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Home My WebLink About19-20776 CITY OF ZEPHYRHILLS 5335-8TH STREET (813)780-0020 20776 BUILDING PERMIT PERMIT INFORMATION LOCATION INFORMATION Permit Number: 20776 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 1 1OWNER INFORMATION Date Issued: 2/27/2019 Name: CROWN CASTLE GT COMPANY LLC Total Fees: 210.00 Address: 4017 WASHINGTON RD Amount Paid: 210.00 MC MURRAY, PA. 15317-2520 Date Paid: 2/27/2019 Phone: (813)342-3853 Work Desc: SPRINT INSTALL ANTENNA/CABLE MOUNTING CONTRACTORS APPLICATION FEES NEW-TECH CONSTRUCTION CORP BUILDING FEE 210.00 to Ins ections Required FOOTER 2ND ROUGH PLUMB MlbG INSULATION EILING FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: (c)With respect to Reinspection fees will comply with Florida Statute 553.80 (2)(c)the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection,whichever is greater,for each such subsequent,reinspection. NOTICE: In addition to the requirements of this permit, there maybe additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans,Specifications Must Accompany Application.All work shall be performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. N. CONTRACTOIK.KGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER NEW-TECH CONSTRUCTION, CORP. Date: 02125/2019 Municipality: City of Zephyrhills Name of license holder: Matthew John Snyder County Certificate# or State License # SCC131151517 The following person(s) are authorized to sign for permits for the above referenced license holder. All person(s) authorized to sign must produce a valid Driver's License or Government issued photo ID card and a Photo with this application. This Authorization is for All Permit Submittal and Permit Pickup. Names: Please Print Driver License Alex Van Vladnderen V514-012-91-248-0 Terri Anello A540-800-70-784-0 Trisha Purcell P624-801-81-850-0 j%cob tic,dqeS LA%ra. ctj 9-t4%6 s are Authori ion far good 12 months of dated form. of Co a ure of Contractor) Commonwealth of Florida COUNTY OF r4"204A Sworn to (ogfffirrmed)and subscribed before me this gl-, day of(�bW4!x (year), e W (name of person making statement). (Signature of Notary Public-State of Florida) (Print,Type,or Stamp VC mmissioned Name 4 Notary Public) Personally Known ✓ OR Produced Identification JAKE BROWN y R �Vi State of Florida-Notary Public 264039 a commission# GG 264039 tr My commission Expires October 01,2022J NEW-TECH CONSTRUCTION 941-485-8988 1579 BARBER RD,SARASOTA,Fl.34240 �. fLd fllufl City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: 11e6d Date Received: L /� Site: V�� Z, Permit Type: it 7 � Approved w/no comments: Approved w/the below comments: ❑ Denied w/the below comments: ❑ f` This comment sheet shall lie kept with the permit and/or plans. FE® QQ19 Kalvin Ej vit r lans Examiner Date Contractor and/or Homeowner (Required when comments are present) INSTR#2019084274 OR BK 9908 PG 323 Page 1 of 1 05/17/2019 02:43 PM Rcpt 2055746 Rec:10.00 DS:0.00 IT:0.00 Paula S.O'NeiC PFLD.,Pasco County CCerk&Comptro[Cer 816298/TA33)1CO47 Perms No. 20776 Parcel ID No 14-26-21-o030A17OD-0060 NOTICE OF COMMENCEMENT State of Florida County at Pasm THE UNDERSIGNED hereby gives notice that improvement will be made to certain real Property,and in accordance Wth Chapter 713,Florida Statutes, the foaoMig oftmatim is provided In this Notice of Commencemene.. 1. Description of Property:Parcel Identification No.14-26.21-0010-01700-0060 Moores First Addition TO C'rty Of L hyrhilIs PB 1 Pg 57 Lots 6,7,&8 Inclusive 81o;17 OR 4639 PG 280 Sbeet Address: 38522AAve teohvrhills FL33542 2. General Description of Improvement c^^^t progosing to add III dish(11 radio(11 cable MA required on existing mount. No change to around lease area or equipment 3. Owner Information or Lessee information if the Lessee=traded for the Improvement Crown Castle USA Inc. Name 4571 N ulnvern r c,,re 710 Tampa PA Address City Stale Interest In Property: Tower Owner Name of Fee Simple Titleholder. Of different from Owner Bated above) Address New-Tech Construction Corp. city State 4. Contractor: 1579 Barber Rd Sarasota FL Address ContreGors Telephone No.: (B41)485-8988 City Stele 5. Surety. N/A Name Address CRY Slate Amount of Band:S Telephone No.: 6. Lender. N/A Name Address City State Lenders Telephone No.: 7. Persons within are Slate of Florida designated by the owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)(7),Fiaida Statutes: NA Name Address City State Telephone Number of Designated Person: B. In addition to himself,the owner designates N/A of— to receive a copy of the Lienors Notice as provided in Section 713.13(1)(b),Florida Stabrles, Telephone Number of Person or Entity Designated by Owner. 9. E*mtion date of Notice of Commencement(the expiration date may not be before the completion of construction and final payment to the contractor,but well be one year from the date of recording unless a different date is spec fied): WARNING TO OWNER: ANY PAYMENTS.MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713,PART I.SECTION 713.13 FLORIDA STATUTES.AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION.IF YOU INTEND TO OBTAIN FINANCING.CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalty of perjury.I declare that I have mad the foregoing notice of cummencernenl and that the farts stated therein ere true to the best of my hno=ge of and be,. / STATE OF FLORIDA / --'- COUNTY OF PAGOO Hillsborough Signature of Ovmer or Lessee.or Ovmer's or Lessees Authorized Officer motor art /A er 0 ro)C)C• �rla r S natmy Ne orriire •J '�(�Y� '7Cf The foregoing instrument vras advrawiedga bgfore meNds day of ,2013by "�'` �,�` '-��-•/��I_' '* — (type of authority,e.g.,officer,trustee,attorney in fact)for PINT 1 _r1 L ha7 ofxvh�o]m/{nstrumenlwas ad). Personally Knovm®OR Produced ldenMcalion 0 Notary Signa r t 1114',, Type of identification Produced Name(Print)RE A'rr.-+c'"I .NR NattilyPNc tl State of Rfaido f Trisha A Pur it � My CorroNat m GG 283895 a w E q*es 011242023 wpdate/beslnolicemmmencementycDM8 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department 816298/TA33XC047 Date Received Phone Contact for Permitting 813 342 _ 3852 1 1 1 1 1 1 1 1 I 1 0 1 1 1 1 1 1 11 1 1 1 1 Owner's Name Crown Castle USA Inc. for Sprint Owner Phone Number 813-342-3852 Owner's Address 1 4511 N Hlmes Ave Ste 210 Tampa, FL 33614 Owner Phone Number Fee Simple Titleholder Name I Crown Castle GT Company Owner Phone Number Fee Simple Titleholder Address 4017 WASHINGTON RD PMB 353, MC MURRAY PA 15317-2520 JOB ADDRESS 38522 A Ave., Zephyrhills, FL 33542 LOT# SUBDIVISION PARCEL ID# 14-26-21-0010-01700-0060 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED R NEW CONSTR ADD/ALT = SIGN = DEMOLISH INSTALL Ix I REPAIR PROPOSED USE = SFR Q COMM = OTHER TYPE OF CONSTRUCTION = BLOCK Q FRAME = STEEL = Sprint MW proposing to add(1)dish,(1)radio,(1)cable.MA required on existing mount.No change to ground DESCRIPTION OF WORK lease area orequipment. BUILDING SIZE I = SQ FOOTAGE= HEIGHT =BUILDING $20,000 VALUATION OF TOTAL CONSTRUCTION =ELECTRICAL $ AMP SERVICE = PROGRESS ENERGY = W.R.E.C. =PLUMBING $ l =MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION =GAS = ' ROOFING 0 SPECIALTY = OTHER FINISHED FLOOR ELEVATIO FLOOD ZONE AREA =YES NO BUILDER Ae (�/ ` vdCOMPANY New-Tech Construction Corp. SIGNATURE REGISTERED Y/ N FEE CURREN Y/N Address 1579 Barber Rd Sarasota, FL 34240 License# SCC131151517 ELECTRICIAN COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Y/N Address License# PLUMBER COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Address I License# MECHANICAL COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Address I License# OTHER COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Address License# 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Forms;R-O-W Permit for new construction, Minimum ten(•10)working days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster;Site Work Permit for subdivisions/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,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster.Site Work Permit for all new projects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. ****PROPERTY SURVEY required for all NEW construction. Directions: Fill out application completely. Owner&Contractor sign back of application,notarized If over$2500,a Notice of Commencement is required. (A/C upgrades over$7500) Agent(for the contractor)or Power of Attorney(for the owner)would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(Plot/Survey/Footage) Driveways-Not over Counter if on public roadways..needs ROW 816296 89059 - NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to"deed" restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work, they may be required to be'licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation understate 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) sigh 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 W" unless expressly permitted. If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a "compensating volume" will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. If the fill material-is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction, I certify that fill will be used only to fill the area within the stem wall. If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lots less than one (1) -acre which are elevated by fill, an,engineered drainage plan is required. If I am the AGENT FOR THE OWNER, I promise in good faith'to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate, cancel, alter, or set aside any provisions of th&technical codes, nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors.in plans, construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a period of six(6) months after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a period not to exceed ninety (90) days and will demonstrate justifiable cause for the extension'. If work ceases for ninety(90)consecutive days,the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMM CEMEN MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTE TO OBT N FINANCING, CONSULT -WITH YOUR LENDER OR AN_ATTORNEY BEFORE RECORDING YOUR NO CE OF C MENCEMENT. FLORIDA JURAT(F.S.1172 OWNER OR AGENT CONTRACTOR Subscri ed and swopr to(or f i ed)gefo a me this Syb d anc s f (or limed)befor me t 's LT__i by G I"i( �u Lerf• 1 Z014 by, VI 1-� A vow, Who is/are personally k�n� to me or has/have produced Who is/are personally known to me or has/have produced as identification. as identification. Notary Public Notary Public Commission No. bC,14 1 I '3 Co�n No. &l7t Z_(P •03 �loc Ltif, Vqy\ Vlo,�dePf1\ 9L.) oPV1 Name of Notary typed,printed or stamped Name of Notary typed,printed or stamped ALEX LEE VAN VLAENDEREN 1 JAKE BROWN Notary Public State of Florida Mots of Florida-Notary Public 'o nd} Commis Expires Aug 2? 3 Commission#GG 264039 My Comm. Mai Commission Expires Bonded through National Notary Assn. October 01.2022 i Florida Certificate of Authorization#8540 • Date: November 29,2018 Tectonic PRACTICAL SOI IITIONS.FIMPTIONAI.SFRVIM Stephanie Lipscomb Tectonic Engineering &Surveying Consultants P.C. Crown Castle 1279 Route 300 370 Mallory Station RoadSuite 505 Newburgh, NY 12550 Franklin,TN 37067 (845)567-6656 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: TA33XCO47 Carrier Site Name: N/A Crown Castle Designation: Crown Castle BU Number: 816298 Crown Castle Site Name: ZEPHYRHILLS Crown Castle JDE Job Number: 544715 Crown Castle Work Order Number: 1663303 Crown Castle Order Number: 468057 Rev. 3 Engineering Firm Designation: Tectonic Project Number: 9800.816298, Phase 2 Site Data: 38522 A Ave,Zephyrhills, Pasco County, FL Latitude 28°.13'40.63", Longitude-82' 10'45.6" 287.667 Foot-Self Support Tower Dear Stephanie Lipscomb, Tectonic Engineering & Surveying Consultants P.C. (Tectonic) is pleased to submit this "Structural Analysis Report"to determine the structural integrity of the above mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 138 mph as required by the 2017 Florida Building Code, 6th Edition (2015 IBC). Applicable standard references and design criteria are listed in Section 2- Analysis Criteria. Structural analysis prepared by: Mahesh Chillarge/VE Respectfully submitted by: TectonicF. E lV`,woe°�4V��.•��c No 71995 . Edward F. Martella, P.E. 0•;. STATE OF ; � Vice President 'off •:c< O R ti P••��-% ip S� •••..., C? e� tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2-Other Considered Equipment 3)ANALYSIS PROCEDURE . Table 3-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4- Section.Capacity(Summary) Table 5—Tower Component Stresses vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations E/VP .. AT �, ti No 71995 *• ear ? ! -33. :�0 srAFE OF ID 'V l_ % ��P�I/1114f1o0�, 1 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 3 1) INTRODUCTION This tower is a 287.667 ft Self Support tower designed by mapped by Tower Engineering Professionals, Inc. The tower has been modified multiple times in the past to accommodate additional loading. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 138 mph Exposure Category: C Topographic Factor: 1 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number. Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size(in) TTTT65AP-1XR w/Mount 206.0 3 commscope -- ( Pipe 205.0 1 ericsson ANT2 0.6 11 HPX JR) 1 ceragon FIBEAIR IP-20C 2 rfs celwave APXV9ERR18-C w/ Mount Pipe 204.0 APXVERR18-C w/Mount 1 rfs celwave P 2 3/8 Pipe 203.0 3 1-3/16 1 rfs celwave SC2-190BB 1 1-3/8 3 crown mounts PM 601-1 1 1/4 3 crown mounts SM 503-1 3 ericsson RRUS 11 B26A 203.0 3 ericsson RRUS 31 B25 2 ericsson TN11/2X 248T/256X HP 3 nokia FZHJ-RRH 9 rfs celwave ACU-A20-N Table 2—Other Considered Equipment Center: Number Number Feed Mounting ' 'Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) 290.0 -- 2----F - dbspectra DS8A10F36U-D —- — 1 1/2 283.0 2 crown mounts SO 306-1 1 3/4 283.0 1 dbspectra ATS8TMA10 1 1-5/8 277.0 277.0 1 crown mounts PM 601-1 1 E65 1 rfs celwave PAD8-65AC tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 4 Center Number Number Feed Mounting Line' of Antenna Antenna Model of Feed Line (ft) Level (ft) Elevation Antennas Manufacturer Lines Size(in) l NNHH-65B-R4 w/Mount 4 commscope �- - -- I -- Pipe 2 commscope SBNHH-1D65B w/Mount Pipe 4 commscope SBNHH-1D85B w/Mount Pipe 3 ericsson RRUS 32 3 3/8 215.0 215.0 3 ericsson RRUS 4449 135/1312 6 3/4 3 ericsson RRUS 4478 B14 3 ericsson RRUS 8843 132/1366A 6 raycap DC2-48-60-0-9E —3 —F raycap I DC6-48-60-18-8C 3 sitepro1 VFA10-HD-S Sector Mount 198.0 2 commscope SBN H-1 D65C-SR w/ Mount Pipe 5 andrew TMBXX-6517-A2M w/ Mount Pipe 2 commscope CBC1921-DF-DC-6X 197.0 F2 commscope SBNHH-1 D45C w/Mount Pipe 1 nokia FHFB 195.0 1 nokia FRIJ 9 1-5/8 3 sitepro1 SitePro1 MSFAA 3 1-1/4 195.0 SitePro1 VFA12-HD 3T sitepro1 Sector Frame 3 commscope TMAT19211378-21A 194.0 2 nokia FHFB 3 nokia FRIG 3 raycap ASU9338TYP01 190.0 1 nokia FHFB 6 antel LPD-7905/8 3 crown mounts SM 402-1 177.0 177.0 6 css X7C-FRO-860-VRO w/ 12 1-5/8 Mount Pipe 1 1-3/8 3 ericsson RRUS 32 3 raycap RHSDC-3315-PF-48 tnxTower Report-version 8.0.4.0 November 29, 2018. 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 5 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS] EGSci Consulting-1 n_c_. 7489744 CCISITES 4-POST-MODIFICATION Tower Engineering Professionals, 2280102 CCISITES INSPECTION Inc. 4-POST-MODIFICATION INDUSTRIAL ENGINEERING 2508399 CCISITES INSPECTION AND TESTING SERVICES, P.C. 4-TOWER FOUNDATION EGSci Consulting Inc. (Mapping) 7318394 CCISITES DRAW INGS/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 DESIGN/DRAWINGS/DATA B &T Engineering 1136789 CCISITES 4-TOWER REINFORCEMENT Tower Engineering Professionals, 7583548 CCISITES DESIGN/DRAWINGS/DATA Inc. 4-TOWER STRUCTURAL Tower Engineering Professionals, 7583549 CCISITES ANALYSIS REPORTS Inc. 4-POST-MODIFICATION Tower Engineering Professionals,INSPECTION Inc. 7924130 CCISITES 3.1) Analysis Method tnxTower(version 8.0.4.0), a commercially available analysis software package,was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built and maintained in accordance with the manufacturer's specifications. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) Tectonic did not analyze the antenna supporting mounts as a part of this analysis report and assumed they are structurally sufficient. It is the carrier's responsibility to ensure structural. compliance of their existing and/or proposed antenna supporting mounts. 4) The existing base plate grout was not considered in this analysis. 5) Dowel capacity governs reinforced foundation. Proposed reinforcement dowel capacity based on the previous analysis report by Tower Engineering Professionals, Inc.The dowel capacity for the previous reinforcement by IETS Engineering Services, P.C. is assumed to be governed by the steel capacity. 6) The existing tower geometry is based on the previous analysis report by Tower Engineering Professionals, Inc. referenced above. 7) This analysis is based on the tower and foundation mapping reports referenced above. Therefore, the material grades are assumed as follows: Tower: Legs: A572-50 Bracing:A36 Anchor Rods: A36 Foundation: Concrete: 3000 psi Steel Reinforcement: Grade 40 ksi tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 6 These assumptions are consistent with the previous analysis report by Tower Engineering Professionals, Inc., referenced above. This analysis may be affected if any assumptions are not valid or have been made in error.Tectonic should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Section Component Critical SF*P_allow OX No Elevation(ft) Type. Size Element P(K) (K) Capacity Pass I Fail T1 I 287.6� I Leg L5x5x5/16 I 3 I -0.918 92.178 1.0 Pass T2 280.084- Leg L5x5x5/16 25 -2.356 92.178 2.6 Pass 272.5 4.8(b) T3 272.5-247.333 Leg L5x5xl/2 46 -13.363 184.636 8 0 7.2(b) Pass T4 247.333- Leg L8x8x5/8 114 -31.546 434.867 7.3 Pass 232.583 T5 232.583- Leg L8x8x5/8 152 -39.614 469.785 8.4 Pass 222.166 8.9(b) T6 2 0 Leg L8x8x5/8 189 -51.733 453.830 11.4 Pass 209.58 3 9.58 T7 209.583-197 Leg L8x8x5/8 226 -70.407 453.830 15.5 Pass 15.8(b) T8 197-181.3 Leg L8x8x1 1/8 263 -94.457 736.067 12.8 Pass T9 1�0 833 Leg L8x8xl 1/8 300 -126.675 814.224 2�.6 Pass T10 170.833- Leg L8x8x1 1/8 337 -152.099 729.626 20'8 Pass 146.75 34.2(b) T11 146.75- Leg L8x8x3/4 398 -209.345 492.296 42.5 Pass - 121.667 T12 121.667- Leg L8x8xl 461 -272.633 644.151 42.3 Pass 96.5843 T13 96.5843-71.5 Leg L8x8x1 1/8 522 -337.018 1 717.138 1 47.0 Pass T14 71.5-51.417 1 Leg L8x8x1 1/8 583 I -404.998 1 774.440 1 52.3 1 Pass T15 51.417- Leg L8x8x1 1/8 656 -459.802 774.440 59.4 Pass 31.334 T16 31.334-0 Leg L8x8xl 1/8 729 -441.864 736.657 60.0 Pass T1 287'667 Diagonal 21-21/2x2x3/16x5/16 19 -1.004 29.121 3.4 Pass 280.084 FT2 280.084 Diagonal 21-21/2x2x3/16x5/16 33 -3.171 27.596 11.5 Pass 272.5 T3 272.5 Diagonal 21-21/2x21/2x1/4x5/16 71 -7.693 31.757 24.2 Pass 247.333 T4 247.333- Diagonal 2L3x2 1/2x1/4xl/4 133 I -7.724 49.292 16.7 Pass 232.583 16.5(b) 232.583-T5 222166 Diagonal 21-21/2x3x1/4x1/4 170 10.095 57.736 17.5 Pass T6 222.166- Diagonal 21-2 1/20 1/2xl/4x5/16 207 -14.406 56.145 25.7 Pass 209.583 T7 209.583-197 Diagonal 21-2 1/20 1/2xl/4x5/16 250 17.334 53.547 32.4 Pass T8 197-181.3 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 281 -25.527 68.478 37.3 Pass T9 181.3 Diagonal. 2L 3 x 3 1/2 x 114 x 1/4 318 -23.803 66.680 35.7 Pass 170.833 T10 170.833- Diagonal 2L3 1/2x5x5/16x5/16 365 -41.595 121.059 34.4 Pass 146.75 tnxTower Report-version 8.0.4.0 November 29, 2018. 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 2, Order,468057, Revision 3 Page 7 I Section Component Critical SF*P_allow % No. Elevation(ft) Type Size Element P(K) (Iq ll Capacity Pass/Fail T11 146.75 Diagonal 2L31/2x5x5/16x5/16 426 -45.036 113.004 39.9 Pass 121.667 --�- -- --- T12 121.667- Diagonal 21-3 1/2x5x5/16x5/16 487 -47.041 108.758 43.3 Pass 96.5843 T13 96.5843-71.5 Diagonal 1 21-3 1/2x5x5/16x5/16 548 1 -51.155 1 104.095 1 49.1 Pass T14 71.5-51.417 1 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 613 -46.384 71.312 65.0 Pass 51.417- 52.9 T15 Diagonal 2L31/2x4x5/16x1/2 686 47.917 90.498 Pass 31.334 64.8(b) T16 31.334-0 Diagonal 2L5x5x3/8 x1/2 775 -95.897 189.748 50.5 Pass 280.084- 4.7 T2 272 5 Horizontal 2L2 1/2x2x3/16x5/i6 32 -1.850 39.568 5 7(b) Pass T3 272'5 Horizontal 2L2x2x3/16x5/16 70. -3.805 28.925 13.2 Pass 247.333 13.3(b) T4 247.333- Horizontal 2L2 1/2x2x3/16x5/16 132 -5.434 34.578 15.7 Pass I' .232.583 17.4(b) T5 22221866 Horizontal 2L5x31/2x5/16x5/16 169 -6.304 149.818 9..2 Pass T6 222.166 Horizontal 2L3x2x3/16x5/16 206 -8.036 30.526 26.3 Pass 209.583 T8 197-181.3 Horizontal 2L5x3x5/16x5/16 280 -14.849 82.538 18.0 29.6(b) Pass T9 1 81.33 Horizontal 2L6x3.5x5/16"x5/16" 317 -17.508 122.381 214'fib) Pass T10 11 -46.75 Horizontal 2L31/2x21/2xl/4x5/16 364 -20.282 44.148 45.9 Pass i 46.75 1.4 T11 1 12121.66667 32.0(b) . - Horizontal 2L5z31/2x5/16x5/16 425 -23.166 108.148 20( Pass T12 121.667- Horizontal 2L4x3x1/4x1/4 486 -25.727 45.982 55.9 Pass 96.5843 T13 96.5843-71.5 Horizontal 21-4x3 1%2x5/16x1/4 547 -29.766 63.423 46.9 Pass T14 71.5-51.417 Horizontal 2L31/2x21/2x1/4 1 612 1 -31.804 1 65.259 48.7 Pass T15 51.417- Horizontal . 2L31/2x21/2xl/4. 685 -33.704 59.048 57.1 Pass 31.334 T16 31.334-0 Horizontal 2L6x4x7/16xl/2 798 -77.110 230.540 33.4 Pass 52.1 (b) T1 287'667 Top Girt L3x2 1/2x1/4 7 0.531 30.040 1.8 Pass 280.084 2.1 (b) T3 247.333 Top Girt L5x3xlA 49 -2.884 39.779 9.1'�b) Pass T4 247.333- Top Girt 2L31/2x21/2xl/4x5/16 119 5.050 77.128 6.5 Pass 232.583 11.6(b) T7 209.583-197 1 Top Girt I 2L3x2x3/16x5/16 231 -10.786 26.538 40.6 Pass T3 272.5- Redund Horz 1 L2 1/2x2x3/16 79 0.246 20.131 1.2 Pass 247.333 Bracing T5 232.583- Redund Horz 1 L2 1/2xl 1/2x3/16 178 0.817 10.669 7.7 Pass 222.166 Bracing T6 222.166- Redund Horz 1 L2 1/2x2x3/16 201 -1.685 16.992 9.9 Pass 209.583 Bracing T7 209.583-197 Redund Horz 1 L2 1/2x2x3/16 245 -1.334 14.685 9.1 Pass Bracing T8 197-181.3 Redund Horz 1 21-2 1/2x2x3/16xl/4 278 -1.467 45.517 3.2 Pass Bracing T9 181.3- Redund Horz 1 L2 1/2x2x3/16 319 -2.082 10.356 20.1 Pass 170.833 Bracing T10 170.833- Redund Horz 1 L2 1/2x1 1/2x3/16 347 -2.308 11.418 20.2 Pass 146.75 •Bracing T11 146.75- Redund Horz 1 L2 1/2x1 1/2x3/16 408 -3.169 8.900 35.6 Pass tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 8 Section Component Critical SF*P_allow % Elevation(ft) Size P(K) Pass 1 Fail No. Type Element (K) Capacity 121.667 I Bracing T12 121.667- Redund Horz 1 L2 1/2x1 1/2x3/16 501 4.123 7.071 58.3 Pass 96.5843 Bracing T13 96.5843--71.5 Redund Horz 1 L2 1/2x2x3/16 554 -5.090 11.092 45.9 Pass Bracing T14 71.5-51.417 Redund Horz 1 L2 1/2x2x3/16 629 6.112 8.477 72.1 Pass Bracing T15 51.417- Redund Horz 1 21-2 1/2x2x3/16x1/4 693 6.937 39.885 17.4 Pass 31.334 Bracing T16 31.334-0 Redund Horz 1 L2 1/2x2 1/2x1/4(rz) 800 -6.689 28.373 23.6 Pass Bracing T10 170.833- Redund Horz 2 L2 1/2x2 1/2x3/16 348 2.308 7.559 30.5 Pass 146.75 Bracing T11 146.75- Redund Horz 2 L3x3x3/16 409 -3.169 10.426 30.4 Pass 121.667 Bracing T12 121.667- Redund Horz 2 L3x3x3/16 494 4.123 8.351 49.4 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Horz 2 L3x3x1/4 555 5.090 8.915 57.1 Pass Bracing T14 71.5-51.417 Redund Horz 2 21-2 1/2x2 1/2x3/16 630 -6.112 7.496 81.5 Pass Bracing T15 51.417- Redund Horz 2 21-2 1/2 x 2 1/2 x 3116 x 703 -6.937 14.078 49.3 Pass 31.334 Bracing 5/16 T16 31.334-0 Redund Horz 2 L2 1/2x2 1/2x1/4(rz) 784 -6.689 9.471 70.6 Pass Bracing T16 31.334-0 Redund Horz 3 2L3x3x1/4x1/2 803 -6.689 36.382 18.4 Pass Bracing T3 272.5- Redund Diag 1 L2 1/2x2x3/16 80 0.250 7.325 3.4 Pass 247.333 Bracing T5 232.583- Redund Diag 1 L2 1/2x2x3/16 175 -0.625 8.708 7.2 Pass 222.166 Bracing T6 222.166- Redund Diag 1 L2 1/2x2 1/2x3/16 202 -1.407 9.595 14.7 Pass 209.583 Bracing T7 209.583-197 Redund Diag 1 L2 1/2x2 1/2x3/16 246 -1.071 8.925 12.0 Pass Bracing T8 197-181.3 Redund Diag 1 Bracing 21-2 1/2x2x3/16x1/4 279 -1.298 28.180 4.6 Pass T9 181.3- Redund Diag 1 L2 1/2x2 1/2x3/16 320 -1.357 .9.124 14.9 Pass 170.833 Bracing T10 170.833- Redund Diag 1 2L2 1/2x2x3/16xl/4 349 -2.495 31.038 8.0 Pass 146.75 Bracing T11 146.75- Redund Diag 1 21-2 1/2x2x3/16x1/4 410 -3.228 27.123 11.9 Pass 121.667 Bracing T12 Redund Diag 1 96.58433 Bracing 2L2 1/2x2x3/16x1/4 F495 -3.868 26.092 14.8 Pass 96.58 � T13 96.5843-71.5 Redund Diag 1 21-2 1/2x2x3/16x1/4 556 4.453 25.045 17.8 Pass Bracing T14 71.5-51.417 Redund Diag 1 21-2 1/2x2x3/16x1/4 631 -4.398 28.626 15.4 Pass Bracing T15 51.417- Redund Diag 1 21-2 1/2x2x3/16x1/4 695 -4.821 27.570 17.5 Pass 31.334 Bracing T16 31.334-0 Redund Diag 1 L2 1/2x2 1/2x1/4(rz) 802 -7.784 7.942 98.0 Pass Bracing T10 170.833- Redund Diag 2 21-2 1/2x2x3/16x1/4 350 -1.573 18.831 8.4 Pass 146.75 Bracing T11 146.75- Redund Diag 2 21-2 1/2x2x3/16x1/4 411 2.085 15.894 13.1 Pass 121.667 Bracing T12 121.667- Redund Diag 2 21-2 1/2x2x3/16x1/4 496 -2.591 13.938 18.6 Pass 96.5843 Bracing I tnxTower Report-version 8.0.4.0 November.29,' 2018. 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 9 Section Component Critical SF*P_allow % Elevation(ft) Size P(K) Pass I Fail No. Type Element (K) Capacity T13 96.5843-71.5 Redund Diag 2 21-2 1/2x2x3/16x1/4-F557 I -3.085 I 12.265 25.2 Pass Bracing T14 71.5-51.417 Redund Diag 2 21-2 M/ x3/16x1/4 602 -4.011 16.633 24.1 Pass Bracing T15 51.417- Redund Diag 2 21-2 1/2x2x3/16x1/4 675 -4.519 15.197 29.7 Pass 31.334 Bracing T16 31.334-0 Re Bracingdund Diag2 L3x3x3/16(rz) 787 -4.774 6.335 75.4 Pass T16 31.334-0 Redund Diag 3 2L 5x3.5x5/16"x3/8" 812 -63.998 97.249 65.8 Pass Bracing T16 31.334-0 Redund Hip 1 21-2 1/2 x 2 1/2 x 3/16 x 814 0.893 61.395 1.5 Pass Bracing 5/16 T10 170.833- Redund Hip 2 L3 1/2x3 1/2x1/4 388 -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 -0.148 13.663 1.1 Pass 121.667 Bracing T12 121.667- Redund Hip 2 96.5843 Bracing 21-2 1/2x3x1/4x1/4 510 0.113 15.002 0.8 Pass T13 96.5843-71.5 Redund Hip 2 21-2 1/2x3xl/4xl/4 571 -0.116 12.363 0.9 Pass Bracing T14 71.5-51.417 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 640 0.066 18.178 0.4 Pass Bracing T15 51.417- Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 713 0.067 15.949 0.4 Pass 31.334 Bracing T16 31.334-0 Redund Hip 2 21-2 1/2 x 2 1/2 x 3/16 x 791 0.425 21.595 2.0 Pass Bracing 5/16 T16 31.334-0 Redund Hip 3 21-2 1/2x3x1/4x1/4 816 -0.197 13.056 1.5 Pass Bracing 170.833- Redund Hip T10 146.75 Diagonal2 L31/2x31/2x1/4 389 0.165 5.969 2.8 Pass Bracing 146.75- Redund Hip T11 121.667 Diagonal L3 1/2x3 1/2x1/4 450 0.177 4.903 3.6 Pass Bracing 121.667- Redund Hip T12 96.5843 Diagonal 21-21/2x2x3/16x1/4 511 -0.126 5.154 2.5 Pass Bracing Redund Hip T13 96.5843-71.5 Diagonal 2 21-2 1/2x2x3/16x1/4 572 0.128 4.384 2.9 Pass Bracing Redund Hip T14 71.5-51.417 Diagonal 2 21-2 1/2x2x3/16xl/4 641 0.075 3.954 1.9 Pass Bracing 51.417- Redund Hip T15 31.334 Diagonal 21-21/2x2x3/16xl/4 714 -0.069 3.508 2.0 Pass Bracing Redund Hip T16 31.334-0 Diagonal 2 21-2 1/2x2x3/16x1/4 817 0.349 8.956 3.9 Pass Bracing T16 31.334-0 Redund Sub Horz 2L5x5x3/8 813 65.319 150.105 43.5 Pass Bracing T16 1 31.334-0 Redund Sub 21-5x3 1/2x5/16x3/8 794 61.231 139.994 43.7 Pass Diagonal Bracing T1 287.667 Inner Bracing L3x3x3/16 13 -0.009 8.081 0.2 Pass 280.084 T2 280.084- Inner Bracing L3x3x3/16 42 0.002 6.755 0.2 Pass 272.5 T3 272.5 Inner Bracing L3x3x3/16 55 0.045 5.731 0.8 Pass 247.333 T4 1 247.333- 1 Inner Bracing L4x4xl/4 125 -0.080 1 11.398 1 0.7 Pass tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 10' Section Component Critical SF"P_allow Elevation(ft) Size P(K) Pass Fail No. Type Element (K) Capacity f 232.583 T5 232.583- Inner Bracing L4x4xl/4 187 -0.004 9.060 0.3 Pass 222.166 T6 222.166- Inner Bracing 209.583 L4x4x1/4 224 -0.005 7.817 0.4 Pass T7 209.583-197 Inner Bracing 2L3x2x3/16x5/16 237 -0.166 6.801 2.4 T Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 -0.011 23.594 0.6 Pass T9 181.3- Inner Bracing L3 1/2x2 1/2x1/4 333 -0.040 6.079 0.7 Pass 170.833 T10 170.833- Inner Bracing L3x3x3/16 394 0.073 6.719 1.1 Pass 146.75 T11 146.75- Inner Bracing L5x3xl/4 454 -0.094 7.990 1.2 Pass 121.667 T12 121.667- Inner Bracing 2L3 1/2x3 1/2x1/4x5/16 518 -0.014 18.026 0.6 Pass 96.5843 T13 96.5843-71.5 Inner Bracing 2L2x2-1/2x3/16x5/16 576 -0.072 8.386 0.9 Pass T14 71.5-51.417 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 646 -0.058 7.196 0.8 Pass T15 51.417- Inner Bracing 21-2 1/2x3xl/4xl/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 5.591 1.4 Pass Summary Leg(T16) 60.0 Pass Diagonal 65.0 Pass (T14) Horizontal 571 Pass (T15) Top jirt 40.6 Pass Redund Horz 1 Bracing 72.1 Pass (T14) Redund Being 81.5 Pass (T14) Redund Horz 3 18.4 Pass Bracing (T16) Redund Diag 1 98.0 Pass Bracing (T16) Redund Diag 2 Bracing 75.4 Pass (T16) Redund Diag 3 Bracing 65.8 Pass (T16) . Redund Hip 1 Bracing 1.5 Pass (T16) Redund Hip 2 Bracing 2.0 Pass (T16) tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 11 Section Component Critical SF*P allow % Elevation(ft) Size P(K) Pass/Fail No. Type Element (K) Capacity --- - -------------- -- Zelund 3 'p R�6)g � 1.5 Pass Redund Hip Diagonal 3.9 Pass Bracing (T.16) Redund Sub Horz Bracing 43.5 Pass (T16) Redund Sub Diagonal 43.7 Pass Bracing (T16) Inner Bracing 2.4 Pass (T7) Bolt Checks 64.8 Pass Rating= 98.0 Pass *Rating per TIA-222-H Section 15.5 Table 5 -Tower Component Stresses vs. Capacity—LC7 Notes Component Elevation (ft) %Capacity Pass/Fail 1 Anchor Rods 0 82.9 Pass 1 Base Foundation 0 17.6 Pass 1 Base Foundation 0 70.4 Pass Soil Interaction Structure Rating (max from all components)= 98% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed-load configuration. No modifications are required at this time. The results of the tilt and twist values for a 60 mph 3-second gust service wind speed per the TIA- 222-H Standard are given below: Critical Deflections'and Radius of Curvature -Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 205.00 ANT2 0.6 11 HPX JR) 25 1.45 0.05 0.01 687043 204.00 SC2-190BB 25 1.44 0.05 0.01 645111 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 12 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.4.0 287.7ft - SYMBOL LIST MARK SIZE MARK SIZE < Z 4 Q u? 280t ftft _`'. A 21-2 V2x2u3116x5/16 M 2L5x3x5/16x5116 Z Z B 2L2 1/'2x2 112x1/4x5/16 N 2L6x3.5x5116'x5/16', z ¢ N@ - 2725ftft C 2L3x21/2x114x114 O L21/2x1112x3116 r m \ D 2L21/2x3xl/4xl14 P 2L21/2x2x3116x1/4 zz N 3 �z x \ E 21-21/2x3112014x5/16 Q L21/2x2x3/16 m M „x cox `� N n F 2L 3112 x 4 x 1/4 x 1/4 R L2112x2112x3116 x x G 12L3x31/2x1/4x1/4 S L3112x211Zc114 J J 21 \\ H 21.3 1/2x4x5/16x1/2 T 21-3 112x3 1r2c1/4x5116 247.3ft I L3x2112x1/4 u 2L2x2-1/2x3/16x5/16 N 1 21-31P2x21M114x5/16 V 2L2112x2 Ml2A1t6x5/16 ❑ -� Q 4 4 y r n / K 2L3x2x3116x5116 w 1@ 10.4166 z z j L 2L5x3 1Y2x5/16x5/16 x 1@ 1OA667 ' o N 232.6 ft / - m ❑ o a x m 3 MATERIAL STRENGTH x 222.2 ftft \ GRADE Fy Fu GRADE Fy Fu Ix z A572-50 50 ksi 65 ksi. A36 36 ksi 58 ksi W 209.6 fty TOWER DESIGN NOTES a a % ` 1.'Tower is located in Pasco County,Florida. 2. Tower designed for Exposure C to the TIA-222-H Standard. 197.0 ft 3. Tower designed for a 138 mph basic wind in accordance with the TIA-222-H Standard. m - 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category IL w 6. Topographic Category 1 with Crest Height of 0.00 ft 181.3 ft 7. TIA-222-H Annex S - e m 0 z o m x m 8. TOWER RATING:98% x 170.8 ft a 0 146.8 ft N ❑ t7 N _ \121.7 ft N G N N m N f m x � \ J N z N 96 6It i �I x N m qy s 71_5 ft \ D i ALL REACTIONS ARE FACTORED m 51.4 ft MAX.CORNER REACTIONS AT BASE: cA & DOWN: 600 K N SHEAR: 107 K x Na ❑ j UPLIFT.- -481 K 31_3 ftft SHEAR: 91 K �A N N N n•ca AXIAL '1 `° 270 K x x x A x �' SHEA� MOMENT D N� 255 K 34272 kip-ft N 0.0 ft I I N TORQUE 400 kip-tt v REACTIONS-138 mph WIND 'e g 5 rn=a c o a ❑ �3,c HxBm'�nm3 �L 1'' w mo a9i m m v c 8 a m Tectonic ob:9800.816298,Phase 2 Tectonic 1279 Route 300 Pralecb8U816298-ZEPHYRHILLS Newburgh, NY 12550 mem:Crown Castle 01 by Veronica Elson Appd: Phone:(845)567-6656 code'TIA-222-H Date:11/28/18 Scale:NTS FAX: Path: Dwg No.E-1 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 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: 8) Tower is located in Pasco County, Florida. 9) Tower base elevation above sea level: 82.00 ft. 10) Basic wind speed of 138 mph. 11) Risk Category 11. 12) Exposure Category C. 13) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 14) Topographic Category: 1. 15) Crest Height 0.00 ft. 16) Deflections calculated using a wind speed of 60 mph. 17) TIA-222-H Annex S. 18) Pressures are calculated at each section. 19) Stress ratio used in tower member design is 1.05. 20) Local bending stresses due to climbing loads,.feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned 4 Calculate Redundant Bracing Forces Consider Moments-Diagonals 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Use Clear Spans For Wind Area SR Leg Bolts Resist Compression . Use Code Stress Ratios 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 Bypass Mast Stability Checks Consider Feed Line Torque Always Use Max Kz ,1 Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption 4 Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption_ Leg Bolts Are At Top Of Section Add IBC.6D+W Combination _Poles 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 Mounted Sockets SR Members Are Concentric Ignore KUry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057,Revision 3 Page 14 Leg A Leg B Face B Wind 90 X m LL Z� � 0 Lea D Face D L Wind 0 Square Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections It it 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 It it 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 K1 Down No Yes 0.00 0.00 T9 181.30-170.83 10.47 K1 Down No Yes 0.00 0.00 T10 170.83-146.75 24.08 K2 Down No Yes 0.00 0.00 T11 146.75-121.67 25.08 K2 Down No Yes 0.00 0.00 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 2, Order 468057,Revision 3 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 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 287.67- Equal Angle L5x5x5/16 A572-50 Double Angle 21-2 1/2x2x3/16x5/16 A36 280.08 (50 ksi) (36 ksi) T2 280.08- Equal Angle L5x5x5/16 A572-50 Double Angle 21-2 1/2x2x3/16x5/16 A36 272.50 (50 ksi) (36 ksi) T3 272.50- Equal Angle L5x5xl/2 A572-50 Double Equal 21-2 1/2x2 1/2xl/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) (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 L8x8x1 1/8 A572-50 Double Angle 2L 3 1/2 x 4 x 1/4 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) T11 146.75- Equal Angle L8x8x3/4 A572-50 Double Angle 21-3 1/2x5x5/16x5/16 A36 121.67 (50 ksi) (36 ksi) T12 121.67- Equal Angle L8x8xl A572-50 Double Angle 21-3 1/2x5x5/16x5/l6 A36 96.58 (50 ksi) (36 ksi) T13 96.58- Equal Angle L8x8xl 1/8 A572-50 Double Angle 21-3 1/2x5x5/16x5/16 A36 71.50 (50 ksi) (36 ksi) T14 71.50- Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L 3 1/2 x 4 x 1/4 x 1/4 A36 51.42 (50 ksi) (36 ksi) T15 51.42- Equal Angle L8x8xl 1/8 A572-50 Double Angle 21-3 1/2x4x5/16x1/2 A36 31.33 (50 ksi) (36 ksi) T16 31.33-0.00 Equal Angle L8x8xl 118 A572-50 Double Equal 2L5x5x3/8 x1/2 A36 (50 ksi) Angle (36 ksi) Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade 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) tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 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 ft Girts T1 287.67- None Flat Bar A36 Single Angle L3x2 1/2x1/4 A36 280.08 (36 ksi) (36 ksi) T2 280.08- None .Flat Bar A36 Double Angle 21-2 1/2x2x3/16x5/16 A36 272.50 (36 ksi) (36 ksi) T3 272.50- None Flat Bar A36 Double Equal 2L2x2x3/16x5/16 A36 247.33 (36 ksi) Angle (36 ksi) T4 247.33- None Flat Bar A36 Double Angle 21-2 1/2x2x3/16x5/16 A36 232.58 (36 ksi) (36 ksi) T5 232.58- None Flat Bar A36 Double Angle 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) (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 21-5x3 1/2x5/16x5/16 A36 121.67 (36 ksi) (36 ksi) T12 121.67- None Flat Bar A36 Double Angle 2L4x3xl/4xl/4 A36 96.58 (36 ksi) (36 ksi) T13 96.58- None Flat Bar A36 Double Angle 21-4x3 1/2x5/16xl/4 A36 71.50 (36 ksi) (36 ksi) T14 71.50- None Flat Bar A36 Double Angle 21-3 1/2x2 1/2x1/4 A36 51.42 (36 ksi) (36 ksi) T15 51.42- None Flat Bar A36 Double Angle 21-3 1/2x2 1/2x1/4 A36 31.33 (36 ksi) (36 ksi) T16 31.33-0.00 None Flat Bar A36 Double Angle 2L6x4x7/16x1/2 A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade 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 L4x4x1/4 A36 232.58 (36 ksi) (36 ksi) T5 232.58- Equal Angle A36 Equal Angle L4x4xl/4 A36 222.17 (36 ksi) (36 ksi) T6 222.17- Equal Angle A36 Equal Angle L4x4x1/4 A36 209.58 (36 ksi) (36 ksi) T7 209.58- Equal Angle A36 Double Angle 2L3x2x3/16x5/16 A36 197.00 (36 ksi) (36 ksi) T8 197.00- Equal Angle A36 Single Angle L7x4x3/8 A36 181.30 (36 ksi) (36 ksi) T9 181.30- Equal Angle A36 Single Angle L3 1/2x2 1/2x1/4 A36 170.83 (36 ksi) (36 ksi) T10 170.83- Equal Angle A36 Equal Angle L3x3x3/16 A36 146.75 (36 ksi) (36 ksi) T11 146.75- Equal Angle A36 Single Angle L5x3xl/4 A36 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 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) - (36 ksi) T12 121.67- Equal Angle A36 Double Equal 21-3 1/2x3 1/2x1/4x5/16 A36 96.58 (36 ksi) Angle (36 ksi) T13 96.58- , Equal Angle A36 Double Angle 2L2x2-1/2x3/16x5/16 A36 71.50 (36 ksi) (36 ksi) T14 71.50- Equal Angle A36 Double Equal 21-2.1/2x2 A36 51.42 (36 ksi) Angle 1/2x3/16x5/16 (36 ksi) T15 51.42- Equal Angle A36 Double Angle 21-2 1/2x3xl/4xl/4 A36 31.33 (36 ksi) (36 ksi) T16 31.33-0.00 Equal Angle A36 Double Equal 21-2 1/2x2 A36 . (36 ksi) Angle 1/2x3/16x5/16 (36 ksi) Tower. Section Geometry cont'd Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade It T3 272.50- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 247.33 (36 ksi) Diagonal(1) Single Angle L2.1/2x2x3/16 1 T5 232.58- A36 Horizontal(1) Single Angle L2 1/2x1 1/2x3/16 1 222.17 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x3/16 1 T6 222.17- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 209.58 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 T7 209.58- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1. 197.00 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 T8 197.00- _ A36 Horizontal(1) Double Angle 21-2 1/2x2x3/16xl/4 1 181.30 (36 ksi) Diagonal(1) Double Angle 21_2 1/2x2x3/16xl/4 1 T9 181.30- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 170.83 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 T10170.83- A36 Horizontal(1) Single Angle L2 1/2xl 1/2x3/16 1 146.75 (36 ksi) Horizontal(2) L2 1/2x2 1/2x3/16 Diagonal(1) Double Angle 21-21/2x2x3/16xl/4 1 Diagonal(2) 21-2 1/2x2x3/16xl/4 T11146.75- A36 Horizontal(1) Single Angle L2 1/2xl 1/2x3/16 1 121.67 (36 ksi) Horizontal(2) L3x3x3/l6 Diagonal(1) Double Angle 21-2 1/2x2x3/16xl/4 1 Diagonal(2) 21-2 1/2x2x3/16xl/4 T12121.67- A36 Horizontal(1) Single Angle L2 1/2xl 1/2x3/16 1 96.58 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 21_21/2x2x3/16x1/4 1 Diagonal(2) 21-2 1/2x2x3/16x1/4 T13 96.58- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 71.50 (36 ksi) Horizontal(2) L3x3xl/4 Diagonal(1) Double Angle 21-2 1/2x2x3/16xl/4 1 Diagonal(2) 21_2 1/2x2x3/16xl/4 T14 71.50- A36 Horizontal(1) Arbitrary Shape L2 1/2x2x3/16 1.3 51.42 (36 ksi) Horizontal(2) 21-2 1/2x2 1/2x3/16 Diagonal(1) Double Angle 21-21/2x2x3/16x1/4 1 Diagonal(2) 21-2 1/2x2x3/16x1/4 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 1/2x2x3/16xl/4 21-2 1/2x2x3/16xl/4 T16 31.33- A36 Horizontal(1) Arbitrary Shape L2 1/2x2 1/2x1/4(rz) 1 0.00 (36 ksi) Horizontal(2) L2 1/2x2 1/2x1/4(rz) Horizontal(3) 2L3x3xl/4xl/2 Diagonal(1) Arbitrary Shape L2 1/2x2 1/2x1/4(rz) 1 Diagonal(2) L3x3x3/16(rz) Diagonal(3) 2L 5x3.5x5/16"x3/8" Sub-Diagonal Double Angle 2L5x3 1/2x5/16x3/8 1 Sub-Horizontal Double Equal 2L5x5x3/8 1 Hip(1) Angle 21-2 1/2 x 2 112 x 3/16 x 1 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC]BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page.18 Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade It Hip(2) Double Angle 5/16 Hip(3) 21-2 1/2 x 2 1/2 x 3/16 x 5/16 21-2 1/2x3xl/4xl/4 Tower Section Geometry cont'd Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mu/t. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ftz in in in in T1287.67- 0.00 0.31 A36 1.03 1 1.05 24.00 25.50 0.00 280.08 (36 ksi) T2 280.08- 0.00 0.31 A36 1.03 1 1.05 24.00 25.50 0.00 272.50 (36 ksi) T3 272.50- 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 0.00 247.33 (36 ksi) T4 247.33- 0.00 0.31 A36 1.03 1 1.05 22.50 25.50 0.00 232.58 (36 ksi) T5 232.58- 0.00 0.31 A36 1.03 1 1.05 19.50 26.50 0.00 222.17 (36 ksi) T6 222.17- 0.00 0.31 A36 1.03 1 1.05 25.00 24.00 0.00 209.58 (36 ksi) T7 209.58- 0.00 0.31 A36 1.03 1 1.05 25.00 24.00 0.00 197.00 (36 ksi) T8197.00- 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 23.00 161.30 (36 ksi) T9181.30- 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 24.00 170.83 (36 ksi) T10170.83- 0.00 0.31 A36 1.03 1 1.05 26.50 24.00 24.00 146.75 (36 ksi) T11146.75- 0.00 0.31 A36 1.03 1 1.05 21.00 24.00 26.00 . 121.67 (36 ksi) T12121.67- 0.00 0.31 A36 1.03 1 1.05 22.00 24.00 25.00 96.58 (36 ksi) T13 96.58- 0.00 0.31 A36 1.03 1 1.05 24.00 22.00 24.00 71.50 (36 ksi) T14 71.50- 0.00 0.31 A36 1.03 1 1.05 21.00 22.00 25.50 51.42 (36 ksi) T15 51.42- 0.00 0.31 A36 1.03 1 1.05 23.00 25.50 24.50 31.33 (36 ksi) T16 31.33- 0.00 0.50 A36 1.03 1 1.05 18.00 25.00 26.00 0.00 (36 ksi) Tower Section Geometry cont'd K Factors' Tower Ca/c Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1287.67- Yes No 1 1 1 1 1 1 1 1 280.08 1 1 1 1 1 1 1 T2 280.08- Yes No 1 1 1 1 1 1.2 1 1 272.50 1 1 1 1 1.2 1 1 T3 272.50- Yes No 1 1 1 1 1 1 1 1 247.33 1 1 1 1 1 1 1 T4 247.33- Yes No 1 1 1 1 1 1 1 1 232.58 1 1 1 1 1 1 1 tnxTowe'r Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number:9800.816298,Phase 2, Order 468057, Revision 3 Page 19 K Factors' Tower Calc Calc Legs X K Single Gins Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T5 232.58- Yes No 1 1 1 1 1 1 1 1 222.17 1 1 1 1 1 1 1 T6 222.17- Yes No 1 1 1 1 1 1 1 1 209.58 1 1 1 1 1 1 1 T7 209.58- Yes No 1 1 1 1 1 1 1 1 197.00 1 1 1 1 1 1 1 T8197.00- Yes No 1 1 1 1 1 1.2 1 0.5 181.30 1 .1 1 1 1.2 1 1 T9181.30- Yes No 1 1 1 1 1 1 1 0.5 170.83 1 1 1 1 1 1 1 T10170.83- Yes No 1 1 1 1 1 1 1 0.5 146.75 1 1 1 1 1 1 1 T11146.75- Yes No 1 1 1 1 1 1 1 0.5 121.67 1 1 1 1 1 1 1 T12121.67- Yes No 1 1 1 1 1 1 1 0.5 96.58 1 1 1 1 1 1 1 T13 96.58- Yes No 1 1 1 1 1 1 1 0.5 71.50 1 1 1 1 1 1 1 T14 71.50- Yes No 1 1 1 1 1 1 1 0.5 51.42 1 1 1 1 0.5 1 1 T15 51.42- Yes No 1 1 1 1 1 1 1 0.5 31.33 1 1 1 1 0.5 1 1 T16 31.33- Yes No 1 1 1 1 1 1 1 0.5 0.00 1 2 1 1 0.5 1 1 'Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. Tower Section Geometry cont'd Tower Leg Diagonal Top Girt Bottom Gin: Mid Girt Long Horizontal Short Horizontal Elevation It Net Width U Net U Net Width U Net U Net U Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T1287.67- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 280.08 T2 280.08- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 272.50 T3 272.50- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 247.33 T4 247.33- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 232.58 T5 232.58- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 222.17 T6 222.17- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 209.58 T7 209.58- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 197.00 T8197.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 181.30 T9181.30- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 170.83 T10170.83- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 146.75 T11146.75- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 121.67 T12121.67- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 96.58 T13 96.58- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 71.50 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number.9800.816298, Phase 2, Order 468057, Revision 3 Page 20 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 T14 71.50- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 51.42 . T15 51.42- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 31.33 T16 31.33- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 .0.75 0.00 Tower Section Geometry cont'd Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal 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 0 0.75 2 0.63 0 280.08 A325N A325N A325N A325N A325N A325N A325N T2 280.08- Sleeve DS 0.75 4 0.75 2 0.75 0 0.00 0 0.63 0 0.75 2 0.63 0 272.50 A325N A325N A325N A325N A325N A325N A325N T3 272.50- Sleeve DS 0.75 8 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 247.33 A325N A325N A325N A325N A325N A325N A325N T4 247.33- Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 232.58 A325N A325N A325N A325N A325N A325N A325N T5 232.58- Sleeve DS 1.00 12 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 222.17 A325N A325N A325N A325N A325N A325N A325N T6 222.17-. Sleeve DS 1.00 0 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 209.58 A325N A325N A325N A325N A325N A325N A325N T7 209.58- Sleeve DS 1.00 12 0.75 3 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 197.00 A325N A325N A325N A325N A325N A325N A325N T8 197.00- Sleeve DS 0.88 0 0.75 4 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 181.30 A325N A325N A325N A325N A325N A325N A325N T9 181.30- Sleeve DS 0.88 16 0.75 4 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 170.83 A325N A325N A325N A325N A325N A325N A325N T10 170.83- Sleeve DS 1.00 12 0.75 6 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 146.75 A325N A325N A325N A325N A325N A325N A325N T11 146.75- Sleeve DS 1.00 16 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 121.67 A325N A325N A325N A325N A325N A325N A325N T12 121.67- Sleeve DS 1.00 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 96.58 A325N A325N A325N A325N A325N A325N A325N T13 96.58- Sleeve DS 1.13 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 71.50 A325N A325N A325N A325N A325N A325N A325N T14 71.50- Sleeve DS 1.13 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 51.42 A325N A325N A325N A325N A325N A325N A325N T15 51.42- Sleeve DS 1.13 20 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 31.33 A325N A325N A325N A325N A325N A325N A325N T16 31.33- Sleeve DS 1.13 20 0.88 5 0.75 0 0.00 0 0.63 0 0.75 4 0.63 0 0.00 A325N A325N A325N A325N A325N A325N A325N- Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Componen Placement Face Lateral # # Clear Width or Perimete Weight or Shield From t Offset Offset Per Spacin Diameter r Leg Torque Type It in (Frac FM Row g in plf Calculation in in Ladder Rails A No No Af(CaAa) 197.00- -12.00 0.45 2 2 16.00 2.50 2.44 (L2.5x2x3/l 6 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 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057,Revision 3 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 FM 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 1.25 1.25 0.68 3Power/6Fib 11.00 er RL 2(1- 1/4) LDF7-50A(1- A No No Ar(CaAa) 177.00- 0.00 -0.25 12 6 0.50 1.98 0.82 5/8) 11.00 0.75 * 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 Ar(CaAa) 287.67- -2.00 0.48 1 1 1.00 1.00 0.50 Conduit 10.00 7/8"Line A No No Ar(CaAa) 287.67- -2.00 0.49 1 1 1.10 1.10 0.30 10.00 WG6 Rungs A No No Af(CaAa) 285.00- 0.00 -0.25 1 1 3.00 3.08 5.01 25.00 WG6 Rails A No No Af(CaAa) 285.00- 0.00 -0.25 2 2 41.00 2.50 4.10 25.00 3.00 Cage Rail A No No Af(CaAa) 33.00- -0.40 0 1 1 0.00 4.00 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- -0.40 0 1 1 0.00 4.50 5.00 11.00 Cage Rail A No No Af(CaAa) 33.00- 0.20 0 1 1 0.00 4.00 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- 0.20 0 1 1 0.00 4.50 5.00 11.00 Cage Rail A No No Af(CaAa) 33.00- 0.30 0 1 1 0.00 4.00 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- 0.30 0 1 1 0.00 4.50 5.00 11.00 Cage Rail A No No Af(CaAa) 33.00- 0.40 0 1 1 0.00 4.00 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- 0.40 0 1 1 0.00 4.50 5.00 11.00 **B-Face** FB-L98B- B No No Ar(CaAa) 215.00- 1.00 -0.4 3 3 0.39 0.39 0.06 002- 10.00 XXX(3/8) WR- B No No Ar(CaAa) 215.00- 0.00 -0.4 6 6 0.50 0.80 0.58 VG86ST- 10.00 0.75 BRD(3/4) WG Rungs B No No Af(CaAa) 215.00- 0.00 -0.4 1 1 3.00 0.41 2.30 25.00 WG Rails B No No Af(CaAa) 215.00- 0.00 -0.4 2 2 22.00 1.50 1.23 25.00 3.00 TSZ 999 B No No Ar(CaAa) 203.00- 0.00 -0.2 3 3 1.20 1.20 1.14 0072(1 0.00 3/16") LDF2-50(3/8) B No No Ar(CaAa) 203.00- 1.50 -0.2 2 2 0.44 0.44 0.08 0.00 TOWER B No No Ar(CaAa) 203.00- 0.00 -0.17 1 1 1.37 1.37 1.08 HYBRID 0.00 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis M BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 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 CABLE 6X6 AWG(1-3/8) WG1 Rungs B No No Af(CaAa) 200.00- 0.00 -0.15 1 1 3.00 0.41 2.30 25.00 WG1 Rails B No. No Af(CaAa) 200.00- 0.00 -0.15 2 2 22.00 1.50 1.23 25.00 3.00 E65(ELLIPTI B No No Ar(CaAa) 277.00- 0.00 0.08 1 1 2.00 2.00 0.67 CAL) 10.00 561(1-5/8) B No No Ar(CaAa) 283.00- 0.00 -0.05 1 1 0.50 1.63 1.35 10.00 RLSS 8AWG B No No Ar(CaAa) 283.00- 0.00 -0.04 1 1 0.50 0.73 0.49 DC(3/4) 0.00 LDF4- B No No Ar(CaAa) 283.00- 0.00 -0.03 1 1 0.50 0.63 0.15 50A(1/2) 0.00 WG2 Rungs B No No Af(CaAa) 285.00- 0.00 -0.05 1 1 3.00 1.63 1.11 0.00 WG2 Rails B No No Af(CaAa) '285.00- 0.00 -0.05 2 2 26.00 2.00 1.65 0.00 3.00 L3x3x3/16" B No No Af(CaAa) 122.00- 0.00 0.35 1 1 3.00 3.00 3.71 32.00 L3x3x3/16" B No No Af(CaAa) 150.00- 0.00, 0.25 1 1 3.00 3.00 3.71 32.00 L3x3x3/16" B' No No Af(CaAa) 184.00- 0.00 0.15 1 1 3.00 3.00 3.71 32.00 CAT5E(1/4) B No No Ar(CaAa) 203.00- 0.00 0.38 1 1 0.25 0.25 0.10 0.00 New WG B No No Af(CaAa) 203.00- 0.00 0.38 1 1 3.00 0.41 2.30 Rungs 0.00 New WG B No No Af(CaAa) 203.00- 0.00 0.38 2 2 22.00 1.50 1.23 Rails 0.00 3.00 **C-Face** EC7-50(1- C No No Ar(CaAa) 195.00- 0.00 -0.25 5 3 2.00 1.97 1.01 5/8) 7.00 0.50 EC7-50(1- C No No Ar(CaAa) 195.00- 0.00 -0.35 4 2 2.00 1.97 1.01 5/8) 7.00 0.50 ASU9323TY C No No Ar(CaAa) 195.00- 0.00 -0.23 2 2 0.50 1.24 1.05 P01(1-1/4) 7.00 ASU9323TY C No No Ar(CaAa) 195.00- 2.00 -0.24 1 1 0.50 1.24 1.05 P01(1-1/4) 7.00 WG3 Rungs C No No Af(CaAa) 200.00- 0.00 -0.25 1 1 3.00 1.63 1.11 12.00 WG3 Rails C No No Af(CaAa) 200.00- 0.00 -0.25 2 2 26.00 2.00 1.65 12.00 3.00 WG4 Rungs C No No Af(CaAa) 200.00- 0.00 0.25 1 1 3.00 1.54 1.23 15.00 WG4 Rails C No No Af(CaAa) 200.00- 0.00 0.25 2 2 37.00 1.50 1.23 15.00 3.00 **D-Face** WG5 Rungs D No No Af(CaAa) 226.00- 0.00 0.25 1 1 3.00 1.63 1.11 11.00 WG5 Rails D No No Af(CaAa) 226.00- 0.00 0.25 2 2 26.00 2.00 1.65 11.00 3.00 L3x3x3/16" D No No Af(CaAa) 122.00- 0.00 -0.35 1 1 3.00 3.00 3.71 32.00 L3x3x3/16" D No No Af(CaAa) 150.00- 0.00 -0.25 1 1 3.00 3.00 3.71 32.00 L3x3x3/16" D No No Af(CaAa) 184.00- 0.00 -0.15 1 1 3.00 3.00 3.71 32.00 Feed Line/Linear Appurtenances - Entered As Area tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 23 Description Face Allow Exclude Componen Placement Total CAAA Weight or. Shield .From t Number Leg Torque Type It ft/ft Plf Calculation **Leg Plates** PL 0.5x8 A No No CaAa(Out 146.80-96.60 2 No Ice 0.00 13.61 Of Face) PL 0.5x8 B No No CaAa(Out 146.80-96.60 2 No Ice 0.00 13.61 Of Face) PL 0.5x8, C No No CaAa(Out 146.80-96.60 2 No Ice 0.00 13.61 Of Face) PL 0.5x8 D No No CaAa(Out 146.80-96.60 2 No Ice 0.00 13.61 Of Face) PL 0.625x8 . A No No CaAa(Out 96.60-51.40 2 No Ice 0.00 17.01 Of Face) PL 0.625x8 B No No CaAa(Out 96.60-81.40 2 No Ice 0.00 17.01 Of Face) PL 0.625x8 C No No CaAa(Out 96.60-51.40 2 No Ice 0.00 17.01 Of Face) PL 0.625x8' D No No CaAa(Out 96.60-51.40 2 No Ice 0.00 17.01 Of Face) PL 0.75x8 A'. No No CaAa(Out 51.40-31.30 2 No Ice 0.00 20.42 Of Face) PL 0.75x8 B No No CaAa(Out 51.40-31.30 2 No Ice 0.00 20.42 Of Face) PL 0.75x8 C No No CaAa(Out 51.40-31.30 2 No Ice 0.00 20.42 Of Face) PL 0.75x8 D No No CaAa(Out 51.40-31.30 2 No Ice 0.00 20.42 Of Face) PL 0.875x8 A No No CaAa(Out 31.30-0.00 2 No Ice 0.00 23.82 Of Face) PL 0.875x8 B No No CaAa(Out 31.30-0.00 2 No Ice 0.00 23.82 Of Face) PL 0.875x8 C No No CaAa(Out 31.30-0.00 2 No Ice 0.00 23.82 Of Face) PL 0.875x8 D 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 ff ft, ft2 ftz K T1 287.67-280.08 A 0.000 0.000 8.495 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 12.085 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 40.104 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 23.505 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 16.599. 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 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 24 Tower Tower Face AR AF CAAA CAAA Weight Sectio . . Elevation In Face Out Face n It ft2 ft2 ft2 ft2 K T6 222.17-209.58 A 0.000 0.000 20.052 0.000 0.179 B 0.000 0.000 24.374 0.000 0.135 C 0.000 0.000 0.000 0.000 0.000 D 0.000 0.000 23.541 0.000 0.142 T7 209.58-197.00 A 0.000 0.000 20.052 0.000 0.179 B 0.000 0.000 41.493 0.000 0.267 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 39.877 0.000 0.333 B 0.000 0.000 69.604 0.000 0.478 C 0.000 0.000 55.977 .0.000 0.295 D 0.000 0.000 16.069 0.000 0.079 T9 181.30-170.83 A 0.000 0.000 42.329 0.000 0.289 B 0.000 0.000 50.736 0.000 0.351 C 0.000 0.000 40.177 0.000 0.213 D 0.000 0.000 15.046 0.000 0.085 T10 170.83-146.75 A 0.000 0.000 122.140 0.000 0.770 B 0.000 0.000 118.364 0.000 0.821 C 0.000 0.000 92.444 0.000 0.491 D 0.000 0.000 36.244 0.000 0.209 T11 146.75-121.67 A 0.000 0.000 127.211 0.000 1.484 B 0.000 0.000 134.294 0.000 1.618 C 0.000 0.000 96.282 0.000 1.193 D 0.000 0.000 48.765 0.000 0.981 T12 121.67-96.58 A 0.000 0.000 127.362 0.000 1.485 B 0.000 0.000 146.669 0.000 1.710 C 0.000 0.000 96.282 0.000 1.193 D 0.000 0.000 61.140 0.000 1.073 T13 96.58-71.50 A 0.000 0.000 128.786 0.000 1.662 B 0.000 0.000 146.677 0.000 1.880 C 0.000 0.000 96.287 0.000 1.364 D 0.000 0.000 61.143 0.000 1.243 T14 71.50-51.42 A 0.000 0.000 103.108 0.000 1.331 B 0.000 0.000 117.433 0.000 1.505 C 0.000 0.000 77.090 0.000 1.092 D 0.000 0.000 48.952 0.000 0.995 T15 51.42-31.33 A 0.000 0.000 112.549 0.000 1.549 B 0.000 0.000 116.434 0.000 1.635 C 0.000 0.000 77.090 0.000 1.228 D 0.000 0.000 47.953 0.000 1.125 T16 31.33-0.00 A 0.000 0.000 211.777 0.000 3.035 B 0.000 0.000 98.207 0.000 2.131 C 0.000 0.000 82.664 0.000 1.936 D 0.000 0.000 %063 0.000 1.582 Feed Line Center of Pressure Section Elevation CPx CPZ CPx CPZ Ice Ice It in in in in T1 287.67-280.08 -7.80 4.20 -7.80 4.20 T2 280.08-272.50 -8.73 3.66 -8.73 3.66 T3 272.50-247.33 -9.05 3.51 -9.05 3.51 T4 247.33-232.58 -8.59 3.47 -8.59 3.47 T5 232.58-222.17 -9.30 3.64 -9.30 3.64 T6 222.17-209.58 -14.26 3.89 -14.26 3.89 T7 209.58-197.00 -15.46 1.59 -15.46 1.59 T8 197.00-181.30 -4.14 -15.72 -4.14 -15.72 T9 181.30-170.83 -4.29 -11.78 -4.29 -11.78 T10 170.83-146.75 -6.68 -11.85 -6.68 -11.85 T11 146.75-121.67 -5.00 -12.28 -5.00 -12.28 T12 121.67-96.58 -2.09 -13.12 -2.09 -13.12 T13 96.58-71.50 -2.65 -14.34 -2.65 -14.34 T14 71.50-51.42 -2.60 -13.83 -2.60 --13.83 T15 51.42-31.33 -3.37 -14.73 -3.37 -14.73 T16 31.33-0.00 -7.64 -16.09 -7.64 -16.09 tnxTower Report-version 8.0.4.0 November 29, 2018.. 287.667 Ft Self Support Tower Structural Analysis M BU No 816298 Project Number 9800.816298, Phase 2, Order 468057,Revision 3 Page 25 ' Shielding Factor Ka Tower Feed Line Description Feed Line Ka 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 37 561(1-5/8) 280.08- 0.6000 0.6000 283.00 T1 38 RLSS 8AWG DC(3/4) 280.08- 0.6000 0.6000 283.00 T1 39 LDF4-50A(1/2) 280.08- 0.6000 0.6000 283.00 T1 40 WG2 Rungs 280:08- 0.6000 0.6000 285.00 Ti 41 WG2 Rails 280.08- 0.6000 0.6000 285.00 T2 3 Ladder Rails(L2.5x2x3/16) 272.50- 0.6000 0.6000 280.08 T2 4 Ladder Rungs(3/4"SR, 16" 272.50- 0.6000 0.6000 wide,12"step) 280.08 T2 5 Safety Line 3/8 272.50- 0.6000 0.6000 280.08 T2 12 1"Rigid Conduit 272.50- 0.6000 0.6000 280.08 T2 13 7/8"Line 272.50- 0.6000 0.6000 280.08 T2 14 WG6 Rungs 272.50- 0.6000 0.6000 280.08 T2 15 WG6 Rails 272.50- 0.6000 0.6000 280.08 T2 36 E65(ELLIPTICAL) 272.50- 0.6000 0.6000 277.00 T2 37 561(1-5/8) 272.50- 0.6000 0.6000 280.08 T2 38 RLSS 8AWG DC(3/4) 272.50- 0.6000 0.6000 280.08 T2 39 LDF4-50A(1/2) 272.50- 0.6000 0.6000 280.08 T2 40 WG2 Rungs 272.50- 0.6000 0.6000 280.08 T2 41 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 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis PC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 26 Tower Feed Line Description Feed Line K. K. Section . Record No. Segment No Ice Ice Elev. 272.50 T3 15 WG6 Rails 247.33- 0.6000 0.6000 272.50 T3 36 E65(ELLIPTICAL) 247.33- 0.6000 0.6000 272.50 T3 37 561(1-5/8) 247.33- 0.6000 0.6000 272.50 T3 38 RLSS 8AWG DC(3/4) 247.33- 0.6000 0.6000 272.50 T3 39 LDF4-50A(1/2) 247.33- 0.6000 0.6000 272.50 T3 40 WG2 Rungs 247.33- 0.6000 0.6000 272.50 T3 41 WG2 Rails .247.33- 0.6000 0.6000 272.50 T4 3 Ladder Rails(L2.5x2x3/16) 232.58- 0.6000 0.6000 247.33 T4 4 Ladder Rungs(3/4"SR, 16" 232.58- 0.6000 0.6000 wide,12"step) 247.33 T4 5 Safety Line 3/8 232.58- 0.6000 0.6000 247.33 T4 12 1"Rigid Conduit 232.58- 0.6000 0.6000 247.33 T4 13 7/8"Line 232.58- 0.6000 0.6000 247.33 T4 14 WG6 Rungs 232.58- 0.6000 0.6000 247.33 T4 15 WG6 Rails 232.58- 0.6000 0.6000 247.33 T4 36 E65(ELLIPTICAL) 232.58- 0.6000 0.6000 247.33 T4 37 561(1-5/8) 232.58- 0.6000 0.6000 247.33 T4 38 RLSS 8AWG DC(3/4) 232.58- 0.6000 0.6000 247.33 T4 39 LDF4-50A(1/2) 232.58- 0.6000 0.6000 247.33 T4 40 WG2 Rungs 232.58- 0.6000 0.6000 247.33 T4 41 WG2 Rails 232.58- 0.6000 0.6000 247.33 T5 3 Ladder Rails(L2.5x2x3/16) 222.17- 0.6000 0.6000 232.58 T5 4 Ladder Rungs(3/4"SR, 16" 222.17- 0.6000 0.6000 wide,12"step) 232.58 T5 5 Safety Line 3/8 222.17- 0.6000 0.6000 232.58 T5 12 1"Rigid Conduit 222.17- 0.6000 0.6000 232.58 T5 13 7/8"Line 222.17- 0.6000 0.6000 232.58 T5 14 WG6 Rungs 222.17- 0.6000 0.6000 232.58 T5 15 WG6 Rails 222.17- 0.6000 0.6000 232.58 T5 36 E65(ELLIPTICAL) 222.17- 0.6000 0.6000 232.58 T5 37 561(1-5/8) 222.17- 0.6000 0.6000 232.58 T5 38 RLSS 8AWG DC(3/4) 222.17- 0.6000 0.6000 232.58 T5 39 LDF4-50A(1/2) 222.17- 0.6000 0.6000 232.58 T5 40 WG2 Rungs 222.17- 0.6000 0.6000 232.58 T5 41 WG2 Rails 222.17- 0.6000 0.6000 232.58 T5 58 WG5 Rungs 222.17- 0.6000 0.6000 l s 226.00 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057,Revision 3 Page 27 Tower Feed Line Description Feed Line K. K. Section Record No. Segment No Ice, Ice Elev. T5 59 .WG5 Rails 222.17- 0.6000 0.6000 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 318 209.58- 0.6000 0.6000 222.17 T6 12 1"Rigid Conduit 209.58- 0.6000 0.6000 222.17 T6 13 7/8"Line 209.58- 0.6000 0.6000 222.17 T6 14 WG6 Rungs 209.58- 0.6000 0.6000 222.17 T6 15 WG6 Rails 209.58- 0.6000 0.6000 222.17 T6 25 FB-L98B-002-XXX(3/8) 209.58- 0.6000 0.6000 215.00 T6 26 WR-VG86ST-BRD(3/4) 209.58- 0.6000 0.6000 215.00 T6 27 WG Rungs 209.58- 0.6000 0.6000 215.00 T6 28 WG Rails 209.58- 0.6000 0.6000 215.00 T6 36 E65(ELLIPTICAL) 209.58- 0.6000 0.6000 222.17 T6 37 561(1-5/8) 209.58- 0.6000 0.6000 222.17 T6 38 RLSS 8AWG DC(3/4) 209.58- 0.6000 0.6000 222.17 T6 39 LDF4-50A(1/2) 209.58- 0.6000 0.6000 222.17 T6 40 WG2 Rungs 209.58- 0.6000 0.6000 222.17 T6 41 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 318 197.00- 0.6000 0.6000 209.58 T7 12 1"Rigid Conduit 197.00- 0.6000 0.6000 209.58 T7 13 7/8"Line 197.00- 0.6000 0.6000 209.58 T7 14 WG6 Rungs 197.00- 0.6000 0.6000 209.58 T7 15 WG6 Rails 197.00- 0.6000 0.6000 209.58 T7 25 FB-L98B-002-XXX(3/8) 197.00- 0.6000 0.6000 209.58 T7 26 WR-VG86ST-BRD(3/4) 197.00- 0.6000 0.6000 209.58 T7 27 WG Rungs 197.00- 0.6000 0.6000 209.58 T7 28 WG Rails 197.00- 0.6000 0.6000 209.58 T7 31 TSZ 999 0072(1 3/16") 197.00- 0.6000 0.6000 203.00 T7 32 LDF2-50(3/8) 197.00- 0.6000 0.6000 203.00 T7 33 TOWER HYBRID CABLE 197.00- 0.6000 0.6000 6X6 AWG(1-3/8) 203.00 T7 34 WG1 Rungs 197.00- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 28 Tower Feed Line Description Feed Line K. K. Section Record No. Segment No Ice Ice Elev. 200.00 T7 35 WG1 Rails 197.00- 0.6000 0,6000 200.00 T7 36 E65(ELLIPTICAL) 197.00- 0.6000 0.6000 209.58 T7 37 561(1-5/8) 197.00- 0.6000 0.6000 209.58 T7 38 RLSS 8AWG DC(3/4) 197.00- 0.6000 0.6000 209.58 T7 39 LDF4-50A(1/2) 197.00- 0.6000 0.6000 209.58 . T7 40 WG2 Rungs 197.00- 0.6000 0.6000 209.58 T7 41 WG2 Rails 197.00- 0.6000 0.6000 209.58 T7 45 CAT5E(1/4) 197.00- 0.6000 0.6000 203.00 T7 46 New WG Rungs 197.00- 0.6000 0.6000 203.00 T7 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(L2.5x2x3/16) 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 TSZ 999 0072(1 3/16") 181.30- 0.6000 0.6000 197.00 T8 32 LDF2-50(3/8) 181.30- 0.6000 0.6000 197.00 T8 33 TOWER HYBRID CABLE 181.30- 0.6000 0.6000 6X6 AWG(1-3/8) 197.00 T8 34 WG1 Rungs 181.30- 0.6000 0.6000 197.00 T8 35 WG1 Rails 181.30- 0.6000 0.6000 197.00 T8 36 E65(ELLIPTICAL) 181.30- 0.6000 0.6000 197.00 tnxTower Report-version 8.0.4.0 November 29, 2018, 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3, Page 29 Tower Feed Line .Description Feed Line K. KB Section Record No. Segment No Ice Ice Elev. T8 37 561(1-5/8) 181.30- 0.6000 0.6000 197.00 T8 38 RLSS 8AWG DC(3/4) 181.30- 0.6000 0.6000 197.00 T8 39 LDF4-50A(1/2) 181.30- 0.6000 0.6000 197.00 T8 40 WG2 Rungs 181.30- 0.6000 0.6000 197.00 T8 41 WG2 Rails 181.30- 0.6000 0.6000 197.00 T8 44 L&&3/16" 181.30- 0.6000 0.6000 184.00 T8 45 CAT5E(1/4) 181.30- 0.6000 0.6000 197.00 T8 46 New WG Rungs 181.30- 0.6000 0.6000 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 51 ASU9323TYP01(1-1/4) 181.30- 0.6000 0.6000 195.00 T8 52 ASU9323TYP01(1-1/4) 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 L3x&3/16" 181.30- 0.6000 0.6000 184.00 T9 1 Ladder Rails(L2.5x2x3M6) 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/617iber 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 T9 28 WG Rails 170.83- 0.6000 0.6000 181.30 T9 31 TSZ 999 0072(1 3/16") 170.83- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 November 29, 2018, 287.667.Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 30 Tower Feed Line Description Feed Line K. K. Section Record No. Segment No Ice Ice Elev. 181.30 T9 32 LDF2-50(3/8) 170.83- 0.6000 0.6000 181.30 T9 33 TOWER HYBRID CABLE 170.83- 0.6000 0.6000 6X6 AWG(1-3/8) 181.30 T9 34 WG1 Rungs 170.83- 0.6000 0.6000 181.30 T9 35 WG1 Rails 170.83- 0.6000 0.6000 181.30 T9 36 E65(ELLIPTICAL) 170.83- 0.6000 0.6000 181.30 T9 37 561(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 38 RLSS 8AWG DC(3/4) 170.83- 0.6000 0.6000 181.30 T9 39 LDF4-50A(1/2) 170.83- 0.6000 0.6000 181.30 T9 40 WG2 Rungs 170.83- 0.6000 0.6000 181.30 T9 41 WG2 Rails 170.83- 0.6000 0.6000 181.30 T9 44 L3x3x3/16" 170.83- 0.6000 0.6000 181.30 T9 45 CAT5E(1/4) 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 51 ASU9323TYP01(1-1/4) 170.83- 0.6000 0.6000 181.30 T9 52 ASU9323TYP01(1-1/4) 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 170.83- 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 L&U3/16" 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 0.6000 170.83 T10 7 MILE 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 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 31 Tower Feed Line Description Feed Line K. . K. Section Record No. Segment No Ice Ice Elev. T10 15 WG6 Rails 146.75- 0.6000 0.6000 170.83 T10 25 FB-L98B-002-XXX(3/8) 146.75- 0.6000 0.6000 170.83 T10 26 WR-VG86ST-BRD(3/4) 146.75- - 0.6000 0.6000 170.83 T10 27 WG Rungs 146.75- 0.6000 0.6000 170.83 T10 28 WG Rails 146.75- 0.6000 0.6000 170.83 T10 31 TSZ 999 0072(1 3/16") 146.75- 0.6000 0.6000 170.83 T10 32 LDF2-50(3/8) 146.75- 0.6000 0.6000 170.83 T10 33 TOWER HYBRID CABLE 146.75- 0.6000 0.6000 6X6 AWG(1-3/8) 170.83 T10 34 WG1 Rungs 146.75- 0.6000 0.6000 170.83 T10 35 WG1 Rails 146.75- 0.6000 0.6000 170.83 T10 36 E65(ELLIPTICAL) 146.75- 0.6000 0.6000 170.83 T10 37 561(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 38 RLSS 8AWG DC(3/4) 146.75- 0.6000 0.6000 170.83 T10 39 LDF4-50A(1/2) 146.75- 0.6000 0.6000 170.83 T10 40 WG2 Rungs 146.75- 0.6000 0.6000 170.83 T10 -41 WG2 Rails 146.75- 0.6000 0.6000 170.83 T10 43 L3x&3/16" 146.75- 0.6000 0.6000 150.00 T10 44 L3x3x3/16" 146.75- 0.6000 0.6000 170.83 - T10 45 CAT5E(1/4) 146.75- 0.6000 0.6000 170.83 T10 46 New WG Rungs 146.75- 0.6000 0.6000 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 51 ASU9323TYP01(1-1/4) 146.75- 0.6000 0.6000 170.83 T10 52 ASU9323TYP01(1-1/4) 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 L3x3x3/16" 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 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 32 Tower Feed Line Description Feed Line K. K. Section Record No. Segment No Ice Ice Elev. wide,12"step) 146.75 T11 5 Safety Line 3/8 121.67- 0.6000 0.6000 146.75 T11 7 MLE Hybrid 313ower/6Fiber 121:67- 0.6000 0.6000 RL 2(1-1/4) 146.75 . T11 8 LDF7-50A(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 11 7/16"Cable(Lights) 121.67- 0.6000 0.6000 146.75 T11 12 1"Rigid Conduit 121.67- 0.6000 0.6000 146.75 T11 13 7/8"Line 121.67- 0.6000 0.6000 146.75 T11 14 WG6 Rungs 121.67- 0.6000 0.6000 146.75 T11 15 WG6 Rails 121.67- 0.6000 0.6000 146.75 T11 25 FB-L98B-002-XXX(3/8) 121.67- 0.6000 0.6000 146.75 T11 26 WR-VG86ST-BRD(3/4) 121.67- 0.6000 0.6000 146.75 T11 27 WG Rungs 121.67- 0.6000 0.6000 146.75 T11 28 WG Rails 121.67- 0.6000 0.6000 146.75 T11 31 TSZ 999 0072(1 3/16") 121.67-• 0.6000 0.6000 146.75 T11 32 LDF2-50(3/8) 121.67- 0.6000 0.6000 146.75 T11 33 TOWER HYBRID CABLE 121.67- 0.6000 0.6000 6X6 AWG(1-3/8) 146.75 T11 34 WG1 Rungs 121.67- 0.6000 0.6000 146.75 T11 35 WG1 Rails 121.67- 0.6000 0.6000 146.75 T11 36 E65(ELLIPTICAL) 121.67- 0.6000 0.6000 146.75 T11 37 561(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 38 RLSS 8AWG DC(3/4) 121.67- 0.6000 0.6000 146.75 T11 39 LDF4-50A(1/2) 121.67- 0.6000 0.6000 146.75 T11 40 WG2 Rungs 121.67- 0.6000 0.6000 146.75 T11 41 WG2 Rails 121.67- 0.6000 0.6000 146.75 T11 42 L3x3x3/16" 121.67- 0.6000 0.6000 122.00 T11 43 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 44 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 45 CAT5E(1/4) 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 51 ASU9323TYP01(1-1/4) 121.67- 0.6000 0.6000 146.75 T11 52 ASU9323TYP01(1-1/4) 121.67- 0.6000 0.6000 146.75 T11 53 WG3 Rungs 121.67- 0.6000 0.6000 146.75 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 33 Tower Feed Line .Description Feed Line Ke. Ke Section Record No. Segment No Ice Ice Elev. 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 146.75 T11 60 L3x3x3/16" 121.67- 0.6000 0.6000 122.00 T11 61 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 62 L&W/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(1-1A) 121.67 T12 8 LDF7-50A(1-5/8) 96.58- 0.6000 0.6000 121.67 T12 10 5/8"Cable(Lights) 96.58- 0.6000 0.6000 99.00 T12 11 7/16"Cable(Lights) 96.58- 0.6000 0.6000 121.67 T12 12 1"Rigid Conduit 96.58- 0.6000 0.6000 121.67 T12 13 7/8"Line 96.58- 0.6000 0.6000 121.67 T12 14 WG6 Rungs 96.58- 0.6000 0.6000 121.67 T12 15 WG6 Rails 96.58- 0.6000 0.6000 121.67 T12 25 FB-L98B-002-XXX(3/8) 96.58- 0.6000 0.6000 121.67 T12 26 WR-VG86ST-BRD(3/4) 96.58- 0.6000 0.6000 121.67 T12 27 WG Rungs 96.58- 0.6000 0.6000 121.67 T12 28 WG Rails 96.58- 0.6000 0.6000 121.67 T12 31 TSZ 999 0072(1 3/16") 96.58- 0.6000 0.6000 121.67 T12 32 LDF2-50(3/8) 96.58- 0.6000 0.6000 121.67 T12 33 TOWER HYBRID CABLE 96.58- 0.6000 0.6000 6X6 AWG(1-3/8) 121.67 T12 34 WG1 Rungs 96.58- 0.6000 0.6000 121.67 T12 35 WG1 Rails 96.58- 0.6000 0.6000 121.67 T12 36 E65(ELLIPTICAL) 96.58- 0.6000 0.6000 121.67 T12 37 561(1-5/8) 96.58- 0.6000 0.6000 121.67 T12 38 RLSS 8AWG DC(3/4) 96.58- 0.6000 0.6000 121.67 T12 39 LDF4-50A(1/2) 96.58- 0.6000 0.6000 121.67 T12 40 WG2 Rungs 96.58- 0.6000 0.6000 121.67 T12 41 WG2 Rails 96.58- 0.6000 0.6000 121.67 T12 42 L&W/16" 96.58- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis M BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 34 Tower Feed Line Description Feed Line Ka Ke Section Record No. Segment No Ice Ice Elev. 121.67 T12 43 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 44 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 45 CAT5E(1/4) 96.58- 0.6000 0.6000 121.67 T12 46 New WG Rungs 96.58- 0.6000 0.6000 121.67 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 51 ASU9323TYP01(1-1/4) 96.58- 0.6000 0.6000 121.67 T12 52 ASU9323TYP01(1-1/4) 96.58- 0.6000 0.6000 121.67 T12 53 WG3 Rungs 96.58- 0.6000 0.6000 121.67 i 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 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 62 L3x3x3/16" 96.58- 0.6000 .0.6000 121.67 T13 1 Ladder Rails(1-2.5xW/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 318 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 96.58 T13 10 5/8"Cable(Lights) 71.50- 0.6000 0.6000 96.58 T13 11 7/16"Cable(Lights) 71.50- 0.6000 0.6000 96.58 T13 12 1"Rigid Conduit 71.50- 0.6000 0.6000 96.58 T13 13 7/8"Line 71.50- 0.6000 0.6000 96.58 T13 14 WG6 Rungs 71.50- 0.6000 0.6000 96.58 T13 15 WG6 Rails 71.50- 0.6000 0.6000 96.58 T13 25 FB-L98B-002-XXX(3/8) 71.50- 0.6000 0.6000 96.58 T13 26 WR-VG86ST-BRD(3/4) 71.50- 0.6000 0.6000 96.58 T13 27 WG Rungs 71.50- 0.6000 0.6000 96.58 T13 28 WG Rails 71.50- 0.6000 0.6000 96.58 T13 31 TSZ 999 0072(1 3/16") 71.50- 0.6000 0.6000 96.58 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 35 Tower Feed Line Description Feed Line K.: KB Section Record No. Segment No Ice Ice Elev. T13 32 LDF2-50(3/8) 71.50- 0.6000 0.6000 96.58 T13 33 TOWER HYBRID CABLE 71.50- 0.6000 0.6000 6X6 AWG(1-3/8) 96.58 T13 34 WG1 Rungs 71.50- 0.6000 0.6000 96.58 T13 35 WG1 Rails 71.50- 0.6000 0.6000 96.58 T13 36 E65(ELLIPTICAL) 71.50- 0.6000 0.6000 96.58 T13 37 561(1-5/8) 71.50- 0.6000 0.6000 96.58 T13 38 RLSS 8AWG DC(3/4) 71.50- 0.6000 0.6000 96.58 T13 39 LDF4-50A(1/2) 71.50- 0.6000 0.6000 96.58 T13 40 WG2 Rungs 71.50- 0.6000 0.6000 96.58 •T13 41 WG2 Rails 71.50- 0.6000 0.6000 96.58 T13 42 L3x3x3/16" 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 CAT5E(1/4) 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 51 ASU9323TYP01(1-1/4) 71.50- 0.6000 0.6000 96.58 - T13 52 ASU9323TYP01(1-1/4) 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 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 62 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T14 1 Ladder Rails(L2.5x2x3/16) 51.42- 0.6000 0.6000 71.50 T14 2 Ladder Rungs(3/4"SR, 16" 51.42- 0.6000 0.6000 wide,12"step) 71.50 T14 5 Safety Line 3/8 51.42- 0.6000 0.6000 71.50 T14 7 MLE Hybrid 3Power/6Fiber 51.42- 0.6000 0.6000 RL 2(1-1/4) 71.50 T14 8 LDF7-50A(1-5/8) 51.42- 0.6000 0.6000 71.50 T14 10 5/8"Cable(Lights) 51.42- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 36 Tower Feed Line Description Feed Line Ke Ke Section Record No. Segment No Ice Ice Elev. 71.50 T14 11 7/16"Cable(Lights) 51.42- 0.6000 0.6000 71.50 T14 12 1"Rigid Conduit 51.42- 0.6000 0.6000 71.50 T14 13 7/8"Line 51.42- 0.6000 0.6000 71.50 T14 14 WG6 Rungs 51.42- 0.6000 0.6000 71.50 T14 15 WG6 Rails 51.42- 0.6000 0.6000 71.50 T14 25 FB-L98B-002-XXX(3/8) 51.42- 0.6000 0.6000 71.50 T14 26 WR-VG86ST-BRD(3/4) 51.42- 0.6000 0.6000 71.50 T14 27 WG Rungs 51.42- 0.6000 0.6000 71.50 T14 28 WG Rails 51.42- 0.6000 0.6000 71.50 T14 31 TSZ 999 0072(1 3/16") 51.42- 0.6000 0.6000 71.50 T14 32 LDF2-50(3/8) 51.42- 0.6000 0.6000 71.50 T14 33 TOWER HYBRID CABLE 51.42- 0.6000 0.6000 6X6 AWG(1-3/8) 71.50 T14 34 WG1 Rungs 51.42- 0.6000 0.6000 71.50 T14 35 WG1 Rails 51.42- 0.6000 0.6000 71.50 T14 36 E65(ELLIPTICAL) 51.42- 0.6000 0.6000 71.50 T14 37 561(1-5/8) 51.42- 0.6000 0.6000 71.50 T14 38 RLSS 8AWG DC(3/4) 51.42- 0.6000 0.6000 71.50 T14 39 LDF4-50A(1/2) 51.42- 0.6000 0.6000 71.50 T14 40 WG2 Rungs 51.42- 0.6000 0.6000 71.50 T14 41 WG2 Rails 51.42- 0.6000 0.6000 71.50 T14 42 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 43 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 44 LUU3/16" 51.42- 0.6000 0.6000 71.50 T14 45 CAT5E(1/4) 51.42- 0.6000 0.6000 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 51 ASU9323TYP01(1-1/4) 51.42- 0.6000 0.6000 71.50 T14 52 ASU9323TYP01(1-1/4) 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 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number.9800.816298,Phase 2, Order 468057, Revision 3 Page 37 Tower Feed Line Description Feed Line K. K. Section Record No. Segment No Ice Ice Elev. 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 I T14 61 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 62 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T15 1 Ladder Rails(L2.5x2x3/16) 31.33- 0.6000 0.6000 51.42 T15 2 Ladder Rungs(3/4"SR, 16" 31.33- 0.6000 0.6000 wide, 12"step) 51.42 T15 5 Safety Line 3/8 31.33- 0.6000 0.6000 51.42 T15 7 MLE Hybrid 3Power/6Fiber 31.33- 0.6000 - .0.6000 RL 2(1-1/4) 51.42 T15 8 LDF7-50A(1-5/8) 31.33- 0.6000 0.6000 51.42 T15 10 5/8"Cable(Lights) 31.33- 0.6000 0.6000 51.42 T15 11 7/16"Cable(Lights) 31.33- 0.6000 0.6000 51.42 T15 12 1"Rigid Conduit 31.33- 0.6000 0.6000 51.42 T15 13 7/8"Line 31.33- 0.6000 0.6000 51.42 T15 14 WG6 Rungs 31.33- 0.6000 0.6000 51.42 T15 15 WG6 Rails 31.33- 0.6000 0.6000 51.42 T15 16 Cage Rail 31.33- 1.0000 1.0000 33.00 T15 17 Cage Grate 31.33- 1.0000 1.0000 33.00 T15 18 Cage Rail 31.33- 1.0000 1.0000 33.00 T15 19 Cage Grate 31.33- 1.0000 1.0000 33.00 T15 20 Cage Rail 31.33- 1.0000 1.0000 33.00 T15 21 Cage Grate 31.33- 1.0000 1.0000 33.00 T15 22 Cage Rail 31.33- 1.0000 1.0000 33.00 T15 23 Cage Grate 31.33- 1.0000 1.0000 33.00 T15 25 FB-L98B-002-XXX(3/8) 31.33- 0.6000 0.6000 51.42 T15 26 WR-VG86ST-BRD(3/4) 31.33- 0.6000 0.6000 51.42 T15 27 WG Rungs 31.33- 0.6000 0.6000 51.42 T15 28 WG Rails 31.33- 0.6000 0.6000 51.42 T15 31 TSZ 999 0072(1 3/16") 31.33- 0.6000 0.6000 51.42 T15 32 LDF2-50(3/8) 31.33- 0.6000 0.6000 51.42 T15 33 TOWER HYBRID CABLE 31.33- 0.6000 0.6000 6X6 AWG(1-3/8) 51.42 T15 34 WG1 Rungs 31.33- 0.6000 0.6000 51.42 T15 35 WG1 Rails 31.33- 0.6000 0.6000 51.42 T15 36 E65(ELLIPTICAL) 31.33- 0.6000 0.6000 51.42 T15 37 561(1-5/8) 31.33- 0.6000 0.6000 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number.9800.816298,Phase 2, Order 468057, Revision 3 Page 38 Tower Feed Line Description Feed Line Ka K. Section Record No. Segment No Ice Ice Elev. 51.42 T15 38 RLSS 8AWG DC(3/4) 31.33- 0.6000 0.6000 51.42 T15 39 LDF4-50A(1/2) 31.33- 0.6000 0.6000 51.42 T15 40 WG2 Rungs 31.33- 0.6000 0.6000 51.42 T15 41 WG2 Rails 31.33- 0.6000 0.6000 51.42 T15 '42 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T15 43 L&W/16" 32.00- 0.6000 0.6000 51.42 T15 44 L&W/16" 32.00- 0.6000 0.6000 51.42 T15 45 CAT5E(1/4) 31.33- 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 0.6000 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 51 ASU9323TYP01(1-1/4) 31.33- 0.6000 0.6000 . 51.42 T15 52 ASU9323TYP01(1-1/4) 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 L&W/16" 32.00- 0.6000 0.6000 51.42 T15 61 L3x3x3/16" 32.00- 0.6000 0.6000 . 51.42 T15 62 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T16 1 Ladder Rails(1-2.&W/16) 0.00-31.33 0.6000 0.6000 T16 2 Ladder Rungs(3/4"SR, 16" 0.00-31.33 0.6000 0.6000 wide,12"step) T16 5 Safety Line 3/8 0.00-31.33 0.6000 0.6000 T16 7 MLE Hybrid 310ower/6Fiber 11.00- 0.6000 0.6000 RL 2(1-1/4) 31.33 T16 8 LDF7-50A(1-5/8) 11.00- 0.6000 0.6000 31.33 T16 10 5/8"Cable(Lights) 10.00- 0.6000 0.6000 31.33 T16 11 7/16"Cable(Lights) 10.00- 0.6000 0.6000 31.33 T16 12 1"Rigid Conduit 10.00- 0.6000 0.6000 31.33 T16 13 7/8"Line 10.00- 0.6000 0.6000 31.33 T16 14 WG6 Rungs 25.00- 0.6000 0.6000 31.33 T16 15 WG6 Rails 25.00- 0.6000 0.6000 31.33 T16 16 Cage Rail 11.00- 1.0000 1.0000 31.33 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 39 Tower Feed Line Description Feed Line K. K.. Section Record No. Segment No Ice Ice Elev. T16 17 Cage Grate 11.00= 1.0000 1.0000 31.33 T16 18 Cage Rail 11.00- 1.0000 1.0000 31.33 T16 19 Cage Grate 11.00- 1.0000 1.0000 31.33 T16 20 Cage Rail 11.00- 1.0000 1.0000 31.33 T16 21 Cage Grate 11.00- 1.0000 1.0000 31.33 T16 22 . Cage Rail 11.00- 1.0000 1.0000 31.33 T16 23 Cage Grate 11.00- 1.0000 1.0000 31.33 T16 25 FB-L98B-002-XXX(3/8) 10.00- 0.6000 0.6000 31.33 T16 26 WR-VG86ST-BRD(3/4) 10.00- 0.6000 0.6000 31.33 T16 27 WG Rungs 25.00- 0.6000 0.6000 31.33 T16 28 WG Rails 25.00- 0.6000 0.6000 31.33 T16 31 TSZ 999 0072(1 3/16") 0.00-31.33 0.6000 0.6000 T16 32 LDF2-50(3/8) 0.00-31.33 0.6000 0.6000 T16 33 TOWER HYBRID CABLE 0.00-31.33 0.6000 0.6000 6X6 AWG(1-3/8) T16 34 WG1 Rungs 25.00- 0.6000 0.6000 31.33 T16 35 WG1 Rails 25.00- 0.6000 0.6000 31.33 T16 36 E65(ELLIPTICAL) 10.00- 0.6000 0.6000 31.33 T16 37 561(1-5/8) 10.00- 0.6000 0.6000 31.33 T16 38 RLSS 8AWG DC(314) 0.00-31.33 0.6000 0.6000 T16 39 LDF4-50A(1/2) 0.00-31.33 0.6000 0.6000 T16 40 WG2 Rungs 0.00-31.33 0.6000 0.6000 T16 41 WG2 Rails 0.00-31.33 0.6000 0.6000 T16 45 CAT5E(1/4) 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(1-5/8) 7.00-31.33 0.6000 0.6000 T16 50 EC7-50(1-5/8) 7.00-31.33 0.6000 .0.6000 T16 51 ASU9323TYP01(1-1/4) 7.00-31.33 0.6000 0.6000 T16 52 ASU9323TYP01(1-1/4) 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 0.6000 31.33 T16 59 WG5 Rails 11.00- 0.6000 0.6000 31.33 Discrete Tower Loads tnxTower Report-version 8.0.4.0 November 29, 2018 . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 4.0 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz ftz K ft o ft 1/2"x 4'LRod B From Leg 0.00 0.00 287.70 No Ice 0.20 0.20 0.003 0.00 12.00 4.5"Dia x 16.5-ft Pipe B From Leg 0.00 0.00 287.70 No Ice 7.42 7.42 0.178 0.00 5.00 12"x 24"Beacon B From Leg 0.00 0.00 285.00 No Ice 1.00 1.00 0.030 0.00 . 10.00 4"Dia.x 5"Sidelight A From Leg 0.50 0.00 186.00 No Ice 0.08 0.08 0.010 0.00 0.00 4"Dia.x 5"Sidelight B From Leg 0.50 0.00 99.00 No Ice 0.09 0.09 0.010 0.00 0.00 4'Dia.x 5"Sidelight D From Leg 0.50 0.00 99.00 No Ice 0.09 0.09 0.010 0.00 0.00 - **283** DS8A10F36U-D B From Leg 4.00 0.00 283.00 No Ice 4.15 4.15 0.040 0.00 7.00 DS8A10F36U-D C From Leg 4.00 0.00 283.00 No Ice 4.15 4.15 0.040 0.00 7.00 ATS8TMA10 B From Leg 0.50 0.00 283.00 No Ice 0.99 2.35 0.025 0.00 0.00 SO 306-1 B From Leg 2.00 0.00 283.00 No Ice 0.98 2.18 0.042 0.00 0.00 SO 306-1 C From Leg 2.00 0.00 283.00 No Ice 0.98 2.18 0.042 0.00 0.00 **277** PM 601-1 A From Leg 0.50 0.00 277.00 No Ice 3.00 0.90 0.065 0.00 0.00 1.9"dia x.10'long B From Face 0.50 0.00 277.00 No Ice 1.90 0.03 0.096 Stabilizer 0.00 0.00 2.4"dia.x 7'6"Stabilizer A From Face 0.50 0.00 277.00 No Ice 1.80 0.05 0.027 0.00 0.00 **215** (2)NNHH-65B-R4 w/ A From Leg 4.00 0.00 215.00 No Ice 12.51 7.41 0.104 Mount Pipe 0.00 0.00 (2)NNHH-65B-R4 w/ C From Leg 4.00 0.00 215.00 No Ice 12.51 7.41 0.104 Mount Pipe 0.00 0.00 SBNHH-1D65B w/Mount A From Leg 4.00 0.00 215.00 No Ice 8.29 7A0 0.076 Pipe 0.00 0.00 SBNHH-1D65B w/Mount C From Leg 4.00 0.00 215.00 No Ice 8.29 7.00 0.076 Pipe 0.00 0.00 (4)SBNHH-1D85B w/ B From Leg 4.00 0.00 215.00 No Ice 8.32 7.00 0.070 Mount Pipe 0.00 0.00 RRUS 4449 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 tnxTower Report-version 8.0.4.0 November 29, 2018 , 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 41 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz ftz K ft o ft 0.0.0 RRUS 8843 132/1366A A From Leg 4.00 0.00 215.00 No Ice 1.64 1.35 0.072 0.00 0.00 (2)RRUS 8843 132/1366A B From Leg 4.00 0.00 215.00 No Ice 1.64 1.35- 0.072 0.00 0.00 (2)RRUS 32 B From Leg 4.00 0.00 215.00 No Ice 2.73 1.67 0.051 0.00 0.00 RRUS 32 C From Leg -4.00 0.00 215.00 No Ice 2.73 1.67 0.051 0.00 0.00 (3)RRUS 4478 B14 C From Leg 4.00 0.00 215.00 No Ice 1.84 1.06 0.060 0.00 0.00 (3)DC6-48-60-18-8C A From Leg 4.00 0.00 215.00 No Ice 2.74 2.74 0.026 0.00 0.00 (4)DC2-48-60-0-9E B From Leg 4.00 0.00 215.00 No Ice 0.93 0.56 0.016 0.00 0.00 (2)DC2-48-60-0-9E C From Leg 4.00 0.00 215.00 No Ice 0.93 0.56 0.016 0.00 0.00 VFA10-HD-S Sector Mount A From Leg 2.00 0.00 215.00 No Ice 11.40 7.00 0.553 0.00 0.00 VFA10-HD-S Sector Mount B From Leg 2.00 0.00 215.00 No Ice 11.40 7.00 0.553 0.00 0.00 VFA10-HD-S Sector Mount C From Leg 2.00 0.00 215.00 No Ice 11.40 7.00 0.553 0.00 0.00 "203*' TTTT65AP-1XR w/Mount A From Leg 4.00 0.00 203.00 No Ice 7.22 4.78 0.056 Pipe 0.00 3.00 TTTT65AP-lXR w/Mount B From Leg 4.00 0.00 203.00 No Ice 7.22 4.78 0.056 Pipe 0.00 3.00 TTTT65AP-1XR w/Mount C From Leg 4.00 0.00 203.00 No Ice 7.22 4.78 0.056 Pipe 0.00 3.00 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 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 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 FZHJ-RRH A From Leg 4.00 0.00 203.00 No Ice 1.26 1.01 0.055 0.00 0.00 FZHJ-RRH B From Leg 4.00 0.00 203.00 No Ice 1.26 1.01 0.055 0.00 0.00 FZHJ-RRH C From Leg 4.00 0.00 203.00 No Ice 1.26 1.01 0.055 0.00 0.00 RRUS 31 B25 A From Leg 4.00 0.00 203.00 No Ice 1.62 1.28 0.056 0.00 0.00 tnxTowei-Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057,Revision 3 Page 42 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ftz K ft ft RRUS 31 B25 B From Leg 4.00 0.00 203.00 No Ice 1.62 1.28 0.056 0.00 0.00 RRUS 31 B25 C From Leg 4.00 0.00 203.00 No Ice 1.62 1.28 0.056 0.00 0.00 RRUS 11 B26A A From Leg 4.00 0.00 203.00 No Ice 2.79 1.19 0.051 0.00 0.00 RRUS 11 B26A B From Leg 4.00 0.00 203.00 No Ice 2.79 1.19 0.051 0.00 0.00 RRUS 11 B26A C From Leg 4.00 0.00 203.00 No Ice 2.79 1.19 0.051 0.00 0.00 - (3)ACU-A20-N A• From Leg 4.00 0.00 203.00 No Ice 0.07 0.12 0.001 0.00 0.00 (3)ACU-A20-N B From Leg 4.00 0.00 203.00 No Ice 0.07. 0.12 0.001 0.00 0.00 (3)ACU-A20-N C From Leg 4.00 0.00 203.00 No Ice 0.07 0.12 0.001 0.00 0.00 (2)TN11/2X 248T/256X B From Leg 4.00 0.00 203.00 No Ice 1.07 0.40 0.011 HP 0.00 0.00 FIBEAIR IP-20C A From Leg 4.00 0.00 203.00 No Ice 0.68 0.29 0.014 0.00 1.00 7'x2"Antenna Mount Pipe A From Leg 4.00 0.00 203.00 No Ice 1.66 1.66 0.026 0.00 1.00 7'x2"Antenna Mount Pipe B From Leg 4.00 0.00 203.00 No Ice 1.66 1.66 0.026 0.00 1.00 7'x2"Antenna Mount Pipe C From Leg 4.00 0.00 203.00 No Ice 1.66 1.66, 0.026 0.00 1.00 SM 503-1 A From Leg 2.00 0.00 203.00 No Ice 15.90 14.00 0.564 0.00 0.00 - SM 503-1 B From Leg 2.00 0.00 203.00 No Ice 15.90 14m 0.564 0.00 0.00 SM 503-1 C From Leg 2.00 0.00 203.00 No Ice 15.90 14.00 0.564 0.00 0.00 PM 601-1 A From Leg 0.50 0.00 203.00 No Ice 3.00 0.90 0.065 0.00 0.00 PM 601-1 B From Leg 0.50 0.00 203.00 No Ice 3.00 0.90 0.065 0.00 '0.00 PM 601-1 C From Leg 0.50 0.00 203.00 No Ice 3.00 0.90 0.065 0.00 0.00 **195**. (2)TMBXX-6517-A2M w/ B From Leg 4.00 0.00 195.00 No Ice 8.77 6.96 0.071 Mount Pipe 0.00 2.00 TMBXX-6517-A2M w/ C From Leg 4.00 0.00 '195.00 No Ice 8.77 6.96 0.071 Mount Pipe 0.00 2.00 (2)TMBXX-6517-A2M w/ D From Leg 4.00 0.00 195.00 No Ice 8.77 6.96 0.071 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 43 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ftz K ft ft Mount Pipe 0.00 2.00 SBNH-1 D65C-SR w/ B From Leg 4.00 0.00 195.00 No Ice 11.68 9.84 0.083 Mount Pipe 0.00 3.00 SBNH-1 D65C-SR w/ D From Leg 4.00 0.00 195.00 No Ice 11.68 9.84 0.083 Mount Pipe 0.00 3.00 (2)SBNHH-1 D45C w/ C From Leg 4.00 0.00 195.00 No Ice 16.13 9.70 0.112 Mount Pipe 0.00 2.00 ASU9338TYPOl B From Leg 4.00 0.00 195.00 No Ice 3.20 1.03 0.019 0.00 -1.00 ASU9338TYP01 C From Leg 4.00 0.00 195.00 No Ice 3.20 1.03 0.019 0.00 -1.00 ASU9338TYP01 D From Leg 4.00 0.00 195.00 No Ice 3.20 1.03 0.019 0.00 -1.00 FRIG B From Leg 4.00 0.00 195.00 No Ice 2.39 0.97 0.057 0.00 -1.00 FRIG C From Leg 4.00 0.00 195.00 No Ice 2.39 0.97 0.057 0.00 -1.00 FRIG D From Leg 4.00 0.00 195.00 No Ice 2.39 0.97 0.057 0.00 -1.00 - TMAT1921B78-21A B From Leg 4.00 0.00 195.00 No Ice 0.65 0.30 0.018 0.00 -1.00 TMAT1921B78-21A C From Leg 4.00 0.00 195.00 No Ice 0.65 0.30 0.018 0.00 -1.00 TMAT1921B78-21A D From Leg 4.00 0.00 195.00 No Ice 0.65 0.30 0.018 0.00 -1.00 FHFB B From Leg 4.00 0.00 195.00 No Ice 3.63 2.39 0.053 0.00 -1.00 FHFB C From Leg 4.00 0.00 195.00 No Ice 3.63 2.39 0.053 0.00 -1.00 FHFB D From Leg 4.00 0.00 195.00 No Ice 3.63 2.39 0.053 0.00 -5.00 FHFB D From Leg 4.00 0.00 195.00 No Ice 3.63 2.39 0.053 0.00 2.00 FRIJ C From Leg 4.00 0.00 195.00 No Ice 2.42 1.52 0.069 0.00 2.00 CBC1921-DF-DC-6X C From Leg 4.00 0.00 195.00 No Ice 3.21 1.15 0.055 0.00 2.00 CBC1921-DF-DC-6X D From Leg 4.00 0.00 195.00 No Ice 3.21 1.15 0.055 0.00 2.00 SiteProi VFA12-HD Sector B From Leg 2.00 0.00 195.00 No Ice 13.20 9.20 0.658 Frame 0.00 0.00 SiteProl VFA12-HD Sector C From Leg 2.00 0.00 195.00 No Ice 13.20 9.20 0.658 Frame 0.00 0.00 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 44 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert It ft. ft2 ft2 K It o ft SiteProl VFA12-HD Sector D From Leg 2.00 0.00 195.00 No Ice 13.20 9.20 0.658 Frame 0.00 0.00 SiteProl MSFAA B From Leg 0.50 0.00 195.00 No Ice 3.00 0.90 0.065 0.00 0.00 SiteProl MSFAA C From Leg 0.50 0.00 195.00 No Ice 3.00 0.90 0.065 0.00 0.00 SiteProl MSFAA D From Leg 0.50 0.00 195.00 No Ice 3.00 0.90 0.065 0.00 0.00 **177** (2)LPD-7905/8 A From Leg 4.00 0.00 177.00 No Ice 5.97 9.42 0.049 0.00 0.00 (2)LPD-7905/8 B From Leg 4.00 0.00 177.00. No Ice 5.97 9.42 0.049 0.00 0.00 (2)LPD-7905/8 D From Leg 4.00 0.00 177.00 No Ice 5.97 9.42 0.049 0.00 0.00 (2)X7C-FRO-860-VRO w/ A From Leg 4.00 0.00 177.00 No Ice 13.68 10.65 0.083 Mount Pipe 0.00 0.00 (2)X7C-FRO-860-VRO w/ B From Leg 4.00 0.00 177.00 No Ice 13.68 10.65 0.083 Mount Pipe 0.00 0.00 (2)X7C-FRO-860-VRO w/ D From Leg 4.00 0.00 177.00 No Ice 13.68 10.65 0.083 Mount Pipe 0.00 0.00 RRUS 32 A From Leg 4.00 0.00 177.00 No Ice 2.73 1.67 0.051 0.00 0.00 RRUS 32 B From Leg 4.00 0.00 177.00 No Ice 2.73 1.67 0.051 0.00 0.00 RRUS 32 D From Leg 4.00 0.00 177.00 No Ice 2.73 1.67 0.051 0.00 0.00 RHSDC-3315-PF-48 A From Leg 4.00 0.00 177.00 No Ice 3.36 2.19 0.032 0.00 0.00 RHSDC-3315-PF-48 B From Leg 4.00 0.00 177.00 No Ice 3.36 2.19 0.032 0.00 0.00 RHSDC-3315-PF-48 D From Leg 4.00 0.00 177.00 No Ice 3.36 2.19 0.032 0.00 0.00 SM 402-1 A From Leg 2.00 0.00 177.00 No Ice 18.91 18.91 0.284 0.00 0.00 SM 402-1 B From Leg 2.00 0.00 177.00 No Ice 18.91 18.91 0.284 0.00 0.00 SM 402-1 D From Leg 2.00 0.00 177.00 No Ice 18.91 18.91 0.284 0.00 0.00 *** 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 68.00 20.00 0.642 0.00 0.00 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase,2, Order 468057, Revision 3 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 Platfrom Rail B From Face 0.00 0.00 197.00 No Ice 16.00 2.00 0.156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 197.00 No Ice 16.00 2.00 0.156 0.00 0.00 Zephyrhills Platform A From Face 0.00 0.00 97.00 No Ice 100.00 18.00 0.960 0.00 0.00 Zephyrhills Platform B From Face 0.00 0.00 97.00 No Ice .100.00 18.00 0.960 0.00 0.00 Platfrom Rail A From Face 0.00 0.00 247.00 No Ice 12.00 2.00 0.156 0.00 0.00 Platfrom Rail B From Face 0.00 0.00 247.00 No Ice 12.00 2.00 0.156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 247.00 No Ice 12.00 2.00 0.156 0.00 0.00 Platfrom Rail A From Face 0.00 0.00 287.70 No Ice 9.80 3.00 0.156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 287.70 No Ice 9.80 3.00 0.156 0.00 0.00 WG11 A From Face 0.00 0.00 7.67 No Ice 128.80 3.50 1.355 0.00 0.00 WG12 D• From Face 0.00 0.00 7.67 No Ice 128.80 3.50 1.355 0.00 0.00 -Ineffective RH3- (2)2L2.5x2.5x3/16"mid A From Face 0.00 0.00 134.25 No Ice 2.88 0.03 0.292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid B From Face 0.00 0.00 134.25 No Ice 2.88 0.03 0.292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid C From Face 0.00 0.00 1.34.25 No Ice 2.88 0.03 0.292 panel redundant 0.00 0.00 (2)21-2.5x2.5x3/16"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 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 0.00 (2)2L2.5x2.5x3/16"mid C From Face 0.00 0.00 159.00 No Ice 2.88 0.03 0.292 panel redundant 0.00 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 0.00 - tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 46 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 K **277** 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 SC2-1901313 A Paraboloid From 4.00 -45.00 203.00 2.20 No Ice 3.80 0.020 w/Shroud(HP) Leg 0.00 1.00 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 45 deg-No Ice 5 0.9 Dead+1.0 Wind 45 deg-No Ice 6 1.2 Dead+1.0 Wind 90 deg-No Ice 7 0.9 Dead+1.0 Wind 90 deg-No Ice 8 1.2 Dead+1.0 Wind 135 deg-No Ice 9 0.9 Dead+1.0 Wind 135 deg-No Ice 10 1.2 Dead+1.0 Wind 180 deg-No Ice 11 0.9 Dead+1.0 Wind 180 deg-No Ice 12 1.2 Dead+1.0 Wind 225 deg-No Ice 13 0.9 Dead+1.0 Wind 225 deg-No Ice 14 1.2 Dead+1.0 Wind 270 deg-No Ice 15 0.9 Dead+1.0 Wind 270 deg-No Ice 16 1.2 Dead+1.0 Wind 315 deg-No Ice 17 0.9 Dead+1.0 Wind 315 deg-No Ice 18 Dead+Wind 0 deg-Service 19 Dead+Wind 45 deg-Service 20 Dead+Wind 90 deg-Service 21 Dead+Wind 135 deg-Service 22 Dead+Wind 180 deg-Service 23 Dead+Wind 225 deg-Service 24 Dead+Wind 270 deg-Service 25 Dead+Wind 315 deg-Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft T1 287.667- Leg Max Tension 5 0.293 1 0 280.084 Max.Compression 4 -0.918 0 -1 Max.Mx 6 0.008 1 0. Max.My 7 -0.671 0 -1 Max.Vy 10 -0.379 1 0 Max.Vx 2 -0.366 0 0 Diagonal Max Tension 15 0.826 0 0 Max.Compression 14 -1.004 0 0 Max.Mx 2 0.075 0 0 Max.My 2 -0.215 0 0 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 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 Max.Vy 2 -0.019 0 0 Max.Vx 2 -0.002 0 0 Top Girt Max Tension 15 0.501 0 0 Max.Compression 14 -0.531 0 0 Max.Mx 6 0.002 0 0 Max.My 14 0.026 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 0.685 1 0 Max.Vx 7 -0.662 0 -1 Diagonal Max Tension 7 2.969 0 0 Max.Compression 6 -3.171 0 0 Max.Mx 2 -0.073 0 0 Max.My 2 -0.073 0 0 Max.Vy 2 -0.021 0 0 Max.Vx 2 0.002 0 0 Horizontal Max Tension 6 1.889 0 0 Max.Compression 7 -1.850 0 0 Max.Mx 14 -0.167 0 0 Max.My 6 -0:164 0 0 Max.Vy 14 -0.024 0 0 Max.Vx 6 0.002 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 8 -0.008 0 0 Max.Mx_ 2 -0.002 0 0 Max.Vy 2 0.026 0 0 T3 272.5- Leg Max Tension 9 9.307 0 0 247.333 Max.Compression 16 -13.363 0 0 Max.Mx 6 1.370 1 0 Max.My 7 -3.976 0 -1 Max.Vy 4 0.272 1 -1 Max.Vx 7 -0.252 0 -1 Diagonal Max Tension 7 7.391 0 0 Max.Compression 6 -7.693 0 0 Max.Mx 4 -5.803 0 0 Max.My 6 0.247 0 0 Max.Vy 4 -0.026 0 0 Max.Vx 6 -0.005 0 0 Horizontal Max Tension 6 3.807 0 0 Max.Compression 6 -3.805 0 0 Max.Mx 14 0.189 0 0 Max.My 6 0.184 0 0 Max.Vy 14 0.027 0 0 Max.Vx 6 -0.003 0 0 Top Girt 'Max Tension 6 2.895 0 0 Max.Compression 6 -2.884 0 0 Max.Mx 14 0.272 0 0 Max.My 6 0.248 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 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower:Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 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.Compression 16 -0.250 0 0 Max.Mx 2 0.188 0 0 Max.My 2 0.188 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 24.264 0 0 232.583 Max.Compression 8 -31.546 0 0 Max.Mx 4 -3.412 1 -1 Max.My . 12 -5.440 -1 1 Max.Vy 6 0.599 0 0 Max.Vx 14 0.593 0 0 Diagonal Max Tension 7 7.238 0 0 Max.Compression 6 -7.724 0 0 Max.Mx 2 0.102 0 0 Max.My 2 -0.556 0 0 Max.Vy 2 0.047 0 0 Max.Vx 2 0.004 0 0 Horizontal Max Tension 6 5.736 0 0 Max.Compression 7 -5.434 0 0 Max.Mx 6 0.141 0 0 Max.My 6 0.093 0 0 Max.Vy 6 -0.035 0 0 Max.Vx 6 0.003 0 0 Top Girt Max Tension 6 5.102 0 0 Max.Compression 7 -5.050 0 0 Max.Mx 6 0.174 0 0 Max.My 6 -0.079 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 30.420 0 0 222.166 Max.Compression 8 -39.614 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 9.533 0 0 Max.Compression 6 -10.095 0 0 Max.Mx 4 -8.038 0 0 Max.My 6 -0.436 0 0 Max.Vy 4 -0.034 0 0 Max.Vx 6 -0.005 0 0 Horizontal Max Tension 6 6.485 0 0 Max.Compression 7 -6.304 0 0 Max.Mx 6 -0.135 0 0 Max.My 6 0.217 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 -0.495 0 0 Max.My 2 -0.495 0 0 Max.Vy 2 0.006 0 0 Max.Vx 2 0.000 0 0 Redund Diag 1 Max Tension 4 0.637 0 0 Bracing Max.Compression 4 -0.625 0 0 Max.Mx 2 0.480 0 0 Max.My 2 0.519 0 0 tnxTower Report-version 8.0.4.0 November 29, 2018. 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057,Revision 3 Page 49 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft 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 38.932 0 0 209.583 Max.Compression 8 -51.733 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 1.393 0 0 Diagonal Max Tension 7 13.907 0 0 Max.Compression 6 -14.406 0 0 Max.Mx 4 -10.539 0 0 Max.My 6 -0.432 0 0 Max.Vy 4 -0.041 0 0 Max.Vx 6 -0.007 0 0 Horizontal Max Tension 6 8.186 0 0 Max.Compression 7 -8.036 0 0 Max.Mx 6 -0.230 0 0 Max.My 6 0.204 0 0 Max.Vy 6 0.046 0. 0 Max.Vx 6 -0.004 0 0 Redund Horz 1 Max Tension 8 1.691 0 0 Bracing Max.Compression 16 -1.685 0 0 Max.Mx 2 -0.760 0 0 Max.My 2 -0.760 0 0 Max.Vy 2 0.008 0 0- Max.Vx 2 -0.000 0 0 Redund Diag 1 Max Tension 16 1.403 0 0 Bracing Max.Compression 8 -1.407 0 0 Max.Mx 2 0.980 0 0 Max.My 2 0.444 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 53.475 1 0 197 Max.Compression 8 -70.407 0 -1 Max.Mx 8 -13.027 5 -4 Max.My 16 -10.022 -4 4 Max.Vy 8 -1.335 5 -4 Max.Vx 16 -1.303 -4 4 Diagonal Max Tension 7 16.746 0 0 Max.Compression 6 -17.334 0 0 Max.Mx 4 -13.118 0 0 Max.My 6 1.190 0 0 Max.Vy 4 -0.044 0 0 Max.Vx 6 -0.007 0 0 Top Girt Max Tension 7 10.725 0 0 Max.Compression 6 -10.786 0 0 Max.Mx 6 -0.724 0 0 Max.My 6 0.287 0 0 Max.Vy 6 0.050 0 0 Max.Vx 6 -0.004 0 0 Redund Horz 1 Max Tension 6 1.352 0 0 Bracing Max.Compression 14 -1.334 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 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 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 Redund Diag 1 Max Tension 14 1.057 0 0 Bracing Max.Compression 6 -1.071 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 0.230 0 0 Max_.Compression 6 -0.247 0 0 Max.Mx 2 0.005 0 0 Max.Vy 2 -0.076 0 0 T8 197-181.3 Leg Max Tension 9 70.874 1 1 Max.Compression 8 -94.457 0 0 Max.Mx 8 -14.414 5 -4 Max.My 16 -10.889 -4 4 Max.Vy 14 3.229 3 -2 Max.Vx 6 3.215 -2 3 Diagonal Max Tension 7 24.595 0 0 Max.Compression 6 -25.527 0 0 Max.Mx 12 -18.962 0 0 Max.My 6 -0.912 0 0 Max.Vy 12 -0.061 0 0 Max.Vx 6 -0.011 0 0 Horizontal Max Tension 7 14.715 0 0 Max.Compression 6 -14.849 0 0 Max.Mx 6 0.365 0 0 Max.My 14 0.366 0 0 Max.Vy 6 0.148 0 0 Max.Vx 14 -0.012 0 0 Redund Horz 1 Max Tension 6 1.483 0 0 Bracing Max.Compression 14 -1.467 0 0 Max.Mx 2 -0.952 0 0 Max.My 2 -0.952 0 0 Max.Vy 2 -0.018 0 0 Max.Vx 2 0.001 0 0 Redund Diag 1 Max Tension 14 1.284 0 0 Bracing Max.Compression 6 -1.298 0 0 Max.Mx 2 1.177 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 98.033 1 0 170.833 Max.Compression 8 -126.675 0 0 Max.Mx 4 14.551 5 -5 Max.My 12 -20.017 -5 5 Max.Vy 4 2.014 4 -4 Max.Vx 12 2.010 -4 4 Diagonal Max Tension 7 22.861 0 0 Max.Compression 6 -23.803 0 0 Max.Mx 12 -18.979 0 0 Max.My 6 -1.160 0 0 Max.Vy 12 -0.057 0 0 Max.Vx 6 -0.007 0 0 Horizontal Max Tension 6 17.701 0 0 Max.Compression 7 -17.508 0 0 Max.Mx 6 0.955 -1 0 Max.My 6 -0.552 0 0 Max.Vy 6 0.191 -1 0 Max.Vx 6 -0.015 0_ 0 Redund Horz 1 Max Tension 2 2.068 0 0 Bracing Max.Compression 10 -2.082 0 0 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 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.Mx 2 -1.256 0 0 Max.My 2 -1.256 0 0 Max.Vy 2 0.010 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 10 1.366 0 0 Bracing Max.Compression 2 -1.357 0 0 Max.Mx 2 1.325 0 0 Max.My 2 1.146 0 0 Max.Vy 2 0.011 0 0 Max.Vx 2 0.001 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 8 -0.040 0 0 Max.Mx 2 -0.005 0 . 0 Max.Vy 2 0.071 0 0 T10 170.833- Leg Max Tension 9 117.994 1 0 146.75 Max.Compression 8 -152.099 1 1 Max.Mx 4 -18.880 8 -7 Max.My 12 -25.278 -7 8 Max.Vy 4 -1.631 8 -7 Max.Vx 12 -1.638 -7 8 Diagonal Max Tension. 7 40.864 0 0 Max.Compression 6 -41.595 0 0 Max.Mx 14 -41.274 0 0 Max.My 12 -33.012 0 0 Max.Vy 8 -0.072 0 0 Max.,Vx 12 -0.041 0 0 Horizontal Max Tension 6 20.351 0 0 Max.Compression 7 -20.281 0 0 Max.Mx 6 -0.988 0 0 Max.My 14 -0.908 0 0 Max.Vy 6 0.100 0 0 Max.Vx 6 0.009 0 0 Redund Horz 1 Max Tension 8 2.308 0 0 Bracing Max..Compression 8 -2.308 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 8 . 2.308 0 0 Bracing Max.Compression 8 -2.308 0 0 Max.Mx 2 -0.478 0 0 Max.My 2 -0.478 0 0 Max.Vy 2 0.016 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 8 2.495 0 0 Bracing Max.Compression 8 -2.495 0 0 Max.Mx 2 1.574 0 0 Max.My 2 1.561 0 0 Max.Vy 2 0.012 0 0 Max.Vx 2 0.002 0 0 Redund Diag 2 Max Tension 8 1.694 0 0 Bracing Max.Compression 8 -1.573 0 0 Max.Mx 2 1.010 0 0 Max.My 2 0.998 0 0 Max.Vy 2 -0.026 0 0 Max.Vx 2 0.002 0 0 Redund Hip 2 Max Tension 13 0.044 0 0 Bracing Max.Compression 4 -0.098 0 0 Max.Mx 2 -0.010 0 0 Max.Vy 2 0.042 0 0 Redund Hip Max Tension 4 0.153 0 0 Diagonal 2 Bracing tnxTower Report-version 8.0.4.0 November 29, 2018 , 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 52 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Compression 12 -0.165 0 0 Max.Mx 2 -0.009 0 0 Max.Vy 2 0.054 0 0 Inner Bracing Max Tension 11 0.030 0 0 Max.Compression 6 -0.073 0 0 Max.Mx 2 -0.004 0 0 Max.Vy 2 -0.057 0 0 T11 146.75- Leg Max Tension 9 166.359 0 -1 121.667 Max.Compression 8 -209.345 0 0 Max.Mx' 4 -20.508 8 -7 Max.My 12 -28.841 -7 8 Max.Vy 4 -1.403 7 -6 Max.Vx 12 -1.425 -6 7 Diagonal Max Tension 7 43.799 0 0 Max.Compression 6 -45.500 0 0 Max.Mx 8 31.031 0 0 Max.My 14 -44.689 0 1 Max.Vy 8 -0.090 0 1 Max.Vx 14 -0.070 0 0 Horizontal Max Tension 7 22.826 0 0 Max.Compression 6 -23.166 -1 0 Max.Mx 6 0.874 -1 0 Max.My 10 0.231 0 0 Max.Vy 6 -0.221 -1 0 Max.Vx 10 0.016 0 0 Redund Horz 1 Max Tension 8 3.169 0 0 Bracing Max.Compression 8 -3.169 0 0 Max.Mx 2 -0.738 0 0 Max.My 2 -0.738 0 0 Max.Vy 2 0.007 0 0 Max.Vx 2 -0.000 0 0 Redund Horz 2 Max Tension 8 3.169 0 0 Bracing Max.Compression 8 -3.169 0 0 Max.Mx 2 -0.650 0 0 Max.My 2 -0.650 0 0 Max.Vy 2 0.021 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 8 3.228 0 0 Bracing Max.Compression 8 -3.228 0 0 Max.Mx 2 1.581 0 0 Max.My 2 1.581 0 0 Max.Vy 2 -0.014 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 2 Max Tension 8 2.160 0 0 Bracing Max.Compression 8 -2.085 0 0 Max.Mx 2 1.197 0 0 Max.My 2 1.218 0 0 Max.Vy 2 -0.030 0 0 Max.Vx 2 -0.003 0 0 Redund Hip 2 Max Tension 15 0.102 0 0 Bracing Max.Compression 6 -0.148 0 0 Max.Mx 2 -0.056 0 0 Max.Vy 2 -0.050 0 0 Redund Hip Max Tension 4 0.164 0 0 Diagonal 2 Bracing Max.Compression 12 -0.177 0 0 Max.Mx 2 -0.019 0 0 Max.Vy 2 0.060 0 0 Inner Bracing Max Tension 15 0.017 0 0 Max.Compression 6 -0.094 0 0 Max.Mx 2 -0.007 -1 0 Max.Vy 2 0.114 0 0 T12 121.667- Leg Max Tension 9 218.111 -1 -2 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 53 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft 96.5843 Max.Compression 16 -272.633 2 2 Max.Mx 4 -29.434 8 -7 Max.My 12 -39.296 -7 9 Max.Vy 4 -2.704 8 -7 Max.Vx 12 -2.727 -7 9 Diagonal Max Tension 7 45.544 0 0 Max.Compression 6 -47.256 0 0 Max.Mx 8 32.425 0 0 Max.My 14 -46.633 0 0 Max.Vy 16 -0.094 0 0 Max.Vx 14 -0.047 0 0 Horizontal Max Tension 7 25.482 0 0 Max.Compression 6 -25.727 0 0 Max.Mx 6 1.063 -1 0 Max.My 10 0.207 0 0 Max.Vy 6 -0.148 -1 0 Max.Vx 10 -0.012 0 0 Redund Horz 1 Max Tension 16 4.123 0 0 Bracing Max.Compression 16 -4.123 0 0 Max.Mx 2 -0.840 0 0 Max.My 2 -0.840 0 0 Max.Vy 2 0.008 0 0 Max.Vx 2 -0.000 0 0 Redund Horz 2 Max Tension 16 4.123 0 0 Bracing Max.Compression 16 -4.123 0 0 Max:Mx 2 -0.669 0 0 Max.My 2 -0.669 0 0 Max.Vy 2 0.024 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 1 Max Tension 16 3.868 0 0 Bracing Max.Compression 16 -3.868 0 0 Max.Mx 2 1.728 0 0 Max.My 2 1.686 0 0 Max.Vy 2 -0.016 0 0 Max.Vx 2 0.002 0 0 Redund Diag 2 Max Tension 8 2.627 0 0 Bracing Max.Compression 16 -2.591 0 0 Max.Mx 2 1.233 0 0 Max.My 2 1.285 0 0 Max.Vy 2 -0.033 0 0 Max.Vx 2 -0.003 0 0 Redund Hip 2 Max Tension 15 0.050 0 0 Bracing Max.Compression 6 -0.113 0 0 Max.Mx 2 -0.053 0 0 Max.Vy 2 -0.081 0 0 Redund Hip Max Tension 4 0.113 0 0 Diagonal 2 Bracing Max.Compression 12 -0.126 0 0 Max.Mx 2 0.004 0 0 Max.Vy 2 -0.064 0 0 Inner Bracing Max Tension 17 0.001 0 0 Max.Compression 8 -0.073 0 0 Max.Mx 2 -0.014 2 0 Max.Vy 2 -0.221 0 0 T13 96.5843- Leg Max Tension 9 270.129 -1 -1 71.5 Max.Compression 16 -337.018 0 0 Max.Mx 4 -33.086 8 -7 Max.My 12 -44.309 -7 9 Max.Vy 4 1.500 8 -7 Max.Vx 12 1.514 -7 9 Diagonal Max Tension 7 49.798 0 0 Max.Compression 6 -51.600 0 0 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 54 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Mx 16 35.659 0 0 Max.My 14 -50.759 0 0 Max.Vy 16 -0.098 0 0 Max.Vx 14 -0.045 0 0 Horizontal Max Tension 7 29.535 -1 0 Max.Compression 6 -29.766 -1 0 Max.Mx 6 1.148 -1 0 Max.My 10 0.391 -1 0 Max.Vy 6 -0.212 -1 0 Max.Vx 10 -0.017 -1 0 Redund Horz 1 Max Tension 16 5.090 0 0 Bracing Max.Compression 16 -5.090 0 0 Max.Mx 2 -0.633 0 0 Max.My 2 -0.633 0 0 Max.Vy 2 0.010 0 0 Max.Vx 2 0.001 0 0 Redund Horz 2 Max Tension 16 5.090 0 0 Bracing Max.Compression 16 -5.090 0 0 Max.Mx 2 -0.649 0 0 Max.My 2 -0.649 0 0 Max.Vy 2 0.035 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 1 Max Tension 16 4.453 0 0 Bracing Max.Compression 16 -4.453 0 0 Max.Mx 2 1.602 0 0 Max.My 2 1.602 0 0 Max.Vy 2 -0.018 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 2 Max Tension 8 3.119 0 0 Bracing Max.Compression 16 -3.085 0 0 Max.Mx 2 1.359 0 0 Max.My 2 1.359 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 -0.116 0 0 Max.Mx 2 -0.055 0 0 Max.Vy 2 -0.089 0 0 Redund Hip Max Tension 4 0.114 0 0 Diagonal 2 Bracing Max.Compression 12 -0.128 0 0 Max.Mx 2 0.001 0 0 Max.Vy 2 -0.071 0 0 Inner Bracing Max Tension 17 0.003 0 0 Max.Compression 8 -0.072 0 0 Max.Mx 2 -0.007 1 0 Max.Vy 2 -0.117 0 0 T14 71.5- Leg Max Tension 9 327.290 -1 -2 51.417 Max.Compression 16 -404.998 1 2 Max.Mx 4 -41.251 7 -6 Max.My 12 -53.515 -6 7 Max.Vy 4 -1.913 7 -6 Max.Vx 12 -1.938 -6 7 Diagonal Max Tension 7 45.003 0 0 Max.Compression 6 -46.384 0 0 Max.Mx 14 -45.746 0 0 Max.My 10 0.419 0 0 Max.Vy 16 -0.084 0 0 Max.Vx 10 -0.022 0 0 Horizontal Max Tension 6 31.935 0 0 Max.Compression 6 -31.804 0 0 Max.Mx 14 31.382 0 0 Max.My 10 0.230 0 0 tnxTower Report-version 8.0.4.0 November 29, 2018 . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057,Revision 3 Page 55 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Vy 14 0.086 0 0 Max.Vx 10 -0.015 0 0 Redund Horz 1 Max Tension 16 6.112 0 0 Bracing Max.Compression 16 -6.112 0 0 Max.Mx 2 -1.163 0 0 Max.My 2 -1.163 0 0 Max.Vy 2 -0.011 0 0 Max.Vx 2 0.001 0 0 Redund Horz 2 Max Tension 16 6.112 0 0 Bracing Max.Compression 16 -6.112 0 0 Max.Mx 2 0.102 0 0 Max.My 2 0.102 0 0 Max.Vy 2 -0.047 0 0 Max.Vx 2 0.003 0 0 Redund Diag 1 Max Tension 16 4.398 0 0 Bracing Max.Compression 16 -4.398 0 0 Max.Mx 2 1.839 0 0 Max.My 2 1.839 0 0 Max.Vy 2 -0.020 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 2 Max Tension 16 3.897 0 0 Bracing Max.Compression 8 -4.011 0 0 Max.Mx 2 -0.241 0 0 Max.My 2 -0.236 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 -0.027 1 0 Max.Vy 2 -0.116 0 0 Redund Hip Max Tension 4 0.062 0 0 Diagonal 2 Bracing Max.Compression 12 -0.075 0 0 Max.Mx 2 0.007 0 0 Max.Vy 2 -0.077 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 6 -0.058 0 0 Max.Mx 2 -0.009 1 0 Max.Vy 2 -0.142 0 0 T15 51.417- Leg Max Tension 9 372.036 -1 -1 31.334 Max.Compression 16 -459.802 2 3 Max.Mx 4 -46.799 11 -9 Max.My 12 -59.795 -9 11 Max.Vy 4 -2.565 11 -9 Max.Vx 12 -2.598 -9 11 Diagonal Max Tension 7 46.253 0 0 Max.Compression 6 -47.917 0 0 Max.Mx 16 33.607 0 0 Max.My 10 0.186 0 0 Max.Vy 16 -0.110 0 0 Max.Vx 10 -0.021 0 0 Horizontal Max Tension 6 34.272 0 0 Max.Compression 6 -33.704 0 0 Max.Mx 14 33.424 0 0 Max.My 10 0.192 0 0 Max.Vy 14 0.088. 0 0 Max.Vx 10 0.017 0 0 Redund Horz 1 Max Tension 16 6.937 0 0 Bracing Max.Compression 16 -6.937 0 0 Max.Mx 2 -1.768 0 0 Max.My 2 -1.768 0 0 Max.Vy 2 -0.023 0 0 tnxTower Report-version 8.0.4.0 November29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 56 sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Vx 2 0.001 0 0 Redund Horz 2 Max Tension 16 6.937 0 0 Bracing Max.Compression 16 -6.937 0 0 Max.Mx 2 0.161 0 0 Max.My 2 0.161 0 0 Max.Vy 2 -0.050 0 0 Max.Vx 2 0.003 0 0 Redund Diag 1 Max Tension 16 4.821 0 0 Bracing Max.Compression 16 -4.821 0 0 Max.Mx 2 3.226 0 0 Max.My 2 -0.088 0 0 Max.Vy 2 -0.021 0 0 Max.Vx 2 -0.002 0 0 Redund Diag 2 Max Tension 16 4.325 0 0 Bracing Max.Compression 8 -4.519 0 0 - Max.Mx 2 -0.204 0 0 Max.My 2 -0.199 0 0 Max.Vy 2 -0.035 0 0 Max.Vx 2 0.003 0 0 Redund Hip 2 Max Tension 1 0.000 0 0 Bracing Max.Compression 4 -0.067 0 0 Max.Mx 2 -0.040 1 0 Max.Vy 2 -0.124 0 0 Redund Hip Max Tension 6 0.055 0 0 Diagonal 2 Bracing Max.Compression 14 -0.069 0 0 - Max.Mx 2 0.013 1 0 Max.Vy 2 -0.082 0 0 Inner Bracing Max Tension 1 0.000 0 0 Max.Compression 6 -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 17 354.964 -2 -1 Max.Compression 16 -441.864 0 0 Max.Mx 4 -43.803 11 -9 Max.My 12 -56.032 -9 11 Max.Vy 4 1.890 11 -9 Max.Vx 12 1.907 -9 11 Diagonal Max Tension 5 82.990 -1 -2 Max.Compression 4 -95.897 0 0 Max.Mx 16 -87.507 1 -3 Max.My 16 -89.967 1 3 Max.Vy 16 -0.240 0 1 Max.Vx 16 0.365 0 1 Horizontal Max Tension 4 82.324 -3 0 Max.Compression 4 77.110 1 0 Max.Mx 4 82.324 -3 0 _ Max.My 10 -23.676 1 0 Max.Vy 6 0.638 -2 0 Max.Vx 10 -0.045 1 0 Redund Horz 1 Max Tension 16 6.689 0 0 Bracing Max.Compression 16 -6.689 0 0 Max.Mx 2 -0.201 0 0 Max.My 2 -0.201 0 0 Max.Vy 2 -0.009 0 0 Max.Vx 2 0.001 0 0 Redund Horz 2 Max Tension 16 6.689 0 0 Bracing Max.Compression 16 -6.689 0 0 Max.Mx 2 0.654 0 0 Max.My 2 0.654 0 0 Max.Vy 2 -0.019 0 0 Max.Vx 2 0.001 0 0 Redund Horz 3 Max Tension 16 6.689 0 0 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 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 Bracing Max.Compression 16 -6.689 0 0 Max:Mx 6 4.576 0 0 Max.My 16 0.049 0 0 Max.Vy 6 -0.105 0 0 Max.Vx 4 0.011 0 0 Redund Diag 1 Max Tension 16 7.784 0 0 Bracing Max.Compression 16 -7.784 0 0 Max.Mx 2 2.781 0 0 Max.My 2 2.761 0 0 Max.Vy 2 -0.008 0 0 Max.Vx 2 0.001 0 0 Redund Diag 2 Max Tension 16 4.774 0 0 Bracing Max.Compression 16 -4.774 0 0 Max.Mx 2 0.420 0 0 Max.My 2 0.297 0 0 Max.Vy 2 -0.016 0 0 Max.Vx 2 -0.001 0 0 Redund Diag 3 Max Tension 4 58.009 0 0 Bracing Max.Compression 12 -63.998 0 0 Max.Mx 2 35.732 -0 0 Max.My 2 36.876 0 0 Max.Vy 2 -0.114 0 0 Max.Vx 2 0.009 0 0 Redund Hip 1 Max Tension 16 0.893 0 0 Bracing Max.Compression 17 -0.710 0 0 Max.Mx 2 -0.392 0 0 Max.Vy 2 -0.020 0 0 Redund Hip 2 Max Tension 17 0.265 0 0 Bracing Max.Compression 4 -0.425 0 0 Max.Mx 2 0.191 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 -0.082 0 0 Max.Vy 2 -0.087 0 0 Redund Hip Max Tension 6 0.307 0 0 Diagonal 2 Bracing Max.Compression 14 -0.349 0 0 Max.Mx 2 -0.037 0 0 Max.Vy 2 -0.046 0 0 Redund Sub Horz Max Tension 5 51.708 0 0 Bracing Max.Compression 12 -65.319 -1 0 Max.Mx 14 -46.364 -1 0 Max.My 6 -48.938 -1 0 Max.Vy 12 -0.212 -1 0 Max.Vx 14 -0.027 0 0 Redund Sub Max Tension 6 59.699 0 0 Diagonal Bracing Max.Compression 6 -61.231 0 0 Max.Mx 2 -2.223 0 0 Max.My 2 -2.223 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 tnxTower Report-version 8.0.4.0 November 29, 2018 . . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 58 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg D Max.Vert 12 591.173 72.996 -77.522 Max.H. 12 591.173 72.996 -77.522 Max.Hz 5 -475.947 -61.729 65.938 Min.Vert 5 -475.947 -61.729 65.938 Min.HX 5 -475.947 -61.729 65.938 Min.H. 12 591.173 72.996 77.522 Leg C Max.Vert 8 597.858 -74.883 -77.156 Max.H, 17 -480.757 63.117 65.268 Max.Hz 17 -480.757 63.117 65.268 Min.Vert 17 -480.757 63.117 65.268 Min.H. 8 597.858 -74.883 77.156 Min.Hz 8 597.858 -74.883 77.156 Leg B Max.Vert 4 594.250 -77.926 73.248 Max..H. 13 -472.919 65.626 -61.419 Max.H. 4 594.250 -77.926 73.248 Min.Vert 13 -472.919 65.626 -61.419 Min.H. 4 594.250 -77.926 73.248 Min.Hz 13 -472.919 65.626 61.419 Leg A Max.Vert 16 599.666 77.158 74.776 Max.Hx 16 599.666 77.158 74.776 Max.Hz 16 599.666 77.158 74.776. Min.Vert 9 -480.210 -65.434 -63.176 Min.H, 9 -480.210 -65.434 -63.176 Min.Hi 9 -480.210 -65.434 -63.176 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 225.292 0.000 0.000 -99 92 0 1.2 Dead+1.0 Wind 0 deg- 270.351 -0.284 -226.801 -30530 167 -99 No Ice 0.9 Dead+1.0 Wind 0 deg- 202.763 -0.284 -226.801 -30501 139 -99 No Ice 1.2 Dead+1.0 Wind 45 deg- 270.351 180.538 -177.308 -23731 -24239 -400 No Ice 0.9 Dead+1.0 Wind 45 deg- 202.763 180.538 -177.308 -23701 -24267 -400 No Ice 1.2 Dead+1.0 Wind 90 deg- 270.351 231.567 0.508 -1 -31087 -236 No Ice 0.9 Dead+1.0 Wind 90 deg- 202.763 231.567 0.508 29 -31115 -236 No Ice 1.2 Dead+1.0 Wind 135 deg 270.351 181.534 178.599 23818 -24481 -208 -No Ice 0.9 Dead+1.0 Wind 135 deg 202.763 181.534 178.599 23848 -24509 -208 -No Ice 1.2 Dead+1.0 Wind 180 deg 270.351 0.810 227.145 30387 -97 96 -No Ice 0.9 Dead+1.0 Wind 180 deg 202.763 0.810 227.145 30417 -124 96 -No Ice 1.2.Dead+1.0 Wind 225 deg 270.351 -179.791 177.114 23437 24253 397 -No Ice 0.9 Dead+1.0 Wind 225 deg 202.763 -179.791 177.114 23467 24225 397 -No Ice 1.2 Dead+1.0 Wind 270 deg 270.351 -231.011 -0.441 -220 31153 235 -No Ice 0.9 Dead+1.0 Wind 270 deg 202.763 -231.011 -0.441 -190 31126 235 -No Ice 1.2 Dead+1.0 Wind 315 deg 270.351 -180.997 -178.060 -23909 24554 204 -No Ice 0.9 Dead+1.0 Wind 315 deg 202.763 -180.997 -178.060 -23879 24527 204 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 59 Load Vertical Shear Shear, Overturning Overturning Torque Combination Moment,M. Moment,M, K K K kip-ft kip-ft kip-ft -No Ice Dead+Wind 0 deg-Service 225.292 -0.054 -42.874 -5848 103 -19 Dead+Wind 45 deg-Service 225.292 34.128 -33.518 -4563 -4511 -76 Dead+Wind 90 deg-Service 225.292 43.775 0.096 -77 -5805 -45 Dead+Wind 135 deg- 225.292 34.316 33.762 4426 -4557 -39 Service Dead+Wind 186 deg- 225.292 0.153 42.939 5667 53 18 Service Dead+Wind 225 deg- .225.292 -33.987 33.481 4354 4656 75 Service Dead+Wind 270 deg- 225.292 -43.669 -0.083 -118 5960 44 Service Dead+Wind 315 deg- 225.292 -34.215 -33.660 -4597 4713 38 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -225.292 0.000 -0.000 225.292 -0.000 0.000% 2 -0.284 -270.351 -226.801 0.284 270.351 226.801 0.000% 3 -0.284 202.763 -226.801 0.284 202.763 226.801 0.000% 4 180.538 -270.351 -177.308 -180.538 270.351 177.308 0.000% 5 180.538 -202.763 177.308 -180.538 202.763 177.308 0.000% 6 231.567 -270.351 0.508 -231.567 270.351 -0.508 0.000% 7 231.567 -202.763 0.508 -231.567 202.763 -0.508 0.000% 8 181.534 -270.351 178.599 -181.534 270.351 -178.599 0.000% 9 .181.534 -202.763 178.599 -181.534 202.763 -178.599 0.000% 10 0.810 -270.351 227.145 -0.810 270.351 -227.145 0.000% 11 0.810 -202.763 227.145 -0.810 202.763 -227.145 0.000% 12 -179.791 -270.351 177.114 179.791 270.351 -177.114 0.000% 13 -179.791 -202.763 177.114 179.791 202.763 -177.114 0.000% 14 -231.011 -270.351 -0.441 231.011 270.351 0.441 0.000% 15 -231.011 -202.763 -0.441 231.011 202.763 0.441 0.000% 16 -180.997 -270.351 -178.060 180.997 270.351 178.060 0.000% 17 -180.997 -202.763 -178.060 180.997 202.763 178.060 0.000% 18 -0.054 -225.292 -42.874 0.054 225.292 42.874 0.000% 19 34.128 -225.292 -33.518 -34.128 225.292 33.518 0.000% 20 43.775 -225.292 0.096 -43.775 225.292 -0.096 0.000% 21 34.316 -225.292 33.762 -34.316 225.292 -33.762 0.000% 22 0.153 -225.292 42.939 -0.153 225.292 -42.939 0.000% 23 -33.987 -225.292 33.481 33.987 225.292 -33.481 0.000% 24 -43.669 -225.292 -0.083 43.669 225.292 0.083 0.000% 25 -34.215 -225.292 -33.660 34.215 225.292 33.660 0.000% Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 287.667- 2.35 25 0.05 0.01 280.084 T2 280.084-272.5 2.27 25 0.05 0.01 T3 272.5-'247.333 2.18 25 0.05 0.01 T4 247.333- 1.90 25 0.05 0.01 232.583 T5 232.583- 1.74 25 0.05 0.01 222.166 T6 222.166- 1.63 25 0.05 0.01 209.583 - T7 209.583-197 1.50 25 0.05 0.01 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 60 Section Elevation Horz. Gov. . Tilt Twist No. Deflection Load fr in Comb. o ° T8 197-181.3 1.36 25 0.04 0.01 T9 181.3-170.833 1.20 25 0.04 0.01 T10 170.833-146.75 1.09 25 0.04 0.01 T11 146.75-121.667 0.85 25 0.04 0.01 T12 121.667- 0.64 25 0.63 0.01 96.5843 T13 96.5843-71.5 0.45 25 0.03 0.00 T14 71.5-51.417 0.30 21 0.02 0.00 T15 51.417-31.334 0.18 21 0.01 0.00 T16 31.334-0 0.09 21 0.01 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fr Comb. in o ofr 287.70 1/2"x 4'LRod 25 2.35 0.05 0.01 379080 285.00 12"x 24"Beacon 25 2.32 0.05 0.01 379080 283.00 DS8A10F36U-D 25 2.30 0.05 0.01 379080 277.00 PAD8-65AC 25 2.23 0.05 0.01 337984 247.00 Platfrom Rail 25 1.90 0.05 0.01 Inf 235.00' PM 601-1 25 1.77 0.05 0.01 491085 215.00 (2)NNHH-65B-R4 w/Mount Pipe 25 1.56 0.05 0.01 Inf 205.00 ANT2 0.6 11 HPX JR) 25 1.45 0.05 0.01 687043 204.00 SC2-190BB 25 1.44 0.05 0.01 645111 203.00 TTTT65AP-lXR w/Mount Pipe 25 1.43 0.05 0.01 608018 197.00 Zephyrhills Platform 25 1.36 0.04 0.01 425370 195.00 (2)TMBXX-6517-A2M w/Mount 25 1.34 0.04 0.01 446261 Pipe 186.00 4"Dia.x 5"Sidelight 25 1.25 0.04 0.01 Inf 177.00 (2)LPD-7905/8 25 1.15 0.04 0.01 Inf 159.00 (2)2L2.5x2.5x3/16"mid panel 25 0.97 0.04 0.01 293014 redundant 134.25 (2)2L2.5x2.5x3/16"mid panel 25 0.74 0.04 0.01 219982 redundant 99.00 4"Dia.x 5"Sidelight 25 0.47 0.03 0.00 174646 97.00 Zephyrhills Platform 25 0.45 0.03 0.00 172726 7.67 WGii 21 0.02 0.00 0.00 709829 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load fr in Comb. o ° T1 287.667- 12.22 9 0.26 0.06 280.084 T2 280.084-272.5 11.80 9 0.26 0.06 T3 272.5-247.333 11.37 9 0.26 0.06 T4 247.333- 9.93 9 0.26 0.05 232.583 T5 232.583- 9.10 9 0.25 0.05 222.166 T6 222.166- 8.52 9 0.25 0.05 209.583 T7 209.583-197 7.82 9 0.24 0.04 T8 197-181.3 7.12 9 0.23 0.04 T9 181.3-170.833 6.27 9 0.22 0.04 T10 170.833-146.75 5.71 9 0.22 0.04 T11 146.75-121.667 4.46 9 0.20 0.03 T12 121.667- 3.35 9 0.17 0.03 96.5843 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057,Revision 3 Page 61 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T13 96.5843-71.5 2.38 9 0.13 0.02 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 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o oft 287.70 1/2"x 4'LRod 9 12.22 0.26 0.06 75466 285.00 12"x 24"Beacon 9 12.07 0.26 0.06 75466 283.00 DS8A10F36U-D 9 11.96 0.26 0.06 75466 277.00 PAD8-65AC 9 11.63 0.26 0.06 69469 247.00 Platfrom Rail 9 9.91 0.26 0.05 225154 235.00 PM 601-1 9 9.24 0.25 0.05 94588 215.00 (2)NNHH-65B-R4 w/Mount Pipe 9 8.12 0.24 0.05 249307 205.00 ANT2 0.6 11 HPX(TR) 9 7.56 0.24 0.04 152964 204.00 SC2-190BB 9 7.51 0.24 0.04 137821 203.00 TTTT65AP-1XR w/Mount Pipe 9 7.45 0.24 0.04 123592 197.00 Zephyrhills Platform 9 7.12 0.23 0.04 84968 195.00 (2)TMBXX-6517-A2M w/Mount 9 7.01 0.23 0.04 89082 Pipe 186.00 4"Dia.x 5"Sidelight 9 6.52 0.23 0.04 233063 177.00 (2)LPD-7905/8 9 6.04 0.22 0.04 787843 159.00 (2)2L2.5x2.5x3/16"mid panel 9 5.08 0.21 0.04 56919 redundant 134.25 (2)21-2.5x2.5x3/16"mid panel 9 3.88 0.19 0.03 42319 redundant 99.00 4"Dia.x 5"Sidelight 9 2.46 0.14 0.02 33843 97.00 Zephyrhills Platform 9 2.39 0.13 0.02 33487 7.67 WG11 8 0.11 0.01 0.00 142802 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable' Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K T1 287.667 Diagonal A325N 0.75 2 0.413 15.701 0.026 1.05 Member Block Shear Top Girt A325N 0.75 2 0.250 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 1.484 15.701 0.095 1.05 Member Block Shear Horizontal A325N 0.75 2 0.944 15.701 0.060 1.05 Member Block Shear T3 272.5 Leg A325N 0.75 8 3.341 39.761 0.084 1.05 Bolt DS Diagonal A325N 0.75 2 3.695 20.934 0.177 1.05 Gusset Bearing Horizontal A325N 0.75 2 1.903 13.662 0.139 1.05 Member Block Shear Top Girt A325N 0.75 2 1.448 15.225 0.095 1.05 Member Block Shear T4 247.333 Diagonal A325N 0.75 2 3.619 20.934 0.173 1.05 Gusset Bearing Horizontal A325N 0.75 2 2.868 15.701 0.183 1.05 Member Block Shear Top Girt A325N 0.75 2 2.551 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 3.178 19.938 0.159 1.05 Member Block Shear tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 62 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio It in Bolts per Bolt per Bolt Allowable K K Horizontal A325N 0.75 3 2.162 22.656 0.095 1.05 Gusset Bearing T6, 222.166 Diagonal A325N 0.75 3 4.636 19.938 0.233 1.05 Member Block Shear Horizontal A325N 0.75 3 2.729 15.633 0.175 1.05 Member Block Shear T7 209.583 Leg A325N 1.00 12 11.735 70.686 0.166 1.05 Bolt DS Diagonal A325N 0.75 3 5.582 19.938 0.280 1.05 Member Block Shear Top Girt A325N 0.75 3 3.575 15.633 0.229 1.05 Member Block Shear T8 197 Diagonal A325N 0.75 4 6.149 21.478 0.286 1.05 Member Block Shear Horizontal A325N 0.75 3 4.905 22.656 0.217 1.05 Gusset Bearing T9 181.3 Leg A325N 0.88 16 15.834 54.119 0.293 1.05 Bolt DS Diagonal A325N 0.75 4 5.715 20.119 0.284 1.05 Member Block Shear Horizontal A325N 0.75 3 5.900 22.656 0.260 1.05 Gusset Bearing T10 170.833 Leg A325N 1.00 12 25.350 70.686 0.359 1.05 Bolt DS Diagonal A325N 0.75 6 6.811 24.378 0.279 1.05 Gusset Bearing Horizontal A325N 0.75 3 6.784 22.656 0.299 1.05 Member Block Shear T11 146.75 Leg A325N 1.00 16 26.097 70.686 0.369 1.05 Bolt DS . Diagonal A325N 0.75 5 8.760 24.034 0.364 1.05 Gusset Bearing Horizontal A325N 0.75 3 7.609 22.656 0.336 1.05 Gusset Bearing T12 121.667 Leg A325N 1.00 20 27.263 70.686 0.386 1.05 Bolt DS Diagonal A325N 0.75 5 9.109 24.034 0.379 1.05 Gusset Bearing Horizontal . A325N 0.75 3 8.494 22.656 0.375 1.05 Gusset Bearing T13 96.5843 Leg A325N 1.13 20 33.687 89.462 0.377 1.05 Bolt DS Diagonal A325N 0.75 5 9.960 24.034 0.414 1.05 Gusset Bearing Horizontal A325N 0.75 3 9.845 22.656 0.435 1.05 Gusset Bearing T14 71.5 Leg A325N 1.13 20 40.500 89.462 0.453 1.05 Bolt DS Diagonal A325N 0.75 5 9.001 20.771 0.433 1.05 Member Block Shear Horizontal A325N 0.75 3 10.645 22.656 0.470 1.05 Gusset Bearing T15 51.417 Leg A325N 1.13 20 45.980 89.462 0.514 1.05 Bolt DS Diagonal A325N 0.75 3 15.418 22.656 0.681 1.05 Gusset Bearing Horizontal A325N 0.75 3 11.424 22.656 0.504 1.05 Gusset Bearing T16 31.334 Leg A325N 1.13 20 43.841 89.462 0.490 1.05 Bolt DS Diagonal A325N 0.88 5 16.598 38A16 0.432 1.05 Member Block Shear Horizontal A325N 0.75 4 20.581 37.627 0.547 1.05 Gusset Bearing Compression Checks Leg Design Data (Compression) Section Elevation Size L L Kl/r A P. �Pn Ratio No. P. ft It It in K K WP T1 287.667- L5x5x5/16 7.61 7.61 91.9 3.03 -0.918 87.788 0.010' 280.084 K=1.00 T2 280.084- L5x5x5/16 7.61 7.61 91.9 3.03 -2.356 87.788 0.0271 272.5 K=1.00 T3 272.5- L5x5x1/2 25.26 6.32 77.1 4.75 -13.363 175.844 0.076' 247.333 K=1.00 T4 247.333- L8x8x5/8 14.81 7.40 56.2 9.61 -31.546 414.159 0.0761 232.583 K=1.00 T5 232.583- L8x8x5/8 10.46 5.23 39.7 9.61 -39.614 447.414 0.0891 222.166 K=1.00 T6 222.166- L8x8x5/8 12.63 6.32 48.0 9.61 -51.733 432.219 0.1201 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057,Revision 3 Page 63 Section Elevation Size L L KI/r A P. Ratio No. P. ft ft It in K K 209.583 K=1.00 T7 209.583-197 L8x8x5/8 12.63 6.32 48.0 9.61 -70.407 432.219 0.163' K=1.00 T8 197-181.3 L8x8xl 1/8 15.76 7.88 60.6 16.70 -94.457 701.016 0.135' K=1.00 T9 181.3- L8x8xl 1/8 10.51 5.25 40.4 16.70 -126.675 775.451 0.163' 170.833 K=1.00 T10 170.833- L8x8x1 1/8 24.17 8.06 62.0 16.70 -152.099 694.882 0.219' 146.75 K=1.00 T11 146.75- L8x8x3/4 25.18 8.39 63.7 11.40 -209.345 468.853 0.447' 121.667 K=1.00 T12 121.667- L8x8xl 25.18 8.39 64.6 15.00 -272.633 613.477 0.444' 96.5843 K=1.00 T13 96.5843- L8x8x1 1/8 25.18 8.39 64.6 16.70 -337.018 682.989 0.493' 71.5 K=1.00 T14 71.5-51.417 L8x8xl 1/8 20.16 6.72 51.7 16.70 -404.998 737.562 0.549' K=1.00 T15 51.417- L8x8xl 1/8 20.16 6.72 51.7 16.70 -459.802 737.562 0.623' 31.334 K=1.00 T16 31.334-0 L8x8x1 1/8 31.45 7.86 60.5 16.70 -441.864 701.578 0.630' K=1.00 P. /�P controls Diagonal Design Data Compression Section Elevation Size L L K11r A PU Ratio No. P It It ft inz K K �Pn T1 287.667- 2L2 1/2x2x3/16x5/16 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 -3.171 26.282 0.121 ' 272.5 K=1.00 T3 272.5- 2L2 1/2x2 1/2xl/4x5/16 14.67 13.80 149.2 2.38 -7.693 30.244. 0.254' 247.333 K=1.00 - T4 247.333- 2L3x2 1/2x1/4xl/4 11.19 10.29 126.5 2.63 -7.724 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 -10.095 54.987 0.184' 222.166 K=1.00 T6 222.166- 2L2 1/2x3 1/2xl/4x5/16 15.98 7.67 124.0 2.88 -14.406 53.471 0.269' 209.583 K=0.99 T7 209.583-197 2L2 1/2x3 1/2x1/4x5/16 16.47 7.91 127.0 2.88 -17.334 50.997 0.340' K=0.98 T8 197-181.3 2L 3 1/2 x 4 x 1/4 x 1/4 19.53 18.13 124.2 3.63 -25.527 65.217 0.39V K=1.00 T9 181.3- 2L 3 x 3 1/2 x 1/4 x 1/4 16.10 14.83 116.3 3.13 -23.803 63.505 0.375' 170.833 K=1.00 T10 170.833- 2L3 1/2x5x5/16x5/16 27.75 9.25 107.7 5.12 -41.595 115.294 0.361 ' 146.75 K=1.00 T11 146.75- 2L3 1/2x5x5/16x5/16 29.40 9.80 114.1 5.12 -45.036 107.623 0.418' 121.667 K=1.00 T12 121.667- 2L3 1/2x5x5/16x5/16 30.23 10.08 117.3 5.12 -47.041 103.579 0.454' 96.5843 K=1.00 T13 96.5843- 2L3 1/2x5x5/16x5/16 31.12 10.37 120.8 5.12 -51.155 99.138 0.516' 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 -46.384 67.916 0.683' K=1.00 T15 51.417- 2L3 1/2x4x5/16xl/2 28.96 18.52 120.8 4.49 -47.917 86.189 0.556' 31.334 K=1.00 T16 31.334-0 2L5x5x3/8 x1/2 26.59 8.86 95.9 7.22 -95.897 180.712 0.531 ' K=2.00 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 64 I P I�Pn controls Horizontal Design Data°(Compression Section Elevation Size L Lu K11r A PU Wn Ratio No. P ft ft It in2 K K Wp T2 280.084- 2L2 1/2x2x3/16x5/16 10.94 5.26 103.2 1.62 -1.850 37.684 0.049' 272.5 K=1.20 T3 272.5- 2L2x2x3/16x5/16 13.43 6.28 121.6 1.43 -3.805 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 -5.434 32.932 0.165' 232.583 K=1.00 T5 232.583- 2L5x3 1/2x5/16x5/16 16.81 7.75 73.6 5.12 -6.304 142.684 0.044' 222.166 K=1.00 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 129.7 1.80 -8.036 29.072 0.276' 209.583 K=1.00 T8 197-181.3 2L5x3x5/16x5/16 21.20 10.27 128.2 4.80 -14.849 78.608 0.1891 K=1.20 T9 181.3- 2L6x3.5x5/16"x5/16" 23.14 10.91 100.7 5.74 -17.508 116.553 0.1501 170.833 K=1.00 T10 170.833- 21_3 1/2x2 1/2xl/4x5/16 24.44 11.56 137.6 2.88 -20.282 42.045 0.4821 146.75 K=1.00 T11 146.75- 2L5x3 1/2x5/16x5/16 27.41 13.05 113.8 5.12 -23.166 102.998 0.2251 121.667 K=1.00 T12 121.667- 2L4x3x1/4x1/4 30.51 14.60 145.7 3.38 -25.727 43.793 0.5871 96.5843 K=1.00 T13 96.5843- 2L4x3 1/2x5/16xl/4 33.61 16.15 145.9 4.49 -29.766 60.403 0.4931 71.5 K=0.95 T14 71.5-51.417 201/2x21/2x1/4 36.71 18.02 112.9 2.88 -31.804 62.151 0.5121 K=0.50 T15 51.417- 2L3 1/2x2 1/2x1/4 39.19 19.26 120.6 2.88 -33.704 56.236 0.5991 31.334 K=0.50 T16 31.334-0 2L6x4x7/16xl/2 41.67 14.88 92.9 8.37- -77.110 219.562 0.351 K=1.00 P controls Top Girt Design Data Compression Section Elevation Size L L K11r A P. Ratio No. P. ft ft ft in K K WP T1 287.667- L3x2 1/2x1/4 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 -2.884 37.885 0.0761 247.333 K=1.10 T4 247.333- 2L3 1/2x2 1/2x1/4x5/16 14.98 7.05 92.3 2.88 -5.050 73.455 . 0.069' 232.583 K=1.00 T7 209.583-197 2L3x2x3/16x5/16 19.65 9.17 139.7 1.80 -10.786 25.274 0.4271 K=1.00 P I¢P controls Redundant Horizontal 1 Design Data Compression Section Elevation Size L L KlIr A PU Ratio No. P ft ft ft in2 K K W T3 272.5- L2 1/2x2x3/16 3.36 3.15 104.2 0.81 -0.246 19.172 0.013' tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number.'9800.816298,Phase 2, Order 468057, Revision 3 Page 65 Section Elevation Size L L KI/r A P. Ratio No. P. ft ft ft in2 K K �Pn 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 -1.685 16.183 0.104' 209.583 K=1.01 T7 209.583-197 L2 1/2x2x3/16 4.91 4.58 128.7 0.81 -1.334 13.986 0.095' K=1.00 T8 197-181.3 2L2 1/2x2x3/16x1/4 5.30 4.97 86.7 1.62 -1.467 43.350 0.034' K=1.00 T9 181:3- L2 1/2x2x3/16 5.79 5.45 153.2 0.81 -2.082 9.863 0.2111 170.833 K=1.00 T10 170.833- L2 1/2x1 1/2x3/16 4.07 3.74 137.2 0.71 -2.308 10.874 0.212' 146.75 K=1.00 T11 146.75- L2 1/2x1 1/2x3/16 4.57 4.24 155.4 0.71 -3.169 8.477 0.374' 121.667 K=1.00 T12 121.667- L2 1/2x1 1/2x3/16 5.08 4.75 174.3 0.71 -4.123 6.734 0.612' 96.5843 K=1.00 T13 96.5843- L2 1/2x2x3/16 5.60 5.27 148.0 0.81 -5.090 10.564 0.482' 71.5 K=1.00 T14 71.5-51.417 L2 1/2x2x3/16 6.12 5.78 150.5 0.81 -6.112 8.073 0.757' K=1.30 T15 51.417- 2L21/2x2x3/16xl/4 6.53 6.20 102.4 1.62 -6.937 37.986 0.183' 31.334 K=1.00 T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 3.63 3.30 82.2 1.19 -6.689 27.022 0.248' K=1.00 ' P /�Pn controls Redundant_Horizontal 2 Design Data Compression Section Elevation Size L L Kl/r A P. Wn Ratio No. P„ ft ft ft in2 K K WP T10 170.833- L2 1/2x2 1/2x3/16 8.14 7.81 189.4 0.90 -2.308 7.199 0.321 ' 146.75 K=1.00 T11 146.75- L3x3x3/16 9.14 8.80 177.3 1.09 -3.169 9.930 0.319' 121.667 K=1.00 T12 121.667- L3x3x3/16 10.17 9.84 198.1 1.09 -4.123 7.954 0.518' 96.5843 K=1.00 T13 96.5843- L3x3xl/4 11.20 10.87 220.3 1.44 -5.090 8.490 0.600' 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2 1/2x3/16 12.24 11.90 238.7 1.80 -6.112 7.139 0.856' K=1.30 T15 51.417- 2L2 1/2 x 2 1/2 x 3/16 x 13.06 12.73 196.3 1.80 -6.937 13.408 0.517' 31.334 5116 K=1.00 T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 7.27 6.93 172.6 1.19 -6.689 9.020 0.742' K=1.00 P controls Redundant Horizontal (3) Design Data Compression Section Elevation Size L L KI/r A P. Ratio No. P ft ft ft in2 K K Wn T16 31.334-0 2L3x3x1/4xl/2 10.90 10.57, 137.6 2.90 -6.689 34.650 0.193' K=1.00 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667.Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 66 I P„ I en controls Redundant Diagonal 1) Design Data Compression). Section Elevation Size L Lu K11r_ A P Wn Ratio No. P ft ft ft in 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 -1.407 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 -1.071 8.500 0.1261 K=1.00 T8 197-181.3 2L2 1/2x2x3/16xl/4 9.22 8.59 129.9 1.62 -1.298 26.838 0.0481 K=1.00 T9 181.3- L2 1/2x2 1/2x3/16 7.57 7.11 172.4 0.90 -1.357 8.689 0.156' 170.833 K=1.00 T10 170.833- 2L2 1/2x2x3/16xl/4 8.80 7.99 122.9 1.62 -2.495 29.560 0.0841 146.75 K=1.00 T11 146.75- 2L21/2x2x3/16x1/4 9.31 8.55 131.8 1.62 -3.228 25.832 0.125' 121:667 K=1.00 T12 121.667- 2L2 1/2x2x3/16xl/4 9.54 8.85 134.5 1.62 -3.868 24.849 0.1561 96.5843 K=1.00 T13 96.5843- 2L2 1/2x2x3/16xl/4 9.80 9.16 138.6 1.62 -4.453 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 -4.398 27.263 0.1611 K=1.00 T15 51.417- 2L2 1/2x2x3/16x1/4 9.08 8.58 130.7 1.62 -4.821 26.257 0.1841 31.334 K=1.00 - T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 8.46 7.57 188.5 1.19 -7.784 7.564 1.029' K=1.00 P /�Pn controls Redundant Diagonal 2) Design Data (Compression) Section Elevation Size L L KI/r A 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 -1.573 17.935 0.0881 146.75 K=1.00 T11 146.75- 2L2 1/2x2x3/16xl/4 12.02 11.56 174.9 1.62 -2.085 15.137 0.1381 121.667 K=1.00 'y T12 121.667- 2L2 1/2x2x3/16xl/4 12.78 12.34 186.7 1.62 -2.591 13.274 0.1951 96.5843 K=1.00 T13 96.5843- 2L2 1/2x2x3/16x1/4 13.58 13.16 199.1 1.62 -3.085 11.681 0.264' 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2x3/16x1/4 11.70 11.30 170.9 1.62 -4.011 15.841 0.2531 K=1.00 T15 51.417- 2L2 1/2x2x3/16xl/4 12.22 11.82 178.8 1.62 -4.519 14.474 0.312' 31.334 K=1.00 T16 31.334-0 L3x3x3/16(rz) 10.37 9.87 202.0 1.09 -4.774 6.033 0.791 - K=1.00 P controls Redundant Diagonal 3 Design Data Compression tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 67 Section Elevation Size L Lu KI1r A P. �Pn Ratio No. P It It It in2 K K �pn T16 31.334-0 2L 5x3.5x5/16"x3/8" 13.04 12.63 105.2 5.12 -63.998 92.618 0.691 1 I' K=1.00 P n /wn controls Redundant Hip (1) Design Data (Compression) Section Elevation Size L L K11r A P �Pn Ratio No. Pn It ft It 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 -0.710 52.142 0.0141 5/16 K=1.00 P /wn controls Redundant Hip 2 Design Data Compression Section Elevation Size L L K11r A PU Ratio No. P ft ft ft in2 K K We T10 170.833- L3 1/2x3 1/2x1/4 11.52 11.52 199.2 1.69 -0.098 12.194 0.0081 146.75 K=1.00 T11 146.75- 2L2 1/2x2 1/2x3/16x5/16 12.92 12.92 199.2 1.80 -0.148 13.013 0.0111 121.667 K=1.00 T12 121.667- 2L21/2x3x1/4x1/4 14.38 14.38 229.3 2.63 -0.113 14.288 0.008' 96.5843 K=1.00 T13 96.5843- 2L2 1/2x3x1/4xl/4 15.84 15.84 252.6 2.63 -0.116 11.774 0.0101 71.5 K=1.00 KUR>250(C)-571 T14 71.5-51.417 2L 3 x 3 1/2 x 1/4 x 1/4 17.30 17.30 227.3 3.13 -0.066 17.313 0.004' K=1.00 T15 51.417- 2L 3 x 3 1/2 x 1/4 x 1/4 18.47 18.47 -242.7 3.13 -0.067 15.190 0.004' 31.334 K=1.00 T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 10.28 10.28 158.5 1.80 -0.425 20.567 0.0211 5/16 K=1.00 P /�Pn controls Redundant Hip -(3) Design Data Compression Section Elevation Size L L K11r A P �Pn Ratio No. P ft ft ft in2 K K Wn T16 ?1.334-0 2L2 1/2x3xl/4xl/4 15.42 15.42 245.8 2.63 -0.197 12.434 0.0161 K=1.00 P. /wn controls Redundant Hip Diagonal 2 Design Data Com� ression tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057,Revision 3 Page 68 Section Elevation Size L L KlIr A P. Ratio No. P ft ft ft in2 K K �P� T10 170.833- L3 1/2x3 1/2x1/4 16.87 16.87 291.7 1.69 -0.165 5.685 0.0291 146.75 K=1.00 KUR>250(C)-389 T11 146.75- L31/2x31/2x1/4 18.61 18.61 321.9 1.69 -0.177 4.670 0.0381 121.667 K=1.00 KUR>250(C)-450 T12 121.667- 2L2 1/2x2x3/16xl/4 20.29 20.29 307.1 1.62 -0.126 4.909 0.0261 96.5843 K=1.00 KUR>250(C)-511 T13 96.5843- 2L2 1/2x2x3/16xl/4 22100 22.00 332.9 1.62 -0.128 4.176 0.0311 71.5 K=1.00 KUR>250(C)-572 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 23.17 23.17 350.6 1.62 -0.075 3.766 0.0201 K=1.00 KUR>250(C)-641 T15 51.417- 2L2 1/2x2x3/16x1/4 24.60 24.60 372.2 1.62 -0.069 3.341 0.021 31.334 K=1.00 KUR>250(C)-714 T16 31.334-0 2L2 1/2x2x3/16xl/4 15.40 15.40 233.0 1.62 -0.349 8.529 0.0411 K=1.00 P u I�Pn controls Redundant Sub-Horizontal Design Data Compression Section Elevation Size L L K11r A P �Pn Ratio No. P ft ft ft in2 K K �Pn T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.22 -65.319 142.957 0.4571 K=1.00 P /en controls Redundant Sub Diagonal Design Data Compression Section Elevation Size L L Kl/r A P. Ratio No. P ft ft ft in2 K K WP T16 31.334-0 2L5x3 1/2x5/16x3/8 .9.42 9.42 85.0 5.12 -61.231 133.328 0.4591 K=1.00 P Controls Inner Bracing Design Data Compression Section Elevation Size L L Kl/r A PU Ratio No. P ft ft ft in2 K K W. T1 287.667- L3x3x3/16 10.00 10.00 201.3 1.09 -0.009 7.696 0.001 280.084 K=1.00 T2 280.084- L3x3x3/16 7.73 7.73 155.7 1.09 -0.008 12.867 0.001 1 272.5 K=1.00 T3 272.5- L3x3x3/16 11.87 11.87 239.1 1.09 -0.045 5.458 0.0081 247.333 K=1.00 T4 247.333- L4x4xl/4 14.98 14.98 226.2 1.94 -0.080 10.856 0.0071 tnxTower Report-version 8.0.4.0 November 29, 2018 . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 69 Section Elevation Size L L KI/r A P. rpP Ratio No. P. It ft ft in2 K K �Pn 232.583 K=1.00 T5 232.583- L4x4xl/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 0.001 209.583 K=1.00 T7 209.583-197 2L3x2x3/16x5/16 19.65 19.65 280.9 1.80 -0.166 6.477 0.0261 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 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 -0.073 6.399 0.011 146.75 K=1.00 T11 146.75- L5x3xl/4 19.38 19.38 270.1 1.94 -0.094 7.609 0.012' 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 -0.073 33.335 0.002' 96.5843 K=1.00 T13 96.5843- 2L2x2-1/2x3/16x5/16 23.76 23.76 240.3 1.62 -0.072 7.987 0.009, 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2 1/2x3/16x5/16 25.96 25.96 273.8 1.80 -0.058 6.854 0.0081 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 2L2 1/2x2 1/2x3/16x5/16 29.47 29.47 310.8 1.80. -0.078 5.325 0.0151 K=1.00 - KUR>250(C)-828 1 P controls Tension. Checks Leg Design Data Tension Section Elevation Size L L KI/r A P. Ratio No. P. ft ft ft in2 K K �Pn T1 287.667- L5x5x5/16 7.61 7.61 58.2 3.03 0.293 136.350 0.0021 280.084 T2 280.084- L5x5x5/16 7.61 7.61 58.2 2.48 0.792 121.052 0.007' 272.5 T3 272.5- L5x5xl/2 25.26 6.32 49.2 3.88 9.307 188.906 0.049' 247.333 T4 247.333- L8x8x5/8 14.81 7.40 35.7 9.61 24.264 432.450 0.0561 232.583 T5 232.583- L8x8x5/8 10.46 5.23 25.2 8.20 30.420 399.933 0.0761 222.166 T6 222.166- L8x8x5/8 12.63 6.32 30.4 9.61 38.932 432.450 0.0901 209.583 T7 209.583-197 L8x8x5/8 12.63 6.32 30.4 8.20 53.474 399.933 0.134' T8 197-181.3 L8x8x1 1/8 15.76 7.88 39.1 16.70 70.582 751.500 0.094' T9 181.3- L8x8x1 1/8 10.51 5.25 26.0 14.45 98.033 704.438 0.139' 170.833 T10 170:833- L8x8x1 1/8 24.17 8.06 40.0 14.17 117.994 690.727 0.171 146.75 T11 146.75- L8x8x3/4 25.18 8.39 40.8 9.71 166.359 473.484 0.351 1 121.667 T12 121.667- L8x8xl 25.18 8.39 41.3 12.75 218.111 621.563 0.351 1 96.5843 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC]BU No 816298 Project Number'9800.816298, Phase 2, Order 468057, Revision 3 Page 70 Section Elevation Size L L KI/r A P. �Pn Ratio No. P. ft ft It inZ K K W. T13 96.5843- L8x8xl 1/8 25.18 8.39 41.6 13.89 270.129 677.016 0.399' 71.5 T14 71.5-51.417 L8x8xl 1/8 20.16 6.72 33.3 13.89 327.290 677.016 0.4831 T15 51.417- L8x8xl 1/8 20.16 6.72 33.3 13.89 372.036 677.016 0.5501 31.334 T16 31.334-0 L8x8xl 1/8 31.45 7.86 39.0 13.89 354.964 677.016 0.5241 P I wn controls Diagonal Design Data (Tension) Section Elevation Size L L KI/r, A P. Wn Ratio No. P It ft It inZ K K W T1 287.667- 2L2 1/2x2x3/16x5/16 9.36 8.55 136.3 0.97 0.826 42.056 0.0201 280.084 T2 280.084- 2L2 1/2x2x3/16x5/16 9.64 8.85 140.8 0.97 2.969 42.056 0.0711 272.5 T3 272.5- 2L2 1/2x2 1/2xll4x5/16 14.67 13.80 147.0 1.45 7.391 63.211 0.1171 247.333 T4 247.333- 2L3x2 1/2x1/4x1/4 11.19 10.29 136.4 1.64 7.238 71.367 0.1011 232.583 T5 232.583- 2L2 1/2x3x1/4x1/4 13.81 12.66 113.8 1.64 9.533 71.367 0.1341 222.166 T6 222.166- 2L2 1/2x3 1/2x1/4x5/16 15.98 7.67 130.4 1.83 13.907 79.523 0.175' 209.583 T7 209.583-197 2L2 1/2x3 1/2x1/4x5/16 16.47 7.91 134.4 1.83 16.746 79.523 0.211 T8 197-181.3 2L 3 1/2 x 4 x 1/4 x 1/4 19.53 18.13 126.1 2.39 24.595 103.992 0.2371 T9 181.3- 2L 3 x 3 1/2 x 1/4 x 1/4 16.10 14.83 117.2 2.02 22.861 87.680 0.261 1 170.833 T10 170.833- 2L3 1/2x5x5/16x5/16 27.75 8.65 107.7 3.43 40.864 149.106 0.2741 146.75 T11 146.75- 2L3 1/2x5x5/16x5/16 29.40 9.29 114.1 3.43 43.799 149.106 0.2941 121.667 T12 121.667- 2L3 1/2x5x5/16x5/16 30.23 9.57 117.3 3.43 45.544 149.106 0.3051 96.5843 T13 96.5843- 2L3 1/2x5x5/16x5/16 31.12 9.86 120.8 3.43 49.798 149.106 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 45.003 103.992 0.4331 T15 51.417- 2L31/2x4x5/16x1/2 28.96 18.52 118.6 2.96 46.253 128.716 0.359' 31.334 T16 31.334-0 2L5x5x3/8 x1/2 26.59 8.86 68.3 4.85 82.990 211.043 0.3931 P n /w,controls Horizontal Design Data Tension Section Elevation Size L Lu KI/r A P. Ratio No. P. It ft ft inZ K K Wp T2 280.084- 2L2 1/2x2x3/16x5/16 10.94 5.26 79.6 0.97 1.889 42.056 0.0451 272.5 T3 272.5- 2L2x2x3/16x5/16 13.43 6.28 126.5 0.83 3.807 35.938 0.106' 247.333 T4 247.333- 2L2 1/2x2x3/16x5/l6 15.89 7.38 115.2 0.97 5.736 42.056 0.136' 232.583 T5 232.583'- 2L5x31/2x5/16x5/16 16.81 7.75 67.6 3.43 6.485 149.106 0.043' 222.166 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 122.2 1.11 8.186 48.173 0.1701 209.583 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 71 Section Elevation Size L L MY A P� Ratio No. P. ft ft ft ih2 K K �Pn T8 197-181.3 2L5x3x5/16x5/16 21.20 10.27 103.1 3.19 14.715 138.911 0.106' T9 181.3- 2L6x3.5x5/16"x5/16" 23.14 10.91 99.4 3.90 17.701 169.497 0.1041 170.833 T10 170.833- 2L3 1/2x2 1/2x1/4x5/16 24.44 11.56 133.9 1.83 20.351 79.523 0.2561 146.75 T11 146.75- 2L5x31/2x5/16x5/16 27.41 13.05 112.1 3.43 22.826 149.106 0.1531 121.667 T12 121.667- 2L4x3xl/4xl/4 30.51 14.60 144.1 2.20 25.482 95.836 0.2661 96.5843 T13 96.5843- 2L4x3 1/2x5/16x1/4 33.61 16.15 157.0 2.96 29.535 128.716 0.2291 71.5 T14 71.5-51.417 2L3 1/2x2 1/2x1/4 36.71 18.02 225.7 1.83 31.935 79.687 0.4011 T15 51.417- 2L31/2x21/2x1/4 39.19 19.26 241.3 1.83 34.272 79.687 0.430' 31.334 T16 31.334-0 2L6x4x7/16x1/2 41.67 14.88 109.4 5.70 82.324 248.001 0.332' P I�Pn controls Top Girt Design Data Tension Section Elevation Size L L MY A Pn r P" Ratio No. Pn It ft ft in2 K K �Pn T1 287.667- L3x2 1/2xl/4 10.00 4.56 76.5 0.82 0.501 35.602 0.014' 280.084 T3 272.5- L5x3xl/4 11.87 5.50 79.8 1.29 2.895 56.156 0.052' 247.333 T4 247.333- 2L3 1/2x2 1/2x1/4x5/16 14.98 7.05 82.1 1.83 5.102 79.523 0.0641 232.583 T7 209.583-197 2L3x2x3/16x5/16 19.65 9.17 133.1 1.11 10.725 48.173 0.223' P u /wn controls Redundant Horizontal (1) Design .Data (Tension) Section Elevation Size L L KI/r A P. Ratio No. P ft ft ft in2 K K �pn T3 272.5- L2 1/2xW/16 3.36 3.15 63.0 0.81 0.241 26.212 0.0091 247.333 T5 232.583- L2 1/2xl 1/2x3/16 4.20 3.87 109.9 0.71 0.802 23.161 0.0351 222.166 T6 222.166- L2 1/2x2x3/16 4.52 4.19 83.8 0.81 1.691 26.212 0.0641 209.583 T7 209.583-197 L2 1/2x2x3/16 4.91 4.58 91.6 0.81 1.352 26.212 0.0521 T8 197-181.3 2L2 1/2x2x3/16x1/4 5.30 4.97 75.2 1.62 1.483 52.397 0.028' T9 181.3- L2 1/2x2x3/16 5.79 5.45 109.1 0.81 2.068 26.212 0.079' 170.833 T10 170.833- L2 1/2x1 1/2x3/16 4.07 3.74 106.3 0.71 2.308 23.161 0.1001 146.75 T11 146.75- L21/2x11/2x3/16 4.57 4.24 120.3 0.71 3.169 23.161 0.137' 121.667 T12 121.667- L2 1/2x1 1/2x3/16 5.08 4.75 135.0 0.71 4.123 23.161 0.178' 96.5843 T13 96.5843- L2 1/2x2x3/16 5.60 5.27 105.4 0.81 5.090 26.212 0.194' 71.5 T14 71.5-51.417 L2 1/2x2x3/16 6.12 5.78 115.7 0.81 6.112 26.212 0.2331 T15 51.417- 2L21/2x2x3/16xl/4 6.53 6.20 93.8 1.62 6.937 52.397 0.132' 31.334 T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 3.63 3.30 82.2 1.19 6.689 38.556 0.173' tnxTower Report-version 8.0.4.0 November 29, 2018 . . 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 72 Section Elevation Size L L KI/r A P. Ratio No. P. ft ft ft in2 K K �pn P /wn controls Redundant Horizontal 2 Design Data Tension Section Elevation Size L L KI/r A P. Ratio No. P ft ft ft in2 K K �pn T10 170.833- L2 1/2x2 1/2x3/16 8.14 7.81 120.5 0.90 2.308 29.225 0.079' 146.75 T11 146.75- L3x3x3/16 9.14 8.80 112.5 1.09 3.169 35.316 0.0901 121.667 T12 121.667- L3x3x3/16 10.17 9.84 125.7 1.09 4.123 35.316 0.1171 96.5843 T13 96.5843- L3x3x1/4 11.20' 10.87 140.3 1.44 5.090 46.656 0.1091 71.5 T14 71.5-51.417_ 2L2 1/2x2 1/2x3/16 12.24 11.90 183.6 1.80 6.112 58.320 0.1051 T15 51.417- 2L2 1/2 x 2 1/2 x 3/16 x 13.06 12.73 196.3 1.80 6.937 58.472 0.119 31.334 5/16 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 7.27 6.93 172.6 1.19 6.689 38.556 0.173' P /wn controls Redundant Horizontal 3) Design Data (Tension) Section Elevation Size L L KI/r A P. Ratio No. P. It ft ft in2 K K Wp T16 31.334-0 2L3x3xl/4xl/2 10.90 10.57 137.6 2.90 6.689 94.073 0.071 P /wn controls Redundant Diagonal 1 Design Data Tension Section Elevation Size L Lu KI/r A P Wn Ratio No. P ft It It in2 K K �Pn 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 0.024' 222.166 T6 222.166- L2 1/2x2 1/2x3/16 7.54 - 6.93 106.9 0.90 1.403 29.225 0.048' 209.583 T7 209.583-197 L2 1/2x2 1/2x3/16 7.76 7.19 110.9 0.90 1.057 29.225 0.036 T8 197-181.3 2L2 1/2x2x3/16xl/4 9.22 8.59 129.9 1.62 1.284 52.397 0.025' T9 181.3- L2 1/2x2 1/2x3/16 7.57 7.11 109.7 0.90 1.366 29.225 0.0471 170.833 T10 170.833- 2L2 1/2x2x3/16xl/4 8.80 7.99 120.9 1.62 2.495 52.397 0.048' 146.75 T11 146.75- 2L2 1/2x2x3/16x1/4 9.31 8.55 129.3 1.62 3.228 52.397 0.0621 121.667 T12 121.667- 2L2 1/2x2x3/16xl/4 9.54 8.85 133.9 1.62 3.868 52.397 0.0741 96.5843 T13 96.5843- 2L2 1/2x2x3/16xl/4 9.80 9.16 138.6 1.62 4.453 52.397 0.085' 71.5 tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298,Phase 2, Order 468057,Revision 3 Page 73 Section Elevation Size L L KI/r A P� Ratio No. P It ft ft inz K K �Pn T14 71.5-51.417 2L2 1/2x2x3/16x1/4 8.80 8.29 125.5 1.62 4.398 52.397 0.084' T15 51.417- 2L2 1/2x2x3/16x1/4 9.08 8.58 129.9 1.62 4.821 52.397 0.092' 31.334 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 8.46 7.57 188.5 1.19 7.784 38.556 0.202' P /�Pn controls Redundant Diagonal 2 Design Data Tension Section Elevation Size L L KI/r A PU Ratio No. P ft ft It inz K K WP T10 170.833- 2L2 1/2x2x3/16x1/4 11.10 10.62 160.7 1.62 1.694 52.397 0.032' 146.75 T11 146.75- 2L2 1/2x2x3/16xl/4 12.02 11.56 174.9 1.62 2.160 52.397 0.041 ' 121.667 T12 121.667- 2L2 1/2x2x3/16xl/4 12.78 12.34 186.7 1.62 2.627 52.397 0.050' 96.5843 T13 96.5843- 2L2 1/2x2x3/16x1/4 13.58 13.16 199.1 1.62 3.119 52.397 0.060' 71.5 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 11.70 11.30 170.9 1.62 3.897 52.397 0.074' T15 51.417- 2L21/2x2x3/16x1/4 12.22 11.82 178.8 1.62 4.325 52.397 0.083' 31.334 T16 31.334-0 L3x3x3/16(rz) 10.37 9.87 202.0 1.09 4.774 35.316 0.135' ' P u /wn controls Redundant Diagonal 3 Design Data (Tension) Section Elevation Size L L KI/r A P. Ratio No. P. ft ft ft inz K K WP T16 31.334-0 2L 5x3.5x5/16"x3/8" 13.04 12.63 105.2 5.12 58.009 165.888 0.350' ' P /wn controls Redundant Hi 1 Design Data Tension Section Elevation Size L L KI/r A Pu Ratio No. P ft ft It inz 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 0.893 58.472 0.015' 5116 P I�Pn controls Redundant Hip 2 Design Data Tension tnxTower Report-version 8.0.4.0 November 29, 2018 . 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 9800.816298, Phase 2, Order 468057,Revision 3 Page 74 Section Elevation Size L Lu KI/r A PU Ratio No. P. It ft ft inZ K K �Pn T10 170.833- L3 1/2x3 1/2x1/4 11.52 11.52 126.8 1.69 0.044 54.756 0.001 ' 146.75 T11 146.75- 2L2 1/2x2 1/2x3/16x5/16 12.92 12.92 199.2 1.80 0.102 58.472 0.002' 121.667 T12 121.667- 2L21/2x3x1/4xl/4 14.38 14.38 229.3 2.63 0.050 85.050 0.001 ' 96.5843 T13 96.5843- 2L21/2x3xl/4xl/4 15.84 15.84 252.6 2.63 0.045 85.050 0.001 ' 71.5 T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 10.28 10.28 158.5 1.80 0.265 58.472 0.005' 5/16 P I wn controls Redundant Hip 3 Design Data Tension Section Elevation Size L L KI/r A PU Wn Ratio No. P It ft ft inZ K K W. T16 31.334-0 2L2 1/2x3xl/4xl/4 15.42 15.42 245.8 2.63 0.046 85.050 0.001 ' P n /wn controls Redundant Hip Diagonal 2) Design Data (Tension) Section Elevation Size L Lu KI/r A PU W. Ratio No. Pu ft ft ft in2 K K Wn T10 170.833- L3 1/2x3 1/2x1/4 16.87 16.87 185.7 1.69 0.153 54.756 0.003' 146.75 T11 146.75- L3 1/2x3 1/2x1/4 18.61 18.61 204.9 1.69 0.164 54.756 0.003' 121.667 T12 121.667- 2L2 1/2x2x3/16xl/4 20.29 20.29 307.1 1.62 0.113 52.397 0.002' 96.5843 T13 96.5843- 2L2 1/2x2x3/16xl/4 22.00 22.00 332.9 1.62 0.114 52.397 0.002' 71.5 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 23.17 23.17 350.6 1.62 0.062 52.397 0.001 ' T15 51.417- 2L2 1/2x2x3/16xl/4 24.60 24.60 372.2 1.62 0.055 52.397 0.001 ' 31.334 T16 31.334-0 2L2 1/2x2x3/16xl/4 15.40 15.40 233.0 1.62 0.307 52.397 0.006' P /�Pn controls Redundant Sub-Horizontal Design Data Tension Section Elevation Size L L KUr A P �Pn Ratio No. P ft ft ft in K K Wn T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.22 51.708 233.928 0.221 ' P u /wn controls tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 75 Redundant Sub Diagonal Design Data (Tension) Section Elevation Size L L K11r A P. Ratio No. P ft ft ft in K K �p T16 31.334-0 2L5x3 1/2x5/16x3/8 9.42 9.42 78.0 5.12 59.699 165.888 0.3601 P. controls Inner Bracing Design Data Tension Section Elevation, Size L L K11r A P �P Ratio, No. P It ft It in2 K K Opp T1 287.667- L3x3x3/16 7.07 7.07 90.4 1.09 0.011 35.316 0.000' 280.084 T3 272.5- L3x3x3/16 8.40 8.40 .107.3 1.09 0.062 35.316 0.0021 247.333 T4 247.333- L4x4xl/4 10.59 10.59 101.7 1.94 0.097 62.856 0.0021 232.583 T7 209.583-197 2L3x2x3/16x5/16 13.89 13.89 194.8 1.80 0.230 58.472 0.004' T10 170.833- L3x3x3/16 17.28 17.28 220.8 1.09 0.030 35.316 0.0011 146.75 T11 146.75- L5x3x1/4 19.38 19.38 270.1 1.94 0.017 62.856 0.000' 121.667 T12 121.667- 2L3 1/2x3 1/2x1/4x5/16 21.57 21.57 237.2 3.38 0.001 109.350 0.0001 96.5843 T13 96.5843- 2L2x2-1/2x3/16x5/16 23.76 23.76 475.0 1.62 0.003 52.397 0.0001 71.5 P u /op,controls Section Capacity Table Section Elevation Component Size Critical P aPe„aw % Pass No. ft 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 -13.363 184.636 7.2 Pass 8.0(b) T4 247.333- Leg L8x8x5/8 114 -31.546 434.867 7.3 Pass 232.583 T5 232.583- Leg L8x8x5/8 152 -39.614 469.785 8.4 Pass 222.166 8.9(b) T6 222.166- Leg L8x8x5/8 189 -51.733 453.830 11.4 Pass 209.583 T7 209.583-197 Leg L8x8x5/8 226 -70.407 453.830 15.5 Pass 15.8(b) T8 197-181.3 Leg L8x8x1 1/8 263 -94.457 736.067 12.8 Pass T9 181.3-170.833 Leg L8x8xl 1/8 300 -126.675 814.224 15.6 Pass 27.9(b) T10 170.833- Leg L8x8xl 1/8 337 -152.099 729.626 20.8 Pass 146.75 34.2(b) T11 146.75- Leg L8x8x3/4 398 -209.345 492.296 42.5 Pass 121.667 T12 121.667- Leg L8x8xl 461 -272.633 644.151 42.3 Pass 96.5843 T13 96.5843-71.5 Leg L8x8x1 1/8 522 -337.018 717.138 47.0 Pass T14 71.5-51.417 Leg L8x8x1 1/8 583 -404.998 774.440 52.3 Pass T15 51.417-31.334 Leg L8x8x1 1/8 656 -459.802 774.440 59.4 Pass tnxTower Report-version 8.0.4.0 November 29, 2018 , 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 76 Section Elevation Component Size Critical P open.. % Pass No. ft Type Element K K Capacity Fail T16 31.334-0 Leg L8x8xl 1/8 729 -441.864 736.657 60.0 Pass T1 287.667- Diagonal 2L2 1/2x2x3/16x5/16 19 -1.004 29.121 3.4 Pass 280.084 T2 280.084-272.5 Diagonal 21-2 1/2x2x3/16x5/16 33 -3.171 27.596 11.5 Pass T3 272.5-247.333 Diagonal 21-21/2x21/2xl/4x5/16 71 -7.693 31.757 24.2 Pass T4 247.333- Diagonal 21-3x2 1/2x1/4x1/4 133 -7.724 49.292 15.7 Pass 232.583 16.5(b) T5 .232.583- Diagonal 21L2 1/2x3x1/4x1/4 170 -10.095 57.736 17.5 Pass 222.166 T6 222.166- Diagonal 2L2 1/2x3 1/2xl/4x5/16 207 -14.406 56.145 25.7 Pass 209.583 T7 209.583-197 Diagonal 21-21/2x31/2x1/4x5/16 250 -17.334 53.547 32.4 Pass T8 197-181.3 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 281 -25.527 68.478 37.3 Pass T9 181.3-170.833 Diagonal 2L 3 x 3 1/2 x 1/4 x 1/4 318 -23.803 66.680 35.7 Pass T10 170.833- Diagonal 2L3 1/2x5x5/16x5/16 365 -41.595 121.059 34.4 Pass 146.75 T11 146.75- Diagonal 21-3 1/2x5x5/16x5/16 426 -45.036 113.004 39.9 Pass 121.667 T12 121.667- Diagonal 21-3 1/2x5x5/16x5/16 487 -47.041 108.758 43.3 Pass 96.5843 T13 96.5843-71.5 Diagonal 2L3 1/2x5x5/16x5/16 548 -51.155 104.095 49.1 Pass T14 71.5-51.417 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 613 46.384 71.312 65.0 Pass T15 51.417-31.334 Diagonal 2L3 1/2x4x5/16xl/2 686 -47.917 90.498 52.9 Pass 64.8(b) T16 31.334-0 Diagonal 2L5x5x3/8 x1/2 775 -95.897 189.748 50.5 Pass T2 280.084-272.5 Horizontal 21-2 1/2x2x3/16x5/16 32 -1.850 39.568 4.7 Pass 5.7(b) T3 272.5-247.333 Horizontal 2L2x2x3/16x5/16 70 -3.805 28.925 13.2 Pass 13.3(b) T4 247.333- Horizontal 21-2 1/2xW/16x5/16 132 -5.434 34.578 15.7 Pass 232.583 17.4(b) T5 232.583- Horizontal 21-5x3 1/2x5/16x5/16 169 -6.304 149.818 4.2 Pass 222.166 9.1 (b) T6 222.166- Horizontal 2L3x2x3/16x5/16 206 -8.036 30.526 26.3 Pass 209.583 T8 197-181.3 Horizontal 2L5x3x5/16x5/16 280 -14.849 82.538 18.0 Pass. 20.6(b) T9 181.3-170.833 Horizontal 2L6x3.5x5/16"x5/16" 317 -17.508 122.381 14.3 Pass 24.8(b) T10 170.833- Horizontal 21-3 1/2x2 1/2xl/4x5/16 364 -20.282 44.148 45.9 Pass 146.75 T11 146.75- Horizontal 21-5x31/2x5/16x5/16 425 -23.166 108.148 21.4 Pass 121.667 32.0(b) T12 121.667- Horizontal 2L4x3xl/4xl/4 486 -25.727 45.982 55.9 Pass 96.5843 T13 96.5843-71.5 Horizontal 21-4x3 1/2x5/16x1/4 547 -29.766 63.423 46.9 Pass T14 71.5-51.417 Horizontal 21-31/2x21/2x1/4 612 -31.804 65.259 48.7 Pass T15 51.417-31.334 Horizontal 2L3 1/2x2 1/2xl/4 685 -33.704 59.048 57.1 Pass T16 31.334-0 Horizontal 2L6x4x7/16xl/2 798 -77.110 230.540 33.4 Pass 52.1 (b) T1 287.667- Top Girt L3x2 1/2x1/4 7 -0.531 30.040 1.8 Pass 280.084 2.1 (b) T3 272.5-247.333 Top Girt L5x3xl/4 49 -2.884 39.779 7.3 Pass 9.1 (b) T4 247.333- Top Girt 21-3 1/2x2 1/2xl/4x5/16 119 -5.050 77.128 6.5 Pass 232.583 11.6(b) T7 209.583-197 Top Girt 2L3x2x3/16x5/16 231 -10.786 26.538 40.6 Pass T3 272.5-247.333 Redund Horz 1 L2 1/2x2x3/16 79 -0.246 20.131 1.2 Pass Bracing T5 232.583- Redund Horz 1 L2 1/2x1 1/2x3/16 178 -0.817 10.669 7.7 Pass 222.166 Bracing T6 222.166- Redund Horz 1 L2 1/2x2x3/16 201 -1.685 16.992 9.9 Pass 209.583 Bracing T7 209.583-197 Redund Horz 1 L2 1/2x2x3/16 245 -1.334 14.685 9.1 Pass Bracing T8 197-181.3 Redund Horz 1 2L2 1/2x2x3/16xl/4 278 -1.467 45.517 3.2 Pass Bracing T9 181.3-170.833 Redund Horz 1 L2 1/2x2x3/16 319 -2.082 10.356 20.1 Pass Bracing T10 170.833- Redund Horz 1 L2 1/2x1 1/2x3/16 347 -2.308 11.418 20.2 Pass tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis M BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 77 Section Elevation Component Size Critical P op n.. % Pass No. ft Type Element K K Capacity Fail 146.75 Bracing T11 146.75- Redund Horz 1 L2 1/2x1 1/2x3/16 408 -3.169 8.900 35.6 Pass 121.667 Bracing T12 121.667- Redund Horz 1 L2 1/2x1 1/2x3/16 501 -4.123 7.071 58.3 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Horz 1 L2 1/2x2x3/16 554 -5.090 11.092 45.9 Pass Bracing T14 71.5-51.417 Redund Horz 1 L2 1/2x2x3/16 629 -6.112 8.477 72.1 Pass Bracing T15 51.417-31.334 Redund Horz 1 21-2 1/2x2x3/16xl/4 693 -6.937 39.885 17.4 Pass Bracing T16 31.334-0 Redund Horz 1 L2 1/2x2 1/2x1/4(rz) 800 -6.689 28.373 23.6 Pass Bracing T10 170.833- Redund Horz 2 L2 1/2x2 1/2x3/16 348 -2.308 7.559 30.5 Pass 146.75 Bracing T11 146.75- Redund Horz 2 L3x3x3/16 409 -3.169 10.426 30.4 Pass 121.667 Bracing T12 121.667- Redund Horz 2 L3x3x3/16 494 -4.123 8.351 49.4 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Horz 2 L3x3x1/4 555 -5.090 8.915 57.1 Pass Bracing T14 71.5-51.417 Redund Horz 2 21-2 1/2x2 1/2x3/16 630 -6.112 7.496 81.5 Pass Bracing T15 51.417-31.334 Redund Horz 2 21-2 1/2 x 2 1/2 x 3/16 x 5/16 703 -6.937 14.078 49.3 Pass Bracing T16 31.334-0 Redund Harz 2 L2 1/2x2 1/2x1/4(rz) 784 -6.689 9.471 70.6 Pass Bracing T16 31.334-0 Redund Horz 3 2L3x3xl/4xl/2 803 -6.689 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 -1.407 9.595 14.7 Pass 209.583 Bracing T7 209.583-197 Redund Diag 1 L2 1/2x2 1/2x3/16 246 -1.071 8.925 12.0 Pass Bracing T8 197-181.3 Redund Diag 1 21-2 1/2x2x3/16xl/4 279 -1.298 28.180 4.6 Pass Bracing T9 181.3-170.833 Redund Diag 1 L2 1/2x2 1/2x3/16 320 -1.357 9.124 14.9 Pass Bracing T10 170.833- Redund Diag 1 21-2 1/2x2x3/16xl/4 349 -2.495 31.038 8.0 Pass 146.75 Bracing T11 146.75- Redund Diag 1 2L2 1/2x2x3/16xl/4 410 -3.228 27.123 11.9 Pass 121.667 Bracing T12 121.667- Redund Diag 1 21-2 1/2x2x3/16xl/4 495 -3.868 26.092 14.8 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 1 21-2 1/2x2x3/16xl/4 556 -4.453 25.045 17.8 Pass Bracing T14 71.5-51.417 Redund Diag 1 21-2 1/2x2x3/16xl/4 631 -4.398 28.626 15.4 Pass Bracing T15 51.417-31.334 Redund Diag 1 21-2 1/2x2x3/16x1/4 695 -4.821 27.570 17.5 Pass - Bracing T16 31.334-0 Redund Diag 1 L2 1/2x2 1/2x1/4(rz) 802 -7.784 7.942 98.0 Pass Bracing T10 170.833- Redund Diag 2 2L2 1/2x2x3/16xl/4 350 -1.573 18.831 8.4 Pass 146.75 Bracing T11 146.75- Redund Diag 2 21-2 1/2x2x3/16xl/4 411 -2.085 15.894 13.1 Pass 121.667 Bracing T12 121.667- Redund Diag 2 21-2 1/2x2x3/16xl/4 496 -2.591 13.938 18.6 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 2 21 2 1/2x2x3/16x1/4 557 -3.085 12.265 25.2 Pass Bracing T14 71.5-51.417 Redund Diag 2 21-2 1/2x2x3/16xl/4 602 -4.011 16.633 24.1 Pass Bracing T15 51.417-31.334 Redund Diag 2 21-2 1/2x2x3/16xl/4 675 -4.519 15.197 29.7 Pass Bracing T16 31.334-0 Redund Diag 2 L3x3x3/16(rz) 787 -4.774 6.335 75.4 Pass Bracing T16 31.334-0 Redund Diag 3 2L 5x3.5x5/16"x3/8" 812 -63.998 97.249 65.8 Pass tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298, Phase 2, Order 468057, Revision 3 Page 78 Section Elevation Component Size Critical P aPa„aW % Pass No. ft Type Element K K Capacity Fail Bracing T16 31.334-0 Redund Hip 1 21-2 112 x 2 1/2 x 3/16 x 5116 814 0.893 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 -0.148 13.663 1.1 Pass 121.667 Bracing T12 121.667- Redund Hip 2 21_2 1/2x3xl/4xl/4 510 -0.113 15.002 0.8 Pass . 96.5843 Bracing T13 96.5843-71.5 Redund Hip 2 21_2 1/2x3xl/4xl/4 571 -0.116 12.363 0.9 Pass Bracing T14 71.5-51.417 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 640 -0.066 18.178 0.4 Pass Bracing T15 51.417-31.334 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 713 -0.067 15.949 0.4 Pass Bracing T16 31.334-0 Redund Hip 2 21_2 1/2 x 2 1/2 x 3/16 x 5/16 791 -0.425 21.595 2.0 Pass Bracing T16 31.334-0 Redund Hip 3 21_2 1/2x3xl/4xl/4 816 -0.197 13.056 1.5 Pass Bracing T10 170.833- Redund Hip L3 1/2x3 1/2xl/4 389 -0.165 5.969 2.8 Pass 146.75 Diagonal 2 Bracing T11 146.75- Redund Hip L3 1/2x3 1/2xl/4 450 -0.177 4.903 3.6 Pass 121.667 Diagonal 2 Bracing T12 121.667- Redund Hip 21_2 1/2x2x3/16x1/4 511 -0.126 5.154 2.5 Pass 96.5843 Diagonal 2 Bracing T13 96.5843-71.5 Redund Hip 21-2 1/2x2x3/16x1/4 572 -0.128 4.384 2.9 Pass Diagonal 2 Bracing T14 71.5-51.417 Redund Hip 21_2 1/2x2x3/16xl/4 641 -0.075 3.954 1.9 Pass Diagonal 2 Bracing T15 51.417-31.334 Redund Hip 21_2 1/2x2x3/16x1/4 714 -0.069 3.508 2.0 Pass Diagonal 2 Bracing T16 31.334-0 Redund Hip 21_2 1/2x2x3/16x1/4 817 -0.349 8.956 3.9 Pass Diagonal 2 Bracing T16 31.334-0 Redund Sub Horz 2L5x5x3/8 813 -65.319 150.105 43.5 Pass Bracing T16 31.334-0 Redund Sub 2L5x3 1/2x5/16x3/8 794 -61.231 139.994 43.7 Pass Diagonal Bracing T1 287.667- Inner Bracing L3x3x3/16 13 -0.009 8.081 0.2 Pass 280.084 T2 280.084-272.5 Inner Bracing L3x3x3/16 42 -0.002 6.755 0.2 Pass T3 272.5-247.333 Inner Bracing L3x3x3/16 55 -0.045 5.731 0.8 Pass T4 247.333- Inner Bracing L4x4xl/4 125 -0.080 11.398 0.7 Pass 232.583 T5 232.583- Inner Bracing L4x4xl/4 187 -0.004 9.060 0.3 Pass 222.166 T6 222.166- Inner Bracing L4x4xl/4 224 -0.005 7.817 0.4 Pass 209.583 T7 209.583-197 Inner Bracing 2L3x2x3/16x5/16 237 -0.166 6.801 2.4 Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 -0.011 23.594 0.6 Pass T9 181.3-170.833 Inner Bracing L3 1/2x2 1/2xl/4 333 -0.040 6.079 0.7 Pass T10 170.833- Inner Bracing L3x3x3/16 394 -0.073 6.719 1.1 Pass 146.75 T11 146.75- Inner Bracing L5x3x1/4 454 -0.094 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 -0.072 8.386 0.9 Pass_ T14 71.5-51.417 Inner Bracing 21_2 1/2x2 1/2x3/16x5/16 646 -0.058 7.196 0.8 Pass T15 51.417-31.334 Inner Bracing 21_2 1/2x3xl/4xl/4 721 -0.014 6.862 0.7 Pass T16 31.334-0 Inner Bracing 21_2 1/2x2 1/2x3/16x5/16 828 -0.078 5.591 1.4 Pass Summary Leg(T16) 60.0 Pass Diagonal 65.0 Pass (T14) Horizontal 57.1 Pass (T15) Top Girt 40.6 Pass (T7) Redund 72.1 Pass Horz 1 tnxTower Report-version 8.0.4.0 November 29, 2018 . 287.667 Ft Self Support Tower Structural Analysis M BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 79 Section Elevation Component Size Critical P OPafloW % Pass No. ft Type Element K K Capacity Fail Bracing (T14) Redund 81.5 Pass Horz 2 Bracing (T14) Redund 18.4 Pass Horz 3 Bracing (T16) Redund 98.0 Pass Diag 1 Bracing (T16) Redund 75.4 Pass Diag 2 Bracing (T16) Redund 65.8 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 (T16) Redund 43.5 Pass Sub Horz Bracing (T16) Redund 43.7 Pass Sub Diagonal Bracing (T16) Inner 2.4 Pass Bracing (T7) Bolt 64.8 Pass Checks RATING= 98.0 Pass tnxTower Report-version 8.0.4.0 November 29, 2018 287.667 Ft Self Support Tower.Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2, Order 468057, Revision 3 Page 80 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.4.0 MIIR CON11:1 1 EOU9'I�RQ 1)1-1/4'TO 177 Ff LEVEL � t2)1 ro 177 FT LEVEL - LEG 0 N4..N LED A QORR COI�OFRED EWFLLUM 215 Ff LEVEL215 FE LEVEL EOUO'YEM CONFN..IWARON) 2J J/5'ro 20.7 FT LEVEi 7)1-S/18'70 207 R IEYFJ. 1)I-7/6'ro 203 FT LEVF7. JOTH R CONSIDERED EOUIPIO M I))E65 TO 277 FT,LEVEL I)1/2'TO 263 FT LEVEL I))3/4'TO 283 FT LEVEL 1)1-5/6•TO 283 Ff LEVEL rEOU�EIFNT CONFWAATION) 1)1/4•TO 2N FF LEVEL LED C r tt=Si LED 9 ((OffIER CONS10ERm EOUIPL6ENQ (9)1-1/4•TO 195 Ff LEVEL (9)1-5/e•TO 195 FT LEVEL eusws uxe slams tv�IR a�w+ i November 29, 2018 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 9800.816298,Phase 2,'Order 468057, Revision 3 Page 81 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.4.0 Project Information BU# 816298 Site Name I ZEPHYRH ILLS Order# 468057 Rev 3 Tower1 1 Tower Type Self Support TIA-222 Rev H ❑� Apply TIA-222-H Section 15.5 Applied 1 1 Comp. Uplift Axial. k 600.00 481.00 Shear k 107.00 91.00 Anchor1 1 Data Quantity: 4 Diameter(in): 3.5 Material Grade: A36 Fy=36 ksi Fu=58 ksi Grout Considered: Not Considered, lar<=1(d) lar(in): 1.75 Eta Factor, 0 Thread Type: N-I.ncluded Configuration: Symmetrical Anchor • 1 1 Results 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)1 64.48 Moment Cap., (�Mn (kip-in) - Stress Rating 82.9% Pass Ulplate-version 3.4.0 Analysis Date: 11/28/2018 Drilled Pier Foundation I3 #:816298 _ CROWN Site Name11 :ZEPHYRHILLS C CO .CASTLE Order Number:1468057 Rev 3 - TIA-222 Revisor: H " Tower Type: Self Su port HTH Soil lateral capacity Compression Uplift Apply TIA-222-H Sector Comp. Uplift D„a(it from TOC) 11.23 11.23 Moment ki ft 0 0 Soil Safe Factor 3.03 3.56 Axial Force ki s 600 481 Max Moment(kip-ft 932.38 792.96 Shear Force ki s 107 91 Rating` 41.8% 35.6% - Sail Vertical Capacity Compression Uplift Skin Friction(kips) 194.38 194.38 Concrete Sven ,Pc: 31 ksl - End Bearing(kips) 265.07 Reba'Stren th,F.I 60 ksi Weight of Concrete(kips) 58.73 44.04 "Total Ca'aci (kips 890!93 6fi9.9p • - Axial(kips) 658.73 481.00 De th 22.75 ft " Rating* 70.4% 68.4% Ext.Above Gradel 1.25 ft Reinforced Concrete capacity Compression U lift Pier Section 1 Critical Depth(ftfromTOC)l 11.29 1 11.06 Flom f.25'atave grade to 22.75'eebw grade Critical Momen[(kip-ft) 932.34 792.74 Pier Diameter 5ft Critical Moment Capacity 5372.79 4290.31 C Reber Quantity 32 - _ - Rafng*l 16.5% 1 17.6% . RebarSlze 11 Clear Cover to Ties 3 In .Sall Interaction Rating*! 70.4 Tie Size 5 Structural Foundation Rating!1 17.6 •Rating per TIA-222-H Section 15.5 - - Soil Profile Groundwater Depth 1 5 ft 1#of La ers 8 " Calculated 'Calculated Ultimate Skin - Ult.Grass" Angleaf- •Ultimate Skin Top Bottom. Thickness y,;e• y,,,,,,,� Cohesion Ultimate Skin- Ultimate Skin. Friction Comp Bearing SPT Blow Layer (ft) (ft) •(ft), (pcf) (pcf) (ksf) Friction- Friction Uplift Soli Type FriRian Comp Friction Uplift Override Capacity Count - (degrees)- (� (� .( Override(ksf) (ksfl 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: Coheslonless 3 5 5.5 0.5 37.5 87.6 28 - 0.000 `- 0.000 0:00 0.00 Coheslonless 4 5.5 6.33 0.83 2 87.6 26 -0.000 -0.000 0.00 0.00 Cohesicnless 5 6.33 8.5 2.17 52.6 87.fi 2 1100 • 1-100 1.10 1.10 Cohesive 6 8.5 14 5.587.6 1.5 0.825 0.825 0.85 0.85 - Cohesive 71 141 21.51 7.51 52.61 87.61 21 1 1.101 1.101 1.101 1.101 Cohesive 81 21.51 22.751 1.251 47.61 87.61 1.751 1 0.961 0.961 0.951 0,951 181 Cohesive. Version 2.0.2 Modified ASCE ASCE 7 Hazards Report AMEHICAN SOCIETY OF CML ENGINEEFS Address: Standard: ASCE/SEI 7-10 Elevation: 81.59 ft(NAVD 88) No Address at This Risk Category: 11 Latitude: 28.227953 Location Soil Class: D -Stiff Soil Longitude: -82.179333 i� �' ., '� , `;jz � 7{ �. -. .• _ __—_Ph`SCn-_ _ _ -:f3H .. 1. - .•1 _ :. - .I. 1 .,.2" 'i:;3' P'1 tl 11> w•. f r- 211 - .:1� � > ! I ,^ _i t'y ,V. (� -..; O•;�_ I '\'nkl CF kl .. - -, '{ I 9\ .. \i I � i.• ,\ ake �; Park�� m •-h t� x '� i✓ ;f0'„ � _ �`— I ',,,•. I�-p °�"' - ., x n: :- -J �'� 1 I Piy` fI• -�JJ• � -J._ _--__—_ ___ r _ ,•1-•_ _'i__ _\_: ._ ri.,- •s 1 •,� .>�. "f _ __ --1 .J;.�1 plc"�pfj .�'.:-w^ .__,_,.-- ��—'`� `- _�, �,\. # - a :-r ,y°,ram.._r-• .•, .:�.i ..\ ' W I_ _ I. �j i� ' - \t Ff'•1 i ("��• i c2=A' e.;o's _ _ _ 1 yl'J. Traiiet .l Par .~ »I •" FjP� ' � �'i",_ _� R '.h. y -;<y "vt�. ..4..� \;a.l � � �r` ru:or ro,F:,!:'•-. r_'t ',, L" o Wind Results: Wind Speed: 138 Vmph 10-year MR 78 Vmph 25-year MRI 93 Vmph 50-year MRI 104 Vmph 100-year MRI 114 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Wed Oct 03 2018 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7%probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI =700 years). Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https:/Iasce7hazardtool.online/ Page 1 of 3 Wed Oct 03 2018 ASCE AMEOICAN SCCIUY OF CML ENGINEEGS Seismic Site Soil Class: D-Stiff Soil Results: Ss 0.068 Sos : 0.072 S, 0.034 Sol 0.055 Fa. : 1.600 TL 8.000 F 2.400 PGA : 0.032 SMs 0.108 PGA M : 0.051 SM1 : 0.082 IF PGA 1.600 le 1 Seismic Design Category A 011 MCER,Response Spectrum Design Response Spectrum .075 0.10 - - 070 .0fi5 t .060 0.08 - i .055--- - ---._.... -- - ---- -- -- -- -- i 050-- -- --- ,-- — — ----- -- - 0.07 --. --' ---- - - ;- 045 -- - - - I- 0.06 -- - 040 I 035 0.05 .030- 0.04- — .025-t I 00 1yry O� O� 00 O� o �t..,`!h ^<? Co �'� �� O CV O Sa(g)vs T(s) Sa(g)vs T(s) Data Accessed: Wed Oct 03 2018 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. httas://asce7hazardtool.online/ Page 2 of 3 Wed Oct 03 2018 ASCE AMMIM SOCIETY OF CML ENGINE M 'Ice Results: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Wed Oct 03 2018 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential :damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. httos://asce7hazardtool.online/ Page 3 of 3 Wed Oct 03 2018 CITY OF ZEPHYRHILLS, FLORIDA 5335 8TH STREET CONTRACTORS COMPLETION NAME: New Tech Construction Corp DATE: October 29, 2019 ADDRESS : 38522 A Ave PARCEL I.D. 14-26-21-0010-01700-0060 SUBDIVISION : City of Zephyrhills TYPE OF BUILDING : Commerical Building PERMIT'(s) by#20776 complete : 10/28/2019 REMARKS : BILL BURGESS BUILDING OFFICIAL/ JB CITY OF ZEPHYRHILLS, FLORIDA 5335 8TH STREET CONTRACTORS COMPLETION NAME: Goff Communications DATE: September 18, 2019 ADDRESS : 38522 A Ave PARCEL I.D. 14-26-21-0010-01700-0060 SUBDIVISION : City of Zephyrhills TYPE OF BUILDING :Commerical - permit type replace t-mobile antennas and upgrades PERMIT'(s) by#20182 Final: 4/25/2019 REMARK, C.► G� � pected on April 25, 2019 but not close because we e notice of commencement when inspection was �pe 19 i BILL BURGESS BUILDING OFFICIAL/ JB r NOTES: PLANS PREPARED FOR: 1. DO NOT INSTALL COAX GROUND KIT AT A BEND. 2. CONTRACTOR TO WEATHERPROOF COAX GROUND. Seri nt (1) GROUND BAR PER 7920 WOODLAND CENTER BLVD SECTOR. SEE THIS TAMPA, FL 33614 SHEET FOR DETAILS. EACH SECTOR GROUND PROJECT INFORMATION: BAR BONDED TO li MOUNT WITH #2 STC ANTENNA COAX AND APPROVED CLAMP SPRINT SITE #: TA33XC047 CABLE. CROWN BU #: 816298 Q O 38522 A AVENUE O O -- -- ZE HYRHI COUNTY) L42 - EQUIPMENT AND COAX O #6 AWG STRANDED COPPER PLANS PREPARED BY: GROUND WIRE (GROUNDED GROUNDED TO SECTOR TO GROUND BAR). EXISTING GROUND BAR 1 FEEDLINE UNIVERSAL GROUND KIT (TYP) 2-HOLE MECHANICAL BY HARGER OR APPROVED LUG CONNECTION (TYP) 1 EXISTING MOUNT fi o ANTENNA y` TONER ENGINEERING PROFESSIONALS 326 TRYON ROAD GROUNDING DETAILS ANTENNA & EQUIPMENT GROUNDING DETAIL RALEIGH,NC 2760 SCALE: N.T.S. SCALE: N.T.S. OFFICE.(919) -635 www.tep p.net LI WALL MOUNTING BRACKET, L 3101 % - 11x1" H.H.C.S. BOLT, NEWTON INSTRUMENT CO. #2 TINNED FROM I IN SEAL: 11 / SUPPORT POST TO I NEWTON STRUMENT CO. (CAT.# A-6056). / \ �� ICE BRIDGE (TYP). li E INSULATORS, (9 SF p i NEWTON INSTRUMENT CO. - NO.75317 GROUND KIT .� (CAT. 3061-4). I (TYP). , ; '0 1 STATE 1 , #6 INSULATED jTOWER ��0 �- STRANDED. �/ GROUND KIT 1 L 0 0 WIRE �� S'ONAL � ��\� 11 LEAD (TYP). i ® 6006 0 0 0 . / \ GROUND BAR WITH / %" LOCKWASHER, 1 I INSULATOR (TYP). NEWTON INSTRUMENT 0 0 0 ,�.. Decem6er19,2018 11 i CO. (CAT.# 3015-8). 0 0000 GROUND LEAD. (�.�0 1 0 0 1 2-1 9-1 9 CONSTRUCTION tl 7�" OR " FLEXIBLE If .-... REV DATE ISSUED FOR: PVC (TYP). COPPER GROUND BAR Y4"x4"x20" MIN. DRAWN BY: GLB CHECKED BY: E5A a . •ii. NEWTON INSTRUMENT CO. CAT.# B-6142. HOGLE CENTERS TO MATCH NEMA DOUBLE SHEET TITLE: LU CONFIGURATION. \ \ \ \ \ \ \ \ \ \ \ \ GROUNDING J NOTE: DETAILS GROUND RING. 1 I 1----------�-----� -----------�- ------1--t' GROUND BAR SHALL BE SIZED TO ACCOMMODATE ALL GROUNDING CONNECTIONS REQUIRED AS WELL AS PROVIDE 50% SPARE CAPACITY SHEET NUMBER: REVISION: ICE BRIDGE/COAX/GROUNDING BAR ELEVATION STANDARD GROUND BAR DETAILS G-1 0 SCALE: N.T.S. SCALE: N.T.S. TEP #:26146.I GG399 1 MICROWAVE MAKE AND MODEL RRU MAKE AND MODEL PLANS PREPARED FOR: MICROWAVE MAKE: RFS/CELWAVE RRU MAKE: CERAGON MICROWAVE MODEL: SC2-190BB RRU MODEL: FIBEAIR IP-20C Sprint DIMENSIONS (HxWxD): 26.40x26.40x11.70 DIMENSIONS (HxWxD): 10.4x8.6x3.9' WEIGHT: 20 lbs WEIGHT: 13 lbs 7920 WOODLAND CENTER BLVD TAMPA, FL 33614 PROJECT INFORMATION: SPRINT SITE #: TA33XC047 CROWN BU #: 816298 38522 A AVENUE ZEPHYRHILL, FL 33542 (PASCO COUNTY) PLANS PREPARED BY: TOWER ENGINEERING PROFESSIONALS 326 TRYON ROAD RALEIGH,NC 27 3-3530 OFFICE:(919) -6351 www up et F 31 11 SEAL: f,i II C E 'Q No.75317 STATE OF �` llllllill� December 19,2018 0 12-19-19 CONSTRUCTION REV DATE ISSUED FOR: DRAWN BY: GLS CHECKED BY: ESA SHEET TITLE: TOWER EQUIPMENT DETAILS SHEET NUMBER: REVISION: RFS CELWAVE SC2-190BB DETAILS CERAGON FIBEAIR IP-20C DETAILS C-5 I 0 SCALE: N.T.S. SCALE: N.T.S. TEP /:2G 146.16639 1 NOTES: PLANS PREPARED FOR: 1. CONTRACTOR TO REFERENCE SPRINT ISSUED RFDS AND GIVE PRECEDENCE TO INFORMATION PROVIDED IN RFDS OVER INFORMATION PROVIDED IN TABLES. • 2. CONTRACTOR TO VERIFY PROPOSED LOADING WITH PASSING STRUCTURAL ANALYSIS PRIOR TO CONSTRUCTION AND CONTACT SPRINT OR CROWN CASTLE IN sprint THE EVENT OF ANY DISCREPANCIES. 3. IF STRUCTURAL ANALYSIS AND RFDS DO NOT MATCH, CONTRACTOR IS TO CONTACT SPRINT IMMEDIATELY. 7920 WOODLAND CENTER BLVD 4. THE HYBRID CABLE LENGTH SHOWN IS ONLY AN ESTIMATE AND SHOULD NOT BE USED FOR ORDERING MATERIALS. CONFIRM THE REQUIRED HYBRID CABLE TAMPA, FL 33614 LENGTH WITH SPRINT PRIOR TO ORDERING OR INSTALLATION. 5. THE CONTRACTOR SHALL TEST THE OPTICAL FIBER AFTER INSTALLATION IN ACCORDANCE WITH SPRINT STANDARDS AND SUPPLY THE RESULTS TO SPRINT. PROJECT INFORMATION: 6. THE CONTRACTOR SHALL CONFIRM THE TOWER TOP EQUIPMENT LIST WITH THE FINAL SPRINT RFDS PRIOR TO INSTALLATION. SPRINT SITE #: TA33XCO47 7. ALL EXISTING AND PROPOSED ANTENNA CABLES SHALL BE COLOR CODED PER SPRINT MARKET STANDARDS. CROWN BU #: 816298 38522 A AVENUE 8. REFER TO EQUIPMENT MANUFACTURER'S SPECIFICATION SHEETS FOR ADDITIONAL INFORMATION. ZEPHYRHILL. FL 33542 (PASCO COUNTY) PLANS PREPARED BY: PROPOSED EOUPMENT N BLUE FINAL ANTENNA/CABLE SCHEDULE POS. SECTOR MANUFACTURER MOUNTING AZIMUTH ELEC. CABLE CABLE TOWER-MOUNTED EQUIPMENT (MODEL#) HEIGHT (TN) TILT SIZE LENGTH [MODEL#] 1 ALPHA COMMSCOPE TOWER 326NEERING TRYON oAEDSSIONALS TTTT65AP-1XR ® 206'-0" 30• - 2 ALPHA RFS/CELWAVE (3) RFS/CELWAVE [ACU-A20-N] RALEIGH,NC 27603-3530 APXV9ERR18-C (i 0 204'-0" 30• - (�) - (1) ERICSSON RRU [RRUS-31 B25] OFFICE:(919) 51 BEUclh! (1) ERICSSON RRU [RRUS-11 B26A] WWW.tepgr p.n t 3 ALPHA _ _ _ - CAT5E 253'± (1) NOKIA [FZHJ-RRH] COAX 4 BETA COMMSCOPE 31 TTTT65AP-1XR 0 206'-0" 150• - (2) %» (3) RFS/CELWAVE [ACU-A20-N] 5 BETA RFS/CELWAVE COAX 254'± (1) ERICSSON RRU [RRUS-31 625] SEAL: I!! rt 0 204'-0" 150• - APXVERR18-C (1) ERICSSON RRU [RRUS-11 B26A] 6 DISH ERICSSON ERICSSON 253'± (2)(1) NOKIA [FZHJ-RRH] SON MW RADIO LE ANT2 0.6 11 HPX (TR) I O 205'-0" 160' - C BRI [TN11/2XERICS2448T/56X HP] � C9 P No.7 7 GAMMA COMMSCOPE TTTT65AP-1XR 0 206'-0" 270• - No.75317 (1) 1 (3) RFS/CELWAVE [ACU-A20-N] 8 GAMMA RFS/CELWAVE 6x6AWG 253'± (1) ERICSSON RRU [RRUS-31 825] = '�` APXV9ERR18-C ® 204'-0" 270' - CABLE (1) ERICSSON RRU [RRUS-11 B26A] - 'O STATE OF z (1) NOKIA [FZHJ-RRH] 4(/'� SCRFS (�) CERAGON fMw RADIO �i �C �ORIOP \�\� 9 sCi�i € o za•-o' a' - (�IBEAIRIP-2oC� /io�Ss �G \\ "I' I' 1 \,Deecem6er 19,2018 0 J12-1 9-f 9 i CONSTRUCTION REVI DATE ISSUED FOR: DRAWN BY: GL 8 CHECKED BY: ESA SHEET TITLE: FINAL ANTENNA/CABLE SCHEDULE FINAL ANTENNA/CABLE SCHEDULE SHEET NUMBER: REVISION: • SCALE: N.T.S. C-4 0 TEP #:2614C.16639 j ANTENNA MOUNTING NOTES: GENERAL CABLE NOTES: HYBRID CABLE COLOR CODING PLANS PREPARED FOR: 1. DESIGN AND CONSTRUCTION OF ANTENNA SUPPORTS SHALL 1. CONTRACTOR TO FIELD VERIFY ANTENNA CABLE LENGTHS. CONFORM TO CURRENT ANSI/EIA/TIA-222; APPENDIX B FOR WIND 2. ALL MAIN CABLES WILL BE COLOR CODED AT THREE (3) LOADING; "STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS LOCATIONS. I Si�1 . AND ANTENNA SUPPORTING STRUCTURES" OR APPLICABLE LOCAL 3. COLOR CODE ALL ANTENNA AND COAX WITH 2" WIDE BANDS SECTOR CABLE FIRST RING �3r SECOND RING THIRD RING Sprint) CODES. OF COLORED TAPE WITH 1" SEPARATION BETWEEN BANDS. 2. ALL STEEL MATERIALS SHALL BE GALVANIZED AFTER FABRICATION 4. COLOR CODE ALL TOP AND BOTTOM GROUND KITS WITH 1" I 7920 WOODLAND CENTER BLVD IN ACCORDANCE WITH ASTM A123 "ZINC (HOT-DIPPED GALVANIZED) WIDE BANDS OF COLORED TAPE WITH J¢" SEPARATION BETWEEN 1 ALPHA 1 NO TAPE NO TAPE TAMPA, FL 33614 COATINGS ON IRON AND STEEL PRODUCTS", UNLESS OTHERWISE BANDS. NOTED. 5. START COLOR BANDS 2" BEYOND WEATHERPROOFING.3. ALL BOLTS. ANCHORS AND MISCELLANEOUS HARDWARE SHALL BE 6. START SECTOR COLOR NEXT TO END CONNECTOR. 1 2 NO TAPE NO TAPE PROJECT INFORMATION: GALVANIZED IN ACCORDANCE WITH ATSM A153 "ZINC-COATING (HOT 7. ALL MAIN CABLES WILL BE GROUNDED W/ COAXIAL CABLE DIP) ON IRON AND STEEL HARDWARE", UNLESS OTHERWISE NOTED. GROUND KITS AT: 1 3 NO TAPE NO TAPE SPRINT SITE #: TA33XC047 4. DAMAGED GALVANIZED SURFACES SHALL BE REPAIRED BY COLD • THE ANTENNA LEVEL GALVANIZING IN ACCORDANCE WITH ASTM A780. • MID LEVEL IF THE TOWER IS OVER 200' CROWN BU #: 816298 5. ALL ANTENNA MOUNTS SHALL BE INSTALLED WITH DOUBLE NUTS • BASE OF TOWER PRIOR TO TURNING HORIZONTAL 1 4 WHITE NO TAPE NO TAPE AND SHALL BE INSTALLED SNUG • TERMINATION OF COAX LINES TO JUMPERS I I 38522 A AVENUE TIGHT. 8. ALL NEW GROUND BAR DOWNLEADS ARE TO BE CADWELDED TO ZEPHYRHILL, FL 33542 6. MINIMUM HORIZONTAL SPACING SHALL BE 2'-0" BETWEEN ALL THE ADJACENT GROUND BAR DOWNLEADS A MINIMUM DISTANCE 1 5 NO TAPE NO TAPE (PASCO COUNTY) ANTENNAS. OF 4FT BELOW GROUND BAR 9. PROVIDE BUSS BAR NEAR BTS FOR ATTACHMENT OF COAX ,g t GENERAL NOTES: GROUND KITS 1 6 [ I NO TAPE NO TAPE PLANS PREPARED BY: 1. ALL AZIMUTHS ARE TO BE ESTABLISHED CLOCKWISE FROM THE TRUE NORTH HEADING. COAXIAL ANTENNA CABLE NOTES: 2. CONTRACTOR SHALL VERIFY PROPOSED ANTENNA RAD CENTER AND 1. THE ANTENNA COAXIAL CABLE INSTALLER SHALL BE 1 7 NO TAPE NO TAPE ORIENTATIONS WITH SPRINT PRIOR TO INSTALLATION OF ANTENNAS. RESPONSIBLE FOR PERFORMING AND SUPPLYING SPRINT WITH 3 3. PRIOR TO ATTACHING ANTENNAS AND MOUNTING SECTIONS, EXISTING TYPEWRITTEN SWEEP TESTS (ANTENNA RETURN LOSS TEST). 1 8 NO TAPE NO TAPE TOWER AND TOWER FOUNDATION MUST BE ANALYZED BY A THIS TEST SHALL BE PERFORMED TO THE SPECIFICATIONS AND LICENSED STRUCTURAL ENGINEER TO VERIFY TOWER IS CAPABLE OF PARAMETERS OUTLINED BY THE SPRINT RADIO FREQUENCY (RF) SUPPORTING THE PROPOSED LOADS. REFER TO STRUCTURAL ENGINEER. THIS TEST SHALL BE PERFORMED PRIOR TO FINAL 2 BETA 1 NO TAPE ANALYSIS BY OTHERS. ACCEPTANCE OF THE SITE. 4. CONTRACTOR SHALL REFER TO TOWER STRUCTURAL CALCULATIONS 2. THE COAXIAL ANTENNA CABLE INSTALLER SHALL BE 2 2 NO TAPE FOR ADDITIONAL LOADS. NO ERECTION OR MODIFICATION OF TOWER RESPONSIBLE FOR PERFORMING AND SUPPLYING SPRINT WITH 3 SHALL BE MADE WITHOUT APPROVAL OF STRUCTURAL ENGINEER. TYPEWRITTEN TIME DOMAIN REFLECTOMETER (TDR) TESTS TO REFER TO STRUCTURAL CALCULATIONS BY OTHERS. VERIFY CABLE LENGTH AND TO CHECK FOR WATER DAMAGE. 2 3 NO TAPE 3. VAPOR WRAP WILL BE USED TO SEAL ALL CONNECTIONS. 4. ALL JUMPERS TO THE ANTENNAS FROM THE MAIN I I 326 TRYON ROAD TECHNOLOGY COLOR CODING TRANSMISSION LINE WILL BE 7¢" JUMPERS AND SHALL NOT 2 4 WHITE WHITE NO TAPE RALEIGH,NC 2760 0 EXCEED 6'-0". MAXIMUM LENGTH FOR THE JUMPERS AT BTS UNITS WILL BE 6'-0". OFFICE:(919)6 -635 FREQUENCY/RADIO INDICATOR ID 5. IF COAX IS BEING RE—USED FOR THIS INSTALLATION, PRE AND 2 5 NO TAPE WWW,t2� .net 800 #1 j POST ANTENNA LINE SWEEPS ARE REQUIRED. t 1900 #1 6. UPON COMPLETION, PROVIDE A HEIGHT VERIFICATION DEPICTING 2 6 NO TAPE RAD CENTER AND TOP OF ANTENNA. C # 01 1900 #2 2 7 NO TAPE 1900 #3 SEAL: Wr !/ 1900 #4 II M. WHITE 800 #2 2 8 NO TAPE �� P` # 2500 1 3 GAMMA 1 2500 #2 No.75317 3 2 - - 25OO MHz RADIO CALIBRATION COLOR CODING STATE OF w�- 2500 MHz#1 CALIB. I FIRST I SECOND I THIRD I FORTH I FIFTH I SIXTH ii I I I �i CABLE-SECTOR CABLE RING I RING RING RING RING RING 3 4 WHITE WHITE WHITE 1 ALPHA 1 WHITE I 3 5 De\6er19,2018 2 BETA 2 WHITE 3 GAMMA 3 ITE 3 6 WH 2500 MHz#2 CALIB. FIRST SECOND THIRD FORTH FIFTH SIXTH0 0 I I DATE9 i 9 CONSTRUCTION ISSSUEDD FOR: : CABLE 3 7 REV CABLE-SECTOR RING RING RING RING RING I RING 1 ALPHA 1 DRAWN BY: GLB CHECKED BY: ESA 2 BETA 2 3 8 SHEET TITLE: 3 GAMMA 3 ANTENNA CABLE COLOR CODING SHEET NUMBER: REVISION: ANTENNA CABLE COLOR CODING 0 SCALE: N.T.S. C=44A TEP #:2G 14G.I GG39 PLANS PREPARED FOR: NOTE: NOTES: TEP DID NOT CONFIRM THE EXISTING 1. EXISTING MOUNTS PASSING AT 86.8% PER TEP MOUNT ANALYSIS REPORT, DATED 12/07/18. ANTENNA OR MOUNT CONFIGURATION Sprint 2. VERIFY PROPOSED LOADING WITH PASSING STRUCTURAL ANALYSIS PRIOR TO CONSTRUCTION. 3. CONTRACTOR TO ENSURE MINIMUM 30" SEPARATION BETWEEN ANTENNAS, EDGE TO EDGE. 7920 WOODLAND CENTER BLVD TAMPA, FL 33614 PROJECT INFORMATION: EXISTING COMMSCOPE SPRINT SITE #: TA33XCO47 ANTENNA TO REMAIN EXISTING COMMSCOPE CROWN BU #: 816298 (TYP OF 3) ANTENNA (TYP OF 3) EXISTING NOKIA RRH 38522 A AVENUE TO REMAIN (TYP OF 3) EXISTING NOKIA RRH ZEPHYRHILL, FL 33542 (TYP OF 3) (PASCO COUNTY) EXISTING RFS/CELWAVE 0 rP ANTENNA TO REMAIN Q ��Q PLANS PREPARED BY: (TYP OF 3). SEE Q EXISTING RFS/CELWAVE Q� SHEET C-4 FOR FINAL p � ANTENNA (TYP OF 3) ANTENNA SCHEDULE. Q ZP EXISTING RRUS-11 TO Q EXISTING RRUS-11 Qv 2 (TYP OF 3) 2 REMAIN (TYP OF 3) EXISTING CONTROL UNIT 3 EXISTING CONTROL UNIT 3 TO REMAIN (TYP OF 9) (TYP OF 9) EXISTING RRUS-31 TO TOWER ENGINEERING PROFESSIONALS REMAIN (TYP OF 3) (TYP EXIS OF TIOG RR3)US-31 326 TRYON ROAD RALEIGH,NC 27603-3530 OFFICE:(919)661-6 1 www.tep p t PROPOSED RE'S,CELWAVE MICROWAVE F C 1011 SHE ET SEE C-4 9 F E ANTENNA SEAL: ��\ k /,, �N � E �•Q��i 9 PROPOSED CERAGON MW RADIO No.75317 2__ 270' _ GAMMA 8 GAMMA STATE OF �z EXISTING SELF-SUPPORT 4 8 4 TOWER EXISTING SELF-SUPPORT 4i 0 TOWER LOO 270' TO EXISREMAINTING E(TYP OF 3)CTOR E mc^`r0. EXISTING SECTOR FRAME �s GAMMA 7 SEE NOTE, THIS SHEET. 6 �s 9 GAMMA (TYP OF 3). SEE NOTE 1, ��O• /�/�� O, THIS SHEET. 8 ��i3O• >' Decem6rr19,2018 EXISTING ERICSSON MW RADIO TO REMAIN EXISTING ERICSSON (TYP OF 2) O MW RADIO (TYP OF 2) o O a+ 0 I 2-19-i 9 CONSTRUCTION EXISTING MICROWAVE REV DATE ISSUED FOR: DISH TO REMAIN EXISTING MICROWAVE DISH DRAWN BY: GLB CHECKED BY: ESA SHEET TITLE: ANTENNA PLANS SHEET NUMBER: I REVISION: 1 EXISTING ANTENNA PLAN X6" = 1'-0" (22X34) 0 8 16 PROPOSED ANTENNA PLAN '6" = 1'-0" (22X34) 0 8 16 C-3 0 = 1'-0" (11X17) SCALE IN FEET J8" = 1'-0" (11X17) SCALE IN FEET TEP /:2G 14G.i GG39 - I NOTES: PLANS PREPARED FOR: PROPOSED CABLES TO BE ROUTED PER SPECIFICATIONS OF PASSING STRUCTURAL ANALYSIS. EXISTING LIGHTNING ROD Sprint 2. THE TOWER DRAWING IS ONLY A GRAPHIC REPRESENTATION OF 305'-0"± THE STRUCTURE. THE ACTUAL TOWER IN THE FIELD MAY VARY. T/LIGHTNING ROD 7920 WOODLAND CENTER BLVD TAMPA, FL 33614 3. CONTRACTOR TO VERIFY PROPOSED LOADING WITH PASSING 287'-8"± STRUCTURAL ANALYSIS PRIOR TO CONSTRUCTION. CONTRACTOREXISTING DISH BY TO CONTACT SPRINT OR CROWN CASTLE IMMEDIATELY IN THE T/TOWER OTHERS (TYP) PROJECT INFORMATION: EVENT OF ANY DISCREPANCIES. SPRINT SITE #: TA33XC047 4. CONTRACTOR TO ENSURE MINIMUM 30" SEPARATION BETWEEN ANTENNAS, EDGE TO EDGE. CROWN BU #: 816298 EXISTING SPRINT MICROWAVE A ZEPHYRHILL, FL VE33542 206'-Ot{ " DISH TO REMAIN (PASCO COUNTY) q/SPRINT EXISTING PROPOSED SPRINT MICROWAVE ANTENNAS DIS, SEE TS C-3 PLANS PREPARED BY: 205'-0"t THROUGH C-5 FOR DETAILS..\ ______{ (j/SPRINT EXISTING MICROWAVE DISH EXISTING SPRINT ANTENNA TO REMAIN (TYP OF 6). SEE SHEETS 204'-O"t C-3 & C-4 FOR DETAILS. c./SPRINT EXISTING ANTENNAS I 204'-0'± EXISTING ANTENNA BY fPROPOSED OTHERS (TYP) TOWER ENGINEERING PROFESSIONALS 326 TRYON ROAD (1) PROPOSED CAT5E COAX RALEIGH,NC 2760 530 TO BE INSTALLED PER SPEC IFICAT ONS OF PASSNc OFFICE:(91 -6 1 STRUCTURAL ANALYSIS WWW.t g p.ne i 1 3101 SEAL: 1 EXISTING SELF-SUPPORT TOWER \C' No.75317 STATE OF FCOR10P G��\ � /" occem6er 19,2018 1 O 12-I 9-1 9 CONSTRUCTION REVI DATE ISSUED FOR: I DRAWN BY: GLB CHECKED BY: ESA 0'-0" (REFERENCE) T/CONCRETE SHEET TITLE: TOWER ELEVATION SHEET NUMBER: REVISION: TOWER ELEVATION 1" = 20 (2zx34) 0 40 80 -2 ' 0 1" = 40' (11X17) SCALE IN FEET TEP #:2G4 •139 i Ili PLANS PREPARED FOR: NOTES: 1. COMPOUND DETAIL TAKEN FROM INFORMATION PROVIDED BY CROWN CASTLE. print CONTRACTOR TO VERIFY ALL EXISTING INFORMATION IS AS INDICATED ON SITE PLAN. CONTRACTOR IS TO ESTABLISH THE EXISTENCE AND LOCATION OF ALL EXISTING OVERHEAD AND UNDERGROUND UTILITIES. IMMEDIATELY 7920 WOODLAND CENTER BLVD NOTIFY THE CONSTRUCTION MANAGER OF ANY DISCREPANCIES. TAMPA, FL 33614 2. CONTRACTOR TO ENSURE ALL SPRINT EQUIPMENT BE INSTALLED INSIDE SPRINT'S LEASE AREA, INCLUDING BUT NOT LIMITED TO, BREAKOUT UNITS, PROJECT INFORMATION: RRUs, HYBRID CABLES, RADAR FILTERS. ETC. 3. CONTRACTOR TO VERIFY ICE BRIDGE LENGTH PRIOR TO CONSTRUCTION. SPRINT SITE #: TA33XC047 EXISTING GRAVEL CROWN BU #: 816298 EXISTING 4'-0" WIDE WITHIN COMPOUND MAN GATE EXISTING 14'-0" ZEPHYRHILL, FA AVENUE 33542 WIDE ACCESS x (PASCO COUNTY) GATE EXISTING GENERATOR BY PLANS PREPARED BY: �^ - x I x , OTHERS (TYP) �� EXISTING DRAIN EXISTING SPRINT 12'-0"x15'-0" EQUIPMENT PAD EXISTING ' EQUIPMENT PAD BY EXISTING SPRINT ICE OTHERS (TYP)___.. i: J BRIDGE. SEE NOTE 3, THIS SHEET. (I) PROPOSED CAT5E COAX TO BE INSTALLED TOWER ENGINEERING PROFESSIONALS Z : 326 TRYON ROAD PROPOSED EOLN MENT RALEIGH, � NC 27603-3530 TE,°�,� T "lE OFFICE:(919)66)41 1 ° CABINETS AND/OR www.tepgro .net Lz RACKS. SEE NOTE 2. 1 ° x THIS SFIEET. 0 31OiS x s� EXISTING SPRINT H-FRAME ° SEAL: Ill EXISTING GUARD EXISTING SELF-SUPPORT PORT (TYP) TOWER. SEE SHEET C-2 P� \GE S�` • �j FOR ELEVATION. S No.75317 EXISTING H-FRAME EXISTING ICE BRIDGE BY OTHERS (TYP) BY OTHERS (TYP) STATE OF EXISTING 24'-0" . � EXISTING TRASH BIN WIDE SLIDING GATE �� EXISTING EQUIPMENT ///SSiONAL ��G�\` EXISTING SHELTER BY OTHERS ��I II I \ cDecemberl9,2018 BOLLARD (TYP) (TYP) 0 1 2-1 9-1 9 CONSTRUCTION EXISTING CHAIN-LINK REV DATE ISSUED FOR: FENCED COMPOUND 0 0 o DRAWN BY GLB CHECKED BY: ESA '� a SHEET TITLE: EXISTING UTILITY PAD COMPOUND x x x x x x x x DETAIL EXISTING LPG TANK BY OTHERS (TYP) SHEET NUMBER: REVISION: COMPOUND DETAIL = 1'—O" (22x34) 0 1s 32c-I 0 6 1 -0= ' " (11X17) SCALE IN FEET TEP #:2G 14G.I GG39 B. FASTENERS: TYPES, MATERIALS AND CONSTRUCTION FEATURES AS F. MINIMUM SIZE CONDUIT SHALL BE $'a INCH (21 MM). • NO OPEN FLAME ON SITE PLANS PREPARED FOR: FOLLOWS: • GC TO ENSURE HYBRIDS ARE SUPPORTED EVERY 3'-0" ON HORIZONTAL 1. EXPANSION ANCHORS: CARBON STEEL WEDGE OR SLEEVE TYPE. HUBS AND BOXES: AND 4'-O" ON VERTICAL RUNS 2. POWER-DRIVEN THREADED STUDS: HEAT-TREATED STEEL. DESIGNED Sprint SPECIFICALLY FOR THE INTENDED SERVICE. A. AT ENTRANCES TO CABINETS OF OTHER EQUIPMENT NOT HAVING INTEGRAL 3. FASTEN BY MEANS OF WOOD SCREWS IN WOOD. THREADED HUBS PROVIDE METALLIC THREADED HUBS OF THE SIZE AND • 4. TOGGLE BOLTS ON HOLLOW MASONRY UNITS. CONFIGURATION REQUIRED. HUB SHALL INCLUDE LOCK NUT AND 7920 WOODLAND CENTER BLVD 5. CONCRETE INSERTS OR EXPANSION BOLTS ON CONCRETE OR SOLID NEOPRENE 0-RING SEAL. PROVIDE IMPACT RESISTANT 105 DEGREE C TAMPA, FL 33614 MASONRY. PLASTIC BUSHINGS TO PROTECT CABLE INSULATION. 6. MACHINE SCREWS, WELDED THREADED STUDS, OR SPRING-TENSION CLAMPS ON STEEL. B. CABLE TERMINATION FITTINGS FOR CONDUIT. PROJECT INFORMATION: TO SHALL TERMINATORS FOR RGS CONDUITS SHALL BE TYPE CRC BY 7. EXPLOSIVE DEVICES FOR ATTACHING HANGERS 1. CABLE NOT BE PERMITTED. O-Z/GEDNEY OR EQUAL BY ROXTEC. 8. DO NOT WELD CONDUIT, PIPE STRAPS, OR ITEMS OTHER THAN 2. CABLE TERMINATORS FOR LFMC SHALL BE ETCO - CL2075, OR MADE SPRINT SITE #: TA33XC047 THREADED STUDS TO STEEL STRUCTURES. FOR THE PURPOSE PRODUCTS BY ROXTEC. CROWN BU #: 816298 9. IN PARTITIONS OF LIGHT STEEL CONSTRUCTION, USE SHEET METAL SCREWS. C. EXTERIOR PULL BOXES AND PULL BOXES IN INTERIOR INDUSTRIAL AREAS 38522 A AVENUE SHALL BE PLATED CAST ALLOY, HEAVY DUTY, WEATHERPROOF, DUST ZEPHYRHILL, FL 33542 SUPPORTING DEVICES: PROOF, WITH GASKET, PLATED IRON ALLOY COVER AND STAINLESS STEEL (PASCO COUNTY) COVER SCREWS, CROUSE-HINDS WAB SERIES OR EQUAL. A. INSTALL SUPPORTING DEVICES TO FASTEN ELECTRICAL COMPONENTS SECURELY AND PERMANENTLY IN ACCORDANCE WITH NEC. D. CONDUIT OUTLET BODIES SHALL BE PLATED CAST ALLOY WITH SIMILAR PLANS PREPARED BY: GASKET COVERS. OUTLET BODIES SHALL BE OF THE CONFIGURATION AND B. COORDINATE WITH THE BUILDING STRUCTURAL SYSTEM AND WITH OTHER SIZE SUITABLE FOR THE APPLICATION, PROVIDE CROUSE-HINDS FORM 8 TRADES. OR EQUAL. C. UNLESS OTHERWISE INDICATED ON THE DRAWINGS, FASTEN ELECTRICAL E. MANUFACTURER FOR BOXES AND COVERS SHALL BE HOFFMAN, SQUARE ITEMS AND THEIR SUPPORTING HARDWARE SECURELY TO THE STRUCTURE "D", CROUSE-HINDS, COOPER, ADALET, APPLETON, O-Z GEDNEY, RACO, IN ACCORDANCE WITH THE FOLLOWING: OR APPROVED EQUAL. 1. ENSURE THAT THE LOAD APPLIED BY ANY FASTENER DOES NOT EXCEED 25 PERCENT OF THE PROOF TEST LOAD. SUPPLEMENTAL GROUNDING SYSTEM: 2. USE VIBRATION AND SHOCK-RESISTANT FASTENERS FOR ATTACHMENTS TO CONCRETE SLABS. A. FURNISH AND INSTALL A SUPPLEMENTAL GROUNDING SYSTEM TO THE EXTENT INDICATED ON THE DRAWINGS. SUPPORT SYSTEM WITH ELECTRICAL IDENTIFICATION: NON-MAGNETIC STAINLESS STEEL CLIPS WITH RUBBER GROMMET. A. UPDATE AND PROVIDE TYPED CIRCUIT BREAKER SCHEDULES IN THE GROUNDING CONNECTORS SHALL BE TINNED COPPER WIRE, SIZES AS TOWER ENGINEERING PROFESSIONALS MOUNTING BRACKET, INSIDE DOORS OF AC PANEL BOARDS WITH ANY INDICATED ON THE DRAWINGS. PROVIDE STRANDED OR SOLID BARE OR 326 TRYON ROAD CHANGES MADE TO THE AC SYSTEM. INSULATED CONDUCTORS EXCEPT AS OTHERWISE NOTED. RALEIGH,NC 27603-3530 B. BRANCH CIRCUITS FEEDING AVIATION OBSTRUCTION LIGHTING EQUIPMENT B. SUPPLEMENTAL GROUNDING SYSTEM: ALL CONNECTIONS TO BE MADE OFFICE:(919)661-6351 SHALL BE CLEARLY IDENTIFIED AS SUCH AT THE BRANCH CIRCUIT WITH CAD WELDS, EXCEPT AT EQUIPMENT USE LUGS OR OTHER AVAILABLE WWW.tepgroup.net PANELBOARD. GROUNDING MEANS AS REQUIRED BY MANUFACTURER; AT GROUND BARS USE TWO-HOLE SPADES WITH NO-OX. SECTION 26 200 - ELECTRICAL MATERIALS AND EQUIPMENT C. STOLEN GROUND-BARS: IN THE EVENT OF STOLEN GROUND BARS, FL CO 1 CONDUIT: CONTACT SPRINT CONSTRUCTION MANAGER FOR REPLACEMENT A. RIGID GALVANIZED STEEL (RGS) CONDUIT SHALL BE USED FOR EXTERIOR INSTRUCTION USING THREADED ROD KITS. SEAL: \� LOCATIONS ABOVE GROUND AND IN UNFINISHED INTERIOR LOCATIONS AND / FOR UNDERGROUND RUNS. RIGID CONDUIT AND FITTINGS SHALL BE STEEL, EXISTING STRUCTURE: COATED WITH ZINC EXTERIOR AND INTERIOR BY THE HOT DIP GALVANIZING PROCESS. CONDUIT SHALL BE PRODUCED TO ANSI SPECIFICATIONS C80.1, A. EXISTING EXPOSED HARING AND ALL EXPOSED OUTLETS. RECEPTACLES. FEDERAL SPECIFICATION WW-C-581 AND SHALL BE LISTED WITH THE SWITCHES. DEVICES, BOXES. AND OTHER EQUIPMENT THAT ARE NOT TO BE UNDERWRITERS' LABORATORIES. FITTINGS SHALL BE THREADED - SET UTILIZED IN THE COMPLETED PROJECT SHALL BE REMOVED OR No.75317 SCREW OR COMPRESSION FITTINGS WILL NOT BE ACCEPTABLE. RGS DE-ENERGIZED AND CAPPED IN THE WALL, CEILING. OR FLOOR SO THAT _ *' CONDUITS SHALL BE MANUFACTURED BY ALLIED. REPUBLIC OR THEY ARE CONCEALED AND SAFE. WALL, CEILING, OR FLOOR SHALL BE _ WHEATLAND. PATCHED TO MATCH THE ADJACENT CONSTRUCTION. STATE OF B. UNDERGROUND CONDUIT IN CONCRETE SHALL BE POLYVINYLCHLORIDE CONDUIT AND CONDUCTOR INSTALLATION: Q � (PVC) SUITABLE FOR DIRECT BURIAL AS APPLICABLE. JOINTS SHALL BE '� FLORIOP BELLED, AND FLUSH SOLVENT WELDED IN ACCORDANCE WITH A. CONDUITS SHALL BE FASTENED SECURELY IN PLACE WITH APPROVED MANUFACTURER'S INSTRUCTIONS. CONDUIT SHALL BE CARLON ELECTRICAL NON-PERFORATED STRAPS AND HANGERS. EXPLOSIVE DEVICES FOR PRODUCTS OR APPROVED EQUAL. ATTACHING HANGERS TO STRUCTURE WILL NOT BE PERMITTED. CLOSELY ///i Ill FOLLOW THE LINES OF THE STRUCTURE, MAINTAIN CLOSE PROXIMITY TO DDecember19,2018 C. TRANSITIONS BETWEEN PVC AND RIGID (RGS) SHALL BE MADE WITH PVC THE STRUCTURE AND KEEP CONDUITS IN TIGHT ENVELOPES. CHANGES IN COATED METALLIC LONG SWEEP RADIUS ELBOWS. DIRECTION TO ROUTE AROUND OBSTACLES SHALL BE MADE WITH CONDUIT OUTLET BODIES. CONDUIT SHALL BE INSTALLED IN A NEAT AND D. ALL UNDERGROUND CONDUIT OR CONDUIT IN CONCRETE SHOULD BE PVC. WORKMANLIKE MANNER, PARALLEL AND PERPENDICULAR TO THE 12-19- 9 CONSTRUCTION EMT OR RIGID GALVANIZED STEEL CONDUIT MAY BE USED IN FINISHED STRUCTURE WALL AND CEILING LINES. ALL CONDUIT SHALL BE FISHED TO REV DATE ISSUED FOR: SPACES CONCEALED IN WALLS AND CEILINGS. EMT SHALL BE MILD STEEL. CLEAR OBSTRUCTIONS. ENDS OF CONDUITS SHALL BE TEMPORARILY ELECTRICALLY WELDED, ELECTRO-GALVANIZED OR HOT-DIPPED CAPPED TO PREVENT CONCRETE, PLASTER OR DIRT FROM ENTERING. DRAWN BY: GLB CHECKED BY: ESA GALVANIZED AND PRODUCED TO ANSI SPECIFICATIONS C80.3, FEDERAL CONDUITS SHALL BE RIGIDLY CLAMPED TO BOXES BY GALVANIZED SPECIFICATION WW-C-563. AND SHALL BE UL LISTED. EMT SHALL BE MALLEABLE IRON BUSHING ON INSIDE AND GALVANIZED MALLEABLE IRON SHEET TITLE: MANUFACTURED BY ALLIED, REPUBLIC OR WHEATLAND, OR APPROVED LOCKNUT ON OUTSIDE AND INSIDE. Ali EQUAL. FITTINGS SHALL BE METALLIC COMPRESSION. SET SCREW SPRINT CONNECTIONS SHALL NOT BE ACCEPTABLE. B CONDUCTORS SHALL BE PULLED IN ACCORDANCE WITH ACCEPTED GOOD PRACTICE. CONSTRUCTION E. LIQUID TIGHT FLEXIBLE METALLIC CONDUIT SHALL BE USED FOR FINAL ADDITIONAL REQUIRED NOTES: NOTES III CONNECTION TO EQUIPMENT. FITTINGS SHALL BE METALLIC GLAND TYPE COMPRESSION FITTINGS, MAINTAINING THE INTEGRITY OF CONDUIT SYSTEM. SET SCREW CONNECTIONS SHALL NOT BE ACCEPTABLE. MAXIMUM LENGTH • GC IS RESPONSIBLE FOR HIRING ALL 3RD PARTY SPECIAL INSPECTIONS AS SHEET NUMBER: REVISION: OF FLEXIBLE CONDUIT SHALL NOT EXCEED 6-FEET. LFMC SHALL BE REQUIRED PER MUNICIPALITY PROTECTED AND SUPPORTED AS REQUIRED BY NEC. MANUFACTURERS OF • GC IS RESPONSIBLE FOR VERIFYING ALL FIELD MEASUREMENTS PRIOR TO N 4 0 FLEXIBLE CONDUITS SHALL BE CAROL, ANACONDA METAL HOSE OR STARTING CONSTRUCTION UNIVERSAL METAL HOSE, OR APPROVED EQUAL. • DO NOT OPEN RRU PACKAGES IN THE RAIN TEP #:2G 14G.I GG39 I T NV FIBER CABLE: c. HOIST CABLE USING PROPER HOISTING GRIPS. DO NOT EXCEED 5. GROUNDING OF TRANSMISSION LINES: ALL TRANSMISSION LINES SHALL PLANS PREPARED FOR: MANUFACTURER'S RECOMMENDED MAXIMUM BEND RADIUS. BE GROUNDED AS INDICATED ON DRAWINGS. EXISTING NV FIBER CABLE WILL BE USED AT EACH SITE. CABLE SHALL BE 6. HYBRID CABLE COLOR CODING: ALL COLOR CODING SHALL BE AS USED PER THE CONSTRUCTION DRAWINGS AND THE APPLICABLE 5. GROUNDING OF TRANSMISSION LINES: ALL TRANSMISSION LINES SHALL REQUIRED IN TS 0200 REV 5. Sprint . MANUFACTURER'S REQUIREMENTS. BE GROUNDED AS INDICATED ON DRAWINGS. 7. HYBRID CABLE LABELING: INDIVIDUAL HYBRID AND DC BUNDLES SHALL BE LABELED ALPHA-NUMERICALLY ACCORDING TO SPRINT CELL SITE JUMPERS AND CONNECTORS: 6. HYBRID CABLE COLOR CODING: ALL COLOR CODING SHALL BE AS ENGINEERING NOTICE - EN 2012-001, REV 1. 7920 WOODLAND CENTER BLVD REQUIRED IN TS 0200 REV 5. TAMPA, FL 33614 FURNISH AND INSTALL 7¢" COAX JUMPER CABLES BETWEEN THE RRU'S AND WEATHERPROOFING EXTERIOR CONNECTORS AND HYBRID CABLE GROUND KITS: ANTENNAS. JUMPERS SHALL BE TYPE LDF 4, FLC 12-50, CR 540. OR FXL 7. HYBRID CABLE LABELING: INDIVIDUAL HYBRID AND DC BUNDLES SHALL 540. SUPER-FLEX CABLES ARE NOT ACCEPTABLE JUMPERS BETWEEN THE BE LABELED ALPHA-NUMERICALLY ACCORDING TO SPRINT CELL SITE A. ALL FIBER AND COAX CONNECTORS AND GROUND KITS SHALL BE PROJECT INFORMATION: RRU'S AND ANTENNAS OR TOWER TOP AMPLIFIERS SHALL CONSIST OF Y2" ENGINEERING NOTICE - EN 2012-001, REV 1. WEATHERPROOFED. FOAM DIELECTRIC, OUTDOOR RATED COAXIAL CABLE. MINIMUM LENGTH FOR JUMPER SHALL BE SO AS TO ALLOW FOR THE PROPER BEND RADIUS PER WEATHERPROOFING EXTERIOR CONNECTORS AND HYBRID CABLE GROUND KITS: B. WEATHERPROOFED USING ONE OF THE FOLLOWING METHODS. ALL SPRINT SITE #: TA33XC047 MANUFACTURER OR SPRINT SPECIFICATIONS. INSTALLATIONS MUST BE IN ACCORDANCE WITH THE MANUFACTURER'S CROWN BU #: 816298 A. ALL FIBER AND COAX CONNECTORS AND GROUND KITS SHALL BE RECOMMENDATIONS AND INDUSTRY BEST PRACTICES. F TILT (R ) CABLES: WEATHERPROOFED. 1. SELF-AMALGAMATING TAPE: CLEAN SURFACES. APPLY A DOUBLE REMOTE ELECTRICAL WRAP OF SELF-AMALGAMATING TAPE 2" BEYOND CONNECTOR. APPLY 38522 A AVENUE MISCELLANEOUS B. WEATHERPROOFED USING ONE OF THE FOLLOWING METHODS. ALL A SECOND WRAP OF SELF-ALMGAMATING TAPE IN OPPOSITE DIRECTION. ZEPHYRHILL, FL 33542 INSTALLATIONS MUST BE IN ACCORDANCE WITH THE MANUFACTURER'S APPLY DOUBLE WRAP OF 2" WIDE ELECTRICAL TAPE EXTENDING 2" (PASCO COUNTY) INSTALL SPLITTERS, COMBINERS. FILTERS PER RF DATA SHEET, FURNISHED BY RECOMMENDATIONS AND INDUSTRY BEST PRACTICES. BEYOND THE SELF-AMALGAMATING TAPE. SPRINT. 1. SELF-AMALGAMATING TAPE: CLEAN SURFACES. APPLY A DOUBLE 2. 3M SLIM LOCK CLOSURE 716: SUBSTITUTIONS WILL NOT BE ALLOWED. PLANS PREPARED BY: WRAP OF SELF AMALGAMATING TAPE 2" BEYOND CONNECTOR. APPLY 3. JMA-WPS SERIES ENCLOSURE. ANTENNA INSTALLATION: SECOND WRAP OF SELF-ALMALGAMATING TAPE IN OPPOSITE DIRECTION. 4. BUTYL AND TAPE, I COMPLETE WRAP OF -Y4" PRE-TAPE, BUTYL APPLY DOUBLE WRAP OF 2" WIDE ELECTRICAL TAPE EXTENDING 2" WRAPPED IN HALF INCH LAP LAYERS, ENDED WITH SHINGLED THE CONTRACTOR SHALL ASSEMBLE ALL ANTENNAS ONSITE IN ACCORDANCE BEYOND THE SELF AMALGAMATING TAPE. DOWNWARD 3 WRAPS OF 4'4" TAPE SHINGLED DOWNWARD, FREE OF `r1j WITH THE INSTRUCTIONS SUPPLIED BY THE MANUFACTURER. ANTENNA HEIGHT, 2. 3M SLIM LOCK CLOSURE 716: SUBSTITUTIONS WILL NOT BE ALLOWED. WRINKLES, BUCKLES AND FLAGGING. AZIMUTH AND FEED ORIENTATION INFORMATION SHALL BE AS DESIGNATED ON 3. JMA-WPS SERIES ENCLOSURE. 5. OPEN FLAME ON JOB SITE IS NOT ACCEPTABLE. THE CONSTRUCTION DRAWINGS. 4. BUTYL AND TAPE. 1 COMPLETE WRAP OF -Y4" PRE-TAPE, BUTYL WRAPPED IN HALF INCH LAP LAYERS, ENDED WITH L SHINGLED SECTION 11 800 - INSTALLATION OF MULTIMODAL BASE STATIONS (MMBS) A. THE CONTRACTOR SHALL POSITION THE ANTENNA ON THE TOWER PIPE DOWNWARD 3 WRAPS OF 2" TAPE, 3 WRAPS OF 74" TAPE SHINGLED AND RELATED EQUIPMENT MOUNTS SO THAT THE BOTTOM STRUT IS LEVEL. THE PIPE MOUNTS DOWNWARD, FREE OF WRINKLES. BUCKLES AND FLAGGING. SHALL BE PLUMB TO WITHIN 1 DEGREE. 5. OPEN FLAME ON JOB SITE IS NOT ACCEPTABLE SUMMARY: B. ANTENNA MOUNTING REQUIREMENTS: PROVIDE ANTENNA MOUNTING HARDWARE AS INDICATED ON THE CONSTRUCTION DRAWINGS. C. ANTENNA MOUNTING REQUIREMENTS: PROVIDE ANTENNA MOUNTING A. THIS SECTION SPECIFIES MMBS CABINETS, POWER CABINETS. AND HARDWARE AS INDICATED ON THE CONSTRUCTION DRAWINGS. INTERNAL EQUIPMENT INCLUDING BUT NOT LIMITED TO RECTIFIERS, POWER TOWERENGINEERINGPROFESSIONALS FIBER CABLE INSTALLATION: DISTRIBUTION UNITS, BASE BAND UNITS, SURGE ARRESTORS, BATTERIES, 326 TRYON ROAD FIBER CABLE INSTALLATION: AND SIMILAR EQUIPMENT )FURNISHED BY THE COMPANY FOR INSTALLATION RALEIGH,NC 27603-3530 A. THE CONTRACTOR SHALL ROUTE, TEST AND INSTALL ALL CABLES AS BY THE CONTRACTOR (OFCI). INDICATED ON THE CONSTRUCTION DRAWINGS AND IN ACCORDANCE WITH A. THE CONTRACTOR SHALL ROUTE. TEST AND INSTALL ALL CABLES AS OFFICE:(919)6 351 THE MANUFACTURER'S RECOMMENDATIONS. INDICATED ON THE CONSTRUCTION DRAWINGS AND IN ACCORDANCE WITH B. CONTRACTOR SHALL PROVIDE AND INSTALL ALL MISCELLANEOUS www.tepgr p. t THE MANUFACTURER'S RECOMMENDATIONS. MATERIALS AND PROVIDE ALL LABOR REQUIRED FOR INSTALLATION B. THE INSTALLED RADIUS OF THE CABLE SHALL NOT BE LESS THAN THE EQUIPMENT IN EXISTING CABINET OR NEW CABINET AS SHOWN ON MANUFACTURER'S SPECIFICATIONS FOR BENDING RADII. B. THE INSTALLED RADIUS OF THE CABLES SHALL NOT BE LESS THAN THE DRAWINGS AND AS REQUIRED BY APPLICABLE INSTALLATION MOPS. FL #31 MANUFACTURER'S SPECIFICATIONS FOR BENDING RADII. 11 C. EXTREME CARE SHALL BE TAKEN TO AVOID DAMAGE TO THE CABLES C. COMPLY WITH MANUFACTURER'S INSTALLATION AND START-UP DURING HANDLING AND INSTALLATION. C. EXTREME CARE SHALL BE TAKEN TO AVOID DAMAGE TO THE CABLES REQUIREMENTS. SEAL: \\ DURING HANDLING AND INSTALLATION. \\ M 1. FASTENING MAIN FIBER CABLES: 1. FASTENING MAIN FIBER CABLES: DC CIRCUIT BREAKER LABELING: \\ o. LATTICE TOWERS AND GUYED TOWERS: a. LATTICE AND GUYED TOWERS: ALL CABLES SHALL BE PERMANENTLY FASTENED TO THE COAX ALL CABLES SHALL BE PERMANENTLY FASTENED TO THE COAX A. LABEL CIRCUIT BREAKERS ACCORDING TO THE SPRINT CELL SITE LADDER AT 4'-0" OC USING NON-MAGNETIC STAINLESS STEEL LADDER AT (-0" OC USING NON-MAGNETIC STAINLESS STEEL ENGINEERING NOTICE - EN 2012-001, REV 1. No.75317 CLIPS. HOISTING GRIPS SHOULD BE INSTALLED AT MID-POINT IF CLIPS. HOISTING GRIPS SHOULD BE INSTALLED AT MID-POINT IF _ CABLE RUN EXCEEDS 200' AS WELL AS TOP SIDE. SECTION 26 100 - BASE ELECTRICAL REQUIREMENTS CABLE RUN EXCEEDS 200' AS WELL AS TOP SIDE. b. MONOPOLE: b. MONOPOLE: '� STATE OF £t' ALL CABLES SHALL BE PERMANENTLY SUPPORTED WITH HOISTING ALL CABLES SHALL BE PERMANENTLY SUPPORTED WITH HOISTING SUMMARY: PER COAX). PER COAX). THIS SECTION SPECIFIES BASIC ELECTRICAL REQUIREMENTS FOR SYSTEMS AND / GRIPS AT INTERVALS OF NO MORE THAN 200' (ONE HOISTING GRIP GRIPS AT INTERVALS OF NO MORE THAN 200' (ONE HOISTING GRIP O <: COMPONENTS. / 2. FASTENING INDIVIDUAL FIBER AND DC CABLES ABOVE BREAKOUT 2. FASTENING INDIVIDUAL FIBER AND DC CABLES ABOVE BREAKOUT ENCLOSURE (MEDUSA). WITHIN THE MMBS CABINET AND ANY ENCLOSURE (MEDUSA). WITHIN THE MMBS CABINET AND ANY INTERMEDIATE DISTRIBUTION BOXES. QUALITY ASSURANCE: INTERMEDIATE DISTRIBUTION BOXES. o. FIBER: SUPPORT FIBER BUNDLES USING )" VELCRO STRAPS OF a. FIBER: SUPPORT FIBER BUNDLES USING 14" VELCRO STRAPS OF THE A. ALL EQUIPMENT FURNISHED UNDER DIVISION 26 SHALL CARRY UL LABELS cDecerrt6er19,2018 THE REQUIRED LENGTH AT 18" OC. STRAPS SHALL BE UV. OIL AND LISTINGS WHERE SUCH LABELS AND LISTINGS ARE AVAILABLE IN THE REQUIRED LENGTH AT 18" OC. STRAPS SHALL BE UV, OIL AND AND WATER RESISTANT AND SUITABLE FOR INDUSTRIAL INDUSTRY. WATER RESISTANT AND SUITABLE FOR INDUSTRIAL INSTALLATIONS AS INSTALLATIONS AS MANUFACTURED BY TESTOL OR APPROVED E12 19-19 CONSTRUCTION MANUFACTURED BY TESTOL OR APPROVED EQUAL. EQUAL. B. MANUFACTURERS OF EQUIPMENT SHALL HAVE A MINIMUM OF THREE b. DC: SUPPORT DC BUNDLES WITH ZIP TIES OF THE ADEQUATE b. DC: SUPPORT DC BUNDLES WITH ZIP TIES OF THE ADEQUATE YEARS EXPERIENCE WITH THEIR EQUIPMENT INSTALLED AND OPERATING IN ATE ISSUED FOR: LENGTH. ZIP TIES TO BE UV STABILIZED. BLACK NYLON, WITH LENGTH. ZIP TIES TO BE UV STABILIZED, BLACK NYLON, WITH THE FIELD IN A USE SIMILAR TO THE NEW USE FOR THIS PROJECT. TENSILE STRENGTH AT 12,00 PSI AS MANUFACTURED BY NELCO TENSILE STRENGTH AT 12.000 PSI AS MANUFACTURED BY NELCO DRAWN BY: GLB CHECKED BY; ESA PRODUCTS OR EQUAL. PRODUCTS OR EQUAL. C. MATERIALS AND EQUIPMENT: ALL MATERIALS AND EQUIPMENT SPECIFIED SHEET TITLE: 3. FASTENING OR SECURING JUMPERS SHOULD CONSIST OF STAINLESS IN DIVISION 26 OF THE SAME TYPE SHALL BE OF THE SAME 3. FASTENING OR SECURING JUMPERS SHOULD CONSIST OF STAINLESS STEEL CLIPS, 18" FROM REAR OF CONNECTOR AND 24" THEREAFTER MANUFACTURER AND SHALL BE NEW, OF THE BEST QUALITY AND DESIGN, SPRINT STEEL CLIPS, 18" FROM REAR OF CONNECTOR AND 24" THEREAFTER AND AT NO TIME SHALL THEY CONTACT TOWER OR STRUCTURAL STEEL. AND FREE FROM DEFECTS. AND AT NO TIME SHALL THEY CONTACT TOWER OR STRUCTURAL STEEL. 4. CABLE INSTALLATION: CONSTRUCTION o. INSPECT CABLE PRIOR TO USE FOR SHIPPING DAMAGE. NOTIFY THE SUPPORTING DEVICES: �+ 4. CABLE INSTALLATION: CONSTRUCTION MANAGER. NOTES II o. INSPECT CABLE PRIOR TO USE FOR SHIPPING DAMAGE. NOTIFY THE b. CABLE ROUTING CABLE INSTALLATION SHALL BE PLANNED TO A. MANUFACTURED STRUCTURAL SUPPORT MATERIALS: SUBJECT TO CONSTRUCTION MANAGER. ENSURE THAT THE LINES WILL BE PROPERLY ROUTED IN THE CABLE COMPLIANCE WITH REQUIREMENTS. PROVIDE PRODUCTS BY THE b. CABLE ROUTING CABLE INSTALLATION SHALL BE PLANNED TO ENVELOPE AS INDICATED ON THE DRAWINGS. AVOID TWISTING AND FOLLOWING: SHEET NUMBER: I REVISION: ENSURE THAT THE LINES WILL BE PROPERLY ROUTED IN THE CABLE CROSSOVERS. 1. ALLIED TUBE AND CONDUIT. 0 ENVELOPE AS INDICATED ON THE DRAWINGS. AVOID TWISTING AND c. HOIST CABLE USING PROPER HOISTING GRIPS. DO NOT EXCEED 2. B-LINE SYSTEM. fqJ .3 I CROSSOVERS. MANUFACTURER'S RECOMMENDED MAXIMUM BEND RADIUS. 3. UNISTRUT DIVERSIFIED PRODUCTS. TEP #:26146.I GG39 4. THOMAS & BETTS SECTION 01 100 - SCOPE OF WORK SECTION 01 300 - CELL SITE CONSTRUCTION b. LOAD PHOTOS TO SITERRA PROJECT LIBRARY 15. IN 15 CREATE PLANS PREPARED FOR: NEW CATEGORY; 2.5 DEPLOYMENT, AND SECTION; PERMANENT THE WORK: NOTICE TO PROCEED: CONSTRUCTION. LABEL PHOTOS WITH SITE CASCADE AND VIEW BEING DEPICTED. CAMERAS USED TO TAKE PHOTOS SHALL BE S tint MUST COMPLY WITH ALL APPLICABLE ADOPTED CODES AND STANDARDS, AND NO WORK SHALL COMMENCE PRIOR TO COMPANY'S WRITTEN NOTICE TO GPS ENABLED SUCH THAT THE GPS COORDINATES ARE INCLUDED PORTIONS THEREOF. SPRINT METHOD OF PROCEDURE (MOP) AND SPRINT PROCEED AND THE ISSUANCE OF WORK ORDER. IN THE PHOTO MEDIA-FILE INFORMATION. STANDARDS AT THE TIME OF CONSTRUCTION START. 7920 WOODLAND CENTER BLVD SITE CLEANLINESS: COMMISSIONING: TAMPA, FL 33614 PRECEDENCE: CONTRACTOR SHALL KEEP THE SITE FREE FROM ACCUMULATING WASTE PERFORM ALL COMMISSIONING AS REQUIRED BY APPLICABLE MOPS SHOULD CONFLICTS OCCUR BETWEEN THE STANDARD CONSTRUCTION MATERIAL, DEBRIS, AND TRASH AT THE COMPLETION OF THE WORK. PROJECT INFORMATION: SPECIFICATIONS FOR WIRELESS SITES INCLUDING THE STANDARD DETAILS FOR CONTRACTOR SHALL REMOVE FROM THE SITE ALL REMAINING RUBBISH, INTEGRATION: WIRELESS SITES AND THE CONSTRUCTION DRAWINGS. INFORMATION ON THE IMPLEMENTS, TEMPORARY FACILITIES, AND SURPLUS MATERIALS. CONSTRUCTION DRAWINGS SHALL TAKE PRECEDENCE. ALONG WITH SPRINT PERFORM ALL INTEGRATION ACTIVITIES AS REQUIRED BY APPLICABLE MOPS SPRINT SITE #: TA33XC047 CONSTRUCTION MANAGER APPROVAL. SECTION 01 400 - SUBMITTALS AND TESTS CROWN BU #: 816298 SECTION 09 900 - PAINTING SITE FAMILIARITY: ALTERNATIVES: QUALITY ASSURANCE: 38522 A AVENUE CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING THEMSELVES WITH AT THE COMPANY'S REQUEST, ANY ALTERNATIVES TO THE MATERIALS OR ZEPHYRHILL, FL 33542 ALL CONTRACT DOCUMENTS, FIELD CONDITIONS, AND DIMENSIONS PRIOR TO METHODS SPECIFIED SHALL BE SUBMITTED TO SPRINT'S CONSTRUCTION A. COMPLY WITH GOVERNING CODES AND REGULATIONS. PROVIDE PRODUCTS (PASCO COUNTY) PROCEEDING WITH CONSTRUCTION. MANAGER FOR APPROVAL. SPRINT WILL REVIEW AND APPROVE ONLY THOSE OF ACCEPTABLE MANUFACTURERS WHICH HAVE BEEN IN SATISFACTORY REQUESTS MADE IN WRITING. NO VERBAL APPROVALS WILL BE CONSIDERED. USE IN SIMILAR SERVICE FOR THREE YEARS. USE EXPERIENCED PLANS PREPARED BY: ON-SITE SUPERVISION: INSTALLERS. DELIVER, HANDLE, AND STORE MATERIALS IN ACCORDANCE TESTS AND INSPECTIONS: WITH MANUFACTURER'S INSTRUCTIONS. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION B. COMPLY WITH ALL ENVIRONMENTAL REGULATIONS FOR VOLATILE ORGANIC AND PROCEDURES IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. COMPOUNDS. TESTS, INSPECTIONS TI N AND PROJECT DOCUMENTATION. CO DS ES S, SEC 0 S DOCU E ON. DRAWINGS. SPECIFICATIONS AND DETAILS REQUIRED AT JOBSITE: B. CONTRACTOR SHALL ACCOMPLISH TESTING INCLUDING BUT NOT LIMITED MATERIALS: TO THE FOLLOWING: THE CONSTRUCTION CONTRACTOR SHALL MAINTAIN A FULL SET OF THE 1. COAX SWEEPS AND FIBER TESTS PER TS-200 REV 5 ANTENNA LINE A.MANUFACTURERS: BENJAMIN MOORE, ICI DEVOE COATINGS, PPG, SHERWIN CONSTRUCTION DRAWINGS AT THE JOBSITE FROM MOBILIZATION THROUGH ACCEPTANCE STANDARDS. WILLIAMS OR APPROVED PROVIDE PREMIUM GRADE, PROFESSIONAL- CONSTRUCTION COMPLETION. 2. AGL, AZIMUTH AND DOWNTILT: PROVIDE AN AUTOMATED REPORT QUALITY PRODUCTS FOR COATING SYSTEMS. UPLOADED TO SITERRA USING A COMMERCIAL MADE-FOR PURPOSE A. DETAILS ARE INTENDED TO SHOW DESIGN INTENT. PROVIDE ALL MATERIALS PAINT SCHEDULE: AND LABOR AS REQUIRED TO PROVIDE A COMPLETE FUNCTIONING SYSTEM. ELECTRONIC ANTENNA ALIGNMENT TOOL (AAT). INSTALLED AZIMUTH, CENTERLINE AND DOWNTILT MUST CONFORM WITH RF CONFIGURATION TOWER ENGINEERING PROFESSIONALS MODIFICATIONS MAY BE REQUIRED TO SUITE JOB DIMENSIONS OR DATA. A.EXTERIOR ANTENNAE AND ANTENNA MOUNTING HARDWARE: ONE COAT OF CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL PRIMER AND TWO FINISH COATS. PAINT FOR ANTENNAE SHALL BE 326 TRYON ROAD THE WORK. CORRECTIONS TO ANY WORK IDENTIFIED AS UNACCEPTABLE IN SITE NON-METALLIC BASED AND CONTAIN NO METALLIC PARTICLES. PROVIDE RALEIGH,NC 27603-3530 INSPECTION ACTIVITIES AND/OR AS A RESULT OF TESTING. COLORS AND PATTERNS AS REQUIRED TO MASK APPEARANCE OF OFFICE:(919)661-6351 B. CONTRACTOR SHALL NOTIFY SPRINT CONSTRUCTION MANAGER OF ANY ANTENNAE ON ADJACENT BUILDING SURFACES AND AS ACCEPTABLE TO 4. ALL TESTING REQUIRED BY APPLICABLE INSTALLATION MOPS. VARIATIONS PRIOR TO PROCEEDING WITH THE WORK. DIMENSIONS SHOWN THE OWNER. REFER TO ANTENNA MANUFACTURER'S INSTRUCTION www.1epgroup.n ARE TO FINISH SURFACES UNLESS OTHERWISE NOTED. MODIFICATIONS MAY C. REQUIRED CLOSEOUT DOCUMENTATION INCLUDES, BUT IS NOT LIMITED TO WHENEVER POSSIBLE. BE REQUIRED TO SUIT JOB DIMENSIONS OR CONDITIONS, AND SUCH THE FOLLOWING: MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK. 1. AZIMUTH, DOWNTILT, AGL FROM SUNSIGHT INSTRUMENTS- ANTENNA B. WATER TANKS: TOUCH UP - PREPARE SURFACES TO BE REPAIRED. F # 011 ALIGNMENT TOOL (AAT) FOLLOW INDUSTRY STANDARDS AND REQUIREMENTS OF OWNER TO MATCH C. MARK THE FIELD SET OF DRAWINGS IN RED, DOCUMENTING ANY CHANGES EXISTING COATING AND FINISH. FROM THE CONSTRUCTION DOCUMENTS. 2. SWEEP AND FIBER TESTS. SEAL: ��I I 3. SCANABLE BARCODE PHOTOGRAPHS OF TOWER TOP AND \� PAINTING APPLICATION: INACCESSIBLE SERIALIZED EQUIPMENT. \ P / METHODS OF PROCEDURE (MOPS) FOR CONSTRUCTION: 4. ALL AVAILABLE JURISDICTIONAL PERMIT AND OCCUPANCY \ INFORMATION. 1. INSPECT SURFACES, REPORT UNSATISFACTORY CONDITIONS IN WRITING; P E CONTRACTOR SHALL PERFORM WORK AS DESCRIBED IN THE FOLLOWING BEGINNING WORK MEANS ACCEPTANCE OF SUBSTRATE. (f1 INSTALLATION AND COMMISSIONING MOPS. CONTRACTOR IS RESPONSIBLE FOR 5. PDF SCAN OF REDLINES PRODUCED IN FIELD. 2. COMPLY WITH MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS DISTRIBUTION OF LATEST MOPS. 6. A PDF SCAN OF REDLINE MARK-UPS SUITABLE FOR USE IN FOR PREPARATION, PRIMING AND COATING WORK. COORDINATE WITH No.75317 ELECTRONIC AS-BUILT DRAWING PRODUCTION. WORK OF OTHER SECTIONS. - * * - A. TOP HAT 7. LIEN WAIVERS. B. HOW TO INSTALL A NEW CABINET 8. FINAL PAYMENT APPLICATION. 3. MATCH APPROVED MOCK-UPS FOR COLOR, TEXTURE, AND PATTERN. - "0 STATE OF RE-COAT OR REMOVE AND REPLACE WORK WHICH DOES NOT MATCH OR 9. REQUIRED FINAL CONSTRUCTION PHOTOS. <C/ D. BASE BAND UNIT EXISTING UNIT 10. CONSTRUCTION AND COMMISSIONING CHECKLIST COMPLETE WITH NO SHOWS LOSS OF ADHESION. D. INSTALLATION OF BATTERIES E. INSTALLATION OF FIBER CABLE DEFICIENT ITEMS. 4. CLEAN UP, TOUCH UP AND PROTECT WORK. �j � /CLOR��Q� 11. APPLICABLE POST NIP TASKS INCLUDING DOCUMENT UPLOADS F.INSTALLATION OF RRUs TOUCHUP PAINTING: /G. CABLING COMPLETED IN SITERRA (SPRINT'S DOCUMENT REPOSITORY OF H. TS-02 O RECORD).REV5 - ANTENNA LINE ACCEPTANCE STANDARDS 1. GALVANIZING DAMAGE AND ALL BOLTS AND NUTS SHALL BE TOUCHED UP Decern6es19,2018 I. SPRINT CELL SITE ENGINEERING NOTICE - EN 2012-001, REV1 12. CLOSEOUT PHOTOGRAPHS AND CLOSEOUT CHECKLIST: SPRINT WILL AFTER TOWER ERECTION WITH "GALVANOX," "DRY GALV," OR "ZINC—IT." J. COMMISSIONING MOPS PROVIDE SEPARATE GUIDANCE. 2. FIELD TOUCHUP PAINT SHALL BE DONE IN ACCORDANCE WITH THE o. PROVIDE PHOTOGRAPHS OF FINAL PROJECT PER THE FOLLOWING MANUFACTURER'S WRITTEN INSTRUCTIONS. SECTION 01 200 - COMPANY FURNISHED MATERIAL AND EQUIPMENT LIST. ADDITIONAL PHOTOS MAY BE REQUIRED TO SUPPORT 3. ALL METAL COMPONENTS SHALL BE HANDLED WITH CARE TO PREVENT O I2-19-I9 CONSTRUCTION ACCEPTANCE PROCESSES. A. COMPANY FURNISHED MATERIAL AND EQUIPMENT IS IDENTIFIED ON THE RF (i) BACK MAIN FIBER CABLE ROUTE (MINIMUM TWO PHOTOS) DAMAGE TO THE COMPONENTS, THEIR PRESERVATIVE TREATMENT, OR REV DATE ISSUED FOR: DATA SHEET IN THE CONSTRUCTION DRAWINGS. (ii) OF EACH ANTENNA AND RRU THEIR PROTECTIVE COATINGS. DRAWN BY: GLB CHECKED BY: ESA (iii) MANUFACTURERS NAME TAG FOR ALL SERIALIZED SECTION 11 700 - ANTENNA ASSEMBLY. REMOTE RADIO UNITS AND CABLE B. CONTRACTOR IS RESPONSIBLE FOR SPRINT PROVIDED MATERIAL AND EQUIPMENT INSTALLATION SHEET TITLE: EQUIPMENT TO ENSURE IT IS PROTECTED AND HANDLED PROPERLY (iv) PULL AND DISTRIBUTION BOXES INTERMEDIATE BETWEEN THROUGHOUT THE CONSTRUCTION DURATION. RRU'S AND RBS (DOOR OPEN) SUMMARY: SPRINT C. CONTRACTOR IS RESPONSIBLE FOR RECEIPT OF SPRINT FURNISHED (v) RBS CABINET WITH DOOR OPEN SHOWING MODIFICATIONS EQUIPMENT AT CELL SITE OR CONTRACTORS LOCATION. CONTRACTOR TO (vi) POWER CABINET, DOORS OPEN, BATTERIES INSTALLED THIS SECTION SPECIFIES INSTALLATION OF ANTENNAS, RRU'S, AND CABLE CONSTRUCTION COMPLETE SHIPPING AND RECEIPT DOCUMENTATION IN ACCORDANCE WITH (vii) BREAK OUT CYLINDERS EQUIPMENT. INSTALLATION, AND TESTING OF COAXIAL FIBER CABLE. NOTES COMPANY PRACTICE. CONTRACTOR MAY BE REQUIRED TO PICK UP (viii) ASR SIGNAGE FOR SPRINT OWNED TOWERS MATERIAL AT LOCATION PRESCRIBED BY SPRINT. (ix) RADIATION EXPOSURE WARNING SIGNS ANTENNAS AND RRU'S: (x) PHOTOGRAPH FROM EACH SECTOR FROM APPROXIMATELY SHEET NUMBER: I REVISION: RAD CENTER OF ANY NEW ANTENNA AT HORIZON. THE NUMBER AND TYPE OF ANTENNAS AND RRU'S TO BE INSTALLED IS DETAILED ON THE CONSTRUCTION DRAWINGS. N-2 0 TEP #:2G 14G.I GG39 PLANS PREPARED FOR: 1. ALL REFERENCES MADE TO OWNER IN THESE DOCUMENTS SHALL BE CONSIDERED SPRINT OR ITS DESIGNATED 22. THE CONTRACTOR SHALL MAINTAIN THE JOB CLEAR OF TRASH AND DEBRIS. ALL WASTE MATERIALS SHALL BE REMOVED FROM THE SITE PRIOR TO SUBSTANTIAL COMPLETION AND PRIOR TO FINAL ACCEPTANCE. THE REPRESENTATIVE. CONTRACTOR SHALL FURNISH ONE 55 GALLON BARREL, AND TRASH BAGS, AND SHALL REMOVE TRASH, 2. ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS NOTED DEBRIS, ETC., ON A DAILY BASIS. Spri�� OTHERWISE. THE CONTRACTOR MUST HAVE CONSIDERABLE EXPERIENCE IN PERFORMANCE OF WORK SIMILAR 23. THE CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIAR WITH ALL CONDITIONS PRIOR TO SUBMITTING TO THAT DESCRIBED HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT, THE CONTRACTOR IS ATTESTING HIS PROPOSAL. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS SHOWN ON THESE DRAWINGS TO HAVE SUFFICIENT EXPERIENCE AND ABILITY, IS KNOWLEDGEABLE OF THE WORK TO BE PERFORMED, AND IS WITH THOSE AT THE SITE. ANY VARIATION WHICH REQUIRES PHYSICAL CHANGE SHALL BE BROUGHT TO THE PROPERLY LICENSED AND PROPERLY REGISTERED TO DO THIS WORK IN THE STATE OF FLORIDA. ATTENTION OF THE SPRINT PROJECT ENGINEER FOR FACILITIES/CONSTRUCTION. 7920 WOODLAND CENTER BLVD TAMPA, FL 33614 3. THE STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH ANSI/TIA-222-G-2-2009 AND CONFORM 24. THE CONTRACTOR SHALL GUARANTEE THE WORK PERFORMED ON THE PROJECT BY THE CONTRACTOR AND TO THE REQUIREMENTS OF THE 2017 FLORIDA BUILDING CODE, 6TH EDITION. ANY OR ALL OF THE SUBCONTRACTORS WHO PERFORMED WORK FOR THE CONTRACTOR ON THIS PROJECT. THE GUARANTEE SHALL BE FOR A FULL YEAR FOLLOWING ISSUANCE OF THE FINAL PAYMENT OF RETAINAGE. PROJECT INFORMATION: 4. WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE 2017 FLORIDA BUILDING CODE, 6TH EDITION. ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR ONE YEAR FROM ACCEPTANCE DATE. 5. UNLESS SHOWN OR NOTED OTHERWISE ON THE CONTRACT DRAWINGS, OR IN THE SPECIFICATIONS, THE SPRINT SITE #: TA33XCO47 FOLLOWING NOTES SHALL APPLY TO THE MATERIALS LISTED HEREIN, AND TO THE PROCEDURES TO BE CROWN BU #: 816298 USED ON THIS PROJECT. 6. ALL HARDWARE ASSEMBLY MANUFACTURER'S INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL 38522 A AVENUE SUPERSEDE ANY CONFLICTING NOTES ENCLOSED HEREIN. ZEPHYRHILL, FL 33542 (PASCO COUNTY) 7. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO ENSURE THE SAFETY OF THE STRUCTURE AND IT'S COMPONENT PARTS DURING ERECTION AND/OR FIELD MODIFICATIONS. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF TEMPORARY BRACING, GUYS PLANS PREPARED BY: OR TIE DOWNS THAT MAY BE NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT. 8. ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS SHOWN ON THE DRAWINGS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO BEGINNING ANY MATERIALS ORDERING, FABRICATION OR CONSTRUCTION WORK ON THIS PROJECT. CONTRACTOR SHALL NOT SCALE CONTRACT DRAWINGS IN LIEU OF FIELD VERIFICATION. ANY DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER AND THE OWNER'S ENGINEER. THE DISCREPANCIES MUST BE RESOLVED BEFORE THE. CONTRACTOR IS TO PROCEED WITH THE WORK. THE CONTRACT DOCUMENTS DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES. OBSERVATION VISITS TO THE SITE BY THE OWNER AND/OR THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE PROTECTIVE MEASURES OR THE PROCEDURES. 9. ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY, FREE FROM FAULTS TOWERENGINEERINGPROFESSIONALS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANY AND ALL SUBSTITUTIONS MUST 326TRYONROAD AND N BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER ENGINEER PRIOR TO INSTALLATION. FURNISH 1 H SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF THE MATERIALS RALEIGH,NC 27603-3530 CONTRACTOR R THE CON C O SHALL U FN S AND EQUIPMENT BEING SUBSTITUTED. OFFICE:(919)661 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY WWW.tepgroup et PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. THE CONTRACTOR IS RESPONSIBLE FOR INSURING THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL, STATE, AND FEDERAL SAFETY CODES AND REGULATIONS GOVERNING THIS WORK. RENTAL CHARGES. SAFETY, PROTECTION AND MAINTENANCE OF RENTED EQUIPMENT SHALL BE THE 1011 CONTRACTOR'S RESPONSIBILITY. 11. ACCESS TO THE PROPOSED WORK SITE MAY BE RESTRICTED. THE CONTRACTOR SHALL COORDINATE INTENDED SEAL: II 1// / CONSTRUCTION ACTIVITY, INCLUDING WORK SCHEDULE AND MATERIALS ACCESS. WITH THE LESSEE PROJECT \\\ M. � MANAGER. `r 12. BILL OF MATERIALS AND PART NUMBERS LISTED ON CONSTRUCTION DRAWINGS ARE INTENDED TO AID CONTRACTOR/OWNER. CONTRACTOR/OWNER SHALL VERIFY PARTS AND QUANTITIES WITH MANUFACTURER C9 i PRIOR TO BIDDING AND/OR ORDERING MATERIALS. No.75317 13. ALL PERMITS THAT MUST BE OBTAINED ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR * * - WILL BE RESPONSIBLE FOR ABIDING BY ALL CONDITIONS AND REQUIREMENTS OF THE PERMITS. = -D STATE OF 14. 24 HOURS PRIOR TO THE BEGINNING OF ANY CONSTRUCTION, THE CONTRACTOR MUST NOTIFY THE APPLICABLE JURISDICTIONAL (STATE, COUNTY OR CITY) ENGINEER. 15. THE CONTRACTOR SHALL REWORK (DRY, SCARIFY, ETC.) ALL MATERIAL NOT SUITABLE FOR SUBGRADE IN ITSPRESENT STATE. AFTER REWORKING. IF THE MATERIAL REMAINS UNSUITABLE. THE CONTRACTOR SHALL WITH UNDERCUT A FULLY LOADED TANDEM E LAC DUMP APPROVED K PRIOR TO MATERIAL.PAVING.LLS GA A Y SS SHT LLE MATERIAL SHALL EDun REWORKED OR REPLACED. BE December19 2018 16. THE CONTRACTOR IS REQUIRED TO MAINTAIN ALL PIPES, DITCHES, AND OTHER DRAINAGE STRUCTURES FREE FROM OBSTRUCTION UNTIL WORK IS ACCEPTED BY THE OWNER. THE CONTRACTOR IS RESPONSIBLE 0 12-19-19 CONSTRUCTION FOR ANY DAMAGES CAUSED BY FAILURE TO MAINTAIN DRAINAGE STRUCTURE IN OPERABLE CONDITION. 17. THE OWNER SHALL HAVE A SET OF APPROVED PLANS AVAILABLE AT THE SITE AT ALL TIMES WHILE REV DATE ISSUED FOR: WORK IS BEING PERFORMED. A DESIGNATED RESPONSIBLE EMPLOYEE SHALL BE AVAILABLE FOR DRAWN BY: GLB CHECKED BY: ESA CONTACT BY GOVERNING AGENCY INSPECTORS. 18. ANY BUILDINGS ON THIS SITE ARE INTENDED TO SHELTER EQUIPMENT WHICH WILL ONLY BE PERIODICALLY SHEET TITLE: MAINTAINED AND ARE NOT INTENDED FOR HUMAN OCCUPANCY. 19. TEMPORARY FACILITIES FOR PROTECTION OF TOOLS AND EQUIPMENT SHALL CONFORM TO LOCAL REGULATIONS GENERAL AND SHALL BE THE CONTRACTOR'S RESPONSIBILITY. NOTES 20. THE CONTRACTOR AND ITS SUBCONTRACTORS SHALL CARRY LIABILITY INSURANCE IN THE AMOUNTS AND FORM IN ACCORDANCE WITH LESSEE SPECIFICATIONS. CERTIFICATES DEMONSTRATING PROOF OF COVERAGE SHALL BE PROVIDED TO LESSEE PRIOR TO THE START OF THE WORK ON THE PROJECT. SHEET NUMBER: REVISION: 21. THE CONTRACTOR SHALL CONTACT ALL APPLICABLE UTILITY SERVICES TO VERIFY LOCATIONS OF EXISTING UTILITIES AND REQUIREMENTS FOR NEW UTILITY CONNECTIONS PRIOR TO EXCAVATING. N=1 0 TEP f:2G 14G.I GG399 SPRINT SITE#: TA33XCO47 SITE DEVELOPERIAPPLICANT: SITE OWNER: PLANS PREPARED BY: SPRINT SITE NAME: TA33XCO47 CROWN BU#: 816298 CROWN SITE NAME: ZEPHYRHILLS PROJECT TYPE: MW ADD CROWN PROJECT DESCRIPTION: EQUIPMENT INSTALLATIONSprint'ELF CASTLE TOWER TYPE: 287'-8"S -SUPPORT oc JURISDICTION: CITY OF ZEPHYRHILLSPRESENT TOWER ENGINEERING PROFESSIONALS 326 TRYON ROAD OCCU ANCY TYPE: FACILITY IOMMUNICATIONS 4511 N. HIMES AVE, STE 210 RALEIGH,NC 27603-5263 7920 WOODLAND CENTER BLVD OFFICE:(919)661.6351 CURRENT ZONING: ZH TAMPA, FL 33616 TAMPA, FL 33614 www.tepgroup.net PARCEL#: 14-26-21-0010-01700-0060 CROWN CASTLE BU#: 816298 = FL COA#31011 SPRINT SITE ID: TA33XCO47 CROWN CASTLE SITE NAME: SPRINT SITE NAME: TA33XCO47 ZEPHYRHILLS PROJECT INFORMATION THE PURPOSE OF THIS PROJECT IS AS FOLLOWS: LATITUDE: N 280 13'40.63"• 38522 A AV E N U E LONGITUDE: W821O45.6O * TOWER SCOPE OF WORK: •INSTALL(1)RFSICELWAVE MICROWAVE DISH •GROUND ELEVATION: 91'±(AMSL)** ZEPHYRHILLS, FL 33542 :INTSALL(1)BELIOINSTALL(1) GN C ON TS RU ATSE CCOOAX 0 12-I 9-18 CONSTRUCTION *INFORMATION PROVIDED BY CROWN CASTLE (PASCO COUNTY) **INFORMATION PROVIDED BY GOOGLE EARTH NOTE:NO GROUND DISTURBANCE TO BE CONDUCTED AS A PART OF THIS PROJECT REV DATE I ED FOR: TOWER COORDINATES DRAWN BY: GL HEC ED BY: ESA SEAL: ►y'' a 4WA- ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN ( ((/� LESSEE: � • ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES NAME: SPRINT AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES.NOTHING IN THESE _ \\ "►O �/ ADDRESS: 7920 WOODLAND CENTER BLVD PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THE - CITY,STATE,ZIP: TAMPA,FL 33614 LATEST EDITIONS OF THE FOLLOWING: �C' y> (B , CONTACT: JENNIFER ALAND PHONE: (913)315-5557 1. 2017 FLORIDA BUILDING CODE 4. 2014 NEC fg y� _ (6TH EDITION) (NATIONAL ELECTRIC CODE) No.75317 2. LOCAL BUILDING CODE S. CITYICOUNTY ORDINANCES TOWER OWNER 3. ANSrnA-222-G•2-tow �•� .�. NAME: CROWN CASTLE -o ADDRESS: 4511 N.HIMES AVE,STE 210 CODE COMPLIANCE PROJECT SCOPE OF WORK STATE OF tv Pa* CITY,STATE,ZIP: TAMPA,FL 33614 i CONTACT: JAN ERWIN T S ITRIGTURAL__ANALYSIS REPORT BY TECTONIC ENGINEEF�R E a SHEET DESCRIPTION REV * PHONE: (904)647-7696 VEYIN CODATED rr ERwn D v \\ Souh�+s A ANCE TAThE NTS P.C.P.7.F`LOORID BUILDINIG�CODE, 6TH EDITION / BASD UPON: TI TITLE SHEET 0 I≤ s SURVEYOR: 1. WIND SPEED(ULTIMATE 3SECOND GUST)-136 MPH N1 GENERAL NOTES 0 /��I"i I I' NAME: NIA 0 :.» �■» - ADDRESS: NIA 2. WIND SPEED(NOMINAL 3-SECOND N2 SPRINT CONSTRUCTION NOTES I GUST)=107 MPH �Deccm6er 19,2D18 CITY,STATE,ZIP: NIA 3. EXPOSURE CATEGORY=C N3 SPRINT CONSTRUCTION NOTES it CONTACT: NIA N4 SPRINT CONSTRUCTION NOTES III PHONE: WA 4. RISK CATEGORY=I CI COMPOUND DETAIL CRITERIA C2 TOWER ELEVATION C 1 F w PROPERTY OWNER: DESIGN R / O PLANS s � C3 ANTENNA LA ^A�/ H(;C'•/7 CA,, CMe cA C.«- NAME: CROWN CASTLE GT COMPANY LLC C4 FINAL ANTENNA/CABLE SCHEDULE 3 4 a ADDRESS: PMB 353 4017 WASHINGTON ROAD C4A ANTENNA CABLE COLOR CODING $ CITY,STATE,ZIP: CUSTOM AY,PA 15317-2520 C5 TOWER EQUIPMENT DETAILS 0 a x CONTACT: CUSTOMER SERVICE S s. a PHONE: (800)788-7011 GI GROUNDING DETAILS 0 CIVIL ENGINEER: A lrm.fr NAME: TOWER ENGINEERING PROFESSIONALS UTILITIES: "IT a. AK ADDRESS: 326 TRYON ROAD CITY,STATE,ZIP: RALEIGH,NC 27603-3530 POWER COMPANY: PROGRESS ENERGY-FL CONTACT: GRAHAM M.ANDRES,P.E. CONTACT: CUSTOMER SERVICE N PHONE: (919)661-6351 PHONE: (800)2283485 METER#IN SITE: 7207418 ,,.r,�µ. ELECTRICAL ENGINEER: TELEPHONE COMPANY: VERIZON WIRELESS NAME: NIA CONTACT: CUSTOMER SERVICE B � ADDRESS: NIA PHONE: (800)483-2000 CITY,STATE,ZIP: NIA PHONE#NEAR SITE: (813)783-7512 SHEET NUM REVISION: CONTACT: WA PEDESTAL#NEAR SITE:33004 Seev*o.mc Ge.gk PHONE: NIA Tml 0 1 LOCATION MAP N CONTACT INFORMATION INDEX OF SHEETS TEP#:2G 146.I GG399