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7700 Quatro Drive CUP Application narrativeCOMMUNITY DEVELOPMENT DEPARTMENT Planning Division – 7700 Market Boulevard Mailing Address – P.O. Box 147, Chanhassen, MN 55317 Phone: (952) 227-1300 / Fax: (952) 227-1110 Submittal Date: *CITCOFCHNBA3SEH APPLICATION FOR DEVELOPMENT REVIEW PC Date: cc 60 -Day Review Date: apply)Section 1: Application Type (check all that (Refer to the appropriate Application Checklist for required submittal information that must accompany this application) ❑ Comprehensive Plan Amendment ......................... $600 ❑ Minor MUSA line for failing on-site sewers..... $100 Conditional Use Permit (CUP) Sign Plan Review...................................................$150 y Ingle -Family Residence................................$325 ❑ -AII Others ......................................................... $425 ❑ Interim Use Permit (IUP) ❑ Administrative ..................................................$100 ❑ In conjunction with Single -Family Residence.. $325 ❑All Others......................................................... $425 ❑ Rezoning (REZ) Plus $10 per 1,000 square feet of building ❑ Planned Unit Development (PUD) .................. $750 ❑ Minor Amendment to existing PUD.................$100 ❑ All Others......................................................... $500 ❑ Sign Plan Review...................................................$150 ❑ Site Plan Review (SPR) ❑ Administrative ..................................................$100 lots) ❑ CommerciaVlndustrialDistricts*......................$500 ❑ Metes & Bounds (2 lots)..................................$300 Plus $10 per 1,000 square feet of building area: ❑ Consolidate Lots.............................................$150 (_ thousand square feet) ❑ Lot Line Adjustment.. ....................................... `Include number of axially employees: ❑ Final Plat ..........................................................$700 `Include number of new employees: (Includes $450 escrow for attorney costs)* ❑ Residential Districts.........................................$500 `Additional escrow may be required for other applications Plus $5 per dwelling unit (— units) through the development contract. ❑ Notification Sign (city to install and remove) ............................. Vacation of Easements/Right-of-way (VAC)........ ❑ Subdivision (SUB) ❑ Create 3 lots or less .......................................:$300 ❑ Create over 3 lots.......................$600 + $15 per lot lots) ❑ Metes & Bounds (2 lots)..................................$300 ❑ Consolidate Lots.............................................$150 ❑ Lot Line Adjustment.. ....................................... $150 ❑ Final Plat ..........................................................$700 (Includes $450 escrow for attorney costs)* `Additional escrow may be required for other applications through the development contract. ❑ Vacation of Easements/Right-of-way (VAC)........ $300 (Additional recording fees may apply) ❑ Variance (VAR) .................................................... $200 ❑ Wetland Alteration Permit (WAP) ❑ Single -Family Residence ............................... $150 ❑ All Others ....................................................... $275 ❑ Zoning Appeal ...................................................... $100 ❑ Zoning Ordinance Amendment (ZOA)................. $500 NOTE: When multiple applications are processed concurrently, the appropriate fee shall be charged for each application. ......................................................................... $200 Property Owners' List within 500' (City to generate after pre -application meeting) .................................................. $3 per address (_ addresses) ❑s qw for Recording Documents (check all that apply) ......................................... $50 per document cConditional Use Permit El Interim Use Permit ❑ acation El Site Plan Agreement ❑ Variance El Weiland Alteration Permit ❑ Metes & Bounds Subdivision (2 deeds) ❑ Easements (_easements) ❑ Deeds TOTAL FEE: Section 2: Requiied Information Description of Proposal: Property Address or Location: % %&V Parcel #: /) U ?-,;q &6)6. Legal Description: � r:` ako l Total Acreage: ry Wetlands Present? E] Yes �o /,o% Present Zoning: �Requested Zoning: Present Land Use Designation: Existing Use of Property: Check box if separate narrative is attached. Requested Land Use Designation: Section 3: Property Owner APPLICANT OTHER THAN PROPERTY OWNER: In signing this application, I, as applicant, represent to have obtained authorization from the property owner to file this application. I agree to be bound by conditions of approval, subject only to the right to object at the hearings on the application or during the appeal period. If this application has not been signed by the property owner, I have attached separate documentation of full legal capacity to file the application. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. I certify that the/ information and exhibits sytimitted are true and correct. Name: N'X, 1k111.c , / Gro/ uVX IlLS'1l{? Contact: ey Address:4� 7' c U / -e, 7� Phone: City/State/Zip: 1 i c. /V J-41� Cell:t Email: r (J� ` • �e /tJ (jVLcUIIC'L� r Calax: Signature: �– Date: 17— Il / PROPERTY OWNER: In signing this application, I, as property owner, have full legal capacity to, and hereby do, authorize the filing of this application. I understand that conditions of approval are binding and agree to be bound by those conditions, subject only to the right to object at the hearings or during the appeal periods. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct. Name: Contact: Address: Phone: City/State/Zip: Cell: Email: Fax: This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, refer to the appropriate Application Checklist and confer with the Planning Department to determine the specific ordinance and applicable procedural requirements. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. Signature: Date: PROJECT ENGINEER (if applicable) Name: Contact: Address: Phone: City/State/Zip: Cell: Email: Fax: Section 4- Notification Information Who should receive copies of staff reports? *Other Contact Information: ❑ Property Owner Via: ❑ Email ❑ Mailed Paper Copy Name: ❑ Applicant Via: ❑ Email ❑ Mailed Paper Copy Address: ❑ Engineer Via: ❑ Email ❑ Mailed Paper Copy City/State/Zip: ❑ Other* Via: ❑ Email ❑ Mailed Paper Copy Email: INSTRUCTIONS TO APPLICANT: Complete alt necessary form fields, then select SAVE FORM to save a copy to your device. PRINT FORM and deliver to city along with required documents and payment. SUBMIT FORM to send a digital copy to the city for processing. CCCROWN CASTLE Crown Castle 1600 Utica Ave S, Suite 475 Saint Louis Park, MN 55416 763— 852-0576 RE: Statement of Compliance for Conditional Use Permit Amendment Application to extend the tower at 7700 Quattro Drive. Planning Commission — Per the Conditional Use Permit Application Checklist, there are twelve (12) criteria that must be addressed via a Statement of Compliance. The criteria are addressed below: a. The extension of the tower will not be detrimental or endanger the public health, safety, comfort, convenience or general welfare of the neighborhood or the city. The tower has existed since 2000, and a condition of the original CUP was to make the tower amendable for an extension for another carrier. This is the exact circumstance found in this application. b. This tower extension will be consistent with the city's comprehensive plan and this chapter. c. The extension will be designed, constructed, operated, and maintained so to be compatiable in appearance with the existing or intended character of the general vicinity and will not change the essential character of the area. The extension will match the existing tower and a slight height measurement will be the only change. d. The extension will not be hazardous or disturbing to existing or planned neighborhood uses. The tower extension will not change its function; instead more wireless customers will receive better coverage. e. Will be served adequately by essential public facilities and services, including street, police, and fire protection, drainage structures, refuse disposal, water and sewer systems and schools; or will be served adequately by such facilities and services provided by the persons or agencies responsible for the establishment of the proposed use. There will be no change as to how the facility is maintain and/or its access to services or public facilities. The Foundation for a Wireless World. CrownCastle.com cc CROWN CASTLE Crown Castle 1600 Utica Ave S, Suite 475 Saint Louis Park, MN 554i6 763— 852-0576 f. The tower extension will not create excessive requirements for public facilities and services and will not be detrimental to the economic welfare of the community. Again, there will be no change concerning how the facility is operated. g. The tower extension will not involve uses, activities, processes, materials, equipment and conditions or operation that will be detrimental to any persons, property or the general welfare because of excessive production of traffic, noise, smoke, fumes, glare, odors, rodents, or trash. h. The tower extension will have vehicular approaches to the property which do not create traffic congestion or interfere with traffic or surrounding public thoroughfares. The basic configuration of the compound will not change. i. Tower extensions will not result in the destruction, loos of damage of solar access, natural, scenic or historic features of major significance. Again, the basic features of the site will not change. j. The tower extension will be aesthetically compatible with the area. k. The tower extension will not depreciate property values 1. The tower extension meets standards prescribed for certain uses as provided in this article. Richard Krueger District Real Estate Specialist The Foundation for a Wireless World. 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This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 977732, in accordance with application 359616, revision 5. 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: LC4.5: Modified Structure w/ Existing + Proposed Sufficient Capacity Note: See Table I and Table II for the proposed and existing loading, respectively. This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3 -second gust wind speed of 115 mph converted to a nominal 3 -second gust wind speed of 89 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category B with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at FDH Velocitel appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Str ctural analysis prepared by: 4:7'A Kelse argen'f, EI Project Engineer I tnxTower Report - version 7.0.5.1 Reviewed by: ZAq Dennis D. Abel, PE Director of Structural Engineering MN PE License No. 41120 PROF, MIONAL ENdINEEA I hereby certifythatthis plan, specification, or report was prepared by nis or under my direct supervision and that 1 am s duly Licensed Professional Engineer under the laws of the State of Minnesota Print Name: Dennis D. Abel Signature: Data 12-rs-w1k ucenae# 41120 87 Ft Monopole Tower Structural Modification Analysis Project Number 16PXJY2400, Application 359616, Revision 5 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations 8) APPENDIX D Modification Drawings tnxTower Report - version 7.0.5.1 December 15, 2016 CCI BU No 878498 Page 2 87 Ft Monopole Tower Structural Modification Analysis Project Number 16PXJY2400, Application 359616, Revision 5 1) INTRODUCTION December 15, 2016 CCI BU No 878498 Page 3 This tower is a 67 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC. in July of 1996. The tower was originally designed for a wind speed of 95 mph per TIA/EIA-222-E. The modifications listed in FDH Velocitel (Project No. 16PXJY2400) Extension Drawings for a 67' Monopole dated December 15, 2016 were considered in this analysis. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Antenna Supporting Structures and Antennas using a 3 -second gust wind speed of 89 mph with no ice, 50 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure category B with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information MountingLine Level (ft)[Elevatior enter Number Antenna of Antenna Model Antennas Manufacturer Number of Feed Lines Feed Line Size (in) Note Mounting 3 ericsson RRUS 12 B5/RRUS A2 Line Number Antenna Number Number Feed Elevation Level (ft) 3 ericsson RRUS 32 B2 of Manufacturer Antenna Model of Feed Line 3 ericsson RRUS 32 B66 80.0 80.0 2 1-1/2 85.0 3 ericsson RR US B13/RRUS A2 12 jma wireless X7CQAP-86-865-V Scala AP17-1900/090D 9 3 kmw comm ET-X-WM18-65-8P 12 2 raycap RXXDC-3315-PF 48 AP17-1900/090D 12 3 kmw comm 1 crown mounts Platform Mount [LP 301-11 Scala AP17-1900/090D 9 Table 2 - Existing Antenna and Cable Information Notes. 1) Existing Equipment Table 3 - Design Antenna and Cable Information Center Mounting Mounting Line Number Antenna Number Number Feed Elevation Level (ft) Ele(ft)ion of Manufacturer Antenna Model of Feed Line Note An tennas (in) 85.0 Lines Size (in) Scala AP17-1900/090D 9 3 kmw comm ET-X-WM18-65-8P 12 Scala AP17-1900/090D 12 3 kmw comm ET-X-TS-70-16-62-18-iR- Scala AP17-1900/090D 9 RD 3 samsung telecom Power Junction Cylinder 3 samsung telecom Optic Fiber Junction 65.0 66.0 3 1-1/4 1 Cylinder 3 samsung telecom 2.5 GHz RRH-V3 3 samsung telecom RRH-P4 3 samsung telecom RRH-C2A w/ Ext Filter 6T. 5.0 1 tower mounts T -Arm Mount [TA 602-3] Notes. 1) Existing Equipment Table 3 - Design Antenna and Cable Information tnxTower Report - version 7.0.5.1 Center Mounting Line Number Antenna Number Feed Level (ft), Elevation of Manufacturer Antenna Model of Feed Line Size Antennas Lines (in) 85.0 85.0 9 Scala AP17-1900/090D 9 65.0 65.0 12 Scala AP17-1900/090D 12 45.0 45.0 9 Scala AP17-1900/090D 9 tnxTower Report - version 7.0.5.1 87 Ft Monopole Tower Structural Modification Analysis Project Number 16PXJY2400, Application 359616, Revision 5 3) ANALYSIS PROCEDURE Table 4 - Documents Provided December 15, 2016 CCI BU No 878498 Page 4 Document Remarks Reference Source 4 -GEOTECHNICAL REPORTS TERRACON 1557642 CCISITES 4 -TOWER FOUNDATION ENGINEERING ENDEAVORS TP14140.375 1 DRAWINGS/DESIGN/SPECS INCORPORATED 1479249CCISITES Pass 4 -TOWER FOUNDATION ENGINEERING ENDEAVORS TP19.0645xl 5.33x0.1875 2 DRAWINGS/DESIGN/SPECS INCORPORATED 1480353 CCISITES 4 -TOWER MANUFACTURER ENGINEERING ENDEAVORS TP26xl8.204lx0.25 3 DRAWINGS INCORPORATED 2197969 CCISITES 4 -TOWER REINFORCEMENT Project No. DESIGN/DRAW INGS/DATA FDH Velocitel 16PXJY2400 Appendix D 3.1) Analysis Method tnxTower (version 7.0.5.1), 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. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The modifications listed in FDH Velocitel (Project No. 16PXJY2400) Extension Drawings for a 67.0' Monopole dated December 15, 2016 must be completed in order for this analysis to be considered valid. This analysis may be affected if any assumptions are not valid or have been made in error. FDH Velocitel should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section Elevation (ft) No. Component Type Sae Criti cal Element p (K) SF*P allow (ii) Capacityl pass I Fail L1 87-67 Pole TP14140.375 1 -4.42 505.63 47.1 Pass L2 67-44.5391 Pole TP19.0645xl 5.33x0.1875 2 -7.52 813.18 84.2 Pass L3 44.5391-0 Pole TP26xl8.204lx0.25 3 -12.29 1506.86 89.1 Pass Summary Pole (L3) 89.1 Pass �— Rating = 89.1 Pass tnxTower Report - version 7.0.5.1 87 Ft Monopole Tower Structural Modification Analysis Project Number 16PXJY2400, Application 359616, Revision 5 Table 6 - Tower Component Stresses vs. Capacitv - LC4.5 December 15, 2016 CCI BU No 878498 Page 5 Notes Component Elevation (ft) % Capacity Pass C Fall 1 Flange Bolts 67.0 29.0 Pass 1 Flange Plate T 67.0 28.8 Pass 1 Anchor Rods 0 49.2 Pass 1 Base Plate 0 94.4 Pass 1 Base Foundation 0 61.2 Pass 1 Base Foundation Soil Interaction 0 38.0 Pass Structure Rating (max from all components) _ 94.4% Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads once the modifications outlined in FDH Velocitel (Project No. 16PXJY2400) Extension Drawings for a 67.0' Monopole dated December 15, 2016 are completed. tnxTower Report - version 7.0.5.1 87 Ft Monopole Tower Structural Modification Analysis Project Number 16PXJY2400, Application 359616, Revision 5 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.5.1 December 15, 2016 CCI BU No 878498 Page 6 87.0ft 67.0ft "sft 0.oft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Lighting RCd Jor X T 87 ET-X-WM-184i6BP wl Mount Pipe 85 (4)X7CCAP-8686SV 80 ET-X-WM-1665-8Pwl Mouol Pipe 65 (4)XICOAP-8686SV ell ET-X-WM-16668PwIMount Plpe 65 (4)X7COAP_II'V BO OPTIC FIBER JUNCTION CYLINDER 65 RRUS3262 B0 OPTICFIBERJUNCTION CYLINDER 65 RRUS32 B2 80 OPTIC FIBER JUNCTION CYLINDER 65 RRU532 B2 80 POWER JUNCTION CYLINDER 65 RRU5328fi6 Bo POWER JUNCTION CriINDER fi5 RRU532 B66 80URH ER JUNCTION CYLINDER fi5 RRUS 32 B66 80-C24 wlEX'r RLTER 65 RRUS1285/RRUSX! 80-CTgwIEXT FILTER 65RRUS12B51RRUBA2 ,6o -C2 eEXTFILTER RRU51285IRRUSA2 W -P4 fi5 RRUSB131RRUBA2 80-P4 65 RRUSB131RRUSA2 80-P4 65RRUS B13IRRUS A2 80a RRH-V3 (2)RXXDC3315-PF-48 60Ha RRH-V3 Platform Mount ILP 301-11 B0HZ RRH-V3 65 Miscellaneous INA 5093) 80"Mount Pipe 65 ET-X-TS-70-1662-16it-RD wl Mount fi5"Mou"I P,pa ET-X-TS-70-16412-18-iR-RD wl Mounl 65i Pipe ET-X-TS-70-16-62-16iR-RD wl Mount 65 Pipe Pipe " Mount Pipe Mount ITA 602-37 fi5 TOWER DESIGN NOTES 1. Tower is located in Hennepin County, Minnesota. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 50 mph basic wind with 0.75 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 It 8. TOWERRATING: 89.1% ACTIONS ICTORED OAL 6K 1-1MOMENT ` 250 kip -(t IE 0 kip -ft - 0.7500 in ICE OAL 2K MOMENT y 703 kip -ft TORQUE I kip -ft REACTIONS - 89 mph WIND - FDH Velocitel • VELOCrtEL ^6521 Meridien Drive, Suite 107 '^-__...'n.,, �,...� Raleigh, North Carolina 27616 Tower Malysis Phone: 9197551012 FAX: 9197551031 ob: BU# 878498, Beddor Enterprises p"jeL" 16PXJY2400 client Crown Castle Draw"^r Kelsey Sargent Apna: cme: TIA-222-G Date: 12/15/16 s`eB1 NTS Path Owg No. E-1 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard The following design criteria apply: Tower is located in Hennepin County, Minnesota. ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). Basic wind speed of 89 mph. Structure Class II. Exposure Category B. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.7500 in. Ice thickness is considered to increase with height. Ice density of 56 pef. A wind speed of 50 mph is used in combination with ice. Temperature drop of 50 °F. 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. Autocale Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder 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 q Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA 222-G Tension Splice Exemption Poles Include Shear Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Diameter Diameter Thickness Radius in in in in Grade LI 87.00-67.00 20.00 0.00 Round 14.0000 14.0000 0.3750 A53 -B-35 (35 ksi) L2 67.00-44.54 22.46 2.92 18 15.3300 19.0645 0.1875 0.7500 A572-65 (65 ksi) L3 44.54-0.00 47.46 18 18.2041 26.0000 0.2500 1.0000 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C PC J RIQ w w/t in int in in in in' in, in' in Ll 14.0000 16.0516 372.7602 4.8190 7.0000 53.2515 Thickness At - 745.5204 __- 8.0210 0.0000 0 HL-9612XXX(I-1/2") B Surface At 14.0000 16.0516 372.7602 4.8190 7.0000 53.2515 Diagonals Horizontals Redundants 745.5204 8.0210 0.0000 0 L2 15.5665 9.0117 261.0588 5.3756 7.7876 33.5222 0.00 522.4612 4.5067 2.3681 12.63 0.000 19.3586 11.2342 505.7601 6.7013 9.6848 52.2222 0.000 1012.1857 5.6182 3.0254 16.135 1.3 18.9719 14.2466 580.1990 6.3737 9.2477 62.7399 0.00 1161.1614 7.1247 2.7639 11.056 0.000 26.4011 20.4326 1711.6544 9.1412 13.2080 129.5922 0.000 3425.5610 10.2183 4.1360 16.544 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness At - Factor Stitch Bolt Stitch Bolt Stitch Bolt B (perjace) HL-9612XXX(I-1/2") B Surface At A, Spacing Spacing Spacing 1.4930 1.87 (CaAa) 0.500 Diagonals Horizontals Redundants jt jte in 0.00 in in in Ll 87.00-67.00 A 1 1 1 L2 67.00-44.54 0.00 1 1 1 L3 44.54-0.00 0.000 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type 0.000 Number Per Row Position Diameter J B in in pl HL-9612XXX(I-1/2") B Surface At 80.00-0.00 2 2 0.400 1.4930 1.87 (CaAa) 0.500 0.000 Feed Line/Linear Appurtenances - Entered As Area Face Allow Component Placement Total CAAA Weight or Shield Type Number TYPE 5(1-1/4") B No Inside Pole 65.00-0.00 3 No Ice 0.00 1.10 1/2" Ice 0.00 1.10 I" Ice 0.00 1.10 Ll 87.00-67.00 Feed Line/Linear Appurtenances Section Areas 0.000 0.000 0.000 0.00 B CgAq CAA, Weight Tower Tower Face Are AF Section Elevation In Face Out Face Ll 87.00-67.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 3.882 0.000 0.05 C 0.000 0.000 0.000 0.000 0.00 L2 67.0044.54 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 6.707 0.000 0.15 C 0.000 0.000 0.000 0.000 0.00 L3 44.54-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 13.299 0.000 0.31 C 0.000 0.000 0.000 0.000 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice Ar Ar CIA, CAAA Weight Section Elevation or Thickness In Face Out Face Ll 87.00-67.00 A 1.633 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 10.158 0.000 0.16 C 0.000 0.000 0.000 0.000 0.00 L2 67.00-44.54 A 1.580 0.000 0.000 0.000 0.000 0.00 Tower Tower Face Ice Aa AF CAAA CAAA Weight Section Elevation or Thickness J3 in In Face Out Face in Ll ft Leg in ft, ft2 fe ft, K 0.1618 0.5344 B L3 0.000 0.000 17.254 0.000 0.33 No Ice ft C 0.05 0.000 0.000 0.000 0.000 0.00 1.3 44.54-0.00 A 1.435 0.000 0.000 0.000 0.000 0.00 0.53 0.03 B 14.65 0.000 0.000 34.213 0.000 0.67 4.00 0.0000 C No Ice 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Section Record No. Type Se ent Elev. Ice Ice Ll J3 in in in in Ll 87.00-67.00 0.2523 0.1124 0.3851 0.1715 L2 67.0044.54 0.3634 0.1618 0.5344 0.2379 L3 44.54-0.00 0.3713 0.1653 0.5968 0.2657 Shielding Factor Ka Tower Feed Line Description I Feed Line Ka K, Section Record No. Type Se ent Elev. Nalce Ice Ll ] HL-9612XXX(1-1/2") 67.00-80.001 1.0000 1.0000 L2 1 HL-9612XXX(1-1/2") 44.54-67.00 1.0000 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CIA, CAAA Weight or Type Harz Adjustment Front Side 0.00 Leg Lateral 14.04 8.40 0.13 Vert l" Ice 14.65 9.00 0.21 ft f f� ft= K 80.00 No Ice ft 7.81 0.05 0.00 rt 1/2" Ice 14.04 8.40 Lighting Rod 3/4" x 7' C From Leg 0.00 0.0000 87.00 No Ice 0.53 0.53 0.03 1" Ice 14.65 0.00 0.21 1/2" Ice 1.24 1.24 0.04 4.00 0.0000 3.50 No Ice 1" Ice 1.97 1.97 0.05 (4) X7CQAP-86-865-V A From Leg 4.00 0.0000 80.00 No Ice 13.44 7.81 0.05 0.00 1/2" Ice 14.04 8.40 0.13 0.00 l" Ice 14.65 9.00 0.21 (4) X7CQAP-86-865-V B From Leg 4.00 0.0000 80.00 No Ice 13.44 7.81 0.05 0.00 1/2" Ice 14.04 8.40 0.13 0.00 1" Ice 14.65 9.00 0.21 (4) X7CQAP-86-865-V C From Leg 4.00 0.0000 80.00 No Ice 13.44 7.81 0.05 U0 1/2" Ice 14.04 8.40 0.13 0.00 1"Ice 14.65 9.00 0.21 RRUS 32 B2 A From Leg 4.00 0.0000 80.00 No Ice 2.76 1.69 0.05 0.00 1/2" Ice 2.98 1.88 0.07 0.00 l" Ice 3.22 2.07 0.10 RRUS 32 B2 B From Leg 4.00 0.0000 80.00 No Ice 2.76 1.69 0.05 0.00 1/2" Ice 2.98 1.88 0.07 0.00 1" Ice 3.22 2.07 0.10 RRUS 32 B2 C From Leg 4.00 0.0000 80.00 No Ice 2.76 1.69 0.05 0.00 1/2" Ice 2.98 1.88 OA7 0.00 1" Ice 3.22 2.07 0.10 RRUS 32 B66 A From Leg 4.00 0.0000 80.00 No Ice 174 1.67 0.05 Description Face Offset Offsets. Azimuth Placement CAAA CAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert n R 1t, j? K ft o.uu 1/2" Ice 2.96 1.86 0.07 RRUS 32 B66 C From Leg 0.00 4.00 0.0000 80.00 P Ice No Ice 3.19 2.74 2.05 0.10 0.00 1/2" Ice 2.96 1.67 1.86 0.05 0.07 RRUS 32 B66 C From Leg 0.00 4.00 0.0000 80.00 1" Ice No Ice 3.19 2.74 2.05 1.67 0.10 0.00 1/2' Ice 2.96 1.86 0.05 0.07 RRUS 12 B5/RRUS A2 A From Leg 0.00 4.00 0.0000 80.00 l"Ice 3.19 2.05 0.10 No Ice 3.15 1.85 0.08 0.00 1/2" Ice 3.36 2.03 0.11 RRUS 12 B5/RRUS A2 B From Leg 0.00 4.00 0.0000 80.00 1" Ice No Ice 3.59 2.21 0.14 0.00 1/2" Ice 3.15 3.36 1.85 2.03 0.08 0.11 RRUS 12 B5/RRUS A2 C From Leg 0.00 4.00 0.0000 80.00 1" Ice No Ice 3.59 2.21 0.14 0.00 1/2" Ice 3.15 3.36 1.85 2.03 0.08 0.11 RRUS B131RRUS A2 A From Leg 0.00 4.00 0.0000 80.00 1"Ice No Ice 3.59 2.21 0.14 0.00 1/2" Ice 2.79 3.00 1.74 1.91 0.07 0.10 RRUS 1313/RRUS A2 B From Leg 0.00 4.00 0.0000 80.00 l" Ice No Ice 3.21 2.79 2.09 0.13 0.00 1/2" Ice 3.00 1.74 1.91 0.07 0.10 RRUS B 13/RRUS A2 C From Leg 0.00 4.00 0.0000 80.00 1" Ice No Ice 3.21 2.09 0.13 0.00 1/2" Ice 2.79 3.00 1.74 1.91 0.07 0.10 (2) RXXDC-3315-PF48 A From Leg 0.00 4.00 0.0000 80.00 1" Ice 3.21 2.09 0.13 No Ice 3.36 2.19 0.03 0.00 1/2" Ice 3.60 2.39 0.06 Platform Mount [LP 301-1] C None 0.00 0.0000 1"Ice 3.84 2.61 0.09 80.00 No Ice 30.10 30.10 1.59 1/2" Ice 40.80 40.80 2.03 Miscellaneous [NA 509-31 C None 0.0000 l"Ice 51.50 51.50 2.47 80.00 No Ice 11.84 11.84 0.28 1/2" Ice 16.96 16.96 0.30 P Ice 22.08 22.08 0.32 ET-X-TS-70-16-62-18-iR-RD A From Leg 4.00 0.0000 65.00 No Ice 8.50 6.49 0.07 W/ Mount Pipe 0.00 1/2" Ice 9.07 7.69 0.13 ET-X-TS-70-16-62-18-iR-RD B From Leg 1.00 4.00 0.0000 65.00 l"fee No Ice 9.61 8.62 0.21 w/ Mount Pipe 0.00 8.50 6.49 0.07 1/2" Ice 9.07 7.69 0.13 ET-X-TS-70-16-62-18-iR-RD C From Leg 1.00 4.00 0.0000 65.00 1" Ice No Ice 9.61 8.62 0.21 w/ Mount Pipe 0.00 8.50 6.49 0.07 1/2" Ice 9.07 7.69 0.13 ET-X-WM-18-65-8P w/ A From Leg 1.00 4.00 0.0000 65.00 V Ice 9.61 8.62 0.21 Mount Pipe 0.00 No lee 6.92 4.43 0.06 1/2" Ice 7.40 5.32 0.11 ET-X-WM-18-65-8P w/ B From Leg 1.00 4.00 0.0000 65.00 1" Ice 7.87 6.08 0.17 Mount Pipe 0.00 No Ice 6.92 4.43 0.06 1/2" Ice 7.40 5.32 0.11 ET-X-WM-18-65-8P w/ C From Leg 1.00 4.00 0.0000 65.00 P Ice 7.87 6.08 0.17 Mount Pipe 0.00 No Ice 6.92 4.43 0.06 1/2" Ice 7.40 5.32 0.11 OPTIC FIBER JUNCTION A From Leg 1.00 4.00 0.0000 65.00 l"Ice No Ice 7.87 0.39 6.08 0.17 CYLINDER 0.00 0.39 0.00 1/2" Ice 0.48 0.48 0.01 OPTIC FBER JUNCTION B From Leg 0.00 4.00 0.0000 65.00 1" Ice No Ice 0.57 0.57 0.01 CYLINDER 0.00 0.39 0.39 0.00 1/2" Ice 0.48 0.48 0.01 OPTIC FIBER JUNCTION C From Leg 0.00 4.00 0.0000 65.00 1" Ice No Ice 0.57 0.57 0.01 CYLINDER 0.00 0.39 0.39 0.00 1/2" Ice 0.48 0.48 0.01 POWER JUNCTION A From Leg 0.00 4.00 0.0000 65.00 1" Ice No Ice 0.57 0.57 0.01 CYLINDER 0.00 0.37 0.37 0.00 1/2" Ice 0.45 0.45 0.01 POWER JUNCTION B From Leg 0.00 4.00 0.0000 65.00 1" Ice 0.55 0.55 0.01 No Ice 0.37 0.37 0.00 Description Face Offset Offsets: Azimuth Placement CIAA C,As Weight or Type Harz Adjustment Front Side Leg Lateral Vert h ft 11z ft, x ft a CYLINDER 0.00 1/2" lee 0.45 0.45 Ut 0.00 1"Ice 0.55 0.55 0.01 POWER JUNCTION C From Leg 4.00 0.0000 65.00 No Ice 0.37 0.37 0.00 CYLINDER 0.00 1/2" Ice 0.45 0.45 0.01 0.00 1" Ice 0.55 0.55 0.01 RRH-C2A w/EXT FILTER A From Leg 4.00 0.0000 65.00 No Ice 3.11 1.38 0.06 0.00 1/2" Ice 3.33 1.55 0.08 0.00 V Ice 3.56 1.72 0.10 RRH-C2A w/EXT FILTER B From Leg 4.00 0.0000 65.00 No Ice 3.11 1.38 0.06 0.00 1/2" Ice 3.33 1.55 0.08 0.00 F' Ice 3.56 1.72 0.10 RRH-C2A w/EXT FILTER C From Leg 4.00 0.0000 65.00 No Ice 3.11 1.38 0.06 0.00 1/2" Ice 3.33 1.55 0.08 0.00 1"Ice 3.56 1.72 0.10 RRH-P4 A From Leg 4.00 0.0000 65.00 No Ice 2.74 1.79 0.06 0.00 1/2" Ice 2.95 1.97 0.08 0.00 1" Ice 3.17 2.16 0.11 RRH-P4 B From Leg 4.00 0.0000 65.00 No Ice 2.74 1.79 0.06 0.00 1/2" Ice 2.95 1.97 0.08 0.00 1" Ice 3.17 2.16 0.11 RRH-P4 C From Leg 4.00 0.0000 65.00 No Ice 2.74 1.79 0.06 0.00 1/2" Ice 2.95 1.97 0.08 0.00 I"Ice 3.17 2.16 0.11 2.5GHz RRH-V3 A From Leg 4.00 0.0000 65.00 No Ice 2.40 1.22 0.06 0.00 1/2" Ice 2.60 1.36 0.08 0.00 V Ice 2.80 1.51 0.10 2.5GHz RRH-V3 B From Leg 4.00 0.0000 65.00 No Ice 2.40 1.22 0.06 0.00 1/2" Ice 2.60 1.36 0.08 0.00 1" Ice 2.80 1.51 0.10 2.5GHz RRH-V3 C From Leg 4.00 0.0000 65.00 No Ice 2.40 1.22 0.06 0.00 1/2" Ice 2.60 1.36 0.08 U0 I"lee 2.80 1.51 0.10 6'x 2" Mount Pipe A From Leg 4.00 0.0000 65.00 No Ice 1.43 1.43 0.02 0.00 1/2" Ice 1.92 1.92 0.03 0.00 1" Ice 2.29 2.29 0.05 6'x 2" Mount Pipe B From Leg 4.00 0.0000 65.00 No Ice 1.43 1.43 0.02 0.00 1/2" Ice 1.92 1.92 0.03 0.00 1" Ice 2.29 2.29 0.05 6'x 2" Mount Pipe C From Leg 4.00 0.0000 65.00 No Ice 1.43 1.43 0.02 0.00 1/2" Ice 1.92 1.92 0.03 0.00 1" Ice 2.29 2.29 0.05 T -Arm Mount [TA 602-3] C None 0.0000 65.00 No Ice 11.59 11.59 0.77 1/2" Ice 15.44 15.44 0.99 1" lee 1929 1929 121 Load Combinations Comb. Description 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+L6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg -No Ice Comb. Description No. 13 0.9 Dead+1.6 Wind 150 deg -No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg -No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg -No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1,0 Wind 120 deg+l.O Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+l+0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 dee - Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. Jt Type Load Moment Moment Comb. K kip -ft kip -ft Ll 87-67 Pole Max Tension 26 0.00 -0.00 -0.00 Max. Compression 26 -12.40 1.20 1.53 Max. Mx 20 -4.43 83.67 -0.08 Max. My 2 -4.42 0.10 84.41 Max. Vy 20 -6.51 83.67 -0.08 Max. Vx 2 -6.58 0.10 84.41 Max. Torque 18 -0.74 L2 67-44.5391 Pole Max Tension l 0.00 0.00 0.00 Max. Compression 26 -19.40 1.16 1.65 Max. Mx 20 -7.54 253.34 -0.57 Max. My 2 -7.52 -0.43 255.49 Max. Vy 20 -9.02 253.34 -0.57 Max. Vx 2 -9.09 -0.43 255.49 Max. Torque l8 -0.74 L3 44.5391-0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -25.78 0.71 1.55 Max. Mx 20 -12.29 697.07 -1.81 Max. My 2 -12.29 -1.78 702.55 Max. Vy 20 -9.63 697.07 -1.81 Max. Vx 2 -9.70 -1.78 702.55 Max. Torque 18 -0.73 1.2 Dead+1.6 Wind 330 deg - 12.32 -4.78 -8.36 -607.47 346.90 -0.05 Tower Mast Reaction Summary Maximum Reactions Vertical Horizontal, X Horizontal, Z Location Condition Gov. Load K K K Shear,, Comb, Overturning Overturning Pole Max. Vert 27 25.78 -0.01 3.15 Max. H. 21 9.24 9.60 -0.02 Max. H, 3 9.24 -0.02 9.67 Max. M, 2 702.55 -0.02 9.67 Max. M, 8 696.57 -9.60 0.02 Max. Torsion 6 0.73 -8.33 4.85 Min. Vert 7 9.24 -8.33 4.85 Min. H. 8 12.32 -9.60 0.02 Min. H. 15 9.24 0.02 -9.67 Min. M, 14 -702.10 0.02 -9.67 Min. M. 20 -697.07 9.60 -0.02 Min. Torsion 18 -0.73 8.33 -4.85 1.2 Dead+1.6 Wind 330 deg - 12.32 -4.78 -8.36 -607.47 346.90 -0.05 Tower Mast Reaction Summary Torque Load Vertical Shear,, Shear, Overturning Overturning Combination Moment, M, Moment, M. K K K kip -fl kip -ft Heft Dead Only 10.26 -0.00 -0.00 0.18 0.20 0.00 1.2 Dead+1.6 Wind 0 deg - No 12.32 0.02 -9.67 -702.55 -1.78 -0.41 Ice 0.9 Dead+1.6 Wind 0 deg - No 9.24 0.02 -9.67 -688.55 -1.81 -0.39 Ice 1.2 Dead+1.6 Wind 30 deg - No 12.32 4.82 -8.38 -609.46 -349.89 -0.65 Ice 0.9 Dead -1.6 Wind 30 deg -No 9.24 4.82 -8.38 -597.31 -343.01 -0.63 Ice 1.2 Dead+1.6 Wind 60 deg - No 12.32 8.33 -4.85 -353.14 -604.20 -0.73 Ice 0.9 Dead-, 1.6 Wind 60 deg - No 9.24 8.33 -4.85 -346.07 -592.28 -0.71 Ice 1.2 Dead+1.6 Wind 90 deg - No 12.32 9.60 -0.02 -2.24 -696.57 -0.60 Ice 0.9 Dead -1.6 Wind 90 deg - No 9.24 9.60 -0.02 -2.13 -682.81 -0.59 Ice 1.2 Dead+1.6 Wind 120 deg - 12.32 8.31 4.81 349.22 -602.20 -0.32 No Ice 0.9 Dead+1.6 Wind 120 deg - 9.24 8.31 4.81 342.35 -590.32 -0.32 No Ice 1.2 Dead+1.6 Wind 150 deg - 12.32 4.78 8.36 607.02 -346.39 0.05 No Ice 0.9 Dead+1.6 Wind 150 deg - 9.24 4.78 8.36 595.03 -339.59 0.04 No Ice 1.2 Dead+1.6 Wind 180 deg - 12.32 -0.02 9.67 702.10 2.27 0.41 No Ice 0.9 Dead+1.6 Wind 180 deg - 9.24 -0.02 9.67 688.22 2.16 0.39 No Ice 1.2 Dead+1.6 Wind 210 deg - 12.32 -4.82 8.38 609.02 350.38 0.65 No Ice 0.9 Dead+1.6 Wind 210 deg - 9.24 -4.82 8.38 596.99 343.36 0.63 No Ice 1.2 Dead+1.6 Wind 240 deg - 12.32 -8.33 4.85 352.72 604.69 0.73 No Ice 0.9 Dead+1.6 Wind 240 deg - 9.24 -8.33 4.85 345.77 592.63 0.71 No Ice 1.2 Dead+1.6 Wind 270 deg - 12.32 -9.60 0.02 1.81 697.07 0.60 No Ice 0.9 Dead+1.6 Wind 270 deg - 9.24 -9.60 0.02 1.83 683.17 0.59 No Ice 1.2 Dead+1.6 Wind 300 deg - 12.32 -8.31 -4.81 -349.66 602.71 0.32 No Ice 0.9 Dead+1.6 Wind 300 deg - 9.24 -8.31 -4.81 -342.66 590.68 0.32 No Ice 1.2 Dead+1.6 Wind 330 deg - 12.32 -4.78 -8.36 -607.47 346.90 -0.05 Load Vertical Shear, Shear_ Overturning Overturning Torque Combination Moment, M Moment, M K K K kin -ft kin -ft kin -ft 0.9 Dead+1.6 Wind 330 deg - 9.24 -4.78 -8.36 -595.35 339.95 -0.04 No Ice Load PX PY PZ PX PP 1.2 Dead+1.0Ice+1.0 Temp 25.78 -0.00 -0.00 -1.55 0.71 -0.00 1.2 Dead+1.0 Wind 0 deg+1.0 25.78 0.01 -3.15 -250.07 0.21 -0.17 Ice+1.0 Temp 10.26 0.00 0.000% 2 0.02 -12.32 1.2 Dead+1.0 Wind 30 deg+1.0 25.78 1.57 -2.73 -217.03 -123.28 -0.25 Ice+1.0 Temp -9.67 -0.02 9.24 9.67 0.000 4 1.2 Dead+1.0 Wind 60 deg+1.0 25.78 2.72 -1.58 -126.26 -213.55 -0.27 Ice+1.0 Temp 4.82 -9.24 -8.38 -4.82 9.24 8.38 1.2 Dead -1.0 Wind 90 deg+1.0 25.78 3.14 -0.01 -2.08 -246.41 -0.22 Ice+1.0 Temp 0.000% 7 8.33 -9.24 -4.85 -8.33 1.2 Dead+1.0 Wind 120 25.78 2.72 1.57 122.24 -213.05 -0.11 deg+1.0 Ice+1.0 Temp 12.32 0.02 0.000% 9 9.60 -9.24 1.2 Dead+1.0 Wind 150 25.78 1.56 2.73 213.38 -122.41 0.03 deg+1.0 Ice+1.0 Temp 4.81 -8.31 12.32 -4.81 0.000% 11 1.2 Dead+1.0 Wind 180 25.78 -0.01 3.15 246.92 1.22 0.17 deg+1.0 Ice+1.0 Temp 4.78 -12.32 8.36 -4.78 12.32 -8.36 1.2 Dead -1.0 Wind 210 25.78 -1.57 293 213.88 124.72 025 deg+1.0 Ice+1.0 Temp 0.000% 14 -0.02 -12.32 9.67 0.02 1.2 Dead+1.0 Wind 240 25.78 -2.72 1.58 123.11 214.99 0.27 deg+1.0 Ice+1.0 Temp 9.24 -9.67 0.000 16 -4.82 -12.32 1.2 Dead+1.0 Wind 270 25.78 -3.14 0.01 -1.07 247.84 0.22 deg+1.O lce+1.0 Temp 8.38 4.82 9.24 -8.38 0.000% 18 1.2 Deed+1.0 Wind 300 25.78 -2.72 -1.57 -125.39 214.49 0.11 deg+1.0 Ice+1.0 Temp -8.33 -9.24 4.85 8.33 9.24 -4.85 1.2 Dead+1.0 Wind 330 25.78 -1.56 -2.73 -216.53 123.85 -0.03 deg+1.0 Ice+1.0 Tamp 0.000% 21 -9.60 -9.24 0.02 9.60 Dead+Wind 0 deg - Service 10.26 0.01 -2.46 -177.03 -0.30 -0.10 Dead+Wind 30 deg -Service 10.26 1.23 -2.13 -153.59 -87.96 -0.17 Dead -Wind 60 deg - Service 10.26 2.12 -1.23 -89.05 -151.99 -0.19 Dead -Wind 90 deg -Service 10.26 2.44 -0.01 -0.69 -175.24 -0.16 Dead -Wind 120 deg -Service 10.26 2.11 1.22 87.80 -151.48 -0.08 Dead+Wind 150 deg - Service 10.26 1.22 2.13 152.71 -87.07 0.01 Dead+Wind 180 deg - Service 10.26 -0.01 2.46 176.66 0.72 0.10 Dead+Wind 210 deg -Service 10.26 -1.23 2.13 153.22 88.37 0.17 Dead+Wind 240 deg - Service 10.26 -2.12 1.23 88.68 152.40 0.19 Dead+Wind 270 deg - Service 10.26 -2.44 0.01 0.32 175.65 0.16 Dead -Wind 300 deg - Service 10.26 -2.11 -1.22 -88.17 151.90 0.08 Dead+Wind 330 deg - Service 10.26 -1.22 -2.13 -153.08 87.49 -0.01 Solution Summary I Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PP PZ %Error Comb. K K K K K K 1 0.00 -10.26 0.00 0.00 10.26 0.00 0.000% 2 0.02 -12.32 -9.67 -0.02 12.32 9.67 0.000% 3 0.02 -9.24 -9.67 -0.02 9.24 9.67 0.000 4 4.82 -12.32 -8.38 4.82 12.32 8.38 0.000% 5 4.82 -9.24 -8.38 -4.82 9.24 8.38 0.000% 6 8.33 -12.32 4.85 -8.33 12.32 4.85 0.000% 7 8.33 -9.24 -4.85 -8.33 9.24 4.85 0.000% 8 9.60 -12.32 -0.02 -9.60 12.32 0.02 0.000% 9 9.60 -9.24 -0.02 -9.60 9.24 0.02 0.000% l0 8.31 -12.32 4.81 -8.31 12.32 -4.81 0.000% 11 8.31 -9.24 4.81 -8.31 9.24 -4.81 0.000% 12 4.78 -12.32 8.36 -4.78 12.32 -8.36 0.000% 13 4.78 -9.24 8.36 -4.78 9.24 -8.36 0.000% 14 -0.02 -12.32 9.67 0.02 12.32 -9.67 0.000% 15 -0.02 -9.24 9.67 0.02 9.24 -9.67 0.000 16 -4.82 -12.32 8.38 4.82 12.32 -8.38 0.000% 17 -4.82 -9.24 8.38 4.82 9.24 -8.38 0.000% 18 -8.33 -12.32 4.85 8.33 12.32 -4.85 0.000% 19 -8.33 -9.24 4.85 8.33 9.24 -4.85 0.000% 20 -9.60 -12.32 0.02 9.60 12.32 -0.02 0.000% 21 -9.60 -9.24 0.02 9.60 9.24 -0.02 0.000% 22 -8.31 -12.32 -4.81 8.31 12.32 4.81 0.000% Non -Linear Convergence Results Load Converged? Sum of Applied Forces Displacement Force Sum of Reactions of Cycles Load PX Py PZ PX Py PZ %Error Comb. K K K K K K 0.00000001 23 -8.31 -9.24 -4.81 8.31 9.24 4.81 0.000% 24 -4.78 -12.32 -8.36 4.78 12.32 8.36 0.000% 25 -4.78 -9.24 -8.36 4.78 9.24 8.36 0.000% 26 0.00 -25.78 0.00 0.00 25.78 0.00 0.000% 27 0.01 -25.78 -3.15 -0.01 25.78 3.15 0.000% 28 1.57 -25.78 -2.73 -1.57 25.78 2.73 0.000% 29 2.72 -25.78 -1.58 -2.72 25.78 1.58 0.000% 30 3.14 -25.78 -0.01 -3.14 25.78 0.01 0.000% 31 2.72 -25.78 1.57 -2.72 25.78 -1.57 0.000% 32 1.56 -25.78 2.73 -1.56 25.78 -2.73 0.000% 33 -0.01 -25.78 3.15 0.01 25.78 -3.15 0.000% 34 -1.57 -25.78 2.73 1.57 25.78 -2.73 0.000°% 35 -2.72 -25.78 1.58 2.72 25.78 -1.58 0.000% 36 -3.14 -25.78 0.01 3.14 25.78 -0.01 0.000% 37 -2.72 -25.78 -1.57 2.72 25.78 1.57 0.000% 38 -1.56 -25.78 -2.73 1.56 25.78 2.73 0.000% 39 0.01 -10.26 -2.46 -0.01 10.26 2.46 0.000% 40 1.23 -10.26 -2.13 -1.23 10.26 2.13 0.000% 41 2.12 -10.26 -1.23 -2.12 10.26 1.23 0.000% 42 2.44 -10.26 -0.01 -2.44 10.26 0.01 0.000% 43 2.11 -10.26 1.22 -2.11 10.26 -1.22 0.000% 44 1.22 -10.26 2.13 -1.22 10.26 -2.13 0.000% 45 -0.01 -10.26 2.46 0.01 10.26 -2.46 0.000% 46 -1.23 -10.26 2.13 1.23 10.26 -2.13 0.000% 47 -2.12 -10.26 1.23 2.12 10.26 -1.23 0.000% 48 -2.44 -10.26 0.01 2.44 10.26 -0.01 0.000% 49 -2.11 -10.26 -1.22 2.11 10.26 1.22 0.000% 50 -1.22 -10.26 -2.13 1.22 10.26 2.13 0.000°% Non -Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 6 0.00000001 0.00011436 3 Yes 5 0.00000001 0.00056600 4 Yes 7 0.00000001 0.00026502 5 Yes 6 0.00000001 0.00093445 6 Yes 7 0.00000001 0.00029071 7 Yes 7 0.00000001 0.00005965 8 Yes 6 0.00000001 0.00023819 9 Yes 6 0.00000001 0.00007439 10 Yes 7 0.00000001 0.00026819 11 Yes 6 0.00000001 0.00094884 12 Yes 7 0.00000001 0.00027379 13 Yes 6 0.00000001 0.00097095 14 Yes 6 0.00000001 0.00017374 15 Yes 5 0.00000001 0.00086354 16 Yes 7 0.00000001 0.00029014 17 Yes 7 0.00000001 0.00005941 18 Yes 7 0.00000001 0.00026407 19 Yes 6 0.00000001 0.00093042 20 Yes 6 0.00000001 0.00017926 21 Yes 5 0.00000001 0.00092713 22 Yes 7 0.00000001 0.00028279 23 Yes 7 0.00000001 0.00005790 24 Yes 7 0.00000001 0.00027753 25 Yes 6 0.00000001 0.00098150 26 Yes 4 0.00000001 0.00035694 27 Yes 7 0.00000001 0.00027744 28 Yes 8 0.00000001 0.00024255 29 Yes 8 0.00000001 0.00026897 30 Yes 7 0.00000001 0.00029050 31 Yes 8 0.00000001 0.00023188 32 Yes 8 0.00000001 0.00023618 33 Yes 7 0.00000001 0.00027376 34 Yes 8 0.00000001 0.00026390 35 Yes 8 0.00000001 0.00023694 36 Yes 7 0.00000001 0.00029097 37 Yes 8 0.00000001 0.00026720 38 Yes 8 0.00000001 0.00026355 39 Yes 5 0.00000001 0.00012768 40 Yes 5 0.00000001 0.00089733 41 Yes 6 0.00000001 0.00008940 42 Yes 5 0.00000001 0.00020251 43 Yes 5 0.00000001 0.00090137 44 Yes 5 0.00000001 0.00094522 45 Yes 5 0.00000001 0.00014073 46 Yes 6 0.00000001 0.00008922 47 Yes 5 0.00000001 0.00089528 48 Yes 5 0.00000001 0.00019038 49 Yes 6 0.00000001 0.00008363 50 Yes 5 0.00000001 0.00099294 Maximum Tower Deflections - Service Wind Section Elevation Hort.. Gov. Tilt Twist No. 80.00 Deflection Load Appurtenance Gov. Deflection Tilt ft in Comb. 2 ° Ll 87-67 24.060 39 2.2240 0.0092 L2 67-44.5391 14.848 39 2.1158 0.0069 L3 47,4583-0 7.398 39 1.4727 0.0031 Maximum Tower Deflections - Design Wind Section Critical Deflections and Radius of Curvature - Service Wind Hoa. Gov. Till Twist No. 80.00 Twist Radius of Elevation Appurtenance Gov. Deflection Tilt R in Load 2 Curvature it 87-67 Comb in R 87.00 Lighting Rod 3/4" x T 39 24.060 2.2240 0.0092 13087 80.00 (4) X7CQAP-86-865-V 39 20.761 2.2309 0.0085 9347 65.00 ET-X-TS-70-16-62-18-iR-RD w/ 39 13.983 2.0717 0.0065 2799 Mount Pipe Maximum Tower Deflections - Design Wind Section Elevation Hoa. Gov. Till Twist No. 80.00 Deflection Load 82.267 8.8532 0.0336 R in Comb 2 ° Ll 87-67 95.308 2 8.8236 0.0361 L2 67-44.5391 58.882 2 8.4004 0.0271 L3 47,4583-0 29.368 2 5.8521 0.0123 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 8 /.00 Lighting Rad 3/4" x 7' 2 95.308 8.8236 0.0361 3491 80.00 (4) X7CQAP-86-865-V 2 82.267 8.8532 0.0336 2493 65.00 ET-X-TS-70-16-62-I8-iR-RD w/ 2 55.460 8.2257 0.0258 738 Mount Pipe Compression Checks Pole Design Data Section Elevation Seze L L„ KI/r A P., gyp„ Ratio Na. p ,it Elevation ft ft W. in° K K QP, LI 87-67(1) TP14x14x0.375 20.00 0.00 0.0 16.0516 -4.42 505.63 0.009 L2 67-44.5391 TP 19.0645xI5.33x0. 1875 22.46 0.00 0.0 10.9453 -7.52 813.18 0.009 (2) 87-67(1) TP14xl4x0.375 84.41 182.79 0.462 0.00 182.79 0.000 L3 44.5391 - 0 (3) TP26x18.204lx0.25 47.46 0.00 0.0 20.4326 -12.29 1506.86 0.008 Pole Bending Design Data Section Elevation Size M,,. W. Ratio M,,, 0-.4`71 Ratio No. V. M,,. T„ M. ft L2 loin ft k'Pft WM, kir-ft kip ft W. - Ll 87-67(1) TP14xl4x0.375 84.41 182.79 0.462 0.00 182.79 0.000 L2 67-44.5391 TPI9.0645xI5.33x0. 1875 255.49 306.83 0.833 0.00 306.83 0.000 0.013 (2) 0.891 11000 V L3 44.5391 - 0 (3) TP26x18.2041x0.25 702.76 796.43 0.882 0.00 796.43 0.000 Pole Shear Design Data Section Elevation Size Actual �V, Ratio Actual 0-.4`71 Ratio No, V. V. T„ T. ft L2 K K +V lap -ft kip -ft 4 Ll 87-67(1) TP14x14x0.375 6.58 252.81 0.026 0.41 279.57 0.001 L2 67-44.5391 TP 19.0645xl5.33x0. 1875 9.09 406.59 0.022 0.41 614.41 0.001 0.013 (2) 0.891 11000 V 1.3 44.5391-0(3) TP26xI8.2041x0.25 9.70 753.43 0.013 0.65 1594.80 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ IV- M„y V, T Stress Stress it mP� W.,. mV ,hT. Ratio Ratio LI 87-67(l) 0.009 0.462 0.000 0.026 0.001 0-.4`71 1.000 V V 4.8.2 L2 67-44.5391 0.009 0.833 0.000 0.022 0.001 0.842 1.000 V (2) V 4.8.2 L3 44.5391 - 0 (3) 0.008 0.882 0.000 0.013 0.000 0.891 11000 V V 4.8.2 Section Capacity Table Section Elevation Component Size Critical P op.11— % Pass No. ft Type Element K K Capacity Fail L2 67-44.5391 Pole TPI 9.0645xI5.33x0. 1875 2 -7.52 813.18 84.2 Pass L3 44.5391-0 Pole TP26x18.204lx0.25 3 -12.29 1506.86 89.1 Pass Summary Pole (L3) 89.1 Pass RATING= 89.1 Pass Program Version 7.0.5.1 - 2/1/2016 File://fdh-server/Projects/2016 Effective - Client Jobs/CROWNC_Crown Castle USA Inc/MN/878498 Beddor Enterprises/16PXJY2400-MODMOO_VZW/R.O/Analysis/PassingTower/878498_Beddor Enterprises.en. 87 Ft Monopole Tower Structural Modification Analysis Project Number 16PXJY2400, Application 359616, Revision 5 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7.0.5.1 December 15, 2016 CCI BU No 878498 Page 7 87 Ft Monopole Tower Structural Modification Analysis Project Number 16PXJY2400, Application 359616, Revision 5 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.5.1 December 15, 2016 CCI BU No 878498 Page 8 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Site Data BU#: 878498 Site Name: Beddor Enterprises App #: Reactions Mul Axial, Pu: Shear, Vu: 84.41 ft -kips kips ]kips 4.42 6.56 Elevation: 67 1 feel Bolt Threads: X -Excluded Vn= 0.55*Ab*Fu =0.75, *Vn (kips): 43.05 Pole Manufacturer: Other If No stiffaners,cmeda: TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Ri Id Bolt Data Bolt Tension Capacity, W*Tn,B1: 60.09 kips a'rn Qty: 12 Adusted W*Tn (due to Vu=Vu/Qty), B: 60.08 kips rpTn[(1-(vulWvn)^2]ros Diameter (In.): 1.125 Boll Fu: 105 Max Bolt directly applied Tu: Bolt Material: A325 Bolt Fy: 81 Min. PL "tc" for B cao. w/o Pry: N/A: 100 <-- Disregard Min PL "trec" for actual T w/ Prv: N/A: 75 <-- Disregard Min PL 11" for actual T w/o Prv: Circle in.: 19 T allowable with Prying: ksi Weld str.: Prying Force, q: Plate Data Total Bolt Tension=Tu+q: Diam: 22 in Prying Bolt Stress Ratio=(Tu+q)/(B): Stiffener Data Welding at Both Sides) Thick, t: Grade (Fy):. Strength, Fu: Single -Rod B-eff: 0 in ksi ksi in 1.5 36 58 3.67 Stiffener Data Welding at Both Sides) Config: 0 Weld Type: 0.375 Groove Depth: <-- Disregard Groove Angle: <-- Disregard Fillet H. Weld: in Fillet V. Weld: in Width: in Height: in Thick: in Notch:in Grade: ksi Weld str.: ksi Pole Data Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 14 - in in ksi •0• IF Round ksi '0" if None 0.375 35 0 63 0 Exterior Flange Plate Results Compression Side Plate Stress: Allowable Plate Stress: Compression Plate Stress Ratio: No Prying Tension Side Stress Ratio, (treq/t)^2: his Stiffener Results 17.40 Kips 1.559 in 0.648 in 0.839 in 57.91 kips 0so'51 case 0.00 kips 17.40 kips 29.0% Pass Flexural Check 9.3 ksi 32.4 ksi 28.8% Pass 18.7% Pass Rigid TIAG a*Fy Comp. Y.L. Length: 12.85 n/a Horizontal Weld : n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a Plate Tension+Shear, fUFt+(fvlFv)^2: n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a a 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt "Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate v2.0 Analysis Date: 12/15/2016 a 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt "Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate v2.0 Analysis Date: 12/15/2016 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data Reactions BU#: 878498 Mu: 703 ft -kips Site Name: Beddor Enterprises A #: Pole Mr:anufactureOther Anchor Rod Data Qty: 8 Diam: 2.25 in Rod Material: A61 5-J Strength (Fu): 100 ksi Yield (Fy): 75 ksi Bolt Circle: 34 in Plate Data Diam: 40 in Thick: 1.5 in Grade: 60 ksi Single -Rad B-eff: 10.32 In Stiffener Data (Welding at both sides) Config: 0 Weld Type: Groove Depth: <-- Disregard Groove Angle: <-- Disregard Fillet H. Weld: in Fillet V. Weld: in Width: in Height: in Thick: in Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 26 in Thick: 0.25 in Grade: 65 ksi # of Sides: 18 "o^ IF Round Fu 80 ksi Reim. Fillet Weld 0 "0" If None Plate Data Diam: 40 in Thick: 1.5 in Grade: 60 ksi Single -Rad B-eff: 10.32 In Stiffener Data (Welding at both sides) Config: 0 Weld Type: Groove Depth: <-- Disregard Groove Angle: <-- Disregard Fillet H. Weld: in Fillet V. Weld: in Width: in Height: in Thick: in Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 26 in Thick: 0.25 in Grade: 65 ksi # of Sides: 18 "o^ IF Round Fu 80 ksi Reim. Fillet Weld 0 "0" If None Stiffener Data (Welding at both sides) Config: 0 Weld Type: Groove Depth: <-- Disregard Groove Angle: <-- Disregard Fillet H. Weld: in Fillet V. Weld: in Width: in Height: in Thick: in Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 26 in Thick: 0.25 in Grade: 65 ksi # of Sides: 18 "o^ IF Round Fu 80 ksi Reim. Fillet Weld 0 "0" If None Pole Data Diam: 26 in Thick: 0.25 in Grade: 65 ksi # of Sides: 18 "o^ IF Round Fu 80 ksi Reim. Fillet Weld 0 "0" If None Axial, Pu:l 12 Ilkips Shear, Vu: 1 10 1kips Eta Factor, q 1 0.5 ITIA G (Fig. 44 If No stiffeners, Criteria:AISC LRFD <-Only Appicable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/rj): Allowable Axial, O*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: n/a Stiffener Results Horizontal Weld Vertical Weld: Plate Flex+Shear, fb/Fb+(fv/Fv)^2: Plate Tension+Shear, ft/Ft+(fv/Fv)"2: Plate Comp. (AISC Bracket): Pole Results Pole Punching Shear Check: If No stiffeners, Criteria:AISC LRFD <-Only Appicable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/rj): Allowable Axial, O*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: n/a Stiffener Results Horizontal Weld Vertical Weld: Plate Flex+Shear, fb/Fb+(fv/Fv)^2: Plate Tension+Shear, ft/Ft+(fv/Fv)"2: Plate Comp. (AISC Bracket): Pole Results Pole Punching Shear Check: 128.0 Kips 260.0 Kips 49.2% Pass Flexural Check 51.0 ksi 54.0 ksi 94.4% Pass n/a n/a n/a n/a n/a n/a " 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Non-Ri id AISC LRFD rp'Tn CClplate v2.0 Analysis Date: 12/15/2016 V 128.0 Kips 260.0 Kips 49.2% Pass Flexural Check 51.0 ksi 54.0 ksi 94.4% Pass n/a n/a n/a n/a n/a n/a " 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Non-Ri id AISC LRFD rp'Tn CClplate v2.0 Analysis Date: 12/15/2016 ■ Zo ±ƒ f \ � AM% CCI Foundation Tool Suite - Monopole Pier Site Name: Beddor Enterprises App Number: Work Order: Input Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: A Forces Compression 12 kips Shear 30 kips Moment 703 k -ft Swelling Force 0 kips Foundation Dimensions Thickness Pier Diameter: 5 IT EM, above grade: 1 ft Depth below grade: 22 ft Material Properties Capacity SP1'N' Number of Rebar: 14 Rebar Size: 8 Tie Size 5 Rebar tensile strength: 60 ksi Concrete Strength: 4000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 4 in Soil Profile: Beddor Soil 0 Date: 12/15/2036 CROWN CASTLE Analysis Results Ultimate Ultimate Ultimate Soil Lateral Capacity Me (from soil analysis) 794.70 k -ft Depth to Zero Shear: Friction Uplift Skin Comp. Skin Bearing Max Moment, Mu: Thickness From To Unit Weight Cohesion Angle Friction Friction Capacity SP1'N' .Layer (ft) (ft) (ft) (pi WE) (deg) (ksf) (Iwo (ksq Counts 1 6.667 0 6.667 120 0 0 0 0 0 2 6.333 6.667 13 120 1000 154.63 0.2 0.2 0 3 9 13 22 130 1700 12.00 0.35 0.35 10.5 Analysis Results Concrete/Steel Check Soil Lateral Capacity Me (from soil analysis) 794.70 k -ft Depth to Zero Shear: 7.54 It '010n 1298.95 k -ft Max Moment, Mu: 794.70 k -ft RATING: 61.2% Soil Safety Factor: 3.50 Safety Factor Req'd: 1.33 RATING: 38.0% rho provided 0.39 rho required 0.33 OK Soil Axial Capacity Skin Friction (k): 52.03 kips Rebar Spacing 10.16 End Bearing (k): 154.63 kips Spacing required 16.00 OR Comp. Capacity (k), 00n: 206.66 kips Comp. (k), Cu: 12.00 kips RATING: 5.8% Dev. Length required 14.13 Dev. Length provided 37.95 OK Overall Foundation Rating: 61.2% Page 1 of 1 87 Ft Monopole Tower Structural Modification Analysis Project Number 16PXJY2400, Application 359616, Revision 5 APPENDIX D MODIFICATION DRAWINGS tnxTower Report - version 7.0.5.1 December 15, 2016 CCI BU No 878498 Page 9 LLI T 11] a z ap vi F- a wW mo wF wmu� " o Q Z �W zn ¢cyfWA ��� N y 00 = U) p O NnZ p�0 0 Q W = m U 4 W K = o e N ^ yJ Z LU W 2 a Q Q om F LLJ O OZ 0 z �9b i' 4 f r gEB�_ Z �mpw ao 0 u 5 5 8 F w a W 9 � LLI T 11] a z ap vi F- a wW mo wF wmu� " o Q Z �W zn ¢cyfWA ��� N y 00 = U) p O NnZ p�0 0 Q W = m U 4 W K = o e W a Q Q F LLJ O OZ z i' 4 ? r ao 0 u 5 5 8 F a W � C G m � � - z a � - � o e y _ _ w w N LLI T 11] a z ap vi F- a wW mo wF wmu� " o Q Z �W zn ¢cyfWA ��� N y 00 = U) p O NnZ p�0 0 Q W = m U 4 o e a Q Q F LLJ y 0 z i' 4 ao 0 p 5 8 0 p 5 8 � C G Z w 5 B a Gg% H au a i R $mow N Ba -00 V U 5 y�^ai p1 a W z�Ou ai_ A. .w w o2 ^o iw z€ 1. o xaoEwa°mow w LLBE a 3� i s n r U co z_ LL %'do z° 1Gy �z pp"�i3�za a3o wyy- �w _°F K rz Uz§u�3mz�°z > o = pm HO Marc >S"< a5w3zzi o o - �g p o� �aaa 'mw M. a 8 °2 E ° " „. ryBoU ypp °xzha Gi qpm °s <8 � s � z C osoo as 82u.—= _6 - = aE E wb o 3NRH Z ET i .a -fig o S Wg �` a fag aoLL uoO �w W§ o yaw oaN w axg �_" =o= ;w o4 ==8w .a �° w 2° _ a = �p £o W=azo=paap =LL a _� who _ „a -fi d `z wo�oo z= N F, H EV`z i aid iv 5,-f 2 hd :Wo°a a a3t S aE - Fp o� - $� -<o ¢ =F - +2a _� ° - o.i p .z z£ _ _sod 3i.p w& zft ez u vi V _ �S r 2's 4a§_Ip w�Wp IL' z� WFw Oo'ESm�9za WBywmw §oa J- x W"W1 ""F°w g� Q o$ �Y� z ° E. 3'-�°Q mL a? � u'z -o'M J iz Po O W -°aS ✓1 ywJ� V¢ 5 N _rc ° 6' _ _w Uw i �Y�+�� W ti�.no to pa W i wpm s>W H 5 2 ¢;u _uz Z- e3zk z U 'aW .i�T3nt�33ru 2 ry. fwi p r�3°z H. rc f .. .�3 rz rc wW .. v w,i'ao 8oEd 0z. $� 8 o o F o� s U Up - z zw 6FL O F a w r c 8 b z w a N10. xz 0 z w x x x x x x z x - x z z z z z z x z x- x z x a u� s s naN dM a�oosww-N „zzyoO q p2g"AM9 $' n T-, moi - ��LLg Fo H� ga c' awv aypi.so �9.ro am ia'zo s wmz 30 �� oa 3O zo zy.oS� o3aea H an LL 90 wa z 03 fpm h ow��a spoO oo X83 _„o w -, `5 xiaa wpw ti'a °- = zoo w rc w. 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