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Home My WebLink AboutSTRUCTURAL REPORT - 21-00372 - Crown Castle/T-Mobile Cleartalk - Cell Tower Remodel AdditionDate: February 19, 2021 Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Site Number: SL01406A Site Name: N/A Crown Castle Designation: BU Number: 873552 Site Name: N. Rexburg JDE Job Number: 624570 Work Order Number: 1922020 Order Number: 534411 Rev. 1 Engineering Firm Designation: TEP Project Number: 234457.501134 Site Data: 320 Barney Dairy Road, Rexburg, Madison County, ID 83440 Latitude 43° 49' 55.86'', Longitude -111° 46' 28.56'' 152 Foot - Self-Supporting Tower Tower Engineering Professionals 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: Magdalena Wielgus, E.I. / MBB Respectfully submitted by: Aaron T. Rucker, P.E. 02/19/2021 February 19, 2021 152-ft Self-Supporting Tower Structural Analysis Report CCI BU No 873552 TEP Project Number 234457.501134, Order 534411, Revision 1 Page 2 tnxTower Report - version 8.0.7.5 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations February 19, 2021 152-ft Self-Supporting Tower Structural Analysis Report CCI BU No 873552 TEP Project Number 234457.501134, Order 534411, Revision 1 Page 3 tnxTower Report - version 8.0.7.5 1) INTRODUCTION This tower is a 152-ft self-supporting tower designed by Rohn and mapped by Tower Modification Specialists in June of 2019. The tower has been modified per reinforcement drawings prepared by Rohn in October of 2008. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 105 mph Exposure Category: C Topographic Factor: 1.0 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) 105.0 105.0 1 Tower Mounts Sector Mount [SM 502-3] 3 3 1-5/8 1-3/8 104.0 3 Ericsson AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe 3 Ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 3 RFS Celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 3 Ericsson RADIO 4449 B71 B85A_ T-MOBILE 3 Ericsson RRUS 4415 B25_CCIV2 Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 134.0 141.0 3 Antel BCD-80010 3 5/8 134.0 1 Tower Mounts Sector Mount [SM 602-1] 125.0 125.0 1 Tower Mounts Sector Mount [SM 504-3] - - 117.0 117.0 3 Commscope TTTT65AP-1XR w/ Mount Pipe 3 1-1/4 3 KMW Comm. ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 3 Samsung Telecom. RRH-B8 3 Samsung Telecom. RRH-P4 3 Samsung Telecom. RRH-C2C w/EXT FILTER 3 Samsung Telecom. POWER JUNCTION CYLINDER 1 Tower Mounts Sector Mount [SM 308-3] February 19, 2021 152-ft Self-Supporting Tower Structural Analysis Report CCI BU No 873552 TEP Project Number 234457.501134, Order 534411, Revision 1 Page 4 tnxTower Report - version 8.0.7.5 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source Geotechnical Report 1335312 CCISites Tower Foundation Drawings 1335388 CCISites Tower Manufacturer Drawings 1335361 CCISites Tower Reinforcement Drawings 2344090 CCISites 3.1) Analysis Method tnxTower (version 8.0.7.5), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 Standard. 3.2) Assumptions 1) The tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) ΦPallow (K) % Capacity Pass / Fail T1 152 - 140 Leg ROHN 2 STD 1 -0.94 38.68 2.4 Pass T2 140 - 120 Leg ROHN 2.5 EH 25 -10.47 87.41 12.0 Pass T3 120 - 100 Leg ROHN 2.5 EH 58 -26.23 87.34 30.0 Pass T4 100 - 80 Leg ROHN 3 EH 91 -43.43 116.14 37.4 Pass T5 80 - 60 Leg ROHN 3.5 EH 118 -57.73 132.02 43.7 Pass T6 60 - 40 Leg ROHN 4 EH 139 -71.56 167.91 42.6 Pass T7 40 - 20 Leg ROHN 5 EH 160 -84.98 251.36 33.8 Pass T8 20 - 0 Leg ROHN 5 EH 181 -96.72 211.31 45.8 Pass T1 152 - 140 Diagonal L1 1/2x1 1/2x1/4 8 -0.22 14.95 1.5 3.0 (b) Pass T2 140 - 120 Diagonal L1 1/2x1 1/2x3/16 29 -1.45 11.64 12.5 24.4 (b) Pass T3 120 - 100 Diagonal L1 1/2x1 1/2x3/16 62 -2.26 6.83 33.1 40.8 (b) Pass T4 100 - 80 Diagonal L1 3/4x1 3/4x3/16 95 -2.23 6.60 33.7 36.1 (b) Pass T5 80 - 60 Diagonal L2x2x3/16 122 -2.43 6.25 38.8 Pass T6 60 - 40 Diagonal L2 1/2x2 1/2x3/16 143 -2.57 9.61 26.8 39.1 (b) Pass T7 40 - 20 Diagonal L2 1/2x2 1/2x3/16 164 -2.76 7.63 36.2 42.0 (b) Pass February 19, 2021 152-ft Self-Supporting Tower Structural Analysis Report CCI BU No 873552 TEP Project Number 234457.501134, Order 534411, Revision 1 Page 5 tnxTower Report - version 8.0.7.5 Section No. Elevation (ft) Component Type Size Critical Element P (K) ΦPallow (K) % Capacity Pass / Fail T8 20 - 0 Diagonal L3x3x3/16 185 -3.23 9.08 35.6 Pass T1 152 - 140 Top Girt L1 1/2x1 1/2x3/16 5 -0.03 5.48 0.5 Pass Summary Leg (T8) 45.8 Pass Diagonal (T7) 42.0 Pass Top Girt (T1) 0.5 Pass Bolt Checks 42.0 Pass RATING = 45.8 Pass Table 5 - Tower Component Stresses vs. Capacity - LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1,2 Anchor Rods - 5.1 Pass 1,2 Base Foundation Soil Interaction - 31.1 Pass 1,2 Base Foundation Structural - 23.1 Pass Structure Rating (max from all components) = 45.8% Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity listed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations 1) The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. February 19, 2021 152-ft Self-Supporting Tower Structural Analysis Report CCI BU No 873552 TEP Project Number 234457.501134, Order 534411, Revision 1 Page 6 tnxTower Report - version 8.0.7.5 APPENDIX A TNXTOWER OUTPUT Tower Engineering Professionals, Tower Engineering Professionals, Inc 326 Tryon Rd Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Job: N. Rexburg (BU 873552) Project: TEP No. 234457.501134 Client: Crown Castle Drawn by: MMW App'd: Code: TIA-222-H Date: 02/19/21 Scale: NTS Path: G:\Shared drives\224560 - 234708\234457\P-253113_L-501134_873552_N. Rexburg_Structural Analysis\tnxTower\Wind and Seismic\873552_1922020_LC5 CCISeismic 3.3.6 Wind And Seismic Analysis.eri Dwg No. E-1 152.0 ft 140.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 105 mph WIND TORQUE 5 kip-ft 16 K SHEAR 1319 kip-ft MOMENT 27 K AXIAL SEISMIC 3 K SHEAR 290 kip-ft MOMENT 29 K AXIAL SHEAR: 8 K UPLIFT: -78 K SHEAR: 10 K DOWN: 100 K MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS S e c t i o n T1 T2 T3 T4 T5 T6 T7 T8 L e g s RO H N 2 S T D RO H N 2 . 5 E H RO H N 3 E H RO H N 3 . 5 E H RO H N 4 E H RO H N 5 E H 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 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 L2 1 / 2 x 2 1 / 2 x 3 / 1 6 L3 x 3 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 L1 1 / 2 x 1 1 / 2 x 3 / 1 6 N. A . F a c e W i d t h ( f t ) 4.5 6 2 5 6. 7 7 0 8 3 8. 7 7 0 8 3 10 . 7 7 0 8 12 . 7 7 0 8 14 . 7 7 0 8 16 . 7 7 0 8 # P a n e l s @ ( f t ) 13 @ 4 4 @ 5 9 @ 6 . 6 6 6 6 7 2 @ 1 0 W e i g h t ( K ) 0.4 0.8 0.9 1.1 1.3 1.7 2.2 2.2 10 . 7 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-H Standard. 2. Tower designed for a 105 mph basic wind in accordance with the TIA-222-H Standard. 3. Deflections are based upon a 60 mph wind. 4. Tower Risk Category II. 5. Topographic Category 1 with Crest Height of 0' 6. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.6 7. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1 8. TOWER RATING: 45.8% ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 1 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Tower Input Data The main tower is a 3x free standing tower with an overall height of 152' above the ground line. The base of the tower is set at an elevation of 0' above the ground line. The face width of the tower is 4'6-3/4'' at the top and 16'9-1/4'' at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower base elevation above sea level: 4868'. Basic wind speed of 105 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0'. Deflections calculated using a wind speed of 60 mph. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.6. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. Pressures are calculated at each section. 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. Stress ratio used in tower member design 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 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 2 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Leg B Leg C Leg A F a c 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 152'-140' 4'6-23/32'' 1 12' T2 140'-120' 4'6-23/32'' 1 20' T3 120'-100' 4'6-23/32'' 1 20' T4 100'-80' 6'9-1/4'' 1 20' T5 80'-60' 8'9-1/4'' 1 20' T6 60'-40' 10'9-1/4'' 1 20' T7 40'-20' 12'9-1/4'' 1 20' T8 20'-0' 14'9-1/4'' 1 20' 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 152'-140' 4' X Brace No No 0.00 0.00 T2 140'-120' 4' X Brace No No 0.00 0.00 T3 120'-100' 4' X Brace No No 0.00 0.00 T4 100'-80' 5' X Brace No No 0.00 0.00 T5 80'-60' 6'8-1/32'' X Brace No No 0.00 0.00 T6 60'-40' 6'8-1/32'' X Brace No No 0.00 0.00 T7 40'-20' 6'8-1/32'' X Brace No No 0.00 0.00 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 3 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW 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 T8 20'-0' 10' X Brace No No 0.00 0.00 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 152'-140' Pipe ROHN 2 STD A572-50 (50 ksi) Equal Angle L1 1/2x1 1/2x1/4 A36 (36 ksi) T2 140'-120' Pipe ROHN 2.5 EH A572-50 (50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi) T3 120'-100' Pipe ROHN 2.5 EH A572-50 (50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi) T4 100'-80' Pipe ROHN 3 EH A572-50 (50 ksi) Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi) T5 80'-60' Pipe ROHN 3.5 EH A572-50 (50 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T6 60'-40' Pipe ROHN 4 EH A572-50 (50 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T7 40'-20' Pipe ROHN 5 EH A572-50 (50 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T8 20'-0' Pipe ROHN 5 EH A572-50 (50 ksi) Equal Angle L3x3x3/16 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 152'-140' Equal Angle L1 1/2x1 1/2x3/16 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 152'-140' 0.00 0.25 A36 (36 ksi) 1.03 1 1.05 30.00 30.00 36.00 T2 140'-120' 0.00 0.25 A36 (36 ksi) 1.03 1 1.05 30.00 30.00 36.00 T3 120'-100' 0.00 0.25 A36 (36 ksi) 1.03 1 1.05 30.00 30.00 36.00 T4 100'-80' 0.00 0.25 A36 (36 ksi) 1.03 1 1.05 30.00 30.00 36.00 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 4 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW 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 T5 80'-60' 0.00 0.25 A36 (36 ksi) 1.03 1 1.05 30.00 30.00 36.00 T6 60'-40' 0.00 0.25 A36 (36 ksi) 1.03 1 1.05 30.00 30.00 36.00 T7 40'-20' 0.00 0.25 A36 (36 ksi) 1.03 1 1.05 30.00 30.00 36.00 T8 20'-0' 0.00 0.25 A36 (36 ksi) 1.03 1 1.05 30.00 30.00 36.00 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 152'-140' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 140'-120' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 120'-100' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 100'-80' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 80'-60' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 60'-40' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 40'-20' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 20'-0' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. Tower Section Geometry (cont’d) Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 152'-140' 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T2 140'-120' 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T3 120'-100' 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T4 100'-80' 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T5 80'-60' 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T6 60'-40' 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 5 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW 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 T7 40'-20' 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T8 20'-0' 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 Tower Section Geometry (cont’d) Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 152'-140' Flange 0.63 A325N 4 0.50 A325N 1 0.50 A325N 1 0.00 A325N 0 0.63 A325N 0 0.50 A325N 0 0.63 A325N 0 T2 140'-120' Flange 0.63 A325N 4 0.50 A325N 1 0.50 A325X 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 T3 120'-100' Flange 0.75 A325N 4 0.50 A325N 1 0.50 A325X 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 T4 100'-80' Flange 0.88 A325N 4 0.50 A325N 1 0.00 A325X 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 T5 80'-60' Flange 0.88 A325N 4 0.50 A325N 1 0.00 A325X 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 T6 60'-40' Flange 1.00 A325N 4 0.50 A325N 1 0.00 A325X 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 T7 40'-20' Flange 1.00 A325N 4 0.50 A325N 1 0.00 A325X 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 T8 20'-0' Flange 0.00 A325N 0 0.63 A325N 1 0.00 A325X 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 0.63 A325N 0 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimeter in Weight plf ***Face A*** HB158-21U6S 24-xxM_TMO (1-5/8) A No No Ar (CaAa) 105' - 0' 0.00 -0.05 3 3 0.50 2.00 3 HCS 6X12 6AWG(1-3/8) A No No Ar (CaAa) 105' - 0' 0.00 0.02 3 3 0.50 1.38 2 Feedline Ladder (Af) A No No Af (CaAa) 105' - 0' 0.00 0 1 1 3.00 3.00 8 *** Face B**** TYPE 1(1-1/4'') B No No Ar (CaAa) 117' - 0' 0.20 0 3 3 0.50 1.30 1 Feedline Ladder (Af) B No No Af (CaAa) 117' - 0' 0.20 0 1 1 3.00 3.00 8 ***** ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 6 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimeter in Weight plf *** 3/8'' Cable (Lights) C No No Ar (CaAa) 80' - 0' -1.00 -0.45 3 2 0.38 0.38 0 3/8'' Cable (Lights) C No No Ar (CaAa) 152' - 80' -1.00 -0.45 2 2 0.38 0.38 0 Step Pegs (3/4'' SR) 7-in. w/30'' step C No No Ar (CaAa) 152' - 0' -1.00 -0.5 1 1 0.75 0.75 0 Safety Line 3/8 C No No Ar (CaAa) 152' - 0' -1.00 -0.5 1 1 0.38 0.38 0 ** LDF4.5-50(5/ 8'') C No No Ar (CaAa) 134' - 0' 0.00 0.25 3 3 0.50 0.86 0 Feedline Ladder (Af) C No No Af (CaAa) 134' - 0' 0.20 0.25 1 1 3.00 3.00 8 **** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ft2/ft Weight plf **** Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T1 152'-140' A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.250 0.000 0.000 0.000 0.00 0.00 0.01 T2 140'-120' A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.383 0.000 0.000 0.000 0.00 0.00 0.14 T3 120'-100' A B C 0.000 0.000 0.000 0.000 0.000 0.000 7.564 15.130 18.940 0.000 0.000 0.000 0.11 0.17 0.19 T4 100'-80' A B C 0.000 0.000 0.000 0.000 0.000 0.000 30.256 17.800 18.940 0.000 0.000 0.000 0.42 0.20 0.19 T5 80'-60' A B C 0.000 0.000 0.000 0.000 0.000 0.000 30.256 17.800 19.690 0.000 0.000 0.000 0.42 0.20 0.20 T6 60'-40' A B C 0.000 0.000 0.000 0.000 0.000 0.000 30.256 17.800 19.690 0.000 0.000 0.000 0.42 0.20 0.20 T7 40'-20' A B 0.000 0.000 0.000 0.000 30.256 17.800 0.000 0.000 0.42 0.20 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 7 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K C 0.000 0.000 19.690 0.000 0.20 T8 20'-0' A B C 0.000 0.000 0.000 0.000 0.000 0.000 30.256 17.800 19.690 0.000 0.000 0.000 0.42 0.20 0.20 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 152'-140' 1.60 0.83 1.60 0.83 T2 140'-120' -0.33 2.61 -0.33 2.61 T3 120'-100' 0.01 0.52 0.01 0.52 T4 100'-80' -2.60 -1.65 -2.60 -1.65 T5 80'-60' -2.71 -1.56 -2.71 -1.56 T6 60'-40' -2.73 -1.59 -2.73 -1.59 T7 40'-20' -2.89 -1.68 -2.86 -1.66 T8 20'-0' -3.26 -1.88 -3.25 -1.87 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 16 3/8" Cable (Lights) 140.00 - 152.00 0.6000 0.6000 T1 17 Step Pegs (3/4" SR) 7-in. w/30" step 140.00 - 152.00 0.6000 0.6000 T1 18 Safety Line 3/8 140.00 - 152.00 0.6000 0.6000 T2 16 3/8" Cable (Lights) 120.00 - 140.00 0.6000 0.6000 T2 17 Step Pegs (3/4" SR) 7-in. w/30" step 120.00 - 140.00 0.6000 0.6000 T2 18 Safety Line 3/8 120.00 - 140.00 0.6000 0.6000 T2 20 LDF4.5-50(5/8") 120.00 - 134.00 0.6000 0.6000 T2 21 Feedline Ladder (Af) 120.00 - 134.00 0.6000 0.6000 T3 2 HB158-21U6S24-xxM_TMO (1-5/8) 100.00 - 105.00 0.6000 0.6000 T3 4 HCS 6X12 6AWG(1-3/8) 100.00 - 105.00 0.6000 0.6000 T3 5 Feedline Ladder (Af) 100.00 - 105.00 0.6000 0.6000 T3 7 TYPE 1(1-1/4") 100.00 - 117.00 0.6000 0.6000 T3 9 Feedline Ladder (Af) 100.00 - 117.00 0.6000 0.6000 T3 16 3/8" Cable (Lights) 100.00 - 120.00 0.6000 0.6000 T3 17 Step Pegs (3/4" SR) 7-in. 100.00 - 0.6000 0.6000 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 8 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice w/30" step 120.00 T3 18 Safety Line 3/8 100.00 - 120.00 0.6000 0.6000 T3 20 LDF4.5-50(5/8") 100.00 - 120.00 0.6000 0.6000 T3 21 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T4 2 HB158-21U6S24-xxM_TMO (1-5/8) 80.00 - 100.00 0.6000 0.6000 T4 4 HCS 6X12 6AWG(1-3/8) 80.00 - 100.00 0.6000 0.6000 T4 5 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T4 7 TYPE 1(1-1/4") 80.00 - 100.00 0.6000 0.6000 T4 9 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T4 16 3/8" Cable (Lights) 80.00 - 100.00 0.6000 0.6000 T4 17 Step Pegs (3/4" SR) 7-in. w/30" step 80.00 - 100.00 0.6000 0.6000 T4 18 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T4 20 LDF4.5-50(5/8") 80.00 - 100.00 0.6000 0.6000 T4 21 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T5 2 HB158-21U6S24-xxM_TMO (1-5/8) 60.00 - 80.00 0.6000 0.6000 T5 4 HCS 6X12 6AWG(1-3/8) 60.00 - 80.00 0.6000 0.6000 T5 5 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T5 7 TYPE 1(1-1/4") 60.00 - 80.00 0.6000 0.6000 T5 9 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T5 15 3/8" Cable (Lights) 60.00 - 80.00 0.6000 0.6000 T5 17 Step Pegs (3/4" SR) 7-in. w/30" step 60.00 - 80.00 0.6000 0.6000 T5 18 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T5 20 LDF4.5-50(5/8") 60.00 - 80.00 0.6000 0.6000 T5 21 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T6 2 HB158-21U6S24-xxM_TMO (1-5/8) 40.00 - 60.00 0.6000 0.6000 T6 4 HCS 6X12 6AWG(1-3/8) 40.00 - 60.00 0.6000 0.6000 T6 5 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 7 TYPE 1(1-1/4") 40.00 - 60.00 0.6000 0.6000 T6 9 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 15 3/8" Cable (Lights) 40.00 - 60.00 0.6000 0.6000 T6 17 Step Pegs (3/4" SR) 7-in. w/30" step 40.00 - 60.00 0.6000 0.6000 T6 18 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T6 20 LDF4.5-50(5/8") 40.00 - 60.00 0.6000 0.6000 T6 21 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T7 2 HB158-21U6S24-xxM_TMO (1-5/8) 20.00 - 40.00 0.6000 0.6000 T7 4 HCS 6X12 6AWG(1-3/8) 20.00 - 40.00 0.6000 0.6000 T7 5 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T7 7 TYPE 1(1-1/4") 20.00 - 40.00 0.6000 0.6000 T7 9 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T7 15 3/8" Cable (Lights) 20.00 - 40.00 0.6000 0.6000 T7 17 Step Pegs (3/4" SR) 7-in. w/30" step 20.00 - 40.00 0.6000 0.6000 T7 18 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T7 20 LDF4.5-50(5/8") 20.00 - 40.00 0.6000 0.6000 T7 21 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T8 2 HB158-21U6S24-xxM_TMO (1-5/8) 0.00 - 20.00 0.6000 0.6000 T8 4 HCS 6X12 6AWG(1-3/8) 0.00 - 20.00 0.6000 0.6000 T8 5 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T8 7 TYPE 1(1-1/4") 0.00 - 20.00 0.6000 0.6000 T8 9 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T8 15 3/8" Cable (Lights) 0.00 - 20.00 0.6000 0.6000 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 9 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T8 17 Step Pegs (3/4" SR) 7-in. w/30" step 0.00 - 20.00 0.6000 0.6000 T8 18 Safety Line 3/8 0.00 - 20.00 0.6000 0.6000 T8 20 LDF4.5-50(5/8") 0.00 - 20.00 0.6000 0.6000 T8 21 Feedline Ladder (Af) 0.00 - 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 1 146' 0' 0.00 0.03 0.00 0.00 0.10 CCISeismic Tower Section 2 130' 0' 0.00 0.06 0.00 0.00 0.17 CCISeismic Tower Section 3 110' 0' 0.00 0.07 0.00 0.00 0.16 CCISeismic Tower Section 4 90' 0' 0.00 0.08 0.00 0.00 0.17 CCISeismic Tower Section 5 70' 0' 0.00 0.10 0.00 0.00 0.15 CCISeismic Tower Section 6 50' 0' 0.00 0.13 0.00 0.00 0.14 CCISeismic Tower Section 7 30' 0' 0.00 0.16 0.00 0.00 0.10 CCISeismic Tower Section 8 10' 0' 0.00 0.16 0.00 0.00 0.03 CCISeismic mounts 2.4'' Dia x 6-ft Pipe 153'3-15/32'' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic lightning rod Lightning Rod 5/8x4' 153'3-15/32'' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic beacon 1.5' x 6'' Beacon 153' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic beacon 3'' x 6'' SideLight 80' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic beacon 3'' x 6'' SideLight 80' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic beacon 3'' x 6'' SideLight 80' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) antel BCD-80010 134' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic tower mounts (cci) Sector Mount [SM 602-1] 134' 0' 0.00 0.04 0.00 0.00 0.11 CCISeismic tower mounts (cci) Sector Mount [SM 504-3] 125' 0' 0.00 0.13 0.00 0.00 0.35 CCISeismic (2) mounts 2.4'' Dia x 4-ft Mount Pipe 125' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (2) mounts 2.4'' Dia x 4-ft Mount Pipe 125' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (2) mounts 2.4'' Dia x 4-ft Mount Pipe 125' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic tower mounts (cci) Sector Mount [SM 308-3] 117' 0' 0.00 0.03 0.00 0.00 0.07 CCISeismic commscope_cfd TTTT65AP-1XR w/ Mount Pipe 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic commscope_cfd TTTT65AP-1XR w/ Mount Pipe 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic commscope_cfd TTTT65AP-1XR w/ Mount Pipe 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic kmw communications_cfd ET-X-TS-70-16-62-18-IR-RD 117' 0' 0.00 0.01 0.00 0.00 0.01 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 10 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K w/ Mount Pipe CCISeismic kmw communications_cfd ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic kmw communications_cfd ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic samsung telecommunications RRH-B8 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic samsung telecommunications RRH-B8 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic samsung telecommunications RRH-B8 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic samsung telecommunications RRH-P4 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic samsung telecommunications RRH-P4 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic samsung telecommunications RRH-P4 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic samsung telecommunications RRH-C2C w/EXT FILTER 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic samsung telecommunications RRH-C2C w/EXT FILTER 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic samsung telecommunications RRH-C2C w/EXT FILTER 117' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic samsung telecommunications POWER JUNCTION CYLINDER 117' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic samsung telecommunications POWER JUNCTION CYLINDER 117' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic samsung telecommunications POWER JUNCTION CYLINDER 117' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic ericsson AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe 105' 0' 0.00 0.01 0.00 0.00 0.03 CCISeismic ericsson AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe 105' 0' 0.00 0.01 0.00 0.00 0.03 CCISeismic ericsson AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe 105' 0' 0.00 0.01 0.00 0.00 0.03 CCISeismic ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 105' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 105' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 105' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105' 0' 0.00 0.01 0.00 0.00 0.03 CCISeismic rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105' 0' 0.00 0.01 0.00 0.00 0.03 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 11 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105' 0' 0.00 0.01 0.00 0.00 0.03 CCISeismic ericsson RADIO 4449 B71 B85A_T-MOBILE 105' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic ericsson RADIO 4449 B71 B85A_T-MOBILE 105' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic ericsson RADIO 4449 B71 B85A_T-MOBILE 105' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic ericsson RRUS 4415 B25_CCIV2 105' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic ericsson RRUS 4415 B25_CCIV2 105' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic ericsson RRUS 4415 B25_CCIV2 105' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic tower mounts (cci) Sector Mount [SM 502-3] 105' 0' 0.00 0.12 0.00 0.00 0.28 CCISeismic (3) rfs celwave HB158-21U6S24-xxM_TMO(1- 5/8) From 0 to 105 (100ft to105ft) 102'6'' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic (3) rfs celwave HB158-21U6S24-xxM_TMO(1- 5/8) From 0 to 105 (80ft to100ft) 90' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic (3) rfs celwave HB158-21U6S24-xxM_TMO(1- 5/8) From 0 to 105 (60ft to80ft) 70' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic (3) rfs celwave HB158-21U6S24-xxM_TMO(1- 5/8) From 0 to 105 (40ft to60ft) 50' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic (3) rfs celwave HB158-21U6S24-xxM_TMO(1- 5/8) From 0 to 105 (20ft to40ft) 30' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic (3) rfs celwave HB158-21U6S24-xxM_TMO(1- 5/8) From 0 to 105 (0ft to20ft) 10' 0' 0.00 0.01 0.00 0.00 0.00 CCISeismic (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (100ft to105ft) 102'6'' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (80ft to100ft) 90' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (60ft to80ft) 70' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (40ft to60ft) 50' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (20ft to40ft) 30' 0' 0.00 0.01 0.00 0.00 0.00 CCISeismic (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (0ft to20ft) 10' 0' 0.00 0.01 0.00 0.00 0.00 CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (100ft to105ft) 102'6'' 0' 0.00 0.00 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (80ft to100ft) 90' 0' 0.00 0.01 0.00 0.00 0.02 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 12 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (60ft to80ft) 70' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (40ft to60ft) 50' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (20ft to40ft) 30' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (0ft to20ft) 10' 0' 0.00 0.01 0.00 0.00 0.00 CCISeismic (3) samsung telecommunications TYPE 1(1-1/4'') From 0 to 117 (100ft to117ft) 108'6'' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) samsung telecommunications TYPE 1(1-1/4'') From 0 to 117 (80ft to100ft) 90' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) samsung telecommunications TYPE 1(1-1/4'') From 0 to 117 (60ft to80ft) 70' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) samsung telecommunications TYPE 1(1-1/4'') From 0 to 117 (40ft to60ft) 50' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) samsung telecommunications TYPE 1(1-1/4'') From 0 to 117 (20ft to40ft) 30' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) samsung telecommunications TYPE 1(1-1/4'') From 0 to 117 (0ft to20ft) 10' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (100ft to117ft) 108'6'' 0' 0.00 0.01 0.00 0.00 0.03 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (80ft to100ft) 90' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (60ft to80ft) 70' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (40ft to60ft) 50' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (20ft to40ft) 30' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (0ft to20ft) 10' 0' 0.00 0.01 0.00 0.00 0.00 CCISeismic (3) miscl 3/8'' Cable (Lights) From 0 to 80 (60ft to80ft) 70' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) miscl 3/8'' Cable (Lights) From 0 to 80 (40ft to60ft) 50' 0' 0.00 0.00 0.00 0.00 0.00 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 13 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic (3) miscl 3/8'' Cable (Lights) From 0 to 80 (20ft to40ft) 30' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) miscl 3/8'' Cable (Lights) From 0 to 80 (0ft to20ft) 10' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (2) miscl 3/8'' Cable (Lights) From 80 to 152 (140ft to152ft) 146' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (2) miscl 3/8'' Cable (Lights) From 80 to 152 (120ft to140ft) 130' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (2) miscl 3/8'' Cable (Lights) From 80 to 152 (100ft to120ft) 110' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (2) miscl 3/8'' Cable (Lights) From 80 to 152 (80ft to100ft) 90' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (3/4'' SR) 7-in. w/30'' step From 0 to 152 (140ft to152ft) 146' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (3/4'' SR) 7-in. w/30'' step From 0 to 152 (120ft to140ft) 130' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (3/4'' SR) 7-in. w/30'' step From 0 to 152 (100ft to120ft) 110' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (3/4'' SR) 7-in. w/30'' step From 0 to 152 (80ft to100ft) 90' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (3/4'' SR) 7-in. w/30'' step From 0 to 152 (60ft to80ft) 70' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (3/4'' SR) 7-in. w/30'' step From 0 to 152 (40ft to60ft) 50' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (3/4'' SR) 7-in. w/30'' step From 0 to 152 (20ft to40ft) 30' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (3/4'' SR) 7-in. w/30'' step From 0 to 152 (0ft to20ft) 10' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 152 (140ft to152ft) 146' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 152 (120ft to140ft) 130' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 152 (100ft to120ft) 110' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 152 (80ft to100ft) 90' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 152 (60ft to80ft) 70' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 152 (40ft to60ft) 50' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 152 (20ft to40ft) 30' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 152 (0ft to20ft) 10' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (120ft to134ft) 127' 0' 0.00 0.00 0.00 0.00 0.00 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 14 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (100ft to120ft) 110' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (80ft to100ft) 90' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (60ft to80ft) 70' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (40ft to60ft) 50' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (20ft to40ft) 30' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (0ft to20ft) 10' 0' 0.00 0.00 0.00 0.00 0.00 CCISeismic miscl Feedline Ladder (Af) From 0 to 134 (120ft to134ft) 127' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic miscl Feedline Ladder (Af) From 0 to 134 (100ft to120ft) 110' 0' 0.00 0.01 0.00 0.00 0.03 CCISeismic miscl Feedline Ladder (Af) From 0 to 134 (80ft to100ft) 90' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic miscl Feedline Ladder (Af) From 0 to 134 (60ft to80ft) 70' 0' 0.00 0.01 0.00 0.00 0.02 CCISeismic miscl Feedline Ladder (Af) From 0 to 134 (40ft to60ft) 50' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 0 to 134 (20ft to40ft) 30' 0' 0.00 0.01 0.00 0.00 0.01 CCISeismic miscl Feedline Ladder (Af) From 0 to 134 (0ft to20ft) 10' 0' 0.00 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 CAAA Front ft2 CAAA Side ft2 Weight K 2.4'' Dia x 6-ft Pipe C From Leg 0.00 0' 3' 0.00 153'3-15/32'' No Ice 1.43 1.43 0.02 Lightning Rod 5/8x4' C From Leg 0.00 0' 8' 0.00 153'3-15/32'' No Ice 0.25 0.25 0.03 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 15 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 1.5' x 6'' Beacon C From Leg 0.00 0' 3-15/32'' 0.00 153' No Ice 0.51 0.51 0.01 ** 3'' x 6'' SideLight A From Leg 0.50 0' 0' 0.00 80' No Ice 0.09 0.09 0.00 3'' x 6'' SideLight B From Leg 0.50 0' 0' 0.00 80' No Ice 0.09 0.09 0.00 3'' x 6'' SideLight C From Leg 0.50 0' 0' 0.00 80' No Ice 0.09 0.09 0.00 ***** **134** (3) BCD-80010 C From Leg 4.00 0' 7' 0.00 134' No Ice 2.95 2.95 0.03 Sector Mount [SM 602-1] C From Leg 2.00 0' 0' 0.00 134' No Ice 20.00 8.53 0.51 **125** Sector Mount [SM 504-3] C None 0.00 125' No Ice 31.05 31.05 1.71 (2) 2.4'' Dia x 4-ft Mount Pipe A From Leg 4.00 0' 0' 0.00 125' No Ice 0.87 0.87 0.01 (2) 2.4'' Dia x 4-ft Mount Pipe B From Leg 4.00 0' 0' 0.00 125' No Ice 0.87 0.87 0.01 (2) 2.4'' Dia x 4-ft Mount Pipe C From Leg 4.00 0' 0' 0.00 125' No Ice 0.87 0.87 0.01 **117** Sector Mount [SM 308-3] C None 0.00 117' No Ice 20.73 20.73 0.38 TTTT65AP-1XR w/ Mount Pipe A From Leg 4.00 0' 0' 0.00 117' No Ice 5.30 3.18 0.06 TTTT65AP-1XR w/ Mount Pipe B From Leg 4.00 0' 0' 0.00 117' No Ice 5.30 3.18 0.06 TTTT65AP-1XR w/ Mount Pipe C From Leg 4.00 0' 0' 0.00 117' No Ice 5.30 3.18 0.06 ET-X-TS-70-16-62-18-IR-R D w/ Mount Pipe A From Leg 4.00 0' 0' 0.00 117' No Ice 4.63 3.28 0.07 ET-X-TS-70-16-62-18-IR-R D w/ Mount Pipe B From Leg 4.00 0' 0' 0.00 117' No Ice 4.63 3.28 0.07 ET-X-TS-70-16-62-18-IR-R D w/ Mount Pipe C From Leg 4.00 0' 0' 0.00 117' No Ice 4.63 3.28 0.07 RRH-B8 A From Leg 4.00 0' 0' 0.00 117' No Ice 2.88 1.74 0.06 RRH-B8 B From Leg 4.00 0' 0.00 117' No Ice 2.88 1.74 0.06 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 16 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0' RRH-B8 C From Leg 4.00 0' 0' 0.00 117' No Ice 2.88 1.74 0.06 RRH-P4 A From Leg 4.00 0' 0' 0.00 117' No Ice 2.74 1.79 0.06 RRH-P4 B From Leg 4.00 0' 0' 0.00 117' No Ice 2.74 1.79 0.06 RRH-P4 C From Leg 4.00 0' 0' 0.00 117' No Ice 2.74 1.79 0.06 RRH-C2C w/EXT FILTER A From Leg 4.00 0' 0' 0.00 117' No Ice 4.75 2.64 0.05 RRH-C2C w/EXT FILTER B From Leg 4.00 0' 0' 0.00 117' No Ice 4.75 2.64 0.05 RRH-C2C w/EXT FILTER C From Leg 4.00 0' 0' 0.00 117' No Ice 4.75 2.64 0.05 POWER JUNCTION CYLINDER A From Leg 4.00 0' 0' 0.00 117' No Ice 0.37 0.37 0.00 POWER JUNCTION CYLINDER B From Leg 4.00 0' 0' 0.00 117' No Ice 0.37 0.37 0.00 POWER JUNCTION CYLINDER C From Leg 4.00 0' 0' 0.00 117' No Ice 0.37 0.37 0.00 ***105*** AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe A From Leg 4.00 0' -1' 0.00 105' No Ice 7.09 6.39 0.19 AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe B From Leg 4.00 0' -1' 0.00 105' No Ice 7.09 6.39 0.19 AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe C From Leg 4.00 0' -1' 0.00 105' No Ice 7.09 6.39 0.19 AIR6449 B41_T-MOBILE w/ Mount Pipe A From Leg 4.00 0' -1' 0.00 105' No Ice 5.87 3.27 0.13 AIR6449 B41_T-MOBILE w/ Mount Pipe B From Leg 4.00 0' -1' 0.00 105' No Ice 5.87 3.27 0.13 AIR6449 B41_T-MOBILE w/ Mount Pipe C From Leg 4.00 0' -1' 0.00 105' No Ice 5.87 3.27 0.13 APXVAARR24_43-U-NA20 w/ Mount Pipe A From Leg 4.00 0' -1' 0.00 105' No Ice 20.48 11.02 0.16 APXVAARR24_43-U-NA20 w/ Mount Pipe B From Leg 4.00 0' -1' 0.00 105' No Ice 20.48 11.02 0.16 APXVAARR24_43-U-NA20 C From Leg 4.00 0.00 105' No Ice 20.48 11.02 0.16 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 17 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K w/ Mount Pipe 0' -1' RADIO 4449 B71 B85A_T-MOBILE A From Leg 4.00 0' -1' 0.00 105' No Ice 1.97 1.59 0.07 RADIO 4449 B71 B85A_T-MOBILE B From Leg 4.00 0' -1' 0.00 105' No Ice 1.97 1.59 0.07 RADIO 4449 B71 B85A_T-MOBILE C From Leg 4.00 0' -1' 0.00 105' No Ice 1.97 1.59 0.07 RRUS 4415 B25_CCIV2 A From Leg 4.00 0' -1' 0.00 105' No Ice 1.84 0.82 0.05 RRUS 4415 B25_CCIV2 B From Leg 4.00 0' -1' 0.00 105' No Ice 1.84 0.82 0.05 RRUS 4415 B25_CCIV2 C From Leg 4.00 0' -1' 0.00 105' No Ice 1.84 0.82 0.05 Sector Mount [SM 502-3] C None 0.00 105' No Ice 29.82 29.82 1.67 ***** 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 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 18 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Comb. No. Description 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service 38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 39 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 41 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 43 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 45 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 47 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 49 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 50 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 51 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 52 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 53 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 54 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 55 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 56 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 57 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 58 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 59 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 60 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 61 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft T1 152 - 140 Leg Max Tension 15 0.54 0.00 -0.01 Max. Compression 18 -0.94 -0.00 0.00 Max. Mx 44 -0.11 0.02 0.00 Max. My 38 -0.17 0.00 -0.02 Max. Vy 10 -0.03 0.00 0.00 Max. Vx 3 0.04 0.00 0.00 Diagonal Max Tension 20 0.22 0.00 0.00 Max. Compression 8 -0.22 0.00 0.00 Max. Mx 8 0.21 0.00 -0.00 Max. My 8 0.21 0.00 -0.00 Max. Vy 8 -0.00 0.00 -0.00 Max. Vx 8 0.00 0.00 -0.00 Top Girt Max Tension 19 0.01 0.00 0.00 Max. Compression 6 -0.03 0.00 0.00 Max. Mx 2 -0.02 -0.01 0.00 Max. Vy 2 0.01 0.00 0.00 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 19 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft T2 140 - 120 Leg Max Tension 15 6.24 0.01 -0.09 Max. Compression 18 -10.47 0.09 -0.05 Max. Mx 2 -2.30 0.20 0.07 Max. My 2 -0.36 0.02 -0.26 Max. Vy 8 0.22 -0.09 0.01 Max. Vx 2 -0.22 -0.01 0.08 Diagonal Max Tension 9 1.34 0.00 0.00 Max. Compression 10 -1.45 0.00 0.00 Max. Mx 18 0.99 0.01 0.00 Max. My 24 -1.05 0.00 0.00 Max. Vy 18 -0.00 0.01 0.00 Max. Vx 24 -0.00 0.00 0.00 T3 120 - 100 Leg Max Tension 7 17.06 -0.27 -0.00 Max. Compression 18 -26.23 -0.04 0.00 Max. Mx 6 12.63 0.37 -0.00 Max. My 24 -3.14 -0.03 -0.37 Max. Vy 6 0.64 -0.27 -0.00 Max. Vx 4 0.54 -0.01 -0.17 Diagonal Max Tension 8 2.23 0.00 0.00 Max. Compression 8 -2.26 0.00 0.00 Max. Mx 18 1.04 0.01 0.00 Max. My 22 -1.96 0.00 0.00 Max. Vy 16 0.01 0.01 -0.00 Max. Vx 24 -0.00 0.00 0.00 T4 100 - 80 Leg Max Tension 7 32.58 -0.08 0.00 Max. Compression 18 -43.43 0.10 -0.00 Max. Mx 18 -34.93 0.13 -0.00 Max. My 24 -5.34 -0.01 0.13 Max. Vy 42 -0.10 -0.03 0.00 Max. Vx 56 -0.09 -0.02 -0.01 Diagonal Max Tension 8 2.35 0.00 0.00 Max. Compression 8 -2.31 0.00 0.00 Max. Mx 18 1.84 0.01 0.00 Max. My 12 1.87 0.01 -0.00 Max. Vy 6 0.01 0.01 -0.00 Max. Vx 12 0.00 0.00 0.00 T5 80 - 60 Leg Max Tension 7 44.93 -0.12 0.00 Max. Compression 18 -57.73 0.15 -0.00 Max. Mx 19 -56.19 0.15 -0.00 Max. My 24 -6.14 -0.00 0.18 Max. Vy 42 0.05 -0.07 0.00 Max. Vx 24 -0.04 -0.00 0.18 Diagonal Max Tension 8 2.41 0.00 0.00 Max. Compression 8 -2.43 0.00 0.00 Max. Mx 18 1.99 0.02 -0.00 Max. My 24 -1.48 0.01 0.00 Max. Vy 6 0.01 0.02 -0.00 Max. Vx 24 -0.00 0.00 0.00 T6 60 - 40 Leg Max Tension 7 56.36 -0.14 0.00 Max. Compression 18 -71.56 0.19 -0.00 Max. Mx 19 -69.78 0.19 -0.00 Max. My 20 -5.35 -0.01 -0.20 Max. Vy 42 -0.04 -0.07 0.00 Max. Vx 24 -0.05 -0.01 0.20 Diagonal Max Tension 8 2.55 0.00 0.00 Max. Compression 8 -2.57 0.00 0.00 Max. Mx 18 2.16 0.03 0.00 Max. My 24 2.17 0.03 0.00 Max. Vy 6 0.02 0.03 -0.00 Max. Vx 24 -0.00 0.00 0.00 T7 40 - 20 Leg Max Tension 7 66.95 -0.20 0.00 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 20 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Compression 18 -84.98 0.42 -0.00 Max. Mx 18 -84.98 0.42 -0.00 Max. My 20 -6.51 -0.02 -0.27 Max. Vy 10 -0.07 0.42 -0.01 Max. Vx 20 -0.06 -0.02 -0.27 Diagonal Max Tension 8 2.73 0.00 0.00 Max. Compression 8 -2.76 0.00 0.00 Max. Mx 22 2.09 0.04 0.00 Max. My 24 -1.40 0.02 0.00 Max. Vy 22 0.02 0.04 0.00 Max. Vx 24 -0.00 0.00 0.00 T8 20 - 0 Leg Max Tension 7 76.04 -0.28 0.01 Max. Compression 18 -96.72 0.00 -0.00 Max. Mx 18 -90.21 0.42 -0.00 Max. My 20 -7.27 -0.06 -0.62 Max. Vy 6 -0.08 -0.29 0.01 Max. Vx 24 0.11 -0.06 0.61 Diagonal Max Tension 8 3.14 0.00 0.00 Max. Compression 10 -3.23 0.00 0.00 Max. Mx 18 2.62 0.07 0.01 Max. My 24 2.82 0.06 0.01 Max. Vy 20 0.03 0.06 -0.01 Max. Vx 24 -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 99.84 8.80 -5.11 Max. Hx 18 99.84 8.80 -5.11 Max. Hz 7 -78.40 -7.30 4.24 Min. Vert 7 -78.40 -7.30 4.24 Min. Hx 7 -78.40 -7.30 4.24 Min. Hz 18 99.84 8.80 -5.11 Leg B Max. Vert 10 97.63 -8.85 -4.97 Max. Hx 23 -78.31 7.37 4.13 Max. Hz 23 -78.31 7.37 4.13 Min. Vert 23 -78.31 7.37 4.13 Min. Hx 10 97.63 -8.85 -4.97 Min. Hz 10 97.63 -8.85 -4.97 Leg A Max. Vert 2 97.37 -0.15 10.02 Max. Hx 21 5.77 1.10 0.42 Max. Hz 2 97.37 -0.15 10.02 Min. Vert 15 -77.03 0.13 -8.31 Min. Hx 8 10.03 -1.12 0.73 Min. Hz 15 -77.03 0.13 -8.31 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 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 21 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 22.60 -0.00 0.00 0.20 8.45 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 27.12 0.11 -15.78 -1282.83 -4.41 -3.94 0.9 Dead+1.0 Wind 0 deg - No Ice 20.34 0.11 -15.78 -1282.89 -6.94 -3.94 1.2 Dead+1.0 Wind 30 deg - No Ice 27.12 7.60 -12.95 -1068.38 -623.63 -1.38 0.9 Dead+1.0 Wind 30 deg - No Ice 20.34 7.60 -12.95 -1068.44 -626.16 -1.38 1.2 Dead+1.0 Wind 60 deg - No Ice 27.12 13.01 -7.51 -621.66 -1067.03 -0.67 0.9 Dead+1.0 Wind 60 deg - No Ice 20.34 13.01 -7.51 -621.72 -1069.56 -0.67 1.2 Dead+1.0 Wind 90 deg - No Ice 27.12 15.41 -0.11 -14.31 -1250.02 0.26 0.9 Dead+1.0 Wind 90 deg - No Ice 20.34 15.41 -0.11 -14.37 -1252.55 0.26 1.2 Dead+1.0 Wind 120 deg - No Ice 27.12 13.94 7.92 635.34 -1118.97 3.14 0.9 Dead+1.0 Wind 120 deg - No Ice 20.34 13.94 7.92 635.28 -1121.51 3.14 1.2 Dead+1.0 Wind 150 deg - No Ice 27.12 7.59 13.15 1070.77 -607.93 5.33 0.9 Dead+1.0 Wind 150 deg - No Ice 20.34 7.59 13.15 1070.71 -610.46 5.33 1.2 Dead+1.0 Wind 180 deg - No Ice 27.12 -0.11 14.80 1217.31 24.70 3.94 0.9 Dead+1.0 Wind 180 deg - No Ice 20.34 -0.11 14.80 1217.25 22.16 3.94 1.2 Dead+1.0 Wind 210 deg - No Ice 27.12 -7.60 12.95 1068.86 643.92 1.38 0.9 Dead+1.0 Wind 210 deg - No Ice 20.34 -7.60 12.95 1068.80 641.38 1.38 1.2 Dead+1.0 Wind 240 deg - No Ice 27.12 -13.87 8.01 655.15 1144.48 0.67 0.9 Dead+1.0 Wind 240 deg - No Ice 20.34 -13.87 8.01 655.09 1141.94 0.67 1.2 Dead+1.0 Wind 270 deg - No Ice 27.12 -15.41 0.11 14.79 1270.31 -0.26 0.9 Dead+1.0 Wind 270 deg - No Ice 20.34 -15.41 0.11 14.73 1267.77 -0.26 1.2 Dead+1.0 Wind 300 deg - No Ice 27.12 -13.08 -7.43 -601.85 1082.10 -3.14 0.9 Dead+1.0 Wind 300 deg - No Ice 20.34 -13.08 -7.43 -601.91 1079.56 -3.14 1.2 Dead+1.0 Wind 330 deg - No Ice 27.12 -7.59 -13.15 -1070.29 628.22 -5.33 0.9 Dead+1.0 Wind 330 deg - No Ice 20.34 -7.59 -13.15 -1070.35 625.68 -5.33 Dead+Wind 0 deg - Service 22.60 0.04 -5.43 -440.81 3.45 -1.36 Dead+Wind 30 deg - Service 22.60 2.61 -4.45 -367.10 -209.38 -0.47 Dead+Wind 60 deg - Service 22.60 4.47 -2.58 -213.56 -361.79 -0.23 Dead+Wind 90 deg - Service 22.60 5.30 -0.04 -4.80 -424.68 0.09 Dead+Wind 120 deg - Service 22.60 4.79 2.72 218.49 -379.64 1.08 Dead+Wind 150 deg - Service 22.60 2.61 4.52 368.16 -203.99 1.83 Dead+Wind 180 deg - Service 22.60 -0.04 5.09 418.53 13.46 1.36 Dead+Wind 210 deg - Service 22.60 -2.61 4.45 367.51 226.29 0.47 Dead+Wind 240 deg - Service 22.60 -4.77 2.75 225.30 398.34 0.23 Dead+Wind 270 deg - Service 22.60 -5.30 0.04 5.20 441.59 -0.09 Dead+Wind 300 deg - Service 22.60 -4.50 -2.55 -206.75 376.90 -1.08 Dead+Wind 330 deg - Service 22.60 -2.61 -4.52 -367.76 220.90 -1.83 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 22 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 28.80 -0.00 -2.80 -280.01 10.14 0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 18.66 -0.00 -2.80 -280.07 7.61 0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 28.80 1.40 -2.43 -242.46 -129.98 0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 18.66 1.40 -2.43 -242.52 -132.52 0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 28.80 2.43 -1.40 -139.88 -232.56 0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 18.66 2.43 -1.40 -139.94 -235.09 0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 28.80 2.80 0.00 0.24 -270.10 0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 18.66 2.80 0.00 0.18 -272.64 0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 28.80 2.43 1.40 140.37 -232.56 0.00 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 18.66 2.43 1.40 140.31 -235.09 0.00 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 28.80 1.40 2.43 242.95 -129.98 0.00 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 18.66 1.40 2.43 242.88 -132.52 0.00 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 28.80 -0.00 2.80 280.49 10.14 0.00 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 18.66 -0.00 2.80 280.43 7.61 0.00 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 28.80 -1.40 2.43 242.95 150.27 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 18.66 -1.40 2.43 242.88 147.73 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 28.80 -2.43 1.40 140.37 252.85 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 18.66 -2.43 1.40 140.31 250.31 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 28.80 -2.80 0.00 0.24 290.39 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 18.66 -2.80 0.00 0.18 287.86 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 28.80 -2.43 -1.40 -139.88 252.85 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 18.66 -2.43 -1.40 -139.94 250.31 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 28.80 -1.40 -2.43 -242.46 150.27 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 330 deg 18.66 -1.40 -2.43 -242.52 147.73 -0.00 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -22.60 0.00 0.00 22.60 -0.00 0.000% 2 0.11 -27.12 -15.78 -0.11 27.12 15.78 0.000% 3 0.11 -20.34 -15.78 -0.11 20.34 15.78 0.000% 4 7.60 -27.12 -12.95 -7.60 27.12 12.95 0.000% 5 7.60 -20.34 -12.95 -7.60 20.34 12.95 0.000% 6 13.01 -27.12 -7.51 -13.01 27.12 7.51 0.000% 7 13.01 -20.34 -7.51 -13.01 20.34 7.51 0.000% 8 15.41 -27.12 -0.11 -15.41 27.12 0.11 0.000% 9 15.41 -20.34 -0.11 -15.41 20.34 0.11 0.000% 10 13.94 -27.12 7.92 -13.94 27.12 -7.92 0.000% 11 13.94 -20.34 7.92 -13.94 20.34 -7.92 0.000% 12 7.59 -27.12 13.15 -7.59 27.12 -13.15 0.000% ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 23 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 13 7.59 -20.34 13.15 -7.59 20.34 -13.15 0.000% 14 -0.11 -27.12 14.80 0.11 27.12 -14.80 0.000% 15 -0.11 -20.34 14.80 0.11 20.34 -14.80 0.000% 16 -7.60 -27.12 12.95 7.60 27.12 -12.95 0.000% 17 -7.60 -20.34 12.95 7.60 20.34 -12.95 0.000% 18 -13.87 -27.12 8.01 13.87 27.12 -8.01 0.000% 19 -13.87 -20.34 8.01 13.87 20.34 -8.01 0.000% 20 -15.41 -27.12 0.11 15.41 27.12 -0.11 0.000% 21 -15.41 -20.34 0.11 15.41 20.34 -0.11 0.000% 22 -13.08 -27.12 -7.43 13.08 27.12 7.43 0.000% 23 -13.08 -20.34 -7.43 13.08 20.34 7.43 0.000% 24 -7.59 -27.12 -13.15 7.59 27.12 13.15 0.000% 25 -7.59 -20.34 -13.15 7.59 20.34 13.15 0.000% 26 0.04 -22.60 -5.43 -0.04 22.60 5.43 0.000% 27 2.61 -22.60 -4.45 -2.61 22.60 4.45 0.000% 28 4.47 -22.60 -2.58 -4.47 22.60 2.58 0.000% 29 5.30 -22.60 -0.04 -5.30 22.60 0.04 0.000% 30 4.79 -22.60 2.72 -4.79 22.60 -2.72 0.000% 31 2.61 -22.60 4.52 -2.61 22.60 -4.52 0.000% 32 -0.04 -22.60 5.09 0.04 22.60 -5.09 0.000% 33 -2.61 -22.60 4.45 2.61 22.60 -4.45 0.000% 34 -4.77 -22.60 2.75 4.77 22.60 -2.75 0.000% 35 -5.30 -22.60 0.04 5.30 22.60 -0.04 0.000% 36 -4.50 -22.60 -2.55 4.50 22.60 2.55 0.000% 37 -2.61 -22.60 -4.52 2.61 22.60 4.52 0.000% 38 0.00 -28.80 -2.80 0.00 28.80 2.80 0.000% 39 0.00 -18.66 -2.80 0.00 18.66 2.80 0.000% 40 1.40 -28.80 -2.43 -1.40 28.80 2.43 0.000% 41 1.40 -18.66 -2.43 -1.40 18.66 2.43 0.000% 42 2.43 -28.80 -1.40 -2.43 28.80 1.40 0.000% 43 2.43 -18.66 -1.40 -2.43 18.66 1.40 0.000% 44 2.80 -28.80 0.00 -2.80 28.80 -0.00 0.000% 45 2.80 -18.66 0.00 -2.80 18.66 -0.00 0.000% 46 2.43 -28.80 1.40 -2.43 28.80 -1.40 0.000% 47 2.43 -18.66 1.40 -2.43 18.66 -1.40 0.000% 48 1.40 -28.80 2.43 -1.40 28.80 -2.43 0.000% 49 1.40 -18.66 2.43 -1.40 18.66 -2.43 0.000% 50 0.00 -28.80 2.80 0.00 28.80 -2.80 0.000% 51 0.00 -18.66 2.80 0.00 18.66 -2.80 0.000% 52 -1.40 -28.80 2.43 1.40 28.80 -2.43 0.000% 53 -1.40 -18.66 2.43 1.40 18.66 -2.43 0.000% 54 -2.43 -28.80 1.40 2.43 28.80 -1.40 0.000% 55 -2.43 -18.66 1.40 2.43 18.66 -1.40 0.000% 56 -2.80 -28.80 0.00 2.80 28.80 -0.00 0.000% 57 -2.80 -18.66 0.00 2.80 18.66 -0.00 0.000% 58 -2.43 -28.80 -1.40 2.43 28.80 1.40 0.000% 59 -2.43 -18.66 -1.40 2.43 18.66 1.40 0.000% 60 -1.40 -28.80 -2.43 1.40 28.80 2.43 0.000% 61 -1.40 -18.66 -2.43 1.40 18.66 2.43 0.000% Bolt Design Data ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 24 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW 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 152 Leg A325N 0.63 4 0.13 20.34 0.007 1.05 Bolt Tension Diagonal A325N 0.50 1 0.22 6.96 0.032 1.05 Member Block Shear Top Girt A325N 0.50 1 0.03 8.84 0.003 1.05 Bolt Shear T2 140 Leg A325N 0.63 4 1.56 20.34 0.077 1.05 Bolt Tension Diagonal A325N 0.50 1 1.34 5.22 0.256 1.05 Member Block Shear T3 120 Leg A325N 0.75 4 4.27 30.10 0.142 1.05 Bolt Tension Diagonal A325N 0.50 1 2.23 5.22 0.428 1.05 Member Block Shear T4 100 Leg A325N 0.88 4 8.14 41.56 0.196 1.05 Bolt Tension Diagonal A325N 0.50 1 2.35 6.20 0.379 1.05 Member Bearing T5 80 Leg A325N 0.88 4 11.23 41.56 0.270 1.05 Bolt Tension Diagonal A325N 0.50 1 2.41 6.20 0.389 1.05 Member Bearing T6 60 Leg A325N 1.00 4 14.09 54.52 0.258 1.05 Bolt Tension Diagonal A325N 0.50 1 2.55 6.20 0.411 1.05 Member Bearing T7 40 Leg A325N 1.00 4 16.74 54.52 0.307 1.05 Bolt Tension Diagonal A325N 0.50 1 2.73 6.20 0.441 1.05 Member Bearing T8 20 Diagonal A325N 0.63 1 3.14 9.84 0.319 1.05 Member Bearing 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 152 - 140 ROHN 2 STD 12' 4' 61.0 K=1.00 1.07 -0.94 36.84 0.026 1 T2 140 - 120 ROHN 2.5 EH 20' 4' 51.9 K=1.00 2.25 -10.47 83.25 0.126 1 T3 120 - 100 ROHN 2.5 EH 20'15/32 '' 4'1/8'' 52.1 K=1.00 2.25 -26.23 83.19 0.315 1 T4 100 - 80 ROHN 3 EH 20'3/8'' 5'1/8'' 52.9 K=1.00 3.02 -43.43 110.61 0.393 1 T5 80 - 60 ROHN 3.5 EH 20'3/8'' 6'8-5/32' ' 61.3 K=1.00 3.68 -57.73 125.73 0.459 1 T6 60 - 40 ROHN 4 EH 20'3/8'' 6'8-5/32' ' 54.3 K=1.00 4.41 -71.56 159.91 0.447 1 T7 40 - 20 ROHN 5 EH 20'3/8'' 6'8-5/32' ' 43.6 K=1.00 6.11 -84.98 239.39 0.355 1 T8 20 - 0 ROHN 5 EH 20'3/8'' 10'1/4'' 65.4 K=1.00 6.11 -96.72 201.25 0.481 1 1 P u / Pn controls Diagonal Design Data (Compression) ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 25 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 152 - 140 L1 1/2x1 1/2x1/4 6'27/32'' 2'9-19/3 2'' 116.2 K=1.01 0.69 -0.22 14.23 0.015 1 T2 140 - 120 L1 1/2x1 1/2x3/16 6'27/32'' 2'9-1/4'' 115.0 K=1.01 0.53 -1.45 11.09 0.131 1 T3 120 - 100 L1 1/2x1 1/2x3/16 7'8-5/32' ' 3'8-5/8'' 152.3 K=1.00 0.53 -2.26 6.51 0.348 1 T4 100 - 80 L1 3/4x1 3/4x3/16 9'10-9/1 6'' 4'9-23/3 2'' 168.1 K=1.00 0.62 -2.23 6.29 0.354 1 T5 80 - 60 L2x2x3/16 12'4-11/ 16'' 6'1-3/32' ' 185.5 K=1.00 0.71 -2.43 5.95 0.408 1 T6 60 - 40 L2 1/2x2 1/2x3/16 14'1-5/1 6'' 6'11-5/3 2'' 168.0 K=1.00 0.90 -2.57 9.15 0.281 1 T7 40 - 20 L2 1/2x2 1/2x3/16 15'10-13 /16'' 7'9-3/8'' 188.6 K=1.00 0.90 -2.76 7.26 0.380 1 T8 20 - 0 L3x3x3/16 19'1-3/1 6'' 9'5-9/32' ' 190.0 K=1.00 1.09 -3.23 8.64 0.374 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 152 - 140 L1 1/2x1 1/2x3/16 4'6-23/3 2'' 4'1-29/3 2'' 170.0 K=1.00 0.53 -0.03 5.22 0.005 1 1 P u / Pn controls Tension Checks Leg Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 152 - 140 ROHN 2 STD 12' 4' 61.0 1.07 0.54 48.35 0.011 1 T2 140 - 120 ROHN 2.5 EH 20' 4' 51.9 2.25 6.24 101.41 0.061 1 T3 120 - 100 ROHN 2.5 EH 20'15/32 '' 4'1/8'' 52.1 2.25 17.06 101.41 0.168 1 T4 100 - 80 ROHN 3 EH 20'3/8'' 5'1/8'' 52.9 3.02 32.58 135.72 0.240 1 T5 80 - 60 ROHN 3.5 EH 20'3/8'' 6'8-5/32' ' 61.3 3.68 44.93 165.53 0.271 1 T6 60 - 40 ROHN 4 EH 20'3/8'' 6'8-5/32' ' 54.3 4.41 56.36 198.34 0.284 1 T7 40 - 20 ROHN 5 EH 20'3/8'' 6'8-5/32' ' 43.6 6.11 66.95 275.04 0.243 1 T8 20 - 0 ROHN 5 EH 20'3/8'' 10'1/4'' 65.4 6.11 76.04 275.04 0.276 1 ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 26 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW 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 152 - 140 L1 1/2x1 1/2x1/4 6'27/32'' 2'9-19/3 2'' 77.6 0.40 0.22 17.33 0.013 1 T2 140 - 120 L1 1/2x1 1/2x3/16 6'27/32'' 2'9-1/4'' 75.5 0.31 1.34 13.38 0.100 1 T3 120 - 100 L1 1/2x1 1/2x3/16 7'8-5/32' ' 3'8-5/8'' 100.6 0.31 2.23 13.38 0.167 1 T4 100 - 80 L1 3/4x1 3/4x3/16 8'7-7/16' ' 4'2-9/32' ' 96.0 0.38 2.35 16.44 0.143 1 T5 80 - 60 L2x2x3/16 11'9-31/ 32'' 5'9-23/3 2'' 115.1 0.45 2.41 19.50 0.124 1 T6 60 - 40 L2 1/2x2 1/2x3/16 14'1-5/1 6'' 6'11-5/3 2'' 108.4 0.59 2.55 25.62 0.099 1 T7 40 - 20 L2 1/2x2 1/2x3/16 15'10-13 /16'' 7'9-3/8'' 121.5 0.59 2.73 25.62 0.107 1 T8 20 - 0 L3x3x3/16 19'1-3/1 6'' 9'5-9/32' ' 122.3 0.71 3.14 30.97 0.101 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 152 - 140 L1 1/2x1 1/2x3/16 4'6-23/3 2'' 4'1-29/3 2'' 114.7 0.31 0.01 13.38 0.001 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 152 - 140 Leg ROHN 2 STD 1 -0.94 38.68 2.4 Pass T2 140 - 120 Leg ROHN 2.5 EH 25 -10.47 87.41 12.0 Pass T3 120 - 100 Leg ROHN 2.5 EH 58 -26.23 87.34 30.0 Pass T4 100 - 80 Leg ROHN 3 EH 91 -43.43 116.14 37.4 Pass T5 80 - 60 Leg ROHN 3.5 EH 118 -57.73 132.02 43.7 Pass T6 60 - 40 Leg ROHN 4 EH 139 -71.56 167.91 42.6 Pass T7 40 - 20 Leg ROHN 5 EH 160 -84.98 251.36 33.8 Pass T8 20 - 0 Leg ROHN 5 EH 181 -96.72 211.31 45.8 Pass T1 152 - 140 Diagonal L1 1/2x1 1/2x1/4 8 -0.22 14.95 1.5 3.0 (b) Pass T2 140 - 120 Diagonal L1 1/2x1 1/2x3/16 29 -1.45 11.64 12.5 Pass ttnnxxTToowweerr Job N. Rexburg (BU 873552) Page 27 of 27 Tower Engineering Professionals, Inc 326 Tryon Rd Project TEP No. 234457.501134 Date 14:15:59 02/19/21 Raleigh, NC 27603 Phone: (919) 661- 6351 FAX: (919) 661- 6350 Client Crown Castle Designed by MMW Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail 24.4 (b) T3 120 - 100 Diagonal L1 1/2x1 1/2x3/16 62 -2.26 6.83 33.1 40.8 (b) Pass T4 100 - 80 Diagonal L1 3/4x1 3/4x3/16 95 -2.23 6.60 33.7 36.1 (b) Pass T5 80 - 60 Diagonal L2x2x3/16 122 -2.43 6.25 38.8 Pass T6 60 - 40 Diagonal L2 1/2x2 1/2x3/16 143 -2.57 9.61 26.8 39.1 (b) Pass T7 40 - 20 Diagonal L2 1/2x2 1/2x3/16 164 -2.76 7.63 36.2 42.0 (b) Pass T8 20 - 0 Diagonal L3x3x3/16 185 -3.23 9.08 35.6 Pass T1 152 - 140 Top Girt L1 1/2x1 1/2x3/16 5 -0.03 5.48 0.5 Pass Summary Leg (T8) 45.8 Pass Diagonal (T7) 42.0 Pass Top Girt (T1) 0.5 Pass Bolt Checks 42.0 Pass RATING = 45.8 Pass Program Version 8.0.7.5 - 8/3/2020 File:G:/Shared drives/224560 - 234708/234457/P-253113_L-501134_873552_N. Rexburg_Structural Analysis/tnxTower/Wind and Seismic/873552_1922020_LC5 CCISeismic 3.3.6 Wind And Seismic Analysis.eri February 19, 2021 152-ft Self-Supporting Tower Structural Analysis Report CCI BU No 873552 TEP Project Number 234457.501134, Order 534411, Revision 1 Page 7 tnxTower Report - version 8.0.7.5 APPENDIX B BASE LEVEL DRAWING February 19, 2021 152-ft Self-Supporting Tower Structural Analysis Report CCI BU No 873552 TEP Project Number 234457.501134, Order 534411, Revision 1 Page 8 tnxTower Report - version 8.0.7.5 APPENDIX C ADDITIONAL CALCULATIONS ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:4868.42 ft (NAVD 88) Latitude: Longitude: 43.832183 -111.7746 Wind Results: Wind Speed: 105 Vmph 10-year MRI 75 Vmph 25-year MRI 81 Vmph 50-year MRI 86 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu Feb 18 2021 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Thu Feb 18 2021 SS : 0.371 S1 : 0.144 Fa : 1.503 Fv : 2.313 SMS : 0.557 SM1 : 0.332 SDS : 0.371 SD1 : 0.221 TL : 6 PGA : 0.157 PGA M : 0.234 FPGA : 1.485 Ie : 1 Cv : 0.947 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Default (see Section 11.4.3) D Data Accessed: Date Source: Thu Feb 18 2021 USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Thu Feb 18 2021 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.25 in. Concurrent Temperature: 5 F Gust Speed: 50 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Thu Feb 18 2021 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. 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Page 3 of 3https://asce7hazardtool.online/Thu Feb 18 2021 Self Support Anchor Rod Capacity *TIA-222-H Section 15.5 Applied Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (6) 1" ø bolts (A354-BC N; Fy=109 ksi, Fu=125 ksi) Pu_t = 13 φPn_t = 56.81 Stress Rating l ar (in):2.5 Vu = 1.33 φVn = 36.82 5.1% Mu = n/a φMn = n/a Pass Iar (in) 2.5 Grout Considered:Yes Site Info BU # 873552 Site Name N. Rexburg Order # 534411 Rev. 1 Analysis Considerations TIA-222 Revision H Comp. Applied Loads Analysis Results Axial Force (kips) 100.00 Shear Force (kips) 10.00 Considered Eccentricity Leg Mod Eccentricity (in)0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in)0.000 Uplift 78.00 8.00 Total Eccentricity (in)0.000 Connection Properties Analysis Date: 2/19/2021CCIplate - Version 3.7.3.1 1319 ft-kips Capacity Demand Rating*Check 27 kips 219.16 16.00 7.0%Pass 16 kips 6.91 1.32 18.2%Pass 100 kips 4558.24 1419.67 31.1%Pass 10 kips 647.56 40.00 5.9%Pass 78 kips 450.08 32.00 6.8%Pass 8 kips 3040.89 106.93 3.3%Pass 152 ft 986.08 238.67 23.1%Pass 16.7708 ft 465.84 54.48 11.1%Pass 3.5 in 0.164 0.035 20.0%Pass in 576.96 24.00 4.0%Pass 0.164 0.024 14.0%Pass 576.96 19.20 3.2%Pass Circular 3.5 ft 0.50 ft Soil Rating*:31.1% 8 Structural Rating*:23.1% 9 3 7 Tie 3 in 5.50 ft 24.00 ft 2.00 ft 7 19 3 in 60 ksi 3 ksi 150 pcf 112 pcf 8.600 ksf <-- Toggle between Gross and Net ksf 34 degrees 0.52 3.0 ft No N/A ftGroundwater Depth, gw: Base Friction, μ: Cohesion, Cu: Friction Angle, ϕ: Total Soil Unit Weight, γ: Ultimate Net Bearing, Qnet: SPT Blow Count, Nblows: Pad Width, W1: Pad Thickness, T: Material Properties Foundation Bearing on Rock? Pad Properties Soil Properties Depth, D: Pad Clear Cover, ccpad: Dry Concrete Density, δc: Rebar Grade, Fy: Pad Rebar Quantity (Bottom dir. 2), mp2: Pad Rebar Size (Bottom dir. 2), Sp2: Pier Properties Global Moment, M: Concrete Compressive Strength, F'c: Tower Centroid Offset?: Leg Comp. Shear, Vu_comp: Pier Diameter, dpier: Pier Rebar Quantity, mc: Pier Tie/Spiral Size, St: Pier Clear Cover, ccpier: Neglected Depth, N: Pier Shape: Pier Rebar Size, Sc: Pier Reinforcement Type: Ext. Above Grade, E: Pier Tie/Spiral Quantity, mt: SST Unit Base Foundation BU # : Site Name: Leg Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Global Axial, P: Global Shear, V: 873552 N. Rexburg 534411 Rev. 1 Leg Uplift. Shear, Vu_uplift: BP Dist. Above Fdn, bpdist: Block Foundation?: Pad Shear - Comp 2-way (ksi) Pier Compression (kip) Pier Flexure (Comp.) (kip*ft) Pad Shear - 1-way (kips) Tower Height, H: Base Face Width, BW: Leg Uplift, Puplift:Pier Flexure (Tension) (kip*ft) Bearing Pressure (ksf) Overturning (kip*ft) Foundation Analysis Checks Rectangular Pad?: Top & Bot. Pad Rein. Different?: Anchor Bolt Circle, BC:Flexural 2-way (Comp) (kip*ft) Flexural 2-way (Tension) (kip*ft) *Rating per TIA-222-H Section 15.5 Pad Flexure (kip*ft) Pad Shear - Tension 2-way (ksi) Lateral (Sliding) (kips) Version 4.0.0 BU:873552 Structure:A WO:1922020 Order:534411 Rev:1 Decimal Degrees Deg Min Sec ###Lat:43.832183 +43 49 55.86 ###Long:-111.774600 -111 46 28.56 ###Seismic Design Code:TIA-222-H-1 ###Site Soil:D (Default)Stiff Soil (Default) Risk Category:II ###USGS Seismic Reference SS:0.3710 g ###S1:0.1440 g TL:6 s ###1 Importance Factor, Ie:1 Acceleration-based site coefficient, Fa:1.5032 Velocity-based site coefficient, Fv:2.3120 Design spectral response acceleration short period, SDS:0.3718 g Design spectral response acceleration 1 s period, SD1:0.2220 g Ts:0.5970 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 3.3.6 Page 1 Analysis Date: 2/19/2021 BU:873552 Structure:A WO:1922020 Order:534411 Rev:1 Tower Type:Self-Support Height, h:152 ft ###Effective Seismic Weight, W:22.60 kips Amplification Factor, As:1.0 2.7.8.1 Response Modification Factor, R:3 ###0.547132782 wa:9.4501 ft w0:16.7708 ft W1:10.5666 kips Weight of Structure and Appurtenances within top 5%, W2:0.3411 kips Kf:4540 ft Fa:1.8277 hz Approximate Fundamental Period Self-Support, Ta:0.5471 s 2.7.7.1.3.2 Seismic Response Coefficient, Cs 0.1239 2.7.7.1.1 Seismic Response Coefficient Max 1, Csmax 0.1352 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 0.1239 Seismic Base Shear, V 2.801 kips 2.7.7.1.1 Period Related Exponent, k:1.024 Sum of wihi k 1930.93 Tower Details Seismic Base Shear Vertical Distribution Factors CCISeismic 3.3.6 Page 2 Analysis Date: 2/19/2021 Section Number Length Top Height Mid Height, hx Section Weight, wx wxhx k Cvx Fxh Fxv 1 12.00 152.00 146.00 0.4323 70.98 0.0368 0.1030 0.0321 2 20.00 140.00 130.00 0.8261 120.44 0.0624 0.1747 0.0614 3 20.00 120.00 110.00 0.8768 107.74 0.0558 0.1563 0.0652 4 20.00 100.00 90.00 1.1401 114.09 0.0591 0.1655 0.0848 5 20.00 80.00 70.00 1.3340 103.22 0.0535 0.1497 0.0992 6 20.00 60.00 50.00 1.7317 94.95 0.0492 0.1377 0.1288 7 20.00 40.00 30.00 2.2005 71.52 0.0370 0.1038 0.1636 8 20.00 20.00 10.00 2.1853 23.07 0.0119 0.0335 0.1625 Sum 10.7268 706.01 Tower Section Loads CCISeismic 3.3.6 Page 3 Analysis Date: 2/19/2021 Name hx wx wxhx k Cvx Fxh Fxv mounts 2.4" Dia x 6-ft Pipe 153.29 0.0200 3.45 0.0018 0.0050 0.0015 lightning rod Lightning Rod 5/8x4'153.29 0.0310 5.35 0.0028 0.0078 0.0023 beacon 1.5' x 6" Beacon 153.00 0.0100 1.72 0.0009 0.0025 0.0007 beacon 3" x 6" SideLight 80.00 0.0010 0.09 0.0000 0.0001 0.0001 beacon 3" x 6" SideLight 80.00 0.0010 0.09 0.0000 0.0001 0.0001 beacon 3" x 6" SideLight 80.00 0.0010 0.09 0.0000 0.0001 0.0001 (3) antel BCD-80010 134.00 0.0900 13.54 0.0070 0.0196 0.0067 tower mounts (cci) Sector Mount [SM 602-1]134.00 0.5135 77.23 0.0400 0.1120 0.0382 tower mounts (cci) Sector Mount [SM 504-3]125.00 1.7079 239.22 0.1239 0.3470 0.1270 (2) mounts 2.4" Dia x 4-ft Mount Pipe 125.00 0.0200 2.80 0.0015 0.0041 0.0015 (2) mounts 2.4" Dia x 4-ft Mount Pipe 125.00 0.0200 2.80 0.0015 0.0041 0.0015 (2) mounts 2.4" Dia x 4-ft Mount Pipe 125.00 0.0200 2.80 0.0015 0.0041 0.0015 tower mounts (cci) Sector Mount [SM 308-3]117.00 0.3810 49.87 0.0258 0.0723 0.0283 commscope_cfd TTTT65AP-1XR w/ Mount Pipe 117.00 0.0563 7.37 0.0038 0.0107 0.0042 commscope_cfd TTTT65AP-1XR w/ Mount Pipe 117.00 0.0563 7.37 0.0038 0.0107 0.0042 commscope_cfd TTTT65AP-1XR w/ Mount Pipe 117.00 0.0563 7.37 0.0038 0.0107 0.0042 kmw communications_cfd ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.0680 8.91 0.0046 0.0129 0.0051 kmw communications_cfd ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.0680 8.91 0.0046 0.0129 0.0051 kmw communications_cfd ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.0680 8.91 0.0046 0.0129 0.0051 samsung telecommunications RRH-B8 117.00 0.0600 7.85 0.0041 0.0114 0.0045 samsung telecommunications RRH-B8 117.00 0.0600 7.85 0.0041 0.0114 0.0045 samsung telecommunications RRH-B8 117.00 0.0600 7.85 0.0041 0.0114 0.0045 samsung telecommunications RRH-P4 117.00 0.0600 7.85 0.0041 0.0114 0.0045 samsung telecommunications RRH-P4 117.00 0.0600 7.85 0.0041 0.0114 0.0045 samsung telecommunications RRH-P4 117.00 0.0600 7.85 0.0041 0.0114 0.0045 samsung telecommunications RRH-C2C w/EXT FILTER 117.00 0.0500 6.54 0.0034 0.0095 0.0037 samsung telecommunications RRH-C2C w/EXT FILTER 117.00 0.0500 6.54 0.0034 0.0095 0.0037 samsung telecommunications RRH-C2C w/EXT FILTER 117.00 0.0500 6.54 0.0034 0.0095 0.0037 samsung telecommunications POWER JUNCTION CYLINDER 117.00 0.0033 0.43 0.0002 0.0006 0.0002 samsung telecommunications POWER JUNCTION CYLINDER 117.00 0.0033 0.43 0.0002 0.0006 0.0002 samsung telecommunications POWER JUNCTION CYLINDER 117.00 0.0033 0.43 0.0002 0.0006 0.0002 ericsson AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe 105.00 0.1900 22.26 0.0115 0.0323 0.0141 ericsson AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe 105.00 0.1900 22.26 0.0115 0.0323 0.0141 ericsson AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe 105.00 0.1900 22.26 0.0115 0.0323 0.0141 ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 105.00 0.1300 15.23 0.0079 0.0221 0.0097 ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 105.00 0.1300 15.23 0.0079 0.0221 0.0097 ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 105.00 0.1300 15.23 0.0079 0.0221 0.0097 rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105.00 0.1600 18.75 0.0097 0.0272 0.0119 rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105.00 0.1600 18.75 0.0097 0.0272 0.0119 rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105.00 0.1600 18.75 0.0097 0.0272 0.0119 ericsson RADIO 4449 B71 B85A_T-MOBILE 105.00 0.0700 8.20 0.0042 0.0119 0.0052 ericsson RADIO 4449 B71 B85A_T-MOBILE 105.00 0.0700 8.20 0.0042 0.0119 0.0052 ericsson RADIO 4449 B71 B85A_T-MOBILE 105.00 0.0700 8.20 0.0042 0.0119 0.0052 ericsson RRUS 4415 B25_CCIV2 105.00 0.0500 5.86 0.0030 0.0085 0.0037 ericsson RRUS 4415 B25_CCIV2 105.00 0.0500 5.86 0.0030 0.0085 0.0037 ericsson RRUS 4415 B25_CCIV2 105.00 0.0500 5.86 0.0030 0.0085 0.0037 tower mounts (cci) Sector Mount [SM 502-3]105.00 1.6731 196.04 0.1015 0.2844 0.1244 Sum 7.1823 922.86 Discrete Loads CCISeismic 3.3.6 Page 4 Analysis Date: 2/19/2021 Name Start Height End Height hx wx wxhx k Cvx Fxh Fxv (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 105 100.00 105.00 102.50 0.0375 4.29 0.0022 0.0062 0.0028 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 105 80.00 100.00 90.00 0.1500 15.01 0.0078 0.0218 0.0112 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 105 60.00 80.00 70.00 0.1500 11.61 0.0060 0.0168 0.0112 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 105 40.00 60.00 50.00 0.1500 8.22 0.0043 0.0119 0.0112 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 105 20.00 40.00 30.00 0.1500 4.88 0.0025 0.0071 0.0112 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 105 0.00 20.00 10.00 0.1500 1.58 0.0008 0.0023 0.0112 (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 100.00 105.00 102.50 0.0255 2.92 0.0015 0.0042 0.0019 (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 80.00 100.00 90.00 0.1020 10.21 0.0053 0.0148 0.0076 (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 60.00 80.00 70.00 0.1020 7.89 0.0041 0.0114 0.0076 (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 40.00 60.00 50.00 0.1020 5.59 0.0029 0.0081 0.0076 (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 20.00 40.00 30.00 0.1020 3.32 0.0017 0.0048 0.0076 (3) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 0.00 20.00 10.00 0.1020 1.08 0.0006 0.0016 0.0076 miscl Feedline Ladder (Af) From 0 to 105 100.00 105.00 102.50 0.0420 4.80 0.0025 0.0070 0.0031 miscl Feedline Ladder (Af) From 0 to 105 80.00 100.00 90.00 0.1680 16.81 0.0087 0.0244 0.0125 miscl Feedline Ladder (Af) From 0 to 105 60.00 80.00 70.00 0.1680 13.00 0.0067 0.0189 0.0125 miscl Feedline Ladder (Af) From 0 to 105 40.00 60.00 50.00 0.1680 9.21 0.0048 0.0134 0.0125 miscl Feedline Ladder (Af) From 0 to 105 20.00 40.00 30.00 0.1680 5.46 0.0028 0.0079 0.0125 miscl Feedline Ladder (Af) From 0 to 105 0.00 20.00 10.00 0.1680 1.77 0.0009 0.0026 0.0125 (3) samsung telecommunications TYPE 1(1-1/4") From 0 to 117 100.00 117.00 108.50 0.0255 3.09 0.0016 0.0045 0.0019 (3) samsung telecommunications TYPE 1(1-1/4") From 0 to 117 80.00 100.00 90.00 0.0300 3.00 0.0016 0.0044 0.0022 (3) samsung telecommunications TYPE 1(1-1/4") From 0 to 117 60.00 80.00 70.00 0.0300 2.32 0.0012 0.0034 0.0022 (3) samsung telecommunications TYPE 1(1-1/4") From 0 to 117 40.00 60.00 50.00 0.0300 1.64 0.0009 0.0024 0.0022 (3) samsung telecommunications TYPE 1(1-1/4") From 0 to 117 20.00 40.00 30.00 0.0300 0.98 0.0005 0.0014 0.0022 (3) samsung telecommunications TYPE 1(1-1/4") From 0 to 117 0.00 20.00 10.00 0.0300 0.32 0.0002 0.0005 0.0022 miscl Feedline Ladder (Af) From 0 to 117 100.00 117.00 108.50 0.1428 17.30 0.0090 0.0251 0.0106 miscl Feedline Ladder (Af) From 0 to 117 80.00 100.00 90.00 0.1680 16.81 0.0087 0.0244 0.0125 miscl Feedline Ladder (Af) From 0 to 117 60.00 80.00 70.00 0.1680 13.00 0.0067 0.0189 0.0125 miscl Feedline Ladder (Af) From 0 to 117 40.00 60.00 50.00 0.1680 9.21 0.0048 0.0134 0.0125 miscl Feedline Ladder (Af) From 0 to 117 20.00 40.00 30.00 0.1680 5.46 0.0028 0.0079 0.0125 miscl Feedline Ladder (Af) From 0 to 117 0.00 20.00 10.00 0.1680 1.77 0.0009 0.0026 0.0125 (3) miscl 3/8" Cable (Lights) From 0 to 80 60.00 80.00 70.00 0.0132 1.02 0.0005 0.0015 0.0010 (3) miscl 3/8" Cable (Lights) From 0 to 80 40.00 60.00 50.00 0.0132 0.72 0.0004 0.0010 0.0010 (3) miscl 3/8" Cable (Lights) From 0 to 80 20.00 40.00 30.00 0.0132 0.43 0.0002 0.0006 0.0010 (3) miscl 3/8" Cable (Lights) From 0 to 80 0.00 20.00 10.00 0.0132 0.14 0.0001 0.0002 0.0010 (2) miscl 3/8" Cable (Lights) From 80 to 152 140.00 152.00 146.00 0.0053 0.87 0.0004 0.0013 0.0004 (2) miscl 3/8" Cable (Lights) From 80 to 152 120.00 140.00 130.00 0.0088 1.28 0.0007 0.0019 0.0007 (2) miscl 3/8" Cable (Lights) From 80 to 152 100.00 120.00 110.00 0.0088 1.08 0.0006 0.0016 0.0007 (2) miscl 3/8" Cable (Lights) From 80 to 152 80.00 100.00 90.00 0.0088 0.88 0.0005 0.0013 0.0007 miscl Step Pegs (3/4" SR) 7-in. w/30" step From 0 to 152 140.00 152.00 146.00 0.0020 0.33 0.0002 0.0005 0.0001 miscl Step Pegs (3/4" SR) 7-in. w/30" step From 0 to 152 120.00 140.00 130.00 0.0033 0.49 0.0003 0.0007 0.0002 miscl Step Pegs (3/4" SR) 7-in. w/30" step From 0 to 152 100.00 120.00 110.00 0.0033 0.41 0.0002 0.0006 0.0002 miscl Step Pegs (3/4" SR) 7-in. w/30" step From 0 to 152 80.00 100.00 90.00 0.0033 0.33 0.0002 0.0005 0.0002 miscl Step Pegs (3/4" SR) 7-in. w/30" step From 0 to 152 60.00 80.00 70.00 0.0033 0.26 0.0001 0.0004 0.0002 miscl Step Pegs (3/4" SR) 7-in. w/30" step From 0 to 152 40.00 60.00 50.00 0.0033 0.18 0.0001 0.0003 0.0002 miscl Step Pegs (3/4" SR) 7-in. w/30" step From 0 to 152 20.00 40.00 30.00 0.0033 0.11 0.0001 0.0002 0.0002 miscl Step Pegs (3/4" SR) 7-in. w/30" step From 0 to 152 0.00 20.00 10.00 0.0033 0.04 0.0000 0.0001 0.0002 miscl Safety Line 3/8 From 0 to 152 140.00 152.00 146.00 0.0026 0.43 0.0002 0.0006 0.0002 miscl Safety Line 3/8 From 0 to 152 120.00 140.00 130.00 0.0044 0.64 0.0003 0.0009 0.0003 miscl Safety Line 3/8 From 0 to 152 100.00 120.00 110.00 0.0044 0.54 0.0003 0.0008 0.0003 miscl Safety Line 3/8 From 0 to 152 80.00 100.00 90.00 0.0044 0.44 0.0002 0.0006 0.0003 miscl Safety Line 3/8 From 0 to 152 60.00 80.00 70.00 0.0044 0.34 0.0002 0.0005 0.0003 miscl Safety Line 3/8 From 0 to 152 40.00 60.00 50.00 0.0044 0.24 0.0001 0.0003 0.0003 miscl Safety Line 3/8 From 0 to 152 20.00 40.00 30.00 0.0044 0.14 0.0001 0.0002 0.0003 miscl Safety Line 3/8 From 0 to 152 0.00 20.00 10.00 0.0044 0.05 0.0000 0.0001 0.0003 (3) andrew LDF4.5-50(5/8") From 0 to 134 120.00 134.00 127.00 0.0063 0.90 0.0005 0.0013 0.0005 (3) andrew LDF4.5-50(5/8") From 0 to 134 100.00 120.00 110.00 0.0090 1.11 0.0006 0.0016 0.0007 (3) andrew LDF4.5-50(5/8") From 0 to 134 80.00 100.00 90.00 0.0090 0.90 0.0005 0.0013 0.0007 (3) andrew LDF4.5-50(5/8") From 0 to 134 60.00 80.00 70.00 0.0090 0.70 0.0004 0.0010 0.0007 (3) andrew LDF4.5-50(5/8") From 0 to 134 40.00 60.00 50.00 0.0090 0.49 0.0003 0.0007 0.0007 (3) andrew LDF4.5-50(5/8") From 0 to 134 20.00 40.00 30.00 0.0090 0.29 0.0002 0.0004 0.0007 (3) andrew LDF4.5-50(5/8") From 0 to 134 0.00 20.00 10.00 0.0090 0.10 0.0000 0.0001 0.0007 miscl Feedline Ladder (Af) From 0 to 134 120.00 134.00 127.00 0.1176 16.74 0.0087 0.0243 0.0087 miscl Feedline Ladder (Af) From 0 to 134 100.00 120.00 110.00 0.1680 20.64 0.0107 0.0299 0.0125 miscl Feedline Ladder (Af) From 0 to 134 80.00 100.00 90.00 0.1680 16.81 0.0087 0.0244 0.0125 miscl Feedline Ladder (Af) From 0 to 134 60.00 80.00 70.00 0.1680 13.00 0.0067 0.0189 0.0125 miscl Feedline Ladder (Af) From 0 to 134 40.00 60.00 50.00 0.1680 9.21 0.0048 0.0134 0.0125 miscl Feedline Ladder (Af) From 0 to 134 20.00 40.00 30.00 0.1680 5.46 0.0028 0.0079 0.0125 miscl Feedline Ladder (Af) From 0 to 134 0.00 20.00 10.00 0.1680 1.77 0.0009 0.0026 0.0125 Sum 4.6925 302.07 Linear Loads CCISeismic 3.3.6 Page 5 Analysis Date: 2/19/2021 Self Support Anchor Rod Capacity *TIA-222-H Section 15.5 Applied **Includes 1.5 Overstrength Factor Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (6) 1" ø bolts (A354-BC N; Fy=109 ksi, Fu=125 ksi) Pu_t = 3.5 φPn_t = 56.81 Stress Rating l ar (in):2.5 Vu = 0.25 φVn = 36.82 0.4% Mu = n/a φMn = n/a Pass Iar (in) 2.5 Grout Considered:Yes Site Info BU # 873552 Site Name N. Rexburg Order # 534411 Rev. 1 Analysis Considerations TIA-222 Revision H Comp. Applied Loads Analysis Results **Axial Force (kips) 45.00 **Shear Force (kips) 3.00 Considered Eccentricity Leg Mod Eccentricity (in)0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in)0.000 Uplift 21.00 1.50 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: 2/19/2021CCIplate - Version 3.7.3.1