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HomeMy WebLinkAbout20-21328 CITY OF ZEPHYRHILLS lot- Cf: 5335-8TH STREET J (813)780 0020 21328 BUILDING PERMIT j ti 'k 'PEIZMITINFORMATIO,N LOCi4TIONTINFORIVIATION .. =y°=` h' Permit Number: 21328 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: 7/21/2020 Name: CROWN CASTLE GT COMPANY LLC Total Fees: 210.00 Address: 4017 WAS HINGTON RD Amount Paid: 210.00 MC MURRAY, PA. 15317-2520 Date Paid: 7/21/2020 Phone: (813)342-3853 Work Desc: ANTENNA REPLACE & REMOVE/ADD HYBRID DISPENSOR T MOBILE CONTRACTOR S 'APPLICATION FEES :> HIGHPOINT INDUSTRIES LLC BUILDING FEE 1 210.00 I Ins ections.Re'wired "X" FOO ER 2ND ROUGH PLUMB MISC INSUIION CEILING 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 BEFOREIC.O. NO OCCUPANCY BEFORE C.O. j CO CTOR SIG UR _ PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER I City of Zephyrhills Permit Application Fax-813-780-0021 816298/A2G3021A Building Department Date Received Phone Contact for Permitting 813 342 ;3873 Owner's Name Crown Castle USA Inc.for T-Mobile owner Phone Number 813-342-3873 Owners 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 iLOT# SUBDIVISION I PARCEL ID# 14-26-21-0010-01700-0060 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED e NEW CONSTR ALL e REPAIR SIGN = = DEMOLISH INSPROPOSED USE = SFR Q COMM = OTHER TYPE OF CONSTRUCTION = BLOCK 0 FRAME 0 STEEL = DESCRIPTION OF WORK TMO ptopo1igt e�.mm..a(3,lDSwt�rma.�ulawx.wu mx,.e.re �*µ..mmNun�.amumeaws.aamwcow.�..rnWbwa.aam� mcma mmp�.w BUILDING SIZE I i SQ FOOTAGE HEIGHT =BUILDING $20,000 VALUATION OF TOTAL CONSTRUCTION =ELECTRICAL $ AMP SERVICE = PROGRESS ENERGY = W.R.E.C. =PLUMBING $ =MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION I =GAS = ROOFING 0 SPECIALTY = OTHER FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA =YES NO BUILDER COMPANY HighPoint Industries LL'C SIGNATURE REGISTERED I Y! N FEE CURREN 11 Y/N Address atermill Cir,Tarpo rings,FL 34689 License# CGC1513127 ELECTRICIAN COMPANY SIGNATURE REGISTERED I Y/ N FEE CURREN Address License# PLUMBER COMPANY SIGNATURE REGISTERED I Y/ N FEE CURREN I I Y/N Address License# I MECHANICAL COMPANY SIGNATURE REGISTERED I Y/ N FEE CURREN Y/N Address License# OTHER COMPANY SIGNATURE REGISTERED I Y/ N FEE CURREN ,Y/N Address License# I l l l t l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l 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,Storrnwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster;Site Work Permit for subdivis(ons/large projects COMMERCIAL Attach(3)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Forms.R-O-W Permit for new construction. Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stonnwater 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$2600,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(Plot/Survey/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 is 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 byla 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. j If I am the AGENT FOR THE OWNER, I promise in good faith to inform the owner of the permitting conditions set forth in co c this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, 25 N plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A w o 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 as CD requiring a correction of errors in plans,construction or violations of any codes. Every permit issued shall become invalid oa E unless the work authorized by such permit is commenced within six months of permit issuance,or if work authorized by 00 0 the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced. An extension S2 z may be requested, in writing,from the Building Official for a period not to exceed ninety(90) days and will demonstrate j w justifiable cause for the extension. If work ceases for ninety(90)consecutive days,the job is considered abandoned. au I ' cXi V dL WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR w PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING T WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF C E ; •• FLORIDA JURAT(F.S.117.03)) y � OWNER ORAGENTv f` CONTRACTOR roy�'.e Fh� SCub'scribe and sworn o(o(affirmed)before a this S ascribed d s affirme e o met is s� P b by {rh n 1, ,,( by o it/ 9 Who is/a e p rsonally knowato me or has/ha%e produced Who Is/are personally nown to me or has/have produced as identification. a o u' as identification. Notary Public Notary Public Commission No.T�2Q7 Commission No. CZ6r� 1.t'c4ld/I2 II0-lei Ee-7 :''�J��t%'•._ DEBRAAHALL Name of Notary typed,printed or star e-a Name of Notary typed,printed or stamped ` ublic-State of Florida Commission N GG 271234 My Comm.Expires Oct 25,2022 Bonded through National Notary Assn. o City ofZephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: 494 d,4 l Date Received: Site: Permit Type: I Approved w/no comments:❑ Approved w/the below comments: ❑ Denied i/the below comments: ❑ i This comment sheet shall be-kept with the permit and/or plans. j i Kalvin .w'i —Plans Examiner e Contractor and/or Homeowner (Required when comments are present) I Florida:Certificate.of Authorization#8540 Tc�:ct�r'rc: Date: .-March 26, 2019RhGhd� 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: . . T-Mobile Co-Locate Carrier Site Number: A2G0757A Carrier Site Name: Crown/816298 Crown Castle Designation: Crown Castle.BU Number: 816298 Crown Castle Site Name: ZEPHYRHILLS Crown Castle JDE Job Number: 564560 Crown Castle Work Order Number: 1713305 Crown Castle Order Number: 485277 Rev. 1 Engineering Firm Designation: Tectonic Project Number: 9800.816298, Phase 4 Site Data: 38522-A Ave,Zephyrhills, Pasco County,I FIL Latitude 28°13'40.631, Longitude.-82° 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 criter a are listed in Section 2 Analysis Criteria: Structural analysis prepared by' Mahesh Chillarge Respectfully submitted by: Tectonic �% p ••..E..GA Z '. :•" No PE86144 •t 3 1I ESTATE OF •�W Z* .Veronica E.:Elson, P.E. ��i�F•�C O R\O P����•` Senior Engineer �� P11ONAtE�o`�� tnxTower Report--version 8.0.5.0 March 26, 2019 o 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number,9800.816298,Phase 4, Order 485277, Revision 1 Page 2 TABLE OF CONTENTS i 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 i 7)APPENDIX C Additional Calculations i tnxTower Report-version 8.0.5.0 I , March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 3 1) INTRODUCTION This tower is a 287.667 ft Self Support tower designed 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 i Table 1 Proposed Equipment Configuration Center Number Number Feed Mounting : :.Line of Antenna Antenna Model' of Feed .Line Level (ft)- Elevation Manufacturer Size MY: Antennas Lines (in) , - 2 andrew TMBXX-6517-A2M w/Mount - -- Pipe 1 commscope 2HH-38A-R4 w/Mount Pipe 3 commscope FFHH-65C-R3 w/Mount Pipe 195.0 197.0 2 --F commscope HCS 2.0 Part 1 9 1-5/8 3 nokia AEHC w/Mount Pipe 7 nokia AHFIB 3 nokia AHLOA 195.0 4 crown mounts SM 502-1 i Table 2-Other Considered Equipment Center: Feed Number Mounting Line Number :Antenna. Line' of Antenna.Model of.Feed Level (ft) Elevation Antennas Manufacturer- Lines Size (ft) (in) 2 dbspectra DS8A10F36U=D'290 1/2 . 283.0 2 crown mounts SO 306-1 1 3/4 283.0 1 dbspectra ATS8TMA10 1 1-5/8 1 crown mounts PM 601-1 277.0 277.0 1 rfs celwave PAD8-65AC 1. E65 3 VFA10-HD-S Sector Mount 4 commscope _NNHH-65B-R4 w/Mount Pipe I 2 _T commscope SBNHH-1D65B w/Mount Pipe 4 1 commscope I SBNHH-1D85B w/Mount Pipe 3 ericsson RRUS 32 . 1 3 3/8 215.0 215.0 3 ericsson RRUS 4449 65/1312 6 3/4 3 ericsson RRUS 4478 B141 3 ericsson RRUS 8843 132/666A 6 raycap DC2-48-60-0-9E 3--F raycap I DC6-48-60-18-86, . tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 4 Center. Feed Number Number . Mounting Line Antenna Line of. Antenna Model of Feed Level:(ft) Elevation Manufacturer Size Antennas imes 205.0 1 T ericsson I ANT2 0.6 11(R) 1 ceragon . FIBEAIR IP-20C 3 ericsson AIR 6488 B41 w/Mount Pipe 204.0 2 rfs celwave APXV9ERR18-C w/Mount Pipe 1 rfs celwave APXVERR18-C w/Mount Pipe 3 1-3/16 203.0 1 rfs celwave SC2-190B6 3 1-1/4 1 1/4. 3 crown mounts PM 601-1 . 2 3/8 3 crown mounts SM 503-1 203.0 3 ericsson RRUS 11 B26AI 3 ericsson RRUS 31 B25 2 ericsson TN1.1/2X 248T/256X HP 6 antel LPD-7905/8 3 crown mounts SM 402-1 177.0 177.0 1 6 1 css X7C-FRO-860-VR0 w/.Mount Pipe 12 1-5/8 3 ericsson RRUS 32 ' 3 raycap RHSDC-3315-PF-48 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Remarks'-: ' Reference Source 4-GEOTECHNICAL REPORTS I EGSci Consulting Inc. : 7489744 CCISITES 4-POST-MODIFICATION Tower Engineering Professionals,INSPECTIO Inc. 2280102 CCISITES [-- N 4-POST-MODIFICATION INDUSTRIAL ENGINEERING , INSPECTION AND TESTING SERVICES, P.C. 2508399 CCISITES 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/DRAW INGS/DATA 4-TOWER REINFORCEMENT B &T Engineering 1136789 CCISITES DESIGN/DRAW INGS/DATA i 4-TOWER REINFORCEMENT Tower Engineering Professionals, 7583548 CCISITES DESIGN/DRAW INGS/DATA Inc. 4-TOWER STRUCTURAL Tower Engineering Professionals, 7583549 CCISITES ANALYSIS REPORTS Inc. 4-POST-MODIFICATION Tower Engineering Professionals, 7924130 CCISITES INSPECTION Inc. I tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number.9800.816298,Phase 4, Order 485277,Revision 1 Page 5 3.1) Analysis Method tnxTower(version 8.0.5,0), 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) 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. 5) The existing tower geometry is based on the previous analysis report by Tower Engineering Professionals, Inc. referenced above. 6) 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 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 Capacity .. T1 ^22 06084 Leg I L5x5x5/16 I 3 - -0.918 I 92178 I 1.0 I Pass T2 2 0.085 Leg L5x5x5/16 . 25 2.356 92.178 4 2.6b).] Pass T3 272.5 Leg L5x5xl/2 F46 -13.362 184.6361 7.2 Pass 247.333 8.0(b) T4 247.333- Leg L8x8x5/8 114 -31.544 434.867 7.3 Pass 232.583 T5 232. - Leg L8x8x5/8 152 -39.611 469.785 8'4 222.166 8.9(b) Pass 16 � T6 2 2.166-583 Leg L8x8x5/8 189 -51.729 453.830 11.4 Pass T7 209.583-197 Leg L8x8x5/8 226 -70.444 453.830 15.5 Pass 15.8(b) T8 197-181.3 Leg L8x8xl 1/8 265 -93.730 736.067 12.7 T Pass T9 181.3- Leg L8x8x1 1/8 302 -126.871 814.224 15.6 Pass . 170.833 27.9(b) tnxTower Report-version 8.0.5.0 March 26, 2019 287.667.Ft Self Support Tower Structural Analysis CCI BU No 816298 . Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 6 Section Component Critical SF*P allow No. Elevation(ft) Sde P(K)" y Pass/Fail Type . Element (K) CaPacit � r r20- T10 170.833- Leg L8x8xl 1/8 . I 339 I -152.418 I 729.626 34 2(b) Pass 146.75 1267 . 421 4T11 L L883/4 92296 .5 Pass T12 121.667 Leg L8x8x1 461 -273.443 644.151 42.5. Pass 96.5843 T13 66.5843-71.5 1 Leg L8x8x1 1/8 522 -337.802 717.138 47.1 Pass T14 71.5-51.417 1 Leg L8x8x1 1/8 583 405.771 774.440 52.4 Pass T15 51.417- Leg L8x8xl1/8 656 -460.542 774.440 59.5 Pass 31.334 T16 31.334-0 Leg L8x8xl1/8 729 -442.519 _736.657 60.1 Pass T1 287'667 Diagonal 21_21/2x2x3/16x5/16 19 -1.004 29.121 3.4 Pass 280.084 T2 280.084 Diagonal 2L2.1/2x2x3/16x5/16 .33 73.175- 27.596 11.5 Pass T3 247.333 Diagonal 2L2 1/2x2 1/2x1/4x5272.5 /16• 71 -7.708 3757 24.3 Pass 247.333- 15.7 T4 232.583 Diagonal 2L3x2 1/2x1/4x1/4 133 -7.73.9 49.292 16.5(b) Pass T5 232.583- Diagonal 2L21/2x3x1/4x1/4 170 -10.115 57.736 17.5 Pass 222.166 T6 2209 583 Diagonal 2L2 1/2x3 1/2x1/4x5/16 207 -14.436 56:145 25.7 Pass T7 209.583-197 1 Diagonal 1 21-2 1/2x3 1/2x1/4x5/16 250 -17.162 . 53.547 32.0 Pass T8 197-181.3 Diagonal 2L 3 1/2 x 4.x 1/4 x 1/4 281 25.851 68.478 37.8 Pass 181.3- T9 170.833 Diagonal 2L 3 x 3 1/2 x 1/4 x 1/4 318 -24.052 66.680 36.1 Pass T10 170.833- Diagonal 2L3 1/2x5x5/16x5/16 365 41.803 12i1.059 34.5 . Pass 146.75 T11 146.75- Diagonal 2L3 1/2x5x5/16x5/16 426 -45.241 113.004 40.0:. Pass . 121.667 i T12 121.667- Diagonal 21_3 1/2x5x5/16x5/16 T 487 47.104 108.758 43.3 Pass 96.5843 T13 96.5843-71.5 Diagonal- I 21_3 1/2x5x5/16x5/16 548 -51.099 104.095 49.1 Pass T14 71.5-51.417 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 613 -46.255 71.312 64.9 Pass 51.417- 52.7 T15 31.334 Diagonal 2L3 1/2x4x5/16x1/2 . 686 47.737 .90.498 64.6(b) Pass T16 31.334-0 Diagonal 2L5x5ic3/8 x1/2 775 -96.311 189.748 50.8 Pass 280.084- I 4.7 T2 Horizontal 2L2.1/2x2x3/16x5/16 32 -1:852: 39.568 - Pass i13.2 T3 2 72.5- Horizontal 2L2x2x3/16x5/16 70 -3.813 28.925 _ 13 3(b) Pass 247.333- 15.7 232.583 ' T4 . Horizontal 2L21/2x2x3116x5I16 132 -5.446 34 i. 17.4(b) 578 Pass 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 8.052 30.526 26.4 Pass 209.583 T6 197-•181.3 Horizontal 2L5x3x5/16x5/16 280 -15.099 82i 538 18.3 20.8(b) Pass T9 170.833 Horizontal 2L6x3.5x5/16"x5/16" 317 17.714 122.381 25 1 (b) Pass 70.833 T10 1146.75 Horizontal 21_31/2x21/2x1/4x5/16 364 -20.389 44I'.148 46.2 Pass 146.75- 21.5 T11 121.667 Horizontal 2L5x3 1/2x5116x5/16 425 -23.289 108.148 F32.1 (1 Pass tnxTower Report-version 8.0.5.0 i March 26, 2019 287.667.Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 7 Section Component Critical SF"R allow % Elevation(ft) Size P(K) Pass/Fail No. Type Element " . (K) Capacity . 196.5843 Horizontal 2L4x3x1/4x1/4 486 -25.775f 45.982 56.1 Pass - ---- T13 96.5843-71.5 Horizontal 2L4x3 1/2x5/16x1/4 547 -29.738 63.423 46.9 Pass i T14 71.5-51.417 1 Horizontal 21-3 1/2x2 1/2x1/4 612 -31.717 65.259 48.6 Pass T15 51.417- Horizontal 2L31/2x21/2x1/4 685 -33.577 59.048 56.9 Pass 31.334 T16 31.334-0 Horizontal 2L6x4x7/16xl/2 798 -77.427 230.540 33.6 Pass 52.4(b) 287.667- 1P. 1.8 T1 280.084 Top Girt L3x2 1/2x1/4 7 -0.531 3I.040 2.1 (b) Pass T3 2 72.5- Top Girt L5x3x1/4 49 -2.889 39.779 1. 9.1.3 Pass T4 247.333- Top Girt 2L31/2x21/2x1/4x5/16 119 -5.061 77.128 6.6 Pass_ 232.583 11.6(b) T7 209.583-197 Top Girt 2L3x2x3/16x5/16 231 -10.737 26.538 40.5 Pass T3 272.5- Redund Horz 1 247.333 Bracing L2 1/2x2x3/16 79 0.246 20.131 1.2 Pass T5 232.583- Redund Horz 1 222.166 Bracing L2 1/2x1 1/2x3/16 178 -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 I T7 1 .1209.583-197 Bracing Redund Horz 1 L2 1/2x2x3/16 260 -1.281 14.685 8.7 Pass . T8 197-181.3 Redund Horz 1 2L2 1/2x2x3/16x1/4 289 -1.409 45.517 3.1 Pass Bracing 181.3- Redund Horz 1 T9 L2 1/2x2x3/16 319 -2.07.2 10.356 20.0 Pass 170.833 Bracing T10 170.833- Redund Horz 1 L2 1/2x1 1/2x3/16 371 -2.313 11.418 20.3 Pass 146.75 Bracing T11 146.75- Redund Horz 1 L2 1/2x1 1/2x3/16 432 -3.179. 81.900 35.7 Pass 121.667 Bracing T12 121.667- Redund Horz 1 L2 1/2x1 1/2x3/16 493 -4.135 7.071 58.5 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Horz 1 L2 1/2x2x3116 562 -5.102 11.092 46.0 Pass Bracing T14 71.5-51.417 Redund Horz 1 L2 1/2x2x3/16 620 -6.124 &477" 72.2 Pass Bracing T15 51.417- Redund Horz 1 21-2 1/2x2x3/16xl/4 693 6.948 39.885 17.4 Pass 31.334 Bracing T16 31.334-0 Redund Horz 1 L2 1/2x2 1/2x1/4(rz) 783 6.699 28.373 23.6 Pass Bracing T10 170.833- Redund Horz 2 L2 1/2x2 1/2x3/16 372 -2.313 7!559 30.6 Pass 146.75 Bracing T11 146.75- Redund Horz 2 L3x3x3/16 433 -3.179 10.426 30.5 Pass 121.667 Bracing T12 121.667- Redund Horz 2 L3x3x3/16 494 -4.135 8!351 49.5 Pass 96.5843 Bracing I T13 96.5843-71.5 Redund Horz 2 I L3x3xl/4 555 -5.102 81915 57.2 Pass Bracing T14 71.5-51.417 Redund Horz 2 21-2 1/2x2 1/2x3/16 621 6.124 71496 81.7 Pass Bracing T15 51.417- Redund Horz 2 2L2 1/2 x 2 1/2 x 3/16 x 31.334 Bracing 5/16 694 6.948 14.078 49.4 Pass T16- 31.334-0 Redund Horz 2 L2 1/2x2 1/2x1/4(rz) 784 6.699 9I471 70.7 Pass Bracing Redund Horz 3 FT16 31.334 0 Bracing 2L3x3x1/4x1/2 786 6.699 36I.382 18.4 Pass T3 272.5- Redund Diag 1 L2 1/2x2x3/16 86 0.250 7 325 3.4 Pass tnxTower Report-version 8.0.5.0 March 26, 2019. . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298. Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 8 Section Component Critical' SF*P allow allow.-. % Elevation(ft) Size P(K) Pass/Fail No. Type Element _ ,(K) Capacity 247.333 Bracing T5 232.583- Redund Diag 1 L2 1/2x2x3/16 222.166 Bracing 175 0.625 8.708 7.2 Pass 222.166- Redund Diag 1 T6 209.583 Bracing L2 1/2x2 1/2x3/16 202 -1.408 9.595 14.7 Pass T7 209.583-197 Redund Diag 1 L2 1/2x2 1/2x3/16 246 -1.023 8.925 11.5 Pass . . Bracing Redund Diag 1 T8 1,97-181.3 21_21/2x2x3/16x1/4 286 1.226 2I8.180 4.4 Pass Bracing T9 181.3- Redund Diag 1 L2 1/2x2 1/2x3/16 320 -1.350 9.124 14.8 Pass 170.833 Bracing T10 1 - Redund Diag 1 146.75 Bracing 2L2 1/2x2x3/16x1/4 373 -2.499 3�1.038 8.1 Pass 146.75 T11 146.75- Redund Diag 1 12 Bracing 2L21/2x2x3/.16x1/4 434 -3.237 27.123 11.9 Pass 1.667 121.667- FRedund Diag 1 T12 96.5843 Bracing 21_21/2x2x3/16xl/4 495 -3.880 26.092 14.9 Pass T13 .96.5843-71.5 Redund Diag 1 Bracing 2L2 1/2x2x3/16x1/4 564 -4.463 25.045 17.8 Pass T14 71.5-51.417 Redund Diag 1 Bracing 21_2 1/2x2x3/16x1/4 622 -4.407 28.626 15.4 Pass � T15 51.417- Redund Diag 1 21-2 1/2x2x3/16x1/4 704 4.829 27.570 17.5T Pass 31.334 Bracing T16 31.334-0 Redund Diag 1 L2 1/2x2 1/2x1/4(rz) 785 -7.796 71.942 98.2 Pass Bracing T10 170.833- Redund Diag 2 21_2 1/2x2x3/16x1/4 374 -1.576 18.831 8.4 Pass 146.75 Bracing T11 146.75- Redund Diag 2 21_2 1/2x2x3/16x1/4 435 -2.091 15.89.4 13.2 Pass 121.667 Bracing T12 121.667- Redund Diag 2 21_2 1/2x2x3/16x1/4 496 -2.598 13.938 18.6 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 2Bracing 2L2 1/2x2x3/16x1/4 557 -3.092 12.265 T25.2 J Pass Redund Diag 2 T14 71.5-51.417 Bracing 21_2 1/2x2x3/16x1/4 602 -4.006 16.633 24.1 Pass T15 51.417- Redund Diag 2 2L2 1/2x2x3/16x1/4 675 -4.516 15.197 29.7 Pass 31.334 Bracing T16 31.334-0 Redund Diag 2 L3x3x3/16(rz) 804 -4.781 6!335 75.5 Pass Bracing Redund Diag 3 ' T16 31.334-0 Bracing 2L 5x3.5x5/16N3/8" 812 -64.141 97.249 66.0 Pass T16 31.334-0 Redund Hip 1 21_2 1/2 x 2 1/2 x 3/16 x 814 0.895 61.395 1.5 Pass Bracing 5/16 170.833- Redund Hip 2 T10 146.75 Bracing L31/2x31/2x1/4 388 -0.098 12.803 0.8 Pass T11 146.75- Redund Hip 2 21_2 1/2x2 1/2x3/16x5/16 449 0.147 13.663 1.1 Pass 121.667 Bracing 121.667- Redund Hip 2 T12 96.5843 Bracing 21_21/2x3x1/4x1/4 510 -0.112 15.002 0.7 Pass T13 96.5843-71.5 Redund Hip 2 2L2 1/2x3x1/4x1/4 571 -0.115 12.363.363 0.9 Pass � 2 T14 71.5-51.417 Redund Hip 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 -0.428 21�.595 2.0 Pass Bracing 5/16 1 T16 31.334-0 Redund Hip 3Bracing 2L2 1/2x3x1/4x1/4 816 -0.197 131056 1.5 Pass tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 Page 9 Section Component Critical: SF*P_allow , : % Elevation(ft) Size P(K) Pass/Fail No. Type Element : . (K) Capacity Redund Hip 73- T10 1146 75 I Diagonal 2 L3 1/2x3 1/2x1/4 389 -0.167 5.969 F 8 Pass Bracing 146.75- Redund Hip T11 Diagonal L31/2x31/2x1/4 450 0.179 4.903 3.7 Pass 121.667 Bracing 121.667- Redund Hip T12 96.5843 Diagonal2 2L21/2x2x3/16x1/4 511 -0.128 5.154 2.5 Pass Bracing Redund Hip T13 96.5843-71.5 Diagonal 2 .21-2 1/2x2x3/16xl/4 572 -0.129 4.384 2.9 Pass Bracing Redund Hip T14 71.5-51.417 Diagonal 2 2L2 1/2x2x3/16x1/4 641 -0.076 3.954 1.9 Pass Bracing 51.417- Redund-Hip T15 Diagonal 21-21/2x2x3/16xl/4 714 0.069 3.508 2.0 Pass 31.334 Bracing Redund Hip T16 31.334-0. Diagonal 2 21-2 1/2x2x3/16x1/4 81.7 -0.349 8.956 3.9 Pass . Bracing J I Redund Sub Horn ! T16 31.334-0 2L5x5x3/8 813 65.431 15I.105 43.6 Pass Bracing T16 31.334-0 Redund Sub 2.L5x3 1/2x5/16x3/8 794 -60.896 139.994 43.5 Pass " Diagonal Bracing 287.667-T1 280.084 Inner Bracing L3x3x3/16 13 -0.009 S{I 081 0.2 Pass T2 2 272 b In Bracing L3x3x3/16 42 -0.002 6i.755 0.2 Pass 272.5- T- T3 247.333 Inner Bracing L3x3x3/16 55 0.045 5I731 0.8 Pass 247.333- T4 Inner Bracing L4x4x1/4 125 0.080 11.398 0.7 Pass 232.583 I T5 232.583- Inner Bracing L4x4xl/4. 187 0.004 960. 0.3 Pass 222.166 T6 222.166- Inner Bracing L4x4xl/4 224 -0.005 7i817 0.4 Pass .209.583 T7 209.583-197 1 Inner Bracing 2L3x2x3/16x5/16 237 -0.165 61801 2.4_ Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 -0.011 23.594 0.6 Pass T9 170 33 Inner Bracing L3 1/2x2 1/2x1/4 333 -0.040 6�079 0.7 Pass 170.833= T10 146.75 Inner Bracing L3x3x3/16 394 -0.074 6I719 1.1 Pass 146.75- T11 121.667 Inner Bracing L5x3x1/4 454 -0.095 7i990 1.2 Pass 121.667-.. T12 Inner Bracing 2L3 1/2x3 1/2x1/4x5/16 518 -0.014 18.026 0.6 Pass 96.5843 T13 96.58,43-71.51 Inner Bracing 2L2x2-1/2x3/16x5/16 576 -0.073 8J386 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 21-2 1/2x3AAA/4 721 0.014 6 862 0.7 Pass 31.334 T16 31.334-0 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 828 -0.078 5.1591 1.4 Pass Summary Legl(T16) 1 60:1 1 Pass Diagonal 64.9 Pass (T14) Horizontal 56.9 Pass (T15) tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC]BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 Page.10 Section Component. Critical SF'P_aflow Elevation(ft) . Size P(K) Pass I Fail No. Type Element (K) Capacity --- I I -- TI(P)irt I 40.5 I Pass Redund Horz 1 72.2 Pass Bracing (T14) Redund Horz 2 81.7 Pass Bracing (T14) Redund Horz 3F Pass Bracing (T16) Redund Diag 1 98.2 Pass Bracing (T16) Redund Diag 2 75.5 " Pass Bracing (T16) Redund Diag 3 - 66.0 Pass Bracing R16) Redbnd Hip_ 1 Bracing 1.5 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) Redund Sub Horz Bracing 43.6 Pass (t16) Redund Sub Diagonal 43.5 Pass Bracing (T16) Inner Bracing 2.4 Pass . (T7) Bolt Checks 64.6 Pass Rating*= 98.2 Pass .: *Rating per TIA-222-H Section 15.5 tnxTower Report—version 8.0.5.0 i March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 Page 1.1 Table 5-Tower Component Stresses vs. Capacity—LC7 Notes Component' Elevation (ft); %.Capacity - Pass/Fall 1, 2 —T Anchor Rods I 0 82.9 Pass 1, 2 Base Foundation 0 26.7 Pass 1,.2 Base Foundation Soil Interaction 0 70.4 Pass Structure Rating (max from all components)._ 98.2% 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. I I I I tnxTower Report-version 8.0.5.0 i i March 26, 2019 - 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 12 I APPENDIX A TNXTOWER OUTPUT I t I tnxTower Report-version 8.0.5.0 i 287.7 ft SYMBOL-LIST _ 4 m MARK SIZE MARK SIZE z q ¢ ? 280_l ftft /�I�� �• A 21-21/Wx3116x5/16 M 2L5x3x5/16x5/16 P.n 4 ¢z z m 6!J n (,�� ) `� a 2L2104112x114x5/16 N 2L6x3.5x5/167t5/16' z m �`+ - 272.5 ftft �t�/ c 2L3x21/2xl/4x1/4 O L21/2x1 1r-3/16. m m m m D 2L21/2x3xl/4xl/4 P 2L21/2x2x3/16xl/4 3 x / \ E' 2L21/2x3112x1/4x5/16 -O L21/2xDc3l16 % F 2L31/2x4x 1/4x1/4 R L21/2x21/2x3116 G 2L3x3112x1/4x1/4 S L3112x211W/4 ry 21 `� N �' \ H 21-31/2AW16x1r2 T 2L3 1/2x3 112x1/4x5116 2473 ft / I L3x21/2x1/4 U 21-2x2-112x3/164/16 m ^ J 2L31/241/txl/4x5/16 'I V 21-21124U20116x5A6 U ¢Z Z K 2L&W/16x5/16 w 1@ 10.4166 @ L 2LSx31/D,5/16x5/16 x 1 @ 10.4667 N 232.6 ft / e o J o a x S 3 MATERIAL STRENGTH m 2222 ft GRADE Fy -Fu GRADE Fy Fu 4 m z ,o rn \��\ A572-50 50 ksi 165 ksi I A36 136 ksl 158 ksi ~ W 2096ft TOWER DESIGN NOTES Y q x e 1. Tower is located in Pasco County,Florida. z �. 2. Tower designed for Exposure C to the TIA-222-H Standard. 1s7o ftft . _ 3. Tower designed for a 138 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. e LL a a x N - 5. Tower Risk Category II. m 6. Topographic Category 1 with Crest Height of 0.00 ft J 1813 ftft 7. TIA-222-H Annex S 8. TOWER RATING:98.2% e a zaa:" (nix e N m 170.8 ft - v � �N� O r' Z Z N �� M @ V J 0 146.8 ft / N O ❑N Q x� a R Q two iV m � X f m ` el N x C9 w N in N J uj 121.7 ft . O @.. N V N O 0 x A ~ J N � 4 N 96.6 ft m N N 71.5ft J ✓ \ ALL REACTIONS LL > ARE FACTORED N_ F 0 51.4 ft \^ MAX.CORNER REACTIONS AT BASE: N DOWN: 600 K m �@ N SHEAR: 107 K UPLIFT -480 K 31.3 ft SHEAR: 91 K N e e "ia p \" AXIAL mix 271K M ix-- � ,n X X. a N j" @ J J N SHEAR MOMENT N N N 254 K 34267 kip-ft N 0.0 ft TORQUE 451.kip-ft REACTIONS-138 mph WIND 0 H y -6a A= aA� =or'nnm�d coma m m m m a•� a !O J J 0 in Tectoniclob: 9800.816298,Phase 4 eCton is ' 1279 Route 300 Project BU 816298-ZEPHYRHILLS Newbufgh,NY 12550ji,all: client.Crown Castle Drawn by:Mahesh Chillarge App'd: Phone:(845)567-6656-" code:TIA-222-H Dal,:03/26119 sm"NTS FAX: 845 567-8703 ,wb^a.seovs,use n,voss� weao e,ersev .s�m�w9 No.E-1 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298- Project Number 9800.816298,Phase 4, Order 485277, Revision 1 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) Tower analysis based on target reliabilities in accordance with Annex S. 13) Load Modification Factors used: Kes(Fw)= 0.95. 14) . Stress ratio used in tower member design is 1.05. j 15) 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 1'0 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 4 Consider Feed Line Torque Always Use Max Kz 4 Use Azimuth Dish Coefficients 4 Include Angle Block Shear Check Use Special Wind Profile q Project Wind Area of Appurt. Use TIA-222L H Bracing Resist._ Exemption 4 Include Bolts-in Member Capacity Autocalc Torque Arm Areas Use TIA-2221 H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination _ Poles 4 Secondary Horizontal Braces Leg 4 Sort Capacity Reports By Component Include Shear-Torsion Interaction 4 Use Diamond Inner Bracing(4 Sided) 4 Triangulate Diamond Inner Bracing Always Use Sub--Critical Flow SR Members.Have Cut Ends Treat Feed Line bundles As Cylinder Use Top Mo l nted Sockets SR Members Are Concentric Ignore KUry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known I tnxTower Report-version 8.0.5.0 i I - I March 26, 2019 . . 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number.9800.816298,Phase 4, Order 485277, Revision 1 Page 14 Leg A Leg B Face B I Wind 90 < X U 0 Z' CD .n Lea D Face D �h Wind 0 i S4uare Tower Tower Section Geomef Tower Tower Assembly Description Section Number Section Section Elevation Database Width I 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 K1 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 Ki 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 tnxTower Report-version 8.0.5.0 I 287:667 Ft Self Support Tower Structural Analysis March 26, 2019 CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 15 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 T12 :121.67-96.58 25.08 K2 Down No Yes 0.00 0.00 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 I I Tower Section Geometry' cont'd j 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 2L2 1/2x2 1/2z1/4x5/16 A36 247.33 (50 ksi) Angle (36 ksi) T4 247.33- Equal Angle L8x8x5/8 A572-50 Double Angle 2L3x2 1/2xl/4xl/4 A36 232.58 (50 ksi) .1 - (36 ksi) T5 232.58- Equal Angle L8x8x5/8 A572-50 Double Angle 21-2 1/2x3xl/4xl/4 A36 222.17 (50 ksi) (36 ksi) T6 222.17- Equal Angle L8x8x5/8 A572-50 Double Angle 21-2 1/2x3 1/2xl/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 L8x8xl 1/8 A572-50 Double Angle 2L 3 1/2 x 4 x 114 x 1/4 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) Ti 1 146.75- Equal Angle L8x8x3/4 A572-50 Double Angle 2L3 1/2x5x5/16x5116 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) I - (36 ksi) T14 71.50- Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L 3 1/2 x 4 x 1/4 x 1/4 A36 51.42 (50 ksi) (M ksi) T1551.42- Equal Angle L8x8xl 1/8 A572-50 Double Angle 21-31/2x4x5/16x1/2 A36 31.33 (50 ksi) I (36 ksi) T16 31.33-0.00 Equal Angle L8x8xl 1/8 A572-50 Double Equal 2L5x5x3/8,x1/2 A36 (50 ksi) Angle (36 ksi) Tower Section Geometry cont°d i Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft T3 272.50= Single Angle L5x3xl/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) i I tnxTower Report-.version 8.0.5.0 ! March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 16 Tower Section Geometry (cont'd Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ff Gins 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 2L2 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) I (36 ksi) T5 232.58- None Flat Bar A36 Double Angle 2L5x3 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/l6 A36 197.00 (36 ksi) 1 (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) 1/2x1/4x5/16 (36 ksi) T11 146.75- None Flat Bar A36 Double Angle 2L5x3 1/2x5/16x5/16 A36 121.67 (36 ksi) i (36 ksi) T12 121.67- None Flat Bar A36 Double Angle 2L4x3x1/4x1/4 A36 96.58 (36 ksi) 1 (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 1/2x211/2x1/4 A36 51.42 (36 ksi) (36 ksi) T15 51.42- None Flat Bar A36 Double Angle 2L3 1/2x211/2x1/4 A36 31.33 (36 ksi) (36 ksi) T16 31.33-0.00 None Flat Bar A36 Double Angle 2L6x4x7/i16x112 A36 (36 ksi) (36 ksi) I .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 It 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 L4x4x1/4 A36 222.17 (36 ksi) (36 ksi) T6 222.17- Equal Angle A36 Equal Angle L4x4x1/4 A36 209.58 (36 ksi) (36 ksi) T7 209.58- Equal Angle A36 Double Angle 2L3x2x3/16x5/116 A36 197.00 (36 ksi) 1 (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 tnxTower Report-version 8.0.5.0 March 26, 2019 . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 41 Order 485277,Revision 1 Page.17 Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft 121.67 (36 ksi) I (36 ksi) T12 121.67- Equal Angle A36 Double Equal 2L3 1/2x3 1/2xl/4x5/16 A36 96:58 (36 ksi) Angle (36 ksi) T13 96.58- Equal Angle A36 Double Angle 2L2x2-1/2x3/16x /16 A36 71.50 (36 ksi) (36 ksi) T14 71.50- . .Equal Angle A36 Double Equal 2L2 1/2x2 A36 51.42 (36.ksi) Angle 1/2x3/16x5/16 (36 ksi) T15 51.42- Equal Angle A36 Double Angle 21_2 1/2x3x1/4x1/4 A36 31.33 (36 ksi) (36 ksi) T16 31.33-0.00 Equal Angle A36 Double Equal 2L2 1/2x2 A36 . . (36 ksi) Angle 1/2x3/16x5/16 (36 ksi) Tower Section Geometry cont'd i Tower- Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade " It T3 272.50- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 I. 247.33 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x3/16 . 1 T5'232.58- A36 Horizontal(1) Single Angle L2 1/2xl 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 T8197.00- A36 Horizontal(1) Double Angle 2L2 1/2x2x3/16xl/4 1 181.30 (36 ksi) Diagonal(1) Double Angle 21_2 1/2x2x3/16xl/4 1 T9181.30- A36 Horizontal(1) Single Angle_ L2 1/2x2x3/16 1 170.8,3 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 T10170.83- A36 Horizontal(1) Single Angle L21/2xl1/2x3/16, 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 1/2x2x3/16xl/4 T11 146.75- A36 Horizontal(1). Single Angle L21/2x1 1/2x3/16 1 121.67 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 21_2 1/2x2x3/16x1/4 1 Diagonal(2) 21_2 1/2x2x3/16x1/4 T12121.67- A36 Horizontal(1) Single Angle L21/2x11/2x3/16 1 96.58 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 2L2 1/2x2x3/16xl/4 1 Diagonal(2) 2L2 1/2x2x3/16xl/4 T13 96.58- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 71.50 (36 ksi) Horizontal(2) L3x3xl/4 Diagonal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 Diagonal(2) 2L2 1/2x2x3/16xl/4 T14 71.50- A36 Horizontal(1) Arbitrary Shape L2 1/Wx3/16 1.3 51.42 (36 ksi) Horizontal(2) 21_2 1/2x2 1/2x3/16 Diagonal(1) Double Angle 2L2 1/2x2x3/16xl/4 1 Diagonal(2) 21-2 1/2x2x3/16xl/4 T15 51.42- A36 Horizontal(1) .Double Angle . 21-2 1/2x2x3/16xl/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 1/2x2x3/16x1/4 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 1/2xl/4(rz) 1 Diagonal(2) L3x3x3/16(rz) Diagonal(3) 2L 5x3.5x5/16"x3/8" Sub-Diagonal Double Angle 2L5x3 1/2x5/16x3/8 1 Sub-Horizontal Double Equal 2L5x5x3/8 1 Hip(1) Angle 21_2 1/2 x 2 1/2 x 3/16 x 1 tnxTower Report-version 8.0.5.0 March 26, 2019 . 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number.9800.816298,Phase 4, Order 485277, Revision 1 Page 18 Tower Redundant Redundant Redundant -. KFactor Elevation Bracing Type Size Grade It Hip(2) Double Angle - 5/16 Hip(3) 21-2 1/2 x 2 1/2 x 3116 x 5116 21-2 1/2x3xl/4x1/4 Tower Section Geomet cont'd Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing - " Spacing Spacing Diagonals Horizontals Redundants ft 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 19i 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) T9 181.30- 0.00 0.31 A36 1.03 1 1.05 221.00 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) T11 146.75- 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 22.60 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 Girts Hori . Sec. Inner Elevation K K Brace Brace Diags Horiz Brace Single Solid Diags Diags Angles Rounds X X X X X X X It Y Y Y Y Y Y Y T1 287.67- 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 T3 272.50- Yes No 1 1 1 1 1 1 1 1 247.33 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 tnxTower Report--version 8.0.5.0 March 26, 2019 - 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 - Project Number-9800.816298,Phase 4, Order 485277, Revision 1 Page 19 K Factors' Tower Calc Calc Legs X K Single Girls 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 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 T8 197.00- 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 i1 1 1 T10.170.83- Yes No 1 1 1 1 1 1 0.5 146.75 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 1 015 1 1 T16 31.33- Yes No 1 1 1 1 1 1 1 0.5 0.00 1 2 1 1 015 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 Geomet� cont'd i Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft 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 0.00 0.75 0.00 0.75 6.00 0.75 0.00 0.75 197.00 . T8 197.00- .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 T9 181.30- 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 0I00 0.75 0.00 0.75. 71.50 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 20 Tower Leg Diagonal Top Girt Bottom Girt Mid Girt i ong Horizontal Short Horizontal Elevation ft 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 I in in T14 71.50- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 10.00 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 I 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 Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizonta Short Elevation Connection Horizontal ft 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 01 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 01 0.75 3 0.63 0 222.17 A325N A325N A325N A325N A325N IA325N A325N T6 222.17- Sleeve DS 1.00 0 0.75 3 0.75 0 0.00 0 0.63 01 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 01 0.75 3 0.63 0 181.30 A325N A325N A325N A325N A325N I A325N A325N T9 181.30- Sleeve DS 0.88 16 0.75 4 0.75 0 0.00 0 0.63 01 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 f 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 It in (Frac FW) Row g 1 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 tnxTower Report-version 8.0.5.0 i March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 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 ft in (Frac FW) Row g in pif Calculation in in 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 0.50 1.25 0.68 3Power/6Fib 11.00 0.75 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 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 14.00 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 j 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 'I 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 3.00 942-98887- B No No Ar(CaAa) 203.00- 0.00 -0.17 3 3 0.50 1.30 1.26 1 FXXX(1- 0.00 0.75 1/4) TSZ 999 B No No Ar(CaAa) 203.00- 0.00 -0.2 3 3 0.50 1.20 1.14 0072(1 0.00 0.75 3/16") CAT5E(1/4) B No No Ar(CaAa) 203.00- 0.00 0.38 1 1 0.25 0.25 0.10 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277,Revision 1 Page.22 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 0.00 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 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 0.50 2.00 0.67 CAL) 10.00 0.75 561(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 0.60 0.63 0.15 56A(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 L3x&3/16" B No No Af(CaAa) 122.00- 0.00 0.35 1 1 3.00 3.00 3.71 32.00 L3x&3/16" 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 32.00 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 0.50 1.97 1.01 5/8) 7.00 0.75 EC7-50(1- C No No Ar(CaAa) 195.00- 0.00 -0.35 4 2 0.50 1.97 1.01 5/8) 7.00 0.75 HCS 2.0 Part C No No Ar(CaAa) 195.00- 2.00 -0.23 2 2 0.50 1.50 0.20 3 7.00 0.75 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 12.00 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 j 3.00 3.71 32.00 L3x&3/16" 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 A$ Area Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft plf Calculation **Leg Plates**. tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page.23 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft 0ft plf Calculation PL 0.5x8 A No No CaAa(Out 146.80-96.60 2 No Ice 0.0I- 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) I PL 0.625x8 C No No CaAa(Out 96.60-51.40 2 No Ice 0.00 17.01 Of Face) I 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) 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 0.001 20.42 Of Face) k## 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 0.001 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 fl2 ftz 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 tnxTower Report-version 8.0.5.0 i March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 24 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft fiz ft f ftz K 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 54.991 0.000 0.257 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 39.423 0.000 0.184 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 90.710 0.000 0.425 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 94.476 0.000 1.124 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 94.476 0.000 1.124 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 94.481 0.000 1.295 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 75.644 0.000 1.037 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 75.644 0.000 1.173 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 80.912 0.000 1.869 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 -8.00 -15.05 -8.00 -15.05 T9 181.30-170.83 -7.79 -11.03 -7.79 -11.03 T10 170.83-146.75 -10.99 -10.95 -10.99 -10.95 T11 146.75-121.67 -9.43 -11.33 -9.43 -11.33 T12 121.67-96.58 -6.76 -12.10 -6.76 -12.10 T13 96.58-71.50 -7.64 -13.25 -7.64 -13.25 T14 71.50-51.42 -7.40 -12.77 -7.40 -12.77 T15 51.42-31.33 -8.48 -13.69 -8A8 -13.69 T16 31.33-0.00 -10.52 -16.05 -10.52 -16.05 tnxTower Report-version 8.0.5.0 March 26, 2019 , 287.667 Ft Self Support Tower Structural Analysis CCl BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 25 Shielding Factor-Ka Tower Feed Line Description Feed Line K. Ka 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 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(1-2.5xW/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 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 26 Tower Feed Line Description Feed Line Ka K. Section Record No. Segment No Ice Ice Bev. 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 SAWG 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 24.7.33- 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 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 SAWG 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) 222A7- 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 58 WG5 Rungs 222.17- 0.6000 0.6000 226.00 T5 59 WG5 Rails 222.17- 0.6000 0.6000 tnxTower Report-version 8.0.5.0 - March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 Page 27 Tower Feed Line Description Feed Line K. Ka Section Record No. Segment No Ice Ice Elev. 226.00 T6 3 Ladder Rails(L2.5x2x3/16) 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 0.6060 215.00 T6 28 WG Rails 209.58- 0.6000 0.6000 215.00 T6 37 E65(ELLIPTICAL) 209M- 0.6000 0.6000 222.17 T6 38 561(1-5/8) 209.58- 0.6000 0.6000 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 58 WG5 Rungs 209.58- 0.6000 0.6000 222.17 T6 59 WG5 Rails 209.58- 0.6000 0.6000 222.17 T7 3 Ladder Rails(L2.5x2x3/16) 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 31 942-98887-1FXXX(1-1/4) 197.00- 0.6000 0.6000 203.00 T7 32 TSZ 999 0072(1 3/16") 197.00- 0.6000 0.6000 203.00 T7 33 CAT5E(1/4) 197.00- 0.6000 0.6000 203.00 T7 34 LDF2-50(3/8) 197.00- 0.6000 0.6000 203.00 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC18U No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 28 Tower Feed Line Description Feed Line K. KB Section Record No. Segment No Ice Ice Elev. 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 New WG Rungs 197.00- 0.6000 0.6000 203.00 37 47 New WG Rails 197.00- 0.6000 0.6000 203.00 T7 53 WG3 Rungs 197.00- 0.6000 0.6000 200.00 T7 54 WG3 Rails 197.00- 0.6000 0.6000 200.00 T7 55 WG4 Rungs 197.00- 0.6000 0.6000 200.00 T7 56 WG4 Rails 197.00- 0.6000 0.6000 200.00 T7 58 WG5 Rungs 197.00- 0.6000 0.6000 209.58 T7 59 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 0.6060 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 31 942-98887-1FXXX(1-1/4) 181.30- 0.6000 0.6000 197.00 T8 32 TSZ 999 0072(1 3/16") 181.30- 0.6000 0.6000 197.00 T8 33 CAT5E(1/4) 181.30- 0.6000 0.6000 197.00 T8 34 LDF2-50(3/8) 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 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 29 Tower Feed Line Description Feed Line Ka Ke Section Record No. Segment No lce Ice Elev. 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 New WG Rungs 181.30- 0.6000 0.6060 197.00 T8 47 New WG Rails 181.30- 0.6000 0.6000 197.00 T8 49 EC7-50(1-5/8) 181.30- 0.6000 0.6000 195.00 T8 50 EC7-50(1-5/8) 181.30- 0.6000 0.6000 195.00 T8 52 HCS 2.0 Part 3 181.30- 0.6000 0.6000 195.00 T8 53 WG3 Rungs 181.30- 0.6000 0.6000 197.00 T8 54 WG3 Rails 181.30- 0.6000 0.6000 197.00 T8 55 WG4 Rungs 181.30- 0.6000 0.6000 197.00 T8 56 WG4 Rails 181.30- 0.6000 0.6000 197.00 T8 58 WG5 Rungs 181.30- 0.6000 0.6000 197.00 T8 59 WG5 Rails 181.30- 0.6000 0.6000 197.00 T8 62 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 RL 2(1-1/4) 177.00 T9 8 LDF7-50A(1-5/8) 170.83- 0.6000 0.6000 177.00. T9 11 7/16"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 j T9 28 WG Rails 170.83- 0.6000 0.6000 181.30 T9 31 942-98887-lFXXX(1-1/4) 170.83- 0.6000 0.6000 181.30 T9 32 TSZ 999 0072(1 3/16") 170.83- 0.6000 0.6000 181.30 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277,Revision 1 Page 30 Tower Feed Line Description Feed Line Ke Ke Section Record No. Segment No lce lce Elev. T9 33 CAT5E(1/4) 170.83- 0.6000 0.6000 181.30 T9 34 LDF2-50(3/8) 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(ELLIPTICAL) .170.83- 0.6000 0.6000 181.30 T9 38 561(1-5/8) 170.83-. 0.6000 0.6000 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 181.30 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 New WG Rungs 170.83- 0.6000 0.6000 181.30 T9 47 New WG Rails 170.83- 0.6000 0.6000 181.30 T9 49 EC7-50(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 50 EC7-50(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 52 HCS 2.0 Part 3 170.83- 0.6000 0.6000 181.30 T9 53 WG3 Rungs 170.83- 0.6000 0.6000 181.30 T9 54 WG3 Rails 170.83- 0.6000 0.6000 181.30 T9 55 WG4 Rungs 170.837 0.6000 0.6000 181.30 T9 56 WG4 Rails 170.83- 0.6000 0.6000 181.30 T9 58 WG5 Rungs 170.83- 0.6000 0.6000 181.30 T9 59 WG5 Rails 170.83- 0.6000 0.6000 181.30 T9 62 L3x3x3/16" 170.83- 0.6000 0.6000 181.30 T10 1 Ladder Rails(L2.5x2x3/16) 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 0.600.0 170.83 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 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number.9800.816298, Phase 4, Order 485277, Revision 1 Page 31. Tower Feed Line Description Feed Line Ke K. Section Record No. Segment No Ice ice Elev. 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 31 942-98887-1F)M(1-1/4) 146.75- 0.6000 0.6000 170.83 T10 32 TSZ 999 0072(1 3/16") 146.75- 0.6000 0.6000 170.83 T10 33 CAT5E(1/4) 146.75- 0.6000 0.6000 170.83 T10 34 LDF2-50(3/8) 146.75 0.6000 0.6000 170.83 T10 35 WG1 Rungs 146.75- 0.6000 0.6060 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 170.83 T10 44 L&W/16" 146.75- 0.6000 0.6000 150.00 T10 45 L3x3x3/16" 146.75- 0.6000 0.6000 170.83 T10 46 New WG Rungs 146.75- 0.6000 0.600.0 170.83 T10 47 New WG Rails 146.75- 0.6000 0.6000 170.83 T10 49 EC7-50(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 50 EC7-50(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 52 HCS 2.0 Part 3 146.75- 0.6000 0.6000 170.83 T10 53 WG3 Rungs 146.75- 0.6000 0.6000 170.83 T10 54 WG3 Rails 146.75- 0.6000 0.6000 170.83 T10 55 WG4 Rungs 146.75- 0.6000 0.6000 170.83 T10 56 WG4 Rails 146.75- 0.6000 0.6000 170.83 T10 58 WG5 Rungs 146.75- 0.6000 0.6000 170.83 T10 59 WG5 Rails 146.75- 0.6000 0.6000 170.83 T10 61 L3x3x3/16" 146.75- 0.6000 0.6000 150.00 T10 62 L&W/16" 146.75- 0.6000 0.6000 170.83 T11 1 Ladder Rails(L2.5x2x3/16) 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 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 32 Tower Feed Line Description Feed Line Ka Ke Section Record No. Segment No Ice Ice Elev. 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 UG86ST-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 31 942-98887-1FXXX(1-114) 121.67- 0.6000 0.6000 146.75 T11 32 TSZ 999 0072(1 3/16") 121.67- 0.6000 0.6000 146.75 T11 33 CAT5E(1/4) 121.67- 0.6000 0.6000 146.75 T11 34 LDF2-50(3/8) 121.67- 0.6000 0.6000 146.75. T11 35 WG1 Rungs 121.67- 0.6000 0.6000 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 R_ LSS 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 1 T11 45 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 46 New WG Rungs 121.67- 0.6000 0.6000 146.75 T11 47 New WG Rails 121.67- 0.6000 0.6000 146.75 T11 49 EC7-50(1-5/8) 121.67= 0.6000 0.6000 146.75 T11 50 EC7-50(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 52 HCS 2.0 Part 3 121.67- 0.6000 0.6000 146.75 T11 53 WG3 Rungs 121.67- 0.6000 0.6000 146.75 T11 54 WG3 Rails 121.67- 0.6000 0.6000 146.75 - T11 55 WG4 Rungs 121.67- 0.6000 0.6000 146.75 T11 56 WG4 Rails 121.67- 0.6000 0.6000 146.75 T11 58 WG5 Rungs 121.67- 0.6000 0.6000 146.75 T11 59 WG5 Rails 121.67- 0.6000 0.6000 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 33 Tower Feed Line Description Feed Line Ka K. Section Record No. Segment No Ice Ice Elev. 146.75 T11 60 L3xW/16" 121.67- 0.6000 0.6000 122.00 T11 61 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 62 L3x30/16" 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 0.600.0 121.67 T12 12 1"Rigid Conduit 96.58- 0.6000 0.6000 121.67 T12 13 7/8"Line 96.58- 0.6000 0.6000 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 31 942-98887-1 FXXX(1-1/4) 96.58= 0.6000 0.6000 121.67 T12 32 TSZ 999 0072(1 3/16") 96.58- 0.6000 0.6000 121.67 T12 33 CAT5E(1/4) 96.58- 0.6000 0.6000 121.67 T12 34 LDF2-50(3/8) 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 L3x30/16" 96.58- 0.6000 0.6000 121.67 T12 44 L&W/16" 96.58- 0.6000 0.6000 121.67 T12 45 L3xW/16" 96.58- 0.6000 0.6000 121.67 T12 46 New WG Rungs 96.58- 0.6000 0.6000 121.67 tnxTower Report-version 8.0.5.0 I� I March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 34 Tower Feed Line Description Feed Line KB KB Section Record No. Segment No Ice Ice Elev. T12 47 New WG Rails 96.58- 0.6000 0.6000 121.67 T12 49 EC7-50(1-5/8) 96.58- 0.6000 0.6000 121.67 T12 50 EC7-50(1-5/8) 96.58- 0.6000 0.6000 121.67 T12 52 HCS 2.0 Part 3 96.58- 0.6000 0.6000 121.67 T12 53 WG3 Rungs 96.58- 0.6000 0.6000 121.67 T12 54 WG3 Rails 96.58- 0.6000 0.6000 121.67 T12 55 WG4 Rungs 96.58- 0.6000 0.6000 121.67 T12 56 WG4 Rails 96.58- 0.6000 0.6000 121.67 T12 58 WG5 Rungs 96.58- 0.6000 0.6000 121.67 T12 59 WG5 Rails 96.58- 0.6000 0.6000 121.67 T12 60 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 61 L3xW/16" 96.58- 0.6000 0.6000 121.67 T12 62 L3xW/16" 96.58- 0.6000 0.6000 121.67 T13 1 Ladder Rails(1-2.&W/16) 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 RL 2(1-1/4) 96.58 T13 8 LDF7-50A(1-5/8) 71.50- 0.6000 0.6000 I 96.58 T13 10 5/8"Cable(Lights) 71.50- 0.6000 0.6000 96.58 T13 11 7/1.6"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 0.6060 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 31 942-98887-1FXXX(1-1/4) 71.50- 0.6000 0.6000 96.58 T13 32 TSZ 999 0072(1 3/16") 71.50 0.6000 0.6000 96.58 T13 33 CAT5E(1/4) 71.50- 0.6000 0.6000 96.58 T13 34 LDF2-50(3/8) 71.50- 0.6000 0.6000 96.58 T13 35 WG1 Rungs 71.50- 0.6000 0.6000 96.58 T13 36 WGi Rails 71.50- 0.6000 0.6000 96.58 T13 37 . E65(ELLIPTICAL) 71.50- 0.6000 0.6000 tnxTower Report-version 8.0.5.0 r i March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 . Project Number 9800.816298, Phase 4, Order 485277,Revision 1 Page 35 Tower Feed Line Description Feed Line K. Ke Section Record No. Segment No/ce /ce Elev. 96.58 T13 38 561(1-M) 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 0.6000 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 New WG Rungs 71.50- 0.6000 0.6000 96.58 T13 47 New WG Rails 71.50- 0.6000 0.6000 96.58 T13 49 EC7-50(1-5/8) 71.50--, 0.6000 0.6000 96.58 T13 50 EC7-50(1-5/8) 71.50- 0.6000 0.6000 96.58 T13 52 HCS 2.0 Part 3 71.50- 0.6000 0.6000 96.58 T13 53 WG3 Rungs 71.50- 0.6000 0.6000 96.58 - T13 54 WG3 Rails 71.50- 0.6000 0.6000 96.58 T13 55 WG4 Rungs 71.50- 0.6000 0.6000 96.58 T13 56 WG4 Rails 71.50- 0.6000 0.6000 96.58 T13 58 WG5 Rungs 71.50- 0.6000 0.6000 96.58 T13 59 WG5 Rails 71.50- 0.6000 0.6000 96.58 T13 60 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 61 L3x3x3/l6" 71.50- 0.6000 0.6000 96.58 T13 62 L&W/16" 71.50- 0.6000 0.6000 96.58 T14 1 Ladder Rails(1-2.&W/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 10 518"Cable(Lights) 51.42- 0.6000 0.6000 71.50 T14 11 7/16"Cable(Lights) 51.42- 0.6000 0.6000 71.50 T1.4 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 tnxTower Report-version 8.0.5.0 March 26, 2019 . . 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 36 Tower Feed Line Description Feed Line Ka Ke Section Record No. Segment No Ice Ice Elevv, 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 31 942-98887-1 FXXX(1-1/4) 51.42- 0.6000 0.6000 71.50 T14 32 TSZ 999 0072(1 3/16") 51.42- 0.6000 0.6000 71.50 T14 33 CAT5E(1/4) 51.42- 0.6000 0.6000 1 71.50 T14 34 LDF2-50(3/8) 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 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 L3x3x3/16" 51.42- 0.6000 0.6060 71.50 T14 46 New WG Rungs 51.42- 0.6000 0.6000 71.50 T14 47 New WG Rails 51.42- 0.6000 0.6000 71.50 T14 49 EC7-50(1-5/8) 51.42- 0.6000 0.6000 71.50 T14 . 50 EC7-50(1-5/8) 51.42- 0.6000 0.6000 71.50 T14 52 HCS 2.0 Part 3 51.42- 0.6000 0.6000 71.50 T14 53 WG3 Rungs 51.42- 0.6000 0.6000 71.50 T14 54 WG3 Rails 51.42- 0.6000 0.6000 71.50 T14 55 WG4 Rungs 51.42- 0.6000 0.6000 71.50 T14 56 WG4 Rails 51.42- 0.6000 0.6000 71.50 T14 58 WG5 Rungs 51.42- 0.6000 0.6000 71.50 T14 59 WG5 Rails 51:42- 0.6000 0.6000 71.50 T14 60 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 61 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 62 L3x3x3/l6" 51.42- 0.6000 0.6000 71.50 T15 1 Ladder Rails(1-2.&W/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 tnxTower Report-version 8.0.5.0 i i March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277,Revision 1 Page 37 Tower Feed Line Description Feed Line K. Ka Section Record No. Segment No Ice Ice Elev. 51.42 T15 7 MLE Hybrid 313ower/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- 0.6000 0.6000 33.00 T15 17 Cage Grate 31.33- 0.6000 0.6000 33.00 T15 18 Cage Rail 31.33- 0.6000 0.6000 33.00 T15 19 Cage Grate 31.33- 0.6000 0.6000 33.00 T15 20 Cage Rail 31.33- 0.6000 0.6000 33.00 T15 21 Cage Grate 31.33- 0.6000 0.6000 33.00 T15 22 Cage Rail 31.33- 0.6000 0.6000 33.00 T15 23 Cage Grate 31.33- 0.6000 0.6000 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 31 942-98887-1FXXX(1-1/4) 31.33- 0.6000 0.6000 51.42 - T15 32 TSZ 999 0072(1 3/16") 31.33- 0.6000 0.6000 51.42 T15 33 CAT5E(1/4) 31.33- 0.6000 0.6000 51.42 T15 34 LDF2-50(3/8) 31.33- 0.6000 0.6000 51.42 T15 35 WG1 Rungs 31.33- 0.6000 0.6000 51.42 T15 36 WGi 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 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T15 44 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 tnxTower Report-version 8.0.5.0 I i March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page.38 Tower Feed Line Description Feed Line K. K. Section Record No. Segment No Ice lce Elev. T15 45 L3x&3/16". 32.00- 0.6000 0.6000 51.42 T15 46 New WG Rungs 31.33- 0.6000 0.6000 51.42 T15 47 New WG Rails 31.33- 0.6000 0.6060 51.42 T15 49 EC7-50(1-5/8) 31.33- 0.6000 0.6000 51.42 T15 50 EC7-50(1-5/8) 31.33- 0.6000 0.6000 51.42 T15 52 HCS 2.0 Part 3 31.33- 0.6000 0.6000 51.42 T15 53 WG3 Rungs 31.33- 0.6000 0.6000 51.42 T15 54 WG3 Rails 31.33- 0.6000 0.6000 51.42 T15 55 WG4 Rungs 31.33- 0.6000 0.6000 51.42 T15 56 WG4 Rails 31.33- 0.6000 0.6000 51.42 - T15 58 WG5 Rungs 31.33- 0.6000 0.6000 51.42 T15 59 WG5 Rails 31.33- 0.6000 0.6000 51.42 T15 60 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T15 61 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T15 62 L3xU3/16" 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 0.600.0 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- 0.6000 0.6000 31.33 T16 17 Cage Grate 11.00- 0.6000 0.6000 31.33 T16 18 Cage Rail 11.00- 0.6000 0.6000 31.33 T16 19 Cage Grate 11.00- 0.6000 0.6000 31.33 T16 20 Cage Rail 11.00- 0.6000 0.6000 31.33 T16 21 Cage Grate 11.00- 0.6000 0.6000 31.33 T16 22 Cage Rail 11.00- 0.6000 0.6000 31.33 T16 23 Cage Grate 11.00- 0.6000 0.6000 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 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 39 Tower Feed Line Description Feed Line K. Ke Section Record No. Segment No Ice Ice Elev. 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 31 942-98887-1FXXX(1-1/4) 0.00-31.33 0.6000 0.6000 T16 32 TSZ 999 0072(1 3/16") 0.00-31.33 0.6000 0.6000 T16 33 CAT5E(1/4) 0.00-31.33 0.6000 0.6000 T16 34 LDF2-50(3/8) 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 New WG Rungs 0.00-31.33 0.6000 0.6000 T16 47 New WG Rails 0.00-31.33 0.6000 0.6000 T16 49 EC7-50(1-518) 7.00-31.33 0.6000 0.6000 T16 50 EC7-50(1-5/8) 7.00-31.33 0.6000 0.6000 T16 52 HCS 2.0 Part 3 7.00-31.33 0.6000 .0.6000 T16 53 WG3 Rungs 12.00- 0.6000 0.6000 31.33 T16 54 WG3 Rails 12.00- 0.6000 0.6000 31.33 T16 55 WG4 Rungs 15.00- 0.6000 0.6000 31.33 T16 56 WG4 Rails 15.00- 0.6000 0.6000 31.33 T16 58 WG5 Rungs 11.00- 0.6000 0.6.000 31.33 T16 59 WG5 Rails 11.00- 0.6000 0.6000 31.33 I ..Discrete Tower Loads i 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 1/2"x4'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 tnxTower Report--version 8.0.5.0 i March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4,.Order 485277, Revision 1 Page 40 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 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 . DS8A10F361-1-1) 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 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 - (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-1D65B w/Mount A From Leg 4.00 0.00 215.00 No Ice 8.29 7.00 0.076 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-1 D85B 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 B5/B12 C From Leg 4.00 0.00 215.00 No Ice 1.97 1.41 0.071 0.00 0.00 (2)RRUS 4449 B5/B12 A From Leg 4.00 0.00 215.00 No Ice 1.97 1.41 0.071 0.00 0.00 RRUS 8843 B2/B66A 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 tnxTower Report-version 8.0.5:0 287.667 Ft Self Support Tower Structural Analysis March 26, 2019 CCI BU No 816298 . Project Number'9800.816298,Phase 4, Order 485277, Revision 1 Page 41. 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 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** 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 0.00 203.06 No Ice 6.20' 3.54 0.127 Pipe 0.00 1.00 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 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 APXVERR18-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 RRUS 31 B25 A From Leg 4.00 0.00 203.00 No Ice 1.62 t 1.28 0.056 0.00 0.00 RRUS 31 925 B From Leg 4.00 0.00 203.00 No Ice 1.621 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 FIBEAIR IP-20C A From Leg 4.00 0.00 203.00 No Ice 0.68 0.29 0.014 0.00 1.00 (2)TN11/2X 248TI256X B From Leg 4.00 0.00 203.00 No Ice 1.07 0.40 0.011 HP 0.00 0.00 7'x2"Antenna Mount Pipe A From Leg 4.00 0.00 203.00 No Ice 1.66 1.66 0.026 0.00 tnxTower Report-version 8.0.5.0 i . 287.667 Ft Self Support Tower Structural Analysis March 26, 2019 CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 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 ° IT 1.00 7'x2"Antenna Mount Pipe B From Leg 4.00 0.00 203.00 No.Ice 1.661 1.66 0.026 0.00 1.00 Tx2"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 3.001 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 **195** TMBXX-6517-A2M w/ A 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/ B From Leg 4.00 0.00 195.00 No Ice 8.77 6.96 0.071 Mount Pipe 0.00 2.00 AEHC w/Mount Pipe A From Leg 4.00 0.00. 195.00 No Ice 6.96 3.45 0.114 0.00 2.00 AEHC w/Mount Pipe B From Leg 4.00 0.00 195.00 No Ice 6.96 3.45 0.114 0.00 2.00 AEHC w/Mount Pipe . C From Leg 4.00 0.00 195.00 No Ice 6.96 3.45 0.114 0.00 2.00 FFHH-65C-R3 w/Mount A From Leg 4.00 0.00 195.00 No Ice 21.381 11.50 0.159 Pipe 0.00 2.00 FFHH-65C-R3 w/Mount B From Leg 4.00 0.00 195.00 No Ice 21.38' 11.50 0.159 Pipe 0.00 2.00 FFHH-65C-R3 w/Mount C From Leg 4.00 0.00 195.00 No Ice 21.38 11.50 0.159 Pipe 0.00 2.00 2HH-38A-R4 w/Mount D From Leg 4.00 0.00 195.00 No Ice 11.39 5.89 0.095 Pipe 0.00 2.00 (3)AHFIB A From Leg 4.00 0.00 195.00 No Ice 3.68 2.31 0.088 0.00 2.00 (3)AHFIB B From Leg 4.00 0.00 195.00 No Ice 3.68 2.31 0.088 0.00 2.00 AHFIB C From Leg 4.00 0.00 195.00 No Ice 3.68 2.31 0.088 0.00 2.00 (2)AHLOA C From Leg 4.00 0.00 195.00 No Ice 2.23 1.39 0.084 0.00 2.00 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 43 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front -Side Leg Lateral t Vert it ft ftz ft2 K ft ° ft AHLOA D From Leg 4.00 0.00 195.00 No Ice 2.23 1.39 0.084 0.00 2.00 (2)HCS 2.0 Part 1 D -From Leg 4.00 0.00 195.00 No Ice 1.87 0.93 0.024 0.00 2.00 SM 502-1 A From Leg 2.00 0.00 195.00 No Ice 15.35 14.00 0.558 0.00 0.00 SM 502-1 B From Leg 2.00 0.00 195.00 No Ice 15.35 14.00 0.558 0.00 0.00 SM 502-1 C From Leg 2.00 0.00 195.00 No Ice 15.35 14.00 0.558 0.00 0.00 SM 502-1 D From Leg 2.00 0.00 195.00 No Ice 15.35, 14.00 0.558 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 13.681 10.65 0.083 Mount Pipe 0.00 0.00 (2)VC-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 13.681 10.65 0.083 Mount Pipe 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 I 2.19 0.032 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 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 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 Page 44 I Description Face Offset Offsets: Azimuth Placement CAAAI 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 100.06 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 12.001 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 1 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 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 45 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 (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 I 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 it ° ft ft ft2 K -277** 1 PAD8-65AC 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 SC2-190BB 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 1 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 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 46 Maximum Member Forces i Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n fr Type Load Moment Moment No. Comb. K kip-ft kip-ft Ti 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 j 0 Diagonal Max Tension 15 0.827 0 0 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 j 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 -0.071 0 j 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 1 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 tnxTower Report-version 8.0.5:0 1 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 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 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 Redund 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 Redund Diag 1 Max Tension 8 0.281 0 0 Bracing Max.Compression 16 -6.250 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 -39.611 0 0 Max.Mx 4 -4.403 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 1 0 Max.Mx 4 -7.481 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 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 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 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 j 0 Bracing Max.Compression 4 -0.625 0 0 Max.Mx 2 0.480 0 0 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 38.928 0 0 209.583 Max.Compression 8 -51.729 0 0 Max.Mx 8 -9.946 3 -3 Max.My 16 -7.313 -3 3 Max.Vy 8 1.370 0 1 Max.Vx 16 1.394 0 0 Diagonal Max Tension 7 13.936 0 0 Max.Compression 6 -14.496 0 0 Max.Mx 4 -10.622 0 0 Max.My 6 -0.441 0 0 Max.Vy 4 -0.041 0 0 Max.Vx 6 -0.007 0 0 Horizontal Max Tension 6 8.203 0 0 Max.Compression 7 -8.052 0 1 0 Max.Mx 6 -0.237 0 1 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 -0.758 0 0 Max.My 2 -0.758 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 -1.408 0 0 Max.Mx 2 0.983 0 1 0 Max.My 2 0.443 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 53.560 1 0 197 Max.Compression 8 -70.444 0 -1 Max.Mx 8 -13.048 5 -4 Max.My 16 -10.042 -4 1 5 Max.Vy 8 -1.351 5 -4 Max.Vx 12 -1.337 -4 j 5 Diagonal Max Tension 7 16.561 0 0 Max.Compression 6 -17.162 0 0 Max.Mx 4 -12.419 0 0 Max.My 6 0.233 0 0 tnxTower Report-version 8.0.5.0 March 26, 2019 , 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number'9800.816298,Phase 4, Order 485277, Revision 1 Page 49 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Momeni, Moment No. Comb. K kip-ft f kip-ft Max.Vy 4 -0.044 0 0 Max.Vx 6 -0.007 0 0 Top Girt Max Tension 7 10.679- 0 0 Max.Compression 6 -10.737 0 0 Max.Mx 6 -0.703 0 0 Max.My 6 0.273 0 0 Max.Vy 6 0.050 0 0 Max.Vx 6 -0.004 0 0 Redund Horz 1 Max Tension .6 1.290 0 0 Bracing Max.Compression 6 -1.281 0 0 Max.Mx 2 -0.951 0 0 Max.My 2 -0.951 0 0 Max.Vy 2 0.009- 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 6 1.016 0 0 Bracing. Max.Compression 6 -1.023 0 0 Max.Mx 2 0.972 0 0 Max.My 2 0.972 0 0 Max.Vy 2 0.009 0 0 Max.Vx 2 0.001 0 0 Inner Bracing Max Tension 6 0.229 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 70.624 1 1 Max.Compression . 16 -93.730 -1 0 Max.Mx 8 -14.462 5 -4 Max.My 16 -10.927 -4 5 Max.Vy 6 3.181 4 -2 Max.Vx 14 3.175 -2 4 Diagonal Max Tension 7 24.910 0 0 Max.Compression 6 -25.851 0 0 Max.Mx 8 -19.420 0 0 Max.My 6 -1.393 0 0 Max.Vy 8 -0.061 0 0 Max.Vx 6 -0.011 0 0 Horizontal Max Tension 7 14.858 0 ! 0 Max.Compression 6 -15.099 0 0 Max.Mx 6 0.868 0 0 Max.My 6 -0.645 0 0 Max.Vy 6 -0.148 0 0 Max.Vx 6 -0.012 0 0 Redund Horz 1 Max Tension 16 1.409 0 0 Bracing Max.Compression 16 -1.409 0 0 Max.Mx 2 -0.887 0 0 Max.My 2 -0.887 0 0 Max.Vy 2 -0.018 0 0 Max.Vx 2 0.001 0 0 Redund Diag 1 Max Tension 16 1.226 0 0 Bracing Max.Compression 16 -1.226 0 0 Max.Mx 2 1.120 0 0 Max.My 2 -0.048 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 96.908 1 0 170.833 Max.Compression 16 -126.871 0 0 Max.Mx 4 -16.045 5 _ -5 Max.My 12 -21.111 -5 5 Max.Vy 4 2.043 5 -4 Max.Vx 12 2.045 -4 4 tnxTower Report-version 8.0.5.0 March 26, 2019 . 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 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 Diagonal Max Tension 7 23.129 0 0 Max.Compression 6 -24.052 0 0 Max.Mx 12 -19.228 0 0 Max.My -6 -1.548 0 0 Max.Vy 12 -0.057 0 0 Max.Vx 6 -0.007 0 0 Horizontal Max Tension 6 17.906 0 0 Max.Compression 7 -17.714 0 0 Max.Mx 6 1.471 -1 0 Max.My 10 0.240 0 0 Max.Vy 6 0.191 -1 j 0 Max.Vx 10 -0.015 0 0 Redund Horz 1 Max Tension 2 2.058 - 0 0 Bracing Max.Compression . 10 -2.072 0 0 Max.Mx 2 -1.279 0 0 Max.My 2 -1.279 0 0 Max.Vy 2 0.010 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 10 1.359 0 0 Bracing Max:Compression 2 71.350 0 0 Max.Mx 2 1.296 0 0 Max.My 2 1.161 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 17 116.997 0 1 146.75 Max.Compression 16 -152.418 0 1 Max.Mx 4 -20.050 8 -7 Max.My 12 -25,821 -7 8 Max.Vy 4 -1.689 8 -7 Max.Vx 12 -1.697 -7 1 8 Diagonal Max Tension 7 41.102 0 0 Max.Compression 6 -41.803 0 0 Max.Mx 6 -41.627 0 0 Max.My 12 -33.344 0 0 Max.Vy 16 -0.072 0 0 Max.Vx 12 -0.042 0 0 Horizontal Max Tension 6 20.490 0 0 Max.Compression 7 -20.389 0 1 0 Max.Mx 6 -1.447. 0 0 Max.My 10 -0.371 0 0 Max.Vy 6 0.100 0 { 0 Max.Vx 10 0.009 0 0 Redund Horz 1 Max Tension 16 2.313 0 0 Bracing Max.Compression 16 -2.313 0 0 Max.Mx 2 -0.811 0 ! 0 Max.My 2 -0.811 0 0 Max.Vy 2 0.006. 0 0 Max.Vx 2 -0.000 0 0 Redund Horz 2 Max Tension 16 2.313 0 0 Bracing Max.Compression 16 -2.313 0 0 Max.Mx 2 -0.462 0 0 Max.My 2 -0.462 0 0 Max.Vy 2 0.016 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 16 2.499 0 0 Bracing Max.Compression 16 -2.499 0 0 Max.Mx 2 1.568 0 0 Max.My 2 1.541 0 0 Max.Vy 2 0.012 0 0 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 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.Vx 2 0.002 0 0 Redund Diag 2 Max Tension 8 1.673 0 0 Bracing Max.Compression 16 -1.576 0 0 Max.Mx 2 0.970 0 0 Max.My 2 0.985 0 0 Max.Vy 2 -0.026 0 0 Max.Vx 2 0.002. 0 0 Redund Hip 2 Max Tension 13 0.046 0 0 Bracing Max.Compression 4 -0.098 0 0 Max.Mx 2 .-0.013 0 0 Max.Vy 2 0.042 0 0 0 0 Redund Hip Max Tension 4. 0.155 Diagonal 2 Bracing Max.Compression 12 -0.167 0 0 Max.Mx 2 -0.007 0 0 Max.Vy 2 0.054 0 0 Inner Bracing Max Tension 11 0.030. 0 0 Max.Compression 6 -0.074 0 0 Max.Mx 2 -0.004 0 0 Max.Vy 2 -0.057 0 0 T11 146.75- Leg Max Tension 9 165.313 0 0 121.667 Max.Compression 16 -209.416 2 3 Max.Mx 4 -21.888 8 -7 Max.My 12 -29.147 -7 8 Max.Vy 4 -1.428 7 -6 Max.Vx 12 -1.447 -6 7 Diagonal Max Tension 7 43.991 0 0 Max.Compression 6 -45.693 0 0 Max.Mx 4 28.968 0 0 Max.My 14 -44.839 0 1 Max.Vy 16 -0.090 0 0 Max.Vx 14 -0.071 0 0 Horizontal Max Tension 7 22.911 0 0 Max.Compression 6 -23.289 -1 0 Max.Mx 6 1.243 -1 0 Max.My 10 0.379 . 0 0 Max.Vy 6 -0.221 -1 0 Max.Vx 10 0.016. 0 0 Redund Horz 1 Max Tension 16 3.179 0 0 Bracing Max.Compression 16 -3.179 0 0 Max.Mx 2 -0.722 0 0 Max.My 2 -0.722 0 0 Max.Vy 2 0.007 0 0 Max.Vx 2 -0.000 0 0 Redund Horz 2 Max Tension 16 3.179 0 0 Bracing Max.Compression 16 -3.179 0 0 Max.Mx 2 -0.629 0 0 Max.My 2 -0.629 0 0 Max.Vy 2 0.021 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 16 3.237 0 0 Bracing Max.Compression 16 -3.237 0 0 Max.Mx 2 1.579 0 0 Max.My 2 1.579 0 0 Max.Vy 2 -0.014 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 2 Max Tension 8 2.180 0 0 Bracing Max.Compression 16 -2.091 0 0 Max.Mx 2 1.226 0 _ 0 Max.My 2 1.223- - 0 0 Max.Vy 2 -0.030 0 0 Max.Vx 2 -0.003 0 0 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC18U No 816298 Project Number-9800.816298, Phase 4, Order 485277,Revision 1 Page 52 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Mome4 Moment No. Comb. K kip-ft kip-ft Redund Hip 2 Max Tension 15 0.103 0 0 Bracing Max.Compression 6 -0.147 0 0 Max.Mx 2 -0.058 0 0 Max.Vy 2 -0.050 0 0 Redund Hip Max Tension 4 0.166 0 0 Diagonal 2 Bracing Max.Compression 12 -0.179 0 0 Max.Mx 2 -0.016 0 0 Max.Vy 2 0.060 0 0 Inner Bracing Max Tension 15 0.017 0 0 Max.Compression 6 -0.095 0 0 Max.Mx 2 -0.007 -1 0 Max.Vy 2 0.114 0 0 T12 121.667- Leg Max Tension 9 216.864 -1 -2 96.5843 Max.Compression 16 -273.443 2 2 Max.Mx 4 -31.340 9 -7 Max.My 12 -39.763 -7 9 Max.Vy 4 -2.729 9 -7 Max.Vx 12 -2.748 -7 9 Diagonal Max Tension 7 45.612 0 0 Max.Compression 6 -47.307 0 0 Max.Mx 16 33.493 0 0 Max.My 14 -46.665 0 0 Max.Vy 16 -0.094 0 0 Max.Vx 14 -0.047 0 0 Horizontal Max Tension 7 25.515 0 0 Max.Compression 6 -25.775 0 0 Max.Mx 6 1.400 -1 0 Max.My 10 0.411 0 0 Max.Vy 6 -0.148 -1 0 Max.Vx 10 -0.012 0 0 Redund Horz 1 Max Tension 16 4.135 0 0 Bracing Max.Compression 16 -4.135 0 0 Max.Mx 2 -0.827 0 0 Max.My 2 -0.827 0 0 Max.Vy 2 0.008 0 0 Max.Vx 2 -0.000 0 0 Redund Horz 2 Max Tension 16 4.135 0 0 Bracing Max.Compression 16 -4.135 0 0 Max.Mx 2 -0.648 0 0 Max.My 2 -0.648 0 0 Max.Vy 2 0.024 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 16 3.880 0 0 Bracing Max.Compression 16 -3.880 0 0 Max.Mx 2 1.729 0 0 Max.My 2 1.678 0 0 Max.Vy 2 -0.016 0 0 Max.Vx 2 0.002 0 0 Redund Diag 2 Max Tension 8 2.623 0 0 Bracing Max.Compression 16 -2.598 0 0 Max.Mx 2 1.235 0 0 Max.My 2 1.273 0 0 Max.Vy 2 -0.033 0 0 Max.Vx 2 -0.003 0 0 Redund Hip 2 Max Tension 15 0.051 0 0 Bracing Max.Compression 6 -0.112 0 0 Max.Mx 2 -0.054 0 0 Max.Vy 2 -0.081 01 0 Redund Hip Max Tension 4 0.114 0 0 Diagonal 2 Bracing Max.Compression 12 -0.128 0 0 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 53 I 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 0.005 0 0 Max.Vy 2 -0.064 0 0 Inner Bracing Max Tension 17 0.001 0 0 Max.Compression 8 -0.074 0 0 Max.Mx 2 -0.014 2 0 Max.Vy 2 -0:221 0 0 T13 96.5843- Leg Max Tension 17 269.522 -1 -1 71.5 Max.Compression 16 -337.802 0 0 Max.Mx 4 -35.107 9 -7 Max.My 12 -44.579 -7 9 Max.Vy 4 1.520 9 -7 Max.Vx 12 1.532 -7 9 Diagonal Max Tension 7 49.745 0 0 Max.Compression 6 -51.534 0 0 Max.Mx 16 36.381 0 0 Max.My 14 -50.679 0 0 Max.Vy 16 -0.098 0 0 Max.Vx 14 -0.046 0 0 Horizontal Max Tension 7 29.503 -1 0 Max.Compression 6 -29.737 -1 0 Max.Mx 6 1.452 -1 0 Max.My 10 0.637 -1 0 Max.Vy 6 -0.212 -1 0 Max.rVX 10 -0.017 -1 - 0 Redund Horz 1 Max Tension 16 5.102 0 0 Bracing Max.Compression 16 -5.102 0 0 Max.Mx 2 -0.614 0 0 Max.My 2 -0.614 0 0 Max.Vy 2 0.010 0 0 Max.Vx 2 0.001 0 0 Redund Horz 2 Max Tension 16 5.102 0 0 Bracing Max.Compression 16 -5.102 0 0 Max.Mx 2 -0.628 0 0 Max.My 2 -0.628 0 ! 0 Max.Vy 2 0.035 0 0 Max.Vx 2 -0.002 0 j 0 Redund Diag 1 Max Tension 16 4.463 0 0, Bracing Max.Compression 16 -4.463 0 0 Max.Mx 2 1.599 0 0 Max.My 2 1.599 0 0 Max.Vy 2 -0.018 0 0. Max.Vx 2 -0.002 0 0 Redund Diag 2 Max Tension 8 3.115 0 0 Bracing Max.Compression 16 -3.092 0 0 Max.Mx 2 1.347 0 0 Max.My 2 1.347 0 0 Max.Vy 2 -0.037 0 0 Max.Vx 2 -0.003 0 0 Redund Hip 2 Max Tension 15 0.045 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 0.115 0 0 Diagonal 2 Bracing Max.Compression 12 -0.129 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 -0.073 0 0 Max.Mx 2 -0.007 1 0 Max.Vy 2 -0.117 0 0 T14 71.5- Leg Max Tension 17 326.701 -2 -2 51.417 tnxTower Report-version 8.0.5.0 March 26, 2019 " 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 54 Sectio Elevation Component Condition Gov. Axial MajorAxis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Compression 16 -405.771 1 2 Max.Mx 4 -43.415 7 -6 Max.My 12 -53.680 -6 7 Max.Vy 4 -1.936 7 =6 Max.Vx 12 -1.957 -6 7 Diagonal Max Tension 7 44.874 0 0 Max.Compression 6 746.256 0 0 Max.Mx 14 -45.958 0 0 Max.My 10 -0.001 0 0 Max.Vy 16 -0.084 0 0 Max.Vx 10 :-0.022 0 0 Horizontal Maio Tension 6 31.852 0 0 Max.Compression 6 31.71.7 0 0 Max.Mx 14 31.268 0 0 Max,My 10 0.500 0 0 Max.Vy 14 0.086 0 0 Max.Vx 10 -0.015 0 0 Redund Horz 1 Max Tension 16 6.124 0 0 Bracing Max.Compression 16 -6.124 0 - 0 Max.Mx 2 -1.159 0 0 Max.My 2 -1.159 0 0 Max.Vy 2 -0.011 0 0 Max.Vx 2 0.001 0 _ 0 Redund Horz 2 Max Tension 16 6.124 : 0 0 Bracing Max.Compression 16 -6.124 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 .4.407 0 0 Bracing Max.Compression 16 -4.407 0 0 Max.Mx 2 1.847 0 0 Max.My 2 1.847 0 0 Max.Vy 2 =0.020 0 0 Max.Vx - 2 -0.002 0 0 Redund Diag 2 Max Tension 16 3.905 0 0 Bracing Max.Compression 8 -4.006 0 0 Max.Mx 2 -0.241 0 0 Max.My 2 -0.223 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 0.063 0 0 Diagonal 2 Bracing Max.Compression 12 -0.076 0 0 Max.Mx 2 0.008 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 17 371.480 -1 -1 31.334 Max.Compression 16 -460.542 2 3 Max.Mx 4 -49.047 11 -9 Max.My 12 -59.871 -9 11 Max.Vy 4 -2.589 11 -9 Max.Vx 12 -2.616 =9 11 Diagonal Max Tension 7 46.071- 0 0 Max.Compression, 6 -47.737 0 0 Max.Mx 16 32.712 0 0 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 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.My 10 -0.292 0 0 Max.Vy 16 -0.110 0 0 Max.Vx 10 -0.021 0 0 Horizontal Max Tension 6 34.147 0 0 Max.Compression 6 -33.577 0 0 Max.Mx 14 33.270 0 0 Max.My 10 0.483 0 0 Max.Vy 14 0.088 0 0 Max:Vx 10 0.017 0 0 Redund Horz 1 Max Tension 16 6.948 0 0 Bracing Max.Compression 16 -6.948 0 0 Max.Mx 2 -1.765 0 0 Max.My 2 -1.765 0 0 Max.Vy 2 -0.023 0 0 Max.Vx 2 .0.001 0 0 Redund Horz 2 Max Tension 16 6.948 0 0 Bracing Max.Compression 16_ -6.948 0 0 Max.Mx 2 0.175 0 0 Max.My 2 0.175 0 0 Max.Vy 2 -0.050 0 0 Max.Vx 2 0.003 0 0 Redund Diag 1 Max Tension 16 4.829 0 0 Bracing Max.Compression 16 -4.829 0 0 Max.Mx 2 3.211 0 0 Max.My 2 -0.058 0 0 Max.Vy 2 -0.021 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 2 Max Tension 16 4.332 0 0 Bracing Max.Compression 8 -4.515 0 0 Max.Mx 2 -0.201 0 0 Max.My 2 -0.188 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 -0.041 1 0 Max.Vy 2 -0.124 0 0 Redund Hip Max Tension 6 0.055 0 0 Diagonal 2 Bracing Max.Compression 14 -0.069 0 0 Max.Mx 2 0.014 1 0 Max.Vy 2 -0.082 0 I 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, 17 354.536 -2 -1 Max.Compression 16 -442.519 0 _ 0 Max.Mx 4 -45.854 11 -9 Max.My 12 -56.018 -9 11 Max.Vy 4 1.904 11 -9 Max.Vx 12 1.920 -9 11 Diagonal Max Tension 5 83.274 -1 -2 Max.Compression 4 -96.312 0 0 Max.Mx 16 -84.099 1 -3 Max.My 16 -90.087 1 3 Max.Vy 16 -0.241 0 1 Max.Vx 16 0'366 0 1 Horizontal Max Tension 4 82.758 -3 0 Max.Compression 4 -77.427 1 0 Max.Mx 4 82.758 -3 0 Max.My 10 -23.374 1 0 Max.Vy 6 0.636 -2 0 Max.Vx 10 -0.045 1 0 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase,4, Order 485277, Revision 1 Page 56 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n It Type Load Moment Moment No. Comb. K kip-ft kip-ft Redund Horz 1 Max Tension 16 6.699 0 0 Bracing Max.Compression 16 -6.699 0 0 Max.Mx 2 -0.205 0 0 Max.My 2 -0.205 0 0 Max.Vy 2 -0.009 0 0 Max.Vx 2 0.001 0 0 Redund Horz 2 Max Tension 16 6.699 0 0 Bracing Max.Compression 16 -6.699 0 0 Max.Mx 2 0.662 0 0 Max.My 2 0.662 0 0 Max.Vy 2 -0.019 0 0 Max.Vx 2 0.001- 0 0 Redund Horz 3 Max Tension 16 6.699 .0 0 Bracing Max.Compression 16 -6.699 0 0 Max.Mx 6 4.557 0 1 0 Max.My 16 0.035 0 0 Max.Vy 6 -0.105 0 0 Max.Vx 4 0.011 0 0 Redund Diag 1 Max Tension 16 7.796 0 0 Bracing Max.Compression 16 -7.796 0 0 Max.Mx 2 2.765 0 0 Max.My 2 2.744 0 0 Max.Vy 2 -0.008 0 0 Max.Vx 2 0.001 0 0 Redund Diag 2 Max Tension 16 4.781 0 0 Bracing Max.Compression 16 -4.781 0 0 Max.Mx 2 0.437 0 0 Max.My 2 0.280 0 0 Max.Vy 2 -0.016 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 3 Max Tension 4 58.029 0 0 Bracing Max.Compression 12 -64.141 0 0 Max.Mx 2 35.117 0 0 Max.My 2 37.035 0 0 Max.Vy 2 -0.114 0 0 Max.Vx 2 0.009 0 0 Redund Hip 1 Max Tension 16 0.895 0 0 Bracing Max.Compression 17 -0.709 0 1 0 Max.Mx 2 -0.391 0 0 Max.Vy 2 -0.020 0 0 Redund Hip 2 Max Tension 17 0.265 0 0 Bracing Max.Compression 4 -0.428 0 0 Max.Mx 2 0.187 0 0 Max.Vy 2 -0.040 0 0 Redund Hip 3 Max Tension 15 0.046 0 0 Bracing Max.Compression 6 -0.197 0 0 Max.Mx 2 -0.084 0 0 Max.Vy 2 -0.087 0 0 Redund Hip Max Tension 6 0.306 0 0 Diagonal 2 Bracing Max.Compression 14 -0.349 0 0 Max.Mx 2 -0.030 0 0 Max.Vy 2 -0.046 0 0 Redund Sub Horz Max Tension 5 51.649 0 0 Bracing Max.Compression 12 -65.431 -1 0 Max.Mx 14 -48.762 -1 0 Max.My 6 -45.728 -1 0 Max.Vy 12 -0.212 -1 0 Max.Vx 14 -0.027 0 0 tnxTower Report-version 8.0.5.0 I March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 4, Order 485277,Revision 1 Page 57 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Redund Sub Max Tension 6 59.367 0 0 Diagonal Bracing Max.Compression 6 -60.896 0 0 Max.Mx 2 -2:885 0 0 Max.My 2 -2.885 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 i Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg D Max.Vert 12 588.031 72.345 -77.511 Max.Hx 12 588.031 72.345 -77.511 Max.H. 5 -474.078 -61.068 65.829 Min.Vert 5 -474.078 -61.068 65.829 1 Min.Hx 5 -474.078 -61.068 65.829 1 Min.H. 12 588.031 72.345 -77.511 Leg C Max.Vert 8 596.990 74.648 -77.133 Max.Hx 17 -480.446 62.871 65.131 Max.Hz 17 -480.446 62.871 65.131 Min.Vert 17 -480.446 62.871 65.131 Min.Hx 8 596.990 -74.648 -77.133 Min.H, 8 596.990 -74.648 -77.133 Leg B Max.Vert 4 592.935 -77.947 72.682 Max.Hx 13 -469.679 65.446 -60.741 Max.H. 4 592.935 -77.947 72.682 Min.Vert 13 -469.679 65.446 -60.741 Min.Hx 4 592.935 -77.947 72.682 Min.H. 13 -469.679 65.446 60.741 Leg A Max.Vert 16 599.807 77.158 74.618 Max.Hx 16 599.807 77.158 74.618 Max.Hz 16 599.807 77.158 74.618 Min.Vert 9 -479.143 -65.233 -62.919 Min.Hx 9 -479.143 -65.233 -62.919 Min.Hz 9 -479.143 -65.233 -62.919 i 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 225.913 0.000 0.000 -153 76 0 1.2 Dead+1.0 Wind 0 deg- 271.096 -0.592 -224.829 -30383 208 -160 No Ice 0.9 Dead+1.0 Wind 0 deg- 203.322 -0.592 -224.829 -30337 185 -160 No Ice 1.2 Dead+1.0 Wind 45 deg- 271.096 179.251 -176.606 -23743 -24090 -451 No Ice 0.9 Dead+1.0 Wind 45 deg- 203.322 179.251 -176.606 -23697 -24113 -451 No Ice 1.2 Dead+1.0 Wind 90 deg- 271.096 228.356 0.816 -5 -30820 -261 No Ice 0.9 Dead+1.0 Wind 90 deg- 203.322 228.356 0.816 40 -30843 -261 No Ice 1.2 Dead+1.0 Wind 135 deg 271.096 180.683 178.333 23786 -24417 -219 tnxTower Report-version 8.0.5.0 i March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 58 Load Vertical Shear, Shear, Overturning Ova it uming Torque Combination Moment,MX Moment,M. K K K kip-ft kip-ft kip-ft -No Ice 0.9 Dead+1.0 Wind 135 deg 203.322 180.683 178.333 23832 -24440 -219 -No Ice 1.2 Dead+1.0 Wind 180 deg 271.096 1.118 225.173 30111 -175 158 -No Ice 0.9 Dead+1.0 Wind 180 deg 203.322 1.118 225.173 30157 -198 158 -No Ice 1.2 Dead+1.0 Wind 225 deg 271.096 -178.504 176.412 23320 24067 448 -No Ice 0.9 Dead+1.0 Wind 225 deg 203.322 -178.504 176.412 23366 24044 448 -No Ice 1.2 Dead+1.0 Wind 270 deg 271.096 -227.800 -0.749 -345 30849 260 -No Ice 0.9 Dead+1.0 Wind 270 deg 203.322 -227.800 -0.749 -299 30826 260 -No Ice 1.2 Dead+1.0 Wind 315 deg 271.096 -180.146 -177.794 -24006 24453 215 -No Ice 0.9 Dead+1.0 Wind 315 deg 203.322 -180.146 -177.794 -23960 24430 215 -No Ice Dead+Wind 0 deg-Service 225.913 -0.118 -44.738 -6162 100 -32 Dead+Wind 45 deg-Service 225.913 35.668 -35.142 -4841 -4735 -90 Dead+Wind 90 deg-Service 225.913 45.439 0.162 -118 -6075 -52 Dead+Wind 135 deg- 225.913 35.953 35.486 4616 -4800 -44 Service Dead+Wind 180 deg- 225.913 0.223 44.806 5875 23 31 Service Dead+W1nd 225 deg- 225.913 -35.520 35.103 4524 4847 89 Service Dead+Wind 270 deg- 225.913 -45.329 -0.149 -185 6197 52 Service Dead+Wind 315 deg- 225.913 -35.846 -35.378 -4894 4924 43 Service Solution. Summary . ' i 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 -225.913 0.000 -0.000 225.913 -0.000 0.000% 2 -0.592 -271.096 -224.829 0.592 271.096 224.829 0.000% 3 -0.592 -203.322 -224.829 0:592 203.322 224.829 0.000% 4 179.251 -271.096 -176.606 -179.251 271.096 176.606 0.000% 5 179.251 -203.322 -176.606 -179.251 203.322 176.606 0.000% 6 228.356 -271.096 0.816 -228.356 271.096 -0.816 0.000% 7 228.356 -203.322 0.816 -228.356 203.322 -0.816 0.000% 8 180.683 -271.096 178.333 -180.683 271.096 -178 333 0.000% 9 180.683 -203.322 178.333 -180.683 203.322 -178333 0.000% 10 1.118 -271.096 225.173 -1.118 271.096 -2251173 0.000% 11 1.118 -203.322 225.173 -1.118 203.322 -225 il73 0.000% 12 -178.504 -271.096 176.412 179.504 271.096 -176,412 0.000% 13 -178.504 -203.322 176.412 178.504 203.322 -176.412 0.000% 14 -227.800 -271.096 -0.749 227.800 271.096 0. 49 0.000% 15 227.800 -203.322 -0.749 227.800 203.322 0.749 0.000% 16 180.146 -271.096 -177.794 180.146 271.096 177.794 0.000% 17 -180.146 -203.322 -177.794 180.146 203.322 177.794 0.000% 18 -0.118 -225.913 -44.738 0.118 225.913 44.738 0.000% 19 35.668 -225.913 -35.142 -35.668 225.913 35.142 0.000% 20 45.439 -225.913 0.162 -45.439 225.913 -0.162 0.000% 21 35.953 -225.913 35.486 -35.953 225.913 -35.486 0.000% 22 0.223 -225.913 44.806 -0.223 225.913 -44.606 0.000% 23 -35.520 -225.913 35.103 35.520 225.913 -35.103 0.000% 24 -45.329 -225.913 -0.149 45.329 225.913. 0.149 0.000% 25 -35.846 -225.913 -35.378 35.846 225.913 35.378 0.000% tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4,.Ord&485277, Revision 1 Page 59 Maximum Tower Deflections - Service W'nd i Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 287.667- 2.48 25 0.05 0.01 280.084 T2 280.084-272.5 2.40 25 0.05 0.01 T3 272.5-247.333 2.31 25 0.05 0.01 T4 247.333- 2.01 25 0.05 0.01 232.583 T5 232.583- 1.84 25 0.05 0.01 222.166 T6 222.166- 1.73 25 0.05 0.01 209.583 T7 209.583-197 1.58 25 0.05 0.01 T8 197-181.3 1.44 25 0.05 0.01 T9 181.3-170.833 1.27 25 0.05 0.01 T10 170.833-146.75 1.15 25 0.04 0.01 T11 146.75-121.667 0.90 25 0.04 0.01 T12 121.667- 0.67 25 0.03 0.01 96.5843 T13 96.5843-71.5 0.47 25 0.03 0.01 T14 71.5-51.417 0.31 21 0.02 0.00 T15 51.417-31.334 0.19 21 0.02 0.00 T16 31.334-0 0.10 21 0.01 0.00 Critical Defiections: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 2.48 0.05 0.01' 361354 285.00 12"x 24"Beacon 25 2.45 0.05 0.01. 361354 283.00 DS8A10F36U-D 25 2.43 0.05 0.01" 361354 277.00 PAD8-65AC 25 2.36 0.05 0.01: 322868 247.00 Platfrom Rail 25 2.01 0.05 .0.01 Inf 235.00 PM 601-1 25 1.87 0.05 0.01 468095 215.00 (2)NNHH-65B-R4 w/Mount Pipe 25 1.64 0.05 0.01 Inf 205.00 ANT2 0.6 11 HPX(TR) 25 1.53 0.05 0.01 621072 204.00 SC2-190BB 25 1.52 0.05 0.01 578973 203.00 AIR 6488 B41 w/Mount Pipe 25 1.51 0.05 0.01 542243 197.00 Zephyrhills Platform 25 1.44 0.05 0.01 425984 195.00 TMBXX-6517-A2M w/Mount 25 1.42 0.05 0.01 446187 Pipe i 186.00 4"Dia.x 5"Sidelight 25 1.32 0.05 0.011 Inf 177.00 (2)LPD-7905/8 25 1.22 0.05 0.011 Inf 159.00 (2)2L2.5x2.5x3/16"mid panel 25 1.02 0.04 0.01 270776 redundant i 152.81 (2)2L2.5x2.5x3/16"mid panel 25 0.96 0.04 0.01 183767 redundant_ 146.63 (2)2L2.5x2.5x3/16"mid panel 25 0.90 0.04 0.01 147783 redundant 140.44 (2)21-2.5x2.5x3/16"mid panel 25 0.84 0.04 0.01 167794 redundant 134.25 (2)2L2.5x2.5x3/16"mid panel 25 0.78 0.04 0.01 208843 redundant 99.00 4"Dia.x 5"Sidelight 25 0.49 0.03 0.01 165458 97.00 Zephyrhills Platform 25 0.48 0.03 0.01 163712 7.67 WG11 21 0.02 0.00 0.00 666924 Maximum Tower Deflections - Design Wind- tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 60 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 287.667- 12.21 16 0.26 0.07 280.084 T2 280.084-272.5 11.79 16 0.26 0.07 T3 272.5-247.333 11.36 16 0.26 0.07 T4 247.333- 9.92 16 0.26 0.06 232.583 T5 232.583- 9.09 16 0.25 0.06 222.166 T6 222.166- 8.52 16 0.25 0.06 209.583 T7 209.583-197 7.81 16 0.24 0.05 T8 197-181.3 7.11 16 0.23 0.05 T9 181.3-170.833 6.26 16 0.22 0.05 T10 170.833-146.75 5.70 16 0.22 0.05 T11 146.75-121.667 4.45 16 0.20 0.04 T12 121.667- 3.34 9 0.17 0.03 96.5843 T13 96.5843-71.5 2.37 9 0.13 0.03 T14 71.5-51.417 1.57 8 0.10 0.02 T15 51.417-31.334 0.95 8 0.07 0.01 T16 31.334-0 0.49 8 0.04 0.01 ..'CriticaU Deflections and Radius of Curvature - Design Wind i Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 287.70 1/2"x 4'LRod 16 12.21 0.26 0.07I 75464 285.00 12"x 24"Beacon 16 12.06 0.26 0.07I 75464 283.00 DS8A10F36U-D 16 11.95 0.26 0.07 75464 277.00 PAD8-65AC 16 11.61 0.26 0.07 69475 247.00 Platfrom Rail 16 9.91 0.26 0.06, 225417 235.00 PM 601-1 16 9.23 0.25 0.06 94313 215.00 (2)NNHH-65B-R4 w/Mount Pipe 16 8.12 0.24 - 0.06 268730 205.00 ANT2 0.6 11 HPX(TR) 16 7.56 0.24 0.05' 144437 204.00 SC2-190BB 16 7.50 0.24 0.051 131852 203.00 AIR 6488 B41 w/Mount Pipe 16 7.45 `0.24 0.051 121288 197.00 Zephyrhills Platform 16 7.11 0.23 0.051 89441 195.00 TMBXX-6517-A2M w/Mount 16 7.00 0.23 0.051 94094 Pipe 186.00 4"Dia.x 5"Sidelight 16 6.52 0.23 0.05� 237088 177.00 (2)LPD-7905/8 16 6.03 0.22 0.05, 807537 159.00 (2)2L2.5x2.5x3/16"mid panel 16 5.07 0.21 0.04' 56920 redundant 1 152.81 (2)2L2.5x2.5x3/16"mid panel 16 4.75 0.21 0.041 37745 redundant 1 146.63 .(2)2L2.5x2.5x3/16"mid panel 16 4.45 0.20 0.04! 29992 redundant 140.44 (2)2L2.5x2.5x3/16"mid panel 16 4.16 0.19 0.04 34117 redundant 134.25 (2)2L2.5x2.5x3/16"mid panel 9 3.88 0.19 0.03 42706 redundant '99.00 4"Dia.x 5"Sidelight 9 2.46 0.14 0.03 33838 97.00 Zephyrhills Platform 9 2.39 0.13 0.03 33489 7.67 WG11 8 0.11 0.01 0.00 142220 Bolt Design Data tnxTower Report-.version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 465277, Revision 1 Page 61 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 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 11.741 70.686 0.166 1.05 Bolt DS Diagonal A325N 0.75 3 5.520 19.938 0.277 1.05 Member Block Shear Top Girt A325N 0.75 3 3.560 15.633 0.228 1.05 Member Block Shear T8 197 Diagonal A325N 0.75 4 6.228 21.478 0.290 1.05 Member Block Shear Horizontal A325N 0.75 3 4.953 22.656 0.219 1.05 Gusset Bearing T9 181.3 Leg A325N 0.88 16 15.859 54.119 0.293 1.05 Bolt DS Diagonal A325N 0.75 4 5.782 20.119 0.287 1.05 Member Block Shear Horizontal A325N 0.75 3 5.969 22.656 0.263 1.05 Gusset Bearing T10 170.833 Leg A325N 1.00 12 25.403 70.686 0.359 1.05 Bolt DS Diagonal A325N 0.75 6 6.850 24.378 0.281 1.05 Gusset Bearing Horizontal A325N _ 0.75 3 6.830 22.656 0.301 1.05 Gusset Bearing T11 146.75 Leg A325N 1.00 16 26.177 70.686 0.370 1.05 Bolt DS Diagonal A325N 0.75 5 8.798 24.034 0.366 1.05 Gusset Bearing Horizontal A325N 0.75 3 7.637 22.656 0.337 1.05 Gusset Bearing T12 121.667 Leg A325N 1.00 20 27.344 70.686 0.387 1.05 Bolt DS Diagonal A325N 0.75 5 9.122 24.034 0.380 1.05 Gusset Bearing Horizontal A325N 0.75 3 8.505 22.656 0.375 1.05 Member Block Shear T13 96.5843 Leg A325N 1.13 20 33.768 89.462 0.377 1.05 Bolt DS Diagonal A325N 0.75 5 9.949 24.034 0.414 1.05 Gusset Bearing Horizontal A325N 0.75 3 9.834 22.656 0.434 1.05 Gusset Bearing T14 71.5 Leg A325N 1.13 20 40.577 89.462 0.454 1.05 Bolt DS Diagonal A325N 0.75 5 8.975 20.771 0.432 1.05 Member Block Shear Horizontal A325N 0.75 3 10.617 22.656 0.469 1.05 Member Block Shear T15 51.417 Leg A325N 1.13 20 46.054 89.462 0.515 1.05 Bolt DS Diagonal A325N 0.75 3 15.357 22.656 0.678 1.05 Gusset Bearing Horizontal A325N 0.75 3 11.382 22.656 0.502 1.05 Member Block Shear T16 31.334 Leg A325N 1.13 20 43.908 89.462 0.491 1.05 Bolt DS Diagonal A325N 0.88 5 16.655 38.416 0.434 1.05 Member Block Shear Horizontal A325N 0.75 4 20.689 37.627 0.550 1.05 Gusset Bearing tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 62 Compression Checks Leg Desi n'Data Compression i Section Elevation Size L L Kl/r A P� Ratio No. P. ft ft It in K K �pn T1 287.667- L5x5x5/16 7.61 7.61 91.9 3.03 -0.918 87.788 0.0101 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 0.0761 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 T5 232.583- L8x8x5/8 10.46 5.23 39.7 9.61 -39.611 447.414 0.0891 222.166 K=1.00 . T6 222.166- L8x8x5/8 12.63 6.32 48.0 9.61 -51.729 432.219 0.120' 209.583 K=1.00 T7 209.583-197 L8x8x5/8 12.63 6.32 48.0 9.61 -70.444 432.219 0.1631 K=1.00 T8 197-181.3 L8x8xl 1/8 15.76 7.88 60.6 16.70 -93.730 701.016 0.134' K=1.00 T9 181.3- L8x8xl 1/8 10.51 5.25 40.4 16.70 -126.871 775.451 0.1641 170.833 K=1.00 T10 170.833- L8x8xl 1/8 24.17 8.06 62.0 16.70 -152.418 694.882 0.219' 146.75 K=1.00 T11 146.75- L8x8x3/4 25.18 8.39 63.7 11.40 -209.416 468.853 0.447' 121.667 K=1.00 T12 121.667- L8x8xl 25.18 8.39 64.6 15.00 273.443 613.477 0.4461 96.5843 K=1.00 T13 96.5843- L8x8x1 1/8 25.18 8.39 64.6 16.70 -337.8021 682.989 0.495' 71.5 K=1.00 T14 71.5-51.417 L8x8xl 1/8 20.16 6.72 51.7 16.70 -405.771; 737.562 0.5501 K=1.00 T15 51.417- L8x8xl 1/8 20.16 6.72 51.7 16.70 -460.5421 737.562 0.624' 31.334 K=1.00 T16 31.334-0 L8x8xl 1/8 31.45 7.86 60.5 16.70 -442.519 701.578 0.631 K=1.00 1 P controls Diagonal Design Data Compression Section Elevation Size L L KI/r A P. Ratio No. P ft ft ft in K K �Pn T1 287.667- 2L2 1/2x2x3/16x5/l6 9.36 8.55 127.1 1.62 -1.004 27.734 0.036' 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 1/2x1/4x5/16 14.67 13.80 149.2 2.38. -7.708 30.244 0.2551 247.333 K=1.00 T4 247.333- 2L3x2 1/2x1/4x1/4 11.19 10.29 126.5 2.63 -7.739 46.944 0.165' 232.583 K=0.97 - T5 232.583- 2L2 1/2x3x1/4x1/4 13.81 12.66 114.4 2.63 -10.115 54.987 0.184' 222.166 K=1.00 T6 222.166- 2L2 1/2x3 1/2x1/4x5/16 15.98 7.67 124.0 2.88 -14.436 53.471 0.2701 209.583 K=0.99 T7 209.583-197 2L2 1/2x3 1/2xl/4x5/16 16.47 7.91 127.0 2.88 -17.162 50.997 0.3371 K=0.98 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 Page 63 Section. Elevation Size L L K11r A P �P Ratio No. P. It ft ft in2 K K �pn T8 197-181.3 2L 3 1/2 x 4 x 1/4 x 1/4 19.53 18.13 124.2 3.63 -25.85 i 65.217 0.3961 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 -24.052 63.505 0.8791 170.833 K=1.00 T10 170.833- 2L3 1/2x5x5/16x5/16 27.75 9.25 107.7 5.12 -41.803 115.294 0.363' 146.75 K=1.00 T11 146.75- 2L3 1/2x5x5/16x5/16 29.40 9.80 114.1 5.12 -45.241 107.623 0.4201 . 121.667 K=1.00 T12 121.667- 2L3 1/2x5x5/16x5/16 30.23 10.08 117.3 5.12 -47.104 103.579 0.455' 96.5843 K=1.00 T13 96.5843- 2L3 1/2x5x5/16x5/16 31.12 10.37 120.8 5.12 -51.099 99.138 0.515' 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 -46.255 67.916 0.6811 K=1.00 T15 51.417- 2L3 1/2x4x5/16xl/2 28.96 18.52 120.8 4.49 -41.737 86.189 0.554' 31:334 K=1.00 T16 31.334-0 2L5x5x3/8 x1/2 26.59 8.86 95.9 7.22 -96.311 180.712 0.5331 K=2.00 1 P I wn controls Horizontal Design Data (Compression) Section Elevation Size L L KI/r A Pu Wn Ratio No. P ft ft ft in? K K gyp" T2 280.084- 2L2 1/2x2x3/16x5/16 10.94 5.26 103.2 1.62 -1.852 37.684 .0.049 1 272.5 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 0.044' 222.-166 K=1.00 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 129.7 1.80 -8.052 29.072 0.277' 209.583 K=1.00 T8 197-181.3 2L5x3x5/16x5/16 21.20 10.27 128.2 4.80 -15.099 78.608 0.1921 K=1.20 T9 181.3- 2L6x3.5x5/16"x5/16" 23.14 10.91 100.7 5.74 -17.714 1 116.553 0.1521 170.833 K=1.00 T10 170.833- 2L31/2x21/2xl/4x5/16 24.44 11.56 -137.6 2.88 -20.389, 42.045 0.4851 146.75 K=1.00 T11 146.75- 2L5x3 1/2x5/16x5/16 27.41 13.05 113.8 5.12 -23.289 102.998 0.2261 121.667 K=1.00 T12 121.667- 2L4x3xl/4xl/4 30.51 14.60 145.7 3.38 -25.775 43.793 0.5891 96.5843 K=1.00 T13 96.5843- 2L4x3 1/2x5/16x1/4 33.61 16.15 145.9 4.49 -29.738 60.403 0.492' .71.5 K=0.95 T14 71.5-51.417 2L3 1/2x2 1/2x1/4 36.71 18.02 112.9 2.88 -31.717 62.151 0.510 K=0.50 T15 51.417- 2L3 1/2x2 1/2x1/4 39.19 19.26 120.6 2.88 -33.577 56.236 0.597' 31.334 K=0.50 - T16 31.334-0 2L6x4x7/16xl/2 41.67 14.88 92.9 8.37 -77.427 219.562 0.353 K=1.00 P I w controls Top Girt Design Data Compression tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 64 Section Elevation Size L L KI/r A P �Pn Ratio No. P. ft ft ft inz K K WP T1 287.667- L3x21/2x1/4 10.00 4.56 111.8 1.31 -0.531 28.609 0.019, 280.084 K=1.08 T3 272.5- L5x3x1/4 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 0.069' 232.583 K=1.00 T7 209.583-197 2L3x2x3/16x5/16 19.65 9.17 139.7 1.80 10.737 25.274 0.4251 K=1.00 P controls Redundant Horizontal 1 Design Data Compression Section Elevation Size L Ln K11r A P �Pn Ratio No. P ft ft ft in2 K K Wn T3 272.5- L2 1/2x2x3/16 3.36 3.15 104.2 0.81 -0.246 19.172 0.0131 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 0.1041 209.583 K=1.01 T7 209.583-197 L2 1/2x2x3/16 4.91 4.58 128.7 0.81 -1.281 13.986 0.092' K=1.00 T8 197-181.3 2L2 1/2x2x3/16x1/4 5.30 4.97 86.7 1.62 -1.409 43.350 0.033' K=1.00 T9 181.3- L2 1/2x2x3/16 5.79 5.45 153.2 0.81 -2.072 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 -2.313 10.874 0.213 146.75 K=1.00 T11 146.75- L2 1/2xl 1/2x3/16 4.57 4.24 155.4 0.71 -3.179 8.477 0.375' 121.667 K=1.00 T12 121.667- L2 1/2x1 1/2x3/16 5.08 4.75 174.3 0.71 -4.135 6.734 0.614' 96.5843 K=1.00 T13 96.5843- L2 1/2x2x3/16 5.60 5.27 148.0 0.8.1 -5.102 10.564 0.483' 71.5 K=1.00 T14 71.5-51.417 L2 1/2x2x3/16 6.12 5.78 150.5 0.81 -6.124 8.073 0.7591 K=1.30 T15 51.417- 2L21/2x2x3/16xl/4 6.53 6.20 102.4 1.62 -6.948 37.986 0.1831 31.334 K=1.00 T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 3.63 3.30 - 82.2 1.% -6.699 27.022 0.248' K=1.00 P /wn controls I I Redundant Horizontal 2 Design Data Compression Section Elevation Size L L KI1r A Pu Ratio No. P ft ft ft inz K K WP T10 170.833- L2 1/2x2 1/2x3/16 8.14 7.81 189.4 0.90 -2.313 7.199 0.321 146.75 K=1.00 T11 146.75- L3x3x3/16 9.14 8.80 177.3 1.09 -3.179 9.930 0.3201 121.667 K=1.00 T12 121.667- L3x3x3/16 10.17 9.84 198.1 1.09 74.135 7.954 0.5201 96.5843 K=1.00 T13 96.5843- L3x3x1/4 11.20 10.87 220.3 1.44 -5.102 8.490 0.601 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2 1/2x3/16 12.24 11.90 238.7 1.80 -6.124 7.139 0.8581 K=1.30 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 65 Section Elevation Size L L KI/r A P �P Ratio No. P. It ft ft in2 K K 0P T15 51.417- 2L2 1/2 x 2 1/2 x 3/16 x 13.06 12.73 196.3 1.80 -6.94 i 13.408 0.518' 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 -6.699 9.020 0.743' K=1.00 P /wn controls Redundant Horizontal 3 Desi n Data Compression i Section Elevation Size L L Kl/r A P �P Ratio No. pU It ft ft in2 K K �Pn T16 31.334-0 2L3x3xl/4xl/2 10.90 10.57 137.6 2.90 -6.699 34.650 0.1931 K=1.00 P y /wn controls Redundant Diagonal 1 Design Data (Compression) Section Elevation Size L Lu KI/r A P �P„ 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 -1.408 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 -1.023 8.500 0.120' K=1.00 T8 197-181.3 2L2 1/2x2x3/16xl/4 9.22 8.59 129.9 1.62 -1.226 26.838 0.0461 K=1.00 T9 181.3- L2 1/2x2 1/2x3/16 7.57 7.11 172.4 0.90 -1.350 8.689 0.1551 170.833 K=1.00 T10 170.833- 2L2 1/2x2x3/16x1/4 8.80 7.99 122.9 1.62 -2.499 29.560 0.085' 146.75 K=1.00 T11 146.75- 2L2 1/2x2x3/16xl/4 9.31 8.55 131.8 1.62 -3.237 25.832 0.1251 121.667 K=1.00 T12 121.667- 2L2 1/2x2x3/16xl/4 9.54 8.85 134.5 1.62 -3.880 24.849 0.156' 96.5843 K=1.00 T13 96.5843- 2L2 1/2x2x3/16x1/4 9.80 9.16 138.6 1.62 -4.463 23.852 0.1871 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 8.80 8.29 128.2 1.62 -4.407 27.263 0.1621 K=1.00 T15 51.417- 2L2 1/2x2x3/16xl/4 9.08 8.58 130.7 1.62 -4.829 26.257 0.184' 31.334 K=1.00 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 8.46 7.57 188.5 1.19 -7.796 7.564 1.031 K=1.00 P /wn controls Redundant Diagonal (2) Design Data. (Compression tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277,Revision 1 Page 66 Section Elevation Size L L KI/r A P �Pn Ratio No. P. ft ft ft in2 K K � T10 170.833- 2L2 1/2x2x3/16xl/4 11.10 10.62 160.7 1.62 -1.576 17.935 0.088' 146.75 K=1.00 T11 146.75- 2L2 1/2x2x3/16xl/4 12.02 11.56 174.9 1.62 -2.091I 15.137 0.138' 121.667 K=1.00 T12 121.667- 2L2 1/2x2x3/16xl/4 12.78 12.34 186.7 1.62 -2.598 13.274 0.196' 96.5843 K=1.00 T13 96.5843- 2L2 1/2x2x3/16xl/4 13.58 13.16 199.1 1.62 -3.092 11.681 0.265' 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2x3/16x1/4 11.70 11.30 170.9 1.62 -4.006 15.841 0.253' K=1.00 T15 51.417- 2L2 1/2x2x3/16xl/4 12.22 11.82 178.8 1.62 -4.515' 14.474 0.3121 31.334 K=1.00 T16 31.334-0 L3x3x3/16(rz) 10.37 9.87 202.0 1.09 -4.781 6.033 0.7921 K=1.00 P" I en controls Redundant Diagonal (3).Design Data Compression i Section Elevation Size L L KI1r A P �P Ratio No. P ft ft It in2 K K �Pn T16 31.334-0 2L 5x3.5x5/16"x3/8" 13.04 12.63 105.2 5.12 -64.141 92.618 0.693' K=1.00 P /en controls Redundant Hip 1) Design Data.'(Compression) Section Elevation Size L Lu K11r A Pn Ratio No. P„ ft ft ft in2 K- K �Pn T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 5.14 5.14 79.2 1.80 -0.709 I 52.142 0.0141 5/16 K=1.00 P /en controls I Redundant Hip 2 Design Data Compression i Section Elevation Size L L K11r A Pu Ratio No. P. ft It ft in2 K K �Pn T10 170.833- L3 1/2x3 1/2x1/4 11.52 11.52 199.2 1.69 -0.098 12.194 0.008' 146.75 K=1.00 T11 146.75- 2L21/2x21/2x3/16x5/16 12.92 12.92 199.2 1.80 -0.147 13.013 0.011 1 121.667 K=1.00 T12 121.667- 2L21/2x3xl/4xl/4 14.38 14.38 229.3 2.63 -0.112 14.288 0.008' 96.5843 K=1.00 T13 96.5843- 2L2 1/2x3xl/4xl/4 15.84 15.84 252.6 2.63 -0.115 11.774 0.0101 71.5 K=1.00 KL/R>250(C)-571 T14 71.5-51.417 2L 3 x 3 112 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 0.004' 31.334 K=1.00 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 67 Section Elevation Size L L KI/r A P No rpP„ Ratio P. ft ft It in2 K K n T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 10.28 10.28 158.5 1.80 -0.428 20.567 0.021 5/16 - K=1.00 P /rpP controls Redundant Hip 3) Design Data (Compression) i Section Elevation Size L L KI/r A P �Pn Ratio No. P. It ft ft in2 K K �Pn T16 31.334-0 2L2 1/2x3x1/4x1/4 15.42 15.42 245.8 2.63 -0.197 12.434 0.0161 K=1.00 P u /w controls Redundant Hip.Dia onal 2 Design Data Compression i Section Elevation Size L L KI/r A P �P Ratio No. P It ft ft in2 K K W. T10 170.833- L3 1/2x3 1/2xl/4 16.87 16.87 291.7 1.69 -0.167 5.685 0.029' 146.75 K=1.00 KUR>250(C)-389 T11 146.75- L3 1/2x3 1/2x1/4 18.61 18.61 321.9 1.69 -0.179 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 -0.128 4.909 0.0261 96.5843 K=1.00 KUR>250(C)-511 T13 96.5843- 2L2 1/2x2x3/16x1/4 22.00 22.00 332.9 1.62 -0.129 4.176 0.031 71.5 K=1.00 KUR>250(C)-572 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 23.17 23.17 350.6 1.62 -0.076 3.766 0.020' K=1.00 KUR>250(C)-641 T15 51.417- 2L2 1/2x2x3/16xl/4 24.60 24.60 372.2 1.62 -0.069 3.341 0.021 31.334 K=1.00 KUR>250(C)-714 T16 31.334-0 2L2 1/2x2x3/16x1/4 15.40 15.40 233.0 1.62 -0.349 8.529 0.041 K=1.00 I P controls Redundant Sub-Horizontal Design Data Compression i Section Elevation Size L L KI/r A P �P„ Ratio No. P ft ft ft in? K K W. T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.22 -65.431 142.957 0.4581 K=1:00 I P u /�P controls tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower-Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 68 Redundant Sub Diagonal Design.Data Compression i Section Elevation Size L L KI/r A P �Pn Ratio No. P. It ft ft inz K K �Pn T16 31.334-0 2L5x3 1/2x5/16x3/8 9.42 9.42 85.0 5.12 -60.896 133.328 0.4571 K=1.00 P controls Inner Braking Design Data Compression i Section Elevation Size L L KI/r A P �P„ Ratio No. P. ft ft ft in2 K K We T1 287.667- L3x3x3/16 10.00 10.00 201.3 1.09 -0.009 7.696 0.0011 280.084 K=1.00 T2 280.084- L3x3x3/16 7.73 7.73 155.7 1.09 -0.008 12.867 0.0011 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- L4x4x1/4 14.98 14.98 226.2 1.94 -0.080 10.856 0.0071 232.583 K=1.00 T5 232.583- L4x4x1/4 11.88 11.88 179.4 1.94 -0.029 17.258 0.0021 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 -0.165 6.477 0.0261 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 1 K=1.00 T9 181.3- L3 1/2x2 1/2x1/4 16.36 16.36 266.8 1.44 -0.040 5.790 0.0071 170.833 K=1.00 KUR>250(C)-333 T10 170.833- L3x3x3/16 17.28 17.28 220.8 1.09 -0.074 6.399 0.011 146.75 K=1.00 T11 146.75- L5x3xl/4 19.38 19.38 270.1 1.94 -0.095 7.609 0.0121 121.667 K=1.00 KUR>250(C)-454 T12 121.667- 2L3 1/2x3 1/2x1/4x5/16 21.57 21.57 168.8 3.38 -0.074 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 -0.073 7.987 0.0091 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- 2L21/2x3xl/4xl/4 27.71 27.71 242.0 2.63 -0.063 12.790 0.0051 31.334 K=1.00 T16 31.334-0 2L21/2x21/2x3/16x5/16 29.47 29.47 310.8 1.80 -0.078 5.325 0.015' K=1.00 KUR>250(C)-828 P controls I Tension Checks Leg Design Data (Tension) tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 69 Section Elevation Size L L KI/r A Pu OP„ Ratio No. P. It ft ft in2 K K W T1 287.667- L5x5x5/16 7.61 7.61 58.2 3.03 0.293 136.350 0.0021 286.084 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 0.0561 232.583 1 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 38.928 432.450 0.090' 209.583 T7 209.583-197 L8x8x5/8 12.63 6.32 30.4 8.20 53.560 399.933 0.1341 T8 197-181.3 L8x8xl 1/8 15.76 7.88 39.1 16.70 70.197 751.500 0.093' T9 181.3- L8x8x1 1/8 10.51 5.25. 26.0 14.45 96.908 704.438 0.138' 170.833 T10 170.833- L8x8xl 1/8 24.17 8.06 40.0 14.17 116.997 690.727 0.169' 146.75 T11 146.75- L8x8x3/4 25.18 8.39 40.8 9.71 165.313 473.484 0.349' 121.667 T12 121.667- L8x8x1 25.18 8.39 41.3 12.75 216.864 621.563 0.349' 96.5843 T13 96.5843- L8x8xl 1/8 25.18 8.39 41.6 13.89 269.5221 677.016 0.398' 71.5 T14 71.5-51.417 L8x8xl 1/8 20.16 6.72 33.3 13.89 326.7011 677.016 0.483' T15 51.417- L8x8x1 1/8 20.16 6.72 33.3 13.89 371.480 677.016 0.549' 31.334 T16 31.334-0 L8x8xl 1/8 31.45 7.86 39.0 13.89 354.536 677.016 0.524' ' P /wn controls i Diagonal Design Data (Tension) Section Elevation Size L L Kl/r A P ii �P Ratio No. P. It ft ft in2 K K. WP 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 0.071 ' 272.5 - T3 272.5- 2L2 1/2x2 1/2xl/4x5/16 14.67 13.80 147.0 1.45 7.406, 63.211 0.117' 247.333 T4 247.333- 2L3x2 1/2x1/4x1/4 11.19 10.29 136.4 1.64 7.253 71.367 0.102' 232.583 T5 232.583- 2L2 1/2x3xl/4xl/4 13.81 12.66 113.8 1.64 9.554 71.367 0.134' 222.166 T6 222.166- 2L2 1/2x3 1/2xl/4x5/16 15.98 7.67 130.4 1.83 13.936 79.523 0.175' 209.583 T7 209.583-197 2L2 1/2x3 1/2xl/4x5/16 16.47 7.91 134.4 1.83 16.561 79.523 .0.208' T8 197-181.3 2L 3 1/2 x 4 x 1/4 x 1/4 19.53 18.13 126.1 2.39 24.910 103.992 0.240' T9 181.3- 2L 3 x 8 1/2 x 1/4 x 1/4 16.10 14.83 117.2 2.02 23.129 87.680 0.264' 170.833 T10 170.833- 20 1/2x5x5/16x5/16 27.75 8.65 107.7 3.43 41.102 149.106 0.276' 146.75 T11 146.75- 2L3 1/2x5x5/16x5/16 29.40 9.29 114.1 3.43 43.991 149.106 0.295' 121.667 T12 121.667- 2L3 1/2x5x5/16x5/16 30.23 9.57 117.3 3.43 45.612 149.106 0.3061 96.5843 T13 96.5843- 20 1/2x5x5/16x5/16 31.12 9.86 120.8 3.43 49.745 149.106 0.334' 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 44.874 103.992 0.4321 T15 51.417- 2L31/2x4x5/16xl/2 28.96 18.52 118.6 2.96 46.071 128.716 0.3581 31.334 T16 31.334-0 2L5x5x3/8 x1/2 26.59 8.86 68.3 4.85 83.274 211.043 0.395' tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number:9800.816298,Phase 4, Order 485277, Revision 1 Page 70 Section Elevation Size L L KI/r A P �P Ratio No. P. ft ft ft in2 K K �pn f P /wn controls Horizontal Design Data Tension . Section Elevation Size L L Kl/r A P �P Ratio No. P. ft ft ft in2 K K �Pn T2 280.084- 2L2 1/2x2x3/16x5/16 10.94 5.26 79.6 0.97 1.891 42.056 0.0451 272.5 T3 272.5- 2L2x2x3/16x5/16 13.43 6.28 126.5 0.83 3.815 35.938 0.106' 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 0.0441 222.166 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 122.2 1.11 _ 8.203 48.173 '0.170 1 209.583 T8 197-181.3 2L5x3x5/16x5/16 21.20 10.27 103.1 3.19 14.858 138.911 0.107' T9 181.3- 2L6x3.5x5/16"x5/16" 23.14 10.91 99.4 3.90 17.907 ; 169.497 0.1061 170.833 T10 170.833- 2L3 1/2x2 1/2x1/4x5/16 24.44 11.56 133.9 1.83 20.491 79.523 0.258' 146.75 T11 146.75- 2L5x3 1/2x5/16x5/16 27.41 13.05 112.1 3.43 22.911 149.106 0.1541 121.667 T12 121.667- 2L4x3x1/4x1/4 30.51 14.60 144.1 2.20 25.515 1 95.836 0.2661 96.5843 1 T13 96.5843- 2L4x3 1/2x5/16xl/4 33.61 16.15 157.0 2.96 29.503 128.716 0.2291 71.5 T14 71.5-51.417 2L3 1/2x2 1/2x1/4 36.71 18.02 225.7 1.83 31.852 79.687 0.4001 T15 51.417- 2L3 1/2x2 1/2x1/4 39.19 19.26 241.3 1.83 34.147 79.687 0.4291 31.334 T16 31.334-0 2L6x4x7/16xl/2 41.67 14.88 109.4 5.70 82.757 248.001 0.3341 1 P /�Pn controls Top Girt Design Data Tension I Section Elevation Size L Lu KI/r A P �P, Ratio No. P ft ft ft in2 K K WP T1 287.667- L3x2 1/2x1/4 10.00 4.56 76.5 0.82 0.501 I 35.602 0.0141 280.084 I T3 272.5- L5x3xl/4 11.87 5.50 79.8 1.29 2.900 56.156 0.052' 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 10.679 48.173 0.2221 1 P u /wn controls Redundant Horizontal (1)-Design Data Tension tnxTower Report-version 8.0.5.0 I I March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 71 Section Elevation Size L L K11r A PU Ratio No. P. ft ft ft 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 1.290 26.212 0.049' T8 197-181.3, 2L2 1/2x2x3/16x1/4 5.30 4.97 75.2 1.62 1.409 52.397 0.027' T9 181.3- L2 1/2x2x3/16 5.79 5.45 109.1 0.81 2.058 26.212 0.079' 170.833 T10 170.833- L2 1/2x1 1/2x3/16 4.07 3.74 106.3 0.71 2.313 23.161 0.100' 146.75 T11 146.75- L2 1/2x1 1/2x3/16 4.57 4.24 120.3 0.71 3.179 23.161 0.137' 121.667 T12 121.667- L2 1/2xl 1/2x3/16 5.08 4.75 135.0 0.71 4.135 23.161 0.179' 96.5843 T13 96.5843- L2 1/2x2x3/16 5.60 5.27 105.4 0.81 5.102 26.212 0.195' 71.5 T14 71.5-51.417 L2 1/2x2x3/16 6.12 5.78 115.7 0.81 6.124 26.212 0.234' T15 51.417- 2L21/2x2x3/16xl/4 6.53 6.20 93.8 1.62 6.948 52.397 0.133' 31.334 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 3.63 3.30. 82.2 1.19 6.699 38.556 0.174' i P controls Redundant Horizontal 2 Desi n Data Tension Section Elevation Size L L K11r A P �Pn Ratio No. P ft ft ft in2 K K Wn T10 170.833- L2 1/2x2 1/2x3/16 8.14 7.81 120.5 0.90 2.313 29.225 0.079' 146.75 T11 146.75- L3x3x3/16 9.14 8.80 112.5 1.09 3.179 35.316 0.090' 121.667 T12 121.667- L3x3x3/16 10.17 9.84 125.7 1.09 4.135 35.316 0.117' 96.5843 T13 96.5843- L3x3xl/4 11.20 10.87 140.3 1.44 5.102 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 6.124 58.320 0.105' T15 51.417- 2L2 1/2 x 2 1/2 x 3/16 x 13.06 12.73 196.3 1.80 6.948 58.472 0.119' 31.334 5116 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 7.27 6.93 172.6 1.19 6.699 38.556 0.174' 1 P u /wn controls I Redundant Horizontal 3 Design Data Tension i Section Elevation Size L L K11r A P �Pn Ratio No. P It ft It in2 K K �pn T16 31.334-0 2L3x3x1/4x1/2 10.90 10.57 137.6 2.90 6.699 94.073 0.071 ' I P u /wn controls Redundant Diagonal 1 Desi n Data Tension tnxTower Report-version 8.0.5.0 I March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 72 Section Elevation . Size L L KI/r A Pu r P Ratio No. P. ft ft ft in2 K K Tp� T3 272.5- L2 1/2x2x3/16 6.97 6.48 129.7 0.81 0.281 26.212 0.0111 247.333 T5 232.583- L2 1/2x2x3/16 6.50 5.95 119.0 0.81 0.637 26.212 0.0241 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.M3 T7 209.583-197 L2 1/2x2 1/2x3/16 7.76 7.19 110.9 0.90 1.016 29.225 0.035' T8 197-181.3 2L2 1/2x2x3/16x1/4 9.22 8.59 129.9 1.62 1.226 52.397 0.023' T9 181.3- L2 1/2x2 1/2x3/16 7.57 7.11 109.7 0.90 1.359 29.225 0.047' 170.833 T10 170.833- 2L2 1/2x2x3/16xl/4 8.80 7.99 120.9 1.62 2.499 52.397 0.0481 146.75 T11 146.75- 21-2 1/2x2x3/16x1/4 9.31 8.55 129.3 1.62 3.237 52.397 0.0621 121.667 .T12 121.667- 2L2 1/2x2x3/16xl/4 9.54 8.85 133.9 1.62 3.880 52.397 0.0741 96.5843 T13 96.5843- 2L2 1/2x2x3/16x1/4 9.80 9.16 138.6 1.62 4.463 52.397 0.085' 71.5 - T14 71.5-51.417 2L2 1/2x2x3/16x1/4 8.80 8.29 125.5 1.62 4.407 52.397 0.084' T15 51.417- 2L2 1/2x2x3/16xl/4 9.08 8.58 129.9 1.62 4.829 52.397 0.092' 31.334 T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 8.46 7.57 188.5 1.19. 7.796 38.556 0.202' i P controls Redundant Diagonal 2 Design.Data Tension) Section Elevation Size L L KI/r A P �P„ Ratio No. P. ft ft ft in2 K K Wp T10 170.833- 2L2 1/2x2x3/16x1/4 11.10 10.62 160.7 1.62 1.673 52.397 0.0321 146.75 T11 146.75- 2L2 1/2x2x3/16xl/4 12.02 11.56 174.9 1.62 2.180 52.397 0.042' 121.667 T12 121.667- 2L2 1/2x2x3/16xl/4 12.78 12.34 186.7 1.62 2.623 52.397 0.050' 96.5843 T13 96.5843- 2L2 1/2x2x3/16xl/4 13.58 13.16 199.1 1.62 3.115 52.397 0.0591 - 71.5 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 11.70 11.30 170.9 1.62 3.905 52.397 0.0751 T15 51.417- 2L2 1/2x2x3/16xl/4 12.22 11.82 178.8 1.62 4.332 52.397 0.0831 31.334 T16 31.334-0 L3x3x3/16(rz) 10.37 9.87 202.0 1.09 4.781 35.316 0.1351 I P /�Pn controls Redundant Diagonal 3 Design Data Tension Section Elevation Size L L KI/r A P �P Ratio No. P. ft ft ft in2 K K T16 31.334-0 2L 5x3.5x5/16"x3/8" 13.04 12.63 105.2 5.12 58.029 165.888 0.350' i P u /�P controls tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 4, Order 485277, Revision 1 Page 73 Redundant Hip 1 Design Data (Tension i Section Elevation Size L Lu KlIr A Pu W Ratio No. P. It 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 0.895 58.472 0.0151 5/16 P u /w controls Redundant Hip _ 2 Design Data Tension i Section Elevation Size L Lu KI/r . A Pu �Pu Ratio No. Pu ft ft It in2 K K Wp T10 170.833- L3 1/2x3 1/2xl/4 11.52 11.52 126.8 1.69 0.046 54.756 0.0011 146.75 T11 146.75- 2L2 1/2x2 1/2x3/16x5/16 12.92 12.92 199.2 1.80 0.103 58.472 0.0021 121.667 T12 121.667- 2L2 1/2xW/41/4 14.38 14.38 229.3 2.63 0.051 85.050 0.0011 96.5843 T13 96.5843- 2L2 1/2x3xl/4xl/4 15.84 15.84 252.6 2.63 0.045 85.050 0.0011 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 0.265 58.472 0.005 1 5/16 P controls Redundant Hip 3 Design Data. Tension Section Elevation Size L Lu K11r A Pu Ratio No. Pu ft ft IT in2 K K W. T16 31.334-0 2L2 1/2x3x1/4xl/4 15.42 15.42 245.8 2.63 0.046 85.050 0.0011 P u /w,controls Redundant Hip.Dia onal 2 Design Data Tension Section Elevation Size L Lu KlIr A Pu �P Ratio No. Pu ft ft ft in2 K K W. T10 170.833- L3 1/2x3 1/2xl/4 16.87 16.87 185.7 1.69 0.166 54.756 0.0031 146.75 T11 146.75- L3 1/2x3 1/2xl/4 18.61 18.61 204.9 1.69 0.166 54.756 0.0031 121.667 T12 121.667- 2L2 1/2x2x3/16xl/4 20.29 20.29 307.1 1.62 0.114 52.397 0.0021 96.5843 T13 96.5843- 2L2 1/2x2x3/16xl/4 22.00 22.00 332.9 1.62 0.115 52.397 0.0021 71.5 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 23.17 23.17 350.6 1.62 0.063 52.397 0,0011 T15 51.417- 2L2 1/2x2x3/16xl/4 24.60 24.60 372.2 1.62 0.055 52.397 0.001 1 31.334 T16 31.334-0 2L2 1/2x2x3/16xl/4 15.40 15.40 233.0 1.62 0.306 52.397 0.0061 tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number:9800.816298,Phase 4, Order 485277, Revision 1 Page.74 P /�P„controls Redundant Sub' Horizontal Design Data (Tension) i Section Elevation Size L LU KI/r A P �Pn Ratio No. . Pu ft ft it in2 K K �Pn T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.22 51.649 233.928 0.221 P u /w controls Redundant Sub Diagonal Design Data. Tension i Section Elevation Size L L KI/r A Pu W Ratio No. P. ft it ft in2 K K �Pn T16 31.334-0 2L5x3 1/2x5/16x3/8 9.42 9.42 78.0 5.12 59.367 165.888 0.3581 1 P u /e controls Inner Bracing Design.Data Tension i Section Elevation Size L L KI/r A P �P Ratio No. P ft ft It in K K Wp 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 0.002' 247.333 T4 247.333- L4x4xl/4 10.59 10.59 101.7 1.94 0.097 62.856 0.002' 232.583 T7 209.583-197 2L3x2x3/16x5/16 13.89 13.89 194.8 1.80 0.229 58.472 0.0041 T10 170.833- L3x3x3/16 17.28 17.28 220.8 1.09 0.030 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 0.000' 71.5 �.P /�P controls Section Capacity Table I Section Elevation Component Size Critical P mPemw % 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 tnxTower Report-.version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 75 Section Elevation Component Size Critical P pPe,7ow % Pass No. It Type Element K K Capacity Fail T5 232.583- Leg L8x8x5/8 152 -39.611 4691785 8.4 Pass 222.166 8.9(b) T6 222.166- Leg L8x8x5/8 189 -51.729 453.830 11.4 Pass 209.583 T7 209.583-197 Leg L8x8x5/8 226 -70.444 453.830 15.5 Pass 15.8(b) T8 197-181.3 Leg L8x8xl 1/8 265 -93.730 736 067 12.7 Pass T9 181.3-170.833 Leg L8x8xl 1/8 302 -126.871 8141224 15.6 Pass 27.9(b) T10 170.833- Leg L8x8x1 1/8 339 -152.418 729.626 20.9 Pass 146.75 1 34.2(b) T11 146.75- Leg L8x8x3/4 400 -209.416 492.296 42.5 Pass 121.667 T12 121.667- Leg L8x8xl 461 -273.443 6441151 42.5 Pass 96.5843 T13 96.5843-71.5 Leg L8x8x1 1/8 522 -337.802 717.138 47.1 Pass T14 71.5-51.417 Leg L8x8x1 1/8 583 -405.771 774!440 52.4 Pass T15 51.417-31.334 Leg L8x8x1 1/8 656 -460.542 7741440 59.5 Pass T16 31.334-0 Leg L8x8xl 1/8 729 -442.519 7M1657 60.1 Pass T1 287.667- Diagonal 21-2 1/2x2x3/16x5/16 19 -1.004 29.i 21 3.4 Pass 280.084 T2 280.084-272.5 Diagonal 21-2 1/2x2x3/16x5/16 33 -3.175 27.596 11.5 Pass T3 272.5-247.333 Diagonal 21-2 1/2x2 1/2x1/4x5/16 71 -7.708 31.757 24.3 Pass T4 247.333- Diagonal 2L3x2 1/2x1/4x1/4 133 -7.739 49.292 15.7 Pass 232.583 16.5(b) T5 232.583- Diagonal 21-2 1/2x3x1/4x1/4 170 -10.115 57.736 17.5 Pass 222.166 T6 222.166- Diagonal 21-2 1/2x3 1/2x1/4x5/16 207 -14.436 5045 25.7 Pass 209.583 T7 209.583-197 Diagonal 21-21/2x31/2x1/4x5/16 250 -17.162 53.547 32.0 Pass T8 197-181.3 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 281 -25.851 68.478 37.8 Pass T9 181.3-170.833 Diagonal 2L 3 x 3 1/2 x 1/4 x 1/4 318 -24.052 66.680 36.1 Pass T10 170.833- Diagonal 21-3 1/2x5x5/16x5/16 365 -41.803 121 059 34.5 Pass 146.75 T11 146.75- Diagonal 21-3 1/2x5x5/16x5/16 426 -45.241 113 04 40.0 Pass 121.667 T12 121.667- Diagonal 21-3 1/2x5x5/16x5/16 487 -47.104 108.758 43.3 Pass 96.5843 ! T13 96.5843-71.5 Diagonal 21-3 1/2x5x5/16x5/16 548 -51.099 104.095 49.1 Pass T14 71.5-51.417 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 613 -46.255 71.312 64.9 Pass T15 51.417-31.334 Diagonal 21-3 1/2x4x5/16xl/2 686 -47.737 90.498 52.7 Pass 1 64.6(b) T16 31.334-0 Diagonal 2L5x5x3/8 x1/2 775 -96.311 189.748 50.8 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 1 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 -8.052 30.526 26.4 Pass. 209.583 I T8 197-181.3 Horizontal 2L5x3x5/16x5/16 280 -15.099 82.538 18.3 Pass 1 20.8(b) T9 181.3-170.833 Horizontal 2L6x3.5x5/16"x5/16" 317 -17.714 122.381 14.5 Pass 25.1 (b) T10 170.833- Horizontal 21-3 1/2x2 1/2xl/4x5/16 364 -20.389 44.148 46.2 Pass 146.75 1 T11 146.75- Horizontal 2L5x31/2x5/16x5/16 425 -23.289 108.'148 21.5 Pass 121.667 32.1 (b) T12 121.667- Horizontal 2L4x3x1/4xl/4 486 -25.775 45.982 56.1 Pass 96.5843 T13 96.5843-71.5 Horizontal 2L4x3 1/2x5/16x1/4 547 -29.738 63.423 46.9 Pass T14 71.5-51.417 Horizontal 21-31/2x21/2x1/4 612 -31.717 65.259 48.6 Pass T15 51.417-31.334 Horizontal 21-3 1/2x2 1/2x1/4 685 -33.577 59.048 56.9 Pass T16 31.334-0 Horizontal 2L6x4x7/16xl/2 798 -77.427 230.540 38.6 Pass 52.4(b) T1 287.667- Top Girt L3x2 1/2x1/4 7 -0.531 30.040 1.8 Pass 280.084 2.1 (b) tnxTower Report-version 8.0.5.0 I . I March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number.9800.816298, Phase 4, Order 485277,Revision 1 Page 76 Section Elevation Component Size Critical P ePenaw % Pass No. It Type Element K K Capacity Fail T3 272.5-247.333 Top Girt L5x3xl/4 49 -2.889 39 i779 7.3 Pass 9.1 (b) T4 247.333- Top Girt 21-3 1/2x2 1/2x1/4x5/16 119 -5.061 77.128 6.6 Pass 232.583 11.6(b) T7 209.583-197 Top Girt 2L3x2x3/16x5/16 231 -10.737 26.538 40.5 Pass T3 272.5-247.933 Redund Horz 1 L2 1/2x2x3/16 79 -0.246 20.131 1.2 Pass Bracing � T5 232.583- Redund Horz 1 L2 1/2xl 1/2x3/16 178 -0.817 10.669 7.7 Pass 222.166 Bracing j T6 222.166- Redund Harz 1 L2 1/2x2x3/16 201 -1.687 16.992 9.9 Pass 209.583 Bracing I T7 209.583-197 Redund Horz 1 L2 1/2x2x3/16 260 -1.281 14.685 8.7 Pass Bracing I T8 197-181.3 Redund Horz 1 2L2 1/2x2x3/16xl/4 289 -1.409 45.517 3.1 Pass Bracing T9 181.3-170.833 Redund Horz 1 L2 1/2x2x3/16 319 -2.072 10.356 20.0 Pass Bracing T10 170.833- Redund Horz 1 L2 1/2xl 1/2x3/16 371 -2.313 11.I 18 20.3 Pass 146.75 Bracing T11 146.75- Redund Horz 1 L2 1/2x1 1/2x3/16 432 -3.179 8.900 35.7 Pass 121.667 Bracing j T12 121.667- Redund Horz 1 L2 1/2x1 1/2x3/16 493 -4.135 7.071 58.5 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Harz 1 L2 1/2x2x3/l6 562 -5.102 11.092 46.0 Pass Bracing T14 71.5-51.417 Redund Horz 1 L2 1/2x2x3/16 620 -6.124 8.477 72.2 Pass Bracing T15 51.417-31.334 -Redund Horz 1 21-2 1/2x2x3/16xl/4 693 -6.948 39.885 11.4 Pass Bracing - I T16 31.334-0 Redund Horz 1 L2 1/2x2 1/2x1/4(rz) 783 --6.699 28.373 23.6 Pass Bracing I T10 170.833- Redund Horz 2 L2 1/2x2 1/2x3/16 372 -2.313 7.559 30.6 Pass 146.75 Bracing T11 146.75- Redund Horz 2 L3x3x3/16 433 -3.179 10.426 30.5 Pass 121.667 Bracing T12 121.667- Redund Horz 2 L3x3x3/16 494 -4.135 8.351 49.5 Pass 96.5843 Bracing i T13 96.5843-71.5 Redund Horz 2 L3x3xl/4 555 -5.102 8.915 57.2 Pass Bracing T14 71.5-51.417 Redund Horz 2 21-2 1/2x2 1/2x3/16 621 -6.124 7.496 81.7 Pass Bracing I T15 51.417-31.334 Redund Horz 2 2L2 1/2 x 2 1/2 x 3/16 x 5/16 694 -6.948 14.078 49.4 Pass Bracing I T16 31.334-0 Redund Horz 2 L2 1/2x2 1/2x1/4(rz) 784 -6.699 9.471 70.7 Pass Bracing T16 31.334-0 Redund Horz 3 2L3x3x1/4x1/2 786 -6.699 36.382 18.4 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 -1.408 9.595 14.7 Pass 209.583 Bracing T7 209.583-197 Redund Diag 1 L2 1/2x2 1/2x3/16 246 -1.023 8.625 11.5 Pass Bracing T8 197-181.3 Redund Diag 1 21-2 1/2x2x3/16xl/4 286 -1.226 28.180 4.4 Pass Bracing T9 181.3-170.633 Redund Diag 1 L2 1/2x2 1/2x3/16 320 -1.350 9.124 14.8 Pass Bracing I T10 170.833- Redund Diag 1 2L2 1/2x2x3/16x1/4 373 -2.499 31.038 8.1 Pass 146.75 Bracing T11 146.75- Redund Diag 1 2L2 1/2x2x3/16x1/4 434 -3.237 27.123 11.9 Pass 121.667 Bracing T12 121.667- Redund Diag 1 2L2 1/2x2x3/16x1/4 495 -3.880 26.092 14.9 Pass 96.5843 Bracing 1 T13 96.5843-71.5 Redund Diag 1 2L2 1/2x2x3/16x1/4 564 -4.463 25.045 17.8 Pass Bracing T14 71.5-51.417 Redund Diag 1 2L2 1/2x2x3/16xl/4 622 -4.407 28.626 15.4 Pass Bracing T15 51.417-31.334 Redund Diag 1 2L2 1/2x2x3/16x1/4 704 -4.829 27.570 17.5 Pass tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 77 Section Elevation Component Size Critical P pParow % Pass No. It Type Element K K Capacity Fail Bracing T16 31.334-0 Redund Diag 1 L2 1/2x2 1/2x1/4(rz) 785 -7.796 7.942 98.2 Pass Bracing T10 170.833- Redund Diag 2 21_2 1/2x2x3/16xl/4 374 -1.576 18.831 8.4 Pass 146.75 Bracing T11 146.75- Redund Diag 2 21_2 1/2x2x3/16xl/4 435 -2.091 15.894 13.2 Pass - 121.667 Bracing T12 121.667- Redund Diag 2 21_2 1/2x2x3/16xl/4 496 -2.598 13.938 18.6 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 2 21_2 1/2x2x3/16xl/4 557 -3.092 12.265 25.2 Pass Bracing - -T14 71.5-51.417. Redund Diag 2 21_2 1/2x2x3/16xl/4 602 -4.006 16.633 24.1 Pass Bracing T15 51.417-31.334 Redund Diag 2 21_2 1/2x2x3/16x1/4 675 -4.515 15.197 29.7 Pass Bracing T16 31.334-0 Redund Diag 2 L3x3x3/16(rz) 804 -4.781 6.335 75.5 Pass Bracing T16 31.334-0 Redund Diag 3 2L 5x3.5x5/16"x3/8" 812 -64.141 97.249 66.0 Pass Bracing T16 31.334-0 Redund Hip 1 2L2 1/2 x 2 1/2 x 3/16 x 5/16 814 0.895 61.395 1:5 Pass Bracing T10 170.833- Redund Hip 2 L3 1/2x3 1/2xl/4 388 -0.098 12.803 0.8 Pass 146.75 Bracing T11 146.75- Redund Hip 2 _21_2 1/2x2 1/2x3/16x5/16 449 -0.147 13.663' 1.1. Pass 121.667 Bracing T12 121.667- . Redund-Hip 2 21_2 1/2x3xl/4x1/4 510 -0.112 15.i 02 0.7 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Hip 2 21_2 1/2x3xl/4xl/4 571 -0.1-15 12.363 0.9 Pass Bracing I 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 - -0.428 21.I 95 2.0 Pass - Bracing T16 31.334-0 Redund Hip 3 21_2 1/2x3x1/4x1/4 . 816 .. -0.197 13.I 56 1.5 Pass Bracing T10 170.833- Redund Hip L3 1/2x3 1/2x1/4 389 -0.167 5.969 2.8 Pass 146.75 Diagonal 2 Bracing T11 146.75- Redund Hip L3 1/2x3 1/2x1/4 450 -0.179 4.903 3.7 Pass 121.667 Diagonal 2 Bracing T12 121.667- Redund Hip 21_2 1/2x2x3/16x1/4 511 -0.128 5.154 2.5 Pass 96.5843 Diagonal 2 Bracing T13 96.5843-71.5 Redund Hip 21_2 1/2x2x3/16x1/4 572 -0.129 4.384 2.9 Pass Diagonal 2 Bracing 1 T14 71.5-51.417 Redund Hip 21_2 1/2x2x3/16xl/4. 641 -0.076 3.954 1.9 Pass Diagonal 2 Bracing T15 51.417-31.334 Redund Hip 21_2 1/2x2x3/16x1/4 .714 -0.069 3.508 2.0 Pass Diagonal 2 Bracing T16 31.834-0 Redund Hip 21_2 1/2x2x3/16xl/4 817 -0.349 8.956 3.9 Pass . Diagonal 2 Bracing T16 31.334-0 Redund Sub Horz 2L5x5x3/8 813 65.431 150.105 43.6 Pass Bracing T16 31.334-0 Redund Sub 2L5x3 1/2x5/16x3/8 794 -60.896 139.994 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 L4x4xlA 125 -0.080 11.i 98 0.7 Pass 232.583 T5 232.583- Inner Bracing L4x4x1/4 187 -0.004 9.i60 0.3 Pass 222A 66- 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 -0.165 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.d79 0.7 Pass T10 170.833- Inner Bracing L3x3x3/16 394 -0.074 6.719 1.1 Pass 146.75 tnxTower Report-.version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 78 Section Elevation Component Size Critical P oPa„ow % Pass No. ft Type Element K K Capacity Fail T11 146.75- Inner Bracing L5x3x1/4 454 -0.095 7.990 1.2 Pass 121.667 T12 121.667- Inner Bracing 21-3 1/2x3 1/2x1/4x5/16 518 -0.014 18.026 0.6 Pass 96.5843 T13 96.5843-71.5 Inner Bracing 2L2x2-1/2x3/16x5/16 576 -0.073 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 1/2x3x1/4x1/4 721 -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) 60.1 Pass Diagonal 64.9 Pass g114) Horizontal 56.9 Pass (T15) Top Girt 40.5 Pass (T7) Redund 72.2 Pass Horz 1 Bracing (TI14) Redund 81.7 Pass Horz 2 Bracing (T14) Redund 18.4 Pass Horz 3 Bracing (T16) Redund 98.2 Pass Diag 1 Bracing (T16) Redund 75.5 Pass Diag 2 Bracing (T16) Redund 66.0 Pass Diag 3 Bracing (T16) Redund 1.5 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 (I16) Redund 43.6 Pass Sub Horz Bracing (T16) Redund 43.5 Pass Sub Diagonal Bracing (T16) Inner 2.4 Pass Bracing (T7) Bolt 64.6 Pass tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4,.Order 485277,Revision 1 Page 79 Section Elevation Component Size Critical P Opkbw % Pass No. It Type Element K Capacity Fail . Checks RATING= 98.2 Pass tnxTower Report-version 8.0.5.0 March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 80 I I APPENDIX B I BASE LEVEL DRAWING i i tnxTower Report-version 8.0.5.0 OTHER CONSIDERED EQUIPMENT 1) 4'TO 177 FT LEVEL 1-5/B'TO 177 FT LEVEL LEG D see LEG A .. got • (OTHER CONSIDERED EQUIPMENT 3 3/8'TO 215 FT LEVEL 6 3/4'TO 215 FT LEVEL (DRIER.CON90QtlD EQUIPMENT (2)3/8'TO 203 FT LEVEL 3 1-3/16'TO 203 FT LEVEL 3 1-1/4'T0.203 FT LEVEL. (OTHER CONSIDERED EQUIPMENT (1) E65 TO 277 FT LEVEL 1 1/2'TO 2113 FT LEVEL. 1 3/4'TO 2B3 FT LEVEL 1 1-5/8'TO 283 FT LEVEL (OTHER CONSIDERED EQUIPMENT (1) 1/4'TO 203 FT LEVEL LEG-C- - - 00 *!=S* -B - PROPOSED EQUIPMENT CONFIGURATION) 2 1-1/2'TO 195 FT LEVEL 9; 1-5/8'TO 195 FT LEVEL BUSINESS UNM816298 TOWER ID:C-BASELEVEL i March 26, 2019 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 4, Order 485277, Revision 1 Page 81 I I APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.5.0 Project Information BU# 816298 Site Name ZEPHYRHILLS Order# 485277 Rev 1 Jower Information Tower Type Self Support TIA-222 RevJ H Apply TIA-222-1-1 Section 15.5 Applied Loads Comp. Uplift Axial (k) 600.00 480.00 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) la,(in): 1.75 Eta Factor, n Thread Type: N-Included Configuration: Symmetrical Anchor Axial, Pu_c(kips) 150.00 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 82.9% Pass CClplate-version 3.6.0 Analysis Date:3/26/2019 Drilled Pier Foundation CROWN BU#: 816298 CASTLE Site Name:ZEPHYRHILLS Order Number:1477164 Rev 1 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: U Comp. Uplift D_o(ft from TOC)1 11.23 11.23 N/A Moment(ki ft 01 0 Soil Safety Factorl 3.04 1 3.57 Axial Force kips 6001 480 Max Moment-(kip-ft)1 930.33 1 791.22 Shear Force (kips 1071 91 Rating*1 41.7% 1 35.5% Soil Vertical Capacity Compression uplift Material Properties Skin Friction(kips) 194.38 194.38 Concrete Strength,fc: '31 ksi End Bearing(kips) 265.07 - Rebar Strength,F :1 40 1 ksi Weight of Concrete(kips) 58.73 44.04 Total Capacity(kips)t$00193=t669!9:0= Pier Design Data Axial(kips) 658.73 480.00 Depth 1 22.75 ft Rating* 70.4% 68.2% Ext.Above Gradel 1.25 ft Reinforced Concrete Capacity Compression Uplift Pier Section 1 Critical Depth(ft from TOC) 11.33 10.93 From 1.25'abovegrade to 22.75'belowgrade Critical Moment(kip-ft) 930.23 790.49 Pier Diameter 5 ft Critical Moment Capacity 4107.36 2817.14 Rebar Quantity 32 Rating*1 21.6% 1 26.7% Rebar Size 11 Clear Cover to Ties 3 in 'Soil Interaction Rating* 70.4% Tie Size 5 Structural Foundation Rating* 26.7% *Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth 5 Itt #of Layers 8 Calculated Calculated Ultimate Skin Ult.Gross' Angle of Ultimate Skin Top Bottom Thickness Vson Ycon-te Cohesion Ultimate Skin Ultimate Skin Friction Coinp Bearing-- SPT Blow Layer Friction Friction Uplift Soil Type, (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) Override(ksf) (ksf) (ksf) (ksf) (ksf) 1 0 3 3 .100 150 0.000 0.000 0.00 0.00 Cohesionless 2 3 5 2 100 150 28 0.000 0.000 0.00 0.00 Cohesionless - ----- -� 3 -- --5 5.5 0.5 37.6- 87.6 28_ 0.000_ 0.000 0.00 ,0:00 Cohesionless 4 5.5 6.33 0.83 52.6 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 1.100 1.10 1.10 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 2.1.1 Modified ASCE ASCE 7 Hazards Report AMERMAN SOCIETY OF CML ENGINEMS 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: -82.119333 _ � i\ .- '. , '�'.\ ` .•.-. ` — _—_—Pll5C0--__——-ir31t - - _1_ - _'7: ks J. =.•.1 b:•. J,, a W.\•'-- 't•>' s-r• :r. i:}:. Yof r '`,� - - -_� - - '�.,,�. __ 1 - :-.-... 1. O' �'t ,"",` •« .4,,�� a �..-�;� - snetor��stFo :.t\`'' ?' �,_ :�•"- ` d ,'i+a zed. "- '< ° '1 —' _ ',�• _ s .i �s%u =i --P�fF.✓'g1 :"R`x",�9 - a }� /Cf I r '�I .- s ,• 7 Zi4 u kcruy rkt ( 7t1 i `_' N '_y{r' \� .` `,�..'•1! 'L i.A_ •�_ -� _ ' - -''�%�i.�\-t.��y.S= : � '>•<. j _ C? . ' l: Tit_ --'1'--- - - 14 (1 „ ;=-,.—s •i.' , -._. �. ; -ren.,�, tNnm°.»n'� - j �I ;�,' -_cit�,nu J s ..1 ,l,•4f: 1 t' {' rna,'c.,; n,=�a: _ �\.. 1 _ - Ir Trailer''`- _{-- . 0, •I O 9 �� 9 •'', = �,• tl�YrafA ':e..y 1r . :.y y�' _ .-�P2i;c o —..G��t 1. ._.�._.-`.ti „—ti'— _ ,lt K,n,e�;�_, .. _ 1', _..'t_�=;�• J ��"-"�=1 .;�, t.�.✓ �. -mac s• iia• •t .l ___ __ �sa,' ° rt•.]i Wind Results: Wind Speed: 138 Vmph 10-year MRI 78 Vmph 25-year MRI 93 Vmph j 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-41, incorporating errata of March 12, 2014 Date Accessed: Fri Mar 22 2019 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 71 10 Standard. Wind speeds correspond to approximately a 7%probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI =700 years). Site is in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings need not be protected against wind-borne debris. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. I httos://asce7hazardtool.online/ Page 1 of 3 Fri Mar 22 2019 i I (I ASCE AMIRM SOCIETY OF CML ENGINUS Seismic Site Soil Class: D-Stiff Soil Results: SS : 0.068 Sos 0.072 S, 0.034 Sol 0.055 Fa 1.6 TL 8 F 2.4 PGA : 0.032 SMS : 0.108 PGA M : 0.051 SM, 0.082 FPGA 1.6 le 1 i Seismic Design Category A MCER Response Spectrum _ Design Response Spectrum -- -- 0.0a----- - C 0.100.09 - ---- - - - ----- - --`-- -� - -' i ' r I o.0a- ;--� -----�I -- o.06 _ I --------------—=---f--- 0.05 i 0.06 - - i o. - - ------ - --�---I 0.04- ----, ! --{---- — o.os --- - -- -- --- - -- 0.03- ` —--—--- ----- ' - 0.02 - 0.02 ' 1 0.01 0.01 ---- - -- I 0 0 1 �a(g)vs TA! 5 6 7 a 9 0 1 'Sa(g�vs T(s� 5 6 7 E 9 Data Accessed: Fri Mar 22 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7i110,.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. i I I I httos://asce7hazardtool.online/ Page 2 of 3 Fri Mar 22 2019 I -ASCE AMERMAN SOCIETY OF CIVIL ENGINEERS 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: Fri Mar 22 2019 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. it I httos://asce7hazardtool.online/ Page 3 of 3 Fri Mar 22 2019