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STRUCTURAL ANALYSIS - 22-00899 - 525 S 2nd E - Cell Tower Upgrades
tnxTower Report - version 8.1.1.0 Date: August 31, 2022 Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 724-416-2000 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Site Number: IDL04070 Site Name: REXBURG_WT FA Number: 10129865 Crown Castle Designation: BU Number: 857594 Site Name: REXBURG_WT JDE Job Number: 716128 Work Order Number: 2152495 Order Number: 615552 Rev. 0 Engineering Firm Designation: Crown Castle Project Number: 2152495 Site Data: 525 SOUTH 2ND EAST, REXBURG, MADISON County, ID Latitude 43° 48' 53.89'', Longitude -111° 46' 37.57'' 60 Foot - Self Support 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: 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: Carol Ng, E.I.T. Respectfully submitted by: Maham Barimani, P.E. Senior Project Engineer August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, 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 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This is a 60' self-support tower mapped by GPD. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 105 mph Exposure Category: C Topographic Factor: 1 Seismic Ss: 0.372 Seismic S1: 0.144 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) 62.0 64.0 3 nokia AEQU w/ Mount Pipe 1 3 4 20 5/16 3/8 3/4 7/8 63.0 1 raycap DC6-48-60-18-8F 62.0 3 alcatel lucent B25 RRH4X30-4R 3 alcatel lucent B66A RRH4X45-4R 3 alcatel lucent RRH4X25-WCS-4R 3 commscope RV4PX310R-V2 w/ Mount Pipe 3 kathrein 80010922 w/ Mount Pipe 3 nokia AHLBA_CCIV3 1 raycap DC9-48-60-24-8C-EV_CCIV2 1 tower mounts Platform Mount [LP 404-1] 61.0 1 raycap DC6-48-60-18-8F 60.0 3 nokia AEQK w/ Mount Pipe 3) ANALYSIS PROCEDURE Table 2 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 4571357 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 4724510 CCISITES 4-TOWER MANUFACTURER DRAWINGS 5876325 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 Ca stle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, 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 Table 1 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 3 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T1 60 - 40 Leg 2 3/4 1 -11.85 196.31 6.0 Pass T2 40 - 20 Leg 3 37 -21.96 208.91 10.5 Pass T3 20 - 0 Leg 3 64 -32.21 208.91 15.4 Pass T1 60 - 40 Diagonal L2x2x3/16 12 -0.99 16.44 6.0 Pass T2 40 - 20 Diagonal L2x2x3/16 40 -1.19 10.53 11.3 Pass T3 20 - 0 Diagonal L2 1/2x2 1/2x1/4 67 -1.37 19.97 6.9 Pass T1 60 - 40 Top Girt L2x2x3/16 5 -0.39 12.22 3.2 Pass Summary Leg (T3) 15.4 Pass Diagonal (T2) 11.3 Pass Top Girt (T1) 3.2 Pass Bolt Checks 16.2 Pass Rating = 16.2 Pass Table 4 - Tower Component Stresses vs. Capacity - LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 14.0 Pass 1 Base Foundation (Structure) 0 4.9 Pass 1 Base Foundation (Soil Interaction) 0 21.3 Pass Structure Rating (max from all components) = 21.3% 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. August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 5 tnxTower Report - version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT Pathway to Possible Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 Phone: 724-416-2000 FAX: Job: BU# 857594 Project: Client: Crown Castle Drawn by: CNg App'd: Code: TIA-222-H Date: 08/31/22 Scale: NTS Path: C:\Users\cng\Desktop\Working from Home 2021 - 2022\857594\WO 2152495 - SA\Prod\857954 CCISeismic 3.3.9 Wind And Seismic Analysis.eri Dwg No. E-1 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 105 mph WIND TORQUE 2 kip-ft 6 K SHEAR 250 kip-ft MOMENT 14 K AXIAL SEISMIC 1 K SHEAR 75 kip-ft MOMENT 15 K AXIAL SHEAR: 3 K UPLIFT: -25 K SHEAR: 4 K DOWN: 33 K MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS S e c t i o n T1 T2 T3 L e g s SR 2 3 / 4 SR 3 L e g G r a d e A5 7 2 - 5 0 D i a g o n a l s L2 x 2 x 3 / 1 6 L2 1 / 2 x 2 1 / 2 x 1 / 4 D i a g o n a l G r a d e A3 6 T o p G i r t s L2 x 2 x 3 / 1 6 N. A . F a c e W i d t h ( f t ) 4. 5 8 3 3 3 6. 3 8 8 8 9 8. 1 9 4 4 4 10 # P a n e l s @ ( f t ) 5 @ 4 8 @ 5 W e i g h t ( K ) 1. 7 2. 0 2. 5 6. 2 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-50 50 ksi 65 ksi A36 36 ksi 58 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: 16.2% August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 6 tnxTower Report - version 8.1.1.0 Tower Input Data The main tower is a 3x free standing tower with an overall height of 60.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 4.58 ft at the top and 10.00 ft at the base. 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: 5043.00 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 tower member 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 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 7 tnxTower Report - version 8.1.1.0 Leg B Leg C Leg A Fac e A F a c e B Face C Triangular Tower Wind Normal Wind 90 Wind 180 Z X Tower Section Geometry Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T1 60.00-40.00 4.58 1 20.00 T2 40.00-20.00 6.39 1 20.00 T3 20.00-0.00 8.19 1 20.00 Tower Section Geometry (cont’d) Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T1 60.00-40.00 4.00 X Brace No Steps 0.0000 0.0000 T2 40.00-20.00 5.00 X Brace No Steps 0.0000 0.0000 T3 20.00-0.00 5.00 X Brace No Steps 0.0000 0.0000 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 60.00-40.00 Solid Round 2 3/4 A572-50 (50 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T2 40.00-20.00 Solid Round 3 A572-50 (50 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T3 20.00-0.00 Solid Round 3 A572-50 (50 ksi) Equal Angle L2 1/2x2 1/2x1/4 A36 (36 ksi) August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 8 tnxTower Report - version 8.1.1.0 Tower Section Geometry (cont’d) Tower Elevation ft Top Girt Type Top Girt Size Top Girt Grade Bottom Girt Type Bottom Girt Size Bottom Girt Grade T1 60.00-40.00 Equal Angle L2x2x3/16 A36 (36 ksi) Solid Round A36 (36 ksi) Tower Section Geometry (cont’d) 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 T1 60.00- 40.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T2 40.00- 20.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T3 20.00-0.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 Tower Section Geometry (cont’d) K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y T1 60.00- 40.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 40.00- 20.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 20.00- 0.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. Tower Section Geometry (cont’d) Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 60.00- 40.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 40.00- 20.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 9 tnxTower Report - version 8.1.1.0 Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub- Diagonal Redundant Sub- Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 60.00- 40.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 40.00- 20.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 20.00-0.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Section Geometry (cont’d) Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 60.00- 40.00 Flange 0.8750 A325N 4 0.6250 A325N 1 0.6250 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T2 40.00- 20.00 Flange 1.2500 A325N 6 0.6250 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T3 20.00-0.00 Flange 0.7500 A325N 0 0.7500 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacin g in Width or Diameter in Perimete r in Weight plf *** Climbing Ladder (Af) C No No Af (CaAa) 60.00 - 0.00 0.0000 0 1 1 3.8400 3.8400 4.81 Safety Line (3/8'') C No No Ar (CaAa) 60.00 - 0.00 0.0000 0 1 1 0.3750 0.3750 0.22 *** Feedline Ladder (Af) B No No Af (CaAa) 60.00 - 8.00 0.0000 0 1 1 3.0000 3.0000 8.40 LDF5- 50A(7/8) B No No Ar (CaAa) 60.00 - 8.00 0.0000 0 20 14 1.0000 1.0900 0.33 WR- VG86ST- BRD(3/4) B No No Ar (CaAa) 60.00 - 8.00 1.5000 -0.13 2 2 0.7950 0.7950 0.58 FB-L98-002- XXX(3/8) B No No Ar (CaAa) 60.00 - 8.00 1.5000 0 3 3 0.3937 0.3937 0.06 ATCB-B01- 040(5/16) B No No Ar (CaAa) 60.00 - 8.00 0.0000 0 1 1 0.3150 0.3150 0.07 *** WR- VG86ST- BRD(3/4) B No No Ar (CaAa) 60.00 - 8.00 2.0000 0.13 2 2 0.7950 0.7950 0.58 *** Feed Line/Linear Appurtenances - Entered As Area August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 10 tnxTower Report - version 8.1.1.0 Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf *** 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 T1 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 62.952 13.550 0.000 0.000 0.000 0.00 0.35 0.10 T2 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 62.952 13.550 0.000 0.000 0.000 0.00 0.35 0.10 T3 20.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 37.771 13.550 0.000 0.000 0.000 0.00 0.21 0.10 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 60.00-40.00 5.6948 -2.9662 5.6948 -2.9662 T2 40.00-20.00 7.1266 -3.7376 7.1266 -3.7376 T3 20.00-0.00 4.7322 -1.6719 4.7322 -1.6719 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 2 Climbing Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T1 3 Safety Line (3/8") 40.00 - 60.00 0.6000 0.6000 T1 5 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T1 6 LDF5-50A(7/8) 40.00 - 60.00 0.6000 0.6000 T1 7 WR-VG86ST-BRD(3/4) 40.00 - 60.00 0.6000 0.6000 T1 8 FB-L98-002-XXX(3/8) 40.00 - 60.00 0.6000 0.6000 T1 9 ATCB-B01-040(5/16) 40.00 - 60.00 0.6000 0.6000 T1 11 WR-VG86ST-BRD(3/4) 40.00 - 60.00 0.6000 0.6000 T2 2 Climbing Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T2 3 Safety Line (3/8") 20.00 - 40.00 0.6000 0.6000 T2 5 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T2 6 LDF5-50A(7/8) 20.00 - 0.6000 0.6000 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 11 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 40.00 T2 7 WR-VG86ST-BRD(3/4) 20.00 - 40.00 0.6000 0.6000 T2 8 FB-L98-002-XXX(3/8) 20.00 - 40.00 0.6000 0.6000 T2 9 ATCB-B01-040(5/16) 20.00 - 40.00 0.6000 0.6000 T2 11 WR-VG86ST-BRD(3/4) 20.00 - 40.00 0.6000 0.6000 T3 2 Climbing Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T3 3 Safety Line (3/8") 0.00 - 20.00 0.6000 0.6000 T3 5 Feedline Ladder (Af) 8.00 - 20.00 0.6000 0.6000 T3 6 LDF5-50A(7/8) 8.00 - 20.00 0.6000 0.6000 T3 7 WR-VG86ST-BRD(3/4) 8.00 - 20.00 0.6000 0.6000 T3 8 FB-L98-002-XXX(3/8) 8.00 - 20.00 0.6000 0.6000 T3 9 ATCB-B01-040(5/16) 8.00 - 20.00 0.6000 0.6000 T3 11 WR-VG86ST-BRD(3/4) 8.00 - 20.00 0.6000 0.6000 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 50.00 0.00 0.0000 0.13 0.00 0.00 0.27 CCISeismic Tower Section 2 30.00 0.00 0.0000 0.15 0.00 0.00 0.18 CCISeismic Tower Section 3 10.00 0.00 0.0000 0.18 0.00 0.00 0.07 CCISeismic 6' Lightning Rod 63.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic tower mounts Platform Mount [LP 404-1] 62.00 0.00 0.0000 0.15 0.00 0.00 0.39 CCISeismic (2) tower mounts 6' x 2'' Mount Pipe 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) tower mounts 6' x 2'' Mount Pipe 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) tower mounts 6' x 2'' Mount Pipe 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic kathrein 80010922 w/ Mount Pipe 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic kathrein 80010922 w/ Mount Pipe 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic kathrein 80010922 w/ Mount Pipe 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic nokia AEQK w/ Mount Pipe 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQK w/ Mount Pipe 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQK w/ Mount Pipe 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQU w/ Mount Pipe 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQU w/ Mount Pipe 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQU w/ Mount Pipe 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic alcatel lucent B25 RRH4X30-4R 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B25 RRH4X30-4R 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B25 RRH4X30-4R 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B66A RRH4X45-4R 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 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 alcatel lucent B66A RRH4X45-4R 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B66A RRH4X45-4R 62.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic nokia AHLBA_CCIV3 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLBA_CCIV3 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLBA_CCIV3 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic raycap DC9-48- 60-24-8C-EV_CCIV2 62.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope RV4PX310R-V2 w/ Mount Pipe 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic commscope RV4PX310R-V2 w/ Mount Pipe 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic commscope RV4PX310R-V2 w/ Mount Pipe 62.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic alcatel lucent RRH4X25-WCS-4R 62.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic alcatel lucent RRH4X25-WCS-4R 62.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic alcatel lucent RRH4X25-WCS-4R 62.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic raycap DC6-48- 60-18-8F 62.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic raycap DC6-48- 60-18-8F 62.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Climbing Ladder (Af) From 0 to 60 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl Climbing Ladder (Af) From 0 to 60 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl Climbing Ladder (Af) From 0 to 60 (0ft to20ft) 10.00 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic miscl Safety Line (3/8'') From 0 to 60 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line (3/8'') From 0 to 60 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line (3/8'') From 0 to 60 (0ft to20ft) 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Feedline Ladder (Af) From 8 to 60 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic miscl Feedline Ladder (Af) From 8 to 60 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic miscl Feedline Ladder (Af) From 8 to 60 (8ft to20ft) 14.00 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic (20) andrew LDF5-50A(7/8) From 8 to 60 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic (20) andrew LDF5-50A(7/8) From 8 to 60 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (20) andrew LDF5-50A(7/8) From 8 to 60 (8ft to20ft) 14.00 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86ST-BRD(3/4) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 13 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K From 8 to 60 (40ft to60ft) CCISeismic (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (3) rosenberger leoni FB-L98-002-XXX(3/8) From 8 to 60 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (3) rosenberger leoni FB-L98-002-XXX(3/8) From 8 to 60 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (3) rosenberger leoni FB-L98-002-XXX(3/8) From 8 to 60 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew ATCB- B01-040(5/16) From 8 to 60 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew ATCB- B01-040(5/16) From 8 to 60 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew ATCB- B01-040(5/16) From 8 to 60 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft *** 6' Lightning Rod C From Leg 0.00 0.00 0.00 0.0000 63.00 *** Platform Mount [LP 404-1] C None 0.0000 62.00 (2) 6' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 62.00 (2) 6' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 62.00 (2) 6' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 62.00 *** 80010922 w/ Mount Pipe A From Face 4.00 0.00 0.00 0.0000 62.00 80010922 w/ Mount Pipe B From Face 4.00 0.0000 62.00 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 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 0.00 0.00 80010922 w/ Mount Pipe C From Face 4.00 0.00 0.00 0.0000 62.00 AEQK w/ Mount Pipe A From Face 4.00 0.00 -2.00 0.0000 62.00 AEQK w/ Mount Pipe B From Face 4.00 0.00 -2.00 0.0000 62.00 AEQK w/ Mount Pipe C From Face 4.00 0.00 -2.00 0.0000 62.00 AEQU w/ Mount Pipe A From Face 4.00 0.00 2.00 0.0000 62.00 AEQU w/ Mount Pipe B From Face 4.00 0.00 2.00 0.0000 62.00 AEQU w/ Mount Pipe C From Face 4.00 0.00 2.00 0.0000 62.00 B25 RRH4X30-4R A From Face 4.00 0.00 0.00 0.0000 62.00 B25 RRH4X30-4R B From Face 4.00 0.00 0.00 0.0000 62.00 B25 RRH4X30-4R C From Face 4.00 0.00 0.00 0.0000 62.00 B66A RRH4X45-4R A From Face 4.00 0.00 0.00 0.0000 62.00 B66A RRH4X45-4R B From Face 4.00 0.00 0.00 0.0000 62.00 B66A RRH4X45-4R C From Face 4.00 0.00 0.00 0.0000 62.00 AHLBA_CCIV3 A From Face 4.00 0.00 0.00 0.0000 62.00 AHLBA_CCIV3 B From Face 4.00 0.00 0.00 0.0000 62.00 AHLBA_CCIV3 C From Face 4.00 0.00 0.00 0.0000 62.00 DC9-48-60-24-8C-EV_CCIV2 A From Face 4.00 0.00 0.00 0.0000 62.00 RV4PX310R-V2 w/ Mount Pipe A From Face 4.00 0.00 0.00 0.0000 62.00 RV4PX310R-V2 w/ Mount Pipe B From Face 4.00 0.00 0.00 0.0000 62.00 RV4PX310R-V2 w/ Mount Pipe C From Face 4.00 0.00 0.00 0.0000 62.00 RRH4X25-WCS-4R A From Face 4.00 0.00 0.00 0.0000 62.00 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 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 RRH4X25-WCS-4R B From Face 4.00 0.00 0.00 0.0000 62.00 RRH4X25-WCS-4R C From Face 4.00 0.00 0.00 0.0000 62.00 DC6-48-60-18-8F A From Face 4.00 0.00 1.00 0.0000 62.00 DC6-48-60-18-8F B From Face 4.00 0.00 -1.00 0.0000 62.00 *** 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 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 16 tnxTower Report - version 8.1.1.0 Comb. No. Description 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 T1 60 - 40 Leg Max Tension 7 7.54 -0.01 -0.00 Max. Compression 18 -11.85 0.02 0.00 Max. Mx 58 -0.30 0.08 -0.00 Max. My 52 -2.32 -0.01 -0.08 Max. Vy 14 -0.69 0.00 0.00 Max. Vx 8 0.67 0.00 0.00 Diagonal Max Tension 16 0.97 0.00 0.00 Max. Compression 16 -0.99 0.00 0.00 Max. Mx 18 0.85 0.01 -0.00 Max. My 4 -0.90 0.00 0.00 Max. Vy 6 0.01 0.01 0.00 Max. Vx 4 -0.00 0.00 0.00 Top Girt Max Tension 19 0.31 0.00 0.00 Max. Compression 6 -0.39 0.00 0.00 Max. Mx 6 -0.39 -0.01 0.00 Max. My 8 -0.04 0.00 0.00 Max. Vy 6 0.01 0.00 0.00 Max. Vx 8 -0.00 0.00 0.00 T2 40 - 20 Leg Max Tension 7 15.80 -0.02 -0.00 Max. Compression 18 -21.96 0.05 0.00 Max. Mx 18 -21.96 0.05 0.00 Max. My 5 -2.69 0.00 -0.03 Max. Vy 58 -0.08 -0.01 -0.00 Max. Vx 56 -0.07 0.00 0.01 Diagonal Max Tension 20 1.16 0.00 0.00 Max. Compression 20 -1.19 0.00 0.00 Max. Mx 18 1.08 0.01 0.00 Max. My 22 -1.00 0.01 -0.00 Max. Vy 6 0.01 0.01 -0.00 Max. Vx 22 0.00 0.00 0.00 T3 20 - 0 Leg Max Tension 7 23.69 -0.03 -0.00 Max. Compression 18 -32.21 0.00 -0.00 Max. Mx 18 -24.45 0.05 0.00 Max. My 4 -4.43 -0.01 -0.06 Max. Vy 58 -0.03 -0.00 0.00 Max. Vx 4 -0.03 -0.01 -0.06 Diagonal Max Tension 20 1.32 0.00 0.00 Max. Compression 18 -1.37 0.00 0.00 Max. Mx 8 0.69 0.02 -0.00 Max. My 4 1.21 0.02 -0.00 Max. Vy 8 -0.02 0.02 -0.00 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 17 tnxTower Report - version 8.1.1.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vx 4 0.00 0.00 0.00 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 33.44 3.31 -1.89 Max. Hx 18 33.44 3.31 -1.89 Max. Hz 7 -24.60 -2.68 1.53 Min. Vert 7 -24.60 -2.68 1.53 Min. Hx 7 -24.60 -2.68 1.53 Min. Hz 18 33.44 3.31 -1.89 Leg B Max. Vert 10 31.74 -3.02 -1.83 Max. Hx 21 -20.82 2.42 1.15 Max. Hz 23 -22.24 2.38 1.46 Min. Vert 23 -22.24 2.38 1.46 Min. Hx 10 31.74 -3.02 -1.83 Min. Hz 10 31.74 -3.02 -1.83 Leg A Max. Vert 2 31.64 0.09 3.53 Max. Hx 20 4.68 0.63 0.32 Max. Hz 2 31.64 0.09 3.53 Min. Vert 15 -22.31 -0.09 -2.79 Min. Hx 9 3.51 -0.62 0.24 Min. Hz 15 -22.31 -0.09 -2.79 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 11.56 0.00 0.00 -0.44 -1.58 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 13.87 0.00 -5.61 -234.01 -1.90 1.56 0.9 Dead+1.0 Wind 0 deg - No Ice 10.40 0.00 -5.61 -233.80 -1.42 1.56 1.2 Dead+1.0 Wind 30 deg - No Ice 13.87 2.94 -5.09 -211.94 -123.95 1.59 0.9 Dead+1.0 Wind 30 deg - No Ice 10.40 2.94 -5.09 -211.74 -123.44 1.59 1.2 Dead+1.0 Wind 60 deg - No Ice 13.87 5.02 -2.90 -121.37 -211.19 0.26 0.9 Dead+1.0 Wind 60 deg - No Ice 10.40 5.02 -2.90 -121.20 -210.65 0.26 1.2 Dead+1.0 Wind 90 deg - No Ice 13.87 5.88 0.00 -0.53 -246.01 -1.15 0.9 Dead+1.0 Wind 90 deg - No Ice 10.40 5.88 0.00 -0.40 -245.46 -1.15 1.2 Dead+1.0 Wind 120 deg - No Ice 13.87 4.86 2.81 116.21 -204.09 -1.30 0.9 Dead+1.0 Wind 120 deg - No Ice 10.40 4.86 2.81 116.30 -203.55 -1.30 1.2 Dead+1.0 Wind 150 deg - No Ice 13.87 2.45 4.24 181.34 -106.90 -0.67 0.9 Dead+1.0 Wind 150 deg - No Ice 10.40 2.45 4.24 181.42 -106.39 -0.67 1.2 Dead+1.0 Wind 180 deg - No Ice 13.87 0.00 5.27 223.17 -1.90 -1.56 0.9 Dead+1.0 Wind 180 deg - No Ice 10.40 0.00 5.27 223.23 -1.42 -1.56 1.2 Dead+1.0 Wind 210 deg 13.87 -2.94 5.09 210.88 120.16 -1.59 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 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 - No Ice 0.9 Dead+1.0 Wind 210 deg - No Ice 10.40 -2.94 5.09 210.95 120.60 -1.59 1.2 Dead+1.0 Wind 240 deg - No Ice 13.87 -5.31 3.07 125.19 215.86 -0.26 0.9 Dead+1.0 Wind 240 deg - No Ice 10.40 -5.31 3.07 125.28 216.27 -0.26 1.2 Dead+1.0 Wind 270 deg - No Ice 13.87 -5.88 0.00 -0.53 242.22 1.15 0.9 Dead+1.0 Wind 270 deg - No Ice 10.40 -5.88 0.00 -0.40 242.62 1.15 1.2 Dead+1.0 Wind 300 deg - No Ice 13.87 -4.57 -2.64 -112.38 191.84 1.30 0.9 Dead+1.0 Wind 300 deg - No Ice 10.40 -4.57 -2.64 -112.21 192.25 1.30 1.2 Dead+1.0 Wind 330 deg - No Ice 13.87 -2.45 -4.24 -182.41 103.11 0.67 0.9 Dead+1.0 Wind 330 deg - No Ice 10.40 -2.45 -4.24 -182.21 103.55 0.67 Dead+Wind 0 deg - Service 11.56 0.00 -1.93 -80.80 -1.58 0.54 Dead+Wind 30 deg - Service 11.56 1.01 -1.75 -73.20 -43.59 0.54 Dead+Wind 60 deg - Service 11.56 1.73 -1.00 -42.03 -73.61 0.08 Dead+Wind 90 deg - Service 11.56 2.02 0.00 -0.44 -85.60 -0.40 Dead+Wind 120 deg - Service 11.56 1.67 0.97 39.74 -71.17 -0.45 Dead+Wind 150 deg - Service 11.56 0.84 1.46 62.17 -37.73 -0.23 Dead+Wind 180 deg - Service 11.56 0.00 1.81 76.56 -1.58 -0.54 Dead+Wind 210 deg - Service 11.56 -1.01 1.75 72.32 40.43 -0.54 Dead+Wind 240 deg - Service 11.56 -1.83 1.05 42.82 73.36 -0.08 Dead+Wind 270 deg - Service 11.56 -2.02 0.00 -0.44 82.44 0.40 Dead+Wind 300 deg - Service 11.56 -1.57 -0.91 -38.94 65.11 0.45 Dead+Wind 330 deg - Service 11.56 -0.84 -1.46 -63.05 34.57 0.23 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 14.73 0.00 -1.44 -74.08 -1.90 0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 9.54 0.00 -1.44 -73.91 -1.42 0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 14.73 0.72 -1.24 -64.22 -38.67 0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 9.54 0.72 -1.24 -64.06 -38.18 0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 14.73 1.24 -0.72 -37.30 -65.59 0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 9.54 1.24 -0.72 -37.15 -65.08 0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 14.73 1.44 0.00 -0.53 -75.44 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 9.54 1.44 0.00 -0.40 -74.93 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 14.73 1.24 0.72 36.24 -65.59 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 9.54 1.24 0.72 36.36 -65.08 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 14.73 0.72 1.24 63.16 -38.67 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 9.54 0.72 1.24 63.26 -38.18 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 14.73 0.00 1.44 73.02 -1.90 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 9.54 0.00 1.44 73.11 -1.42 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 14.73 -0.72 1.24 63.16 34.88 -0.00 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 19 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 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 9.54 -0.72 1.24 63.26 35.33 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 14.73 -1.24 0.72 36.24 61.80 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 9.54 -1.24 0.72 36.36 62.24 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 14.73 -1.44 0.00 -0.53 71.65 0.00 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 9.54 -1.44 0.00 -0.40 72.09 0.00 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 14.73 -1.24 -0.72 -37.30 61.80 0.00 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 9.54 -1.24 -0.72 -37.15 62.24 0.00 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 14.73 -0.72 -1.24 -64.22 34.88 0.00 0.9 Dead-1.0 Ev+1.0 Eh 330 deg 9.54 -0.72 -1.24 -64.06 35.33 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 -11.56 0.00 0.00 11.56 0.00 0.000% 2 0.00 -13.87 -5.61 0.00 13.87 5.61 0.000% 3 0.00 -10.40 -5.61 0.00 10.40 5.61 0.000% 4 2.94 -13.87 -5.09 -2.94 13.87 5.09 0.000% 5 2.94 -10.40 -5.09 -2.94 10.40 5.09 0.000% 6 5.02 -13.87 -2.90 -5.02 13.87 2.90 0.000% 7 5.02 -10.40 -2.90 -5.02 10.40 2.90 0.000% 8 5.88 -13.87 0.00 -5.88 13.87 0.00 0.000% 9 5.88 -10.40 0.00 -5.88 10.40 0.00 0.000% 10 4.86 -13.87 2.81 -4.86 13.87 -2.81 0.000% 11 4.86 -10.40 2.81 -4.86 10.40 -2.81 0.000% 12 2.45 -13.87 4.24 -2.45 13.87 -4.24 0.000% 13 2.45 -10.40 4.24 -2.45 10.40 -4.24 0.000% 14 0.00 -13.87 5.27 0.00 13.87 -5.27 0.000% 15 0.00 -10.40 5.27 0.00 10.40 -5.27 0.000% 16 -2.94 -13.87 5.09 2.94 13.87 -5.09 0.000% 17 -2.94 -10.40 5.09 2.94 10.40 -5.09 0.000% 18 -5.31 -13.87 3.07 5.31 13.87 -3.07 0.000% 19 -5.31 -10.40 3.07 5.31 10.40 -3.07 0.000% 20 -5.88 -13.87 0.00 5.88 13.87 0.00 0.000% 21 -5.88 -10.40 0.00 5.88 10.40 0.00 0.000% 22 -4.57 -13.87 -2.64 4.57 13.87 2.64 0.000% 23 -4.57 -10.40 -2.64 4.57 10.40 2.64 0.000% 24 -2.45 -13.87 -4.24 2.45 13.87 4.24 0.000% 25 -2.45 -10.40 -4.24 2.45 10.40 4.24 0.000% 26 0.00 -11.56 -1.93 0.00 11.56 1.93 0.000% 27 1.01 -11.56 -1.75 -1.01 11.56 1.75 0.000% 28 1.73 -11.56 -1.00 -1.73 11.56 1.00 0.000% 29 2.02 -11.56 0.00 -2.02 11.56 0.00 0.000% 30 1.67 -11.56 0.97 -1.67 11.56 -0.97 0.000% 31 0.84 -11.56 1.46 -0.84 11.56 -1.46 0.000% 32 0.00 -11.56 1.81 0.00 11.56 -1.81 0.000% 33 -1.01 -11.56 1.75 1.01 11.56 -1.75 0.000% 34 -1.83 -11.56 1.05 1.83 11.56 -1.05 0.000% 35 -2.02 -11.56 0.00 2.02 11.56 0.00 0.000% 36 -1.57 -11.56 -0.91 1.57 11.56 0.91 0.000% 37 -0.84 -11.56 -1.46 0.84 11.56 1.46 0.000% 38 0.00 -14.73 -1.44 0.00 14.73 1.44 0.000% 39 0.00 -9.54 -1.44 0.00 9.54 1.44 0.000% 40 0.72 -14.73 -1.24 -0.72 14.73 1.24 0.000% 41 0.72 -9.54 -1.24 -0.72 9.54 1.24 0.000% 42 1.24 -14.73 -0.72 -1.24 14.73 0.72 0.000% August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 20 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 43 1.24 -9.54 -0.72 -1.24 9.54 0.72 0.000% 44 1.44 -14.73 0.00 -1.44 14.73 0.00 0.000% 45 1.44 -9.54 0.00 -1.44 9.54 0.00 0.000% 46 1.24 -14.73 0.72 -1.24 14.73 -0.72 0.000% 47 1.24 -9.54 0.72 -1.24 9.54 -0.72 0.000% 48 0.72 -14.73 1.24 -0.72 14.73 -1.24 0.000% 49 0.72 -9.54 1.24 -0.72 9.54 -1.24 0.000% 50 0.00 -14.73 1.44 0.00 14.73 -1.44 0.000% 51 0.00 -9.54 1.44 0.00 9.54 -1.44 0.000% 52 -0.72 -14.73 1.24 0.72 14.73 -1.24 0.000% 53 -0.72 -9.54 1.24 0.72 9.54 -1.24 0.000% 54 -1.24 -14.73 0.72 1.24 14.73 -0.72 0.000% 55 -1.24 -9.54 0.72 1.24 9.54 -0.72 0.000% 56 -1.44 -14.73 0.00 1.44 14.73 0.00 0.000% 57 -1.44 -9.54 0.00 1.44 9.54 0.00 0.000% 58 -1.24 -14.73 -0.72 1.24 14.73 0.72 0.000% 59 -1.24 -9.54 -0.72 1.24 9.54 0.72 0.000% 60 -0.72 -14.73 -1.24 0.72 14.73 1.24 0.000% 61 -0.72 -9.54 -1.24 0.72 9.54 1.24 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 0.00000001 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00000001 5 Yes 4 0.00000001 0.00000001 6 Yes 4 0.00000001 0.00000001 7 Yes 4 0.00000001 0.00000001 8 Yes 4 0.00000001 0.00000001 9 Yes 4 0.00000001 0.00000001 10 Yes 4 0.00000001 0.00000001 11 Yes 4 0.00000001 0.00000001 12 Yes 4 0.00000001 0.00000001 13 Yes 4 0.00000001 0.00000001 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00000001 17 Yes 4 0.00000001 0.00000001 18 Yes 4 0.00000001 0.00000001 19 Yes 4 0.00000001 0.00000001 20 Yes 4 0.00000001 0.00000001 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00000001 23 Yes 4 0.00000001 0.00000001 24 Yes 4 0.00000001 0.00000001 25 Yes 4 0.00000001 0.00000001 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 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 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 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 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 21 tnxTower Report - version 8.1.1.0 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 0.00003140 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 ° T1 60 - 40 0.165 29 0.0183 0.0035 T2 40 - 20 0.086 29 0.0149 0.0023 T3 20 - 0 0.026 34 0.0086 0.0010 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 63.00 6' Lightning Rod 29 0.165 0.0183 0.0035 Inf 62.00 Platform Mount [LP 404-1] 29 0.165 0.0183 0.0035 Inf 50.00 CCISeismic Tower Section 1 29 0.124 0.0168 0.0029 545598 30.00 CCISeismic Tower Section 2 34 0.052 0.0121 0.0017 149087 14.00 CCISeismic miscl Feedline Ladder (Af) From 8 to 60 (8ft to20ft) 34 0.015 0.0061 0.0006 145253 10.00 CCISeismic Tower Section 3 34 0.010 0.0044 0.0004 203354 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 60 - 40 0.478 19 0.0526 0.0100 T2 40 - 20 0.250 19 0.0429 0.0067 T3 20 - 0 0.076 19 0.0248 0.0029 Critical Deflections and Radius of Curvature - Design Wind August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 22 tnxTower Report - version 8.1.1.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 63.00 6' Lightning Rod 19 0.478 0.0526 0.0100 378008 62.00 Platform Mount [LP 404-1] 19 0.478 0.0526 0.0100 378008 50.00 CCISeismic Tower Section 1 19 0.361 0.0484 0.0083 189004 30.00 CCISeismic Tower Section 2 19 0.151 0.0350 0.0050 52084 14.00 CCISeismic miscl Feedline Ladder (Af) From 8 to 60 (8ft to20ft) 19 0.045 0.0178 0.0019 50224 10.00 CCISeismic Tower Section 3 19 0.029 0.0129 0.0013 70313 Bolt Design Data Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load per Bolt K Ratio Load Allowable Allowable Ratio Criteria T1 60 Leg A325N 0.8750 4 1.89 41.56 0.045 1.05 Bolt Tension Diagonal A325N 0.6250 1 0.97 6.83 0.143 1.05 Member Block Shear Top Girt A325N 0.6250 1 0.31 6.83 0.046 1.05 Member Block Shear T2 40 Leg A325N 1.2500 6 2.63 87.22 0.030 1.05 Bolt Tension Diagonal A325N 0.6250 1 1.16 6.83 0.170 1.05 Member Block Shear T3 20 Diagonal A325N 0.7500 1 1.32 11.96 0.110 1.05 Member Block Shear Compression Checks Leg Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 60 - 40 2 3/4 20.03 4.01 69.9 K=1.00 5.9396 -11.85 186.96 0.063 1 T2 40 - 20 3 20.03 5.01 80.1 K=1.00 7.0686 -21.96 198.96 0.110 1 T3 20 - 0 3 20.03 5.01 80.1 K=1.00 7.0686 -32.21 198.96 0.162 1 1 P u / Pn controls Diagonal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 60 - 40 L2x2x3/16 7.39 3.66 111.6 K=1.00 0.7150 -0.99 15.66 0.063 1 T2 40 - 20 L2x2x3/16 9.41 4.69 142.8 K=1.00 0.7150 -1.19 10.03 0.119 1 T3 20 - 0 L2 1/2x2 1/2x1/4 10.98 5.48 133.8 1.1900 -1.37 19.01 0.072 1 August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 23 tnxTower Report - version 8.1.1.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn K=1.00 1 P u / Pn controls Top Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 60 - 40 L2x2x3/16 4.58 4.35 132.6 K=1.00 0.7150 -0.39 11.64 0.033 1 1 P u / Pn controls Tension Checks Leg Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 60 - 40 2 3/4 20.03 4.01 69.9 5.9396 7.54 267.28 0.028 1 T2 40 - 20 3 20.03 5.01 80.1 7.0686 15.80 318.09 0.050 1 T3 20 - 0 3 20.03 5.01 80.1 7.0686 23.69 318.09 0.074 1 1 P u / Pn controls Diagonal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 60 - 40 L2x2x3/16 7.39 3.66 71.3 0.4308 0.97 18.74 0.052 1 T2 40 - 20 L2x2x3/16 9.41 4.69 91.2 0.4308 1.16 18.74 0.062 1 T3 20 - 0 L2 1/2x2 1/2x1/4 10.98 5.48 85.5 0.7284 1.32 31.69 0.042 1 1 P u / Pn controls Top Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 60 - 40 L2x2x3/16 4.58 4.35 84.7 0.4308 0.31 18.74 0.017 1 1 P u / Pn controls August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 24 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 T1 60 - 40 Leg 2 3/4 1 -11.85 196.31 6.0 Pass T2 40 - 20 Leg 3 37 -21.96 208.91 10.5 Pass T3 20 - 0 Leg 3 64 -32.21 208.91 15.4 Pass T1 60 - 40 Diagonal L2x2x3/16 12 -0.99 16.44 6.0 Pass T2 40 - 20 Diagonal L2x2x3/16 40 -1.19 10.53 11.3 Pass T3 20 - 0 Diagonal L2 1/2x2 1/2x1/4 67 -1.37 19.97 6.9 Pass T1 60 - 40 Top Girt L2x2x3/16 5 -0.39 12.22 3.2 Pass Summary Leg (T3) 15.4 Pass Diagonal (T2) 11.3 Pass Top Girt (T1) 3.2 Pass Bolt Checks 16.2 Pass RATING = 16.2 Pass August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 25 tnxTower Report - version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING August 31, 2022 60 Ft Self Support Tower Structural Analysis CCI BU No 857594 Project Number 2152495, Order 615552, Revision 0 Page 26 tnxTower Report - version 8.1.1.0 APPENDIX C ADDITIONAL CALCULATIONS Self Support Anchor Rod Capacity *TIA-222-H Section 15.5 Applied Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (4) 1-1/2" ø bolts (A36 N; Fy=36 ksi, Fu=58 ksi) Pu_c = 8.36 φPn_c = 57.26 Stress Rating l ar (in):1 Vu = 0.95 φVn = 25.76 14.0% Mu = n/a φMn = n/a Pass Uplift 24.60 3.09 Total Eccentricity (in)0.000 Connection Properties Analysis Results Axial Force (kips) 33.44 Shear Force (kips) 3.81 Considered Eccentricity Leg Mod Eccentricity (in)0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in)0.000 Comp. Applied Loads Iar (in) 1 Grout Considered:No Site Info BU # 857594 Site Name REXBURG_WT Order # 615552 Rev. 0 Analysis Considerations TIA-222 Revision H Analysis Date: 8/31/2022CCIplate - Version 4.1.2 249.54 ft-kips Capacity Demand Rating*Check 13.87 kips 109.12 6.13 5.3%Pass 6.13 kips 18.00 1.82 9.6%Pass 33.44 kips 1382.45 294.05 21.3%Pass 3.81 kips 271.11 13.34 4.7%Pass 24.6 kips 212.07 10.82 4.9%Pass 3.09 kips 1941.88 37.89 1.9%Pass 60 ft 1185.30 41.52 3.3%Pass 10 ft 560.11 0.00 0.0%Pass 3.125 in 0.164 0.006 3.8%Pass in 769.92 8.00 1.0%Pass 0.164 0.004 2.3%Pass 769.92 6.49 0.8%Pass Circular 3.0 ft 0.50 ft Structural Rating*:4.9% 6 Soil Rating*:21.3% 8 3 4 Tie 3 in 6.50 ft 15.00 ft 3.50 ft 6 16 3 in 60 ksi 3 ksi 150 pcf 100 pcf 24.000 ksf <-- Toggle between Gross and Net ksf 32 degrees 0.47 4.2 ft Yes N/A ftGroundwater Depth, gw: Base Friction, μ: Cohesion, Cu: Friction Angle, ϕ: Total Soil Unit Weight, γ: Ultimate Gross Bearing, Qult: SPT Blow Count, Nblows: Pad Width, W1: Pad Thickness, T: Material Properties Foundation Bearing on Rock? Pad Properties Soil Properties Depth, D: Pad Clear Cover, ccpad: Dry Concrete Density, δc: Rebar Grade, Fy: Pad Rebar Quantity (Bottom dir. 2), mp2: Pad Rebar Size (Bottom dir. 2), Sp2: Pier Properties Global Moment, M: Concrete Compressive Strength, F'c: Tower Centroid Offset?: Leg Comp. Shear, Vu_comp: Pier Diameter, dpier: Pier Rebar Quantity, mc: Pier Tie/Spiral Size, St: Pier Clear Cover, ccpier: Neglected Depth, N: Pier Shape: Pier Rebar Size, Sc: Pier Reinforcement Type: Ext. Above Grade, E: Pier Tie/Spiral Quantity, mt: SST Unit Base Foundation BU # : Site Name: Leg Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Global Axial, P: Global Shear, V: 857954 REXBURG_WT 615552 Rev. 0 Leg Uplift. Shear, Vu_uplift: BP Dist. Above Fdn, bpdist: Block Foundation?: Pad Shear - Comp 2-way (ksi) Pier Compression (kip) Pier Flexure (Comp.) (kip*ft) Pad Shear - 1-way (kips) Tower Height, H: Base Face Width, BW: Leg Uplift, Puplift:Pier Flexure (Tension) (kip*ft) Bearing Pressure (ksf) Overturning (kip*ft) Foundation Analysis Checks Rectangular Pad?: Top & Bot. Pad Rein. Different?: Anchor Bolt Circle, BC:Flexural 2-way (Comp) (kip*ft) Flexural 2-way (Tension) (kip*ft) *Rating per TIA-222-H Section 15.5 Pad Flexure (kip*ft) Pad Shear - Tension 2-way (ksi) Lateral (Sliding) (kips) Version 4.0.3 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:5042.76 ft (NAVD 88) Latitude: Longitude: 43.814969 -111.777103 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: Wed Aug 31 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/Wed Aug 31 2022 SS : 0.372 S1 : 0.144 F a : 1.502 F v : 2.313 SMS : 0.559 SM1 : 0.332 SDS : 0.373 SD1 : 0.222 T L : 6 PGA : 0.158 PGA M : 0.235 F PGA : 1.483 Ie : 1 C v : 0.948 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: Wed Aug 31 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/Wed Aug 31 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 Wed Aug 31 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. 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Page 3 of 3https://asce7hazardtool.online/Wed Aug 31 2022 BU:857594 Structure:A WO:2152495 Order:615552 Rev:0 Decimal Degrees Deg Min Sec ###Lat:43.814969 +43 48 53.89 ###Long:-111.777103 -111 46 37.57 Seismic Design Code:TIA-222-H-1 ###Site Soil:D (Default)Default Risk Category:II ###USGS Seismic Reference SS:0.3720 g ###S1:0.1440 g TL:6 s 1 Importance Factor, Ie:1 Acceleration-based site coefficient, Fa:1.5024 Velocity-based site coefficient, Fv:2.3120 Design spectral response acceleration short period, SDS:0.3726 g Design spectral response acceleration 1 s period, SD1:0.2220 g Ts:0.5957 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: 8/31/2022 BU:857594 Structure:A WO:2152495 Order:615552 Rev:0 Tower Type:Self-Support Height, h:60 ft ###Effective Seismic Weight, W:11.56 kips Amplification Factor, As:1.0 2.7.8.1 ###Response Modification Factor, R:3 ###0.13636555 wa:7.2917 ft w0:10.0000 ft W1:7.8786 kips Weight of Structure and Appurtenances within top 5%, W2:4.5099 kips Kf:4540 ft Fa:7.3332 hz Approximate Fundamental Period Self-Support, Ta:0.1364 s 2.7.7.1.3.2 Seismic Response Coefficient, Cs 0.1242 2.7.7.1.1 Seismic Response Coefficient Max 1, Csmax 0.5425 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 0.1242 Seismic Base Shear, V 1.435 kips 2.7.7.1.1 Period Related Exponent, k:1.000 Sum of wihi k 469.96 ### Tower Details Seismic Base Shear Vertical Distribution Factors CCISeismic 3.3.9 Page 2 Analysis Date: 8/31/2022 Section Number Length Top Height Mid Height, hx Section Weight, wx wxhx k Cvx Fxh Fxv 1 20.00 60.00 50.00 1.7439 87.19 0.1855 0.2663 0.1300 2 20.00 40.00 30.00 1.9617 58.85 0.1252 0.1798 0.1462 3 20.00 20.00 10.00 2.4543 24.54 0.0522 0.0750 0.1829 Sum 6.1599 170.59 Tower Section Loads CCISeismic 3.3.9 Page 3 Analysis Date: 8/31/2022 Name hx wx wxhx k Cvx Fxh Fxv 6' Lightning Rod 63.00 0.0100 0.63 0.0013 0.0019 0.0007 tower mounts Platform Mount [LP 404-1]62.00 2.0430 126.67 0.2695 0.3869 0.1522 (2) tower mounts 6' x 2" Mount Pipe 62.00 0.0400 2.48 0.0053 0.0076 0.0030 (2) tower mounts 6' x 2" Mount Pipe 62.00 0.0400 2.48 0.0053 0.0076 0.0030 (2) tower mounts 6' x 2" Mount Pipe 62.00 0.0400 2.48 0.0053 0.0076 0.0030 kathrein 80010922 w/ Mount Pipe 62.00 0.0320 1.98 0.0042 0.0061 0.0024 kathrein 80010922 w/ Mount Pipe 62.00 0.0320 1.98 0.0042 0.0061 0.0024 kathrein 80010922 w/ Mount Pipe 62.00 0.0320 1.98 0.0042 0.0061 0.0024 nokia AEQK w/ Mount Pipe 62.00 0.1119 6.94 0.0148 0.0212 0.0083 nokia AEQK w/ Mount Pipe 62.00 0.1119 6.94 0.0148 0.0212 0.0083 nokia AEQK w/ Mount Pipe 62.00 0.1119 6.94 0.0148 0.0212 0.0083 nokia AEQU w/ Mount Pipe 62.00 0.1119 6.93 0.0148 0.0212 0.0083 nokia AEQU w/ Mount Pipe 62.00 0.1119 6.93 0.0148 0.0212 0.0083 nokia AEQU w/ Mount Pipe 62.00 0.1119 6.93 0.0148 0.0212 0.0083 alcatel lucent B25 RRH4X30-4R 62.00 0.0500 3.10 0.0066 0.0095 0.0037 alcatel lucent B25 RRH4X30-4R 62.00 0.0500 3.10 0.0066 0.0095 0.0037 alcatel lucent B25 RRH4X30-4R 62.00 0.0500 3.10 0.0066 0.0095 0.0037 alcatel lucent B66A RRH4X45-4R 62.00 0.0600 3.72 0.0079 0.0114 0.0045 alcatel lucent B66A RRH4X45-4R 62.00 0.0600 3.72 0.0079 0.0114 0.0045 alcatel lucent B66A RRH4X45-4R 62.00 0.0600 3.72 0.0079 0.0114 0.0045 nokia AHLBA_CCIV3 62.00 0.1000 6.20 0.0132 0.0189 0.0075 nokia AHLBA_CCIV3 62.00 0.1000 6.20 0.0132 0.0189 0.0075 nokia AHLBA_CCIV3 62.00 0.1000 6.20 0.0132 0.0189 0.0075 raycap DC9-48-60-24-8C-EV_CCIV2 62.00 0.0200 1.24 0.0026 0.0038 0.0015 commscope RV4PX310R-V2 w/ Mount Pipe 62.00 0.1134 7.03 0.0150 0.0215 0.0085 commscope RV4PX310R-V2 w/ Mount Pipe 62.00 0.1134 7.03 0.0150 0.0215 0.0085 commscope RV4PX310R-V2 w/ Mount Pipe 62.00 0.1134 7.03 0.0150 0.0215 0.0085 alcatel lucent RRH4X25-WCS-4R 62.00 0.0700 4.34 0.0092 0.0133 0.0052 alcatel lucent RRH4X25-WCS-4R 62.00 0.0700 4.34 0.0092 0.0133 0.0052 alcatel lucent RRH4X25-WCS-4R 62.00 0.0700 4.34 0.0092 0.0133 0.0052 raycap DC6-48-60-18-8F 62.00 0.0200 1.24 0.0026 0.0038 0.0015 raycap DC6-48-60-18-8F 62.00 0.0200 1.24 0.0026 0.0038 0.0015 Sum 4.1804 259.20 Discrete Loads CCISeismic 3.3.9 Page 4 Analysis Date: 8/31/2022 Name Start Height End Height hx wx wxhx k Cvx Fxh Fxv miscl Climbing Ladder (Af) From 0 to 60 40.00 60.00 50.00 0.0962 4.81 0.0102 0.0147 0.0072 miscl Climbing Ladder (Af) From 0 to 60 20.00 40.00 30.00 0.0962 2.89 0.0061 0.0088 0.0072 miscl Climbing Ladder (Af) From 0 to 60 0.00 20.00 10.00 0.0962 0.96 0.0020 0.0029 0.0072 miscl Safety Line (3/8") From 0 to 60 40.00 60.00 50.00 0.0044 0.22 0.0005 0.0007 0.0003 miscl Safety Line (3/8") From 0 to 60 20.00 40.00 30.00 0.0044 0.13 0.0003 0.0004 0.0003 miscl Safety Line (3/8") From 0 to 60 0.00 20.00 10.00 0.0044 0.04 0.0001 0.0001 0.0003 miscl Feedline Ladder (Af) From 8 to 60 40.00 60.00 50.00 0.1680 8.40 0.0179 0.0257 0.0125 miscl Feedline Ladder (Af) From 8 to 60 20.00 40.00 30.00 0.1680 5.04 0.0107 0.0154 0.0125 miscl Feedline Ladder (Af) From 8 to 60 8.00 20.00 14.00 0.1008 1.41 0.0030 0.0043 0.0075 (20) andrew LDF5-50A(7/8) From 8 to 60 40.00 60.00 50.00 0.1320 6.60 0.0140 0.0202 0.0098 (20) andrew LDF5-50A(7/8) From 8 to 60 20.00 40.00 30.00 0.1320 3.96 0.0084 0.0121 0.0098 (20) andrew LDF5-50A(7/8) From 8 to 60 8.00 20.00 14.00 0.0792 1.11 0.0024 0.0034 0.0059 (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 40.00 60.00 50.00 0.0234 1.17 0.0025 0.0036 0.0017 (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 20.00 40.00 30.00 0.0234 0.70 0.0015 0.0021 0.0017 (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 8.00 20.00 14.00 0.0140 0.20 0.0004 0.0006 0.0010 (3) rosenberger leoni FB-L98-002-XXX(3/8) From 8 to 60 40.00 60.00 50.00 0.0039 0.19 0.0004 0.0006 0.0003 (3) rosenberger leoni FB-L98-002-XXX(3/8) From 8 to 60 20.00 40.00 30.00 0.0039 0.12 0.0002 0.0004 0.0003 (3) rosenberger leoni FB-L98-002-XXX(3/8) From 8 to 60 8.00 20.00 14.00 0.0023 0.03 0.0001 0.0001 0.0002 andrew ATCB-B01-040(5/16) From 8 to 60 40.00 60.00 50.00 0.0015 0.08 0.0002 0.0002 0.0001 andrew ATCB-B01-040(5/16) From 8 to 60 20.00 40.00 30.00 0.0015 0.05 0.0001 0.0001 0.0001 andrew ATCB-B01-040(5/16) From 8 to 60 8.00 20.00 14.00 0.0009 0.01 0.0000 0.0000 0.0001 (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 40.00 60.00 50.00 0.0234 1.17 0.0025 0.0036 0.0017 (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 20.00 40.00 30.00 0.0234 0.70 0.0015 0.0021 0.0017 (2) rosenberger leoni WR-VG86ST-BRD(3/4) From 8 to 60 8.00 20.00 14.00 0.0140 0.20 0.0004 0.0006 0.0010 Sum 1.2172 40.18 Linear Loads CCISeismic 3.3.9 Page 5 Analysis Date: 8/31/2022