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Specifications oti- cE copy RECEIVED CROWN Crown Castle Jim :1 Paz; 1505 Westlake Avenue North • CASTLE Suite 800 �••� CITY OF FIGAHt, Seattle,WA 98109 3UILDING DIVISION September 17, 2020 Re: Crown Castle—PNW Subject: Gary Abrahams—Authorized Consultant for Crown Castle Dear Reviewing Parties: This letter serves to notify you that Crown Castle has retained the services of Gary Abrahams, as approved agent to submit application for and obtain local jurisdiction approvals including but not limited to zoning and building permits. This includes applicable permitting for any and all customers seeking to install or modify their equipment on Crown Castle towers. Please feel free to contact me directly with any questions. Thank you for your expeditious processing of applications filed by Mr. Abrahams. Sincerely, 1 Chris Listfjeld OFFICE COPY Site Acquisition Project Manager— Seattle CITY OF TT4 ARD, A.*2a►at !re i=UllRED ( 336`.17403 REVIE FO1t COL. COMPLIANCE State of sry. _ 3t Cods ._,,...._ ..,. .....m• 'Approved: I © Concrete r.i°,r r furl OTC: [ ) o[] Bolts ;;,:es,trms Permit#: a J a2 00 l 6 6-- Sr-el-31*o '','^;x(iot:p Commie Frame Address: I� � S- S Li. e. '7 r. Suite # .f Yesir Steel Tendons _._.._ 0 Rest _ Date: =. Strl:cturei na; �. S YY O4c.d • 110 l s:gti S :;;r) 0 atrucalw :; VALIDITY OF S:ar fT 0 Fteirkl*3'a'i:i{. ,�z = c Cr± r e THE ISSUANCE OF A PEP i1lIT BASED ON CONSTRUCTION 0 c ' t. DC" JMENTS AND OTHER spray 0.r< ,id Materials DATA SHALL NOT PREV?NT +=_.,SCuRS THE CODE OFFICIAL [ROE © Pii Js `'' ````' ' REQUIRING THE CORRECTION atotetats OF ERRORS. OSSC 1 C5. : Et r and {ttEe'G' •+' t [he pathway to possible. '-v' _.:.. - CrownCastle.com CROWN 1505 Westlake Ave N,N ,,�, CASTLE Seattle,WA 98109 Phone www.crowncastle.com VIA FEDEX RECEIVED CITY OF TIGARD,OR JUN 2G2' May 27,2022 UI fY OF TIGARD -UILDING DIVISION CITY OF TIGARD,OR Community Development Tina Escalera 13125 SW HALL BLVD. TIGARD,OR 97223 **********NOTICE OF ELIGIBLE FACILITIES REQUEST********** RE: Request for Minor Modification to Existing Wireless Facility—Section 6409 Site Address: 12655-A SOUTHWEST NORTH DAKOTA STREET,TIGARD, OR 97223 BUILDING PERMIT APPLICATION Crown Site Number: 856366/Crown Site Name: SCHOLLS&125TH Customer Site Number: PRPDXoo132B/Application Number:572952 Dear Tina, On behalf of DISH Wireless L.L.C. ("Dish Wireless' or "Applicant"), Crown Castle USA Inc. ("Crown Castle") is pleased to submit this request to modify the existing wireless facility noted above through the collocation,replacement and/or removal of the Applicant's equipment as an eligible facilities request for a minor modification under Section 64091 and the rules of the Federal Communications Commission ("FCC").2 Section 6409 mandates that state and local governments must approve any eligible facilities request for the modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station. Under Section 6409, to toll the review period, if the reviewing authority determines that the application is incomplete, it must provide written notice to the applicant within 3o days,which clearly and specifically delineates all missing documents or information reasonably I Middle Class Tax Relief and Job Creation Act of 2012,Pub.L.No. 112-96,§6409(2012) (codified at 47 U.S.C. § 1455). 2 Acceleration of Broadband Deployment by Improving Wireless Facility Siting Policies,29 FCC Rol 12865 (2014) (codified at 47 CFR§ 1.6100);and Implementation of State&Local Governments'Obligation to Approve Certain Wireless Facility Modification Requests Under Section 6409(a)of the Spectrum Act of 2012,WT Docket No.19-250(June 10,2020). 3 See 47 CFR§ 1.6100(c)(3). 4 See 2020 Upgrade Order at paragraph 16. The Foundation for a Wireless World CrownCastle.com CROWN 1505 Westlake Ave N, N Phone: Seattle,WA 98109 www.cmwncas0e.com CASTLE related to whether the request meets the federal requirements.3 Additionally,if a state or local government, fails to issue any approvals required for this request within 6o days,these approvals are deemed granted. The FCC has clarified that the 3o-day and 6o-day deadlines begins when an applicant: (t) takes the first step required under state or local law;and(2)submits information sufficient to inform the jurisdiction that this modification qualifies under the federal law4. Please note that with the submission of this letter and enclosed items,the thirty and sixty-day review periods have started. Based on this filing,the deadline for written notice of incomplete application is June 26,2022,and the deadline for issuance of approval is July 26,2022. The proposed scope of work for this project includes: Add or replace antennas,ancillary equipment and ground equipment as per plans for an existing carrier on an existing wireless communication facility. At the end of this letter is a checklist of the applicable substantial change criteria under Section 6409. Additionally,please find enclosed the following information in support of this request: (1) Three(3)copies of Eligible Facilities Request cover letter and narrative(see this document),with Attachment"A,"Section 6409 Substantial Change Checklist,and Attachment"B,"proposed scope of work; (2) Three(3)copies of the City of Tigard Building Permit application; (3) One (1) copy of the Collocation Supplemental Questionnaire with attached Crown Castle Authorization; (4) Three(3)copies of the Structural Analysis Report prepared by Crown Castle,dated 5/13/2022; (5) Three(3)copies of the construction drawings prepared by PM&A dated 1/14/2022; (6) Three(3)copies of Crown Castle authorization to submit for permits. As these documents indicate, (i) the modification involves the collocation, removal or replacement of transmission equipment; and(ii)such modification will not substantially change the physical dimensions of such tower or base station.As such, it is an"eligible facilities request" as defined in the FCC's rules to which the 6o-day deadline for approval applies.Accordingly,Applicant requests all authorization necessary for this proposed minor modification under Section 6409. Our goal is to work with you to obtain approvals earlier than the deadline.We will respond promptly to any request for related information you may have in connection with this request. Please let us know how we can work with you to expedite the approval process.We look forward to working with you on this important The Foundation for a Wireless World CrownCastle.com C R O�W N 1505 Westlake:Ave N, N Seattle,WA 98109 Phone: vmwCASTLE .crowncastecon project, which will improve wireless telecommunication services in your community using collocation on existing infrastructure. If you have any questions,please do not hesitate to contact me. Regards, Qsnalianto Gary Abrahams Site Acquisition Specialist Crown Castle Agent for Applicant Gau@GMAnetworkservices.com The Foundation for a Wireless World CrownCastle.com C R OW N 1505 Westlake Ave N, N Phone: Seattle,WA 98109 www crowncasue.com CASTLE Attachment"A" Section 6409 Substantial Change Checklist Towers Outside of the Public Right of Way The Federal Communications Commission has determined that a modification substantially changes the physical dimension of a wireless tower or base station under 47 U.S.C.§ 1455(a)if it meets one of six enumerated criteria under 47 C.F.R. § 1.6100. Criteria for Towers Outside the Public Rights of Way YES/NO Does the modification increase the height of the tower by more than the greater of: NO (a) 10% (b) or,the height of an additional antenna array plus separation of up to 20 feet from the top of the nearest existing antenna? YES/NO Does the modification add an appurtenance to the body of the tower that would NO protrude from the edge of the tower more than 20 feet or more than the width of the tower structure at the level of the appurtenance,whichever is greater? YES/NO Does the modification involve the installation of more than the standard number of NO new equipment cabinets for the technology involved or add more than four new equipment cabinets? YES/NO Does the modification entail any excavation or deployment outside the current site NO by more than 30 feet in any direction,not including any access or utility easements? YES/NO Does the modification defeat the concealment elements of the eligible support NO structure? YES/NO Does the modification violate conditions associated with the siting approval with the prior NO approval the tower or base station other than as specified in 47 C.F.R.§ 1.6100(c)(7)(i)— (iv)? If all questions in the above section are answered"NO,"then the modification does not constitute a substantial change to the existing tower under 47 C.F.R. The Foundation for a Wireless World CrownCastle.com CROWN 1505 Westlake Ave N, N Seattle,WA 98109 www,crowncaste.com ,,, CASTLE Attachment"B" Proposed Scope of Work SCOPE OF WORK TH#S IS NOT AN ALL INCLUSIVE UST. CONTRACTOR SHALL UTIUZE SPECFIED EQUIPMENT PART OR ENGINEER APPROVED EQUIVALENT. CONTRACTOR SHALL VERIFY ALL NEEDED EQUIPMENT TO PROVIDE A FUNCTIONAL SITE. THE PROJECT GENERALLY CONSISTS OF THE FOLLOWNG: TOWER SCOPE OF WORK; • INSTALL PROPOSED TONER ECTENSION • INSTALL (3) PROPOSED PANEL ANTENNAS (1 PER SENOR) • INSTALL (1) PROPOSED ANTENNA MOUNT • INSTALL PROPOSED JUMPERS • INSTALL (6) PROPOSED RRUs (2 PER SECTOR) • INSTALL (1) PROPOSED OVER VOLTAGE PROTECTION DEVICE (OVP) • INSTALL (1) PROPOSED HYBRID CABLE GROUND SCOPE OF WORK: • EXISTING PADS TO BE REMOVED • NSTALL (1) PROPOSED CONCRETE PAD • NSTALL (1) PROPOSED ICE BRIDGE NSTALL (1) PROPOSED PPC CABINET • NSTALL (1) PROPOSED EQUIPMENT CABINET • NSTALL (1) PROPOSED POWER CONDUIT • NSTALL (1) PROPOSED TELCO CONDOR • NSTALL (1) PROPOSED TELCO—FIBER BOX • NSTALL (1) PROPOSED CPS UNIT • NSTALL (1) PROPOSED SAFETY SWITCH (F REQUIRED) • NSTALL (1) PROPOSED FIBER MD (IF REQUIRED) • NSTALL (1) PROPOSED METER SOCKET The Foundation for a Wireless World CrownCastle.com RECEIVED JUN 12022 /-4";:r CROWN Date: May 13, 2022 CITY OF TIGARD Imo, CASTLE SUILDING DIVISIONI Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: DISH Network Co-Locate Site Number: PRPDX00132B Crown Castle Designation: BU Number: 856366 Site Name: SCHOLLS & 125TH JDE Job Number: 671568 Work Order Number: 2115578 Order Number: 572952 Rev. 1 Engineering Firm Designation: Crown Castle Project Number: 2115578 Site Data: 12655-A SOUTHWEST NORTH DAKOTA STREET, TIGARD,WASHINGTON County, OR Latitude 45°26'32.07", Longitude-122°48'16.2" 55 Foot-Monopole Tower Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4.7: Proposed Equipment Configuration with Proposed Modifications Sufficient Capacity This analysis has been performed in accordance with the 2019 Oregon Structural Specialty Code (OSCC) and 2018 IBC based upon an ultimate 3-second gust wind speed of 97 mph.Applicable Standard references and design criteria are listed in Section 2 -"Analysis Criteria". Structural analysis prepared by: Matthew Schmitt 05/13/22 Respectfully submitted by: ��Ptip PRQ, . �\5` ENGINE 19 sio c� 2 P -v Truc Lac, P.E., S.E. Senior Project Engineer �' o GON �9ON 20.2Q^ License Expires: 12/31/2022 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2-Other Considered Equipment 3)ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4- Section Capacity(Summary) Table 5 -Tower Component Stresses vs. Capacity-LC4.7 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 3 1) INTRODUCTION This tower is a 55 ft Monopole tower designed by VALMONT.A proposed 20 ft tower extension has been considered in this analysis, bringing the total tower height to 75 ft. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: B Topographic Factor: 1 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.855 Seismic S1: 0.397 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) cellmax CMA- 1 technologies UBTULBULBHH/6516/16/21/21 w/Mount Pipe 3 fujitsu TA08025-B604 65.0 65.0 3 fujitsu TA08025-B605 1 1-1/2 2 jma wireless MX08FRO665-21 w/Mount Pipe 1 raycap RDIDC-9181-PF-48 1 tower mounts Commscope MC-PK8-DSH Table 2 -Other Considered Equipment Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 3 commscope FFW-65C-R3-V1_TMO w/ Mount Pipe 2 cornmscope HCS 2.0 75.0 75.0 3 nokia AEHC w/Mount Pipe 2 1-1/2 3 nokia AHFIG_TMO 3 nokia AHLOA_T-MOBILE 1 tower mounts T-Arm Mount[TA 602-3] 56.0 3 nokia AEQK w/Mount Pipe 3 nokia AHCA CCIV3 55.0 — 3 nokia AHLBA_CCIV2 8 7/8 49.0 3 alcatel lucent B25 RRH4X30-4R 5 3/4 3 alcatel lucent B66A RRH4X45-4R 2 3/8 54.0 3 alcatel lucent RRH4X25-WCS-4R 1 Conduit 3 cellmax CMA- technologies UBTULBULBHH/6517/17/21/21 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCl BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 4 • Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) w/Mount Pipe 3 cornmscope NNH4-65C-R6-HG w/Mount Pipe 53.0 2 raycap DC6-48-60-18-8F 1 raycap DC9-48-60-24-8C-EV 52.0 3 nokia AEQU w/Mount Pipe 49.0 1 site pro 1 F4P-12-H10 3)ANALYSIS PROCEDURE Table 3 -Documents Provided I Document Reference Source 4-GEOTECHNICAL REPORTS 4304673 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 4304674 CCISITES 4-TOWER MANUFACTURER DRAWINGS 5239297 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 10094608 CCISITES 3.1) Analysis Method tnxTower(version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated arid provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. tnxTower was used to determine the loads on the modified structure. Additional calculations were performed to determine the stresses in the reinforcing elements. These calculations are presented in Appendix C. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4-Section Capacity (Summary) Section No. Elevation(ft) I Component Type Size Critical Element %Capacity Pass/Fail L1 76-71 Pole TP12.75x12.75x0.375 Pole 3.7% Pass L2 71 -66 Pole TP12.75x12.75x0.375 Pole 8.0% Pass L3 66-61 Pole TP12.75x12.75x0.375 Pole 16.8% Pass L4 61 -56 Pole TP12.75x12.75x0.375 Pole 25.9% Pass L5 56-55 Pole TP12.75x12.75x0.375 Pole 27.7% Pass tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 5 (Section No. Elevation(ft) Component Type Size Critical Element %Capacity Pass f Fail L6 55-50 Pole TP12.375x11.375x0.1875 Pole 54.5% Pass L7 50-45.5 Pole TP13.275x12.375x0.1875 Pole 74.5% Pass L8 45.5-45.25 Pole+Reinf. TP13.325x13.275x0.7625 Reinf.2 Bolt-Shaft Bearing 42.8% Pass L9 45.25-40.25 Pole+Reinf. TP14.325x13.325x0.6875 Reinf.2 Tension Rupture 45.0% Pass L10 40.25-35.25 Pole+Reinf. TP15.325x14.325x0.6375 Reinf.2 Tension Rupture 51.4% Pass L11 35.25-34 Pole+Reinf. TP16.175x15.325x0.6375 Reinf.2 Tension Rupture 52.8% Pass L12 34-29 Pole+Reinf. TP16.2x15.2x0.6 Reinf.2 Tension Rupture 59.8% Pass L13 29-24 Pole+Reinf. TP17.2x16.2x0.575 Reinf.2 Tension Rupture 64.2% Pass L14 24-19 Pole+Reinf. TP18.2x17.2x0.5375 Reinf.2 Tension Rupture 68.0% Pass L15 19-14 Pole+Reinf. TP19.2x18.2x0.5125 Reinf.2 Tension Rupture 71.1% Pass L16 14-9 Pole+Reinf. TP20.2x19.2x0.5 Reinf.2 Tension Rupture 73.8% Pass L17 9-8.5 Pole+Reinf. TP20.3x20.2x0.4938 Reinf.2 Bolt-Shaft Bearing 84.9% Pass L18 8.5-8.25 Pole+Reinf. TP20.35x20.3x0.575 Reinf. 1 Bolt-Shaft Bearing 80.7% Pass L19 8.25-3.25 Pole+Reinf. TP21.35x20.35x0.55 Reinf. 1 Tension Rupture 72.6% Pass L20 3.25-0 Pole+Reinf. TP22x21.35x0.5375 Reinf. 1 Tension Rupture 73.8% Pass Summary Pole 74.5% Pass Reinforcement 84.9% Pass Overall 84.9% Pass Table 5-Tower Component Stresses vs. Capacity -LC4.7 Notes Component I Elevation (ft) I %Capacity Pass/Fail 1 Anchor Rods 0 73.5 Pass 1 Base Plate 0 72.6 Pass 1 Base Foundation (Structure) 0 72.3 Pass 1 Base Foundation (Soil Interaction) 0 82.7 Pass Structure Rating (max from all components)= 84.9% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. - 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration once the proposed modifications are installed. tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.1.1.0 76.0 ft II --- --, 1 e 17,7 ' ' 0. o MATERIAL STRENGTH • 1• n o e- ' GRADE FyFu GRADE FyFu , € I _.�-_—.._.._.__ -.. _...._ 71.0It A500.40 146 ka 62 km !A572-65 65 kai 80 km § e ' P o TOWER DESIGN NOTES - - "� II. Tower is located in Washington County,Oregon. 560 ft =- ^— =-2. Tower designed far Exposure B to the TIA-222-H Standard. — --- _-_-- 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to I - C i ; I i e R k I I increase in thickness with height. o o 44 e4 m ' --- _.- `--15. Deflections are based upon a 60 mph wind. — 16. Tower Risk Category II. _ __ __ sts R_ 7. Topographic Category 1 with Crest Height of 0.000 ft 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.3.9 e Mo ^„ 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1 d EN CV N 10. TOWER RATING:84.9% e I I -4 Y ---- ---J _- 50.011 _-IT L 1_ I �_ 11 8 g etCI... i. ' a o mo._ le, S iv P F e 40.3 n M1 • o M n 0 m m U } l 35.3 5 r • w ;o - g o g -1 31.0 n__ a m 0 ALL REACTIONS o ; 29.0n_ ARE FACTORED Qp ' N � 1 t5 N - AXIAL e ` e 25K zaon CSHEAR'----'.' MOMENT .. f N I 8 S ,� 4 Xi_ '\ 261 kip-ft d e TORQUE 0 kip-It 19.oft SEISMIC • ho m . o AXIAL 38 K T 14.0 ft SHEAR 's, MOMENT m $ n § !. F.! .9.. o 1 K! j ` 84 ktp-ft c m n o < e.0 ft TORQUE 0 kip-ft • �.. gg o - 30 mph WIND-1.500 in ICE ' d R N 14 1 0 g ,. AXIAL ui , e, a o R 22 K --_ 3.311 r--\ 0 N SHEAR MOMENT o N v e 8 K 1� r 473 kip-ft yg _' 0.0 ft Y ^ N ��- ----__--�- 'g e, TORQUE 1 kip-ft S w - Y REACTIONS-97 mph WIND en lI � 1a 3 ZH $ 1 en Crown Castle lab BU#856366 ,or'CROWN CASTLE 2000 Corporate Drive �e�' p- - --- Q 'ial Crown Castle �'Matthew Schmitt Canonsburg,PA 15317 ---.- -- --- - Tee Fcundauan tare Wireless World Phone:(724) code: TIA-222-H 416-2000 __oeie 05/13/22 Scale. NTS FAXPam:.... e,.,..........A.........,,..,.e..,..... ows ae.E-1 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 7 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 Washington County, Oregon. • Tower base elevation above sea level: 237.000 ft. • Basic wind speed of 97 mph. • Risk Category II. • Exposure Category B. • Simplified Topographic Factor Procedure for wind speed-up calculations is used. • Topographic Category: 1. • Crest Height: 0.000 ft. • Nominal ice thickness of 1.500 in. • Ice thickness is considered to increase with height. • Ice density of 56.000 pcf. • A wind speed of 30 mph is used in combination with ice. • Temperature drop of 50.000 °F. • Deflections calculated using a wind speed of 60 mph. • CCISeisric Note: Seismic loads generated by CCISeismic 3.3.9. • CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. • TOWER RATING: 84.9%. • A non-linear (P-delta) analysis was used. • Pressures are calculated at each section. • Stress ratio used in pole design is 1. • Tower analysis based on target reliabilities in accordance with Annex S. • Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) =0.85, Kes(Ev and Eh) = 1.0. • Maximum demand-capacity ratio is: 1.05. • Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals J Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression J Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable J Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice J Bypass Mast Stability Checks J Consider Feed Line Torque Always Use Max Kz J Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile J Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component J Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KUry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 8 Tapered Pole Section Geometry 1 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 76.000-71.000 5.000 0.000 Round 12.750 12.750 0.375 A500-46 (46 ksi) L2 71.000-66.000 5.000 0.000 Round 12.750 12.750 0.375 A500-46 (46 ksi) L3 66.000-61.000 5.000 0.000 Round 12.750 12.750 0.375 A500-46 (46 ksi) L4 61.000-56.000 5.000 0.000 Round 12.750 12.750 0.375 A500-46 (46 ksi) L5 56.000-55.000 1.000 0.000 Round 12.750 12.750 0.375 A500-46 (46 ksi) L6 55.000-50.000 5.000 0.000 12 11.375 12.375 0.188 0.750 A572-65 (65 ksi) L7 50.000-45.500 4.500 0.000 12 12.375 13.275 0.188 0.750 A572-65 (65 ksi) L8 45.500-45.250 0.250 0.000 12 13.275 13.325 0.762 3.050 A572-65 (65 ksi) L9 45.250-40.250 5.000 0.000 12 13.325 14.325 0.688 2.750 A572-65 (65 ksi) L10 40.250-35.250 5.000 0.000 12 14.325 15.325 0.637 2.550 A572-65 (65 ksi) L11 35.250-31.000 4.250 3.000 12 15.325 16.175 0.637 2.550 A572-65 (65 ksi) L12 31.000-29.000 5.000 0.000 12 15.200 16.200 0.600 2.400 A572-65 (65 ksi) L13 29.000-24.000 5.000 0.000 12 16.200 17.200 0.575 2.300 A572-65 (65 ksi) L14 24.000-19.000 5.000 0.000 12 17.200 18.200 0.537 2.150 A572-65 (65 ksi) L15 19.000-14.000 5.000 0.000 12 18.200 19.200 0.512 2.050 A572-65 (65 ksi) L16 14.000-9.000 5.000 0.000 12 19.200 20.200 0.500 2.000 A572-65 (65 ksi) L17 9.000-8.500 0.500 0.000 12 20.200 20.300 0.494 1.975 A572-65 (65 ksi) L18 8.500-8.250 0.250 0.000 12 20.300 20.350 0.575 2.300 A572-65 (65 ksi) L19 8.250-3.250 5.000 0.000 12 20.350 21.350 0.550 2.200 A572-65 (65 ksi) L20 3.250-0.000 3.250 12 21.350 22.000 0.537 2.150 A572-65 (65 ksi) Tapered Pole Properties 1 Section Tip Dia. Area 1 r C VC J lt/Q w wit in in2 in° in in in' in' in2 in L1 12.750 14.579 279.335 4.377 6.375 43.817 558.670 7.285 0.000 0 12.750 14.579 279.335 4.377 6.375 43.817 558.670 7.285 0.000 0 L2 12.750 14.579 279.335 4.377 6.375 43.817 558.670 7.285 0.000 0 12.750 14.579 279.335 4.377 6.375 43.817 558.670 7.285 0.000 0 L3 12.750 14.579 279.335 4.377 6.375 43.817 558.670 7.285 0.000 0 12.750 14.579 279.335 4.377 6.375 43.817 558.670 7.285 0.000 0 L4 12.750 14.579 279.335 4.377 6.375 43.817 558.670 7.285 0.000 0 12.750 14.579 279.335 4.377 6.375 43.817 558.670 7.285 0.000 0 L5 12.750 14.579 279.335 4.377 6.375 43.817 558.670 7.285 0.000 0 12.750 14.579 279.335 4.377 6.375 43.817 558.670 7.285 0.000 0 L6 11.710 6.754 107.905 4.005 5.892 18.313 218.645 3.324 2.546 13.579 12.745 7.358 139.504 4.363 6.410 21.763 282.673 3.621 2.814 15.008 L7 12.745 7.358 139.504 4.363 6.410 21.763 282.673 3.621 2.814 15.008 13.677 7.902 172.748 4.685 6.876 25.122 350.034 3.889 3.055 16.294 L8 13.474 30.721 613.923 4.479 6.876 89.279 1243.975 15.120 1.514 1.986 13.526 30.844 621.312 4.497 6.902 90.015 1258.947 15.181 1.528 2.003 L9 13.553 27.976 570.293 4.524 6.902 82.623 1155.568 13.769 1.729 2.514 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 9 Section Tip Dia. Area I r C IC J INQ w wit in 1172 in4 in in in3 in4 in2 in 14.588 30.190 716.669 4.882 7.420 96.582 1452.166 14.859 1.997 2.904 L10 14.605 28.097 671.884 4.900 7.420 90.546 1361.419 13.828 2.131 3.342 15.641 30.150 830.167 5.258 7.938 104.577 1682.144 14.839 2.399 3.763 L11 15.641 30.150 830.167 5.258 7.938 104.577 1682.144 14.839 2.399 3.763 16.521 31.895 982.801 5.562 8.379 117.298 1991.421 15.698 2.626 4.12 L12 16.146 28.207 767.453 5.227 7.874 97.472 1555.067 13.883 2.466 4.109 16.560 30.139 936.196 5.585 8.392 111.563 1896.987 14.834 2.734 4.556 L13 16.569 28.930 901.508 5.594 8.392 107.430 1826.700 14.238 2.801 4.871 17.604 30.781 1085.912 5.952 8.910 121.881 2200.352 15.150 3.069 5.337 L14 17.617 28.839 1021.976 5.965 8.910 114.705 2070.801 14.193 3.169 5.896 18.852 30.569 1217.242 6.323 9.428 129.115 2466.462 15.045 3.437 6.395 L15 18.661 29.189 1165.561 6.332 9.428 123.633 2361.743 14.366 3.504 6.837 19.697 30.839 1374.641 6.690 9.946 138.216 2785.395 15.178 3.772 7.36 L16 19.701 30.107 1343.806 6.695 9.946 135.116 2722.916 14.818 3.806 7.611 20.736 31.717 1571.124 7.053 10.464 150.151 3183.523 15.610 4.074 8.147 L17 20.738 31.330 1552.962 7.055 10.464 148.416 3146.723 15.420 4.090 8.284 20.842 31.489 1576.724 7.091 10.515 149.944 3194.870 15.498 4.117 8.339 L18 20.813 36.521 1813.680 7.062 10.515 172.478 3675.008 17.974 3.899 6.782 20.865 36.613 1827.507 7.079 10.541 173.366 3703.025 18.020 3.913 6.805 L19 20.874 35.066 1754.689 7.088 10.541 166.458 3555.475 17.258 3.980 7.236 21.909 36.837 2034.204 7.446 11.059 183.936 4121.849 18.130 4.248 7.723 L20 21.914 36.021 1991.558 7.451 11.059 180.080 4035.437 17.729 4.281 7.965 22.586 37.146 2184.043 7.684 11.396 191.650 4425.464 18.282 4.455 8.289 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mull. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft fi2 in in in in Li 76.000- 1 1 1 71.000 L2 71.000- 1 1 1 66.000 L3 66.000- 1 1 1 61.000 L4 61.000- 1 1 1 56.000 L5 56.000- 1 1 1 55.000 L6 55.000- 1 1 1 50.000 L7 50.000- 1 1 1 45.500 L8 45.500- 1 1 0.906509 45.250 L9 45.250- 1 1 0.946147 40.250 L10 40.250- 1 1 0.967435 35.250 L11 35.250- 1 1 0.956166 31.000 L12 31.000- 1 1 0.985302 29.000 L13 29.000- 1 1 0.984366 24.000 L14 24.000- 1 1 1.01094 19.000 L15 19.000- 1 1 1.02167 14.000 L16 14.000- 1 1 1.01243 9.000 L17 9.000- 1 1 1.02166 8.500 L18 8.500- 1 1 0.879508 8.250 L19 8.250- 1 1 0.890564 3.250 L20 3.250- 1 1 0.893711 0.000 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 10 Feed Line/Linear Appurtenances - Entered As Round Or Flat 1 Description Sector Exclude Componen Placement Total Number Start/En Width or Perimete Weight From t Number Per Row d Diamete r - Torque Type ft Position r klf Calculation in in LDFS-50A(7/8) C No Surface Ar 49.000- 5 4 -0.200 1.090 0.000 (CaAa) 0.000 -0.120 * ATCB-B01-040(5/16") C No Surface Ar 52.000- 1 1 -0.300 0.315 0.000 (CaAa) 0.000 -0.230 kYR 4"x 1.25" A No Surface Af 10.000- 1 1 0.000 4.000 10.500 0.000 Reinforcement Plate (CaAa) 0.000 0.000 4"x 1.25" B No Surface Af 10.000- 1 1 0.500 4.000 10.500 0.000 Reinforcement Plate (CaAa) 0.000 0.500 4"x 1.25" B No Surface Af 10.000- 1 1 0.000 4.000 10.500 0.000 Reinforcement Plate (CaAa) 0.000 0.000 4"x 1.25" C No Surface Af 10.000- 1 1 0.250 4.000 10.500 0.000 Reinforcement Plate (CaAa) 0.000 0.250 4"x 1.25" A No Surface Af 47.000- 1 1 0.250 4.000 10.500 0.000 Reinforcement Plate (CaAa) 7.000 0.250 4"x 1.25" C No Surface Af 47.000- 1 1 0.250 4.000 10.500 0.000 Reinforcement Plate (CaAa) 7.000 0.250 4"x 1.25" B No Surface Af 47.000- 1 1 -0.250 4.000 10.500 0.000 Reinforcement Plate (CaAa) 7.000 -0.250 4"x 1.25" C No Surface Af 47.000- 1 1 0.500 4.000 10.500 0.000 Reinforcement Plate (CaAa) 7.000 0.500 Feed Line/Linear Appurtenances - Entered As Area 1 Description Face Allow Exclude Componen Placement Total CaAa Weight or Shield From t Number Leg Torque Type ft ft2At kif Calculation RFFT-36SM-001- C No No Inside Pole 49.000-0.000 2 No Ice 0.000 0.000 XXM(3/8) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 WR-VG66ST- C No No Inside Pole 49.000-0.000 2 No Ice 0.000 0.001 BRD_CCIV2(7/8) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 2"Ice 0.000 0.001 LDFS-50A(7/8) C No No Inside Pole 49.000-0.000 4 No Ice 0.000 0.000 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 VVR-VG86ST- C No No Inside Pole 49.000-0.000 2 No Ice 0.000 0.001 BRD(3/4) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 2"Ice 0.000 0.001 2"Rigid Conduit B No No Inside Pole 49.000-0.000 1 No Ice 0.000 0.003 1/2"Ice 0.000 0.003 1"Ice 0.000 0.003 2"Ice 0.000 0.003 CU12PSM9P6XXX B No No Inside Pole 65.000-0.000 1 No Ice 0.000 0.002 (1-1/2) 1/2"Ice 0.000 0.002 1"Ice 0.000 0.002 2"Ice 0.000 0.002 HCS 2.0 Part 3(1- C No No Inside Pole 75.000-0.000 2 No Ice 0.000 0.002 1/2) 1/2"Ice 0.000 0.002 1"Ice 0.000 0.002 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 11 Description Face Allow Exclude Componen Placement Total CAA Weight or Shield From t Number Leg Torque Type ft ft2/It klf Calculation 2"Ice 0.000 0.002 ... Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAA CAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 76.000-71.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.014 L2 71.000-66.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.017 L3 66.000-61.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.009 C 0.000 0.000 0.000 0.000 0.017 L4 61.000-56.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.012 C 0.000 0.000 0.000 0.000 0.017 L5 56.000-55.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.002 C 0.000 0.000 0.000 0.000 0.003 L6 55.000-50.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.012 C 0.000 0.000 0.063 0.000 0.017 L7 50.000-45.500 A 0.000 0.000 1.000 0.000 0.000 B 0.000 0.000 1.000 0.000 0.020 C 0.000 0.000 3.668 0.000 0.037 L8 45.500-45.250 A 0.000 0.000 0.167 0.000 0.000 B 0.000 0.000 0.167 0.000 0.001 C 0.000 0.000 0.450 0.000 0.002 L9 45.250-40.250 A 0.000 0.000 3.333 0.000 0.000 B 0.000 0.000 3.333 0.000 0.026 C 0.000 0.000 9.004 0.000 0.048 L10 40.250-35.250 A 0.000 0.000 3.333 0.000 0.000 B 0.000 0.000 3.333 0.000 0.026 C 0.000 0.000 9.004 0.000 0.048 L11 35.250-31.000 A 0.000 0.000 2.833 0.000 0.000 B 0.000 0.000 2.833 0.000 0.022 - C 0.000 0.000 7.654 0.000 0.041 L12 31.000-29.000 A 0.000 0.000 1.333 0.000 0.000 B 0.000 0.000 1.333 0.000 0.010 C 0.000 0.000 3.602 0.000 0.019 L13 29.000-24.000 A 0.000 0.000 3.333 0.000 0.000 B 0.000 0.000 3.333 0.000 0.026 C 0.000 0.000 9.004 0.000 0.048 L14 24.000-19.000 A 0.000 0.000 3.333 0.000 0.000 B 0.000 0.000 3.333 0.000 0.026 C 0.000 0.000 9.004 0.000 0.048 L15 19.000-14.000 A 0.000 0.000 3.333 0.000 0.000 8 0.000 0.000 3.333 0.000 0.026 C 0.000 0.000 9.004 0.000 0.048 L16 14.000-9.000 A 0.000 0.000 4.000 0.000 0.000 B 0.000 0.000 4.667 0.000 0.026 C 0.000 0.000 9.671 0.000 0.048 L17 9.000-8.500 A 0.000 0.000 0.667 0.000 0.000 B 0.000 0.000 1.000 0.000 0.003 C 0.000 0.000 1.234 0.000 0.005 L18 8.500-8.250 A 0.000 0.000 0.333 0.000 0.000 B 0.000 0.000 0.500 0.000 0.001 C 0.000 0.000 0.617 0.000 0.002 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 12 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L19 8.250-3.250 A 0.000 0.000 4.167 0.000 0.000 B 0.000 0.000 7.500 0.000 0.026 C 0.000 0.000 7.337 0.000 0.048 L20 3.250-0.000 A 0.000 0.000 2.167 0.000 0.000 B 0.000 0.000 4.333 0.000 0.017 C 0.000 0.000 3.686 0.000 0.031 Feed Line/Linear Appurtenances Section Areas - With Ice i Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L1 76.000-71.000 A 1.381 D.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 D.014 L2 71.000-66.000 A 1.372 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.017 L3 66.000-61.000 A 1.361 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.009 C 0.000 0.000 0.000 0.000 0.017 L4 61.000-56.000 A 1.350 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.012 C 0.000 0.000 0.000 0.000 0.017 L5 56.000-55.000 A 1.343 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.002 C 0.000 0.000 0.000 0.000 0.003 L6 55.000-50.000 A 1.336 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.012 C 0.000 0.000 0.597 0.000 0.023 L7 50.000-45.500 A 1.323 0.000 0.000 1.397 0.000 0.012 B 0.000 0.000 1.397 0.000 0.032 C 0.000 0.000 7.191 0.000 0.103 I L8 45.500-45.250 A 1.316 0.000 0.000 0.232 0.000 0.002 B 0.000 0.000 0.232 0.000 0.003 C 0.000 0.000 0.757 0.000 0.009 L9 45.250-40.250 A 1.308 0.000 0.000 4.642 0.000 0.039 B 0.000 0.000 4.642 0.000 0.065 C 0.000 0.000 15.110 0.000 0.181 L10 40.250-35.250 A 1.292 0.000 0.000 4.625 0.000 0.039 B 0.000 0.000 4.625 0.000 0.064 C 0.000 0.000 15.041 0.000 0.179 L11 35.250-31.000 A 1.275 0.000 0.000 3.917 0.000 0.032 B 0.000 0.000 3.917 0.000 0.054 C 0.000 0.000 12.724 0.000 0.150 L12 31.000-29.000 A 1.263 0.000 0.000 1.843 0.000 0.015 B 0.000 0.000 1.843 0.000 0.026 C 0.000 0.000 5.988 0.000 (1.071 L13 29.000-24.000 A 1.247 0.000 0.000 4.581 0.000 0.037 B 0.000 0.000 4.581 0.000 D.063 C 0.000 0.000 14.850 0.000 0.173 L14 24.000-19.000 A 1.221 0.000 0.000 4.555 0.000 0.036 B 0.000 0.000 4.555 0.000 0.062 C 0.000 0.000 14.740 0.000 0.170 L15 19.000-14.000 A 1.189 0.000 0.000 4.523 0.000 0.035 B 0.000 0.000 4.523 0.000 0.060 C 0.000 0.000 14.604 0.000 0.166 L16 14.000-9.000 A 1.147 0.000 0.000 5.309 0.000 0.040 B 0.000 0.000 6.137 0.000 0.072 C 0.000 0.000 15.253 0.000 0.167 L17 9.000-8.500 A 1.116 0.000 0.000 0.858 0.000 0.006 B 0.000 0.000 1.270 0.000 0.012 C 0.000 0.000 1.842 0.000 0.019 L18 8.500-8.250 A 1.112 0.000 0.000 0.428 0.000 0.003 B 0.000 0.000 0.635 0.000 0.006 C 0.000 0.000 0.920 0.000 0.009 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 13 Tower Tower Face Ice AR Aa CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 flz ft2 K L19 8.250-3.250 A 1.070 0.000 0.000 5.203 0.000 0.038 B 0.000 0.000 9.306 0.000 0.094 C 0.000 0.000 11.595 0.000 0.136 L20 3.250-0.000 A 0.943 0.000 0.000 2.624 0.000 0.017 B 0.000 0.000 5.249 0.000 0.050 C 0.000 0.000 5.877 0.000 0.071 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 76.000-71.000 0.000 0.000 0.000 0.000 L2 71.000-66.000 0.000 0.000 0.000 0.000 L3 66.000-61.000 0.000 0.000 0.000 0.000 L4 61.000-56.000 0.000 0.000 0.000 0.000 L5 56.000-55.000 0.000 0.000 0.000 0.000 L6 55.000-50.000 0.042 0.068 0.244 0.394 L7 50.000-45.500 -1.124 -0.150 -0.535 0.576 L8 45.500-45.250 -2.063 -1.205 -1.644 -0.613 L9 45.250-40.250 -2.116 -1.240 -1.695 -0.638 L10 40.250-35.250 -2.216 -1.307 -1.792 -0.686 L11 35.250-31.000 -2.306 -1.367 -1.879 -0.730 L12 31.000-29,000 -2.329 -1.382 -1.902 -0.741 L13 29.000-24.000 -2.394 -1.426 -1.968 -0.776 L14 24.000-19.000 -2.483 -1.485 -2.059 -0.824 L15 19.000-14.000 -2.569 -1.543 -2.148 -0.873 L16 14.000-9.000 -2.514 -1.209 -2.153 -0.638 L17 9.000-8.500 -2.194 -0.227 -1.962 0.117 L18 8.500-8.250 -2.200 -0.227 -1.969 0.116 L19 8.250-3.250 -0.990 1.410 -0.686 1.857 L20 3.250-0.000 -0.377 2.287 -0.062 2.761 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L6 9 ATCB-B01-040(5/16") 50.00- 1.0000 1.0000 52.00 L7 1 LDF5-50A(7/8) 45.50- 1.0000 1.0000 49.00 L7 9 ATCB-B01-040(5/16") 45.50- 1.0000 1.0000 50.00 L7 19 4"x 1.25"Reinforcement 45.50- 1.0000 1.0000 Plate 47.00 L7 20 4"x 1.25"Reinforcement 45.50- 1.0000 1.0000 Plate 47.00 L7 21 4"x 1.25"Reinforcement 45.50- 1.0000 1.0000 Plate 47.00 L7 22 4"x 1.25"Reinforcement 45.50- 1.0000 1.0000 Plate 47.00 L8 1 LDF5-50A(7/8) 45.25- 1.0000 1.0000 45.50 L8 9 ATCB-B01-040(5/16") 45.25- 1.0000 1.0000 45.50 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 14 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L8 19 4"x 1.25"Reinforcement 45.25- 1.0000 1.0000 Plate 45.50 L8 20 4"x 1.25"Reinforcement 45.25- 1.0000 1.0000 Plate 45.50 L8 21 4"x 1.25"Reinforcement 45.25- 1.0000 1.0000 Plate 45.50 L8 22 4"x 1.25"Reinforcement 45.25- 1.0000 1.0000 Plate 45.50 L9 1 LDF5-50A(7/8) 40.25- 1.0000 1.0000 45.25 L9 9 ATCB-B01-040(5/16") 40.25- 1.0000 1.0000 45.25 L9 19 4"x 1.25"Reinforcement 40.25- 1.0000 1.0000 Plate 45.25 L9 20 4"x 1.25"Reinforcement 40.25- 1.0000 1.0000 Plate 45.25 L9 21 4"x 1.25"Reinforcement 40.25- 1.0000 1.0000 Plate 45.25 L9 22 4"x 1.25"Reinforcement 40.25- 1.0000 1.0000 Plate 45.25 L10 1 LDF5-50A(7/8) 35.25- 1.0000 1.0000 40.25 L10 9 ATCB-B01-040(5/16") 35.25- 1.0000 1.0000 40.25 L10 19 4"x 1.25"Reinforcement 35.25- 1.0000 1.0000 Plate 40.25 L10 20 4"x 1.25"Reinforcement 35.25- 1.0000 1.0000 Plate 40.25 L10 21 4"x 1.25"Reinforcement 35.25- 1.0000 1.0000 Plate 40.25 L10 22 4"x 1.25"Reinforcement 35.25- 1.0000 1.0000 Plate 40.25 L11 1 LDF5-50A(7/B) 31.00- 1.0000 1.0000 35.25 L11 9 ATCB-B01-040(5/16") 31.00- 1.0000 1.0000 35.25 L11 19 4"x 1.25"Reinforcement 31.00- 1.0000 1.0000 Plate 35.25 L11 20 4"x 1.25"Reinforcement 31.00- 1.0000 1.0000 Plate 35.25 L11 21 4"x 1.25"Reinforcement 31.00- 1.0000 1.0000 Plate 35.25 L11 22 4"x 1.25"Reinforcement 31.00- 1.0000 1.0000 Plate 35.25 L12 1 LDF5-50A(7/8) 29.00- 1.0000 1.0000 31.00 L12 9 ATCB-B01-040(5/16") 29.00- 1.0000 1.0000 31.00 L12 19 4"x 1.25"Reinforcement 29.00- 1.0000 1.0000 Plate 31.00 L12 20 4"x 1.25"Reinforcement 29.00- 1.0000 1.0000 Plate 31.00 L12 21 4"x 1.25"Reinforcement 29.00- 1.0000 1.0000 Plate 31.00 L12 22 4"x 1.25"Reinforcement 29.00- 1.0000 1.0000 Plate 31.00 L13 1 LDF5-50A(7/8) 24.00- 1.0000 1.0000 29.00 L13 9 ATCB-B01-040(5/16") 24.00- 1.0000 1.0000 29.00 L13 19 4"x 1.25"Reinforcement 24.00- 1.0000 1.0000 Plate 29.00 L13 20 4"x 1.25"Reinforcement 24.00- 1.0000 1.0000 Plate 29.00 L13 21 4"x 1.25"Reinforcement 24.00- 1.0000 1.0000 Plate 29.00 L13 22 4"x 1.25"Reinforcement 24.00- 1.0000 1.0000 Plate 29.00 L14 1 LDF5-50A(7/8) 19.00- 1.0000 1.0000 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 15 Tower Feed Line Description Feed Line Ke Ka Section Record No. Segment No Ice Ice Elev. 24.00 L14 9 ATCB-B01-040(5/16") 19.00- 1.0000 1.0000 24.00 L14 19 4"x 1.25"Reinforcement 19.00- 1.0000 1.0000 Plate 24.00 L14 20 4"x 1.25"Reinforcement 19.00- 1.0000 1.0000 Plate 24.00 L14 21 4"x 1.25"Reinforcement 19.00- 1.0000 1.0000 Plate 24.00 L14 22 4"x 1.25"Reinforcement 19.00- 1.0000 1.0000 Plate 24.00 L15 1 LDF5-50A(7/8) 14.00- 1.0000 1.0000 19.00 L15 9 ATCB-B01-040(5/16") 14.00- 1.0000 1.0000 19.00 L15 19 4"x 1.25"Reinforcement 14.00- 1.0000 1.0000 Plate 19.00 L15 20 4"x 1.25"Reinforcement 14.00- 1.0000 1.0000 Plate 19.00 L15 21 4"x 1.25"Reinforcement 14.00- 1.0000 1.0000 Plate 19.00 L15 22 4"x 1.25"Reinforcement 14.00- 1.0000 1.0000 Plate 19.00 L16 1 LDF5-50A(7/8) 9.00-14.00 1.0000 1.0000 L16 9 ATCB-B01-040(5/16") 9.00-14.00 1.0000 1.0000 L16 15 4"x 1.25"Reinforcement 9.00-10.00 1.0000 1.0000 Plate L16 16 4"x 1.25"Reinforcement 9.00-10.00 1.0000 1.0000 Plate L16 17 4"x 1.25"Reinforcement 9.00-10.00 1.0000 1.0000 Plate L16 18 4"x 1.25"Reinforcement 9.00-10.00 1.0000 1.0000 Plate L16 19 4"x 1.25"Reinforcement 9.00-14.00 1.0000 1.0000 Plate L16 20 4"x 1.25"Reinforcement 9.00-14.00 1.0000 1.0000 Plate L16 21 4"x 1.25"Reinforcement 9.00-14.00 1.0000 1.0000 Plate L16 22 4"x 1.25"Reinforcement 9.00-14.00 1.0000 1.0000 Plate L17 1 LDF5-50A(7/8) 8.50-9.00 1.0000 1.0000 L17 9 ATCB-B01-040(5/16") 8.50-9.00 1.0000 1.0000 L17 15 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 16 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 17 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 18 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 19 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 20 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 21 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 22 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L18 1 LDF5-50A(7/8) 8.25-8.50 1.0000 1.0000 L18 9 ATCB-B01-040(5/161 8.25-8.50 1.0000 1.0000 L18 15 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 16 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 17 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 18 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 PI ate tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 16 Tower Feed Line Description Feed Line Ke Ka Section Record No. Segment No Ice Ice Elev. L18 19 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 20 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 21 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 22 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L19 1 LDF5-50A(7/8) 3.25-8.25 1.0000 1.0000 L19 9 ATCB-B01-040(5/16') 3.25-8.25 1.0000 1.0000 L19 15 4"x 1.25"Reinforcement 3.25-8.25 1.0000 1.0000 Plate L19 16 4"x 1.25"Reinforcement 3.25-8.25 1.0000 1.0000 Plate L19 17 4"x 1.25"Reinforcement 3.25-8.25 1.0000 1.0000 Plate L19 18 4"x 1.25"Reinforcement 3.25-8.25 1.0000 1.0000 Plate L19 19 4"x 1.25"Reinforcement 7.00-8.25 1.0000 1.0000 Plate L19 20 4"x 1.25"Reinforcement 7.00-8.25 1.0000 1.0000 Plate L19 21 4"x 1.25"Reinforcement 7.00-8.25 1.0000 1.0000 Plate L19 22 4"x 1.25"Reinforcement 7.00-8.25 1.0000 1.0000 Plate L20 1 LDF5-50A(7/8) 0.00-3.25 1.0000 1.0000 L20 9 ATCB-B01-040(5/16") 0.00-3.25 1.0000 1.0000 L20 15 4"x 1.25"Reinforcement 0.00-3.25 1.0000 1.0000 Plate L20 16 4"x 1.25"Reinforcement 0.00-3.25 1.0000 1.0000 Plate L20 17 4"x 1.25"Reinforcement 0.00-3.25 1.0000 1.0000 Plate L20 18 4"x 1.25"Reinforcement 0.00-3.25 1.0000 1.0000 Plate Effective Width of Flat Linear Attachments / Feed Lines Tower Attachment Description Attachment Ratio Effective Section Record No. Segment Calculatio Width Elev. n Ratio Method L7 19 4"x 1.25"Reinforcement 45.50- Manual 1.0000 Plate 47.00 L7 20 4"x 1.25"Reinforcement 45.50- Manual 1.0000 Plate 47.00 L7 21 4"x 1.25"Reinforcement 45.50- Manual 1.0000 Plate 47.00 L7 22 4"x 1.25"Reinforcement 45.50- Manual 1.0000 Plate 47.00 L8 19 4"x 1.25"Reinforcement 45.25- Manual 1.0000 Plate 45.50 L8 20 4"x 1.25"Reinforcement 45.25- Manual 1.0000 Plate 45.50 L8 21 4"x 1.25"Reinforcement 45.25- Manual 1.0000 Plate 45.50 L8 22 4"x 1.25"Reinforcement 45.25- Manual 1.0000 Plate 45.50 L9 19 4"x 1.25"Reinforcement 40.25- Manual 1.0000 Plate 45.25 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 17 Tower Attachment Description Attachment Ratio Effective Section Record No. Segment Calculatio Width Elev. n Ratio Method L9 20 4"x 1.25"Reinforcement 40.25- Manual 1.0000 Plate 45.25 L9 21 4"x 1.25"Reinforcement 40.25- Manual 1.0000 Plate 45.25 L9 22 4"x 1.25"Reinforcement 40.25- Manual 1.0000 Plate 45.25 L10 19 4"x 1.25"Reinforcement 35.25- Manual 1.0000 Plate 40.25 L10 20 4"x 1.25"Reinforcement 35.25- Manual 1.0000 Plate 40.25 L10 21 4"x 1.25"Reinforcement 35.25- Manual 1.0000 Plate 40.25 L10 22 4"x 1.25"Reinforcement 35.25- Manual 1.0000 Plate 40.25 L11 19 4"x 1.25"Reinforcement 31.00- Manual 1.0000 Plate 35.25 L11 20 4"x 1.25"Reinforcement 31.00- Manual 1.0000 Plate 35.25 L11 21 4"x 1.25"Reinforcement 31.00- Manual 1.0000 Plate 35.25 L11 22 4"x 1.25"Reinforcement 31.00- Manual 1.0000 Plate 35.25 L12 19 4"x 1.25"Reinforcement 29.00- Manual 1.0000 Plate 31.00 L12 20 4"x 1.25"Reinforcement 29.00- Manual 1.0000 Plate 31.00 L12 21 4"x 1.25"Reinforcement 29.00- Manual 1.0000 Plate 31.00 L12 22 4"x 1.25"Reinforcement 29.00- Manual 1.0000 Plate 31.00 L13 19 4"x 1.25"Reinforcement 24.00- Manual 1.0000 Plate 29.00 L13 20 4"x 1.25"Reinforcement 24.00- Manual 1.0000 Plate 29.00 L13 21 4"x 1.25"Reinforcement 24.00- Manual 1.0000 Plate 29.00 L13 22 4"x 1.25"Reinforcement 24.00- Manual 1.0000 Plate 29.00 L14 19 4"x 1.25"Reinforcement 19.00- Manual 1.0000 Plate 24.00 L14 20 4"x 1.25"Reinforcement 19.00- Manual 1.0000 Plate 24.00 L14 21 4"x 1.25"Reinforcement 19.00- Manual 1.0000 Plate 24.00 L14 22 4"x 1.25"Reinforcement 19.00- Manual 1.0000 Plate 24.00 L15 19 4"x 1.25"Reinforcement 14.00- Manual 1.0000 Plate 19.00 L15 20 4"x 1.25"Reinforcement 14.00- Manual 1.0000 Plate 19.00 L15 21 4"x 1.25"Reinforcement 14.00- Manual 1.0000 Plate 19.00 L15 22 4"x 1.25"Reinforcement 14.00- Manual 1.0000 Plate 19.00 L16 15 4"x 1.25"Reinforcement 9.00-10.00 Manual 1.0000 Plate L16 16 4"x 1.25"Reinforcement 9.00-10.00 Manual 1.0000 Plate L16 17 4"x 1.25"Reinforcement 9.00-10.00 Manual 1.0000 Plate L16 18 4"x 1.25"Reinforcement 9.00-10.00 Manual 1.0000 Plate L16 19 4"x 1.25"Reinforcement 9.00-14.00 Manual 1.0000 Plate L16 20 4"x 1.25"Reinforcement 9.00-14.00 Manual 1.0000 Plate L16 21 4"x 1.25"Reinforcement 9.00-14.00 Manual 1.0000 Plate tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 18 Tower Attachment Description Attachment Ratio Effective Section Record No. Segment Calculatio Width Elev. n Ratio Method L16 22 4"x 1.25"Reinforcement 9.00-14.00 Manual 1.0000 Plate L17 15 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 16 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 17 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 18 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 19 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 20 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 21 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 22 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L18 15 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L18 16 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L18 17 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L18 18 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L18 19 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L18 20 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L18 21 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L18 22 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L19 15 4"x 1.25"Reinforcement 3.25-8.25 Manual 1.0000 Plate L19 16 4"x 1.25"Reinforcement 3.25-8.25 Manual 1.0000 Plate L19 17 4"x 1.25"Reinforcement 3.25-8.25 Manual 1.0000 Plate L19 18 4"x 1.25"Reinforcement 3.25-8.25 Manual 1.0000 Plate L19 19 4"x 1.25"Reinforcement 7.00-8.25 Manual 1.0000 Plate L19 20 4"x 1.25"Reinforcement 7.00-8.25 Manual 1.0000 Plate L19 21 4"x 1.25"Reinforcement 7.00-8.25 Manual 1.0000 Plate L19 22 4"x 1.25"Reinforcement 7.00-8.25 Manual 1.0000 Plate L20 15 4"x 1.25"Reinforcement 0.00-3.25 Manual 1.0000 Plate L20 16 4"x 1.25"Reinforcement 0.00-3.25 Manual 1.0000 Plate L20 17 4"x 1.25"Reinforcement 0.00-3.25 Manual 1.0000 Plate L20 18 4"x 1.25"Reinforcement 0.00-3.25 Manual 1.0000 Plate User Defined Loads - Seismic tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578; Order 572952, Revision 1 Page 19 Description Elevation Offset Azimuth Ev Enx En: En From Angle Centroid ft ft K K K K CCISeismic Tower Section 1 - 73.500 0.000 0.000 0.034 0.000 0.000 0.108 1 CCISeismic Tower Section 2- 68.500 0.000 0.000 0.034 0.000 0.000 0.095 1 CCISeismic Tower Section 3- 63.500 0.000 0.000 0.034 0.000 0.000 0.092 1 CCISeismic Tower Section 4- 58.500 0.000 0.000 0.034 0.000 0.000 0.070 1 CCISeismic Tower Section 5- 55.500 0.000 0.000 0.007 0.000 0.000 0.013 1 CCISeismic Tower Section 6- 52.500 0.000 0.000 0.016 0.000 0.000 0.028 1 CCISeismic Tower Section 7- 47.750 0.000 0.000 0.016 0.000 0.000 0.022 1 CCISeismic Tower Section 8- 45.375 0.000 0.000 0.003 0.000 0.000 0.004 1 CCISeismic Tower Section 9- 42.750 0.000 0.000 0.064 0.000 0.000 0.072 1 CCISeismic Tower Section 10 37.750 0.000 0.000 0.066 0.000 0.000 0.058 -1 CCISeismic Tower Section 11 33.125 0.000 0.000 0.059 0.000 0.000 0.041 -1 CCISeismic Tower Section 12 31.500 0.000 0.000 0.067 0.000 0.000 0.042 -1 CCISeismic Tower Section 13 26.500 0.000 0.000 0.068 0.000 0.000 0.031 -1 CCISeismic Tower Section 14 21.500 0.000 0.000 0.070 0.000 0.000 0.021 -1 CCISeismic Tower Section 15 16.500 0.000 0.000 0.071 0.000 0.000 0.013 -1 CCISeismic Tower Section 16 11.500 0.000 0.000 0.073 0.000 0.000 0.007 -1 CCISeismic Tower Section 17 8.750 0.000 0.000 0.007 0.000 0.000 0.000 -1 CCISeismic Tower Section 18 8.375 0.000 0.000 0.004 0.000 0.000 0.000 -1 CCISeismic Tower Section 19 5.750 0.000 0.000 0.074 0.000 0.000 0.002 -1 CCISeismic Tower Section 20 1.625 0.000 0.000 0.049 0.000 0.000 0.000 -1 CCISeismic commscope 49.000 0.000 0.000 0.026 0.000 0.000 0.038 NNH4-65C-R6-HG w/Mount Pipe CCISeismic commscope 49.000 0.000 0.000 0.026 0.000 0.000 0.038 NNH4-65C-R6-HG w/Mount Pipe CCISeismic commscope 49.000 0.000 0.000 0.026 0.000 0.000 0.038 NNH4-65C-R6-HG w/Mount Pipe CCISeismic nokia AEQK w/ 49.000 0.000 0.000 0.015 0.000 0.000 0.022 Mount Pipe CCISeismic nokia AEQK w/ 49.000 0.000 0.000 0.015 0.000 0.000 0.022 Mount Pipe CCISeismic nokia AEQK w/ 49.000 0.000 0.000 0.015 0.000 0.000 0.022 Mount Pipe CCISeismic nokia AEQU w.i 49.000 0.000 0.000 0.015 0.000 0.000 0.022 Mount Pipe CCISeismic nokia AEQU w) 49.000 0.000 0.000 0.015 0.000 0.000 0.022 Mount Pipe CCISeismic nokia AEQU wl 49.000 0.000 0.000 0.015 0.000 0.000 0.022 Mount Pipe CCISeismic alcatel lucent B25 49.000 0.000 0.000 0.007 0.000 0.000 0.010 RRH4X30-4R CCISeismic alcatel lucent B25 49.000 0.000 0.000 0.007 0.000 0.000 0.010 RRH4X30-4R CCISeismic alcatel lucent B25 49.000 0.000 0.000 0.007 0.000 0.000 0.010 RRH4X30-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.008 0.000 0.000 0.012 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 20 Description Elevation Offset Azimuth Ex Ehx En: En From Angle Centroid ft ft K K K K B66A RRH4X45-4R - - CCISeismic alcatel lucent 49.000 0.000 0.000 0.008 0.000 0.000 0.012 B66A RRH4X45-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.008 0.000 0.000 0.012 B66A RRH4X45-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.010 0.000 0.000 0.014 RRH4X25-WCS-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.010 0.000 0.000 0.014 RRH4X25-WCS-4R CCISeismic alcatel lucent 49.000 0.000 0.000 0.010 0.000 0.000 0.014 RRH4X25-WCS-4R CCISeismic cellmax 49.000 0.000 0.000 0.020 0.000 0.000 0.030 technologies CMA- UBTULBULBHH/6517/17/21/ 21 w/Mount Pipe CCISeismic cellmax 49.000 0.000 0.000 0.020 0.000 0.000 0.030 technologies CMA- U BTU L B U L B H H/6517/17/21/ 21 w/Mount Pipe CCISeismic cellmax 49.000 0.000 0.000 0.020 0.000 0.000 0.030 technologies CMA- U BTULBULBHH/6517/17/21/ 21 w/Mount Pipe CCISeismic(2)nokia 49.000 0.000 0.000 0.010 0.000 0.000 0.015 AHCA_CCIV3 CCISeismic nokia 49.000 0.000 0.000 0.005 0.000 0.000 0.007 AHCA_CCIV3 CCISeismic nokia 49.000 0.000 0.000 0.011 0.000 0.000 0.016 AHLBA_CCIV2 CCISeismic(2)nokia 49.000 0.000 0.000 0.021 0.000 0.000 0.031 AHLBA_CCIV2 CCISeismic(2)raycap DC6- 49.000 0.000 0.000 0.005 0.000 0.000 0.008 48-60-18-8F CCISeismic raycap DC9-48- 49.000 0.000 0.000 0.004 0.000 0.000 0.005 60-24-8C-EV CCISeismic F4P-12-H10 49.000 0.000 0.000 0.518 0.000 0.000 0.762 CCISeismic(4)tower mounts 49.000 0.000 0.000 0.032 0.000 0.000 0.047 10'x 2.875"Mount Pipe CCISeismic cellmax 65.000 0.000 0.000 0.019 0.000 0.000 0.049 technologies CMA- UBTULBULBHH/6516/16/21/ 21 w/Mount Pipe CCISeismic jma wireless 65.000 0.000 0.000 0.015 0.000 0.000 0.037 MX08FRO665-21 w/Mount Pipe CCISeismic jma wireless 65.000 0.000 0.000 0.015 0.000 0.000 0.037 MX08FRO665-21 w/Mount Pipe CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.009 0.000 0.000 0.022 B604 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.009 0.000 0.000 0.022 B604 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.009 0.000 0.000 0.022 B604 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.010 0.000 0.000 0.026 B605 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.010 0.000 0.000 0.026 B605 CCISeismic fujitsu TA08025- 65.000 0.000 0.000 0.010 0.000 0.000 0.026 B605 CCISeismic raycap RDIDC- 65.000 0.000 0.000 0.003 0.000 0.000 0.008 9181-PF-48 CCISeismic tower mounts 65.000 0.000 0.000 0.239 0.000 0.000 0.604 Commscope MC-PK8-DSH CCISeismic(2)tower mounts 65.000 0.000 0.000 0.008 0.000 0.000 0.020 8'x 2"Mount Pipe CCISeismic(2)tower mounts 65.000 0.000 0.000 0.008 0.000 0.000 0.020 8'x 2"Mount Pipe tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 21 Description Elevation Offset Azimuth E,, Ehx Enz En From Angle Centroid ft ft K K K K CCISeismic(2)tower mounts 65.000 0.000 0.000 0.008 0.000 0.000 0.020 8'x 2"Mount Pipe CCISeismic nokia AEHC wl 75.000 0.000 0.000 0.016 0.000 0.000 0.052 Mount Pipe CCISeismic nokia AEHC wl 75.000 0.000 0.000 0.016 0.000 0.000 0.052 Mount Pipe CCISeismic nokia AEHC w/ 75.000 0.000 0.000 0.016 0.000 0.000 0.052 Mount Pipe CCISeismic commscope 75.000 0.000 0.000 0.021 0.000 0.000 0.071 FFW-65C-R3-V1 TMO w/ Mount Pipe CCISeismic commscope 75.000 0.000 0.000 0.021 0.000 0.000 0.071 FFVV-65C-R3-V1 TMO w/ Mount Pipe CCISeismic commscope 75.000 0.000 0.000 0.021 0.000 0.000 0.071 FFW-65C-R3-V1_TMO w/ Mount Pipe CCISeismic nokia AHLOA_T- 75.000 0.000 0.000 0.012 0.000 0.000 0.038 MOBILE CCISeismic nokia AHLOA_T- 75.000 0.000 0.000 0.012 0.000 0.000 0.038 MOBILE CCISeismic nokia AHLOA_T- 75.000 0.000 0.000 0.012 0.000 0.000 0.038 MOBILE CCISeismic nokia 75.000 0.000 0.000 0.010 0.000 0.000 0.032 AHFIG_TMO CCISeismic nokia 75.000 0.000 0.000 0.010 0.000 0.000 0.032 AHFIG_TMO CCISeismic nokia 75.000 0.000 0.000 0.010 0.000 0.000 0.032 AHFIG_TMO CCISeismic commscope HCS 75.000 0.000 0.000 0.000 0.000 0.000 0.001 2.0 CCISeismic commscope HCS 75.000 0.000 0.000 0.000 0.000 0.000 0.001 2.0 CCISeismic tower mounts T- 75.000 0.000 0.000 0.106 0.000 0.000 0.352 Arm Mount[TA 602-3] CCISeismic(5)andrew LDF5- 47.000 0.000 0.000 0.001 0.000 0.000 0.001 50A(7/8)From 0 to 49(45ft to49ft) CCISeismic(5)andrew LDF5- 40.000 0.000 0.000 0.002 0.000 0.000 0.002 50A(7/8)From 0 to 49(35ft to45ft) CCISeismic(5)andrew LDF5- 30.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 49(25ft to35ft) CCISeismic(5)andrew LDF5- 20.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 49(15ft to25ft) CCISeismic(5)andrew LDF5- 10.000 0.000 0.000 0.002 0.000 0.000 0.000 50A(7/8)From 0 to 49(5ft to15ft) CCISeismic(5)andrew LDF5- 2.500 0.000 0.000 0.001 0.000 0.000 0.000 50A(7/8)From 0 to 49(Oft to5ft) CCISeismic(2)commscope 47.000 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XXM(3/8) From 0 to 49(45ft to49ft) CCISeismic(2)commscope 40.000 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XXM(3/8) From 0 to 49(35ft to45ft) CCISeismic(2)commscope 30.000 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XXM(3/8) From 0 to 49(25ft to35ft) CCISeismic(2)commscope 20.000 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XXM(3/8) From 0 to 49(15ft to25ft) CCISeismic(2)commscope. 10.000 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XX M(3/8) From 0 to 49(5ft to15ft) tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 22 Description Elevation Offset Azimuth Ev Eh, Eta Eh • From Angle Centroid ft ft K K K K CCISeismic(2)commscope 2.500 0.000 0.000 0.000 0.000 0.000 0.000 RFFT-36SM-001-XXM(3/8) From 0 to 49(Oft to5ft) CCISeismic(2)rosenberger 47.000 0.000 0.000 0.001 0.000 0.000 0.001 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(45ft to49ft) CCISeismic(2)rosenberger 40.000 0.000 0.000 0.002 0.000 0.000 0.002 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(35ft to45ft) CCISeismic(2)rosenberger 30.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(25ft to35ft) CCISeismic(2)rosenberger 20.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(15ft to25ft) CCISeismic(2)rosenberger 10.000 0.000 0.000 0.002 0.000 0.000 0.000 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(5ft to15ft) CCISeismic(2)rosenberger 2.500 0.000 0.000 0.001 0.000 0.000 0.000 leoni WR-VG66ST- BRD_CCIV2(7/8)From 0 to 49(Oft to5ft) CCISeismic(4)andrew LDFS- 47.000 0.000 0.000 0.001 0.000 0.000 0.001 50A(7/8)From 0 to 49(45ft to49ft) CCISeismic(4)andrew LDFS- 40.000 0.000 0.000 0.002 0.000 0.000 0.002 50A(7/8)From 0 to 49(35ft to45ft) CCISeismic(4)andrew LDF5- 30.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 49(25ft to35ft) CCISeismic(4)andrew LDFS- 20.000 0.000 0.000 0.002 0.000 0.000 0.001 50A(7/8)From 0 to 49(15ft to25ft) CCISeismic(4)andrew LDF5- 10.000 0.000 0.000 0.002 0.000 0.000 0.000 50A(7/8)From 0 to 49(5ft to15ft) CCISeismic(4)andrew LDF5- 2.500 0.000 0.000 0.001 0.000 0.000 0.000 50A(718)From 0 to 49(Oft to5ft) CCISeismic(2)rosenberger 47.000 0.000 0.000 0.001 0.000 0.000 0.001 leoni WR-VG86ST-BRD(3/4) From 0 to 49(45ft to49ft) CCISeismic(2)rosenberger 40.000 0.000 0.000 0.002 0.000 0.000 0.002 leoni WR-VG86ST-BRD(3/4) From 0 to 49(35ft to45ft) CCISeismic(2)rosenberger 30.000 0.000 0.000 0.002 0.000 0.000 0.001 leoni WR-VG86ST-BRD(3/4) From 0 to 49(25ft to35ft) CCISeismic(2)rosenberger 20.000 0.000 0.000 0.002 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 49(15ft to25ft) CCISeismic(2)rosenberger 10.000 0.000 0.000 0.002 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 49(5ft tot 5ft) CCISeismic(2)rosenberger 2.500 0.000 0.000 0.001 0.000 0.000 0.000 leoni WR-VG86ST-BRD(3/4) From 0 to 49(Oft to5ft) CCISeismic miscl 2"Rigid 47.000 0.000 0.000 0.002 0.000 0.000 0.002 Conduit From 0 to 49(45ft to49ft) CCISeismic miscl 2"Rigid 40.000 0.000 0.000 0.004 0.000 0.000 0.004 Conduit From 0 to 49(35ft tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 23 Description Elevation Offset Azimuth E° En, En: Eh From Angle Centroid ft ft K K K K to45ft) CCISeismic miscl 2"Rigid 30.000 0.000 0.000 0.004 0.000 0.000 0.002 Conduit From 0 to 49(25ft to35ft) CCISeismic miscl 2"Rigid 20.000 0.000 0.000 0.004 0.000 0.000 0.001 • Conduit From 0 to 49(15ft to25ft) CCISeismic miscl 2"Rigid 10.000 0.000 0.000 0.004 0.000 0.000 0.000 Conduit From 0 to 49(5ft to15ft) CCISeismic miscl 2"Rigid 2.500 0.000 0.000 0.002 0.000 0.000 0.000 Conduit From 0 to 49(Oft to5ft) CCISeismic andrew ATCB- 48.500 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (45ft to52fl) CCISeismic andrew ATCB- 40.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (35ft to45ft) CCISeismic andrew ATCB- 30.000 0.000 0.000 0.000 0.000 0.000 0.000 601-040(5/16")From 0 to 52 (25ft to35ft) CCISeismic andrew ATCB 20.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (15ft to25ft) CCISeismic andrew ATCB- 10.000 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (5ft to15ft) CCISeismic andrew ATCB- 2.500 0.000 0.000 0.000 0.000 0.000 0.000 B01-040(5/16")From 0 to 52 (Oft to5ft) CCISeismic cui 50.000 0.000 0.000 0.003 0.000 0.000 0.005 CUI2PSM9P6XXX(1-1/2) From 0 to 65(45ft to55ft) CCISeismic cui 40.000 0.000 0.000 0.003 0.000 0.000 0.003 CU12PSM9P6XXX(1-1/2) From 0 to 65(35ft to45ft) CCISeismic cui 30.000 0.000 0.000 0.003 0.000 0.000 0.002 C U 12 P S M 9 P6XXX(1-1/2) From 0 to 65(25ft to35ft) CCISeismic cui 20.000 0.000 0.000 0.003 0.000 0.000 0.001 CU12PSM9P6XXX(1-1/2) From 0 to 65(15ft to25ft) CCISeismic cui 10.000 0.000 0.000 0.003 0.000 0.000 0.000 CU12PSM9P6XXX(1-1/2) From 0 to 65(5ft to15ft) CCISeismic cui 2.500 0.000 0.000 0.002 0.000 0.000 0.000 CU12PSM9P6XXX(1-1/2) From 0 to 65(Oft to5ft) CCISeismic(2)nokia HCS 50.000 0.000 0.000 0.005 0.000 0.000 0.007 2.0 Part 3(1-1/2)From 0 to 75 (45ft to55ft) CCISeismic(2)nokia HCS 40.000 0.000 0.000 0.005 0.000 0.000 0.005 2.0 Part 3(1-1/2)From 0 to 75 (35ft to45ft) CCISeismic(2)nokia HCS 30.000 0.000 0.000 0.005 0.000 0.000 0.003 2.0 Part 3(1-1/2)From 0 to 75 (25ft to35ft) CCISeismic(2)nokia HCS 20.000 0.000 0.000 0.005 0.000 0.000 0.001 2,0 Part 3(1-1/2)From 0 to 75 (15ft to25ft) CCISeismic(2)nokia HCS 10.000 0.000 0.000 0.005 0.000 0.000 0.000 2.0 Part 3(1-1/2)From 0 to 75 (5ft to15ft) CCISeismic(2)nokia HCS 2.500 0.000 0.000 0.002 0.000 0.000 0.000 2.0 Part 3(1-1/2)From 0 to 75 (Oft to5ft). tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 24 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft NNH4-65C-R6-HG w/Mount Pipe A From Leg 4.000 0.000 49.000 0.000 5.000 NNH4-65C-R6-HG w/Mount Pipe B From Leg 4.000 0.000 49.000 0.000 5.000 NNH4-65C-R6-HG w/Mount Pipe C From Leg 4.000 0.000 49.000 0.000 5.000 AEQK w/Mount Pipe A From Leg 4.000 0.000 49.000 0.000 7.000 AEQK w/Mount Pipe B From Leg 4.000 0.000 49.000 0.000 7.000 AEQK w/Mount Pipe C From Leg 4.000 0.000 49.000 0.000 7.000 AEQU w/Mount Pipe A From Leg 4.000 0.000 49.000 0.000 3.000 AEQU w/Mount Pipe B From Leg 4.000 0.000 49.000 0.000 3.000 AEQU w/Mount Pipe C From Leg 4.000 0.000 49.000 0.000 3.000 B25 RRH4X30-4R A From Leg 4.000 0.000 49.000 0.000 5.000 B25 RRH4X30-4R B From Leg 4.000 0.000 49.000 0.000 5.000 B25 RRH4X30-4R C From Leg 4.000 0.000 49.000 0.000 5.000 866A RRH4X45-4R A From Leg 4.000 0.000 49.000 0.000 5.000 B66A RRH4X45-4R B From Leg 4.000 0.000 49.000 0.000 5.000 B66A RRH4X45-4R C From Leg 4.000 0.000 49.000 0.000 5.000 RRH4X25-WCS-4R A From Leg 4.000 0.000 49.000 0.000 5.000 RRH4X25-WCS-4R B From Leg 4.000 0.000 49.000 0.000 5.000 RRH4X25-WCS-4R C From Leg 4.000 0.000 49.000 0.000 5.000 CMA-UBTULBULBHH/6517/17/21/21 wl Mount A From Leg 4.000 0.000 49.000 Pipe 0.000 5.000 CMA-UBTULBULBHH/6517/17/21/21 w/Mount B From Leg 4.000 0.000 49.000 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCi BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 25 Description Face Offset Offsets: Azimuth Placement or Type Holz Adjustment Leg Lateral Vert ft ft ft - - ft Pipe 0.000 5.000 CMA-UBTULBULBHH/651 7/1 712 1/21 w/Mount C From Leg 4.000 0.000 49.000 Pipe 0.000 5.000 (2)AHCA_CCIV3 A From Leg 4.000 0.000 49.000 0.000 6.000 AHCA_CCIV3 C From Leg 4.000 0.000 49.000 0.000 6.000 AHLBA_CCIV2 B From Leg 4.000 0.000 49.000 0.000 6.000 (2)AHLBA_CCIV2 C From Leg 4.000 0.000 49.000 0.000 6.000 (2)DC6-48-60-18-8F C From Leg 4,000 0.000 49.000 0.000 4.000 DC9-48-60-24-8C-EV A From Leg 4.000 0.000 49.000 0.000 4.000 F4P-12-1-10 C None 0.000 49.000 (4)10'x 2.875"Mount Pipe C From Leg 4.000 0.000 49.000 0.000 0.000 CMA-UBTULBULBHH/6516/16/21/21 wl Mount A From Leg 4.000 0.000 65.000 Pipe 0.000 0.000 MX08FRO665-21 w/Mount Pipe B From Leg 4.000 0.000 65.000 0.000 0.000 MX08FRO665-21 w/Mount Pipe C From Leg 4,000 0.000 65.000 0.000 0.000 TA08025-8604 A From Leg 4.000 0.000 65.000 0.000 0.000 TA08025-B604 B From Leg 4.000 0.000 65.000 0.000 0.000 TA08025-B604 C From Leg 4.000 0.000 65.000 0.000 0.000 TA08025-B605 A From Leg 4.000 0.000 65.000 0.000 0.000 TA08025-8605 B From Leg 4.000 0.000 65.000 0.000 0.000 TA08025-8605 C From Leg 4.000 0.000 65.000 0.000 0.000 RDIDC-9181-PF-48 A From Leg 4.000 0.000 65.000 0.000 0.000 Commscope MC-PK8-DSH C None 0.000 65.000 (2)8'x 2"Mount Pipe A From Leg 4.000 0.000 65.000 0.000 0.000 (2)8'x 2"Mount Pipe B From Leg 4.000 0.000 65.000 0.000 0.000 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 26 Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft (2)8'x 2"Mount Pipe C From Leg 4.000 0.000 65.000 0.000 0.000 AEHC w/Mount Pipe A From Leg 4.000 0.000 75.000 0.000 0.000 AEHC w/Mount Pipe B From Leg 4.000 0.000 75.000 0.000 0.000 AEHC w/Mount Pipe C From Leg 4.000 0.000 75.000 0.000 0.000 FFVV-65C-R3-V1_TMO WI Mount Pipe A From Leg 4.000 0.000 75.000 0.000 0.000 FFVV-65C-R3-V1_TMO w/Mount Pipe B From Leg 4.000 0.000 75.000 0.000 0.000 FFVV-65C-R3-V1_TMO w/Mount Pipe C From Leg 4.000 0.000 75.000 0.000 0.000 AHLOA_T-MOBILE A From Leg 4.000 0.000 75.000 0.000 0.000 AHLOA_T-MOBILE B From Leg 4.000 0.000 75.000 0.000 0.000 AHLOA_T-MOBILE C From Leg 4.000 0.000 75.000 0.000 0.000 AHFIG_TMO A From Leg 4.000 0.000 75.000 0.000 0.000 AHFIG_TMO B From Leg 4.000 0.000 75.000 0.000 0.000 AHFIG_TMO C From Leg 4.000 0.000 75.000 0.000 0.000 HCS 2.0 A From Leg 4.000 0.000 75.000 0.000 0.000 HCS 2.0 B From Leg 4.000 0.000 75.000 0.000 0.000 T-Arm Mount[TA 602-3] C None 0.000 75.000 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 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 27 Comb. Description No. 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2Dead+1.0Wind90 deg-NoIce 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 0.9Dead+1.0Wind150 deg-NoIce 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 0.9Dead+1.0Wind210 deg-NoIce 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 Wnd 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 1.2 Dead+1.0 Ice+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+1.0 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+1.0 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+W nd 330 deg-Service 51 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 52 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 53 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 54 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 55 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 56 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 57 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 58 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 59 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 60 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 61 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 62 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 63 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 64 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 68 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 69 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 71 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 72 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 73 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 74 0.9 Dead-1.0 Ev+1.0 Eh 330 deg tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 28 Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft bp-ft L1 76-71 Pole Max Tension 48 0.000 -0.000 -0.000 Max.Compression 26 -5.931 -0.085 0.070 Max.Mx 8 -2.642 -6.782 -0.008 Max.My 2 -2.637 0.017 6.815 Max.Vy 20 -1.732 6.780 0.008 Max.Vx 14 1.740 0.001 -6.813 Max.Torque 24 -0.062 L2 71 -66 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -6.367 -0.039 0.070 Max.Mx 20 -2.954 15.667 0.017 Max.My 14 -2.950 0.003 -15.741 Max.Vy 20 -1.823 15.667 0.017 Max.Vx 14 1.832 0.003 -15.741 Max.Torque 12 0.062 L3 66-61 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -12.606 0.045 0.865 Max.Mx 20 -6.416 31.700 0.304 Max.My 2 -6.397 0.071 32.699 Max.Vy 20 -3.583 31.700 0.304 Max.Vx 14 3.740 0.017 -32.107 Max.Torque 20 -0.301 L4 61 -56 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 28 -13.054 0.141 0.859 Max.Mx 20 -6.754 49.780 0.309 Max.My 2 -6.737 0.107 51.552 Max.Vy 20 -3.651 49.780 0.309 Max.Vx 14 3.809 0.035 -50.973 Max.Torque 20 -0.301 L5 56-55 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -13.144 0.160 0.857 Max.Mx 20 -6.823 53.434 0.310 Max.My 2 -6.805 0.114 55.360 Max.Vy 20 -3.663 53.434 0.310 Max.Vx 14 3.821 0.038 -54.785 Max.Torque 20 -0.300 L6 55-50 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -13.439 0.257 0.838 Max.Mx 20 -7.037 71.783 0.311 Max.My 2 -7.024 0.151 74.474 Max.Vy 20 -3.689 71.783 0.311 Max.Vx 14 3.844 0.058 -73.916 Max.Torque 20 -0.300 L7 50-45.5 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -28.461 4.269 -0.933 Max.Mx 20 -15.085 113.583 -0.700 Max.My 14 -15.066 1.950 -115.566 Max.Vy 20 -7.415 88.764 -0.652 Max.Vx 14 7.583 1.884 -90.156 Max.Torque 14 -0.961 L8 45.5-45.25 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -28.511 4.284 -0.938 Max.Mx 20 -15.132 115.412 -0.704 Max.My 14 -15.113 1.954 -117.440 Max.Vy 8 7.339 -111.715 -0.593 Max.Vx 14 7.500 1.954 -117.440 Max.Torque 14 -0.958 L9 45.25- Pole Max Tension 1 0.000 0.000 b.000 40.25 Max.Compression 26 -29.497 4.441 -1.018 Max.Mx 20 -15.810 152.199 -0.770 Max.My 14 -15.792 2.038 -155.179 Max.Vy 8 7.448 -148.652 -0.562 Max.Vx 14 7.603 2.038 -155.179 Max.Torque 14 -0.958 L10 40.25- Pole Max Tension 1 0.000 0.000 0.000 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 29 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft lop-ft 35.25 Max.Compression 26 -30.500 4.586 -1.097 Max.Mx 20 -16.508 189.371 -0.836 Max.My 14 -16.491 2.116 -193.371 Max.Vy 8 7.543 -186.084 -0.530 Max.Vx 14 7.689 2.116 -193.371 Max.Torque 14 -0.957 L11 35.25-31 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -30.755 4.619 -1.116 Max.Mx 20 -16.687 198.716 -0.852 Max.My 14 -16.670 2.134 -202.985 Max.Vy 8 7.567 -195.515 -0.522 Max.Vx 14 7.712 2.134 -202.985 Max.Torque 14 -0.957 L12 31 -29 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -32.220 4.749 -1.194 Max.Mx 20 -17.757 236.373 -0.917 Max.My 14 -17.740 2.207 -241.832 Max.Vy 8 7.688 -233.649 -0.489 Max.Vx 14 7.826 2.207 -241.832 Max.Torque 14 -0.957 L13 29-24 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -33.248 4.864 -1.268 Max.Mx 20 -18.489 274.223 -0.980 Max.My 14 -18.474 2.275 -281.055 Max.Vy 8 7.756 -272.199 -0.456 Max.Vx 14 7.885 2.275 -281.055 Max.Torque 14 -0.956 L14 24-19 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -34.288 4.964 -1.340 Max.Mx 20 -19.237 312.164 -1.041 Max.My 14 -19.224 2.338 -320.561 Max.Vy 8 7.820 -311.075 -0.422 Max.Vx 14 7.940 2.338 -320.561 Max.Torque 14 -0.956 L15 19-14 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -35.338 5.047 -1.408 Max.Mx 8 -19.993 -350.266 -0.388 Max.My 14 -19.988 2.396 -360.340 Max.Vy 8 7.883 -350.266 -0.388 Max.Vx 14 7.994 2.396 -360.340 Max.Torque 14 -0.956 L16 14-9 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -36.420 5.111 -1.474 Max.Mx 8 -20.768 -389.784 -0.353 Max.My 14 -20.765 2.449 -400.400 Max.Vy 8 7.951 -389.784 -0.353 Max.Vx 14 8.054 2.449 -400.400 Max.Torque 14 -0.955 L17 9-8.5 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -36.539 5.116 -1.482 Max.Mx 8 -20.849 -393.755 -0.349 Max.My 14 -20.846 2.454 -404.423 Max.Vy 8 7.953 -393.755 -0.349 Max.Vx 14 8.054 2.454 -404.423 Max.Torque 14 -0.955 L18 8.5-8.25 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -36.599 5.119 -1.485 Max.Mx 8 -20.890 -395.743 -0.348 Max.My 14 -20.887 2.456 -406.436 Max.Vy 8 7.956 -395.743 -0.348 Max.Vx 14 8.055 2.456 -406.436 Max.Torque 14 -0.955 L19 8.25-3.25 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -37.682 5.106 -1.546 Max.Mx 8 -21.671 -435.700 -0.313 Max.My 14 -21.670 2.504 -446.888 Max.Vy 8 8.044 -435.700 -0.313 Max.Vx 14 8.137 2.504 -446.888 tnxTawer Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 30 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Torque 14 -0.955 L20 3.25-0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -38.350 5.092 -1.580 Max.Mx 8 -22.190 -461.884 -0.290 Max.My 14 -22.190 2.534 -473.376 Max.Vy 8 8.094 -461.884 -0.290 Max.Vx 14 8.184 2.534 -473.376 Max.Torque 14 -0.955 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 33 38.350 0.001 -1.206 Max.H. 20 22.195 7.800 -0.009 Max.H. 2 22.195 -0.009 8.132 Max.M. 2 470.082 -0.009 8.132 Max.M. 8 461.884 -8.081 0.009 Max.Torsion 2 0.952 -0.009 8.132 Min.Vert 56 14.130 -3.444 1.988 Min.H. 8 22.195 -8.081 0.009 Min.Hi 14 22.195 0.009 -8.171 Min.M. 14 -473.376 0.009 -8.171 Min.M. 20 -457.894 7.800 -0.009 Min.Torsion 14 -0.955 0.009 -8.171 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment M. Moment,MM K K K kip-ft kip-ft _kip-ft Dead Only 18.496 -0.000 0.000 0.631 1.668 0.000 1.2 Dead+1.0 Wind 0 deg- 22.195 0.009 -8.132 -470.082 1.562 -0.952 No Ice 0.9 Dead+1.0 Wind 0 deg- 16.646 0.009 -8.132 -460.462 1.007 -0.941 No Ice 1.2 Dead+1.0 Wind 30 deg- 22.195 4.008 -7.053 -408.633 -229.612 -0.735 No Ice 0.9 Dead+1.0 Wind 30 deg- 16.646 4.008 -7.053 -400.304 -225.356 -0.725 No Ice 1.2 Dead+1.0 Wind 60 deg- 22.195 7.145 -4.200 -239.523 -405.029 -0.388 No Ice - 0.9 Dead+1.0 Wind 60 deg- 16.646 7.145 -4.200 -234.754 -397.177 -0.381 No Ice 1.2 Dead+1.0 Wind 90 deg- 22.195 8.081 -0.009 0.290 -461.884 0.172 No Ice 0.9 Dead+1.0 VMnd 90 deg- 16.646 8.081 -0.009 0.088 -452.810 0.173 No Ice 1.2 Dead+1.0 Wind 120 deg 22.195 6.882 4.038 235.727 -396.738 0.623 -No Ice 0.9 Dead+1.0 Wind 120 deg 16.646 6.882 4.038 230.610 -388.993 0.618 -No Ice 1.2 Dead+1.0 Wind 150 deg 22.195 3.967 7.001 408.158 -227.881 0.910 -No Ice 0.9 Dead+1.0 Wind 150 deg 16.646 3.967 7.001 399.441 -223.653 0.901 -No Ice 1.2 Dead+1.0 Wind 180 deg 22.195 -0.009 8.171 473.376 2.534 0.955 -No Ice 0.9 Dead+1.0 Wind 180 deg 16.646 -0.009 8.171 463.312 1.963 0.944 -No Ice tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 31 Load Vertical Shear, Shears Overturning Overturning Torque Combination Moment, M, Moment,MM K K K kip-ft kip-ft kip-R 1.2 Dead+1.0 Wind 210 deg 22.195 -3.986 7.015 408.654 232.825 0.743 -No Ice 0.9 Dead+1.0 Wind 210 deg 16.646 -3.986 7.015 399.928 227.457 0.733 -No Ice 1.2 Dead+1.0 Wind 240 deg 22.195 -7.072 4.158 239.888 407.070 0.393 -No Ice 0.9 Dead+1.0 Wind 240 deg 16.646 -7.072 4.158 234.713 398.115 0.386 -No Ice 1.2 Dead+1.0 Wind 270 deg 22.195 -7.800 0.009 1.261 457.894 -0.174 -No Ice 0.9 Dead+1.0 Wind 270 deg 16.646 -7.800 0.009 1.044 447.782 -0.175 -No Ice 1.2 Dead+1.0 Wind 300 deg 22.195 -6.759 -3.967 -231.968 397.010 -0.630 -No Ice 0.9 Dead+1.0 Wind 300 deg 16.646 -6.759 -3.967 -227.292 388.177 -0.626 -No Ice 1.2 Dead+1.0 Wind 330 deg 22.195 -3.884 -6.857 -402.026 229.333 -0.914 -No Ice 0.9 Dead+1.0 Wind 330 deg 16.646 -3.884 -6.857 -393.773 224.005 -0.905 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 38.350 -0.000 0.000 1.580 5.092 0.001 1.2 Dead+1.0 Wind 0 38.350 0.001 -1.205 -77.081 5.058 -0.173 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 38.350 0.596 -1.044 -66.613 -33.748 -0.132 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 38.350 1.069 -0.625 -38.556 -63.416 -0.063 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 38.350 '1.198 -0.001 1.532 -72.678 0.036 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 38.350 1.029 0.601 40.868 -62.036 0.118 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 38.350 0.594 1.041 69.673 -33.622 0.169 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 38.350 -0.001 1.206 80.320 5.16..5 0.175 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 38.350 -0.595 1.042 69.730 43.940 0.134 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 38.350 -1.061 0.620 41.597 73.416 0.065 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 38.350 -1.182 0.001 1.639 82.438 -0.034 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 38.350 -1.023 -0.597 -37.571 72.041 -0.116 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 38.350 -0.590 -1.035 -66.293 43.724 -0.167 deg+1.0 Ice+1.0 Temp Dead+Wnd 0 deg-Service 18.496 0.003 -2.974 -169.689 1.506 -0.356 Dead+Wind 30 deg-Service 18.496 1.464 -2.577 -147.314 -82.067 -0.276 Dead+Wind 60 deg-Service 18.496 2.610 -1.534 -86.186 -145.457 -0.146 Dead+Wind 90 deg-Service 18.496 2.953 -0.003 0.463 -166.023 0.063 Dead+Wind 120 deg- 18.496 2.518 1.477 85.626 -142.630 0.232 Service Dead+Wind 150 deg- 18.496 1.452 2.561 148.001 -81.529 0.339 Service Dead+Wind 180 deg- 18.496 -0.003 2.985 171.425 1.852 0.356 Service Dead+Wind 210 deg- 18.496 -1.458 2.566 148.177 85.189 0.278 Service Dead+Wind 240 deg- 18.496 -2.584 1.519 87.051 148.110 0.147 Service Dead+Wind 270 deg- 18.496 -2.859 0.003 0.809 166.769 -0.063 Service Dead+Wind 300 deg- 18.496 -2.481 -1.455 -83.706 144.866 -0.233 Service Dead+Wind 330 deg- 18.496 -1.423 -2.512 -145.188 83.998 -0.340 Service 1.2 Dead+1,0 Ev+1.0 Eh 0 24.711 -0.000 -3.976 -257.838 2.095 -0.026 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 14.130 -0.000 -3.976 -247.433 1.473 -0.018 deg tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 32 Load Vertical Shear.:,--. . Shear, Overturning Overturning Torque Combination Moment, M, Moment,M, K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Ev+1.0 Eh 30 24.711 1.988 -3.444 -223.193 -127.220 -0.024 deg 0.9 Dead-1.0 Ev+1.0 Eh 30 14.130 1.988 -3.444 -214.212 -122.526 -0.017 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 24.711 3.444 -1.988 -128.528 -221.886 -0.015 deg 0.9 Dead-1.0 Ev+1.0 Eh 60 14.130 3.444 -1.988 -123.439 -213.299 -0.011 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 24.711 3.976 0.000 0.787 -256.532 -0.002 deg 0.9 Dead-1.0 Ev+1.0 Eh 90 14.130 3.976 0.000 0.560 -246.521 -0.002 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 24.711 3.444 1.988 130.102 -221.885 0.011 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 14.130 3.444 1.988 124.559 -213.299 0.008 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 24.711 1.988 3.444 224.766 -127.219 0.021 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 14.130 1.988 3.444 215.331 -122.525 0.015 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 24.711 -0.000 3.976 259.410 2.095 0.026 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 14.130 -0.000 3.976 248.552 1.473 0.019 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 24.711 -1.988 3.444 224.763 131.408 0.024 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 14.130 -1.988 3.444 215.330 125.47'0 0.017 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 24.711 -3.444 1.988 130.099 226.071 0.015 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 14.130 -3.444 1.988 124.557 216.242 0.011 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 24.711 -3.976 0.000 0.787 260.716 0.003 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 14.130 -3.976 0.000 0.560 249.464 0.002 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 24.711 -3.444 -1.988 -128.526 226.0'71 -0.011 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 14.130 -3.444 -1.988 -123.437 216.243 -0.008 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 24.711 -1.988 -3.444 -223.191 131.408 -0.021 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 14.130 -1.988 -3.444 -214.210 125.471 -0.015 deg Solution Summary Sum of Applied Forces Sum of Reactions - Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -18.496 0.000 0.000 18.496 -0.000 0.000% 2 0.009 -22.195 -8.132 -0.009 22.195 8.132 0.000% 3 0.009 -16.646 -8.132 -0.009 16.646 8.132 0.000% 4 4.008 -22.195 -7.053 -4.008 22.195 7.053 0.000% 5 4.008 -16.646 -7.053 -4.008 16.646 7.053 0.000% 6 7.145 -22.195 -4.200 -7.145 22.195 4.200 0.000% 7 7.145 -16.646 -4.200 -7.145 16.646 4.200 0.000% 8 8.081 -22.195 -0.009 -8.081 22.195 0.009 0.000% 9 8.081 -16.646 -0.009 -8.081 16.646 0.009 0.000% 10 6.882 -22.195 4.038 -6.882 22.195 -4.038 0.000% 11 6.882 -16.646 4.038 -6.882 16.646 -4.038 0.000% 12 3.967 -22.195 7.001 -3.967 22.195 -7.001 0.000% 13 3.967 -16.646 7.001 -3.967 16.646 -7.001 0.000% 14 -0.009 -22.195 8.171 0.009 22.195 -8.171 0.000% 15 -0.009 -16.646 8.171 0.009 16.646 -8.171 0.000% 16 -3.986 -22.195 7.015 3.986 22.195 -7.015 0.000% tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 33 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 17 -3.986 -16.646 7.015 3.986 16.646 -7.015 0.000%� 18 -7.072 -22.195 4.158 7.072 22.195 -4.158 0.000% 19 -7.072 -16.646 4.158 7.072 16.646 -4.158 0.000% 20 -7.800 -22.195 0.009 7.800 22.195 -0.009 0.000% 21 -7.800 -16.646 0.009 7.800 16.646 -0.009 0.000% 22 -6.759 -22.195 -3.967 6.759 22.195 3.967 0.000% 23 -6.759 -16.646 -3.967 6.759 16.646 3.967 0.000% 24 -3.884 -22.195 -6.857 3.884 22.195 6.857 0.000% 25 -3.884 -16.646 -6.857 3.884 16.646 6.857 0.000% 26 0.000 -38.350 0.000 0.000 38.350 -0.000 0.000% 27 0.001 -38.350 -1.205 -0.001 38.350 1.205 0.000% 28 0.596 -38.350 -1.044 -0.596 38.350 1.044 0.000% 29 1.069 -38.350 -0.625 -1.069 38.350 0.625 0.000% 30 1.198 -38.350 -0.001 -1.198 38.350 0.001 0.000% 31 1.029 -38.350 0.601 -1.029 38.350 -0.601 0.000% 32 0.594 -38.350 1.041 -0.594 38.350 -1.041 0.000% 33 -0.001 -38.350 1.206 0.001 38.350 -1.206 0.000% 34 -0.595 -38.350 1.042 0.595 38.350 -1.042 0.000% 35 -1.061 -38.350 0.620 1.061 38.350 -0.620 0.000% 36 -1.182 -38.350 0.001 1.182 38.350 -0.001 0.000% 37 -1.023 -38.350 -0.597 1.023 38.350 0.597 0.000% 38 -0.590 -38.350 -1.035 0.590 38.350 1.035 0.000% 39 0.003 -18.496 -2.974 -0.003 18.496 2.974 0.000% 40 1.464 -18.496 -2.577 -1.464 18.496 2.577 0.000% 41 2.610 -18.496 -1.534 -2.610 18.496 1.534 0.000% 42 2.953 -18.496 -0.003 -2.953 18.496 0.003 0.000% 43 2.518 -18.496 1.477 -2.518 18.496 -1.477 0.000% 44 1.452 -18.496 2.561 -1.452 18.496 -2.561 0.000% 45 -0.003 -18.496 2.985 0.003 18.496 -2.985 0.000% 46 -1.458 -18.496 2.566 1.458 18.496 -2.566 0.000% 47 -2.584 -18.496 1.519 2.584 18.496 -1.519 0.000% 48 -2.859 -18.496 0.003 2.859 18.496 -0.003 0.000% 49 -2.481 -18.496 -1.455 2.481 18.496 1.455 0.000% 50 -1.423 -18.496 -2.512 1.423 18.496 2.512 0.000% 51 0.000 -24.711 -3.976 0.000 24.711 3.976 0.000% 52 0.000 -14.130 -3.976 0.000 14.130 3.976 0.000% 53 1.988 -24.711 -3.444 -1.988 24.711 3.444 0.000% 54 1.988 -14.130 -3.444 -1.988 14.130 3.444 0.000% 55 3.444 -24.711 -1.988 -3.444 24.711 1.988 0.000% 56 3.444 -14.130 -1.988 -3.444 14.130 1.988 0.000% 57 3.976 -24.711 0.000 -3.976 24.711 -0.000 0.000% 58 3.976 -14.130 0.000 -3.976 14.130 0.000 0.000% 59 3.444 -24.711 1.988 -3.444 24.711 -1.988 0.000% 60 3.444 -14.130 1.988 -3.444 14.130 -1.988 0.000% 61 1.988 -24.711 3.444 -1.988 24.711 -3.444 0.000% 62 1.988 -14.130 3.444 -1.988 14.130 -3.444 0.000% 63 0.000 -24.711 3.976 0.000 24.711 -3.976 0.000% 64 0.000 -14.130 3.976 0.000 14.130 -3.976 0.000% 65 -1.988 -24.711 3.444 1.988 24.711 -3.444 0.000% 66 -1.988 -14.130 3.444 1.988 14.130 -3.444 0.000% 67 -3.444 -24.711 1.988 3.444 24.711 -1.988 0.000% 68 -3.444 -14.130 1.988 3.444 14.130 -1.988 0.000% 69 -3.976 -24.711 0.000 3.976 24.711 -0.000 0.000% 70 -3.976 -14.130 0.000 3.976 14.130 0.000 0.000% 71 -3.444 -24.711 -1.988 3.444 24.711 1.988 0.000% 72 -3.444 -14.130 -1.988 3.444 14.130 1.988 0.000% 73 -1.988 -24.711 -3.444 1.988 24.711 3.444 0.000% 74 -1.988 -14.130 -3.444 1.988 14.130 3.444 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of f Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000773 2 Yes 6 0.00000001 0.00023616 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 34 3 Yes 6 0.00000001 0.00009173 4 Yes 7 0.00000001 0.00010649 5 Yes 6 0.00000001 0.00038719 6 Yes 7 0.00000001 0.00012147 7 Yes 6 0.00000001 0.00044321 - 8 Yes 5 0.00000001 0.00043102 9 Yes 5 0.00000001 0.00022134 10 Yes 7 0.00000001 0.00012123 11 Yes 6 0.00000001 0.00044309 - 12 Yes 7 0.00000001 0.00010518 13 Yes 6 0.00000001 0.00038172 14 Yes 6 0.00000001 0.00024323 15 Yes 6 0.00000001 0.00009427 16 Yes 7 0.00000001 0.00013003 17 Yes 6 0.00000001 0.00047198 18 Yes 7 0.00000001 0.00011539 19 Yes 6 0.00000001 0.00041585 20 Yes 5 0.00000001 0.00047245 21 Yes 5 0.00000001 0.00024259 22 Yes 7 0.00000001 0.00010913 23 Yes 6 0.00000001 0.00039477 24 Yes 7 0.00000001 0.00012891 25 Yes 6 0.00000001 0.00047008 26 Yes 4 0.00000001 0.00093797 27 Yes 6 0.00000001 0.00038304 28 Yes 6 0.00000001 0.00037806 29 Yes 6 0.00000001 0.00037241 30 Yes 6 0.00000001 0.00033790 31 Yes 6 0.00000001 0.00037833 32 Yes 6 0.00000001 0.00038939 33 Yes 6 0.00000001 0.00039477 34 Yes 6 0.00000001 0.00045413 35 Yes 6 0.00000001 0.00045650 36 Yes 6 0.00000001 0.00041313 37 Yes 6 0.00000001 0.00044103 38 Yes 6 0.00000001 0.00044126 39 Yes 5 0.00000001 0.00024620 40 Yes 5 0.00000001 0.00037094 41 Yes 5 0.00000001 0.00048469 42 Yes 4 0.00000001 0.00080471 43 Yes 5 0.00000001 0.00050351 44 Yes 5 0.00000001 0.00037455 45 Yes 5 0.00000001 0.00025122 46 Yes 5 0.00000001 0.00058181 47 Yes 5 0.00000001 0.00043572 48 Yes 4 0.00000001 0.00084823 49 Yes 5 0.00000001 0.00040473 50 Yes 5 0.00000001 0.00058258 51 Yes 5 0.00000001 0.00018221 52 Yes 4 0.00000001 0.00078726 - 53 Yes 6 0.00000001 0.00034433 54 Yes 5 0.00000001 0.00085469 55 Yes 6 0.00000001 0.00034939 56 Yes 5 0.00000001 0.00086449 - 57 Yes 5 0.00000001 0.00013139 58 Yes 4 0.00000001 0.00066137 59 Yes 6 0.00000001 0.00035495 60 Yes 5 0.00000001 0.00087471 61 Yes 6 0.00000001 0.00034995 62 Yes 5 0.00000001 0.00086531 63 Yes 5 0.00000001 0.00018434 64 Yes 4 0.00000001 0.00079496 65 Yes 6 0.00000001 0.00037665 66 Yes 5 0.00000001 0.00091504 67 Yes 6 0.00000001 0.00037153 68 Yes 5 0.00000001 0.00090514 69 Yes 5 0.00000001 0.00013512 70 Yes 4 0.00000001 0.00068361 71 Yes 6 0.00000001 0.00036575 72 Yes 5 0.00000001 0.00089462 73 Yes 6 0.00000001 0.00037065 74 Yes 5 0.00000001 0.00090388 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 35 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load - ft in Comb. ° L1 76-71 16.026 46 1.823 0.007 L2 71 -66 14.120 46 1.818 0.008 L3 66-61 12.226 46 1.797 0.008 L4 61 -56 10.367 47 1.756 0.008 L5 56-55 8.569 47 1.681 0.008 L6 55-50 8.220 - 47 1.662 0.008 L7 50-45.5 6.618 47 1.399 0.008 L8 45.5-45.25 5.429 47 1.112 0.005 L9 45.25-40.25 5.371 47 1.107 0.005 L10 40.25-35.25 4.269 47 0.997 0.004 L11 35.25-31 3.287 47 0.877 0.003 L12 34-29 3.062 47 0.847 0.003 L13 29-24 2.213 47 0.756 0.003 L14 24-19 1.492 47 0.621 0.002 L15 19-14 0.915 47 0.482 0.002 L16 14-9 0.483 47 0.344 0.001 L17 9-8.5 0.194 47 0.209 0.001 L18 8.5-8.25 0.173 47 0.196 0.001 L19 8.25-3.25 0.163 47 0.190 0.001 L20 3.25-0 0.025 47 0.074 0.000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature -... ft Comb. in 0•__ ft 75.000 AEHC w/Mount Pipe 46 15.645 1.822 0.007 23041 73.500 CCISeismic Tower Section 1-1 46 15.072 1.821 0.008 23041 68.500 CCISeismic Tower Section 2-1 46 13.170 1.810 0.008 14354 65.000 CMA- 47 11.850 1.791 0.008 7965 UBTU LBULBHH/6516/16/21/21 w/Mount Pipe 63.500 CCISeismic Tower Section 3-1 47 11.291 1.780 0.008 6353 58.500 CCISeismic Tower Section 4-1 47 9.459 1.722 0.008 3392 55.500 CCISeismic Tower Section 5-1 47 8.394 1.673 0.008 1771 52.500 CCISeismic Tower Section 6-1 47 7.386 1.564 0.008 1151 50.000 CCISeismic cui 47 6.618 1.399 0.008 1003 CUI2PSM9P6XXX(1-1/2)From 0 to 65(45ft to55ft) 49.000 NNH4-65C-R6-HG w/Mount 47 6.331 1.321 0.008 990 Pipe 48.500 CCISeismic andrew ATCB-B01- 47 6.193 1.281 0.007 996 040(5/16")From 0 to 52(45ft to52ft) 47.750 CCISeismic Tower Section 7-1 47 5.990 1.225 0.007 1023 47.000 CCISeismic(5)andrew LDF5- 47 5.796 1.175 0.006 1076 50A(7/8)From 0 to 49(45ft to49ft) 45.375 CCISeismic Tower Section 8-1 47 5.400 1.109 0.005 1334 42.750 CCISeismic Tower Section 9-1 47 4.806 1.055 0.005 2125 40.000 CCISeismic(5)andrew LDF5- 47 4.217 0.991 0.004 2467 50A(7/8)From 0 to 49(35ft to45ft) 37.750 CCISeismic Tower Section 10-1 47 3.762 0.938 0.004 2452 33.125 CCISeismic Tower Section 11-1 47 2.906 0.830 0.003 2992 31.500 CCISeismic Tower Section 12-1 47 2.625 0.801 0.003 2815 30.000 CCISeismic(5)andrew LDF5- 47 2.374 0.776 0.003 2518 50A(7/8)From 0 to 49(25ft tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis COI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 36 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb, in ft to35ft) 26.500 CCISeismic Tower Section 13-1 47 1.835 0.693 0.002 2130 21.500 CCISeismic Tower Section 14-1 47 1.186 0.550 0.002 2076 20.000 CCISeismic(5)andrew LDF5- 47 1.019 0.510 0.002 2071 50A(7/8)From 0 to 49(15ft to25ft) 16.500 CCISeismic Tower Section 15-1 47 0.681 0.413 0.001 2078 11.500 CCISeisnic Tower Section 16-1 47 0.321 0.277 0.001 2157 10.000 CCISeismic(5)andrew LDF5- 47 0.241 0.236 0.001 2223 50A(7/8)From 0 to 49(5ft tot 5ft) 8.750 CCISeismic Tower Section 17-1 47 0.184 0.202 0.001 2284 8.375 CCISeismic Tower Section 18-1 47 0.168 0.193 0.001 2301 5.750 CCISeismic Tower Section 19-1 47 0.078 0.133 0.000 2359 2.500 CCISeismic(5)andrew LDF5- 47 0.016 0.057 0.000 2420 50A(7/8)From 0 to 49(Oft to5ft) 1.625 CCISeismic Tower Section 20-1 47 0.009 0.037 0.000 2420 Maximum Tower Deflections - Design Wind Section Elevation Norz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 76-71 44.353 14 5.056 0.020 L2 71 -66 39.069 14 5.042 0.020 L3 66-61 33.821 14 4.985 0.021 L4 61 -56 28.661 14 4.868 0.021 L5 56-55 23.672 14 4.656 0.021 L6 55-50 22.703 14 4.602 0.021 L7 50-45.5 18.273 14 3.861 0.021 L8 45.5-45.25 14.993 14 3.071 0.014 L9 45.25-40.25 14.832 14 3.057 0.014 L10 40.25-35.25 11.788 14 2.755 0.012 L11 35.25-31 9.077 14 2.425 0.009 L12 34-29 8.453 14 2.342 0.009 L13 29-24 6.108 14 2.089 0.007 L14 24-19 4.118 14 1.714 0.006 L15 19-14 2.525 14 1.331 0.004 L16 14-9 1.333 14 0.949 0.003 L17 9-8.5 0.536 14 0.577 0.002 L18 8.5-8.25 0.477 14 0.541 0.002 L19 8.25-3.25 0.449 14 0.525 0.001 L20 3.25-0 0.069 14 0.204 0.001 - Critical Deflections and Radius of Curvature - Design Wind ] Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 75.000 AEHC w/Mount Pipe 14 43.295 5.055 0.020 8318 73.500 CCISeismic Tower Section 1 -1 14 41.709 5.053 0.020 8318 68.500 CCISeismic Tower Section 2-1 14 36.438 5.020 0.020 5209 65.000 CMA- 14 32.780 4.968 0.021 2911 U BTU L BU LB H H/6516116/21121 w/Mount Pipe 63.500 CCISeismic Tower Section 3-1 14 31.225 4.937 0.021 2327 58.500 CCISeismic Tower Section 4-1 14 26.140 4.771 0.021 1241 55.500 CCISeismic Tower Section 5-1 14 23.185 4.632 0.021 646 52.500 CCISeismic Tower Section 6-1 14 20.394 4.322 0.022 419 50.000 CCISeismic cui 14 18.273 3.861 0.021 363 CUI2PSM9P6XXX(1-1/2)From 0 to 65(45ft to55ft) tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 37 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 ft 49.000 NNH4-65C-R6-HG w/Mount 14 17.481 3.643 0.020 360 Pipe 48.500 CCISeismic andrew ATC8-B01- 14 17.098 3.534 0.019 363 040(5/16")From 0 to 52(45ft to52ft) 47.750 CCISeismic Tower Section 7-1 14 16.541 3.380 0.018 374 47.000 CCISeismic(5)andrew LDF5- 14 16.004 3.245 0.016 394 50A(7f8)From 0 to 49(45ft to49ft) 45.375 CCISeismic Tower Section 8-1 14 14.912 3.064 0.014 491 42.750 CCISeismic Tower Section 9-1 14 13.272 2.916 0.013 780 40.000 CCISeismic(5)andrew LDF5- 14 11.645 2.739 0.011 901 50A(7/8)From 0 to 49(35ft to45ft) 37.750 CCISeismic Tower Section 10-1 14 10.389 2.592 0.010 894 33.125 CCISeismic Tower Section 11-1 14 8.024 2.292 0.009 1087 31.500 CCISeismic Tower Section 12-1 14 7.246 2.214 0.008 1022 30.000 CCISeismic(5)andrew LDF5- 14 6.553 2.143 0.008 913 50A(7/8)From 0 to 49(25ft to35ft) 26.500 CCISeismic Tower Section 13-1 14 5.064 1.915 0.007 772 21.500 CCISeismic Tower Section 14-1 14 3.272 1.520 0.005 751 20.000 CCISeismic(5)andrew LDF5- 14 2.812 1.407 0.004 750 50A(7/8)From 0 to 49(15ft to25ft) 16.500 CCISeismic Tower Section 15-1 14 1.879 1.139 0.003 752 11.500 CCISeismic Tower Section 16-1 14 0.886 0.763 0.002 781 10.000 CCISeismic(5)andrew LDF5- 14 0.664 0.652 0.002 806 50A(7/8)From 0 to 49(5ft to15ft) 8.750 CCISeismic Tower Section 17-1 14 0.506 0.558 0.002 828 8.375 CCISeismic Tower Section 18-1 14 0.463 0.533 0.001 834 5.750 CCISeismic Tower Section 19-1 14 0.215 0.366 0.001 855 2.500 CCISeismic(5)andrew LDF5- 14 0.044 0.156 0.000 878 50A(7l8)From 0 to 49(Oft to5ft) 1.625 CCISeismic Tower Section 20-1 14 0.024 0.101 0.000 878 Compression Checks } Pole Design Data Section Elevation Size L L KO- A P,, ;Pr, Ratio No. P„ ft ft ft in2 K K op, L1 76-71 (1) TP12.75x12.75x0.375 5.000 0.000 0.0 14.579 -2.637 603.569 0.004 L2 71-66(2) TP12.75x12.75x0.375 5.000 0.000 0.0 14.579 -2.950 603.569 0.005 L3 66-61 (3) TP12.75x12.75x0.375 5.000 0.000 0.0 14.579 -6.397 603.569 0.011 L4 61-56(4) TP12.75x12.75x0.375 5.000 0.000 0.0 14.579 -6.737 603.569 0.011 L5 56-55(5) TP12.75x12.75x0.375 1.000 0.000 0.0 14.579 -6.805 603.569 0.011 L6 55-50(6) TP12.375x11.375x0.188 5.000 0.000 0.0 7.358 -7.024 430.455 0.016 L7 50-45.5(7) TP13.275x12.375x0.188 4.500 0.000 0.0 7.902 -15.070 462.242 0.033 L8 45.5-45.25 TP13.325x13.275x0.763 0.250 0.000 0.0 30.844 -15.117 1804.380 0.008 (8) L9 45.25-40.25 TP14.325x13.325x0.688 5.000 0.000 0.0 30.190 -15.791 1766.120 0.009 (9) L10 40.25-35.25 TP15.325x14.325x0.638 5.000 0.000 0.0 30.150 -16.491 1763.760 0.009 (10) L11 35.25-31 TP16.175x15.325x0.638 4.250 0.000 0.0 30.663 -16.670 1793.780 0.009 (11) L12 31 -29(12) TP16.2x15.2x0.6 5.000 0.000 0.0 30.139 -17.740 1763.140 0.010 L13 29-24(13) TP17.2x16.2x0.575 5.000 0.000 0.0 30.781 -18.474 1800.700 0.010 L14 24-19(14) TP18.2x17.2x0.538 5.000 0.000 0.0 30.569 -19.224 1788.310 0.011 L15 19-14(15) TP19.2x18.2x0.513 5.000 0.000 0.0 30.839 -19.988 1804.080 0.011 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC/8U No 856366 Project Number 2115578, Order 572952, Revision 1 Page 38 Section Elevation Size L L. Kt/r A P. OP Ratio No. P ft ft ft in2 K K mP„ L16 14-9(16) 1P20.2x19.2x0.5 5.000 0.000 0.0 30.751 -20.305 1798.930 0.011 L17 9-8.5(17) TP20.3x20.2x0.494 0.500 0.000 0.0 31.330 -20.772 1832.830 0.011 L18 8.5-8.25(18) TP20.35x20.3x0.575 0.250 0.000 0.0 36.521 -20.850 2136.470 0.010 L19 8.25-3.25 TP21.35x20.35x0.55 5.000 0.000 0.0 35.066 -20.893 2051.350 0.010 (19) L20 3.25-0(20) TP22x21.35x0.538 3.250 0.000 0.0 36.021 -21.679 2107.240 0.010 Pole Bending Design Data Section Elevation Size M, e& Ratio MY +M„v Ratio No. Mux Muy ft kip-ft kip-ft 4M,,u kip-ft kip-ft 4M y L1 76-71 (1) TP12.75x12.75x0.375 6.815 198.187 0.034 0.000 198.187 0.000 L2 71-66(2) TP12.75x12.75x0.375 15.741 198.187 0.079 0.000 198.187 0.000 L3 66-61 (3) TP12.75x12.75x0.375 32.699 198.187 0.165 0.000 198.187 0.000 L4 61-56(4) TP12.75x12.75x0.375 51.552 198.187 0.260 0.000 198.187 0.000 L5 56-55(5) TP12.75x12.75x0.375 55.360 198.187 0.279 0.000 198.187 0.000 L6 55-50(6) TP12.375x11.375x0.188 74.474 133.678 0.557 0.000 133.678 0.000 L7 50-45.5(7) TP13.275x12.375x0.188 115.621 154.310 0.749 0.000 154.310 0.000 L8 45.5-45.25 TP13.325x13.275x0.763 117.482 552.915 0.212 0.000 552.915 0.000 (8) L9 45.25-40.25 TP14.325x13.325x0.688 155.193 593.253 0.262 0.000 593.253 0.000 (9) L10 40.25-35.25 TP15.325x14.325x0.638 193.382 642.363 0.301 0.000 642.363 0.000 (10) L11 35.25-31 TP16.175x15.325x0.638 202.996 664.880 0.305 0.000 664.880 0.000 (11) L12 31 -29(12) TP16.2x15.2x0.6 241.842 685.279 0.353 0.000 685.279 0.000 L13 29-24(13) TP17.2x16.2x0.575 281.064 748.655 0.375 0.000 748.655 0.000 L14 24-19(14) TP18.2x17.2x0.538 320.570 793.087 0.404 0.000 793.087 0.000 L15 19-14(15) TP19.2x18.2x0.513 360.348 848.992 0.424 0.000 848.992 0.000 L16 14-9(16) TP20.2x19.2x0.5 376.337 866.308 0.434 0.000 866.308 0.000 L17 9-8.5(17) TP20.3x20.2x0.494 400.408 911.642 0.439 0.000 911.642 0.000 L18 8.5-8.25(18) TP20.35x20.3x0.575 404.431 1059.450 0.382 0.000 1059.450 0.000 L19 8.25-3.25 TP21.35x20.35x0.55 406.443 1022.475 0.398 0.000 1022.475 0.000 (19) L20 3.25-0(20) TP22x21.35x0.538 446.895 1106.142 0.404 0.000 1106.142 0.000 Pole Shear Design Data Section Elevation Size Actual aVn Ratio Actual aT Ratio No. V. V T. T,, ft K K 0V ._._.kip-ft kip-ft et, L1 76-71 (1) TP12.75x12.75x0.375 1.739 181.071 0.010 0.053 197.003 0.000 L2 71 -66(2) TP12.75x12.75x0.375 1.832 181.071 0.010 0.053 197.003 0.000 L3 66-61 (3) TP12.75x12.75x0.375 3.738 181.071 0.021 0.054 197.003 0.000 L4 61 -56(4) TP12.75x12.75x0.375 3.806 181.071 0.021 0.054 197.003 0.000 L5 56-55(5) TP12.75x12.75x0.375 3.818 181.071 0.021 0.054 197.003 0.000 L6 55-50(6) TP12.375x11.375x0.188 3.840 129.136 0.030 0.054 138.441 0.000 L7 50-45.5(7) TP13.275x12.375x0.188 7.468 138.673 0.054 0.745 159.643 0.005 L8 45.5-45.25 TP13.325x13.275x0.763 7.448 541.314 0.014 0.745 598.170 0.001 (8) L9 45.25-40.25 TP14.325x13.325x0.688 7.603 529.835 0.014 0.957 635.587 0.002 (9) L10 40.25-35.25 TP15.325x14.325x0.638 7.689 529.128 0.015 0.957 683.811 0.001 (10) L11 35.25-31 TP16.175x15.325x0.638 7.712 538.135 0.014 0.957 707.081 0.001 (11) L12 31-29(12) TP16.2x15.2x0.6 7.826 528.943 0.015 0.957 725.827 0.001 L13 29-24(13) TP17.2x16.2x0.575 7.885 540.210 0.015 0.956 789.994 0.001 L14 24-19(14) TP18.2x17.2x0.538 7.940 536.493 0.015 0.956 833.517 0.001 tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 39 Section Elevation Size Actual OV, Ratio Actual 4,r Ratio No. V. V. T. T. ft K K •V kip-ft kip-ft 4)T,, L15 19-14(15) TP19.2x18.2x0.513 7.994 541.225 0.015 0.955 889.867 0.001 _ L16 14-9(16) TP20.2x19.2x0.5 8.029 545.331 0.015 0.955 906.708 0.001 L17 9-8.5(17) TP20.3x20.2x0.494 8.054 552.640 0.015 0.955 953.117 0.001 L18 8.5-8.25(18) TP20.35x20.3x0.575 8.055 642.565 0.013 0.955 1112.075 0.001 L19 8.25-3.25 TP21.35x20.35x0.55 8.078 621.621 0.013 0.955 1071.833 0.001 (19) L20 3.25-0(20) TP22x21.35x0.538 8.154 638.754 0.013 0.955 1157.333 0.001 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P M,. M,,. V T. . Stress Stress ft CI:,n OW (tMny eV,, ¢T Ratio Ratio L1 76-71 (1) 0.004 0.034 0.000 0.010 0.000 0.039 1.050 4.8.2 L2 71-66(2) 0.005 0.079 0.000 0.010 0.000 0.084 1.050 4.8.2 L3 66-61 (3) 0.011 0.165 0.000 0.021 0.000 0.176 1.050 4.8.2 L4 61 -56(4) 0.011 0.260 0.000 0.021 0.000 0.272 1.050 4.8.2 L5 56-55(5) 0.011 0.279 0.000 0.021 0.000 0.291 1.050 4.8.2 L6 55-50(6) 0.016 0.557 0.000 0.030 0.000 0.574 1.050 4.8.2 L7 50-45.5(7) 0.033 0.749 0.000 0.054 0.005 0.785 1.050 4.8.2 L8 45.5-45.25 0.008 0.212 0.000 0.014 0.001 0.221 1.050 4.8.2 (8) L9 45.25-40.25 0.009 0.262 0.000 0.014 0.002 0.271 1.050 4.8.2 (9) L10 40.25-35.25 0.009 0.301 0.000 0.015 0.001 0.311 1.050 4.8.2 (10) L11 35.25-31 0.009 0.305 0.000 0.014 0.001 0.315 1.050 4.8.2 (11) L12 31-29(12) 0.010 0.353 0.000 0.015 0.001 0.363 1.050 4.8.2 L13 29-24(13) 0.010 0.375 0.000 0.015 0.001 0.386 1.050 4.8.2 L14 24-19(14) 0.011 0.404 0.000 0.015 0.001 0.415 1.050 4.8.2 L15 19-14(15) 0.011 0.424 0.000 0.015 0.001 0.436 1.050 4.8.2 L16 14-9(16) 0.011 0.434 0.000 0.015 0.001 0.446 1.050 4.8.2 L17 9-8.5(17) 0.011 0.439 0.000 0.015 0.001 0.451 1.050 4.8.2 L18 8.5-8.25(18) 0.010 0.382 0.000 0.013 0.001 0.392 1.050 4.8.2 L19 8.25-3.25 0.010 0.398 0.000 0.013 0.001 0.408 1.050 4.8.2 (19) L20 3.25-0(20) 0.010 0.404 0.000 0.013 0.001 0.414 1.050 4.8.2 Section Capacity Table 1 Section Elevation Component Size Critical P Wallow % Pass No. ft Type Element K K Capacity Fail L1 76-71 Pole TP12.75x12.75x0.375 1 -2.637 633.747 3.7 Pass L2 71 -66 Pole TP12.75x12.75x0.375 2 -2.950 633.747 8.0 Pass L3 66-61 Pole TP12.75x12.75x0.375 3 -6.397 633.747 16.8 Pass L4 61 -56 Pole TP12.75x12.75x0.375 4 -6.737 633.747 25.9 Pass L5 56-55 Pole TP12.75x12.75x0.375 5 -6.805 633.747 27.7 Pass L6 55-50 Pole TP12.375x11.375x0.188 6 -7.024 451.978 54.7 Pass L7 50-45.5 Pole TP13.275x12.375x0.188 7 -15.070 485.354 74.8 Pass L8 45.5-45.25 Pole TP13.325x13.275x0.763 8 -15.117 1894.599 21.1 Pass L9 45.25-40.25 Pole TP14.325x13.325x0.688 9 -15.791 1854.426 25.8 Pass L10 40.25-35.25 Pole TP15.325x14.325x0.638 10 -16.491 1851.948 29.6 Pass L11 35.25-31 Pole TP16.175x15.325x0.638 11 -16.670 1883.469 30.0 Pass L12 31-29 Pole TP16.2x15.2x0.6 12 -17.740 1851.297 34.6 Pass L13 29-24 Pole TP17.2x16.2x0.575 13 -18.474 1890.735 36.8 Pass tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 40 • Section Elevation Component Size Critical P oPmaw % Pass No. ft Type Element K K Capacity Fail L14 24-19 Pole TP18.2x17.2x0.538 14 -19.224 1877.725 39.5 Pass L15 19-14 Pole TP19.2x18.2x0.513 15 -19.988 1894.284 41.5 Pass L16 14-9 Pole TP20.2x19.2x0.5 16 -20.305 1888.876 42.5 Pass L17 9-8.5 Pole TP20.3x202x0.494 17 -20.772 1924.471 42.9 Pass L18 8.5-8.25 Pole TP20.35x20.3x0.575 18 -20.850 2243.293 37.3 Pass L19 8.25-3.25 Pole 1P21.35x20.35x0.55 19 -20.893 2153.917 38.8 Pass L20 3.25-0 Pole TP22x21.35x0.538 20 -21.679 2212.602 39.5 Pass Summary Pole(L7) 74.8 Pass RATING= 74.8 Pass *NOTE: Above stress ratios for reinforced sections are approximate. More exact calculations are presented in Appendix C. tnxTower Report-version 8.1.1.0 May 13, 2022 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 41 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.1.1.0 • I (OTHER CEIBDERED EauwMEflf) ()E Sro.m w Frn LLEL4 (% 'ro a E\EL (OTHER GLOWERED EADASR) (2)1-1/Y tD 73 FT LEVEL (v(wOGW F%LVVEm CO WV3 a{NnOM) (I) L-1)Y TO e5 Fl aWL `J!k--- (OTHER CONSIDERED EQUIPMENT-M(wore) 2)5/1"IV 49 FT LEVEL a111ER GLOWERED EOHPMEHt) w/WET'(iE j ! a a, \� y 1 co / 1 / pm/ O/IV'flJWO TO FT IZ4E May 13, 2022 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2115578, Order 572952, Revision 1 Page 42 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.1.1.0 MO P©lle • per 71A-222-H Site BU: 856366 if--'4N CROWN Work Order: 2115578 1, CASTLE Pole Geometry Copyright®2019 Crown Castle Pole Height Above Section Length Lap Splice Length Top Diameter Bottom Diameter Bend Radius Base(ft) (ft) (ft) Number of Sides (In) (In) Wall Thickness(in) (in) Pole Material 1 21 0 0 12.75 12.75 0.375 A500-46 2 __ 24 3 12 11 18 16.175 0.1875 Auto A572-65 3 ... 34 0 12 15,20 22 0.1875 Auto A572-65 Reinforcement Configuration Bottom Effective Top Effective Elevation(ft) Elevation(ft) Type Model Number 1 2 3 '•. 4 5 6 7 8 9 10 11 12 1 0 8.5 plate CCI-W5FP-040125 4 x x 2 -2 2 8.5 45.5 plate CCI-SFP-040125 4 x a x x 3 4, 5 6 7 8 9 10 Reinforcement Details Gross Bottom Top bole Face to Bottom Termination Net Area Bolt Hole Size Reinforcement B(In) H(In) Area Termination Top Termination Type Termination Lu(In) Cemrold(in) Type (in2) (In) Material (in2) Length(In) Length(In) 1 4 1.25 5 0.625 Welded n/a PC 8.8-M20(100) 18.000 27.000 3.438 1.1875 A572-65 2 4 1.25 5 0.625 PC 8.8-M20(100) 18 PC 8.8-M20(100) 18.000 27.000 3.438 1.1875 A572-65 CClpole-version 4.5.8 Page 1 Analysis Date: 5/13/2022 TNX Geometry Input - Ineroment(ft): 5 Fat-wit to TNX Lap Splice Length Bottom Diameter Tapered Pole ' Weight Section NMght(ft) Section Length(ft) (ft) Number of Sides Top Diameter(In) (In) Wall Thickness(in) Grade Multiplier 1 76 - 71 5 0 12.750 12.750 0.375 A500-46 1.000 2 71 - 66 5 0 12.750 12.750 0.375 A500-46 1.000 3 66 - 61 5 0 12.750 12.750 0.375 A500-45 1.000 4 61 - 56 5 0 12.750 12.750 0.375 A500-46 1.000 5 56 - 55 1 0 0 12.750 12.750 0.375 A500.46 1.000 6 55 - 50 5 12 11.375 12.375 0.1875 A572-65 1.000 7 50 - 45.5 4.5 12 12.375 13.275 0.1875 4572-65 1 1.000 8 45.5 - 45.25 0.25 12 13.275 13.325 0.7625 4572-65 0.907 9 45.25 - 40.25 5 12 13.325 14.325 0.6875 A572-65 0.946 10 40.25 - 35.25 5 12 14.325 15.325 0.6375 A572-665 0.967 11 35.25 - 34 4.25 3 12 15.325 15.175 0.6375 A572.65 0.956 12 34 - 29 5 12 15.200 16.200 0.6 A572-65 0.985 13 29 - 24 5 12 16.200 17.200 0.575 A572-65 0.984 14 24 - 19 5 12 17.200 18.200 0.5375 A572-65 1.011 15 19 - 14 5 12 18.200 19.200 0.5125 A572-65 1.022 16 14 - 9 5 12 19.200 20.200 0.5 A572-65 1.012 17 9 - 8.5 0.5 - 12 20.200 20.300 0.49375 457265 1.022 14 8.5 - 8.25 0.25 12 20.300 20.350 0.575 A572-65 0.880 19 8.25 - 3.25 5 12 20.350 21.350 0.55 A572-65 0.891 20 3.25 - 0 3.25 12 21.350 22.000 0.5375 A572-65 0.894 CClpole-version 4.5.8 Page 2 Analysis Date: 5/13/2022 TNX Section Forces Increment(ft): 5 TNX Output Mu. (kip- Section Height(ft) Pu (K) ft) Vu (K) 1 76 - 71 2.64 6.81 1.74 2 71 - 66 2.95 15.74 1.83 3 66 - 61 6.40 32.70 3.74 4 61 - 56 6.74 51.55 3.81 5 56 - 55 6.81 55.36 3.82 6 55 - 50 7.02 74.47 3.84 7 50 - 45.5 15.07 115.62 7.47 8 45.5 - 45.25 15.12 117.48 7.45 9 45.25 - 40.25 15.79 155.19 7.60 10 40.25 - 35.25 16.49 193.38 7.69 11 35.25 - 34 16.67 203.00 7.71 12 34 - 29 17.74 241.84 7.83 13 29 - 24 18.47 281.06 7.88 14 24 - 19 19.22 320.57 7.94 15 19 - 14 19.99 360.35 7.99 16 14 - 9 20.76 400.41 8.05 17 9 - 8.5 20.85 404.43 8.05 18 8.5 - 8.25 20.89 406.44 8.06 19 8.25 - 3.25 21.67 446.89 8.14 20 3.25 - 0 22.19 473.38 8.18 CCIpole-version 4.5.8 Page 3 Analysis Date: 5/13/2022 Analysis Results Elevation(ft) Component Size Critical Element %Capacity Pass!Fail Type 76-71 Pole TP12.75x12.75x0.375 Pole 3.7% Pass 71 -66 Pole TP12.75x12.75x0.375 Pole 6.0% Pass 66-61 Pole TP12.75x12.75x0.375 Pole 16.8% Pass 61 -56 Pole TP12.75x12.75x0.375 ! Pole 25.9% Pass 56-55 Pole TP12.75x12.75x0.375 Poles J 27.7% Pass 55-50 Pole TP12.375x11.375x0.1875 Pole 54.5% Pass 50-45.5 Pole r TP13.275x12.375x0.1875 Pole 74.5% Pass 45.5-45.25 Pole+Reinf. TP13.325x13.275x0.7625 Reinf.2 Bolt-Shaft Bearing < 42.8% Pass 45.25-40.25 Pole+Reinf. TP14.325x13.325x0.6875 Reinf.2 Tension Rupture 45.0% Pass 40.25-35.25 Pole+Reinf. TP15.325x14.325x0.6375 Reinf.2 Tension Rupture ' 51.4% Pass r , moo. 35.25-34 Pole+Reinf. TP16.175x15.325x0 6375 Reinf.2 Tension Rupture 52.8% Pass b. 34-29 Pole+Reinf. TP16.2x15.2x0.6 Reinf.2 Tension Rupture 59.8% Pass 29-24 Pole+Reinf. TP17.2x16.2x0.575 Reinf.2 Tension Rupturei 64.2% Pass u.. 24-19 Pole+Reinf. TP18.2x17.2x0.5375 Reinf.2 Tension Rupture em 68.0% Pass 19-14 aP Pole+Reinf. TP19.2x18.2x0.5125 Reinf.2 Tension Rupture ' 71.1% Pass 14-9 Pole+Reinf. TP202x19.2x0 5 Reinf.2 Tension Rupture % 73.8% Pass __ 9-8.5 Pole+Reinf. TP20.3x20.2x0.4938 Reinf.2 Bolt Shaft Bearing 84.9% Pass 8.5-8.25 , Pole+Reinf. TP20.35x20.3x0.575 Reinf. 1 Bolt-Shaft Bearing 80.7% Pass 1 ,._ 8.25-3.25 Pole+Reinf. TP21.35x20.35x0.55 Reinf. 1 Tension Rupture 72.6% Pass 3.25-0 Pole+Reinf. TP22x21.35x0 5375 Reinf. 1 Tension Rupture 73.8% Pass i Summary a . .. Pole 74.5% Pass FFq m � ,,...<. Reinforcement 84.9% Pass L.._��. .e,.9,�. ,,M>, _ Overall 84.9% Pass CClpole-version 4.5.8 Page 4 Analysis Date: 5/13/2022 Additional Calculations 4 2 7o Ldpauty txuo7o rviax. Section Moment of Inertia(in ) Area(in ) An „tiioi Elevation(ft) Pole Reinf. Total Pole Reinf. Total Pole Ri R2 76-71 279 n/a 279 14.58 n/a 14.58 3.7% 71-66 279 n/a 279 14.58 n/a 14.58 8.0% 66-61 279 n/a 279 14.58 n/a 14.58 16.8% 61-56 279 n/a 279 14.58 n/a 14.58 1 25.9% 56-55 279 n/a 279 14.58 n/a 14.58 ' 27.7% 55-50 140 n/a 140 7.35 n/a 7.35 i 54.5% - 50-45.5 173 n/a 173 7.89 n/a 7.89 74.5% 45.5-45.25 176 443 619 7.92 20.00 27.92 22.2% 42.8% 45.25-40.25 219 504 '723 8.52 20.00 28.52 26.7% 45.0% 40.25.35.25 269 569 837 9.13 20.00 29.13 30.6% 51.4% 35.25-34 282 585 867 9.28 20.00 29.28 31.4% 52.8% 34.29 318 628 946 9.65 20.00 29.65 36.0% 59.8% 29-24 381 700 1082 10.26 20.00 30.26 39.5% 64.2% 24-19 452 777 1229 10.86 20.00 30.86 42.7% 68.0% 19-14 532 857 1389 11.46 20.00 31.46 45.8% 71.1% 14-9 620 941 1.561 12.07 20.00 32.07 48.3% 73.8% 9-8.5 629 950 1.579 12.13 20.00 32.13 48.6% 84.9% 8.5.8.25 637 1199 1837 12.16 20.00 32.16 43.3% 80.7% 8.25-3.25 737 1311 2.048 12.76 20.00 32.76 45.6% 72.6% 3.25-0 807 1387 2193 13.15 20.00 33.15 47.1% 73.8% Note:Section capacity checked using 5 degree increments. *Rating per T/A-222-11 Section 15.5. CClpole-version 4.5.8 Page 5 Analysis Date: 5/13/2022 - Monopole Base Plate Connection /^�'` CROWN V..s CASTLE Site Info BU# 856366 Site Name SCROLLS&125TH Order# 572952 Rev 1 / ( 0\ Analysis Considerations TIA-222 Revision H Grout Considered: No I„(in) 0.625 Applied Loads Moment(kip-ft) 473.38 / Axial Force(kips) 22.19 Shear Force15.5 ) 8.18 / 'TIA-222-H Section 15.5 Applied .\ _// / Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-In) (4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 29.28"BC Pu_t=187.99 4,Pn_t=243.75 Stress Rating Vu=2.05 4,Vn=149.1 73.5% Base Plate Data Mu=n/a OM=n/a Fil s.; 28"W x 2"Plate(5-128;Fy=60 ksi,Fu=80 ksi); Clip:6 in Base Plate Summary Stiffener Data Max Stress(ksi): 41.18 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 72.6% I'ass Pole Data 22"x 0.1875'12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksl) CClplate-Version 4.1.2 Analysis Date:5/13/2022 Monopole Base Plate Connection - Seismic CROWN QC CASTLE BU# 856366 Site Name SCHOLLS&125TH Order# 572952 Rev 1 O O Analysis Considerations / TIA-222 Revision H Grout Considered: No I„(in) 0.625 Moment(kip-ft) 260.83 Axial Force(kips) 24.71 Shear Force(kips) 3.98 *TIA-222-H Section 15.5 Applied • *1.5 Overstrength Factor Applied / Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 29.28"BC Pu_t=153.78 4Pn_t=243.75 Stress Rating Vu=1.49 4sVn=149.1 60.1% Base Plate Data Mu=n/a •Mn=n/a Pass 28"W x 2"Plate(5.128;Fy=60 ksi,Fu=80 ksi); Clip:6 in Base Plate Summary Stiffener Data Max Stress(ksi): 23.34 (Flexural) N/A Allowable stress(ksi): 54 Stress Rating: 41.2% Pass Pole Data 22"x 0.1875"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 4.1.2 Analysis Date:5/13/2022 Drilled Pier Foundation ilk CROWN 566366 CASTLE: Site Name:SCROLLS&125TH 'ia� Order Number:572952 Rev 1 TIA-222 Revison:H • Check Limitation Tower Type:Monopole I' Winil t. Analysis Results Additional Longitudinal Rebar I. Soil Lateral Check Compression Uplift In•ut Effective De-the else Actual: ■ Comp. Uplift O„o(ft from TOC) 3.63 - Shear Design Options Moment(kip-ft) 473.38 Soil Safety Factor 1.53 - Mit=r1I:=13213 SI Axial Force(kips) 22.2 Mai Moment(k1p-ft) 501,45 lE)Fira.G9•i-ciaau,n.:•h5gts.p�,a•]� Shear Force(kips) 8.17 Rating" 82.7% - Override Critical Depth: ■ Sall vertical Check Compression Uplift GO to SOH Calculations o Skin Friction(kips) 77.75 - Concrete Strength,fo: 3 ksi ger End Searing(kips) 65.97 - Reber Strength,Fy: 60 ksi Weight of Concrete(kips) 30,54 - Tie Yield Strength,Fyt 40 ksi Total Capacity(kips) 143.73 - Axial(kips) 52.74 - PierDesignData ttaDaarieroytaaa Rating` 34.9% - Depth 13 ft Reinforced Concrete Flexure Compression Uplift Ext.Above Grade 0.5 It 3mbamrd vole moan. Critical Depth(ft from TOC) 3.73 - Pier Section 1 galled re,mom.. Critical Moment(kip-ft) 501.40 - From O.S above iredero12'below wade Critical Moment Capacity 660.19 - Pier Diameter 4 It Rating' 72.3% - [ Reber Quantity 8 Reinforced Convene Shear Comprosaicn UpliftSze 6Sin Critical Depth(ft from TOC) 9.96 Gear CoverReber to Ties Critical Shear(kip) 111.51 Tie Size 4 Critical Sheer Capadry 172.88 • Tie Spacing 12 in axing. 61.4% - C Rebar Quantity 8 Reber Size 8 Sane-curet foundation Raring" 72.9% Reber Cage Diameter 36 in lee Interaction Rating` 82.7% Pier Section 2 'Rating per TIA-222-H Section 15.5 From 12'belaw.:..M IT before areal Pier Diameter 4 ft Rebar Quantity 8 Reber Size 6 Clear Cover to Ties 3 in Tie Size 4 Tie Spacing 12 in • Soil Profile • • Groundwater Depth N/A a of Layers 2 Calculated Calculated Ultimate Skin lilt Gross Tap Thkkmee Yew Years Cohesion Ansle of Ultimate skin Ultimate Skin Friction Comp FUriotUSHn Bearing SPT Blow Layer MI bottom(ft) (M kel braf) Friction Fenton Con Friction Friction Uplik Soli Type (degrees) P Uplift Override Override(ken [apathy Count (ken (kat) Msf) Ika11 1 0 2 2 110 150 0 0 0.000 0,000 Coheslonless 2 2 13 11 110 150 32 0.000 0.000 7 Cohesionless Version 5.0 3 AscE ASCE 7 Hazards Report ,WERCAN SOGIEIY GF CMC ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 237.39 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.442242 Location Soil Class: D- Default(see Longitude: -122.8045 Section 11.4.3) I. gr I „ �l'l 4gril . Y'i v https:lfasce7hazardtool.online! Page 1 of 3 Fri Jan 28 2022 -! SCE. AMER CAN SOCIETY OF CM ENGINEERS Seismic Site Soil Class: D- Default(see Section 11.4.3) Results: Ss : 0.855 Sol : N/A Si : 0.397 TL : 16 Fa : 1.2 PGA: 0.391 F : N/A PGA M : 0.472 SMs : 1.027 FPGA 1.209 SM1 : N/A le : 1 Sos : 0.684 C, : 1.228 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Jan 28 2022 Date Source: USGS Seismic Desian Maps httos://asce7hazardtool.online/ Page 2 of 3 Fri Jan 28 2022 ASCE• MAHICAN SOCIETY OF CIVIL ENGINES Ice Results: Ice Thickness: 1.50 in. Concurrent Temperature: 25 F Gust Speed 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Fri Jan 28 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct, indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Fri Jan 28 2022 CROWN BU: 856366 Structure: A CROWN YY WO: 2115578 CASTLE Order: 572952 Rev: 1 Location Decimal Degrees Deg Min Sec 45.4422 0 Long: -122.8045005 + I 122 ( 48 16.20 Code and Site Parameters I Seismic Design Code: TIA-222-H-1 Site Soil: D(Default) Default Risk Category: II USGS Seismic Reference Ss: 0.8550 g Sl: 0.3970 g Tr: 16 s Seismic Design Category Determiriation 1 Importance Factor,le: 1 Acceleration-based site coefficient,Fe: 1.2000 Velocity-based site coefficient,F,: 1.9030 Design spectral response acceleration short period,Sos: 0.6840 g Design spectral response acceleration 1 s period,SD': 0.5037 g T,: 0.7363 Seismic Design Category Based on Sos: D Seismic Design Category Based on Sol: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: p, CCISeismic 3.3.9 Page 1 Analysis Date: 5/13/2022 CROWN WO:: 2115578 Structure: A CASTLE Order: Rev: 1 Tower Details Tower Type: Tapered Monopole Height,h: 55 ft Effective Seismic Weight,W: 18.40 kips Amplification Factor,A,: 1.0 2.7.8.1 Seismic Base Shear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,W,,: 11.42588 kips WL: 6.970314938 kips E: 29000.0 ksi g: 386.088 in/s2 Average Moment of Inertia,I„n: 813.5067635 in" F,: 0.429175845 hz Approximate Fundamental Period Monopole,T,: 2.3300 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.2162 Table 2-12 Note 3 Seismic Response Coefficient Max 1,C,,,,,,, N/A Seismic Response Coefficient Max 2,C,,,,,, N/A Seismic Response Coefficient Min 1,C,,,;. 0.0301 2.7.7.1.1 Seismic Response Coefficient Min 2,C,,,,,, N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C,, 0.2162 Seismic Base Shear,V ` 3,977 kips 2.7.7.1.1 rtcal i�kd14utio;i tors Period Related Exponent,k: 1.915 Sum of w;h;° 34119.17 CCISeismic 3.3.9 Page 2 Analysis Date: 5/13/2022 Tv.rer Section-oad�- - Section Length Top Height Mid Height,h„ Section • w h w C„ F n Number moment,w, • 1.1 5.00 76.00 73,50 0.2480 930,07 0,0273 0.10E4 0.0339 • 2-1 5.00 71 40 53.50 0.2480 812.68 0.0238 0,0947 0.0339 3-1 5.00 66 00 63.50 0.2420 702.88 0.0206 0.0819 0.0339 4-1 5.00 61 40 58,50 0.2480 600.72 0.0176 0.0700 0.0339 5-1 1.00 56.00 55.50 0,0496 108.62 0.0032 0.0127 0,0068 - 6-1 5.00 55 00 52,50 0.1399 23600 0.0069 0,0275 0.0164 7-1 4.50 50 00 47.75 0.1167 191.52 0.0056 0.0223 0.0160 8-1 0.25 45.50 45,38 0.0237 35.29 0.0010 0.0041 0.0032 9-1 5.00 45,25 42,75 0.4675 620.96 0.0182 0.0724 0.0640 10-1 5.00 40.25 37,75 0.4787 501.05 0,0147 0.0584 0.0655 11-1 4.25 35.25 3313 0.4234 349.09 0.0102 0.0407 0.0536 12-1 5.00 34,00 31,50 0.4884 361.44 0.0106 0,0421 0.0668 13-1 5.00 29.00 26,50 0.4993 265,41 0.0078 0,0309 0.0683 14-1 5.00 2400 21.50 0.5102 131.71 0.0053 0.0212 0.0698 15-1 5.00 19.00 16.50 0,5210 111.77 0.0033 0.0130 0.0713 15-1 5 00 14 00 11.50 0.5317 57.14 0.0017 0.0067 0.0727 17-1 0.50 9.00 3.75 0.0545 3.47 0.0001 0.0004 0.0075 13•1 0.25 850 8.38 0.0273 1 60 0.0000 0.0002 0.0037 19-1 5.00 8.25 5.75 0.5440 15.50 0.0005 0.0018 0,0744 20-1 3.25 3.25 1 63 0.3611 C 91 0.0000 0.0005 0.0494 Som 6.2139 6087.84 CCISeismic 3.3.9 Page 3 Analysis Date: 5/13/2022 4. U sere to Load.; Name¢ III h, w, w,h," c, F.e 0.. commscope NNH4-65C-86-HG w/Mount Pipe 49,00 0.1904 328.39 0.0096 0.0383 0.0260 • commscope NNh4-65C-R6-H9w/Mount Pipe 49.90 0.1904 323.39 _ 0.0096 0.0383 0,0250 commscope NNH4-65C-146-HG w/Mount Pipe 49.00 0.1904 328.39 0.0096 0.0383 0 0260 nokia AEQK w/Mount Pipe _49.00 0.1120 193.19 0.0057 0.0225 0.0153 nokia AEQK w/Mount Pipe 49.00 01120 193.19 0.0057 0.0225 0.0153 nokia AEQK w/Mount Pipe _ 49.00 0.1120 193.19 0.0057 0.0225 0.0153 nokia AEQU w/Mount Pipe 49.00 0.1120 193.19 0.0057 0.0225 0.0153 nokia AEQU w/Mount Pipe 49 00 0.11120 193.19 0.0057 0.0225 0.0153 nokia AEQU w/Mount Pipe 49.00 0.1120 193.19 0.0057 0.0225 0.0153 _ alcatel lucent B25 RRH4X30-4R 49.00 0.0510 87.97 0.0026 0.0103 0.0070 alcatel lucent B25 90H4X30-45 49.00 0.0510 87.97 0.0026 0.0103 00070 alcatel lucent B25 RRH4X30-48 49.00 0.0S10 87.97 _ 0.002E 0.0103 0.0070 alcatel lucent 516641 RRH4X45-4R 49.00 0.0570 98.32 0.0029 0.0115 0.0078 alcatel lucent 1366A RRH4X45-4R 49.00 0.0570 98.32 _ 0.0029 0.0115 0.007S alcatel lucent B66A RRH4X45-48 49.00 0.0570 98.32 0.0029 0.0115 0.0078 alcatel lucent RRH4525-WC5-4R 49 DO 0.070 120.74 0.0035 0.0141 0.0096 alcatel lucent RRH4X25-WC5-48 _ 49.00 0.0700 120.74 0.0035 0.0141 0.0096 alcatel lucent RRH4025-WCS-48 49.00 0.0700 120.74 0.0035 0.0141 0.0096 cellmaxtechnologlesCMA-UBTULBULBHH/6517/17/21/21 w/Mount Pipe _49.09 0.1481 255.39 _ 0.0075 0.0298 0.0203 ceilmae technologies CMA-UBTULBUIBHH/6517/17/21/21 w/Mount Pipe 49.00 01481 25539 0.0075 0.0298 0.0203 oellmax technologies CMA-UBTULBULB HH/6517/17421121 w/Mount Pipe 49.00 0.1481 255.39 0.0075 0.0298 0.0203 (21 rohia AHCA_CCIV3 49.00 0.0740 127.64 0.0037 0.0140 00101 nokia AHCA_CCIV3 49.00 0.037D 63.82 0.0019 0.0074 0.0051 nokia A HI BA_COV2 49.00 0.0770 132.82 0.0039 0.0155 0.0105 (2)nokia AHLBA_CCIV2 49.00 0.1540 265.64 0.0078 0.0310 0.3211 (2)raycap D06-48-60-18-88 49.00 00400 69.00 0.0020 3.0080 0.0055 raycap 039-48-60-24-8C-EV 49.00 0.0260 4485 0.0013 0.0052 0.0036 747-12-910 49 00 9.7900 6537.39 D.1916 0.7619 0.5155 (4)tower mounts 10'x 2.875"Mount Prim 49.00 0.2320 400.18 0.0117 0.0466 0.0317 cellmax technologies CMA-U5TOLBULB`0H/6516/16/21/21 w/Mount Pipe _55.00 0.1417 419.96 0.0123 0.0489 0.0194 jma wireless MX08PRO665-21 w/Mount Pipe 55 00 0.1081 320.30 0.0094 0.0373 0.0148 ;ma wireless M808f30665-21w/Mount Pipe 55.00 0.1081 320.30 0.0094 9.0373 0.0148 fujitsu TA08025-8604 55.00 0.0640 189.65 0.0056 0.0221 0.0088 fujitsu T408025-0604 55.00 0.0040 189.65 0.0056 0.0221 0.0088 fujitsu TA0802543604 55.00 0.0640 189.65 0.0056 0.0221 0.0088 fujitsu 1308025-9505 55 A0 0.0750 222.25 _ 0.0065 0.0259 0 0103 fujitsu TA08025-13605 65.00 0.0750 222.25 0.0065 0.0259 0.0103 fujitsu 1508025-8605 65,00 0.075D 222.25 0.0065 0.0259 0.0103 raycap RDIDC-9181-PF-48 65.00 00220 55.19 0.0019 0.0076 0.0030' tower mounts Commscope MC-PK8-05- 6500 1.7490 5182.77 0.1519 0.6040 0.2393 (2)tower mounts 8'x 2"Mount Pipe 55.00 0.0580 171.87 0.0050 0.0200 0.0079 (2)tower mounts 8'x 2"Mount Pipe 55,00 0.0580 171.87 0.0050 0.0200 0.0079 .12)tower mounts 8'x 2"Mount Pipe _55.00 00580 171.87 0.0050 0.0200 0.0079 nokia AEHC w/Mount Pipe 15.00 0113E 442.91 0.0130 0051E 0.0155 nokla AEHC w/Mount Pipe 75.00 0.1136 442.91 0.0130 0.0516 00155 nokia AEHC w/Mount Pipe 75.00 0.1136 442.91 0.0130 0.0516 0.0155 commscope FFVV-65C-R3-V1TMO w/Mount Pipe 75.00 0.1575 613.78 _ 0.0180 0.0715 0.0215 commscope FFVV-65C-R3-V1_1-MO wj Mount Pipe 75.00 0.1575 513.78 0.0180 0.0775 0 121.5 commscope PFW-65C-R3-V1„TMO w/Mount Pipe 75.00 0.1575 613.78 0.0180 0.0715 0.0215 nokia SOLOS T-MOBILE _7530 0.0840 32739 0.0096 0.0382 0.0115 nokia AHLOA T-MOBILE 75.00 0.084D 327.39 _ 0.0096 0.0382 0.0115 nokia AHLOAT-MOBILE 75.00 0.0840 327.39 0.0096 0.0382 D.21':5 nokia AHFIG_TMO 75.00 0.0710 276.72 0.0081 0.0323 0,0097 nokia AHFIG TMO 75 D0 0.0710 27972 001)81 0.0923 00097 nokia AHFIG TMO 75.00 0.0710 276.72 0.0081 0.0323 0,0097 commscope HIS 20 75 DO 0.0013 3.00 0.0001 0.0005 0 0001 commscope HCS 2.0 _75,00 0.001D 3.90 0.0001 0,0005 0.0001 tower mountsT-Arm Mount[TA 602-31 75.00 0.7743 3017.84 0.0384 03517 0.1059 Sum 11,4259 27540,76 CCISeismic 3.3.9 Page 4 Analysis Date: 5/13/2022 Nee '.near Lo ad'i • Narnd Start Height End Height h„ wr w/,,' C. F,., F„ (5)andrew LDF5-50A(7/8)From 0 to 49 45.00 49.00 47.00 _ 0.0066 10.51 0.0003 0.9012 0.0009 ' (5)andrew LDF5-50A(7/8)From 0 to 49 35.00 4500 4000 0.0165 19.30 0.0006 C.0022 0.0023 j5)andrew LDFS-50A(7/8)From 0to 49 25.00 35.00 30,00 0.0165 11.12 0,0003 0.0013 0.0023 (5)andrew LDFS-50A(7/8)From 0 to 49 15.00 25.00 2000 0.0165 .5.12 0.0001 C.3006 0.0023 (5)andrew LDF5-50A(7/8)From 0 to 49 5.00 15.00 10.00 0.0165 1.36 0.0000 0.0002 0.0023 {5)andrew LDFS-50A(7/8)From 3 to 49 0.00 5.00 2.50 0.0087 0.05 0.0000 0 3000 0.0011 (2)commscope RFFT-365M-001-XXM(3,(3)From to49 45.00 49.00 47.00 0.0007 1.16 0.7000 0.0001. 0.0001 (2)commscope RFFT-365M-001-XXM(3/3)From 0 to 49 35.00 45.00 40.00 0.0018 2.13 0.0031 C.0002 00002 (2)commscope RFFT-365M-001-XXM(373)From 0 to 49 25.00 35.00 30.00 0.0018 1.23 0,0000 0.0001 0.0002 _ (2)commscope RFFT-365M-001-XXM(3/3)From 0 to 49 15.00 25.00 20.00 0.0018 0.56 0.7000 C.0001 0.0002 (2)commscope RFFT-365M-001-XXM(3/3)From 0 to 49 5.00 15.00 10.00 0.0018 0.15 0.7000 0.0000 0.0002 (2)commscope RFFT-365M-001-XXM(3/3)From 0 to 49 0.00 5,00 230 _ 0.0009 0.01 0.3000 C.0000 0.0001 2)rosenberger leoni WR-V7665T-BRO CCIV2)7/8)From 0 ta49 45.00 49.00 47.00 0,0070 11.21 0.0003 C.0013 0.0010 (2)rosenberger(eon(WR-VG665T-BRD CC)V2)7/0)From 0 to 49 35.00 45.00 40.00 0.0176 20.58 0.0006 0.002e 0.0024 (2)rosenberger leoni WR-V76657-BRO 0aV2(7/8)From 0 to 49 25.00 35.00 30.00 0.0176 11-86 0.0001 00014 0.0024 (2)rosenberger leoni W R-VG665T-BRD_CCIV2(7/8)From 0 to 49 15.00 25.02 20.00 0.0176 5.46 00002 0.0006 0.0024 (2)rosenberger leoni WR-VG66RT-BRD CCIV2(7/8)From0 to49 5.00 15.00 10.00 0.017E 1.45 00000 0.0002 0.0024 (2)rosenoerger leoni WR-VG665T-BRD,CCIV2)7/8)From 0 to 49 D.00 5.00 2.50 _ 0.0088 0.05 0 7030 O 0000 0.0012 (4)andrew LDF5-50A(7/8)From 0 to 49 45.00 49.00 47.00 _ 0.0053 8.41 0.0002 0.0010 0.0007 (4)andrew.DFS-50A(7/8)Fron,0 to 49 35.00 45.00 40.f)0 0.0132 15 44 00005 0 3018 0.0018 (4)andrew L8185-50A(718)From 0 to 49 2500 35.00 30.00 0.0132 8.90 0.0003 0.0010 0.0018 (4)andrew LDFS-50A(7/8)From 0to 49 15100 25.00 20.03 0.0132 4.09 0 0001 C 3005 0.0018 (4)andrew LDF5-50A 7/8)From 0 to 49 5.00 15.00 10.00 0.0132 1.09 0.0000 0.0001 0.0018 (4)andrew LDFS-50A(7/8)From 0to 49 0.00 5 D0 2 50 00066 004 0 2000 0 0000 0.0009 ~(2)rosenberger leoni WR-VG8657-BRD)6/4)From 0 to 49 45.00 49.00 47.00 0.0047 7.44 0.0002 0.0009 0.0006 (2)moon Larger IeooiWR-VG865T.BRD(5/4)From 0 Co 49 35.00 45.00 4000 0.0117 13.66 0.0004 00016 0.001E (2)rosenberger leoni WR-V7865T-8RD(3/4)From 0 to 49 25.00 35.00 30.00 0.0117 7.87 00002 0.0009 0.0016 (2)rosenberger leoni WR-VG863T-BRD(3/4)From 0 to 49 15.00 25.00 2000 0.0117 3.62 0 0001 0.0004 00016 (2)rosenberger leoni WR-VG8657-BRD(3/4)From 0 to 49 5.00 15.00 10.00 0.0117 0.96 0.0000 0.0001 0.0016 (2)rosenberger leoni WR-VG8657-13RD)3/4)From 0 to 49 3.00 5.00 2.50 0.0058 0.03 0.2000 0.0000 0.0008 miscl 2"Rigid Conduit From 0to 49 45.00 49.00 47.00 0 0112 17.84 0,0005 0.0021 00015 miscl 2'Rigid Conduit From O to 49 35.00 45.00 40.00 0.0280 32.74 0.0010 0,0038 0,003E miscl 2"Rigid Conduit From 0 to 49 2500 35.00 30.00 0.0280 18 87 0.000E 0.0022 0.0038 11,5CI 2'Rigid Corduit From 0 to 49 15.00 2500 20.00 0.0280 8.68 0.0003 0,0010 0,0038 miscl 2"Rigid Conduit From 0 to 49 _5.00 15.00 10.00 0.0280 2.30 0.0001 0.0003 0.0038 miscl 2'Rigid Conduit From 0 to 49 _0.00 504 2 50 _ 0.07.40 0.08 0.0000 0.0000 0.0019 andrew ATC8-501.040(5/16")From 0 to 52 ' 45.00 52.00 48.50 0.0005 0.39 0.0000 0,0001 0.0001 andrew ATCO-601-040(5/164')From 0 to 52 3.5.00 4500 40.00 0.0008 0.88 0.0000 0.0001 0.0001 andrew 6703-601-040(5/16")FromO to 52 _2500 3500 30.00 0A008 051 0.0000 0.0001 00001 andrew 4706-001-040(5/151 From 0 to 52 15.00 25.00 20.00 0.0308 0.23 0.8000 0.0000 0.0001 andrew ATCB-901-040(5/16")From 0 to 52 _5.00 15.00 10.0D _ 0.0008 0.06 0.0000 0.0000 0.0001 andrew ATC0-801-040(5/16")From 0 52,52 0.00 5.00 2,50 0.0004 0.00 0.0000 0.0000 0.0001 cui CU12P5MBP6XXX(1-1/2)From 0 to 65 45.00 5500 50.00 _ 0.0235 42.13 0A012 0.0049 0.0032 oai 0012P5M90300(X(1-1/2)From 0 5063 35.00 45.00 40.00 0.0235 27.43 0.0008 0.0032 0.00E2 cui CU32P5M9P6350)1-1/2)From 0 to 65 25.00 35.00 30.00 0.0235 15,94 0.7005 0.0018 0.0032 our CU12P5M9P6XXX(1-1/2)From 0 0055 15.00 25.00 20.00 0.0235 7,29 0.3002 0.0008 0.0032 cul CU12PSM9P6XXX(1-1/2(From 0 to63 _5.00 15.00 10.00 _ 0.0235 1.93 0,0001 0.0002 0.0032 col CU72P5M9116XXX)1-1/2)From 0 to 65 0.00 5.U0 2.50 00118 C.07 0.1000 0.0000 0.001.E (2)nokia HCS 2.0 Part 3(1-1/2)From 0 to 75 45.00 55.00 50.00 _ 0.0342 61.32 0.7018 0,0071 0.0047 (2)nokia MCI 2.0 Part 3(1-1/2)From 0 to 75 35.30 45.00 40.CD _ 0.0342 40.00 0 1012 0.0047 0.0047 (2)nokia HCS 2.0 Part 3(1-1/2)From 0 to 75 MOO 35.00 30.00 0.0342 23.05 0.7007 0,0027 0.0047 (2)nokia HOS2.0 Part 3)1-1/2)From 0to75 15.00 25.00 20.00 _ 9.0342 10.61 0.2003 00012 0.0047 (2)nokia HCS 2.0 Part 3(1-1/2)From Ito 75 5.00 15.00 10.00 _ 0.0342 2.81 0.7001 0.0003 0.0047 (2)nokia HC5 2.0 Part 3(1-1/2)From 0 to 75 0.00 5.00 2 50 0.0571 0.10 0.0000 0.0000 0.0023 Oun 0.7564 490.57 CCISeismic 3.3.9 Page 5 Analysis Date: 5/13/2022