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HomeMy WebLinkAbout19-20182 CITY OF ZEPHYRHILLS 5335-8TH STREET (813)780-0020 201 . BUILDING PERMIT PERMIT INFORMATION LOCATION INFORMATION Permit Number: 20182 Address: 38522 A AVE Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: ADD/ALT COMMERCIAL Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 14-26-21-0010-01700-0060 Improv. Cost: 20,000.00 OWNER INFORMATION Date Issued: 3/18/2019 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: 3/18/2019 Phone: (813)342-3853 Work Desc: REPLACE T-MOBILE ANTENNAS, WITH OTHER UPGRADES CONTRACTORS APPLICATION FEES GOFF COMMUNICATIONS INC BUILDING FEE 210.00 Ins ections Required F O ER 2ND R UGH PLUMB INSULATION FILING 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. CONTRACTOR SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department 816298/A2G0757A Date Received _ Phone Contact for Permitting 813 342 3852 1 1 1 1 1 1 1 1 1 1 1 1 1 Owner's Name [Crown Castle USA Inc. for T-Mobile Owner Phone Number 813-342-3852 Owner's Address 4511 N Himes Ave Ste 210 Tampa, FL 33614 Owner Phone Number Fee Simple Titleholder Name I Crown Castle GT Company Owner Phone Number Fee Simple Titleholder Address 4017 WASHINGTON RD PMB 353, MC MURRAY PA 15317-2520 JOB ADDRESS 38522 A Ave., Zephyrhills, FL 33542 LOT# SUBDIVISION PARCEL ID# 14-26-21-0010-01700-0060 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED e NEW CONSTR ADD/ALT SIGN Q Q DEMOLISH INSTALL Ix I REPAIR PROPOSED USE Q SFR Q COMM 0 OTHER TYPE OF CONSTRUCTION BLOCK Q FRAME STEEL Q T-Mobile Proposing to replace 2 antennas with(2)SBNHH-1 D45C antennas,add 2 new Commscope diplexers,1 DESCRIPTION OF WORK new FHFB, 1 FRIJ.Will install VFA12-HD mount used with the MSFAA BUILDING SIZE F SQ FOOTAGE HEIGHT BUILDING $20,000 VALUATION OF TOTAL CONSTRUCTION =ELECTRICAL $ AMP SERVICE 0 PROGRESS, ROGRESS ENERGY W.R.E.C. =PLUMBING $ MECHANICAL VALUATION OF MECHANICAL INSTALLATION OGAS Q ROOFING Q SPECIALTY 0 OTHER -T1 FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA DYES NO IQ[ BUILDER COMPANY Goff Communications Inc. SIGNATURE REGISTERED Y/ N FEE CURREN I Y/N Addr ss 64 Pa and Drive S sota, FL 34243 License# 1 CGC058267 ELECTRIC N COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Address License# PLUMBER COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Y/N Address I License# MECHANICAL COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Y/N Address License# OTHER - - - COMPANY — SIGNATURE REGISTERED Y/ N FEE CURREN Address License# IIIIIIIIIIIIIIIIIIIIIIIIIIIIIitlllllllllllllltllllllltlllllllllllll 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 rdaaways..needs ROW 816298_89059 NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to "deed" restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has,hired a contractor or contractors to undertake work, they may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work, they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847- 8009. Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the "contractor Block" of this application for which they will be responsible. If you, as the owner sign as the contractor, that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County. TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may,apply to the construction of new buildings, change of use in existing buildings, or expansion of existing buildings, as specified in Pasco County Ordinance' number 89-07 and 90-07, as amended. The undersigned also understands, that such fees, as may be due, will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a "certificate of occupancy" or final power release.- If the project does not involve a certificate of occupancy or final power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due, they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW (Chapter 713, Florida Statutes, as amended): If valuation of work is $2,500.00 or more, I certify that I, the applicant, have been provided with a copy of the "Florida Construction Lien Law—Homeowner's Protection Guide" prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the"owner', I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner' prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction, zoning and land development. Application is hereby made to obtain a permit. to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other government agencies may apply to the intended work, and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not limited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands, Water/Wastewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. - Army Corps of Engineers-Seawalls, Docks, Navigable Waterways. - Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone 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 the technical codes, nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans, construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a period of'six (6) months after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a period not to exceed ninety (90) days and will demonstrate 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 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 NOTIICE OF C FLORIDA JURAT(F.S. 117.03) OWNER OR AGENT ~L CONTRAC0sworn s riq�d and sw t a r d e ore a this Su s nbeded be e s 1� by i ho s/arepersonall nowntome or has/have produced ho i /are o me o as ave produced as identification. as identification. Notary Public � Notary Public izAelll��� Commission No. Commission N/,o/�.C��1 ,,xslc'3 /�- y /f&y Name of Notary typed,printed or stamped Name of Notary typed;printed or st mped zo4PaYn`e�c'. TEIBff;�9 A1�6�LI 0 pgv KkT—'Y"e '2�;�„ `•_ Not, of c State of Florida MY COMMISSION#FF188523 '_• ` ��° �,, .t CcTT s:on:GG 120393 -xo•eS Jul 28,2021 r EXPIRES January 11,2019 '•? ?'' "•'koF�.°,.• ,,,,'„ _;,___. _ •a;ioraltvotaryAzzo. t,3o�l pa=ctaa FloridaNataryService.corn n�/ ,icnn�ufl�%�`� City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: G'Ar Date Received: Site: A- 4w-- Permit Type: d Approved w/no comments: Approved w/the below comments: F Denied w/the below comments: F1 This comment sheet shall be kept with the permit and/or plans. Kalvin W7 lans Examiner Date Contractor and/or Homeowner (Required when comments are present) INSTR#2019154952 OR BK 9971 PG 2256 Page 1 of 1 09/11/2019 03:53 PM Rcpt:2089575 Rec:10.00 DS:0.00 IT:0.00 Nikki Alvarez-Sowles,Esq.,Pasco County Clerk&Comptroller 816298/AZG0757A Parma No. e0la2 PotrnllD Na 14•Zfr21.0010-01700.0060 NOTICE OF COMMENCEMENT State or Florida Gwmy of Pasco TF;B UNDERSIGNED ttamiy gfvm+nuu Best imimmm-4 will be mado to mtWn real property,and In accorydannce Wth Ct pror 743,Fiorba SIsnnes, alto kaaowknp tMotmeklnm U provklW In Shia Nosae of Commenoormin: 4. Description or Property.Parcel banuecauon No.14-26.21-003D-01700-0060 Moores First A%I 10 To CI[V Of ZephWhllls PB 1 PS 57 Lots 6, , U&WL Block 17 OR 4639 PG 280 Shot Address: 3GS22 AAye.,Zeottvrhllls.FL 33S42 2 Gnrlend ooscrfplion of tmprowmana 7 MnMiw ai..a e0 PMr»ce z s,tennsc w+m tzt SaNN ;Dame nrrfr a.ado z t' dldleaen.1 new FHFe.1 Fat.will InsMll WA124l1t mount uttd with tha MSFAA 3. Owner Information or Lessoo information It the Losses contracted for the Impro►igmant: Crown QfAfy GT Ca1mn.'tnv LLC N�. ' 4017 Washing!on R=PMB 353 McMurray ,� Add=& City Stew inee»st In Ptnpstty. Tower Owner Noma of Fso Simplo Titleholder, (It d4fsrwtt from Owner listed abo") Address Goff Cornmun)catlons Inc. CityStow •. Ccttbactor, 6448 Parkland Drive Sarasota FL Address Gty Stain QmuoeswY Totnpttorte tto.:=.•t^9ii�-7106...,..._�---...«._._�....�______ S. Sinew. N/A Name Address city State Amount of Bond:3 Telephone No.: o Lander N/A Name Address City Stdto Loodues Telephone No.:..-----....._._._ _..... 7. Person.§wilhin tl.e State of Ffarfde deaignated by ibe owner upon%rho rl notions or crier dodan.nts may be served M provided by NjeA 713./3(txe)(7).Flmfdo Slatuws! Nano Address City State TNaphone Numb-of 00019.algid Parson- a. If atlaum b himself.tlla owner dMlOftatos N/A of- - to MGOKa o Copy of the Llermes Nolico M pruvidod in Section 713-13(1)(b),Fksddo Matinee, TO%Phcnb Number of Porn or EnHIy Dttaigrewd by Omer P. Elprlretkm 9WO of Notice of Conmencelnant(the espirnnon data mey not be before Bin convk ion of censbutsion and filial Payment to the mnlrnetnr,but v40 be ono Yoiltr from Inc data of romtsring unbas a diiforont data is spodGod) WARNING TO OWNER ANY PAYMENTS MADE BY T4rE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1,SECTION 743.13. FL.ORM STATUTES AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF cONMENCENE MUST BE RECORDED AND pOSTEO ON THE JOB SITE BEFORE THE FIRST INSPECTION, IF YOU INTE-ND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCWG WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. U%0 ponWy of pehlcy,I—1 —that 1 have read Inc foregoing notice of cEttm Mid Bud tna raps skated amain are uxr b um Goat of my krtcwiodpa Ortd batiof �,I^1 �! - '- OFF PASCq COUNTY PA9 �y= COUNTY OF C0 Hdlsborou((!t Slonalur n of Ommer a Lesson,or Ownefe m Lessaol A.nhc»tzsd O!ft-roJWrop arYe:t er S+PnaOor)!.Tyleftlmce �7�` The to-goma Instrument welt of ! by_F" h i I k�li 3 11 hi` - , J ryya W aWwmy,e.p.,officer,trustdl,aaurwy In ha)for ( a of panty o of Want !was fed). Pononally Known®OR Produced Wnlitfmktot 13 Notary 51" TyW&kMnUnmto f Fcoduced�� ..�- Ammo PPnnt) .. This forin Dtop—d by Pitii Noll .mar lake$ (vita n(Pfonrla DenZw MY CCon"n"Moron 00 38101♦ ar Eap"s on31rtd23 wpdmatbafrrotfooeonurwnoement,�Seo53P+Ia ��..�, � _ _ _ .o� Date: June 4,2018 \` FL COA#31011 Emilio Castro Tower Engineering Professionals Crown Castle 326 Tryon Road 8000 Avalon Blvd, Suite 700 Raleigh, NC 27603 Alpharetta, GA 30009 (919)661-6351 Subject: Structural Modification Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: A2G0757A Carrier Site Name: N/A Crown Castle Designation: Crown Castle BU Number: 816298 Crown Castle Site Name: Zephyrhills Crown Castle JDE Job Number: 467549 Crown Castle Work Order Number: 1522943 Crown Castle Order Number: 412641 Rev. 1 Engineering Firm Designation: TEP Project Number: 26146.157540 Site Data: 38622 A Ave.,Zephyrhills,Pasco County, FL 33542 Latitude 28013'40.63", Longitude-82010'45.60" 288 Foot-Self-Supporting Tower Dear Emilio Castro, Tower Engineering Professionals is pleased to submit this "Structural Modification Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 1138238, in accordance with order 412641, revision 1. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4: Modified Structure with Existing + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing loading,respectively. This analysis has been performed in accordance with the 2017 Florida Building Code, 6th Edition (2015 International Building Code) based upon an ultimate 3-second gust wind speed of 137 mph converted to a nominal 3-second gust wind speed of 106 mph per Section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category Il were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances listed in Tables 1 and 2 and the attached drawings for the determined available structural capacity to be effective. We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assi tance 9n.this ther projects please give us a call. \\1 Structural analysis prepared by: Jessica,R. Moebs, P.E./AJO N S�TND pP v F 't' i 7 Respectfully submitted by: Q i No. 77387 Adam M.Amortnont, P.E. STATE OF ��� 0�` OR%V G\�► /SfONAL /IIIIIIII June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing Antenna and Cable Information Table 3- Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4) ANALYSIS RESULTS Table 5-Section Capacity (Summary) Table 6-Tower Component Stresses vs. Capacity 4.1) Recommendations 6)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations 8) APPENDIX D Structural Design Drawings tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CCI BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 3 1) INTRODUCTION This tower is a 288-ft self-supporting tower mapped by IETS Engineering Services in October of 2004. The original design standard and wind speed are unknown. The tower has been modified multiple times in the past to accommodate additional loading, however the leg modifications were not considered structurally in this analysis. TEP visited the site in July of 2008 to perform a post modification inspection. All information provided to TEP was assumed to be accurate and complete. 2) ANALYSIS CRITERIA The analysis has been performed in accordance with the ANSIrfIA-222-G-2-2009 Structural Standard for Antenna Supporting Structures and Antennas—Addendum 2 using a nominal 3-second gust wind speed of 106 mph with no ice and 60 mph under service loads with the following design criteria: Type of Analysis: Rigorous Structural Analysis Classification of Structure: Class II Exposure Category: Exposure C Topographic Category: Category 1 Earthquake Category: Not Considered Earthquake effects may be ignored per this standard for site locations where Ss does not exceed 1.0. (Pasco County Max Ss= 0.10 ). Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 2 � Commscope SBNHH-1 D45C w/Mount Pipe i 197.0 1 Nokia FHFB 195.0 1 Nokia FRIJ 2 1-1/4 1 2 Commscope CBC1921-DF-DC-6X 3 SitePro 1 MSFAA Mount 195.0 j1 3 SitePro 1 F VFA12-HD Mount Notes: 1) See"Appendix B-Base Level Drawing"for assumed feed line configuration. tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 4 Table 2-Existing Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) 2(ft) 2 I DBSpectra I DS8A10F36U-D 283.0 1 DBSpectra ATS8TMA10 1 7/8 1 283.0 2 TTower Mounts Side Arm Mount 1 1-5/8 [SO 306-1] 277.0 277.0 1 RFS Celwave PAD8-65AC 1 EW63 1 1 Tower Mounts Pipe Mount[PM 601-1] TTTT65AP-1 XR 206.0 3 Commscope w/Mount Pipe 3 Nokia FZHJ-RRH 1 Ericsson ANT2 0.6 11 HPX JR) 205.0 2 Ericsson TN11/2X 248T/256X HP 2 RFS Celwave APXV9ERR18-C w/Mount Pipe 2 3/8 203.0 APXVERR18-C 3 1-3/16 1 204.0 1 RFS Celwave w/Mount Pipe 1 1-3/8 i 3 Ericsson RRUS 31 B25 3 Ericsson RRUS 11 B26A 9 1 RFS Celwave ACU-A20-N 203.0 3 Tower Mounts Pipe Mount[PM 601-1] 3 Tower Mounts Sector Mount[SM 503-1] 2 Commscope SBNH-1 D65C-SR 198.0 w/Mount Pipe 1 Commscope SBNH-1 D65C-SR 1 1-5/8 1 Andrew TMBXX-6517-A2M 1 1-3/8 2 1 1-1/4 197.0 5 Andrew TMBXX-6517-A2M 1 1,1/4 1 w/Mount Pipe 9 1-5/8 i 195.0 195.0 3 Tower Mounts Sector Mount[SM 307-1] - - 2 3 Tower Mounts Pipe Mount[PM 601-1] 2 Nokia FHFB 194.0 3 Raycap ASU9338TYP01 3 Nokia FRIG 3 Commscope' TMAT1921B78-21A 190.0 1 Nokia FHFB 6 Ante] LPD7905/8 6 CSS X7C-FRO-860-VRO w/Mount Pipe 1 1-3/8 177.0 177.0 3 Ericsson RRUS 32 12 1-5/8 1 i 3 Raycap RHSDC-3315-PF-48 l 3 Tower Mounts Sector Mount[SM 402-1] Notes: 1) Existing equipment 2) Existing equipment to be removed;not considered in this analysis tnxTower Report-version 7.0.5.1 i June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 5 Table 3 -Design Antenna and Cable Information Center Number Number, Feed Mounting Line Antenna Level (ft) Elevation °f Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size (in) i Unknown 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source Geotechnical Report Golder Associates Inc. I 403319 I CCISites j Foundation Mapping EGSci 7318394 CCISites j Tower Mapping Drawings Tower Engineering Professionals 7323090 CCISites Tower Reinforcement Drawings B &T Engineering 1063786 CCISites Post Modification Inspection Tower Engineering Professionals 2280102 CCISites Tower Reinforcement Drawings IETS Engineering Services 1136789 CCISites Post Modification Inspection IETS Engineering Services 2508399 CCISites I Previous Structural Analysis Tower Engineering Professionals 7261117 CCISites 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower and foundation were built in accordance with the manufacturer's specifications. 2) The tower and foundation have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and "Appendix B—Base Level Drawing". 4) All tower components are in sufficient condition to carry their full design capacity. 5) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. 6) All antenna mounts and mounting hardware are structurally sufficient to carry the full design capacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications. It is the carrier's responsibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. TEP did not analyze antennas supporting mounts as part of this structural analysis report. 7) The tower leg reinforcement plates from 0-ft to 150-ft were not considered structurally in this analysis due to missing information regarding the modification details and no PMI having been performed on the modifications. 8) The existing base plate grout was not considered in this analysis. tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 6 9) The following material grades were assumed: a) Connection bolts: A325N b) Anchor bolts:A36 c) Leg grade: A572-50 d) Bracing grade: A36 e) g) Concrete compressive strength: f'c= 3 ksi h) Foundation reinforcement(ties): fy=40 ksi i) Foundation flexural reinforcement: fy=40 ksi This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5-Section Capacity (Summary) Section Elevation(ft) Component Size Critical P(lb) OP.u-0b) % Pass/Fail No. Type Element Capacity T1 287.667-280.084 I Leg L5x5x5/16 3 -957 f 68151 1.4 Pass T2 280.084-272.5 Leg L5x5x5/16 25 -2397 68151 3.5 Pass 5.1 (b) T3 272.5-247.333 Leg L5x5x1/2 46 -13545 138404 9.8 Pass T4 247.333-232.583 Leg L8x8x5/8 114 -31737 343201 9.2 Pass T5 232.583-222.166 Leg L8x8x5/8 152 -39779 385363 10.3 Pass 18.5(b) T6 222.166-209.583 Leg L8x8x5/8 189 -52050 365491 14.2 Pass T7 209.583-197 Leg L8x8x5/8 226 -68352 365491 18.7 Pass 23.4(b) T8 197-181.3 Leg L8x8xl 1/8 263 -89646 574459 15.6 Pass T9 181.3-170.833 Leg L8x8x1 1/8 300 -118735 666923 17.8 Pass 30.5(b) T10 170.833-146.75 Leg L8x8xl 1/8 337 [:T41863 567438 25.0 Pass 37.2(b) T11 146.75-121.667 Leg L8x8x3/4 398 -193756 381148 50.8 Pass T12 121.667-96.5843 Leg L8x8xl 459 -252609 497680 50.8 Pass T13 96.5843-71.5 Leg L8x8xl 1/8 520 -313836 554066 56:6 Pass T14 71.5-51.417 Leg L8x8xl 1/8 581 -379528 618134 61.4 Pass T15 51.417-31.334 Leg LSx8x1 1/8 654 -432981 618134 70.0 Pass T16 31.334-0 Leg L8x8xl 1/8 729 -416546 575107 72.4 Pass T1 287.667-280.084 Diagonal 21-2 1/2x2x3/16x5/16 19 -1033 22393 4.6 Pass T2 280.084-272.5 Diagonal 21-2 1/2x2x3/16x5/16 33 -3322 21328 15.6 Pass T3 272.5-247.333 Diagonal 21-2 1/2x2 1/2x1/4x5/16 71 -8102 24116 33.6 Pass I T4 247.333-232.583 F Diagonal 2L3x2 1/2x1/4x1/4 133 -8102 36624 22.1 Pass i T5 232.583-222.166 1 Diagonal 21-21/2x3x1/4x1/4 170 -10625 42679 24.9 Pass T6 222.166-209.583 Diagonal 21-21/2x31/2x1/4x5/16 207 -12934 41469 31.2 Pass T7 209.583-197 Diagonal 21-2 1/2x3 1/2x1/4x5/16 250 -15539 39835 39.0 Pass T8 197-181.3 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 281 -23424 51755 45.3 Pass T9 181.3-170.833 Diagonal 2L 3 x 3 1/2 x 1/4 x 1/4 318 -22067 49651 44.4 Pass T10 170.833-146.75 Diagonal 21-3 1/2x5x5/16x5/16 365 -38893 88823 43.8 Pass T11 146.75-121.667 Diagonal 21-3 1/2x5x5/16x5/16 426 -43795 82639 53.0 Pass T12 121.667-96.5843 Diagonal 21-3 1/2x5x5/16x5/16 487 -47010 79555 59.1 Pass T13 1 96.5843-71.5 Diagonal 21-3 1/2x5x5/16x5/16 548 -51935 76300 1 68.1 Pass tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CCI BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 7 Section Elevation(ft) Component Size Critical P(lb) mPallow(lb) % Pass/Fail No. Type Element Capacity l T14 71.5-51.417 I Diagonal l 2L 3 1/2 x14 x 1/4 x 1/4 ( 613 -47704 53656 ( 88.9 ( Pass T15 51.417-31.334 Diagonal 21-3 1/2x4x5/16x1/2 686 -49751 67547 73.7 Pass T16 31.334-0 Diagonal 2L5x5x3/8 x1/2 775 -94125 I 144191 65.3 Pass T2 1 280.084-272.5 Horizontal 21-2 1/2x2x3/16x5/16 32 -1978 29914 6.6 Pass T3 272.5-247.333 Horizontal 2L2x2x3/16x5/16 70 1 -4045 21274 19.0 Pass T4 247.333-232.583 Horizontal 21-2 1/2x2x3/16x5/16 132 -5907 26070 22.7 Pass T5 232.583-222.166 Horizontal 21-50 1/2x5/16x5/l6 169 -6803 121635 5.6 Pass 10.1 (b) T6 222.166-209.583 Horizontal 21-3x20/16x5/16 206 -7873 23997 32.8 Pass T8 197-181.3 Horizontal 2L5x3x5/16x5/16 280 -13725 65215 21.0 Pass T9 181.3-170.833 Horizontal 2L6x3.5x5/16"x5/16" 317 -16552 97350 17.0 Pass 24.3(b) T10 170.833-146.75 Horizontal 21-3 1/2x2 1/2x1/4x5/16 364 -19296 34325 56.2 Pass T11 146.75-121.667 Horizontal 21-50 1/2x5/16x5/16 425 -22727 82 337 27.4 Pass 33.4(b) T12 121.667-96.5843 Horizontal 2L4x3x1/4x1/4 486 -26085 35919 72.6 Pass T13 96.5843-71.5 Horizontal 21-40 1/2x5/16xl/4 547 -30700 47676 1 64.4 Pass T14 71.5-51.417 Horizontal 21-3 1/2x2 1/2x1/4 612 -33293 47720 69.8 Pass T15 51.417-31.334 Horizontal 2L3 1/2x2 1/2x1/4 685 -35939 43373 82.9 Pass T16 31.334-0 Horizontal 2L6x4x7/16xl/2 798 -72972 142997 51.0 Pass 54.4(b) T1 287.667-280.084 Top Girt L3x2 1/2x1/4 ( 7 -548 21969 2.5 Pass T3 272.5-247.333 Top Girt L5x3xl/4 49 -3024 29559 10.2 Pass T4 247.333-232.583 Top Girt 21-3 1/2x2 1/2x1/4x5/16 119 -5317 59488 8.9 Pass 12.8(b) T7 209.583-197 Top Girt 2L3x2x3/16x5/16 231 -9460 20890 45.3 Pass T3 272.5-247.333 Redund Horz L2 1/2x2x3/16 79 -241 14792 1.6 Pass 1 Bracing T5 232.583-222.166 Redund Horz L2 1/2x1 1/2x3/16 178 -768 8020 9.6 Pass 1 Bracing T6 222.166-209.583 Redund Horz L2 1/2x2x3/16 215 -915 12457 7.3 Pass 1 Bracing T7 209.583-197 Redund Horz L2 1/2k2x3/16 254 -1369 10964 12.5 Pass 1 Bracing F-:T8 197-181.3 Redund Harz 21-2 1/2x2x3/16xl/4 289 -1400 35270 4.0 Pass 1 Bracing T9 181.3-170.833 Redund Horz L2 1/2x2x3/16 329 -1973 7785 25.3 Pass 1 Bracing T10 170.833-146.75 Redund Horz L2 1/2xl 1/2x3/16 347 -2154 8583 25.1 Pass 1 Bracing T11 146.75-121.667 Redund Horz L21/2x1;1/2x3/16 408 -2937 6691 43.9 Pass 1 Bracing T12 121.667-96.5843 (Redund Horz L2 1/2xl 1/2x3/16 493 -3816 5315 71.8 Pass 1 Bracing T13 96.5843-71.5 Redund Horz L2 1/2x2x3/16 554 -4738 8338 56.8 Pass 1 Bracing T14 71.5-51.417 Redund Horz L2 1/2z2x3/16 592 -5728 8073 70.9 Pass 1 Bracing T15 51.417-31.334 Redund Horz 21-2 1/2x2x3/16xl/4 665 -6532 30173 21.6 I Pass 1 Bracing T16 31.334-0 Redund Horz L2 1/2x2 1/2x1/4(rz) 783 -6309 27022 23.3 Pass 1 Bracing T10 170.833-146.75 Redund Horz L2 1/2x2 1/2x3/16 348 -2154 5682 37.9 Pass 2 Bracing T11 146.75-121.667 Redund Horz L3x3x3/16 409 -2937 7838 37.5 Pass 2 Bracing tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 8 Section Elevation(ft) Component Size Critical P(lb) (PPail,W(lb) % Pass/Fail No. Type Element Capacity T12 121.667-96.5843 Redund Horz L3x3x3/16 502 3816 6278 60.8 Pass 2 Bracing I _ T13 96.5843-71.5 Redund Horz L3x3xl/4 555 -4738 6701 70.7 Pass 2 Bracing T14 71.5-51.417 Redund Horz 21-2 1/2x2 1/2x3/16 593 -5728 7139 80.2 Pass 2 Bracing T15 51.417-31.334 Redund Horz 21-2 1/2 x 2 1/2 x 3/16 x 666 -6532 10583 61.7 Pass 2 Bracing 5/16 T16 31.334-0 Redund Horz L2 1/2x2 1/2xl/4(rz) 801 -6309 9020 69.9 Pass 2 Bracing T16 31.334-0 Redund Horz 2L3x3xl/4xl/2 786 -6309 34650 18.2 Pass 3 Bracing T3 272.5-247.333 Redund Diag L2 1/2x2x3/16 80 -246 5506 4.5 Pass 1 Bracing T5 232.583-222.166 Redund Diag L2 1/2x2x3/16 175 -587 6546 9.0 Pass 1 Bracing T6 222.166-209.583 Redund Diag L2 1/2x2 1/20/16 205 -756 7213 10.5 Pass 1 Bracing T7 209.583-197 Redund Diag L2 1/2x2 1/20/16 255 -1078 6709 16.1 Pass 1 Bracing T8 197-181.3 Redund Diag 2L2 1/2x2x3/16xl/4 279 -1229 21542 5.7 Pass 1 Bracing T9 181.3-170.833 Redund Diag L2 1/2x2 1/2x3/16 313 -1294 6858 18.9 Pass 1 Bracing T10 170.833-146.75 Redund Diag 21-2 1/2x2x3/16xl/4 349 -2328 23648 1 9.8 Pass 1 Bracing T11 146.75-121.667 Redund Diag 21-2 1/2x2x3/16xl/4 410 -2991 20984 14.3 Pass 1 Bracing T12 121.667-96.5843 Redund Diag 21-2 1/2x2x3/16xl/4 503 -3580 20192 17.7 Pass 1 Bracing T13 96.5843-71.5 Redund Diag 2L2 1/2x2x3/16xl/4 556 -4145 19014 21.8 Pass T14 71.5-51.417 Redund Diag 21-2 1/2x2x3/16x1/4 594 -4122 22052 18.7 Pass 1 Bracing T15 51.417-31.334 Redund Diag 2L2 1/2x2x3/16xl/4 667 -4540 21307 21.3 Pass 1 Bracing T16 31.334-0 Redund Diag L2 1/2x2 1/2xl/4(rz) 802 -7341 7564 97.1 Pass 1 Bracing T10 170.833-146.75 Redund Diag 21-2 1/2x2x3/16x1/4 350 -1468 14156 10.4 Pass 2 Bracing T11 146.75-121.667 Redund D9 g 2L2 1/2x2x3/16xl/4 411 I -1932 11948 I 16.2 Pass T12 121.667-96.5843 Redund Diag 2L2 1/2x2x3/16xl/4 496 -2398 10477 22.9 Pass 2 Bracing I I T T13 96.5843-71.5 Redund Diag 2L2 1/2x2x3/16xl/4 565 -2872 9219 31.1 Pass 2 Bracing T14 71.5-51.417 Redund Diag 2L2 1/2x2x3/16x1/4 602 -3791 12503 30.3 Pass 2 Bracing T15 51.417-31.334 Redund Diag 2L2 1/2x2x3/16xl/4 675 -4293 11424 37.6 Pass 2 Bracing T16 31.334-0 Redund Diag L3x3x3/16(rz) 787 -4503 6033 74.6 Pass 2 Bracing T16 31.334-0 Redund Diag 2L 5x3.5x5/16"x3/8" 812 -60683 92618 65.5 Pass 3 Bracing T16 31.334-0 Redund Hip 1 2L2 1/2 x 2 1/2 x 3/16 x 766 -652 42014 1.6 Pass Bracing 5/16 T10 170.833-146.75 Redund Hip 2 L3 1/20 1/2x1/4 388 -90 9624 0.9 Pass Bracing T11 146.75-121.667 Redund Hip 2 21-2 1/2x2 1/2x3/16x5/16 449 -143 10271 1.4 Pass Bracing T12 121.667-96.5843 Redund Hip 2 21-2 1/2x3xl/4xl/4 510 1 -110 11277 1.0 Pass Bracing tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 9 Section Elevation(ft) Component Size Critical P(lb) 0P.11-(lb) % Pass/Fail No. Type Element Capacity - - . in-p - 2 -- - - - T13 96.5843-71.5 Redund 9i 2I 2L21/ x3x1/4x1/4 ( 571 + -114 I 9293 I 1.2 I Pass Bracing T14 71.5-51.417 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 I 640 f -65 13665 0.5 Pass Bracing T15 51.417-31.334 ReBuadl Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 713 66 P 1989 0.6 Pass ng T16 31.334-0 Redund Hip 2 2L2 1/2 x 2 1/2 x 3/16 x 791 -389 16234 2.4 Pass Bracing 5/16 T16 31.334-0 Redund Hip 3 21-2 1/2x3xl/4xl/4 816 -204 9814 2.1 Pass Bracing T10 170.833-146.75 Redund Hip L3 1/2x3 1/2xl/4 389 -151 4487 3.4 Pass Diagonal 2 Bracing T11 146.75-121.667 Redund Hip L3 1/2x3 1/2xl/4 450 -161 3686 4.4 Pass Diagonal 2 Bracing T12 121.667-96.5843 Redund Hip 21-2 1/2x2x3/16xl/4 511 -126 3874 3.2 Pass Diagonal 2 Bracing T13 96.5843-71.5 Redund Hip 21-2 1/2x2x3/16xl/4 572 -127 3296 3.8 Pass Diagonal 2 Bracing T14 71.5-51.417 Redund Hip 21-2 1/2x2x3/16xl/4 641 -76 2972 2.6 Pass Diagonal 2 Bracing T15 51.417-31.334 Redund Hip 21-2 1/2x2x3/16xl/4 714 -70 2637 2.7 Pass Diagonal 2 Bracing T16 31.334-0 Redund Hip 21-2 1/2x2x3/16x1/4 817 -362 6732 5.4 Pass Diagonal 2 Bracing T16 31.334-0 Redund Sub 2L5x5x3/8 813 -61937 110127 56.2 Pass Horz Bracing T16 31.334-0 Redund Sub 2L5x3 1/2x5/16x3/8 794 -64095 110962 57.8 Pass Diagonal Bracing I ' T1 287.667-280.084 Inner Bracing L3x3x3/16 13 -9 6074 I 0.2 Pass T2 280.084-272.5 Inner Bracing L3x3x3/16 42 -2 5078 0.2 Pass T3 272.5-247.333 Inner Bracing L3x3x3/16 55 -47 4308 1.1 Pass T4 247.333-232.583 Inner Bracing L4x4xl/4 125 -84 8568 1.0 Pass T5 232.583-222.166 Inner Bracing L4x4x1/4 187 -4 6811 0.4 Pass T6 222.166-209.583 Inner Bracing L4x4x1/4 224 -5 5876 0.4 Pass I T7 209.583-197 Inner Bracing 2L3x2x3/16x5/16 237 -147 5168 2.8 Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 -11 17736 0.6 Pass T9 181.3-170.833 Inner Bracing L3 1/2x2 1/2x1/4 333 -39 4570 0.9 Pass T10 170.833-146.75 Inner Bracing L3x3x3/16 394 -69 J 5051 1.4 Pass T11 146.75-121.667 Inner Bracing L5x3x1/4 454 -88 6006 1.5 Pass T12 121.667-96.5843 Inner Bracing 2L3 1/2x3 1/2x1/4x5/16 518 -14 13660 0.6 Pass T13 96.5843-71.5 Inner Bracing 21-2x2-1/20/16x5/16 576 I -70 6326 1.1 Pass T14 71.5-51.417 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 646 I -59 5439 1.1 Pass T15 51.417-31.334 Inner Bracing 212 1/2x3xl/4x1/4 721 -14 5166 0.8 Pass T16 31.334-0 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 828 -78 4220 1.8 Pass Summary i Leg(T16) 72.4 Pass i Diagonal 88.9 Pass (T14) tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 10 Section Elevation(ft) Component Size Critical P(lb) 'OP.,—(Ib) % Pass/Fail No. Type Element Capacity ( ( Horizontal l 82.9 Pass I I (T1 5) I Top Girt 45.3 Pass (T7) Redund M Pass Horz 1 Bracing (T12) Redund 80.2 Pass Horz 2 Bracing (T14) Redund 18.2 Pass Horz 3 Bracing (T16) Redund 97.1 Pass Diag 1 Bracing (T16) Redund 74.6 Pass Diag 2 Bracing (T16) Redund 65.5 Pass Diag 3 Bracing (T16) Redund Hip 1.6 Pass 1 Bracing (T16) Redund Hip 2.4 Pass 2 Bracing (T16) Redund Hip 2.1 Pass 3 Bracing (T16) Redund Hip 5.4 Pass Diagonal 2 Bracing (T16) Redund 56.2 Pass Sub Horz Bracing (T16) Redund 57.8 Pass Sub Diagonal Bracing (T16) Inner 2.8 Pass Bracing (T7) Bolt 70.8 Pass -F-1 Checks RATING= 97.1 Pass tnxTower Report-version 7.0.5.1 I I June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 11 Table 6-Tower Component Stresses vs. Capacity—LC4 Notes Component Elevation (ft) % Capacity Pass/Fail 1 I Anchor Rods I - I 70.4 Pass 1 Base Foundation Soil Interaction] - 76.7 Pass 1 Base Foundation Structural - 55.0 Pass Structure Rating (max from all components)= 97.1 Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed. 4.1) Recommendations 1) If the load differs from that described in Tables 1 and 2 of this report, "Appendix B—Base Level Drawing" or the provisions of this',analysis are found to be invalid, another structural analysis should be performed. 2) The modifications depicted in "Appendix D—Structural Design Drawings" shall be installed and, upon completion, inspected. The itower and its foundation have sufficient capacity to carry the proposed load configuration once the proposed modifications are installed. �I I I i I� I, tnxTower Report-version 7.0.5.1 I June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision I Page 12 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 287.7 ft r N Q z q q 2801 ftft I x ^ - F J g Q z z m U m z o N 272.5 ft SYMBOL LIST m =�!2 MARK SIZE MARK ' SIZE A 2L21/2xZc3/16x5/16 N M 2L5x3x5116x5/16 x in ry `" ---- B 2L2 1/24 1/2x1/45116 N 2L6x3.5x5/16"x5/16" x� U C 2L3x2112x1l4x1l4 O L2112x11/2l3116 N / 0 2L21/2x3xl/4xl/4 P 2L21/2x2x3/16xl/4 2473ft E 2L21/2x31/2x1/4x5/16 O L2 i1/2x2x3/16 F 2L 3 1/2 x 4 x 114 x 1/4 R L2 1/2x2 VW116 O Q Z Z G 2L3 x 31/2 x 1/4 x 114 S L31/2x21/2x1/4 2326 ftft H 2L31/2x4x5/16x1/2 T 201/2x3 IQW45/16 N 3 I L3x21/20/4 U 2L21/2x211DC3/16x5116 o o o e m> 3 2L31/2x21/2x1/4x5/16 V 1@ 10A166 m 8 222.2 ft K 2L3x2x3/16x5116 W 1@ 10.4667 x 4 L 2L5x3 1/2x6/l6x5/16 J Z � N /1' Y m m MATERIAL STRENGTH ` w Q 2096ft / GRADE Fy Fu GRADE Fy Fu A572.50 50 ksi 65 ksi A36 36 ksi 58 ksi Y Z J N Y pj N a JJ 1970ft % TOWER DESIGN NOTES 1. Tower is located in Pasco County,Florida. w 2 a 0. a t2 2. Tower designed for Exposure C to the TIA-222-G Standard. x @J m 3. Tower designed for a 106 mph basic wind in accordance with the TIA-222-G Standard. J 1813 ftft / 4. Deflections are based upon a 60 mph wind. // 5. Tower Structure Class II. m a z a Ir m 3 a `L 6. Topographic Category 1 with Crest Height of 0.00 ft 170.8ft 7. TOWER RATING:97.1% a N N 10 � z z R P 51 N Y N 1463ft N �+�i eD o ❑ I O Q mwx N [�XV J 0 N 1217ft N Z N 96.6ft / \ N N N 71.5 ft Id n / ALL REACTIONS LL 1 ARE FACTORED fV i i N 51.4 ft x MAX.CORNER REACTIONS AT BASE. N m DOWN: 5713951b N SHEAR: 1041451b 31.3 ft UPLIFT.' -456646/b SHEAR: 88191/b N N 2;Bx d AXIAL x; \ ! 2624431b x N N N N m % SHEAR MOMENT c 2498219/b 32582228/b-ft 0.0 ft N TORQUE 143364 lb-ft REACTIONS-106 mph WIND o u aS a w m rn � a w m rn '- f9 J J O IS f S K K K K li Tower Engineering Professionals ob:Ze hyrhills(BU 816298) 326 Tryon Road PfOJea'TEP No.26146.157540 Raleigh, NC 27603 Cod mIe Crown Castle 1111ITacbregon S TEP Phone:(919)661-6351 code: TIA-222-G Date:06/04/18 scale: NTS FAX: 919 661-6350 Pam' Dwg No'E-1 I 287.7 It ~� a Z44 2e01ft J Z`Z Z = 272.5ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION x W 1/2"x 4'LRod 287.7 FHFB 195 `x m A 1� N R / 4.5"Dia x 16.5mft Pipe 287.7 FHFB 195 ~,n Platfrom Rail 287.7 FHFB 195 J N Platfrom Rail 287.7 FRIJ 195 N / 12"x 24"Beacon 285 FHFB 195 247.3 ft ^ j DS8A10F36U-D 283 CBC1921-DF-OG6X 195 O 'Q<¢ n i/ DS8A10F36U-D 283 CSC1921-DF-DC-6X 195 z Z - @ /='\ ATS8TMA10 283 Site Pro 1 VFA12-HD 195 N 232.6 ft \ Side Arm Mount[SO 306-11 283 Site Pro 1 VFA12-HD 195 1.7'x 8'Stab Arm 283 Site Pro 1 VFA12-HD 195 _ o O O v > Side Arm Mount[SO 30&1] 283 Site Pro 1 MSFAA 195 x ` 222 2 ftft / 1.7'x TStab Arm 283 Site Pro 1 MSFAA 195 z m i Pipe Mount[PM 601-1] 277 Site Pro 1 MSFAA 195 Y'2 n m m 1.9"dia x 19 long Stabilizer 277 (2)TMBXX-6517-A2M w/Mount Pipe 195 �`y 209.6 ft 2.4"dia.x T 6"Stabilizer 277 SSNHH-1 D45C w/Mount Pipe 195 w A S1 m i PADS-65AC 277 SBNHH-1 D45C w/Mount Pipe 195 leq Y tO N Platfrom Rail 247 ASU9338TYPOl 195 z `� 2 Platfrom Rail 247 TMBXX-6517-A2M wl Mount Pipe 195 197O ftft Platfrom Rail 247 (2)TMBXX-6517-A2M w/Mount Pipe 195 m `�! r Pipe Mount[PM 601-1] 235 SBNH-1 D65GSR w/Mount Pipe 195 a a s o N w �'Ix APXVERRI&C w/Mount Pipe 203 SBNH-i D65GSR w/Mount Pipe 195 / APXV9ERR18-C w/Mount Pipe 203 4"Dia.x 5"Sidelight 183 181.3ft FZHJ-RRH 203 RHSDG331SPF-48 177 O z O� Ul 3 j FZHJ-RRH 203 RHSOG331SPF-48 177 6 FZHJ-RRH 203 RHSDG331SPF-48 177 N 170.8 ft RRUS 31 B25 203 Sector Mount[SM 402-1] 177 RRUS 31 B25 203 Sector Mount[SM 402-1] 177 RRUS 31 B25 203 Sector Mount[SM 402-1] 177 c' RRUS 11 B26A 203 (2)LPD-790518 177 A RRUS 11 B26A 203 (2)LPD-7906/8 177 RRUS 11 B26A 203 (2)LPD-7905/8 177 0 146.8 ft 3 ACU-A20-N 203() (2)VC-FROmWONRO wl Mount Pipe 177 N a `' v // \ El (3)ACLLA20-N 203 (2)X7GFRG860-VR0 w/Mount Pipe 177 o< - v N (3)ACU-A20.N 203 (2)X7GFR0.860.VR0 wl Mount Pipe 177 x n g / (2)TN11I2X 248T/256X HP 203 RRUS 32 177 /x A � 2.4"x 8'Pipe 203 RRUS 32 177 ~ I N ' (2)2.4"x V Pipe 203 RRUS 32 177 i?s121 7 ft 1Z , 2.4"x 8'Pipe 203 (2)2L25x2.5x3/16"mid panel 159 `� Sector Mount[SM 503-1] 203redundant Sector Mount[SM 503-1] 203 (2)2L25x2.5x3/16"mid panel 159 Sector Mount[SM 503-1] 203redundant x Pipe Mount[PM 601-1] 203 (2)2L2.5x2.5x3/16"mid panel 159 redundant aPipe Mount[PM 601-1] 203 x / (2)2L25x2.5x3/16"mid panel 159 Pipe Mount[PM 601-1] 203 redundant 96.6 ft APXV9ERR1&C w/Mount Pipe 203 (2)2L25x25x3/16"mid panel 134.25 Tn765APm1XRw/Moum Pipe 203 redundant TTTT65AP-1XR w/Mount Pipe 203 (2)2L25x2.5x3/16"mid panel 134.25 TTTT65AP-1XR w/Mount Pipe 203redundant ANT2 0.6 11 HPX(TR) 203 (2)2L2.5x25x3/16"mid panel 134.25 Zephyrhills Platform 197redundant (2)2L2.5x2.5x3/16"mid panel 134.25 71 5 ft Platfrrm Rail 197 redundant Platfrom Rail 197 J i•� 4"Dia x 5"Sidelight 105 ASU9338TYP01 195 4"Dia.x 5"Sidelight 105 \\ ASU9338TYPOl 195 u_ o � � � Zephyrhills Platform 97 FRIG 195 �+ FRIG 195 Zephyrhills Platform 97 N a 51.4 ft •\ FRIG 195 WG71 7.67 'cj N WG12 7.67 TMAT1921B78-21A 195 m "� N •.� TMAT1921B78-21A 195 TMAT1921B7&21A 1196 r / 31.3ft SYMBOL LIST MARK SIZE MARK SIZE N N A 21-2 V2x2x3/164/16 M 2L5x3x5A6x5/16 XX m m B 21-2 1/2x212x1/4x5/16 N 21-64.5x5116 6/16" N x N th e C 21-W VZO/41/4 0 1-21/2xi 1/D3/16 x x�c N„� x \ D 2L2 1/2x3xl/4x1/4 P 2L2 1/2x2x3ll6xl/4 N N 'x E 21-2112x312x1/4x5/16 o 1-2112x2x3116 N N F 2L 312 x 4 x 114 x 1/4 R L2112x21124116 0.01t G 21-3 x 31/2 x 114 x 114 S L3112x211DA/4 N c H 21-3 V2x4x5/16x1/2 T 21-31/2x312x1/45116 o N I L3x21/2x1/4 U 21-21/2x212x3/16x5/16 J 21-3 112x212x1/4x5/16 V 1 @ 10.416ol 6 rn c K 2L3xW/16x6/l6 W 1@ 10.4667 0 2 O c 9 e U a E m L 2L5x31/2x5/16x5/16 � - 2n naaaa d rq J J O O F=¢K K 2 Tower Engineering Professionals °b Ze h rhilis(BU 816298) i 326 Tryon Road Project:TEP No.26146.157540 Raleigh, NC 27603 Client:Crown Castle Drawn by--aobregon Appd' TEP Phone:(919)661-6351 Code: TIA-222-G Date:06/04/18 Scale' NTS FAX: 919 661-6350 P8tt Dwg No'E-1 I Job � Page thXT®Wei' Zephyrhills (BU 816298) 1 of 52 Tower Engineering Project I Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Ti77017 Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao g 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-G standard. The following design criteria apply: Tower is located in Pasco County, Florida. Basic wind speed of 106 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,'feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Use Clear Spans For Wind Area 4 SR Leg Bolts Resist Compression. 4 Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable J Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice Bypass Mast Stability Checks Consider Feed Line Torque Always Use Max Kz Use Azimuth Dish Coefficients Include Angle Block Shear Check, Use Special Wind Profile Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.Exemption 4 Include Bolts In Member Capacity Autocalc Torque Aim Areas Use TIA-222-G Tension Splice_Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles 4 Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction 4 Use Diamond Inner Bracing(4 Sided) -�l 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 tnxTower Job Zephyrhills (BU 816298) Page2 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX.-(919)661-6350 aobregon Leg A Leg B Face B Wind 90 a< X m �i Z (D 0 Le D Face D Le C Wind 0 Square Tower Tower Section Geometry Tower Tou•er Assembly Description Section Number Section Section Elevation Database Width of Length Sections Al ft R Tl 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 l 12.58 T8 197.00-181.30 21.20 1 15.70 T9 181.30-170.83 23.14 l 10.47 T10 170.83-146.75 24.43 1 24.08 T 1 1 146.75-121.67 27.41 1 25.08 T 12 121.67-96.58 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 l 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 fit ft Panels in in Tl 287.67-280.08 7.58 K Brace Down No Yes 0.00 0.00 T2 280.08-272.50 7.58 K Brace Domm No Yes 0.00 0.00 T3 272.50-247.33 12.58 KI Down No Yes 0.00 0.00 tnxTower Job Page Zephyrhills (BU 816298) 3 of 52 Tower Engineering Project Date Professimrals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh.NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX (919)661-6350 aobregon Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End fit ft Panels in in T4 247.33-232.58 7.38 K Brace Down No Yes 0.00 0.00 T5 232.58-222.17 10.42 K 1 Down No Yes 0.00 0.00 T6 222.17-209.58 12.58 KI 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 Kl Down No Yes 0.00 0.00 T9 181.30-170.83 10.47 Kl Down No Yes 0.00 0.00 T10 170.83-146.75 24.08 K2 Down No Yes 0.00 0.00 TI 1 146.75-121.67 25.08 K2 Down No Yes 0.00 0.00 T12 121.67-96.58 25.08 K2 Down No Yes 0.00 0.00 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 Sce Grade Type Si_e Grade --ft Tl 287.67-280.08 Equal Angle L5x5x5/16 A572-50 Double Angle 2L2 1/2x2x3/16x5/16 A36 (50 ksi) (36 ksi) T2 280.08-272.50 Equal Angle L5x5x5/16 A572-50 Double Angle 2L2 1/2x2x3/16x5/16 A36 (50 ksi) (36 ksi) T3 272.50-247.33 Equal Angle L5x5xl/2 A572-50 Double Equal 21-2 I/2x2 1/2xl/4x5/16 A36 (50 ksi) Angle (36 ksi) T4 247.33-232.58 Equal Angle L8x8x5/8 A572-50 Double Angle 2L3x2 1/2x1/4xl/4 A36 (50 ksi) (36 ksi) T5 232.58-222.17 Equal Angle L8x8x5/8 A572-50 Double Angle 21-2 1/2x3xl/4xl/4 A36 (50 ksi) (36 ksi) T6 222.17-209.58 Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 1/2x3 1/2xl/4x5/16 A36 (50 ksi) (36 ksi) T7 209.58-197.00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 1/2x3 1/2xl/4x5/16 A36 (50 ksi) (36 ksi) T8 197.00-181.30 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L 3 1/2 x 4 x 1/4 x 1/4 A36 (50 ksi) (36 ksi) T9 181.30-170.83 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L 3 x 3 1/2 x 1/4 x 1/4 A36 (50 ksi) (36 ksi) T10 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L3 1/2x5x5/16x5/16 A36 170.83-146.75 (50 ksi) (36 ksi) TI 1 Equal Angle L8x8x3/4 A572-50 Double Angle 2L3 1/2x5x5/16x5/16 A36 146.75-121.67 (50 ksi) (36 ksi) T12 121.67-96.58 Equal Angle L8x8xl A572-50 Double Angle 21-3 1/2x5x5/16x5/16 A36 (50 ksi) (36 ksi) T13 96.58-71.50 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L3 1/2x5x5/16x5/16 A36 (50 ksi) (36 ksi) T1471.50-51.42 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L3 1/2 x 4 x 1/4 x 1/4 A36 (50 ksi) (36 ksi) T15 51.42-31.33 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L3 1/2x4x5/16xl/2 A36 (50 ksi) (36 ksi) T16 31.33-0.00 Equal Angle L8x8xl 1/8 A572-50 Double Equal 2L5x5x3/8 xl/2 A36 (50 ksi) Angle (36 ksi) WxTower Job Page Zephyrhills (BU 816298) 4 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX (919)661-6350 Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Sire Grade Type Sire Grade f T3 272.50-247.33 Single Angle LSx3xl/4 A36 Flat Bar A36 (36 ksi) (36 ksi) T4 247.33-232.58 Double Angle 21-3 1/2x2 1/2xl/4x5/16 A36 Flat Bar A36 (36 ksi) (36 ksi) T7 209.58-197.00 Double Angle 2L3x2x3/16x5/16 A36 Flat Bar A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Hori_ontal Elevation of Type Size Grade Type Sire Grade Mid ft Girts Tl 287.67-280.08 None Flat Bar A36 Single Angle L3x2 1/2xl/4 A36 (36 ksi) (36 ksi) T2 280.08-272.50 None Flat Bar A36 Double Angle 2L2 1/2x2x3/16x5/16 A36 (36 ksi) (36 ksi) T3 272.50-247.33 None Flat Bar A36 Double Equal 2L2x2x3/16x5/16 A36 (36 ksi) Angle (36 ksi) T4 247.33-232.58 None Flat Bar A36 Double Angle 2L2 1/2x2x3/16x5/16 A36 (36 ksi) (36 ksi) T5 23258-222.17 None Flat Bar A36 Double Angle 2L5x3 1/2x5/16x5/16 A36 (36 ksi) (36 ksi) T6 222.17-209.58 None Flat Bar A36 Double Angle 2L3x2x3/16x5/16 A36 (36 ksi) (36 ksi) T7 209.38-197.00 None Flat Bar A36 Double Angle 2L3x2x3/16x5/16 A36 (36 ksi) (36 ksi) T8 197.00-181.30 None Flat Bar A36 Double Angle 2L5x3x5/16x5/16 A36 (36 ksi) (36 ksi) T9 181.30-170.83 None Flat Bar A36 Double Angle 2L6x3.5x5/16x5/l6" A36 (36 ksi) (36 ksi) T10 None Flat Bar A36 Double Angle 2L3 1/2x2 1/2xl/4x5/16 A36 170.83-146.75 (36 ksi) (36 ksi) Tl I None Flat Bar A36 Double Angle 2L5x3 1/2x5/l6x5/l6 A36 146.75-121.67 (36 ksi) (36 ksi) T12 121.67-96.58 None Flat Bar A36 Double Angle 2L4x3x I/4x 1/4 A36 (36 ksi) (36 ksi) T13 96.58-71.50 None Flat Bar A36 Double Angle 2L4x3 1/2x5/16x1/4 A36 (36 ksi) (36 ksi) T14 71.50-51.42 None Flat Bar A36 Double Angle 21-3 l/2x2 1/2xl/4 A36 (36 ksi) (36 ksi) T15 51.42-31.33 None Flat Bar A36 Double Angle 2L3 1/2x2 1/2xl/4 A36 (36 ksi) (36 ksi) Tl6 31.33-0.00 None Flat Bar A36 Double Angle 2L6x4x7/16xl/2 A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd tnx, Job Page Zephyrhills(BU 816298) 5 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Totter Secondary Secondmy Horizontal Secondary Inner Bracing Inner Bracing Size borer Bracing Elevation Horizontal Type Sire Horizontal Type Grade Grade It T1 287.67-280.08 Equal Angle A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T2 280.08-272.50 Equal Angle A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T3 272.50-247.33 Equal Angle A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T4 247.33-232.58 Equal Angle A36 Equal Angle L4x4x114 A36 (36 ksi) (36 ksi) T5 232.58-222.17 Equal Angle A36 Equal Angle L4x4x1/4 A36 (36 ksi) (36 ksi) T6 222.17-209.58 Equal Angle A36 Equal Angle L4x4x1/4 A36 (36 ksi) (36 ksi) T7209.58-197.00 Equal Angle A36 Double Angle 2L3x2x3/16x5/16 A36 (36 ksi) (36 ksi) T8 197.00-181.30 Equal Angle A36 Single Angle L7x4x3/8 A36 (36 ksi) (36 ksi) T9 181.30-170.83 Equal Angle A36 Single Angle L3 1/2x2 1/2xl/4 A36 (36 ksi) (36 ksi) T10 Equal Angle A36 Equal Angle L3x3x3/16 A36 170.83-146.75 (36 ksi) (36 ksi) TI I Equal Angle A36 SinglAAngle L5x3xl/4 A36 146.75-121.67 (36 ksi) (36 ksi) T12 121.67-96.58 Equal Angle A36 Double Equal 2L3 1/2x3 1/2xl/4x5/16 A36 (36 ksi) Angle (36 ksi) T13 96.58-71.50 Equal Angle A36 Double Angle 2L2x2-l/2x3/l6x5/16 A36 (36 ksi) (36 ksi) T14 71.50-51.42 Equal Angle A36 Double Equal 2L2 1/2x2 1/2x3/16x5/16 A36 (36 ksi) Angle (36 ksi) T15 51.42-31.33 Equal Angle A36 Double Angle 21,2 1/2x3x1/4x1A A36 (36 ksi) (36 ksi) T16 31.33-0.00 Equal Angle A36 Double Equal 21-2 1/2x2 1/2x3/16x5/16 A36 (36 ksi) Angle (36 ksi) Tower Section Geometry cont'd Totrer Redundant Redundam Redundant K Factor Elevation Bracing Type Size Grade fl T3 A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 27250-247.33 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x3/16 I T5 A36 Horizontal(1) Single Angle L21/2xl 1/2x3/16 1 23258-222.17 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x3/16 I T6 A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 222.17-209.58 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 I T7 A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 209.58-197.00 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 I T8 A36 Horizontal(1) Double Angle 2L2 l/2x2x3/l6xl/4 1 197.00-181.30 (36 ksi) Diagonal(1) Double Angle 21-2 1/2x2x3/16xl/4 I T9 A36 Horizontal(I) Single Angle L2 1/2x2x3/16 I 181.30-170.83 (36 ksi) Diagonal(1) Equal Angle L2 l/2x2 1/2x3/16 1 T10 A36 Horizontal(1) Single Angle L2 1/2xl 1/2x3/16 1 170.83-146.75 (36 ksi) Horizontal(2) L2 1/2x2 1/2x3/16 Diagonal(1) Double Angle .21-21/2x2x3/16xl/4 I Diagonal(2) 2L2 1/2x2x3/16x1/4 tnxTower Job Zephyrhills (BU 816298) Page6 of 52 Tower Engineering Project Date Professior:als TEP No. 26146.157540 16:21:19 06/04/18 326 Ttyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Tourer Redundant Redundant Redundant K Factor Elevation Bracing Type Si_e Grade l T11 A36 Horizontal(1) Single Angle L2 l/2xl 1/2x3/16 1 146.75-121.67 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 Diagonal(2) 2L2 1/2x2x3/16xl/4 T12 A36 Horizontal(1) Single Angle L2 1/2xl 1/2x3/16 1 121.67-96.58 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 2L2 1/2x2x3/16xl/4 1 Diagonal(2) 2L2 1/2x2x3/16x 1/4 T13 A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 96.58-71.50 (36 ksi) Horizontal(2) L3x3xl/4 Diagonal(1) Double Angle 2L2 1/2x2x3/16xl/4 1 Diagonal(2) 2L2 1/2x2x3/16x 1 A T14 A36 Horizontal(1) Arbitrary Shape L2 1/2x2x3/16 1.3 71.50-51.42 (36 ksi) Horizontal(2) 21_2 1/2x2 1/2x3/16 Diagonal(l) Double Angle 2L2 1/2x2x3/16xl/4 I Diagonal(2) 2L2 1/2x2x3/16x 1 A T15 A36 Horizontal(1) Double Angle 2L2 1/2x2x3/16xl/4 1 51.42-31.33 (36 ksi) Horizontal(2) 2L2 1/2 x 2 1/2 x 3/16 x 5/16 Diagonal(1) Double Angle 2L2 1/2x2x3/16xl/4 1 Diagonal(2) 2L2 1/2x2x3/16xl/4 T16 A36 Horizontal(1) Arbitrary Shape L2 l/2x2 1/2x1/4(rz) 1 31.33-0.00 (36 ksi) Horizontal(2) L2 1/2x2 1/2x1/4(a) 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/l6"x3/8" Sub-Diagonal Double Angle 2L5x3 1/2x5/16x3/8 1 Sub-Horizontal Double Equal Angle 2L5x5x3/8 I Hip(1) Double Angle 2L2 1/2 x 2 1/2 x 3/16 x 5116 1 Hip(2) 2L2 1/2 x 2 1/2 x 3/16 x 5/16 Hip(3) 2L2 1/2x3xl/4xl/4 Tower Section Geometry cont'd Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. !height iWudt. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Hori_ontals Redrndants ft ft' in in in in T1 0.00 0.31 A36 1.03 1 1.05 24.00 25.50 0.00 287.67-280.08 (36 ksi) T2 0.00 0.31 A36 1.03 1 1.05 24.00 25.50 0.00 280.08-272.50 (36 ksi) T3 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 0.00 272.50-247.33 (36 ksi) T4 0.00 0.31 A36 1.03 1 1.05 22.50 25.50 0.00 247.33-232.58 (36 ksi) T5 0.00 0.31 A36 1.03 1 1.05 19.50 26.50 0.00 232.58-222.17 (36 ksi) T6 0.00 0.31 A36 1.03 1 1.05 25.00 24.00 0.00 222.17-209.58 (36 ksi) T7 0.00 0.31 A36 1.03 1 1.05 25.00 24.00 0.00 209.58-197.00 (36 ksi) T8 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 23.00 197.00-181.30 (36 ksi) T9 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 24.00 181.30-170.83 (36 ksi) tnxTower Job Page Zephyrhills (BU 816298) 7 of 52 Tower Engineeritig Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tipon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobre9orl Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight dlult. Double Angle Doable Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Boll (pet-face) 4, Spacing Spacing Spacing Diagonals Horcontals Redundatus ft ft' in in in in T10 0.00 0.31 A36 1.03 1 1.05 26.50 24.00 24.00 170.83-I46.75 (36 ksi) Tll 0.00 0.31 A36 1.03 1 1.05 21.00 24.00 26.00 146.75-121.67 (36 ksi) T12 0.00 0.31 A36 1.03 1 1.05 22.00 24.00 25.00 121.67-96.58 (36 ksi) T13 0.00 0.31 A36 1.03 1 1.05 24.00 22.00 24.00 96.58-71.50 (36 ksi) T14 0.00 0.31 A36 1.03 1 1.05 21.00 22.00 25.50 71.50-51.42 (36 ksi) T15 0.00 0.31 A36 1.03 1 1.05 23.00 25.50 24.50 51.42-31.33 (36 ksi) T16 31.33-0.00 0.00 0.50 A36 1.03 1 1.05 18.00 25.00 26.00 (36 ksi) Tower Section Geometry cont'd K Factors' Tower Calc Calc Legs X K Single Girts Hori_. Sec. Inner Elevation K K Brace Brace Diags Hori_. Brace Single Solid Diags Dings Angles Rounds X X X X X X X ft 3' Y }' Y T Y Y Tl Yes Yes 1 1 I 1 1 1 1 1 287.67-280.08 1 1 1 1 1 1 1 T2 Yes Yes 1 1 I 1 1 1.2 1 1 280.08-272.50 1 1 1 1 1.2 1 1 T3 Yes Yes 1 1 I I 1 1 1 1 272.50-247.33 1 1 1 1 1 1 1 T4 Yes Yes I 1 I 1 1 I 1 1 247.33-232.58 1 1 1 1 1 1 1 T5 Yes Yes 1 1 I 1 1 1 1 1 232.58-222.17 1 1 1 1 1 1 1 T6 Yes Yes I 1 1 I I 1 1 1 222.17-20958 1 1 1 1 1 1 1 T7 Yes Yes I I I I I I 1 1 209.58-197.00 1 1 1 1 1 1 I T8 Yes Yes 1 I 1 1 1 1.2 1 0.5 197.00-181.30 1 1 1 1 1.2 I 1 T9 Yes Yes I 1 l I 1 1 1 0.5 181.30-170.83 1 1 1 1 1 1 1 TIO Yes Yes 1 1 1 1 1 1 1 0.5 170.83-146.75 1 1 1 1 1 1 1 TI1 Yes Yes I 1 1 I 1 1 1 0.5 146.75-121.67 1 1 1 1 1 1 1 T12 Yes Yes I 1 I 1 I 1 1 0.5 .121.67-96.58 1 1 1 1 1 1 1 T13 Yes Yes 1 1 1 1 I 1 1 0.5 96.58-71.50 1 1 1 1 1 1 1 T14 Yes Yes 1 I 1 1 1 1 1 0.5 71.50-51.42 1 1 1 1 0.5 1 1 TI5 Yes Yes I 1 I I 1 1 1 0.5 51.42-31.33 1 1 1 1 0.5 1 1 T16 Yes Yes 1 1 I 1 1 1 1 0.5 31.33-0.00 1 2 1 1 1 1 1 b Jo WxTower' Zephyrhills (BU 816298) Page8 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 'Note:Kfactors are applied to member segment lengths.K-braces without inner supporting members will hm,e the Kfacior in the out-of-plane direction applied to the overall length. Tower Section Geometry cont'd Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Hori_ontal Short Hori:onlal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in Tl 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 0.75 287.67-280.08 T2 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 0.75 280.08-272.50 T3 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 0.75 272.50-247.33 T4 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 0.75 247.33-232.58 T5 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 0.75 232.58-222.17 T6 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 0.75 222.17-209.58 T7 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 0.75 209.58-197.00 T8 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 0.75 197.00-181.30 T9 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 0.75 181.30-170.83 T10 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 0.75 170.83-146.75 T11 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 0.75 146.75-121.67 T12 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 0.75 121.67-96.58 T13 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 96.58-71.50 T14 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 71.50-51.42 T15 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 51.42-31.33 T16 3 1.3 3-0.001 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 Tower Section Geometry cont'd Tower Leg Leg Diagonal Top Girt Bottom Girt tLtid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Sire No. Bolt Sire No. Bolt Si_e No. Bolt Sire No. Bolt Size No. Bolt Size No. Bolt Sire No. in in in in in in in Tl Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 287.67-280.08 A325N A325N A325N A325N A325N A325N A325N T2 Sleeve DS 0.75 4 0.75 2 0.75 0 0.00 0 0.63 0 0.75 2 0.63 0 280.08-272.50 A325N A325N A325N A325N A325N A325N A325N MxTower Job Page Zephyrhills (BU 816298) 9 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Toirer Leg Leg Diagonal Top Girl Bollom Girl Hid Girt Long Horizontal Short Horizontal Eleration Connection ft Type Bolt Size No. Boll Size No. Bolt Size No. Boll Size No. Boll Size No. Boll Size No. Boll Size No. in in in in in in in T3 Sleeve DS 0.75 8 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 27250-247.33 A325N A325N A325N A325N A325N A325N A325N T4 Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 247.33-232.58 A325N A325N A325N A325N A325N A325N A325N T5 Sleeve DS 0.75 12 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 232.58-222.17 A325N A325N A325N A325N A325N A325N A325N T6 Sleeve DS 0,88 0 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 222.17-209.58 A325N A325N A325N A325N A325N A325N A325N T7 Sleeve DS 0.88 12 0.75 3 0.75 3 0.00 0 0.63 0 075 3 0.63 0 209.58-197.00 A325N A325N A325N A325N A325N A325N A325N T8 Sleeve DS 0.88 0 0.75 4 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 197.00-18130 A325N A325N A325N A325N A325N A325N A325N T9 Sleeve DS 0.88 16 0.75 4 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 181.30-170.83 A325N A325N A325N A325N A325N A325N A325N TIO Sleeve DS 1.00 12 0.75 6 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 170.83-146.75 A325N A325N A325N A325N A325N A325N A325N Tl I Sleeve DS 1.00 16 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 146.75-121.67 A325N A325N A325N A325N A325N A325N A325N T12 Sleeve DS 1.00 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 121.67-96.58 A325N A325N A325N A325N A325N A325N A325N T13 Sleeve DS 1.13 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 063 0 96.58-71.50 A325N A325N A325N A325N A325N A325N A325N T14 Sleeve DS 1.13 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 71.50-51.42 A325N A325N A325N A325N A325N A325N A325N T15 Sleeve DS 1.13 20 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 51.42-31.33 A325N A325N A325N A325N A325N A325N A325N T16 31.33-0.00 Sleeve DS 1.13 20 0.88 5 0.75 0 0.00 0 0.63 0 0.75 4 0.63 0 A325N A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameler Leg ft in (Frac Fit,) Rou, in in in p!f Ladder Rails A No Af(CaAa) 197.00-0.00 -12.00 0.45 2 2 16.00 2.50 2.44 (L2.5x2x3/16) 3.00 Ladder Runes A No Ar(CaAa) 197.00-0.00 -12.00 0.45 1 1 3.00 1.00 2.00 (3/4"SR, 16" wide, 12"step) Ladder Rails D No Af(CaAa) 287.67-197.00 -12700 0.45 2 2 16.00 2.50 2.44 (L2.5x2x3/16) 3.00 Ladder Rungs D No Ar(CaAa) 287.67-197.00 -12.00 0.45 1 1 3.00 1.00 2.00 (3/4"SR,16' wide, 12"step) **A-Face** 1 3/8" A No At(CaAa) 177.00-11.00 0.00 -0.27 1 1 1.38 1.38 0.35 Feedline LDF7-50A(1- A No Ar(CaAa) 177.00-11.00 0.00 -0.25. 12 6 0.50 1.98 0.82 5/8) 5/8"Cable A No Ar(CaAa) 287.67-10.00 -2.00 0.46 1 1 0.63 0.63 0.30 (Lights) 7/16"Cable A No Ar(CaAa) 183.00-10.00 -2.00 0.48 1 1 0.44 0.44 030 (Lights) I"Rigid A No Ar(CaAa) 287.67-10.00 -2.00 0.48 1 1 1.00 1.00 1.13 Job Page WxTower Zephyrhills (BU 816298) 10 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Tj pe Offset Offset Per Spacing Diameter Leg ft in (Frac FTV) Row in in in plf Conduit WG6 Rungs A No Af(CaAa) 285.00-25.00 0.00 -0.25 1 1 3.00 3.08 5.01 WG6 Rails A No Af(CaAa) 285.00-25.00 0.00 -0.25 2 2 41.00 2.50 4.10 3.00 Cage Rail A No Af(CaAa) 33.00-11.00 -0.40 0 1 1 0.00 4.00 7.20 Cage Grate A No Af(CaAa) 33.00-11.00 -0.40 0 1 1 0.00 4.50 5.00 Cage Rail A No Af(CaAa) 33.00-11.00 0.20 0 1 1 0.00 4.00 7.20 Cage Grate A No Af(CaAa) 33.00-11.00 0.20 0 1 1 0.00 4.50 5.00 Cage Rail A No Af(CaAa) 33.00-11.00 0.30 0 1 1 0.00 4.00 7.20 Cage Grate A No Af(CaAa) 33.00-11.00 0.30 0 1 1 0.00 4.50 5.00 Cage Rail A No Af(CaAa) 33.00-11.00 0.40 0 1 1 0.00 4.00 7.20 Cage Grate A No Af(CaAa) 33.00-11.00 0.40 0 1 1 0.00 4.50 5.00 **B-Face** 1 3/16"Hybrid B No Ar(CaAa) 203.00-0.00 0.00 -0.2 3 3 1.19 1.19 0.38 Cable LDF2-50(3/8) B No Ar(CaAa) 203.00-0.00 0.00 -0.15 2 2 0.44 0.44 0.08 1 3/8" B No Ar(CaAa) 203.00-0.00 0.00 -0.1 1 1 1.38 1.38 0.35 Feedline WG1 Rungs B No Af(CaAa) 200.00-0.00 0.00 -0.15 1 1 3.00 0.41 2.30 WG1 Rails B No Af(CaAa) 200.00-0.00 0.00 -0.15 2 2 22.00 1.50 1.23 3.00 EW63 B No Ar(CaAa) 277.00-0.00 0.00 -0.08 1 1 2.01 2.01 0.51 561(1-5/8) B No Ar(CaAa) 283.00-0.00 0.00 -0.05 1 1 0.50 1.63 1.35 7/8"Coax B No Ar(CaAa) 283.00-0.00 0.00 -0.04 1 1 0.88 0.88 0.26 518"dia.coax B No Ar(CaAa) 283.00-0.00 0.00 -0.03 1 1 0.63 0.63 0.15 WG2 Rungs B No Af(CaAa) 285.00-0.00 0.00 -0.05 1 1 3.00 1.63 1.11 WG2 Rails B No Af(CaAa) 285.00-0.00 0.00 -0.05 2 2 26.00 2.00 1.65 3.00 L3x3x3/16" B No Af(CaAa) 122.00-32.00 0.00 0.35 1 1 3.00 3.00 3.71 L3x3x3/16" B No Af(CaAa) 150.00-32.00 0.00 0.25 1 1 3.00 3.00 3.71 L300/16" B No Af(CaAa) 184.00-32.00 0.00 0.15 1 1 3.00 3.00 3.71 **C-Face** EC7-50(1-5/8) C No Ar(CaAa) 195.00-7.00 0.00 -0.25 5 3 2.00 1.97 1.01 0.50 EC7-50(1-5/8) C No Ar(CaAa) 195.00-7.00 0.00 -0.35 4 2 2.00 1.97 1.01 0.50 ASU9323TYP C No Ar(CaAa) 195.00-7.00 0.00 -0.23 3 3 0.50 1.24 1.05 O1(1-1/4) WG3 Rungs C No Af(CaAa) 200.00-12.00 0.00 -0.25 1 1 3.00 1.63 1.11 WG3 Rails C No Af(CaAa) 200.00-12.00 0.00 -0.25 2 2 26.00 2.00 1.65 3.00 WG4 Runes C No Af(CaAa) 200.00-15.00 0.00 0.25 1 1 3.00 1.54 1.23 WG4 Rails C No Af(CaAa) 200.00-15.00 0.00 0.25 2 2 37.00 1.50 1.23 3.00 **D-Face** WG3 Rungs D No Af(CaAa) 226.00-11.00 0.00 0.25 1 1 3.00 1.63 1.11 WG5 Rails D No Af(CaAa) 226.00-I1.00 0.00 0.25 2 2 26.00 2.00 1.65 3.00 1-300/16" D No Af(CaAa) 122.00-32.00 0.00 -0.35 1 1 3.00 3.00 3.71 L3x3x3/16" D No Af(CaAa) 150.00-32.00 0.00 -0.25 1 1 3.00 3.00 3.71 L3x3x3/16" D No Af(CaAa) 184.00-32.00 0.00 -0.15 1 1 3.00 3.00 3.71 Feed Line/Linear Appurtenances - Entered As Area inx,Tower Job Page Zephyrhills (BU 816298) 11 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Description Face Allow Component Placement Total CIA., Weight or Shield Type Number Leg ft fP/p pIf **Leg Plates** PL 0.5x8 A No CaAa(Out Of 146.80-96.60 2 No Ice 0.00 13.61 Face) PL 0.5x8 B No CaAa(Out Of 146.80-96.60 2 No Ice 0.00 13.61 Face) PL 0.5x8 C No CaAa(Out Of 146.80-96.60 2 No Ice 0.00 13.61 Face) PL 0.5x8 D No CaAa(Out Of 146.80-96.60 2 No Ice 0.00 13.61 Face) *** PL 0.625x8 A No CaAa(Out Of 96.60-51.40 2 No Ice 0.00 17.01 Face) PL 0.625x8 B No CaAa(Out Of 96.60-51.40 2 No Ice 0.00 17.01 Face) PL 0.625x8 C No CaAa(Out Of 96.60-51.40 2 No Ice 0.00 17.01 Face) PL 0.625x8 D No CaAa(Out Of 96.60-51.40 2 No Ice 0.00 17.01 Face) *** PL 0.75x8 A No CaAa(Out Of 51.40-31.30 2 No Ice 0.00 20.42 Face) PL 0.75x8 B No CaAa(Out Of 51.40-31.30 2 No Ice 0.00 20.42 Face) PL 0.75x8 C No CaAa(Out Of 51.40-31.30 2 No Ice 0.00 20.42 Face) PL 0.75x8 D No CaAa(Out Of 51.40-31.30 2 No Ice 0.00 20.42 Face) PL 0.875x8 A No CaAa(Out Of 31.30-0.00 2 No Ice 0.00 23.82 Face) PL 0.875x8 B No CaAa(Out Of 31.30-0.00 2 No Ice 0.00 23.82 Face) PL 0.875x8 C No CaAa(Out Of 31.30-0.00 2 No Ice 0.00 23.82 Face) PL 0.875x8 D No CaAa(Out Of 31.30-0.00 2 No Ice 0.00 23.82 Face) Feed Line/Linear Appurtenances Section Areas Tower Tower Face AA AF. C.,A.4 CIA,, Weight Section Elevation In Face Out Face ft fr' p' fP f' 1h T1 287.67-280.08, A 0.000 0.000 7.849 0.000 76 B 0.000 0 000 5.521 0.000 27 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 7.078 0.000 52 T2 280.08-272.50 A 0.000 0.000 11.438 0.000 111 B 0.000 0.000 10.384 0.000 49 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 7.078 0.000 52 T3 272.50-247.33 A 0.000 0.000 37.960 0.000 369 B 0.000 0.000 36.517 0.000 168 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 23.489 0.000 173 T4 247 33-232.58 A 0.000 0.000 22.248 0.000 216 B 0.000 0.000 21.402 0.000 99 tnxToweY Job Page Zephyrhills (BU1 816298) 12 of 52 Totiver Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tlyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 aobregon Tower Tower Face AR AF C.iA.i C,1,4., Weight Section Elevation In Face Out Face fit ft' ft' #2 p2 lb C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 13.767 0.000 101 T5 232.58-222.17 A 0.000 0.000 15.712 0.000 153 B 0.000 0.000 15.114 0.000 70 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 13.316 0.000 89 T6 222.17-209.58 A 0.000 0.000 18.980 0.000 184 B 0.000 0.000 18.258 0.000 84 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 23.541 0.000 142 T7 209.58-197.00 A 0.000 0.000 18.980 0.000 184 B 0.000 0.000 23.455 0.000 108 C 0.000 0.000 5.083 0.000 24 D 0.000 0.000 23.541 0.000 142 T8 197.00-181.30 A 0.000 0.000 38.409 0.000 338 B 0.000 0.000 42.194 0.000 216 C 0.000 0.000 55.977 0.000 295 D 0.000 0.000 16.069 0.000 79 T9 181.30-170.83 A 0.000 0.000 41.514 0.000 291 B 0.000 0.000 32.462 0.000 176 C 0.000 0.000 40.177 0.000 213 D 0.000 0.000 15.046 0.000 85 T10 170.83-146.75 A 0.000 0.000 120.389 0.000 772 B 0.000 0.000 76.318 0.000 418 C 0.000 0.000 92.444 0.000 491 D 0.000 0.000 36.244 0.000 209 Tll 146.75-121.67 A 0.000 0.000 125.388 0.000 1486 B 0.000 0.000 90.503 0.000 1199 C 0.000 0.000 96.282 0.000 1193 D 0.000 0.000 48.765 0.000 981 T12 121.67-96.58 A 0.000 0.000 125.388 0.000 1486 B 0.000 0.000 102.878 0.000 1290 C 0.000 0.000 96.282 0.000 1193 D 0.000 0.000 61.140 0.000 1073 T13 96.58-71.50 A 0.000 0.000 125.394 0.000 1657 B 0.000 0.000 102.883 0.000 1461 C 0.000 0.000 96.287 0.000 1364 D 0.000 0.000 61.143 0.000 1243 T14 71.50-51.42 A 0.000 0.000 100.393 0.000 1326 B 0.000 0.000 82.370 0.000 1170 C 0.000 0.000 77.090 0.000 1092 D 0.000 0.000 48.952 0.000 995 T15 51.42-3133 A 0.000 0.000 109.834 0.000 1544 B 0.000 0.000 81.371 0.000 1299 C 0.000 0.000 77.090 0.000 1228 D 0.000 0.000 47.953 0.000 1125 T16 31.33-0.00 A 0.000 0.000 208.505 0.000 3028 B 0.000 0.000 81.515 0.000 1903 C 0.000 0.000 82.664 0.000 1936 D 0.000 0.000 19.063 0.000 1582 Feed Line Center of Pressure Section Elevation CP_v CPZ cp,v CPZ Ice Ice T in in in in T1 287.67-280.08 -5.59 0.81 -8.83 1.72 T2 280.08-272.50 -6.46 -0.27 -10.26 0.43 I Job Page tnx,Tower Zephyrhills (BU 816298) 13 of 52 Tower Engineering Project Date Professionals ;TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 i Section Eleration CP_Y CPZ j C'.v CPZ Ice Jce ft in in in in T3 272.50-247.33 -7.09 -0.44 -11.24 0.37 T4 247.33-232.58 -7.22 -0.38 -11.44 0.49 T5 232.58-222.17 -7.61 0.66 -12.10 2.20 T6 222.17-209.58 -9.12 2.54 ! -14.58 5.42 T7 20958-197.00 -8.13 1.17 -12.73 3.69 T8 197.00-18130 0.70 -7.09 -0.93 -8.19 T9 181.30-170.83 -0.80 -5.36 ! -1.90 -6.31 T10 170.83-146.75 -2.44 -4.97 -3.55 -6.01 Tll 146.75-121.67 -1.60 -5.20 -2.12 -6.29 T12 121.67-96.58 0.09 5.49 0.43 -6.64 T13 9658-71.50 -0.11 -5.95 0.44 -7.20 T14 71.50-51.42 -0.13 -6.02 ! 0.43 -7.28 T15 51.42-31.33 -2.43 -6.27 -1.95 -7.59 T16 31.33-0.00 -19.42 -9.26 -20.69 -12.34 Shiel' in Factor Ka Tower Feed Line Description Feed Line' K" K. Section Record No. Sewuent Eler. No Ice Ice T1 6 Ladder Rails(L2.5x2x3/16) 280.08- 0.6000 0.6000 287.67 Tl 7 Ladder Rungs(3/4"SR, 16" 280.08- 0.6000 0.6000 wide,12"step) 287.87 T1 16 5/8"Cable(Lights) 280.08- 0.6000 0.6000 287.67 Tl 18 1"Rigid Conduit 280.08- 0.6000 0.6000 - 287.67 Tl 24 WG6 Rungs 280.08- 0.6000 0.6000 285.00 T1 25 WG6 Rails 280.08- 0.6000 0.6000 285.60 Tl 44 561(1-5/8) 280.08- 0.6000 0.6000 283.60 Tl 45 7/8"Coax 280.08- 0.6000 0.6000 283.60 Tl 47 5/8"dia.coax 280.08- 0.6000 0.6000 283.60 Tl 50 WG2 Rungs 280.08- 0.6000 0.6000 285.60 Tl 51 WG2 Rails 280.08- 0.6000 0.6000 285.00 T2 6 Ladder Rails(1-2.5xW/16) 272.56- 0.6000 0.6000 280.68 T2 7 Ladder Rungs(3/4"SR 16" 272.50- 0.6000 0.6000 wide,12"step) 280.08 T2 16 .5/8"Cable(Lights) 272.50- 0.6000 0.6000 280.08 T2 18 1"Rigid Conduit 272.56- 0.6000 0.6000 280.08 T2 24 WG6 Rungs 272.50- 0.6000 0.6000 280.68 T2 25 WG6 Rails 272.50- 0.6000 0.6000 280.08 T2 43 EW63 272.50- 0.6000 0.6000 277.00 I I Job Page tnxTower Zephyrhills'(BU 816298) 14 of 52 Tower Engineering Project Date Projessiwtals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 Tower Feed Line Description Feed Line K. K Section Record No. Segment Elev. No Ice Ice T2 44 561(1-5/8) 272.50- 0.6000 0.6000 280.08 T2 45 7/8"Coax 272.50- 0.6000 0.6000 280.08 T2 47 5/8"dia.coax 272.50- 0.6000 0.6000 280.08 T2 50 WG2 Rungs 272.50- 0.6000 0.6000 280.08 T2 51 WG2 Rails 272.50- 0.6000 0.6000 280.08 T3 6 Ladder Rails(L2.5x2x3/16) 247.33- 0.6000 0.6000 272.50 T3 7 Ladder Rungs(3/4"SR, 16" 247.33- 0.6000 0.6000 wide,12"step) 272.50 T3 16 5/8"Cable(Lights) 247.33- 0.6000 0.6000 272.50 T3 18 1"Rigid Conduit 247.33- 0.6000 0.6000 272.50 T3 24 WG6 Rungs 247.33- 0.6000 0.6000 272.50 T3 25 WG6 Rails 247.33- 0.6000 0.6000 272.50 T3 43 EW63 247.33- 0.6000 0.6000 272.50 T3 44 561(1-5/8) 247.33- 0.6000 0.6000 272.50 T3 45 7/8"Coax 247.33- 0.6000 0.6000 272.50 T3 47 5/8"dia.coax 247.33- 0.6000 0.6000 272.50 T3 50 WG2 Rungs 247.33- 0.6000 0.6000 272.50 T3 51 WG2 Rails 247.33- 0.6000 0.6000 272.50 T4 6 Ladder Rails(1-2.5xW/16) 232.58- 0.6000 0.6000 247.33 T4 7 Ladder Rungs(3/4"SR,16" 232.58- 0.6000 0.6000 wide, 12"step) 247.33 T4 16 5/8"Cable(Lights) 232.58- 0.6000 0.6000 247.33 T4 18 1"Rigid Conduit 232.58- 0.6000 0.6000 247.33 T4 24 WG6 Rungs 232.58- 0.6000 0.6000 247.33 T4 25 WG6 Rails 232.58- 0.6000 0.6000 247.33 T4 43 EW63 232.58- 0.6000 0.6000 247.33 T4 44 561(1-5/8) 232.58- 0.6000 0.6000 247.33 T4 45 7/8"Coax 232.58- 0.6000 0.6000 247.33 T4 47 5/8"dia.coax 232.58- 0.6000 0.6000 247.33 T4 50 WG2 Rungs 232.58- 0.6000 0.6000 247.33 T4 51 WG2 Rails 232.58- 0.6000 0.6000 247.33 T5 6 Ladder Rails(L2.5x2x3/16) 222.17- 0.6000 0.6000 232.58 T5 7 Ladder Rungs(3/4"SR, 16" 222.17- 0.6000 0.6000 wide, 12"step) 232.58 tnx,Tower Job Zephyrhills (BU 816298) Page15 of 52 Totiver Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao 9 Tower Feed Line Description Feed Line K K. Section Record No. Se meat Eler. No Ice Ice T5 16 5/8"Cable(Lights) 222.17- 0.6000 0.6000 232.58 T5 18 1"Rigid Conduit 222.17- 0.6000 0.6000 232.58 T5 24 WG6 Rungs 222.17- 0.6000 0.6000 232.58 T5 25 WG6 Rails 222.17- 0.6000 0.6000 232.58 T5 43 EW63 222.17- 0.6000 0.6000 232.58 T5 44 561(1-5/8) 222.17- 0.6000 0.6000 232.58 T5 45 7/8"Coax 222.17- 0.6000 0.6000 232.58 T5 47 5/8"dia.coax 222.17- 0.6000 0.6000 232.58 T5 50 WG2 Rungs 222.17- 0.6000 0.6000 232.58 T5 51 WG2 Rails 222.17- 0.6000 0.6000 232.58 T5 78 WG5 Rungs 222.17- 0.6000 0.6000 226.00 T5 79 WG5 Rails 222.17- 0.6000 0.6000 226'.00 T6 6 Ladder Rails(L2.5x2x3/16) 209.58- 0.6000 0.6000 222.17 T6 7 Ladder Rungs(3/4"SR,16" 209.58- 0.6000 0.6000 wide, 12"step) 222.17 T6 16 5/8"Cable(Lights) 209.58- 0.6000 0.6000 222.17 T6 18 I"Rigid Conduit 209.58- 0.6000 0.6000 222.17 T6 24 WG6 Rungs 209.58- 0.6000 0.6000 222:17 T6 25 WG6 Rails 209.58- 0.6000 0.6000 222.17 T6 43 EW63 209.58- 0.6000 0.6000 222.17 T6 44 561(1-5/8) 209.58- 0.6000 0.6000 222.17 T6 45 7/8"Coax 209.58- 0.6000 0.6000 222.17 T6 47 518"dia.coax 209.58- 0.6000 0.6000 222.17 T6 50 WG2 Rungs 209.58- 0.6000 0.6000 222.17 T6 51 WG2 Rails 209.58- 0.6000 0.6000 222.17 T6 78 WG5 Rungs 209.58- 0.6000 0.6000 222.17 T6 79 WG5 Rails 209.58- 0.6000 0.6000 222.17 T7 6 Ladder Rails(L2.5x2x3/16) 197.00- 0.6000 0.6000 209.58 T7 7 Ladder Rungs(3/4"SR, 16" 197.00- 0.6000 0.6000 wide,12"step) 209.58 T7 16 5/8"Cable(Lights) 197.00- 0.6000 0.6000 209.58 T7 18 1"Rigid Conduit 197.00- 0.6000 0.6000 209.58 T7 24 WG6 Rungs 197.00- 0.6000 0.6000 209.58 tnxTower Job Zephyrhills (BU 816298) Page16 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Trpon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 Tower Feed Line Description Feed Line K K. Section Record No. Segment Elev. No Ice Ice T7 25 WG6 Rails 197.00- 0.6000 0.6000 209.58 T7 37 1 3/16"Hybrid Cable 197.00- 0.6000 0.6000 203.00 T7 38 LDF2-50(3/8) 197.00- 0.6000 0.6000 203.00 T7 39 1 3/8"Feedline 197.00- 0.6000 0.6000 203.00 T7 41 WGl Rungs 197.00- 0.6000 0"6000 200.00 T7 42 WGl Rails 197.00- 0.6000 0.6000 200.00 T7 43 EW63 197.00- 0.6000 0.6000 209.58 T7 44 561(1-5/8) 197.00- 0.6000 0.6000 209.58 T7 45 7/8"Coax 197.00- 0.6000 0.6000 209.58 T7 47 5/8"dia.coax 197.00- 0.6000 0.6000 209.58 T7 50 WG2 Rungs 197.00- 0.6000 0.6000 209.58 T7 51 WG2 Rails 197.00- 0.6000 0.6000 209.58 T7 66 WG3 Rungs 197.00- 0.6000 0.6000 200.00 T7 67 WG3 Rails 197.00- 0.6000 0"6000 200.00 T7 72 WG4 Rungs 197.00- 0.6000 0.6000 200.00 T7 73 WG4 Rails 197.00- 0.6000 0.6000 200.00 T7 78 WG5 Rungs 197.00- 0.6000 0.6000 209.58 T7 79 WG5 Rails 197.00- 0.6000 0.6000 209.58 T8 2 Ladder Rails(L2.5x2x3/16) 181.30- 0.6000 0.6000 197.00 TS 3 Ladder Rungs(3/4"SR,16" 181.30- 0.6000 0.6000 wide, 12"step) 197.00 T8 16 5/8"Cable(Lights) 181.30- 0.6000 0.6000 197.00 T8 17 7/16"Cable(Lights) 181.30- 0.6000 0.6000 183.00 T8 18 1"Rigid Conduit 181.30- 0.6000 0.6000 197.00 T8 24 WG6 Rungs 181.30- 0.6000 0.6000 197.00 T8 25 WG6 Rails 181.30- 0.6000 0.6000 197.00 T8 37 1 3/16"Hybrid Cable 181.30- 0.6000 0.6000 197.00 T8 38 LDF2-50(3/8) 181.30- 0.6000 0.6000 197.00 T8 39 1 3/8"Feedline 181.30- 0.6000 0.6000 197.00 T8 41 WGl Rungs 181.30- 0.6000 0.6000 197.00 T8 42 WG1 Rails 181.30- 0.6000 0.6000 197.00 T8 43 EW63 181.30- 0.6000 0.6000 197.00 tnx,Tower Job Page Zephyrhills (BU 816298) 17 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Tower Feed Line Desci iption Feed Line K. K Section Record No. Se meat Elev. No Ice Ice T8 44 561(1-5/8) 18130- 0.6000 0.6000 197.00 T8 45 7/8"Coax 181.30- 0.6000 0.6000 197.00 T8 47 5/8"dia.coax 181.30- 0.6000 0.6000 197.00 T8 50 WG2 Rungs 181.30- 0.6000 0.6000 197.00 T8 51 WG2 Rails 181.30- 0.6000 0.6000 197.00 T8 54 L3x3x3/16" 181.30- 0.6000 0.6000 184.00 T8 56 EC7-50(1-5/8) 181.30- 0.6000 0.6000 195.00 T8 57 EC7-50(1-5/8) 181.30- 0.6000 0.6000 195.00 T8 61 ASU9323TYP01(I-1/4) 181.30- 0.6000 0.6000 195.00 T8 66 WG3 Rungs 181.30- 0.6000 0.6000 197.00 T8 67 WG3 Rails 181.30- 0.6000 0.6000 197.00 T8 72 WG4 Rungs 181.30- 0.6000 0.6000 197.00 T8 73 WG4 Rails 181.30- 0.6000 0.6000 197.00 T8 78 WG5 Rungs 18130- 0.6000 0.6000 19T.00 T8 79 WG5 Rails 181.30- 0.6000 0.6000 197.00 T8 82 L3x30/16" 181.30- 0.6000 0.6000 184.00 T9 2 Ladder Rails(L2.5x2x3/16) 170.83- 0.6000 0.6000 181.30 T9 3 Ladder Rungs(3/4"SR, 16" 170.8'3- 0.6000 0.6000 wide, 12"step) 181.30 T9 10 1 3/8"Feedline 170.83- 0.6000 0.6000 177.00 T9 11 LDF7-SOA(1-5/8) 170.83- 0.6000 0.6000 177.00 T9 16 5/8"Cable(Lights) 170.83- 0.6000 0.6000 181.30 T9 17 7/16"Cable(Lights) 170.83- 0.6000 0.6000 181.30 T9 18 1"Rigid Conduit 170.83- 0.6000 0.6000 181.30 T9 24 WG6 Rungs 170.83- 0.6000 0.6000 181.30 T9 25 WG6 Rails 170.83- 0.6000 0.6000 181.30 T9 37 1 3/16"Hybrid Cable 170.83- 0.6000 0.6000 181.30 T9 38 LDF2-50(3/8) 170.83- 0.6000 0.6000 181.30 T9 39 1 3/8"Feedline 170.83- 0.6000 0.6000 181.30 T9 41 WGl Rungs 170.83- 0.6000 0.6000 181.30 T9 42 WG1 Rails 170.83- 0.6000 0.6000 181.30 T9 43 EW63 170.83- 0.6000 0.6000 181.30 b tnxTower Jo Zephyrhills (BU 816298) Page18 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tq on Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon F.9X.•(919)661-6350 Tower Feed Lune Description Feed Line Ku K. Section Record No. Se went Elev. No Ice Ice T9 44 561(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 45 7/8"Coax 170.83- 0.6000 0.6000 181.30 T9 47 5/8"dia.coax 170.83- 0.6000 0.6000 181.30 T9 50 WG2 Rungs 170.83- 0.6000 0.6000 181.30 T9 51 WG2 Rails 170.83- 0.6000 0.6000 181.30 T9 54 L3x3x3/16" 170.83- 0.6000 0.6000 181.30 T9 56 EC7-50(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 57 EC7-50(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 61 ASU9323TYPOl(I-1/4) 170.83- 0.6000 0.6000 181.30 T9 66 WG3 Rungs 170.83- 0.6000 0.6000 181.30 T9 67 WG3 Rails 170.83- 0.6000 0.6000 181.30 T9 72 WG4 Rungs 170.83- 0.6000 0.6000 181.30 T9 73 WG4 Rails 170.83- 0.6000 0.6000 181.30 T9 78 WG5 Rungs 170.83- 0.6000 0.6000 181.30 T9 79 WG5 Rails 170.83- 0.6000 0.6000 181.30 T9 82 L3x3x3/16" 170.83- 0.6000 0.6000 181.30 T10 2 Ladder Rails(L2.5x2x3/16) 146.75- 0.6000 0.6000 170.83 T10 3 Ladder Rungs(3/4"SR, 16" 146.75- 0.6000 0.6000 wide, 12"step) 170.83 T10 10 1 3/8"Feedline 146.75- 0.6000 0.6000 170.83 T10 11 LDF7-50A(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 16 5/8"Cable(Lights) 146.75- 0.6000 0.6000 170.83 T10 17 7/16"Cable(Lights) 146.75- 0.6000 046000 170.83 TIO 18 1"Risid Conduit 146.75- 0.6000 0.6000 170.83 T10 24 WG6 Rungs 146.75- 0.6000 0.6000 170.83 T10 25 WG6 Rails 146.75- 0.6000 0.6000 170.83 T10 37 1 3/16"Hybrid Cable 146.75- 0.6000 0.6000 170.83 T10 38 LDF2-50(3/8) 146.75- 0.6000 0.6000 170.83 T10 39 1 3/8"Feedline 146.75- 0.6000 0.6000 170.83 T10 41 WG1 Rungs 146.75- 0.6000 0.6000 170.83 T10 42 WG1 Rails 146.75- 0.6000 0.6000 170.83 T10 43 EW63 146.75- 0.6000 0.6000 170.83 tnxTower Job Page Zephyrhills (BU 816298) 19 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregorl Toirer Feed Line Description Feed Line K. K. Section Record No. Segment Elev. No Ice Ice TIO 44 561(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 45 7/8"Coax 146.75- 0.6000 0.6000 170.83 T10 47 5/8"dia.coax 146.75- 0.6000 0.6000 170.83 T10 50 WG2 Rungs 146.75- 0.6000 0.6000 170.83 TIO 51 WG2 Rails 146;75- 0.6000 0.6000 170.83 T10 53 L3x3x3/16" 146.75- 0.6000 0.6000 150.00 T10 54 L3x3x3/16" 146.75- 0.6000 0.6000 170.83 TIO 56 EC7-50(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 57 EC7-50(1-5/8) 146.75- 0.6000 0.6000 170.83 TIO 61 ASU9323TYP01(1-1/4) 146.75- 0.6000 0.6000 170.83 T10 66 WG3 Rungs 146.75- 0.6000 0.6000 170.83 T10 67 WG3 Rails 146.75- 0.6000 0.6000 170.83 TIO 72 WG4 Rungs 146.75- 0.6000 0.6000 170.83 T10 73 WG4 Rails 146.75- 0.6000 0.6000 170.83 T10 78 WG5 Rungs 146.75- 0.6000 0.6000 170.83 TIO 79 WG5 Rails 146.75-, 0.6000 0.6000 170.83 T10 81 L3x3x3/16" 146.75- 0.6000 0.6000 150.00 T10 82 L3x3x3/16" 146.75- 0.6000 0.6000 170.83 Tit 2 Ladder Rails(L2.5x2x3/16) 121.67- 0.6000 0.6000 146.75 Tit 3 Ladder Rungs(3/4"SR,16" 121.67- 0.6000 0.6000 wide, 12"step) 146.75 Tit 10 1 3/8"Feedline 121.67- 0.6000 0.6000 146.75 Tit 11 LDF7-50A(1-5/8) 121.67- 0.6000 0.6000 146.75 Tit 16 5/8"Cable(Lights) 121.67- 0.6000 0.6000 146.75 T1 1 17 7/16"Cable(Lights) 121.67- 0.6000 0.6000 146.75 Tl 1 18 1"Rigid Conduit 121.67- 0.6000 0.6000 146.75 Tit 24 WG6 Rungs 121.67- 0.6000 0.6000 146.75 Tit 25 WG6 Rails 121.67- 0.6000 0.6000 146.75 Tl 1 37 1 3/16"Hybrid Cable 121.67- 0.6000 0.6000 146.75 Tit 38 LDF2-50(3/8) 121.67- 0.6000 0.6000 146.75 Tit 39 1 3/8"Feedline 121.67- 0.6000 0.6000 146.75 Tit 41 WG1 Rungs 121.67- 0.6000 0.6000 146.75 b tnxTower Jo Zephyrhills (BU 816298) Page20 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Tower Feed Line Description Feed Line K" Ka Section Record No. Se inert Eler. No Ice Ice TII 42 WGl Rails 121.67- 0.6000 0.6000 146.75 TII 43 EW63 121.67- 0.6000 0.6000 146.75 Tll 44 561(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 45 7/8"Coax 121.67- 0.6000 0.6000 146.75 TII 47 5/8"dia.coax 121.67- 0.6000 0.6000 146.75 Tl I 50 WG2 Rungs 121.67- 0.6000 0.6000 146.75 Tl I 51 WG2 Rails 121.67- 0.6000 0.6000 146.75 Tll 52 L3x3x3/16" 121.67- 0.6000 0.6000 122.00 Tll 53 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 Tll 54 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 Tll 56 EC7-50(1-5/8) 121.67- 0.6000 0.6000 146.75 Tll 57 EC7-50(1-5/8) 121.67- 0.6000 0.6000 146.75 Tll 61 ASU9323TYP01(I-1/4) 121.67- 0.6000 0.6000 146.75 Tll 66 WG3 Rungs 121.67- 0.6000 0.6000 146.75 Tll 67 WG3 Rails 121.67- 0.6000 0.6000 146.75 Tl I 72 WG4 Rungs 121.67- 0.6000 0.6000 146.75 Tll 73 WG4 Rails 121.67- 0.6000 0.6000 146.75 Tl I 78 WG5 Rungs 121.67- 0.6000 0.6000 146.75 Tl 1 79 WG5 Rails 121.67- 0.6000 0.6000 146.75 TII 80 L3x3x3/16" 121.67- 0.6000 0.6000 122.00 TII 81 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 Tll 82 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T12 2 Ladder Rails(L2.5x2x3/16) 96.58-121.67 0.6000 0.6000 T12 3 Ladder Runes(3/4"SR,16" 96.58-121.67 0.6000 0.6000 wide,12"step) T12 10 1 3/8"Feedline 96.58-121.67 0.6000 0.6000 T12 I I LDF7-50A(I-5/8) 96.58-121.67 0.6000 0.6000 T12 16 5/8"Cable(Lights) 96.58-121.67 0.6000 0.6000 T12 17 7/16"Cable(Lights) 96.58-121.67 0.6000 0.6000 T12 18 1"Rigid Conduit 96.58-121.67 0.6000 0.6000 T12 24 WG6 Rungs 96.58-121.67 0.6000 0.6000 T12 25 WG6 Rails 96.58-121.67 0.6000 0.6000 T12 37 1 3/16"Hybrid Cable 96.58-121.67 0.6000 0.6000 T12 38 LDF2-50(3/8) 96.58-121.67 0.6000 0.6000 T12 39 1 3/8"Feedline 96.58-121.67 0.6000 0.6000 T12 41 WGl Rungs 96.58-121.67 0.6000 0.6000 T12 42 WGl Rails 96.58-121.67 0.6000 0.6000 T12 43 EW63 96.58-121.67 0.6000 0.6000 T12 44 561(1-5/8) 96.58-121.67 0.6000 0.6000 T12 45 7/8"Coax 96.58-121.67 0.6000 0.6000 tnx,Towe� Job Zephyrhills (BU 816298) Page of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobre on FA :(919)661-6350 9 Toirer Feed Line Description F96.58 ed Line K. K. Section Record No. ment Elev. No Ice ice T12 47 5/8"dia.coax8-121.67 0.6000 0.6000 T12 50 WG2 Rungs -121.67 0.6000 0.6000 T12 51 WG2 Rails8-121.67 0.6000 0.6000 T12 52 L3x3x3/16" 8-121.67 0.6000 0.6000 T12 53 L3x3x3/16" 96.58-121.67 0.6000 0.6000 T12 54 L3x3x3/16" 96.58-121.67 0.6000 0.6000 T12 56 EC7-50(1-5/8) 96.58-121.67 0.6000 0.6000 T12 57 EC7-50(1-5/8) 96.58-121'.67 0.6000 0.6000 T12 61 ASU9323TYP01(1-1/4) 96.58-12167 0.6000 0.6000 T12 66 WG3 Rungs 9658-121.67 0.6000 0.6000 T12 67 WG3 Rails 96.58-121.67 0.6000 0.6000 T12 72 WG4 Rungs 96.58-121767 0.6000 0.6000 T12 73 WG4 Rails 96.58-121 L67 0.6000 0.6000 T12 78 WG5 Rungs 96.58-121.67 0.6000 0.6000 T12 79 WG5 Rails 96.58-121.67 0.6000 0.6000 T12 80 L3x3x3/16" 96.58-121.:67 0.6000 0.6000 T12 81 L3x3x3/16" 96.58-121.67 0.6000 0.6000 T12 82 L3x3x3/16" 96.58-121.67 0.6000 0.6000 T13 2 Ladder Rails(L2.5x2x3/16) 71.50-96.58 0.6000 0.6000 T13 3 Ladder Rungs(3/4"SR, 16" 71.50-96.58 0.6000 0.6000 wide, 12"step) T13 10 1 3/8"Feedline 71.50-96.58 0.6000 0.6000 T13 I I LDF7-50A(I-5/8) 71.50-96.58 0.6000 0.6000 T13 16 5/8"Cable(Lights) 71.50-96.58 0.6000 0.6000 T13 17 7/16"Cable(Lights) 71.50-96.58 0.6000 0.6000 T13 18 1"Rigid Conduit 71.50-96.58 0.6000 0.6000 T13 24 WG6 Rungs 71.50-96.58 0.6000 0.6000 T13 25 WG6 Rails 71.50-96.58 0.6000 0.6000 T13 37 1 3/16"Hybrid Cable 71.50-96.58 0.6000 0.6000 T13 38 LDF2-50(3/8) 71.50-96.58 0.6000 0.6000 T13 39 1 3/8"Feedline 71.50-96.58 0.6000 0.6000 T13 41 WGl Rungs 71.50-96.58 0.6000 0.6000 T13 42 WG1 Rails 71.50-96.58 0.6000 0.6000 T13 43 EW63 71.50-96.58 0.6000 0.6000 T13 44 561(1-5/8) 71.50-96.58 , 0.6000 0.6000 T13 45 7/8"Coax 71.50-96.58 0.6000 0.6000 T13 47 518"dia.coax 71.50-96.58 0.6000 0.6000 T13 50 WG2 Rungs 71.50-96.58 0.6000 0.6000 T13 51 WG2 Rails 71.50-96.58 0.6000 0.6000 T13 52 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T13 53 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T13 54 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T13 56 EC7-50(1-5/8) 71.50-96.58 0.6000 0.6000 T13 57 EC7-50(1-5/8) 71.50-96.58 0.6000 0.6000 T13 61 ASU9323TYP01(I-1/4) 71.50-96.58 0.6000 0.6000 T13 66 WG3 Rungs 71.50-96.58 0.6000 0.6000 T13 67 WG3 Rails 71.50-96.58 0.6000 0.6000 T13 72 WG4 Rungs 71.50-96.58 0.6000 0.6000 T13 73 WG4 Rails 71.50-96.58 0.6000 0.6000 T13 78 WG5 Rungs 71.50-96.58 0.6000 0.6000 T13 79 WG5 Rails 71.50-96.58 0.6000 0.6000 T13 80 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T13 81 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T13 82 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T14 2 Ladder Rails(L2.5x2x3/16) 51.42-71.50 0.6000 0.6000 T14 3 Ladder Rungs(3/4"SR, 16" 51.42-71.50 0.6000 0.6000 wide, 12"step) T14 10 1 3/8"Feedline 51.42-71.50 0.6000 0.6000 T14 I 1 LDF7-50A(I-5/8) 51.42-71.50 0.6000 0.6000 T14 16 5/8"Cable(Lights) 51.42-71.50 0.6000 0.6000 T14 17 7/16"Cable(Lights) 51.42-71.50 0.6000 0.6000 T14 I8 1"Rigid Conduit 51.42-71.50 0.6000 0.6000 Job Page WxTower Zephyrhills (BU 816298) 22 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aObregOrl Toirer Feed Line Description Feed Line K. K. Section Record No. Se meat Elev. No Ice Ice T14 24 WG6 Rungs 51.42-71.50 0.6000 0.6000 T14 25 WG6 Rails 51.42-71.50 0.6000 0.6000 T14 37 1 3/16"Hybrid Cable 51.42-71.50 0.6000 0.6000 T14 38 LDF2-50(3/8) 51.42-71.50 0.6000 0.6000 T14 39 1 3/8"Feedline 51.42-71.50 0.6000 0.6000 T14 41 WGl Rungs 51.42-71.50 0.6000 0.6000 T14 42 WGI Rails 51.42-71.50 0.6000 0.6000 T14 '43 EW63 51.42-71.50 0.6000 0.6000 T14 44 561(1-5/8) 51.42-71.50 0.6000 0.6000 T14 45 7/8"Coax 51.42-71.50 0.6000 0.6000 T14 47 5/8"dia.coax 51.42-71.50 0.6000 0.6000 T14 50 WG2 Rungs 51.42-71.50 0.6000 0.6000 T14 51 WG2 Rails 51.42-71.50 0.6000 0.6000 T14 52 L3x3x3/16" 51.42-71.50 0.6000 0.6000 T14 53 L3x3x3/16" 51.42-71.50 0.6000 0.6000 T14 54 L3x3x3/16" 51.42-71.50 0.6000 0.6000 T14 56 EC7-50(1-5/8) 51.42-71.50 0.6000 0.6000 T14 57 EC7-50(1-5/8) 51.42-71.50 0.6000 0.6000 T14 61 ASU9323TYP01(1-1/4) 51.42-71.50 0.6000 0.6000 T14 66 WG3 Rungs 51.42-71.50 0.6000 0.6000 T14 67 WG3 Rails 51.42-71.50 0.6000 0.6000 T14 72 WG4 Rungs 51.42-71.50 0.6000 0.6000 T14 73 WG4 Rails 51.42-71.50 0.6000 0.6000 T14 78 WG5 Rungs 51.42-71.50 0.6000 0.6000 T14 79 WG5 Rails 51.42-71.50 0.6000 0.6000 T14 80 L3x3x3/16" 51.42-71.50 0.6000 0.6000 T14 81 L3x3x3/16" 51.42-71.50 0.6000 0.6000 T14 82 L3x3x3/16" 51.42-71.50 0.6000 0.6000 T15 2 Ladder Rails(L2.5x2x3/16) 31.33-51.42 0.6000 0.6000 T15 3 Ladder Rungs(3/4"SR,16" 31.33-51.42 0.6000 0.6000 %vide, 12"step) T15 10 1 3/8"Feedline 31.33-51.42 0.6000 0.6000 T15 I LDF7-50A(1-5/8) 31.33-51.42 0.6000 0.6000 T15 16 5/8"Cable(Lights) 31.33-51.42 0.6000 0.6000 T15 17 7/16"Cable(Lights) 31.33-51.42 0.6000 0.6000 T15 18 I"Rigid Conduit 31.33-51.42 0.6000 0.6000 T15 24 WG6 Rungs 31.33-51.42 0.6000 0.6000 T15 25 WG6 Rails 31.33-51.42 0.6000 0.6000 T15 27 Cage Rail 31.33-33.00 1.0000 1.0000 T15 28 Cage Grate 31.33-33.00 1.0000 1.0000 T15 29 Cage Rail 31.33-33.00 1.0000 1.0000 T15 30 Case Grate 31.33-33.00 1.0000 1.0000 T15 31 Cage Rail 31.33-33.00 1.0000 1.0000 T15 32 Cage Grate 31.33-33.00 1.0000 1.0000 T15 33 Cage Rail 31.33-33.00 1.0000 1.0000 T15 34 Case Grate 31.33-33.00 1.0000 1.0000 T15 37 1 3/16"Hybrid Cable 31.33-51.42 0.6000 0.6000 T15 38 LDF2-50(3/8) 31.33-51.42 0.6000 0.6000 T15 39 1 3/8"Feedline 31.33-51.42 0.6000 0.6000 T15 41 WGl Rungs 31.33-51.42 0.6000 0.6000 T15 42 WGl Rails 31.33-51.42 0.6000 0.6000 T15 43 EW63 31.33-51.42 0.6000 0.6000 T15 44 561(1-5/8) 31.33-51.42 0.6000 0.6000 T15 45 7/8"Coax 31.33-51.42 0.6000 0.6000 T15 47 5/8"dia.coax 31.33-51.42 0.6000 0.6000 T15 50 WG2 Rungs 31.33-51.42 0.6000 0.6000 T15 51 WG2 Rails 31.33-51.42 0.6000 0.6000 T15 52 L3x3x3/16" 32.00-51.42 0.6000 0.6000 T15 53 L3x3x3/16" 32.00-51.42 0.6000 0.6000 T15 54 L3x3x3/16" 32.00-51.42 0.6000 0.6000 T15 56 EC7-50(1-5/8) 31.33-51.42 0.6000 0.6000 T15 57 EC7-50(1-5/8) 31.33-51.42 0.6000 0.6000 MxT®wer Job Page Zephyrhills (BU 816298) 23 of 52 Tower Engineering Project Date Projessiot:nls TEP No. 26146.157540 16:21:19 06/04/18 326 Tipon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle on aobre FAX:(919)661-6350 9 Tower Feed Line Description Feed Line Ku K. Section Record No. Se inert Elev. No Ice Ice T15 61 ASU9323TYP01(1-1/4) 31.33-51.42 0.6000 0.6000 T15 66 WG3 Rungs 31.33-51.42 0.6000 0.6000 T15 67 WG3 Rails 31.33-51.42 0.6000 0.6000 T15 72 WG4 Rungs 31.33-51.42 0.6000 0.6000 T15 73 WG4 Rails 31.33-51.42 0.6000 0.6000 T15 78 WG5 Rungs 31.33-51.42 0.6000 0.6000 T15 79 WG5 Rails 31.33-51.42 0.6000 0.6000 T15 80 L3x3x3/16" 32.00-51.42 0.6000 0.6000 T15 81 L3x3x3/16" 32.00-51.42 0.6000 0.6000 T15 82 L3x3x3/16" 32.00-51.42 0.6000 0.6000 T16 2 Ladder Rails(L2.5x2x3/16) 0.00-31.33 0.6000 0.6000 T16 3 Ladder Rings(3/4"SR,16" 0.00-31.33 0.6000 0.6000 wide, 12"step) T16 10 1 3/8"Feedline 11.00-31.33 0.6000 0.6000 T16 11 LDF7-50A(1-5/8) 11.00-31.33 0.6000 0.6000 T16 16 5/8"Cable(Lights) 10.00-31.33 0.6000 0.6000 TI6 17 7/16"Cable(Lights) 10.00-31.33 0.6000 0.6000 T16 18 1"Rigid Conduit 10.00-31.33 0.6000 0.6000 T16 24 WG6 Rungs 25.00-31.33 0.6000 0.6000 T16 25 WG6 Rails 25.00-31.33 0.6000 0.6000 T16 27 Cage Rail 11.00-31.33 1.0000 1.0000 T16 28 Cage Grate 11.00-31.33 1.0000 1.0000 T16 29 Cage Rail 11.00-31.33 1.0000 1.0000 T16 30 Cage Grate 11.00-31.33 1.0000 1.0000 T16 31 Cage Rail 11.00-31.33 1.0000 1.0000 T16 32 Cage Grate 11.00-31.33 1.0000 1.0000 T16 33 Cage Rail 11.00-31.33 1.0000 1.0000 T16 34 Cage Grate 11.00-31.33 1.0000 1.0000 T16 37 1 3/16"Hybrid Cable 0.00-31.33 0.6000 0.6000 T16 38 LDF2-50(3/8) 0.00-31.33 0.6000 0.6000 T16 39 1 3/8"Feedline 0.00-31,33 0.6000 0.6000 T16 41 WG1 Rungs 0.00-31'.33 0.6000 0.6000 T16 42 WG1 Rails 0.00-31.33 0.6000 0.6000 T16 43 EW63 0.00-31.33, 0.6000 0.6000 T16 44 561(1-5/8) 0.00-31.33 0.6000 0.6000 T16 45 7/8"Coax 0.00-31.33 0.6000 0.6000 T16 47 5/8"dia.coax 0.00-31.33 0.6000 0.6000 T16 50 WG2 Rungs 0.00-31.33 0.6000 0.6000 T16 51 WG2 Rails 0.00-31.33 0.6000 0.6000 T16 56 EC7-50(1-5/8) 7.00-31.33 0.6000 0.6000 T16 57 EC7-50(1-5/8) 7.00-3133 0.6000 0.6000 T16 61 ASU9323TYP01(I-1/4) 7.00-31.33 0.6000 0.6000 T16 66 WG3 Rungs 12.00-31.33 0.6000 0.6000 T16 67 WG3 Rails 12.00-31.33 0.6000 0.6000 T16 72 WG4 Rungs 15.00-31.33 0.6000 0.6000 T16 73 WG4 Rails 15.00-31.33 0.6000 0.6000 T16 78 WG5 Rungs 11.00-31.33 0.6000 0.6000 T16 79 WG5 Rails 11.00-31.33 0.6000 0.6000 Discrete Tower Loads inxTower Job Zephyrhills (BU 816298) Page24 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tt7 on Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Description Face Offset Offsets: A=innith Placement Co., CO-] Weight or T}pe HOrZ Adjustment Front Side Leg Lateral Vert ft o ft ft1 fr lb ft ft 1/2"x 4'LRod B From Leg 0.00 0.00 287.70 No Ice 0.20 0.20 3 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 7.42 178 0.00 5.00 12"x 24"Beacon B From Leg 0.00 0.00 285.00 No Ice 1.00 1.00 30 0.00 10.00 4"Dia.x 5"Sidelight A From Lea 0.50 0.00 183.00 No Ice 0.08 0.08 10 0.00 0.00 4"Dia.x 5"Sidelight B From Leg 0.50 0.00 105.00 No Ice 0.09 0.09 10 0.00 0.00 4"Dia.x 5"Sidelight D From Leg 0.50 0.00 105.00 No Ice 0.09 0.09 10 0.00 0.00 **285** **283** DS8AIOF36U-D B From Leg 4.00 0.00 283.00 No Ice 4.43 4.43 40 0.00 7.00 DS8AIOF36U-D C From Leg 4.00 0.00 283.00 No Ice 4.43 4.43 40 0.00 7.00 ATS8TMA10 B From Leg 0.50 0.00 283.00 No Ice 0.99 2.35 25 0.00 0.00 Side Arm Mount[SO 306-1] B From Leg 2.00 0.00 283.00 No Ice 0.98 2.18 42 0.00 0.00 1.7"x 8'Stab Arm B From Leg 2.00 0.00 283.00 No Ice 1.36 1.36 18 0.00 000 Side Arm Mount[SO 306-1] C From Leg 2.00 0.00 283.00 No Ice 0.98 2.18 42 0.00 0.00 1.7"x 8'Stab Arm C From Leg 2.00 0.00 283.00 No Ice 1.36 1.36 18 0.00 0.00 **277** Pipe Mount[PM 601-I] A From Leg 0.50 -30.00 277.00 No Ice 3.00 0.90 65 0.00 0.00 1.9"dia x 10'long Stabilizer B From Face 0.50 0.00 277.00 No Ice 1.90 0.03 96 0.00 0.00 2.4"dia.x 7'6"Stabilizer A From Leg 0.50 0.00 277.00 No Ice 1.80 0.05 27 0.00 0.00 **203** TTT-r65AP-I XR w/Mount A From Leg 4.00 -15.00 203.00 No Ice 7.47 5.50 80 Pipe -6 00 3.00 TT1T65AP-IXR w/Mount B From Leg 4.00 15.00 203.00 No Ice 7.47 5.50 80 Pipe -6.00 tnxTower Job Page Zephyrhills (BU 816298) 25 of 52 Project Date Tower Engi�reering Professiotials TEP No. 26146.157540 16:21:19 06/04/18 326 Ttyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aObregOn Description Face Offset Offsets: A_imuth Placement C,A.1 CiA.i Weight or Trpe Ha_ Adjustment Fi•ont Side Leg Lateral Vert fto ft fr' fr lb ft t 3.00 TTT65AP-1XR w/Mount C From Leg 4.00 45.00 203.00 No Ice 7.47 5.50 80 Pipe -6.00 3.00 APXV9ERRI8-C w/Mount A From Leg 4.00 -15.00 203.00 No Ice 8.26 6.95 76 Pipe 0.00 1.00 APXVERRI 8-C w/Mount B From Leg 4.00 15.00 203.00 No Ice 8.26 6.95 76 Pipe -2.00 1.00 APXV9ERRI8-C w/Mount C From Leg 4.00 45.00 203.00 No Ice 8.26 6.95 76 Pipe 6.00 1.00 FZHJ-RRH A From Leg 4.00 -15.00 203.00 No Ice 1.26 1.01 55 -6.00 3.00 FZHJ-RRH B From Leg 4.00 15.00 203.00 No Ice 1.26 1.01 55 -6.00 3.00 FZHJ-RRH C From Lee 4.00 45.00 203.00 No Ice 1.26 1.01 55 -6.00 3.00 RRUS 31 B25 A From Lee 4.00 -15.00 203.00 No Ice 1.62 1.28 56 0.00 1.00 RRUS 31 B25 B From Leg 4.00 15.00 203.00 No Ice 1.62 1.28 56 -2.00 1.00 RRUS 31 B25 C From Lee 4.00 45.00 203.00 No Ice 1.62 1.28 56 6.00 1.00 RRUS 11 B26A A From Lee 4.00 -15.00 203.00 No Ice 1.64 1.26 44 0.00 1.00 RRUS 1 I B26A B From Lee 4.00 15.00 203.00 No Ice 1.64 1.26 44 -2.00 1.00 RRUS l l B26A C From Lee 4.00 45.00 203.00 No Ice 1.64 1.26 44 6.00 1.00 (3)ACU-A20-N A From Lee 4.00 -15.00 203.00 No Ice 0.07 0.12 1 0.00 1.00 (3)ACU-A20-N B From Lee 4.00 15.00 203.00 No Ice 0.07 0.12 1 -2.00 1.00 (3)ACU-A20-N C From Leg 4.00 45.00 203.00 No Ice 0.07 0.12 1 6.00 1.00 (2)TN 11/2X 248T/256X HP B From Leg 4.00 25:00 203.00 No Ice 1.07 0.40 11 6.00 2.00 2.4"x 8'Pipe A From Leg 4.00 0.00 203.00 No Ice 1.90 1.90 29 6.00 0.00 (2)2.4"x 8'Pipe B From Les 4.00 0.00 203.00 No Ice 1.90 1.90 29 3.00 tnxTower Job Zephyrhills (BU 816298) Page26 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Description Face Offset Offsets: A=inmth Placement Ck4.1 C0.1 Weight a• Type Hor Adjustment Front Side Leg Lateral Vert ft o ft ft' fr lb ft rt 0.00 2.4"x 8'Pipe C From Leg 4.00 0.00 203.00 No Ice 1.90 1.90 29 0.00 0.00 Sector Mount[SM 503-1] A From Leg 2.00 -15.00 203.00 No Ice 15.90 14.00 564 0.00 0.00 Sector Mount[SM 503-1] B From Leg 2.00 15.00 203.00 No Ice 15.90 14.00 564 0.00 0.00 Sector Mount[SM 503-1] C From Leg 2.00 45.00 203.00 No Ice 15.90 14.00 564 0.00 0.00 Pipe Mount[PM 601-1] A From Leg 0.50 -15.00 203.00 No Ice 3.00 0.90 65 0.00 0.00 Pipe Mount[PM 601-11 B From Leg 0.50 15.00 203.00 No ice 3.00 0.90 65 0.00 0.00 Pipe Mount[PM 601-1] C From Leg 0.50 45.00 203.00 No Ice 3.00 0.90 65 0.00 0.00 **195** (2)TMBXX-6517-A2M w/ B From Leg 4.00 -15.00 195.00 No Ice 8.77 6.96 71 Mount Pipe 0.00 2.00 TMBXX-6517-A2M w/ C From Leg 4.00 15.00 195.00 No Ice 8.77 6.96 71 Mount Pipe 0.00 2.00 (2)TMBXX-6517-A2M w/ D From Leg 4.00 45.00 195.00 No Ice 8.77 6.96 71 Mount Pipe 0.00 2.00 SBNH-I D65C-SR w/Mount B From Leg 4.00 -15.00 195.00 No Ice 11.68 9.84 83 Pipe 0.00 3.00 SBNH-1 D65C-SR w/Mount D From Leg 4.00 45.00 195.00 No Ice 11.68 9.84 83 Pipe 0.00 3.00 SBNHH-1 D45C w/Mount C From Leg 4.00 15.00 195.00 No Ice 16.13 9.70 112 Pipe -6.00 2.00 SBNHH-1 D45C w/Mount C From Leg 4.00 75.00 195.00 No Ice 16.13 9.70 112 Pipe 0.00 2.00 ASU9338TYPOI B From Leg 4.00 -15.00 195.00 No Ice 3.20 1.03 15 0.00 -1.00 ASU9338TYPOI C From Les 4.00 15.00 195.00 No Ice 3.20 1.03 15 0.00 -1.00 ASU9338TYPOI D From Leg 4.00 45.00 195.00 No Ice 3.20 1.03 15 0.00 -1.00 FRIG B From Leg 4.00 -15.00 195.00 No Ice 2.39 0.97 57 0.00 -1.00 FRIG C From Leg 4.00 15.00 195.00 No Ice 2.39 0.97 57 MxTower Job Zephyrhills (BU 816298) Page27 of 52 Tower Engiiieeriiig Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tip on Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle aobre on FAX:(919)661-6350 g Description Face Offset Offsets: A=inuah Placement CIA., CIA., Weight or Type Hm Adjustment Front Side Leg Lateral Vert f o ft ft-' ft-' lh f 0.00 -1.00 FRIG D From Leg 4.00 45.00 195.00 No Ice 2.39 0.97 57 0.00 -1.00 TMAT1921 B78-21 A B From Leg 4.00 -15.00 195.00 No Ice 0.65 0.30 18 0.00 -1.00 TMAT19211378-21A C From Leg 4.00 15.00 195.00 No Ice 0.63 0.30 18 0.00 -1.00 TMAT1921B78-21A D From Lee 4.00 45.00 195.00 No Ice 0.65 0.30 18 0.00 -1.00 FHFB B From Leg 4.00 -15.00 195.00 No Ice 2.64 1.67 51 0.00 -1.00 FHFB C From Lee 4.00 15.00 195.00 No Ice 2.64 1.67 51 0.00 -1.00 FHFB D From Leg 4.00 45.00 195.00 No Ice 2.64 1.67 51 0.00 -5.00 FRIJ C From Leg 4.00 15.00 195.00 No Ice 2.42 1.52 69 0.00 2.00 FHFB D From Leg 4.00 45.00 195.00 No Ice 2.64 1.67 51 0.00 2.00 CBC1921-DF-DC-6X C From Leg 4.00 15.00 195.00 No Ice 3.21 1.15 55 0.00 2.00 CBC1921-DF-DC-6X D From Leg 4.00 45.00 195.00 No Ice 3.21 1.15 55 0.00 2.00 Site Pro I VFA12-HD B From Leg 2.00 -15.00 195.00 No Ice 13.20 9.20 658 0.00 0.00 Site Pro 1 VFA12-HD C From Lee 2.00 15.00 195.00 No ice 13.20 9.20 658 0.00 0.00 Site Pro I VFA12-HD D From Lee 2.00 45.00 195.00 No Ice 13.20 9.20 658 0.00 0.00 Site Pro 1 MSFAA D From Lee 0.50 45.00 195.00 No Ice 3.00 0.90 65 0.00 0.00 Site Pro 1 MSFAA B From Lee 0.50 -I5.00 195.00 No Ice 3.00 0.90 65 0.00 0.00 Site Pro 1 MSFAA C From Lee 0.50 15.00 195.00 No ice 3.00 0.90 65 0.00 0.00 **177** (2)LPD-7905/8 A From Leg 4.00 -15.00 177.00 No Ice 5.97 9.42 49 0.00 0.00 WxTower Job Zephyrhills (BU 816298) Page28 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Description Face Offset Offsets: A:imuth Placement CIA., CN9., Weight or Type Ha_ Adjustment Front Side Leg Lateral Vert ft ft ft1 fr lb ft r (2)LPD-7905/8 B From Les 4.00 I5.00 177.00 No Ice 5.97 9.42 49 0.00 0.00 (2)LPD-7905/8 D From Leg 4.00 -45.00 177.00 No Ice 5.97 9.42 49 0.00 0.00 (2)X7C-FRO-860-VRO w/ A From Leg 4.00 -15.00 177.00 No Ice 13.68 10.65 83 Mount Pipe 0.00 0.00 (2)X7C-FRO-860-VRO w/ B From Leg 4.00 15.00 177.00 No Ice 13.68 10.65 83 Mount Pipe 0.00 0.00 (2)X7C-FRO-860-VRO w/ D From Leg 4.00 -45.00 177.00 No Ice 13.68 10.65 83 Mount Pipe 0.00 0.00 RRUS 32 A From Les 4.00 -15.00 177.00 No Ice 2.86 1.78 55 -2.00 0.00 RRUS 32 B From Leg 4.00 15.00 177.00 No Ice 2.86 1.78 55 -2.00 0.00 RRUS 32 D From Leg 4.00 -45.00 177.00 No Ice 2.86 1.78 55 -2.00 0.00 RHSDC-3315-PF-48 A From Leg 4.00 -15.00 177.00 No Ice 3.36 2.19 32 -2.00 0.00 RHSDC-3315-PF-48 B From Leg 4.00 15.00 177.00 No Ice 3.36 2.19 32 2.00 0.00 RHSDC-3315-PF-48 D From Leg 4.00 -45.00 177.00 No Ice 3.36 2.19 32 2.00 0.00 Sector Mount[SM 402-1] A From Leg 2.00 -15.00 177.00 No Ice 9.76 7.05 284 0.00 0.00 Sector Mount[SM402-1] B From Les 2.00 I5.00 177.00 No Ice 9.76 7.05 284 0.00 0.00 Sector Mount[SM 402-1] D From Leg 2.00 -45.00 177.00 No Ice 9.76 7.05 284 0.00 0.00 r+* Pipe Mount[PM 601-1] C From Face 0.50 0.00 235.00 No Ice 3.00 0.90 65 0.00 0.00 Zephyrhills Platform A From Face 0.00 0.00 197.00 No Ice 68.00 20.00 642 0.00 0.00 Platfrom Rail B From Face 0.00 0.00 197.00 No Ice 16.00 2.00 156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 197.00 No Ice 16.00 2.00 156 0.00 0.00 Zephyrhills Platform A From Face 0.00 0.00 97.00 No Ice 100.00 18.00 960 0.00 tnxTOwer Job Zephyrhills (BU 816298) Page29 of 52 Tower Engineering Project Date ProfessionalsTEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aofJre9On Description Face Offset Offsets: A=inunh Placement C.1,4.1 CIA., Weight or Type Hor_ Adjustment Front Side Leg Lateral Vert f I fr' fr' lb ft rt 0.00 Zephyrhills Platform B From Face 0.00 0.00 97.00 No Ice 100.00 18.00 960 0.00 0.00 Platfrom Rail A From Face 0.00 0.00 247.00 No Ice 12.00 2.00 156 0.00 0.00 1 Platfrom Rail B From Face 0.00 0.00 247.00 No Ice 12.00 2.00 156 0.00 0.00 1 Platfrom Rail C From Face 0.00 0.00 247.00 No Ice 12.00 2.00 156 0.00 0.00 Platfrom Rail A From Face 0.00 0.00 287.70 No Ice 9.80 3.00 156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 287.70 No Ice 9.80 3.00 156 0.00 0.00 *** WGl 1 A From Face 0.00 0.00 7.67 No Ice 128.80 3.50 1355 0.00 0.00 WG12 D From Face 0.00 0.00 7.67 No Ice 128.80 3.50 1355 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 0.03 292 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 0.03 292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid C From Face 0.00 0.00 134.25 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid D From Face 0.00 0.00 134.25 No Ice 2.88 0.03 292 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 0.03 292 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 0.03 292 panel redundant 0.00 0.00 (2)21-2.5x2.50/16"mid C From Face 0.00 0.00 159.00 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 (2)21-2.5x2.50/16"mid D From Face 0.00 0.00 159.00 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 tnxTower Job Zephyrhills (BU 816298) Page30 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Dishes Description Face Dish Offset Offsets: A=imuth 3 dB Elevation Outside Aperture Weight or Type Type Ho_ Adjustment Beam Diameter Area Leg Lateral ilridth Vert ft o o /i fr fr' lb **277** PAD8-65AC A Paraboloid From 1.00 -30.00 277.00 9.00 No Ice 50.27 290 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 30 (TR) w/Shroud(HP) Leg 6.00 2.00 *** Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 45 deg_No Ice 5 0.9 Dead+1.6 Wind 45 deg-No Ice 6 1.2 Dead+1.6 Wind 90 deg-No Ice 7 0.9 Dead+1.6 Wind 90 deg-No Ice 8 1.2 Dead+1.6 Wind 135 deg-No Ice 9 0.9 Dead+1.6 Wind 135 deg-No Ice 10 1.2 Dead+1.6 Wind 180 deg-No Ice 11 0.9 Dead+1.6 Wind 180 deg-No Ice 12 1.2 Dead+1.6 Wind 225 deg-No Ice 13 0.9 Dead+1.6 Wind 225 deg-No Ice 14 1.2 Dead+1.6 Wind 270 deg-No ice 15 0.9 Dead+1.6 Wind 270 deg-No Ice 16 1.2 Dead+1.6 Wind 315 deg-No Ice 17 0.9 Dead+1.6 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 de-,-Service Maximum Tower Deflections - Service Wind Section Eleration Ho_. Gov. Tilt Tirist No. Deflection Load jr in Comb. ° ° Tl 287.667-280.084 2.31 25 0.05 0.01 T2 280.084-272.5 2.23 25 0.05 0.01 T3 272.5-247.333 2.15 25 0.05 0.00 T4 247.333-232.583 1.88 25 0.05 0.00 T5 232.583-222.166 1.72 25 0.05 0.00 tnxTower Job Page Zephyrhills (BU 816298) 31 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle on aobre FAX:(919)661-6350 9 Section Elevation Hor_. Gov. Tilt Tivist No. Deflection Load f in Comb. o ° T6 222.166-209.583 1.61 25 0.05 0.00 T7 209.583-197 1.48 25 0.05 0.00 T8 197-181.3 1.35 25 0.04 0.00 T9 181.3-170.833 1.19 25 0.04 0.00 T10 170.833-146.75 1.08 25 0.04 0.00 TI 1 146.75-121.667 0.85 25 0.04 0.00 T12 121.667-96.5843 0.64 25 0.03 0.00 T13 96.5843-71.5 0.46 25 0.03 0.00 T14 71.5-51.417 0.31 21 0.02 0.00 Tl 5 51.417-31.334 0.19 21 0.01 0.00 T16 31.334-0 0.10 21 0.01 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation Appw4enance Gov. Deflection Tilt Tivist Radius of Load Cw-atw•e ft Comb. in o ° ft 287.70 1/2"x 4'LRod 25 2.31 0.05 0.01 351708 285.00 12"x 24"Beacon 25 2.29 0.05 0.01 351708 283.00 DS8AIOF36U-D 25 2.26 0.05 0.01 351708 277.00 PAD8-65AC 25 2.20 0.05 0.01 316939 247.00 Platfrom Rail 25 1.87 0.05 0.00 Inf 235.00 Pipe Mount[PM 601-1] 25 1.74 0.05 0.00 515160 205.00 ANT2 0.6 11 HPX(TR) 25 1.43 0.04 0.00 661794 203.00 TTTT65AP-I XR w/Mount Pipe 25 1.41 0.04 0.00 611043 197.00 Zephyrhills Platform 25 135 0.04 0.00 526566 195.00 (2)TMBXX-6517-A2M w/Mount 25 1.33 0.04 0.00 560378 Pipe 183.00 4"Dia.x 5"Sidelight 25 1.21 0.04 0.00 Inf 177.00 (2)LPD-7905/8 25 1.15 0.04 0.00 Inf 159.00 (2)2L2.5x2.5x3/16"mid panel 25 0.97 0.04 0.00 313341 redundant 134.25 (2)2L2.5x2.5x3/16"mid panel 25 0.74 0.03 0.00 240920 redundant 105.00 4"Dia.x 5"Sidelight 25 0.52 0.03 0.00 216756 97.00 Zephyrhills Platform 25 0.46 0.03 0.00 179065 7.67 WGII 21 0.02 0.00 0.00 799323 Maximum Tower"Deflections - Design Wind Section Elevation Hot= Gov. Tilt Tivist No. Deflection Load ft in Comb. o ° Tl 287.667-280.084 11.47 9 0.25 0.03 T2 280.084-272.5 11.08 9 0.25 0.03 T3 272.5-247.333 10.68 9 0.25 0.03 T4 247.333-232.583 9.32 9 0.24 0.02 T5 232.583-222.166 8.53 9 0.24 0.02 T6 222.166-209.583 7.99 9 0.23 0.02 T7 209.583-197 7.33 9 0.22 0.02 T8 197-181.3 6.69 9 0.22 0.01 T9 181.3- 170.833 5.90 9 0.21 0.01 tnxTower Job Zephyrhills (BU 816298) Page32 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Ttyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 Section Elevation Hoi_. Gov. Tilt Tivist No. Deflection Load ft in Comb. o ° T10 170.833-146.75 5.38 9 0.20 0.01 Tl 1 146.75-121.667 4.23 9 0.19 0.01 T12 121.667-96.5843 3.20 9 0.15 0.01 T13 96.5843-71.5 2.29 9 0.12 0.01 T14 71.5-51.417 1.53 8 0.09 0.01 T15 51.417-31.334 0.94 8 0.07 0.00 T16 31.334-0 0.49 8 0.04 0.00 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Tivist Radius of Load Curvature It Comb. in o ojt 287.70 1/2"x 4'LRod 9 11.47 0.25 0.03 73714 285.00 12"x 24"Beacon 9 11.34 0.25 0.03 73714 283.00 DS8AIOF36U-D 9 11.23 0.25 0.03 73714 277.00 PAD8-65AC 9 10.92 0.25 0.03 68494 247.00 Platfrom Rail 9 9.30 0.24 0.02 210163 235.00 Pipe Mount[PM 601-1] 9 8.66 0.24 0.02 105519 205.00 ANT2 0.6 11 HPX(TR) 9 7.10 0.22 0.01 130448 203.00 TTTT65AP-lXR w/Mount Pipe 9 6.99 0.22 0.01 123689 197.00 Zephyrhills Platform 9 6.69 0.22 0.01 113848 195.00 (2)TMBXX-6517-A2M w/Mount 9 6.59 0.21 0.01 121247 Pipe 183.00 4"Dia.x 5"Sidelight 9 5.99 0.21 0.01 368003 177.00 (2)LPD-7905/8 9 5.69 0.21 0.01 655500 159.00 (2)2L2.5x2.5x3/16"mid panel 9 4.80 0.20 0.01 63283 redundant 134.25 (2)2L2.5x2.5x3/l6'mid panel 9 3.70 0.17 0.01 48400 redundant 105.00 4"Dia.x 5"Sidelight 9 2.58 0.13 0.01 44179 97.00 Zephyrhills Platform 9 2.30 0.13 0.01 36571 7.67 WG11 8 0.11 0.01 0.00 167734 Bolt Design Data Section Elevation Component Bolt Bolt Sire Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio fi'• in Bolts Bolt lb Allowable lb Tl 287.667 Diagonal A325N 0.75 2 428 15701 0.027 1 Member Block Shear Top Girt A325N 0.75 2 259 1 1 147 0.023 1 Member Block Shear T2 280.084 Leg A325N 0.75 4 1199 23461 0.051 1 Bearing Diagonal A325N 0.75 2 1560 15701 0.099 1 Member Block Shear Horizontal A325N 0.75 2 990 15701 0.063 1 Member Block Shear T3 272.5 Leg A325N 0.75 8 3386 35785 0.095 1 Bolt DS Diagonal A325N 0.75 2 3900 20934 0.186 1 Member Block Shear tnx, Job Page Tower Zephyrhills (BU 816298) 33 of 52 Tower Etrgineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Ttyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 a0bre9On Section Elevation Component Bolt Bolt Si=e Number Maximum Allowable Ratio Allowable Criteria No. TiTe Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb Horizontal A325N 0.75 2 2019 13662 0.148 1 Member Block Shear Top Girt A325N 0.75 12 1517 15225 0.100 1 Member Block Shear T4 247.333 Diagonal A325N 0.75 2 3808 20934 0.182 1 Gusset Bearing Horizontal A325N 0.75 2 3010 15701 0.192 1 Member Block Shear Top Girt A325N 0.75 2 2685 20934 0.128 1 Gusset Bearing T5 232.583 Leg A325N 0.75 12 6630 35785 0.185 1 Bolt DS Diagonal A325N 0.75 3 3354 19938 0.168 1 Member Block Shear Horizontal A325N 0.75 3 2277 22656 0.101 1 Gusset Bearing T6 222.166 Diagonal A325N 0.75 3 4172 19938 0.209 1 Member Block Shear Horizontal A325N 0.75 3 2635 15633 0.169 1 Member Block Shear T7 209.583 Leg A325N 0.88 12 11392 48707 0.234 1 Bolt DS Diagonal A325N 0.75 3 4984 19938 0.250 1 Member Block Shear Top Girt A325N 0.75 3 3166 15633 0.203 1 Member Block Shear T8 197 Diagonal A325N 0.75 4 5621 21478 0.262 1 Member Block Shear Horizontal A325N 0.75 3 4577 22656 0.202 1 Gusset Bearing T9 181.3 Leg A325N 0.88 16 14842 48707 0.305 1 Bolt DS Diagonal A325N 0.75 4 5290 20119 0.263 1 Member Block Shear Horizontal A325N 0.75 3 5516 22656 0.243 1 Gusset Bearing T10 170.833 Leg A325N 1.00 12 23644 63617 0.372 1 Bolt DS Diagonal A325N 0.75 6 6357 24378 0.261 1 Gusset Bearing Horizontal A325N 0.75 3 6423 22656 0.284 1 Gusset Bearing Tl 1 146.75 Leg A325N 1.00 16 24180 63617 0.380 1 Bolt DS Diagonal A325N 0.75 5 8511 24034 0.354 1 Gusset Bearing Horizontal A325N 0.75 3 7567 22656 0.334 1 Gusset Bearing T12 121.667 Leg A325N 1.00 20 25231 63617 0.397 1 Bolt DS Diagonal A325N 0.75 5 9106 24034 0.379 1 Gusset Bearing Horizontal A325N 0.75 3 8683 22656 0.383 1 Member Block Shear T13 96.5843 Leg A325N 1.13 20 31358 80516 0.389 1 Bolt DS Diagonal A325N 0.75 5 10121 24034 0.421 1 Gusset Bearing Horizontal A325N 0.75 3 10222 22656 0.451 1 Gusset Bearing T14 71.5 Leg A325N 1.13 20 37953 80516 0.471 1 Bolt DS Diagonal A325N 0.75 5 9267 20771 0.446 1 Member Block Shear Horizontal A325N 0.75 3 11092 22656 0.490 1 Gusset Bearing T15 51.417 Leg A325N 1.13 20 43298 80516 0.538 1 Bolt DS Diagonal A325N 0.75 3 16035 22656 0.708 1 Gusset Bearing Horizontal A325N 0.75 3 11974 22656 0.528 1 Member Block Shear T16 31.334 Leg A325N 1.13 20 41340 80516 0.513 1 Bolt DS Diagonal A325N 0.88 5 16382 38416 0.426 1 Member Block Shear Horizontal A325N 0.75 4 19479 35785 0.544 1 Bolt Shear Compression Checks Job e gPa tnXTower Zephyrhills (BU 816298) 34 of 52 Toiver Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Ttyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 Leg Design Data (Compression) Section Elevation Size L L„ Klb- A P„ �P Ratio No. P„ ft fi ft in= lb lb W, TI 287.667- L5x5x5/16 7.61 7.61 91.9 3.03 -957 68151 0.014' 280.084 K=1.00 T2 280.084- L5x5x5/16 7.61 7.61 91.9 3.03 -2397 68151 0.035' 272.5 K=1.00 T3 272.5- L5x5x1/2 25.26 6.32 77.1 4.75 -13545 138404 0.098' 247.333 K=1.00 T4 247.333- L8x8x5/8 14.81 7.40 56.2 9.61 -31737 343201 0.092' 232.583 K=1.00 T5 232.583- L8x8x5/8 10.46 5.23 39.7 9.61 -39779 385363 0.103' 222.166 K=1.00 T6 222.166- L8x8x5/8 12.63 6.32 48.0 9.61 -52050 365491 0.142' 209.583 K=1.00 T7 209.583-197 L8x8x5/8 12.63 6.32 48.0 9.61 -68352 365491 0.187' K=1.00 T8 197-181.3 L8x8x11/8 15.76 7.88 60.6 16.70 -89646 574459 0.156' K=1.00 T9 181.3- L8x8x1 1/8 10.51 5.25 40.4 16.70 -118735 666923 0.178' 170.833 K=1.00 T10 170.833- L8x8x11/8 24.17 8.06 62.0 16.70 -141863 567438 0.250' 146.75 K=1.00 T11 146.75- L8x8x3/4 25.18 8.39 63.7 11.40 -193756 381148 0.508' 121.667 K=1.00 T12 121.667- L8x8xl 25.18 8.39 64.6 15.00 -252609 497680 0.508' 96.5843 K=1.00 T13 96.5843-71.5 L8x8x11/8 25.18 8.39 64.6 16.70 -313836 534066 0.566' K=1.00 T14 71.5-51.417 L8x8x11/8 20.16 6.72 51.7 16.70 -379528 618134 0.614' K=1.00 T15 51.417- L8x8x11/8 20.16 6.72 51.7 16.70 -432981 618134 0.700' 31.334 K=1.00 T16 31.334-0 L8x8x11/8 31.45 7.86 60.5 16.70 -416546 575107 0.724' K=1.00 P„ /�P„controls Diagonal Design Data (Compression) Section Elevation Size L L„ K1b• A P„ V Ratio No. P„ ft ft ft in' lh lb W, Tl 287.667- 2L21/2x2x3/16x5/16 9.36 8.55 127.1 1.62 -1033 22393 0.046' 280.084 K=1.00 T2 280.084- 2L21/2x2x3/16x5/16 9.64 8.85 130.7 1.62 -3322 21328 0.156' 272.5 K=1.00 T3 272.5- 2L21/2x21/2xl/4x5/l6 14.67 13.80 149.2 2.38 -8102 24116 0.336' 247.333 K=1.00 T4 247.333- 2L3x2 1/2xl/4xl/4 11.19 10.29 126.5 2.63 -8102 36624 0.221 ' 232.583 K=0.97 T5 232.583- 2L2 1/2x3x1/4x1/4 13.81 12.66 114.4 2.63 -10625 42679 0.249' 222.166 K=1.00 T6 222.166- 2L21/2x31/2xl/4x5/16 15.98 7.67 124.0 2.88 -12934 41469 0.312' tYZ.KTO�VeY Job Page Zephyrhills (BU 816298) 35 of 52 Project Date Tower Engineering Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle Onbre FAX:(919)661-6350 ao g Section Elevation Si=e L L„ Klh• A P„ +p Ratio No. p„ fr fr fr ill, !b !b �pn 209.583 K=0.99 T7 209.583- 197 2L2 1/2x3 1/2xl/4x5/16 16.47 7.91 127.0 2.88 -15539 39835 0.390' 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 -23424 51755 0.453 ' 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 -22067 49651 0.444' 170.833 K=1.00 TIO 170.833- 2L3 1/2x5x5/16x5/16 27.75 9.25 107.7 5.12 -38893 88823 0.438' 146.75 K=1.00 T11 146.75- 2L3 1/2x5x5/16x5/16 29.40 9.80 114.1 5.12 -43795 82639 0.530' 121.667 K=1.00 T12 121.667- 2L3 1/2x5x5/16x5/16 30.23 10.08 117.3 5.12 -47010 79555 0.591 ' 96.S843 K=1.00 T13 96.5843-71.5 2L3 1/2x5x5/16x5/16 31.12 10.37 120.8 5.12 -51935 76300 0.681 ' K=1 00 T14 71.5-51.417 2L3 1/2 x 4 x 1/4 x 1/4 28.09 17.74 121.3 3.63 47704 53656 0.889' K=1.00 T15 51.417- 2L31/2x4x5/16xl/2 28.96 18.52 120.8 4.49 -49751 67547 0.737' 31.334 K=1.00 T16 31.334-0 2L5x5x3/8x1/2 26.59 8.86 95.9 7.22 -94125 144191 0.653' K=2.00 P„ /+P„controls Horizontal Design Data (Compression) Section Elevation Si_e L L„ Kl/r A P„ +P„ Ratio No. P„ ,/i ft fi in' lb !b +p„ T2 280.084- 2L21/2x2x3/16x5/16 10.94 5.26 103.2 1.62 -1978 29914 0.066' 272.5 K=1.20 T3 272.5- 2L2x2x3/16x5/16 13.43 6.28 121.6 1.43 -4045 21274 0.190' 247.333 K=1.00 T4 247.333- 2L2 1/2x2x3/16x5/16 15.89 7.38 115.2 1.62 -5907 26070 0.227' 232.583 K=1.00 TS 232.583- 2L5x31/2x5/16x5/16 16.81 7.75 73.6 5.12 -6803 121635 0.056' 222.166 K=1.00 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 129.7 1.80 -7873 23997 0.328' 209.583 K=1.00 T8 197-181.3 2L5x3x5/16x5/16 21.20 10.27 128.2 4.80 -13725 65215 0.210' K=1.20 T9 181.3- 2L6x3.5x5/16x5/16 23.14 10.91 100.7 5.74 -16552 97350 0.170' 170.833 K=1.00 Tl0 170.833- 2L31/2x21/2x1/4x5/16 24.44 11.56 137.6 2.88 -19296 34325 0.562' 146.75 K=1.00 T11 146.75- 2L5x31/2x5/16x5/16 27.41 13.05 113.8 5.12 -22727 82937 0.274' 121.667 K=1.00 T12 121.667- 2L4x3xl/4xl/4 30.51 14.60 145.7 3.38 -26085 35919 0.726' 96.5843 K=1.00 T13 96.5843-71.5 2L4x31/2x5/16xl/4 33.61 16.15 145.9 4.49 -30700 47676 0.644' K=0.95 T14 71.5-51.417 2L31/2x21/2xl/4 36.71 18.02 112.9 2.88 -33293 47720 0.698' K=0.50 T15 51.417- 2L31/2x21/2x1/4 39.19 19.26 120.6 2.88 -35939 43373 0.829' 31.334 K=0.50 T16 31.334-0 2L6x4x7/16x1/2 41.67 14.88 110.2 8.37 -72972 142997 0.510' Job Page MxTowe� Zephyrhills (BU 816298) 36 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX-(919)661-6350 Section Elevation Sire L L„ Kl/r A P„ �P Ratio No. P. ft ft ft lh lb �pn K=l.00 P„ /�P controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kl/r A P. �P„ Ratio No. P„ ft ft ft in= lh lb �p Tl 287.667- L3x2 1/2x1/4 10.00 4.56 111.8 1.31 -548 21969 0.025 280.084 K=1.08 T3 272.5- L5x3x1/4 11.87 5.50 109.8 1.94 -3024 29559 0.102' 247.333 K=1.10 T4 247.333- 2L3 1/2x2 1/2xl/4x5/16 14.98 7.05 92.3 2.88 -5317 59488 0.089' 232.583 K=1.00 T7 209.583- 197 2L3x2x3/16x5/16 19.65 9.17 1397 1.80 -9460 20890 0.453' K=1.00 r P„ /�P„controls Redundant Horizontal 1 Design Data (Compression) Section Elevation Size L L„ Kl/r A P �P Ratio No. p„ ft ft ft in' lb lb �p T3 272.5- L21/2x2x3/16 3.36 3.15 104.2 0.81 -241 14792 0.016' 247.333 K=1.18 T5 232.583- L2 1/2xI 1/2x3/16 4.20 3.87 141.9 0.71 -768 8020 0.096' 222.166 K=1.00 T6 222.166- L21/2x2x3/16 4.52 4.19 118.9 0.81 -915 12457 0.073' 209.583 K=1.01 T7 209.583- 197 L2 1/2x2x3/16 4.91 4.58 128.7 0.81 -1369 10964 0.125' K=1.00 T8 197-181.3 2L2 1/2x2x3/16xl/4 5.30 4.97 86.7 1.62 -1400 35270 0.040' K=1.00 T9 181.3- L21/2x2x3/16 5.79 5.45 153.2 0.81 -1973 7785 0.253 ' 170.833 K=1.00 TIO 170.833- L2 1/2xl 1/2x3/16 4.07 3.74 137.2 0.71 -2154 8583 0.251 ' 146.75 K=1.00 Tl 1 146.75- L2 1/2x] 1/2x3/16 4.57 4.24 155.4 0.71 -2937 6691 0.439' 121.667 K=1.00 T12 121.667- L21/2xl 1/2x3/16 5.08 4.75 174.3 0.71 -3816 5315 0.718' 96.5843 K=1.00 T13 96.5843-71.5 L2 1/2x2x3/16 5.60 5.27 148.0 0.81 -4738 8333 0.568' K=1.00 T14 71.5-51.417 L2 1/2x2x3/16 6.12 5.78 150.5 0.81 -5728 8073 0.709' K=1.30 T15 51.417- 21-21/2x2x3/16xl/4 6.53 6.20 102.4 1.62 -6532 30173 0.216' 31.334 K=1.00 T16 31.334-0 L2 1/2x2 1/2x 1/4(rz) 3.63 3.30 82.2 1.19 -6309 27022 0.233 ' K=1.00 WxT®Wer Job Page Zephyrhills (BU 816298) 37 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tilpon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle on aobre FAX:(919)661-6350 g Section Elevation Size L L„ Kl/r A P„ pP„ Ratio No. P„ j ft ft in, lb 16 Op P„ /�P„controls Redundant Horizontal 2 Design Data (Compression) Section Elevation Size L L„ Ur A P. op„ Ratio No. p„ ft ft ft inr' lb lb gyp„ T10 170.833- L2 1/2x2 1/2x3/16 8.14 7.81 189.4 0.90 -2154 5682 0.379' 146.75 K=1.00 TII 146.75- L3x3x3/16 9.14 8.80 177.3 1.09 -2937 7838 0.375' 121.667 K=1.00 T12 121.667- L3x3x3/16 10.17 9.84 198.1 1.09 -3816 6278 0.608' 96.5843 K=1.00 T13 96.5943-715 L3x3xl/4 11.20 10.87 2203 1.44 -4738 6701 0.707' K=1.00 T14 71.5-51.417 2L2 1/2x2 1/2x3/16 12.24 1190 238.7 1.80 -5728 7139 0.802' K=130 T15 51.417- 2L2 1/2 x 2 1/2 x 3/16 x 13.06 12.73 196.3 1.80 -6532 10583 0.617' 31.334 5116 K=1.00 T16 31.334-0 L2 1/2x2 1/2x 1/4(rz) 7.27 6.93 172.6 1.19 -6309 9020 0.699' K=1.00 P„ /op„controls Redundant Horizontal 3 Design Data (Compression) Section Elevation Size L L„ KlIr A P. op Ratio No. P„ ft ft ft in= lb lb �p T16 31.334-0 2L3x3xl/4xl/2 10.90 10.57 137.6 2.90 -6309 34650 0.182' K=1.00 P„ /OP„controls Redundant Diagonal 1 Design Data (Compression) Section Elevation Size L L„ Kill. 9 P„ �P„ Ratio No. P„ fi ft ft in' lb lb gyp„ T3 272.5- L2 1/2x2x3/16 6.97 6.48 182.2 0.81 -246 5506 0.045' 247.333 K=1.00 T5 232.583- L21/2x2x3/16 6.50 5.93 167.1 0.81 -587 6546 0.090' 222.166 K=1.00 T6 222.166- L2 1/2x2 1/2x3/16 7,54 6.93 168.1 0.90 -756 7213 0.105' 209.583 K=1.00 T7 209.583-197 L21/2x21/2x3/16 7.76 7.19 174.3 0.90 -1078 6709 0.161 ' Job Page MxTower Zephyrhills (BU 816298) 38 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 Section Elevation Sire L L„ Kl/r A P„ r P„ Ratio No. P„ ft ft ft in, lb lb gyp„ K=1.00 T8 197-181.3 2L2 1/2x2x3/16xl/4 9.22 8.59 129.9 1.62 -1229 21542 0.057' K=1.00 T9 181.3- L2 1/2x2 1/2x3/16 7.57 7.11 172.4 0.90 -1294 6858 0.189' 170.833 K=1.00 T10 170.833- 2L2 1/2x2x3/16xl/4 8.80 7.99 122.9 1.62 -2328 23648 0.098' 146.75 K=1.00 Tll 146.75- 2L21/2x2x3/16x1/4 9.31 8.55 131.8 1.62 -2991 20984 0.143' 121.667 K=1.00 T12 121.667- 2L2 1/2x2x3/16xl/4 9.54 8.85 134.5 1.62 -3580 20192 0.177' 96.5843 K=1.00 T13 96.5843-71.5 2L21/2x2x3/16x1/4 9.80 9.16 138.6 1.62 -4145 19014 0.218' K=1.00 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 8.80 8.29 128.2 1.62 -4122 22052 0.187' K=1.00 T15 51.417- 2L2 1/2x2x3/16xl/4 9.08 8.58 130.7 1.62 -4540 21307 0.213 ' 31.334 K=1.00 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 8.46 7.57 188.5 1.19 -7341 7564 0.971 ' K=1.00 ' P„ /OP„controls Redundant Diagonal 2) Design Data (Compression) Section Elevation Size L L„ KlIr .4 P„ �P„ Ratio No. P„ ft ft ft in= lb lb gyp„ T10 170.833- 2L2 1/2x2x3/16xl/4 11.10 10.62 160.7 1.62 -1468 14156 0.104' 146.75 K=1.00 T11 146.75- 2L2 1/2x2x3/16xl/4 12.02 11.56 174.9 1.62 -1932 11948 0.162' 121.667 K=1.00 T12 121.667- 2L21/2x2x3/16x1A 12.78 12.34 186.7 1.62 -2398 10477 0.229' 96.5843 K=1.00 T13 96.5843-71.5 21-2 1/2x2x3/16x1/4 13.58 13.16 199.1 1.62 -2872 9219 0.311 ' K=1.00 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 11.70 11.30 170.9 1.62 -3791 12503 0.303' K=1.00 T15 51.417- 21-21/2x2x3/16x1/4 12.22 11.82 178.8 1.62 -4293 11424 0.376' 31.334 K=1.00 T16 31.334-0 L3x3x3/16(rz) 10.37 9.87 202.0 1.09 4503 6033 0.746' K=1.00 P„ /�P„controls Redundant Diagonal (3) Design Data (Compression) Section Elevation Size L L„ KUr A P„ raP„ Ratio No. p„ ft ft ft In- lb lb gyp„ T16 31.334-0 2L 5x3.5x5/16"x3/8" 13.04 12.63 105.2 5.12 -60683 92618 0.655' K=1.00 tnxTower Job Zephyrhills (BU 816298) Page39 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh.NC27603 Client Designed by Phone:(919)661-6351 Crown Castle aobre on FAX-(919)661-6350 9 Section Elevation Sire L L„ Klh• A P„ Ratio No. P„ ft ft ft in71 1b Ib gyp„ P„ l¢P„controls Redundant Hi 1 Design Data (Compression) Section Elevation Sire L L„ Klh• A P. �P„ Ratio No. P„ ft ft ft M2 lb Ib T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 5.14 5.14 79.2 1.80 -652 42014 0.016' 5/16 K=1.00 P„ /�P„controls Redundant Hi 2 Design Data (Compression) Section Elevation Si_e L L„ Klh• A P„ V1, Ratio No. P„ ft fi ft inn' lb Ib gyp„ T 10 170.833- L3 1/2x3 1/2x 1/4 11.52 11.52 199.2 1.69 -90 9624 0.009' 146.75 K=1.00 T11 146.75- 2L2 1/2x2 1/2x3/16x5/16 12.92 12.92 199.2 1.80 -143 10271 0.014' 121.667 K=1.00 T12 121.667- 21,21/2x3xl/4xIA 14.38 14.38 229.3 2.63 -110 11277 0.010' 96.5843 K=1.00 T13 965843-71.5 2L21/2x3xl/4xl/4 15.84 15.84 252.6 2.63 -114 9293 0.012' K=1.00 KL/R>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 -65 13665 0.005' 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 -66 11989 0.006' 31.334 K=l.00 T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 10.28 10.28 158.5 1.80 -389 16234 0.024' 5/16 K=1.00 P„ /�P„controls Redundant Hi 3 Design Data (Compression) Section Elevation Sire L L„ Klh• .4 P„ �P„ Ratio No. P„ ft ft ft in= Ib Ib gyp„ T16 31.334-0 21-21/2x3xl/4xl/4 15.42 15.42 245.8 2.63 -204 9814 0.021 ' K=1.00 P„ /�P„controls b tnxTower Jo Zephyrhills (BU 816298) Page40 of 52 Tbiver Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Redundant Hip Diagonal 2 Design Data (Compression) Section Elevation Size L L„ Kl/r A P. +P Ratio No. P„ ft ft ft in' lb lb gyp„ T10 170.833- L3 1/2x3 1/2x1/4 16.87 16.87 291.7 1.69 -151 4487 0.034' 146.75 K=1.00 KUR>250(C)-389 Tll 146.75- L31/2x31/2xl/4 18.61 18.61 321.9 1.69 -161 3686 0.044' 121.667 K=1.00 KUR>250(C)-450 T12 121.667- 2L21/2x2x3/16xl/4 20.29 20.29 307.1 1.62 -126 3874 0.032' 96.5843 K=1.00 KUR>250(C)-511 T13 96.5843-71.5 2L21/2x2x3/16xl/4 22.00 22.00 332.9 1.62 -127 3296 0.038' K=1.00 KUR>250(C)-372 T14 71.5-51.417 21-2 1/2x2x3/16xl/4 23.17 23.17 350.6 1.62 -76 2972 0.026' K=1.00 KUR>250(C)-641 T15 51.417- 2L21/2x2x3/16xl/4 24.60 24.60 372.2 1.62 -70 2637 0.027' 31.334 K=1.00 KUR>250(C)-714 T16 31.334-0 2L21/2x2x3/16xl/4 15.40 15.40 233.0 1.62 -362 6732 0.054' K=1.00 ' P„ /�P„controls Redundant Sub-Horizontal Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ gyp„ Ratio No. p„ ft ft ft in' lb lb +p„ T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.22 -61937 110127 0.562' K=1.00 ' P„ controls Redundant Sub Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A P. Ratio No. p„ fi fi ft in' lb lh �p T16 31.334-0 2L5x3 1/2x5/16x3/8 9.42 9.42 85.0 5.12 -64095 110962 0.578' K=1.00 ' P„ /�P controls WxTower Job Zephyrhills (BU 816298) Page41 of 52 Project Date Tower Engiireering TEP No. 26146.157540 16:21:19 06/04/18 Professionals 326 Tgon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle on aobre FAX:(919)661-6350 9 Inner Bracing Design Data (Compression) Section Elevation Sire L L„ Ur A P„ Ratio No. P„ ft fr Jt in' lb Ib 4)PI, TI 287.667- L3x3x3/16 10.00 10.00 201.3 1.09 -9 6074 0.002' 280.084 K=1.00 T2 280.084- L3x3x3/16 7.73 7.73 155.7 1.09 -8 10156 0.001 ' 272.5 K=1.00 T3 272.5- L3x3x3/16 11.87 11.87 239.1 1.09 -47 4308 0.011 ' 247.333 K=1.00 T4 247.333- L4x4x1A 14.98 14.98 226.2 1.94 -84 8568 0.010' 232.583 K=1.00 T5 232.583- L4x4x 1/4 11.88 11.88 179.4 1.94 -29 13622 0.002' 222.166 K=1.00 T6 222.166- L4x4x 1/4 12.79 12.79 193.1 1.94 -21 11753 0.002' 209.583 K=1.00 T7 209.583-197 2L3x2x3/16x5/16 19.65 19.65 280.9 1.80 -147 5168 0.028' K=1.00 KUR>250(C)-237 T8 197-181.3 L7x4x3/8 14.99 14.99 159.2 3.98 -45 35473 0.001 ' K=1.00 T9 181.3- L3 1/2x2 1/2xl/4 16.36 16.36 266.8 1.44 -39 4570 0.009' 170.833 K=1.00 KUR>250(C)-333 T10 170 833- L3x3x3/16 17.28 17.28 220.8 1.09 -69 5051 0.014' 146.75 K=1.00 T11 146.75- L5x3x1/4 19.38 19.38 270.1 1.94 -88 6006 0.015' 121.667 K=1.00 KUR>250(C)-454 T12 121.667- 2L3 1/2x3 1/2xl/4x5/16 21.57 '2157 168.8 3.38 -70 26747 0.003' 96.5843 K=1.00 T13 96.5843-71.5 2L2x2-1/2x3/16x5/16 23.76 23.76 240.3 1.62 -70 6326 0.011 ' K=1.00 T14 71.5-51.417 2L2 1/2x2 1/2x3/16x5/16 25.96 25.96 273.8 1.80 -59 5439 0.011 ' K=L00 KUR>250(C)-646 T15 51.417- 2L21/2x3xl/4xl/4 27.71 27.71 242.0 2.63 -65 10126 0.006' 31.334 K=1.00 T16 31.334-0 2L2 1/2x2 1/2x3/16x5/16 29.47 29.47 310.8 1.80 -78 4220 0.018' K=1.00 KUR>250(C)-828 ' P„ /oP controls Tension Checks Leg Design Data Tension Section Elevation Si=e L L„ Klb• A P„ �P Ratio No. P„ ft ft fi in: ib 16 ep TI 287.667- L5x5x5/16 7.61 7.61 58.2 3.03 310 136350 0.002' 280.084 T2 280.084- L5x5x5/16 7.61 7.61 58.2 2.48 827 121052 0.007' 272.5 e tnx,Tower Job Zephyrhills (BU 816298) Page 42 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Section Elevation Si--e L L„ Klb• A P„ pP Ratio No. P„ ft ft ft in` Ib lb V T3 272.5- L5x5xl/2 25.26 6.32 49.2 3.88 9463 188906 0.050' 247.333 T4 247.333- L8xSx5/8 14.81 7.40 35.7 9.61 24437 432450 0.057' 232.583 T5 232.583- L8x8x5/8 10.46 5.23 25.2 8.52 30564 415167 0.074' 222.166 T6 222.166- L8x8x5/8 12.63 6.32 30.4 9.61 40415 432450 0.093' 209.583 T7 209.583-197 L8x8x5/8 12.63 6.32 30.4 8.36 53128 407550 0.130' T8 197-181.3 L8x8x1 1/8 15.76 7.88 39.1 16.70 67546 751500 0.090' T9 181.3- L8x8x1 1/8 10.51 5.25 26.0 14.45 92020 704438 0.131 ' 170.833 T10 170.833- L8x8x11/8 24.17 8.06 40.0 14.17 109602 690727 0.159' 146.75 T11 146.75- L8x8x3/4 25.18 8.39 40.8 9.71 152958 473484 0.323 ' 121.667 T12 121.667- L8x8x1 25.18 8.39 41.3 12.75 201001 621563 0.323 ' 96.5843 T13 96.5843-71.5 L8x8x11/8 25.18 8.39 41.6 13.89 250462 677016 0.370' T14 71.5-51.417 L8x8x11/8 20.16 6.72 33.3 13.89 305708 677016 0.452' T15 51.417- L8x8x11/8 20.16 6.72 33.3 13.89 349413 677016 0.516' 31.334 T16 31.334-0 L8x8x11/8 31.45 7.86 39.0 13.89 333540 677016 0.493' P„ /¢P„controls Diagonal Design Data Tension Section Elevation Sire L L. Ur A P. Ratio No. p„ ft ft ft in' Ib lb � T1 287.667- 2L21/2x2x3/16x5/l6 9.36 8.55 136.3 0.97 855 42056 0.020' 280.084 T2 280.084- 2L2 1/2x2x3/16x5/16 9.64 8.85 140.8 0.97 3120 42056 0.074' 272.5 T3 272.5- 2L21/2x21/2xl/4x5/16 14.67 13.80 147.0 1.45 7801 63211 0.123' 247.333 T4 247.333- 2L3x2 1/2xl/4xl/4 11.19 10.29 136.4 1.64 7616 71367 0.107' 232.583 T5 232.583- 21 2 1/2x3x 1/4x 1/4 13.81 12.66 113.8 1.64 10063 71367 0.141 ' 222.166 T6 222.166- 2L2 1/2x3 1/2xl/4x5/16 15.98 7.67 130.4 1.83 12515 79523 0.157' 209.583 T7 209583-197 2L21/2x31/2xl/4x5/16 16.47 7.91 134.4 1.83 14951 79523 0.188' T8 197-181.3 21,3 1/2 x 4 x 1/4 x 1/4 19.53 18.13 126.1 2.39 22484 103992 0.216' T9 181.3- 2L 3 x 3 1/2 x 1/4 x 1/4 16.10 14.83 117.2 2.02 21 162 87680 0.241 ' 170.833 T10 170.833- 2L31/2x5x5/16x5/16 27.75 8.65 107.7 3.43 38144 149106 0.256' 146.75 T11 146.75- 2L31/2x5x5/16x5/16 29.40 9.29 114.1 3.43 42555 149106 0.285' 121.667 T12 121.667- 2L3 1/2x5x5/16x5/16 30.23 9.57 117.3 3.43 45529 149106 0.305' 96.5843 T13 96.5843-71.5 2L3 1/2x5x5/16x5/l6 31.12 9.86 120.8 3.43 50604 149106 0.339' 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 46336 103992 0.446' T15 51.417- 2L31/2x4x5/16xl/2 28.96 18.52 118.6 2.96 48105 128716 0.374' d' Job Page tnxT®we Zephyrhills (BU 816298) 43 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle on aobre FAX:(919)661-6350 9 Section Elevation Si=e L L„ Kl/r A P„ Ratio No. P„ ft J? ft i,r= lb 16 �p 31.334 T16 31.334-0 2L5x5x3/8x1/2 26.59 8.86 68.3 4.85 81911 211043 0.388' P„ /�P„controls Horizontal Design Data Tension Section Elevation St_e L L„ Kl/r A P„ Ratio No. P„ ft ft ft in= lb Ib �P„ T2 280.084- 2L21/2x2x3/16x5/16 10.94 5.26 79.6 0.97 1981 42056 0.047' 272.5 T3 272.5- 2L2x2x3/16x5/16 13.43 6.28 126.5 0.83 4038 35939 0.112' 247.333 T4 247.333- 2L21/2x2x3/16x5/16 15.89 7.38 115.2 0.97 6020 42056 0.143' 232.583 T5 232.583- 2L5x31/2x5/16x5/16 16.81 7.75 67.6 3.43 6832 149106 0.046' 222.166 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 122.2 1.11 7904 48173 0.164' 209.583 T8 197-181.3 2L5x3x5/16x5/16 21.20 10.27 103.1 3.19 13730 138911 0.099' T9 181.3- 2L6x3.5x5/16"x5/16" 23.14 10.91 99.4 3.90 16548 169497 0.098' 170.833 T10 170.833- 2L3 1/2x2 1/2xl/4x5/16 24.44 11.56 133.9 1.83 19270 79523 0.242' 146.75 T11 146.75- 2L5x3 1/2x5/16x5/16 27.41 13.05 112.1 3.43 22700 149106 0.152' 121.667 T12 121.667- 2L4x3xl/4xl/4 30.51 14.60 144.1 2.20 26050 95836 0.272' 96.5843 T13 96.5843-71.5 2L4x3 1/2x5/16x1/4 33.61 16.15 157.0 2.96 30665 128716 0.238' T14 71.5-51.417 2L3 1/M 1/2xl/4 36.71 18.02 225.7 1.83 33277 79687 0.418' T15 51.417- 2L31/2x21/2xl/4 39.19 19.26 241.3 1.83 35921 79687 0.451 ' 31.334 T16 31.334-0 2L6x4x7/16xl/2 41.67 14.88 109.4 5.70 77915 248001 0.314' P„ /�P„controls Top Girt Design Data Tension Section Elevation Si_e L L„ KUr A P„ Ratio No. P„ ft ft ft id Ib 1b -p" T1 287.667- L3x21/2xl/4 10.00 4.56 76.5 0.82 518 35602 0.015' 280.084 T3 272.5- L5x3xl/4 11.87 5.50 79.8 1.29 3035 56156 0.054' 247.333 T4 247.333- 2L31/2x21/2xl/4x5/16 14.98 7.05 82.1 1.83 5369 79523 0.068' 232.583 T7 209.583-197 2L3x2x3/16x5/16 19.65 9.17 133.1 1.11 9498 48173 0.197' WxTower Job Zephyrhills(BU 816298) Page44 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh.NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon P„ /r P„controls Redundant Horizontal 1 Design Data Tension Section Elevation Si_e L L„ KlIr A P„ V1, Ratio No. P„ ft ft ft hr' Ib 16 op� T3 272.5- L2 1/2x2x3/16 3.36 3.15 63.0 0.81 236 26212 0.009' 247333 T5 232.583- L21/2x11/2x3/16 4.20 3.87 109.9 0.71 753 23161 0.033' 222.166 T6 222.166- L2 1/2x2x3/16 4.52 4.19 83.8 0.81 902 26212 0.034' 209.583 T7 209.583-197 L2 1/2x2x3/16 4.91 4.58 91.6 0.81 1365 26212 0.052' T8 197-181.3 2L2 1/2x2x3/16xl/4 5.30 4.97 75.2 1.62 1404 52397 0.027' T9 1813- L2 1/2x2x3/16 5.79 5.45 109.1 0.81 1972 26212 0.075' 170.833 TIO 170.833- L21/2xl 1/2x3/16 4.07 3.74 106.3 0.71 2154 23161 0.093 ' 146.75 T11 146.75- L2 1/2x1 1/2x3/16 4.57 4.24 120.3 0.71 2937 23161 0.127' 121.667 T12 121.667- L21/2x11/2x3/16 5.08 4.75 135.0 0.71 3816 23161 0.165' 96.5843 T13 96.5843-71.5 L2 1/2x2x3/16 5.60 5.27 105.4 0.81 4738 26212 0.181 ' T14 71.5-51.417 L2 1/2x2x3/16 6.12 5.78 115.7 0.81 5728 26212 0.219' T15 51.417- 2L21/2x2x3/16xl/4 6.53 6.20 93.8 1.62 6532 52397 0.125' 31.334 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 3.63 3.30 82.2 1.19 6309 38556 0.164' P„ /QP„controls Redundant Horizontal 2 Design Data Tension Section Elevation Sire L L„ Kl/r A P. �P Ratio No. P„ ft ft fi in= Ih 1b W, T10 170.833- L2 1/2x2 1/2x3/16 8.14 7.81 120.5 0.90 2154 29225 0.074' 146.75 T11 146.75- L3x3x3/16 9.14 8.80 112.5 1.09 2937 35316 0.083 ' 121.667 T12 121.667- L3x3x3/16 10.17 9.84 125.7 1.09 3816 35316 0.108' 96.5843 T13 96.5843-71.5 L3x3x1/4 11.20 10.87 1403 1.44 4738 46656 0.102' T14 71.5-51.417 2L2 1/2x2 1/2x3/16 12.24 11.90 183.6 1.80 5728 58320 0.098' T15 51.417- 2L2 1/2 x 2 1/2 x 3/16 x 13.06 12.73 1963 1.80 6532 58472 0.112 31.334 5/16 T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 7.27 6.93 172.6 1.19 6309 38556 0.164' P„ /r P„controls Redundant Horizontal 3 Design Data Tension Wxd owed" Job Page Zephyrhills (BU 816298) 45 of 52 To)ver Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao g Section Elevation Size L L„ Kl/r A P„ Ratio No. P„ ft ft ft nr' lb lb �P„ T16 31.334-0 2L3x3xl/4xl/2 10.90 10.57 137.6 2.90 6309 94074 0.067' P„ /rP„controls Redundant Diagonal 1 Design Data Tension Section Elevation Size L L„ Kl/r A P„ Ratio No. P„ ft ft ft in-, lb lb �P T3 272.5- L2 1/2x2x3/16 6.97 6.48 129.7 0.81 277 26212 0.011 ' 247.333 T5 232.583- L2 1/2x2x3/16 6.50 5.95 119.0 0.81 599 26212 0.023' 222.166 T6 222.166- L2 1/2x2 1/2x3/16 7.54 6.93 106.9 0.90 766 29225 0.026' 209.583 T7 209.583- 197 L2 1/2x2 1/2x3/16 7.76 7.19 110.9 0.90 1081 29225 0.037' TS 197-181.3 21-2 1/2x2x3/16x1/4 9.22 8.59 129.9 1.62 1225 52397 0.023 ' T9 181.3- L21/2x21/2x3/16 7.57 7.11 109.7 0.90 1295 29225 0.044' 170.833 T10 170.833- 21-21/2x2x3/16x1/4 8.80 7.99 120.9 1.62 2328 52397 0.044' 146.75 T11 146.75- 2L21/2x2x3/16xl/4 9.31 8.55 129.3 1.62 2991 52397 0.057' 121.667 T12 121.667- 2L21/2x2x3/16xl/4 9.54 8.85 133.9 1.62 3580 52397 0.068' 96.5843 T13 96.5843-71.5 2L2 1/2x2x3/16xl/4 9.80 9.16 138.6 1.62 4145 52397 0.079' T14 71.5-51.417 2L21/2x2x3/16x1/4 8.80 8.29 125.5 1.62 4122 52397 0.079' T15 51.417- 2L21/2x2x3/16xl/4 9.08 8.58 129.9 1.62 4540 52397 0.087' 31.334 T16 31.334-0 L21/2x21/2xl/4(rz) 8.46 7.57 188.5 1.19 7341 38556 0.190' P„ /�P„controls Redundant Diagonal 2 Design Data Tension Section Elevation Sce L L„ Kl/r A P„ VII Ratio No. P„ ft ft ft in' lb lb W, T10 170.833- 2L21/2x2x3/16xl/4 11.10 10.62 160.7 1.62 1605 52397 0.031 ' 146.75 T11 146.75- 2L21/2x2x3/16xl/4 12.02 11.56 174.9 1.62 2024 52397 0.039' 121.667 T12 121.667- 21-21/2x2x3/16x114 12.78 12.34 186.7 1.62 2460 52397 0.047' 96.5843 T13 96.5843-71.5 2L21/2x2x3/16xl/4 13.58 13.16 199.1 1.62 2932 52397 0.056' T14 71.5-51.417 2L21/2x2x3/16x1/4 11.70 11.30 170.9 1.62 3652 52397 0.070' T15 51.417- 21-21/2x2x3/16xl/4 12.22 11.82 178.8 162 4073 52397 0.078' 31.334 T16 31.334-0 L3x3x3/16(rz) 10.37 19.87 202.0 1.09 4503 35316 0.127' Pa tnxTower Job e Zephyrhills (BU 816298) . 46 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX (919)661-6350 aobregon P„ /rpP„controls Redundant Diagonal 3 Design Data Tension Section Elevation Si=e L L„ Kl/r A P„ rpP„ Ratio No. P fi fi ft in-' lb lb gyp" T16 31.334-0 2L 5x3.5x5/16x3/8" 13.04 12.63 105.2 5.12 54949 165888 0.331 ' P„ controls Redundant Hi 1 Design Data Tension Section Elevation Sice L L„ KlAr A P„ �P„ Ratio No. P„ ft ft fi ar lb lb gyp„ T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 5.14 5.14 79.2 1.80 828 58472 0.014' 5/16 P„ /OP„controls Redundant Hip 2) Design Data (Tension) Section Elevation Sire L L„ Kl/r A P" r P„ Ratio No. p„ ft ft jt in' 1b lb yP T10 170.833- L31/2x31/2xl/4 11.52 11.52 126.8 1.69 35 54756 0.001 ' 146.75 T11 146.75- 2L2 1/2x2 1/2x3/16x5/16 12.92 12.92 199.2 1.80 94 58472 0.002' 121.667 T12 121.667- 2L21/2x3xl/4xt/4 14.38 14.38 229.3 2.63 45 85050 0.001 ' 96.5843 T13 96.5843-71.5 2L2 1/2x3x1/4x1/4 15.84 15.84 252.6 2.63 41 85050 0.000' T16 31.334-0 21-2 1/2 x 2 1/2 x 3/16 x 10.28 10.28 158.5 1.80 233 58472 0.004' 5/16 P„ /OP„controls Redundant Hi 3) Design Data (Tension) Section Elevation Sire L L„ K1/r A P„ gyp„ Ratio No. P„ fi fi fi in= lh lb ep T16 31.334-0 21-2 1/2x3x l/4x 1/4 15.42 15.42 243.8 2.63 52 85050 0.001 ' MxTower Job Page Zephyrhills (BU 816298) 47 of 52 Tofver Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon ' P„ /v,controls Redundant Hip Diagonal 2 Design Data Tension Section Elevation Size L L„ Kl/r A P. �P„ Ratio No. p„ j ft ft inn' lb lb �p TIO 170.833- L3 1/2x3 1/2x 1 A 16.87 16.87 185.7 1.69 140 54756 0.003' 146.75 T11 146.75- L31/201/2x1/4 18.61 18.61 204.9 1.69 148 54756 0.003' 121,667 T12 121.667- 2L21/2x2x3/16xl/4 20.29 20.29 307.1 1.62 112 52397 0.002' 96.5843 T13 96.5843-71.5 2L2 1/2x2x3/16x 1/4 22.00 22.00 332.9 1.62 113 52397 0.002' T14 71.5-51.417 2L21/2x2x3/16xl/4 23.17 23.17 350.6 1.62 63 52397 0.001 ' T15 51.417- 21-21/2x2x3/16xl/4 24.60 24.60 372.2 1.62 56 52397 0.001 ' 31.334 T16 31.334-0 21-21/2x2x3/16xl/4 15.40 15.40 233.0 1.62 322 52397 0.006' ' P„ / pP„controls Redundant Sub-Horizontal Design Data Tension Section Elevation Size L L,, K1lr A P„ �P Ratio No. P„ ft ft ft in= lb lb �P„ T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.22 48837 233928 0.209' 'P„ / pP„controls Redundant Sub Diagonal Design Data Tension Section Elevation Size L L„ Ur A P„ �P„ Ratio No. P„ fl ft ft in lb lb �p T16 31.334-0 2L5x31/2x5/l6x3/8 9.42 9.42 78.0 5.12 62544 165888 0.377' ' P„ /�P„controls Inner Bracing Design Data Tension Section Elevation Size L L„ KlIr A P„ r p Ratio No. P. ft ft ft in= lb lb �P" T1 287.667- L3x3x3/16 7.07 7.07 90.4 1.09 12 35316 0.000' 280.084 T3 272.5- L3x3x3/16 8.40 8.40 107.3 1.09 65 35316 0.002' e thxTower Job Zephyrhills (BU 816298) Page 48 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Section Elevation Si_e L L„ KUr A P„ Ratio No. P„ ft ft ft in, lb lb �p 247.333 T4 247.333- L4x4x1A 10.59 10.59 101.7 1.94 102 62856 0.002' 232.583 T7 209.583-197 2L3x2x3/16x5/16 13.89 13.89 194.8 1.80 201 58472 0.003' T10 170.833- L3x3x3/16 17.28 17.28 220.8 1.09 26 35316 0.001 ' 146.75 T11 146.75- L5x3xl/4 19.38 19.38 270.1 1.94 15 62856 0.000' 121.667 T13 96.5843-71.5 2L2x2-l/2x3/l6x5/l6 23.76 23.76 475.0 1.62 2 52397 0.000' T14 71.5-51.417 2L2 1/2x2 1/2x3/16x5/16 25.96 25.96 400.2 1.80 1 58472 0.000' P„ /�P„controls Section Capacity Table Section Elevation Component Size Critical P oP„IM„. % Pass No. f Tjpe Element lb lb Capacity Fail T1 287.667- Leg L5x5x5/16 3 -957 68151 1.4 Pass 280.084 T2 280.084-272.5 Leg L5x5x5/16 25 -2397 68151 3.5 Pass 5.1 (b) T3 272.5-247.333 Leg L5x5xl/2 46 -13545 138404 9.8 Pass T4 247.333- Leg L8x8x5/8 114 -31737 343201 9.2 Pass 232.583 T5 232.583- Leg L8x8x5/8 152 -39779 385363 103 Pass 222.166 18.5(b) T6 222.166- Leg L8x8x5/8 189 -52050 365491 14.2 Pass 209.583 T7 209583-197 Leg L8x8x5/8 226 -68352 365491 18.7 Pass 23.4(b) T8 197-1813 Leg L8x8x1 1/8 263 -89646 574459 15.6 Pass T9 181.3- 170.833 Leg L8x8x1 1/8 300 -118735 666923 17.8 Pass 30.5(b) T10 170.833-146.75 Leg L8x8x1 1/8 337 -141863 567438 25.0 Pass 37.2(b) Tl 1 146.75-121.667 Leg L8x8x3/4 398 -193756 381148 50.8 Pass T12 121.667- Leg L8x8x1 459 -252609 497680 50.8 Pass 96.5843 T13 96.5843-71.5 Leg L8x8x1 1/8 520 -313836 554066 56.6 Pass T14 71.5-51.417 Leg L8x8xl 1/8 581 -379528 618134 61.4 Pass T15 51.417-31.334 Leg L8x8xl 1/8 654 -432981 618134 70.0 Pass T16 31.334-0 Leg L8x8xl 1/8 729 -416546 575107 72.4 Pass Tl 287.667- Diagonal 2L21/2x2x3/16x5/16 19 -1033 22393 4.6 Pass 280.084 T2 280.084-272.5 Diagonal 21 2 1/2x2x3/16x5/16 33 -3322 21328 15.6 Pass T3 272.5-247.333 Diagonal 2L2 1/2x2 1/2xl/4x5/16 71 -8102 24116 33.6 Pass T4 247.333- Diagonal 2L3x2 1/2xl/4xl/4 133 -8102 36624 22.1 Pass 232.583 T5 232.583- Diagonal 2L2 1/2x3xl/4xl/4 170 -10625 42679 24.9 Pass 222.166 T6 222.166- Diagonal 2L2 1/2x3 1/2xl/4x5/16 207 -12934 41469 31.2 Pass 209.583 T7 209.583-197 Diagonal 2L2 WA 1/2xl/4x5/16 250 -15539 39835 39.0 Pass T8 197-181.3 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 281 -23424 51755 45.3 Pass T9 181.3-170.833 Diagonal 2L 3 x 3 1/2 x 1/4 x 1/4 318 -22067 49651 44.4 Pass TIO 170.833-146.75 Diagonal 2L3 1/2x5x5/16x5/16 365 -38893 88823 43.8 Pass tnx, owed" Job Page Zephyrhills (BU 816298) 49 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tipon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobre on FAX:(919)661-6350 9 Section Elevation Component Sire Critical P oPdn„�„ % Pass No. l Type Element lh lb Capacity Fail TI 1 146.75-121.667 Diagonal 2L3 1/2x5x5/16x5/l6 426 -43795 82639 53.0 Pass T12 121.667- Diagonal 2L31/2x5x5/16x5/16 487 -47010 79555 59.1 Pass 96.5843 T13 96.5843-71.5 Diagonal 2L3 1/2x5x5/16x5/16 548 -51935 76300 68.1 Pass T14 71.5-51.417 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 613 -47704 53656 88.9 Pass T15 51.417-31.334 Diagonal 2L31/2x4x5/16xl/2 686 -49751 67547 73.7 Pass T16 31.334-0 Diagonal 2L5x5x3/8 xl/2 775 -94125 144191 65.3 Pass T2 280.084-272.5 Horizontal 2L2 1/2x2x3/16x5/16 32 -1978 29914 6.6 Pass T3 272.5-247.333 Horizontal 2L2x2x3/16x5/16 70 -4045 21274 19.0 Pass T4 247.333- Horizontal 2L2 1/2x2x3/16x5/16 132 -5907 26070 22.7 Pass 232.583 T5 232.583- Horizontal 2L5x3 1/2x5/16x5/16 169 -6803 121635 5.6 Pass 222.166 10.1 (b) T6 222.166- Horizontal 2L3x2x3/16x5/16 206 -7873 23997 32.8 Pass 209.583 T8 197-181.3 Horizontal 2L5x3x5/16x5/16 280 -13725 65215 21.0 Pass T9 181.3- 170.833 Horizontal 2L6x3.5x5/l6"x5/l6" 317 -16552 97350 17.0 Pass 24.3(b) T10 170.833- 146.75 Horizontal 2L3 1/2x2 1/2xl/4x5/16 364 -19296 34325 56.2 Pass Tl l 146.75-121.667 Horizontal 2L5x3 1/2x5/16x5/16 425 -22727 82937 27.4 Pass 33.4(b) T12 121.667- Horizontal 2L4x3xl/4xl/4 486 -26085 35919 72.6 Pass 96.5843 T13 96.5843-71.5 Horizontal 2L4x3 1/2x5/1 6xl/4 547 -30700 47676 64.4 Pass T14 71.5-51.417 Horizontal 21-3 1/2x2 1/2xl/4 612 -33293 47720 69.8 Pass T15 51.417-31.334 Horizontal 2L3 1/2x2 1/2xl/4 685 -35939 43373 82.9 Pass T16 31.334-0 Horizontal 2L6x4x7/16xl/2 798 -72972 142997 51.0 Pass 54.4(b) Tl 287.667- Top Girt L3x21/2x1/4 7 -548 21969 2.5 Pass 280.084 T3 272.5-247 333 Top Girt L5x3xl/4 49 -3024 29559 10.2 Pass T4 247.333- Top Girt 2L3 I/2x2 1/2xI/4x5/16 119 -5317 59488 8.9 Pass 232.583 12.8(b) T7 209.583-197 Top Girt 2L3x2x3/16x5/16 231 -9460 20890 45.3 Pass T3 272.5-247.333 Redund Horz l L2 1/2x2x3/16 79 -241 14792 1.6 Pass Bracing TS 232.583- Redund Horz I L2 1/2xl 1/2x3/16 178 -768 8020 9.6 Pass 222.166 Bracing T6 222.166- Redund Horz 1 L2 1/2x2x3/l6 215 -915 12457 7.3 Pass 209.583 Bracing T7 209.583-197 Redund Horz 1 L2 1/2x2x3/16 254 -1369 10964 12.5 Pass Bracing T8 197-181.3 Redund Horz 1 21-2 1/2x2x3/16x1/4 289 -1400 35270 4.0 Pass Bracing T9 181.3-170.833 Redund Horz 1 L2 1/2x2x3/16 329 -1973 7785 25.3 Pass Bracing T10 170.833-146.75 Redund Horz 1 L2 1/2xl 1/2x3/16 347 -2154 8583 25.1 Pass Bracing Tl 1 146.75-121.667 Redund Horz I L2 1/2xl 1/2x3/16 408 -2937 6691 43.9 Pass Bracing T12 121.667- Redund Horz l L2 l/2xl 1/2x3/16 493 -3816 5315 71.8 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Harz l L2 1/2x2x3/16 554 -4738 8338 56.8 Pass Bracing T14 71.5-51.417 Redund Harz I L2 1/2x2x3/16 592 -5728 8073 70.9 Pass Bracing T15 51.417-31.334 Redund Horz 1 21-21/2x2x3/16xl/4 665 -6532 30173 21.6 Pass Bracing T16 31.334-0 Redund Horz 1 L2 1/2x2 1/2x1A(rz) 783 -6309 27022 23.3 Pass Bracing T10 170.833-146.75 Redund Horz 2 L2 1/2x2 1/2x3/16 348 -2154 5682 37.9 Pass tnxTower Job Page Zephyrhills (BU 816298) 50 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Ttyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Section Elevation Component size G•itical P oP„k- % Pass No. f Type Element lb lb Capacity Fail Bracing TI 1 146.75-121.667 Redund Horz 2 L3x3x3/16 409 -2937 7838 37.5 Pass Bracing T12 121.667- Redund Horz 2 L3x3x3/16 502 -3816 6278 60.8 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Horz 2 L3x3xl/4 555 -4738 6701 70.7 Pass Bracing T14 71.5-51.417 Redund Horz 2 2L2 1/2x2 1/2x3/16 593 -5728 7139 80.2 Pass Bracing T15 51.417-31.334 Redund Horz 2 2L2 1/2 x 2 1/2 x 3/16 x 5/16 666 -6532 10583 61.7 Pass Bracing T16 31.334-0 Redund Horz 2 L2 1/2x2 1/2x 1/4(rz) 801 -6309 9020 69.9 Pass Bracing T16 31.334-0 Redund Horz 3 2L3x3xl/4xl/2 786 -6309 34650 18.2 Pass Bracing T3 272.5-247.333 Redund Dias 1 L2 1/2x2x3/16 80 -246 5506 4.5 Pass Bracing T5 232.583- Redund Diag 1 L2 1/2x2x3/16 175 -587 6546 9.0 Pass 222.166 Bracing T6 222.166- Redund Diag 1 L2 1/2x2 1/2x3/16 205 -756 7213 10.5 Pass 209.583 Bracing T7 209.583-197 Redund Diag 1 L2 1/2x2 1/2x3/16 255 -1078 6709 16.1 Pass Bracing T8 197-181.3 Redund Diag 1 2L2 1/2x2x3/16xl/4 279 -1229 21542 5.7 Pass Bracing T9 181.3-170.833 Redund Diag 1 L2 1/2x2 1/2x3/16 313 -1294 6858 18.9 Pass Bracing T10 170.833-146.75 Redund Diag 1 2L2 1/2x2x3/16x 1/4 349 -2328 23648 9.8 Pass Bracing Tl 1 146.75-121.667 Redund Diag 1 21-2 1/2x2x3/16xl/4 410 -2991 20984 14.3 Pass Bracing T12 121.667- Redund Diag l 2L2 1/2x2x3/16xl/4 503 -3580 20192 17.7 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 1 2L2 1/2x2x3/16xl/4 556 -4145 19014 21.8 Pass Bracing T14 71.5-51.417 Redund Diag 1 2L2 1/2x2x3/16xl/4 594 -4122 22052 18.7 Pass Bracing T15 51.417-31.334 Redund Diag l 2L2 1/2x2x3/16xl/4 667 -4540 21307 21.3 Pass Bracing T16 31.334-0 Redund Diag 1 L2 1/2x2 1/2xl/4(rz) 802 -7341 7564 97.1 Pass Bracing T10 170.833-146.75 Redund Diag 2 2L2 1/2x2x3/16x1/4 350 -1468 14156 10.4 Pass Bracing T11 146.75-121.667 Redund Diag 2 2L2 1/2x2x3/16xl/4 411 -1932 11948 16.2 Pass Bracing T12 121.667- Redund Diag 2 2L2 1/2x2x3/16xl/4 496 -2398 10477 22.9 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Dias 2 2L2 1/2x2x3/16xl/4 565 -2872 9219 31.1 Pass Bracing T14 71.5-51.417 Redund Diag 2 2L2 1/2x2x3/16x 1/4 602 -3791 12503 30.3 Pass Bracing T15 51.417-31.334 Redund Diag2 2L2 1/2x2x3/16xl/4 675 -4293 11424 37.6 Pass Bracing T16 31.334-0 Redund Diag 2 L3x3x3/16(rz) 787 -4503 6033 74.6 Pass Bracing T16 31334-0 Redund Dias 3 2L 5x3.5x5/16"U/8" 812 -60683 92618 65.5 Pass Bracing T16 31334-0 Redund Hip l 2L2 1/2 x 2 1/2 x 3/16 x 5/16 766 -652 42014 1.6 Pass Bracing T10 170.833-146.75 Redund Hip'_ L31/2x31/2x1/4 398 -90 9624 0.9 Pass Bracing tnxTower Job Page Zephyrhills (BU 816298) 51 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 To-on Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle on aobre FAX:(919)661-6350 g Section Elevation Component Sire Critical P oPO- % Pass No. rt Type Element lh lh Capacity Fail Tl 1 146.75-121.667 Redund Hip 2 21-2 1/2x2 1/2x3/16x5/16 449 -143 10271 1.4 Pass Bracing T12 121.667- Redund Hip 2 21-2 1/2x3x 1/4x 1/4 510 -110 11277 1.0 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Hip 2 21-2 1/2x3xl/4x 1/4 571 -114 9293 12 Pass Bracing T14 71.5-51.417 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x,1/4 640 -65 13665 0.5 Pass Bracing T15 51.417-31.334 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 713 -66 11989 0.6 Pass Bracing T16 31.334-0 Redund Hip 2 21-2 1/2 x 2 1/2 x 3/16 x 5/16 791 -389 16234 2.4 Pass Bracing T16 31.334-0 Redund Hip 3 21-21/2x3xl/4xl/4 816 -204 9814 2.1 Pass Bracing TIO 170.833-146.75 Redund Hip Diagonal L3 1/2x3 1/2x1A. 389 -151 4487 3.4 Pass 2 Bracing Tl 1 146.75-121.667 Redund Hip Diagonal L3 1/2x3 1/2xl/4 450 -161 3686 4.4 Pass 2 Bracing T12 121.667- Redund Hip Diagonal 2L2 1/2x2x3/16xl/4 511 -126 3874 3.2 Pass 96.5843 2 Bracing T13 96.5843-71.5 Redund Hip Diagonal 21-2 1/2x2x3/16x1/4 572 -127 3296 3.8 Pass 2 Bracing T14 71.5-51.417 Redund Hip Diagonal 21-2 1/2x2x3/16x1%4 641 -76 2972 2.6 Pass 2 Bracing T15 51.417-31.334 Redund Hip Diagonal 21-21/2x2x3/16x1/4 714 -70 2637 2.7 Pass 2 Bracing T16 31.334-0 Redund Hip Diagonal 21-2 1/2x2x3/l6xI/4 817 -362 6732 5.4 Pass 2 Bracing T16 31.334-0 Redund Sub Hors 2L5x5x3/8 813 -61937 110127 56.2 Pass Bracing T16 31.334-0 Redund Sub 2L5x3 1/2x5/16x3/8 794 -64095 110962 57.8 Pass Diagonal Bracing TI 287.667- Inner Bracing L3x3x3/16 13 -9 6074 0.2 Pass 280.084 T2 280.084-272.5 Inner Bracing L3x3x3/16 42 -2 5078 0.2 Pass T3 272.5-247.333 Inner Bracing L3x3x3/16 55 -47 4308 1.1 Pass T4 247.333- Inner Bracing L4x4x1A: 125 -84 8568 1.0 Pass 232.583 T5 232.583- Inner Bracing L4x4x1/4 187 -4 6811 0.4 Pass 222.166 T6 222.166- Inner Bracing L4x4xl/4 224 -5 5876 0.4 Pass 209.583 T7 209.583-197 Inner Bracing 2L3x2x3/16x5/16 237 -147 5168 2.8 Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 -11 17736 0.6 Pass T9 181.3-170.833 Inner Bracing L3 1/2x2 1/2xl/4 333 -39 4570 0.9 Pass T10 170.833-146.75 Inner Bracing L3x3x3/16 394 -69 5051 1.4 Pass Tl 1 146.75-121.667 inner Bracing L5x3x1/4 454 -88 6006 1.5 Pass T12 121.667- Inner Bracing 21-31/2x31/2x1/4x5/16 518 -14 13660 0.6 Pass 96.5843 T13 96.5843-71.5 Inner Bracing 2L2x2-1/2x3/16x5/16 576 -70 6326 1.1 Pass T14 71,5-51.417 Inner Bracing 21-21/2x21/2x3/16x5/16 646 -59 5439 1.1 Pass T15 51.417-31.334 Inner Bracing 21-21/2x3x1/4xl/4 721 -14 5166 0.8 Pass T16 31.334-0 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 828 -78 4220 1.8 Pass Summary Leg(Tl6) 72.4 Pass Diagonal 88.9 Pass (T14) Horizontal 82.9 Pass (T15) Top Girt 45.3 Pass (T7) Job e g Pa WxTOWer Zephyrhills (BU 816298) 52 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobre90n Section Elevation Component Size Critical P oP„u,,,, % Pass No rt Tj;pe Element lb lb Capacity Fail Redund 71.8 Pass Horz l Bracing (T12) Redund 80.2 Pass Horz 2 Bracing (T14) Redund 18.2 Pass Horz 3 Bracing (T16) Redund 97.1 Pass Diag 1 Bracing (T16) Redund 74.6 Pass Diag 2 Bracing (T16) Redund 65.5 Pass Diag 3 Bracing (T16) Redund Hip 1.6 Pass 1 Bracing (T16) Redund Hip 2.4 Pass 2 Bracing (T16) Redund Hip 2.1 Pass 3 Bracing (T16) Redund Hip 5.4 Pass Diagonal 2 Bracing (T16) Redund Sub 56.2 Pass Horz Bracing (T16) Redund Sub 57.8 Pass Diagonal Bracing (T16) Inner 2.8 Pass Bracing(T7) Bolt Checks 70.8 Pass K&TING= 97.1 Pass Program Version 7.0.5.1-2/1/2016 File:C:/Users/aobregon/DocumentsfFNX runs/Zephyrhills 26146 SDD/98252_157540_816298 ZEPHYRHILLS SDD/tnxTower/816298 LC4.eri June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 13 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 (INSTALLED) (1) 1-3/8" TO 177 FT LEVEL (12) 1-5/8" TO 177 FT LEVEL 048 9 (INSTALLED) - LIGHTS (1) 7/16" TO 176 FT LEVEL (1) 5/8" TO 288 FT LEVEL (1) 1- M.C. TO 288 FT LEVEL LEG D ������ LEG A O (INSTALLED) (2) 3/8" TO 203 FT LEVEL (3) 1-3/16" TO 203 FT LEVEL (1) 1-3/8" TO 203 FT LEVEL (INSTALLED) (1) EW63 TO 277 FT LEVEL (INSTALLED) (1) 5/8" TO 283 FT LEVEL �(1) 7/8" TO 283 FT LEVEL � (1) 1-5/8" TO 283 FT LEVEL (PROPOSED) (2) 1-1/4" TO 195 FT LEVEL ool (INSTALLED-TO BE REMOVED) ;����� LEG C �� (1) 1-1/4" TO 195 FT LEVEL LEG B (1) 1-3/8" TO 195 FT LEVEL (1) 1-5/8" TO 195 FT LEVEL (INSTALLED) (1) 1-1/4" TO 195 FT LEVEL BUSINESS UNIT:816298 TOWER ID:C_BASELEVEL (9) 1-5/8" TO 195 FT LEVEL June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 14 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 Anchor Rod Check for Self Supporting Towers CA AAO�pLw/ N TIA-222-G, Section 4.9.9 Rev. 6.1 V.- S i Site Data Reactions BU#: 816298 Eta Factor, q 0.5 Detail Type Site Name: Zephyrhills Down load, Pu: 571.395 kips App#: 412641 Rev. 1 Shear,Vu: 104.145 kips Anchor Rod Data ar• in Qty: 4 1 Mu=0.65*lar*V„ ft-kips Diam: 3.5 in Rod Material: A36 Strength Fu : 58 ksi Anchor Rod Results: Yield TO 1 36 ksi Max Rod (Cu+Vu/r): 194.9 Kips Design Axial, (D*Fu*Anet: 277.0 Kips *Rod Circle: in Anchor Rod Stress Ratio: 70.4% *e: in *#of Rods 1 or 2 If Applicable; Mu= Pu x e: Ift-kips Anchor Rod Results with Bending Considered: *Only enter rod circle, offset(e) and number When the clear distance from the top of concrete to the bottom of anchor rods at the extreme fiber to of level nut excceeds 1.0 times the diameter of the anchor rod, consider if eccentric load due to leg the following interaction equation shall also be satisfied(see reinforcement exist. Figure 4-4 of Rev. G): (Vu/�Rnv)z+((Pu/�Rnt) +(Mu/�Rnm))z = 1 �Rnv�*0.45*F.b*Ab= kips f A Bt( ° p B �Rnt=�*Fu*Ar t= kips ✓ ```-� �Rnm=O*Fy*Z= ft-kips canuee—,,. � c�r.-•ew�� SECTION A-A SECTION B-8 Detail Type (a) Detail Type(b) =0 94 Y[-o-moo D� ° DI .. 'n° c D SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % -7.O.55 (Sea Nota 1 balm) �r A.Sd Governing Stress Ratio: 70.4 Pass Figure 4-4 of TIA-222-G 11 SST Anchor Rod Check For Rev G-Rev 6.1 091912 ,ot °moo r PASS PASS Zephyrhills(BU#816298) ,1 PROi5t5ORNA 9 Results Summary: LCl LC2 TEP#: 26146.157540 Soil Interaction: 66.3% 76.7% Analysis: JRM 6/4/2018 Drilled Caisson Tool-Input Foundation Structural: 44.5% 55.0% Check: AJO 6/4/2018 Code Revisions:` TIA-222-G ACI 318-11 Tower Type: Self Support LCS LC2 Shaft Information Moment: kip-ft Diameter: 5.00 ft Axial(download): 571.40 ;kip Projection: 1.25 Ift Shear: 104.15 88.19 1 kip Caisson Length: 24.00 ft Axial(uplift):--_ ,_ 456.65 j kip f'c:, 3.000 )ksi Max EC: 0.003 in/in Axial Safety Factors q,all:,�T 18,0.00.0____-psf(Gross)-; Bearing:, 1.0 S.F.: ___ 1_.0 Cage 1 Reinforcement Tie Bar Size: 5 I(fy=40.0 ksi) Clear Cover to Tie:' 3.00 ;in(Cage 0=51.34in) Tie Bar Spacing:' 18.00 I in Vertical Bar Size: it Vertical Bar Quantity:' 30 +(p=1.6555v.) fy: 40.0 I ksi E: 29,000 J ksi Design Parameters Soil Soil Type Depth(ft) Eff.Unit Weight Cohesion Friction Angle tp All.Skin Friction(psf) Layer from to (pcf) (psf) (°) Download Uplift 1 Clay 0.00 3.00 100.0 0 ilt]}i�.ii;_}�t�':,F}��ii}_''i''?}y!Y, 0 0 2 Sand 3.00 5.00 100.0 ;'1'.'}°=z') 28.0 0 0 3 Sand 5.00 5.50 37.6 i,1=;Yy;,�'tiii,y? 28.0 0 0 4 Clay 5.50 6.33 52.6 2000.., It?,;�: `i',iSY?�°kiis is iSii 0 0 5 Clay 6.33 8.50 52.6 2000 �Sii�4'yi%'kyii'l+':i':' ii' 1100 1100 6 Clay 8.50 14.00 47.6 1500 ]1.Y"t#y�t]'"`i'1'°]t]% 850 850 ,]i4i]li i=lli�ii4?i4}F:il 7 Clay 14.00 21.50 52.6 2000 :iilssi:sz]lS4'�is4,ts}s'}S.i;' 1100 1100 8 Clay 21.50 22.80 47.6 1750 1�1,!tiiii'it`t't]:i;'ss'i''t tl ,tl.•11a1`t4.,.;...1 950 950 9 Clay 22.80 23.50 47.6 1750 yAi ;}1's;;3S,`}s'Y!iY;ii�4+it 950 950 10 Clay 23.50 25.00 47.6 1750 950 950 11 Sand 25.00 1 28.50 47.6 30.0 600 600 12 Clay28.50 38.00 42.6 750 hk't`'si11'`•"Y'Yli}:iil;, 400 400 lil 4,.. 91Y: ;ii;i4. tt ilz4 4't;"'til};1i�",�419.'!"''1'?kl:i;,i7•'iil;}:;:,;i4:ii:i..i^1 ki '�il';}ilY':4•iil t;}};�:i::ii,;iii,ilii i 1i11is 1 „i+i:,.:s;q;:•?„}_ :}]5=1`9ski•5i 4i:;}ti i`ii�;S i•}E�}444y1 c]]9;;?;?}�ikY{ .,k 1! ;Y � 9,;e z!i ,� 1: , 4? ],, `i's"s 4i 4 isz..,} , 1!' s. 4 t l'f {;,'•sill};;}}t} t:..•t:.Y. i; <.,1 l€ .)iY,�.s.ryi a.i ; :'4.;`}!;:. ;:it9s;,i9,tli+4:s,k 4;1' ,i t:trkYtt .{ „t.,19E4i1 - }1i42} itik st" ;'Yt14i9 ii;;i i::'S:sii i;z„bbs - ':.iY': 11:::z :,,,;:42Y;i9:s'i;tz'it:,z is';:t,l;:;:Yt.• s}:§:si:-t;:::;:i - !'t{ iiii?:14i Sl iiii.z .1},,,]]'.i,.,.il 1:{1i;95.;,z. :,tl.l}.z•. s5}]i'; i]ll'}il,;i E}+;:z}Si1 - 9;•}}:.,1;z. i,*..:,.i.i i`!sil•.lii, •s-is}} k?,E:.]}:,:tl 1 , _z,:t.Y1Y;i�tl.: is•v;;4]•.,•.. : _ s,l zY j i;i4Yz, .i, lt i .sg:. -.t,- ...., YitiiiYi?ilYk. i•,....,is.................. :,.,,,...1.:..,..., ..:.,!::'•.?;iiiu •;:{•,:•4's', _ - _,s1,'z}i1s f55 ,s1,}'s;s•ft}:tt.< :si};, - ..4. t51;:;};iil':i;li ii sit} .:i. ::.4. .s1 yi 3":tl.,ii•i' y q7::ty;`:kt:i 'iF ,i9. •V},:;:1;S1`ili•:i}l:i,.°� 'ii 4,.Yi i}Y1}ti'v]•]j'!}�3i;jY}, i•:z;,;Y}S]i.•i;i iit 4 3 ]t}?:ii•._,:'ti}ii'ss;]i'�IS];}sY t ]iY, i�ilYi.FnSi.]S3 y% .1i St41,j4i4f,t;s t}]:}.}41 Si':}} 4�S s:.: ..1:.,'y}z.?. t. �•, ii,t;,]t.;. .]§4 4.1 i:i_ s...,:....•. �.1 1 t,. .,,?.. ..t t.•. ,911 ..13<.,,,.. .{.,.i t}: .:;...,c,,,..,.,.Y]ii�"° ais:i:,'sS3'tl77:91ij3zt'i11;:lti';'t •• 1 ,}ky}:5 -=:;t'Y i%ils it;,s i?4:i•i iF 11,`iil'i'} 1Szt't:,;:z S':1i9;:4:si ,::3;iz-t;ii•f S.S;z.;.i;k,ty; zz.4;s ;]],:;}it.. i ii:s i;,.;.t:,;i;;s .;.?.];.zi:e.4. i?' ii z fi,,,':t: +: 4,lisi?'}ii'Y's'.71':'siis•"iz;1'si;si;•li g .,i,. ii4„,:,.�11}k,::,,,.+:,+k;:;:,:}:<:t:,.:„!:}„1:i! 1?1}I:i,t4:l:•: l: ,:t%:lz.;:!,z..:zz:,ti;•.,,};.,:l,d}]; ilii}l;iis. - t:t}ii _ .}ll• -'t I;�4.V.s ..{t }?.1};:}}:'-:•s' {!;:s ii4'3ili'}lie:'. 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Y ''1%i] si< i tsS]s{ +hi}�:?ry�'isiiit]?] 4]ttilii]'}%t:i'tk]k1k19}i11�� y� , it {{ ,.: yz , s ?ill?}Y] �S„ Notes: 1)Neglect lateral soil strength to a depth of: i) V 2 o eF 0_c nnft 12_:1 nnft- ' iii)Geotech Recommendation=3.00ft 2)Neglect axial soil strength to a depth of:5.00ft 3)Groundwater=S.00ft Zephyrhills(BU#816298) TEP#: 26146.157540 Analysis: JRM 6/4/2018 Soil Interaction:LC1 Check: NO 6/4/2018 Shear Diagram (k) Moment Diagram (k-ft) 0 -200 -150 -100 -50 11 50 10 150 400 600 800 1000 1 2 3 4 5 6 -7 -8 9 00, -10 -11 -12 13 14— 14 15 16 17 -18 -19 -20 -21 -22 23 24 24 Max Unfactored Moment: 868.3 kip-ft @ 9.67 ft below grade Additional Factor of Safety: 3.40 Capacity= 39.2% PASS ;ai Zephyrhills(BU#816298) \� PROF651p "� TEP#: 26146.157540 Analysis: JRM 6/4/2018 Soil Interaction:LC2 Check: AIO 6/4/2018 Shear Diagram (k) Moment Diagram (k-ft) 0 -150 -100 -50 50 100 00 400 600 800 -1 -2 -3 q 5 6 -7 _8 -9 -10 -11 -12 -13 14 14 -15 -16 -17 18 -19 20 21 -22 -23 24 24 Max Unfactored Moment: 735.3 kip-ft @ 9.67 ft below grade Additional Factor of Safety: '4.01 Capacity= 33.2% PASS .,i .a� w: Zephyrhills(BU#816298) TEP#: 26146.157540 Analysis: JRM 6/4/2018 Soil Interaction:Uplift/Download Capacity Check: NO 6/4/2018 Ultimate Skin Concrete Layer Area Friction(k) �Fs �Fs Concrete wt. 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