90 - 45 Pole TP31.25x24x0.1875 1 -7.65 1013.61 31.6 Pass L2 45 - 0 Pole TP38x30.0694x0.25 2 -14.17 1773.22 42.8 Pass Summary Pole (L2) 42.8 Pass RATING = 42.8 Pass August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 22 tnxTower Report - version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING August 25, 2022 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 406642, Order 615554, Revision 0 Page 23 tnxTower Report - version 8.1.1.0 APPENDIX C ADDITIONAL CALCULATIONS Monopole Base Plate Connection *TIA-222-H Section 15.5 Applied #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (12) 1-1/2" ø bolts (F1554-105 N; Fy=105 ksi, Fu=125 ksi) on 44" BC Pu_t = 50.91 φPn_t = 132.19 Stress Rating Vu = 0.75 φVn = 82.83 36.7% Base Plate Data Mu = n/a φMn = n/a Pass 50" OD x 1.5" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Base Plate Summary Stiffener Data Max Stress (ksi):18.57 (Flexural) N/A Allowable Stress (ksi):45 Stress Rating:39.3%Pass Pole Data 38" x 0.25" 12-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) 14.17 9.02 Adjusted Pole Reactions BU # 857669 Applied Loads Site Name REXBURG_DT Order # 615554 Rev. 0 Analysis Considerations Site Info TIA-222 Revision H Grout Considered:No Analysis ResultsConnection Properties Iar (in) 1.5 Moment (kip-ft) 573.22 Axial Force (kips) 14.17 Shear Force (kips) 9.02 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Analysis Date: 8/25/2022CCIplate - Version 4.1.2 Tower Type: 14.17 kips Capacity Demand Rating*Check 9 kips 243.43 0.00 0.0%Pass 105.53 9.00 8.1%Pass 4.50 1.50 31.8%Pass 573.22 ft-kips 1699.75 632.85 37.2%Pass 90 ft 4185.54 613.72 14.0%Pass ft 558.49 0.00 0.0%Pass 1.5 in 15121.68 33.41 0.2%Pass in 1208.45 188.52 14.9%Pass 377.39 46.11 11.6%Pass 0.190 0.021 10.5%Pass Circular 1600.14 368.23 21.9%Pass 5.5 ft 0.190 0.000 0.0%Pass 0.5 ft 1600.14 0.00 0.0%Pass 10 28 4 Structural Rating*:21.9% 6 Soil Rating*:37.2% Tie 3 in 6 ft 17 ft 2 ft 8 18 3 in 60 ksi 4 ksi 150 pcf 110 pcf 6.000 ksf <--Toggle between Gross and Net 0.100 ksf 32 degrees 21.375 0.35 4.17 ft No n/a ft Top & Bot. Pad Rein. Different?: *Rating per TIA-222-H Section 15.5 Foundation Bearing on Rock? SPT Blow Count, Nblows: Base Friction, μ: Pier Diameter, dpier: Ext. Above Grade, E: Pier Rebar Size, Sc: Pier Rebar Quantity, mc: Concrete Compressive Strength, F'c: Pier Tie/Spiral Quantity, mt: Pier Reinforcement Type: Pier Clear Cover, ccpier: Pad Properties Pier Tie/Spiral Size, St: Neglected Depth, N: Uplift Shear, Vu_uplift: Pier Shape: Tower Height, H: Base Face Width, BW: Cohesion, Cu: Ultimate Gross Bearing, Qult: Pad Rebar Quantity (Bottom dir. 2), mp2: Pad Rebar Size (Bottom dir. 2), Sp2: Total Soil Unit Weight, γ: Pier Flexure (Comp.) (kip*ft) Lateral (Sliding) (kips) Bearing Pressure (ksf) Uplift (kips) Foundation Analysis Checks Pier and Pad Foundation BU # : Site Name: Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Monopole 857669 REXBURG_DT 615554 Rev. 0 Block Foundation?: Pad Shear - 2-way (Comp) (ksi) Pier Flexure (Tension) (kip*ft) Overturning (kip*ft) Pad Flexure (kip*ft) Pad Shear - 1-way (kips) Pier Compression (kip) Rectangular Pad?: Flexural 2-way (Tension) (kip*ft) Pad Shear - 2-way (Uplift) (ksi) Pier Properties BP Dist. Above Fdn, bpdist: Bolt Circle / Bearing Plate Width, BC: Flexural 2-way (Comp) (kip*ft) Uplift, Puplift: Base Shear, Vu_comp: Groundwater Depth, gw: Rebar Grade, Fy: Dry Concrete Density, δc: Depth, D: Pad Width, W1: Pad Thickness, T: Pad Clear Cover, ccpad: Material Properties Soil Properties Friction Angle, ϕ: Moment, Mu: Version 4.1.1 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:4868.79 ft (NAVD 88) Latitude: Longitude: 43.831111 -111.778917 Wind Results: Wind Speed 105 Vmph 10-year MRI 75 Vmph 25-year MRI 81 Vmph 50-year MRI 86 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu Aug 25 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Thu Aug 25 2022 SS : 0.369 S1 : 0.143 F a : 1.504 F v : 2.313 SMS : 0.556 SM1 : 0.332 SDS : 0.37 SD1 : 0.221 T L : 6 PGA : 0.157 PGA M : 0.233 F PGA : 1.486 Ie : 1 C v : 0.946 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Default (see Section 11.4.3) D Data Accessed: Thu Aug 25 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Thu Aug 25 2022 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.25 in. Concurrent Temperature: 5 F Gust Speed 50 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Thu Aug 25 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Thu Aug 25 2022 BU:857669 Structure:A WO:2152082 Order:615554 Rev:0 Decimal Degrees Deg Min Sec ###Lat:43.831111 +43 49 52.00 ###Long:-111.778917 -111 46 44.10 Seismic Design Code:TIA-222-H-1 ###Site Soil:D (Default)Default Risk Category:II ###USGS Seismic Reference SS:0.3690 g ###S1:0.1430 g TL:6 s 1 Importance Factor, Ie:1 Acceleration-based site coefficient, Fa:1.5048 Velocity-based site coefficient, Fv:2.3140 Design spectral response acceleration short period, SDS:0.3702 g Design spectral response acceleration 1 s period, SD1:0.2206 g Ts:0.5959 Seismic Design Category Based on SDS:C Seismic Design Category Based on SD1:D Seismic Design Category Based on S1:N/A Controlling Seismic Design Category:D Location Code and Site Parameters Seismic Design Category Determination CCISeismic 3.3.9 Page 1 Analysis Date: 8/25/2022 BU:857669 Structure:A WO:2152082 Order:615554 Rev:0 Tower Type:Tapered Monopole Height, h:90 ft ###Effective Seismic Weight, W:11.80 kips Amplification Factor, As:1.0 2.7.8.1 ###Response Modification Factor, R:1.5 ###1.727541096 Discrete Appurtenance Weight in Top 1/3 of Structure, Wu:3.97675 kips WL:7.822691232 kips E:29000.0 ksi g:386.088 in/s2 Average Moment of Inertia, Iavg:2888.739544 in4 Fa:0.578857431 hz Approximate Fundamental Period Monopole, Ta:1.7275 s 2.7.7.1.3.3 Seismic Response Coefficient, Cs 0.2468 2.7.7.1.1 Seismic Response Coefficient Max 1, Csmax 0.0851 2.7.7.1.1 Seismic Response Coefficient Max 2, Csmax N/A 2.7.7.1.1 Seismic Response Coefficient Min 1, Csmin 0.0300 2.7.7.1.1 Seismic Response Coefficient Min 2, Csmin N/A 2.7.7.1.1 Controlling Seismic Response Coefficient, Csc 0.0851 Seismic Base Shear, V 1.004 kips 2.7.7.1.1 Period Related Exponent, k:1.614 Sum of wihi k 8993.07 ### Tower Details Seismic Base Shear Vertical Distribution Factors CCISeismic 3.3.9 Page 2 Analysis Date: 8/25/2022 Section Number Length Top Height Mid Height, hx Section Weight, wx wxhx k Cvx Fxh Fxv 1 - 1 5.00 90.00 87.50 0.2484 338.13 0.0376 0.0378 0.0184 1 - 2 10.00 85.00 80.00 0.5216 614.41 0.0683 0.0686 0.0386 1 - 3 10.00 75.00 70.00 0.5546 526.69 0.0586 0.0588 0.0411 1 - 4 10.00 65.00 60.00 0.5877 435.17 0.0484 0.0486 0.0435 1 - 5 10.00 55.00 50.00 0.6207 342.48 0.0381 0.0383 0.0460 2 - 1 10.00 50.00 45.00 0.8373 389.77 0.0433 0.0435 0.0620 2 - 2 10.00 40.00 35.00 0.8807 273.29 0.0304 0.0305 0.0652 2 - 3 10.00 30.00 25.00 0.9241 166.60 0.0185 0.0186 0.0684 2 - 4 10.00 20.00 15.00 0.9675 76.49 0.0085 0.0085 0.0716 2 - 5 10.00 10.00 5.00 1.0109 13.57 0.0015 0.0015 0.0748 Sum 7.1535 3176.60 Tower Section Loads CCISeismic 3.3.9 Page 3 Analysis Date: 8/25/2022 Name hx wx wxhx k Cvx Fxh Fxv cci tower mounts Lighting Rod 5/8" x 4'90.00 0.0300 42.74 0.0048 0.0048 0.0022 cci tower mounts (v2.1) Platform Mount [LP 303-1_HR-1]88.00 1.4950 2053.95 0.2284 0.2294 0.1107 mount pipes 8'x2" Mount Pipe 88.00 0.0300 41.22 0.0046 0.0046 0.0022 mount pipes 8'x2" Mount Pipe 88.00 0.0300 41.22 0.0046 0.0046 0.0022 mount pipes 8'x2" Mount Pipe 88.00 0.0300 41.22 0.0046 0.0046 0.0022 mount pipes 3'x2" Mount Pipe 88.00 0.0100 13.74 0.0015 0.0015 0.0007 mount pipes 3'x2" Mount Pipe 88.00 0.0100 13.74 0.0015 0.0015 0.0007 mount pipes 3'x2" Mount Pipe 88.00 0.0100 13.74 0.0015 0.0015 0.0007 commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.1134 155.84 0.0173 0.0174 0.0084 commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.1134 155.84 0.0173 0.0174 0.0084 commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.1134 155.84 0.0173 0.0174 0.0084 kathrein 80010992 w/ Mount Pipe 88.00 0.1801 247.45 0.0275 0.0276 0.0133 kathrein 80010992 w/ Mount Pipe 88.00 0.1801 247.45 0.0275 0.0276 0.0133 kathrein 80010992 w/ Mount Pipe 88.00 0.1801 247.45 0.0275 0.0276 0.0133 nokia AEQK w/ Mount Pipe 88.00 0.1119 153.68 0.0171 0.0172 0.0083 nokia AEQK w/ Mount Pipe 88.00 0.1119 153.68 0.0171 0.0172 0.0083 nokia AEQK w/ Mount Pipe 88.00 0.1119 153.68 0.0171 0.0172 0.0083 nokia AEQU w/ Mount Pipe 88.00 0.1119 153.67 0.0171 0.0172 0.0083 nokia AEQU w/ Mount Pipe 88.00 0.1119 153.67 0.0171 0.0172 0.0083 nokia AEQU w/ Mount Pipe 88.00 0.1119 153.67 0.0171 0.0172 0.0083 nokia AHFIB_CCIV2 88.00 0.0700 96.17 0.0107 0.0107 0.0052 nokia AHFIB_CCIV2 88.00 0.0700 96.17 0.0107 0.0107 0.0052 nokia AHFIB_CCIV2 88.00 0.0700 96.17 0.0107 0.0107 0.0052 nokia AHLBA 88.00 0.1000 137.39 0.0153 0.0153 0.0074 nokia AHLBA 88.00 0.1000 137.39 0.0153 0.0153 0.0074 nokia AHLBA 88.00 0.1000 137.39 0.0153 0.0153 0.0074 alcatel lucent RRH4X25-WCS-4R 88.00 0.0700 96.17 0.0107 0.0107 0.0052 alcatel lucent RRH4X25-WCS-4R 88.00 0.0700 96.17 0.0107 0.0107 0.0052 alcatel lucent RRH4X25-WCS-4R 88.00 0.0700 96.17 0.0107 0.0107 0.0052 raycap DC6-48-60-18-8F 88.00 0.0200 27.48 0.0031 0.0031 0.0015 raycap DC6-48-60-18-8F 88.00 0.0200 27.48 0.0031 0.0031 0.0015 raycap DC9-48-60-24-8C-EV_CCIV2 88.00 0.0200 27.48 0.0031 0.0031 0.0015 Sum 3.9768 5465.10 Discrete Loads CCISeismic 3.3.9 Page 4 Analysis Date: 8/25/2022 Name Start Height End Height hx wx wxhx k Cvx Fxh Fxv miscl Safety Line 3/8 From 0 to 90 80.00 90.00 85.00 0.0022 2.86 0.0003 0.0003 0.0002 miscl Safety Line 3/8 From 0 to 90 70.00 80.00 75.00 0.0022 2.34 0.0003 0.0003 0.0002 miscl Safety Line 3/8 From 0 to 90 60.00 70.00 65.00 0.0022 1.85 0.0002 0.0002 0.0002 miscl Safety Line 3/8 From 0 to 90 50.00 60.00 55.00 0.0022 1.42 0.0002 0.0002 0.0002 miscl Safety Line 3/8 From 0 to 90 40.00 50.00 45.00 0.0022 1.02 0.0001 0.0001 0.0002 miscl Safety Line 3/8 From 0 to 90 30.00 40.00 35.00 0.0022 0.68 0.0001 0.0001 0.0002 miscl Safety Line 3/8 From 0 to 90 20.00 30.00 25.00 0.0022 0.40 0.0000 0.0000 0.0002 miscl Safety Line 3/8 From 0 to 90 10.00 20.00 15.00 0.0022 0.17 0.0000 0.0000 0.0002 miscl Safety Line 3/8 From 0 to 90 0.00 10.00 5.00 0.0022 0.03 0.0000 0.0000 0.0002 (12) andrew LDF5-50A(7/8) From 0 to 88 80.00 88.00 84.00 0.0317 40.38 0.0045 0.0045 0.0023 (12) andrew LDF5-50A(7/8) From 0 to 88 70.00 80.00 75.00 0.0396 42.04 0.0047 0.0047 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 60.00 70.00 65.00 0.0396 33.37 0.0037 0.0037 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 50.00 60.00 55.00 0.0396 25.48 0.0028 0.0028 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 40.00 50.00 45.00 0.0396 18.43 0.0020 0.0021 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 30.00 40.00 35.00 0.0396 12.29 0.0014 0.0014 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 20.00 30.00 25.00 0.0396 7.14 0.0008 0.0008 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 10.00 20.00 15.00 0.0396 3.13 0.0003 0.0003 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 0.00 10.00 5.00 0.0396 0.53 0.0001 0.0001 0.0029 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 80.00 88.00 84.00 0.0010 1.32 0.0001 0.0001 0.0001 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 70.00 80.00 75.00 0.0013 1.37 0.0002 0.0002 0.0001 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 60.00 70.00 65.00 0.0013 1.09 0.0001 0.0001 0.0001 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 50.00 60.00 55.00 0.0013 0.83 0.0001 0.0001 0.0001 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 40.00 50.00 45.00 0.0013 0.60 0.0001 0.0001 0.0001 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 30.00 40.00 35.00 0.0013 0.40 0.0000 0.0000 0.0001 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 20.00 30.00 25.00 0.0013 0.23 0.0000 0.0000 0.0001 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 10.00 20.00 15.00 0.0013 0.10 0.0000 0.0000 0.0001 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 0.00 10.00 5.00 0.0013 0.02 0.0000 0.0000 0.0001 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 80.00 88.00 84.00 0.0187 23.82 0.0026 0.0027 0.0014 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 70.00 80.00 75.00 0.0234 24.80 0.0028 0.0028 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 60.00 70.00 65.00 0.0234 19.68 0.0022 0.0022 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 50.00 60.00 55.00 0.0234 15.03 0.0017 0.0017 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 40.00 50.00 45.00 0.0234 10.87 0.0012 0.0012 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 30.00 40.00 35.00 0.0234 7.25 0.0008 0.0008 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 20.00 30.00 25.00 0.0234 4.21 0.0005 0.0005 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 10.00 20.00 15.00 0.0234 1.85 0.0002 0.0002 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 0.00 10.00 5.00 0.0234 0.31 0.0000 0.0000 0.0017 commscope PWRT-606-S(7/8) From 0 to 88 80.00 88.00 84.00 0.0071 9.07 0.0010 0.0010 0.0005 commscope PWRT-606-S(7/8) From 0 to 88 70.00 80.00 75.00 0.0089 9.45 0.0011 0.0011 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 60.00 70.00 65.00 0.0089 7.50 0.0008 0.0008 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 50.00 60.00 55.00 0.0089 5.73 0.0006 0.0006 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 40.00 50.00 45.00 0.0089 4.14 0.0005 0.0005 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 30.00 40.00 35.00 0.0089 2.76 0.0003 0.0003 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 20.00 30.00 25.00 0.0089 1.60 0.0002 0.0002 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 10.00 20.00 15.00 0.0089 0.70 0.0001 0.0001 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 0.00 10.00 5.00 0.0089 0.12 0.0000 0.0000 0.0007 commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 80.00 88.00 84.00 0.0005 0.61 0.0001 0.0001 0.0000 commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 70.00 80.00 75.00 0.0006 0.64 0.0001 0.0001 0.0000 commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 60.00 70.00 65.00 0.0006 0.51 0.0001 0.0001 0.0000 commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 50.00 60.00 55.00 0.0006 0.39 0.0000 0.0000 0.0000 commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 40.00 50.00 45.00 0.0006 0.28 0.0000 0.0000 0.0000 commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 30.00 40.00 35.00 0.0006 0.19 0.0000 0.0000 0.0000 commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 20.00 30.00 25.00 0.0006 0.11 0.0000 0.0000 0.0000 commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 10.00 20.00 15.00 0.0006 0.05 0.0000 0.0000 0.0000 commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 0.00 10.00 5.00 0.0006 0.01 0.0000 0.0000 0.0000 kathrein 860 10014(3/8) From 0 to 88 80.00 88.00 84.00 0.0000 0.04 0.0000 0.0000 0.0000 kathrein 860 10014(3/8) From 0 to 88 70.00 80.00 75.00 0.0000 0.04 0.0000 0.0000 0.0000 kathrein 860 10014(3/8) From 0 to 88 60.00 70.00 65.00 0.0000 0.03 0.0000 0.0000 0.0000 kathrein 860 10014(3/8) From 0 to 88 50.00 60.00 55.00 0.0000 0.03 0.0000 0.0000 0.0000 kathrein 860 10014(3/8) From 0 to 88 40.00 50.00 45.00 0.0000 0.02 0.0000 0.0000 0.0000 kathrein 860 10014(3/8) From 0 to 88 30.00 40.00 35.00 0.0000 0.01 0.0000 0.0000 0.0000 kathrein 860 10014(3/8) From 0 to 88 20.00 30.00 25.00 0.0000 0.01 0.0000 0.0000 0.0000 kathrein 860 10014(3/8) From 0 to 88 10.00 20.00 15.00 0.0000 0.00 0.0000 0.0000 0.0000 kathrein 860 10014(3/8) From 0 to 88 0.00 10.00 5.00 0.0000 0.00 0.0000 0.0000 0.0000 Sum 0.6692 351.37 Linear Loads CCISeismic 3.3.9 Page 5 Analysis Date: 8/25/2022