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Home My WebLink AboutSTRUCTURAL ANALYSIS - 23-00113 - 2211 W 1000 S - Cell Tower UpgradesGPD# 2023702.02.129553.05 February 16, 2023 COMPREHENSIVE STRUCTURAL ANALYSIS REPORT AT&T DESIGNATION. USID #. Site FA #: Client #: Site Name: ANALYSIS CRITERIA: Codes: SITE DATA: To whom it may concern, 129553 10549689 ID4341 REXBURG WEST TIA-222-H & 2018 IBC 105 mph (3 -second gust) w/ 0" ice Ss=0.359, S1=0.141 2211 West 1000 South, Rexburg, ID 83440, Madison County Latitude 430 48' 32.10" N, Longitude 1110 49' 18.28" W 120' Monopole GPD is pleased to submit this Comprehensive Structural Analysis Report to determine the structural integrity of the aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed loading configuration detailed in the analysis report. Analysis Results Tower Stress Level with Proposed Equipment: 44.3% Pass Foundation Ratio with Proposed Equipment: 27.1% Pass We at GPD appreciate the opportunity of providing our continuing professional services to you and Network Real Estate, LLC. If you have any questions or need further assistance on this or any other projects, please do not hesitate to call. Respectfully submitted, Christopher J. Scheks, P.I Idaho #: 16108 023 520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100 . Fax 330-572-2101 . www.GPDGroup.com GPD Group, Professional Corporation Network Peal Esiaie ILC GPD GROUP Professional Corporation Network Real Estate, LLC Mac Risley 5055 Hwy N, Suite 200 520 South Main Street, Suite 2531 St. Charles, MO 63304 Akron, OH 44311 (678) 781-5067 mrisley@gpdgroup.com GPD# 2023702.02.129553.05 February 16, 2023 COMPREHENSIVE STRUCTURAL ANALYSIS REPORT AT&T DESIGNATION. USID #. Site FA #: Client #: Site Name: ANALYSIS CRITERIA: Codes: SITE DATA: To whom it may concern, 129553 10549689 ID4341 REXBURG WEST TIA-222-H & 2018 IBC 105 mph (3 -second gust) w/ 0" ice Ss=0.359, S1=0.141 2211 West 1000 South, Rexburg, ID 83440, Madison County Latitude 430 48' 32.10" N, Longitude 1110 49' 18.28" W 120' Monopole GPD is pleased to submit this Comprehensive Structural Analysis Report to determine the structural integrity of the aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed loading configuration detailed in the analysis report. Analysis Results Tower Stress Level with Proposed Equipment: 44.3% Pass Foundation Ratio with Proposed Equipment: 27.1% Pass We at GPD appreciate the opportunity of providing our continuing professional services to you and Network Real Estate, LLC. If you have any questions or need further assistance on this or any other projects, please do not hesitate to call. Respectfully submitted, Christopher J. Scheks, P.I Idaho #: 16108 023 520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100 . Fax 330-572-2101 . www.GPDGroup.com GPD Group, Professional Corporation 121' Monopole - Structural Evaluation Site USID #: 129553 SUMMARY & RESULTS The purpose of this analysis was to verify whether the existing structure is capable of carrying the proposed loading configuration as specified by AT&T and commissioned by Network Real Estate, LLC. This analysis has been performed in accordance with the 2018 International Building Code based upon a 3 -second gust wind speed of 105 mph. Applicable Standard references and design criteria are listed in Appendices A & B. The proposed feedlines shall be installed as shown in Appendices A & B for the analysis results to be valid. TOWER SUMMARY AND RESULTS Member Capacity Results Monopole 34.5% Pass Anchor Rods 31.0% Pass Base Plate 44.3% Pass Foundation Design EEI Job #: 84691, dated 5/23/2012 AT&T Foundation 27.1% Pass RECOMMENDATIONS The tower and its foundation(s) have sufficient capacity to carry the proposed loading configuration. No modifications are required at this time. ANALYSIS METHOD tnxTower (Version 8.1.1.0), a commercially available software program, was used to create a three-dimensional model of the tower and calculate primary member stresses for various load cases. Selected output from the analysis is included the report appendices. The following table details the information provided to complete this structural analysis. This analysis is based solely on this information. DOCUMENTS PROVIDED Document Remarks Source MW Data Sheet AT&T Site Name: REXBURG WEST Rev. 1, updated 10/7/2022 Network Real Estate, LLC MW Pass Form AT&T Site Name: REXBURG WEST, received 2/8/2023 Network Real Estate, LLC Tower Design EEI Job #: 84691, dated 5/23/2012 AT&T Foundation Design EEI Job #: 84691, dated 5/23/2012 AT&T Geotechnical Report Harper -Leavitt Engineering Site ID: PCTLIDU4276, dated 12/29/2011 AT&T Previous Tower Analysis Kimley Horn Project* KHCLE-31359, dated 11/3/2022 AT&T Tower Mapping Not Provided N/A Previous Mount Analysis GPD Project #: 2019723.02.129553.03, dated 1/24/2019 AT&T Mount Mapping GPD Project #: 2019723.02.129553.03, dated 12/11/2018 AT&T 2/16/2023 Page 2 of 4 121' Monopole - Structural Evaluation Site USID #: 129553 ASSUMPTIONS This structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the tower. This analysis is from information supplied, and therefore, its results are based on and are as accurate as that supplied data. GPD has made no independent determination, nor is it required to, of its accuracy. The following assumptions were made for this structural analysis. 1. The tower member sizes and shapes are considered accurate as supplied. The material grade is as per data supplied and/or as assumed and as stated in the materials section. 2. The appurtenance configuration is as supplied, determined from available photos, and/or as modeled in the analysis. It is assumed to be complete and accurate. All antennas, mounts, coax and waveguides are assumed to be properly installed and supported as per manufacturer requirements. 3. All mounts, if applicable, are considered adequate to support the loading. No actual analysis of the mount(s) is performed. This analysis is limited to analyzing the tower only. 4. The soil parameters are as per data supplied or as assumed and stated in the calculations. 5. Foundations are properly designed and constructed to resist the original design loads indicated in the documents provided. 6. The tower and structures have been properly maintained in accordance with TIA Standards and/or with manufacturer's specifications. 7. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and explicitly stated in this report. 8. All prior structural modifications, if applicable, are assumed to be as per data supplied/available and to have been properly installed. 9. Loading interpreted from photos is accurate to ±5' AGL, antenna size accurate to ±3.3 sf, and coax equal to the number of existing antennas without reserve. 10. All existing and proposed loading has been taken from the available site photos as well as documents supplied to GPD at the time of generating this report. All such documents are listed in the Documents Provided Table and are assumed to be accurate. GPD is not responsible for loading scenarios outside those conveyed in the supplied documentation. If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD should be allowed to review any new information to determine its effect on the structural integrity of the tower. 2/16/2023 Page 3 of 4 121' Monopole - Structural Evaluation Site USID #: 129553 DISCLAIMER OF WARRANTIES GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD in connection with this Comprehensive Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. This analysis is limited to the designated maximum wind and seismic conditions per the governing tower standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time - domain based fatigue analysis. GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub -component and connection of an existing tower. GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the capability of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower. GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. 2/16/2023 Page 4 of 4 121' Monopole - Structural Evaluation Site USID #: 129553 APPENDIX A Tower Analysis Summary Form 2/16/2023 7A E E / : t � « )l------ ; Jg \ \ ) §§r■|■ LU § ! ■ \§) §§;;w§{);§( IL k U U ! �EEEEEE §)))))) vj )l------ ; ) §§r■|■ § ! ■ \§) 0. IL k U U ! �EEEEEE §)))))) ) ■ ■ ■ k k k k §j k ly LY CY /\ 2222| ( !2§\■R� / | E § kkkkk/} k k [ 2££££££ £ £ . ]||||§2 | | 121' Monopole - Structural Evaluation Site USID #: 129553 APPENDIX B Tower Analysis Output File 2/16/2023 120.0 ft 79.0 ft 34.0 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE 0 TYPE o N o o n V N uoi m M 119 M 119 o N 119 80010992 w/ Mount Pipe c w o T 119 N 119 m M DC6-48-60-18-8C-EV V n ¢ d 119 AEQK+AEQU Stacked w/ 8' Mount 119 O 119 M V V Appurtenances @ 120' 119 AEQK+AEQU Stacked w/ 8' Mount 0 v Pipe N oo 99:5 (2) Pipe Mount 8'x2.375" M Tower Section from 80'- 121' o M 119 n O (2) Pipe Mount 8'x2.375" 119 Tower Section from 35'- 80' 56.5 (2) Pipe Mount 4'x2.375" O Appurtenances @ 26' 25 ci VHLPX4-11W 25 (2) Pipe Mount 4'x2.375" T a s (2) Pipe Mount 4'x2.375" 119 Pipe Mount 4'x2.375" 16 AHLBA 119 Feedlines from 1'- 35' 17 AHLBA 119 Tower Section from T- 35' 17 AHLBA o � a c 119 p 10 AHFIB Appurtenances @ 11' 10 U1 J Z H Co H m a 120.0 ft 79.0 ft 34.0 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION MTS 14.5' LP Platform 119 AHFIB 119 80010992 w/ Mount Pipe 119 AHNA 119 80010992 w/ Mount Pipe 119 AHNA 119 80010992 w/ Mount Pipe 119 AHNA 119 AEQK+AEQU Stacked w/ 8' Mount 119 DC6-48-60-18-8C-EV 119 Pipe DC6-48-60-18-8C-EV 119 AEQK+AEQU Stacked w/ 8' Mount 119 DC9-48-60-24-8C-EV 119 Pipe Appurtenances @ 120' 119 AEQK+AEQU Stacked w/ 8' Mount 119 Pipe Feedlines from 80'- 121' 99:5 (2) Pipe Mount 8'x2.375" 119 Tower Section from 80'- 121' 99.5 (2) Pipe Mount 8'x2.375" 119 Feedlines from 35'- 80' 56.5 (2) Pipe Mount 8'x2.375" 119 Tower Section from 35'- 80' 56.5 (2) Pipe Mount 4'x2.375" 119 Appurtenances @ 26' 25 VHLPX4-11W 25 (2) Pipe Mount 4'x2.375" 119 (2) Pipe Mount 4'x2.375" 119 Pipe Mount 4'x2.375" 25 AHLBA 119 Feedlines from 1'- 35' 17 AHLBA 119 Tower Section from T- 35' 17 AHLBA 119 (2) GPS 10 AHFIB 119 Pipe Mount 4'x2.375" 10 AHFIB 119 Appurtenances @ 11' 10 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 165 ksi 180 ksi TOWER DESIGN NOTES 1. Tower is located in Madison County, Idaho. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 105 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 34.5% ALL REACTIONS ARE FACTORED AXIAL 28 K 4EAR MOMENT K 175 kip -ft SEISMIC AXIAL 26 K EAR'MOMENT K 1056 kip -ft TORQUE 2 kip -ft REACTIONS - 105 mph WIND GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 129553 REXBURG WEST Project: 2023702.02.129553.05 trent: Network Real Estate, LLC IDrawn by: NMiller I App'd: code: TIA-222-H IDate: 02/16/23 Scat': NTS Round Safety SbW fMlg� Feed Line Plan Flat App In Face App Out Face GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 129553 REXBURG WEST Project: 2023702.02.129553.05 trent: Network Real Estate, LLC IDrawn by: NMiller App'd: code: TIA-222-H IDate: 02/16/23 Scale: NTS 120.00 Q 0 Round Face A Flat Feed Line Distribution Chart 0'- 120' App In Face App Out Face Truss Leg Face B Face C a � 25.00 U) N d � V -- -- -- 25.00 25.00 -- -- J U F o_ J W_ O N 8.00 8.00 GPD 129553 REXBURG WEST 520 South Main Street Suite 2531 Protect' 2023702.02.129553.05 Akron, Ohio 44311 Client: Network Real Estate, LLC Drawn by: NMiller App'd: Phone: (330) 572-2100 code: TIA-222-H Date: 02/16/23 1 Spate: NTS tnxTower Job 129553 REXBURG WEST Page 1 of 9 GPD 520 South Main Street Suite 2531 Project 2023702.02.129553.05 Date 10:09:10 02/16/23 Akron, Ohio 44311 Client Designed by Phone: (330) 572-2100 FAX: (330) 572-2101 Network Real Estate, LLC N M l l l e r Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Madison County, Idaho. Tower base elevation above sea level: 4849.00 ft. Basic wind speed of 105 mph. Risk Category Il. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non-linear (P -delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Amocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg. Angle Legs Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 120.00-79.00 41.00 5.00 18 29.4375 36.8750 0.2500 1.0000 A572-65 (65 ksi) L2 79.00-34.00 50.00 6.00 18 35.4680 44.5000 0.3125 1.2500 A572-65 (65 ksi) L3 34.00-0.00 40.00 18 42.7912 50.0000 0.3125 1.2500 A572-65 (65 ksi) tnxTower Job 129553 REXBURG WEST Page 2 of 9 GPD 520 South Main Street Suite 2531 Project 2023702.02.129553.05 Date 10:09:10 02/16/23 Akron, Ohio 44311 Client Designed by Phone: (330) 572-2100 FAX: (330) 572-2101 Network Real Estate, LLC N M l l l e r Tapered Pole Properties Section Tip Dia. in Area int I in r in C in 1/C in3 J in RIQ int w in w/t L1 29.8531 23.1603 2492.7291 10.3616 14.9543 166.6903 4988.7381 11.5823 4.7410 18.964 in in 37.4053 29.0619 4925.1253 13.0019 18.7325 262.9187 9856.7312 14.5337 6.0500 24.2 L2 36.8841 34.8698 5444.6979 12.4802 18.0177 302.1854 10896.5600 17.4382 5.6924 18.216 Of Face) 45.1383 43.8285 10811.6677 15.6866 22.6060 478.2654 21637.5616 21.9184 7.2820 23.302 L3 44.5011 42.1335 9605.2083 15.0799 21.7379 441.8644 19223.0554 21.0708 6.9812 22.34 1 50.7231 49.2838 15372.1931 17.6391 25.4000 605.2045 30764.6134 24.6466 8.2500 26.4 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt Diameter (per face) A, Spacing Spacing Spacing 120.00 - 8.00 in in Diagonals Horizontals Redundants ft ft, in in in in Ll 1 1 1 120.00-79.00 Surface Ar 25.00 - 8.00 2 2 0.000 1.2800 L2 79.00-34.00 CaAa (Out 1 I 1 0.08 0.000 L3 34.00-0.00 A 1 I I No Of Face) Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Component Placement Total Number Start/End Width or Perimeter Weight From Type Number Per Row Position Diameter From Torque Number ft 120.00 - 8.00 in in plf Calculation Torque FOAM) ft ftZ/ft p f Calculation EW90 (ELLIPTICAL) C No Surface Ar 25.00 - 8.00 2 2 0.000 1.2800 0.320 CaAa (Out (CaAa) 0.08 0.000 178 Pair A Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CaAa Weight or Shield From Type Number Inside Pole 120.00 - 8.00 9 Leg 0.00 Torque FOAM) ft ftZ/ft p f Calculation RET Cable A Step Pegs C No No CaAa (Out 120.00 - 8.00 1 No Ice 0.08 2.720 178 Pair A No No Of Face) 120.00 - 8.00 2 No Ice Safety Line (3/8") C No No CaAa (Out 120.00 - 8.00 1 No Ice 0.04 0.220 1 No Ice 0.00 0.330 Of Face) A No No *a* LDF7-50A (1-5/8 A No No Inside Pole 120.00 - 8.00 9 No Ice 0.00 0.820 FOAM) RET Cable A No No Inside Pole 120.00 - 8.00 1 No Ice 0.00 0.080 178 Pair A No No Inside Pole 120.00 - 8.00 2 No Ice 0.00 0.150 #6 AWG C No No Inside Pole 120.00 - 8.00 1 No Ice 0.00 0.330 24 Pair A No No Inside Pole 120.00 - 8.00 1 No Ice 0.00 0.150 #8 AWG C No No Inside Pole 120.00 - 8.00 4 No Ice 0.00 0.330 tnxTower Job 129553 REXBURG WEST Page 3 of 9 GPD 520 South Main Street Suite 2531 Project 2023702.02.129553.05 Date 10:09:10 02/16/23 Akron, Ohio 44311 Client Designed by Phone: (330) 572-2100 FAX: (330) 572-2101 Network Real Estate, LLC N M l l l e r Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CdA, C444 Weight Section Elevation Ice Ice In Face Out Face in in ft Ll ft, ft, ft, ft, K L1 120.00-79.00 A 0.000 0.000 0.000 0.000 0.324 -0.5774 1.3261 B 0.000 0.000 0.000 0.000 0.000 Appurtenances @ 26' 25.00 C 0.000 0.000 0.000 4.817 0.188 L2 79.00-34.00 A 0.000 0.000 0.000 0.000 0.356 Feedlines from 80'- 121' 99.50 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 5.287 0.207 L3 34.00-0.00 A 0.000 0.000 0.000 0.000 0.206 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 4.352 3.055 0.130 Feed Line Center of Pressure Section Elevation CPA CPz CPA CPz L3 11 EW90 (ELLIPTICAL) 8.00-25.00 Ice Ice ft in in in in Ll 120.00-79.00 -0.7798 0.4502 -0.4847 0.2798 L2 79.00-34.00 -0.7875 0.4547 -0.4877 0.2816 L3 34.00-0.00 -0.5774 1.3261 -0.3611 0.8294 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Section Feed Line Record No. Description Feed LineK" Segment Elev. No Ice & Ice L3 11 EW90 (ELLIPTICAL) 8.00-25.00 10000 1.0000 User Defined Loads - Seismic Description Elevation Offset ALimuth E„ E,,, Eh_ Eh From Angle Centroid ft ft oK K K K Appurtenances (a� 120' 119.00 0.000 0.000 0.279 0.000 0.000 0.735 Appurtenances @ 26' 25.00 0.000 0.000 0.008 0.000 0.000 0.002 Appurtenances @ I F 10.00 0.000 0.000 0.002 0.000 0.000 0.000 Feedlines from 80'- 121' 99.50 0.000 0.000 0.037 0.000 0.000 0.073 tnxTower Job 129553 REXBURG WEST Page 4 of 9 GPD 520 South Main Street Suite 2531 Project 2023702.02.129553.05 Date 10:09:10 02/16/23 Akron, Ohio 44311 Client Designed by Phone: (330) 572-2100 FAX.- (330) 572-2101 Network Real Estate, LLC 1 N M l l l e r Description Elevation Offset Azimuth E„ Eh� Ehz El, CA_4 Side �_7 ft Weight K From Angle None 0.000 119.00 No Ice 17.46 Centroid 1.349 80010992 w/ Mount Pipe A From Leg 4.00 0.000 ft ft oK 10.70 K K K Feedlines from 35'- 80' 56.50 0.000 0.000 0.041 0.000 0.000 0.032 Feedlines from F- 35' 17.00 0.000 0.000 0.024 0.000 0.000 0.003 Tower Section from 80' - 121' 99.50 0.000 0.000 0.264 0.000 0.000 0.518 Tower Section from 35'- 80' 56.50 0.000 0.000 0.485 0.000 0.000 0.375 Tower Section from V- 35' 17.00 0.000 0.000 0.450 0.000 0.000 0.048 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft C4A_4 Front ft, CA_4 Side �_7 ft Weight K MTS 14.5' LP Platform C None 0.000 119.00 No Ice 17.46 17.46 1.349 80010992 w/ Mount Pipe A From Leg 4.00 0.000 119.00 No Ice 19.50 10.70 0.168 0.000 2.000 80010992 w/ Mount Pipe B From Leg 4.00 0.000 119.00 No Ice 19.50 10.70 0.168 0.000 2.000 80010992 w/ Mount Pipe C From Leg 4.00 0.000 119.00 No Ice 19.50 10.70 0.168 0.000 2.000 AEQK+AEQU Stacked w/ 8' A From Leg 4.00 0.000 119.00 No Ice 16.76 12.10 0.327 Mount Pipe 0.000 3.000 AEQK+AEQU Stacked w/ 8' B From Leg 4.00 0.000 119.00 No Ice 16.76 12.10 0.327 Mount Pipe 0.000 3.000 AEQK+AEQU Stacked w/ 8' C From Leg 4.00 0.000 119.00 No Ice 16.76 12.10 0.327 Mount Pipe 0.000 3.000 (2) Pipe Mount 8'x2.375" A From Leg 4.00 0.000 119.00 No Ice 1.90 1.90 0.034 0.000 0.000 (2) Pipe Mount 8'x2.375" B From Leg 4.00 0.000 119.00 No Ice 1.90 1.90 0.034 0.000 0.000 (2) Pipe Mount 8'x2.375" C From Leg 4.00 0.000 119.00 No Ice 1.90 1.90 0.034 0.000 0.000 (2) Pipe Mount 4'x2.375" A From Leg 4.00 0.000 119.00 No Ice 0.87 0.87 0.019 0.000 0.000 (2) Pipe Mount 4'x2.375" B From Leg 4.00 0.000 119.00 No Ice 0.87 0.87 0.019 0.000 0.000 (2) Pipe Mount 4'x2.375" C From Leg 4.00 0.000 119.00 No Ice 0.87 0.87 0.019 0.000 0.000 AHLBA A From Leg 4.00 0.000 119.00 No Ice 2.23 1.32 0.077 0.000 2.000 tnxTower Job 129553 REXBURG WEST Page 5 of 9 GPD 520 South Main Street Suite 2531 Project 2023702.02.129553.05 Date 10:09:10 02/16/23 Akron, Ohio 44311 Client Designed by Phone: (330) 572-2100 FAX: (330) 572-2101 Network Real Estate, LLC 1 1 N M l l l e r Description Face Offset Offsets: Azimuth Placement C.4A_4 C4A_4 Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft fta ft2 K ft .t AHLBA B From Leg 4.00 0.000 119.00 No Ice 2.23 1.32 0.077 0.000 2.000 AHLBA C From Leg 4.00 0.000 119.00 No Ice 2.23 1.32 0.077 0.000 2.000 AHFIB A From Leg 4.00 0.000 119.00 No Ice 3.68 2.31 0.088 0.000 2.000 AHFIB B From Leg 4.00 0.000 119.00 No Ice 3.68 2.31 0.088 0.000 2.000 AHFIB C From Leg 4.00 0.000 119.00 No Ice 3.68 2.31 0.088 0.000 2.000 AHNA A From Leg 4.00 0.000 119.00 No Ice 1.79 1.15 0.043 0.000 2.000 AHNA B From Leg 4.00 0.000 119.00 No Ice 1.79 1.15 0.043 0.000 2.000 AHNA C From Leg 4.00 0.000 119.00 No Ice 1.79 1.15 0.043 0.000 2.000 DC6-48-60-18-8C-EV A From Leg 4.00 0.000 119.00 No Ice 1.14 1.14 0.026 0.000 2.000 DC6-48-60-18-8C-EV B From Leg 4.00 0.000 119.00 No Ice 1.14 1.14 0.026 0.000 2.000 DC9-48-60-24-8C-EV C From Leg 4.00 0.000 119.00 No Ice 2.74 4.78 0.026 0.000 2.000 Pipe Mount 4'x2.375" C From Leg 0.50 0.000 25.00 No Ice 0.87 0.87 0.019 0.000 0.000 Pipe Mount 4'x2.375" C From Leg 0.50 0.000 10.00 No Ice 0.87 0.87 0.019 0.000 0.000 (2) GPS C From Leg 0.50 0.000 10.00 No Ice 0.14 0.14 0.001 0.000 3.000 Dishes tnxTower Job 129553 REXBURG WEST Page 6 of 9 GPD 520 South Main Street Suite 2531 Project 2023702.02.129553.05 Date 10:09:10 02/16/23 Akron, Ohio 44311 Client Designed by Phone: (330) 572-2100 FAX: (330) 572-2101 Network Real Estate, LLC N M l l l e r Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert At o o ft ft ftz x VHLPX4-11 W C Paraboloid From 1.00 20.110 25.00 4.11 No Ice 13.26 0.088 w/Shroud (HP) Leg 0.000 0.000 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg -No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg -No Ice 15 0.9 Dead+1.0 Wind 180 deg -No Ice 16 1.2 Dead+1.0 Wind 210 deg -No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg -No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service 38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 39 0.9 Dead -1.0 Ev+1.0 Eh 0 deg 40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 41 0.9 Dead -1.0 Ev+1.0 Eh 30 deg 42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 43 0.9 Dead -1.0 Ev+1.0 Eh 60 deg 44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 45 0.9 Dead -1.0 Ev+1.0 Eh 90 deg 46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 47 0.9 Dead -1.0 Ev+1.0 Eh 120 deg 48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg tnxTower Job 129553 REXBURG WEST Page 7 of 9 GPD 520 South Main Street Suite 2531 Project 2023702.02.129553.05 Date 10:09:10 02/16/23 Akron, Ohio 44311 Client Designed by Phone. (330) 572-2100 FAX (330) 572-2101 Network Real Estate, LLC NMiller Comb. Description No. 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 Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. Comb. ° L1 120-79 6.9026 31 0.457 0.002 L2 84-34 3.6746 31 0.377 0.001 L3 40-0 0.9191 36 0.202 0.000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Deflection Load Curvature ft Comb. Comb. in L1 ° ft 119.00 MTS 14.5' LP Platform 31 6.8089 0.455 0.002 128450 99.50 Feedlines from 80'- 121' 31 5.0085 0.417 0.001 31329 56.50 Feedlines from 35'- 80' 36 1.7299 0.277 0.001 11679 25.00 VHLPX4-11 W 36 0.4485 0.128 0.000 15479 17.00 Feedlines from F- 35' 36 0.2755 0.088 0.000 22764 10.00 Pipe Mount 4'x2.375" 36 0.1523 0.052 0.000 38699 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt TiOst No. Deflection Load ft in Comb. o° L1 120-79 23.6785 12 1.567 0.006 L2 84-34 12.6057 12 1.295 0.003 L3 40-0 3.1514 12 0.692 0.002 Critical Deflections and Radius of Curvature - Design Wind tnxTower Job 129553 REXBURG WEST Page 8 of 9 GPD 520 South Main Street Suite 2531 Project 2023702.02.129553.05 Date 10:09:10 02/16/23 Akron, Ohio 44311 Client Designed by Phone: (330) 572-2100 FAX: (330) 572-2101 Network Real Estate, LLC 1 1 N M l l l e r Elevation Appurtenance Gov. Deflection Tilt Twist Radius of P„ OP" Load No. 0M- kiP-ft Curvature ft 1362.325 Comb. in o oft 2514.250 119.00 MTS 14.5' LP Platform 12 23.3571 1.560 0.006 37504 99.50 Feedlines from 80'- 121' 12 17.1815 1.429 0.004 9147 56.50 Fcedlines from 35'- 80' 12 5.9339 0.949 0.002 3406 25.00 Vf]LPX4-11W 12 1.5374 0.440 0.001 4512 17.00 Feedlines from F- 35' 12 0.9441 0.301 0.001 6634 10.00 Pipe Mount 4'x2.375" 12 0.5219 0.178 0.000 11278 Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P„ OP" Ratio No. 0M- kiP-ft kip -ft oM 1362.325 0.155 0.000 1362.325 P„ 2514.250 ft 0.000 ft ft 3146.217 int K K op" L1 120-79(l) TP36.875x29.4375x0.25 41.00 0.00 0.0 28.3422 -8.792 1658.020 0.005 L2 79-34(2) TP44.5x35.468x0.3125 50.00 0.00 0.0 42.7534 -17.044 2501.080 0.007 L3 34-0(3) TP W2.791M.3125 40.00 0.00 0.0 49.2838 -26.338 2883.100 0.009 Section Elevation Size No. ft L1 120-79(l) L2 79-34(2) L3 34-0(3) Pole Bending Design Data M - kap ft TP36.875x29.4375x0.25 210.595 TP44.5x35.468x0.3125 589.537 TP50x42.7912xO.3125 1055.767 oM ,- Ratio M y OMS, Ratio Ratio M, OT„ Ratio My kip ft 0M- kiP-ft kip -ft oM 1362.325 0.155 0.000 1362.325 0.000 2514.250 0.234 0.000 2514.250 0.000 3146.217 0.336 0.000 3146.217 0.000 Pole Shear Design Data Section Elevation Size Actual i , Ratio Actual OT„ Ratio No. V V T T p J° K K 0V, up �J` { loft OT. L1 120-79(l) TP36.875x29.4375x0.25 7.020 497.406 0.014 0.739 1555.883 0.000 L2 79-34(2) TP44.5x35.468x0.3125 10.188 750.323 0.014 0.978 2832.317 0.000 L3 34-0(3) TP50x42.7912xO.3125 13.047 864.931 0.015 1.617 3763.642 0.000 Pole Interaction Design Data tnxTower Job 129553 REXBURG WEST Page 9 of 9 GPD 520 South Main Street Suite 2531 Project 2023702.02.129553.05 Date 10:09:10 02/16/23 Akron, Ohio 44311 Client Designed by Phone: (330) 572-2100 FAX: (330) 572-2101 Network Real Estate, LLC N M l l l e r Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Type P„ M M31 V T Stress Stress 120-79 Pole ft OP. OM— OM,, 0 V OT„ Ratio Ratio Pole L1 120-79(l) 0.005 0.155 0.000 0.014 0.000 0.160 1.000 io 3 -26.338 2883.100 34.5 Pass 4.8.2 L2 79-34(2) 0.007 0.234 0.000 0.014 0.000 0.241 1.000 F' Pole (L3) 34.5 Pass V 4.8.2 L3 34-0(3) 0.009 0.336 0.000 0.015 0.000 0.345 1.000 i V 4.8.2 Section Capacity Table Section Elevation Component Size Critical P OPall , o Pass No. t Type Element K K Capacity Fail L1 120-79 Pole TP36.875x29.4375x0.25 1 -8.792 1658.020 16.0 Pass L2 79-34 Pole TP44.505.468x0.3125 2 -17.044 2501.080 24.1 Pass L3 34-0 Pole TP50x42.7912x0.3125 3 -26.338 2883.100 34.5 Pass Summary Pole (L3) 34.5 Pass RATING = 34.5 Pass 121' Monopole - Structural Evaluation Site USID #: 129553 APPENDIX C Additional Calculations 2/16/2023 Pier and Pad Foundation TIA-222 Revision: H Top & Bot. Pad Rein. Different?: ❑ Tower Type: Monopole Block Foundation?: ❑ Rectangular Pad?: ❑ Superstructure Analysis Reactions Compression, Pcomp_ 26 kips Base Shear, Vu comp: 13 kips Pier Rebar Size, Sc: 10 Pier Rebar Quantity, mc: 34 Pier Tie/Spiral Size, St: 4 Moment, M.: 1056 ft -kips Tower Height, H: 1 120 Ift Neglected Depth, N: 4.17 ft BP Dist. Above Fdn, bpd;st: 6 Iin Pier Properties Pier Shape: Circular Pier Diameter, dpier: 6 ft Ext. Above Grade, E: 0.5 ft Pier Rebar Size, Sc: 10 Pier Rebar Quantity, mc: 34 Pier Tie/Spiral Size, St: 4 Pier Tie/Spiral Quantity, mt: 7 Pier Reinforcement Type: Tie Pier Clear Cover, ccpi,,: 3 in • Properties Depth, D: 6 ft Pad Width, Wt: 24 ft Pad Thickness, T: 2.5 ft Pad Rebar Size (Bottom dir. 2), SP2: 8 Pad Rebar Quantity (Bottom dir. 2), mpZ: 25 Pad Clear Cover, ccpad: 3 n PropertiesMaterial Rebar Grade, Fy: 60 Eks�] Concrete Compressive Strength, F'c: 4 Dry Concrete Density, bc: 150 Soil Properties Total Soil Unit Weight, y: 110 pcf Ultimate Net Bearing, Qnet: 6.000 ksf Cohesion, Cu: 0.000 ksf Friction Angle, cp: 34 degrees SPT Blow Count, Nbiow.: 6.6% Pass Base Friction, /c: 5.00 1.32 Neglected Depth, N: 4.17 ft Foundation Bearing on Rock? No 24.8% Groundwater Depth, gw: N/A ft Version 4.1.1 Foundation Capacity Demand Rating Check Lateral (Sliding) (kips) 196.49 13.00 6.6% Pass Bearing Pressure (ksf) 5.00 1.32 26.4% Pass Overturning (kip'ft) 4623.78 1147.00 24.8% Pass Pier Flexure (Comp.) (kip'ft) 5617.30 1108.00 19.7% Pass Pier Compression (kip) 17996.05 46.36 0.3% Pass Pad Flexure (kip'ft) 2212.54 419.10 18.9% Pass Pad Shear- 1 -way (kips) 696.71 68.15 9.8% Pass Pad Shear - 2 -way (Comp) (ksi) 0.190 0.021 11.3% Pass Flexural 2 -way (Comp) (kip *ft) 2450.02 664.80 27.1% 1 Pass <--Toggle between Gross and Net Structural Rating: 27.1% Soil Rating: 26.4% 121' Monopole - Structural Evaluation Site USID #: 129553 APPENDIX D Seismic Calculations 2/16/2023 Analysis Method GPD Job Number Site Name Site Number City State County Tower Type Base OD Base Thickness # of Sides Base Elevation Structure Height (ft) TL Ss Si Site Classification Risk Category Importance Factor (1) Fa F„ SDS SD1 Wt Wu WL 9 lave E Redundancy Factor (p) f1 R Sam Earthquake LRFD Load Factor Discrete Appurtenances Appurtenances @ 120' Appurtenances @ 26' Appurtenances @ 11' Linear Appurtenances Feedlines from 80'- 121' Feedlines from 35'- 80' Feedlines from V- 35' Structure Components Tower Section from 80'- 121' Tower Section from 35'- 80' Tower Section from V- 35' Totals Seismic Calculations (TIA-222-H-11 Equivalent Lateral Force Procedure (Section 2.7.7.1, TIA-222-H) 2023702.02.129553.05 REXBURG WEST ID4341 Rexburg ID Madison Monopole 50 in Top OD 0.3125 in Top Thickness 18 1 f 120 6 sec (Figures B-19 to B-21, TIA-222-H) 0.359 (ASCE Hazard Tool) 0.141 (ASCE Hazard Tool) D (Table 2-10, TIA-222-H) II (Table 2-1, TIA-222-H) 1 (Table 2-3, TIA-222-H) 1.513 (Table 2-11, TIA-222-H, interpolation allowed) 2.318 (Table 2-12, TIA-222-H, interpolation allowed) 0.362 (2.7.5, TIA-222-H) 0.218 (2.7.5, TIA-222-H) 21.952 Kips 3.854 Kips 18.098 Kips 386.4 in/s2 8929.46 in' 29000 ksi 1.0 (2.7.7, TIA-222-H) 0.560 Hz (2.7.7.1.3, TIA-222-H) 1.5 (2.7.7.1, TIA-222-H) 0.122 (2.7.7.2.1, TIA-222-H) 1 (2.3.2, TIA-222-H) 29.4375 in 0.25 in w K 1221 z ftCc Fsz E k E k 3.854 120 0.412 0.7349 0.735 0.279 0.107 26 0.001 0.0016 0.002 0.008 0.021 11 0.000 0.0001 0.000 0.002 0.512 100.5 0.041 0.0728 0.073 0.037 0.563 57.5 0.018 0.0316 0.032 0.041 0.336 18 0.001 1 0.0026 1 0.003 0.024 3.643 100.5 0.290 0.5177 0.518 0.264 6.695 57.5 0.210 0.3754 0.375 0.485 6.221 18 0.027 0.0485 0.048 0.450 21.952 1.f9 17= Base Shear per the Equivalent Lateral Force Procedure, Vs 1 1.79 kips