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HomeMy WebLinkAbout19-21890 CITY OF ZEPHYRHILLS 5335-8TH STREET .(8.13)780-0020 21890 BUILDING PERMIT PERMIT INFORMATION LOCATION"INFORMATION, Permit Number: 21890 Address: 38522 A AVE Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: ADD/ALT COMMERCIAL Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 14-26-21-0010-01700-0060 Improv. Cost: 20,000.00 OWNER INFORMATION_ Date Issued: 10/16/2019 Name: CROWN CASTLE GT COMPANY LLC Total Fees: 210.00 Address: 4017 WASHINGTON RD Amount Paid: 210.00 MC MURRAY, PA. 15317-2520 Date Paid: 10/16/2019 Phone: (813)342-3853 Work Desc: REPLACE SPRINT EQUIPMENT/ANTENNA UNITS /ERICSSON AIR 6488 CONTRACTORS APPLICATION FEES ERICSSON INC BUILDING FEE 210.00 Ins ections Required FOOTER 2ND ROUGH PLUMB MISC INSULATION EILIN FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: (c)With respect to Reinspection fees will comply with Florida Statute 553.80 (2)(c)the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection,whichever is greater,for each such subsequent reinspection. NOTICE: In addition to the requirements of this permit, there maybe additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans, Specifications Must Accompany Application.All work shall be performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. &-, NTRA TO VS GNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER Jacqueline Boges From: Samantha Green <samantha.green@ericsson.com> Sent: Wednesday, May 20, 2020 11:29 AM To: Jacqueline Boges Cc: Steve Nichols Subject: BP Cancellation RQTA33XC047_21890 Jackie, Construction for building permit 21890 has been cancelled. No work has been completed at this location. Please close out permitting and provide confirmation of the permit's cancellation. Thank you, Samantha Green 678-938-3563 1 I ' City of Zephyrhills Permit Application Fax-813-780-0021 8162 9 8/TA3 3 XC 0 4 7 Building Department Date Received Phone Contact for Permitting 813 342 _ 3873 1 1 1 1 1 1 1 1 1 1 1 1 1 owner's Name Crown Castle USA Inc.for Sprint Owner Phone Number 813-342-3873 Owner's address 4511 N Himes Ave Ste 210 Tampa,FL 33614 Owner Phone Number Fee Simple Titleholder Name I Crown Castle GT Company Owner Phone Number Fee Simple Titleholder Address 4017 WASHINGTON RD PMB 353, MC MURRAY PA 15317-2520 JOB ADDRESS 38522 A Ave.,Zephyrhills, FL 33542 LOT# SUBDIVISION PARCEL ID# 14-26-21-0010-01700-0060 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED e NEW CONSTR ADD/ALT = SIGN = = DEMOLISH INSTALL I x REPAIR PROPOSED USE = SFR Q COMM = OTHER TYPE OF CONSTRUCTION = BLOCK 0 FRAME 0 STEEL = SPRINT MIMO-Removing 2.5 equipment and replacing with integrated MIMO Antenna units.Adding(3)Ericsson Air 6488 DESCRIPTION OF WORK 1(l)per sector Ruji MA on PxwqtinA mount to vprify Capacity BUILDING SIZE SQ FOOTAGE= HEIGHT =BUILDING $20,000 VALUATION OF TOTAL CONSTRUCTION =ELECTRICAL $ AMP SERVICE ��/�Q PROGRESS ENERGY Q/� W.R.E.C. =PLUMBING $ *1j 0 lg`�'RO =MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION `/ V =GAS = ROOFING = SPECIALTY = OTHER FINISHED FLOOR ELEVAT NS FLOOD ZONE AREA =YES N BUILDER / 1 r COMPANY Ericsson, Inc. SIGNATURE / l REGISTERED I Y/ N FEE CURRD LILN Address W GACY DR PLANO,TX 75024 License# CGC1518237 ELECTRICIAN COMPANY SIGNATURE REGISTERED I Y/ N FEE CURREN Y/N Address I License# PLUMBER COMPANY SIGNATURE REGISTERED I Y/ N FEE CURREN Y/N Address I License# MECHANICAL COMPANY SIGNATURE REGISTERED Y/ N FEE CURRD Y/N Address License# OTHER COMPANY SIGNATURE REGISTERED I Y/ N FEE CURRD Y/N Address License# 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Forms;R-O-W Permit for new construction, Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster,Site Work Permit for subdivisionsflarge projects COMMERCIAL Attach(3)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Fortes.R-O-W Permit for new construction. Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster.Site Work Permit for all new projects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. —PROPERTY SURVEY required for all NEW construction. Directions: Fill out application completely. Owner&Contractor sign back of application,notarized If over$2500,a Notice of Commencement is required. (A/C upgrades over$7500) Agent(for the contractor)or Power of Attorney(for the owner)would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(PlottSurvey/Footage) Driveways-Not over Counter if on public roadways..needs ROW 816298_89059 NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to"deed"restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work,they may be required to be licensed in accordance With state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work,they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847- 8009. Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the"contractor Block"of this application for which they will be responsible. If you, as the owner sign as the contractor,that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County. TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings,change of use in existing buildings, or expansion of existing buildings, as specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands,that such fees, as may be due,will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a"certificate of occupancy"or final power release. If the project does not involve a certificate of occupancy or final power release,the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due,they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW(Chapter 713,Florida Statutes,as amended): If valuation of work is$2,500.00 or more, I certify that I, the applicant, have been provided with a copy of the "Florida Construction Lien Law—Homeowner's Protection Guide"prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the"owner",I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner'prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction,zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other government agencies may apply to the intended work,and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not limited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands,Water/Wastewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. - Army Corps of Engineers-Seawalls,Docks,Navigable Waterways. - Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone"V"unless expressly permitted. - If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a "compensating volume"will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction,I certify that fill will be used only to fill the area Within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties,the owner may be cited for violating the conditions of the building permit issued under the attached permit application,for lots less than one(1) acre which are elevated by fill,an engineered drainage plan is required. If I am the AGENT FOR THE OWNER,I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate,cancel,alter,or set aside any provisions of the technical codes,nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans,construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance,or if work authorized by the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced. An extension may be requested, in writing,from the Building Official for a period not to exceed ninety(90)days and will demonstrate nt c o justifiable cause for the extension. If work ceases for ninety(90)consecutive days,the job is considered abandoned. a U a o v N WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF CO ENCEMENT MAY RESULT IN YOUR u j vi PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU WTI D TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING Y ICE OF COMMENCEMENT. 0 Z n FLORIDA JURAT(F.S.1_j�3) OWNER OR AGENT /Il• CONTRACTOR G Subscribed and swots to or a{''(`ed(�hofp`re me tnLis Subscribed and sw too ed before me this P : Z by Y Y�C WK 1/��7t/ r STEVE H NICHOLS) W W Who istare personally known to me or has/have produced Who is/are pers&kallylffiown to me or has/have produced w O it I as Identification. FLDLN242-758-54339-0 as identification. = U a u i > W z `` tt Notary Public LeUAI�� Notary Public =i -.3 3(3 Commission No. Commission No.GQ Cp i s Name of Notary typed,printed or damped— Name o o ary p ri d MEU$SA. WCOMMISSIONIII00330883 'sp�F EXPIRES:May 5,2023 `�`%g Iti'4 Bonded Thfu Notary PifDile Undoft dtefs 0 r Ionian City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: j� Date Received: 7.7--7 Site: 3�5'�L A- Apt Permit Type: 1A& Approved w/no comment . Approved w/the below comments: ❑ Denied w/the below comments: ❑ This comment sheet shall be kept with the permit and/or plans. OCT 0 5 2019 Kalvin zer—Plans Examiner Date Contractor and/or Homeowner (Required when comments are present) C,l�-`1 a Ze h Florida Certificate of Authorization 48540 Date: February 08,2019 Te cton icy PRACTICAL SOLUTIONS.EXCEPTIONAL SERVICE. William Barrett Tectonic Engineering &Surveying Consultants P.C. Crown Castle 1279 Route 300 8000 Avalon Blvd Newburgh, NY 12550 Alpharetta, GA 30009 (845)567-6656 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: TA33XCO47 Carrier Site Name: TA33XC047S18.1 Crown Castle Designation: Crown Castle BU Number: 816298 Crown Castle Site Name: ZEPHYRHILLS Crown Castle JDE Job Number: 555977 Crown Castle Work Order Number: 1691745 Crown Castle Application Number: 477164 Rev. 0 Engineering Firm Designation: Tectonic Project Number: 9800.816298, Phase 3 Site Data: 38522 A Ave,Zephyrhills, Pasco County, FL Latitude 280 13'40.63", Longitude-820 10'45.6" 287.667 Foot-Self Support Tower Dear William Barrett, Tectonic Engineering & Surveying Consultants P.C. (Tectonic) 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: LC7: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 138 mph as required by the 2017 Florida Building Code, 6th Edition (2015 IBC). Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Mahesh Chillarge ALL WORK SHALL COMPLY WITH PREVAIL$ CODES FLORIDA BUILDING CODE, Respectfully submitted by: NATIONAL ELECTRIC CODE, AND THE CITY Tectonic. ,��.���rUc!°►.E.�Fl���i ORDI ANCES OF�EPH1fRF11LLS `,���J�li;•��C E Ns�••t40O� # No PES6144 •� ID ��STATE .gr REVIEW DATE r ' Veronica E. Elson, P.E. p O ; E OF ; CITY OF ZEpF1 Il. Senior Engineer a/�fr�iF•�(•O R 1 O.P•'���� PLAN EXAMINER tnxTower Report-version 8.0.4.0 I February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 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—LC7 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.0.4.0 287.667 Ft Self Support Tower Structural Analysis February 08, 2019CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 3 1) INTRODUCTION This tower is a 287.667 ft Self Support tower mapped by Tower Engineering Professionals, Inc. The tower has been modified multiple times in the past to accommodate additional loading. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 138 mph Exposure Category: C Topographic Factor: 1 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) I 205.0 1 ericsson _F NT2 0.6 11 HPX JR) 1 1 ceragon FIBEAIR IP-20C 3 ericsson AIR 6488 B41 w/Mount Pipe 204.0 1 rfs celwave APXVERR18-C w/Mount Pipe 3 1-3/16 APXV9ERR18-C w/ 3 1-1/4 203.0 2 rfs celwave Mount Pipe 1 1/4 1 rfs celwave SC2719OBB 2 3/8 3 crown mounts PM 601-1 3 crown mounts SM 503-1 203.0 3 ericsson I RRUS 11 B26A 3 ericsson RRUS 31 B25 2 ericsson TN11/2X 248T/256X HP Table 2-Other Considered Equipment Center Number Number Feed- Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Manufacturer (ft) Antennas Lines - Size(in). 290.0 . I 2 dbspectra DS8A10F36U-D - 1 1/2 283.0 283.0 2 crown mounts SO 306-1 1 3/4 1 dbspectra ATS8TMA10 1 1-5/8 1 crown mounts PM 601-1 277.0 277.0 1 E65 1 rfs celwave PAD8-65AC tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 . Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 4 Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft), Elevation Manufacturer (ft) Antennas Lines Size(in) VFA10-HD-S Sector sitepro1 �( Mount 4 commscope NNHH-65B-R4 w/Mount Pipe 2 commscope SBNHH-1D65B w/Mount Pipe 215.0 215.0 4 . commscope SBNHH-1D85B w/Mount Pipe 3 3/8 6 3/4 3 ericsson RRUS 32 3 ericsson RRUS 4449 B5/B12 3 ericsson RRUS 4478 B14 3 ericsson RRUS 8843 132/1366A 6 raycap DC2-48-60-0-9E 3 raycap DC6-48-60-18-8C 198.0 2 commscope SBNH-1D65C-SRw/ Mount Pipe 5 andrew TMBXX-6517-A2M w/ Mount Pipe 2 commscope CBC1921-DF-DC-6X 197.0 2 commscope SBNHH-1D45C w/Mount Pipe 1 nokia FHFB 9 1-5/8 195.0 1 nokia FRIJ 3 1-1/4 195.0 3 sitepro1 MSFAA 3 sitepro1 VFA12-HD Sector Frame 3 commscope TMAT1921B78-21A 194.0 2 nokia. FHFB 3 nokia FRIG 3 raycap ASU9338TYPOI 190.0 1 nokia FHFB 6 antel LPD-7905/8 3 crown mounts SM 402-1 177.0 177.0 6 css X7C-FRO-860-VRO w/ 12 1-5/8 Mount Pipe 1 1-1/4 3 ericsson RRUS 32 3 raycap RHSDC-3315-PF-48 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 5 3)ANALYSIS PROCEDURE Table 3 -Documents Provided Document Remarks Reference Source:' . 4-GEOTECHNICAL REPORTS I EGSci Consulting Inc. 7489744 I CCISITES 4-POST-MODIFICATION Tower Engineering Professionals, 2280102 CCISITES INSPECTION Inc. 4-POST-MODIFICATION INDUSTRIAL ENGINEERING 2508399 CCISITES INSPECTION AND TESTING SERVICES, P.C. 4-TOWER FOUNDATION EGSci Consulting Inc. (Mapping) 7318394 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER Tower Engineering Professionals, 7323090 CCISITES DRAWINGS Inc. (Mapping) 4-TOWER REINFORCEMENT IETS Engineering Services, P.C. 1063786 CCISITES DESIGN/DRAWINGS/DATA 4-TOWER REINFORCEMENT B &T Engineering 1136789 CCISITES DESIGN/DRAW INGS/DATA 4-TOWER REINFORCEMENT Tower Engineering Professionals, 7583548 CCISITES DESIGN/DRAWINGS/DATA Inc. 4-TOWER STRUCTURAL Tower Engineering Professionals, 7583549 CCISITES ANALYSIS REPORTS Inc. 4-PO INSPECTION Inc.ST-MODIFICATION Tower Engineering Professionals, 7924130 CCISITES 3.1) Analysis Method tnxTower(version 8.0.4.0), 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. 3.2) Assumptions 1) Tower and structures were built and maintained in accordance with the manufacturer's specifications. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) Tectonic.did not analyze the antenna supporting mounts as a part of this analysis report and assumed they are structurally sufficient. It is the carrier's responsibility to ensure structural compliance of their existing and/or proposed antenna Supporting Mounts. 4) The existing base plate grout was considered in this analysis. 5) Dowel capacity governs reinforced foundation. Proposed reinforcement dowel capacity based on the previous analysis report by Tower Engineering Professionals, Inc.The dowel capacity for the previous reinforcement by IETS Engineering Services, P.C. is assumed to be governed by the steel capacity. 6) The existing tower geometry is based on the previous analysis report by Tower Engineering Professionals, Inc. referenced above. 7) This analysis is based on the tower mapping reports referenced above. Therefore, the material grades are assumed as follows: Tower: Legs: A572-50 Bracing: A36 Anchor Rods: A36 Foundation: Concrete: 3000 psi Steel Reinforcement: Grade 40 ksi tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164,Revision 0 Page 6 These assumptions are consistent with the previous analysis report by Tower Engineering Professionals, Inc., referenced above. This analysis_may be affected if any assumptions are not valid or have been made in error.Tectonic: should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS'RESULTS Table 4-Section Capacity(Summary) Section Component critical SF*P allow % Elevation(ft) Size P(K) Pass/Fail No. Type Element. (K). Capacity. 2 .667- T1 280.084 Leg L5x5x5/16 37 -0.918 92.178 1.0 Pass 87 T2 2 27285 Leg L5x5x5/16 25 -2.356 92.178 42.6 b) Pass T3 247.3-3 72.5 Leg L5x5xl/2 46 -13.362 184.636 8.0'�b) Pass T4 247.333- Leg L8x8x5/8 114 31.544 434.867 7.3 Pass 232.583 T5 232.583- Leg L8x8x5/8 152 -39.610 469.785 8.4 Pass 222.166 8.9-(b) . T6 222.166- Leg L8x8x5/8 189 51.728 453.830 11.4 Pass 209.583 T7 209.583-197 Leg L8x8x5/8 226 -70.407 453.830 15.5 Pass 15.8(b) T8 197-181.3 Leg L8x8xl 1/8 263 -94.323 736.067 12.8 Pass T9 81.33 7.7 Leg L8x8xl 1/8 300 -126.014 814.224 215(b) Pass T10 170.833- Leg L8x8xl 1/8 337 -150.852 729.626 20.7 Pass 146.75 33.9(b) - 667 Leg L8x8x3/4 398 -2FT,1 12107.690 492.296 42.2 Pass 146.75 T12 121.667- Leg L8x8xl 461 -271.031 644.151 42.1 Pass 96.5843 T13 96.5843-71.5 Leg L8x8xl 1/8 522 -335.257 717.138 I 46.7 Pass T14 71.5-51.417 1 Leg I L8x8xl 1/8 583 403.226 774.440 52.1 Pass T15 51.417- Leg L8x8xl 1/8 656 -458.071 774.440 59.1 Pass 31.334 T16 31.334-0 Leg L8x8xl 1/8 729 -440.272 1 736.657 1 59.8 1 Pass 287'667 T1 Diagonal 2L21/2x2x3/16x5/16 19- -1.004 29.121 3.4 Pass 280.084. T2 280.084- Diagonal 21-2 1/2x2x3/16x5/16 33 -3.175 27.596 11.5 Pass 272.5 T3 272*5 Diagonal 2L21/2x21/2x1/4x5/16, 71 -7.708 31.757 24.3 Pass 247.333 T4 247.333- Diagonal 2L3x2 1/2xl/4xl/4 133 -7.739 49.292 15.7 Pass 232.583 16.5(b) T5 232.583- Diagonal 21-2 1/2x3xl/4xl/4 170 10.115 57.736 17.5 Pass 222.166 T6 222.166- Diagonal 2L2 1/2x3 1/2x1/4x5/16 2b7 -14.435 56.145 25.7 Pass 209.583 T7 209.583-197 1 Diagonal 1 21-2 1/2x3 1/2xl/4x5/16 250 -17.239 53.547 32.2 Pass T8 197-181.3 Diagonal 2L 3 1/2 x 4 x 1/4 x 114 281 -24.872 68.478 36.3 Pass T9 181.3 Diagonal 2L 3 x 3 1/2 x 1/4 x 1/4 318 23.361 66.680 35.0 Pass 170.833 T10 170.833- Diagonal 21-3 1/2x5x5/16x5/16 365 -40.807 121.059 33.7 Pass 146.75 T11 146.75- Diagonal 21-3 1/2x5x5/16x5/16 426 -44.464 113.004 39.3 -F Pass 121.667 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 . Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 7 Section Component Critical SF*P allow Elevation(ft), Size R(K) Pass/Fail No. Type (Element'[-46.578 : (t) Capacity T12 96.5,843 Diagonal 2L31/2x5x5/16x5/16 487 108.758 �42.8 I Pass T13 96.5843-71.5 Diagonal 2L3 1/2x5x5/16x5/16 548 -50.762 104.095 48.8 Pass T14 71.5-51.417 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 613 -46.086 71.312 64.6 Pass T15 51.417- Diagonal 2L31/2x4x5/16xl/2 686 -47.650 90.498- 52.7 Pass 31.334 64.4(b) T167 31.334-0 Diagonal 2L5x5x3/8 x1/2 775 -95.955 189.748 50.6 Pass 280.084- 4.7 T2 272.5 Horizontal 21-2 1/2x2x3/16x5/16 32 -1.852 39.568 5 7(b) Pass T3 2 72.5- Horizontal 2L2x2x3/16x5/16 70 3.813 28.925 13 3(b)13.2 Pass T4 247.333- Horizontal _ 2L2 1/2x2x3/16x5/16 132 -5.446 34.578 15.7 Pass 232.583 17.4(b) T5 232.583- Horizontal 2L5x3 1/2x5/16x5/16 169 6.317 149.818 4.2 Pass 222.166 9.1 (b) FT6 222.166- Horizontal 2L3x2x3/16x5/16---F 206 8.053 30.526 26.4 Pass 209.583 T8 197-181.3 Horizontal 2L5x3x5/16x5/16 280 -14.468 82.538 17.5 Pass 20.1 (b) . T9 170.833 Horizontal 2L:6x3.5x5/16"x5/16" 317 1..-17.151 122.381 24.3(b) Pass T10 170.833-- Horizontal 2L31/2x21/2x1/4x5/16 364 -19.890 44.148 45.1 Pass 146.75 T11 1 . - Horizontal 2L5x31/2x5/16x5/16 425 -2-2.871 108.148 21.1 Pass 12121.66667 31.5(b) T12 121.667- Horizontal 2L4x3xl/4xl/4 486 25.474 45.982 55.4 Pass 96.5843 T13 96.5843-71.5 Horizontal 1 21-43 1/2x5/16xl/4 547 -29.534 63.423 46.6 Pass T14 71.5-51.417 Horizontal 2L3 1/2x2 1/2x1/4 612 -31.596 65.259 48.4 Pass T15 51.417- Horizontal 2L31/2x21/2x1/4 685 -33.512 59.048 56.8 Pass 31.334 T16 31.334-0 Horizontal 2L6x4x7/16x1/2 798 -77.153 230.540 33.5 Pass 52.1 (b) T1 287'667 Top Girt L3x2 1/2xl/4 7 -0.531 30.040 1.8 Pass 280.084 2.1 (b) T3 2 72'5- Top Girt L5x3x1/4 49 -2.889 39.779 9 1.3 Pass T4 247.333- 11.6(b) Top Girt 2L3 1/2x2 1/2x1/4x5/16 119 -5.061 77.128 6'6 232.583 Pass T7 209.563-197 1 Top Girt 2L3x2x3/16x5/16 231 -10.763 26.538 40.6 Pass T3 272.5- Redund Horz 1 L2 1/2x2x3/16 79 -0.246 20.131 1.2 Pass 247.333 Bracing 232.583- Redund Horz 1 T5 222.166 Bracing L21/2x11/2x3/16 178 -0.817 10.669 7.7 Pass T6 222.166- Redund Horz 1 L2 1/2x2x3/16 201 -1.687 16.992 9.9 Pass 209.583 Bracing T7 209.583-197 Redund Horz 1 L2 1/2x2x3/16 245 -1.321 14.685 9.0 Pass Bracing T8 197-181.3 Redund Horz 1 21-2 1/2x2x3/16x1/4 278 -1.455 45.517 3.2 Pass Bracing T9 181.3- Redund Horz 1 L2 1/2x2x3/16 319 -2.071 10.356 20.0 Pass 170.833 Bracing T10 .170.833- Redund Horz 1 L2 1/2xl 1/2x3/16 347 -2.289 11.418 20.0 Pass 146.75 Bracing T11 146.75- Redund Horz 1 L2 1/2x1 1/2x3/16 432 -3.147 8.900 35.4 Pass 121.667 Bracing 121.667- Redund Horz 1 T12 96.5843 Bracing " L2 1/2x1 1/2x3116 493 4.099 7.071 58.0 Pass tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164,Revision 0 Page 8 Section Comporient Critical SF*P_allow % Elevation(ft), Size P(F� Pass/Fail No. Type Element Oq Capacity T13 96.5843-71.5 Redund Horz 1 L2 1/2x2x3/16 554 -5.064 11.092 45.7 Pass Bracing I I I -- �-- T14 71.5-51.417 Redund Horz 1 L2 1/2x2x3/16 620 -6.085 8.477 71.8 Pass Bracing 51.417- Redund Horz 1 T15 31.334 Bracing 2L21/2x2x3/16x1/4 702 -6.911 39.885 17.3 Pass T16 31.334-0 Redund Horz 1 L2 1/2x2 1/2x1/4(rz) 783 -6.666 28.373 23.5. Pass Bracing T10 170.833- Redund Horz 2 L2 1/2x2 1/2x3/16 348 -2.289 7.559 30.3 Pass 146.75 Bracing . T11 146.75- Redund Horz 2 L3x3x3/16 441 -3.147 10.426 30.2 Pass 121.667 Bracing I I I T T12 121.667- Redund Horz 2 L3x3x3/16 494 -4.099 8.351 49.1 Pass 96.5843 Bracing T13 96.5843-71.5rRedund Horz 2 L3x3xl/4 563 -5.064 8.915 56.8 Pass Bracing T14 71.5-51.417 Redund Horz 2 2L2 1/2x2 1/2x3/16 621 -6.085 7.496 81.2 Pass Bracing T15 51.417- Redund Horz 2 21-2 112 x 2 1/2 x 3/16 x 694 -6.911 14.078 49.1 Pass 31.334 Bracing 5/16 T16 31.334-0 Redund Horz 2Bracing L2 1/2x2 1/2x1/4(rz) 784 I -6.666 9.471 70.4 Pass T16 31.334-0 Redund Horz 3 2L3x3x1/4x1/2 786 -6.666 36.382 18.3 Pass Bracing T3 272.5- Redund Diag 1 L2 1/2x2x3/16 80 -0.250 7:325 3.4 Pass 247.333 Bracing T5 232.583- Redund Diag 1 L2 1/2x2x3/16 175 -0.625 8.708 7.2 Pass 222.166 Bracing T6 222.166- Redund Diag 1 L2 1/2x2 1/2x3/16 202 -1.4o9 9.595 14.7 Pass 209.583 Bracing T7 209.583-197 Redund Diag 1 L2 1/2x2 1/2x3/16 246 -1.061 8.925 11.9 Pass Bracing T8 197-181.3 Redund Diag 1 2L21/2x2x3/16xl/4 279 -1.287 28.180 4.6_ - Pass Bracing T9 181.3- Redund Diag 1 L2 1/2x2 1/2x3/16 320 -1.349 9.124 14.8 Pass 170.833 : Bracing T10 170.833- Redund Diag 1 2L21/2x2x3/16xl/4 349 -2.474 31.038 8.0 Pass 146.75 Bracing T11 146.75- Redund Diag 1 21-2 1/2x2x3/16x1/4 442 -3.205 27.123 11.8 Pass 121.667 Bracing T12 121.667- Redund Diag 1 21-2 1/2x2x3/16x1/4 503 -3.846 26.092 14.7 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 1 21-2 1/2x2x3/16x1/4 556 -4.430 25.045 17.7 Pass Bracing T14 71.5-51.417 Redund Diag 1 21-2 1/2x2x3/16x1/4 622 -4.379 28.626 15.3 Pass Bracing 51.417- Redund Diag 1 T15 - 31.334 Bracing 21-21/2x2x3/16x1/4 695 4.803 27.570 17.4 Pass T16 31.334-0 Redund Diag 1 L2 1/2x2 1/2x1/4(rz) 785 -7.756 7.942 97.7 Pass Bracing T10 170.833- Redund Diag 2 21-2 1/2x2x3116x1/4 350 -1.560 18.831 8.3 Pass 146.75 Bracing 146.75- Redund Diag 2 T11 121.667 Bracing 21-21/2x2x3/16x1/4 443 -2.070 15.894 13.0 Pass T12 121.667- Redund Diag 2 21-2 1/2x2x3116x1/4 496 -2.576 13.938 18.5 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 2 21-2 1/2x2x3/16x1/4 557 3.069 12.265 25.0 Pass Bracing T14 71.5-51.417 Redund Diag 2 21-2 1/2x2x3/16xl/4 602 -3.990 16.633 24.0 Pass Bracing tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis M BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 9 Section Component Critical. SF*P allow No Elevation(ft) Type Size Element P(K) (l� Capacity Pass/Fail T15 51.417- Redund Diag 2 21-2 1/2x2x3/16x1/4 675 -4.499 15.197 29.6 Pass 31.334 � Bracing I-_`- -I_-___`___� T16 31.334-0 Redund Diag 2 L3x3x3/16(rz) 804 -4.757 6.335 75.1 Pass Bracing T16 31.334-0 Redund Diag 3 2L 5x3.5x5/16"x3/8" 812 63.942 97.249 65.8 Pass Bracing T16 -31.334-0 Redund Hip 1 2L2 1/2 x 2 1/2 x 3/16 x 814 0.889 61.395 1.4 Pass Bracing 5/16 - T10 170.833- Redund Hip 2 L3 1/2x3 1/2xl/4 388 -0.097 12.803 0.8 Pass 146.75 Bracing T11 146.75- Redund Hip 2 2L2 1/2x2 1/2x3/16x5/16 449 -0.146 13.663 1.1 Pass 121.667 Bracing 121.667- Redund Hip 2 T12 96.5843 Bracing 2L21/2x3x1/4x1/4 510 -0.112 15.002 0.7 Pass T13 96.5843-71.5 Redund Hip 2 21-2 1/2x3x1/4xl/4 571 0.115 12.363 0.9 Pass Bracing T14 71.5-51.417 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 640 -0.066 18.178 0.4 Pass Bracing T15 51.417- Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 713 0.067 15.949 0.4 Pass 31.334 Bracing T16 31.334-0 Redund Hip 2 21-2 1/2 x 2 1/2 x 3/16 x 791 -0.425 21.595 2.0 Pass Bracing 5/16 T16 31.334-0 Redund Hip 3 21-2 1/2x3x1/4x1/4 816 -0.197 13.056 1.5 Pass Bracing 170.833- Redund Hip T10 146.75 Diagonal L3 1/2x3 1/2x1/4 389 0.163 5.969 2.7 Pass Bracing 146.75- Redund Hip T11 121.667 Diagonal L3 1/2x3 1/2x1/4 450 0.176 4.903 3.6 Pass Bracing 121.667- Redund Hip T12 96.5843 Diagonal 2L21/2x2x3/16xl/4 511 0.126 5.154 2.4 Pass Bracing Redund Hip T13 96.5843-71.5 Diagonal 2 21-2 1/2x2x3/16x1/4 572 0.128 4.384 2.9 Pass Bracing Redund Hip T14 71.5-51.417 Diagonal 2 21-2 1/2x2x3/16x1/4 641 0.075 3.954 1.9 Pass Bracing 51.417- Redund Hip T15 31.334 Diagonal 21-21/2x2x3/16x1/4 714 0.069 3.508 2.0 Pass Bracing Redund Hip T16 31.334-0 Diagonal 2 21-2 1/2x2x3/16x1/4 817 0.348 UM 3.9 Pass Bracing T16 31.334-0 Redund Sub Ho rz 2L5x5x3/8 813 -65.203 150.105 43.4 Pass Bracing T16 31.334-0 Redund Sub 2L5x3 1/2x5/16x3/8 794 60.908 139.994 43.5 Pass Diagonal Bracing T1 287.667- Inner Bracing L3x3x3/16 13 0.009 8.081 0.2 Pass 280.084 T2 280'084 Inner Bracing L3x3x3/16 42 0.002 6.755 0.2 Pass 272.5 T3 272.5 Inner Bracing L3x3x3/16 55 0.045 5.731 0.8 Pass 247.333 T4 247.333- Inner Bracing L4x4xl/4 125 -0.080 11.398 0.7 Pass 232.583 T5 232.583- Inner Bracing L4x4xl/4 187 0.004 9.060 0.3 Pass 222.166 T6 222.166- Inner Bracing L4x4xl/4 224 -0.005 7.817 0.4 Pass 209.583 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 10 Section Capacity Component Critical. SF*P_allow % No. Elevation(ft) Typ e (K)Size Element P(K) Pass'/Fall T7 r209.583-197 i Inner Bracing 2L3x2x3/16x5/16 237 0.166 �6.801 2.4 Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 -0.011 23.594 0.6 Pass T9 181.3- Inner Bracing L3 1/2x2 1/2x1/4 333 -0.040 6.079 0.7 Pass 170.833 T10 .170.833- Inner Bracing L3x3x3/16 394 0.071 6.719 1.1 Pass 146.75 T11 146.75- Inner Bracing L5x3xl/4 454 0.093 7.990 1.2 Pass 121.667 T12 121.667- Inner Bracing 2L3 1/2x3 1/2x1/4x5/16 518 0.014 18.026 0.6 Pass -96.5843 T13 196.5843-71.51 Inner Bracing 2L2x2-1/2x3/16x5/16 576 -0.072 8.386 0.9 Pass T14 71.5-51.417 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 646 -0.058 7.196 0.8 Pass T15 51.417- Inner Bracing 2L2 1/2x3x1/4x1/4 721 -0.014 6.862 0.7 Pass 31.334 T16 31.334-0 Inner Bracing 2L2 1/2x2 1/2x3/16x5/16 828 -0.078 5.591 1.4 Pass Summary Leg(T16) 59.8 Pass Diagonal 64.6 Pass (T14) Horizontal 56.8 Pass (T15) Top Girt 40.6 Pass Redund Horz 1 Bracing 71.8 Pass (T14) Redund Horz 2 Bracing 81.2 Pass (T14) Redund Horz 3 18.3 Pass Bracing (T16) Redund Diag 1 97.7 Pass Bracing (T16) Redund Diag 2 75.1 Pass Bracing (T16) Redund Bra ing 65.8 Pass (T16) Redund Hip 1 Bracing 1.4 Pass (T16) Redund Hip 2 Bracing 2.0 Pass ,- (T16) Redund Hip 3 Bracing 1.5 Pass (T16) Redund Hip Diagonal 2 3.9 Pass Bracing (T16) tnxTower Report-version 8.0.4.0 February.08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number-9800.816298, Phase 3,Application 477164, Revision 0 Page 11 Section Component Critical SF*P_allow % Elevation(ft) Size' -P(K) Pass I Fail No. = Type Element (K) Capacity Redund Sub Horz Bracing 43.4 Pass (T16) . Redund Sub Diagonal 43.5 Pass Bracing (T16) Inner Bracing 2.4 Pass (T7) Bolt.Checks 1 64.4 1 Pass Rating*= 97.7 Pass "Rating per TIA-222-H Section 15.5. Table 5-Tower Component Stresses vs. Capacity—LC7 Notes Component Elevation (ft) % Capacity Pass./Fail 1, 2 . I Anchor Rods r- 0 I 82.6 -- Pass 1, 2 Base Foundation 0 26.8_ Pass 1, 2 Base Foundation Soil Interaction 0 70.2 Pass Structure Rating.(max from all components)'= 97.7% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. The results of the tilt and twist values for a 60 mph 3-second gust service wind speed per the TIA- 222-H Standard are given below: Critical Deflections and Radius-of Curvature -Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in oft 205.00 ANT2 0.6 11 HPX(TR) 25 1.44 0.05 0.01 649968 204.00 SC2-190BB 25 1.43 0.05 0.01 607261 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 12 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.4.0 287.7R SYMBOL LIST _< \ MARK SIZE MARK SIZE 280.1 R /(�� A 2L2 1/2x2x3/16x5116 M 2L5x3x5/16x5/16 Z Z rn Ud N AI I// \ B 2L2 1/2:2 112XV4x5116 N 2L6x3.5x5/16'x5/16' Z d N 2725ft \tj� C 2L3x21120/4xl/4 O L21/2xl UW/16 m n m \ D 2121l2x3x1/4xl/4 P 21-21/2x2x3/16x1/4 m m c� n m E 21-21/2x3112x1/4x5/16 Q L21/2x24116 { n C in m m '•� N F 2L 3 1l2 x 4 x 1!4 x 1/4 R L2 112x21Ybc3116 i G 2L 3 x 31/2 x 1/4 x 1/4 S L31/2x21/20/4 H 21-3 V2x45/16x1/2 - T 2L31/2x31r2x1/4x5116 N 247.3 ft / I L3x2 1/2x1l4 U 2LD(L-tY2x3116x5116 3 21-3 WX21JW/4x5116" V 2L21/2x21l2x3116x5116 0Q q q N % K 2L3x2x3/16x5/16 W 1@ 10.4166 z z •-@� L 21-54 VDc5116x5/16 X 11@ 10.4667 N 2326 ft i m ❑ J o ❑ x m 3 'a `\ MATERIAL STRENGTH 222.2ft GRADE Fy Fu GRADE Fy Fu X < r m Z m / %/�\ I A572-50 150 ksi 165 ksl A36 136 ksl 58 ksi Y�i mcNi \ W AN 2096 RR N N n TOWER DESIGN NOTES 1. Tower is located in Pasco County,Florida. z J 1970 RR 2. Tower designed for.Exposure C to the TIA-222-H Standard. 3. Tower designed for a 138 mph basic wind in accordance with the TIA-222-H Standard. m N r 4. Deflections are based upon a 60 mph wind. LL a a %N 5. Tower Risk Category II. a 6. Topographic Category 1 with Crest Height of 0.00 ft 181.3 ft \ 7. TIA-222-H Annex S " m 8. TOWER RATING:97.7% s m 0 z a X m i x 'x 170.8ft v 4 v 2 z kn N \ O 146.8 ft m Q X A N N � F A p N X K �•Ny- m N N J 121.7 R N x \ G N lh y N f-m N X x J N t \ Q N Z N 96.6 R / K N O \ tp N Iq a C m h O N 7 N N V 71.5 ft N ^• /\ ALL REACTIONS ARE FACTORED N - 51.4 ft / MAX.CORNER REACTIONS AT BASE: DOWN: 598 K 9; N SHEAR: 107 K UPLIFT.- -479 K 31.3 R ' SHEAR: 91 K m A m=f? N N N N AXIAL x ' m x �` m 270K J m'N N N SHEAR/ MOMENT N N N N 255 K 34157 kip-ft N 0.0 ft TORQUE 408 kip-ft REACTIONS-138 mph WIND rn V' ig wUB o oc7 Hxov'9 in m`� �m m J o o _¢ ¢ Tectonic ob:9800.816298,Phase 3 .ecto' 1279 Route 300 Projeu:BU 816298-ZEPHYRHILLS C11enl:Crown Castle ° Newburgh,NY 12550 ,a,, 9 by:Mahesh Chillar a App'd: Phone:(845)567-6656 Code:TIA-222-H Da1.:02/08/19 scale: NTS FAX: 845 567-8703 Piave]emrtwal M a n—No.E-1 February 08, 2019 , 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 . Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 13 Tower Input Data. . The main tower is a 4x free standing tower with an overall height of 287.67 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 10.00 ft at the top and 45.54 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: 1) Tower is located in Pasco County, Florida. 2) Tower base elevation above sea level: 82.00 ft. 3) Basic wind speed of 138 mph. 4) Risk Category II. 5) Exposure Category C. 6) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7) Topographic Category: 1. 8) Crest Height 0.00 ft. 9) Deflections calculated using a wind speed of 60 mph. 10) TIA-222-H Annex S. 11) Pressures are calculated at each section. 12) Stress ratio used in tower member design is 1.05. 13) 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 4 Calculate Redundant Bracing Forces Consider Moments-Diagonals 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification 4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios 4 Use Clear Spans For KUr All Leg Panels Have Same Allowable Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks Consider Feed Line Torque Always Use Max Kz 4 Use Azimuth Dish Coefficients 4 Include Angle Block Shear Check Use Special Wind Profile 4 Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption 4 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 j 4 Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction 4 Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 14 Leg A Leg B Face B Wind 90 X im Z m c� Lea D Face D Le C 14�e Wind 0 Square Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections It ft ft T1 287.67-280.08 10.00 1 7.58 T2 280.08-272.50 10.94 1 7.58 T3 272.50-247.33 11.87 1 25.17 T4 247.33-232.58 14.98 1 14.75 T5 232.58-222.17 16.81 1 10.42 T6 222.17-209.58 18.09 1 12.58 T7 209.58-197.00 19.65 1 12.58 T8 197.00-181.30 21.20 1 15.70 T9 181.30-170.83 23.14 1 10.47 T10 170.83-146.75 24.43 1 24.08 T11 146.75-121.67 27.41 1 25.08 T12 121.67-96.58 30.51 1 25.08 T13 96.58-71.50 33.61 1 25.08 T14 71.50-51.42 36.71 1 20.08 T15 51.42-31.33 39.19 1 20.08 T16 31.33-0.00 41.67 1 31.33 Tower Section Geometry cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T1 287.67-280.08 7.58 K Brace Down No Yes 0.00 0.00 T2 280.08-272.50 7.58 K Brace Down No Yes 0.00 0.00 T3 272.50-247.33 12.58 K1 Down No Yes 0.00 0.00 T4 247.33-232.58 7.38 K Brace Down No Yes 0.00 0.00 T5 232.58-222.17 10.42 Ki Down No Yes 0.00 0.00 T6 222.17-209.58 12.58 K1 Down No Yes 0.00 0.00 T7 209.58-197.00 12.58 K1 Down No Yes 0.00 . 0.00 T8 197.00-181.30 15.70 K1 Down No Yes 0.00 0.00 T9 181.30-170.83 10.47 K1 Down No Yes 0.00 0.00 T10 170.83-146.75 24.08 K2 Down No Yes 0.00 0.00 T11 146.75-121.67 25.08 K2 Down No Yes 0.00 0.00 T12 121.67-96.58 25.08 K2 Down No Yes 0.00 0.00 tnxTower Report-version 8.0.4.0 February 08, 2019 . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number-9800.816298,Phase 3,Application 477164,Revision 0 Page 15 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End It It Panels in in T13 96.58-71.50 25.08 K2 Down No Yes 0.00 0.00 T14 71.50-51.42 20.08 K2A Down No Yes 0.00 0.00 T15 51.42-31.33 20.08 K2A Down No Yes 0.00 0.00 T16 31.33-0.00 31.33 Portal No Yes 0.00 0.00 Tower Section Geometry cont'd . Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 287.67- Equal Angle L5x5x5/16 A572-50 Double Angle 21-2 1/2x2x3/16x5/16 A36 . 280.08 (50 ksi) (36 ksi) T2 280.08- Equal Angle L5x5x5/16 . A572-50 Double Angle 21-2 1/2x2x3/16x5/16 A36 272.50 (50 ksi) (36 ksi) T3 272.50- Equal Angle -L5x5x1/2 A572-50 Double Equal 21-2 1/2x2 1/2x1/4x5/16 A36 247.33 (50 ksi) Angle (36 ksi) T4 247.33- Equal Angle L8x8x5/8 A572-50 Double Angle 21-3x2 1/2x1/4xl/4 A36 232.58 (50 ksi) (36 ksi) T5 232.58- Equal Angle L8x8x5/8 A572-80 Double Angle 21-2 1/2x3x1/4xl/4 A36 222.17 (50 ksi) (36 ksi) T6 222.17- Equal Angle L8x8x5/8 A572-50 Double Angle 21-2 1/2x3 1/2x1/4x5/16 A36 209.58 (50 ksi) (36 ksi) T7 209.58- Equal Angle L8x8x5/8 A572-50 Double Angle 21-2 1/2x3 1/2x1/4x5/16 A36 197.00 (50 ksi) (36 ksi) T8 197.00- Equal Angle L8x8x1 1/8 A572-50 Double Angle 2L 3 1/2 x 4 x 114 x 114 A36 181.30 (50 ksi) (36 ksi) T9 181.30- Equal Angle L8x8xl 1/8 A572-50 Double Angle . 2L 3 x 3 1/2 x 1/4 x 1/4 A36 170.83 (50 ksi) (36 ksi) T10 170.83- Equal Angle L8x8xl 1/8 A572-50 Double Angle 21-3 1/2x5x5/16x5/16 A36 146.75 (50 ksi) (36 ksi) T11 146.75- Equal Angle L8x8x3/4 A572-50 Double Angle 21-3 1/2x5x5/16x5/16 A36 121.67 (50 ksi) (36 ksi) T12 121.67- Equal Angle L8x8xl A572-50 Double Angle 21-3 1/2x5x5/16x5/16 A36 96.58 (50 ksi) (36 ksi) T13 96.58- Equal Angle L8x8xl 1/8 A572-50 Double Angle 21-3 1/2x5x5/16x5/16 A36 71.50 (50 ksi) (36 ksi) T14 71.50- Equal Angle L8x8xl 118 A572-50 Double Angle 2L 3 1/2 x 4 x 1/4 x 1/4 A36 51.42 (50 ksi) (36 ksi) . T15 51.42- Equal Angle L8x8xl 118 A572-50 Double Angle 21-3 1/2x4x5/16x1/2 A36 31.33 (50 ksi) (36 ksi) T16 31.33-0.00 Equal Angle L8x8x1 1/8 A572-50 Double Equal 2L5x5x3/8 x1/2 A36 (50 ksi) Angle (36 ksi)_ Tower Section Geometry (cont'd) Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade It T3 272.50- Single Angle L&M/4 A36 Flat Bar A36 247.33 (36 ksi) (36 ksi) T4 247.33- Double Angle 21-3 1/2x2 1/2x1/4x5/16 A36 Flat Bar A36 232.58 (36 ksi) (36 ksi) T7 209.58- Double Angle 2L3x2x3/16x5/16 A36 Flat Bar A36 197.00 (36 ksi) (36 ksi) Tower Section Geometry(cont'd) tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page.16 Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girts T1 287.67- None Flat Bar A36 Single Angle L3x2 1/2x1/4 A36 280.08 (36 ksi) (36 ksi) T2 280.08- None Flat Bar A36 Double Angle 21-2 1/2x2x3/16x5/16 A36 272.50 (36 ksi) (36 ksi) T3 272.50- None Flat Bar A36 Double Equal 2L2x2x3/16x5/16 A36 247.33 (36 ksi) Angle (36 ksi) T4 247.33- None Flat Bar A36 Double Angle 21-2 1/2x2x3/16x5/16 A36 232.58 (36 ksi) (36 ksi) T5 232.58- None Flat Bar A36 Double Angle 21-5x3 1/2x5/16x5/16 A36 222.17 (36 ksi) (36 ksi) T6 222.17- None Flat Bar A36 Double Angle 2L3x2x3/16x5/16 A36 209.58 (36 ksi) (36 ksi) T7 209.58- None Flat Bar A36 Double Angle 2L3x2x3/16x5/16 A36 197.00 (36 ksi) (36 ksi) T8 197.00- None Flat Bar A36 Double Angle 2L5x3x5/16x5/16 A36 181.30 (36.ksi) (36 ksi) T9 181.30- None Flat Bar A36 Double Angle 2L6x3.5x5/16"x5/16" A36 170.83 (36 ksi) (36 ksi) T10 170.83- None Flat Bar A36 Double Angle 21-3 1/2x2 A36 146.75 (36 ksi) 1/2xl/4x5/16 (36 ksi) T11 146.75- None Flat Bar A36 Double Angle 21-5x3 1/2x5/16x5/16 A36 121.67 (36 ksi) (36 ksi) T12 121.67- None .Flat Bar A36 Double Angle 2L4x3xl/4xl/4 A36 96.58 (36 ksi) (36 ksi) T13 96.58- None Flat Bar A36 Double Angle 2L4x3 1/2x5/16x1/4 A36 71.50 (36 ksi) (36 ksi) T14 71.50- None Flat Bar A36 Double Angle 21-3 1/2x2 1/2x1/4 A36 51.42 (36 ksi) (36 ksi) T15 51.42- None Flat Bar A36 Double Angle 21-3 1/2x2 1/2x1/4 A36 31.33 (36 ksi) (36 ksi) T16 31.33-0.00 None Flat Bar A36 Double Angle 2L6x4x7/16xl/2 A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T1 287.67- Equal Angle A36 Equal Angle L3x3x3/16 A36 280.08 (36 ksi) (36 ksi) T2 280.08- Equal Angle A36 Equal Angle L3x3x3/16 A36 272.50 (36 ksi) (36 ksi) T3 272.50- Equal Angle A36 Equal Angle L3x3x3/16 A36 247.33 (36 ksi) (36 ksi) T4 247.33- Equal Angle A36 Equal Angle L4x4xl/4 A36 232.58 (36 ksi) (36 ksi) T5 232.58- Equal Angle A36 Equal Angle L4x4xl/4 A36 222.17 (36 ksi) (36 ksi) T6 222.17- Equal Angle A36 Equal Angle L4x4xlA A36 209.58 (36 ksi) (36 ksi) T7 209.58- Equal Angle A36 Double Angle 2L3x2x3/16x5/16 A36 197.00 (36 ksi) (36 ksi) T8 197.00- Equal Angle A36 Single Angle L7x4x3/8 A36 181.30 (36 ksi) (36 ksi) T9 181.30- Equal Angle A36 Single Angle L3 1/2x2 1/2x1/4 A36 170.83 (36 ksi) (36 ksi) T10 170.83- Equal Angle A36 Equal Angle L3x3x3/16 A36 146.75 (36 ksi) (36 ksi) T11 146.75- Equal Angle A36 Single Angle L5x3xl/4 A36 121.67 (36 ksi) (36 ksi) T12 121.67- Equal Angle A36 Double Equal 21-3 1/2x3 1/2x1/4x5/16 A36 96.58 (36 ksi) Angle (36 ksi) T13 96.58- Equal Angle A36 Double Angle 2L2x2-1/2x3/16x5/16 A36 71.50 (36 ksi) (36 ksi) tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164,Revision 0 Page 17 Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T14 71.50- Equal Angle A36 Double Equal 21-2 1/2x2 A36 51.42 (36 ksi) Angle 1/2x3/16x5/16 (36 ksi) T15 51.42- Equal Angle A36 Double Angle 21_2 1/2x3xl/4xl/4 A36 31.33 (36 ksi) (36 ksi) T16 31.33-0.00 Equal Angle A36 Double Equal 21-2 1/2x2 A36 (36 ksi) Angle 1/2x3/16x5/16 (36 ksi) Tower Section Geometry cont'd Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade ft T3272.50- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 247.33 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x3/16 1 T5 232.58- A36 Horizontal(1) Single Angle L2 1/2x1 1/2x3/16 1 222.17 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x3/16 1 T6 222.17- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 209.58 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 T7 209.58- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 197.00 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 T8 197.00- A36 Horizontal(1) Double Angle 21-2 1/2x2x3/16x1/4 1 181.30 (36 ksi) Diagonal(1) Double Angle 21-2 1/2x2x3/16xl/4 1 T9 181.30- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 170.83 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 T10 170.83- A36 Horizontal(1) Single Angle L2 1/2xl 1/2x3/16 1 146.75 (36 ksi) Horizontal(2) L2 1/2x2 1/2x3/16 Diagonal(1) Double Angle 21-2 1/2x2x3/16xl/4 1 Diagonal(2) 21-2 1/2x2x3/1WA T11146.75- A36 Horizontal(1) Single Angle L21/2xl1/20/16 1 121.67 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 21_2 1/2x2x3/16x1/4 1 Diagonal(2) 21-2 1/2x20/16x1/4 T12121.67- A36 Horizontal(1) Single Angle L21/2xl 1/2x3/16 1 96.58 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 21-21/2x2x3/16xl/4 1 Diagonal(2) 21_2 1/2x2x3/16x1/4 T13 96.58- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 71.50 (36 ksi) Horizontal(2) L3x3xlA Diagonal(1) Double Angle 21_21/2x2x3/16x1/4 1 Diagonal(2) 21_2 1/2x2x3/16xl/4 T14 71.50- A36 Horizontal(1) Arbitrary Shape L2 1/2x2x3/16 1.3 51.42 (36 ksi) Horizontal(2) 21-2 1/2x2 1/2x3/16 Diagonal(1) Double Angle 21-21/2x2x3/16xl/4 1 Diagonal(2) 21-2 1/2x2x3/16xl/4 T15 51.42- A36 Horizontal(1) Double Angle 21-2 1/2x20/16x1/4 1 31.33 (36 ksi) Horizontal(2) 21-2 1/2 x 2 1/2 x 3/16 x Diagonal(1) Double Angle 5/16 1 Diagonal(2) 21-2 1/2x2x3/16xl/4 21-2 1/2x2x3/16xl/4 T16 31.33- A36 Horizontal(1) Arbitrary Shape L2 1/2x2 1/2xl/4(rz) 1 0.00 (36 ksi) Horizontal(2) L2 1/2x2 1/2xl/4(rz) Horizontal(3) 2L3x3xl/4xl/2 Diagonal(1) Arbitrary Shape L2 1/2x2 1/2x1/4(rz) 1 Diagonal(2) L3x3x3/16(rz) Diagonal(3) 2L 5x3.5x5/16"x3/8" Sub-Diagonal Double Angle 2L5x3 1/2x5/160/8 1 Sub-Horizontal Double Equal 2L5x5x3/8 1 Hip(1) Angle 21-2 1/2 x 2 1/2 x 3/16 x 1 Hip(2) Double Angle 5/16 Hip(3) 21-2 1/2 x 2 1/2 x 3/16 x 5/16 21_2 1/2x3xl/4xl/4 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number.9800.816298,Phase 3,Application 477164, Revision 0 Page 18 Tower Section Geometry, (cont'd) Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust.. Weight Mult. 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 fr ft2 in in in in T1287.67- 0.00 0.31 A36 1.03 1 1.05 24.00 25.50 0.00 280.08 (36 ksi) T2 280.08- 0.00 0.31 A36 1.03 1 1.05 24.00 25.50 0.00 272.50 (36 ksi) T3 272.50- 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 0.00 247.33 (36 ksi) T4 247.33- 0.00 0.31 A36 1.03 1 1.05 22.50 25.50 0.00 232.58 (36 ksi) T5 232.58- 0.00 0.31 A36 1.03 1 1.05 19.50 26.50 0.00 222.17 (36 ksi) T6 222.17- 0.00 0.31 A36 1.03. 1 1.05 25.00 24.00 0.00 209.58 (36 ksi) T7 209.58- 0.00 0.31 A36 1.03 1 1.05 25.00 24.00 0.00 197.00 (36 ksi) T8197.00- 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 23.00 181.30 (36 ksi) T9181.30- 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 24.00 170.83 (36 ksi) T10170.83- 0.00 0.31 A36 1.03 1 1.05 26.50 24.00 24.00 146.75 (36 ksi) T11146.75- 0.00 0.31 A36 1.03 1 1.05 21.00 24.00 26.00 121.67 (36 ksi) T12121.67- 0.00 0.31 A36 1.03 1 1.05 22.00 24.00 25.00 96.58 (36 ksi) T13 96.58- 0.00 0.31 A36 1.03 1 1.05 24.00 22.00 24.00 71.50 (36 ksi) T14 71.50- 0.00 0.31 A36 1.03 1 1.05 21.00 22.00 25.50 51.42 (36 ksi) T15 51.42- 0.00 0.31 A36 1.03 1 1.05 23.00 25.50 24.50 31.33 (36 ksi) T16 31.33- 0.00 0.50 A36 1.03 1 1.05 18.00 25.00 26.00 0.00 (36 ksi) Tower Section Geometry cont'd K Factors' Tower Calc Calc Legs X K Single Gins Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1287.67- Yes No 1 1 1 1 1 1 1 1 280.08 1 1 1 1 1 1 1 T2 280.08- Yes No 1 1 1 1 1 1.2 1 1 272.50 1 1 1 1 1.2 1 1 T3 272.50- Yes No 1 1 1 1 1 1 1 1 247.33 1 1 1 1 1 1 1 T4 247.33- Yes No 1 1 1 1 1 1 1 1 232.58 1 1 1 1 1 1 1 T5 232.58- Yes No 1 1 1 1 1 1 1 1 222.17 1 1 1 1 1 1 1 T6 222.17- Yes No 1 1 1 1 1 1 1 1 209.58 1 1 1 1 1 1 1 T7 209.58- Yes No 1 1 1 1 1 1 1 1 197.00 1 1 1 1 1 1 1 T8197.00- Yes No 1 1 1 1 1 1.2 1 0.5 181.30 1 1 1 1 1.2 1 1 T9181.30- Yes No 1 1 1 1 1 1 1 0.5 170.83 1 1 1 1 1 1 1 T10170.83- Yes No 1 1 1 1 1 1 1 0.5 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 19 K Factors' Tower Calc Calc Legs X K Single Gins Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y 146.75 1 1 1 1 1 1. 1 T11146.75- Yes No 1 1 1 1 1 1 1 0.5 121.67 1 1 1 1 1 1 1 T12121.67- Yes No 1 1 1 1 1 1 1 0.5 96.58 1 1 1 1 1 1 1 T13 96.58- Yes No 1 1 1 1 1 1 1 0.5 71.50 1 1 1 1 1 1 1 T14 71.50- Yes No 1 1 1 1 1 1 1 0.5 51.42 1 1 1 1 0.5 1 1 T15 51.42- Yes No 1 1 1 1 1 1 1 0.5 31.33 1 1 1 1 0.5 1 1 T16 31.33- Yes No 1 1 1 1 1 1 1 0.5 0.00 1 2 1 1 0.5 1 1 'Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. Tower Section Geometry cont'd Tower Leg Diagonal Top Girt Bottom Gin Mid Girt Long Horizontal Short Horizontal Elevation It Net Width U Net U Net Width U Net U Net U Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T1287.67- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 280.08 T2 280.08- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 272.50 T3 272.50- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 247.33 T4 247.33- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 232.58 T5 232.58- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 222.17 T6 222.17- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 209.58 T7 209.58- 0.00 1 0.00 0.75 0.00 0.75 0.0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 197.00 T8197.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 181.30 T9181.30- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 170.83 T10170.83- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 146.75 T11146.75- 0.00 1 0:00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 121.67 T12121.67- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 96.58 T13 96.58- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 71.50 T14 71.50- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 51.42 T15 51.42- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 31.33 T16 31.33- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 Tower Section Geometry cont'd tnxTower Report--version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 20 Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Elevation Connection Horizontal It Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 287.67- Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 280.08 A325N A325N A325N A325N A325N A325N A325N T2 280.08- Sleeve DS 0.75 4 0.75 2 0.75 0 0.00 0 0.63 0 0.75 2 0.63 0 272.50 A325N A325N A325N A325N A325N A325N A325N T3 272.50- Sleeve DS 0.75 8 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 247.33 A325N A325N A325N A325N A325N A325N A325N T4 247.33- Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 232.58 A325N A325N A325N A325N A325N A325N A325N T5 232.58- Sleeve DS 1.00 12 0.75 .3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 222.17 A325N A325N A325N A325N A325N A325N A325N T6 222.17- Sleeve DS 1.00 0 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 209.58 A325N A325N A325N A325N A325N A325N A325N T7 209.58- Sleeve DS 1.00 12 0.75 3 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 197.00 A325N A325N A325N A325N A325N A325N A325N T8 197.00- Sleeve DS 0.88 0 0.75 4 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 181.30 A325N A325N A325N A325N A325N A325N A325N T9 181.30- Sleeve DS 0.88 16 0.75 4 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 170.83 A325N A325N A325N A325N A325N A325N A325N T10 170.83- Sleeve DS 1.00 12 0.75 6 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 146.75 A325N A325N A325N A325N A325N A325N A325N T11 146.75- Sleeve DS 1.00 16 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 121.67 A325N A325N A325N A325N A325N A325N A325N T12 121.67- Sleeve DS 1.00 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 96.58 A325N A325N A325N A325N A325N A325N A325N T13 96.58- Sleeve DS 1.13 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 71.50 A325N A325N A325N A325N A325N A325N A325N T14 71.50- Sleeve DS 1.13 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 51.42 A325N A325N A325N A325N A325N A325N A325N T15 51.42- Sleeve DS 1.13 20 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 31.33 A325N A325N A325N A325N A325N A325N A325N T16 31.33- Sleeve DS 1.13 20 0.88 5 0.75 0 0.00 0 0.63 0 0.75 4 0.63 0 0.00 A325N A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Componen Placement Face Lateral # _ # Clear Width or Perimete Weight or Shield From t Offset Offset Per.Spacin Diameter r Leg Torque Type ft in (Frac Fly Row g in plf Calculation in in Ladder Rails A No No Af(CaAa) 197.00- -12.00 0.45 2 2 16.00 2.50 2.44 (L2.5x2x3/16 0.00 3.00 Ladder A No No Ar(CaAa) 197.00- -12.00 0.45 1 1 3.00 1.00 2.00 Rungs - 0.00 (3/4"SR,16" wide,12" step) Ladder Rails D No No Af(CaAa) 287.67- -12.00 0.45 2 2 16.00 2.50 2.44 (L2.5x2x3/16 197.00 3.00 Ladder D No No Ar(CaAa) 287.67- -12.00 0.45 1 1 3.00 1.00 2.00 Rungs 197.00 (3/4"SR, 16" wide, 12" step) Safety Line A No No Ar(CaAa) 287.67- -12.00 0.45 1 1 0.38 0.38 0.22 3/8 0.00 "A-Face" MLE Hybrid A No No Ar(CaAa) 177.00- 0.00 -0.27 1 1 1.25 1.25 0.68 3Power/6Fib 11.00 er RL 2(1- 1/4) LDF7-50A(1- A No No Ar(CaAa) 177.00- 0.00 -0.25 12 6 0.50 1.98 0.82 5/8) 11.00 0.75 tnxTowei•Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 21 Description Face Allow Exclude Componen Placement Face Lateral # # Clear Width or Perimete Weight or Shield From t Offset Offset Per Spacin Diameter r Leg Torque Type It in (Frac FM Row g in plf Calculation in in 5/8"Cable A No No Ar(CaAa) 99.00- -2.00 0.46 1 1 0.63 0.63 0.30 (Lights) 10.00 7/16"Cable A No No Ar(CaAa) 186.00- -2.00 0.48 1 1 0.44 0.44 0.30 (Lights) 10.00 1"Rigid A No No Af(CaAa) 287.67- -2.00 0.48 1 1 1.00 1.00 0.50 Conduit 10.00 7/8"Line A No No Ar(CaAa) 287.67- -2.00 0.49 1 1 1.10 1.10 0.30 10.00 WG6 Rungs A No No Af(CaAa) 285.00- 0.00 -0.25 1 1 3.00 3.08 5.01 25.00 WG6 Rails A No No Af(CaAa) 285.00- 0.00 -0.25 2 2 41.00 2.50 4.10 25.00 3.00 Cage Rail A No No Af(CaAa) 33.00- -0.40 0 1 1 0.00 4.00 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- -0.40 0 1 1 0.00 4.50 5.00 11.00 Cage Rail A No No Af(CaAa) 33.00- 0.20 0 1 1 0.00 4.00 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- 0.20 0 1 1 0.00 4.50 5.00 11.00 Cage Rail A No No Af(CaAa) 33.00- 0.30 0 1 1 0.00 4.00 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- 0.30 0 1 1 0.00 4.50 5.00 11.00 Cage Rail A No No Af(CaAa) 33.00- 0.40 0 1 1 0.00 4.00 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- 0.40 0 1 1 0.00 4.50 5.00 11.00 **B-Face** FB-L98B- B No No Ar(CaAa) 215.00- 1.00 -0.4 3 3 0.39 0.39 0.06 002- 10.00 XXX(3/8) WR- B No No Ar(CaAa) 215.00- 0.00 -0.4 6 6 0.50 0.80 0.58 VG86ST- 10.00 0.75 BRD(3/4) WG Rungs B No No Af(CaAa) 215.00- 0.00 -0.4 1 1 3.00 0.41 2.30 25.00 WG Rails B No No Af(CaAa) 215.00- 0.00 -0.4 2 2 22.00 1.50 1.23 25.00 3.00 TSZ 999 B No No Ar(CaAa) 203.00- 0.00 -0.2 3 3 1.20 1.20 1.14 0072(1 0.00 3/16") LDF2-50(3/8) B No No Ar(CaAa) 203.00- 0.00 -0.15 2 2 0.44 0.44 0.08 0.00 942-98887- B No No Ar(CaAa) 203.00- 0.00 -0.17 3 3 1.30 1.30 1.26 1 FXXX(1- 0.00 1/4) WG1 Rungs B No No Af(CaAa) 200.00- 0.00 -0.15 1 1 3.00 0.41 2.30 25.00 WG1 Rails B No No Af(CaAa) 200.00- 0.00 -0.15 2 2 22.00 1.50 1.23 25.00 3.00 E65(ELLIPTI B No No Ar(CaAa) 277.00- 0.00 0.08 1 1 2.00 2.00 0.67 CAL) 10.00 561(1-5/8) B No No Ar(CaAa) 283.00- 0.00 -0.05 1 1 0.50 1.63 1.35 10.00 RLSS 8AWG B No No Ar(CaAa) 283.00- 0.00 -0.04 1 1 0.50 0.73 0.49 DC(3/4) 0.00 LDF4- B No No Ar(CaAa) 283.00- 0.00 -0.03 1 1 0.50 0.63 0.15 50A(1/2) 0.00 WG2 Rungs B No No Af(CaAa) 285.00- 0.00 -0.05 1 1 3.00 1.63 1.11 0.00 WG2 Rails B No No Af(CaAa) 285.00- 0.00 -0.05 2 2 26.00 2.00 1.65 0.00 3.00 L3x3x3/16" B No No Af(CaAa) 122.00- 0.00 0.35 1 1 3.00 3.00 3.71 32.00 L3x3x3/16" B No No Af(CaAa) 150.00- 0.00 0.25 1 1 3.00 3.00 3.71 32.00 L3x3x3/16" B No No Af(CaAa) 184.00- 0.00 0.15 1 1 3.00 3.00 3.71 tnxTower Report-version 8.0.4.0 February 08, 2019 . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 22 Description Face Allow Exclude Componen Placement Face Lateral # # Clear Width or Pedmete Weight or Shield From t Offset Offset Per Spacin Diameter r Leg. Torque Type It in (Frac FRO Row g in pit Calculation in in 32.00 CAT5E(1/4) B No No Ar(CaAa) 203.00- 0.00 0.38 1 1 0.25 6.25 0.10 0.00 New WG B No No Af(CaAa) 203.00- 0.00 0.38 1 1 3.00 0.41 2.30 Rungs 0.00 New WG B No No Af(CaAa) 203.00- 0.00 0.38 2 2 22.00 1.50 1.23 Rails 0.00 3.00 **C-Face** EC7-50(1- C No No Ar(CaAa) 195.00- 0.00 -0.25 5 3 2.00 1.97 1.01 5/8) 7.00 - 0.50 EC7-50(1- C No No Ar(CaAa) 195.00- 0.00 -0.35 4 2 2.00 1.97 1.01 5/8) 7.00 0.50 ASU9323TY C No No Ar(CaAa) 195.00- 0.00 -0.23 2 2 0.50 1.24 1.05 P01(1-1/4) 7.00 ASU9323TY C No No Ar(CaAa) 195.00- . 2.00 0.24 1 1 1.24 1.24 1.05 1301(1-1/4) 7.00 WG3 Rungs C No No Af(CaAa) 200.00- 0.00 -0.25 1 1 3.00 1.63 1.11 12.00 WG3 Rails C No No Af(CaAa) 200.00- 0.00 -0.25 2 2 26.00 2.00 1.65 12.00 3.00 WG4 Rungs C No No Af(CaAa) 200.00- 0.00 0.25 1 1 3.00 1.54 1.23 15.00 WG4 Rails C No No Af(CaAa) 200.00- 0.00 0.25 2 2 37.00 1.50 1.23 15.00 3.00 **D-Face** WG5 Rungs D No No Af(CaAa) 226.00 0.00 0.25 1 1 3.00 1.63 1.11 11.00 WG5 Rails D No No Af(CaAa) 226.00- 0.00 0.25 2 2 26.00 2.00 1.65 11.00 3.00 L3x3x3/16" D No No Af(CaAa) 122.00- 0.00 -0.35 1 1 3.00 3.00 3.71 32.00 L3x3x3/16" D No No Af(CaAa) 150.00- 0.00 -0.25 1 1 3.00 3.00 3.71 32.00 L3x3x3/16" D No No Af(CaAa) 184.00 0.00 -0.15 1 1 3.00 3.00 3.71 32.00 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ftZfft plf Calculation **Leg Plates** PL 0.5x8 A No No CaAa(Out 146.80-96.60 2 No Ice 0.00 13.61 Of Face) PL 0.5x8 B No No CaAa(Out 146.80-96.60 2 No Ice 0.00 13.61 Of Face) PL 0.5x8 C No No CaAa(Out 146.80-96.60 2 No Ice 0.00 13.61 Of Face) PL 0.5x8 D No No CaAa(Out 146.80-96.60 2 No Ice 0.00 13.61 Of Face) PL 0.625x8 A No No CaAa(Out 96.60-51.40 2 No Ice 0.00 17.01 Of Face) PL 0.625x8 B No No CaAa(Out 96.60-51_.40 2 No Ice 0.00 17.01 Of Face) PL 0.625x8 C No No CaAa(Out 96.60-51.40 2 No Ice 0.00 17.01 Of Face) PL 0.625x8 D No No CaAa(Out 96.60-51.40 2 No Ice 0.00 17.01 Of Face) PL 0.75x8 A No No CaAa(Out 51.40-31.30 2 No Ice 0.00 20.42 Of Face) PL 0.75x8 B No No CaAa(Out 51.40-31.30 2 No Ice 0.00 20.42 Of Face) tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC]BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 23 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ftzlft plf Calculation PL 0.75x8 C No No CaAa(Out 51.40-31.30 2 No Ice 0.00 20.42. Of Face) PL 0.75x8 D No No CaAa(Out 51.40-31.30 2 No Ice 0.00 20.42 Of Face) PL 0.875x8 A No No CaAa(Out 31.30-0.00 2 No Ice 0.00 23.82 Of Face) PL 0.875x8 B No No CaAa(Out 31.30-0.00 2 No Ice 0.00 23.82 Of Face) PL 0.875x8 C No No CaAa(Out 31.30-0.00 2 No Ice 0.00 23.82 Of Face) Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ftz ftz ft2 ftz K T1 287.67-280.08 A 0.000 0.000 9.001 0.000 0.073 B 0.000 0.000 5.480 0.000 0.027 C 0.000 0.000 0.000 0.000 0.000 D 0.000 0.000 7.078 0.000 0.052 T2 280.08-272.50 A 0.000 0.000 12.590 0.000 0.108 B 0.000 0.000 10.273 0.000 0.052 C 0.000 0.000 0.000 0.000 0.000 D 0.000 0.000 7.078 0.000 0.052 T3 272.50-247.33 A 0.000 0.000 41.782 0.000 0.358 B 0.000 0.000 36.140 0.000 0.178 C 0.000 0.000 0.000 0.000 0.000 D 0.000 0.000 23.489 0.000 0.173 T4 247.33-232.58 A 0.000 0.000 24.488 0.000 0.210 B 0.000 0.000 21.181 0.000 0.104 C 0.000 0.000 0.000 0.000 0.000 D 0.000 0.000 13.767 0.000 0.101 T5 232.58-222.17 A 0.000 0.000 17.294 0.000 0.148 B 0.000 0.000 14.958 0.000 0.074 C 0.000 0.000 0.000 0.000 0.000 D 0.000 0:000 13.316 0.000 0.089 T6 222.17-209.58 A 0.000 0.000 20.891 0.000 0.179 B 0.000 0.000 24.374 0.000 0.135 C 0.000 0.000 0.000 0.000 0.000 D 0.000 0.000 23.541 0.000 0.142 T7 209.58-197.00 A 0.000 0.000 20.891 0.000 0.179 B 0.000 0.000 43.011 0.000 0.283 C 0.000 0.000 5.083 0.000 0.024 D 0.000 0.000 23.541 0.000 0.142 T8 197.00-181.30 A 0.000 0.000 40.924 0.000 0.333 B 0.000 0.000 73.576 0.000 0.520 C 0.000 0.000 55.977 0.000 0.295 D 0.000 0.000 16.069 0.000 0.079 T9 181.30-170.83 A 0.000 0.000 43.026 0.000 0.289 B 0.000 0.000 53.384 0.000 0.379 C 0.000 0.000 40.177 0.000 0.213 D 0.000 0.000 15.046 0.000 0.085 T10 170.83-146.75 A 0.000 0.000 123.745 0.000 0.770 B 0.000 0.000 124.457 0.000 0.886 C 0.000 0.000 92.444 0.000 0.491 D 0.000 0.000 36.244 0.000 0.209 T11 146.75-121.67 A 0.000 0.000 128.884 0.000 1.484 B 0.000 0.000 140.640 0.000 1.685 C 0.000 0.000 96.282 0.000 1.193 D 0.000 0.000 48.765 0.000 0.981 T12 121.67-96.58 A 0.000 0.000 129.035 0.000 1.485 B 0.000 0.000 153.015 0.000 1.777 C 0.000 0.000 96.282 0.000 1.193 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 24 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K D 0.000 0.000 61.140 0.000 1.073 T13 96.58-71.50 A 0.000 0.000 130.458 0.000 1.662 B 0.000 0.000 153.023 0.000 1.948 C 0.000 0.000 96.287 0.000 1.364 D 0.000 0.000 61.143 0.000 1.243 T14 71.50-51.42 A 0.000 0.000 104.447 0.000 1.331 B 0.000 0.000 122.514 0.000 1.560 C 0.000 0.000 77.090 0.000 1.092 D 0.000 0.000 48.952 0.000 0.995 T15 51.42-31.33 A 0.000 0.000 113.888 0.000 1.549 B 0.000 0.000 121.515 0.000 1.689 C 0.000 0.000 77.090 0.000 1.228 D 0.000 0.000 47.953 0.000 1.125 T16 31.33-0.00 A 0.000 0.000 213.200 0.000 3.035 B 0.000 0.000 106.134 0.000 2.216 C 0.000 0.000 82.664 0.000 1.936 D 0.000 0.000 19.063 0.000 0.091 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice It in in in in T1 287.67-280.08 -7.66 4.05 -7.66 4.05 T2 280.08-272.50 -8.59 3.51 -8.59 3.51 T3 272.50-247.33 -8.91 3.36 -8.91 3.36 T4 247.33-232.58 -8.44 3.33 -8.44 3.33 T5 232.58-222.17 -9.16 3.50 -9.16 3.50 T6 222.17-209.58 -14.11 3.73 -14.11 3.73 T7 209.58-197.00 -16.49 1.35 -16.49 1.35 T8 197.00-181.30 -7.87 -15.37 -7.87 -15.37 T9 181.30-170.83 -7.66 -11.42 -7.66 -11.42 T10 170.83-146.75 -10.83 -11.42 -10.83 -11.42 T11 146.75-121.67 -9.26 -11.84 -9.26 -11.84 T12 121.67-96.58 -6.58 -12.65 -6.58 -12.65 T13 96.58-71.50 -7.44 -13.83 -7.44 -13.83 T14 71.50-51.42 -7.21 -13.34 -7.21 -13.34 T15 51.42-31.33 -8.37 -14.21 -8.37 -14.21 T16 31.33-0.00 -11.15 -15.72 -11.15 -15.72 Shieldin Factor Ka Tower Feed Line Description Feed Line Ka K. Section Record No. Segment No Ice Ice Elev. T1 3 Ladder Rails(L2.5x2x3/16) 280.08- 0.6000 0.6000 287.67 T1 4 Ladder Rungs(3/4"SR, 16" 280.08- 0.6000 0.6000 Wide,12"step) 287.67 T1 5 Safety Line 3/8 280.08- 0.6000 0.6000 287.67 T1 12 1"Rigid Conduit 280.08- 0.6000 0.6000 287.67 T1 13 7/8"Line 280.08- 0.6000 0.6000 287.67 T1 14 WG6 Rungs 280.08- 0.6000 0.6000 285.00 T1 15 WG6 Rails 280.08- 0.6000 0.6000 285.00 T1 38 561(1-5/8) 280.08- 0.6000 0.6000 283.00 T1 39 RLSS 8AWG DC(3/4) 280.08- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 25 Tower Feed Line Description Feed Line K. Ka Section Record No. Segment No Ice Ice Elev. 283.00 T1 40 LDF4-50A(1/2) 280.08- 0.6000 0.6000 283.00 T1 41 WG2 Rungs 280.08- 0.6000 0.6000 285.00 T1 42 WG2 Rails 280.08- 0.6000 0.6000 285.00 T2 3 Ladder Rails(L2.5x2x3/16) 272.50- 0.6000 0.6000 280.08 T2 4 Ladder Rungs(3/4"SR,16" 272.50- 0.6000 0.6000 wide,12"step) 280.08 T2 5 Safety Line 3/8 272.50- 0.6000 0.6000 280.08 T2 12 1"Rigid Conduit 272.50- 0.6000 0.6000 280.08 T2 13 7/8"Line 272.50- 0.6000 0.6000 280.08 T2 14 WG6 Rungs 272.50- 0.6000 0.6000 280.08 T2 15 WG6 Rails 272.50- 0.6000 0.6000 280.08 T2 37 E65(ELLIPTICAL) 272.50- 0.6000 0.6000 277.00 T2 38 561(1-5/8) 272.50- 0.6000 0.6000 280.08 T2 39 RLSS 8AWG DC(3/4) 272.50- 0.6000 0.6000 280.08 T2 40 LDF4-50A(1/2) 272.50- 0.6000 0.6000 280.08 T2 41 WG2 Rungs 272.50- 0.6000 0.6000 280.08 T2 42 WG2 Rails 272.50- 0.6000 0.6000 280.08 T3 3 Ladder Rails(L2.5x2x3/16) 247.33- 0.6000 0.6000 272.50 T3 4 Ladder Rungs(3/4"SR, 16" 247.33- 0.6000 0.6000 wide, 12"step) 272.50 T3 5 Safety Line 3/8 247.33- 0.6000 0.6000 272.50 T3 12 1"Rigid Conduit 247.33- 0.6000 0.6000 272.50 T3 13 7/8"Line 247.33- 0.6000 0.6000 272.50 T3 14 WG6 Rungs 247.33- 0.6000 0.6000 272.50 T3 15 WG6 Rails 247.33- 0.6000 0.6000 272.50 T3 37 E65(ELLIPTICAL) 247.33- 0.6000 0.6000 272.50 T3 38 561(1-5/8) 247.33- 0.6000 0.6000 272.50 T3 39 RLSS 8AWG DC(3/4) 247.33- 0.6000 0.6000 272.50 T3 40 LDF4-50A(1/2) 247.33- 0.6000 . 0.6000 272.50 T3 41 WG2 Rungs 247.33- 0.6000 0.6000 272.50 T3 42 WG2 Rails 247.33- 0.6000 0.6000 272.50 T4 3 Ladder Rails(L2.5x2x3/16) 232.58- 0.6000 0.6000 247.33 T4 4 Ladder Rungs(3/4"SR, 16" 232.58- 0.6000 0.6000 wide,12"step) 247.33 T4 5 Safety Line 3/8 232.58- 0.6000 0.6000 247.33 T4 12 1"Rigid Conduit 232.58- 0.6000 0.6000 247.33 T4 13 7/8"Line 232.58- 0.6000 0.6000 247.33 T4 14 WG6 Rungs 232.58- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 26 Tower Feed Line Description Feed Line Ke K. Section Record No. Segment No Ice Ice Elev. 247.33 T4 15 WG6 Rails 232.58- 0.6000 0.6000 247.33 T4 37 E65(ELLIPTICAL) 232.58- 0.6000 0.6000 247.33 T4 38 561(1-5/8) 232.58- 0.6000 0.6000 247.33 T4 39 RLSS 8AWG DC(3/4) 232.58- 0.6000 0.6000 247.33 T4 40 LDF4-50A(1/2) 232.58- 0.6000 0.6000 247.33 T4 41 WG2 Rungs 232.58- 0.6000 0.6000 247.33 T4 42 WG2 Rails 232.58- 0.6000 0.6000 247.33 T5 3 Ladder Rails(1-2.5xW/16) 222.17- 0.6000 0.6000 232.58 T5 4 Ladder Rungs(3/4"SR, 16" 222.17- 0.6000 0.6000 wide, 12"step) 232.58 T5 5 Safety Line 3/8 222.17- 0.6000 0.6000 232.58 T5 12 1"Rigid Conduit 222.17- 0.6000 0.6000 232.58 T5 13 7/8"Line 222.17- 0.6000 0.6000 232.58 T5 14 WG6 Rungs 222.17- 0.6000 0.6000 232.58 T5 15 WG6 Rails 222.17- 0.6000 0.6000 232.58 T5 37 E65(ELLIPTICAL) 222.17- 0.6000 0.6000 232.58 T5 38 561(1-5/8) 222.17- 0.6000 0.6000 232.58 T5 39 RLSS 8AWG DC(3/4) 222.17- 0.6000 0.6000 232.58 T5 40 LDF4-50A(1/2) 222.17- 0.6000 0.6000 232.58 T5 41 WG2 Rungs 222.17- 0.6000 0.6000 232.58 T5 42 WG2 Rails 222.17- 0.6000 0.6000 232.58 T5 59 WG5 Rungs 222.17- 0.6000 0.6000 226.00 T5 60 WG5 Rails 222.17- 0.6000 0.6000 226.00 T6 3 Ladder Rails(1-2.5xW/16) 209.58- 0.6000 0.6000 222.17 T6 4 Ladder Rungs(3/4"SR, 16" 209.58- 0.6000 0.6000 wide, 12"step) 222.17 T6 5 Safety Line 3/8 209.58- 0.6000 0.6000 222.17 T6 12 1"Rigid Conduit 209.58- 0.6000 0.6000 222.17 T6 13 7/8"Line 209.58- 0.6000 0.6000 222.17 T6 14 WG6 Rungs 209.58- 0.6000 0.6000 222.17 T6 15 WG6 Rails 209.58- 0.6000 0.6000 222.17 T6 25 FB-L98B-002-XXX(3/8) 209.58- 0.6000 0.6000 215.00 T6 26 WR-VG86ST-BRD(3/4) 209.58- 0.6000 0.6000 215.00 T6 27 WG Rungs 209.58- 0.6000 0.6000 215.00 T6 28 WG Rails 209.58- 0.6000 0.6000 215.00 T6 37 E65(ELLIPTICAL) 209.58- 0.6000 0.6000 222.17 T6 38 561(1-5/8) 209.58- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 27 Tower Feed Line Description Feed Line K. KB Section Record No. Segment No Ice Ice Elev. 222.17 T6 39 . RLSS 8AWG DC(3/4) 209.58- 0.6000 0.6000 222.17 T6 40 LDF4-50A(1/2) 209.58- 0.6000 0.6000 222.17 T6 41 WG2 Rungs 209.58- 0.6000 0.6000 222.17 T6 42 WG2 Rails 209.58- 0.6000 0.6000 222.17 T6 59 WG5 Rungs 209.58- 0.6000 0.6000 222.17 T6 60 WG5 Rails 209.58- 0.6000 0.6000 222.17 T7 3 Ladder Rails(1-2.5xW/16) 197.00- 0.6000 0.6000 209.58 T7 4 Ladder Rungs(3/4"SR, 16" 197.00- 0.6000 0.6000 wide, 12"step) 209.58 T7 5 Safety Line 3/8 197.00- 0.6000 0.6000 209.58 T7 12 1"Rigid Conduit 197.00- 0.6000 0.6000 209.58 T7 13 7/8"Line 197.00- 0.6000 0.6000 209.58 T7 14 WG6 Rungs 197.00- 0.6000 0.6000 209.58 T7 15 WG6 Rails 197.00- 0.6000 0.6000 209.58 T7 25 FB-L98B-002-XXX(3/8) 197.00- 0.6000 0.6000 209.58 . T7 26 WR-VG86ST-BRD(3/4) 197.00- 0.6000 0.6000 209.58 T7 27 WG Rungs 197.00- 0.6000 0.6000 209.58 T7 28 WG Rails 197.00- 0.6000 0.6000 209.58 T7 31 TSZ 999 0072(1 3/16") 197.00- 0.6000 0.6000 203.00 T7 32 LDF2-50(3/8) 197.00- 0.6000 0.6000 203.00 T7 34 942-98887-1 FXXX(1-1/4) 197.00- 0.6000 0.6000 203.00 T7 35 WG1 Rungs 197.00- 0.6000 0.6000 200.00 T7 36 WG1 Rails 197.00- 0.6000 0.6000 200.00 T7 37 E65(ELLIPTICAL) 197.00- 0.6000 0.6000 209.58 T7 38 561(1-5/8) 197.00- 0.6000 0.6000 209.58 T7 39 RLSS 8AWG DC(3/4) 197.00- 0.6000 0.6000 209.58 T7 40 LDF4-50A(1/2) 197.00- 0.6000 0.6000 209.58 T7 41 WG2 Rungs 197.00- 0.6000 0.6000 209.58 T7 42 WG2 Rails 197.00- 0.6000 0.6000 209.58 T7 46 CAT5E(1/4) 197.00- 0.6000 0.6000 203.00 T7 47 New WG Rungs 197.00- 0.6000 0.6000 203.00 T7 48 New WG Rails 197.00- 0.6000 0.6000 203.00 T7 54 WG3 Rungs 197.00- 0.6000 0.6000 200.00 T7 55 WG3 Rails 197.00- 0.6000 0.6000 200.00 T7 56 WG4 Rungs 197.00- 0.6000 0.6000 200.00 T7 57 WG4 Rails 197.00- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164,Revision 0 Page 28 Tower Feed Line Description Feed Line Ka Ke Section Record No. Segment No Ice Ice Elev. 200.00 T7 59 WG5 Rungs 197.00- 0.6000 0.6000 209.58 T7 60 WG5 Rails 197.00- 0.6000 0.6000 209.58 T8 1 Ladder Rails(1-2.5xW/16) 181.30- 0.6000 0.6000 197.00 T8 2 Ladder Rungs(3/4"SR, 16" 181.30- 0.6000 0.6000 wide,12"step) 197.00 T8 5 Safety Line 3/8 181.30- 0.6000 0.6000 197.00 T8 11 7/16"Cable(Lights) 181.30- 0.6000 0.6000 186.00 T8 12 1"Rigid Conduit 181.30- 0.6000 0.6000 197.00 T8 13 7/8"Line 181.30- 0.6000 0.6000 197.00 T8 14 WG6 Rungs 181.30- 0.6000 0.6000 197.00 T8 15 WG6 Rails 181.30- 0.6000 0.6000 197.00 T8 25 FB-L98B-002-XXX(3/8) 181.30- 0.6000 0.6000 197.00 T8 26 WR-VG86ST-BRD(3/4) 181.30- 0.6000 0.6000 197.00 T8 27 WG Rungs 181.30- 0.6000 0.6000 197.00 T8 28 WG Rails 181.30- 0.6000 0.6000 197.00 T8 31 TSZ 999 0072(1 3/16") 181.30- 0.6000 0.6000 197.00 T8 32 LDF2-50(3/8) 181.30- 0.6000 0.6000 197.00 T8 34 942-98887-1FXXX(1-1/4) 181.30- 0.6000 0.6000 197.00 T8 35 WG1 Rungs 181.30- 0.6000 0.6000 197.00 T8 36 WG1 Rails 181.30- 0.6000 0.6000 197.00 T8 37 E65(ELLIPTICAL) 181.30- 0.6000 0.6000 197.00 T8 38 561(1-5/8) 181.30- 0.6000 0.6000 197.00 T8 39 RLSS 8AWG DC(3/4) 181.30- 0.6000 0.6000 197.00 T8 40 LDF4-50A(1/2) 181.30- 0.6000 0.6000 197.00 T8 41 WG2 Rungs 181.30- 0.6000 0.6000 197.00 T8 42 WG2 Rails 181.30- 0.6000 0.6000 197.00 T8 45 L3x3x3/16" 181.30- 0.6000 0.6000 184.00 T8 46 CAT5E(1/4) 181.30- 0.6000 0.6000 197.00 T8 47 New WG Rungs 181.30- 0.6000 0.6000 197.00 T8 48 New WG Rails 181.30- 0.6000 0.6000 197.00 T8 50 EC7-50(1-5/8) 181.30- 0.6000 0.6000 195.00 T8 51 EC7-50(1-5/8) 181.30- 0.6000 0.6000 195.00 T8 52 ASU9323TYP01(1-1/4) 181.30- 0.6000 0.6000 195.00 T8 53 ASU9323TYP01(1-1/4) 181.30- 0.6000 0.6000 195.00 T8 54 WG3 Rungs 181.30- 0.6000 0.6000 197.00 T8 55 WG3 Rails 181.30- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 . Project Number 9800.816298, Phase 3,Application 477164,Revision 0 Page 29 Tower Feed Line Description Feed Line Ka K. Section Record No. Segment No Ice Ice Elev. 197.00 T8 56 WG4 Rungs 181.30- 0.6000 -0.6000 197.00 T8 57 WG4 Rails 181.30- 0.6000 0.6000 197.00 T8 59 WG5 Rungs 181.30- 0.6000 0.6000 197.00 T8 60 WG5 Rails 181.30- 0.6000 0.6000 197.00 T8 63 L3x3x3/16" 181.30- -0.6000 0.6000 184.00 T9 1 Ladder Rails(L2.5x2x3/16) 170.83- 0.6000 0.6000 181.30 T9 2 Ladder Rungs(3/4"SR, 16" 170.83- 0.6000 0.6000 wide,12"step) 181.30 T9 5 Safety Line 3/8 170.83- 0.6000 0.6000 181.30 T9 7 MLE Hybrid 3Power/6Fiber 170.83- 0.6000 0.6000 RL2(1-1/4) 177.00 T9 8 LDF7-50A(1-5/8) 170.83- 0.6000 0.6000 177.00 T9 11 7116"Cable(Lights) 170.83- 0.6000 0.6000 181.30 T9 12 1"Rigid Conduit 170.83- 0.6000 0.6000 181.30 T9 13 7/8"Line 170.83- 0.6000 0.6000 181.30 - T9 14 WG6 Rungs 170.83- 0.6000 0.6000 181.30 T9 15 WG6 Rails 170.83- 0.6000 0.6000 181.30 T9 25 FB-L98B-002-XXX(3/8) 170.83- 0.6000 0.6000 181.30 T9 26 WR-VG86ST-BRD(3/4) 170.83- 0.6000 - 0.6000 181.30 T9 27 WG Rungs 170.83- 0.6000 0.6000 181.30 T9 28 WG Rails 170.83- 0.6000 0.6000 181.30 T9 31 TSZ 999 0072(1 3/16") 170.83- 0.6000 0.6000 181.30 T9 32 LDF2-50(3/8) 170.83- 0.6000 0.6000 181.30 T9 34 942-98887-1FXXX(1-1/4) 170.83- 0.6000 0.6000 181.30 T9 35 WG1 Rungs 170.83- 0.6000 0.6000 181.30 T9 36 WG1 Rails 170.83- 0.6000 0.6000 181.30 T9 37 E65(ELLIPTICA.L) 170.83- 0.6000 0.6000 181.30 T9 38 561(1-5/8) 170.83- 0.6000 0.6.000 181.30 T9 39 RLSS 8AWG DC(3/4) 170.83- 0.6000 0.6000 181.30 T9 40 LDF4-50A(1/2) 170.83- 0.6000 0.6000 1,81.30 T9 41 WG2 Rungs 170.83- 0.6000 0.6000 181.30 T9 42 WG2 Rails 170.83- 0.6000 0.6000 181.30 T9 45 L3x3x3/16" 170.83- 0.6000 0.6000 181.30 T9 46 CAT5E(1/4) 170.83- '0.6000 0.6000 181.30 T9 47 New WG Rungs 170.83- 0.6000 0.6000 181.30 T9 48 New WG Rails 170.83- 0.6000 0.6000 181.30 T9 50 EC7-50(1-5/8) 170.83- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 30 Tower Feed Line Description Feed Line KB K. Section Record No. Segment No Ice Ice Elev. 181.30 T9 51 EC7-50(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 52 ASU9323TYP01(1-1/4) 170.83- 0.6000 0.6000 181.30 T9 53 ASU9323TYP01(1-1/4) 170.83- 0.6000 0.6000 181.30 T9 54 WG3 Rungs 170.83- 0.6000 0.6000 181.30 T9 55 WG3 Rails 170.83- 0.6000 0.6000 181.30 T9 56 WG4 Rungs 170.83- 0.6000 0.6000 181.30 T9 57 WG4 Rails 170.83- 0.6000 0.6000 181.30 T9 59 WG5 Rungs 170.83- 0.6000 0.6000 181.30 T9 60 WG5 Rails 170.83- 0.6000 0.6000 181.30 T9 63 L3x3x3/16" 170.83- 0.6000 0.6000 181.30 T10 1 Ladder Rails(1-2.5xW/16) 146.75- 0.6000 0.6000 170.83. T10 2 Ladder Rungs(3/4"SR, 16" 146.75- 0.6000 0.6000 wide, 12"step) 170.83 T10 5 Safety Line 3/8 146.75- 0.6000 0.6000 170.83 T10 7 MLE Hybrid 3Power/6Fiber 146.75- 0.6000 0.6000 RL 2(1-1/4) 170.83 T10 8 LDF7-50A(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 11 7/16"Cable(Lights) 146.75- 0.6000 0.6000 170.83 T10 12 1"Rigid Conduit 146.75- 0.6000 0.6000 170.83 T10 13 7/8"Line 146.75- 0.6000 0.6000 170.83 T10 14 WG6 Rungs 146.75- 0.6000 0.6000 170.83 T10 15 WG6 Rails 146.75- 0.6000 0.6000 170.83 T10 25 FB-L98B-002-XXX(3/8) 146.75- 0.6000 0.6000 170.83 T10 26 WR-VG86ST-BRD(3/4) 146.75- 0.6000 0.6000 170.83 T10 27 WG Rungs 146.75- 0.6000 0.6000 170.83 T10 28 WG Rails 146.75- 0.6000 0.6000 170.83 T10 31 TSZ 999 0072(1 3/16") 146.75- 0.6000 0.6000 170.83 T10 32 LDF2-50(3/8) 146.75- 0.6000 0.6000 170.83 T10 34 942-98887-1FXXX(1-1/4) 146.75- 0.6000 0.6000 170.83 T10 35 WG1 Rungs 146.75- 0.6000 0.6000 170.83 T10 36 WG1 Rails 146.75- 0.6000 0.6000 170.83 T10 37 E65(ELLIPTICAL) 146.75- 0.6000 0.6000 170.83 T10 38 561(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 39 RLSS 8AWG DC(3/4) 146.75- 0.6000 0.6000 170.83 T10 40 LDF4-50A(1/2) 146.75- 0.6000 0.6000 170.83 T10 41 WG2 Rungs 146.75- 0.6000 0.6000 170.83 T10 42 WG2 Rails 146.75- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 31 Tower Feed Line Description Feed Line K. Ke Section Record No. Segment No Ice Ice Elev. 170.83 T10 44 L3xW/16" 146.75- 0.6000 0.6000 150.00 T10 45 L&W/16" 146.75- 0.6000 0.6000 170.83 T10 46 CAT5E(1/4) 146:75- 0.6000 0.6000 170.83 T10 47 New WG Rungs 146.75- 0.6000 0.6000 170.83 T10 48 New WG Rails 146.75- 0.6000 0.6000 170.83 T10 50 EC7-50(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 51 EC7-50(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 52 ASU9323TYP01(1-1/4) 146.75- 0.6000 0.6000 170.83 T10 53 ASU9323TYP01(1-1/4) 146.75- 0.6000 0.6000 170.83 T10 54 WG3 Rungs 146.75- 0.6000 0.6000 170.83 T10 55 WG3 Rails 146.75- 0.6000 0.6000 170.83 T10 56 WG4 Rungs 146.75- 0.6000 0.6000 170.83 T10 57 WG4 Rails 146.75- 0.6000 0.6000 170.83 T10 59 WG5 Rungs 146.75- 0.6000 0.6000 170.83 T10 60 WG5 Rails 146.75- 0.6000 0.6000 170.83 T10 62 L3x3x3/16" 146.75- 0.6000 0.6000 150.00 T10 63 L3x3x3/16" 146.75- 0.6000 0.6000 170.83 T11 1 Ladder Rails(1-2.5x2x3/16) 121.67- 0.6000 0.6000 146.75 T11 2 Ladder Rungs(3/4"SR, 16" 121.67- 0.6000 0.6000 wide,12"step) 146.75 T11 5 Safety Line 3/8 121.67- 0.6000 0.6000 146.75 T11 7 MLE Hybrid 3Power/6Fiber 121.67- 0.6000 0.6000 RL 2(1-1/4) 146.75 T11 8 LDF7-50A(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 11 7/16"Cable(Lights) 121.67- 0.6000 0.6000 146.75 T11 12 1"Rigid Conduit 121.67- 0.6000 0.6000 146.75 T11 13 7/8"Line 121.67- 0.6000 0.6000 146.75 T11 14 WG6 Rungs 121.67- 0.6000 0.6000 146.75 T11 15 WG6 Rails 121.67- 0.6000 0.6000 146.75 T11 25 FB-L98B-002-XXX(3/8) 121.67- 0.6000 0.6000 146.75 T11 26 WR-VG86ST-BRD(3/4) 121.67- 0.6000 0.6000 146.75 T11 27 WG Rungs 121.67- 0.6000 0.6000 146.75 T11 28 WG Rails 121.67- 0.6000 0.6000 146.75 T11 31 TSZ 999 0072(1 3/16") 121.67- 0.6000 0.6000 146.75 T11 32 LDF2-50(3/8) 121.67- 0.6000 0.6000 146.75 T11 34 942-98887-1FXXX(1-1/4) 121.67- 0.6000 0.6000 146.75 T11 35 WG1 Rungs 121.67- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 287.667 Ft Self Support Tower Structural Analysis February 08, 2019 .CCI BU No 816298. Project Number.9800.816298,Phase 3,Application 477164, Revision 0 Page 32 Tower Feed Line Description Feed Line K. K. Section Record No. Segment No Ice Ice Elev. 146.75 T11 36 WG1 Rails 121.67- 0.6000 0.6000 146.75 T11 37 E65(ELLIPTICAL) 121.67- 0.6000 0.6000 146.75 T11 38 561(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 39 RLSS 8AWG DC(3/4) 121.67- 0.6000 0.6000 146.75 T11 40 LDF4-50A(1/2) 121.67- 0.6000 0.6000 146.75 T11 41 WG2 Rungs 121.67- 0.6000 0.6000 146.75 T11 42 WG2 Rails 121.67- 0.6000 0.6000 146.75 T11 43 L3x3x3/16" 121.67- 0.6000 0.6000 122.00 - T11 44 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 45 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 46 CAT5E(1/4) 121.67- 0.6000 0.6000 146.75 T11 47 New WG Rungs 121.67- 0.6000 0.6000 146.75 T11 48 New WG Rails 121.67- 0.6000 0.6000 146.75 T11 50 EC7-50(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 51 EC7-50(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 52 ASU9323TYP01(1-1/4) 121.67- 0.6000 0.6000 146.75 T11 53 ASU9323TYP01(1-1/4) 121.67- 0.6000 0.6000 146.75 T11 54 WG3 Rungs 121.67- 0.6000 0.6000 146.75 T11 55 WG3 Rails 121.67- 0.6000 0.6000 146.75 T11 56 WG4 Rungs 121.67- 0.6000 0.6000 146.75 T11 57 WG4 Rails 121.67- 0.6000 0.6000 146.75 T11 59 WG5 Rungs 121.67- 0.6000 0.6000 146.75 T11 60 WG5 Rails 121.67- 0.6000 0.6000 146.75 T11 61 L3x3x3/16" 121.67- 0.6000 0.6000 122.00 T11 62 L3x3x3/16" 121.67- 0.6006 0.6000 146.75 T11 63 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T12 1 Ladder Rails(1-2.5xW/16) 96.58- 0.6000 0.6000 121.67 T12 2 Ladder Rungs(3/4"SR, 16" 96.58- 0.6000 0.6000 wide, 12"step) 121.67 T12 5 Safety Line 3/8 96.58- 0.6000 0.6000 121.67 T12 7 MLE Hybrid 3Power/6Fiber 96.58- 0.6000 0.6000 RL 2(1-1/4) 121.67 T12 8 LDF7-50A(1-5/8) 96.58- 0.6000 0.6000 121.67 T12 10 5/8"Cable(Lights) 96.58-. 0.6000 0.6000 99.00 T12 11 7/16"Cable(Lights) 96.58- 0.6000 0.6000 121.67 T12 12 1"Rigid Conduit 96.58- 0.6000 0.6000 121.67 T12 13 7/8"Line 96.58- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 33 Tower Feed Line Description Feed Line Ka KB Section Record No. Segment No Ice Ice Elev. 121.67 T12 14 WG6 Rungs 96.58- 0.6000 0.6000 121.67 T12 15 WG6 Rails 96.58- 0.6000 0.6000 121.67 T12 25 FB-L98B-002-XXX(3/8) 96:58- 0.6000 0.6000 121.67 T12 26 WR-VG86ST-BRD(3/4) 96.58- 0.6000 0.6000 121.67 T12 27 WG Rungs 96.58- 0.6000 0.6000 121.67 T12 28 WG Rails 96.58- 0.6000 0.6000 121.67 T12 31 TSZ 999 0072(1 3/16") 96.58- 0.6000 0.6000 121.67 T12 32 LDF2-50(3/8) 96.58- 0.6000 0.6000 121.67 T12 34 942-98887-1FXXX(1-1/4) 96.58- 0.6000 0.6000 121.67 T12 35 WG1 Rungs 96.58- 0.6000 0.6000 121.67 T12 36 WG1 Rails 96.58- 0.6000 0.6000 121.67 T12 37 E65(ELLIPTICAL) 96.58- 0.6000 0.6000 121:67 T12 38 561(1-5/8) 96.58- 0.6000 0.6000 121.67 T12 39 RLSS 8AWG DC(3/4) 96.58- 0.6000 0.6000 121.67 T12 40 LDF4-50A(1/2) 96.58- 0.6000 0.6000 121.67 T12 41 WG2 Rungs 96.58- 0.6000 0.6000 121.67 T12 42 WG2 Rails 96.58- 0.6000 0.6000 121.67 T12 43 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 44 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 45 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 46 CAT5E(1/4) 96.58- 0.6000 0.6000 121.67 T12 47 New WG Rungs 96.58- 0.6000 0.6000 121.67 T12 48 New WG Rails 96.58- 0.6000 0.6000 121.67 T12 50 EC7-50(1-5/8) 96.58- 0.6000 0.6000 121.67 T12 51 EC7-50(1-5/8) 96.58- 0.6000 0.6000 121.67 T12 52 ASU9323TYP01(1-1/4) 96.58- 0.6000 0.6000 121.67 T12 53 ASU9323TYP01(1-1/4) 96.58- 0.6000 0.6000 121.67 T12 54 WG3 Rungs 96.58- 0.6000 0.6000 121.67 T12 55 WG3 Rails 96.58- 0.6000 0.6000 121.67 T12 56 WG4 Rungs 96.58- 0.6000 0.6000 121.67 T12 57 WG4 Rails 96.58- 0.6000 0.6000 121.67 I T12 59 WG5 Rungs 96.58- 0.6000 0.6000 121.67 T12 60 WG5 Rails 96.58- 0.6000 0.6000 121.67 T12 61 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 62 L3x3x3/16" 96.58- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 34 Tower Feed Line Description Feed Line . K. K. Section Record No. Segment No ice Ice Elev. 121.67 T12 63 L3x3x3/16" 96.58= 0.6000 0.6000 121.67 T13 1 Ladder Rails(1-2.5x2x3M) 71.50- 0.6000 0.6000 96.58 T13 2 Ladder Rungs(3/4"SR; 16" 71.50- 0.6000 0.6000 wide,"12"step) 96.58. T13 5 Safety Line 3/8 71.50- 0.6000 0.6000 96.58 T13 7 MLE Hybrid 3Power/6Fiber 71.50- 0.6000 0.6000 RL2(1-1/4) 96.58 T13 8 LDF7-50A(1-5/8) 71.50- 0.6000 0.6000 96.58 T13 10 5/8"Cable(Lights) 71.50- 0.6000 0.6000 96.58 T13 11 7/16"Cable(Lights) 71.50- 0.6000 0.6000 96.58 T13 12 1"Rigid Conduit 71.50- 0.6000 0.6000 96.58 T13 13 7/8"Line 71.50- 0.6000 0.6000 96.58 T13 14 WG6 Rungs 71.50- '0.6000 0.6000 96.58 T13 15 WG6 Rails 71.50- 0.6000 0.6000 96.58 T13 25 FB-L98B-002-XXX(3/8) 71.50- 0.6000 0.6000 96.58 T13 26 WR-VG86ST-BRD(3/4) 71.50- 0.6000 0.6000 96.58 . T13 27 WG Rungs 71.50- 0.6000 0.6000 96.58 T13 28 WG Rails 71.50- 0.6000 0.6000 96.58 T13 31 TSZ 999 0072(1 3/16") 71.50- 0.6000 0.6000 96.58 T13 32 LDF2-50(3/8) 71.50- 0.6000 0.6000 96.58 T13 34 942-98887-1 FXXX(1-114) 71.50- 0.6000 0.6000 96.58 T13 35 WG1 Rungs 71.50- 0.6000 0.6000 96.58 T13 36 WG1 Rails 71.50- 0.6000 0.6000 96.58 T13 37 E65(ELLIPTICAL) 71.50- 0.6000 0.6000 96.58 T13 38 561(1-5/8) 71.50- 0.6000 0.6000 96.58 T13 39 RLSS 8AWG DC(3/4) 71.50- 0.6000 0.6000 96.58 T13 40 LDF4-50A(1/2) 71.50- 0.6000 0.6000 96.58 T13 41 WG2 Rungs 71.50- 0.6000 0.6006 96.58 T13 42 WG2 Rails 71.50- 0.6000 0.6000 96.58 T13 43 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 44 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 45 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 46 CAT5E(1/4) 71.50- 0.6000 0.6000 96.58 T13 47 New WG Rungs 71.50- 0.6000 0.6000 96.58 T13 48 New WG Rails 71.50- 0.6000 0.6000 96.58 T13 50 EC7-50(1-5/8) 71.50- 0.6000 0.6000 96.58 T13 51 EC7-50(1-5/8) 71.50- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164,Revision 0 Page 35 Tower Feed Line Description Feed Line KB K. Section Record No. Segment No Ice Ice Elev. 96.58 T13 52 ASU9323TYP01(1-1/4) 71.50- 0.6000 0.6000 96.58 T13 53 ASU9323TYP01(1-1/4) 71.50- 0.6000 0.6000 96.58 T13 54 WG3 Rungs 71.50- 0.6000 0.6000 96.58 T13 55 WG3 Rails 71.50- 0.6000 0.6000 96.58 T13 56 WG4 Rungs 71.50- 0.6000 0.6000 96.58 T13 57 WG4 Rails 71.50- 0.6000 0.6000 96.58 T13 59 WG5 Rungs 71.50- 0.6000 0.6000 96.58 T13 60 WG5 Rails 71.50- 0.6000 0.6000 96.58 T13 61 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 62 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 63 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T14 1 Ladder Rails(L2.5x2x3/16) 51.42- 0.6000 0.6000 71.50 T14 2 Ladder Rungs(3/4"SR,16" 51.42- 0.6000 0.6000 wide, 12"step) 71.50 T14 5 Safety Line 3/8 51.42- 0.6000 0.6000 71.50 T14 7 MLE Hybrid 3Power/6Fiber 51.42- 0.6000 0.6000 RL 2(1-1/4) 71.50 T14 8 LDF7-50A(1-5/8) 51.42- 0.6000 0.6000 71.50 T14 10 5/8"Cable(Lights) 51.42- 0.6000 0.6000 71.50 T14 11 7/16"Cable(Lights) 51.42- 0.6000 0.6000 71.50 T14 12 1"Rigid Conduit 51.42- 0.6000 0.6000 71.50 T14 13 7/8"Line 51.42- 0.6000 0.6000 71.50 T14 14 WG6 Rungs 51.42- 0.6000 0.6000 71.50 T14 15 WG6 Rails 51.42- 0.6000 0.6000 71.50 T14 25 FB-L98B-002-XXX(3/8) 51.42- 0.6000 0.6000 71.50 T14 26 WR-VG86ST-BRD(3/4) 51.42- 0.6000 0.6000 71.50 T14 27 WG Rungs 51.42- 0.6000 0.6000 71.50 T14 28 WG Rails 51.42- 0.6000 0.6000 71.50 T14 31 TSZ 999 0072(1 3/16") 51.42- 0.6000 0.6000 71.50 T14 32 LDF2-50(3/8) 51.42- 0.6000 0.6000 71.50 T14 34 942-98887-1FXXX(1-1/4) 51.42- 0.6000 0.6000 71.50 T14 35 WG1 Rungs 51.42- 0.6000 0.6000 71.50 T14 36 WG1 Rails 51.42- 0.6000 0.6000 71.50 T14 37 E65(ELLIPTICAL) 51.42- 0.6000 0.6000 71.50 T14 38 561(1-5/8) 51.42- 0.6000 0.6000 71.50 T14 39 RLSS 8AWG DC(3/4) 51.42- 0.6000 0.6000 71.50 T14 40 LDF4-50A(1/2) 51.42- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 36 Tower Feed Line Description Feed Line K. KB Section Record No. Segment No Ice Ice Elev. 71.50 T14 41 WG2 Rungs 51.42- 0.6000 0.6000 71.50 T14 42 WG2 Rails 51.42- 0.6000 0.6000 71.50 T14 43 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 44 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 45 L3x3x3/l6" 51.42- 0.6000 0.6000 71.50 T14 46 CAT5E(1/4) 51.42- 0.6000 0.6000 71.50 T14 47 New WG Rungs 51.42- 0.6000 0.6000 71.50 T14 48 New WG Rails 51.42- 0.6000 0.6000 71.50 T14 50 EC7-50(1-5/8) 51.42- 0.6000 0.6000 71.50 T14 51 EC7-50(1-5/8) 51.42- 0.6000 0.6000 71.50 T14 52 ASU9323TYP01(1-1/4) 51.42- 0.6000 0.6000 71.50 T14 53 ASU9323TYP01(1-1/4) 51.42- 0.6000 0.6000 71.50 T14 54 WG3 Rungs 51.42- 0.6000 0.6000 71.50 T14 55 WG3 Rails 51.42- 0.6000 0.6000 71.50 T14 56 WG4 Rungs 51.42- 0.6000 0.6000 71.50 T14 57 WG4 Rails 51.42- 0.6000 0.6000 71.50 T14 59 WG5 Rungs 51.42- 0.6000 0.6000 71.50 T14 60 WG5 Rails 51.42- 0.6000 0.6000 71.50 T14 61 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 62 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 63 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T15 1 Ladder Rails(L2.5x2x3/16) 31.33- 0.6000 0.6000 51.42 T15 2 Ladder Rungs(3/4"SR, 16" 31.33- 0.6000 0.6000 wide,12"step) 51.42 T15 5 Safety Line 3/8 31.33- 0.6000 0.6000 51.42 T15 7 MLE Hybrid 3Power/6Fiber 31.33- 0.6000 0.6000 RL 2(1-1/4) 51.42 T15 8 LDF7-50A(1-5/8) 31.33- 0.6000 0.6000 51.42 T15 10 5/8"Cable(Lights) 31.33- 0.6000 0.6000 51.42 T15 11 7/16"Cable(Lights) 31.33- 0.6000 0.6000 51.42 T15 12 1"Rigid Conduit 31.33- 0.6000 0.6000 51.42 T15 13 7/8"Line 31.33- 0.6000 0.6000 51.42 T15 14 WG6 Rungs 31.33- 0.6000 0.6000 51.42 T15 15 WG6 Rails 31.33- 0.6000 0.6000 51.42 T15 16 Cage Rail 31.33- 1.0000 1.0000 33.00 T15 17 Cage Grate 31.33- 1.0000 1.0000 33.00 T15 18 Cage Rail 31.33- 1.0000 1.0000 tnxTower Report-version 8.0.4.0 February 08, 2019 . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number.9800.816298,Phase 3,Application 477164, Revision 0 Page 37 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev, 33.00 T15 19 Cage Grate 31.33- - 1.0000 . 1.0000 33.00 T15 20 Cage Rail 31.33- 1.0000 1.0000 33.00 T15 21 Cage Grate 31.33- 1.0000 1.0000 33.00 T15 22 Cage Rail 31.33- 1.0000 .1.0000 33.00 T15 23 Cage Grate 31.33- 1.0000 1.0000 33.00 T15 25 FB-L98B-002-XXX(3/8) 31.33- 0.6000 0.6000 51.42 T15 26 WR-VG86ST-BRD(3/4) 31.33- 0.6000 0.6000 51.42 T15 27 WG Rungs 31.33- 0.6000 0.6000 51.42 T15 28 WG Rails 31.33- 0.6000 0.6000 51.42 T15 31 TSZ 999 0072(1 3/16") 31.33- 0.6000 0.6000 51.42 T15 32 LDF2-50(3/8) 31.33- 0.6000 0.6000 51.42 T15 34 942-98887-1 FXXX(1-1/4) 31.33- 0.6000 0.6000 51.42 T15 35 WG1 Rungs 31.33- 0.6000 0.6000 51.42 T15 36 WG1 Rails 31.33- 0.6000 0.6000 51.42 T15 37 E65(ELLIPTICAL) 31.33- 0.6000 0.6000 51.42 T15 38 561(1-5/8) 31.33- 0.6000 0.6000 51.42 T15 39 RLSS 8AWG DC(3/4) 31.33- 0.6000 0.6000 51.42 T15 40 LDF4-50A(1/2) 31.33- 0.6000 0.6000 51.42 T15 41 WG2 Rungs 31.33- 0.6000 0.6000 51.42 T15 42 WG2 Rails 31.33- 0.6000 0.6000 51.42 T15 43 1-300/16" 32.00- 0.6000 0.6000 51.42 T15 44 1-30x3/16" 32.00- 0.6000 0.6000 51.42 T15 45 1-300/16" 32.00- 0.6000 0.6000 51.42 T15 46 CAT5E(1/4) 31.33- 0.6000 0.6000 51.42 T15 47 New WG Rungs 31.33- 0.6000 0.6000 51.42 T15 48 New WG Rails 31.33- 0.6000 0.6000 51.42 T15 50 EC7-50(1-5/8) 31.33- 0.6000 0.6000 51.42 T15 51 EC7-50(1-5/8) 31.33- 0.6000 0.6000 51.42 T15 52 ASU9323TYP01(1-1/4) 31.33- 0.6000 0.6000 51.42 T15 53 ASU9323TYP01(1-1/4) 31.33- 0.6000 0.6000 51.42 T15 54 WG3 Rungs 31.33- 0.6000 0.6000 51.42 T15 55 WG3 Rails 31.33- 0.6000 0.6000 51.42 T15 56 WG4 Rungs 31.33- 0.6000 0.6000 51.42 T15 57 WG4 Rails 31.33- 0.6000 0.6000 51.42 T15 59 WG5 Rungs 31.33- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 38 Tower Feed Line Description Feed Line Ke K. Section Record No. Segment No Ice Ice Elev. 51.42 T15 60 WG5 Rails 31.33- 0.6000 0.6000 51.42 T15 61 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T15 62 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T15 63 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T16 1 Ladder Rails(L2.5x2x3/16) 0.00-31.33 0.6000 0.6000 T16 2 Ladder Rungs(3/4"SR, 16" 0.00-31.33 0.6000 0.6000 wide,12"step) T16 5 Safety Line 3/8 0.00-31.33 0.6000 0.6000 T16 7 MLE Hybrid 3Power/6Fiber 11.00- 0.6000 0.6000 RL 2(1-1/4) 31.33 T16 8 LDF7-50A(1-5/8) 11.00- 0.6000 0.6000 31.33 T16 10 5/8"Cable(Lights) 10.00- 0.6000 0.6000 31.33 T16 11 7/16"Cable(Lights) 10.00- 0.6000 0.6000 31.33 T16 12 1"Rigid Conduit 10.00- 0.6000 0.6000 31.33 T16 13 7/8"Line 10.00- 0.6000 0.6000 31.33 T16 14 WG6 Rungs 25.00- 0.6000 0.6000 31.33 T16 15 WG6 Rails 25.00- 0.6000 0.6000 31.33 T16 16 Cage Rail 11.00- 1.0000 1.0000 31.33 T16 17 Cage Grate 11.00- 1.0000 1.0000 31.33 T16 18 Cage Rail 11.00- 1.0000 1.0000 31.33 T16 19 Cage Grate 11.00- 1.0000 1.0000 31.33 T16 20 Cage Rail 11.00- 1.0000 1.0000 31.33 T16 21 Cage Grate 11.00- 1.0000 1.0000 31.33 T16 22 Cage Rail 11.00- 1.0000 1.0000 31.33 T16 23 Cage Grate 11.00- 1.0000 . 1.0000 31.33 T16 25 FB-L98B-002-XXX(3/8) 10.00- 0.6000 0.6000 31.33 T16 26 WR-VG86ST-BRD(3/4) 10.00- 0.6000 0.6000 31.33 T16 27 WG Rungs 25.00- 0.6000 0.6000 31.33 T16 28 WG Rails 25.00- 0.6000 0.6000 31.33 T16 31 TSZ 999 0072(1 3/16") 0.00-31.33 0.6000 0.6000 T16 32 LDF2-50(3/8) 0.00-31.33 0.6000 0.6000 T16 34 942-98887-1FXXX(1-1/4) 0.00-31.33 0.6000 0.6000 T16 35 WG1 Rungs 25.00- 0.6000 0.6000 31.33 T16 36 WG1 Rails 25.00- 0.6000 0.6000 31.33 T16 37 E65(ELLIPTICAL) 10.00- 0.6000 0.6000 31.33 T16 38 561(1-5/8) 10.00- 0.6000 0.6000 31.33 T16 39 RLSS 8AWG DC(3/4) 0.00-31.33 0.6000 0.6000 T16 40 LDF4-50A(1/2) 0.00-31.33 0.6000 0.6000 T16 41 WG2 Rungs 0.00-31.33 0.6000 0.6000 T16 42 WG2 Rails 0.00-31.33 0.6000 0.6000 T16 46 CAT5E(1/4) 0.00-31.33 0.6000 0.6000 T16 47 New WG Rungs 0.00-31.33 0.6000 0.6000 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,.Application 477164, Revision 0 Page 39 Tower Feed Line Description Feed Line K. Ke Section Record No. Segment No Ice Ice Elev. T16 48 New WG Rails 0.00-31.33 0.6000 0.6000 T16 50 EC7-50(1-5/8) 7.00-31.33 0.6000 0.6000 T16 51 EC7-50(1-5/8) 7.00-31.33 0.6000 0.6000 T16 52 ASU9323TYP01(1-1/4) 7.00-31.33 0.6000 0.6000 T16 53 ASU9323TYP01(1-1/4) 7.00-31.33 0.6000 0.6000 T16 54 WG3 Rungs 12.00- 0.6000 0.6000 31.33 T16 55 WG3 Rails 12.00- 0.6000 0.6000 31.33 T16 56 WG4 Rungs 15.00- 0.6000 0.6000 31.33 T16 57 WG4 Rails 15.00- 0.6000 0.6000 31.33 T16 59 WG5 Rungs 11.00- 0.6000 6.6000 31.33 T16 60 WG5 Rails 11.00- 0.6000 0.6000 31.33 :Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft It ft2 ft2 K It ° It 1/2"x 4'LRod B From Leg 0.00 0.00 287.70 No Ice 0.20 0.20 0.003 0.00 12.00 4.5"Dia x 16.5-ft Pipe B From Leg 0.00 0.00 287.70 No Ice 7.42 7.42 0.178 0.00 5.00 12"x 24"Beacon B From Leg 0.00 0.00 285.00 No Ice 1.00 1.00 0.030 0.00 10.00 4"Dia.x 5"Sidelight A From Leg 0.50 0.00 186.00 No Ice 0.08 0.08 0.010 0.00 0.00 4"Dia.x 5"Sidelight B From Leg 0.50 0.00 99.00 No Ice 0.09 0.09 0.010 0.00 0.00 4"Dia.x 5"Sidelight D From Leg 0.50 0.00 99.00 No Ice 0.09 0.09 0.010 0.00 0.00 **283** DS8A10F36U-D B From Leg 4.00 0.00 283.00 No Ice 4.15 4.15 0.040 0.00 7.00 DS8A10F36U-D C From Leg 4.00 0.00 283.00 No Ice 4.15 4.15 0.040 0.00 7.00 ATS8TMA10 B From Leg 0.50 0.00 283.00 No Ice 0.99 2.35 0.025 0.00 0.00 SO 306-1 B From Leg 2.00 0.00 283.00 No Ice 0.98 2.18 0.042 0.00 0.00 SO 306-1 C From Leg 2.00 0.00 283.00 No Ice 0.98 2.18 0.042 0.00 0.00 **277** PM 601-1 A From Leg 0.50 0.00 277.00 No Ice 3.00 0.90 0.065 0.00 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 40 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ftz K it ° it 0.00 1.9"dia x 10'long B From Face 0.50 0.00 277.00 No Ice 1.90 0.03 0.096 Stabilizer 0.00 0.00 2.4"dia.x 7'6"Stabilizer A From Face 0.50 0.00 277.00 No Ice 1.80 0.05 0.027 0.00 0.00 **215** (2)NNHH-65B-R4 w/ A From Leg 4.00 0.00 215.00 No Ice 12.51 7.41 0.104 Mount Pipe 0.00 0.00 (2)NNHH-65B-R4 w/ C From Leg 4.00 0.00 215.00 No Ice 12.51 7.41 0.104 Mount Pipe 0.00 0.00_ SBNHH-1 D65B w/Mount A From Leg 4.00 0.00 215.00 No Ice 8.29 7.00 6.076 Pipe 0.00 0.00 SBNHH-1 D65B w/Mount C From Leg 4.00 0.00 215.00 No Ice 8.29 7.00 0.076 Pipe 0.00 0.00 (4)SBNHH-1D85B w/ B From Leg 4.00 0.00 215.00 No Ice 8.32 7.00 0.070 Mount Pipe 0.00 0.00 RRUS 4449 135/1312 C From Leg 4.00 0.00 215.00 No Ice 1.97 1.41 0.071 0.00 0.00 (2)RRUS 4449 135/1312 A From Leg 4.00 0.00 215.00 No Ice 1.97 1.41 0.071 0.00 0.00 RRUS 8843 132/1366A A From Leg 4.00 0.00 215.00 No Ice 1.64 1.35 0.072 0.00 0.00 (2)RRUS 8843 B2/B66A B From Leg 4.00 0.00 215.00 No Ice 1.64 1.35 0.072 0.00 0.00 (2)RRUS 32 B From Leg 4.00 0.00 215.00 No Ice 2.73 1.67 0.051 0.00 0.00 RRUS 32 C From Leg 4.00 0.00 215.00 No Ice 2.73 1.67 0.051 0.00 0.00 (3)RRUS 4478 B14 C From Leg 4.00 0.00 215.00 No Ice 1.84 1.06 0.060 0.00 0.00 (3)DC6-48-60-18-8C A From Leg 4.00 0.00 215.00 No Ice 2.74 2.74 0.026 0.00 0.00 (4)DC2-48-60-0-9E B From Leg 4.00 0.00 215.00 No Ice 0.93 0.56 0.016 0.00 0.00 (2)DC2-48-60-0-9E C From Leg 4.00 0.00 215.00 No Ice 0.93 0.56 0.016 0.00 0.00 VFA10-HD-S Sector Mount A From Leg 2.00 0.00 215.00 No Ice 11.40 7.00 0.553 0.00 0.00 VFA10-HD-S Sector Mount B From Leg 2.00 0.00 215.00 No Ice 11.40 7.00 0.553 0.00 0.00 VFA10-HD-S Sector Mount C From Leg 2.00 0.00 215.00 No Ice 11.40 7.00 0.553 0.00 0.00 **203** APXV9ERR18-C w/Mount A From Leg 4.00 0.00 203.00 No Ice 8.26 7.50 0.089 Pipe 0.00 1.00 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164,Revision 0 Page 41 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft . IT ftz ffz K ft e ft APXVERRI8-C w/Mount B From Leg 4.00 0.00 203.00 No Ice 8.26 6.95 0.076 Pipe 0.00 1.00 APXV9ERR18-C w/Mount C From Leg 4.00 0.00 203.00 No Ice 8.26 7.50 0.089 Pipe 0.00 1.00 AIR 6488 B41 w/Mount A From Leg 4.00 0.00 203.00 No Ice 6.20 3.54 . 0.127 Pipe 0.00 1.00 AIR 6488 B41 w/Mount B From Leg 4.00 0.00 203.00 No Ice 6.20 3.54 0.127 Pipe 0.00 1.00 AIR 6488 B41 w/Mount C From Leg 4.00 0.00 203.00 No Ice 6.20 3.54 0.127 Pipe 0.00 1.00 RRUS 31 B25 A From Leg 4.00 0.00 203.00 No Ice 1.62 1.28 0.056 0.00 0.00 RRUS 31 B25 B From Leg 4.00 0.00 203.00 No Ice 1.62 1.28 0.056 0.00 0.00 RRUS 31 B25 C From Leg 4.00 0.00 203.00 No Ice 1.62 1.28 0.056 0.00 0.00 RRUS 11 B26A A From Leg 4.00 0.00 203.00 No Ice 2.79 1.19 0.051 0.00 0.00 RRUS 11 B26A B From Leg 4.00 0.00 203.00 No Ice 2.79 1.19 0.051 0.00 0.00 RRUS 11 B26A C From Leg 4.00 0.00 203.00 No Ice 2.79 1.19 0.051 0.00 0.00 (2)TN11/2X 248T/256X B From Leg 4.00 0.00 203.00 No Ice 1.07 0.40 0.011 HP 0.00 0.00 FIBEAIR IP-20C A From Leg 4.00 0.00 203.00 No Ice 0.68 0.29 0.014 0.00 1.00 7'x2"Antenna Mount Pipe A From Leg 4.00 0.00 203.00 No Ice 1.66 1.66 0.026 0.00 1.00 7'x2"Antenna Mount Pipe B From Leg 4.00 0.00 203.00 No Ice 1.66 1.66 0.026 0.00 1.00 7'x2"Antenna Mount Pipe C From Leg 4.00 0.00 203.00 No Ice 1.66 1.66 0.026 0.00 1.00 SM 503-1 A From Leg 2.00 0.00 203.00 No Ice 15.90 14.00 0.564 0.00 0.00 SM 503-1 B From Leg 2.00 0.00 203.00 No Ice 15.90 14.00 0.564 0.00 0.00 SM 503-1 C From Leg 2.00 0.00 203.00 No Ice 15.90 14.00 0.564 0.00 0.00 PM 601-1 A From Leg 0.50 0.00 203.00 No Ice 3.00 0.90 0.065 0.00 0.00 PM 601-1 B From Leg 0.50 0.00 203.00 No Ice 3.00 0.90 0.065 0.00 0.00 PM 601-1 C From Leg 0.50 0:00 203.00 No Ice 3.00 0.90 0.065 0.00 0.00 tnxTower Report-version 8.0.4.0 February 08, 2019 . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 . Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 42 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft o ft -195- (2)TMBXX-6517-A2M w/ B From Leg 4.00 0.00 195.00 No Ice 8.77 6.96 0.071 Mount Pipe 0.00 2.00 TMBXX-6517-A2M w/ C From Leg 4.00 0.00 195.00 No Ice 8.77 6.96 0.071 Mount Pipe 0.00 2.00 (2)TMBXX-6517-A2M w/ D From Leg 4.00 0.00 195.00 No Ice 8.77 6.96 0.071 Mount Pipe 0.00 2.00 SBNH-1 D65C-SR w/ B From Leg 4.00 0.00 195.00 No Ice 11.68 9.84 0.083 Mount Pipe 0.00 3.00 SBNH-1D65C-SRw/ D From Leg 4.00 0.00 195.00 No Ice 11.68 9.84 0.083 Mount Pipe 0.00 3.00 (2)SBNHH-1 D45C w/ C From Leg 4.00 0.00 195.00 No Ice 16.13 9.70 0.112 Mount Pipe 0.00 2.00 ASU9338TYP01 B From Leg 4.00 0.00 195.00 No Ice 3.20 1.03 0.019 0.00 -1.00 ASU9338TYP01 C From Leg 4.00 0.00 195.00 No Ice 3.20 1.03 0.019 0.00 -1.00 ASU9338TYPOl D From Leg 4.00 0.00 195.00 No Ice 3.20 1.03 0.019 0.00 -1.00 FRIG B From Leg 4.00 0.00 195.00 No Ice 2.39 0.97 0.057 0.00 -1.00 FRIG C From Leg 4.00 0.00 195.00 No Ice 2.39 0.97 0.057 0.00 -1.00 FRIG D From Leg 4.00 0.00 195.00 No Ice 2.39 0.97 0.057 0.00 -1.00 TMAT19211378-21A B From Leg 4.00 0.00 195.00 No Ice 0.65 0.30 0.018 0.00 -1.00 TMAT19211378-21A C From Leg 4.00 0.00 195.00 No Ice 0.65 0.30 .0.018 0.00 -1.00 TMAT1921B78-21A D From Leg 4.00 0.00 195.00 No Ice 0.65 0.30 0.018 0.00 -1.00 FHFB B From Leg 4.00 0.00 195.00 No Ice 3.63 2.39 0.053 0.00 -1.00 FHFB C From Leg 4.00 0.00 195.00 No Ice 3.63 2.39 0.053 0.00 -1.00 FHFB D From Leg 4.00 0.00 195.00 No Ice 3.63 2.39 0.053 0.00 -5.00 FHFB D From Leg 4.00 0.00 195.00 No Ice 3.63 2.39 0.053 0.00 2.00 CBC1921-DF-DC-6X C From Leg 4.00 0.00 195.00 No Ice 3.21 1.15 0.055 0.00 2.00 CBC1921-DF-DC-6X D From Leg 4.00 0.00 195.00 No Ice 3.21 1.15 0.055 0.00 2.00 FRIJ C From Leg 4.00 0.00 195.00 No Ice 2.42 1.52 0.069 0.00 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 43 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz ft2 K ft ° ft 2.00 SiteProl VFA12-HD Sector B From Leg 2.00 0.00 195.00 No Ice 13.20 9.20 0.658 Frame 0.00 0.00 SiteProl VFA12-HD Sector C From Leg 2.00 0.00 195.00 No Ice 13.20 9.20 0.658 Frame 0.00 0.00 SiteProl VFA12-HD Sector D From Leg 2.00 0.00 195.00 No Ice 13.20 9.20 0.658 Frame 0.00 0.00 SiteProl MSFAA B From Leg 0.50 0.00 195.00 No Ice 3.00 0.90 0.065 0.00 0.00 SiteProl MSFAA C From Leg 0.50 0.00 195.00 No Ice 3.00 0.90 0.065 0.00 0.00 SiteProl MSFAA D From Leg 0.50 0.00 195.00 No Ice 3.00 0.90 0.065 0.00 0.00 -177" (2)LPD-7905/8 A From Leg 4.00 0.00 177.00 No Ice 5.97 9.42 0.049 0.00 0.00 (2)LPD-7905/8 B From Leg 4.00 0.00 177.00 No Ice 5.97 9.42 0.049 0.00 0.00 (2)LPD-7905/8 D From Leg 4.00 0.00 177.00 No Ice 5.97 9.42 0.049 0.00 0.00 (2)X7C-FRO-860-VRO w/ A From Leg 4.00 0.00 177.00 No Ice 13.68 10.65 0.083 Mount Pipe 0.00 0.00 (2)X7C-FRO-860-VRO w/ B From Leg 4.00 0.00 177.00 No Ice 13.68 10.65 0.083 Mount Pipe 0.00 0.00 (2)X7C-FRO-860-VRO w/ D From Leg 4.00 0.00 177.00 No Ice 13.68 10.65 0.083 Mount Pipe 0.00 0.00 RRUS 32 A From Leg 4.00 0.00 177.00 No Ice 2.73 1.67 0.051 0.00 0.00 RRUS 32 B From Leg 4.00 0.00 177.00 No Ice 2.73 1.67 0.051 0.00 0.00 RRUS 32 D From Leg 4.00 0.00 177.00 No Ice 2.73 1.67 0.051 0.00 0.00 RHSDC-3315-PF-48 A From Leg 4.00 0.00 177.00 No Ice 3.36 2.19 0.032 0.00 0.00 RHSDC-3315-PF-48 B From Leg 4.00 0.00 177.00 No Ice 3.36 2.19 0.032 0.00 0.00 RHSDC-3315-PF-48 D From Leg 4.00 0.00 177.00 No Ice 3.36 2.19 0.032 0.00 0.00 SM 402-1 A From Leg 2.00 0.00 177.00 No Ice 18.91 18.91 0.284 0.00 0.00 SM 402-1 B From Leg 2.00 0.00 177.00 No Ice 18.91 18.91 0.284 0.00 0.00 SM 402-1 D From Leg 2.00 0.00 177.00 No Ice 18.91 18.91 0.284 0.00 0.00 tnxTower Report-version 8.0.4.0 287.667 Ft Self Support Tower Structural Analysis February 08, 2019CCI BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 44 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen .Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ft PM 601-1 C From Face 0.50 0.00 235.00 No Ice 3.00 0.90 0.065 0.00 0.00 Zephyrhills Platform A From Face 0.00 0.00 197.00 No Ice 41.00 10.00 0.900 0.00 0.00 Platfrom Rail B From Face 0.00 0.00 197.00 No Ice 16.00 2.00 0.156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 197.00 No Ice 16.00 2.00 0.156 0.00 0.00 Zephyrhills Platform A From Face 0.00 0.00 97.00 No Ice 100.00 18.00 0.960 0.00 0.00 Zephyrhills Platform B From Face 0.00 0.00 97.00 No Ice 100.00 18.00 0.960 0.00 0.00 Platfrom Rail A From Face 0.00 0.00 247.00 No Ice 12.00 2.00 0.156 0.00 0.00 Platfrom Rail B From Face 0.00 0.00 247.00 No Ice 12.00 2.00 0.156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 247.00 No Ice 12.00 2.00 0.156 0.00 0.00 Platfrom Rail A From Face 0.00 0.00 287.70 No Ice 9.80 3.00 0.156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 287.70 No Ice 9.80 3.00 0.156 0.00 0.00 WG11 A From Face 0.00 0.00 7.67 No Ice 128.80 3.50 1.355 0.00 0.00 WG12 D From Face 0.00 0.00 7.67 No Ice 128.80 3.50 1.355 0.00 0.00 ***Ineffective RH3*** (2)2L2.5x2.5x3/16"mid A From Face 0.00 0.00 134.25 No Ice 2.88 0.03 0.292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid B From Face 0.00 0.00 134.25 No Ice 2.88 0.03 0.292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid C From Face 0.00 0.00 134.25 No Ice 2.88 0.03 0.292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid D From Face 0.00 0.00 134.25 No Ice 2.88 0.03 0.292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid A From Face 0.00 0.00 159.00- No Ice 2.88 0.03 0.292 panel redundant 0.00 134.25 0.00 (2)2L2.5x2.5x3/16"mid B From Face 0.00 0.00 159.00- No Ice 2.88 0.03 0.292 panel redundant 0.00 134.25 0.00 (2)2L2.5x2.5x3/16"mid C From Face 0.00 0.00 159.00- No Ice 2.88 0.03 0.292 panel redundant 0.00 134.25 0.00 (2)2L2.5x2.5x3/16"mid D From Face 0.00 0.00 159.00- No Ice 2.88 0.03 0.292 panel redundant 0.00 134.25 0.00 tnxTower Report-version 8.0.4.0 February.08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 45 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 K **277** PADS-65AC A Paraboloid From 1.00 -30.00 277.00 8.00 No Ice 50.27 0.290 w/Radome Leg 0.00 0.00 **203** ANT2 0.6 11 HPX B Paraboloid From 4.00 25.00 203.00 2.17 No Ice 3.72 0.034 (TR) w/Shroud(HP) Leg 0.00 2:00 SC2-1901313 A Paraboloid From 4.00 -45.00 203.00 2.20 No Ice 3.80 0.020 w/Shroud(HP) Leg 0.00 1.00 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 45 deg-No Ice 5 0.9 Dead+1.0 Wind 45 deg-No Ice 6 1.2 Dead+1.0 Wind 90 deg-No Ice 7 0.9 Dead+1.0 Wind 90 deg-No Ice 8 1.2 Dead+1.0 Wind 135 deg-No Ice 9 0.9 Dead+1.0 Wind 135 deg-No Ice 10 1.2 Dead+1.0 Wind 180 deg-No Ice 11 0.9 Dead+1.0 Wind 180 deg-No Ice 12 1.2 Dead+1.0 Wind 225 deg-No Ice 13 0.9 Dead+1.0 Wind 225 deg-No Ice 14 1.2 Dead+1.0 Wind 270 deg-No Ice 15 0.9 Dead+1.0 Wind 270 deg-No Ice 16 1.2 Dead+1.0 Wind 315 deg-No Ice 17 0.9 Dead+1.0 Wind 315 deg-No Ice 18 Dead+Wind 0 deg-Service 19 Dead+Wind 45 deg-Service 20 Dead+Wind 90 deg-Service 21 Dead+Wind 135 deg-Service 22 Dead+Wind 180 deg-Service 23 Dead+Wind 225 deg-Service 24 Dead+Wind 270 deg-Service 25 Dead+Wind 315 deg-Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft T1 287.667- Leg Max Tension 5 0.293 1 0 280.084 Max.Compression 4 -0.918 0 -1 Max.Mx 6 0.008 1 0 Max.My 7 -0.671 0 -1 Max.Vy 10 -0.380 1 0 Max.Vx 2 -0.367 0 0 Diagonal Max Tension 15 0.827 0 0 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 46 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Compression 14 -1.005 0 0 Max.Mx 2 0.075 0 0 Max.My 2 -0.216 0 0 Max.Vy 2 -0.019 0 0 Max.Vx 2 -0.002 0 0 Top Girt Max Tension 15 0.501 0 0 Max.Compression 14 -0.531 0 0 Max.Mx 6 0.003 0 0 Max.My 14 0.027 0 0 Max.Vy 6 0.018 0 0 Max.Vx 14 0.001 0 0 Inner Bracing Max Tension 14 0.011 0 0 Max.Compression 14 -0.017 0 0 Max.Mx 2 0.002 0 0 Max.Vy 2 0.023. 0 0 T2 280.084- Leg Max Tension 5 0.792 1 0 272.5 Max.Compression 16 -2.356 0 0 Max.Mx 6 0.319 -1 0 Max.My 7 -1.477 0 1 Max.Vy 6 0.686 1 0 Max.Vx 7 -0.662 0 -1 Diagonal Max Tension 7 2.973 0 0 Max.Compression 6 -3.175 0 0 Max.Mx 2 -0.071 0 0 Max.My 2 -0.100 0 0 Max.Vy 2 -0.021 0 0 Max.Vx 2 -0.002 0 0 Horizontal Max Tension 6 1.891 0 0 Max.Compression 7 -1.852 0 0 Max.Mx 14 -0.168 0 0 Max.My 6 -0.165 0 0 Max.Vy 14 -0.024 0 0 Max.Vx 6 0.002 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 8 -0.008 0 0 Max.Mx 2 -0.002 0 0 Max.Vy 2 0.026 0 0 T3 272.5- Leg Max Tension 9 9.306 0 0 247.333 Max.Compression 16 -13.362 0 0 Max.Mx 6 1.372 1 0 Max.My 7 -3.977 0 -1 Max.Vy 4 0.272 1 -1 Max.Vx 7 -0.252 0 -1 Diagonal Max Tension 7 7.406 0 0 Max.Compression 6 -7.708 0 0 Max.Mx 4 -5.802 0 0 Max.My 6 0.395 0 0 Max.Vy 4 -0.026 0 0 Max.Vx 6 -0.005 0 0 Horizontal Max Tension 6 3.815 0 0 Max.Compression 6 -3.813 0 0 Max.Mx 14 0.192 0 0 Max.My 6 0.187 0 0 Max.Vy 14 0.027 0 0. Max.Vx 6 -0.003 0 0 Top Girt Max Tension 6 2.900 0 0 Max.Compression 6 -2.889 0 0 Max.Mx 14 0.274 0 0 Max.My 6 0.250 0 0 Max.Vy 14 -0.036 0 0 Max.Vx 6 0.003 0 0 Reduhd Horz 1 Max Tension 16 0.241 0 0 Bracing Max.Compression 8 -0.246 0 0 Max.Mx 2 -0.068 0 0 Max.My 2 -0.068 0 0 Max.Vy 2 0.006 0 0 Max.Vx 2 -0.000 0 0 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667.Ft Self Support Tower Structural Analysis CC18U No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page.47 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft. kip-ft Redund Diag 1 Max Tension 8 0.281 0 0 Bracing Max.`Compression 16 -0.250 0 0 Max.Mx 2 0.189 0 0 Max.My 2 0.189 0 0 Max.Vy 2 0.005 0 0 Max.Vx 2 0.001 0 0 Inner Bracing Max Tension 6 0.062 0 0 Max.Compression 6 -0.073 0 0 Max.Mx 2 -0.002 0 0 Max.Vy 2 0.031 0 0 T4 247.333- Leg Max Tension 9 24.262 0 0 232.583 Max.Compression 8 -31.544 0 0 Max.Mx 4 -3.412 1 -1 Max.My 12 -5.440 -1 1 Max.Vy 6 0.600 0 0 Max.Vx 14 0.594 0 0 Diagonal Max Tension 7 7.253 0 0 Max.Compression 6 -7.739 0 0 Max.Mx 2 0.097 0 0 Max.My 2 -0.550 0 0 Max.Vy 2 -0.047 0 0 Max.Vx 2 0.004 0 0 Horizontal Max Tension 6 5.747 0 0 Max.Compression 7 -5.446 0 0 Max.Mx 6 0.137 0 0 Max.My 6 0.096 0 0 Max.Vy 6 -0.035 0 0 Max.Vx 6 0.003 0 0 Top Girt Max Tension 6 5.112 0 0 Max.Compression 7 -5.061 0 0 Max.Mx 6 0.178 0 0 Max.My 6 -0.083 0 0 Max.Vy 6 -0.059 0 0 Max.Vx 6 0.005 0 0 Inner Bracing Max Tension 7 0.097 0 0 Max.Compression 6 -0.122 0 0 .Max.Mx 2 -0.004 0 0 Max.Vy 2 0.066 0 0 T5 232.583- Leg Max Tension 9 30.417 0 0 222.166 Max.Compression 8 -39.610 0 0 Max.Mx 4 -4.404 2 -2 Max.My 12 -6.757 -1 2 Max.Vy 4 -0.703 2 -2 Max.Vx 12 -0.699 -1 2 Diagonal Max Tension 7 9.554 0 0 Max.Compression 6 -10.115 0 0 Max.Mx 4 -8.037 0 0 Max.My 6 0.057 0 0 Max.Vy 4 -0.034 0 0 Max:Vx 6 -0.005 0 0 Horizontal Max Tension 6 6.498 0 0 Max.Compression 7 -6.317 0 0 Max.Mx 6 -0.140 0 0 Max.My 6 0.221 0 0 Max.Vy 6 -0.127 0 0 Max.Vx 6 0.010 0 0 Redund Horz 1 Max Tension 4 0.802 0 0 Bracing Max.Compression 4 -0.817 0 0 Max.Mx 2 -0.494 0 0 Max.My 2 -0.494 0 0 Max.Vy 2 0.006 0 0 Max.Vx 2 -0.000 0 0 Redund Diag 1 Max Tension 4 0.637 0 0 Bracing Max.Compression 4 -0.625 0 0 Max.Mx 2 0.518 0 0 tnxTower Report-version 8.0.4.0 February 08, 2019 , 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 48 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.My 2 0.518 0 0 Max.Vy 2 0.007 0 0 Max.Vx 2 0.001 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 8 -0.029 0 0 Max.Mx 2 -0.004 0 0 Max.Vy 2 0.070 0 0 T6 222.166- Leg Max Tension 9 38.927 0 0 209.583 Max.Compression 8 -51.728 0 0 Max.Mx 8 -9.946 3 -3 Max.My 16 -7.313 -3 3 Max.Vy 8 1.371 0 1 Max.Vx 16 1.395 0 0 Diagonal Max Tension 7 13.936 0 0 Max.Compression 6 -14.435 0 0 Max.Mx 4 -10.541 0 0 Max.My 6 0.263 0 0 Max.Vy 4 -0.041 0 0 Max.Vx 6 -0.007 0 0 Horizontal Max Tension 6 8.202 0 0 Max.Compression 7 -8.053 0 0 Max.Mx 6 -0.236 0 0 Max.My 6 0.211 0 0 Max.Vy 6 0.046 0 0 Max.Vx 6 -0.004 0 0 Redund Horz 1 Max Tension 8 1.692 0 0 Bracing Max.Compression 16 -1.687 0 0 Max.Mx 2 -0.759 0 0 Max.My 2 -0.759 0 0 Max.Vy 2 0.008 0 0 Max.Vx 2 -0.000 0 0 Redund Diag 1 Max Tension 16 1.404 0 0 Bracing Max.Compression 8 -1.409 0 0 Max.Mx 2 0.822 0 0 Max.My 2 0.822 0 0 Max.Vy 2 0.008 0 0 Max.Vx 2 0.001 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 8 -0.021 0 0 Max.Mx 2 -0.005 0 0 Max.Vy 2 0.075 0 0 T7 209.583- Leg Max Tension 9 53.526 1 0 197 Max.Compression 8 -70.407 0 -1 Max.Mx 8 -13.054 5 -4 Max.My 16 -10.048 -4 4 Max.Vy 8 -1.319 5 -4 Max.Vx 12 -1.288 -4 4 Diagonal Max Tension 7 16.652 0 0 Max.Compression 6 -17.239 0 0 Max.Mx 4 -13.082 0 0 Max.My 6 0.252 0 0 Max.Vy 4 -0.044 0 0 Max.Vx 6 -0.007 0 0 Top Girt Max Tension 7 10.701 0 0 Max.Compression 6 -10.763 0 0 Max.Mx 6 -0.723 0 0 Max.My 6 0.284 0 0 Max.Vy 6 0.050. 0 0 Max.Vx 6 -0.004 0 0 Redund Horz 1 Max Tension 6 1.339 0 0 Bracing Max.Compression 14 -1.321 0 0 Max.Mx 2 -0.932 0 0 Max.My 2 -0.932 0 0 Max.Vy 2 -0.009 0 0 Max.Vx 2 -0.001 0 0 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 49 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Redund Diag 1 Max Tension 14 1.046 0 0 Bracing Max.Compression 6 -1.061 0 0 Max.Mx 2 0.957 0 0 Max.My 2 0.561 0 0 Max.Vy 2 0.009 0 0 Max.Vx 2 -0.001 0 0 Inner Bracing Max Tension 6 0.230 0 0 Max.Compression 6 -0.246 0 0 Max.Mx 2 0.005 0 0 Max.Vy 2 -0.076 0 0 T8 197-181.3 Leg Max Tension 9 70.746 1 1 Max.Compression 8 -94.323 0 0 Max.Mx 8 -14.448 5 -4 Max.My 16 -10.913 -4 4 Max.Vy 14 2.893 3 -2 Max.Vx 6 2.889 -2 3 Diagonal Max Tension 7 23.939 0 0 Max.Compression 6 -24.873 0 0 Max.Mx 8 -19.778 0 0 Max.My 6 0.171 0 0 Max.Vy 8 -0.061 0 0 Max.Vx 6 -0.011 0 0 Horizontal Max Tension 7 14.322 0 0 Max.Compression 6 -14.468 0 0 Max.Mx 6 0.354 0 0 Max.My 14 0.355 0 0 Max.Vy 6 0.148 0 0 Max.Vx 14 -0.012 0 0 Redund Horz 1 Max Tension 6 1.470 0 0 Bracing Max.Compression 14 -1.455 0 0 Max.Mx 2 -0.924 0 0 Max.My 2 -0.924 0 0 Max.Vy 2 -0.018 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 14 1.273 0 0 Bracing Max.Compression 6 -1.287 0 0 Max.Mx 2 1.157 0 0 Max.My 2 -0.047 0 0 Max.Vy 2 -0.017 0 0 Max.Vx 2 -0.002 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 8 -0.046 0 0 Max.Mx 2 -0.011 -1 0 Max.Vy 2 0.181 0 0 T9 181.3- Leg Max Tension 9 97.218 1 0 170.833 Max.Compression 8 -126.014 0 0 Max.Mx 4 -14.954 5 -5 Max.My 12 -20.020 -5 5 Max.Vy 4 1.997 4 -4 Max.Vx 12 1.997 -4 4 Diagonal Max Tension 7 22.390 0 0 Max.Compression 6 -23.361 0 0 Max.Mx 12 -18.633 0 0 Max.My 6 -1.141. 0 0 Max.Vy 12 -0.057 0 0 Max.Vx 6 -0.007 0 0 Horizontal Max Tension 6 17.344 0 0 Max.Compression 7 -17.152 0 0 Max.Mx 6 0.944 -1 0 Max.My 10 0.169 0 0 Max.Vy 6 0.191 -1 0 Max.Vx 10 -0.015 0 0 Redund Horz 1 Max Tension 2 2.056 0 0 Bracing Max.Compression 10 -2.071 0 0 Max.Mx 2 -1.235 0 0 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 50 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.My 2 -1.235 0 0 Max.Vy 2 0.010 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 10 1.358 0 0 Bracing Max.Compression 2 -1.349 0 0 Max.Mx 2 1.135 0 0 Max.My 2 1.135 0 0 Max.Vy 2 0.011 0 . 0 Max.Vx 2 0.001 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 8 -0.040 0 0 Max.Mx 2 -0.005 0 0 Max.Vy 2 0.071 0 0 T10 170.833- Leg Max Tension 9 116.987 1 0 146.75 Max.Compression 8 -150.852 1 1 Max.Mx 4 -19.007 7 -7 Max.My 12 -24.777 -7 7 Max.Vy 4 -1.647 7 -7 Max.Vx 12 -1.654 -7 7 Diagonal Max Tension 7 40.096 0 0 Max.Compression 6 -40.807 0 0 Max.Mx 14 -40.468 0 0 Max.My 12 -32.497 0 0 Max.Vy 8 -0.071 0 0 Max.Vx 12 -0.040 0 0 Horizontal Max Tension 6 19.989 0 0 Max.Compression 7 -19.890 0 0 Max.Mx 6 -0.958 0 0 Max.My 10 -0.301 0 0 Max.Vy 6 0.100 0 0 Max.Vx 10 0.009 0 0 Redund Horz 1 Max Tension 8 2.289 0 0 Bracing Max.Compression 8 -2.289 0 0 Max.Mx 2 -0.790 0 0 Max.My 2 -0.790 0 0 Max.Vy 2 0.006 0 0 Max.Vx 2 -0.000 0 0 Redund Horz 2 Max Tension 8 2.289 0 0 Bracing Max.Compression 8 -2.289 0 0 Max.Mx 2 -0.447 0 0 Max.My 2 -0.447 0 0 Max.Vy 2 0.016 0 0 Max.Vx 2 0.001 0 0 Redund Diag 1 Max Tension 8 2.474 0 0 Bracing Max.Compression 8 -2.474 0 0 Max.Mx 2 1.543 . 0 0 Max.My 2 1.551 0 0 Max.Vy 2 -0.012 0 0 Max.Vx 2 0.002 0 0 Redund Diag 2 Max Tension 8 1.657 0 0 Bracing Max.Compression 8 -1.560 0 0 Max.Mx 2 0.952 0 0 Max.My 2 0.952 0 0 Max.Vy 2 -0.026 0 0 Max.Vx 2 -0.002 0 0 Redund Hip 2 Max Tension 13 0.043 0 0 Bracing Max.Compression 4 -0.097 0 0 Max.Mx 2 -0.012 0 0 Max.Vy 2 0.042 0 0 Redund Hip Max Tension 4 0.152 0 0 Diagonal 2 Bracing Max.Compression 12 -0.163 0 0 Max.Mx 2 -0.008 0 0 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 51 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Vy 2 0.054 0 0 Inner Bracing Max Tension 11 0.029 0 0 Max.Compression 6 -0.071 0 0 Max.Mx 2 -0.004 0 0 Max.Vy 2 0.057 0 0 T11 146.75- Leg Max Tension 9 164.852 0 0 121.667 Max.Compression 8 -207.690 0 0 Max.Mx 4 -20.943 7 -7 Max.My 12 -28.203 -7 7 Max.Vy 4 -1.403 7 -6 Max.Vx 12 -1.421 -6 7 Diagonal Max Tension 7 43.221 0 0 Max.Compression 6 -44.933 0 0 Max.Mx 8 32.01.1 0 0 Max.My 14 -44.079 0 1 Max.Vy 8 -0.090 0 1 Max.Vx 14 -0.070 0 0 Horizontal Max Tension 7 22.506 0 0 Max.Compression 6 -22.871 -1 0 Max.Mx 6 0.846 -1 0 Max.My 10 0.314 0 0 Max.Vy 6 -0.220 -1 0 Max.Vx 10 0.016 0 0 Redund Horz 1 Max Tension 16 3.147 0 0 Bracing Max.Compression 16 -3.147 0 0 Max.Mx 2 -0.712 0 0 Max.My 2 -0.712 0 0 Max.Vy 2 0.007 0 0 Max.Vx 2 -0.000 0 0 Redund Horz 2 Max Tension 16 3.147 0 0 Bracing Max.Compression 16 -3.147 0 0 Max.Mx 2 -0.615 0 0 Max.My 2 -0.615 0 0 Max.Vy 2 0.021 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 16 3.205 0 0 Bracing Max.Compression 16 -3.205 0 0 Max.Mx 2 1.568 0 0 Max.My 2 1.560 0 0 Max.Vy 2 -0.014 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 2 Max Tension 8 2.156 0 0 Bracing Max.Compression 16 -2.070 0 0 Max.Mx 2 1.201 0 0 Max.My 2 1.216 0 0 Max.Vy 2 -0.030 0 0 Max.Vx 2 0.003 0 0 Redund Hip 2 Max Tension 15 0.100 0 0 Bracing Max.Compression 6 -0.146 0 0 Max.Mx 2 -0.057 0 0 Max.Vy 2 -0.050 0 0 Redund Hip Max Tension 4 0.163 0 0 Diagonal 2 Bracing Max.Compression 12 -0.176 0 0 Max.Mx 2 -0.017 0 0 Max.Vy 2 0.060 0 0 Inner Bracing Max Tension 15 0.017 0 0 Max.Compression 6 -0.093 0 0 Max.Mx 2 -0.007 -1 0 Max.Vy 2 0.114 0 0 T12 121.667- Leg Max Tension 9 216.016 -1 -2 96.5843 Max.Compression 16 -271.031 2 2 Max.Mx 4 -30.435 8 -7 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 52 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.My 12 -38.859 -7 9 Max.Vy 4 -2.705 _ 8 -7 Max.Vx 12 -2.725 -7 9 Diagonal Max Tension 7 45.075 0 0 Max.Compression 6 -46.796 0 0 Max.Mx 16 33.511 0 0 Max.My 14 -46.150 0 0 Max.Vy 16 -0.094 0 0 Max.Vx 14 -0.046 0 0 Horizontal Max Tension 7 25.215 0 0 Max.Compression 6 -25.474 0 0 Max.Mx 6 1.035 -1 0 Max.My 6 -1.085 0 0 Max.Vy 6 -0.147 -1 0 Max.Vx 6 -0.011 0 0 Redund Horz 1 Max Tension 16 4.099 0 0 Bracing Max.Compression 16 -4.099 0 0 Max.Mx 2 -0.816 0 0 Max.My 2 -0.816 0 0 Max.Vy 2 0.008 0 0 Max.Vx 2 -0.000 0 0 Redund Horz 2 Max Tension 16 4.099 0 0 Bracing Max.Compression 16 -4.099 0 0 Max.Mx 2 -0.637 0 0 Max.My 2 -0.637 0 0 Max.Vy 2 0.024 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 16 3.846 0 0 Bracing Max.Compression 16 -3.846 0 0 Max.Mx 2 1.710 0 0 Max.My 2 1.710 0 0 Max.Vy 2 -0.016 0 0 Max.Vx 2 -0.002 0 0 Redund"Diag 2 Max Tension 8 2.609 0 0 Bracing Max.Compression 16 -2.576 0 0 Max.Mx 2 1.261 0 0 Max.My 2 1.261 0 0 Max.Vy 2 0.033 0 0 Max.Vx 2 -0.003 0 0 Redund Hip 2 Max Tension 15 0.049 0 0 Bracing Max.Compression 6 -0.112 0 0 Max.Mx 2 -0.054 0 0 Max.Vy 2 -0.081 0 0 Redund Hip Max Tension 4 0.113 0 0 Diagonal 2 Bracing Max.Compression 12 -0.126 0 0 Max.Mx 2 0.005 0 0 Max.Vy 2 -0.064 0 0 Inner Bracing Max Tension 17 0.001 0 0 Max.Compression 8 -0.073 0 0 Max.Mx 2 -0.014 2 0 Max.Vy 2 -0.221 0 0 T13 96.5843- Leg Max Tension 17 267.877 -1 A 71.5 Max.Compression 16 -335.257 0 0 Max.Mx 4 -34.255 8 -7 Max.My 12 -43.726 -7 9 Max.Vy 4 1.501 8 -7 Max.Vx 12 1.513 -7 9 Diagonal Max Tension 7 49.401 0 0 Max.Compression 6 -51.206 0 0 Max.Mx 16 36.426 0 0 Max.My 14 -50.365 0 0 Max.Vy 16 -0.097 0 0 Max.Vx 14 -0.045 0 0 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 . Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 53 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Horizontal Max Tension 7 29.298 -1 0 Max.Compression 6 -29.534 -1 0 Max.Mx 6 1.124 -1 0 Max.My 10 0.574 -1 0 Max.Vy 6 -0.212 -1 0 Max.Vx 10 -0.017 -1 0 Redund Horz 1 Max Tension 16 5.064 0 0 Bracing Max.Compression 16 -5.064 0 0 Max.Mx 2 -0.608 0 0 Max.My 2 -0.608 0 0 Max.Vy 2 0.010 0 0 Max.Vx 2 -0.001 0 0 Redund Horz 2 Max Tension 16 5.064 0 0 Bracing Max.Compression 16 -5.064 0 0 Max.Mx 2 -0.618 0 0 Max.My 2 -0.618 0 0 Max.Vy 2 0.035 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 1 Max Tension 16 4.430 0 0 Bracing Max.Compression 16 -4.430 0 0 Max.Mx 2 1.585 0 0 Max.My 2 2.952 0 0 Max.Vy 2 -0.018 0 0 Max.Vx 2 0.002 0 0 Redund Diag 2 Max Tension 8 3.100 0 0 Bracing Max.Compression 16 -3.069 0 0 Max.Mx 2 1.336 0 0 Max.My 2 1.302 0 0 Max.Vy 2 -0.037 0 0 Max.Vx 2 0.003 0 0 Redund Hip 2 Max Tension 15 0.044 0 0 Bracing Max.Compression 6 -0.115 0 0 Max.Mx 2 -0.056 0 0 Max.Vy 2 -0.089 0 0 Redund Hip Max Tension 4 0.114 0 0 Diagonal 2 Bracing Max.Compression 12 -0.128 0 0 Max.Mx 2 0.002 0 0 Max.Vy 2 -0.071 0 0 Inner Bracing Max Tension 17 0.003 0 0 Max.Compression 8 -0.072 0 0 Max.Mx 2 -0.007 1 0 Max.Vy 2 -0.117 0 0 T14 71.5- Leg Max Tension 17 325.012 -2 -2 51.417 Max.Compression 16 -403.226 1 2 Max.Mx 4 -42.588 7 -6 Max.My 12 -52.852 -6 7 Max.Vy 4 -1.918 7 -6 Max.Vx 12 -1.939 -6 7 Diagonal Max Tension 7 44.702 0 0 Max.Compression 6 -46.086 0 0 Max.Mx 14 -45.810 0 0 Max.My 10 -0.227 0 0 Max.Vy 16 -0.084 0 0 Max.Vx 10 -0.022 0 0 Horizontal Max Tension 6 31.721 0 0 Max.Compression 6 -31.596 0 0 Max.Mx 14 31.161 0 0 Max.My 6 -1.283 0 0 Max.Vy 14 0.085 0 0 Max.Vx 6 -0.015 0 0 Redund Horz 1 Max Tension 16 6.085 0 0 Bracing Max.Compression 16 -6.085 0 0 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC]BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page.54 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Mx 2 -1.145 0 0 Max.My 2 -1.145 0 0 Max.Vy 2 -0.011 0 0 Max.Vx 2 0.001 0 0 Redund Horz 2 Max Tension 16 6.085 0 0 Bracing Max.Compression 16 -6.085 0 0 Max.Mx 2 0.117 0 0 Max.My 2 0.117 0 0 Max.Vy 2 -0.047 0 0 Max.Vx 2 0.003 0 0 Redund Diag 1 Max Tension 16 4.379 0 0 Bracing Max.Compression 16 -4.379 0 0 Max.Mx 2 1.752 0 0 Max.My 2 1.830 0 0 Max.Vy 2 -0.020 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 2 Max Tension 16 3.880 0 0 Bracing Max.Compression 8 -3.990 0 0 Max.Mx 2 -0.220 0 0 Max.My 2 -0.239 0 0 Max.Vy 2 -0.033 0 0 Max.Vx 2 -0.003 0 0 Redund Hip 2 Max Tension 1 0.000 0 0 Bracing Max.Compression 4 -0.066 0 0 Max.Mx 2 -0.028 1 0 Max.Vy 2 -0.116 0 0 Redund Hip Max Tension 4 0.062 0 0 Diagonal 2 Bracing Max.Compression 12 -0.075 0 0 Max.Mx 2 0.007 0 0 Max.Vy 2 -0.077 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 6 -0.058 0 0 Max.Mx 2 -0.009 1 0 Max.Vy 2 -0.142 0 0 T15 51.417- Leg Max Tension 17 369.831 -1 -1 31.334 Max.Compression 16 -458.071 2 3 Max.Mx 4 -48.245 11 -9 Max.My 12 -59.069 -9 11 Max.Vy 4 -2.572 11 -9 Max.Vx 12 -2.599 -9 11 Diagonal Max Tension 7 45.983 0 0 Max.Compression 6 -47.650 0 0 Max.Mx 16 -32.798 0 0 Max.My 10 -0.500 0 0 Max.Vy 16 -0.110 0 0 Max.Vx 10 -0.021 0 0 Horizontal Max Tension 6 34.074 0 0 Max.Compression 6 -33.512 0 0 Max.Mx 14 33.220 0 0 Max.My 6 -1.370 0 0 Max.Vy 14 0.088 0 0 Max.Vx 6 0.017 0 0 Redund Horz 1 Max Tension 16 6.911 0 0 Bracing Max.Compression 16 -6.911 0 0 Max.Mx 2 -1.748 0 0 Max.My 2 -1.748 0 0 Max.Vy 2 -0.023 0 0 Max.Vx 2 0.001 0 0 Redund Horz 2 Max Tension 16 6.911 0 0 Bracing Max.Compression 16 -6.911 0 0 Max.Mx 2 0.176 0 0 Max.My 2 0.176 0 0 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 55 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Vy 2 -0.050 0 0 Max.Vx 2 0.003 0 0 Redund Diag 1 Max Tension. 16 4.803 0 0 Bracing Max.Compression 16 -4.803 0 0 Max.Mx 2 2.220 0 0 Max.My 2 2.314 0 0 Max.Vy 2 -0.021 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 2 Max Tension 16 4.309 0 0 Bracing Max.Compression 8 -4.499 0 0 Max.Mx 2 -0.185 0 0 Max.My 2 -0.185 0 0 Max.Vy 2 -0.035 0 0 Max.Vx 2 0.003 0 0 Redund Hip 2 Max_Tension 1 0.000 0 0 Bracing Max.Compression 4 -0.067 0 0 Max.Mx 2 -0.040 1 0 Max.Vy 2 -0.124 0 0 Redund Hip Max Tension 6 0.054 0 0 Diagonal 2 Bracing Max.Compression 14 -0.069 0 0 Max.Mx 2 0.013 1 0 Max.Vy 2 0.082 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 4 -0.063 0 0 Max.Mx 2 -0.014 2 0 Max.Vy 2 -0.221 0 0 T16 31.334-0 Leg Max Tension 17 352.985 -2 -1 Max.Compression 16 -440.272 0 0 Max.Mx 4 -45.164 11 -9 Max.My 12 -55.328 -9 11 Max.Vy 4 1.896 11 -9 Max.Vx 12 1.911 -9 11 Diagonal Max Tension 5 83.054 -1 -2 Max.Compression 4 -95.955 0 0 Max.Mx 4 -84.451 1 3 Max.My 16 -93.162 1 3 Max.Vy 4 -0.240 0 0 Max.Vx 16 0.363 0 1 Horizontal Max Tension 4 82.404 -3 0 Max.Compression 4 -77.153 1 0 Max.Mx 4 82.404 -3 0 Max.My 10 -23.269 1 0 Max.Vy 6 0.637 -2 0 Max.Vx 10 -0.045 1 0 Redund Horz 1 Max Tension 16 6.666 0 0 Bracing Max.Compression 16 -6.666 0 0 Max.Mx 2 -0.202 0 0 Max.My 2 -0.202 0 0 Max.Vy 2 -0.009 0 0 Max.Vx 2 0.001 0 0 Redund Horz 2 Max Tension 16 6.666 0 0 Bracing Max.Compression 16 -6.666 0 0 Max.Mx 2 0.659 0 0 Max.My 2 0.659 0 0 Max.Vy 2 -0.019 0 0 Max.Vx 2 0.001 0 0 Redund Horz 3 Max Tension 16 6.666 0 0 Bracing Max.Compression 16 -6.666 0 0 Max.Mx 6 4.554 0 0 Max.My 16 0.056 0 0 Max.Vy 6 -0.105 0 0 Max.Vx 8 0.011 0 0 Redund Diag 1 Max Tension 16 7.756 0 0 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase,3,Application 477164, Revision 0 Page 56 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Bracing Max.Compression 16 -7.756 0 0 Max.Mx 2 2.737 0 0 Max.My 2 2.747 0 0 Max.Vy 2 -0.008 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 2 Max Tension 16 4.757 0 0 Bracing Max.Compression 16 -4.757 0 0 Max.Mx 2 0.277 0 0 Max.My 2 0.277 0 0 Max.Vy 2 -0.016 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 3 Max Tension 4 57.911 0 0 Bracing Max.Compression 12 -63.942 0 0 Max.Mx 2 36.698 0 0 Max.My 2 35.026 0 0 Max.Vy 2 -0.114 0 0 Max.Vx 2 -0.009 0 0 Redund Hip 1 Max Tension 16 0.889 0 0 Bracing Max.Compression 17 -0.704 0 0 Max.Mx 2 -0.386 0 0 Max.Vy 2 -0.020 0 0 Redund Hip 2 Max Tension 17 0.262 0 0 Bracing Max.Compression 4 -0.425 0 0 Max.Mx 2 0.186 0 0 Max.Vy 2 -0.040 0 0 Redund Hip 3 Max Tension 15 0.045 0 0 Bracing Max.Compression 6 -0.197 0 0 Max.Mx 2 -0.083 0 0 Max.Vy 2 -0.087 0 0 Redund Hip Max Tension 6 0.305 0 0 Diagonal 2 Bracing Max.Compression 14 -0.348 0 0 Max.Mx 2 -0.032 0 0 Max.Vy 2 -0.046 0 0 Redund Sub Horz Max Tension 5 51.581 0 0 Bracing Max.Compression 12 -65.203 -1 0 Max.Mx 6 -45.855 -1 0 Max.My 6 -45.855 -1 0 Max.Vy 12 -0.212 -1 0 Max.Vx 14 -0.027 0 0 Redund Sub Max Tension 6 59.378 0 0 Diagonal Bracing Max.Compression 6 -60.908 0 0 Max.Mx 2 -58.756 0 0 Max.My 2 -56.043 0 0 Max.Vy 2 -0.057 0 0 Max.Vx 2 -0.006 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 8 -0.078 0 0 Max.Mx 2 -0.010 2 0 Max.Vy 2 -0.161 0 0 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg D Max.Vert 12 588.185 72.831 -77.490 Max.H. 12 588.185 72.831 -77.490 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 57 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Max.Hz 5 -474.809 -61.585 65.901 Min.Vert 5 -474.809 -61.585 65.901 Min.H. 5 -474.809 -61.585 65.901 Min.Hz 12 588.185 72.831 -77.490 Leg C Max.Vert 8 595.591 -74.736 -77.147 Max.H. 17 -479.099 62.990 65.187 Max.Hz 17 -479.099 62.990 65.187 Min.Vert 17 -479.099 62.990 65.187 Min.H. 8 595.591 -74.736 -77.147 Min.Hz 8 595.591 -74.736 -77.147 Leg B Max.Vert 4 592.989 -77.920 73.162 Max.H. 13 -470.486 65.523 -61.262 Max_.Hz 4 592.989 -77.920 73.162 Min.Vert 13 -470.486 65.523 -61.262 Min.H. 4 592.989 -77.920 73.162 Min.H. 13 -470.486 65.523 61.262 Leg A Max.Vert 16 597.707 77.137 74.670 Max.H. 16 597.707 77.137 74.670 Max.Hz 16 597.707 77.137 74.670 Min.Vert 9 -478.321 -65.316 -63.065 Min.H■ 9 -478.321 -65.316 -63.065 Min.Hz 9 -478.321 -65.316 -63.065 Tower Mast Reaction Summary Load Vertical Shear Shear, Overturning Overturning Torque Combination Moment,Mx Moment,M. K K K kip-ft kip-ft kip-ft Dead Only 224.646 0.000 0.000 -138 65 0 1.2 Dead+1.0 Wind 0 deg- 269.575 -0.286 -224.086 -30203 135 -145 No Ice 0.9 Dead+1.0 Wind 0 deg- 202.182 -0.286 -224.086 -30161 115 -145 No Ice 1.2 Dead+1.0 Wind 45 deg- 269.575 180.267 -177.621 -23747 -24126 -408 No Ice 0.9 Dead+1.0 Wind 45 deg- 202.182 180.267 -177.621 -23706 -24145 -408 No Ice 1.2 Dead+1.0 Wind 90 deg- 269.575 230.255 0.510 -47 -30832 -230 No Ice 0.9 Dead+1.0 Wind 90 deg- 202.182 230.255 0.510 -6 -30851 -230 No Ice 1.2 Dead+1.0 Wind 135 deg 269.575 181.265 178.915 23742 -24368 -213 -No Ice 0.9 Dead+1.0 Wind 135 deg 202.182 181.265 178.915 23783 -24388 -213 -No Ice 1.2 Dead+1.0 Wind 180 deg 269.575 0.813 224.430 29967 -129 143 -No Ice 0.9 Dead+1.0 Wind 180 deg 202.182 0.813 224.430 30008 -149 143 -No Ice 1.2 Dead+1.0 Wind 225 deg 269.575 -179.519 177.427 23360 24075 405 -No Ice 0.9 Dead+1.0 Wind 225 deg 202.182 -179.519 177.427 23402 24055 405 -No Ice 1.2 Dead+1.0 Wind 270 deg 269.575 -229.699 -0.443 -267 30833 229 -No Ice 0.9 Dead+1.0 Wind 270 deg 202.182 -229.699 -0.443 -225 30814 229 -No Ice 1.2 Dead+1.0 Wind 315 deg 269.575 -180.729 -178.377 -23926 24377 209 -No Ice 0.9 Dead+1.0 Wind 315 deg 202.182 -180.729 -178.377 -23884 24357 209 -No Ice Dead+Wind 0 deg-Service 224.646 -0.054 -42.360 -5816 76 -27 Dead+Wind 45 deg-Service 224.646 34.077 -33.577 -4596 -4510 -77 Dead+Wind 90 deg-Service 224.646 43.526 0.096 -116 -5778 -43 Dead+Wind 135 deg- 224.646 34.266 33.821 4381 -4556 -40 Service tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 58 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,Mx Moment,Mz K K K kip-ft kip-ft kip-ft Dead+Wind 180 deg- 224.646 0.154 42.425 5558 26 27 Service Dead+Wind 225 deg- 224.646 -33.935 33.540 4309 4601 77 Service Dead+Wind 270 deg- 224.646 -43.421 -0.084 -157 5879 43 Service Dead+Wind 315 deg- 224.646 -34.164 -33.720 -4630 4658 40 Service 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 0.000 224.646 0.000 -0.000 224.646 -0.000 0.000% 2 -0.286 -269.575 -224.086 0.286 269.575 224.086 0.000% 3 -0.286 -202.182 -224.086 0.286 202.182 224.086 0.000% 4 180.267 -269.575 -177.621 -180.267 269.575 177.621 0.000% 5 180.267 -202.182 -177.621 -180.267 202.182 177.621 0.000% 6 230.255 -269.575 0.510 -230.255 269.575 -0.510 0.000% 7 230.255 -202.182 0.510 -230.255 202.182 -0.510 0.000% 8 181.265 -269.575 178.915 -181.265 269.575 -178.915 0.000% 9 181.265 -202.182 178.915 -181.265 202.182 -178.915 0.000% 10 0.813 -269.575 224.430 -0.813 269.575 -224.430 0.000% 11 0.813 -202.182 224.430 -0.813 202.182 -224.430 0.000% 12 -179.519 -269.575 177.427 179.519 269.575 -177.427 0.000% 13 -179.519 -202.182 177.427 179.519 202.182 -177.427 0.000% 14 -229.699 -269.575 -0.443 229.699 269.575 0.443 0.000% 15 -229.699 -202.182 -0.443 229.699 202.182 0.443 0.000% 16 -180.729 -269.575 -178.377 180.729 269.575 178.377 0.000% 17 -180.729 -202.182 -178.377 180.729 202.182 178.377 0.000% 18 -0.054 -224.646 -42.360 0.054 224.646 42.360 0.000% 19 34.077 -224.646 -33.577 -34.077 224.646 33.577 0.000% 20 43.526 -224.646 0.096 -43.526 224.646 -0.096 0.000% 21 34.266 -224.646 33.821 -34.266 224.646 -33.821 0.000% 22 0.154 -224.646 42.425 -0.154 224.646 -42.425 0.000% 23 -33.935 -224.646 33.540 33.935 224.646 -33.540 0.000% 24 -43.421 -224.646 -0.084 43.421 224.646 0.084 0.000% 25 -34.164 -224.646 -33.720 34.164 224.646 33.720 0.000% Maximum Tower Deflections - Service Wind Section Elevation Norz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° T1 287.667- 2.34 25 0.05 0.01 280.084 T2 280.084-272.5 2.26 25 0.05 0.01 T3 272.5-247.333 2.17 25 0.05 0.01 T4 247.333- 1.90 25 0.05 0.01 232.583 T5 232.583- 1.74 25 0.05 0.01 222.166 T6 222.166- 1.63 25 0.05 0.01 209.583 T7 209.583-197 1.49 25 0.05 0.01 T8 197-181.3 1.36 25 0.04 0.01 T9 181.3-170.833 1.19 25 0.04 0.01 T10 170.833-146.75 1.09 25 0.04 0.01 T11 146.75-121.667 0.85 25 0.04 0.01 T12 121.667- 0.63 25 0.03 0.01 96.5843 T13 96.5843-71.5 0.45 25 0.03 0.00 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 . Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 59 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° T14 71.5-51.417 0.30 21 0.02 0.00 T15 51.417-31.334 0.18 21 0.01 0.00 T16 31.334-0 0.09 21 0.01 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 287.70 1/2"x 4'LRod 25 2.34 0.05 0.01 379044 285.00 12"x 24"Beacon 25 2.31 0.05 0.01 379044 283.00 D38A10F36U-D 25 2.29 0.05 0.01 379044 277.00 PAD8-65AC 25 2.22 0.05 0.01 337963 247.00 Platfrom Rail 25 1.89 0.05 0.01 Inf 235.00 PM 601-1 25 1.76 0.05 0.01 491165 215.00 (2)NNHH-65B-R4 w/Mount Pipe 25 1.55 0.05 0.01 Inf 205.00 ANT2 0.6 11 HPX(TR) 25 1.44 0.05 0.01 649968 204.00 SC2-190BB 25 1.43 0.05 0.01 607261 203.00 APXV9ERR18-C w/Mount Pipe 25 1.42 0.05 0.01 569834 197.00 Zephyrhills Platform 25 1.36 0.04 0.01 398412 195.00 (2)TMBXX-6517-A2M w/Mount 25 1.34 0.04 0.01 420058 Pipe 186.00 4"Dia.x 5"Sidelight 25 1.24 0.04 0.01 Inf 177.00 (2)LPD-7905/8 25 1.15 0.04 0.01 Inf 159.00 (2)2L2.5x2.5x3/16"mid panel 25 0.97 0.04 0.01 294036 redundant 152.81 (2)2L2.5x2.5x3/16"mid panel 25 0.91 0.04 0.01 196722 redundant 146.63 (2)2L2.5x2.5x3/16"mid panel 25 0.85 0.04 0.01 157242 redundant 140.44 (2)2L2.5x2.5x3/16"mid panel 25 0.79 0.04 0.01 178826 redundant 134.25 (2)2L2.5x2.5x3/16"mid panel 25 0.74 0.04 0.01 223462 redundant 99.00 4"Dia.x 5"Sidelight 25 0.47 0.03 0.00 175885 97.00 Zephyrhills Platform 25 0.45 0.03 0.00 173968 7.67 WG11 21 0.02 0.00 0.00 716530 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° T1 287.667- 12.14 9 0.26 0.06 280.084 T2 280.084-272.5 11.73 9 0.26 0.06 T3 272.5-247.333 11.31 9 0.26 0.06 T4 247.333- 9.87 9 0.25 0.05 232.583 T5 232.583- 9.05 9 0.25 0.05 222.166 T6 222.166- 8.47 9 0.24 0.05 209.583 T7 209.583-197 7.77 9 0.24 0.05 T8 197-181.3 7.08 9 0.23 0.04 T9 181.3-170.833 6.24 9 0.22 0.04 T10 170.833-146.75 5.68 9 0.22 0.04 T11 146.75-121.667 4.44 9 0.20 0.03 T12 121.667- 3.34 9 0.17 0.03 96.5843 T13 96.5843-71.5 2.37 9 0.13 0.02 T14 71.5-51.417 1.57 8 0.10 0.02 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 60 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T15 51.417-31.334 0.95 8 0.07 0.01 T16 31.334-0 0.49 8 0.04 0.01 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 287.70 1/2"x 4'LRod 9 12.14 0.26 0.06 75464 285.00 12"x 24"Beacon 9 12.00 0.26 0.06 75464 283.00 DS8A10F36U-D 9 11.89 0.26 0.06 75464 277.00 PAD8-65AC 9 11.56 0.26 0.06 69468 247.00 Platfrom Rail 9 9.86 0.25 0.05 225189 235.00 PM 601-1 9 9.18 0.25 0.05 94565 215.00 (2)NNHH-65B-R4 w/Mount Pipe 9 8.08 0.24 0.05 253909 205.00 ANT2 0.6 11 HPX(TR) 9 7.52 0.24 0.04 143135 204.00 SC2-190BB 9 7.46 0.23 0.04 128494 203.00 APXV9ERR18-C w/Mount Pipe 9 7.41 0.23 0.04 114907 197.00 Zephyrhills Platform 9 7.08 0.23 0.04 78582 195.00 (2)TMBXX-6517-A2M w/Mount 9 6.97 0.23 0.04 82805 Pipe 186.00 4"Dia.x 5"Sidelight 9 6.49 0.23 0.04 240024 177.00 (2)LPD-7905/8 9 6.01 0.22 0.04 Inf 159.00 (2)2L2.5x2.5x3/16"mid panel 9 5.05 0.21 0.04 57483 redundant 152.81 (2)2L2.5x2.5x3/16"mid panel 9 4.74 0.21 0.03 38025 redundant 146.63 (2)2L2.5x2.5x3/16"mid panel 9 4.43 0.20 0.03 30250 redundant 140.44 (2)2L2.5x2.5x3/16"mid panel 9 4.14 0.19 0.03 34439 redundant 134.25 (2)2L2.5x2.5x3/16"mid panel 9 3.87 0.18 0.03 43155 redundant 99.00 4"Dia.x 5"Sidelight 9 2.46 0.14 0.02 34132 97.00 Zephyrhills Platform 9 2.39 0.13 0.02 33775 7.67 WG11 8 0.11 0.01 0.00 144772 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K T1 287.667 Diagonal A325N 0.75 2 0.413 15.701 0.026 1.05 Member Block Shear Top Girt A325N 0.75 2 0.251 11.147 0.022 1.05 Member Block Shear T2 280.084 Leg A325N 0.75 4 1.178 23.461 0.050 1.05 Bearing Diagonal A325N 0.75 2 1.486 15.701 0.095 1.05 Member Block Shear Horizontal A325N 0.75 2 0.946 15.701 0.060 1.05 Member Block Shear T3 272.5 Leg A325N 0.75 8 3.340 39.761 0.084 1.05 Bolt DS Diagonal A325N 0.75 2 3.703 20.934 0.177 1.05 Member Block Shear Horizontal A325N 0.75 2 1.907 13.662 0.140 1.05 Member Block Shear Top Girt A325N 0.75 2 1.450 15.225 0.095 1.05 Member Block Shear T4 247.333 Diagonal A325N 0.75 2 3.626 20.934 0.173 1.05 Gusset Bearing Horizontal A325N 0.75 2 2.874 15.701 0.183 1.05 Member Block Shear tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 - Page 61 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio It in Bolts per Bolt per Bolt Allowable K K Top Girt A325N 0.75 2 2.556 20.934 0.122 1.05 Gusset Bearing T5 232.583 Leg A325N 1.00 12 6.602 70.686 0.093 1.05 Bolt DS Diagonal A325N 0.75 3 3.185 19.938 0.160 1.05 Member Block Shear Horizontal A325N 0.75 3 2.166 22.656 0.096 1.05 Gusset Bearing T6 222.166 Diagonal A325N 0.75 3 4.645 19.938 0.233 1.05 Member Block Shear Horizontal A325N 0.75 3 2.734 15.633 0.175 1.05 Member Block Shear T7 209.583 Leg A325N 1.00 12 11.734 70.686 0.166 1.05 Bolt DS Diagonal A325N 0.75 3 5.551 19.938 0.278 1.05 Member Block Shear Top Girt A325N 0.75 3 3.567 15.633 0.228 1.05 Member Block Shear T8 197 Diagonal A325N 0.75 4 5.985 21.478 0.279 1.05 Member Block Shear Horizontal A325N 0.75 3 4.774 22.656 0.211 1.05 Gusset Bearing T9 181.3 Leg A325N 0.88 16 15.752 54.119 0.291 1.05 Bolt DS Diagonal A325N 0.75 4 5.597 20.119 0.278 1.05 Member Block Shear Horizontal A325N 0.75 3 5.781 22.656 0.255 1.05 Gusset Bearing T10 170.833 Leg A325N 1.00 12 25.142 70.686 0.356 1.05 Bolt DS Diagonal A325N 0.75 6 6.683 24.378 0.274 1.05 Gusset Bearing Horizontal A325N 0.75 3 6.663 22.656 0.294 1.05 Member Block Shear T11 146.75 Leg A325N 1.00 16 25.913 70.686 0.367 1.05 Bolt DS Diagonal A325N 0.75 5 8.644 24.034 0.360 1.05 Gusset Bearing Horizontal A325N 0.75 3 7.502 22.656 0.331 1.05 Gusset Bearing T12 121.667 Leg A325N 1.00 20 27.103 70.686 0.383 1.05 Bolt DS Diagonal A325N 0.75 5 9.015 24.034 0.375 1.05 Gusset Bearing Horizontal A325N 0.75 3 8.405 22.656 0.371 1.05 Gusset Bearing T13 96.5843 Leg A325N 1.13 20 33.513 89.462 0.375 1.05 Bolt DS Diagonal A325N 0.75 5 9.880 24.034 0.411 1.05 Gusset Bearing Horizontal A325N 0.75 3 9.766 22.656 0.431 1.05 Gusset Bearing T14 71.5 Leg A325N 1.13 20 40.323 89.462 0.451 1.05 Bolt DS Diagonal A325N 0.75 5 8.940 20.771 0.430 1.05 Member Block Shear Horizontal A325N 0.75 3 10.574 22.656 0.467 1.05 Gusset Bearing T15 51.417 Leg A325N 1.13 20 45.807 89.462 0.512 1.05 Bolt DS Diagonal A325N 0.75 3 15.328 22.656 0.677 1.05 Gusset Bearing Horizontal A325N 0.75 3 11.358 22.656 0.501 1.05 Gusset Bearing T16 31.334 Leg A325N 1.13 20 43.686 89.462 0.488 1.05 Bolt DS Diagonal A325N 0.88 5 16.611 38.416 0.432 1.05 Member Block Shear Horizontal A325N 0.75 4 20.601 37.627 0.547 1.05 Gusset Bearing Compression Checks- Leg Design Data Compression Section Elevation Size L L Kl/r A P. �P„ Ratio No. P. It It It in2 K K �Pn T1 287.667- L5x5x5/16 7.61 7.61 91.9 3.03 -0.918 87.788 0.010' 280.084 K=1.00 T2 280.084- L5x5x5/16 7.61 7.61 91.9 3.03 -2.356 87.788 0.027' 272.5 'K=1.00 T3 272.5- L5x5x1/2 25.26 6.32 77.1 4.75 -13.362 175.844 0.076' 247.333 K=1.00 T4 247.333- L8x8x5/8 14.81 7.40 56.2 9.61 -31.544 414.159 0.076' 232.583 K=1.00 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 62 Section Elevation Size L L K//r A P� Ratio No. P It ft ft in2 K K �Pn T5 232.583- L8x8x5/8 10.46 5.23 39.7 9.61 -39.610 447.414 0.089' 222.166 K=1.00 T6 222.166- L8x8x5/8 12.63 6.32 48.0 9.61 -51.728 432.219 0.1201 209.583 K=1.00 T7 209.583-197 L8x8x5/8 12.63 6.32 48.0 9.61 -70.407 432.219 0.1631 K=1.00 T8 197-181.3 L8x8xl 1/8 15.76 7.88 60.6 16.70 -94.323 701.016 0.1351 K=1.00 T9 181.3- L8x8xl 1/8 10.51 5.25 40.4 16.70 -126.014 775.451 0.1631 170.833 K=1.00 T10 170.833- L8x8x1 1/8 24.17 8.06 62.0 16.70 -150.852 694.882 0.2171 146.75 K=1.00 T11 146.75- L8x8x3/4 25.18 8.39 63.7 11.40 -207.690 468.853 0.4431 121.667 K=1.00 T12 121.667- L8x8xl 25.18 8.39 64.6 15.00 -271.031 613.477 0.4421 96.5843 K=1.00 T13 96.5843- L8x8x1 1/8 25.18 8.39 64.6 16.70 -335.257 682.989 0.491 71.5 K=1.00 T14 71.5-51.417 L8x8x1 1/8 20.16 6.72 51.7 16.70 -403.226 737.562 0.5471 K=1.00 T15 51.417- L8x8xl 1/8 20.16 6.72 51.7 16.70 -458.071 737.562 0.621 31.334 K=1.00 T16 31.334-0 L8x8xl 1/8 31.45 7.86 60.5 16.70 -440.272 701.578 0.628' K=1.00 1 P /�P controls Diagonal Design Data (Compression) Section Elevation Size L L K11r A P. �P Ratio No. P. It ft ft in2 K K Wp T1 287.667- 2L2 1/2x2x3/16x5/16 9.36 8.55 127.1 1.62 -1.004 27.734 0.0361 280.084 K=1.00 T2 280.084- 2L2 1/2x2x3/16x5/16 9.64 8.85 130.7 1.62 -3.175 26.282 0.121 272.5 K=1.00 T3 272.5- 2L2 1/2x2 1/2xl/4x5/16 14.67 13.80 149.2 2.38 -7.708 30.244 0.255' 247.333 K=1.00 T4 247.333- 2L3x2 1/2xl/4x1/4 11.19 10.29 126.5 2.63 -7.739 46.944 0.1651 232.583 K=0.97 T5 232.583- 2L2 1/2x3x1/4xl/4 13.81 12.66 114.4 2.63 -10.115 54.987 0.1841 222.166 K=1.00 T6 222.166- 2L2 1/2x3 1/2x1/4x5/16 15.98 7.67 124.0 2.88 -14.435 53.471 0.2701 209.583 K=0.99 T7 209.583-197 2L2 1/2x3 1/2x1/4x5/16 16.47 7.91 127.0 2.88 -17.239 50.997 0.338' K=0.98 T8 197-181.3 2L 3 1/2 x 4 x 1/4 x 1/4 19.53 18.13 124.2 3.63 -24.872 65.217 0.381 K=1.00 T9 181.3- 2L 3 x 3 1/2 x 1/4 x 1/4 16.10 14.83 116.3 3.13 -23.361 63.505 0.3681 170.833 K=1.00 T10 170.833- 2L3 1/2x5x5/16x5/16 27.75 9.25 107.7 5.12 -40.807 115.294 0.354' 146.75 K=1.00 T11 146.75- 20 1/2x5x5/16x5/16 29.40 9.80 114.1 5.12 -44.464 107.623 0.4131 121.667 K=1.00 T12 121.667- 20 1/2x5x5/16x5/16 30.23 10.08 117.3 5.12 -46.578 103.579 0.450' 96.5843 K=1.00 T13 96.5843- 2L3 1/2x5x5/16x5/16 31.12 10.37 120.8 5.12 -50.762 99.138 0.5121 71.5 K=1.00 T14 71.5-51.417 2L 3 1/2 x 4 x 1/4 x 1/4 28.09 17.74 121.3 3.63 -46.086 67.916 0.6791 K=1.00 T15 51.417- 2L31/2x4x5/16xl/2 28.96 18.52 120.8 4.49 -47.650 86.189 0.5531 31.334 K=1.00 T16 31.334-0 2L5x5x3/8 x1/2 26.59 8.86 95.9 7.22 -95.955 180.712 0.531 K=2.00 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 63 P controls Horizontal Design Data (Compression) Section Elevation Size L L KlIr A P Wn Ratio No. P. ft ft It in2 K K �Pn T2 280.084- 2L2 1/2x2x3/16x5/16 10.94 5.26 103.2 1.62 -1.852 37.684 0.0491 272.5 K=1.20 T3 272.5- 2L2x2x3/16x5/16 13.43 6.28. 121.6 1.43 -3.813 27.548 0.1381 247.333 K=1.00 T4 247.333- 2L2 1/2x2x3/16x5/16 15.89 7.38 115.2 1.62 -5.446 32.932 0.1651 232.583 K=1.00 T5 232.583- 2L5x3 1/2x5/16x5/16 16.81 7.75 73.6 5.12 -6.317 142.684 0.0441 222.166 K=1.00 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 129.7 1.80 -8.053 29.072 0.277' 209.583 K=1.00 T8 197-181.3 2L5x3x5/16x5/16 21.20 10.27 128.2 4.80 -14.468 78.608 0.1841 K=1.20 T9 181.3- 2L6x3.5x5/16"x5/16" 23.14 10.91 100.7 5.74 -17.151 116.553 0.147' 170.833 K=1.00 T10 170.833- 2L3 1/2x2 1/2xl/4x5/16 24.44 11.56 137.6 2.88 -19.890 42.045 0.4731 146.75 K=1.00 T11 146.75- 2L5x3 1/2x5/16x5/16 27.41 13.05 113.8 5.12 -22.871 102.998 0.2221 121.667 K=1.00 T12 121.667- 2L4x3xl/4x1/4 30.51 14.60 145.7 3.38 -25.474 43.793 0.5821 96.5843 K=1.00 T13 96.5843- 2L4x3 1/2x5/16xl/4 33.61 16.15 145.9 4.49 -29.534 60.403 0.4891 71.5 K=0.95 T14 71.5-51.417 2L3 1/2x2 1/2x1/4 36.71 18.02 112.9 2.88 -31.596 62.151 0.508, K=0.50 T15 51.417- 2L3 1/2x2 1/2x1/4 39.19 19.26 120.6 2.88 -33.512 56.236 0.5961 31.334 K=0.50 T16 31.334-0 2L6x4x7/16x1/2 41.67 14.88 92.9 8.37 -77.153 219.562 0.351 1 K=1.00 1 P u /�P controls Top Girt Design Data Compression Section Elevation Size L Lu K11r A P Wn Ratio No. P ft ft ft in2 K K Wp T1 287.667- L3x2 1/2xl/4 10.00 4.56 111.8 1.31 -0.531 28.609 0.019, 280.084 K=1.08 T3 272.5- L5x3xl/4 11.87 5.50 109.8 1.94 -2.889 37.885 0.0761 247.333 K=1.10 T4 247.333- 20 1/2x2 1/2x1/4x5/16 14.98 7.05 92.3 2.88 -5.061 73.455 0.0691 232.583 K=1.00 T7 209.583-197 2L3x2x3/16x5/16 19.65 9.17 139.7 1.80 -10.763 25.274 0.4261 K=1.00 P /w"controls Redundant Horizontal 1 Design Data Compression Section Elevation Size L L K11r A P Wn Ratio No. P. It ft It in2 K K WP T3 272.5- L2 1/2x2x3/16 3.36 3.15 104.2 0.81 -0.246 19.172 0.013' tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 64 Section Elevation Size L L KI/r A PU Ratio No. P. ft ft ft in2 K K Wn 247.333 K=1.18 T5 232.583- L2 1/2x1 1/2x3/16 4.20 3.87 141.9 0.71 -0.817 10.161 0.080' 222.166 K=1.00 T6 222.166- L2 1/2x2x3/16 4.52 4.19 118.9 0.81 -1.687 16.183 0.104' 209.583 K=1.01 T7 209.583-197 L2 1/2x2x3/16 4.91 4.58 128.7 0.81 -1.321 13.986 0.094' K=1.00 T8 197-181.3 2L2 1/2x2x3/16xl/4 5.30 4.97 86.7 1.62 -1.455 43.350 0.034' K=1.00 T9 181.3- L2 1/2x2x3/16 5.79 5.45 153.2 0.81 -2.071 9.863 0.210' 170.833 K=1.00 T10 170.833- L2 1/2x1 1/2x3/16 4.07 3.74 137.2 0.71 -2.289 10.874 0.211 ' 146.75 K=1.00 T11 146.75- L2 VW 1/2x3/16 4.57 4.24 155.4 0.71 -3.147 8.477 0.3711 121.667 K=1.00 T12 121.667- L2 1/2xl 1/2x3/16 5.08 4.75 174.3 0.71 -4.099 6.734 0.609' 96.5843 K=1.00 T13 96.5843- L2 1/2x2x3/16 5.60 5.27 148.0 0.81 -5.064 10.564 0.479' 71.5 K=1.00 T14 71.5-51.417 L2 1/Wx3/16 6.12 5.78 150.5 0.81 -6.085 8.073 0.754' K=1.30 T15 51.417- 2L21/2x2x3/16x1/4 6.53 6.20 102.4 1.62 -6.911 37.986 0.182' 31.334 K=1.00 T16 31.334-0 L21/2x21/2x1/4(rz) 3.63 3.30 82.2 1.19 -6.666 27.022 0.247' K=1.00 P /op,controls Redundant Horizontal 2 Design Data Compression Section Elevation Size L L KI/r A P Wn Ratio No. Pu ft ft It in2 K K Wn T10 170.833- L2 1/2x2 1/2x3/16 8.14 7.81 189.4 0.90 -2.289 7.199 0.318' 146.75 K=1.00 T11 146.75- L3x3x3/16 9.14 8.80 177.3 1.09 -3.147 9.930 0.317' 121.667 K=1.00 T12 121.667- L3x3x3/16 10.17 9.84 198.1 1.09 -4.099 7.954 0.515' 96.5843 K=1.00 T13 96.5843- L3x3x1/4 11.20 10.87 220.3 1.44 -5.064 8.490 0.596' 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2 1/2x3/16 12.24 11.90 238.7 1.80 -6.085 7.139 0.852' K=1.30 T15 51.417- 2L2 1/2 x 2 1/2 x 3/16 x 13.06 12.73 196.3 1.80 -6.911 13.408 0.515' 31.334 5/16 K=1.00 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 7.27 6.93 172.6 1.19 -6.666 9.020 0.739' K=1.00 P controls Redundant Horizontal 3 Design Data (Compression) Section Elevation Size L L KI/r A P �Pn Ratio No. P ft ft ft in2 K K �pn T16 31.334-0 2L3x3x1/4x1/2 10.90 10.57 137.6 2.90 -6.666 34.650 0.192' K=1.00 P controls tnxTower Report-version 8.0.4.0 February 08, 2019 . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 65 Redundant Diagonal (1) Design Data (Compression) Section Elevation Size L L KI/r A P �Pn Ratio No. P. ft ft ft in2 K K �Pn T3 272.5- L2 1/2x2x3/16 6.97 6.48 182.2 0.81 -0.250 6.976 0.0361 247.333 K=1.00 T5 232.583- L2 1/2x2x3/16 6.50 5.95 167.1 0.81 -0.625 8.293 0.075' 222.166 K=1.00 T6 222.166- L2 1/2x2 1/2x3/16 7.54 6.93 168.1 0.90 -1.409 9.138 0.1541 209.583 K=1.00 T7 209.583-197 L2 1/2x2 1/2x3/16 7.76 7.19 174.3 0.90 -1.061 8.500 0.125' K=1.00 T8 197-181.3 2L2 1/2x2x3/16xl/4 9.22 8.59 129.9 1.62 -1.287 26.838 0.0481 K=1.00 T9 181.3- L2 1/2x2 1/2x3/16 7.57 7.11 172.4 0.90 -1.349 8.689 0.1551 170.833 K=1.00 T10 170.833- 2L2 1/2x2x3/16xl/4 8.80 7.99 122.9 1.62 -2.474 29.560 0.084' 146.75 K=1.00 T11 146.75- 2L2 1/2x2x3/16xl/4 9.31 8.55 131.8 1.62 -3.205 25.832 0.1241 121.667 K=1.00 T12 121.667- 2L2 1/2x2x3/16xl/4 9.54 8.85 134.5 1.62 -3.846 24.849 0.155' 96.5843 K=1.00 T13 96.5843- 2L2 1/2x2x3/16xl/4 9.80 9.16 138.6 1.62 -4.430 23.852 0.1861 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 8.80 8.29 128.2 1.62 -4.379 27.263 0.161 K=1.00 T15 51.417- 2L2 1/2x2x3/16xl/4 9.08 8.58 130.7 1.62 -4.803 26.257 0.1831 31.334 K=1.00 T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 8.46 7.57 188.5 1.19 -7.756 7.564 1.025' K=1.00 P /¢Pn controls Redundant Diagonal (2) Design'Data (Compression)' Section Elevation Size L L KI/r A P� Ratio No. Pu It ft ft in2 K K �Pn T10 170.833- 2L2 1/2x2x3/16xl/4 11.10 10.62 160.7 1.62 -1.560 17.935 0.0871 146.75 K=1.00 T11 146.75- 2L2 1/2x2x3/16xl/4 12.02 11.56 174.9 1.62 -2.070 15.137 0.137' 121.667 K=1.00 T12 121.667- 2L2 1/2x2x3/16xl/4 12.78 12.34 186.7 1.62 -2.576 13.274 0.1941 96.5843 K=1.00 T13 96.5843- 2L2 1/2x2x3/16xl/4 13.58 13.16 199.1 1.62 -3.069 11.681 0.2631 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 11.70 11.30 170.9 1.62 -3.990 15.841 0.2521 K=1.00 T15 51.417- 2L2 1/2x2x3/16xl/4 12.22 11.82 178.8 1.62 -4.499 14.474 0.311 31.334 K=1.00 T16 31.334-0 L3x3x3/16(rz) 10.37 9.87 202.0 1.09 -4.757 6.033 0.788' K=1.00 P controls Redundant Diagonal 3 Design Data Compression tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 66 Section Elevation Size L L Kl/r A P. Ratio No. P It It ft in2 K K �Pn T16 31.334-0 2L 5x3.5x5/16"x3/8" 13.04 12.63 105.2 5.12 -63.942 92.618 0.6901 K=1.00 P /�Pn controls Redundant Hip 1 Design Data. Compression Section Elevation Size L L Kl/r A P �Pn Ratio No. P ft It ft in2 K K �Pn T16 31.334-0 21-2 1/2 x 2 1/2 x 3/16 x 5.14 5.14 79.2 1.80 -0.704 52.142 0.014' 5/16 K=1.00 P /wn controls Redundant Hip 2 Design Data Compression Section Elevation Size L L Kl/r A P �Pn Ratio No. P ft ft ft in2 K K �Pn T10 170.833- L3 1/2x3 1/2xl/4 11.52 11.52 199.2 1.69 -0.097 12.194 0.008, 146.75 K=1.00 T11 146.75- 2L2 1/2x2 1/2x3/16x5/16 12.92 12.92 199.2 1.80 -0.146 13.013 0.0111 121.667 K=1.00 T12 121.667- 21-2 1/2x3xl/4xl/4 14.38 14.38 229.3 2.63 -0.112 14.288 0.0081 96.5843 K=1.00 T13 96.5843- 2L2 1/2x3xl/4x1/4 15.84 15.84 252.6 2.63 -0.115 11.774 0.0101 71.5 K=1.00 KUR>250(C)-571 T14 71.5-51.417 2L 3 x 3 1/2 x 1/4 x 1/4 17.30 17.30 227.3 3.13 -0.066 17.313 0.004' K=1.00 T15 51.417- 2L 3 x 3 1/2 x 1/4 x 1/4 18.47 18.47 242.7 3.13 -0.067 15.190 0.0041 31.334 K=1.00 T16 31.334-0 21-2 1/2 x 2 1/2 x 3/16 x 10.28 10.28 158.5 1.80 -0.425 20.567 0.021 5/16 K=1.00 P I wn controls Redundant Hip 3 Design Data Compression Section Elevation Size L L KI/r A P �Pn Ratio No. P It ft ft in2 K K �Pn T16 31.334-0 21-21/2x3xl/4xl/4 15.42 15.42 245.8 2.63 -0.197 12.434 0.016' K=1.00 P" I wn controls Redundant Hip Diagonal (2) Design Data Compression) tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 67 Section Elevation Size L L KI1r A PU Ratio No. P It ft ft in2 K K �Pn T10 170.833- L3 1/2x3 1/2x1/4 16.87 16.87 291.7 1.69 -0.163 5.685 0.0291 146.75 K=1.00 KUR>250(C)-389 Tii 146.75- L31/2x31/2xl/4 18.61 18.61 321.9 1.69 -0.176 4.670 0.038' 121.667 K=1.00 KUR>250(C)-450 T12 121.667- 2L2 1/2x2x3/16xl/4 20.29 20.29 307.1 1.62 -0.126 4.909 0.0261 96.5843 K=1.00 KUR>250(C)-511 T13 96.5843- 2L2 1/2x2x3/16xl/4 22.00 22.00 332.9 1.62 -0.128 4.176 0.0311 71.5 K=1.00 KUR>250(C)-572 T14 71.5-51.417 2L2 1/2x2x3/16x1/4 23.17 23.17 350.6 1.62 -0.075 3.766 0.020' K=1.00 KUR>250(C)-641 T15 51.417- 2L2 1/2x2x3/16x1/4 24.60 24.60 372.2 1.62 -0.069 3.341 0.021 1 31.334 K=1.00 KUR>250(C)-714 T16 31.334-0 2L2 1/2x2x3/16xl/4 15.40 15.40 233.0 1.62 -0.348 8.529 0.0411 K=1.00 P I wn controls Redundant Sub-Horizontal Design Data Compression Section Elevation Size L Ln KI/r A P. Ratio No. P It ft ft 1n2 K K �Pn T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.22 -65.203 142.957 0.4561 K=1.00 P n /wn controls Redundant Slub Diagonal Design Data (Compression) Section Elevation Size L Ln KI/r A P. Ratio No. P. It ft It in2 K K �Pn T16 31.334-0 2L5x3 1/2x5/16x3/8 9.42 9.42 85.0 5.12 -60.908 133.328 0.4571 K=1.00 P I wn controls Inner Bracing Design Data Compression Section Elevation Size L L Kl/r A P �Pn Ratio No. P ft ft ft in2 K K Wn T1 287.667- L3x3x3/16 10.00 10.00 201.3 1.09 -0.009 7.696 0.001 280.084 K=1.00 T2 280.084- L3x3x3/16 7.73 7.73 155.7 1.09 -0.008 12.867 0.001 1 272.5 K=1.00 T3 272.5- L3x3x3/16 11.87 11.87 239.1 1.09 -0.045 5.458 0.008' 247.333 K=1.00 T4 247.333- L4x4xl/4 14.98 14.98 226.2 1.94 -0.080 10.856 0.007' 232.583 K=1.00 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 3,Application 477164, Revision 0 Page 68 Section Elevation Size L L K11r A P Wn Ratio No. P. It ft ft in2 K K W. T5 232.583- L4x4xl/4 11.88 11.88 179.4 1.94 -0.029 17.258 0.002' 222.166 K=1.00 T6 222.166- L4x4xl/4 12.79 12.79 193.1 1.94 -0.021 14.890 0.0011 209.583 K=1.00 T7 209.583-197 2L3x2x3/16x5/16 19.65 19.65 280.9 1.80 -0.166 6.477 0.026' K=1.00 KUR>250(C)-237 T8 197-181.3 L7x4x3/8 14.99 14.99 159.2 3.98 -0.046 44.942 0.001 ' K=1.00 T9 181.3- L3 1/2x2 1/2xl/4 16.36 16.36 266.8 1.44 -0.040 5.790 0.007' 170.833 K=1.00 KUR>250(C)-333 T10 170.833- L3x3x3/16 17.28 17.28 220.8 1.09 -0.071 6.399 0.0111 146.75 K=1.00 T11 146.75- L5x3xl/4 19.38 19.38 270.1 1.94 -0.093 7.609 0.012' 121.667 K=1.00 KUR>250(C)-454 T12 121.667- 2L31/201/2x1/4x5/16 21.57 21.57 168.8 3.38 -0.073 33.335 0.002' 96.5843 K=1.00 T13 96.5843- 2L2x2-1/2x3/16x5/16 23.76 23.76 240.3 1.62 -0.072 7.987 0.009' 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2 1/2x3/16x5/16 25.96 25.96 273.8 1.80 -0.058 6.854 0.008' K=1.00 KUR>250(C)-646 T15 51.417- 2L21/2x3x1/4x1/4 27.71 27.71 242.0 2.63 -0.063 12.790 0.005' 31.334 K=1.00 T16 31.334-0 2L2 1/2x2 1/2x3/16x5/16 29.47 29.47 310.8 1.80 -0.078 5.325 0.015' K=1.00 KUR>250(C)-828 P Controls Tension Checks Leg Design Data Tension Section Elevation Size L L K11r A P. �Pn Ratio No. P ft ft ft in2 K K �Pn T1 287.667- L5x5x5/16 7.61 7.61 58.2 3.03 0.293 136.350 0.002' 280.084 T2 280.084- L5x5x5/16 7.61 7.61 58.2 2.48 0.792 121.052 0.007' 272.5 T3 272.5- L5x5xl/2 25.26 6.32 49.2 3.88 9.306 188.906 0.049' 247.333 T4 247.333- L8x8x5/8 14.81 7.40 35.7 9.61 24.262 432.450 0.056' 232.583 T5 232.583- L8x8x5/8 10.46 5.23 25.2 8.20 30.417 399.933 0.076' 222.166 T6 222.166- L8x8x5/8 12.63 6.32 30.4 9.61 38.927 432.450 0.090' 209.583 T7 209.583-197 L8x8x5/8 12.63 6.32 30.4 8.20 53.526 399.933 0.134' T8 197-181.3 L8x8x1 1/8 15.76 7.88 39.1 16.70 70.319 751.500 0.094' T9 181.3- L8x8xl 1/8 10.51 5.25 26.0 14.45 97.218 704.438 0.138' 170.833 T10 170.833- L8x8xl 1/8 24.17 8.06 40.0 14.17 116.987 690.727 0.169' 146.75 T11 146.75- L8x8x3/4 25.18 8.39 40.8 9.71 164.852 473.484 0.348' 121.667 T12 121.667- L8x8xl 25.18 8.39 41.3 12.75 216.016 621.563 0.348' 96.5843 T13 96.5843- L8x8x1 1/8 25.18 8.39 41.6 13.89 267.877 677.016 0.396' 71.5 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 69 Section Elevation Size L Lu K11r A PU Ratio No. P. ft ft ft inZ K K gyp" T14 71.5-51.417 L8x8x1 1/8 20.16 6.72 33.3 13.89 325.012 677.016 0.4801 T15 51.417- L8x8x1 1/8 20.16 6.72 33.3 13.89 369.831 677.016 0.546 31.334 T16 31.334-0 L8x8x1 1/8 31.45 7.86 39.0 13.89 352.985 677.016 0.5211 P controls Diagonal Design Data Tension Section Elevation Size L L K11r A P �P„ Ratio No. P ft ft ft inZ K K gyp. T1 287.667- 2L2 1/2x2x3/16x5/16 9.36 8.55 136.3 0.97 0.827 42.056 0.020' 280.084 T2 280.084- 2L2 1/2x2x3/16x5/16 9.64 8.85 140.8 0.97 2.973 42.056 0.0711 272.5 T3 272.5- 2L2 1/2x2 1/2x1/4x5/16 14.67 13.80 147.0 1.45 7.406 63.211 0.1171 247.333 T4 247.333- 2L3x2 1/2x1/4x1/4 11.19 10.29 136.4 1.64 7.253 71.367 0.1021 232.583 T5 232.583- 2L2 1/2x3x1/4x1/4 13.81 12.66 113.8 1.64 9.554 71.367 0.1341 222.166 T6 222.166- 2L2 1/2x3 1/2x1/4x5/16 15.98 7.67 130.4 1.83 13.936 79.523 0.1751 209.583 T7 209.583-197 2L2 1/2x3 1/2x1/4x5/16 16.47 7.91 134.4 1.83 16.651 79.523 0.2091 T8 197-181.3 2L 3 1/2 x 4 x 114 x 1/4 19.53 18.13 126.1 2.39 23.939 103.992 0.2301 T9 181.3- 2L 3 x 3 1/2 x 1/4 x 1/4 16.10 14.83 117.2 2.02 22.390 87.680 0.255' 170.833 T10 170.833- 2L3 1/2x5x5/16x5/16 27.75 8.65 107.7 3.43 40.096 149.106 0.2691 146.75 T11 146.75- 2L3 1/2x5x5/16x5/16 29.40 9.29 114.1 3.43 43.221 149.106 0.290' 121.667 T12 121.667- 2L3 1/2x5x5/16x5/16 30.23 9.57 117.3 3.43 45.075 149.106 0.3021 96.5843 T13 96.5843- 2L3 1/2x5x5/16x5/16 31.12 9.86 120.8 3.43 49.401 149.106 0.331 71.5 T14 71.5-51.417 2L 3 1/2 x 4 x 1/4 x 1/4 28.09 17.74 121.3 2.39 44.702 103.992 0.430' T15 51.417- 2L3 1/2x4x5/16xl/2 28.96 18.52 118.6 2.96 45.983 128.716 0.357' 31.334 T16 31.334-0 2L5x5x3/8 x1/2 26.59 8.86 68.3 4.85 83.054 211.043 0.3941 P /�P controls Horizontal Design Data Tension Section Elevation Size L L KI1r A P �P Ratio No. P ft ft ft inZ K K �Pn T2 280.084- 2L2 1/2x2x3/16x5/16 10.94 5.26 79.6 0.97 1.891 42.056 0.045' 272.5 T3 272.5- 2L2x2x3/16x5/l6 13.43 6.28 126.5 0.83 3.815 35.938 0.1061 247.333 T4 247.333- 2L2 1/2x2x3/16x5/16 15.89 7.38 115.2 0.97 5.747 42.056 0.1371 232.583 T5 232.583- 2L5x3 1/2x5/16x5/16 16.81 7.75 67.6 3.43 6.498 149.106 0.044' 222.166 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 122.2 1.11 8.202 48.173 0.1701 209.583 T8 197-181.3 2L5x3x5/16x5/16 21.20 10.27 103.1 3.19 14.322 138.911 0.1031 T9 181.3- 2L6x3.5x5/16"x5/16" 23.14 10.91 99.4 3.90 17.343 169.497 0.1021 170.833 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 70 Section Elevation Size L L K11r A P� Ratio No. P It ft ft in2 K K Wn T10 170.833- 2L3 1/2x2 1/2x1/4x5/16 24.44 11.56 133.9 1.83 19.989 79.523 0.251 146.75 T11 146.75- 2L5x3 1/2x5/16x5/16 27.41 13.05 112.1 3.43 22.506 149.106 0.151 121.667 T12 121.667- 2L4x3x1/4x1/4 30.51 14.60 144.1 2.20 25.215 95.836 0.2631 96.5843 T13 96.5843- 2L4x3 1/2x5/16xl/4 33.61 16.15 157.0 2.96 29.298 128.716 0.2281 71.5 T14 71.5-51.417 201/2x21/2xl/4 36.71 18.02 225.7 1.83 31.721 79.687 0.3981 T15 51.417- 2L3 1/2x2 1/2xl/4 39.19 19.26 241.3 1.83 34.074 79.687 0.4281 31.334 T16 31.334-0 2L6x4x7/16x1/2 41.67 14.88 109.4 5.70 82.404 248.001 0.332' P /wn controls Top Girt Design Data (Tension) Section Elevation Size L L K11r A P. Ratio No. P ft ft It in2 K K ¢Pn T1 287.667- L3x2 1/2xl/4 10.00 4.56 76.5 0.82 0.501 35.602 0.0141 280.084 T3 272.5- L5x3x1/4 11.87 5.50 79.8 1.29 2.900 56.156 0.0521 247.333 T4 247.333- 2L3 1/2x2 1/2xl/4x5/16 14.98 7.05 82.1 1.83 5.112 79.523 0.0641 232.583 T7 209.583-197 2L3x2x3/16x5/16 19.65 9.17 133.1 1.11 10.701 48.173 0.222' P u I w,controls Redundant Horizontal 1 Design Data Tension Section Elevation Size L L K11r A P �Pn Ratio No. P It ft It in2 K K WP T3 272.5- L2 1/2x2x3/16 3.36 3.15 63.0 0.81 0.241 26.212 0.009' 247.333 T5 232.583- L2 1/2x1 1/2x3/16 4.20 3.87 109.9 0.71 0.802 23.161 0.035' 222.166 T6 222.166- L2 1/2x2x3/16 4.52 4.19 83.8 0.81 1.692 26.212 0.065' 209.583 T7 209.583-197 L2 1/2x2x3/16 4.91 4.58 91.6 0.81 1.339 26.212 0.051 T8 197-181.3 2L2 1/2x2x3/16x1/4 5.30 4.97 75.2 1.62 1.470 52.397 0.0281 T9 181.3- L2 1/2x2x3/16 5.79 5.45 109.1 0.81 2.056 26.212 0.0781 1.70.833 T10 170.833- L2 1/2x1 1/2x3116 4.07 3.74 106.3 0.71 2.289 23.161 0.0991 146.75 T11 146.75- L21/2x11/2x3116 4.57 4.24 120.3 0.71 3.147 23.161 0.136' 121.667 T12 121.667- L2 1/2x1 1/2x3/16 5.08 4.75 135.0 0.71 4.099 23.161 0.177' 96.5843 T13 96.5843- L2 1/2x2x3/16 5.60 5.27 105.4 0.81 5.064 26.212 0.1931 71.5 T14 71.5-51.417 L2 1/2x2x3/16 6.12 5.78 115.7 0.81 6.085 26.212 0.232' T15 51.417- 2L2 112x2x3/16x1/4 6.53 6.20 93.8 1.62 6.911 52.397 0.1321 31.334 T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 3.63 3.30 82.2 1.19 6.666 38.556 0.173' P n /wn controls tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self.Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 71 Redundant Horizontal (2) Design Data (Tension) Section Elevation Size L L KI/r A P. Ratio No. P ft ft It in K K WP T10 170.833- L2 1/2x2 1/2x3/16 8.14 7.81 120.5 0.90 2.289 29.225 0.078' 146.75 T11 146.75- L3x3x3/16 9.14 8.80 112.5 1.09 3.147 35.316 0.089' 121.667 T12 121.667- L3x3x3/16 10.17 9.84 125.7 1.09 4.099, 35.316 0.116' 96.5843 T13 96.5843- L3x3xl/4 11.20 10.87 140.3 1.44 5.064 46.656 0.109' 71.5 T14 71.5-51.417 2L2 1/2x2 1/2x3/16 12.24 11.90 183.6 1.80 6.085 58.320 0.104' T15 51.417- 2L2 1/2 x 2 1/2 x 3116 x 13.06 12.73 196.3 1.80 6.911 58.472 0.118' 31.334 5/16 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 7.27 6.93 172.6 1.19 6.666 38.556 0.173' ' P /¢Pn controls Redundant Horizontal 3 Design Data Tension Section Elevation Size L L KI/r A P. Ratio No. P It ft ft in2 K K WP T16 31.334-0 2L3x3xl/4xl/2 10.90 10.57 137.6 2.90 6.666 94.073 0.0711 ' P controls Redundant Diagonal 1 Desi n Data Tension Section Elevation Size L L Kl/r A P� Ratio No. P ft ft It in2 K K Wn T3 272.5- L2 1/2x2x3/16 6.97 6.48 129.7 0.81 0.281 26.212 0.011 ' 247.333 T5 232.583- L2 1/2x2x3/16 6.50 5.95 119.0 0.81 0.637 26.212 0.024' 222.166 T6 222.166- L2 1/2x2 1/2x3/16 7.54 6.93 106.9 0.90 1.404 29.225 0.048' 209.583 T7 209.583-197 L2 1/2x2 1/2x3/16 7.76 7.19 110.9 0.90 1.046 29.225 0.036' T8 197-181.3 2L2 1/2x2x3/16x1/4 9.22 8.59 129.9 1.62 1.273 52.397 0.024' T9 181.3- L2 1/2x2 1/2x3/16 7.57 7.11 109.7 0.90 1.358 29.225 0.046' 170.833 T10 170.833- 2L2 1/2x2x3/16xl/4 8.80 7.99 120.9 1.62 2.474 52.397 0.047' 146.75 T11 146.75- 2L2 1/2x2x3/16xl/4 9.31 8.55 129.3 1.62 3.205 52.397 0.061 ' 121.667 T12 121.667- 2L2 1/2x2x3l16x1/4 9.54 8.85 133.9 1.62 3.846 52.397 0.073' 96.5843 T13 96.5843- 2L2 1/2x2x3/16xl/4 9.80 9.16 138.6 1.62 4.430 52.397 0.085' 71.5 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 8.80 8.29 125.5 1.62 4.379 52.397 0.084' T15 51.417- 2L2 1/2x2x3/16x1/4 9.08 8.58 129.9 1.62 4.803 52.397 0.092' 31.334 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 8.46 7.57 188.5 1.19 7.756 38.556 0.201 ' ' P I�Pn controls tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number-9800.816298,Phase 3,Application 477164, Revision 0 Page 72 Redundant Diagonal (2) Design Data (Tension) Section Elevation Size L L K11r A P. Ratio No. P„ ft ft ft in2 K K �Pn T10 170.833- 2L2 1/2x2x3/16x1/4 11.10 10.62 160.7 1.62 1.657 52.397 0.0321 146.75 T11 146.75- 2L2 1/2x2x3/16xl/4 12.02 11.56 174.9 1.62 2.156 52.397 0.0411 121.667 T12 121.667- 2L2 1/2x2x3/16xl/4 12.78 12.34 186.7 1.62 2.609 52.397 0.0501 96.5843 T13 96.5843- 2L2 1/2x2x3/16xl/4 13.58 13.16 199.1 1.62 3.100 52.397 0.059' 71.5 T14 71.5-51.417 21-2 1/2x2x3/16xl/4 11.70 11.30 170.9 1.62 3.880 52.397 0.074' T15 51.417- 2L2 1/2x2x3/16x1/4 12.22 11.82 178.8 1.62 4.309 52.397 0.0821 31.334 T16 31.334-0 L3x3x3/16(rz) 10.37 9.87 202.0 1.09 4.757 35.316 0.135' 1 P I wn controls Redundant Diagonal 3 Design Data Tension Section Elevation Size L L K11r A P �Pn Ratio No. P ft ft ft in2 K K WP T16 31.334-0 2L 5x3.5x5/16"x3/8" 13.04 12.63 105.2 5.12 57.911 165.888 0.349' 1 P /wn controls Redundant Hip 1 Design Data Tension Section Elevation Size L L K11r A P. Ratio No. P. ft ft ft in2 K K WP T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 5.14 5.14 79.2 1.80 0.889 58.472 0.0151 5/16 P /wn controls -Redundant Hip 2 Design Data Tension Section- Elevation Size L L K11r A P �Pn Ratio. No. P ft ft ft in2 K K �Pn T10 170.833- L31/2x31/2x1/4 11.52 11.52 126.8 1.69 0.043 54.756 0.001 ' 146.75 T11 146.75- 2L2 1/2x2 1/2x3/16x5/16 12.92 12.92 199.2 1.80 0.100. 58.472 0.0021 121.667 T12 121.667- 2L21/2x3x1/4x1/4 14.38 14.38 229.3 2.63 0.049 85.050 0.001 ' 96.5843 T13 96.5843- 2L2 1/2x3xl/4xl/4 15.84 15.84 252.6 2.63 0.044 85.050 0.001 71.5 T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 10.28 10.28 158.5 1.80 0.262 58.472 0.0041 5/16 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase,3,Application 477164, Revision 0 Page 73 ' P /�Pn controls Redundant Hip (3) Design Data (Tension) Section Elevation Size L Ln K11r A P oPn Ratio No. P. ft It ft in2 K K �pn T16 31.334-0 2L2 1/2x3x1/4x1/4 15.42 15.42 245.8 2.63 0.045 85.050 0.001 ' P I en controls Redundant Hip Diagonal 2 Design Data Tension Section Elevation Size L Ln Kl/r A P� Ratio No. P ft ft ft in2 K K �Pn T10 170.833- L3 1/2x3 1/2x1/4 16.87 16.87 185.7 1.69 0.152 54.756 0.003' 146.75 T11 146.75- L3 1/2x3 1/2x1/4 18.61 18.61 204.9 1.69 0.163 54.756 0.0031 121.667 T12 121.667- 2L2 1/2x2x3/16xl/4 20.29 20.29 307.1 1.62 0.113 52.397 0.0021 96.5843 T13 96.5843-, 2L2 1/2x2x3/16x1/4 22.00 22.00 332.9 1.62 0.114 52.397 0.002 71.5 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 23.17 23.17 350.6 1.62 0.062 52.397 0.0011 T15 51.417- 2L21/2x2x3/16x1/4 24.60 24.60 372.2 1.62 0.054 52.397 0.001 ' 31.334 T16 31.334-0 2L2 1/2x2x3/16xl/4 15.40 15.40 233.0 1.62 0.305 52.397 0.006' ' P controls Redundant Sub-Horizontal Design Data Tension Section Elevation Size L L K11r A PU Ratio No. P It ft It in2 K K �Pn T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.22 51.581 233.928 0.220' ' P controls Redundant Sub Diagonal Design Data (Tension) Section Elevation Size L L K11r A PU Ratio No. P It ft ft in2 K K �Pn T16 31.334-0 2L5x3 1/2x5/16x3/8 9.42 9.42 78.0 5.12 59.378 165.888 0.358' ' P. controls Inner Bracing Desig n Data Tension tnxTower Report-version 8.0.4.0 February 08, 2019 , 287.667 Ft Self Support Tower Structural Analysis M BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 74 Section Elevation Size L L KlIr A P. Ratio No. P It ft ft in2 K K �P� T1 287.667- L3x3x3/16 7.07 7.07 90.4 1.09 0.011 35.316 0.0001 280.084 T3 272.5- L3x3x3/16 8.40 8.40 107.3 1.09 0.062 35.316 0.0021 247.333 T4 247.333- L4x4x1/4 10.59 10.59 101.7 1.94 0.097 62.856 0.0021 232.583 T7 209.583-197 2L3x2x3/16x5/16 13.89 13.89 194.8 1.80 0.230 58.472 0.0041 T10 170.833- L3x3x3/16 17.28 17.28 220.8 1.09 0.029 35.316 0.0011 146.75 T11 146.75- L5x3xl/4 19.38 19.38 270.1 1.94 0.017 62.856 0.0001 121.667 T12 121.667- 2L3 1/2x3 1/2x1/4x5/16 21.57 21.57 237.2 3.38 0.001 109.350 0.0001 96.5843 T13 96.5843- 2L2x2-1/2x3/16x5/16 23.76 23.76 475.0 1.62 0.003 52.397 0.0001 71.5 P u �Pn controls Section Capacity Table Section Elevation Component Size Critical P pPauow % Pass No. It Type Element K K Capacity Fail T1 287.667- Leg L5x5x5/16 3 -0.918 92.178 1.0 Pass 280.084 T2 280.084-272.5 Leg L5x5x5/16 25 -2.356 92.178 2.6 Pass 4.8(b) T3 272.5-247.333 Leg L5x5xl/2 46 -13.362 184.636 7.2 Pass 8.0(b) T4 247.333- Leg L8x8x5/8 114 -31.544 434.867 7.3 Pass 232.583 T5 232.583- Leg L8x8x5/8 152 -39.610 469.785 8.4 Pass 222.166 8.9(b) T6 222.166- Leg L8x8x5/8 189 -51.728 453.830 11.4 Pass 209.583 T7 209.583-197 Leg L8x8x5/8 226 -70.407 453.830 15.5 Pass 15.8(b) T8 197-181.3 Leg L8x8xl 1/8 263 -94.323 736.067 12.8 Pass T9 181.3-170.833 Leg L8x8xl 1/8 300 -126.014 814.224 15.5 Pass 27.7(b) T10 170.833- Leg L8x8xl 1/8 337 -150.852 729.626 20.7 Pass 146.75 33.9(b) T11 146.75- Leg L8x8x3/4 398 -207.690 492.296 42.2 Pass 121.667 T12 121.667- Leg L8x8xl 461 -271.031 644.151 42.1 Pass 96.5843 T13 96.5843-71.5 Leg L8x8xl 1/8 522 -335.257 717.138 46.7 Pass T14 71.5-51.417 Leg L8x8xl 1/8 583 -403.226 774.440 52.1 Pass T15 51.417-31.334 Leg L8x8x1 1/8 656 -458.071 774.440 59.1 Pass T16 31.334-0 Leg L8x8x1 1/8 729 -440.272 736.657 59.8 Pass T1 287.667- Diagonal 2L2 1/2x2x3/16x5/16 19 -1.004 29.121 3.4 Pass 280.084 T2 280.084-272.5 Diagonal 2L2 1/2x2x3/16x5/16 33 -3.175 27.596 11.5 Pass T3 272.5-247.333 Diagonal 2L2 1/2x2 1/2xl/4x5/16 71 -7.708 31.757 24.3 Pass T4 247.333- Diagonal 2L3x21/2x1/4xl/4 133 -7.739 49.292 15.7 Pass 232.583 16.5(b) T5 232.583- Diagonal 21-2 1/2x3x1/4xl/4 170 -10.115 57.736 17.5 Pass 222.166 T6 222.166- Diagonal 2L21/2x31/2x1/4x5/16 207 -14.435 56.145 25.7 Pass 209.583 T7 209.583-197 Diagonal 2L2 1/2x3 1/2xl/4x5/16 250 -17.239 53.547 32.2 Pass T8 197-181.3 Diagonal 2L 3 1/2 x 4 x 1/4 x 114 281 -24.872 68.478 36.3 Pass T9 181.3-170.833 Diagonal 2L 3 x 3 1/2 x 114 x 1/4 318 -23.361 66.680 35.0 Pass T10 170.833- Diagonal 21-3 1/2x5x5/16x5/16 365 -40.807 121.059 33.7 Pass 146.75 T11 146.75- Diagonal 2L3 1/2x5x5/16x5/16 426 -44.464 113.004 39.3 Pass tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 75 Section Elevation Component Size Critical P op.,,.w % Pass No. ft Type Element K K Capacity Fail 121.667 T12 121.667- Diagonal 2L31/2x5x5/16x5/16 487 -46.578 108.758 42.8 Pass 96.5843 T13 96.5843-71.5 Diagonal 21-3 1/2x5x5/16x5/16 548 -50.762 104.095 48.8 Pass T14 71.5-51.417 Diagonal 2L 3 1/2 x 4 x 1/4 x 114 613 46.086 71.312 64.6 Pass T15 51.417-31.334 Diagonal 2L3 1/2x4x5/16xl/2 686 -47.650 90.498 52.7 Pass 64.4(b) T16 31.334-0 Diagonal 2L5x5x3/8 x1/2 775 -95.955 189.748 50.6 Pass T2 280.084-272.5 Horizontal 21-2 1/2x2x3/16x5/16 32 -1.852 39.568 4.7 Pass 5.7(b) T3 272.5-247.333 Horizontal 2L2x2x3/16x5/16 70 -3.813 28.925 13.2 Pass 13.3(b) T4 247.333- Horizontal 21-2 1/2x2x3/16x5/16 132 -5.446 34.578 15.7 Pass 232.583 17.4(b) T5 232.583- Horizontal 2L5x3 1/2x5/16x5/16 169 -6.317 149.818 4.2 Pass 222.166 9.1 (b) T6 222.166- Horizontal 2L3x2x3/16x5/16 206 -8.053 30.526 26.4 Pass 209.583 T8 197-181.3 Horizontal 2L5x3x5/16x5/16 280 -14.468 82.538 17.5 Pass 20.1 (b) T9 181.3-170.833 Horizontal 2L6x3.5x5/16"x5/16" 317 -17.151 122.381 14.0 Pass 24.3(b) T10 170.833- Horizontal 21-3 1/2x2 1/2x1/4x5/16 364 -19.890 44.148 45.1 Pass 146.75 T11 146.75- Horizontal 21-5x3 1/2x5/16x5/16 425 -22.871 108.148 21.1 Pass 121.667 31.5(b) T12 121.667- Horizontal 2L4x3xl/4xl/4 486 -25.474 45.982 55.4 Pass 96.5843 T13 96.5843-71.5 Horizontal 21-43 1/2x5/16xl/4 547 -29.534 63.423 46.6 Pass T14 71.5-51.417 Horizontal 21-3 1/2x2 1/2x1/4 612 -31.596 65.259 48.4 Pass T15 51.417-31.334 Horizontal 21-3 1/2x2 1/2xl/4 685 -33.512 59.048 56.8 Pass T16 31.334-0 Horizontal 2L6x4x7/16x1/2 798 -77.153 230.540 33.5 Pass 52.1 (b) T1 287.667- Top Girt L3x2 1/2xl/4 7 -0.531 30.040 1.8 Pass 280.084 2.1 (b) T3 272.5-247.333 Top Girt L5x3xl/4 49 -2.889 39.779 7.3 Pass 9.1 (b) T4 247.333- Top Girt 21-3 1/2x2 1/2xl/4x5/16 119 -5.061 77.128 6.6 Pass 232.583 11.6(b) T7 209.583-197 Top Girt 2L3x2x3/16x5/16 231 -10.763 26.538 40.6 Pass T3 272.5-247.333 Redund Horz 1 L2 1/2x2x3/16 79 -0.246 20.131 1.2 Pass Bracing T5 232.583- Redund Horz 1 L2 1/2x1 1/2x3/16 178 -0.817 10.669 7.7 Pass 222.166 Bracing T6 222.166- Redund Horz 1 L2 1/2x2x3/16 201 -1.687 16.992 9.9 Pass 209.583 Bracing T7 209.583-197 Redund Horz 1 L2 1/2x2x3/16 245 -1.321 14.685 9.0 Pass Bracing T8 197-181.3 Redund Horz 1 2L2 1/2x2x3/16x1/4 278 -1.455 45.517 3.2 Pass Bracing T9 181.3-170.833 Redund Horz 1 L2 1/2x2x3/16 319 -2.071 10.356 20.0 Pass Bracing T10 170.833- Redund Horz 1 L2 1/2x1 1/2x3/16 347 -2.289 11.418 20.0 Pass 146.75 Bracing T11 146.75- Redund Horz 1 L2 1/2xl 1/2x3/16 432 -3.147 8.900 35.4 Pass 121.667 Bracing T12 121.667- Redund Horz 1 L2 1/2xl 1/2x3/16 493 -4.099 7.071 58.0 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Horz 1 L2 1/2x2x3/16 554 -5.064 11.092 45.7 Pass Bracing T14 71.5-51.417 Redund Horz 1 L2 1/2x2x3/16 620 -6.085 8.477 71.8 Pass Bracing T15 51.417-31.334 Redund Horz 1 21L2 1/2x2x3/16x1/4 702 -6.911 39.885 17.3 Pass Bracing T16 31.334-0 Redund Horz 1 L2 1/2x2 1/2x1/4(rz) 783 -6.666 28.373 23.5 Pass Bracing T10 170.833- Redund Horz 2 L2 1/2x2 1/2x3/16 348 -2.289 7.559 30.3 Pass 146.75 Bracing T11 146.75- Redund Horz 2 L3x3x3/16 441 -3.147 10.426 30.2 Pass 121.667 Bracing T12 121.667- Redund Horz 2 L3x3x3/16 494 -4.099 8.351 49.1 Pass tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 76 Section Elevation Component Size Critical P 6P.],.W % Pass No. I ft Type Element K K Capacity Fail 96.5843 Bracing T13 96.5843-71.5 Redund Horz 2 L3x3xl/4 563 -5.064 8.915 56.8 Pass Bracing T14 71.5-51.417 Redund Horz 2 2L2 1/2x2 1/2x3/16 621 -6.085 7.496 81.2 Pass Bracing T15 51.417-31.334 Redund Horz 2 21-2 1/2 x 2 1/2 x 3/16 x 5/16 694 -6.911 14.078 49.1 Pass Bracing T16 31.334-0 Redund Horz 2 L2 1/2x2 1/2x1/4(rz) 784 -6.666 9.471 70.4 Pass Bracing T16 31.334-0 Redund Horz 3 2L3x3x1/4xl/2 786 -6.666 36.382 18.3 Pass Bracing T3 272.5-247.333 Redund Diag 1 L2 1/2x2x3/16 80 -0.250 7.325 3.4 Pass Bracing T5 232.583- Redund Diag 1 L2 1/2x2x3/16 175. -0.625 8.708 7.2 Pass 222.166 Bracing T6 222.166- Redund Diag 1 L2 1/2x2 1/2x3/16 202 -1.409 9.595 14.7 Pass 209.583 Bracing T7 209.583-197 Redund Diag 1 L2 1/2x2 1/2x3/16 246 -1.061 8.925 11.9 Pass Bracing T8 197-181.3 Redund Diag 1 21-2 1/2x2x3/16x1/4 279 -1.287 28.180 4.6 Pass Bracing T9 181.3-170.833 Redund Diag 1 L2 112x2 1/2x3/16 320 -1.349 9.124 14.8 Pass Bracing T10 170.833- Redund Diag 1 21-2 1/2x2x3/16xl/4 349 -2.474 31.038 8.0 Pass 146.75 Bracing Tii 146.75- Redund Diag 1 2L21/2x2x3/16x1/4 442 -3.205 27.123 11.8 Pass 121.667 Bracing T12 121.667- Redund Diag 1 21-2 1/2x2x3/16xl/4 503 -3.846 26.092 14.7 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 1 21-2 1/2x2x3/16x1/4 556 -4.430 25.045 17.7 Pass Bracing T14 71.5-51.417 Redund Diag 1 21-2 1/2x2x3/16xl/4 622 -4.379 28.626 15.3 Pass Bracing T15 51.417-31.334 Redund Diag 1 21-2 1/2x2x3/16xl/4 695 -4.803 27.570 17.4 Pass Bracing T16 31.334-0 Redund Diag 1 L2 112x2 1/2xl/4(rz) 785 -7.756 7.942 97.7 Pass Bracing T10 170.833- Redund Diag 2 21-2 1/2x2x3/16xl/4 350 -1.560 18.831 8.3 Pass 146.75 Bracing T11 146.75- Redund Diag 2 21-21/2x20/16x1/4 443 -2.070 15.894 13.0 Pass 121.667 Bracing T12 121.667- Redund Diag 2 2L2 1/2x2x3l16x1l4 496 -2.576 13.938 18.5 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 2 21-2 1/2x2x3/16xl/4 557 -3.069 12.265 25.0 Pass Bracing T14 71.5-51.417 Redund Diag 2 21-2 1/2x2x3/16x1/4 602 -3.990 16.633 24.0 Pass Bracing T15 51.417-31.334 Redund Diag 2 21-2 1/2x2x3/16x1/4 675 -4.499 15.197 29.6 Pass Bracing T16 31.334-0 Redund Diag 2 L3x3x3/16(rz) 804 -4.757 6.335 75.1 Pass Bracing T16 31.334-0 Redund Diag 3 2L 5x3.5x5/16"x3/8" 812 -63.942 97.249 65.8 Pass Bracing T16 31.334-0 Redund Hip 1 21-2 1/2 x 2 1/2 x 3/16 x 5/16 814 0.889 61.395 1.4 Pass Bracing T10 170.833- Redund Hip 2 L3 1/2x3 1/2xl/4 388 -0.097 12.803 0.8 Pass 146.75 Bracing T11 146.75- Redund Hip 2 21-2 1/2x2 1/2x3/16x5/16 449 -0.146 13.663 1.1 Pass 121.667 Bracing T12 121.667- Redund Hip 2 21-2 1/2x3xl/4xl/4 510 -0.112 15.002 0.7 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Hip 2 21-2 1/2x3xl/4x1/4 571 -0.115 12.363 0.9 Pass Bracing T14 71.5-51.417 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 640 -0.066 18.178 0.4 Pass Bracing T15 51.417-31.334 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 713 -0.067 15.949 0.4 Pass Bracing T16 . 31.334-0 Redund Hip 2 21-2 1/2 x 2 1/2 x 3/16 x 5/16 791 -0.425 21.595 2.0 Pass Bracing T16 31.334-0 Redund Hip 3 21-2 1/2x3x1/4x1/4 816 -0.197 13.056 1.5 Pass Bracing tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,-Application 477164, Revision 0 Page 77 Section Elevation Component Size Critical P opanuw % Pass No. ft Type Element K K Capacity Fail T10 170.833- Redund Hip L3 1/2x3 1/2xl/4 389 -0.163 5.969 2.7 Pass 146.75 Diagonal 2 Bracing T11 146.75- Redund Hip L3 1/2x31/2x1/4 450 -0.176 4.903 3.6 Pass 121.667 Diagonal 2 Bracing T12 121.667- Redund Hip 21-2 1/2x2x3/16xl/4 511 -0.126 5.154 2.4 Pass 96.5843 Diagonal 2 Bracing T13 96.5843-71.5 Redund Hip 21-2 1/2x2x3/16xl/4 572 -0.128 4.384 2.9 Pass Diagonal 2 Bracing T14 71.5-51.417 Redund Hip 21-2 1/2x2x3/16xl/4 641 -0.075 3.954 1.9 Pass Diagonal 2 Bracing T15 51.417-31.334 Redund Hip 21-2 1/2x2x3/16xl/4 714 -0.069 3.508 2.0 Pass Diagonal 2 Bracing T16 31.334-0 Redund Hip 21-2 1/2x2x3/16xl/4 817 -0.348 8.956 3.9 Pass Diagonal 2 Bracing T16 31.334-0 Redund Sub Horz 2L5x5x3/8 813 -65.203 150.105 43.4 Pass Bracing T16 31.334-0 Redund Sub 2L5x3 1/2x5/16x3/8 794 -60.908 139.994 43.5 Pass Diagonal Bracing T1 287.667- Inner Bracing L3x3x3/16 13 -0.009 8.081 0.2 Pass 280.084 T2 280.084-272.5 Inner Bracing L3x3x3/16 42 -0.002 6.755 0.2 Pass T3 272.5-247.333 Inner Bracing L3x3x3/16 55 -0.045 5.731 0.8 Pass T4 247.333- Inner Bracing L4x4xl/4 125 -0.080 11.398 0.7 Pass 232.583 T5 232.583- Inner Bracing L4x4x1A 187 -0.004 9.060 0.3 Pass 222.166 T6 222.166- Inner Bracing L4x4x1/4 224 -0.005 7.817 0.4 Pass 209.583 T7 209.583-197 Inner Bracing 2L3x2x3/16x5/16 237 -0.166 6.801 2.4 Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 -0.011 23.594 0.6 Pass T9 . 181.3-170.833 Inner Bracing L3 1/2x2 1/2x1/4 333 -0.040 6.079 0.7 Pass T10 170.833- Inner Bracing L3x3x3/16 394 -0.071 6.719 1.1 Pass 146.75 T11 146.75- Inner Bracing .L5x3xl/4 454 -0.093 7.990 1.2 Pass 121.667 T12 121.667- Inner Bracing 21-31/2x31/2x1/4x5/16 518 -0.014 18.026 0.6 Pass 96.5843 T13 96.5843-71.5 Inner Bracing 2L2x2-1/2x3/16x5/16 576 -0.072 8.386 0.9 Pass T14 71.5-51.417 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 646 -0.058 7.196 0.8 Pass T15 51.417-31.334 Inner Bracing- 21-2 1/2x3xl/4xl/4 721 -0.014 6.862 0.7 Pass T16 31.334-0 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 828 -0.078 5.591 1.4 Pass Summary Leg(T16) 59.8 Pass Diagonal 64.6 Pass (T14) Horizontal 56.8 Pass (T15) Top Girt 40.6 Pass (T7) Redund 71.8 Pass Horz 1 Bracing (T14) Redund 81.2 Pass Horz 2 Bracing (T14) Redund 18.3 Pass Horz 3 Bracing (T16) Redund 97.7 Pass Diag 1 Bracing (T16) Redund 75.1 Pass Diag 2 Bracing (T16) Redund 65.8 Pass Diag 3 tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 78 Section Elevation Component Size Critical P opa,,. % Pass No. ft Type Element K K Capacity Fail Bracing (T16) Redund 1.4 Pass Hip 1 Bracing (T16) Redund 2.0 Pass Hip 2 Bracing (T16) Redund 1.5 Pass Hip 3 Bracing (T16) Redund 3.9 Pass Hip Diagonal 2 Bracing (T16) Redund 43.4 Pass Sub Horz Bracing (T16) Redund 43.5 Pass Sub Diagonal Bracing (T16) Inner 2.4 Pass Bracing (T7) Bolt 64.4 Pass Checks RATING= 97.7 Pass tnxTower Report-version 8.0.4.0 February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 79 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.4.0 (OTHERI CONTIOEREO 177 EQUIPS '� s �12) 1-5/8'TO 177 FT LEVEL LEG wwwwww G A w • (OTHER CONSIDERED EQUIPMENT) 3 3/8'TO 215 FT LEVEL 8 3/4'TO 215 FT LEVEL (PROPOSED EQUIPMENT CONFIGURATION) (2))3/8 TO 203 FT LEVEL (3) Fr LEVEL 1-1/4'TO 20318-TO3FT LEVEL (OTHER CONSIDERED EQUIPMENT) (1)E65 TO 277 FT LEVEL _ (1) 1/2'TO 283 FT LEVEL (1)3/4'TO 283 FT LEVEL (1) 1-5/8'TO 283 FT LEVEL. (PROPOSED EQUIPMENT CONFIGURATION) (1) 1/4'TO 203 FT LEVEL • wwww LEG swwww G B (OTHER CONSIDERED EQUIPMENT (3) 1-1/4'TO 195 FT LEVEL 9 1-5/B'TO 195 FT LEVEL February 08, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 3,Application 477164, Revision 0 Page 80 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.4.0 Project Information BU# 9800.816298 Site Name I ZEPHYRH ILLS Order# 477164 Rev 0 Tower Information Tower Type I Self Support TIA-222 Revj H Q Apply TIA-222-H Section 15.5 Applied Comp. Uplift Axial k 598.00 479.00 Shear(k) 107.00 91.00 Rod Data Quantity: 4 Diameter(in): 3 Material Grade: A36 Fy=36 ksi Fu=58 ksi Grout Considered: Not Considered, lar<=1(d) lar(in): 1.75 Eta Factor, n: _ .. Thread Type: N-Included Configuration: Symmetrical AnchorRod Results Axial, Pu_c(kips) 149.50 Shear,Vu (kips) 26.75 Moment, Mu kip-in - Axial Cap., cpPn_c(kips) 214.92 Shear Cap., (�Vn (kips) 64.48 Moment Cap., (�Mn (kip-in) - Stress Rating 82.6% Pass CClplate-version 3.5.0 Analysis Date: 2/8/2019 Drilled Pier Foundation - 'CROWN a #: 9800.816298 CASTLE Site Name: ZEPHYRHILLS Order Number:1477164 Rev 0 TIA-222 Revison:1 H Tower Type: Self Support AppliedAnalysis Results Check Limitation Loads Soil Lateral Capacity Compression uplift Apply TIA-222-H Section 15.5: Comp. Uplift D_o(ft from TOC) 11.23 11.23 Moment ki -ft 0 0 Soil Safety Factor 3.03 3.56 Axial Force (kips 598 479 Max Moment(kip-ft) 932.38 792.96 Shear Force(kips) 1071 91 Rating* 41.8% 35.6% Soil Vertical Capacity Compression Uplift Material Properties Skin Friction(kips) 194.38 194.38 Concrete Stren th,fc: 3 ksi End Bearing(kips) 265.07 Rebar Strength,F :1 401 ksi Weight of Concrete(kips) 58.73 44.04 Total Capacity(kips)MWQLT9'3=�6fi9?90' Pier Design Data Axial(kips) 656.73 479.00 Depth 1 22.757 Rating* 70.2% Ext.Above Grade 1 1.25 ft Reinforced Concrete Capacity Compression uplift Pier Section 1 Critica1,Depth(ft from TOC)1 11.33 10.93 From 1.25'above grade to 22.75'below grade Critical Moment.(ki -ft)1 932.28 792.23 Pier Diameter 5 ft Critical Moment Capacityl 4105.17 2818.64 Rebar Quantity 32 Rating*i 21.6% 26.8% Rebar Size 11 Clear Cover to Ties 3 in Soil Interaction Rating* 70.2% Tie Size 5 Structural Foundation Rating* 26.8% *Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth I 5 I I #of Layers 8 :Calculated Calculated Ultimate Skin- Ult:Gross 'Angle of Ultimate Skin Top Bottom_ Thickness Y. Ymncrece; Cohesion Ultimate-Skin Ultimate Skin Friction Comp .Bearing •SPT Blow. . Layer. Friction Friction Uplift Soil Type (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Camp Friction Uplift Override Capacity Count (degrees) Override(ksf) (ksf) (ksf)` (ksf) .(ksf) 1 0 3 3 10D 150 0.000 0.000 0.W 0.00, Cohesionless 2 3 5 2 100 150 28P 0.000 0.000 0.00 0.00 Cohesionless 3 5 5.5 0.5 37.51 87.6 28 0.000 0.000 O.Wl 0.00 1 Cohesionless 4 5.5 6.33 0.83 2 87.6 28 0.000 0.000 0.00 0.00 Cohesionless 5 6.33 8.5 2.17 52.6 87.6 2 1.100. 11.100 1.10 1.1,0 Cohesive 6 8.5 14 5.5 47.6 87.6 1.5 0.825 0.825 0.85 0.85' Cohesive 7 14 21.5 7.5 52.6 87.6 2 1.10 1.10 1.10 1.10, Cohesive 8 21.5 22.75 1.25 47.6 87.6 1.75 0.96 0.96 0.95 0.95 18 Cohesive Version 2.0.3 Modified ASC E ASCE 7 Hazards Report Ph1EBICAN SOCM OF CIVIL ENe NEbS Address: Standard: ASCE/SEI 7-10 Elevation: 81.59 ft(NAVD 88) No Address at This Risk Category: 11 Latitude: 28.227953 Location Soil Class: D-Stiff Soil Longitude: -82.179333 -_Q}. l —.`. •rcy •�•` ~'' �:''4 :ems' `� 1 ti�� r I _ ---�� - r ._ 'r _ ..,t,�':1 - _:t'' .;� ��'. � _ ±;:emu __ _.,,... •�z,.,_..�. O:- '1, - ter+ _ _ S�:.nbnn_I; 2lLe�; •7�`` 4_'� r Q�iitPa'rk. �, 'i � ,:x-:f•^.' i v,,. �t: : _'�•,: �lrs,. - ., � i ;C ��'.',.;. - .t �. s. ems•` a_.=.-.:, r\. . ''. I�1 - ----- �-•— -- '�_: .__L_ _�._ - '�: _ r •" :'`✓,• � -'is :r'" •=' ,1-' V `' p r - it'i- -- -• ~"f. Wit.'-1, _ _:`:,,i. :,..:' 'i. ✓. , �I. ..r'. yc�tt�"L. tfI_(lIL"� , `r 'i 'ti•. :, .. r r rroJ. t�'tiw��oY �' _ .� 1 = - �Trdpe[:�����-. s.- � ,��• i .�j- -_ fir'- _ - -;iy 7 �^..,c•'_:.:E.,- '--- .I '__ �.i 1.:�,,� �I,'Park _ - Q i :.`_"ti -•u,:�. - --�=r. -''" R• , .-.gip ......'!� - /r .mod +h� � u�_ _ _ �ICumiDica' - - �_" _.f Iq � - _. ' :\ - i {�P. '' �. '- _f��L �\.. rr1 t•. '' .I .!'\ _:.`SN•d90 0~ - l'�" {{11 Wind Results: Wind Speed: 138 Vmph 10-year MRI 78 Vmph 25-year MRI 93 Vmph 50-year MRI 104 Vmph 100-year MRI 114 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Wed Oct 03 2018 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI =700 years). Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. httos://asce7hazardtool.online/ Page 1 of 3 Wed Oct 03 2018 ASCE AAIEF=SOCIETY OF CIMMONUM Seismic Site Soil Class: D-Stiff Soil Results: SS 0.068 SoS 0.072 S, 0.034 Sp, 0.055 Fa 1.600 TL 8.000 F 2.400 PGA : 0.032 SMs 0.108 PGA M : 0.051 SM, 0.082 FPGA 1.600 le 1 Seismic Design Category A MC ER Response Spectrum — 075 —,— __r Design Response Spectrum .070 o-os-- N — ��—' �—�� ( oso 0.08- 0.07- —I— f 4 o.os :og' o• o• - o• o• Sa(g)vs T(s) Sa(g)vs T(s) Data Accessed: Wed Oct 03 2018 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. httos://asce7hazardtool.online/ Page 2 of 3 Wed Oct 03 2018 , CEO lt&fMH MSOCMOFCIVILENGINEIM Ice Results: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7=10, Figs. 10-2 through 10-8 Date Accessed: Wed Oct 03 2018 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 50-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. hops://asce7hazardtool.online/ Page 3 of 3 Wed Oct 03 2018