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STRUCTURAL ANALYSIS - 22-00897 - 1145 S 2nd E - Cell Tower Upgrades
tnxTower Report - version 8.1.1.0 Date: August 25, 2022 Crown Castle 2000 Corporate Drive Canonsburg, PA (724) 416-2000 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Site Number:IDL04005 Site Name:REXBURG_HILL FA Number:10130026 Crown Castle Designation:BU Number:857665 Site Name:REXBURG_HILL JDE Job Number:716136 Work Order Number:2150945 Order Number:615553 Rev. 1 Engineering Firm Designation: Crown Castle Project Number: 2150945 Site Data: 1145 SOUTH 2ND EAST, REXBURG, Madison County, ID Latitude 43° 48' 6.3'', Longitude -111° 46' 40.25'' 100 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: Ryan T. Conway Respectfully submitted by: Maham Barimani, P.E. Senior Project Engineer August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 2 tnxTower Report - version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration 3) ANALYSIS PROCEDURE Table 2 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 3 - Section Capacity (Summary) Table 4 - Tower Component Stresses vs. Capacity - LC5 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This tower is a 100 ft Self Support tower mapped by GPD. The tower has been modified multiple times to accommodate additional loading. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 105 mph Exposure Category: C Topographic Factor: 1 Seismic Ss: 0.374 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) 98.0 104.0 3 nokia AEQU w/ Mount Pipe 2 4 1 14 3/8 3/4 7/8 1-1/4 101.0 3 kathrein 80010992 3 nokia AHFIB 3 nokia AHLBA_CCIV2 3 nokia AHNA 1 raycap DC6-48-60-18-8C-EV 2 raycap DC6-48-60-18-8F 100.0 3 nokia AEQK w/ Mount Pipe 98.0 1 tower mounts Sector Mount [SM 502-3] 80.0 80.0 1 commscope commscope UHX8-59-P3A 2 EW63 1 tower mounts Pipe Mount [PM 601-1] 74.0 75.0 1 andrew VHP6-180A 1 EW180 74.0 1 tower mounts Pipe Mount [PM 601-1] 55.0 55.0 1 andrew HP2-102 1 EW180 1 tower mounts Pipe Mount [PM 601-1] 48.0 48.0 1 andrew PL6-57W 1 EW52 1 tower mounts Pipe Mount [PM 601-1] 3) ANALYSIS PROCEDURE Table 2 - Documents Provided Document Reference Source 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 5773885 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 5048971 CCISITES 4-GEOTECHNICAL REPORTS 4571847 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 4724593 CCISITES 4-TOWER MANUFACTURER DRAWINGS 5165484 CCISITES 4-POST-MODIFICATION INSPECTION 6065328 CCISITES 4-POST-MODIFICATION INSPECTION 5650479 CCISITES August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, 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. tnxTower was used to determine the loads on the modified structure. Additional calculations were performed to determine the stresses in the reinforcing elements. These calculations are presented in Appendix C. 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 100 - 80 Leg ROHN 2.5 STD 3 -15.94 66.74 23.9 Pass T2 80 - 68 Leg ROHN 2.5 STD 38 -32.81 66.74 49.2 Pass T3 68 - 60 Leg ROHN 2.5 STD 59 -45.99 66.74 68.9 Pass T4 60 - 40 Leg P 2-1/2 STD w/ L3x3x1/4 (GPD)74 NOTE 1 NOTE 1 77.2 Pass T5 40 - 20 Leg P 2-1/2 X-STR w/ L3x3x1/4 (GPD)110 NOTE 1 NOTE 1 74.8 Pass T6 20 - 0 Leg P 3 X-STR w/ L3x3x1/4 (GPD)137 NOTE 1 NOTE 1 77.1 Pass T1 100 - 80 Diagonal L1 1/2x1 1/2x3/16 9 -1.78 11.75 15.1 Pass T2 80 - 68 Diagonal L1 1/2x1 1/2x3/16 43 -3.43 11.75 29.2 Pass T3 68 - 60 Diagonal L2x2x1/4 64 -4.01 25.77 15.6 Pass T4 60 - 40 Diagonal L1 1/2x1 1/2x3/16 81 -1.99 7.26 27.5 Pass T5 40 - 20 Diagonal L1 3/4x1 3/4x3/16 114 -2.26 6.83 33.0 Pass T6 20 - 0 Diagonal L2x2x3/16 142 -2.81 6.36 44.2 Pass T1 100 - 80 Top Girt L2x2x1/4 5 -0.06 18.21 0.3 Pass T4 60 - 40 Top Girt L2x2x1/4 76 -1.08 19.17 5.6 Pass Summary Leg (T4)77.2 Pass Diagonal (T6)44.2 Pass Top Girt (T4)5.6 Pass Bolt Checks 68.5 Pass Rating = 77.2 Pass August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 5 tnxTower Report - version 8.1.1.0 Table 4 - Tower Component Stresses vs. Capacity - LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Bridge Stiffener 40.0 90.2 Pass 1 Bridge Stiffener 20.0 66.4 Pass 1 Anchor Rods 0 58.8 Pass 1 Base Foundation (Structure) 0 11.9 Pass 1 Base Foundation (Soil Interaction) 0 57.9 Pass Structure Rating (max from all components) = 90.2% 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 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 6 tnxTower Report - version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT Crown Castle 2000 Corporate Drive Canonsburg, PA Phone: (724) 416-2000 FAX: Job: 857665 Project: Client: Crown Castle Drawn by: RConway App'd: Code: TIA-222-H Date: 08/25/22 Scale: NTS Path: C:\Users\RConway\SAPI Work Area\857665\WO 2150945 - SA\Prod\857665 CCISeismic 3.3.9 Wind And Seismic Analysis.eri Dwg No. E-1 100.0 ft 80.0 ft 68.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 105.00 mph WIND TORQUE 10 kip-ft 13 K SHEAR 784 kip-ft MOMENT 17 K AXIAL SEISMIC 2 K SHEAR 147 kip-ft MOMENT 18 K AXIAL SHEAR: 7 K UPLIFT: -78 K SHEAR: 8 K DOWN: 91 K MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS S e c t i o n T1 T2 T3 T4 T5 T6 L e g s RO H N 2 . 5 S T D P 2 - 1 / 2 S T D w / L 3 x 3 x 1 / 4 ( G P D ) P 2 - 1 / 2 X - S T R w / L 3 x 3 x 1 / 4 ( G P D ) P 3 X - S T R w / L 3 x 3 x 1 / 4 ( G P D ) L e g G r a d e A5 7 2 - 5 0 D i a g o n a l s L1 1 / 2 x 1 1 / 2 x 3 / 1 6 L2 x 2 x 1 / 4 L1 1 / 2 x 1 1 / 2 x 3 / 1 6 L1 3 / 4 x 1 3 / 4 x 3 / 1 6 L2 x 2 x 3 / 1 6 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 1 / 4 N. A . L2 x 2 x 1 / 4 N. A . F a c e W i d t h ( f t ) 4. 5 6. 6 6 6 6 7 8. 6 6 6 6 7 10 . 6 6 6 7 # P a n e l s @ ( f t ) 15 @ 4 4 @ 5 3 @ 6 . 6 6 6 6 7 W e i g h t ( K ) 0. 7 0. 4 0. 4 1. 1 1. 2 1. 4 5. 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 105.00 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60.00 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: 68.9% August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 7 tnxTower Report - version 8.1.1.0 Tower Input Data The main tower is a 3x free standing tower with an overall height of 100.00 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 4.50 ft at the top and 10.67 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: 5164.00 ft. Basic wind speed of 105.00 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 60.00 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 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 8 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 100.00-80.00 4.50 1 20.00 T2 80.00-68.00 4.50 1 12.00 T3 68.00-60.00 4.50 1 8.00 T4 60.00-40.00 4.50 1 20.00 T5 40.00-20.00 6.67 1 20.00 T6 20.00-0.00 8.67 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 100.00-80.00 4.00 X Brace No No 0.0000 0.0000 T2 80.00-68.00 4.00 X Brace No No 0.0000 0.0000 T3 68.00-60.00 4.00 X Brace No No 0.0000 0.0000 T4 60.00-40.00 4.00 X Brace No No 0.0000 0.0000 T5 40.00-20.00 5.00 X Brace No No 0.0000 0.0000 T6 20.00-0.00 6.67 X Brace No No 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 100.00- 80.00 Pipe ROHN 2.5 STD A572-50 (50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi) August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 9 tnxTower Report - version 8.1.1.0 Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T2 80.00-68.00 Pipe ROHN 2.5 STD A572-50 (50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi) T3 68.00-60.00 Pipe ROHN 2.5 STD A572-50 (50 ksi) Equal Angle L2x2x1/4 A36 (36 ksi) T4 60.00-40.00 Arbitrary Shape P 2-1/2 STD w/ L3x3x1/4 (GPD) A572-50 (50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi) T5 40.00-20.00 Arbitrary Shape P 2-1/2 X-STR w/ L3x3x1/4 (GPD) A572-50 (50 ksi) Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi) T6 20.00-0.00 Arbitrary Shape P 3 X-STR w/ L3x3x1/4 (GPD) A572-50 (50 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) 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 100.00- 80.00 Equal Angle L2x2x1/4 A36 (36 ksi) Equal Angle A36 (36 ksi) T4 60.00-40.00 Equal Angle L2x2x1/4 A36 (36 ksi) Equal Angle 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 100.00- 80.00 0.00 0.1875 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T2 80.00- 68.00 0.00 0.1875 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T3 68.00- 60.00 0.00 0.1875 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T4 60.00- 40.00 0.00 0.1875 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T5 40.00- 20.00 0.00 0.1875 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T6 20.00-0.00 0.00 0.1875 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 100.00- 80.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 80.00- 68.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 68.00- 60.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 60.00- Yes No 1.0849 1 1 1 1 1 1 1 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 10 tnxTower Report - version 8.1.1.0 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 40.00 1 1 1 1 1 1 1 T5 40.00- 20.00 Yes No 1.0548 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 20.00- 0.00 Yes No 1.0394 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 100.00- 80.00 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 80.00- 68.00 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 68.00- 60.00 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 T4 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 T5 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 T6 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 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 100.00- 80.00 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 80.00- 68.00 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 68.00- 60.00 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 T4 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 T5 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 T6 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) August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 11 tnxTower Report - version 8.1.1.0 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 100.00- 80.00 Flange 0.6250 A325N 4 0.5000 A325N 1 0.5000 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T2 80.00- 68.00 Flange 0.6250 A325N 4 0.5000 A325N 1 0.5000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T3 68.00- 60.00 Flange 0.6250 A325N 0 0.5000 A325N 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T4 60.00- 40.00 Flange 0.7500 A325N 4 0.5000 A325N 1 0.5000 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T5 40.00- 20.00 Flange 0.8750 A325N 4 0.5000 A325N 1 0.5000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T6 20.00-0.00 Flange 0.8750 A325N 0 0.5000 A325N 1 0.5000 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 Safety Line (3/8'') B No No Ar (CaAa) 100.00 - 2.00 0.0000 -0.5 1 1 0.3750 0.3750 0.22 Step Pegs B No No Ar (CaAa) 100.00 - 2.00 0.0000 -0.5 1 1 0.8000 0.8000 2.72 *** WR- VG86ST- BRD(3/4'') B No No Ar (CaAa) 98.00 - 8.00 0.0000 0.02 4 2 0.7500 0.7950 0.58 LDF6-50A (1-1/4 FOAM) B No No Ar (CaAa) 98.00 - 8.00 0.0000 0.05 1 1 1.0000 1.5500 0.66 FB-L98-002- XXX (3/8'') B No No Ar (CaAa) 98.00 - 8.00 0.0000 0.08 1 1 0.3937 0.3937 0.06 FB-L98-002- XXX (3/8'') B No No Ar (CaAa) 98.00 - 8.00 0.0000 0 1 1 0.3937 0.3937 0.06 PWRT-606- S(7/8'') B No No Ar (CaAa) 98.00 - 8.00 0.0000 0.32 1 1 0.9200 0.9200 0.89 ** EW180(ELLI PTICAL) B No No Ar (CaAa) 55.00 - 8.00 0.0000 0.075 2 1 0.0000 1.0000 0.7800 0.15 ** EW52 (ELLIPTICAL ) B No No Ar (CaAa) 48.00 - 8.00 0.0000 0.1 1 1 2.2500 2.2500 0.59 ** EW180(ELLI PTICAL) B No No Ar (CaAa) 74.00 - 8.00 0.0000 0.125 1 1 0.0000 0.7800 0.15 ** EW63(EW63 ) B No No Ar (CaAa) 80.00 - 8.00 0.0000 0.165 1 1 2.0100 2.0100 0.51 ** Feedline Ladder (Af) B No No Af (CaAa) 100.00 - 8.00 0.0000 0.15 1 1 3.0000 3.0000 8.40 *** LDF6-50A (1-1/4 FOAM) B No No Ar (CaAa) 98.00 - 8.00 0.0000 0.26 6 2 1.0000 1.5500 0.66 *** LDF6-50A (1-1/4 FOAM) C No No Ar (CaAa) 98.00 - 8.00 0.0000 0 7 7 1.0000 1.5500 0.66 Feedline Ladder (Af) C No No Af (CaAa) 100.00 - 3.00 0.0000 0 1 1 3.0000 3.0000 8.40 *** August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 12 tnxTower Report - version 8.1.1.0 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 *** 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 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 40.677 29.530 0.000 0.000 0.000 0.00 0.37 0.25 T2 80.00-68.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 29.175 19.020 0.000 0.000 0.000 0.00 0.24 0.16 T3 68.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 19.762 12.680 0.000 0.000 0.000 0.00 0.16 0.10 T4 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 53.545 31.700 0.000 0.000 0.000 0.00 0.41 0.26 T5 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 57.025 31.700 0.000 0.000 0.000 0.00 0.42 0.26 T6 20.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 34.920 21.520 0.000 0.000 0.000 0.00 0.27 0.20 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 100.00-80.00 5.3118 0.7933 5.3118 0.7933 T2 80.00-68.00 6.1498 0.7483 6.1498 0.7483 T3 68.00-60.00 5.8251 0.6783 5.8251 0.6783 T4 60.00-40.00 6.0511 0.5273 6.1907 0.5273 T5 40.00-20.00 7.9554 0.5806 8.1745 0.5806 T6 20.00-0.00 6.2285 0.5978 6.4252 0.5978 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 1 Safety Line (3/8") 80.00 - 100.00 0.6000 0.6000 T1 2 Step Pegs 80.00 - 100.00 0.6000 0.6000 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 13 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 4 WR-VG86ST-BRD(3/4") 80.00 - 98.00 0.6000 0.6000 T1 5 LDF6-50A (1-1/4 FOAM) 80.00 - 98.00 0.6000 0.6000 T1 6 FB-L98-002-XXX (3/8") 80.00 - 98.00 0.6000 0.6000 T1 7 FB-L98-002-XXX (3/8") 80.00 - 98.00 0.6000 0.6000 T1 8 PWRT-606-S(7/8") 80.00 - 98.00 0.6000 0.6000 T1 18 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T1 20 LDF6-50A (1-1/4 FOAM) 80.00 - 98.00 0.6000 0.6000 T1 22 LDF6-50A (1-1/4 FOAM) 80.00 - 98.00 0.6000 0.6000 T1 24 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T2 1 Safety Line (3/8") 68.00 - 80.00 0.6000 0.6000 T2 2 Step Pegs 68.00 - 80.00 0.6000 0.6000 T2 4 WR-VG86ST-BRD(3/4") 68.00 - 80.00 0.6000 0.6000 T2 5 LDF6-50A (1-1/4 FOAM) 68.00 - 80.00 0.6000 0.6000 T2 6 FB-L98-002-XXX (3/8") 68.00 - 80.00 0.6000 0.6000 T2 7 FB-L98-002-XXX (3/8") 68.00 - 80.00 0.6000 0.6000 T2 8 PWRT-606-S(7/8") 68.00 - 80.00 0.6000 0.6000 T2 14 EW180(ELLIPTICAL) 68.00 - 74.00 0.6000 0.6000 T2 16 EW63(EW63) 68.00 - 80.00 0.6000 0.6000 T2 18 Feedline Ladder (Af) 68.00 - 80.00 0.6000 0.6000 T2 20 LDF6-50A (1-1/4 FOAM) 68.00 - 80.00 0.6000 0.6000 T2 22 LDF6-50A (1-1/4 FOAM) 68.00 - 80.00 0.6000 0.6000 T2 24 Feedline Ladder (Af) 68.00 - 80.00 0.6000 0.6000 T3 1 Safety Line (3/8") 60.00 - 68.00 0.6000 0.6000 T3 2 Step Pegs 60.00 - 68.00 0.6000 0.6000 T3 4 WR-VG86ST-BRD(3/4") 60.00 - 68.00 0.6000 0.6000 T3 5 LDF6-50A (1-1/4 FOAM) 60.00 - 68.00 0.6000 0.6000 T3 6 FB-L98-002-XXX (3/8") 60.00 - 68.00 0.6000 0.6000 T3 7 FB-L98-002-XXX (3/8") 60.00 - 68.00 0.6000 0.6000 T3 8 PWRT-606-S(7/8") 60.00 - 68.00 0.6000 0.6000 T3 14 EW180(ELLIPTICAL) 60.00 - 68.00 0.6000 0.6000 T3 16 EW63(EW63) 60.00 - 68.00 0.6000 0.6000 T3 18 Feedline Ladder (Af) 60.00 - 68.00 0.6000 0.6000 T3 20 LDF6-50A (1-1/4 FOAM) 60.00 - 68.00 0.6000 0.6000 T3 22 LDF6-50A (1-1/4 FOAM) 60.00 - 68.00 0.6000 0.6000 T3 24 Feedline Ladder (Af) 60.00 - 0.6000 0.6000 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 14 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 68.00 T4 1 Safety Line (3/8") 40.00 - 60.00 0.6000 0.6000 T4 2 Step Pegs 40.00 - 60.00 0.6000 0.6000 T4 4 WR-VG86ST-BRD(3/4") 40.00 - 60.00 0.6000 0.6000 T4 5 LDF6-50A (1-1/4 FOAM) 40.00 - 60.00 0.6000 0.6000 T4 6 FB-L98-002-XXX (3/8") 40.00 - 60.00 0.6000 0.6000 T4 7 FB-L98-002-XXX (3/8") 40.00 - 60.00 0.6000 0.6000 T4 8 PWRT-606-S(7/8") 40.00 - 60.00 0.6000 0.6000 T4 10 EW180(ELLIPTICAL) 40.00 - 55.00 0.6000 0.6000 T4 12 EW52 (ELLIPTICAL) 40.00 - 48.00 0.6000 0.6000 T4 14 EW180(ELLIPTICAL) 40.00 - 60.00 0.6000 0.6000 T4 16 EW63(EW63) 40.00 - 60.00 0.6000 0.6000 T4 18 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T4 20 LDF6-50A (1-1/4 FOAM) 40.00 - 60.00 0.6000 0.6000 T4 22 LDF6-50A (1-1/4 FOAM) 40.00 - 60.00 0.6000 0.6000 T4 24 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T5 1 Safety Line (3/8") 20.00 - 40.00 0.6000 0.6000 T5 2 Step Pegs 20.00 - 40.00 0.6000 0.6000 T5 4 WR-VG86ST-BRD(3/4") 20.00 - 40.00 0.6000 0.6000 T5 5 LDF6-50A (1-1/4 FOAM) 20.00 - 40.00 0.6000 0.6000 T5 6 FB-L98-002-XXX (3/8") 20.00 - 40.00 0.6000 0.6000 T5 7 FB-L98-002-XXX (3/8") 20.00 - 40.00 0.6000 0.6000 T5 8 PWRT-606-S(7/8") 20.00 - 40.00 0.6000 0.6000 T5 10 EW180(ELLIPTICAL) 20.00 - 40.00 0.6000 0.6000 T5 12 EW52 (ELLIPTICAL) 20.00 - 40.00 0.6000 0.6000 T5 14 EW180(ELLIPTICAL) 20.00 - 40.00 0.6000 0.6000 T5 16 EW63(EW63) 20.00 - 40.00 0.6000 0.6000 T5 18 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T5 20 LDF6-50A (1-1/4 FOAM) 20.00 - 40.00 0.6000 0.6000 T5 22 LDF6-50A (1-1/4 FOAM) 20.00 - 40.00 0.6000 0.6000 T5 24 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T6 1 Safety Line (3/8") 2.00 - 20.00 0.6000 0.6000 T6 2 Step Pegs 2.00 - 20.00 0.6000 0.6000 T6 4 WR-VG86ST-BRD(3/4") 8.00 - 20.00 0.6000 0.6000 T6 5 LDF6-50A (1-1/4 FOAM) 8.00 - 20.00 0.6000 0.6000 T6 6 FB-L98-002-XXX (3/8") 8.00 - 20.00 0.6000 0.6000 T6 7 FB-L98-002-XXX (3/8") 8.00 - 20.00 0.6000 0.6000 T6 8 PWRT-606-S(7/8") 8.00 - 20.00 0.6000 0.6000 T6 10 EW180(ELLIPTICAL) 8.00 - 20.00 0.6000 0.6000 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 15 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T6 12 EW52 (ELLIPTICAL) 8.00 - 20.00 0.6000 0.6000 T6 14 EW180(ELLIPTICAL) 8.00 - 20.00 0.6000 0.6000 T6 16 EW63(EW63) 8.00 - 20.00 0.6000 0.6000 T6 18 Feedline Ladder (Af) 8.00 - 20.00 0.6000 0.6000 T6 20 LDF6-50A (1-1/4 FOAM) 8.00 - 20.00 0.6000 0.6000 T6 22 LDF6-50A (1-1/4 FOAM) 8.00 - 20.00 0.6000 0.6000 T6 24 Feedline Ladder (Af) 3.00 - 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 90.00 0.00 0.0000 0.05 0.00 0.00 0.13 CCISeismic Tower Section 2 74.00 0.00 0.0000 0.03 0.00 0.00 0.06 CCISeismic Tower Section 3 64.00 0.00 0.0000 0.03 0.00 0.00 0.05 CCISeismic Tower Section 4 50.00 0.00 0.0000 0.08 0.00 0.00 0.11 CCISeismic Tower Section 5 30.00 0.00 0.0000 0.09 0.00 0.00 0.08 CCISeismic Tower Section 6 10.00 0.00 0.0000 0.11 0.00 0.00 0.03 CCISeismic tower mounts Lighting Rod 5/8'' x 5' 102.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic miscl 4' Step Peg Extension 102.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic nokia AEQU w/ Mount Pipe 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQU w/ Mount Pipe 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQU w/ Mount Pipe 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQK w/ Mount Pipe 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQK w/ Mount Pipe 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQK w/ Mount Pipe 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic kathrein 80010992 98.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic kathrein 80010992 98.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic kathrein 80010992 98.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic (2) raycap DC6- 48-60-18-8F 98.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic nokia AHNA 98.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic nokia AHNA 98.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic nokia AHNA 98.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic nokia AHLBA_CCIV2 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLBA_CCIV2 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLBA_CCIV2 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHFIB 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHFIB 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHFIB 98.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic raycap DC6-48- 60-18-8C-EV 98.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic tower mounts Sector Mount [SM 502-3] 98.00 0.00 0.0000 0.13 0.00 0.00 0.34 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 98.00 0.00 0.0000 0.00 0.00 0.00 0.01 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 16 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 (2) tower mounts 8' x 2'' Mount Pipe 98.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 98.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic tower mounts Pipe Mount [PM 601-1] 80.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic tower mounts Pipe Mount [PM 601-1] 74.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic 6' x 1'' Horizontal Mount Pipe 74.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic tower mounts Pipe Mount [PM 601-1] 55.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic tower mounts Pipe Mount [PM 601-1] 48.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) Bridge Stiffener 40.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic Bridge Stiffener 40.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) Bridge Stiffener 40.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic Bridge Stiffener 40.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) Bridge Stiffener 40.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic Bridge Stiffener 40.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) Bridge Stiffener 20.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic Bridge Stiffener 20.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) Bridge Stiffener 20.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic Bridge Stiffener 20.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) Bridge Stiffener 20.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic Bridge Stiffener 20.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope UHX8-59-P3A 80.00 0.00 0.0000 0.04 0.00 0.00 0.08 CCISeismic andrew VHP6- 180A 74.00 0.00 0.0000 0.03 0.00 0.00 0.05 CCISeismic andrew HP2-102 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew PL6- 57W 48.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl Safety Line (3/8'') From 2 to 100 (80ft to100ft) 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line (3/8'') From 2 to 100 (68ft to80ft) 74.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line (3/8'') From 2 to 100 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line (3/8'') From 2 to 100 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line (3/8'') From 2 to 100 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line (3/8'') From 2 to 100 (2ft to20ft) 11.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs From 2 to 100 (80ft to100ft) 90.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic miscl Step Pegs From 2 to 100 (68ft to80ft) 74.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic miscl Step Pegs From 2 to 100 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs From 2 to 100 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic miscl Step Pegs From 2 to 100 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs 11.00 0.00 0.0000 0.00 0.00 0.00 0.00 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 17 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 2 to 100 (2ft to20ft) CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4'') From 8 to 98 (80ft to98ft) 89.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4'') From 8 to 98 (68ft to80ft) 74.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4'') From 8 to 98 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4'') From 8 to 98 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4'') From 8 to 98 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4'') From 8 to 98 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (80ft to98ft) 89.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (68ft to80ft) 74.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (80ft to98ft) 89.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (68ft to80ft) 74.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (80ft to98ft) 89.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (68ft to80ft) 74.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 18 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K FB-L98-002-XXX (3/8'') From 8 to 98 (20ft to40ft) CCISeismic rosenberger leoni FB-L98-002-XXX (3/8'') From 8 to 98 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8'') From 8 to 98 (80ft to98ft) 89.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8'') From 8 to 98 (68ft to80ft) 74.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8'') From 8 to 98 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8'') From 8 to 98 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8'') From 8 to 98 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope PWRT-606-S(7/8'') From 8 to 98 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) andrew EW180(ELLIPTICAL) From 8 to 55 (40ft to55ft) 47.50 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) andrew EW180(ELLIPTICAL) From 8 to 55 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) andrew EW180(ELLIPTICAL) From 8 to 55 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW52 (ELLIPTICAL) From 8 to 48 (40ft to48ft) 44.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW52 (ELLIPTICAL) From 8 to 48 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW52 (ELLIPTICAL) From 8 to 48 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW180(ELLIPTICAL) From 8 to 74 (68ft to74ft) 71.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW180(ELLIPTICAL) From 8 to 74 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW180(ELLIPTICAL) From 8 to 74 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW180(ELLIPTICAL) From 8 to 74 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW180(ELLIPTICAL) From 8 to 74 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW63(EW63) From 8 to 80 (68ft to80ft) 74.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW63(EW63) From 8 to 80 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW63(EW63) From 8 to 80 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic andrew EW63(EW63) From 8 to 80 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 19 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 andrew EW63(EW63) From 8 to 80 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Feedline Ladder (Af) From 8 to 100 (80ft to100ft) 90.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic miscl Feedline Ladder (Af) From 8 to 100 (68ft to80ft) 74.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic miscl Feedline Ladder (Af) From 8 to 100 (60ft to68ft) 64.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 8 to 100 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic miscl Feedline Ladder (Af) From 8 to 100 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 8 to 100 (8ft to20ft) 14.00 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (80ft to98ft) 89.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (68ft to80ft) 74.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (80ft to98ft) 89.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (68ft to80ft) 74.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (60ft to68ft) 64.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 (8ft to20ft) 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Feedline Ladder (Af) From 3 to 100 (80ft to100ft) 90.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic miscl Feedline Ladder (Af) From 3 to 100 (68ft to80ft) 74.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic miscl Feedline Ladder (Af) From 3 to 100 (60ft to68ft) 64.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 3 to 100 50.00 0.00 0.0000 0.01 0.00 0.00 0.02 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 20 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K (40ft to60ft) CCISeismic miscl Feedline Ladder (Af) From 3 to 100 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 3 to 100 (3ft to20ft) 11.50 0.00 0.0000 0.01 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 Lighting Rod 5/8'' x 5' B None 0.0000 102.00 4' Step Peg Extension A None 0.0000 102.00 *** AEQU w/ Mount Pipe A From Leg 4.00 0.00 6.00 0.0000 98.00 AEQU w/ Mount Pipe B From Leg 4.00 0.00 6.00 0.0000 98.00 AEQU w/ Mount Pipe C From Leg 4.00 0.00 6.00 0.0000 98.00 AEQK w/ Mount Pipe A From Leg 4.00 0.00 2.00 0.0000 98.00 AEQK w/ Mount Pipe B From Leg 4.00 0.00 2.00 0.0000 98.00 AEQK w/ Mount Pipe C From Leg 4.00 0.00 2.00 0.0000 98.00 80010992 A From Leg 4.00 0.00 3.00 0.0000 98.00 80010992 B From Leg 4.00 0.00 3.00 0.0000 98.00 80010992 C From Leg 4.00 0.00 3.00 0.0000 98.00 (2) DC6-48-60-18-8F A From Leg 4.00 0.00 3.00 0.0000 98.00 AHNA A From Leg 4.00 0.00 3.00 0.0000 98.00 AHNA B From Leg 4.00 0.00 3.00 0.0000 98.00 AHNA C From Leg 4.00 0.00 3.00 0.0000 98.00 AHLBA_CCIV2 A From Leg 4.00 0.00 3.00 0.0000 98.00 AHLBA_CCIV2 B From Leg 4.00 0.00 0.0000 98.00 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 21 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft 3.00 AHLBA_CCIV2 C From Leg 4.00 0.00 3.00 0.0000 98.00 AHFIB A From Leg 4.00 0.00 3.00 0.0000 98.00 AHFIB B From Leg 4.00 0.00 3.00 0.0000 98.00 AHFIB C From Leg 4.00 0.00 3.00 0.0000 98.00 DC6-48-60-18-8C-EV B From Leg 4.00 0.00 3.00 0.0000 98.00 Sector Mount [SM 502-3] C None 0.0000 98.00 (2) 8' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 98.00 (2) 8' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 98.00 (2) 8' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 98.00 **** Pipe Mount [PM 601-1] B From Leg 0.50 0.00 0.00 0.0000 80.00 **** Pipe Mount [PM 601-1] A From Leg 0.50 0.00 0.00 0.0000 74.00 6' x 1'' Horizontal Mount Pipe A From Face 0.50 0.00 1.00 0.0000 74.00 **** Pipe Mount [PM 601-1] C From Leg 0.50 0.00 0.00 0.0000 55.00 **** Pipe Mount [PM 601-1] B From Leg 0.50 0.00 0.00 0.0000 48.00 **** (2) Bridge Stiffener A None 0.0000 40.00 Bridge Stiffener A None 0.0000 40.00 (2) Bridge Stiffener B None 0.0000 40.00 Bridge Stiffener B None 0.0000 40.00 (2) Bridge Stiffener C None 0.0000 40.00 Bridge Stiffener C None 0.0000 40.00 **** (2) Bridge Stiffener A None 0.0000 20.00 Bridge Stiffener A None 0.0000 20.00 (2) Bridge Stiffener B None 0.0000 20.00 Bridge Stiffener B None 0.0000 20.00 (2) Bridge Stiffener C None 0.0000 20.00 Bridge Stiffener C None 0.0000 20.00 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 22 tnxTower Report - version 8.1.1.0 Dishes Description Face or Leg Dish Type Offset Type Offsets: Horz Lateral Vert ft Azimuth Adjustment ° 3 dB Beam Width ° Elevation ft Outside Diameter ft commscope UHX8-59-P3A B Paraboloid w/Shroud (HP) From Leg 1.00 0.00 0.00 -31.0000 80.00 8.88 **** VHP6-180A A Paraboloid w/Shroud (HP) From Leg 1.00 0.00 1.00 -15.0000 74.00 6.38 **** HP2-102 C Paraboloid w/Shroud (HP) From Leg 1.00 0.00 0.00 -58.0000 55.00 2.00 **** andrew PL6-57W B Paraboloid w/Radome From Leg 1.00 0.00 0.00 -90.0000 48.00 6.36 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 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 23 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 100 - 80 Leg Max Tension 15 12.27 -0.01 -0.03 Max. Compression 2 -15.94 -0.01 0.02 Max. Mx 20 -1.59 -0.68 -0.00 Max. My 14 -2.40 -0.01 0.68 Max. Vy 8 0.48 -0.27 -0.00 Max. Vx 14 0.49 -0.01 -0.29 Diagonal Max Tension 24 1.81 0.00 0.00 Max. Compression 12 -1.78 0.00 0.00 Max. Mx 18 1.25 0.01 0.00 Max. My 24 -1.43 0.00 -0.00 Max. Vy 18 -0.01 0.01 0.00 Max. Vx 24 0.00 0.00 -0.00 Top Girt Max Tension 23 0.05 0.00 0.00 Max. Compression 18 -0.06 0.00 0.00 Max. Mx 58 0.00 -0.01 0.00 Max. My 4 -0.01 0.00 0.00 Max. Vy 58 -0.01 0.00 0.00 Max. Vx 4 0.00 0.00 0.00 T2 80 - 68 Leg Max Tension 23 27.13 0.04 0.09 Max. Compression 10 -32.81 -0.15 -0.07 Max. Mx 20 -2.91 0.20 -0.00 Max. My 15 -14.20 0.06 -0.17 Max. Vy 18 0.71 0.03 0.01 Max. Vx 2 0.68 0.01 0.01 Diagonal Max Tension 14 3.37 0.00 0.00 Max. Compression 2 -3.43 0.00 0.00 Max. Mx 10 2.07 0.02 0.00 Max. My 14 -3.02 -0.00 0.01 Max. Vy 10 -0.01 0.02 0.00 Max. Vx 14 0.00 0.00 0.00 T3 68 - 60 Leg Max Tension 23 39.94 0.03 0.02 Max. Compression 10 -45.99 -0.21 -0.13 Max. Mx 8 -2.50 -0.29 -0.02 Max. My 4 -4.97 -0.12 0.26 Max. Vy 20 0.10 0.28 -0.02 Max. Vx 4 0.10 -0.12 0.26 Diagonal Max Tension 15 3.81 0.04 -0.01 Max. Compression 2 -4.01 0.00 0.00 Max. Mx 10 2.25 0.07 -0.01 Max. My 4 -2.01 -0.04 -0.02 Max. Vy 10 -0.03 0.07 -0.01 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 24 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 0.01 -0.04 -0.02 T4 60 - 40 Leg Max Tension 23 54.18 -0.12 0.00 Max. Compression 10 -62.30 0.10 0.00 Max. Mx 10 -51.19 0.24 0.00 Max. My 12 -0.12 -0.02 -0.32 Max. Vy 14 -0.18 -0.11 0.00 Max. Vx 16 0.42 -0.02 0.14 Diagonal Max Tension 15 2.04 0.00 0.00 Max. Compression 2 -2.16 0.00 0.00 Max. Mx 10 1.25 0.01 -0.00 Max. My 14 -1.62 -0.00 0.01 Max. Vy 10 -0.01 0.01 -0.00 Max. Vx 14 -0.00 0.00 0.00 Top Girt Max Tension 23 0.32 0.00 0.00 Max. Compression 10 -0.39 0.00 0.00 Max. Mx 42 0.09 -0.01 0.00 Max. My 4 -0.03 0.00 0.00 Max. Vy 42 -0.01 0.00 0.00 Max. Vx 4 -0.00 0.00 0.00 T5 40 - 20 Leg Max Tension 15 65.73 -0.12 0.01 Max. Compression 10 -76.14 0.12 0.00 Max. Mx 10 -72.60 0.14 0.00 Max. My 16 -2.17 -0.02 0.23 Max. Vy 14 -0.12 -0.12 0.02 Max. Vx 8 0.11 -0.01 0.14 Diagonal Max Tension 2 2.34 0.00 0.00 Max. Compression 2 -2.44 0.00 0.00 Max. Mx 10 1.21 0.02 0.00 Max. My 14 -2.25 0.00 0.00 Max. Vy 14 0.01 0.02 0.00 Max. Vx 14 -0.00 0.00 0.00 T6 20 - 0 Leg Max Tension 15 76.28 -0.18 0.02 Max. Compression 10 -88.47 -0.00 -0.00 Max. Mx 10 -79.98 0.23 0.00 Max. My 16 -2.68 -0.03 0.33 Max. Vy 22 -0.10 -0.14 0.00 Max. Vx 16 0.13 -0.02 0.23 Diagonal Max Tension 2 2.63 0.00 0.00 Max. Compression 2 -2.81 0.00 0.00 Max. Mx 12 0.26 0.03 0.00 Max. My 14 -2.48 0.00 0.01 Max. Vy 12 -0.01 0.03 0.00 Max. Vx 14 -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 89.95 7.27 -3.77 Max. Hx 18 89.95 7.27 -3.77 Max. Hz 7 -73.95 -6.00 3.11 Min. Vert 7 -73.95 -6.00 3.11 Min. Hx 7 -73.95 -6.00 3.11 Min. Hz 18 89.95 7.27 -3.77 Leg B Max. Vert 10 90.63 -7.00 -4.20 Max. Hx 23 -77.33 6.13 3.56 Max. Hz 25 -69.66 5.35 3.66 Min. Vert 23 -77.33 6.13 3.56 Min. Hx 10 90.63 -7.00 -4.20 Min. Hz 10 90.63 -7.00 -4.20 Leg A Max. Vert 2 89.58 0.52 8.21 Max. Hx 24 74.47 0.53 6.73 Max. Hz 2 89.58 0.52 8.21 Min. Vert 15 -78.06 -0.51 -7.23 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 25 tnxTower Report - version 8.1.1.0 Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Min. Hx 11 -37.68 -0.62 -3.60 Min. Hz 15 -78.06 -0.51 -7.23 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 14.45 0.00 0.00 1.05 -5.73 -0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 17.34 0.07 -12.63 -774.12 -12.26 9.54 0.9 Dead+1.0 Wind 0 deg - No Ice 13.01 0.07 -12.63 -772.98 -10.51 9.53 1.2 Dead+1.0 Wind 30 deg - No Ice 17.34 6.15 -10.27 -638.29 -396.34 9.75 0.9 Dead+1.0 Wind 30 deg - No Ice 13.01 6.15 -10.27 -637.40 -393.85 9.74 1.2 Dead+1.0 Wind 60 deg - No Ice 17.34 9.90 -5.52 -345.41 -638.80 5.72 0.9 Dead+1.0 Wind 60 deg - No Ice 13.01 9.90 -5.52 -345.06 -635.83 5.71 1.2 Dead+1.0 Wind 90 deg - No Ice 17.34 11.16 0.22 17.15 -717.84 0.71 0.9 Dead+1.0 Wind 90 deg - No Ice 13.01 11.16 0.22 16.81 -714.72 0.71 1.2 Dead+1.0 Wind 120 deg - No Ice 17.34 10.79 6.29 389.17 -680.37 -2.38 0.9 Dead+1.0 Wind 120 deg - No Ice 13.01 10.79 6.29 388.13 -677.34 -2.37 1.2 Dead+1.0 Wind 150 deg - No Ice 17.34 6.45 10.61 663.11 -418.68 -6.10 0.9 Dead+1.0 Wind 150 deg - No Ice 13.01 6.45 10.61 661.54 -416.15 -6.09 1.2 Dead+1.0 Wind 180 deg - No Ice 17.34 0.21 12.13 762.90 -23.92 -9.50 0.9 Dead+1.0 Wind 180 deg - No Ice 13.01 0.21 12.13 761.14 -22.15 -9.49 1.2 Dead+1.0 Wind 210 deg - No Ice 17.34 -6.46 10.40 648.50 405.57 -9.86 0.9 Dead+1.0 Wind 210 deg - No Ice 13.01 -6.46 10.40 646.95 406.52 -9.85 1.2 Dead+1.0 Wind 240 deg - No Ice 17.34 -11.00 6.07 373.83 682.00 -6.88 0.9 Dead+1.0 Wind 240 deg - No Ice 13.01 -11.00 6.07 372.80 682.44 -6.87 1.2 Dead+1.0 Wind 270 deg - No Ice 17.34 -11.62 -0.10 -7.93 736.23 -2.14 0.9 Dead+1.0 Wind 270 deg - No Ice 13.01 -11.62 -0.10 -8.23 736.54 -2.13 1.2 Dead+1.0 Wind 300 deg - No Ice 17.34 -10.43 -5.71 -360.51 662.75 0.46 0.9 Dead+1.0 Wind 300 deg - No Ice 13.01 -10.43 -5.71 -360.13 663.20 0.46 1.2 Dead+1.0 Wind 330 deg - No Ice 17.34 -6.67 -10.22 -634.49 422.59 4.17 0.9 Dead+1.0 Wind 330 deg - No Ice 13.01 -6.67 -10.22 -633.59 423.51 4.16 Dead+Wind 0 deg - Service 14.45 0.02 -4.34 -265.55 -7.58 3.29 Dead+Wind 30 deg - Service 14.45 2.12 -3.53 -218.86 -139.64 3.35 Dead+Wind 60 deg - Service 14.45 3.41 -1.90 -118.16 -223.02 1.96 Dead+Wind 90 deg - Service 14.45 3.84 0.07 6.51 -250.21 0.23 Dead+Wind 120 deg - Service 14.45 3.71 2.16 134.43 -237.30 -0.83 Dead+Wind 150 deg - Service 14.45 2.22 3.65 228.62 -147.31 -2.11 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 26 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 Dead+Wind 180 deg - Service 14.45 0.07 4.17 262.94 -11.58 -3.27 Dead+Wind 210 deg - Service 14.45 -2.22 3.58 223.60 136.06 -3.39 Dead+Wind 240 deg - Service 14.45 -3.78 2.09 129.16 231.11 -2.36 Dead+Wind 270 deg - Service 14.45 -4.00 -0.03 -2.10 249.77 -0.72 Dead+Wind 300 deg - Service 14.45 -3.59 -1.96 -123.35 224.50 0.17 Dead+Wind 330 deg - Service 14.45 -2.29 -3.52 -217.55 141.90 1.44 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 18.42 0.00 -1.80 -139.29 -6.92 0.01 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 11.93 0.00 -1.80 -139.16 -5.17 0.01 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 18.42 0.90 -1.56 -120.46 -77.20 0.01 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 11.93 0.90 -1.56 -120.38 -75.22 0.01 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 18.42 1.56 -0.90 -69.01 -128.64 0.01 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 11.93 1.56 -0.90 -69.10 -126.50 0.01 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 18.42 1.80 0.00 1.27 -147.48 0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 11.93 1.80 0.00 0.95 -145.28 0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 18.42 1.56 0.90 71.55 -128.65 -0.01 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 11.93 1.56 0.90 71.01 -126.50 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 18.42 0.90 1.56 123.00 -77.20 -0.01 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 11.93 0.90 1.56 122.29 -75.22 -0.01 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 18.42 0.00 1.80 141.82 -6.92 -0.01 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 11.93 0.00 1.80 141.06 -5.17 -0.01 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 18.42 -0.90 1.56 123.00 63.36 -0.01 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 11.93 -0.90 1.56 122.28 64.88 -0.01 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 18.42 -1.56 0.90 71.55 114.81 -0.01 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 11.93 -1.56 0.90 71.01 116.17 -0.01 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 18.42 -1.80 0.00 1.27 133.64 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 11.93 -1.80 0.00 0.95 134.94 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 18.42 -1.56 -0.90 -69.01 114.81 0.01 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 11.93 -1.56 -0.90 -69.10 116.17 0.00 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 18.42 -0.90 -1.56 -120.46 63.36 0.01 0.9 Dead-1.0 Ev+1.0 Eh 330 deg 11.93 -0.90 -1.56 -120.38 64.89 0.01 Solution Summary August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 27 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 1 0.00 -14.45 0.00 0.00 14.45 0.00 0.000% 2 0.07 -17.34 -12.63 -0.07 17.34 12.63 0.000% 3 0.07 -13.01 -12.63 -0.07 13.01 12.63 0.000% 4 6.15 -17.34 -10.27 -6.15 17.34 10.27 0.000% 5 6.15 -13.01 -10.27 -6.15 13.01 10.27 0.000% 6 9.90 -17.34 -5.52 -9.90 17.34 5.52 0.000% 7 9.90 -13.01 -5.52 -9.90 13.01 5.52 0.000% 8 11.16 -17.34 0.22 -11.16 17.34 -0.22 0.000% 9 11.16 -13.01 0.22 -11.16 13.01 -0.22 0.000% 10 10.79 -17.34 6.29 -10.79 17.34 -6.29 0.000% 11 10.79 -13.01 6.29 -10.79 13.01 -6.29 0.000% 12 6.45 -17.34 10.61 -6.45 17.34 -10.61 0.000% 13 6.45 -13.01 10.61 -6.45 13.01 -10.61 0.000% 14 0.21 -17.34 12.13 -0.21 17.34 -12.13 0.000% 15 0.21 -13.01 12.13 -0.21 13.01 -12.13 0.000% 16 -6.46 -17.34 10.40 6.46 17.34 -10.40 0.000% 17 -6.46 -13.01 10.40 6.46 13.01 -10.40 0.000% 18 -11.00 -17.34 6.07 11.00 17.34 -6.07 0.001% 19 -11.00 -13.01 6.07 11.00 13.01 -6.07 0.000% 20 -11.62 -17.34 -0.10 11.62 17.34 0.10 0.000% 21 -11.62 -13.01 -0.10 11.62 13.01 0.10 0.000% 22 -10.43 -17.34 -5.71 10.43 17.34 5.71 0.000% 23 -10.43 -13.01 -5.71 10.43 13.01 5.71 0.000% 24 -6.67 -17.34 -10.22 6.67 17.34 10.22 0.000% 25 -6.67 -13.01 -10.22 6.67 13.01 10.22 0.000% 26 0.02 -14.45 -4.34 -0.02 14.45 4.34 0.000% 27 2.12 -14.45 -3.53 -2.12 14.45 3.53 0.000% 28 3.41 -14.45 -1.90 -3.41 14.45 1.90 0.000% 29 3.84 -14.45 0.07 -3.84 14.45 -0.07 0.000% 30 3.71 -14.45 2.16 -3.71 14.45 -2.16 0.000% 31 2.22 -14.45 3.65 -2.22 14.45 -3.65 0.000% 32 0.07 -14.45 4.17 -0.07 14.45 -4.17 0.000% 33 -2.22 -14.45 3.58 2.22 14.45 -3.58 0.000% 34 -3.78 -14.45 2.09 3.78 14.45 -2.09 0.000% 35 -4.00 -14.45 -0.03 4.00 14.45 0.03 0.000% 36 -3.59 -14.45 -1.96 3.59 14.45 1.96 0.000% 37 -2.29 -14.45 -3.52 2.29 14.45 3.52 0.000% 38 0.00 -18.42 -1.80 0.00 18.42 1.80 0.000% 39 0.00 -11.93 -1.80 0.00 11.93 1.80 0.000% 40 0.90 -18.42 -1.56 -0.90 18.42 1.56 0.000% 41 0.90 -11.93 -1.56 -0.90 11.93 1.56 0.000% 42 1.56 -18.42 -0.90 -1.56 18.42 0.90 0.000% 43 1.56 -11.93 -0.90 -1.56 11.93 0.90 0.000% 44 1.80 -18.42 0.00 -1.80 18.42 0.00 0.000% 45 1.80 -11.93 0.00 -1.80 11.93 0.00 0.000% 46 1.56 -18.42 0.90 -1.56 18.42 -0.90 0.000% 47 1.56 -11.93 0.90 -1.56 11.93 -0.90 0.000% 48 0.90 -18.42 1.56 -0.90 18.42 -1.56 0.000% 49 0.90 -11.93 1.56 -0.90 11.93 -1.56 0.000% 50 0.00 -18.42 1.80 0.00 18.42 -1.80 0.000% 51 0.00 -11.93 1.80 0.00 11.93 -1.80 0.000% 52 -0.90 -18.42 1.56 0.90 18.42 -1.56 0.000% 53 -0.90 -11.93 1.56 0.90 11.93 -1.56 0.000% 54 -1.56 -18.42 0.90 1.56 18.42 -0.90 0.000% 55 -1.56 -11.93 0.90 1.56 11.93 -0.90 0.000% 56 -1.80 -18.42 0.00 1.80 18.42 0.00 0.000% 57 -1.80 -11.93 0.00 1.80 11.93 0.00 0.000% 58 -1.56 -18.42 -0.90 1.56 18.42 0.90 0.000% 59 -1.56 -11.93 -0.90 1.56 11.93 0.90 0.000% 60 -0.90 -18.42 -1.56 0.90 18.42 1.56 0.000% 61 -0.90 -11.93 -1.56 0.90 11.93 1.56 0.000% Non-Linear Convergence Results August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 28 tnxTower Report - version 8.1.1.0 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 0.00000257 5 Yes 4 0.00000001 0.00000001 6 Yes 4 0.00000001 0.00000259 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 0.00000268 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00000255 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 0.00000261 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 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 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 29 tnxTower Report - version 8.1.1.0 Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 100 - 80 3.168 30 0.2914 0.0850 T2 80 - 68 1.965 30 0.2686 0.0827 T3 68 - 60 1.326 30 0.2217 0.0622 T4 60 - 40 0.989 30 0.1711 0.0542 T5 40 - 20 0.415 30 0.0984 0.0269 T6 20 - 0 0.104 30 0.0430 0.0101 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 102.00 Lighting Rod 5/8'' x 5' 30 3.168 0.2914 0.0850 117467 98.00 AEQU w/ Mount Pipe 30 3.045 0.2903 0.0860 117467 90.00 CCISeismic Tower Section 1 30 2.556 0.2847 0.0884 58733 89.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4'') From 8 to 98 (80ft to98ft) 30 2.496 0.2837 0.0884 53394 80.00 commscope UHX8-59-P3A 30 1.965 0.2686 0.0827 26376 75.00 VHP6-180A 30 1.684 0.2539 0.0743 15213 74.00 Pipe Mount [PM 601-1] 30 1.630 0.2502 0.0725 13875 71.00 CCISeismic andrew EW180(ELLIPTICAL) From 8 to 74 (68ft to74ft) 30 1.473 0.2374 0.0669 11038 64.00 CCISeismic Tower Section 3 30 1.148 0.1965 0.0578 10110 55.00 HP2-102 30 0.814 0.1457 0.0482 12897 50.00 CCISeismic Tower Section 4 30 0.662 0.1268 0.0410 14874 48.00 andrew PL6-57W 30 0.607 0.1205 0.0380 15846 47.50 CCISeismic (2) andrew EW180(ELLIPTICAL) From 8 to 55 (40ft to55ft) 30 0.594 0.1190 0.0373 16109 44.00 CCISeismic andrew EW52 (ELLIPTICAL) From 8 to 48 (40ft to48ft) 30 0.506 0.1091 0.0322 18222 40.00 (2) Bridge Stiffener 30 0.415 0.0984 0.0269 20570 30.00 CCISeismic Tower Section 5 30 0.230 0.0703 0.0168 20015 20.00 (2) Bridge Stiffener 30 0.104 0.0430 0.0101 19682 14.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4'') From 8 to 98 (8ft to20ft) 30 0.057 0.0288 0.0068 26799 11.50 CCISeismic miscl Feedline Ladder (Af) From 3 to 100 (3ft to20ft) 30 0.043 0.0233 0.0056 32625 11.00 CCISeismic miscl Safety Line (3/8'') From 2 to 100 (2ft to20ft) 30 0.041 0.0222 0.0053 34108 10.00 CCISeismic Tower Section 6 30 0.036 0.0201 0.0048 37518 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 100 - 80 9.040 10 0.8280 0.2473 T2 80 - 68 5.618 10 0.7632 0.2407 T3 68 - 60 3.801 12 0.6323 0.1810 T4 60 - 40 2.840 12 0.4888 0.1577 T5 40 - 20 1.196 12 0.2820 0.0783 T6 20 - 0 0.300 12 0.1235 0.0295 August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 30 tnxTower Report - version 8.1.1.0 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 102.00 Lighting Rod 5/8'' x 5' 10 9.040 0.8280 0.2473 42048 98.00 AEQU w/ Mount Pipe 10 8.690 0.8249 0.2502 42048 90.00 CCISeismic Tower Section 1 10 7.300 0.8084 0.2573 21024 89.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4'') From 8 to 98 (80ft to98ft) 10 7.129 0.8055 0.2573 19112 80.00 commscope UHX8-59-P3A 10 5.618 0.7632 0.2407 9452 75.00 VHP6-180A 10 4.819 0.7225 0.2164 5416 74.00 Pipe Mount [PM 601-1] 10 4.665 0.7123 0.2109 4934 71.00 CCISeismic andrew EW180(ELLIPTICAL) From 8 to 74 (68ft to74ft) 10 4.218 0.6766 0.1948 3915 64.00 CCISeismic Tower Section 3 12 3.294 0.5609 0.1683 3570 55.00 HP2-102 12 2.339 0.4166 0.1404 4536 50.00 CCISeismic Tower Section 4 12 1.904 0.3628 0.1194 5226 48.00 andrew PL6-57W 12 1.746 0.3449 0.1108 5565 47.50 CCISeismic (2) andrew EW180(ELLIPTICAL) From 8 to 55 (40ft to55ft) 12 1.708 0.3406 0.1087 5656 44.00 CCISeismic andrew EW52 (ELLIPTICAL) From 8 to 48 (40ft to48ft) 12 1.456 0.3125 0.0939 6392 40.00 (2) Bridge Stiffener 12 1.196 0.2820 0.0783 7205 30.00 CCISeismic Tower Section 5 12 0.662 0.2015 0.0490 6983 20.00 (2) Bridge Stiffener 12 0.300 0.1235 0.0295 6840 14.00 CCISeismic (4) rosenberger leoni WR-VG86ST-BRD(3/4'') From 8 to 98 (8ft to20ft) 10 0.166 0.0827 0.0199 9310 11.50 CCISeismic miscl Feedline Ladder (Af) From 3 to 100 (3ft to20ft) 10 0.125 0.0670 0.0162 11334 11.00 CCISeismic miscl Safety Line (3/8'') From 2 to 100 (2ft to20ft) 10 0.118 0.0639 0.0155 11850 10.00 CCISeismic Tower Section 6 2 0.104 0.0578 0.0140 13035 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 100 Leg A325N 0.6250 4 3.07 20.34 0.151 1.05 Bolt Tension Diagonal A325N 0.5000 1 1.81 4.69 0.387 1.05 Member Block Shear Top Girt A325N 0.5000 1 0.05 6.20 0.008 1.05 Gusset Bearing T2 80 Leg A325N 0.6250 4 6.78 20.34 0.333 1.05 Bolt Tension Diagonal A325N 0.5000 1 3.37 4.69 0.719 1.05 Member Block Shear T3 68 Diagonal A325N 0.5000 1 3.81 6.20 0.614 1.05 Gusset Bearing T4 60 Leg A325N 0.7500 4 13.54 30.10 0.450 1.05 Bolt Tension Diagonal A325N 0.5000 1 2.04 4.69 0.436 1.05 Member Block Shear Top Girt A325N 0.5000 1 1.08 6.20 0.174 1.05 Gusset Bearing T5 40 Leg A325N 0.8750 4 16.43 41.56 0.395 1.05 Bolt Tension Diagonal A325N 0.5000 1 2.34 5.71 0.409 1.05 Member Block Shear T6 20 Diagonal A325N 0.5000 1 2.63 6.20 0.425 1.05 Gusset Bearing August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 31 tnxTower Report - version 8.1.1.0 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 100 - 80 ROHN 2.5 STD 20.00 4.00 50.7 K=1.00 1.7040 -15.94 63.56 0.251 1 T2 80 - 68 ROHN 2.5 STD 12.00 4.00 50.7 K=1.00 1.7040 -32.81 63.56 0.516 1 T3 68 - 60 ROHN 2.5 STD 8.00 4.00 50.7 K=1.00 1.7040 -45.99 63.56 0.724 1 T4 60 - 40 P 2-1/2 STD w/ L3x3x1/4 (GPD) 20.04 4.01 52.1 K=1.08 3.1440 -62.30 116.01 0.537 1 T5 40 - 20 P 2-1/2 X-STR w/ L3x3x1/4 (GPD) 20.03 5.01 63.4 K=1.05 3.6935 -76.14 123.85 0.615 1 T6 20 - 0 P 3 X-STR w/ L3x3x1/4 (GPD) 20.03 6.68 72.6 K=1.04 4.4559 -88.47 136.38 0.649 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 100 - 80 L1 1/2x1 1/2x3/16 6.02 2.75 114.2 K=1.02 0.5273 -1.78 11.19 0.159 1 T2 80 - 68 L1 1/2x1 1/2x3/16 6.02 2.75 114.2 K=1.02 0.5273 -3.43 11.19 0.306 1 T3 68 - 60 L2x2x1/4 6.02 2.75 93.2 K=1.11 0.9380 -4.01 24.54 0.163 1 T4 60 - 40 L1 1/2x1 1/2x3/16 7.59 3.61 147.7 K=1.00 0.5273 -1.99 6.92 0.288 1 T5 40 - 20 L1 3/4x1 3/4x3/16 9.79 4.73 165.3 K=1.00 0.6211 -2.26 6.51 0.347 1 T6 20 - 0 L2x2x3/16 12.30 6.03 183.8 K=1.00 0.7150 -2.81 6.06 0.464 1 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 100 - 80 L2x2x1/4 4.50 4.05 124.4 K=1.00 0.9380 -0.06 17.35 0.003 1 T4 60 - 40 L2x2x1/4 4.50 3.94 120.9 K=1.00 0.9380 -1.08 18.26 0.059 1 1 P u / Pn controls August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 32 tnxTower Report - version 8.1.1.0 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 100 - 80 ROHN 2.5 STD 20.00 4.00 50.7 1.7040 12.27 76.68 0.160 1 T2 80 - 68 ROHN 2.5 STD 12.00 4.00 50.7 1.7040 27.13 76.68 0.354 1 T3 68 - 60 ROHN 2.5 STD 8.00 4.00 50.7 1.7040 39.94 76.68 0.521 1 T4 60 - 40 P 2-1/2 STD w/ L3x3x1/4 (GPD) 20.04 4.01 48.0 3.1440 54.18 141.48 0.383 1 T5 40 - 20 P 2-1/2 X-STR w/ L3x3x1/4 (GPD) 20.03 5.01 60.1 3.6935 65.73 166.21 0.395 1 T6 20 - 0 P 3 X-STR w/ L3x3x1/4 (GPD) 20.03 6.68 69.9 4.4559 76.28 200.52 0.380 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 100 - 80 L1 1/2x1 1/2x3/16 6.02 2.75 74.9 0.3076 1.81 13.38 0.136 1 T2 80 - 68 L1 1/2x1 1/2x3/16 6.02 2.75 74.9 0.3076 3.37 13.38 0.252 1 T3 68 - 60 L2x2x1/4 6.02 2.75 56.2 0.5863 3.81 25.50 0.149 1 T4 60 - 40 L1 1/2x1 1/2x3/16 7.23 3.43 92.9 0.3076 2.04 13.38 0.153 1 T5 40 - 20 L1 3/4x1 3/4x3/16 9.79 4.73 108.1 0.3779 2.34 16.44 0.142 1 T6 20 - 0 L2x2x3/16 11.74 5.76 114.1 0.4484 2.63 19.50 0.135 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 100 - 80 L2x2x1/4 4.50 4.05 83.9 0.5863 0.05 25.50 0.002 1 T4 60 - 40 L2x2x1/4 4.50 3.94 81.7 0.5863 1.08 25.50 0.042 1 1 P u / Pn controls Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 100 - 80 Leg ROHN 2.5 STD 3 -15.94 66.74 23.9 Pass T2 80 - 68 Leg ROHN 2.5 STD 38 -32.81 66.74 49.2 Pass T3 68 - 60 Leg ROHN 2.5 STD 59 -45.99 66.74 68.9 Pass T4 60 - 40 Leg P 2-1/2 STD w/ L3x3x1/4 (GPD) 74 -62.30 121.81 51.1 Pass T5 40 - 20 Leg P 2-1/2 X-STR w/ L3x3x1/4 (GPD) 110 -76.14 130.04 58.5 Pass T6 20 - 0 Leg P 3 X-STR w/ L3x3x1/4 137 -88.47 143.20 61.8 Pass August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 33 tnxTower Report - version 8.1.1.0 Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail (GPD) T1 100 - 80 Diagonal L1 1/2x1 1/2x3/16 9 -1.78 11.75 15.1 Pass T2 80 - 68 Diagonal L1 1/2x1 1/2x3/16 43 -3.43 11.75 29.2 Pass T3 68 - 60 Diagonal L2x2x1/4 64 -4.01 25.77 15.6 Pass T4 60 - 40 Diagonal L1 1/2x1 1/2x3/16 81 -1.99 7.26 27.5 Pass T5 40 - 20 Diagonal L1 3/4x1 3/4x3/16 114 -2.26 6.83 33.0 Pass T6 20 - 0 Diagonal L2x2x3/16 142 -2.81 6.36 44.2 Pass T1 100 - 80 Top Girt L2x2x1/4 5 -0.06 18.21 0.3 Pass T4 60 - 40 Top Girt L2x2x1/4 76 -1.08 19.17 5.6 Pass Summary Leg (T3) 68.9 Pass Diagonal (T6) 44.2 Pass Top Girt (T4) 5.6 Pass Bolt Checks 68.5 Pass RATING = 68.9 Pass *NOTE: Above stress ratios for reinforced sections are approximate. More exact calculations are presented in Appendix C. August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 34 tnxTower Report - version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING August 25, 2022 100 Ft Self Support Tower Structural Analysis CCI BU No 857665 Project Number 2150945, Order 615553, Revision 1 Page 35 tnxTower Report - version 8.1.1.0 APPENDIX C ADDITIONAL CALCULATIONS BU: 857665 WO: 2150945 Done By: RTC Checked By: ANGLE ON ROUND 40' - 60' LOADS Compression:≔Cu ⋅62.30 kip Apply TIA-222-H Section 15.5?Yes Tension:≔Tu ⋅54.18 kip Consider Leg Load at Time of Modification? (Guyed Towers Only) No Leg Load at time of Modification (Guyed Tower)≔CLLTM ⋅0 kip EXISTING PIPE LEG INPUTS Outside Diameter:≔DL_out ⋅2.88 in Nominal Thickness:≔TL ⋅0.203 in Yield Strength:≔Fy_L ⋅50 ksi Ultimate Strength:≔Fu_L ⋅65 ksi Unbraced Length:≔Lu_L ⋅48.12 in REINFORCEMENT INPUTS Angle Width:≔wR ⋅3 in Thickness:≔TR ⋅0.25 in Yield Strength:≔Fy_R ⋅36 ksi Ultimate Strength:≔Fu_R ⋅58 ksi Intermediate Spacing:≔Lu_R ⋅12 in (0.001in if Fully Welded) End Connection Type:Fixed (Fully tightened bolted connections are considered the same as welded)Intermediate Connection Type:Bolted Leg Crushing Check:Yes Consider Reinforcement for Tension?:Yes Consider Components as Composite?:No Consider Eccentricity?:No Version: 1.4.0 Page 1 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: EXISTING PIPE LEG PROPERTIES Diameter to Thickness Ratio:=―― DL_out TL 14.19 Inside Diameter:≔DL_in =-DL_out ⋅2 TL 2.47 in Area:≔AL =⋅―π 4 ⎛⎝-DL_out 2 DL_in 2 ⎞⎠1.71 in 2 Moment of Inertia:≔IL =⋅―π 64 ⎛⎝-DL_out 4 DL_in 4 ⎞⎠1.54 in 4 Radius of Gyration:≔rL =―――――― ‾‾‾‾‾‾‾‾‾‾‾+DL_out 2 DL_in 2 4 0.95 in Centroid Coordinates:≔xL =⋅0.5 DL_out 1.44 in ≔yL =⋅0.5 DL_out 1.44 in ANGLE REINFORCEMENT PROPERTIES Width to Thickness Ratio:=― wR TR 12 Width of Leg 1:≔bwR Width of Leg 2:≔dwR Width of Leg 1 minus Thickness:≔a =-bTR 2.75 in Width of Leg 2 minus Thickness:≔c =-dTR 2.75 in Area of Angle:≔AR =⋅TR ((+bc))1.44 in 2 Centroid Coordinates:≔xR1 =―――― +b 2 ⋅cTR ⋅2 ((+bc)) 0.84 in ≔yR1 =―――― +d 2 ⋅aTR ⋅2 ((+bc)) 0.84 in ≔IRx =⋅―1 3 ⎛ ⎝-+⋅TR ⎛⎝-dyR1⎞⎠ 3 ⋅byR1 3 ⋅a ⎛⎝-yR1 TR⎞⎠ 3 ⎞ ⎠1.24 in 4 Moment of Inertias: ≔IRy =⋅―1 3 ⎛ ⎝-+⋅TR ⎛⎝-bxR1⎞⎠ 3 ⋅dxR1 3 ⋅c ⎛⎝-xR1 TR⎞⎠ 3 ⎞ ⎠1.24 in 4 Product of Inertia about the X-X and Y-Y Axis:≔K =―――― ⋅⋅⋅⋅abcdTR ⋅4 ((+bc)) 0.74 in 4 ≔θ ⋅45 deg Version: 1.4.0 Page 2 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ANGLE REINFORCEMENT PROPERTIES ADJUSTED FOR ORIENTATION Moment of Inertia about Strong Axis:≔IRw =-+⋅IRx cos ((θ)) 2 ⋅IRy sin ((θ)) 2 ⋅K sin ((⋅2 θ))0.5 in 4 Moment of Inertia about Weak Axis:≔IRz =++⋅IRx sin ((θ)) 2 ⋅IRy cos ((θ)) 2 ⋅K sin ((⋅2 θ))1.98 in 4 ≔IRx IRw ≔IRy IRz Radius of Gyration about Weak Axis:≔rRx = ‾‾‾ ― IRx AR 0.59 in Radius of Gyration about Strong Axis:≔rRy = ‾‾‾ ― IRy AR 1.17 in Adjusted Centroid Coordinates due to Orientation: ≔xR =⋅wR sin ((θ))2.12 in ≔yR =-+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⋅⋅yR1 2cos((θ))1.11 in COMPOSITE SECTION PROPERTIES Total Area of Built-Up Shape:≔AT =+AL AR 3.14 in 2 Determine Centroid Coordinates using Common Axis: ≔xLi =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≤⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖⋅0.5 DL_out ‖ ‖⋅wR sin ((θ)) 2.12 in ≔yLi =yL 1.44 in ≔xRi =xLi 2.12 in ≔x1 =⋅⋅0.5 DL_out sin ((θ))1.02 in ≔θ1 ⋅90 deg ≔h1 =-⋅0.5 DL_out ⋅⋅0.5 DL_out cos ⎛⎝⋅0.5 θ1⎞⎠0.42 in ≔y1 =-+x1 ⋅TR ((⋅2cos((θ))))h1 0.95 in ≔θ2 =―――――― ⋅⋅2 ⎛⎝-wR TR⎞⎠sin ((θ)) ⋅0.5 DL_out 154.74 deg ≔h2 =-⋅0.5 DL_out ⋅⋅0.5 DL_out cos ⎛⎝⋅0.5 θ2⎞⎠1.13 in ≔y2 =-+DL_out ⎛⎝+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⎞⎠h2 4.05 in ≔yRi =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≥⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖⎛⎝+--+DL_out y1 ⎛⎝-xR ⋅TR sin ((θ))⎞⎠⋅⋅TR 2cos((θ))yR⎞⎠ ‖ ‖⎛⎝+-DL_out h2 yR⎞⎠ 2.64 in Version: 1.4.0 Page 3 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Centroid Coordinates:≔x0 =――――― +⋅AL xLi ⋅AR xRi AT 2.12 in ≔y0 =――――― +⋅AL yLi ⋅AR yRi AT 1.99 in Determine Moments of Inertia Using Parallel Axis Theorem: ≔Ix =+++IL ⋅AL ⎛⎝-y0 yLi⎞⎠ 2 IRx ⋅AR ⎛⎝-y0 yRi⎞⎠ 2 3.16 in 4 ≔Iy =+++IL ⋅AL ⎛⎝-x0 xLi⎞⎠ 2 IRy ⋅AR ⎛⎝-x0 xRi⎞⎠ 2 3.52 in 4 Radii of Gyration:≔rx = ‾‾‾ ― Ix AT 1 in ≔ry = ‾‾‾ ― Iy AT 1.06 in PROPERTIES SUMMARY EXISTING LEG Area:=AL 1.71 in 2 Moment of Inertias:≔ILx =IL 1.54 in 4 ≔ILy =IL 1.54 in 4 Radii of Gyration:≔rLx =rL 0.949 in ≔rLy =rL 0.949 in ANGLE REINFORCEMENT Area:=AR 1.44 in 2 Moment of Inertias:=IRx 0.5 in 4 =IRy 1.98 in 4 Radii of Gyration:=rRx 0.592 in =rRy 1.175 in COMPOSITE SHAPE Area:=AT 3.14 in 2 Moment of Inertias:=Ix 3.16 in 4 =Iy 3.52 in 4 Radii of Gyration:=rx 1.003 in =ry 1.058 in Version: 1.4.0 Page 4 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: BUILT-UP SECTION ANALYSIS LEG DATA Steel Modulus of Elasticity:≔E ⋅29000 ksi Diameter to Thickness Ratio:=―― DL_out TL 14.19 Effective Yield Stress (TIA-222-H Section 4.5.4.1):≔F'y_L = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if also if else ≤―― DL_out TL ⋅0.114 ――E Fy_L ‖ ‖Fy_L ≤<⋅0.114 ――E Fy_L ―― DL_out TL ⋅0.448 ――E Fy_L ‖ ‖ ‖ ‖ ‖‖ ⋅⎛ ⎜ ⎜ ⎜⎝ +――――⋅0.0379 E ⋅―― DL_out TL Fy_L ―2 3 ⎞ ⎟ ⎟ ⎟⎠ Fy_L ≤<⋅0.448 ――E Fy_L ―― DL_out TL 300 ‖ ‖ ‖ ‖ ‖‖ ―――⋅0.337 E ――DL_out TL ‖‖“REDESIGN” 50 ksi Effective Length Factor:≔KL 1.0 Effective Slenderness Ratio:≔KL_rL =――― ⋅KL Lu_L rL 50.7 Version: 1.4.0 Page 5 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: REINFORCEMENT DATA Width to Thickness Ratio:=――― -wR TR TR 11 Effective Yield Stress (TIA-222-H Section 4.5.4.1):≔F'y_R = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if also if also if else ≤――― -wR TR TR ⋅0.47 ‾‾‾‾ ――E Fy_R ‖ ‖Fy_R ≤<⋅0.47 ‾‾‾‾ ――E Fy_R ――― -wR TR TR ⋅0.85 ‾‾‾‾ ――E Fy_R ‖ ‖ ‖ ‖ ‖ ‖ ‖ ⋅ ⎛ ⎜ ⎜ ⎜ ⎜ ⎜⎝ -1.677 ⋅0.677 ⎛ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ――――― ――― -wR TR TR ⎛ ⎜ ⎝ ⋅0.47 ‾‾‾‾ ――E Fy_R ⎞ ⎟ ⎠ ⎞ ⎟ ⎟ ⎟ ⎟ ⎟⎠ ⎞ ⎟ ⎟ ⎟ ⎟ ⎟⎠ Fy_R ≤<⋅0.85 ‾‾‾‾ ――E Fy_R ――― -wR TR TR 25 ‖ ‖ ‖ ‖ ‖‖ ⎛ ⎜ ⎜ ⎜ ⎝ ⋅⋅0.0332 π 2 ――――E ⎛ ⎜ ⎝ ―――-wR TR TR ⎞ ⎟ ⎠ 2 ⎞ ⎟ ⎟ ⎟ ⎠ ‖‖“REDESIGN” 36 ksi Effective Length Factor:≔KR ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝Intermediate “Bolted” ‖‖1.0 if ＝Intermediate “Welded” ‖‖0.8 Effective Slenderness Ratio:≔KL_rR =―――― ⋅KR Lu_R min ⎛⎝,rRx rRy⎞⎠ 20.26 COMPRESSIVE STRENGTH (Reinforcement) ≔Fe_R =―――⋅π 2 E KL_rR 2 697.47 ksiElastic Buckling Stress: Critical Compression Stress:≔Fcr_R = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≤KL_rR ⋅4.44 ‾‾‾‾‾ ――E F'y_R ‖ ‖ ‖‖ ⋅⎛ ⎜⎝ -1 ⋅0.25 ――F'y_R Fe_R ⎞ ⎟⎠ F'y_R ‖ ‖Fe_R 35.54 ksi Reduction Factor for Angles:≔ϕc_R 1.0 Design Compressive Strength (Angle Reinforcement):≔ϕPn_R =⋅⋅ϕc_R Fcr_R AR 51.08 kip Version: 1.4.0 Page 6 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: BUILT-UP MEMBER (TIA-222-H Section 4.5.3): Minimum Radius of Gyration of Individual Component: ≔ri =min ⎛⎝,,rL rRx rRy⎞⎠0.592 in Radius of Gyration of Individual Component About its Centroidal Axis Parallel to the Axis of Buckling under consideration for the Built-Up Member: ≔rib =min ⎛⎝,rL rRx⎞⎠0.592 in Distance between Connectors:≔ai =Lu_R 12 in Effective Length Factor for Individual Members: ≔Ki 0.86 Effective Slenderness Ratio of Built-up Member Acting as a Unit: ≔KL_ro =―――――― ⋅1.0 max ⎛⎝,Lu_L Lu_R⎞⎠ min ⎛⎝,rx ry⎞⎠ 47.97 Modified Effective Slenderness Ratio:≔KLrw = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if ≤― ai ri 40 ‖ ‖KL_ro if >― ai ri 40 ‖ ‖ ‖ ‖‖ ‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +KL_ro 2 ⎛ ⎜ ⎝ ―― ⋅Ki ai rib ⎞ ⎟ ⎠ 2 47.97 ≔KL_rm =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if ＝Intermediate “Bolted” ‖ ‖ ‖ ‖ ‾‾‾‾‾‾‾‾‾‾‾ +KL_ro 2 ⎛ ⎜ ⎝ ―ai ri ⎞ ⎟ ⎠ 2 if ＝Intermediate “Welded” ‖ ‖KLrw 52.08 Spacing Requirement Verification:≔KL_rm = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤― ai ri ⋅0.75 KL_ro ‖ ‖KL_rm ‖ ‖ ‖‖ ―――――――max ⎛⎝,⋅KL Lu_L ⋅KR Lu_R⎞⎠ rib 52.08 =Spacing_reqmt “Met” Version: 1.4.0 Page 7 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ‖ ≔KL_rm = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤― ai ri KL_rm ‖ ‖KL_rm ‖‖“Design Rqmts Not Met” 52.08 COMPRESSIVE STRENGTH (BUILT-UP)≔F'y =min ((,F'y_L F'y_R ))36 ksi ≔Fe =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Composite “No” ‖ ‖ ‖‖ ―――⋅π 2 E KL_rm 2 ‖ ‖ ‖‖ ―――⋅π 2 E KL_ro 2 105.54 ksi ≔Fcr = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤――F'y Fe 2.25 ‖ ‖ ‖⋅0.658 ⎛ ⎜ ⎝ ――F'y Fe ⎞ ⎟ ⎠F'y ‖ ‖⋅0.877 Fe 31.21 ksi ≔A =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ＝End “Fixed” ‖ ‖AT ‖ ‖AL 3.14 in 2 Reduction Factor:≔ϕc 0.9 Design Compressive Strength (Built-Up):≔ϕCn =⋅⋅ϕc AFcr 88.33 kip COMPRESSIVE STRENGTH (ORIGINAL LEG)≔Fe_L =―――⋅π 2 E KL_rL 2 111.36 ksi =F'y_L 50 ksi ≔Fcr_L = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤KL_rL ⋅4.71 ‾‾‾‾‾ ――E F'y_L ‖ ‖ ‖⋅0.658 ⎛ ⎜ ⎝ ――F'y_L Fe_L ⎞ ⎟ ⎠F'y_L ‖ ‖⋅0.877 Fe_L 41.43 ksi Version: 1.4.0 Page 8 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: =AL 1.71 in 2 Design Compressive Strength (Original Leg):≔ϕCn_L =⋅⋅ϕc AL Fcr_L 63.66 kip Design Compressive Strength (Controlling):≔CompressiveStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝KL_rm “Design Rqmts Not Met” ‖ ‖ ‖‖ ――Cu ϕCn_L ‖ ‖ ‖‖ ――――― Cu max ⎛⎝,ϕCn ϕCn_L⎞⎠ %70.53 ≔CompressiveStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖CompressiveStrength if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ――――――CompressiveStrength 1.05 %67.2 Crushing Strength:≔ϕc 0.9 ≔ϕCu_Crushing =‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Crushing “Yes” ‖ ‖⋅⋅ϕc Fy_L AL ‖‖“N/A” 76.83 kip ≔CrushingStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Crushing “Yes” ‖ ‖ ‖‖ ―――― Cu ϕCu_Crushing ‖ ‖%0 %81.09 Flexural-Torsional Buckling:≔CrushingStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖CrushingStrength if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――CrushingStrength 1.05 %77.2 ≔Flexural_Torsional =‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤Lu_L Lu_R ‖‖“Redesign” ‖ ‖%0 0 Version: 1.4.0 Page 9 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Compression Leg Load at Time of Modification (Guyed Towers Only): Leg Load at time of Modification:≔P1 =CLLTM 0 kip Compression Force in Modified Leg:≔P2 =Cu 62.3 kip Increase in Leg Load:≔P3 =-P2 P1 62.3 kip ≔PL =+P1 ⋅P3 ⎛ ⎜ ⎝ ――― AL +AL AR ⎞ ⎟ ⎠ 33.82 kip ≔PR =⋅P3 ⎛ ⎜ ⎝ ――― AR +AL AR ⎞ ⎟ ⎠ 28.48 kip Leg Stress Ratio:≔SRL =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if else ∧＝LLTM “Yes”＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――― PL ⋅⋅⋅1.05 ϕc Fcr_L AL ∧＝LLTM “Yes”＝S15Allowable “No” ‖ ‖ ‖‖ ――――PL ⋅⋅ϕc Fcr_L AL ‖‖0 0 Reinforcement Stress Ratio:≔SRR =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if else ∧＝LLTM “Yes”＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――― PR ⋅⋅⋅1.05 ϕc_R Fcr_R AR ∧＝LLTM “Yes”＝S15Allowable “No” ‖ ‖ ‖‖ ―――――PR ⋅⋅ϕc_R Fcr_R AR ‖‖0 0 Version: 1.4.0 Page 10 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: TENSION YIELDING STRENGTH (TIA-222-H Section 4.6.3) Reduction Factor:≔ϕty 0.9 Design Strengths:≔ϕTyn_L =⋅⋅ϕty AL Fy_L 76.83 kip ≔ϕTyn_R =⋅⋅ϕty AR Fy_R 46.58 kip ≔Tension Yielding =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Tension “No” ‖ ‖ ‖‖ ―― Tu ϕTyn_L ‖ ‖ ‖ ‖ ‖‖ max ⎛ ⎜ ⎜ ⎜⎝ ,――― ⋅Tu ―AL AT ϕTyn_L ――― ⋅Tu ―AR AT ϕTyn_R ⎞ ⎟ ⎟ ⎟⎠ %53.18 TENSION RUPTURE STRENGTH (TIA-222-H Section 4.6.3 and 4.6.3.2) Reduction Factor:≔ϕtr 0.75 Net Areas:≔U 1.0 ≔An_L =⋅AL U 1.71 in 2 ≔An_R =⋅AR U 1.44 in 2 Design Strengths:≔ϕTrn_L =⋅⋅ϕtr An_L Fu_L 83.23 kip ≔ϕTrn_R =⋅⋅ϕtr An_R Fu_R 62.53 kip ≔Tension Rupture =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Tension “No” ‖ ‖ ‖‖ ―― Tu ϕTrn_L ‖ ‖ ‖ ‖ ‖‖ max ⎛ ⎜ ⎜ ⎜⎝ ,――― ⋅Tu ―AL AT ϕTrn_L ――― ⋅Tu ―AR AT ϕTrn_R ⎞ ⎟ ⎟ ⎟⎠ %39.61 Version: 1.4.0 Page 11 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: FLEXURE DUE TO ECCENTRICITY (TIA-222-H Section 4.7) Effective Yield Stress of Leg in Flexure: ≔F'yf_L = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if also if else ≤―― DL_out TL ⋅0.0714 ――E Fy_L ‖ ‖Fy_L ≤<⋅0.0714 ――E Fy_L ―― DL_out TL ⋅0.309 ――E Fy_L ‖ ‖ ‖ ‖ ‖‖ ⋅⎛ ⎜ ⎜ ⎜⎝ +――――⋅0.0207 E ⋅―― DL_out TL Fy_L 1⎞ ⎟ ⎟ ⎟⎠ Fy_L ≤<⋅0.309 ――E Fy_L ―― DL_out TL 300 ‖ ‖ ‖ ‖ ‖‖ ―――⋅0.330 E ――DL_out TL ‖‖“Redesign” 50 ksi Considering the Built-Up Shape to remain Elastic, the effective yield stresses should be capped at the original grade: ≔F'yf_L =min ⎛⎝,F'yf_L Fy_L⎞⎠50 ksi Effective Yield Stress of Reinforcement in Flexure: Leg Local Buckling (AISC 360 Chapter F): ≔F'yf_R = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ≤― wR TR ⋅0.54 ‾‾‾‾ ――E Fy_R ‖ ‖⋅1.5 Fy_R if ≤<⋅0.54 ‾‾‾‾ ――E Fy_R ― wR TR ⋅0.91 ‾‾‾‾ ――E Fy_R ‖ ‖ ‖‖ ⋅ ⎛ ⎜ ⎜⎝ -2.43 ⋅⋅1.72 ― wR TR ‾‾‾‾ ―― Fy_R E ⎞ ⎟ ⎟⎠ Fy_R if >―wR TR ⋅0.91 ‾‾‾‾ ――E Fy_R ‖ ‖ ‖ ‖ ‖‖ ―――⋅0.71 E ⎛ ⎜ ⎝ ― wR TR ⎞ ⎟ ⎠ 2 54 ksi Version: 1.4.0 Page 12 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Considering the Built-Up Shape to remain Elastic, the effective yield stresses should be capped at the original grade: ≔F'yf_R =min ⎛⎝,F'yf_R Fy_R⎞⎠36 ksi Distance to Extreme Fiber at Top of Round Leg: ≔dLtop =-DL_out y0 0.89 in Distance to Extreme Fiber at Bottom of Round Leg: ≔dLbot =y0 1.99 in Distance to Extreme Fiber at Top of Angle Reinforcement: ≔dRtop =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≥⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖⎛⎝-+DL_out y1 y0⎞⎠ ‖ ‖⎛⎝+--⋅0.5 DL_out ⎛⎝-y0 yL⎞⎠h2 ⎛⎝+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⎞⎠⎞⎠ 1.84 in Distance to Extreme Fiber at Top of Angle Reinforcement: ≔dRbot =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≥⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖||--+DL_out y1 y0 ⎛⎝+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⎞⎠|| ‖ ‖⎛⎝-dLtop h2⎞⎠ 0.46 in ≔slope =min ⎛ ⎜ ⎝ ,,,―― F'yf_L dLtop ―― F'yf_L dLbot ―― F'yf_R dRtop ―― F'yf_R dRbot ⎞ ⎟ ⎠ 19.54 ――kip in 3 Effective Yield Stress of Member at Extreme Fiber:≔F'yf =⋅slope max ⎛⎝,,,dLtop dLbot dRtop dRbot⎞⎠38.85 ksi Section Modulus of Built-Up Shape about Axis of Bending: ≔Sx =――――――――― Ix max ⎛⎝,,,dLtop dLbot dRtop dRbot⎞⎠ 1.59 in 3 Eccentricity:≔ex =||-y0 yL||0.55 in Resistance Factor:≔ϕf 0.9 Nominal Flexural Strength:≔Mnx =⋅F'yf Sx 5.15 ⋅kip ft ≔ϕMnx =⋅ϕf Mnx 4.64 ⋅kip ft Applied Moment for Compression:≔Muxc =⋅Cu ex 2.84 ⋅kip ft Applied Moment for Tension: ≔Muxt =⋅Tu ex 2.47 ⋅kip ft Version: 1.4.0 Page 13 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ≔Sx_top =―― Ix dRtop 1.72 in 3 ≔Sy_right =― Iy xLi 1.66 in 3 ≔Sx_bot =―― Ix dLbot 1.59 in 3 ≔Sy_left =― Iy xLi 1.66 in 3 COMBINED BENDING AND AXIAL FORCES (TIA-222-H Section 4.8.1) ≔K 1.0 Elastic Critical Buckling Strength of Member in the Plane of Bending: ≔Pex =――――――― ⋅⋅π 2 EIx ⎛⎝⋅K max ⎛⎝,Lu_L Lu_R⎞⎠⎞⎠ 2 391.08 kip Amplification Factor for Lattice Structures (Compression):≔B1 =―――1 -1 ―― Cu Pex 1.19 DESIGN OF MEMBERS FOR COMBINED FORCES AND TORSION (TIA-222-H Section 4.8.1.1) ≔Interactioncomp = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ≥―― Cu ϕCn 0.2 ‖ ‖ ‖‖ + | | | ―― Cu ϕCn | | | ⋅―8 9 | | | ――― ⋅B1 Muxc ϕMnx | | | if <―― Cu ϕCn 0.2 ‖ ‖ ‖‖ + | | | ―――Cu ⋅2 ϕCn | | | | | | ―――⋅B1 Muxc ϕMnx | | | %135.39 ≔Interactiontension ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ≥max ⎛⎝,Tension Yielding Tension Rupture⎞⎠0.2 ‖ ‖ ‖‖ +||max ⎛⎝,Tension Yielding Tension Rupture⎞⎠||⋅―8 9 | | | ―― Muxt ϕMnx | | | if <max ⎛⎝,Tension Yielding Tension Rupture⎞⎠0.2 ‖ ‖ ‖‖ +||⋅max ⎛⎝,Tension Yielding Tension Rupture⎞⎠0.5|| | | | ―― Muxt ϕMnx | | | =Interactiontension %100.6 Version: 1.4.0 Page 14 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ≔InteractionFlexure =‖ ‖ ‖ ‖ ‖ ‖‖ if ＝Eccentricity “Yes” ‖ ‖max ⎛⎝,Interactioncomp Interactiontension⎞⎠ if ＝Eccentricity “No” ‖ ‖%0 0 ≔InteractionFlexure =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖InteractionFlexure if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――InteractionFlexure 1.05 0.0 ≔Tension Yielding =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖Tension Yielding if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ――――Tension Yielding 1.05 %50.6 ≔Tension Rupture =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖Tension Rupture if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ――――Tension Rupture 1.05 %37.7 ANALYSIS / DESIGN SUMMARY =CompressiveStrength %67.17 =CrushingStrength %77.23 =Flexural_Torsional 0 =Tension Yielding %50.64 =Tension Rupture %37.72 =InteractionFlexure 0 =SRL 0 =SRR 0 =RATING %77.23 Controlling Shape:=Controlling “Built-Up” Version: 1.4.0 Page 15 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Welded Bridge Stiffeners with Pipe Legs Reinforcement Check TIA Rev. H Description: This sheet is for the analysis of a reinforced flange connection using existing welded bridge stiffeners. Version 1.2.0 Page 1 of 6 BU: 857665 WO: 2150945 Done By: RTC Checked By: Elevation: 40ft Apply TIA-222-H Section 15.5?Yes Jump Plate Number of jump plates ≔N 3 Yield strength of plate ≔Fy ⋅50 ksi Ultimate strength of plate ≔Fu ⋅65 ksi Thickness of plate ≔tplate ⋅1 in Effective width of plate ≔weffective ⋅4 in Design Tensile Strength Design Tensile Strength in Leg (From TNX) ≔ϕPn_leg.tension ⋅166.21 kip tensile force needed to be resisted by each jump plate≔Pt =――――ϕPn_leg.tension N 55.4 kip Tensile Strength of the Jump Plate AISC 15th Edition Chapter D Equations D2-1 and D2-2 Safety Factor ≔ϕty 0.9 ≔ϕtr 0.75 gross area of the plate cross section ≔Ag =⋅tplate weffective 4 in 2 Tension Yielding ≔Ptensyield =⋅Fy Ag 200 kip Tension Rupture ≔Ptensrupt =⋅Fu Ag 260 kip Design Tensile Strength of Jump Plate ≔ϕPn.tension =min ⎛⎝,⋅ϕty Ptensyield ⋅ϕtr Ptensrupt⎞⎠180 kip Tension Check Gross Section Yield ≔Checkten_yieldHSS ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≥ϕPn.tension Pt ‖‖“OK” ‖‖“N/G” =Checkten_yieldHSS “OK” ≔Checktension =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖ ‖‖ ―――Pt ϕPn.tension if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ⋅――― Pt ϕPn.tension ⎛ ⎜⎝ ――1 1.05 ⎞ ⎟⎠ %29.31 Version 1.2.0 Page 2 of 6 BU: 857665 WO: 2150945 Done By: RTC Checked By: Compression Check AISC 15th Edition Chapter E Equation (E3-1 to E3-4)Unbraced Length ≔lu ⋅24.0 in K Factor ≔K 1.0 Radius of gyration ≔rx =――tplate ‾‾12 0.29 in Effective Slenderness ≔Lc_r =――⋅Klu rx 83.14 Modulus of elasticity ≔E ⋅29000 ksi Design Compressive Force in Leg (From TNX) ≔Pcomp.leg ⋅76.14 kip compression force needed to be resisted by each jump plate≔Pc =―――Pcomp.leg N 25.38 kip Compression Strength of Jump Plate Safety Factor ≔ϕc 0.9 ＝ϕPn_comp ⋅⋅ϕc Fcr Ag ≔Fe =―――⋅π 2 E ⎛⎝Lc_r⎞⎠2 41.41 ksi ≔Fcr = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if else >Lc_r ⋅4.71 ‾‾‾ ―E Fy ‖ ‖⎛⎝⋅0.877 Fe⎞⎠ ‖ ‖ ‖‖ ⎛ ⎜⎝⋅0.658 ― Fy Fe Fy ⎞ ⎟⎠ 30.16 ksi AISC 15th Edition Chapter J Equation (J4-6) ≔ϕPn_comp ‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≤Lc_r 25 ‖ ‖⋅⋅ϕc Fy Ag ‖ ‖⋅⋅ϕc Fcr Ag =ϕPn_comp 108.59 kip ≔Checkcomp ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≥ϕPn_comp Pc ‖‖“OK” ‖‖“N/G” =Checkcomp “OK” Version 1.2.0 Page 3 of 6 BU: 857665 WO: 2150945 Done By: RTC Checked By: ≔Checkcompression =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖ ‖‖ ―――Pc ϕPn_comp if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ⋅――― Pc ϕPn_comp ⎛ ⎜⎝ ――1 1.05 ⎞ ⎟⎠ %22.26 WELD CONNECTION ≔Fyleg ⋅50 ksiWeld Sizing ≔tleg ⋅0.203 inSST Leg Thickness ≔lweld ⋅24 inLength of vertical weld Electrode Strength ≔FEXX ⋅70 ksi Vertical fillet weld size - jump plate to leg (in sixteenths of an inch):≔Dvplate 3 ≔Weldsize =――Dvplate 16 0.19 Horizontal component of eccentricity with respect to centroid of the weld group ≔ex ⋅6 in Load Not in Plane with Weld Group ≔k 0 ≔a =――ex lweld 0.25 Electrode Strength Coefficient =C1 1 ≔C 3.31Coefficient for eccentrically Loaded Weld Groups (Linearly interpolated from AISC, 15th Edition, Table 8-4) Weld Capacity Design Strength ≔ϕw 0.75 ≔Dmin =ceil ⎛ ⎜ ⎝ ――――――⋅Pt in ⋅⋅⋅⋅ϕw CC1 lweld kip ⎞ ⎟ ⎠ 1 ≔minweldsize =――Dmin 16 0.063 Version 1.2.0 Page 4 of 6 BU: 857665 WO: 2150945 Done By: RTC Checked By: ≔Checkweld ‖ ‖ ‖ ‖ ‖ ‖‖ if else ∧∧≥Dvplate Dmin ≥Dvplate Minweldsize ≤Dvplate Maxweldsize ‖‖“OK” ‖‖“N/G” =Checkweld “OK” ≔ϕRnweld2 =⋅⋅⋅⋅⋅⋅ϕw C ksi in C1 Dvplate lweld 178.74 kip ≔Checkweld3 ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≥ϕRnweld2 Pt ‖‖“OK” ‖‖“N/G” =Checkweld3 “OK” ≔Ratingweld =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖ ‖‖ ―――Pt ϕRnweld2 if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ⋅――― Pt ϕRnweld2 ⎛ ⎜⎝ ――1 1.05 ⎞ ⎟⎠ %29.52 Punching Shear Check Leg (max per unit length): (AISC 15th Ed., Section J4.2)≔M1 =⋅ϕPn.tension ex 1080 ⋅kip in ≔Splate1 =――――⋅tplate lweld 2 6 96 in 3 ≔fv =⋅⋅⋅―― M1 Splate1 tplate 1 in 11.25 kip ≔ϕvy 1.00 ≔ϕvr 0.75 ≔ϕFvy =⋅⋅⋅⋅⋅⋅ϕvy 0.6 Fy 2 tleg 1 in 12.18 kip ≔ϕFvr =⋅⋅⋅⋅⋅⋅ϕvr 0.6 Fu 2 tleg 1 in 11.88 kip ≔ϕFv =min ⎛⎝,ϕFvy ϕFvr⎞⎠11.88 kip ≔RatingPS =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖ ‖‖ ――fv ϕFv if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ⋅ ⎛ ⎜ ⎝ ―― fv ϕFv ⎞ ⎟ ⎠ ⎛ ⎜⎝ ――1 1.05 ⎞ ⎟⎠ %90.22≔CheckPS ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≥ϕFv fv ‖‖“OK” ‖‖“N/G” =CheckPS “OK” Version 1.2.0 Page 5 of 6 BU: 857665 WO: 2150945 Done By: RTC Checked By: ANGLE ON ROUND 20' - 40' LOADS Compression:≔Cu ⋅76.14 kip Apply TIA-222-H Section 15.5?Yes Tension:≔Tu ⋅65.73 kip Consider Leg Load at Time of Modification? (Guyed Towers Only) No Leg Load at time of Modification (Guyed Tower)≔CLLTM ⋅0 kip EXISTING PIPE LEG INPUTS Outside Diameter:≔DL_out ⋅2.88 in Nominal Thickness:≔TL ⋅0.276 in Yield Strength:≔Fy_L ⋅50 ksi Ultimate Strength:≔Fu_L ⋅65 ksi Unbraced Length:≔Lu_L ⋅60.12 in REINFORCEMENT INPUTS Angle Width:≔wR ⋅3 in Thickness:≔TR ⋅0.25 in Yield Strength:≔Fy_R ⋅36 ksi Ultimate Strength:≔Fu_R ⋅58 ksi Intermediate Spacing:≔Lu_R ⋅12 in (0.001in if Fully Welded) End Connection Type:Fixed (Fully tightened bolted connections are considered the same as welded)Intermediate Connection Type:Bolted Leg Crushing Check:Yes Consider Reinforcement for Tension?:Yes Consider Components as Composite?:No Consider Eccentricity?:No Version: 1.4.0 Page 1 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: EXISTING PIPE LEG PROPERTIES Diameter to Thickness Ratio:=―― DL_out TL 10.43 Inside Diameter:≔DL_in =-DL_out ⋅2 TL 2.33 in Area:≔AL =⋅―π 4 ⎛⎝-DL_out 2 DL_in 2 ⎞⎠2.26 in 2 Moment of Inertia:≔IL =⋅―π 64 ⎛⎝-DL_out 4 DL_in 4 ⎞⎠1.94 in 4 Radius of Gyration:≔rL =―――――― ‾‾‾‾‾‾‾‾‾‾‾+DL_out 2 DL_in 2 4 0.93 in Centroid Coordinates:≔xL =⋅0.5 DL_out 1.44 in ≔yL =⋅0.5 DL_out 1.44 in ANGLE REINFORCEMENT PROPERTIES Width to Thickness Ratio:=― wR TR 12 Width of Leg 1:≔bwR Width of Leg 2:≔dwR Width of Leg 1 minus Thickness:≔a =-bTR 2.75 in Width of Leg 2 minus Thickness:≔c =-dTR 2.75 in Area of Angle:≔AR =⋅TR ((+bc))1.44 in 2 Centroid Coordinates:≔xR1 =―――― +b 2 ⋅cTR ⋅2 ((+bc)) 0.84 in ≔yR1 =―――― +d 2 ⋅aTR ⋅2 ((+bc)) 0.84 in ≔IRx =⋅―1 3 ⎛ ⎝-+⋅TR ⎛⎝-dyR1⎞⎠ 3 ⋅byR1 3 ⋅a ⎛⎝-yR1 TR⎞⎠ 3 ⎞ ⎠1.24 in 4 Moment of Inertias: ≔IRy =⋅―1 3 ⎛ ⎝-+⋅TR ⎛⎝-bxR1⎞⎠ 3 ⋅dxR1 3 ⋅c ⎛⎝-xR1 TR⎞⎠ 3 ⎞ ⎠1.24 in 4 Product of Inertia about the X-X and Y-Y Axis:≔K =―――― ⋅⋅⋅⋅abcdTR ⋅4 ((+bc)) 0.74 in 4 ≔θ ⋅45 deg Version: 1.4.0 Page 2 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ANGLE REINFORCEMENT PROPERTIES ADJUSTED FOR ORIENTATION Moment of Inertia about Strong Axis:≔IRw =-+⋅IRx cos ((θ)) 2 ⋅IRy sin ((θ)) 2 ⋅K sin ((⋅2 θ))0.5 in 4 Moment of Inertia about Weak Axis:≔IRz =++⋅IRx sin ((θ)) 2 ⋅IRy cos ((θ)) 2 ⋅K sin ((⋅2 θ))1.98 in 4 ≔IRx IRw ≔IRy IRz Radius of Gyration about Weak Axis:≔rRx = ‾‾‾ ― IRx AR 0.59 in Radius of Gyration about Strong Axis:≔rRy = ‾‾‾ ― IRy AR 1.17 in Adjusted Centroid Coordinates due to Orientation: ≔xR =⋅wR sin ((θ))2.12 in ≔yR =-+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⋅⋅yR1 2cos((θ))1.11 in COMPOSITE SECTION PROPERTIES Total Area of Built-Up Shape:≔AT =+AL AR 3.7 in 2 Determine Centroid Coordinates using Common Axis: ≔xLi =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≤⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖⋅0.5 DL_out ‖ ‖⋅wR sin ((θ)) 2.12 in ≔yLi =yL 1.44 in ≔xRi =xLi 2.12 in ≔x1 =⋅⋅0.5 DL_out sin ((θ))1.02 in ≔θ1 ⋅90 deg ≔h1 =-⋅0.5 DL_out ⋅⋅0.5 DL_out cos ⎛⎝⋅0.5 θ1⎞⎠0.42 in ≔y1 =-+x1 ⋅TR ((⋅2cos((θ))))h1 0.95 in ≔θ2 =―――――― ⋅⋅2 ⎛⎝-wR TR⎞⎠sin ((θ)) ⋅0.5 DL_out 154.74 deg ≔h2 =-⋅0.5 DL_out ⋅⋅0.5 DL_out cos ⎛⎝⋅0.5 θ2⎞⎠1.13 in ≔y2 =-+DL_out ⎛⎝+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⎞⎠h2 4.05 in ≔yRi =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≥⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖⎛⎝+--+DL_out y1 ⎛⎝-xR ⋅TR sin ((θ))⎞⎠⋅⋅TR 2cos((θ))yR⎞⎠ ‖ ‖⎛⎝+-DL_out h2 yR⎞⎠ 2.64 in Version: 1.4.0 Page 3 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Centroid Coordinates:≔x0 =――――― +⋅AL xLi ⋅AR xRi AT 2.12 in ≔y0 =――――― +⋅AL yLi ⋅AR yRi AT 1.91 in Determine Moments of Inertia Using Parallel Axis Theorem: ≔Ix =+++IL ⋅AL ⎛⎝-y0 yLi⎞⎠ 2 IRx ⋅AR ⎛⎝-y0 yRi⎞⎠ 2 3.7 in 4 ≔Iy =+++IL ⋅AL ⎛⎝-x0 xLi⎞⎠ 2 IRy ⋅AR ⎛⎝-x0 xRi⎞⎠ 2 3.92 in 4 Radii of Gyration:≔rx = ‾‾‾ ― Ix AT 1 in ≔ry = ‾‾‾ ― Iy AT 1.03 in PROPERTIES SUMMARY EXISTING LEG Area:=AL 2.26 in 2 Moment of Inertias:≔ILx =IL 1.94 in 4 ≔ILy =IL 1.94 in 4 Radii of Gyration:≔rLx =rL 0.926 in ≔rLy =rL 0.926 in ANGLE REINFORCEMENT Area:=AR 1.44 in 2 Moment of Inertias:=IRx 0.5 in 4 =IRy 1.98 in 4 Radii of Gyration:=rRx 0.592 in =rRy 1.175 in COMPOSITE SHAPE Area:=AT 3.7 in 2 Moment of Inertias:=Ix 3.7 in 4 =Iy 3.92 in 4 Radii of Gyration:=rx 1.001 in =ry 1.03 in Version: 1.4.0 Page 4 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: BUILT-UP SECTION ANALYSIS LEG DATA Steel Modulus of Elasticity:≔E ⋅29000 ksi Diameter to Thickness Ratio:=―― DL_out TL 10.43 Effective Yield Stress (TIA-222-H Section 4.5.4.1):≔F'y_L = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if also if else ≤―― DL_out TL ⋅0.114 ――E Fy_L ‖ ‖Fy_L ≤<⋅0.114 ――E Fy_L ―― DL_out TL ⋅0.448 ――E Fy_L ‖ ‖ ‖ ‖ ‖‖ ⋅⎛ ⎜ ⎜ ⎜⎝ +――――⋅0.0379 E ⋅―― DL_out TL Fy_L ―2 3 ⎞ ⎟ ⎟ ⎟⎠ Fy_L ≤<⋅0.448 ――E Fy_L ―― DL_out TL 300 ‖ ‖ ‖ ‖ ‖‖ ―――⋅0.337 E ――DL_out TL ‖‖“REDESIGN” 50 ksi Effective Length Factor:≔KL 1.0 Effective Slenderness Ratio:≔KL_rL =――― ⋅KL Lu_L rL 64.94 Version: 1.4.0 Page 5 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: REINFORCEMENT DATA Width to Thickness Ratio:=――― -wR TR TR 11 Effective Yield Stress (TIA-222-H Section 4.5.4.1):≔F'y_R = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if also if also if else ≤――― -wR TR TR ⋅0.47 ‾‾‾‾ ――E Fy_R ‖ ‖Fy_R ≤<⋅0.47 ‾‾‾‾ ――E Fy_R ――― -wR TR TR ⋅0.85 ‾‾‾‾ ――E Fy_R ‖ ‖ ‖ ‖ ‖ ‖ ‖ ⋅ ⎛ ⎜ ⎜ ⎜ ⎜ ⎜⎝ -1.677 ⋅0.677 ⎛ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ――――― ――― -wR TR TR ⎛ ⎜ ⎝ ⋅0.47 ‾‾‾‾ ――E Fy_R ⎞ ⎟ ⎠ ⎞ ⎟ ⎟ ⎟ ⎟ ⎟⎠ ⎞ ⎟ ⎟ ⎟ ⎟ ⎟⎠ Fy_R ≤<⋅0.85 ‾‾‾‾ ――E Fy_R ――― -wR TR TR 25 ‖ ‖ ‖ ‖ ‖‖ ⎛ ⎜ ⎜ ⎜ ⎝ ⋅⋅0.0332 π 2 ――――E ⎛ ⎜ ⎝ ―――-wR TR TR ⎞ ⎟ ⎠ 2 ⎞ ⎟ ⎟ ⎟ ⎠ ‖‖“REDESIGN” 36 ksi Effective Length Factor:≔KR ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝Intermediate “Bolted” ‖‖1.0 if ＝Intermediate “Welded” ‖‖0.8 Effective Slenderness Ratio:≔KL_rR =―――― ⋅KR Lu_R min ⎛⎝,rRx rRy⎞⎠ 20.26 COMPRESSIVE STRENGTH (Reinforcement) ≔Fe_R =―――⋅π 2 E KL_rR 2 697.47 ksiElastic Buckling Stress: Critical Compression Stress:≔Fcr_R = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≤KL_rR ⋅4.44 ‾‾‾‾‾ ――E F'y_R ‖ ‖ ‖‖ ⋅⎛ ⎜⎝ -1 ⋅0.25 ――F'y_R Fe_R ⎞ ⎟⎠ F'y_R ‖ ‖Fe_R 35.54 ksi Reduction Factor for Angles:≔ϕc_R 1.0 Design Compressive Strength (Angle Reinforcement):≔ϕPn_R =⋅⋅ϕc_R Fcr_R AR 51.08 kip Version: 1.4.0 Page 6 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: BUILT-UP MEMBER (TIA-222-H Section 4.5.3): Minimum Radius of Gyration of Individual Component: ≔ri =min ⎛⎝,,rL rRx rRy⎞⎠0.592 in Radius of Gyration of Individual Component About its Centroidal Axis Parallel to the Axis of Buckling under consideration for the Built-Up Member: ≔rib =min ⎛⎝,rL rRx⎞⎠0.592 in Distance between Connectors:≔ai =Lu_R 12 in Effective Length Factor for Individual Members: ≔Ki 0.86 Effective Slenderness Ratio of Built-up Member Acting as a Unit: ≔KL_ro =―――――― ⋅1.0 max ⎛⎝,Lu_L Lu_R⎞⎠ min ⎛⎝,rx ry⎞⎠ 60.07 Modified Effective Slenderness Ratio:≔KLrw = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if ≤― ai ri 40 ‖ ‖KL_ro if >― ai ri 40 ‖ ‖ ‖ ‖‖ ‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +KL_ro 2 ⎛ ⎜ ⎝ ―― ⋅Ki ai rib ⎞ ⎟ ⎠ 2 60.07 ≔KL_rm =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if ＝Intermediate “Bolted” ‖ ‖ ‖ ‖ ‾‾‾‾‾‾‾‾‾‾‾ +KL_ro 2 ⎛ ⎜ ⎝ ―ai ri ⎞ ⎟ ⎠ 2 if ＝Intermediate “Welded” ‖ ‖KLrw 63.39 Spacing Requirement Verification:≔KL_rm = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤― ai ri ⋅0.75 KL_ro ‖ ‖KL_rm ‖ ‖ ‖‖ ―――――――max ⎛⎝,⋅KL Lu_L ⋅KR Lu_R⎞⎠ rib 63.39 =Spacing_reqmt “Met” Version: 1.4.0 Page 7 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ‖ ≔KL_rm = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤― ai ri KL_rm ‖ ‖KL_rm ‖‖“Design Rqmts Not Met” 63.39 COMPRESSIVE STRENGTH (BUILT-UP)≔F'y =min ((,F'y_L F'y_R ))36 ksi ≔Fe =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Composite “No” ‖ ‖ ‖‖ ―――⋅π 2 E KL_rm 2 ‖ ‖ ‖‖ ―――⋅π 2 E KL_ro 2 71.22 ksi ≔Fcr = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤――F'y Fe 2.25 ‖ ‖ ‖⋅0.658 ⎛ ⎜ ⎝ ――F'y Fe ⎞ ⎟ ⎠F'y ‖ ‖⋅0.877 Fe 29.14 ksi ≔A =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ＝End “Fixed” ‖ ‖AT ‖ ‖AL 3.7 in 2 Reduction Factor:≔ϕc 0.9 Design Compressive Strength (Built-Up):≔ϕCn =⋅⋅ϕc AFcr 96.9 kip COMPRESSIVE STRENGTH (ORIGINAL LEG)≔Fe_L =―――⋅π 2 E KL_rL 2 67.87 ksi =F'y_L 50 ksi ≔Fcr_L = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤KL_rL ⋅4.71 ‾‾‾‾‾ ――E F'y_L ‖ ‖ ‖⋅0.658 ⎛ ⎜ ⎝ ――F'y_L Fe_L ⎞ ⎟ ⎠F'y_L ‖ ‖⋅0.877 Fe_L 36.73 ksi Version: 1.4.0 Page 8 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: =AL 2.26 in 2 Design Compressive Strength (Original Leg):≔ϕCn_L =⋅⋅ϕc AL Fcr_L 74.65 kip Design Compressive Strength (Controlling):≔CompressiveStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝KL_rm “Design Rqmts Not Met” ‖ ‖ ‖‖ ――Cu ϕCn_L ‖ ‖ ‖‖ ――――― Cu max ⎛⎝,ϕCn ϕCn_L⎞⎠ %78.58 ≔CompressiveStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖CompressiveStrength if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ――――――CompressiveStrength 1.05 %74.8 Crushing Strength:≔ϕc 0.9 ≔ϕCu_Crushing =‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Crushing “Yes” ‖ ‖⋅⋅ϕc Fy_L AL ‖‖“N/A” 101.6 kip ≔CrushingStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Crushing “Yes” ‖ ‖ ‖‖ ―――― Cu ϕCu_Crushing ‖ ‖%0 %74.94 Flexural-Torsional Buckling:≔CrushingStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖CrushingStrength if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――CrushingStrength 1.05 %71.4 ≔Flexural_Torsional =‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤Lu_L Lu_R ‖‖“Redesign” ‖ ‖%0 0 Version: 1.4.0 Page 9 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Compression Leg Load at Time of Modification (Guyed Towers Only): Leg Load at time of Modification:≔P1 =CLLTM 0 kip Compression Force in Modified Leg:≔P2 =Cu 76.14 kip Increase in Leg Load:≔P3 =-P2 P1 76.14 kip ≔PL =+P1 ⋅P3 ⎛ ⎜ ⎝ ――― AL +AL AR ⎞ ⎟ ⎠ 46.52 kip ≔PR =⋅P3 ⎛ ⎜ ⎝ ――― AR +AL AR ⎞ ⎟ ⎠ 29.62 kip Leg Stress Ratio:≔SRL =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if else ∧＝LLTM “Yes”＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――― PL ⋅⋅⋅1.05 ϕc Fcr_L AL ∧＝LLTM “Yes”＝S15Allowable “No” ‖ ‖ ‖‖ ――――PL ⋅⋅ϕc Fcr_L AL ‖‖0 0 Reinforcement Stress Ratio:≔SRR =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if else ∧＝LLTM “Yes”＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――― PR ⋅⋅⋅1.05 ϕc_R Fcr_R AR ∧＝LLTM “Yes”＝S15Allowable “No” ‖ ‖ ‖‖ ―――――PR ⋅⋅ϕc_R Fcr_R AR ‖‖0 0 Version: 1.4.0 Page 10 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: TENSION YIELDING STRENGTH (TIA-222-H Section 4.6.3) Reduction Factor:≔ϕty 0.9 Design Strengths:≔ϕTyn_L =⋅⋅ϕty AL Fy_L 101.6 kip ≔ϕTyn_R =⋅⋅ϕty AR Fy_R 46.58 kip ≔Tension Yielding =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Tension “No” ‖ ‖ ‖‖ ―― Tu ϕTyn_L ‖ ‖ ‖ ‖ ‖‖ max ⎛ ⎜ ⎜ ⎜⎝ ,――― ⋅Tu ―AL AT ϕTyn_L ――― ⋅Tu ―AR AT ϕTyn_R ⎞ ⎟ ⎟ ⎟⎠ %54.9 TENSION RUPTURE STRENGTH (TIA-222-H Section 4.6.3 and 4.6.3.2) Reduction Factor:≔ϕtr 0.75 Net Areas:≔U 1.0 ≔An_L =⋅AL U 2.26 in 2 ≔An_R =⋅AR U 1.44 in 2 Design Strengths:≔ϕTrn_L =⋅⋅ϕtr An_L Fu_L 110.07 kip ≔ϕTrn_R =⋅⋅ϕtr An_R Fu_R 62.53 kip ≔Tension Rupture =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Tension “No” ‖ ‖ ‖‖ ―― Tu ϕTrn_L ‖ ‖ ‖ ‖ ‖‖ max ⎛ ⎜ ⎜ ⎜⎝ ,――― ⋅Tu ―AL AT ϕTrn_L ――― ⋅Tu ―AR AT ϕTrn_R ⎞ ⎟ ⎟ ⎟⎠ %40.89 Version: 1.4.0 Page 11 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: FLEXURE DUE TO ECCENTRICITY (TIA-222-H Section 4.7) Effective Yield Stress of Leg in Flexure: ≔F'yf_L = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if also if else ≤―― DL_out TL ⋅0.0714 ――E Fy_L ‖ ‖Fy_L ≤<⋅0.0714 ――E Fy_L ―― DL_out TL ⋅0.309 ――E Fy_L ‖ ‖ ‖ ‖ ‖‖ ⋅⎛ ⎜ ⎜ ⎜⎝ +――――⋅0.0207 E ⋅―― DL_out TL Fy_L 1⎞ ⎟ ⎟ ⎟⎠ Fy_L ≤<⋅0.309 ――E Fy_L ―― DL_out TL 300 ‖ ‖ ‖ ‖ ‖‖ ―――⋅0.330 E ――DL_out TL ‖‖“Redesign” 50 ksi Considering the Built-Up Shape to remain Elastic, the effective yield stresses should be capped at the original grade: ≔F'yf_L =min ⎛⎝,F'yf_L Fy_L⎞⎠50 ksi Effective Yield Stress of Reinforcement in Flexure: Leg Local Buckling (AISC 360 Chapter F): ≔F'yf_R = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ≤― wR TR ⋅0.54 ‾‾‾‾ ――E Fy_R ‖ ‖⋅1.5 Fy_R if ≤<⋅0.54 ‾‾‾‾ ――E Fy_R ― wR TR ⋅0.91 ‾‾‾‾ ――E Fy_R ‖ ‖ ‖‖ ⋅ ⎛ ⎜ ⎜⎝ -2.43 ⋅⋅1.72 ― wR TR ‾‾‾‾ ―― Fy_R E ⎞ ⎟ ⎟⎠ Fy_R if >―wR TR ⋅0.91 ‾‾‾‾ ――E Fy_R ‖ ‖ ‖ ‖ ‖‖ ―――⋅0.71 E ⎛ ⎜ ⎝ ― wR TR ⎞ ⎟ ⎠ 2 54 ksi Version: 1.4.0 Page 12 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Considering the Built-Up Shape to remain Elastic, the effective yield stresses should be capped at the original grade: ≔F'yf_R =min ⎛⎝,F'yf_R Fy_R⎞⎠36 ksi Distance to Extreme Fiber at Top of Round Leg: ≔dLtop =-DL_out y0 0.97 in Distance to Extreme Fiber at Bottom of Round Leg: ≔dLbot =y0 1.91 in Distance to Extreme Fiber at Top of Angle Reinforcement: ≔dRtop =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≥⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖⎛⎝-+DL_out y1 y0⎞⎠ ‖ ‖⎛⎝+--⋅0.5 DL_out ⎛⎝-y0 yL⎞⎠h2 ⎛⎝+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⎞⎠⎞⎠ 1.92 in Distance to Extreme Fiber at Top of Angle Reinforcement: ≔dRbot =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≥⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖||--+DL_out y1 y0 ⎛⎝+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⎞⎠|| ‖ ‖⎛⎝-dLtop h2⎞⎠ 0.37 in ≔slope =min ⎛ ⎜ ⎝ ,,,―― F'yf_L dLtop ―― F'yf_L dLbot ―― F'yf_R dRtop ―― F'yf_R dRbot ⎞ ⎟ ⎠ 18.71 ――kip in 3 Effective Yield Stress of Member at Extreme Fiber:≔F'yf =⋅slope max ⎛⎝,,,dLtop dLbot dRtop dRbot⎞⎠36 ksi Section Modulus of Built-Up Shape about Axis of Bending: ≔Sx =――――――――― Ix max ⎛⎝,,,dLtop dLbot dRtop dRbot⎞⎠ 1.92 in 3 Eccentricity:≔ex =||-y0 yL||0.47 in Resistance Factor:≔ϕf 0.9 Nominal Flexural Strength:≔Mnx =⋅F'yf Sx 5.77 ⋅kip ft ≔ϕMnx =⋅ϕf Mnx 5.2 ⋅kip ft Applied Moment for Compression:≔Muxc =⋅Cu ex 2.96 ⋅kip ft Applied Moment for Tension: ≔Muxt =⋅Tu ex 2.55 ⋅kip ft Version: 1.4.0 Page 13 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ≔Sx_top =―― Ix dRtop 1.92 in 3 ≔Sy_right =― Iy xLi 1.85 in 3 ≔Sx_bot =―― Ix dLbot 1.94 in 3 ≔Sy_left =― Iy xLi 1.85 in 3 COMBINED BENDING AND AXIAL FORCES (TIA-222-H Section 4.8.1) ≔K 1.0 Elastic Critical Buckling Strength of Member in the Plane of Bending: ≔Pex =――――――― ⋅⋅π 2 EIx ⎛⎝⋅K max ⎛⎝,Lu_L Lu_R⎞⎠⎞⎠ 2 293.13 kip Amplification Factor for Lattice Structures (Compression):≔B1 =―――1 -1 ―― Cu Pex 1.35 DESIGN OF MEMBERS FOR COMBINED FORCES AND TORSION (TIA-222-H Section 4.8.1.1) ≔Interactioncomp = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ≥―― Cu ϕCn 0.2 ‖ ‖ ‖‖ + | | | ―― Cu ϕCn | | | ⋅―8 9 | | | ――― ⋅B1 Muxc ϕMnx | | | if <―― Cu ϕCn 0.2 ‖ ‖ ‖‖ + | | | ―――Cu ⋅2 ϕCn | | | | | | ―――⋅B1 Muxc ϕMnx | | | %146.96 ≔Interactiontension ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ≥max ⎛⎝,Tension Yielding Tension Rupture⎞⎠0.2 ‖ ‖ ‖‖ +||max ⎛⎝,Tension Yielding Tension Rupture⎞⎠||⋅―8 9 | | | ―― Muxt ϕMnx | | | if <max ⎛⎝,Tension Yielding Tension Rupture⎞⎠0.2 ‖ ‖ ‖‖ +||⋅max ⎛⎝,Tension Yielding Tension Rupture⎞⎠0.5|| | | | ―― Muxt ϕMnx | | | =Interactiontension %98.6 Version: 1.4.0 Page 14 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ≔InteractionFlexure =‖ ‖ ‖ ‖ ‖ ‖‖ if ＝Eccentricity “Yes” ‖ ‖max ⎛⎝,Interactioncomp Interactiontension⎞⎠ if ＝Eccentricity “No” ‖ ‖%0 0 ≔InteractionFlexure =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖InteractionFlexure if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――InteractionFlexure 1.05 0.0 ≔Tension Yielding =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖Tension Yielding if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ――――Tension Yielding 1.05 %52.3 ≔Tension Rupture =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖Tension Rupture if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ――――Tension Rupture 1.05 %38.9 ANALYSIS / DESIGN SUMMARY =CompressiveStrength %74.83 =CrushingStrength %71.37 =Flexural_Torsional 0 =Tension Yielding %52.28 =Tension Rupture %38.94 =InteractionFlexure 0 =SRL 0 =SRR 0 =RATING %74.83 Controlling Shape:=Controlling “Built-Up” Version: 1.4.0 Page 15 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Welded Bridge Stiffeners with Pipe Legs Reinforcement Check TIA Rev. H Description: This sheet is for the analysis of a reinforced flange connection using existing welded bridge stiffeners. Version 1.2.0 Page 1 of 6 BU: 857665 WO: 2150945 Done By: RTC Checked By: Elevation: 20ft Apply TIA-222-H Section 15.5?Yes Jump Plate Number of jump plates ≔N 3 Yield strength of plate ≔Fy ⋅50 ksi Ultimate strength of plate ≔Fu ⋅65 ksi Thickness of plate ≔tplate ⋅1 in Effective width of plate ≔weffective ⋅4 in Design Tensile Strength Design Tensile Strength in Leg (From TNX) ≔ϕPn_leg.tension ⋅200.52 kip tensile force needed to be resisted by each jump plate≔Pt =――――ϕPn_leg.tension N 66.84 kip Tensile Strength of the Jump Plate AISC 15th Edition Chapter D Equations D2-1 and D2-2 Safety Factor ≔ϕty 0.9 ≔ϕtr 0.75 gross area of the plate cross section ≔Ag =⋅tplate weffective 4 in 2 Tension Yielding ≔Ptensyield =⋅Fy Ag 200 kip Tension Rupture ≔Ptensrupt =⋅Fu Ag 260 kip Design Tensile Strength of Jump Plate ≔ϕPn.tension =min ⎛⎝,⋅ϕty Ptensyield ⋅ϕtr Ptensrupt⎞⎠180 kip Tension Check Gross Section Yield ≔Checkten_yieldHSS ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≥ϕPn.tension Pt ‖‖“OK” ‖‖“N/G” =Checkten_yieldHSS “OK” ≔Checktension =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖ ‖‖ ―――Pt ϕPn.tension if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ⋅――― Pt ϕPn.tension ⎛ ⎜⎝ ――1 1.05 ⎞ ⎟⎠ %35.37 Version 1.2.0 Page 2 of 6 BU: 857665 WO: 2150945 Done By: RTC Checked By: Compression Check AISC 15th Edition Chapter E Equation (E3-1 to E3-4)Unbraced Length ≔lu ⋅24.0 in K Factor ≔K 1.0 Radius of gyration ≔rx =――tplate ‾‾12 0.29 in Effective Slenderness ≔Lc_r =――⋅Klu rx 83.14 Modulus of elasticity ≔E ⋅29000 ksi Design Compressive Force in Leg (From TNX) ≔Pcomp.leg ⋅88.47 kip compression force needed to be resisted by each jump plate≔Pc =―――Pcomp.leg N 29.49 kip Compression Strength of Jump Plate Safety Factor ≔ϕc 0.9 ＝ϕPn_comp ⋅⋅ϕc Fcr Ag ≔Fe =―――⋅π 2 E ⎛⎝Lc_r⎞⎠2 41.41 ksi ≔Fcr = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if else >Lc_r ⋅4.71 ‾‾‾ ―E Fy ‖ ‖⎛⎝⋅0.877 Fe⎞⎠ ‖ ‖ ‖‖ ⎛ ⎜⎝⋅0.658 ― Fy Fe Fy ⎞ ⎟⎠ 30.16 ksi AISC 15th Edition Chapter J Equation (J4-6) ≔ϕPn_comp ‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≤Lc_r 25 ‖ ‖⋅⋅ϕc Fy Ag ‖ ‖⋅⋅ϕc Fcr Ag =ϕPn_comp 108.59 kip ≔Checkcomp ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≥ϕPn_comp Pc ‖‖“OK” ‖‖“N/G” =Checkcomp “OK” Version 1.2.0 Page 3 of 6 BU: 857665 WO: 2150945 Done By: RTC Checked By: ≔Checkcompression =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖ ‖‖ ―――Pc ϕPn_comp if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ⋅――― Pc ϕPn_comp ⎛ ⎜⎝ ――1 1.05 ⎞ ⎟⎠ %25.86 WELD CONNECTION ≔Fyleg ⋅50 ksiWeld Sizing ≔tleg ⋅0.203 inSST Leg Thickness ≔lweld ⋅24 inLength of vertical weld Electrode Strength ≔FEXX ⋅70 ksi Vertical fillet weld size - jump plate to leg (in sixteenths of an inch):≔Dvplate 3 ≔Weldsize =――Dvplate 16 0.19 Horizontal component of eccentricity with respect to centroid of the weld group ≔ex ⋅6 in Load Not in Plane with Weld Group ≔k 0 ≔a =――ex lweld 0.25 Electrode Strength Coefficient =C1 1 ≔C 3.31Coefficient for eccentrically Loaded Weld Groups (Linearly interpolated from AISC, 15th Edition, Table 8-4) Weld Capacity Design Strength ≔ϕw 0.75 ≔Dmin =ceil ⎛ ⎜ ⎝ ――――――⋅Pt in ⋅⋅⋅⋅ϕw CC1 lweld kip ⎞ ⎟ ⎠ 2 ≔minweldsize =――Dmin 16 0.125 Version 1.2.0 Page 4 of 6 BU: 857665 WO: 2150945 Done By: RTC Checked By: ≔Checkweld ‖ ‖ ‖ ‖ ‖ ‖‖ if else ∧∧≥Dvplate Dmin ≥Dvplate Minweldsize ≤Dvplate Maxweldsize ‖‖“OK” ‖‖“N/G” =Checkweld “OK” ≔ϕRnweld2 =⋅⋅⋅⋅⋅⋅ϕw C ksi in C1 Dvplate lweld 178.74 kip ≔Checkweld3 ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≥ϕRnweld2 Pt ‖‖“OK” ‖‖“N/G” =Checkweld3 “OK” ≔Ratingweld =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖ ‖‖ ―――Pt ϕRnweld2 if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ⋅――― Pt ϕRnweld2 ⎛ ⎜⎝ ――1 1.05 ⎞ ⎟⎠ %35.61 Punching Shear Check Leg (max per unit length): (AISC 15th Ed., Section J4.2)≔M1 =⋅ϕPn.tension ex 1080 ⋅kip in ≔Splate1 =――――⋅tplate lweld 2 6 96 in 3 ≔fv =⋅⋅⋅―― M1 Splate1 tplate 1 in 11.25 kip ≔ϕvy 1.00 ≔ϕvr 0.75 ≔ϕFvy =⋅⋅⋅⋅⋅⋅ϕvy 0.6 Fy 2 tleg 1 in 12.18 kip ≔ϕFvr =⋅⋅⋅⋅⋅⋅ϕvr 0.6 Fu 2 tleg 1 in 11.88 kip ≔ϕFv =min ⎛⎝,ϕFvy ϕFvr⎞⎠11.88 kip ≔RatingPS =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖ ‖‖ ――fv ϕFv if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ⋅ ⎛ ⎜ ⎝ ―― fv ϕFv ⎞ ⎟ ⎠ ⎛ ⎜⎝ ――1 1.05 ⎞ ⎟⎠ %90.22≔CheckPS ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≥ϕFv fv ‖‖“OK” ‖‖“N/G” =CheckPS “OK” Version 1.2.0 Page 5 of 6 BU: 857665 WO: 2150945 Done By: RTC Checked By: ANGLE ON ROUND 0' - 20' LOADS Compression:≔Cu ⋅88.47 kip Apply TIA-222-H Section 15.5?Yes Tension:≔Tu ⋅76.28 kip Consider Leg Load at Time of Modification? (Guyed Towers Only) No Leg Load at time of Modification (Guyed Tower)≔CLLTM ⋅0 kip EXISTING PIPE LEG INPUTS Outside Diameter:≔DL_out ⋅3.5 in Nominal Thickness:≔TL ⋅0.300 in Yield Strength:≔Fy_L ⋅50 ksi Ultimate Strength:≔Fu_L ⋅65 ksi Unbraced Length:≔Lu_L ⋅80.16 in REINFORCEMENT INPUTS Angle Width:≔wR ⋅3 in Thickness:≔TR ⋅0.25 in Yield Strength:≔Fy_R ⋅36 ksi Ultimate Strength:≔Fu_R ⋅58 ksi Intermediate Spacing:≔Lu_R ⋅12 in (0.001in if Fully Welded) End Connection Type:Fixed (Fully tightened bolted connections are considered the same as welded)Intermediate Connection Type:Bolted YesLeg Crushing Check: Consider Reinforcement for Tension?:Yes Consider Components as Composite?:No Consider Eccentricity?:No Version: 1.4.0 Page 1 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: EXISTING PIPE LEG PROPERTIES Diameter to Thickness Ratio:=―― DL_out TL 11.67 Inside Diameter:≔DL_in =-DL_out ⋅2 TL 2.9 in Area:≔AL =⋅―π 4 ⎛⎝-DL_out 2 DL_in 2 ⎞⎠3.02 in 2 Moment of Inertia:≔IL =⋅―π 64 ⎛⎝-DL_out 4 DL_in 4 ⎞⎠3.89 in 4 Radius of Gyration:≔rL =―――――― ‾‾‾‾‾‾‾‾‾‾‾+DL_out 2 DL_in 2 4 1.14 in Centroid Coordinates:≔xL =⋅0.5 DL_out 1.75 in ≔yL =⋅0.5 DL_out 1.75 in ANGLE REINFORCEMENT PROPERTIES Width to Thickness Ratio:=― wR TR 12 Width of Leg 1:≔bwR Width of Leg 2:≔dwR Width of Leg 1 minus Thickness:≔a =-bTR 2.75 in Width of Leg 2 minus Thickness:≔c =-dTR 2.75 in Area of Angle:≔AR =⋅TR ((+bc))1.44 in 2 Centroid Coordinates:≔xR1 =―――― +b 2 ⋅cTR ⋅2 ((+bc)) 0.84 in ≔yR1 =―――― +d 2 ⋅aTR ⋅2 ((+bc)) 0.84 in ≔IRx =⋅―1 3 ⎛ ⎝-+⋅TR ⎛⎝-dyR1⎞⎠ 3 ⋅byR1 3 ⋅a ⎛⎝-yR1 TR⎞⎠ 3 ⎞ ⎠1.24 in 4 Moment of Inertias: ≔IRy =⋅―1 3 ⎛ ⎝-+⋅TR ⎛⎝-bxR1⎞⎠ 3 ⋅dxR1 3 ⋅c ⎛⎝-xR1 TR⎞⎠ 3 ⎞ ⎠1.24 in 4 Product of Inertia about the X-X and Y-Y Axis:≔K =―――― ⋅⋅⋅⋅abcdTR ⋅4 ((+bc)) 0.74 in 4 ≔θ ⋅45 deg Version: 1.4.0 Page 2 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ANGLE REINFORCEMENT PROPERTIES ADJUSTED FOR ORIENTATION Moment of Inertia about Strong Axis:≔IRw =-+⋅IRx cos ((θ)) 2 ⋅IRy sin ((θ)) 2 ⋅K sin ((⋅2 θ))0.5 in 4 Moment of Inertia about Weak Axis:≔IRz =++⋅IRx sin ((θ)) 2 ⋅IRy cos ((θ)) 2 ⋅K sin ((⋅2 θ))1.98 in 4 ≔IRx IRw ≔IRy IRz Radius of Gyration about Weak Axis:≔rRx = ‾‾‾ ― IRx AR 0.59 in Radius of Gyration about Strong Axis:≔rRy = ‾‾‾ ― IRy AR 1.17 in Adjusted Centroid Coordinates due to Orientation: ≔xR =⋅wR sin ((θ))2.12 in ≔yR =-+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⋅⋅yR1 2cos((θ))1.11 in COMPOSITE SECTION PROPERTIES Total Area of Built-Up Shape:≔AT =+AL AR 4.45 in 2 Determine Centroid Coordinates using Common Axis: ≔xLi =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≤⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖⋅0.5 DL_out ‖ ‖⋅wR sin ((θ)) 2.12 in ≔yLi =yL 1.75 in ≔xRi =xLi 2.12 in ≔x1 =⋅⋅0.5 DL_out sin ((θ))1.24 in ≔θ1 ⋅90 deg ≔h1 =-⋅0.5 DL_out ⋅⋅0.5 DL_out cos ⎛⎝⋅0.5 θ1⎞⎠0.51 in ≔y1 =-+x1 ⋅TR ((⋅2cos((θ))))h1 1.08 in ≔θ2 =―――――― ⋅⋅2 ⎛⎝-wR TR⎞⎠sin ((θ)) ⋅0.5 DL_out 127.33 deg ≔h2 =-⋅0.5 DL_out ⋅⋅0.5 DL_out cos ⎛⎝⋅0.5 θ2⎞⎠0.97 in ≔yRi =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≥⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖⎛⎝+--+DL_out y1 ⎛⎝-xR ⋅TR sin ((θ))⎞⎠⋅⋅TR 2cos((θ))yR⎞⎠ ‖ ‖⎛⎝+-DL_out h2 yR⎞⎠ 3.39 in ≔y2 =-+DL_out ⎛⎝+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⎞⎠h2 4.82 in Version: 1.4.0 Page 3 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Centroid Coordinates:≔x0 =――――― +⋅AL xLi ⋅AR xRi AT 2.12 in ≔y0 =――――― +⋅AL yLi ⋅AR yRi AT 2.28 in Determine Moments of Inertia Using Parallel Axis Theorem: ≔Ix =+++IL ⋅AL ⎛⎝-y0 yLi⎞⎠ 2 IRx ⋅AR ⎛⎝-y0 yRi⎞⎠ 2 7.01 in 4 ≔Iy =+++IL ⋅AL ⎛⎝-x0 xLi⎞⎠ 2 IRy ⋅AR ⎛⎝-x0 xRi⎞⎠ 2 5.88 in 4 Radii of Gyration:≔rx = ‾‾‾ ― Ix AT 1.25 in ≔ry = ‾‾‾ ― Iy AT 1.15 in PROPERTIES SUMMARY EXISTING LEG Area:=AL 3.02 in 2 Moment of Inertias:≔ILx =IL 3.89 in 4 ≔ILy =IL 3.89 in 4 Radii of Gyration:≔rLx =rL 1.136 in ≔rLy =rL 1.136 in ANGLE REINFORCEMENT Area:=AR 1.44 in 2 Moment of Inertias:=IRx 0.5 in 4 =IRy 1.98 in 4 Radii of Gyration:=rRx 0.592 in =rRy 1.175 in COMPOSITE SHAPE Area:=AT 4.45 in 2 Moment of Inertias:=Ix 7.01 in 4 =Iy 5.88 in 4 Radii of Gyration:=rx 1.254 in =ry 1.149 in Version: 1.4.0 Page 4 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: BUILT-UP SECTION ANALYSIS LEG DATA Steel Modulus of Elasticity:≔E ⋅29000 ksi Diameter to Thickness Ratio:=―― DL_out TL 11.67 Effective Yield Stress (TIA-222-H Section 4.5.4.1):≔F'y_L = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if also if else ≤―― DL_out TL ⋅0.114 ――E Fy_L ‖ ‖Fy_L ≤<⋅0.114 ――E Fy_L ―― DL_out TL ⋅0.448 ――E Fy_L ‖ ‖ ‖ ‖ ‖‖ ⋅⎛ ⎜ ⎜ ⎜⎝ +――――⋅0.0379 E ⋅―― DL_out TL Fy_L ―2 3 ⎞ ⎟ ⎟ ⎟⎠ Fy_L ≤<⋅0.448 ――E Fy_L ―― DL_out TL 300 ‖ ‖ ‖ ‖ ‖‖ ―――⋅0.337 E ――DL_out TL ‖‖“REDESIGN” 50 ksi Effective Length Factor:≔KL 1.0 Effective Slenderness Ratio:≔KL_rL =――― ⋅KL Lu_L rL 70.54 Version: 1.4.0 Page 5 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: REINFORCEMENT DATA Width to Thickness Ratio:=――― -wR TR TR 11 Effective Yield Stress (TIA-222-H Section 4.5.4.1):≔F'y_R = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if also if also if else ≤――― -wR TR TR ⋅0.47 ‾‾‾‾ ――E Fy_R ‖ ‖Fy_R ≤<⋅0.47 ‾‾‾‾ ――E Fy_R ――― -wR TR TR ⋅0.85 ‾‾‾‾ ――E Fy_R ‖ ‖ ‖ ‖ ‖ ‖ ‖ ⋅ ⎛ ⎜ ⎜ ⎜ ⎜ ⎜⎝ -1.677 ⋅0.677 ⎛ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ――――― ――― -wR TR TR ⎛ ⎜ ⎝ ⋅0.47 ‾‾‾‾ ――E Fy_R ⎞ ⎟ ⎠ ⎞ ⎟ ⎟ ⎟ ⎟ ⎟⎠ ⎞ ⎟ ⎟ ⎟ ⎟ ⎟⎠ Fy_R ≤<⋅0.85 ‾‾‾‾ ――E Fy_R ――― -wR TR TR 25 ‖ ‖ ‖ ‖ ‖‖ ⎛ ⎜ ⎜ ⎜ ⎝ ⋅⋅0.0332 π 2 ――――E ⎛ ⎜ ⎝ ―――-wR TR TR ⎞ ⎟ ⎠ 2 ⎞ ⎟ ⎟ ⎟ ⎠ ‖‖“REDESIGN” 36 ksi Effective Length Factor:≔KR ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝Intermediate “Bolted” ‖‖1.0 if ＝Intermediate “Welded” ‖‖0.8 Effective Slenderness Ratio:≔KL_rR =―――― ⋅KR Lu_R min ⎛⎝,rRx rRy⎞⎠ 20.26 COMPRESSIVE STRENGTH (Reinforcement) ≔Fe_R =―――⋅π 2 E KL_rR 2 697.47 ksiElastic Buckling Stress: Critical Compression Stress:≔Fcr_R = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≤KL_rR ⋅4.44 ‾‾‾‾‾ ――E F'y_R ‖ ‖ ‖‖ ⋅⎛ ⎜⎝ -1 ⋅0.25 ――F'y_R Fe_R ⎞ ⎟⎠ F'y_R ‖ ‖Fe_R 35.54 ksi Reduction Factor for Angles:≔ϕc_R 1.0 Design Compressive Strength (Angle Reinforcement):≔ϕPn_R =⋅⋅ϕc_R Fcr_R AR 51.08 kip Version: 1.4.0 Page 6 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: BUILT-UP MEMBER (TIA-222-H Section 4.5.3): Minimum Radius of Gyration of Individual Component: ≔ri =min ⎛⎝,,rL rRx rRy⎞⎠0.592 in Radius of Gyration of Individual Component About its Centroidal Axis Parallel to the Axis of Buckling under consideration for the Built-Up Member: ≔rib =min ⎛⎝,rL rRx⎞⎠0.592 in Distance between Connectors:≔ai =Lu_R 12 in Effective Length Factor for Individual Members: ≔Ki 0.86 Effective Slenderness Ratio of Built-up Member Acting as a Unit: ≔KL_ro =―――――― ⋅1.0 max ⎛⎝,Lu_L Lu_R⎞⎠ min ⎛⎝,rx ry⎞⎠ 69.77 Modified Effective Slenderness Ratio:≔KLrw = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if ≤― ai ri 40 ‖ ‖KL_ro if >― ai ri 40 ‖ ‖ ‖ ‖‖ ‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +KL_ro 2 ⎛ ⎜ ⎝ ―― ⋅Ki ai rib ⎞ ⎟ ⎠ 2 69.77 ≔KL_rm =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ if ＝Intermediate “Bolted” ‖ ‖ ‖ ‖ ‾‾‾‾‾‾‾‾‾‾‾ +KL_ro 2 ⎛ ⎜ ⎝ ―ai ri ⎞ ⎟ ⎠ 2 if ＝Intermediate “Welded” ‖ ‖KLrw 72.65 Spacing Requirement Verification:≔KL_rm = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤― ai ri ⋅0.75 KL_ro ‖ ‖KL_rm ‖ ‖ ‖‖ ―――――――max ⎛⎝,⋅KL Lu_L ⋅KR Lu_R⎞⎠ rib 72.65 =Spacing_reqmt “Met” Version: 1.4.0 Page 7 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ‖ ≔KL_rm = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤― ai ri KL_rm ‖ ‖KL_rm ‖‖“Design Rqmts Not Met” 72.65 COMPRESSIVE STRENGTH (BUILT-UP)≔F'y =min ((,F'y_L F'y_R ))36 ksi ≔Fe =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Composite “No” ‖ ‖ ‖‖ ―――⋅π 2 E KL_rm 2 ‖ ‖ ‖‖ ―――⋅π 2 E KL_ro 2 54.22 ksi ≔Fcr = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤――F'y Fe 2.25 ‖ ‖ ‖⋅0.658 ⎛ ⎜ ⎝ ――F'y Fe ⎞ ⎟ ⎠F'y ‖ ‖⋅0.877 Fe 27.27 ksi ≔A =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ＝End “Fixed” ‖ ‖AT ‖ ‖AL 4.45 in 2 Reduction Factor:≔ϕc 0.9 Design Compressive Strength (Built-Up):≔ϕCn =⋅⋅ϕc AFcr 109.28 kip COMPRESSIVE STRENGTH (ORIGINAL LEG)≔Fe_L =―――⋅π 2 E KL_rL 2 57.52 ksi =F'y_L 50 ksi ≔Fcr_L = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤KL_rL ⋅4.71 ‾‾‾‾‾ ――E F'y_L ‖ ‖ ‖⋅0.658 ⎛ ⎜ ⎝ ――F'y_L Fe_L ⎞ ⎟ ⎠F'y_L ‖ ‖⋅0.877 Fe_L 34.75 ksi Version: 1.4.0 Page 8 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: =AL 3.02 in 2 Design Compressive Strength (Original Leg):≔ϕCn_L =⋅⋅ϕc AL Fcr_L 94.32 kip Design Compressive Strength (Controlling):≔CompressiveStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝KL_rm “Design Rqmts Not Met” ‖ ‖ ‖‖ ――Cu ϕCn_L ‖ ‖ ‖‖ ――――― Cu max ⎛⎝,ϕCn ϕCn_L⎞⎠ %80.95 ≔CompressiveStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖CompressiveStrength if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ――――――CompressiveStrength 1.05 %77.1 Crushing Strength:≔ϕc 0.9 ≔ϕCu_Crushing =‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Crushing “Yes” ‖ ‖⋅⋅ϕc Fy_L AL ‖‖“N/A” 135.72 kip ≔CrushingStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Crushing “Yes” ‖ ‖ ‖‖ ―――― Cu ϕCu_Crushing ‖ ‖%0 %65.19 Flexural-Torsional Buckling:≔CrushingStrength =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖CrushingStrength if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――CrushingStrength 1.05 %62.1 ≔Flexural_Torsional =‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤Lu_L Lu_R ‖‖“Redesign” ‖ ‖%0 0 Version: 1.4.0 Page 9 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Compression Leg Load at Time of Modification (Guyed Towers Only): Leg Load at time of Modification:≔P1 =CLLTM 0 kip Compression Force in Modified Leg:≔P2 =Cu 88.47 kip Increase in Leg Load:≔P3 =-P2 P1 88.47 kip ≔PL =+P1 ⋅P3 ⎛ ⎜ ⎝ ――― AL +AL AR ⎞ ⎟ ⎠ 59.91 kip ≔PR =⋅P3 ⎛ ⎜ ⎝ ――― AR +AL AR ⎞ ⎟ ⎠ 28.56 kip Leg Stress Ratio:≔SRL =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if else ∧＝LLTM “Yes”＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――― PL ⋅⋅⋅1.05 ϕc Fcr_L AL ∧＝LLTM “Yes”＝S15Allowable “No” ‖ ‖ ‖‖ ――――PL ⋅⋅ϕc Fcr_L AL ‖‖0 0 Reinforcement Stress Ratio:≔SRR =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if else ∧＝LLTM “Yes”＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――― PR ⋅⋅⋅1.05 ϕc_R Fcr_R AR ∧＝LLTM “Yes”＝S15Allowable “No” ‖ ‖ ‖‖ ―――――PR ⋅⋅ϕc_R Fcr_R AR ‖‖0 0 Version: 1.4.0 Page 10 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: TENSION YIELDING STRENGTH (TIA-222-H Section 4.6.3) Reduction Factor:≔ϕty 0.9 Design Strengths:≔ϕTyn_L =⋅⋅ϕty AL Fy_L 135.72 kip ≔ϕTyn_R =⋅⋅ϕty AR Fy_R 46.58 kip ≔Tension Yielding =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Tension “No” ‖ ‖ ‖‖ ―― Tu ϕTyn_L ‖ ‖ ‖ ‖ ‖‖ max ⎛ ⎜ ⎜ ⎜⎝ ,――― ⋅Tu ―AL AT ϕTyn_L ――― ⋅Tu ―AR AT ϕTyn_R ⎞ ⎟ ⎟ ⎟⎠ %52.87 TENSION RUPTURE STRENGTH (TIA-222-H Section 4.6.3 and 4.6.3.2) Reduction Factor:≔ϕtr 0.75 Net Areas:≔U 1.0 ≔An_L =⋅AL U 3.02 in 2 ≔An_R =⋅AR U 1.44 in 2 Design Strengths:≔ϕTrn_L =⋅⋅ϕtr An_L Fu_L 147.03 kip ≔ϕTrn_R =⋅⋅ϕtr An_R Fu_R 62.53 kip ≔Tension Rupture =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ＝Tension “No” ‖ ‖ ‖‖ ―― Tu ϕTrn_L ‖ ‖ ‖ ‖ ‖‖ max ⎛ ⎜ ⎜ ⎜⎝ ,――― ⋅Tu ―AL AT ϕTrn_L ――― ⋅Tu ―AR AT ϕTrn_R ⎞ ⎟ ⎟ ⎟⎠ %39.38 Version: 1.4.0 Page 11 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: FLEXURE DUE TO ECCENTRICITY (TIA-222-H Section 4.7) Effective Yield Stress of Leg in Flexure: ≔F'yf_L = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if also if else ≤―― DL_out TL ⋅0.0714 ――E Fy_L ‖ ‖Fy_L ≤<⋅0.0714 ――E Fy_L ―― DL_out TL ⋅0.309 ――E Fy_L ‖ ‖ ‖ ‖ ‖‖ ⋅⎛ ⎜ ⎜ ⎜⎝ +――――⋅0.0207 E ⋅―― DL_out TL Fy_L 1⎞ ⎟ ⎟ ⎟⎠ Fy_L ≤<⋅0.309 ――E Fy_L ―― DL_out TL 300 ‖ ‖ ‖ ‖ ‖‖ ―――⋅0.330 E ――DL_out TL ‖‖“Redesign” 50 ksi Considering the Built-Up Shape to remain Elastic, the effective yield stresses should be capped at the original grade: ≔F'yf_L =min ⎛⎝,F'yf_L Fy_L⎞⎠50 ksi Effective Yield Stress of Reinforcement in Flexure: Leg Local Buckling (AISC 360 Chapter F): ≔F'yf_R = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ≤― wR TR ⋅0.54 ‾‾‾‾ ――E Fy_R ‖ ‖⋅1.5 Fy_R if ≤<⋅0.54 ‾‾‾‾ ――E Fy_R ― wR TR ⋅0.91 ‾‾‾‾ ――E Fy_R ‖ ‖ ‖‖ ⋅ ⎛ ⎜ ⎜⎝ -2.43 ⋅⋅1.72 ― wR TR ‾‾‾‾ ―― Fy_R E ⎞ ⎟ ⎟⎠ Fy_R if >―wR TR ⋅0.91 ‾‾‾‾ ――E Fy_R ‖ ‖ ‖ ‖ ‖‖ ―――⋅0.71 E ⎛ ⎜ ⎝ ― wR TR ⎞ ⎟ ⎠ 2 54 ksi Version: 1.4.0 Page 12 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: Considering the Built-Up Shape to remain Elastic, the effective yield stresses should be capped at the original grade: ≔F'yf_R =min ⎛⎝,F'yf_R Fy_R⎞⎠36 ksi Distance to Extreme Fiber at Top of Round Leg: ≔dLtop =-DL_out y0 1.22 in Distance to Extreme Fiber at Bottom of Round Leg: ≔dLbot =y0 2.28 in Distance to Extreme Fiber at Top of Angle Reinforcement: ≔dRtop =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≥⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖⎛⎝-+DL_out y1 y0⎞⎠ ‖ ‖⎛⎝+--⋅0.5 DL_out ⎛⎝-y0 yL⎞⎠h2 ⎛⎝+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⎞⎠⎞⎠ 2.3 in Distance to Extreme Fiber at Top of Angle Reinforcement: ≔dRbot =‖ ‖ ‖ ‖ ‖ ‖ ‖ if else ≥⋅wR sin ((θ))⋅0.5 DL_out ‖ ‖||--+DL_out y1 y0 ⎛⎝+-xR ⋅TR sin ((θ))⋅⋅TR 2cos((θ))⎞⎠|| ‖ ‖⎛⎝-dLtop h2⎞⎠ ⎛⎝⋅1.9 10 -3⎞⎠in ≔slope =min ⎛ ⎜ ⎝ ,,,―― F'yf_L dLtop ―― F'yf_L dLbot ―― F'yf_R dRtop ―― F'yf_R dRbot ⎞ ⎟ ⎠ 15.65 ――kip in 3 Effective Yield Stress of Member at Extreme Fiber:≔F'yf =⋅slope max ⎛⎝,,,dLtop dLbot dRtop dRbot⎞⎠36 ksi Section Modulus of Built-Up Shape about Axis of Bending: ≔Sx =――――――――― Ix max ⎛⎝,,,dLtop dLbot dRtop dRbot⎞⎠ 3.05 in 3 Eccentricity:≔ex =||-y0 yL||0.53 in Resistance Factor:≔ϕf 0.9 Nominal Flexural Strength:≔Mnx =⋅F'yf Sx 9.14 ⋅kip ft ≔ϕMnx =⋅ϕf Mnx 8.23 ⋅kip ft Applied Moment for Compression:≔Muxc =⋅Cu ex 3.9 ⋅kip ft Applied Moment for Tension: ≔Muxt =⋅Tu ex 3.36 ⋅kip ft Version: 1.4.0 Page 13 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ≔Sx_top =―― Ix dRtop 3.05 in 3 ≔Sy_right =― Iy xLi 2.77 in 3 ≔Sx_bot =―― Ix dLbot 3.08 in 3 ≔Sy_left =― Iy xLi 2.77 in 3 COMBINED BENDING AND AXIAL FORCES (TIA-222-H Section 4.8.1) ≔K 1.0 Elastic Critical Buckling Strength of Member in the Plane of Bending: ≔Pex =――――――― ⋅⋅π 2 EIx ⎛⎝⋅K max ⎛⎝,Lu_L Lu_R⎞⎠⎞⎠ 2 312.15 kip Amplification Factor for Lattice Structures (Compression):≔B1 =―――1 -1 ―― Cu Pex 1.4 DESIGN OF MEMBERS FOR COMBINED FORCES AND TORSION (TIA-222-H Section 4.8.1.1) ≔Interactioncomp = ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ≥―― Cu ϕCn 0.2 ‖ ‖ ‖‖ + | | | ―― Cu ϕCn | | | ⋅―8 9 | | | ――― ⋅B1 Muxc ϕMnx | | | if <―― Cu ϕCn 0.2 ‖ ‖ ‖‖ + | | | ―――Cu ⋅2 ϕCn | | | | | | ―――⋅B1 Muxc ϕMnx | | | %139.7 ≔Interactiontension ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ≥max ⎛⎝,Tension Yielding Tension Rupture⎞⎠0.2 ‖ ‖ ‖‖ +||max ⎛⎝,Tension Yielding Tension Rupture⎞⎠||⋅―8 9 | | | ―― Muxt ϕMnx | | | if <max ⎛⎝,Tension Yielding Tension Rupture⎞⎠0.2 ‖ ‖ ‖‖ +||⋅max ⎛⎝,Tension Yielding Tension Rupture⎞⎠0.5|| | | | ―― Muxt ϕMnx | | | =Interactiontension %89.16 Version: 1.4.0 Page 14 of 15 BU: 857665 WO: 2150945 Done By: RTC Checked By: ≔InteractionFlexure =‖ ‖ ‖ ‖ ‖ ‖‖ if ＝Eccentricity “Yes” ‖ ‖max ⎛⎝,Interactioncomp Interactiontension⎞⎠ if ＝Eccentricity “No” ‖ ‖%0 0 ≔InteractionFlexure =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖InteractionFlexure if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ―――――InteractionFlexure 1.05 0.0 ≔Tension Yielding =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖Tension Yielding if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ――――Tension Yielding 1.05 %50.3 ≔Tension Rupture =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝S15Allowable “No” ‖ ‖Tension Rupture if ＝S15Allowable “Yes” ‖ ‖ ‖‖ ――――Tension Rupture 1.05 %37.5 ANALYSIS / DESIGN SUMMARY =CompressiveStrength %77.1 =CrushingStrength %62.08 =Flexural_Torsional 0 =Tension Yielding %50.35 =Tension Rupture %37.5 =InteractionFlexure 0 =SRL 0 =SRR 0 =RATING %77.1 Controlling Shape:=Controlling “Built-Up” Version: 1.4.0 Page 15 of 15 Self Support Anchor Rod Capacity *TIA-222-H Section 15.5 Applied Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (4) 7/8" ø bolts (A354-BC N; Fy=109 ksi, Fu=125 ksi) Pu_c = 22.66 φPn_c = 58.99 Stress Rating l ar (in):1.875 Vu = 2.04 φVn = 26.55 58.8% Mu = 2.49 φMn = 10.95 Pass Iar (in) 1.875 Grout Considered:No Site Info BU # 857665 Site Name REXBURG_HILL Order # 615553 REV. 1 Analysis Considerations TIA-222 Revision H Comp. Applied Loads Analysis Results Axial Force (kips) 90.63 Shear Force (kips) 8.16 Considered Eccentricity Leg Mod Eccentricity (in)0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in)0.000 Uplift 78.06 7.25 Total Eccentricity (in)0.000 Connection Properties Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Analysis Date: 8/24/2022CCIplate - Version 4.1.2 784.22 ft-kips Capacity Demand Rating*Check 17.34 kips 45.69 12.42 25.9%Pass 12.42 kips 5.25 1.36 24.7%Pass 90.63 kips 1446.14 836.75 57.9%Pass 8.16 kips 1932.78 0.00 0.0%Pass 78.06 kips 1251.26 0.00 0.0%Pass 7.25 kips #DIV/0!0.00 0.0%Pass 100 ft 1976.57 247.72 11.9%Pass 10.67 ft 689.14 36.06 5.0%Pass 2.75 in 0.164 0.012 7.0%Pass 10 in 1285.90 0.00 0.0%Pass 0.164 0.010 6.0%Pass 1285.90 0.00 0.0%Pass Circular ft 0.50 ft Structural Rating*:11.9% Soil Rating*:57.9% 4 Tie 3 in 3.90 ft 22.00 ft 16.00 ft 4.00 ft 7 23 7 17 3 in 60 ksi 3 ksi 150 pcf 100 pcf 7.000 ksf <-- Toggle between Gross and Net ksf 30 degrees 28 0.3 4.2 ft No N/A ft Pad Rebar Size (Bottom dir. 1), Sp1: 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) 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?: 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: 857665 REXBURG_HILL 615553 REV. 1 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: 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: Pad Rebar Quantity (Bottom dir. 1), mp1: Rebar Grade, Fy: Pad Rebar Quantity (Bottom dir. 2), mp2: Pad Width, W2: Pad Rebar Size (Bottom dir. 2), Sp2: Groundwater Depth, gw: Base Friction, μ: Cohesion, Cu: Friction Angle, ϕ: Total Soil Unit Weight, γ: Ultimate Gross Bearing, Qult: SPT Blow Count, Nblows: Version 4.0.3 BU:857665 Structure:A WO:2150945 Order:615553 Rev:1 Decimal Degrees Deg Min Sec ###Lat:43.801750 +43 48 6.30 ###Long:-111.777847 -111 46 40.25 Seismic Design Code:TIA-222-H-1 ###Site Soil:D (Default)Default Risk Category:II ###USGS Seismic Reference SS:0.3740 g ###S1:0.1440 g TL:6 s 1 Importance Factor, Ie:1 Acceleration-based site coefficient, Fa:1.5008 Velocity-based site coefficient, Fv:2.3120 Design spectral response acceleration short period, SDS:0.3742 g Design spectral response acceleration 1 s period, SD1:0.2220 g Ts:0.5931 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: 8/24/2022 BU:857665 Structure:A WO:2150945 Order:615553 Rev:1 Tower Type:Self-Support Height, h:100 ft ###Effective Seismic Weight, W:14.45 kips Amplification Factor, As:1.0 2.7.8.1 ###Response Modification Factor, R:3 ###0.429122282 wa:6.3833 ft w0:10.6667 ft W1:7.3432 kips Weight of Structure and Appurtenances within top 5%, W2:4.0136 kips Kf:4540 ft Fa:2.3303 hz Approximate Fundamental Period Self-Support, Ta:0.4291 s 2.7.7.1.3.2 Seismic Response Coefficient, Cs 0.1247 2.7.7.1.1 Seismic Response Coefficient Max 1, Csmax 0.1724 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 0.1247 Seismic Base Shear, V 1.803 kips 2.7.7.1.1 Period Related Exponent, k:1.000 Sum of wihi k 873.71 ### Tower Details Seismic Base Shear Vertical Distribution Factors CCISeismic 3.3.9 Page 2 Analysis Date: 8/24/2022 Section Number Length Top Height Mid Height, hx Section Weight, wx wxhx k Cvx Fxh Fxv 1 20.00 100.00 90.00 0.7151 64.36 0.0737 0.1328 0.0535 2 12.00 80.00 74.00 0.4032 29.84 0.0342 0.0616 0.0302 3 8.00 68.00 64.00 0.3698 23.67 0.0271 0.0488 0.0277 4 20.00 60.00 50.00 1.0566 52.83 0.0605 0.1090 0.0791 5 20.00 40.00 30.00 1.2199 36.60 0.0419 0.0755 0.0913 6 20.00 20.00 10.00 1.4258 14.26 0.0163 0.0294 0.1067 Sum 5.1904 221.55 Tower Section Loads CCISeismic 3.3.9 Page 3 Analysis Date: 8/24/2022 Name hx wx wxhx k Cvx Fxh Fxv tower mounts Lighting Rod 5/8" x 5'102.00 0.0300 3.06 0.0035 0.0063 0.0022 miscl 4' Step Peg Extension 102.00 0.0109 1.11 0.0013 0.0023 0.0008 nokia AEQU w/ Mount Pipe 98.00 0.1119 10.96 0.0125 0.0226 0.0084 nokia AEQU w/ Mount Pipe 98.00 0.1119 10.96 0.0125 0.0226 0.0084 nokia AEQU w/ Mount Pipe 98.00 0.1119 10.96 0.0125 0.0226 0.0084 nokia AEQK w/ Mount Pipe 98.00 0.1119 10.96 0.0125 0.0226 0.0084 nokia AEQK w/ Mount Pipe 98.00 0.1119 10.96 0.0125 0.0226 0.0084 nokia AEQK w/ Mount Pipe 98.00 0.1119 10.96 0.0125 0.0226 0.0084 kathrein 80010992 98.00 0.1444 14.15 0.0162 0.0292 0.0108 kathrein 80010992 98.00 0.1444 14.15 0.0162 0.0292 0.0108 kathrein 80010992 98.00 0.1444 14.15 0.0162 0.0292 0.0108 (2) raycap DC6-48-60-18-8F 98.00 0.0400 3.92 0.0045 0.0081 0.0030 nokia AHNA 98.00 0.0400 3.92 0.0045 0.0081 0.0030 nokia AHNA 98.00 0.0400 3.92 0.0045 0.0081 0.0030 nokia AHNA 98.00 0.0400 3.92 0.0045 0.0081 0.0030 nokia AHLBA_CCIV2 98.00 0.0800 7.84 0.0090 0.0162 0.0060 nokia AHLBA_CCIV2 98.00 0.0800 7.84 0.0090 0.0162 0.0060 nokia AHLBA_CCIV2 98.00 0.0800 7.84 0.0090 0.0162 0.0060 nokia AHFIB 98.00 0.0900 8.82 0.0101 0.0182 0.0067 nokia AHFIB 98.00 0.0900 8.82 0.0101 0.0182 0.0067 nokia AHFIB 98.00 0.0900 8.82 0.0101 0.0182 0.0067 raycap DC6-48-60-18-8C-EV 98.00 0.0300 2.94 0.0034 0.0061 0.0022 tower mounts Sector Mount [SM 502-3]98.00 1.6731 163.96 0.1877 0.3383 0.1252 (2) tower mounts 8' x 2" Mount Pipe 98.00 0.0600 5.88 0.0067 0.0121 0.0045 (2) tower mounts 8' x 2" Mount Pipe 98.00 0.0600 5.88 0.0067 0.0121 0.0045 (2) tower mounts 8' x 2" Mount Pipe 98.00 0.0600 5.88 0.0067 0.0121 0.0045 tower mounts Pipe Mount [PM 601-1]80.00 0.0650 5.20 0.0060 0.0107 0.0049 tower mounts Pipe Mount [PM 601-1]74.00 0.0650 4.81 0.0055 0.0099 0.0049 6' x 1" Horizontal Mount Pipe 74.00 0.0300 2.22 0.0025 0.0046 0.0022 tower mounts Pipe Mount [PM 601-1]55.00 0.0650 3.58 0.0041 0.0074 0.0049 tower mounts Pipe Mount [PM 601-1]48.00 0.0650 3.12 0.0036 0.0064 0.0049 (2) Bridge Stiffener 40.00 0.1288 5.15 0.0059 0.0106 0.0096 Bridge Stiffener 40.00 0.0644 2.58 0.0029 0.0053 0.0048 (2) Bridge Stiffener 40.00 0.1288 5.15 0.0059 0.0106 0.0096 Bridge Stiffener 40.00 0.0644 2.58 0.0029 0.0053 0.0048 (2) Bridge Stiffener 40.00 0.1288 5.15 0.0059 0.0106 0.0096 Bridge Stiffener 40.00 0.0644 2.58 0.0029 0.0053 0.0048 (2) Bridge Stiffener 20.00 0.1288 2.58 0.0029 0.0053 0.0096 Bridge Stiffener 20.00 0.0644 1.29 0.0015 0.0027 0.0048 (2) Bridge Stiffener 20.00 0.1288 2.58 0.0029 0.0053 0.0096 Bridge Stiffener 20.00 0.0644 1.29 0.0015 0.0027 0.0048 (2) Bridge Stiffener 20.00 0.1288 2.58 0.0029 0.0053 0.0096 Bridge Stiffener 20.00 0.0644 1.29 0.0015 0.0027 0.0048 commscope UHX8-59-P3A 80.00 0.5000 40.00 0.0458 0.0825 0.0374 andrew VHP6-180A 74.00 0.3500 25.90 0.0296 0.0534 0.0262 andrew HP2-102 55.00 0.0300 1.65 0.0019 0.0034 0.0022 andrew PL6-57W 48.00 0.1400 6.72 0.0077 0.0139 0.0105 Sum 6.1676 490.57 Discrete Loads CCISeismic 3.3.9 Page 4 Analysis Date: 8/24/2022 Name Start Height End Height hx wx wxhx k Cvx Fxh Fxv miscl Safety Line (3/8") From 2 to 100 80.00 100.00 90.00 0.0044 0.40 0.0005 0.0008 0.0003 miscl Safety Line (3/8") From 2 to 100 68.00 80.00 74.00 0.0026 0.20 0.0002 0.0004 0.0002 miscl Safety Line (3/8") From 2 to 100 60.00 68.00 64.00 0.0018 0.11 0.0001 0.0002 0.0001 miscl Safety Line (3/8") From 2 to 100 40.00 60.00 50.00 0.0044 0.22 0.0003 0.0005 0.0003 miscl Safety Line (3/8") From 2 to 100 20.00 40.00 30.00 0.0044 0.13 0.0002 0.0003 0.0003 miscl Safety Line (3/8") From 2 to 100 2.00 20.00 11.00 0.0040 0.04 0.0000 0.0001 0.0003 miscl Step Pegs From 2 to 100 80.00 100.00 90.00 0.0544 4.90 0.0056 0.0101 0.0041 miscl Step Pegs From 2 to 100 68.00 80.00 74.00 0.0326 2.42 0.0028 0.0050 0.0024 miscl Step Pegs From 2 to 100 60.00 68.00 64.00 0.0218 1.39 0.0016 0.0029 0.0016 miscl Step Pegs From 2 to 100 40.00 60.00 50.00 0.0544 2.72 0.0031 0.0056 0.0041 miscl Step Pegs From 2 to 100 20.00 40.00 30.00 0.0544 1.63 0.0019 0.0034 0.0041 miscl Step Pegs From 2 to 100 2.00 20.00 11.00 0.0490 0.54 0.0006 0.0011 0.0037 (4) rosenberger leoni WR-VG86ST-BRD(3/4") From 8 to 98 80.00 98.00 89.00 0.0420 3.74 0.0043 0.0077 0.0031 (4) rosenberger leoni WR-VG86ST-BRD(3/4") From 8 to 98 68.00 80.00 74.00 0.0280 2.07 0.0024 0.0043 0.0021 (4) rosenberger leoni WR-VG86ST-BRD(3/4") From 8 to 98 60.00 68.00 64.00 0.0187 1.20 0.0014 0.0025 0.0014 (4) rosenberger leoni WR-VG86ST-BRD(3/4") From 8 to 98 40.00 60.00 50.00 0.0467 2.34 0.0027 0.0048 0.0035 (4) rosenberger leoni WR-VG86ST-BRD(3/4") From 8 to 98 20.00 40.00 30.00 0.0467 1.40 0.0016 0.0029 0.0035 (4) rosenberger leoni WR-VG86ST-BRD(3/4") From 8 to 98 8.00 20.00 14.00 0.0280 0.39 0.0004 0.0008 0.0021 andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 80.00 98.00 89.00 0.0119 1.06 0.0012 0.0022 0.0009 andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 68.00 80.00 74.00 0.0079 0.59 0.0007 0.0012 0.0006 andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 60.00 68.00 64.00 0.0053 0.34 0.0004 0.0007 0.0004 andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 40.00 60.00 50.00 0.0132 0.66 0.0008 0.0014 0.0010 andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 20.00 40.00 30.00 0.0132 0.40 0.0005 0.0008 0.0010 andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 8.00 20.00 14.00 0.0079 0.11 0.0001 0.0002 0.0006 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 80.00 98.00 89.00 0.0012 0.10 0.0001 0.0002 0.0001 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 68.00 80.00 74.00 0.0008 0.06 0.0001 0.0001 0.0001 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 60.00 68.00 64.00 0.0005 0.03 0.0000 0.0001 0.0000 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 40.00 60.00 50.00 0.0013 0.06 0.0001 0.0001 0.0001 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 20.00 40.00 30.00 0.0013 0.04 0.0000 0.0001 0.0001 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 8.00 20.00 14.00 0.0008 0.01 0.0000 0.0000 0.0001 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 80.00 98.00 89.00 0.0012 0.10 0.0001 0.0002 0.0001 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 68.00 80.00 74.00 0.0008 0.06 0.0001 0.0001 0.0001 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 60.00 68.00 64.00 0.0005 0.03 0.0000 0.0001 0.0000 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 40.00 60.00 50.00 0.0013 0.06 0.0001 0.0001 0.0001 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 20.00 40.00 30.00 0.0013 0.04 0.0000 0.0001 0.0001 rosenberger leoni FB-L98-002-XXX (3/8") From 8 to 98 8.00 20.00 14.00 0.0008 0.01 0.0000 0.0000 0.0001 commscope PWRT-606-S(7/8") From 8 to 98 80.00 98.00 89.00 0.0160 1.43 0.0016 0.0029 0.0012 commscope PWRT-606-S(7/8") From 8 to 98 68.00 80.00 74.00 0.0107 0.79 0.0009 0.0016 0.0008 commscope PWRT-606-S(7/8") From 8 to 98 60.00 68.00 64.00 0.0071 0.46 0.0005 0.0009 0.0005 commscope PWRT-606-S(7/8") From 8 to 98 40.00 60.00 50.00 0.0178 0.89 0.0010 0.0018 0.0013 commscope PWRT-606-S(7/8") From 8 to 98 20.00 40.00 30.00 0.0178 0.53 0.0006 0.0011 0.0013 commscope PWRT-606-S(7/8") From 8 to 98 8.00 20.00 14.00 0.0107 0.15 0.0002 0.0003 0.0008 (2) andrew EW180(ELLIPTICAL) From 8 to 55 40.00 55.00 47.50 0.0045 0.21 0.0002 0.0004 0.0003 (2) andrew EW180(ELLIPTICAL) From 8 to 55 20.00 40.00 30.00 0.0060 0.18 0.0002 0.0004 0.0004 (2) andrew EW180(ELLIPTICAL) From 8 to 55 8.00 20.00 14.00 0.0036 0.05 0.0001 0.0001 0.0003 andrew EW52 (ELLIPTICAL) From 8 to 48 40.00 48.00 44.00 0.0047 0.21 0.0002 0.0004 0.0004 andrew EW52 (ELLIPTICAL) From 8 to 48 20.00 40.00 30.00 0.0118 0.35 0.0004 0.0007 0.0009 andrew EW52 (ELLIPTICAL) From 8 to 48 8.00 20.00 14.00 0.0071 0.10 0.0001 0.0002 0.0005 andrew EW180(ELLIPTICAL) From 8 to 74 68.00 74.00 71.00 0.0009 0.06 0.0001 0.0001 0.0001 andrew EW180(ELLIPTICAL) From 8 to 74 60.00 68.00 64.00 0.0012 0.08 0.0001 0.0002 0.0001 andrew EW180(ELLIPTICAL) From 8 to 74 40.00 60.00 50.00 0.0030 0.15 0.0002 0.0003 0.0002 andrew EW180(ELLIPTICAL) From 8 to 74 20.00 40.00 30.00 0.0030 0.09 0.0001 0.0002 0.0002 andrew EW180(ELLIPTICAL) From 8 to 74 8.00 20.00 14.00 0.0018 0.03 0.0000 0.0001 0.0001 andrew EW63(EW63) From 8 to 80 68.00 80.00 74.00 0.0061 0.45 0.0005 0.0009 0.0005 andrew EW63(EW63) From 8 to 80 60.00 68.00 64.00 0.0041 0.26 0.0003 0.0005 0.0003 andrew EW63(EW63) From 8 to 80 40.00 60.00 50.00 0.0102 0.51 0.0006 0.0011 0.0008 andrew EW63(EW63) From 8 to 80 20.00 40.00 30.00 0.0102 0.31 0.0004 0.0006 0.0008 andrew EW63(EW63) From 8 to 80 8.00 20.00 14.00 0.0061 0.09 0.0001 0.0002 0.0005 miscl Feedline Ladder (Af) From 8 to 100 80.00 100.00 90.00 0.1680 15.12 0.0173 0.0312 0.0126 miscl Feedline Ladder (Af) From 8 to 100 68.00 80.00 74.00 0.1008 7.46 0.0085 0.0154 0.0075 miscl Feedline Ladder (Af) From 8 to 100 60.00 68.00 64.00 0.0672 4.30 0.0049 0.0089 0.0050 miscl Feedline Ladder (Af) From 8 to 100 40.00 60.00 50.00 0.1680 8.40 0.0096 0.0173 0.0126 miscl Feedline Ladder (Af) From 8 to 100 20.00 40.00 30.00 0.1680 5.04 0.0058 0.0104 0.0126 miscl Feedline Ladder (Af) From 8 to 100 8.00 20.00 14.00 0.1008 1.41 0.0016 0.0029 0.0075 (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 80.00 98.00 89.00 0.0713 6.34 0.0073 0.0131 0.0053 (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 68.00 80.00 74.00 0.0475 3.52 0.0040 0.0073 0.0036 (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 60.00 68.00 64.00 0.0317 2.03 0.0023 0.0042 0.0024 (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 40.00 60.00 50.00 0.0792 3.96 0.0045 0.0082 0.0059 (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 20.00 40.00 30.00 0.0792 2.38 0.0027 0.0049 0.0059 (6) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 8.00 20.00 14.00 0.0475 0.67 0.0008 0.0014 0.0036 (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 80.00 98.00 89.00 0.0832 7.40 0.0085 0.0153 0.0062 (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 68.00 80.00 74.00 0.0554 4.10 0.0047 0.0085 0.0041 (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 60.00 68.00 64.00 0.0370 2.37 0.0027 0.0049 0.0028 (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 40.00 60.00 50.00 0.0924 4.62 0.0053 0.0095 0.0069 (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 20.00 40.00 30.00 0.0924 2.77 0.0032 0.0057 0.0069 (7) andrew (cci) LDF6-50A (1-1/4 FOAM) From 8 to 98 8.00 20.00 14.00 0.0554 0.78 0.0009 0.0016 0.0041 miscl Feedline Ladder (Af) From 3 to 100 80.00 100.00 90.00 0.1680 15.12 0.0173 0.0312 0.0126 miscl Feedline Ladder (Af) From 3 to 100 68.00 80.00 74.00 0.1008 7.46 0.0085 0.0154 0.0075 miscl Feedline Ladder (Af) From 3 to 100 60.00 68.00 64.00 0.0672 4.30 0.0049 0.0089 0.0050 miscl Feedline Ladder (Af) From 3 to 100 40.00 60.00 50.00 0.1680 8.40 0.0096 0.0173 0.0126 Linear Loads CCISeismic 3.3.9 Page 5 Analysis Date: 8/24/2022 miscl Feedline Ladder (Af) From 3 to 100 20.00 40.00 30.00 0.1680 5.04 0.0058 0.0104 0.0126 miscl Feedline Ladder (Af) From 3 to 100 3.00 20.00 11.50 0.1428 1.64 0.0019 0.0034 0.0107 Sum 3.0936 161.59 CCISeismic 3.3.9 Page 6 Analysis Date: 8/24/2022 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Stiff Soil Elevation:5163.95 ft (NAVD 88) Latitude: Longitude: 43.80175 -111.777847 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 24 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 24 2022 SS : 0.374 S1 : 0.144 F a : 1.501 F v : 2.312 SMS : 0.561 SM1 : 0.333 SDS : 0.374 SD1 : 0.222 T L : 6 PGA : 0.159 PGA M : 0.236 F PGA : 1.482 Ie : 1 C v : 0.949 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 - Stiff Soil D Data Accessed: Wed Aug 24 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 24 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 24 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Wed Aug 24 2022