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STRUCTURAL ANALYSIS - 23-00175 - 155 E 2nd N - Dish Wireless Tower Modifications
tnxTower Report - version 8.1.1.0 Date: March 07, 2023 Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 (724) 416-2000 Subject: Structural Analysis Report Carrier Designation: DISH Network Co-Locate Site Number: SLIDA03004A Site Name: SLIDA03004A Crown Castle Designation: BU Number: 857669 Site Name: REXBURG_DT JDE Job Number: 740802 Work Order Number: 2205885 Order Number: 644795 Rev. 1 Engineering Firm Designation: Crown Castle Project Number: 2205885 Site Data: 155 EAST 2ND NORTH, REXBURG, MADISON County, ID Latitude 43° 49' 52'', Longitude -111° 46' 44.1'' 90 Foot - Monopole Tower Crown Castle 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: LC7: 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: Brad Sparks Respectfully submitted by: Maham Barimani, P.E. Senior Project Engineer March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 2 tnxTower Report - version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity - LC7 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 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) 75.0 75.0 3 cellmax technologies CMA- UBTULBULBHH/6516/16/21/21 w/ Mount Pipe 1 1-3/8 3 fujitsu TA08025-B604 3 fujitsu TA08025-B605 1 raycap RDIDC-9181-PF-48_V2 1 tower mounts Commscope MC-PK8-DSH Table 2 - Other Considered Equipment 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 13 4 4 7/8 3/4 3/8 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 tower mounts Platform Mount [LP 303-1_HR-1] 3 nokia AEQK w/ Mount Pipe 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 4571869 CCISITES 4-TOWER MANUFACTURER DRAWINGS 4308549 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 7989274 CCISITES March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 4 tnxTower Report - version 8.1.1.0 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. 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. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) 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 -10.95 1013.61 41.7 Pass L2 45 - 0 Pole TP38x30.0694x0.25 2 -17.66 1773.22 56.1 Pass Summary Pole (L2) 56.1 Pass Rating = 56.1 Pass Table 5 - Tower Component Stresses vs. Capacity - LC7 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 48.1 Pass 1 Base Plate 0 51.5 Pass 1 Base Foundation (Structure) 0 28.6 Pass 1 Base Foundation (Soil Interaction) 0 48.4 Pass Structure Rating (max from all components) = 56.1% 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. March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 5 tnxTower Report - version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT The Pathway to Possible Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 Phone: (724) 416-2000 FAX: Job: BU# 857669 Project: Client: Crown Castle Drawn by: BSparks App'd: Code: TIA-222-H Date: 03/06/23 Scale: NTS Path: C:\Work Area\857669\WO 2205885 - SA\Prod\857669 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 11 K SHEAR 752 kip-ft MOMENT 18 K AXIAL SEISMIC 1 K SHEAR 83 kip-ft MOMENT 19 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: 56.1% March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 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 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 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 ***** ********** CU12PSM9P8XXX(1- 3/8) B No Surface Ar (CaAa) 75.00 - 0.00 1 1 -0.410 -0.400 1.4110 1.66 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 ***** March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 8 tnxTower Report - version 8.1.1.0 Feed Line/Linear Appurtenances Section Areas 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 4.233 1.688 0.000 0.000 0.000 0.00 0.05 0.33 L2 45.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.349 1.688 0.000 0.000 0.000 0.00 0.07 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 0.1130 -0.3638 0.0905 -0.2913 L2 45.00-0.00 0.1624 -0.6101 0.1302 -0.4891 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 L1 11 CU12PSM9P8XXX(1-3/8) 45.00 - 75.00 1.0000 1.0000 L2 1 Safety Line 3/8 0.00 - 45.00 1.0000 1.0000 L2 11 CU12PSM9P8XXX(1-3/8) 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 0.03 CCISeismic Tower Section 1 - 2 80.00 0.00 0.0000 0.04 0.00 0.00 0.05 CCISeismic Tower Section 1 - 3 70.00 0.00 0.0000 0.04 0.00 0.00 0.04 CCISeismic Tower Section 1 - 4 60.00 0.00 0.0000 0.04 0.00 0.00 0.04 CCISeismic Tower Section 1 - 5 50.00 0.00 0.0000 0.05 0.00 0.00 0.03 CCISeismic Tower Section 2 - 1 45.00 0.00 0.0000 0.06 0.00 0.00 0.03 CCISeismic Tower Section 2 - 2 35.00 0.00 0.0000 0.07 0.00 0.00 0.02 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 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 CCISeismic Tower Section 2 - 3 25.00 0.00 0.0000 0.07 0.00 0.00 0.01 CCISeismic Tower Section 2 - 4 15.00 0.00 0.0000 0.07 0.00 0.00 0.00 CCISeismic Tower Section 2 - 5 5.00 0.00 0.0000 0.07 0.00 0.00 0.00 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 0.18 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 0.01 CCISeismic commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic kathrein 80010992 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 0.02 CCISeismic kathrein 80010992 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 0.01 CCISeismic nokia AEQK w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic nokia AEQK w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic nokia AEQU w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic nokia AEQU w/ Mount Pipe 88.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic nokia AEQU w/ Mount Pipe 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 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 0.01 CCISeismic nokia AHLBA 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 0.01 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 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 DC6-48-88.00 0.00 0.0000 0.00 0.00 0.00 0.00 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 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 60-18-8F CCISeismic raycap DC9-48- 60-24-8C-EV_CCIV2 88.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic cellmax technologies CMA- UBTULBULBHH/6516/16/21/ 21 w/ Mount Pipe 75.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic cellmax technologies CMA- UBTULBULBHH/6516/16/21/ 21 w/ Mount Pipe 75.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic cellmax technologies CMA- UBTULBULBHH/6516/16/21/ 21 w/ Mount Pipe 75.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic fujitsu TA08025- B604 75.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic fujitsu TA08025- B604 75.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic fujitsu TA08025- B604 75.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic fujitsu TA08025- B605 75.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic fujitsu TA08025- B605 75.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic fujitsu TA08025- B605 75.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic raycap RDIDC- 9181-PF-48_V2 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic tower mounts Commscope MC-PK8-DSH 75.00 0.00 0.0000 0.13 0.00 0.00 0.16 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 75.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 75.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 75.00 0.00 0.0000 0.00 0.00 0.00 0.01 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 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 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 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 LDF5-50A(7/8) From 0 to 88 (40ft to50ft) 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 leoni FB-L98-002-XXX(3/8) From 0 to 88 (0ft to10ft) 5.00 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 (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 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 12 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 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 cui CU12PSM9P8XXX(1-3/8) From 0 to 75 (70ft to75ft) 72.50 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 75 (60ft to70ft) 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 75 (50ft to60ft) 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 75 (40ft to50ft) 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 75 (30ft to40ft) 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 75 (20ft to30ft) 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 75 (10ft to20ft) 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 75 (0ft to10ft) 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 Discrete Tower Loads March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 13 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft Lighting Rod 5/8'' x 4' C From Face 0.00 0.00 2.00 0.0000 90.00 *** Platform Mount [LP 303-1_HR-1] C None 0.0000 88.00 8'x2'' Mount Pipe A From Face 3.00 0.00 0.00 0.0000 88.00 8'x2'' Mount Pipe B From Face 3.00 0.00 0.00 0.0000 88.00 8'x2'' Mount Pipe C From Face 3.00 0.00 0.00 0.0000 88.00 3'x2'' Mount Pipe A From Face 2.00 0.00 0.00 0.0000 88.00 3'x2'' Mount Pipe B From Face 2.00 0.00 0.00 0.0000 88.00 3'x2'' Mount Pipe C From Face 2.00 0.00 0.00 0.0000 88.00 RV4PX310R-V2 w/ Mount Pipe A From Face 3.00 0.00 2.00 0.0000 88.00 RV4PX310R-V2 w/ Mount Pipe B From Face 3.00 0.00 2.00 0.0000 88.00 RV4PX310R-V2 w/ Mount Pipe C From Face 3.00 0.00 2.00 0.0000 88.00 80010992 w/ Mount Pipe A From Face 3.00 0.00 2.00 0.0000 88.00 80010992 w/ Mount Pipe B From Face 3.00 0.00 2.00 0.0000 88.00 80010992 w/ Mount Pipe C From Face 3.00 0.00 2.00 0.0000 88.00 AEQK w/ Mount Pipe A From Face 3.00 0.00 0.00 0.0000 88.00 AEQK w/ Mount Pipe B From Face 3.00 0.00 0.00 0.0000 88.00 AEQK w/ Mount Pipe C From Face 3.00 0.00 0.00 0.0000 88.00 AEQU w/ Mount Pipe A From Face 3.00 0.00 4.00 0.0000 88.00 AEQU w/ Mount Pipe B From Face 3.00 0.00 4.00 0.0000 88.00 AEQU w/ Mount Pipe C From Face 3.00 0.00 4.00 0.0000 88.00 AHFIB_CCIV2 A From Face 3.00 0.00 2.00 0.0000 88.00 AHFIB_CCIV2 B From Face 3.00 0.00 2.00 0.0000 88.00 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 14 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft AHFIB_CCIV2 C From Face 3.00 0.00 2.00 0.0000 88.00 AHLBA A From Face 3.00 0.00 2.00 0.0000 88.00 AHLBA B From Face 3.00 0.00 2.00 0.0000 88.00 AHLBA C From Face 3.00 0.00 2.00 0.0000 88.00 RRH4X25-WCS-4R A From Face 3.00 0.00 2.00 0.0000 88.00 RRH4X25-WCS-4R B From Face 3.00 0.00 2.00 0.0000 88.00 RRH4X25-WCS-4R C From Face 3.00 0.00 2.00 0.0000 88.00 DC6-48-60-18-8F A From Face 1.00 0.00 2.00 0.0000 88.00 DC6-48-60-18-8F B From Face 3.00 0.00 2.00 0.0000 88.00 DC9-48-60-24-8C-EV_CCIV2 A From Face 3.00 0.00 2.00 0.0000 88.00 ***** CMA-UBTULBULBHH/6516/16/21/21 w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 75.00 CMA-UBTULBULBHH/6516/16/21/21 w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 75.00 CMA-UBTULBULBHH/6516/16/21/21 w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 75.00 TA08025-B604 A From Leg 4.00 0.00 0.00 0.0000 75.00 TA08025-B604 B From Leg 4.00 0.00 0.00 0.0000 75.00 TA08025-B604 C From Leg 4.00 0.00 0.00 0.0000 75.00 TA08025-B605 A From Leg 4.00 0.00 0.00 0.0000 75.00 TA08025-B605 B From Leg 4.00 0.00 0.00 0.0000 75.00 TA08025-B605 C From Leg 4.00 0.00 0.00 0.0000 75.00 RDIDC-9181-PF-48_V2 A From Leg 4.00 0.00 0.00 0.0000 75.00 Commscope MC-PK8-DSH C None 0.0000 75.00 (2) 8' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 75.00 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 15 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft (2) 8' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 75.00 (2) 8' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 75.00 ************* 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 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 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 16 tnxTower Report - version 8.1.1.0 Comb. No. Description 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 52 -11.86 15.32 -26.32 Max. Mx 8 -10.95 -253.30 0.23 Max. My 2 -10.95 -0.02 253.99 Max. Vy 8 8.49 -253.30 0.23 Max. Vx 2 -8.51 -0.02 253.99 Max. Torque 18 -0.39 L2 45 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 52 -18.76 41.02 -71.00 Max. Mx 8 -17.66 -750.01 0.29 Max. My 2 -17.66 -0.14 751.55 Max. Vy 8 11.26 -750.01 0.29 Max. Vx 2 -11.27 -0.14 751.55 Max. Torque 18 -0.39 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 52 18.76 0.51 -0.89 Max. Hx 20 17.67 11.24 0.00 Max. Hz 2 17.67 0.00 11.26 Max. Mx 2 751.55 0.00 11.26 Max. Mz 8 750.01 -11.24 0.00 Max. Torsion 6 0.39 -9.73 5.63 Min. Vert 39 12.17 0.00 1.03 Min. Hx 8 17.67 -11.24 0.00 Min. Hz 14 17.67 0.00 -11.26 Min. Mx 14 -750.96 0.00 -11.26 Min. Mz 20 -749.73 11.24 0.00 Min. Torsion 18 -0.39 9.73 -5.63 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 14.73 0.00 0.00 -0.23 -0.12 0.00 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 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 Wind 0 deg - No Ice 17.67 -0.00 -11.26 -751.55 -0.14 -0.21 0.9 Dead+1.0 Wind 0 deg - No Ice 13.26 0.00 -11.26 -745.76 -0.11 -0.21 1.2 Dead+1.0 Wind 30 deg - No Ice 17.67 5.62 -9.75 -650.90 -375.08 -0.35 0.9 Dead+1.0 Wind 30 deg - No Ice 13.26 5.62 -9.75 -645.87 -372.19 -0.35 1.2 Dead+1.0 Wind 60 deg - No Ice 17.67 9.73 -5.63 -375.92 -649.55 -0.39 0.9 Dead+1.0 Wind 60 deg - No Ice 13.26 9.73 -5.63 -372.99 -644.57 -0.39 1.2 Dead+1.0 Wind 90 deg - No Ice 17.67 11.24 -0.00 -0.29 -750.01 -0.33 0.9 Dead+1.0 Wind 90 deg - No Ice 13.26 11.24 -0.00 -0.22 -744.27 -0.33 1.2 Dead+1.0 Wind 120 deg - No Ice 17.67 9.73 5.63 375.33 -649.55 -0.18 0.9 Dead+1.0 Wind 120 deg - No Ice 13.26 9.73 5.63 372.55 -644.57 -0.18 1.2 Dead+1.0 Wind 150 deg - No Ice 17.67 5.62 9.75 650.31 -375.08 0.02 0.9 Dead+1.0 Wind 150 deg - No Ice 13.26 5.62 9.75 645.44 -372.19 0.02 1.2 Dead+1.0 Wind 180 deg - No Ice 17.67 -0.00 11.26 750.96 -0.14 0.21 0.9 Dead+1.0 Wind 180 deg - No Ice 13.26 0.00 11.26 745.32 -0.11 0.21 1.2 Dead+1.0 Wind 210 deg - No Ice 17.67 -5.62 9.75 650.31 374.79 0.35 0.9 Dead+1.0 Wind 210 deg - No Ice 13.26 -5.62 9.75 645.44 371.98 0.35 1.2 Dead+1.0 Wind 240 deg - No Ice 17.67 -9.73 5.63 375.34 649.26 0.39 0.9 Dead+1.0 Wind 240 deg - No Ice 13.26 -9.73 5.63 372.55 644.36 0.39 1.2 Dead+1.0 Wind 270 deg - No Ice 17.67 -11.24 -0.00 -0.29 749.73 0.33 0.9 Dead+1.0 Wind 270 deg - No Ice 13.26 -11.24 -0.00 -0.22 744.06 0.33 1.2 Dead+1.0 Wind 300 deg - No Ice 17.67 -9.73 -5.63 -375.92 649.27 0.18 0.9 Dead+1.0 Wind 300 deg - No Ice 13.26 -9.73 -5.63 -372.99 644.36 0.18 1.2 Dead+1.0 Wind 330 deg - No Ice 17.67 -5.62 -9.75 -650.90 374.79 -0.02 0.9 Dead+1.0 Wind 330 deg - No Ice 13.26 -5.62 -9.75 -645.87 371.98 -0.02 Dead+Wind 0 deg - Service 14.73 0.00 -3.46 -230.39 -0.12 -0.06 Dead+Wind 30 deg - Service 14.73 1.73 -3.00 -199.56 -114.98 -0.11 Dead+Wind 60 deg - Service 14.73 3.00 -1.73 -115.32 -199.07 -0.12 Dead+Wind 90 deg - Service 14.73 3.46 0.00 -0.24 -229.85 -0.10 Dead+Wind 120 deg - Service 14.73 3.00 1.73 114.83 -199.07 -0.06 Dead+Wind 150 deg - Service 14.73 1.73 3.00 199.07 -114.98 0.00 Dead+Wind 180 deg - Service 14.73 0.00 3.46 229.91 -0.12 0.06 Dead+Wind 210 deg - Service 14.73 -1.73 3.00 199.07 114.75 0.11 Dead+Wind 240 deg - Service 14.73 -3.00 1.73 114.83 198.83 0.12 Dead+Wind 270 deg - Service 14.73 -3.46 0.00 -0.24 229.61 0.10 Dead+Wind 300 deg - Service 14.73 -3.00 -1.73 -115.32 198.83 0.06 Dead+Wind 330 deg - Service 14.73 -1.73 -3.00 -199.56 114.75 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 0 18.76 0.00 -1.03 -82.62 -0.14 -0.00 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 18 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 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 12.17 0.00 -1.03 -81.56 -0.11 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 18.76 0.51 -0.89 -71.59 -41.31 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 12.17 0.51 -0.89 -70.67 -40.78 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 18.76 0.89 -0.51 -41.46 -71.44 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 12.17 0.89 -0.51 -40.89 -70.55 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 18.76 1.03 0.00 -0.29 -82.47 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 12.17 1.03 0.00 -0.22 -81.45 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 18.76 0.89 0.51 40.87 -71.44 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 12.17 0.89 0.51 40.46 -70.55 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 18.76 0.51 0.89 71.00 -41.31 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 12.17 0.51 0.89 70.23 -40.78 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 18.76 0.00 1.03 82.03 -0.14 0.00 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 12.17 0.00 1.03 81.13 -0.11 0.00 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 18.76 -0.51 0.89 71.00 41.02 0.00 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 12.17 -0.51 0.89 70.23 40.57 0.00 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 18.76 -0.89 0.51 40.87 71.15 0.00 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 12.17 -0.89 0.51 40.46 70.34 0.00 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 18.76 -1.03 0.00 -0.29 82.18 0.00 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 12.17 -1.03 0.00 -0.22 81.24 0.00 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 18.76 -0.89 -0.51 -41.46 71.15 0.00 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 12.17 -0.89 -0.51 -40.89 70.34 0.00 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 18.76 -0.51 -0.89 -71.59 41.02 0.00 0.9 Dead-1.0 Ev+1.0 Eh 330 deg 12.17 -0.51 -0.89 -70.67 40.57 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 -14.73 0.00 0.00 14.73 0.00 0.000% 2 0.00 -17.67 -11.26 0.00 17.67 11.26 0.000% 3 0.00 -13.26 -11.26 0.00 13.26 11.26 0.000% 4 5.62 -17.67 -9.75 -5.62 17.67 9.75 0.000% 5 5.62 -13.26 -9.75 -5.62 13.26 9.75 0.000% 6 9.73 -17.67 -5.63 -9.73 17.67 5.63 0.000% 7 9.73 -13.26 -5.63 -9.73 13.26 5.63 0.000% 8 11.24 -17.67 0.00 -11.24 17.67 0.00 0.000% 9 11.24 -13.26 0.00 -11.24 13.26 0.00 0.000% 10 9.73 -17.67 5.63 -9.73 17.67 -5.63 0.000% 11 9.73 -13.26 5.63 -9.73 13.26 -5.63 0.000% 12 5.62 -17.67 9.75 -5.62 17.67 -9.75 0.000% 13 5.62 -13.26 9.75 -5.62 13.26 -9.75 0.000% March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 19 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 14 0.00 -17.67 11.26 0.00 17.67 -11.26 0.000% 15 0.00 -13.26 11.26 0.00 13.26 -11.26 0.000% 16 -5.62 -17.67 9.75 5.62 17.67 -9.75 0.000% 17 -5.62 -13.26 9.75 5.62 13.26 -9.75 0.000% 18 -9.73 -17.67 5.63 9.73 17.67 -5.63 0.000% 19 -9.73 -13.26 5.63 9.73 13.26 -5.63 0.000% 20 -11.24 -17.67 0.00 11.24 17.67 0.00 0.000% 21 -11.24 -13.26 0.00 11.24 13.26 0.00 0.000% 22 -9.73 -17.67 -5.63 9.73 17.67 5.63 0.000% 23 -9.73 -13.26 -5.63 9.73 13.26 5.63 0.000% 24 -5.62 -17.67 -9.75 5.62 17.67 9.75 0.000% 25 -5.62 -13.26 -9.75 5.62 13.26 9.75 0.000% 26 0.00 -14.73 -3.46 0.00 14.73 3.46 0.000% 27 1.73 -14.73 -3.00 -1.73 14.73 3.00 0.000% 28 3.00 -14.73 -1.73 -3.00 14.73 1.73 0.000% 29 3.46 -14.73 0.00 -3.46 14.73 0.00 0.000% 30 3.00 -14.73 1.73 -3.00 14.73 -1.73 0.000% 31 1.73 -14.73 3.00 -1.73 14.73 -3.00 0.000% 32 0.00 -14.73 3.46 0.00 14.73 -3.46 0.000% 33 -1.73 -14.73 3.00 1.73 14.73 -3.00 0.000% 34 -3.00 -14.73 1.73 3.00 14.73 -1.73 0.000% 35 -3.46 -14.73 0.00 3.46 14.73 0.00 0.000% 36 -3.00 -14.73 -1.73 3.00 14.73 1.73 0.000% 37 -1.73 -14.73 -3.00 1.73 14.73 3.00 0.000% 38 0.00 -18.76 -1.03 0.00 18.76 1.03 0.000% 39 0.00 -12.17 -1.03 0.00 12.17 1.03 0.000% 40 0.51 -18.76 -0.89 -0.51 18.76 0.89 0.000% 41 0.51 -12.17 -0.89 -0.51 12.17 0.89 0.000% 42 0.89 -18.76 -0.51 -0.89 18.76 0.51 0.000% 43 0.89 -12.17 -0.51 -0.89 12.17 0.51 0.000% 44 1.03 -18.76 0.00 -1.03 18.76 0.00 0.000% 45 1.03 -12.17 0.00 -1.03 12.17 0.00 0.000% 46 0.89 -18.76 0.51 -0.89 18.76 -0.51 0.000% 47 0.89 -12.17 0.51 -0.89 12.17 -0.51 0.000% 48 0.51 -18.76 0.89 -0.51 18.76 -0.89 0.000% 49 0.51 -12.17 0.89 -0.51 12.17 -0.89 0.000% 50 0.00 -18.76 1.03 0.00 18.76 -1.03 0.000% 51 0.00 -12.17 1.03 0.00 12.17 -1.03 0.000% 52 -0.51 -18.76 0.89 0.51 18.76 -0.89 0.000% 53 -0.51 -12.17 0.89 0.51 12.17 -0.89 0.000% 54 -0.89 -18.76 0.51 0.89 18.76 -0.51 0.000% 55 -0.89 -12.17 0.51 0.89 12.17 -0.51 0.000% 56 -1.03 -18.76 0.00 1.03 18.76 0.00 0.000% 57 -1.03 -12.17 0.00 1.03 12.17 0.00 0.000% 58 -0.89 -18.76 -0.51 0.89 18.76 0.51 0.000% 59 -0.89 -12.17 -0.51 0.89 12.17 0.51 0.000% 60 -0.51 -18.76 -0.89 0.51 18.76 0.89 0.000% 61 -0.51 -12.17 -0.89 0.51 12.17 0.89 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 0.00007287 3 Yes 4 0.00000001 0.00004653 4 Yes 5 0.00000001 0.00004452 5 Yes 4 0.00000001 0.00077481 6 Yes 5 0.00000001 0.00004891 7 Yes 4 0.00000001 0.00085237 8 Yes 4 0.00000001 0.00010656 9 Yes 4 0.00000001 0.00006955 10 Yes 5 0.00000001 0.00004529 11 Yes 4 0.00000001 0.00078905 12 Yes 5 0.00000001 0.00004618 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 20 tnxTower Report - version 8.1.1.0 13 Yes 4 0.00000001 0.00080450 14 Yes 4 0.00000001 0.00007277 15 Yes 4 0.00000001 0.00004649 16 Yes 5 0.00000001 0.00004851 17 Yes 4 0.00000001 0.00084598 18 Yes 5 0.00000001 0.00004415 19 Yes 4 0.00000001 0.00076902 20 Yes 4 0.00000001 0.00010653 21 Yes 4 0.00000001 0.00006953 22 Yes 5 0.00000001 0.00004747 23 Yes 4 0.00000001 0.00082702 24 Yes 5 0.00000001 0.00004657 25 Yes 4 0.00000001 0.00081104 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00003661 28 Yes 4 0.00000001 0.00004654 29 Yes 4 0.00000001 0.00001157 30 Yes 4 0.00000001 0.00003756 31 Yes 4 0.00000001 0.00003964 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00004535 34 Yes 4 0.00000001 0.00003598 35 Yes 4 0.00000001 0.00001156 36 Yes 4 0.00000001 0.00004280 37 Yes 4 0.00000001 0.00004020 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 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 8.316 26 0.7197 0.0015 L2 50 - 0 2.885 26 0.5040 0.0005 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' 26 8.316 0.7197 0.0015 36910 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 21 tnxTower Report - version 8.1.1.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 88.00 Platform Mount [LP 303-1_HR-1] 26 8.010 0.7110 0.0015 36910 87.50 CCISeismic Tower Section 1 - 1 26 7.933 0.7089 0.0015 36910 85.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (80ft to90ft) 26 7.551 0.6979 0.0014 36910 84.00 CCISeismic (12) andrew LDF5- 50A(7/8) From 0 to 88 (80ft to88ft) 26 7.399 0.6935 0.0014 30759 80.00 CCISeismic Tower Section 1 - 2 26 6.795 0.6756 0.0012 18455 75.00 CMA- UBTULBULBHH/6516/16/21/21 w/ Mount Pipe 26 6.056 0.6523 0.0011 12303 72.50 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 75 (70ft to75ft) 26 5.694 0.6401 0.0010 10546 70.00 CCISeismic Tower Section 1 - 3 26 5.340 0.6275 0.0010 9227 65.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (60ft to70ft) 26 4.658 0.6008 0.0009 7382 60.00 CCISeismic Tower Section 1 - 4 26 4.015 0.5716 0.0007 6151 55.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (50ft to60ft) 26 3.422 0.5395 0.0006 5272 50.00 CCISeismic Tower Section 1 - 5 26 2.885 0.5040 0.0005 4793 45.00 CCISeismic Tower Section 2 - 1 26 2.412 0.4647 0.0005 5126 35.00 CCISeismic Tower Section 2 - 2 26 1.633 0.3760 0.0003 6590 25.00 CCISeismic Tower Section 2 - 3 26 1.036 0.2764 0.0002 9226 15.00 CCISeismic Tower Section 2 - 4 26 0.570 0.1690 0.0001 15376 5.00 CCISeismic Tower Section 2 - 5 26 0.181 0.0568 0.0000 46127 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 90 - 45 27.143 2 2.3492 0.0048 L2 50 - 0 9.419 2 1.6456 0.0017 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 90.00 Lighting Rod 5/8'' x 4' 2 27.143 2.3492 0.0049 11335 88.00 Platform Mount [LP 303-1_HR-1] 2 26.143 2.3208 0.0047 11335 87.50 CCISeismic Tower Section 1 - 1 2 25.894 2.3137 0.0046 11335 85.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (80ft to90ft) 2 24.648 2.2780 0.0044 11335 84.00 CCISeismic (12) andrew LDF5- 50A(7/8) From 0 to 88 (80ft to88ft) 2 24.152 2.2637 0.0043 9446 80.00 CCISeismic Tower Section 1 - 2 2 22.181 2.2052 0.0040 5667 75.00 CMA- UBTULBULBHH/6516/16/21/21 w/ Mount Pipe 2 19.766 2.1292 0.0036 3778 72.50 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 75 (70ft to75ft) 2 18.587 2.0896 0.0033 3238 70.00 CCISeismic Tower Section 1 - 3 2 17.431 2.0485 0.0031 2833 65.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (60ft to70ft) 2 15.203 1.9613 0.0027 2266 60.00 CCISeismic Tower Section 1 - 4 2 13.107 1.8662 0.0024 1888 55.00 CCISeismic miscl Safety Line 3/8 From 0 to 90 (50ft to60ft) 2 11.170 1.7615 0.0020 1617 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 22 tnxTower Report - version 8.1.1.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 50.00 CCISeismic Tower Section 1 - 5 2 9.419 1.6456 0.0017 1470 45.00 CCISeismic Tower Section 2 - 1 2 7.872 1.5174 0.0014 1572 35.00 CCISeismic Tower Section 2 - 2 2 5.330 1.2279 0.0010 2020 25.00 CCISeismic Tower Section 2 - 3 2 3.383 0.9026 0.0006 2827 15.00 CCISeismic Tower Section 2 - 4 2 1.860 0.5518 0.0004 4712 5.00 CCISeismic Tower Section 2 - 5 2 0.592 0.1856 0.0001 14135 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn L1 90 - 45 (1) TP31.25x24x0.1875 45.00 0.00 0.0 18.267 6 -10.95 965.34 0.011 L2 45 - 0 (2) TP38x30.0694x0.25 50.00 0.00 0.0 30.388 8 -17.66 1688.78 0.010 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny L1 90 - 45 (1) TP31.25x24x0.1875 253.99 596.07 0.426 0.00 596.07 0.000 L2 45 - 0 (2) TP38x30.0694x0.25 751.55 1300.47 0.578 0.00 1300.47 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K Vn K Ratio Vu Vn Actual Tu kip-ft Tn kip-ft Ratio Tu Tn L1 90 - 45 (1) TP31.25x24x0.1875 8.51 320.60 0.027 0.21 853.27 0.000 L2 45 - 0 (2) TP38x30.0694x0.25 11.27 528.01 0.021 0.21 1770.95 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Ratio Vu Vn Ratio Tu Tn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 90 - 45 (1) 0.011 0.426 0.000 0.027 0.000 0.438 1.050 4.8.2 L2 45 - 0 (2) 0.010 0.578 0.000 0.021 0.000 0.589 1.050 4.8.2 March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 23 tnxTower Report - version 8.1.1.0 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 -10.95 1013.61 41.7 Pass L2 45 - 0 Pole TP38x30.0694x0.25 2 -17.66 1773.22 56.1 Pass Summary Pole (L2) 56.1 Pass RATING = 56.1 Pass March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 24 tnxTower Report - version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING March 07, 2023 90 Ft Monopole Tower Structural Analysis CCI BU No 857669 Project Number 2205885, Order 644795, Revision 1 Page 25 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 = 66.82 φPn_t = 132.19 Stress Rating Vu = 0.94 φVn = 82.83 48.1% 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):24.33 (Flexural) N/A Allowable Stress (ksi):45 Stress Rating:51.5%Pass Pole Data 38" x 0.25" 12-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) 17.66 11.27 Adjusted Pole Reactions BU # 857669 Applied Loads Site Name REXBURG_DT Order # 644795 Rev. 1 Analysis Considerations Site Info TIA-222 Revision H Grout Considered:No Analysis ResultsConnection Properties Iar (in) 1.5 Moment (kip-ft) 751.55 Axial Force (kips) 17.66 Shear Force (kips) 11.27 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 Analysis Date: 3/6/2023CCIplate - Version 4.1.2 Monopole Base Plate Connection - Seismic *TIA-222-H Section 15.5 Applied *1.5 Overstrength Factor 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_c = 12.83 φPn_c = 167 Stress Rating Vu = 0.13 φVn = 75.15 7.3% 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):3.18 (Flexural) N/A Allowable Stress (ksi):45 Stress Rating:6.7%Pass Pole Data 38" x 0.25" 12-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Analysis Results Axial Force (kips) 18.76 Shear Force (kips) 1.03 Adjusted Pole Reactions Moment (kip-ft) 0.00 Axial Force (kips) 17.66 Shear Force (kips) 11.27 Connection Properties Moment (kip-ft) 82.65 Order # 644795 Rev. 1 Analysis Considerations TIA-222 Revision H Grout Considered:No Iar (in) 1.5 Applied Loads Site Info BU # 857669 Site Name REXBURG_DT Analysis Date: 3/6/2023CCIplate - Version 4.1.2 Tower Type: 17.67 kips Capacity Demand Rating*Check 11.26 kips 243.43 0.00 0.0%Pass 106.22 11.26 10.1%Pass 4.50 1.68 35.5%Pass 751.55 ft-kips 1707.65 826.15 48.4%Pass 90 ft 4214.68 802.22 18.1%Pass ft 558.49 0.00 0.0%Pass 1.5 in 15121.68 36.91 0.2%Pass in 1208.45 249.22 19.6%Pass 377.39 60.84 15.4%Pass 0.190 0.026 13.1%Pass Circular 1600.14 481.33 28.6%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*:28.6% 6 Soil Rating*:48.4% 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 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: 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) 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?: Pier and Pad Foundation BU # : Site Name: Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Monopole 857669 REXBURG_DT 644795 - Rev. 1 Pier Flexure (Comp.) (kip*ft) Lateral (Sliding) (kips) Bearing Pressure (ksf) Uplift (kips) Foundation Analysis Checks 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: 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: Version 4.1.1 BU:857669 Structure:A WO:2205885 Order:644795 Rev:1 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: 3/6/2023 BU:857669 Structure:A WO:2205885 Order:644795 Rev:1 Tower Type:Tapered Monopole Height, h:90 ft ###Effective Seismic Weight, W:14.72 kips Amplification Factor, As:1.0 2.7.8.1 ###Response Modification Factor, R:1.5 ###2.105113485 Discrete Appurtenance Weight in Top 1/3 of Structure, Wu:6.770919 kips WL:7.946838932 kips E:29000.0 ksi g:386.088 in/s2 Average Moment of Inertia, Iavg:2888.739544 in4 Fa:0.475033772 hz Approximate Fundamental Period Monopole, Ta:2.1051 s 2.7.7.1.3.3 Seismic Response Coefficient, Cs 0.2468 2.7.7.1.1 Seismic Response Coefficient Max 1, Csmax 0.0699 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 0.0699 Seismic Base Shear, V 1.028 kips 2.7.7.1.1 Period Related Exponent, k:1.803 Sum of wihi k 27108.12 ### Tower Details Seismic Base Shear Vertical Distribution Factors CCISeismic 3.3.9 Page 2 Analysis Date: 3/6/2023 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 786.52 0.0290 0.0298 0.0184 1 - 2 10.00 85.00 80.00 0.5216 1405.18 0.0518 0.0533 0.0386 1 - 3 10.00 75.00 70.00 0.5546 1174.58 0.0433 0.0446 0.0411 1 - 4 10.00 65.00 60.00 0.5877 942.65 0.0348 0.0358 0.0435 1 - 5 10.00 55.00 50.00 0.6207 716.78 0.0264 0.0272 0.0460 2 - 1 10.00 50.00 45.00 0.8373 799.68 0.0295 0.0303 0.0620 2 - 2 10.00 40.00 35.00 0.8807 534.71 0.0197 0.0203 0.0652 2 - 3 10.00 30.00 25.00 0.9241 305.91 0.0113 0.0116 0.0684 2 - 4 10.00 20.00 15.00 0.9675 127.53 0.0047 0.0048 0.0716 2 - 5 10.00 10.00 5.00 1.0109 18.39 0.0007 0.0007 0.0748 Sum 7.1535 6811.93 Tower Section Loads CCISeismic 3.3.9 Page 3 Analysis Date: 3/6/2023 Name hx wx wxhx k Cvx Fxh Fxv cci tower mounts Lighting Rod 5/8" x 4'90.00 0.0300 99.94 0.0037 0.0038 0.0022 cci tower mounts (v2.1) Platform Mount [LP 303-1_HR-1]88.00 1.4950 4782.79 0.1764 0.1814 0.1107 mount pipes 8'x2" Mount Pipe 88.00 0.0300 95.98 0.0035 0.0036 0.0022 mount pipes 8'x2" Mount Pipe 88.00 0.0300 95.98 0.0035 0.0036 0.0022 mount pipes 8'x2" Mount Pipe 88.00 0.0300 95.98 0.0035 0.0036 0.0022 mount pipes 3'x2" Mount Pipe 88.00 0.0100 31.99 0.0012 0.0012 0.0007 mount pipes 3'x2" Mount Pipe 88.00 0.0100 31.99 0.0012 0.0012 0.0007 mount pipes 3'x2" Mount Pipe 88.00 0.0100 31.99 0.0012 0.0012 0.0007 commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.1134 362.90 0.0134 0.0138 0.0084 commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.1134 362.90 0.0134 0.0138 0.0084 commscope RV4PX310R-V2 w/ Mount Pipe 88.00 0.1134 362.90 0.0134 0.0138 0.0084 kathrein 80010992 w/ Mount Pipe 88.00 0.1801 576.21 0.0213 0.0219 0.0133 kathrein 80010992 w/ Mount Pipe 88.00 0.1801 576.21 0.0213 0.0219 0.0133 kathrein 80010992 w/ Mount Pipe 88.00 0.1801 576.21 0.0213 0.0219 0.0133 nokia AEQK w/ Mount Pipe 88.00 0.1119 357.86 0.0132 0.0136 0.0083 nokia AEQK w/ Mount Pipe 88.00 0.1119 357.86 0.0132 0.0136 0.0083 nokia AEQK w/ Mount Pipe 88.00 0.1119 357.86 0.0132 0.0136 0.0083 nokia AEQU w/ Mount Pipe 88.00 0.1119 357.83 0.0132 0.0136 0.0083 nokia AEQU w/ Mount Pipe 88.00 0.1119 357.83 0.0132 0.0136 0.0083 nokia AEQU w/ Mount Pipe 88.00 0.1119 357.83 0.0132 0.0136 0.0083 nokia AHFIB_CCIV2 88.00 0.0700 223.94 0.0083 0.0085 0.0052 nokia AHFIB_CCIV2 88.00 0.0700 223.94 0.0083 0.0085 0.0052 nokia AHFIB_CCIV2 88.00 0.0700 223.94 0.0083 0.0085 0.0052 nokia AHLBA 88.00 0.1000 319.92 0.0118 0.0121 0.0074 nokia AHLBA 88.00 0.1000 319.92 0.0118 0.0121 0.0074 nokia AHLBA 88.00 0.1000 319.92 0.0118 0.0121 0.0074 alcatel lucent RRH4X25-WCS-4R 88.00 0.0700 223.94 0.0083 0.0085 0.0052 alcatel lucent RRH4X25-WCS-4R 88.00 0.0700 223.94 0.0083 0.0085 0.0052 alcatel lucent RRH4X25-WCS-4R 88.00 0.0700 223.94 0.0083 0.0085 0.0052 raycap DC6-48-60-18-8F 88.00 0.0200 63.98 0.0024 0.0024 0.0015 raycap DC6-48-60-18-8F 88.00 0.0200 63.98 0.0024 0.0024 0.0015 raycap DC9-48-60-24-8C-EV_CCIV2 88.00 0.0200 63.98 0.0024 0.0024 0.0015 cellmax technologies CMA-UBTULBULBHH/6516/16/21/21 w/ Mount Pipe 75.00 0.1417 339.88 0.0125 0.0129 0.0105 cellmax technologies CMA-UBTULBULBHH/6516/16/21/21 w/ Mount Pipe 75.00 0.1417 339.88 0.0125 0.0129 0.0105 cellmax technologies CMA-UBTULBULBHH/6516/16/21/21 w/ Mount Pipe 75.00 0.1417 339.88 0.0125 0.0129 0.0105 fujitsu TA08025-B604 75.00 0.0600 143.90 0.0053 0.0055 0.0044 fujitsu TA08025-B604 75.00 0.0600 143.90 0.0053 0.0055 0.0044 fujitsu TA08025-B604 75.00 0.0600 143.90 0.0053 0.0055 0.0044 fujitsu TA08025-B605 75.00 0.0800 191.86 0.0071 0.0073 0.0059 fujitsu TA08025-B605 75.00 0.0800 191.86 0.0071 0.0073 0.0059 fujitsu TA08025-B605 75.00 0.0800 191.86 0.0071 0.0073 0.0059 raycap RDIDC-9181-PF-48_V2 75.00 0.0200 47.97 0.0018 0.0018 0.0015 tower mounts Commscope MC-PK8-DSH 75.00 1.7490 4194.63 0.1547 0.1591 0.1295 (2) tower mounts 8' x 2" Mount Pipe 75.00 0.0600 143.90 0.0053 0.0055 0.0044 (2) tower mounts 8' x 2" Mount Pipe 75.00 0.0600 143.90 0.0053 0.0055 0.0044 (2) tower mounts 8' x 2" Mount Pipe 75.00 0.0600 143.90 0.0053 0.0055 0.0044 Sum 6.7709 19427.64 Discrete Loads CCISeismic 3.3.9 Page 4 Analysis Date: 3/6/2023 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 6.61 0.0002 0.0003 0.0002 miscl Safety Line 3/8 From 0 to 90 70.00 80.00 75.00 0.0022 5.28 0.0002 0.0002 0.0002 miscl Safety Line 3/8 From 0 to 90 60.00 70.00 65.00 0.0022 4.08 0.0002 0.0002 0.0002 miscl Safety Line 3/8 From 0 to 90 50.00 60.00 55.00 0.0022 3.02 0.0001 0.0001 0.0002 miscl Safety Line 3/8 From 0 to 90 40.00 50.00 45.00 0.0022 2.10 0.0001 0.0001 0.0002 miscl Safety Line 3/8 From 0 to 90 30.00 40.00 35.00 0.0022 1.34 0.0000 0.0001 0.0002 miscl Safety Line 3/8 From 0 to 90 20.00 30.00 25.00 0.0022 0.73 0.0000 0.0000 0.0002 miscl Safety Line 3/8 From 0 to 90 10.00 20.00 15.00 0.0022 0.29 0.0000 0.0000 0.0002 miscl Safety Line 3/8 From 0 to 90 0.00 10.00 5.00 0.0022 0.04 0.0000 0.0000 0.0002 (12) andrew LDF5-50A(7/8) From 0 to 88 80.00 88.00 84.00 0.0317 93.20 0.0034 0.0035 0.0023 (12) andrew LDF5-50A(7/8) From 0 to 88 70.00 80.00 75.00 0.0396 94.97 0.0035 0.0036 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 60.00 70.00 65.00 0.0396 73.38 0.0027 0.0028 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 50.00 60.00 55.00 0.0396 54.30 0.0020 0.0021 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 40.00 50.00 45.00 0.0396 37.82 0.0014 0.0014 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 30.00 40.00 35.00 0.0396 24.04 0.0009 0.0009 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 20.00 30.00 25.00 0.0396 13.11 0.0005 0.0005 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 10.00 20.00 15.00 0.0396 5.22 0.0002 0.0002 0.0029 (12) andrew LDF5-50A(7/8) From 0 to 88 0.00 10.00 5.00 0.0396 0.72 0.0000 0.0000 0.0029 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 80.00 88.00 84.00 0.0010 3.04 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 3.09 0.0001 0.0001 0.0001 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 60.00 70.00 65.00 0.0013 2.39 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 1.77 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 1.23 0.0000 0.0000 0.0001 (2) rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 88 30.00 40.00 35.00 0.0013 0.78 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 0.43 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 0.17 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 54.98 0.0020 0.0021 0.0014 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 70.00 80.00 75.00 0.0234 56.02 0.0021 0.0021 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 60.00 70.00 65.00 0.0234 43.29 0.0016 0.0016 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 50.00 60.00 55.00 0.0234 32.03 0.0012 0.0012 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 40.00 50.00 45.00 0.0234 22.31 0.0008 0.0008 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 30.00 40.00 35.00 0.0234 14.18 0.0005 0.0005 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 20.00 30.00 25.00 0.0234 7.73 0.0003 0.0003 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 10.00 20.00 15.00 0.0234 3.08 0.0001 0.0001 0.0017 (4) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 88 0.00 10.00 5.00 0.0234 0.43 0.0000 0.0000 0.0017 commscope PWRT-606-S(7/8) From 0 to 88 80.00 88.00 84.00 0.0071 20.95 0.0008 0.0008 0.0005 commscope PWRT-606-S(7/8) From 0 to 88 70.00 80.00 75.00 0.0089 21.34 0.0008 0.0008 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 60.00 70.00 65.00 0.0089 16.49 0.0006 0.0006 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 50.00 60.00 55.00 0.0089 12.20 0.0005 0.0005 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 40.00 50.00 45.00 0.0089 8.50 0.0003 0.0003 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 30.00 40.00 35.00 0.0089 5.40 0.0002 0.0002 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 20.00 30.00 25.00 0.0089 2.95 0.0001 0.0001 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 10.00 20.00 15.00 0.0089 1.17 0.0000 0.0000 0.0007 commscope PWRT-606-S(7/8) From 0 to 88 0.00 10.00 5.00 0.0089 0.16 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 1.41 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 1.44 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 1.11 0.0000 0.0000 0.0000 commscope RFFT-48SM-001-XXX(3/8) From 0 to 88 50.00 60.00 55.00 0.0006 0.82 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 0.57 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 0.36 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 0.20 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 0.08 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 cui CU12PSM9P8XXX(1-3/8) From 0 to 75 70.00 75.00 72.50 0.0083 18.73 0.0007 0.0007 0.0006 cui CU12PSM9P8XXX(1-3/8) From 0 to 75 60.00 70.00 65.00 0.0166 30.76 0.0011 0.0012 0.0012 cui CU12PSM9P8XXX(1-3/8) From 0 to 75 50.00 60.00 55.00 0.0166 22.76 0.0008 0.0009 0.0012 cui CU12PSM9P8XXX(1-3/8) From 0 to 75 40.00 50.00 45.00 0.0166 15.85 0.0006 0.0006 0.0012 cui CU12PSM9P8XXX(1-3/8) From 0 to 75 30.00 40.00 35.00 0.0166 10.08 0.0004 0.0004 0.0012 cui CU12PSM9P8XXX(1-3/8) From 0 to 75 20.00 30.00 25.00 0.0166 5.50 0.0002 0.0002 0.0012 cui CU12PSM9P8XXX(1-3/8) From 0 to 75 10.00 20.00 15.00 0.0166 2.19 0.0001 0.0001 0.0012 cui CU12PSM9P8XXX(1-3/8) From 0 to 75 0.00 10.00 5.00 0.0166 0.30 0.0000 0.0000 0.0012 Sum 0.7933 868.56 Linear Loads CCISeismic 3.3.9 Page 5 Analysis Date: 3/6/2023 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:43.831111 Risk Category:II Longitude:-111.778917 Soil Class:D - Default (see Section 11.4.3) Elevation:0 ft (NAVD 88) 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: Mon Mar 06 2023 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/Mon Mar 06 2023 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 Seismic Design Category: D - Default (see Section 11.4.3) D 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: Data Accessed: Mon Mar 06 2023 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/Mon Mar 06 2023 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 Mon Mar 06 2023 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. 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