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Home My WebLink About15-16269 /�JJ CITY OF ZEPHYRHILLS `f - 5335-8TH SfREET ,/� (sis)�so-oozo ,-� 16269 � BUILDING PERMIT ,�' PERMIT INFORMATION LOCATION INFORMATION Permit Number: 16269 Address: 38122 HENRY DR 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: 02-26-21-0080-OOA00-0070 Improv. Cost: 20,000.00 OWNER INFORMATION Date Issued: 6/26/2015 Name: CITY OF ZEPHYRHILLS Total Fees: 202.50 Address: 38122 HENRY DR Amount Paid: 202.50 ZEPHYRHILLS, FL. 33542 Date Paid: 6/26/2015 Phone: Work Desc: ADD 3 ANTENNAS AT &T TO EXISTING CONTRACTOR S APPLICATION FEES MASTEC NETWORK SOLU O S LLC BUILDING FEE 202.50 r � � � /� � . � � Ins ections Re uired FOOTER 2ND ROUGH PLUMB MIS INSULATI N CEILING FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80 (2)(c)when extra inspection trips are necessary due to any one of the following reasons: a) wrong address b) condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d) work not ready for inspection when called e) permit not posted on job site fi) plans not at job site g) work not accessible. NOTICE: In addition to the requirements of this permit, there may be 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 BEFO C.O. . CONTRAC NATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER I Z��Yh,1�S � IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIililllllllillll llll llll ��y� RG}�i r, To'• M0.5�CL 2015102407 lU2S E�•ecr,u,cr,d•�3HC1 Ste.y�1U L r,"e t-�lu�, KL 3'L"ly�e Permit No. Parcel ID No 02-2E21-0080-OOA00-0070 826548_10015984 NOTICE OF COMMENCEMENT State of Florida County of Pasco THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property,and in accordance wilh Chapter 713,Florida Statutes, the toilowing information is provided in this Notice af Commencement: 1 Descriptlon of Property: Parcel Identificalion No. 02-26-21•0080•OOA00-0070 Sireel Adtlress: 38122 Henry Dr 2. General Description of Improvement ATBT to inslall 3 new antennas and 3 RRU's to exisfing tower 3. Ovmer Information or Lessee tnformation if the Lessee contracted for the impravement: Crown Castle(CCTMO LLC) 4511 N.Hlmes�ve"St8.210 Tampa FL Address City State Interest in Property: Tower owner Name of Fee Simple Titleholder: CITY OF ZEPHYRHILLS � (If different tram Owner listed above) ZEPHYRHILLS FL 5735 8TH 5T ,nadress Mastec Network Solutions �'�' state 4. Contractor: Name 6100 Broken Sound Pkwy,Suite 6 eoca Raton FL dress Clry State nlractor's Telephone No. �561)962-9857 5. Surery: �z U Y Name ._ , A d dress RcpE:1693491 Ree: 10.00 — � w� UJ � W DS: 0.00 I T: 0.0 0 S t a t e � Z�O =�' J U ,4mauntotBOnd: $ 06/26/2015 D. B., Dply Clerk f- --� 6. Lender: a�0=Q � O ~ Name - O �(u z(� a W Or — J Address City State � � I— O Q O Lendels Telephone No. � W O � U = LL 7 Persons within the State of Florida designated by the owner upon wf�om nolices or other documents may be served as provided by = f^ �- (t Sedion 713.13(1)(a)(7),Florida Statutes: O Q � O Y � Name �[ � U Z PRULR 5 0'NEIL,Ph D PA5�0 CLERK & C0�1P�'ROLLEi� � Q �' v U Address 06/26/201�04�0�m PG 3427 State O 1= �a Z O J OR BK Telephone Number of DesignateC Person: ♦ . J �O u- =1 Q W 8. In addition to hlmseif,the owner designates o�_ � U U(y�f � � to receive a copy of the Lienofs Nolice as provided(n Seclion 713.13(1)(b),Florida Slatutes. Q � � Q �i-- O � � ¢w (!J„ UJ Telephone Number af Person or Entity Designated by Owner: J 64�� 9. Expiration date of Notice of Commencement(the expiration date may not be before the campleflon of conslruclion and final payment lo the � �� contrador,but will be ane year from lhe dele af recording unless a diHerent date is specified): � E'-�Q � a m WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT e``'� � � V Under penalry of peryury,I declare lhat I have read lhe foregoing notice of commencement and that the/acts statetl therein are true ta lhe best �� 0 �� of my knowtedge and belieL ;�r�°°s STATE OF FLORIDA �j / m �A COUNTY OF PASCO //r -�//� C � .�Qp�'� G S'ignalure of Owner or�see,or Owners or Lessee's Authorized �•. �r ' } � OfficedDireclor/PaAner/Manager �.,' � y� • J � ' �." � 16 Kevin Enderle � � y� � ,,� . � Signatory's Title/Office � � ti � The foregoing inslrument was acknowledged before me this �3� day of Ma1' ,201�by Kevin Enderfe F� • �„ as Project Manager (type o(authority,e.g.,oHicer,trustee,attomey in fact)for • � Crown Castle CCTMO LLC o ( ) (na f parry on behall of whomnin�str�u�m��e,nt wa/s�executed). �� Personally Knovm❑x OR Produced Identification❑ Notery Signature �/1 ! ��`�vuC�---Y � � Type of Idenlification Produced Name(Print) Donna R Moore (�"::'�— DONNA R MOORE Camrnission N FF 123162 �5��`�? My Commission Expires ,,,i��°�o` Moy 14, 2018 wpdata/b cs/n oticecom mencement�c053048 ■� � � �`��"�`v�a� �G��6�£`i�s PERMIT�4GEIVT 14UTFiORIZ�4TIOM FORIl/i ALL IIUFORMATION IS TO BE TYPED OR LEGIBLY PRENTED I, 5tanlev K. Maclin CGC1515769 (Contractor's Name) (Contractor's License No.) Hereby authorize The Permit Group to act as my agent(s) in picking up permits in Florida . 6Vame of Agent Driver's License IVumber Phil Reyes R200-060-76-336-0(FL) Bruce Reviere R160-060-63-382-0(FL) Brian Buttafuoco B312-060-72-310-0(FL) Catherine McCarthy M263-120-83-687-0(FL) Beatriz Vukajlovic V224-070-84-828-0(FL) This form supersedes any previously submitted letter(s)of authorization. This form must contain only the person you want to pull permits in your name. To make changes to this form,you must submit a new form. This form will delete and replace any previous authorization form and the information contained thereon. �- 1 This authorization will remain in effect until STATE OF�J�J Cancelled in writing by the undersigned couNTV oF � �� License holder. Sworn to(or affirmed)and subscribed before me this ___�1__, day of ,,��,nP. . 20/�J by c �n c1 r,(� (Printed/Typed name of license holder making statement) License H der's Signature N f�Y PUBLIC \\```��IIIIIIIU/��' ( ' n�ture of Notary) \`�.�`�\�PNDA.�,0(j��i�� 1"V'(�la/1�Q , � ( )!�n j'1 � �� STATE ''•�' �% (Name on notary typed print d or stamped) OF ' My commission expires: �� = TENNESSEE = personally known�or produced identification — PJOTARY — ' O�� PUBLIC _�;�a � �'� G'�••....... •'� `� '�i�� DS '�p� ��`� (Type of identification produced) ,, ONC �� U��Jirl�iii�NH�� 1025 Greenwood Blvd,Suite 470�Lake Mary,FL 32746�Office 407.618.2859 Page 1 of 1 I l J �\ " 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 826548110015984 Building Department Date Received �Z �l Phone Contact for Permitting 813 34z 3 8 52 Owners Name CCTMO LLC(Crown Castle) Owner Phone Number 813-3 4 2-3 8 52 Owners Address 4511 N.Himes Avenue,Suite 210,Tampa,FL 33614 Owner Phone Number Fee Simple Titleholder Name City of Zephy�hills Owner Phone Number Fee Simple Titleholder Address 5335 8th Street,Zephyrhills,FL 33542-4312 JOB ADDRESS 38122 Henry Drive.Zephyrhilis,FL 33540 LOT# � SUBDIVISION Ty50n PARCEL ID# 02-26-21-0080-OOA00-0070 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED e NEW CoNSTR e ADD/ALT 0 SIGN Q Q DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM 0 OTHER TYPE OF CONSTRUCTION Q BLOCK Q FRAME 0 STEEL Q DESCRIPTION OF WORK AT&T to add(3)Mtennas and add(3)RRU's to existing tower(No Ground Work) ' BUILDING SIZE SQ FOOTAGE� HEIGHT � �BUILDING $ Z0.000 VALUATION OF TOTAL CONSTRUCTION QELECTRICAL $ AMP SERVICE Q PROGRESS ENERGY Q W.R.E.C. �PLUMBING $ , � �2� - OMECHANICAL $ VALUATION OF MECHANICAL INSTALLATION �j� tLl ��c.�'3� OGAS Q ROOFING Q SPECIALTY 0 OTHER �� /�� r�� 4 y FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA QYES NO BUILDER � �,J Mastec Network Solutions Stanley Kevin Machn I SIGNATURE REGISTERED Y/ N FEE CURREN Y/N � - Address 6100 Broken Soun kwy,Suite 6, Boca Raton,FL 33487 License# CGC 1515768 ELECTRICIAN COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# PLUMBER COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Y/N I Address License# � I MECHANICAL COMPANY II SIGNATURE REGISTERED Y/ N FEE CURREN Y/N Address License# OTHER COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Y/N Address License# 1111111111111111111111111111111111111111110111111111111111111111111 RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Fortns;R-O-W Pertnit for new construction, Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stortnwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster;Site Work Pertnit for subdivisionsAarge projects COMMERCIAL Attach(3)complete sets of Building Pians plus a Life Safery Page;(1)set of Energy Forms.R-O-W Pertnit for new construdion. Minimum ten(10)working days after submittal date. Required onsite,ConsVuction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster Site Woric Pertnit for all new projects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. `•"PROPERTY SURVEY required for all NEW construdion. Directions: Fiil out applicaGon completely. Owner&Contractor sign back of application,notarized If over$2500,a Notice of Commencement is required. (A/C upgredes over$7500) " Agent(for the contractor)or Power of Attomey(for the owner)wouid be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Applicafion Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(PlotlSurvey/Footage) Driveways-Not over Counter if on public roadways..needs ROW � ' - 4 826548 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 pertormed 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 i 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 undersfand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone"V"unless expressly permitted. - If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a � "compensating volume"will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction,I certify that fill will be used only to fill the area within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties,the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lots less than one (1) acre which are elevated by fill,an engineered drainage plan is required. If I am the AGENT FOR THE OWNER, I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate, cancel,alter, or set aside any provisions of the technical codes,nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans,construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced. An extension may be requested, in writing,from the Building Official for a period not to exceed ninety(90) days and will demonstrate 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 T OBTAIN FINANCING,CO SULT WITH YOUR LENDER OR AN ATTORN Y BEFORE RECORDING YOUR NO F C M MEP1T. FLORIDA JURAT(F.S. 7.03) OWNER OR AGENT CONTRACTO Subscri ed and swom t affirmed�beJpre me this s ' ed and sworn to(or aftirmed be re e this Z `'� by ' U l�i'�2 by Stanle Kevin M E in Who is/are personally known to me or has/have produced s/are personall r�known to me haslhave produced �`1��11I I II/J�� as identification. as identification. \\\\\\�\\N�A J OU��///,/ �J?/li��-(��l.v�� . `�P,......... ,y . . Notary Public Notary P��ic�� S1ATE '; CommissionNo. ��"lZ.��OoZ Co missionNo. ' . jENNESSEE.. _ �f�YlY1G� � �Lop C e �iL�II�`g�t �n n = �: NOTARY ' = Name of Notary typed,printed or stamped Name o(Notary type printed or stamped � '• p�g�IC :�� 91 w. � ��'•. Q � ,,,��",,, DONNA R MOORE '� �''•...... ••''J� ��` ```�o4npr vye4n' /,/��//DSON•/,O\\��\ _ Comrnission N FF 123162 v � 3? `" = fq 'N *- My Commission Expires /'!�� 1�,\ � '�-"�E o�.�� M a y 1 4, 2 01 8 I I 1/U�� ''�a,°��" � - -- �-_—. � � �i •.. �d. '" :vf'r,r,. / '�..�.' `-f.�. ' � tir�i� �'S `� {.r.qy. I '��i�'h` f� '"+' . a._ '.�:Y,' C1�O��}�.lyI'�21��5 BUILDING PLAN REVIEW COIVI.MENTS � �� Contractar/Homeowner: �V(,1� !`� ,—• D1te REC61Y�: �' ��° C� szte: � �} � �2� �`�.n� � �� Perrnix Type. �-� °� `'�j �`� Y4-�`I�c�..S iApproved w/na comments. Approved wlthe below comments: � Denied wlthe below comments: ❑ This comment sheet shall be kept with the permit and/or,plans. ��-� - s K ,'n S 'tze s Examiner Date Cantractor and/ar Hameowner � (Required when camments are present) � i ,. - -- �� <«�iii i�i��»ii��i�iii��iii�ii�M��i��r»ii��i�i��i�� 3�5s�� ` This Instrument Prepared By: Rept: �.54�8��' IT C' a2Q4Q ' DS: D.UO � Christopher S.Linde pg�13#13 eReeording i� Burt&Forman LLP 204 South Orange Avenue �i Suite 800 PAULA S.O'NElL,Ph.D.PA�CO CLERK 8 C4MPTRC7LLE , Orfando,Fiorida 3280) 09f 1�� p3:15 PM G �� , o� sx �931 � Return to: � Qid Republic Residential Information Services �i 530 S.Main Street,Suite 103! Akroo,Qhio 443!I � Attention: I I STATE UF FLORIDA } I COUNTY UF PASCO } I � Cross Reference to: �, Book 3850,Page 1 l89 Book 4099,Page 1232 � I Pasco County,Florida Records � MEMQ�RANDUM�AF MASTER FREPAID LEASE AND MANAGEMENT AGREEMENT THTS MEMORANDUM OF MASTER PREPArI? LEASE ANl) MANAGEMFN'I' AGREEMENT {this "Memorandurr�") is made this _,�C1 _ day of� , 2013, by and betvveen T-1V�ClBILE USA TOVV'Ei2 LLC, a Delaware limited tia�company (`'7'- Mobile Lessar"}, having a �naiIing address of 12920 S,E. 38th Street, Beilevue, Washington 98006, and C�TMO LLC, a Delaware limited liability company ("Crown"), having a mailing address af 2000 Cozporate Drive, Canonsburg,Pennsylvania 15317. t. The City of Zephyrhills and APT TaSnpa/Orlando ("�riginal T-Mobile Tenant") entered into that certain Agreement dated. November 24, 2997, a metnorandutn af which was recorded i� Book 3850, Page 1189 in the Public Records af Pasco County, Florida, for certain real property as described on Exhibit A attached hereto and incorporated herein by reference (the"Land"). Z. T-Mobile Lessor and Crown are parties to (a) a Master Prepaid Lease (the "MYL") and (b) a Management Agreement (the "MA"), each with an effective date af Novernber 30, 2Q12, pursuant to which T-Mobile Lessor (as suceessor ta Original T'-Mobzle Tenant) has granted ta Crown and Crawn has accepted, either (y) a leasehold or sub-Ieasehold interest in the Land, togeiher with the telecammunications tawer Iocated thereon, anc! such other iznprovements as more fully set forth in the MPi., or the MA, as applicable {collectively, the "Site"), or (z) an exetusive right to aperate, manage and administer the Site, in either case, subject to the terms, conditians and reservations in the MPL or the MA, as applicable. 3. The MPL and the MA eacI� have a terrn that commeaiced c>n Nc>vcmber 3Q, 241 Z anc� shall termit�ate or .expire, with respect lo the Site, on the Site Expirali�n Date ar "fechnical Clasing Date, as applicable, and as determined in accordance with the MPI, and the MA, but in no event later than December 31, 2Q49. ', BU#826548;Pasco County(VS) � ` Z�a�a a�i I � i l�_-- ---- z � oR BK 8931 PG 38�6 3 of 6 IN WITNESS WHEREOF, the parties hereto have set their hands and seals as of the date first above written. WITIVESSES: T-MOBILE LESSOR: T-MOBILE USA TOWER.LLC, - a Delaware limited liability company Pri ame: � V �1 0 By: CCTMO LLC, ° a Delaware limited liability company � Gik•� Its: Attorney in Fact rint Name: f � . By: � , Name; • e gWl res: ana�er S1'ATE OF ) COUNTY OF ��S ) The foregoing instrument was acknowledged before me this�0 day of , 2013,by,�` , the � of C MO r.LC, a Delaware limited liabili company, as Attorney in Fact for T-MO E USA TOWER LLC, who executed the foregoing instrument on behalf of the said limited liability company. He/She is personally known to me or has produced �//� as identification. Given under my hand this�day of , 2413. ary Public �� .� � ,.,,��,,,, �.�pYVp 4� OPEL d�� .so�. •9Gs SARAH E.SC � _ , °Q Notary Public,State of Texas Printed Name ;;Ep��4.�r� My Commission Expires ��., ,��" August 08, 2015 =--r.,.. My Commission Expires: �:��/� My Commission Number: _ N/iq i BU#826548;Pasco County(VS) 3 I 2109484 vl • OR BIC ��3� PG �5�� 5 of 6 EXIHIBIT "A" , An approximately 8,549 square foot portion of the following described real property, together with easements for ingress, egress and utilities thereto: SITUATE IN THE COUNTY OF PASCO AND STATE OF FLORIDA. ALL THAT CERTAIN I,AND SITUATE IN PASCO COUNTY, FI,ORIDA, VIZ: CONIl�lENCING AT TIiE NORTHEAST CORNER OF THE SOUTH 1/2 OF THE SOU'PHWI;ST ]./9 OF SECTION 2, TOWNSHIP 26 SOUTH, RANGE 21 EAS�T, IN PA3CQ COUNTY, FLORIDA, R[JN S. 88°50'15" W., 1796.6 E'EET AI,ONG THE NORTH LINE OF THE 30UTH 1/2 OF THE SOUTHWEST 1/9 OF SAID SECTION 2, THENCE RUN SOUTH 19.1 FEET EOR A POINT OF BEGINNING; 3AID POINT I,YING ON THE SOUTH RIGHT OF WAY LItdE OE' HENRY DRIVE, THENCE CONTINUE 30UTH 200.0 FEET, THENCE RDN S. 88°50'15^ W., 200.0 FEET, THENCE RLTN NOF2TH 2O0.Q E'EET TO TfiE 30UTH RIGHT OF WAY LINE OF HENRY DRIVE, THENCE RUN N. 88°5�'15" E., 200.� FEET ALONG 3AID RIGHT OF FIAY LINE TO THE POINT OF BEGIIJNING, BEIIJG A PaRTION OE TYSON SIIBDIVISION, AS REGORDED IN PLAT BOOK 9, PAGE 109, PASCO COUNTY, RECORDS. TAX ID NO: 02-26-21-0080-OOA00-0070 ADDRE3S: 38122 Henry Dr., Zephyrhills, E'L 33590 Being more particularly described as: BU#826548;Pasco County(VS) A-1 2109484 vl r A � Document Break Sheet , Document Identification: Docurroent Name: A2G0082A 01 MOL 19980000 1 Document Date: 19980000 Image Name: Location Identifier: A2G0082A Truncated Doc Name: MOL Document Sequence: 01 ABSTRACT � � i h ; __... - ---. ,_._... _ � ' ..�. v' IN WITNESS WHEREOF, Owner and APT have executed this Memorandum as of the date and year set forth below their respective signatures. Signed, sealed and delivered OWNER: in the p�esence of: Wltnesses: CITY OF ZEPHYRHILLS,a municipality of the State of Florida �. By: Print Name: Print Name: Print Title:Cify Council President 2. Date: Print Name: Atfest: Print Name: - • •- � ". . � � • • • • Print Title: City Clerk � - � - • � • � � . � [Corporate Seal) • � � , • .� , Date: . TEPIANT: VYitnesses: APT Tampa/Orlando,lnc.,a Delaware corporation 1. gY: Printed Name: Name: Tony R. McDowell 2• Title: Director, Engineering and Operations Printed Name: and Authorized Agent [Corporate Seal] Date: S7ATE OF FLORIDA COUNTY OF The foregoing instrument was acknowledged before me on this day of , 1998, by , as _ , of CITY OF ZEPHYRHILLS, a municipality of the State of Florida, on behaff of the ClTY OF ZEPHYRHILLS. HeJshe is personally known to me or has produced as identification. My commission expires: Notary Public-State of Fiorida [Seal] Commission Number: , ' 1 .��.�' . OR BK .4.4�9 P6 1232 � ' `-~ --� 5 of 7 v I SITE ID: A-2-G082-G SITE NAME:City of Zephyrhilts �-� AMENDMENT N0. 1 TO SRE AGREEMENT FOR LAND This Amendment No.1 To Site Agreement For Land (°Amendment") is entered i�to �s of the date last signed by all parties hereto, and modifies and amends that Site Agreement for Land dated November 24, 1997 and fuily-executed on 12/10/97 (°Site Agreement"), by and between the City of Zephyfiills (°Owne�'), and APT Tampa/Oriando, Inc..a Delaware corporation("APT'). NOW, THEREFORE, in consideration of the mutual covenants contained herei� and for otf�er good and valuable consideration,the receipt and sufficiency of which is hereby acknowledged and agreed,the parties hereto � agree as fol(ows: , . 1. Exhibit B to the Site Agreement is hereby amended and restated as follows: The attached Exhibit B(pages 1 and 2)shall now replace the existing Exhibit B. Except as expressly set forth above, alf provisions of the Site Agreement remain unchanged and in fuil force and effect. In case of any inconsistencies between the terms and conditions contained in the Site Ag�eement and the tem:s and conditions contained he�ein, the terms and conditions herein shall control, and unless otherwise defined herein, have the same meaning as in the Site Agreement. ' IN WITNESS WHEREOF, each of the pa�ties have executed this Amendment as of the date below their respective signatures. • OWNER • �t es s: Clty of Zephyrhills . By: - Print Name: �l--G Print Name:C�.aatst ;�� PrintTitle: _�owNC'« �P�e.�-s,rk-,.�-r 2 o a�. _ ti ..� Date: �-�s-49 Print Name:�0�,�/F �lJ��Lf�•cf.L7__ A Atfesf: � cf,� �U' Print Name: L��aA �. a� Print Title: c�Tv C��zrc Date: a.-+s�4 APT Wifnesses• APT Tam rlando, lnc., r. , ey: Print Name: ��G�*�- Print Name: a r .-� L�+h , �l �/ - n 2. C• Print Title: b��"u7'�� Cs.�r��r�y y�'•1�•..; Print name: w1tCk�otA] C_ CzGA�i� Date: l�,��f� Z► `�.�1�S C°�-�-�- � 5�5 �`''� • 1:1 rou s1 i i n1Le a�FINAL TEMPLATE1Am g p EngineeringWetwork OperaGonsVNTA Oper�Site Acqu st o g endment No.1.doc �.�,�ye�;,�ls,�-� • �40 �• ` , ' • �� /r ' OR HK 4�99 PG 1�3�*+ 7 af 7 REVISED EXHIBIT "B" ' Page 2 of 2 LEGAL DESCRIPTIOIV OF PROPERTY: PROJECT AREA � A PARCEL OF LAND LYING iH 'I'HE SOUTH 1/2 OF THE SOUTHWEST 1/4 OF SECTION 2. TOWNSHiP 26 SOUTH, RAN�E 21 EAST, PASCO COUNiY. FLORfOA. ALSO BEING A PORTION OF NSON SU8DMS10N, ACCOftDING TO THE MAP OR PLAT aS • RECORDED IN PLAT BOOK 4� PAGE 109, OF THE PUBLIC RECOROS OF PASCO COUNTY, � FLORIQA; SAIO PARCEL OF LAh10 BEING MORE PARTICULARLY OESCRIBED AS FOLLOWS; FOR A POINT OF REFERENCE, COMMENCE AT THE NORTHEAST CORNER OF THE SOUTH 1/2 OF THE SOUTHWEST 1/4 OF SECTtON 2, TOWt�SHtP 26 SOUTH. RANGE 21 EAST, �; PASCO COUMY. FLORIOA; THENCE S.88'S0'15"W.� ALONG THE NORTH UN£ OF SAID ' SOUTH 1/2 OF THE SOUTHWEST 1/4 OF SAID SECTION �2. A DISTaNCE OF 1796.6 FEET; THENCE S.00'00'00"E.. A DISTANCE OF 19.1 FEET TO A POINT WHICH UES ALONG SAID SOUTH RIGHT—OF—WAY LINE; THENCE S.89'18'10"W., ALONG SAfD� SOUTH RIGHT—OF—WAY LINE. 103.74 FEET� TO A POINT OF BEGINNING;•TtiENCE S:01'44'49"W., ' ' 80.1 FEET; THENCE S.53'43'42"W.. 21.6 FEE7; THENCE N.88'15'11"W.. 76.3 FEET; THENCE N.00'00'44"W., 89.3 FEET TO A POIM' ALONG SAI� SOUTH RIGHT—OF—WAY LINE; ', THENCE N.89'18�10"E.� ALONG SAID SOUTH RIGHT—OF—WAY LINE. 96.2 FEET TO i THE POINT OF BEGINNING. SAIO PROJECT AREA CONTAfNING 8539 SQUARE FEET, MORE OR LESS. TOGEfHER WITH A NON—EXCLUSNE UTIUTY EASEMENT IYING� SEVEN ANO ONE—HALF FEE� TO THE RI�HT AND SEVEN ONE—HALF FEET TO THE LEFT OF A CENTERLINE BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS; � , FOR A POINT OF REFERENCE. COMMENCE AT THE NORTHEAST CORNER OF THE SOUTH 1/2 OF THE SOUTHWEST 1/4 OF SECTION 2� TOWNSHIP 26 SOUTH, RANGE 21 EAST. PASCO COUNN, FI.ORIDA; THENCE S.88'S0'15"W.� ALONG THE NORTH LINE OF SAlD SOUTH 1/2 OF THE SOUTHWEST 1/4 OF SAID SECTION 2, A OISTANCE OF 1796.6 FEET; THENCE S.00'00'00"E.. A OIS7ANCE OF 19.1 FEET TO A POINT WHICH LIES ALONG SAID SOUTH RIGHT—OF—WAY LINE; THENCE S.89'18'10"W.. ALONG SAIO SOUTH RIGHT—OF—WAY LINE. 103.74 FEET; THENCE S.01'44'49"W.. 80.1 FEET; THENCE THENCE S.53'43�42�fV., 21.6 FEET; THENCE N.88'15'1 i"W., 25.6 FEET TO A POINT � OF BEGINNING; THENCE S.39'S8�06"W.. 52.35 FEET TO THE POINT OF TERMlNAT10N. THE SIOELINES OF EASEMENT TO 8E SHORTENED OR PROLONGED TO MEEf aT ANGLE POINTS ANO/OR BOUNDARY LINES. SAtO UTILITY EASEMENT CONTAINS 785 SQUARE FEET. MORE OR LESS. � -- �.1. � � ,�, • � . � � ' D. This Agreement may be signed in counter}�atts by the parties hereto. E. RADON GAS:Radon is a naturally occurring radioactive gas that,when is has accumulated in a � building in sufficitnt quantities.may present health risks to persons who are exposed to it over time. Levels of radoa that exceed federal and state guidelines have been fouad in buildings in Florida. Additional information regard'u�g radon testing may be obtained from your county public health suthority. F. APT shall pay all peisonal property taxes assessed against the APT Facilities and ad valorem taxes assessed against the Project Site,commencing in calendar year 1998 end continuing thereafter for the Initial Term of the Lease and any renewals thereof. 6. UTILITIES. Paym�t for electric service and for telephone or other communication servias to the APT Facilities shall be APTs responsbility. Owner agnes to cooperate with APT in its efforts to connect the APT Facilities to existing utility service at APTs expense. IN WITNESS WI�REOF,the parties hereto bind themselves to this Agreement on the date and year above last written below. Owner Witnessea: City of ZephyrhiW i. S/t Uf.t. �' "' .� Printxame: S'�+eU F.r��nQ' BY� • � N e:Alan Bren' 2, Tide:City Co il Presidcnt tN e: �� /?j�y►z�qLur4a�N , flttest: Address of er. Print Name: inda�oan Print Tide:City Clerk 5335 Eighth Street [Corporate Seal] Zephyrhills,FL,33540 Date: -�- �i Telephone No.: Facsimile No: Federal ID No.: � • t • . . � •� � _ ' SITE ID: A-2-G-082-G ' ' SITE NAME: City of Zephyrhills SITE AGREERflENT FOR LAND This Site Agreement For Land ("AgreemenY')entered into as of thea��ay of • mtrr�,.-Gw , 1997, by and between CITY OF ZEPHYRHILLS,a municipality of the State of Florida,whose address is 5335 Eighth Street, Zephryhills, FL 33540-4312 ("Owner") and APT Tampa/O�tando, Inc., a Delaware corporation, whose address is 8410 W. Bryn Mawr, Suite 1100, Chicago, IL 60631-3486 ("APT'), provides for the granting and leasing of certain property interests on the foliowing terms: For good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged and agreed,the parties hereto agree as follows: 1. PROPERTY. The property interests hereby leased and granted by Owner (individually and coilectively, the"Project Site")shall include the following: [X] Real property comprised of approximately 2,500 square feet of land(°Premises"); [X] Non-exclusive easements required to run, maintain and operate utility lines and cabies on and to the Premises; and [X] Non-exciusive easement across Owners Property (hereinafte� defined) for access, ingress and egress to the Premises • IN OR UPON THE Owners real property("the Owner's Property"), tocated at 6217 8�'Street, Zephryhills, FL 33540, in the County of Pasco, and legally described on Exhibit"A"attached hereto,which OwnePs Property is subject to APTs interest in the Project Site as set forth in this Agreement.The Project Site is depicted and legaliy descrit�ed on said Exhibit "B", attached hereto. All improvements made to the Project Site pursuant to this Agree�nent shall be known hereafter as the"APT Facilities°. 2. TERM. The term of this Agreement shall be five (5) and a fraction years, with the first year commencing on the date APT begins construction of the APT Facilities("Commencement Date")and terminating on the 31"day of December following the fiith annual annive�sary of the Commencement Date (the "Initial Term"), unless otherwise terminated as provided in Paragraph 9. APT shall have the right to extend the term of this Agreement for four(4)successive five(5)year periods (the"Renewal Terms")on the same terms�and conditions as set forth herein. This Agreement shall automatically be extended for each successive Re�ewal Tertn on such same terms and conditions, unless APT notifies Owner in writing of its intention not to renew prior to commencement of the suc,ceeding Renewal Term. � 3. RENT. A. For the Initial Term, APT shall pay to Owner annual rent in the amount o ("RenY') in quarterly payments of on the first day of January, April, July and October, together with any applicable sates tax. If the obligation to pay Rent commences or ends on a day other than the first day of the quarter, then Rent shall be prorated on the basis of a ninety(90)day quarter and shall be delivered within 20 business days from the Commencement Date. ' B. For any Renewal Term, APT shall pay Rent in the amount of Rent to be paid during the previous term(whether the Initial Term or a Renewal Term), increased by.an amount equal to a percentage of the Rent to be paid during such previous tertn, which percentage increase shall be computed and established for the entire current Renewal Term at the beginning of each such Renewal Term by multiplyjng the number of years in the previous te�m(whether the Initiaf Term or Renewal Term)times � C. Rent shall be paid electronically via electronic wire transfer, direct deposit or other paperless ' means i�to a bank account to be designated by Owner. Owner may from time to 6me, designate another bank account for the depusit of Rent provided the request is made in writing and received by APT at least sixty (60) I days in advance of any Rent payment date. R:U.egallMAIL MERGE DOCUMENTS�Basic Package Documents�MM_Conditional SA Land Revl 042397.doc 1 11/19 1 �1 "-r .� � SITE ID: A-2-G-082-G " ' S1TE NAME;City of Zephyrhilis Property cantains substances of the type descri in Section 11 of this Agreemer�t; or(g)APT determines that#he Project Site is not appropriate tor its opet�ations ir�r ecanomic, environmenta!ac technotpgicai tBasans, or(h)Owner faiis to provide#o APT compiete and camect copies af any ground lease or other document pursuant#o which Owner halds title bo the Ownar's Property. Such tertninabon shall not constitute a waiver of APTs righ#s under Paragraph 15 of thls Agreement 10. tNDEM1YlFY. Owner and APT each indemnify tf�e other against, and hold the other hanntess from any and ail costs (inctuding reasonable attamey's fees and e�enses) and ctaims, actians, damages, obiigations, li�bil'fies and liens which arise out of{a)the breach of this Agreement by the indemnifiying Rarty; and {b) the use and/ar occupancy o#the Project Site, a�the balance of the t)wners Property, by such rrtdemn'�fying party. This indemnity shall �ot apply to any claims, ac#ians, damages, obligadons, liab(lities and liens arising from any negligent or infentionai miscondttct af the indemn�ied party and shall survive the termination a#this Ag�eemen� i 1. HAZARDOU3 SUBSTANCES. Owner represents #hat Owner has no knowledge of any substance, cttemical, or waste on the tawner's Property that is identified as hazardaus, taxic or dangerous in any applicabte federal, state or lacal law, ordinance, rule or regulation ("Hazardous Substances"). Owner shall hold APT harmless from and Indemnify APT against any damage� loss, expense, response costs, or liabiiity, inctuding aansuitants' fees and any legal and court costs and attomeys' fees resulting from the presence of Hazardaus Substances on, under or around the Owner's Property or resut�ng tram Nazardous Substances being generated, stared, disposed of, or transported to, on, under, or around the Owner's Property as long as the Hazardaus Substances were not ge�erated, stored, disposed of, or transported by APT or it�s employees, agents or cantractors.The terms of this paragraph shatl survive the eycpiraticr�cr ea�Eler term'snatian of this Agreemen� 'i2. CASLtALTYI�ONDEMNATJON if any portion ot the t)wne�"s Property, Pro�ect Site or the APT Facil��S damaged by any casualty and such damage adversely affects APTs use of the Project Site or the APT Facilities,ar if a condem�ing autharity takes any portian of the Owne�s Property and such taking adversety a�APTs use of the Project Site or the APT Facilities, this Agreement shati terminate as of the date af the casuatty or the date on which ti�e vests in the condemning autharrty, as the case may be if APT gives written no6ce af the same within thirty {30}days after AFT receives natice of such casuaify or taking. The par�es sha0 be entiti�ed to rr:ake claims in any condemnation procesding far value of their respective interests in the Project Site(which f�r APT may inciude,where applicabtet the value of the APT Facilities, moving e�cpenses, prepa3d rent, and business disiocation and refocation damagesj. Sa1e of all or par#of the Project Site to a purchaser with the pavver of eminent domain in the face of the exercises of the powe�shail be treated as a taking by condemnation. • 13. WA/VER OF OWNER'S LIEN. To the extent permitted by law, Owner hereby waives any and all lien rights it has or may have, s#atutory or otherwise, conceming the APT Facili�es ar any partian thereof which shai[ be deemed personai property for the purposes of this Agreement, regardless of whether or not the same is deemed�eal ar persanal property unde�applicab4e law. 14. QU/ET ENJOYMENT. APT, upan payment of the Rent, shall peaceably and quietly have, hold and enjoy the Project Site. tf, as of the date of execution af this Agreement oc hereafte�, there is any marEgage, ar other encumbrance affecting Owners Properly, then Owner agrees to obtain from the holder of such encumbrance a Subordination, Non-Disturbance and Attomment Agteement pursuattt to the terrtfs of which APT shaE! not be distvrbed in its possession, use and enjoyment of the Project 5ite. Owner shail not cause or permit any use of Uwners Property which interferes with or impairs the quality of the communication secvices being rendered by APT from the Project Si#e. Eucept in cases of emergency, Uwner shall not have access to the Praject Site unEess accompanied by APT persannel. 15. DEFAULT. Except as expressiy timited herein, Owner and APT shail each have such remedies for the default of the other party hereto as may be pravided at law or equity following written notice of such default and faiture to cure#he same wi#hin thir#y{30}business days. � Upon defauit by 4wner and upon written notice to Owner and subject to ait applicable cure periods provided to � Owner in this Agreement ( and if no such no#ice and cure period is provided, foilowing thirty (30) days written R:iLegaiIMAIL MERGE DC}CUMENTSiBasic Package DocumeMs\MM Conditionat SA Land Revl 04239?.doc 3 t I119 , , . ` 1 • • '1 .,TI ~w II SITE ID: A 2-G-082-G ' ' ' SI?E NAME: City of Zephyfiifis ' O. RADON GAS: Radon is a naturaliy occurring radioactive gas that, when it has accumulated in a building in sufficient quanfides, may present health risks to persons who are expcsed to It over time. Levels of ' radon that exceed federal and sNabe guidefines have been found in buitdings in Floride. Addidonal information regarding radon and radon tes�ng may be obtained from your county public heaith uni� p. APT has the right but not the obligafion from dme ta time to pay any taxes, judgments, liens, assessments and/or any other charges outstanding which are levied upon Owner or the Owners Property and which are or in the future could become liens upon the Owner's Property, in whole or in any part(individually and coflectively, `Liens"). In the event that APT sa�sfies or pays any such Liens, in whole or in part, APT shall have the�ight but no duty to set off and offset any and al1 amounts so paid against Rent and any cther sums payable or to become payable pursuant to the berrns of this Agr+eement('Rerrt and Other Charges'). If APT elects ta set off or � offset the amounts paid by APT aga�nst Rent and Other Charges, immediately upon demand, Owner shall , reimburse APT for all sums paid by APT which exoeed such Rent and Other Charges. In the event that APT elects not to set off or off�et ihe amounts paid by APT agafnst Rent and Other Charges� immediately upon demand,Owner shall reimburse APT for all amounts paid by APT. APTs ri8hts to satisfy or pay liens(in whole or in pact}and then to set off and offset as described in this subparagraph tnclude the rlght of APT to pay and set off and offset any and all attomey's fees incuRed by APT in connection with making such payments and/or obtaining nec such full or partial sa�siactions. Q. Ca-location As�reements. APT shalt be permitted to enter into agreements with third parties wherein such third parties are pertn�ted to co-locabe on the Communications Facility (a'Co-location AgreemenY). � The following shall apply with respect to any Co-Ixation Agreement entered lnto by APT: 1. In the event that APT ermits a third art to co-locate an the Communications Facility, APT shall pay to Owner of all amounts collected as rent•under the tertns of such Co-location /�qreement. These amounts shall be due and payable to Owner within , twenty (20) days after such amounts are collected by APT. Failure to make any such payment to Owner shall be considered a default under this Agreement and sha11 entitle Owner to the same rights as in the event of a default in the payment of Rent. ', 2. No Calocation Agreement signed by APT shall extend beyond the Term of this Agreernent ' without the Owner's prio� written oonsent, which shall not be unreasonably withheld or delayed. If APT elects to extend this Agreement for one or more Renewal Terms, then, no Co-location Agreement executed by APT shaA extend beyond such Term, as extended. In the event that APT terminates this Agreement prior to the end of either such period as permitted under the terms of Paragraph 9,APT shall immediately assign any and ali surviving Co-location Agreements to Owner, which assignment shall be effective as of the termination , date of this Agreement ' R:V.egal�MAIL MERGE DOCUMENT'S�Basic Package Documents�IViM Conditional SA Land Revl 042397.doc 5 1 U19 �' . - � --�------ ...___._._..._._._.__.___..--.-.-----... . , , � . •� -- '� • SITE ID: A 2-G-082-G ' SITE MAME:City of Zephyrhills EXHIBIT"A"TO SIF�AGREEMEf�' LEGAL DESCRIPTlON OF TNE OWNER'S PROPER7Y: 4�s�snoo) Qf�111IEi�C Af 7NE AIOKlMM�S►CQfh�R aF RfE SnlJfl� 1/2 0�'f�E SOU7i#M6f 1/4 Of S�TI01+!�, A7MMSfiP 26 SOU1l4 lL11YI6�2l fASf. 11!il1Sf� OOU�itY. Fl�ftlD�L RtMV N 8�30'fS 657.52 f�ET IILd�IG 11E Ni0K1H UE OF ThE SO�R1� f/2 OF J�iE SWIHWESf 1�4�S�Cl1Ad.'� ]i�111Cf SWIR 25 fFtT faR 4 POMfT� Tf�fErAY�k�15'�E 200 AtAlG 7ff SGUiN t��t-QF-IGtI'11f+E� ' fIQVR1/DPoINF, Ttffl�SbU1H 200�7. 1flFrIL'�S BBSQ'fr'' iY, 20Q fE�'F. i TIfNL�1�tiJf m0 fE�T Td iiF?Od�fr L�F BF�1ifNC. ��PbRAOPf OF T�(5� ILS RE��f�lT 80W!4. PRCE lpQ: P�,5C0 C�I,�Rr i� I ro r and recise lega!description for the Owners Property will be It is agreed 6y Owner and APT that the p pe p corrected, if necessary, and that the comact legal description may be pJaced on this Exhibit'A"and/or that this Exhibit"A'may be replaced to reflecf such proper snd precise fega!descripfion by APT unilaterally. ' RU.ega�MAIL MERGE DOCUMENTS�Basic Package DocumentslMM Conditional SA Land Revl 042397.doc � 7 11/19 �. " n _ _ ' SITE ID: A 2-G-082-G � � SITE NAME: Clty of Zephyrhills ' EXHIBIT"B"TO SITE AGREEMENT Page 2 of 2 SKETCH AND DESCR/PTlON OF THE PRbJECT SITE: Legal description of prnperty to be attached. � i �. � 1 �- . � /� �� i d°�'°r°"rf ,��wr i war' `��. � � �.. � • � i�i i�a�p i ' i � �.� . t- i3risr � i �.. ��F.. i � � . j �f' j � ; r i � � 1 f _ � � � � ��"_ ! j� � �j''` '" � 1 �,J � � ----�----- � ,...�.�. . � � � �� i E ' � �NR■� .� d w � �. � i �� /x ��-ptt. ..S �; / �y � ��' �. t �' � �� ~ �� 1 � ��`' r` w. S ��.rd. � . , r.. -�- �M � t��t � � • ssctfon�, ibu�del� se s.t� RsnQ�sr aast _. ,. � ....�.� Notes: 1. Tire Mstrume►rt to wlrk:h this exhlbif!s atfached andlnto whkh Jnstrvment thls exhlblt Js fully Incorporated,may,at APTs sole optlon,be rtrodified endior emended uNlaterally by APT tu establish,clertly or chenge fhe location o!H�e rarrexdusiwe essement}I�r uGlity lines end cables by moording an Insbvment slpned 6y APT!n fhe publk reaads of tl�e County in whlGr fhe Owne�s�roperty!s Jocated, whkh lns6ument sheN set f�►th fhe detsNs of sucb modf�calion arM�or arttendment. 2. AfotwiUrstanding anylhin�!n the Inshvment whirh fhis sxhiblt is attached Ao the contrsry,APT,et!ts sole option,may unflaterally replece and aubsNtute for thls exhiblt a aunrey of the PioJect Slte, showing non�xdusivre easements/or irtgress, egress and utiflty Irnes end cables to servloe fhe ProJec�.t Slte and/or may uniJatera!!y replaoe and su6stlfute for this exhlb7t constn�cElon drewings of lhe APT Fecilities of the P�o%act Site. � '� - 3. Setbadc af the APT Fadlities hem t6e bournlerles of Owners P+operty end of the Pmject Site shal!be the distance required by the epplica6le govemmental aubhorfGes. 4. N{�idH�of eny aaoess road or essement Qranted to or used by APT, shall be the width requirad by fhe epplica6le govemmenta! eutllorldes,lndudln�polk.e and(re depaRments but in no eNent less tlien fi!leen faet(!5)exoept ilpr�hiblted by Qowemmentel autho►fties heving jurisdlcUon over fhe Owrrers Propeify,the Pr�ject Site end/or dre APT Pacil'�ties. R:�LegalIMAIL Iu�RGE DOCUMENTS1Basic Package Documents�MM Conditional SA Land Revl 042397.doc " 9 11/19 d,._ � - --.....----- -----------..�..._ —--- - s _ .. .. .' y v . , SITE ID: A-2-G-082-G SITE NAME: Cify of Zephyrhills 5. LEASE INCORPORATED. All of the terms, conditions, provisions and covenants of the Site Agreement are hereby incorporated herein as if fully set forth in this Memorandum. To the extent that any of the tertns hereof are inconsistent with the terms of the Site Agreement, the terms of the Site Agreement shatl control. In the event that an inspection of or referenoe to the full terms, conditions, provisions or covenants of the Site Agreement is desired or necessary,a request for such inspection should be made to the Owner at the address set forth above, stating the name and address of the person and/or entity requesting the inspection, and setting forth the reason for the inspection. The Owner may pertnit or refuse such inspection in its sole and absolute discretion. IN WITNESS WHEREOF, Owner and APT have executed this Memorandum as of the date and year set forth below their respecdve signatures. Signed,sealed and delivered OVYNER: in the presence of. Wlbreaaes: CITY OF ZEPHYRHILLS,a municfpality of the State of Florida 1, gy; Print Name: Alan Brenia, City Council President 2 Date: Print Name: 1• Attest: Print Name: Linda Boan, City Clerk � Date: Print Name: TENANT: - Wltnesses: APT Tampa/Orlando�Inc.�a Delaware corporation 1. gy; Printed Name: Name: Tony R. McDowell Tltle: Director, Engineering and Operations 2• and Authorized Agent Printed Name: [Corporate Seal] Date: � R:�I.egalVvIAIL MERGE DOCUMENTS�$asic Package Documents�MM Conditional SA Land Revl 042397.doc 1 l 11/19 , - � - ------.—.._._...___..._._ ._ ...__ .___...._. ... . , '' • , _._ _ � SITE ID: A-2-G-082-G ' � SITE'VAME: City of zephyrt�ills Exhfbtt A Page 1 ofr 2 Z�`I._' paa�cr� ��z oF w�o u�+c�r n�soun+ r/z or �so�m+wfsr �/4 a+�stcnox z rowx��ae sot►nr. wtnK:E sr �csr, �sov ca�rir. an� ,��utc ��arrnoN oF zr9ar sueow�snr��cor�rnc ra rr�,w�a��ur�s REC��ED N PlAf B�DO�C 4. AAQE 1a9. 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SAfD t/f�lJtl'EASEL�II(f LbN/AIA!S .�85 SQf1ARF fFET, �iFOR£ai �ESS R:1L.ega1�MAIL MERGE DOCUN�NTS�Basic Package Documents�MM_Conditional SA Land Revl 042397.doc � 13 11/1S ti • , - � Date: April 9, 2015 �� / FL CA#30978 �/ David Robertson Tower Engineering Professionals Crown Castle 326 Tryon Road 12725 Morris Road Extension, Suite 400 Raleigh, NC 27603 Alpharetta, GA 30004 (919) 661-6351 (678) 366-1273 crown te rou .net Subject: Structural Analysis Report Carrier Designafion: ATBT Mobility Co-Locate Carrier Site Number: 10015984 Carrier Site Name: N/A Crown Cast/e Designation: Crown Castle BU Number: 826548 Crown Castle Site Name: Pasco County (VS) Crown Castle JDE Job Idumber: 304555 Crown Castle Work Order Number: 1036781 Crown Castle Application Number: 289616 Rev. 1 Engineering Fi�m Designation: TEP Project Number: 48167.31573 Sife Data: 38122 Henry Dr.,Zephyrhills, Pasco County, FL 33540 Latitude 28°14'S2.90", Longitude-82°19'9.40" 190 Foot-Self-Support'�ower Dear David Robertson, Tower Engineering Professionals is pleased to submit this "�tructural 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 773082, in accordance with application 289616, 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: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. The analysis has been performed in accordance with the 2010 Florida Building Code based upon an ultimate 3- second 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 II were used in this analysis. All modifications and equipment proposed in t��j� I be installed in accordanc wi he appurtenances listed in Tables 1 and 2 and the attached drav�[Ig,f r � ' � ��ri�dl�j�t,��r u I pa ity to be effective. ELEC � UIL.�JI1V�; � We at Tower Engineering Professionals ap�g�i �'��rBf� vid ng r on uing professional services to you and Crown Castle. If you have any �drf�,�1eed fu�er ss' �� n this or any other projects please give us a call. �\ " � �� ' ��r� Structural analysis prepared by: Mamatha Sirigiri, E.I. /AAS �t� @�� s ��j � �� L F �� Respectfully submitted by: ��Vj�'� . No 75317 � C7��` � '�°F�R yR � �.�_ � _ LAIVS F H1 or � ` Graham M. Andres, P.E. ��11V�� `� ��\\ '� � ^ ..� �� . ��,a°��F�~'� �y `4'��1\\\0�� IiJ �'�: April 9, 2015 190-ft Self-Support Tower Structural Analysis CCI BU No 826548 TEP Project Number 48167.31573,Application 289616, Revision 1 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing and Reserved 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 5) APPENDIX A � tnxTower Output �,{ '��' �A 6)APPENDIX B �� . �• ��!'�� Base Level Drawing `��,�.�' �,� � sF 'Q��so 7)APPENDIX C = No 75317 = Additional Calculations �z � ;� — r .`'iTH i c O F = °O � ��ii��'c��s F��R 10 P G��\�� ' �0�0 S�OfVAI- �� 1 ��/l1111111�� `°i 'f tnxTower Report-version 6 1.4.1 -� Apri!9,2015 190-ft Self-Support Tower Structural Analysis CCI BU No 826548 TEP Project Number48i67.31573,Application 289616, Revision 1 Page 3 1) INTRODUCTION This tower is a 190-ft self-support tower designed by Valmont Microflect in January of 1998. The tower was originally designed for a wind speed of 105 mph per EIA/TIA-222-F for the appurtenances listed in Table 3. The tower has been modified per reinforcement drawings prepared by Tower Engineering Professionals in July of 2013. TEP visited the site in November of 2013 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 ANSI/TIA-222-G-2-2009 Structural Standard for Antenna Supportina Structures and Antennas—Addendum 2 using a 3-second gust wind speed of 106 mph with no ice and 60 mph under service loads with the following design criteria: 1) Type of Analysis: Rigorous Structural Analysis 2) Classification of Structure: Class II Definition: Structures used for services that due to height, use or location represent a significant hazard to human life and/or damage to property in the event of failure and/or used for services that may be provided by other means. 3) Exposure Cateaory: Exposure C Definition: Open terrain with scattered obstructions having heights generally less than 30-ft. This category includes flat, open country and grasslands. 4) Topographic Category: Category 1 Definition: No abrupt changes in general topography, e.g. flat or rolling terrain, no wind speed-up consideration shall be required. 5) Earthquake Category: Not Considered Commentary: 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 Antenna of Antenna Model of Feed Line Note Level (ft) Elevation �ntennas Manufacturer Lines Size(in) , �ft� , � 3 Andrew I SBNHH-1 D656 w/ Mount Pipe 171.0 175�0 3 Ericsson RRUS-11 1 3/4 1 � 3 Ericsson RRUS A2 Module 171.0 r 3 ` Tower Mounts VFA12-U Notes: 1) See"Appendix B—Base Level Drawing"for assumed feed line configuration. tnxTower Report-version 6.1.4.1 April9,20>5 190-ft Self-Support Tower Structural Analysis CCI BU No 826548 TEP Project Number 48i67.31573,Application 289616, Revision i Page 4 Table 2- Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting� Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation. Antennas Manufacturer Lines Size(in) (ft) � I � Cellmax � CMA-BDHH/6521/EO-6 4 Technologies w/Mount Pipe 4 Andrew SBNHH-1 D65C 194.0 w/Mount Pipe � 2 — Nokia NSN COVP 6 2-1/4 190.0 �— Nokia FRIE � 1'S�8 1 � 1 Nokia FRIG 1 1-3/5 1 7/8 8 Andrew ECC1920-VPUB 190.0 � Nokia FXFB �— Nokia FRIG �1 Tower Mounts Platform Mount[LP 715-1] 9 Andrew DBXNH-6565B-R2M w/ Mount Pipe 12 1-5/8 9 Andrew E15S09P78 6 7/8 175.0 I J Ericsson RRUS-11 1 53/4 1 171.0 r 2 Raycap DC2-48-60-0-9E 1 3�$ � 1 Raycap DC6-48-60-18-8F I 3 Andrew DBXNH-6565B-R2M w/Mount Pipe 2 171.0 r 1 — Tower Mounts Sector Mount[SM 104-3] � CSS CAP-FRO-656 w/Mount Pipe 160.0 160.0 3 CSS X7C-FRO-860 12 1-5/8 1 w/Mount Pipe 1 Tower Mounts Pipe Mount(PM 601-3] � 1 Tower Mounts Sector Mount[SM 602-3] 3 Commscope TTTT65AP-1 XR 3 Ericsson RRUS 31 B25 1 7/8 3 �— Nokia FZHJ-RRH I 3 RFS Celwave APXVERRI8-C 150.0 150.0 w/Mount Pipe � 9 — RFS Celwave ACU-A20-N � 3— Ericsson 800MHz SMR Filter 3 1-3/16 1 �3 Ericsson RRUS-11800MHz � 1 — Tower Mounts Sector Mount[SM 402-3] 140.0 140.0 � Commun ations HB-X-AW-23-33-OOT 6 1-5/8 1 � 1 — Tower Mounts Sector Mount[SM 402-3] Notes: 1) Ebsting equipment 2) Existing equipment;to be removed 3) Reserved equipment tnxTower Report-version 6.1.4.1 Apiil9,2015 190-ft Self-Support Tower Strucfural Analysis CC!BU No 826548 TEP Project Number 48167.3 i573,Application 289616, Revision 1 Page 5 Table 3- Design Antenna and Cable Information Center Number Number Feed Mounting . Line of Antenna qntenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 190A � 190.0 � 12 CSA Wireless I PCS A-060-19 I - I - � 175.0 175.0 12 CSA Wireless PCS A-060-19 - - 155.0 155.0 12 CSA Wireless PCS A-060-19 - - 3)ANALYSIS PROCEDIDRE Table 4- Documents Provided Document Remarks Reference Source Geotechnical Report I Nodarse&Associates, Inc, � 3497292 I CCISites Tower Foundation Drawings Valmont Microflect 3497291 CCISites Tower Manufacturer Drawings Valmont Microflect 3675014 CCISites Tower Reinforcement Drawings Tower Engineering Professionals 3946359 CCISites Post-Modification Inspection Tower Engineering Professionals 4460699 CCISites 3.1) Analysis Method tnxTower (version 6.1.4.1), 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) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by the standard. 5) All tower components are in sufficient condition to carry their full design capacity. 6) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is ief#to the carrier or tower owner to ensure conformance. 7) 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 perform a site ', visit to verify the size, condition or capacity of the antenna mounts and did not analyze antennas supporting mounts as part of this structural analysis report. 8) The following material grades were assumed: (a) Legs:A53-B-46 (b) Bracing:A36 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. I tnxTower Report-version 6.1.4.1 April 9,2015 i90-ft Self-Support Tower Structural Analysis - CC!BU No 826548 TEP Project Number 48167.31573,Application 289616, Revision 1 Page 6 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section Elevation(ft) Component Type Size Critical P��b) �Po,io„,(Ib) %Capacity Pass/Fail No. Element I T1 I 190-180 I Leg I Pipe 2.5 STD I 2 I-13422.60 I 53865.90 I 24.9 I Pass T2 180-160 Leg PIPE 3.5 STD 20 -61305.50 96872.30 63.3 Pass T3 160-140 Leg Pipe 5 STD 50 ip2g57.00 157400.00 78.1 Pass T4 140-120 Leg Pipe 8 STD 74 193033.00 330771.00 58.4 Pass T5 120-113.333 Leg Pipe 8 STD 98 216063.00 330771.00 65.3 Pass T6 113.333- Leg Pipe 8 STD 110 330771.00 72.4 Pass 106.667 239353.00 T7 106.667-100 Leg Pipe 8 STD 119 260875.00 330771 00 78.9 Pass TS 100-80 Leg Pipe 10 STD(SCH40) 128 322926.00 461312.00 70.0 Pass T9 80-70 Leg Pipe 10 STD(SCH40) 146 356580.00 461312.00 77.3 Pass T10 70-60 Leg Pipe 10 STD(SCH40) 158 389833.00 461312.00 84.5 Pass Ti i 60-40 Leg Pipe 12 STD 167 457307 00 573746.00 79.7 Pass T12 40-30 Leg Pipe 12 STD i85 490646.00 573746.00 85.5 Pass T13 30-20 Leg Pipe 12 STD 197 523574 00 573746.00 91.3 Pass T14 20-0 Leg Pipe 12 XH 206 589999.00 �56510.00 78.0 Pass T1 190-180 Diagonal Li 3/4x1 3/4x3/16 9 -3764 16 6583.67 57.2 Pass T2 180-160 Diagonal L2x2x3/16 27 -8349.35 9562.73 87.3 Pass T3 160-140 Diagonal 2L2 1/2x2 1/2x3/16x3/8 57 -11580.20 39132.00 29'6 Pass 62.2(b) T4 140-120 Diagonal L3x3x3/16 81 -12758.20 16272.00 �78'4 Pass 81.7(b) T5 120-113.333 Diagonal L3x3x3/i 6 107 -13054.90 15534 40 84.0 Pass T6 113.333- Diagonal L3x3x3/16 117 -13014 40 14802.00 87.9 Pass 106.667 T7 106.667-100 Diagonal 2L3x3x3/16x1/2 125 -14628.00 45783.30 32'� Pass 46.5(b) ' T8 � 100-80 Diagonal L31/2x31/2x1/4 137 -17232.90 20524.30 84.0 Pass T9 80-70 Diagonal L3 1/2x3 1/2x1/4 155 -16666.80 19094.00 87.3 Pass I T10 70-60 Diagonal 2L3-1/2x3-1/2x1/4x1/2 164 -18951.70 64448.40 29'4 Pass 40.1 (b) T11 60-40 Diagonal L3 1/2x3 1/2x3/8 176 -19795.90 23249.90 85.1 Pass T12 40-30 Diagonal L3 1/2x3 1/2x3/8 194 -18848.70 21848.60 86.3 Pass T13 30-20 Diagonal 2L3 1/2x3 1/2x3/Sxi/2 203 -21880.70 78173.90 28'0 Pass 32.0(b) T14 20-0 Diagonal L4x4x3/8 215 -22218.00 26444.20 84.0 Pass T1 190-180 Top Girt L3 1/2x3 1/2x1/4 6 -1520.11 22313.50 196�b� Pass T2 180-160 Top Girt L3 1/2x3 1/2x1/4 24 21.32 50038.60 0.3(b) Pass T3 160-140 � Top Girt L3 1/2x3 1/2x3/8 54 -194.98 31241.30 1$'�b� Pass tnxTower Report-version 6.1.4.1 Apri!9,2015 i90-ft Self-Support Tower Structural Analysis CCI BU No 826548 TEP Project Number 48167.31573,Application 2896i6, Revision 1 Page 7 Section CritlCal " No. Elevation(ft) Component Type Size Element P��b) �PanoW(Ib) %Capaciry Pass/Fail T4 f 140-120 I Top Girt I L3 1/2x3 1l2x3/8 I 78 I-2374.59 � 22854.00 I 22 2�b� I Pass I T5 120-113.333 Top Girt L4x4x3l8 102 -1992.73 25883.30 18 1�b� Pass � �� T8 100-80 Top Girt L4x4x3/8 132 -3941.22 19314.30 20'4 Pass 23.9(b) T9 80-70 Top Girt L5x5x5/16 150 -4105.89 25667.60 16.0 pass 34.9(b) ' T11 60-40 Top Girt L5x5x5/16 171 -5599.30 20429.20 27'4 Pass 37.6(b) T12 40-30 Top Girt L5x5x5/16 189 -5272.54 16908.10 31'2 Pass 35.4(b) T14 20-0 Tap Girt L5x5x5/i 6 210 -5548.60 13973.70 39.7 Pass Summary �— Leg(T13) 91.3 Pass Diagonal $�9 Pass � (T6) Top Girt 39.7 Pass (T14) �— �Bolt Checks 85.2 Pass �— Rating= 91.3 Pass Table 6-Tower Component Stresses vs. Capacity Notes Component Elevation (ft) %Capacity Pass/Fail 1 I Anchor Rods � - � 54.8 � Pass � 1 Base Foundation Soil Interaction - 85.1 Pass � 1 Base Foundation Structural - 33.9 Pass Structure Rating (max frorn all components)= 91.3% 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 tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed loads. No modifications are required at this time. tnxTower Report-version 6.1.4.1 April9,2015 190-ft Self-Support Tower Structural Analysis CCI BU No 826548 TEP Project Number 48167.3i573,Application 2896i6, Revision i Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 I iso_on 0 � m N ¢ � � DESIGNED APPURTENAIVCE LOADING o- 180.0 fl � - TYPE ELEVATION TYPE ELEVATION � �n CMA-BDFW6521/EO-6wlMavRPipe 79D RRUSA2MODLLE 171 a ' � CMA-BDFFil65211E0-6 w!Moird Rpe 190 RRUS A2 MODILE 171 r~i, � � CMA-BDF�&i�6527/EO-6 w!Mowt Pipe 190 Seclor MauN[SM 5023] 171 � � � � Ch1A-B�Fi-V6521/ED-6 w/Moimt Pipe 790 X7GFR0-860 w/Mourt ' 760 W � SBMi-F7 D65C w/MourV Pi 190 X7GFR6860 w/Mourt Pipe 160 a d (2)SBN4+1D65C w/Mourq Pipe 190 X7GFR0-8fi0 W/Mo�vtl Pipe 160 ' SBMi+t D65C w/Mourd Pipe 190 (2)CAP-FAO�656 w/Maurd Pq�e 160 160.0 tt - PSN CAVP 190 (2)CAP-FRO-656 w/Mourd P�e 160 f5N CAVP 190 (2)CAP-FRO-656 w/Mourd Rpe 760 � (2)ECC7920�VPlA 790 Sector Mounl(SM 602-3] 1fi0 (2)ECC7920-VPIB 190 Pipe Moiad[PM 601-3] 760 N ��j. (4)ECC792o-VPtB 190 APXVERR78-C w/Moud Pipa 150 � � e Fp�E 19D APXVERRt&Cw/Mourt Prye 150 N g °' � FRIE 190 APXVERR7&CwlMaiml � 150 a � FXFB 190 RRUS-11800MFtr 150 N � _ (2)�� 190 RRUS-71 BOOMFtr 150 � ��0� (2)FRIG 790 RRUS-11 BOOMFtr 150 � FRIG 790 (3)ACllA2PN 750 � � �- FRIG 790 (3)ACLLA20.N 150 � (2)T z 2'Ppe MourR 190 (3)ACllA20-N 750 � I Plattorm MoiuY[LP 7157� 190 BOOMFtr SMR Ftter 150 � `? - 8'Lad[ler 190 WOMFit SMR Fi�er 150 � $ (3)DBWJ+6565&R2M w/MoarY Pipe 171 BOOMF4 SMH Flier 150 �+ 3 DBXN-F�6565&R2M w/Mwrd P� 171 Tf7T65AP-1XR 150 x (3)DBXM46565&R2M w/Mourd P"q�e 177 TTTT65AP-7XR 150 o � N � 120_Ofl (3)Ei5S09P78 171 TTTT65AP-1XR 150 (3)E15S09P78 171 RR1531 BZS 150 m � � (31 E75S09P78 171 RRU531 825 150 a v q J (2 RRl$-11 171 RRUS 31 B25 150 11�ft " (2)RRUS-11 171 FZHI-RRH 150 � � � (2)RRUS71 171 F�{!-RRH 150 - DC2-08��60-0�9E 771 Fd-U-RRH 150 ¢ ��K DC2-48-6Q0-9E 171 Sector Mourt[SM 4023] 150 z F m � - �C6-08-647&8F 171 FB-7(-AW-23-33-00T 140 700.0 R � SBMi+t D658 wl Mourd Pipe 171 FB-X-AW-2&33-OOT 140 - SB�H-61-1D656w/MOUr�R 171 FB-X-AW-23-33-00T 140 � SBP&E-F1 D65B wl Moimt Pipe 171 SeUOr Mourd[SM 402-3] 140 m 'O - Q RRUSA2MODULE 771 � ¢ � a � � SYMBOL LIST � MARK SI� MARK SI� A L7 3/4rz1 3/4�41/16 C 2L3-1I2Gi-7/9A/4z1l2 � � U �'j B ZL3�CiXi/16x1l2 D 2L31lDCi 12XU&Al2 y � . o � �.0�� , MATERIAL STRENGTH � n � GRADE Fu GRADE F Fu d � A53-8-06 46 ksi fi7 ksi 0.36 36 ksi 58 ksi 70.0 fl - TOWER DESIGIV NOTES � d � _ 1.Tower is located in Pasco County,Florida. z 2.Tower designed for E�osure C to the T1A-222-G Standard. so.o n 3.Tower designed for a 106 mph basic wind in accordance with the TIA-722�Standard. � - 4. Deflecfions are based upon a 60 mph wind. ` 5.Tower S[ructure Class II. . � 6.Topographic Category 7 with Crest Height of 0.00 tt . 7 TOW ER RAl1NG:91.3% c � �' � � � o � � - _. r � 40oft . N � � a � ALL REACTIONS ARE FACTORED 30A ft � � - MAX.CORNER REACTIONS AT BASE: ¢ - DOWN:6072801b - � Z � SHEAR:607111b zo.o n UPLJFT•-541481!b , ' SHEAR:5490616 X „ AXlAL � a � 7597116 ~ a � � /� SHEAR� \ MOMENT - - 9835216 ` T076990111rft o.ou � y � N TORQUE 15096IlrR � REACTIONS-]06 mph WIND N N � Y � t � � � � � m o `o o c t � '�' m m a � a a m °1 � o S F a u 3 � Tower Engineering Professionals °�Pasco Counf (VS) BU 826548 � 326 Tryon Road ��TEP No.48167.oraw�: d: �� Raleigh,NC 27603 Crown Castle Ms ^� Tower Engineering Rotessiona�s Phone:(919)�i61-6351 �'�-�-G ��e'��15 ��=NTS FAX. 919-661-6350 Patk owg w.E_� Page tYlx�Oh�e�' Job Pasco County(VS) (BU 826548) 1 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 1920:37 04/08/15 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(9l9)-66I-6351 Crown Castle MS FAK•(919)-661-6350 °fower In ut Data The main tower is a 3x free standing tower with an overall height of 190.00 ft above the ground line. The base of the to�ver is set at an elevarion of 0.00 ft above the ground line. The face width of the tower is 8.00 ft at the top and 2133 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 Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals � Assume Rigid Index Plate � Calculate Redundant Bracing Forces Use Moment Magnification � Use Clear Spans For Wind Area Ignore Redundant Members in FEA ' � Use Code Stress Ratios � Use Clear Spans For KLJr SR Leg Bolts Resist Compression ' � Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Fscalate Ice � Bypass Mast StabIIity Checks Offset Girt At Foundation Always Use Max Kz � Use Azimuth Dish Coefficients � Consider Feedline Torque Use Specia]Wind Profile � Project Wind Area of Appurt. � Include Angle Block Shear Check � Include Bolts In Member Capacity Autocalc Tarque Arm Areas __ � � � Poles ��`�� __� I.e Bol s e A ---- --- --- - g t Ar t Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interacdon � Secondary Horizontal Braces Leg � Sor[Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted 5ockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption � Job Pa9e I tn�Towe� Pasco County (VS) (BU 826548) 2 of 32 �� Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designed by I Phone:(919)-661-6351 Crown Castle MS FAX. (919)-661-6350 Wind 180 � Lea A Wind 90 ,� a�P °�°`° � e Leg C Z Leg B Face C Wind Normal Triangular To wer Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections � � � Tl 190.00-180.00 8.00 1 10.00 T2 180.00-160.00 8.00 1 20.00 T3 160.00-140.00 8.00 1 20.00 � T4 140.00-120.00 9.67 1 20.00 TS 120.00-11333 1133 1 6.67 T6 11333-106.67 11.89 1 6.67 T7 106.67-100.00 12.44 1 6.67 T8 100.00-80.00 13.00 1 20.00 T9 80.00-70.00 14.67 1 10.00 T10 70.00-60.00 15.50 1 10.00 Tl l 60.00�0.00 16.33 1 20.00 T12 40.00-30.00 18.00 1 10.00 TI3 30.00-20.00 18.83 1 10.00 TI4 20.00-0.00 19.67 1 20.00 Tower Section Geometry (cont'd) Tower Tower Diagona! Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End � � Panels irs in T1 190.00-180.00 5.00 X Brace No No 0.000 0.000 Job Page tYl��Ow�''�" Pasco County (VS) (BU 826548) 3 of 32 Tower Engineering Project Date Frofessionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC 27603 Ciient Designed by Phone:(919)-66I-6351 Crown Castle MS FAX:(919)-661-6350 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevatian Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in in T2 180.00-160.00 5.00 X Brace No No 0.000 0.000 T3 160.00-140.00 6.67 X Brace No No 0.000 0.000 T4 140.00-120.00 6.67 X Brace No No 0.000 0.000 TS 120.00-113.33 6.67 X Brace No No 0.000 0.000 T6 113.33-106.67 6.67 X Brace No No 0.000 0.000 T7 106.67-100.00 6.67 X Brace No No 0.000 0.000 T8 100.00-80.00 10.00 X Brace No No 0.000 0.000 T9 80.00-70.00 10.00 X Brace No No 0.000 0.000 T10 70.00-60.00 10.00 X Brace No No 0.000 0.000 Tl l 60.00-00.00 10.00 X Brace No No 0.000 0.000 T12 40.00-30.00 10.00 XBrace No No 0.000 0.000 T13 30.00-20.00 10.00 X Brace No No 0.000 0.000 T14 20.00-0.00 10.00 X Brace No No 0.000 0.000 Tov�er Section Geometry cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade � Tl 190.00-180.00 Pipe Pipe 2.5 STD A53-B-46 Equal Angle Ll 3/4x1 3/4�c3/16 A36 (46 ksi) (36 ksi) T2 180.00-160.00 Pipe PIPE 3.5 STD A53-B-46 Equal Angle L2x2x3/16 A36 (46 ksi) (36 ksi) T3 160.00-140.00 Pipe Pipe 5 STD A53-B-46 Double Equal 2L2 1/2x2 1/2x3/16x3/8 A36 (46 ksi) Angle (36 ksi) T4 140.00-120.00 Pipe Pipe 8 STD A53-B-46 Equal Angle L3x3x3/16 A36 (46 ksi) (36 ksi) TS 120.00-11333 Pipe Pipe 8 STD A53-B-46 Equal Angle L3x3x3/16 A36 (46 ksi) (36 ksi) T6 113.33-106.67 Pipe Pipe 8 STD A53-B-46 Equal Angle L3x3x3/16 A36 (46 ksi) (36 ksi) T7 106.67-100.00 Pipe Pipe 8 STD A53-B-46 Double Equal 2L3x3x3/16x1/2 A36 (46 ksi) Angle (36 ksi) T8 100.00-80.00 Pipe Pipe 10 STD(SCH40) A53-B�6 Equal Angle L3 1/21c3 1/2x1/4 A36 (46 ksi) (36 ksi) T9 80.00-70.00 Pipe Pipe 10 STD(SCH40) A53-B1F6 Equal Angle L3 1/2�1/2x1/4 A36 (46 ksi) (36 ksi) T10 70.00-60.00 Pipe Pipe 10 3TD(5CH40) A53-B-46 Double Equal 2L3-1/2x3-1/Zxl/4x1/2 A36 (46 ksi) Angle (36 ksi) Tl l 60.00-40.00 Pipe Pipe 12 STD A53-B�6 Equal Angle L3 1/2x3 1/2x3/8 A36 (46 ksi) (36 ksi) T12 40.00-30.00 Pipe Pipe 12 STD A53-B-46 Equal Angle L3 1/2x3 1/2x3/8 A36 (46 ksi) (36 ksi) T13 30.00-20.00 Pipe Pipe 12 3TD A53-B-46 Double Equal 2L3 1/2x3 1/2x3/8x1/2 A36 (46 ksi) Angle (36 ksi) T14 20.00-0.00 Pipe Pipe 12 XH A53-B-46 Equal Angle L4x4x3/8 A36 (46 ksi) (36 ksi) Tower Section Geometry (cont'd) Job Page �Ylx�Owe�" Pasco County (VS) (BU 826548) 4 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)-661-6351 Crown Castle FAX:(919)-661-6350 MS Tower Top Girt Top Cirt Top Girt BoKom Girt Bottom Girt Bottom Girt Elevafion Type Size Grade Type Size Grade � Tl 190.00-180.00 Equal Angle L3 1/2x3 1/2x1/4 A36 Solid Round A36 (36 ksi) (36 ksi) T2 180.00-160.00 Equal Angle L3 1/2x3 1/2x1/4 A36 Solid Round A36 (36 ksi) (36 ksi) T3 160.00-140.00 Equal Angle L3 1/2x3 1/2x3/8 A36 5olid Round A36 (36 ksi) (36 ksi) T4 140.00-120.00 Equal Angle L3 1/2�c3 1/2x3/8 A36 Solid Round A36 (36 ksi) (36 ksi) TS 120.00-113.33 Equal Angle L4x4x3/8 A36 Solid Round A36 (36 ksi) (36 ksi) T8 100.00-80.00 Equal Angle LAx4x3/8 A36 Solid Round A36 (36 ksi) (36 ksi) T9 50.00-70.00 Equal Angle LSx5ac5/16 A36 Solid Round A36 (36 ksi) (36 ksi) Tl l 60.00-40.00 Equal Angle LSx5x5/16 A36 Solid Round A36 (36 ksi) (36 ksi) T12 40.00-30.00 Equal Angle LSx5x5/16 A36 Solid Round A36 (36 ksi) (36 ksi) T14 20.00-0.00 Equal Angle LSx5�c5/16 A36 3olid Round A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset Grade Adjust.Facfor Adjust. Weight Mult. Double Angle Double Angle Elevafion Area Thickness A� Factor Stitclt Bolt Stitch Bolt (perface) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in Tl 0.00 0.375 A36 1.03 1 1.05 0.000 0.000 190.00-180.Q0 (36 ksi) T2 0.00 0.375 A36 1.03 1 1.05 0.000 0.000 180.00-160.00 (36 ksi) T3 0.00 0375 A36 1.03 1 1.05 22.000 0.000 160.00-140.00 (36 ksi) T4 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 140.00-120.00 (36 ksi) TS 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 120.00-113.33 (36 ksi) T6 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 11333-106.67 (36 ksi) T7 0.00 0.500 A36 1.03 1 1.05 27.000 0.000 106.67-100.00 (36 ksi) T8 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 100.00-80.00 (36 ksi) T9 80.00-70.00 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 (36 ksi) I T10 0.00 0.500 A36 1.03 1 1.05 36.000 0.000 70.00-60.00 (36 ksi) I Tll 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 60.00-40.00 (36 ksi) T12 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 40.00-30.00 (36 ksi) T13 0.00 0.500 A36 1.03 1 1.05 41.000 0.000 30.00-20.00 (36 ksi) T1420.00-0.00 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 i (36 ksi) J Job Page tnx�7`owe� Pasco County(VS) (BU 826548) 5 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(9l9)-661-6351 Crown Castle FAX:(919)-661-6350 MS Tovver Section Geometr cont'd x Facrors` Tower Calc Calc Legs X K Srngle GirTS Horiz. Sec. Inner Elevafion K K Brace Brace Diags Horiz. Brace Sing[e Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y Tl Yes No 1 1 1 1 1 1 1 1 190.00-180.00 1 1 1 1 1 1 1 T2 Yes No 1 1 1 1 1 1 1 1 180.00-160.00 1 1 1 1 1 1 1 T3 No No 1 1 1 1 1 I 1 1 160.00-140.00 1 1 1 1 1 1 1 T4 Yes No 1 1 1 1 1 1 1 1 140.00-120.00 1 1 1 1 1 1 1 TS Yes No 1 1 1 1 1 1 1 1 120.00-11333 1 1 1 1 1 1 1 T6 Yes No 1 1 1 1 1 I 1 1 � 11333-106.67 1 1 I 1 1 1 1 T7 No No 1 1 1 1 1 1 1 1 106.67-100.00 1 1 1 1 1 1 1 T8 Yes No 1 1 1 1 1 1 1 1 100.00-80.00 1 1 1 1 1 1 1 T9 Yes No 1 1 1 1 1 1 1 1 ' 80.00-70.00 1 1 1 1 1 1 1 � T10 No No 1 1 1 1 1 1 1 1 70.00-60.00 1 1 1 I 1 1 1 � T11 Yes No 1 1 1 1 1 1 1 1 60.00-40.00 1 1 1 1 1 1 1 T12 Yes No 1 1 1 1 1 1 1 1 40.00-30.00 1 1 1 1 1 1 1 T 13 No No 1 1 1 1 1 1 1 1 30.00-20.00 1 1 1 1 1 1 1 T14 Yes No 1 1 1 1 1 1 1 1 20.00-0.00 1 1 1 1 1 1 1 Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the Kfactor in the out-of-plane direction applied to the overall length. Tower Section Geometr (cont'd Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Florrzontal Short Horizonta[ Elevation � 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 T1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 190.00-180.00 T2 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 i 180.00-160.00 T3 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 160.00-140.00 T4 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 140.00-120.00 I Job Page tnxTowe� Pasco County (VS) (BU 826548) 6 of 32 I, Tower Engineering �alect Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 , 326 Tryon Road I Ra[eigh,NC27603 Client Designed by I Phone:(919)-661-6351 Crown Castle MS FAX:(919)-661-6350 Tower Leg Diagonal Top Gin Botfom Girr Mrd Cirt Lang Horizonta! Short Horizontal E[evation h Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Dedtect Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in TS 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 120.00-11333 T6 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 113.33-106.67 T7 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 106.67-100.00 TS 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 100.00-80.00 T9 80.00-70.00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T10 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 70.00-60.00 T11 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 60.00-40.00 T12 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 40.00-30.00 T13 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 30.00-20.00 T14 20.00-0.00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 Tower Section Geometr cont'd Tower Leg Leg Diaganal Top Girt Bottom GiR Mid Girt Long Horizonta[ Short Horizontal Elevation Connection .R TYPQ Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 Flange 0.750 4 0.500 2 0.500 1 0.625 0 0.625 0 0.625 0 0.625 0 190.00-180.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.875 4 0.500 2 0.500 1 0.625 0 0.625 0 0.625 0 0.625 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T3 Flange 1.000 6 0.750 1 0.750 1 0.000 0 0.625 0 0.625 0 0.625 0 160.00-140.00 A325N A325X A325N A325N A325N A325N A325N T4 F7ange 1.500 4 0.625 2 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 140.00-120.00 A325N A325N A325N A325N A325N A325N A325N TS F7ange 1.500 0 0.625 2 0.625 1 0.000 0 0.625 0 0.625 0 0.625 0 120.00-113.33 A325N A325N A325N A325N A325N A325N A325N T6 Flange 1.500 0 0.625 2 0.625 0 0.000 0 0.625 0 0.625 0 0.625 0 11333-106.67 A325N A325N A325N A325N A325N A325N A325N T7 F1ange 1.500 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 106.67-100.00 A325N A325X A325N A325N A325N A325N A325N T8 Flange 1.500 6 0.750 2 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 100.00-80.00 A325N A325N A325N A325N A325N A325N A325N T9 80.00-70.00 Flange 1.500 0 0.625 2 0.625 1 0.000 0 0.625 0 0.625 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T10 Flange 1.500 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 70.00-60.00 A325N A325X A325N A325N A325N A325N A325N Tll Flange 1.500 6 0.750 2 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 60.00-40.00 A325N A325N A325N A325N A325N A325N A325N T12 Flange 1.500 0 0.750 2 0.750 1 0.000 0 0.625 0 0.625 0 0.625 0 40.00-30.00 A325N A325N A325N A325N A325N A325N A325N T13 F7ange 1.500 6 0.750 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 30.00-20.00 A325N A325X A325N A325N A325N A325N A325N Job Page tnxTowe� Pasco County (VS) (BU 826548) 7 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designedby Phone:(919)-661-6351 Crown Castle FAX:(919)-661-6350 MS Tower Leg Leg Diagona[ Top Girt Bottorn Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection .R TYPQ Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bo(t Size No. in in in in in in in T1420.00-0.00 Flange 2.250 6 0.750 2 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 F1554-55 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 Spacirsg Diameter Leg ft in (Frac FW) Row in in in klf **CA Face** TSZ 999 A No Ar(CaAa) 150.00-0.00 0.000 0.45 3 2 0.500 1.190 0.001 I 067/xxxM-8A WG(I-3/16") FIBER ONLY A No Ar(CaAa) 150.00-0.00 0.000 0.43 1 1 0.500 0.867 0.000 CABLE , 48(7/8") Feed Line A No Af(CaAa) 150.00-0.00 0.000 0.45 1 1 3.000 3.000 0.004 Ladder *�� , LCF158-SOJL( A No Ar(CaAa) 160.00-0.00 0.000 0 12 12 0.500 1.980 0.001 1 5/8") Feed Line A No Af(CaAa) 160.00-0.00 0.000 0 1 1 3.000 3.000 0.004 ' Ladder **AB Face** LDF7-SOA(1- B No Ar(CaAa) 171.00-0.00 0.000 -03 12 12 0.500 1.980 0.001 5/8") LDFS-SOA(7/ B No Ar(CaAa) 171.00-0.00 2.500 -0.27 6 6 0.500 1.090 0.000 8�� ' ATCB-BOl(5/ B No Ar(CaAa) 171.00-0.00 2.500 -0.4 3 1 0315 0315 0.000 16) 12 PAIR( B No Ar(CaAa) 171.00-0.00 2.500 -0.4 1 1 0.400 0.400 0.000 3/8'� WR-VG86ST- B No Ar(CaAa) 171.00-0.00 2.500 -0.4 2 2 0.500 0.774 0.001 BRD(3/4) Feed Line B No Af(CaAa) 171.00-0.00 0.000 -0.3 1 1 3.000 3.000 0.004 Ladder **BC Face** LDF7-SOA(1- C No Ar(CaAa) 140.00-0.00 0.000 0.45 6 6 0.500 1.980 0.001 5/8'� Feed Line C No Af(CaAa) 140.00-0.00 0.000 0.45 1 1 3.000 3.000 0.004 Ladder *** HJ12-50(2-1/4 C No Ar(CaAa) 190.00-0.00 0.000 -0.1 6 6 0.500 2.380 0.001 �� LDFS-SOA(7/ C No Ar(CaAa) 190.00-0.00 2.500 -0.2 1 1 0.500 1.090 0.000 8'� LDF7-SOA(1- C No Ar(CaAa) 190.00-0.00 0.000 -0.025 7 7 0.500 1.980 0.001 5/8") ASU9325TYP C No Ar(CaAa) 190.00-0.00 0.000 0 1 1 0.500 1.584 0.002 O1(1-3/5) Feed Line C No Af(CaAa) 190.00-0.00 2.500 -0.03 1 1 3.000 3.000 0.004 Ladder **Equipment* x Safety Line B No Ar(CaAa) 190.00-0.00 -8.000 0.45 1 1 0.375 0375 0.000 L i I Job Pa9e I �nx�011Ve�' Pasco Coun#y(VS) (BU 826548) 8 of 32 i Project Date Tower Engineering TEP No. 48167.31573 19:20:37 04/08/15 I Professionals I 326 Tryon Road Raleigh,NC27603 Client Desi nedb Phone:(919)-661-6351 Crown Castle 9 y FAX. (919)-661-6350 MS Description 'Face Al(ow Component Placement Face Latera[ # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Drameter LeR ft in (Frac FW) Row in in in klf 3/8 Thin Flat B No Af(CaAa) 190.00-0.00 -8.000 0.45 1 1 2.000 2.000 0.004 Climbing Ladder *** Feed Line/Linear Ap urtenances - Entered As Area ' Description Face A[low Comporsent Placement Toral C,u4A Weight or Shield Type Number �S .f� ftZ/ft kl *�* Feed Line/Linear A urtenances Section Areas , Tower Tower Face AR AF C,LAA C,�AA Weight I Section Elevation In Face Out Face .ft .f� ,(tz .ftZ f1Z lb Tl 190.00-180.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 3.708 0.000 42.20 C 0.000 0.000 35.814 0.000 186.44 T2 180.00-160.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 49 429 0.000 274 76 C 0.000 0.000 71.628 0.000 372.88 T3 160.00-140.00 A 0.000 0.000 66.957 0.000 279 40 B 0.000 0.000 83.803 0.000 430.50 C 0.000 0.000 71.628 0.000 372.88 T4 140.00-120.� A 0.000 0.000 76.394 0.000 354.00 B 0.000 0.000 83.803 0.000 430.50 C 0.000 0.000 105.388 0.000 551.28 TS 120.00-11333 A 0.000 0.000 25.465 0.000 118.00 B 0.000 0.000 27.934 0.000 143.50 C 0.000 0.000 35.129 0.000 183.76 T6 113.33-106.67 A 0.000 0.000 25.465 0.000 118.00 B 0.000 0.000 27.934 0.000 143.50 C 0.000 0.000 35.129 0.000 183.76 T7 106.67-100.00 A 0.000 0.000 25.465 0.000 118.00 B 0.000 0.000 27.934 0.000 143.50 C 0.000 0.000 35.129 0.000 183.76 T8 100.00-80.00 A 0.000 0.000 76394 0.000 354.00 B 0.000 0.000 83.803 0.000 430.50 C 0.000 0.000 105388 0.000 551.28 T9 80.00-70.00 A 0.000 0.000 38.197 0.000 177.00 B 0.000 0.000 41.901 0.000 215.25 C 0.000 0.000 52.694 0.000 275.64 T10 70.00-60.00 A 0.000 0.000 38.197 0.000 177.00 B 0.000 0.000 41.901 0.000 215.25 C 0.000 0.000 52.694 0.000 275.64 TI1 60.00�0.00 A 0.000 0.000 76.394 0.000 354.00 B 0.000 0.000 83.803 0.000 430.50 C 0.000 0.000 105388 0.000 551.28 T12 40.00-30.00 A 0.000 0.000 38.197 0.000 177.00 B 0.000 0.000 41.901 0.000 215.25 C 0.000 0.000 52.694 0.000 275.64 I il I Job Pa9e tnx,Towe� Pasco County (VS) (BU 826548) 9 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Ra[eigh,NC27603 Client Designed by Phone:(919)-661-6351 Crown Castle FAYr(919)-661-6350 MS Tower Tower Face AR AF C,�AA C,�AA Weight Section Elevation /n Face Out Face ft ftZ � ftZ f� lb T13 30.00-20.00 A 0.000 0.000 38.197 0.000 177.00 B 0.000 0.000 41.901 0.000 215.25 C 0.000 0.000 52.694 0.000 275.64 T14 20.00-0.00 A 0.000 0.000 76.394 0.000 354.00 B 0.000 0.000 83.803 0.000 430.50 C 0.000 0.000 105388 0.000 551.28 Feed Line Center of Pressure Section Elevation CPX CPZ CPx CPZ !ce Ice ff in in in in Tl 190.00-180.00 1.565 5.207 1.988 5.966 T2 180.00-160.00 1.837 1.012 2.200 1318 T3 160.00-140.00 0.054 -2.163 0.139 -2381 T4 140.00-120.00 -1.438 -1.589 -1.649 -1.776 TS 120.00-113.33 -1.531 -1.701 -1754 -1.904 T6 113.33-106.67 -1.666 -1.855 -1.906 -2.077 T7 106.67-100.00 -1.736 -1.936 -1.985 -2.170 T8 100.00-80.00 -1.818 -2.035 -2.076 -2.282 T9 80.00-70.00 -1.918 -2.154 -2.188 -2.418 ' T10 70.00-60.00 -2.105 -2.369 -2.400 -2.660 T11 60.00130.00 -2.154 -2.431 -2.454 -2.732 T12 40.00-30.00 -2.237 -2.530 -2.546 -2.845 T13 30.00-20.00 -2.452 -2.776 -2.789 -3.122 T 14 20.00-0.00 -2.493 -2.828 -2.834 -3.182 Shielding Factor Ka Tower Feed Line Description Feed Line I� I� Section Record No. Se ment Elev. No Ice Ice Tl 20 HJ12-50(2-1/4") 180.00- 0.6000 0.6000 190.00 T1 21 LDFS-SOA(7/8") 180.00- 0.6000 0.6000 190.00 Tl 22 LDF7-SOA(1-5/8") 180.00- 0.6000 0.6000 190.00 Tl 23 ASU9325TYP01(1-3/5) 180.00- 0.6000 0.6000 190.00 Tl 24 Feed Line Ladder 180.00- 0.6000 0.6000 190.00 Tl 26 Safety Line 3/8 180.00- 0.6000 0.6000 190.00 Tl 27 Thin Flat Climbing Ladder 180.00- 0.6000 0.6000 190.00 T2 9 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 171.00 T2 10 LDFS-SOA(7/8") 160.00- 0.6000 0.6000 ! 171.00 T2 11 ATCB-BO1(5/16) 160.00- 0.6000 0.6000 171.00 T2 12 12 PAIR(3/8") 160.00- 0.6000 0.6000 I Job Page �`n��Ow��' Pasco County(VS) (BU 826548) 10 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designedby Phone:(919)-661-6357 Crown Castie FAX:(919)-661-6350 MS Tower Feed Line Description Feed Line Ka I�, Section Record No. Se ment Elev. No Ice Ice 171.00 T2 13 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 171.00 T2 15 Feed Line Ladder 160.00- 0.6000 0.6000 171.00 T2 20 HJ12-50(2-1/4") 160.00- 0.6000 0.6000 180.00 T2 21 LDFS-SOA(7/8") 160.00- 0.6000 0.6000 180.00 T2 22 LDF7-SOA(1-5/8") 160.00- 0.6000 0.6000 180.00 T2 23 ASU9325TYP01(1-3/5) 160.00- 0.6000 0.6000 180.00 T2 24 Feed Line Ladder 160.00- 0.6000 0.6000 180.00 T2 26 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T2 27 Thin F1at Climbing Ladder 160.00- 0.6000 0.6000 180.00 T3 2 TSZ 999 140.00- 0.6000 0.6000 067/xxxM-BAWG(1-3/16") 150.00 T3 3 FiBER ONLY CABLE 140.00- 0.6000 0.6000 48(7/8") 150.00 T3 4 Feed Line Ladder 140.00- 0.6000 0.6000 150.00 T3 6 LCF158-SOJL(1 5/8") 140.00- 0.6000 0.6000 160.00 T3 7 Feed Line Ladder 140.00- 0.6000 0.6000 160.00 T3 9 LDF7-SOA(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 10 LDFS-SOA(7/8") 140.00- 0.6000 0.6000 160.00 T3 I 1 ATCB-BOl(5/16) 140.00- 0.6000 0.6000 160.00 T3 12 12 PAIR(3/8") 140.00- 0.6000 0.6000 160.00 T3 13 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T3 15 Feed Line Ladder 140.00- 0.6000 0.6000 160.00 T3 20 HJi2-SO(2-1/4") 140.00- 0.6000 0.6000 160.00 T3 21 LDFS-SOA(7/8") 140.00- 0.6000 0.6000 160.00 T3 22 LDF]-SOA(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 23 ASU9325TYP01(1-3/5) 140.00- 0.6000 0.6000 160.00 T3 24 Feed Line Ladder 140.00- 0.6000 0.6000 160.00 T3 26 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T3 27 Thin Flat Climbing Ladder 140.00- 0.6000 0.6000 160.00 I T4 2 TSZ 999 120.00- 0.6000 0.6000 067hcxxM-8AWG(1-3/16") 140.00 T4 3 FIBER ONLY CABLE 120.00- 0.6000 0.6000 48(7/8") 140.00 T4 4 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 T4 6 LCF158-SOJL(1 5/8") 120.00- 0.6000 0.6000 L Job Page ��"� Pasco County(VS) (BU 826548) 11 of 32 Tower Engineering Project Date p,.�f��s�� TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)-661-6351 (j��W�(J�� FAX.•(9I9)-667-d350 MS Tower Feed Lrne Description Feed Line I� I� Section Record No. Se ment Elev. No Ice Ice 140.OD T4 7 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 T4 9 LI?F7-SOA(1-518"} xzo.oa- a.�aao 4.600d 140.Op T4 10 LDF5-50A(7!$"j 120.00- 0.6000 0.6000 lao.oa T4 11 ATCB-BOl'(5/16) 120.00- 0.6000 0.6000 140.00 T4 12 12 PAIR{318"} 12d.a0- 0.60d0 0.6000 140.00 T4 13 WR-VC.r86ST-BRD(3/4) 120.00- 0.60Q0 0.6�00 zao.oa T4 15 Feed L'ane Ladder 120.00- 0.6000 0.6000 140.00 T4 17 L.DF7-50A(1-5!&") 12d.OQ- O.b000 0.60QQ 140.00 T4 18 Feed Line Ladder 120.00- 0.6q00 Q.6000 ��o.aa T4 20 HJ12-50(2-1/4") 120.00- 0.6q00 0.6000 140.00 T4 21 LDFS-50A(718"> r2a.ao- o.sooa 0.6004 140.00 � T4 22 LDF7-50A(1-5/8") 120.00- 0.6q00 p.6000 140.00 T4 23 ASLF9325TYPU1(1-3/5) 120.00- 0.6000 0.6000 140.Op T4 24 Feed Line I,adder 124.OD- 4.6000 d.6400 I40.00 T4 26 Safety Line 3/8 120.00- 0.6p00 0.6000 14d.40 T4 27 Thin F7at Climbing Ladder 12d.00- 0.6000 0.6dOQ 140.00 TS 2 TSZ 999 113.33- 0.6000 0.6000 067Jx�M-BAWG(1-3116") 120.OD TS 3 FIBER ONI.X CABLE 113.33- 0.6000 p.6000 48(7/&") 120.Q0 TS 4 Feed Line Ladder 2I333- O.S000 O.b000 120.00 TS b LC`E158-507L{15l8") 11333- Q.6000 0.500Q 220.00 T5 7 Feed Line Ladder 113.33- O.�OpO 0.6000 120.00 T5 9 Lt3F7-50A(1-51$"} 113.33- 0,600d 0.6000 120.00 TS 1Q LDFS-SOA{7/8") 113.33- 0.6000 0.6000 120.d0 TS 11 ATCB-SOl(5/ld) 113.33- 0.6000 0.6000 120.00 TS 12 12 PAIR{318"} 113.33- �.6000 d.fi006 120.00 TS 13 WR-VG86ST-BRD(3/4) 113.33- 0.60�0 Q.6000 I20.00 TS 15 Feed Line Ladder 113.33- 0.6000 0.6000 120.00 TS 17 LDF7-50A(2-5/8") 11333- Q.6000 p.6�00 120.00 TS 18 Feed Lina Laddcr 113.33- 0.6000 0.6000 220.40 TS 20 HJ12-SO(2-1/4") II3.33- 0.6000 0.6000 120.00 TS 21 LI}FS-50A{7t8"} 213.33- 0.6000 0.60QQ Job Page tnxTowe� Pasco County (VS) (BU 826548) 12 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Ciient Designed by Phone:(919)-66I-6351 Crown Castle MS FAX:(919)-661-6350 Tower Feed Lirse Description Feed Line K I� SecNon Record No. Se ment Elev. No Ice !ce 120.00 TS 22 LDF7-SOA(1-5/8") 113.33- 0.6000 0.6000 120.00 T5 23 ASU9325TYP01(1-3/5) 11333- 0.6000 0.6000 120.00 TS 24 Feed Line Ladder 113.33- 0.6000 0.6000 120.00 TS 26 Safety Line 3/8 113.33- 0.6000 0.6000 120.00 TS 27 Thin Flat Climbing Ladder 113.33- 0.6000 0.6000 120.00 T6 2 TSZ 999 106.67- 0.6000 0.6000 067/xx��M-8AWG(1-3/16") 113.33 T6 3 FIBER ONLY CABLE 106.67- 0.6000 0.6000 48(7!8") 113.33 T6 4 Feed Line Ladder 106.67- 0.6000 0.6000 11333 T6 6 LCF158-SOJL(1 5/8") 106.67- 0.6000 0.6000 11333 T6 7 Feed Line Ladder 106.67- 0.6000 0.6000 113.33 T6 9 LDF7-SOA(1-5/8") 106.67- 0.6000 0.6000 113.33 T6 10 LDFS-SOA(7/8") 106.67- 0.6000 0.6000 113.33 T6 11 ATCB-BOl(5/16) 106.67- 0.6000 0.6000 113.33 T6 12 12 PAIR(3/8") 106.67- 0.6000 0.6000 11333 T6 13 WR-VG86ST-BRD(3/4) 106.67- 0_6000 0.6000 113.33 T6 15 Feed Line Ladder 106.67- 0.6000 0.6000 113.33 T6 17 LDF/-SOA(1-5/8") 106.67- 0.6000 0.6000 113.33 T6 18 Feed Line Ladder 106.67- 0.6000 0.6000 113.33 T6 20 HJ12-50(2-1l4") 106.67- 0.6000 0.6000 113.33 T6 21 LDFS-SOA(7/8") 106.67- 0.6000 0.6000 113.33 T6 22 LDF7-SOA(1-5/8") 106.67- 0.6000 0.6000 11333 T6 23 ASU9325TYP01(1-3/5) 106.67- 0.6000 0.6000 11333 T6 24 Feed Line Ladder 106.67- 0.6000 0.6000 113.33 T6 26 Safety Line 3/8 106.67- 0.6000 0.6000 11333 T6 27 Thin F7at Climbing Ladder 106.67- 0.6000 0.6000 113.33 T7 2 TSZ 999 100.00- 0.6000 0.6000 067haocM-8AWG(1-3/16") 106.67 T7 3 FIBER ONLY CABLE 100.00- 0.6000 0.6000 48(7/8") 106.67 T7 4 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 6 LCF158-SOJL(1 5/8") 100.00- 0.6000 0.6000 106.67 T7 7 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 9 LDF7-SOA(1-5/8") 100.00- 0.6000 0.6000 Job Page �1Z.x�OWBy" Pasco County (VS) (BU 826548) 13 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)-661-6351 Crown Castle MS FAX.•(919)-661-6350 Tower Feed Line Description Feed Line Ifa I( ' Section Record No. Se ment Elev. No Ice Ice 106.67 T7 10 LDFS-50A(7/8") 100.00- 0.6000 0.6000 106.67 T7 11 ATCB-BOl(5/16) 100.00- 0.6000 0.6000 106.67 T7 12 12 PAIR(3/8") 100.00- 0.6000 0.6000 106.67 T7 13 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 106.67 T7 15 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 17 LDF7-SOA(1-5/8") 100.00- 0.6000 0.6000 106.67 T7 18 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 20 HJ12-50(2-1/4") 100.00- 0.6000 0.6000 106.67 T7 21 LDFS-SOA(7/8") 100.00- 0.6000 0.6000 106.67 T7 22 LDF7-SOA(1-5/8") 100.00- 0.6000 0.6000 106.67 T7 23 ASU9325TYP01(1-3/5) 100.00- 0.6000 0.6000 106.67 T7 24 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 26 Safety Line 3/8 100.00- 0.6000 0.6000 106.67 T7 27 Thin Flat Climbing I,adder 100.00- 0.6000 0.6000 106.67 T8 2 TSZ 999 80.00-100.00 0.6000 0.6000 067/x�cxM-8 AWG(1-3/16") T8 3 FIBER ONLY CABLE 80.00-100.00 0.6000 0.6000 48(7/8") T8 4 Feed Line Iadder 80.00-100.00 0.6000 0.6000 T8 6 LCF158-50]L(1 5/8") 80.00-100.00 0.6000 0.6000 T8 7 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T8 9 LDF7-SOA(1-5/8") 80.00-100.00 0.6000 0.6000 T8 10 LDFS-SOA(7/8") 80.00-100.00 0.6000 0.6000 T8 11 ATCB-BO1(5/16) 80.00-100.00 0.6000 0.6000 T8 12 12 PAIR(3/8") 80.00-100.00 0.6000 0.6000 T8 13 WR-VG86ST-BRD(3/4) 80.00-100.00 0.6000 0.6000 T8 15 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T8 17 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000 TS 18 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T8 20 HJ12-50(2-1/4") 80.00-100.00 0.6000 0.6000 T8 21 LDFS-SOA(7/8") 80.00-100.00 0.6000 0.6000 T8 22 LDF7-SOA(1-5/8") 80.00-100.00 0.6000 0.6000 T8 23 ASU9325TYP01(1-3/5) 80.00-100.00 0.6000 0.6000 T8 24 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T8 26 Safety Line 3/8 80.00-100.00 0.6000 0.6000 T8 27 Thin F7at Climbing Ladder 80.00-100.00 0.6000 0.6000 T9 2 TSZ 999 70.00-80.00 0.6000 0.6000 067/xxxM-8AWG(1-3/16") T9 3 FIBER ONLY CABLE 70.00-80.00 0.6000 0.6000 48(7/8") T9 4 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 6 LCF158-SOJL(1 5/8") 70.00-80.00 0.6000 0.6000 T9 7 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 9 LDF7-SOA(1-5/8") 70.00-80.00 0.6000 0.6000 T9 10 LDFS-SOA(7/8") 70.00-50.00 0.6000 0.6000 T9 11 ATCB-BOl(5/16) 70.00-80.00 0.6000 0.6000 'I'9 12 12 PAIR(3/8") 70.00-80.00 0.6000 0.6000 Job Page �dZx�4W8y" Pasco County (VS) (BU 826548) 14 of 32 Tower Engineering Project Date II Professionals TEP No. 48167.31573 19:20:37 04/08/15 I 326 Tryon Road � Raleigh,NC 27603 Client Designed by Phone:(919)-661-635] Crown Castle FAX.•(919)-661-6350 MS Tower Feed Line Description Feed Line K I� Section Record No. Se ment Elev No Ice Ice T9 13 WR-VG86ST-BRD(3/4) 70.00-80.00 0.6000 0.6000 T9 15 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 17 LDF7-50A(1-5/8") 70.00-80.00 0.6000 0.6000 T9 18 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 20 HJ12-50(2-1/4") 70.00-80.00 0.6000 0.6000 T9 21 LDFS-SOA(7/8") 70.00-80.00 0.6000 0.6000 T9 22 LDF7-50A(1-5/8") 70.00-80.00 0.6000 0.6000 T9 23 ASU9325TYP01(1-3/5) 70.00-80.00 0.6000 0.6000 , T9 24 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 26 Safety Line 3/8 70.00-80.00 0.6000 0.6000 T9 27 Thin Flat Climbing Ladder 70.00-80.00 0.6000 0.6000 T10 2 TSZ 999 60.00-70.00 0.6000 0.6000 067/xxxM-8 AW G(1-3/16") TI O 3 FIBER ONLY CABLE 60.00-70.00 0.6000 0.6000 48(7/8") T10 4 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T10 6 LCF158-SO7L(1 5/8") 60.00-70.00 0.6000 0.6000 T10 7 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T10 9 LDF7-SOA(1-5/8") 60.00-70.00 0.6000 0.6000 T10 10 LDFS-SOA(7!8") 60.00-70.00 0.6000 0.6000 T10 11 ATCB-BO1(5/16) 60.00-70.00 0.6000 0.6000 T 10 12 12 PAIR(3/8") 60.00-70.00 0.6000 0.6000 T10 13 WR-VG86ST-BRD(3/4) 60.00-70.00 0.6000 0.6000 T 10 15 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T10 17 LDF7-SOA(1-5/S") 60.00-70.00 0.6000 0.6000 T10 18 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T10 20 HJ12-50(2-1/4") 60.00-70.00 0.6000 0.6000 TIO 21 LDFS-SOA(7/8") 60.00-70.00 0.6000 0.6000 T10 22 LDFI-SOA(1-5/8") 60.00-70.00 0.6000 0.6000 T10 23 ASU9325TYP01(1-3/5) 60.00-70.00 0.6000 0.6000 T10 24 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T10 26 Safety Line 3/8 60.00-70.00 0.6000 0.6000 T 10 27 Thin Flat Climbing Ladder 60.00-70.00 0.6000 0.6000 T 11 2 TSZ 999 40.00-60.00 0.6000 0.6000 ' 067/xxxM-8AWG(1-3/16") ' T11 3 FIBER ONLY CABLE 40.00-60.00 0.6000 0.6000 48(7/8") T 11 4 Feed Line Ladder 40.00-60.00 0.6000 0.6000 T11 6 LCFI58-SOJL(1 5/8") 40.00-60.00 0.6000 0.6000 Tl l 7 Feed Line Ladder 40.00-60.00 0.6000 0.6000 Tll 9 LDF7-SOA(1-5/8") 40.00-60.00 0.6000 0.6000 Tl l 10 LDFS-SOA(7/8") 40.00-60.00 0.6000 0.6000 T11 11 ATCB-B01(5/16) 40.00-60.00 0.6000 0.6000 T 11 12 12 PAIR(3/8") 40.00-60.00 0.6000 0.6000 Tl l 13 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000 T 11 15 Feed Line Ladder 40.00-60.00 0.6000 0.6000 Tll 17 LDF7-SOA(1-5/8") 40.00-60.00 0.6000 0.6000 Tl l 18 Feed Line Ladder 40.00-60.00 0.6000 0.6000 Tl l 20 HJ12-50(2-1/4") 40.00-60.00 0.6000 0.6000 Tl l 21 LDFS-SOA(7/8") 40.00-60.00 0.6000 0.6000 TI1 22 LDF7-SOA(1-5/8") 40.00-60.00 0.6000 0.6000 Tll 23 ASU9325TYP01(1-3/5) 40.00-60.00 0.6000 0.6000 T 11 24 Feed Line Ladder 40.00-60.00 0.6000 0.6000 Tl l 26 Safety Line 3/8 40.00-60.00 0.6000 0.6000 Tl l 27 Thin Flat Climbing Ladder 40.00-60.00 0.6000 0.6000 T12 2 TSZ 999 30.00-40.00 0.6000 0.6000 067l�cM-8 AW G(1-3/16") T 12 3 FIBER ONLY CABLE 30.00-40.00 0.6000 0.6000 � 48(7/8") T 12 4 Feed Line Ladder 30.00-40.00 0.6000 0.6000 T12 6 LCF158-SOJL(1 5/8") 30.00-40.00 0.6000 0.6000 T12 7 Feed Line Ladder 30.00-40.00 0.6000 0.6000 � Job Page tIZ,��OWBy" Pasco County(VS) (BU 826548) 15 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Ra[eigh,NC27603 Client Phone:(919)-661-6351 Deslgned by FAX. (919)-661-6350 Crown Castle MS Tower Feed Line Description Feed Line I� K Section Record No. Se ment Elev. No!ce Ice T12 9 LDF7-50A(1-5/8") 30.00-40.00 0.6000 0.6000 T12 10 LDFS-SOA(7/8") 30.00-40.00 0.6000 0.6000 T12 11 ATCB-BO1(S/16) 30.00-40.00 0.6000 0.6000 T12 12 12 PAIR(3/8") 30.00-40.00 0.6000 0.6000 T12 13 WR-VG86ST-BRD(3/4) 30.00-40.00 0.6000 0.6000 T 12 15 Feed Line Ladder 30.00-40.00 0.6000 0.6000 TI2 17 LDF7-SOA(1-5/8") 30.00-40.00 0.6000 0.6000 T 12 18 Feed Line Ladder 30.00-40.00 0.6000 0.6000 TI2 20 HJ12-50(2-1/4") 30.00-40.00 0.6000 0.6000 T12 21 LDFS-SOA(7/8") 30.00-40.00 0.6000 0.6000 T12 22 LDF7-SOA(1-5/8") 30.00-40.00 0.6000 0.6000 T12 23 ASU9325TYP01(1-3/5) 30.00-40.00 0.6000 0.6000 T12 24 Feed Line Ladder 30.00-40.00 0.6000 0.6000 T12 26 Safety Line 3/8 30.00-40.00 0.6000 0.6000 T12 27 Thin Fiat Climbing Ladder 30.00-40.00 0.6000 0.6000 T13 2 TSZ 999 20.00-30.00 0.6000 0.6000 067/x�ocM-8AWG(1-3/16") T13 3 FIBER ONLY CABLE 20.00-30.00 0.6000 0.6000 48(7/8") TI3 4 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 6 LCF158-SOJL(1 5/8") 20.00-30.00 0.6000 0.6000 T 13 7 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 9 LDF7-SOA(1-5/8") 20.00-30.00 0.6000 0.6000 T13 10 LDFS-SOA(7/8") 20.00-30.00 0.6000 0.6000 T13 11 ATCB-BOl(5/16) 20.00-30.00 0.6000 0.6000 T 13 12 12 PAIR(3/8") 20.00-30.00 0.6000 0.6000 T13 13 WR-VG86ST-BRD(3/4) 20.00-30.00 0.6000 0.6000 T13 15 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 17 LDF7-SOA(1-5/8") 20.00-30.00 0.6000 0.6000 T 13 18 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 20 HJ12-50(2-1/4") 20.00-30.00 0.6000 0.6000 T13 21 LDFS-SOA(7/8") 20.00-30.00 0.6000 0.6000 T13 22 LDF7-SOA(1-5/8") 20.00-30.00 0.6000 0.6000 T13 23 ASU9325TYP01(1-3/5) 20.00-30.00 0.6000 0.6000 T13 24 Feed Line Ladder 20.00-30.00 0.6000 0,6000 T 13 26 Safety Line 3/8 20.00-30.00 0.6000 0.6000 T 13 27 Thin Flat Climbing Ladder 20.00-30.00 0.6000 0.6000 T 14 2 T5Z 999 0.00-20.00 0.6000 0.6000 067/�cxM-8 AW G(1-3!16") T 14 3 FIBER ONLY CABLE 0.00-20.00 0.6000 0.6000 48(7/8") T 14 4 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T14 6 LCF158-SOJL(1 5/8") 0.00-20.00 0.6000 0.6000 T14 7 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T14 9 LDF7-SOA(1-5/8") 0.00-20.00 0.6000 0.6000 T14 10 LDFS-SOA(7/8") 0.00-20.00 0.6000 0.6000 T14 11 ATCB-BOl(5/16) 0.00-20.00 0.6000 0.6000 T14 12 12 PAIR(3/8") 0.00-20.00 0.6000 0.6000 T14 13 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000 T 14 15 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T14 17 LDF7-SOA(1-5/8") 0.00-20.00 0.6000 0.6000 T14 18 Feed Line Laddet 0.00-20.00 0.6000 0.6000 T14 20 HJ12-50(2-1/4") 0.00-20.00 0.6000 0.6000 T14 21 LDFS-SOA(7/8") 0.00-20.00 0.6000 0.6000 T14 22 LDF7-SOA(1-5/8") 0.00-20.00 0.6000 0.6000 T14 23 ASU9325TYP01(1-3/5) 0.00-20.00 0.6000 0.6000 T14 24 Feed Line Ladder 0.00-20.00 0.6000 0.6000 , T 14 26 Safety Line 3/8 0.00-20.00 0.6000 0.6000 T 14 27 Thin F7at Climbing Ladder 0.00-20.00 0.6000 0.6000 � Job Page tn��'owe� Pasco County (VS) (BU 826548) 16 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Phone:(919)-661-6351 Designed by FAX:(919)-661-6350 Crown Castle MS Discrete Tower Loads Description Face Offset Offsets: Azimud: Placement C,�AA C,IAA Weight or Type Horz Adjushnent Front Side Leg Itttera! Vert .f� ° .f� .f�2 .frZ lb � � **190'** CMA-BDHH/6521/EO-6 w/ A From 4.00 0.000 190.00 No Ice 12.54 6.53 109.74 Mount Pipe Centroid-Fa 0.000 ce 4.000 CMA-BDHH/6521/EO-6 w/ A From 4.00 0.000 190.00 No Ice 12.54 6.53 109.74 Mount Pipe Cen�oid-Fa 0.000 ce 4.000 CMA-BDHH/6521/EO-6 w/ B From 4.00 0.000 190.00 No Ice 12.54 6.53 109.74 Mount Pipe Centroid-Fa 0.000 ce 4.000 CMA-BDHH/6521/EO-6 w/ C From 4.00 0.000 190.00 No Ice 12.54 6.53 109 74 Mount Pipe Centroid-Fa 0.000 ce 4.000 SBNHH-1D65C w/Mount A From 4.00 0.000 190.00 No Ice 11 S9 9.79 98.99 Pipe Centroid-Fa 0.000 ce 4.000 (2)SBNHH-1D65C w/ B From 4.00 0.0�0 190.00 No Ice 11.59 9.79 98.99 Mount Pipe Centroid-Fa 0.000 ce 4.000 SBNHH-1D65C w/Mount C From 4.00 0.000 190.00 No Ice 11.59 9.79 98.99 Pipe Cen�oid-Fa 0.000 ce 4.000 NSN COVP A From 4.00 0.000 190.00 No Ice 0.83 0.46 11.00 Centroid-Fa 0.000 ce 4.000 NSN COVP B From 4,00 0.000 190.00 No Ice 0.83 0.46 11.00 Centroid-Fa 0.000 ce 4.000 (2)ECC1920-VPUB A From 4.00 0.000 190.00 No Ice 0.54 0.19 7.90 Centroid-Fa 0.000 ce 0.000 (2)ECC1920-VPUB B From 4.00 0.000 190.00 No Ice 0.54 0.19 7.90 Centroid-Fa 0.000 ce 0.000 (4)ECC1920-VPUB C From 4.00 0.000 190.00 No Ice 0.54 0.19 7.90 Centroid-Fa 0.000 ce 0.000 FRIE A From 4.00 0.000 190.00 No Ice 4.13 1.11 55.10 Centroid-Fa 0.000 ce 4.000 FRIE C From 4.00 0.000 190.00 No Ice 4.13 1.11 55.10 Centroid-Fa 0.000 ce 4.000 FXFB A From 4.00 0.000 190.00 No Ice 4.13 1.12 55.12 Cen�oid-Fa 0.000 ce 0.000 (2)FXFB C From 4.00 0.000 190.00 No Ice 4.13 1.12 55.12 Centroid-Fa 0.000 ce 0.000 (2)FRIG A From 4.00 0.000 190.00 No Ice 2.79 1.10 57.32 Job Page �nxTOW eY Pasco County (VS) (BU 826548) 17 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Ciient Designed by Phone:(919)-661-6351 Crown Castle MS FAX. (919)-661-6350 Description Face Offset Offsets: Azimuth Placement C,sAn CnAn Weigltt or Type Horz Adjushnent Front Side Leg Lctteral Vert ft ° ft ft2 ftZ Ib � � Centroid-Fa 0.000 ce 0.000 FRIG B From 4.00 0.000 190.00 No Ice 2.79 1.10 5732 Centroid-Fa 0.000 ce 0.000 FRIG C From 4.00 0.000 190.00 No Ice 2.79 1.10 5732 Centroid-Fa 0.000 ce 4.000 (2)7'x 2"Pipe Mount C From 4.00 0.000 190.00 No Ice 1.66 1.66 26.00 Cen6roid-Fa 7.500 ce 2.000 Pla[form Mount[LP 715-1] C None 0.000 190.00 No Ice 44.21 44.21 1775.00 8'Ladder B From 2.00 0.000 190.00 No Ice 1.53 533 97.20 Centroid-Fa 0.000 ce -4.000 **171'** (3)DBXNH-6565B-R2M w/ A From Face 4.00 0.000 171.00 No Ice 8.73 7.16 79.98 Mount Pipe 0.000 4.000 (3)DBXNH-6565B-R2M w/ B From Face 4.00 0.000 171.00 No Ice 8.73 7.16 79.98 Mount Pipe 0.000 4.000 (3)DBXNH-6565B-R2M w/ C From Face 4.00 0.000 171.00 No Ice 8.73 7.16 79.98 Mount Pipe 0.000 4.000 (3)E15S09P78 A From Face 4.00 0.000 171.00 No Ice 0.87 039 17.40 0.000 4.000 (3)E15S09P78 B From Face 4.00 0.000 171.00 No Ice 0.87 0.39 17 40 0.000 4.000 (3)E15S09P78 C From Face 4.00 0.000 171.00 No Ice 0.87 0.39 17.40 0.000 4.000 (2)RRUS-11 A From Face 4.00 0.000 171.00 No Ice 3.26 1.38 50.00 0.000 4.000 (2)RRUS-11 B From Face 4.00 0.000 171.00 No Ice 3.26 138 50.00 0.000 4.000 (2)RRUS-11 C From Face 4.00 0.000 171.00 No Ice 3.26 138 50.00 0.000 4.000 DC2-48-60-0-9E A From Face 4.00 0.000 171.00 No Ice 1 16 0.70 16.00 0.000 4.000 DC2-48-60-0-9E C From Face 4.00 0.000 171.00 No Ice 1.16 0.70 16.00 0.000 4.000 DC6118-60-18-8F A From Face 4.00 0.000 171.00 No Ice 1.27 1.27 20.00 0.000 4.000 SBNHH-1D65B w/Mount A From Face 4.00 0.000 171.00 No Ice 9.00 7.73 9732 Pipe 0.000 4.000 SBNHH-1 D65B w/Mount B From Face 4.00 0.000 171.00 No Ice 9.00 7.73 97.32 Pipe 0.000 Job Page tYZ��OI�i�eY' Pasco County (VS) (BU 826548) 18 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)-661-6351 Crown Castle FAJC:(919)-661-6350 MS Description Face Offset Offsets: Azimuth Placement C,tAn C,tAA Weight or Type Horz Adjushnent Front Side Leg Zuteral ven .h ° .� .� .� � � � 4.000 SBNHH-1D65B w/Mount C From Face 4.00 0.000 171.00 No Ice 9.00 7.73 97.32 Pipe 0.000 4.000 RRUS A2 MODULE A From Face 4.00 0.000 171.00 No Ice 1.87 0.42 21.16 0.000 4.000 RRUS A2 MODULE B From Face 4.00 0.000 171.00 No Ice 1.87 0.42 21.16 0.000 4.000 RRUS A2 MODULE C From Face 4.00 0.000 171.00 No Ice 1.87 0.42 21.16 0.000 4.000 Sector Mount[SM 502-3] C None 0.000 171.00 No Ice 33.02 33.02 1673.10 **160'** X7C-FRO-860 w/Mount A From Leg 4.00 0.000 160.00 No Ice 13.91 10.94 95.51 Pipe 0.000 0.000 X7C-FRO-860 w/Mount B From Leg 4.00 0.000 160.00 No Ice 13.91 10.94 95.51 Pipe 0.000 0.000 X7C-FRO-860 w/Mount C From Leg 4.00 0.000 160.00 No Ice 13.91 10.94 95.51 Pipe 0.000 0.000 (2)CAP-FRO-656 w/Mount A From Leg 4.00 0.000 160.00 No Ice 5.09 5.01 39.67 Pipe 0.000 0.000 (2)CAP-FRO-656 w/Mount B From Leg 4.00 0.000 160.00 No Ice 5.09 S.O1 39.67 Pipe 0.000 0.000 (2)CAP-FRO-656 w/Mount C From Leg 4.00 0.000 160.00 No Ice 5.09 5.01 39.67 Pipe 0.000 0.000 Sector Mount[SM 602-3] C None 0.000 160.00 No Ice 33.11 33.11 1540.50 Pipe Mount[PM 601-3] C None 0.000 160.00 No Ice 439 439 195.00 **150'** APXVERRI8-C w/Mount A From Leg 3.00 0.000 150.00 No Ice 8.50 6.95 75.55 Pipe 0.000 0.000 APXVERR 18-C w/Mount B From Leg 3.00 0.000 150.00 No Ice 8.50 6.95 75.55 Pipe 0.000 0.000 APXVERRI8-C w/Mount C From Leg 3.00 0.000 150.00 No Ice 8.50 6.95 75.55 Pipe 0.000 0.000 RRUS-11 800MHz A From Leg 3.00 0.000 150.00 No Ice 2.94 1.52 54.00 0.000 0.000 RRUS-11 800MHz B From I.eg 3.00 0.000 150.00 No Ice 2.94 1.52 54.00 0.000 0.000 RRUS-11 800MHz C From Leg 3.00 0.000 150.00 No Ice 2.94 1.52 54.00 0.000 0.000 i (3)ACU-A20-N A From Leg 3.00 0.000 150.00 No Ice 0.08 0.14 1.04 0.000 0.000 I Job Page tnx7`owe� Pasco County (VS) (BU 826548) 19 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Ra[eigh,NC27603 Client Designed by Phone:(919)-661-6351 Crown Castle MS FAX:(919)-661-6350 Description Face Offset O,jfsets: Azimuth Placement CnAn Cntln Weight or Type Hon Adjustment Front Side Leg Lateral Ven ft ° ft fr2 ftZ Ib � � (3)ACU-A20-N B From Leg 3.00 0.000 150.00 No Ice 0.08 0.14 1.04 0.000 0.000 (3)ACU-A20-N C From Leg 3.00 0.000 150.00 No Ice 0.08 0.14 1.04 0.000 0.000 800MHz SMR Filter A From Leg 3.00 0.000 150.00 No Ice 0.76 0.25 8.82 0.000 0.000 800MHz SMR Filter B From Leg 3.00 0.000 150.00 No Ice 0.76 0.25 8.82 0.000 0.000 800MHz SMR�Iter C From Leg 3.00 0.000 150.00 No Ice 0.76 0.25 8.82 0.000 0.000 'I°ITI'65AP-1 XR A From Leg 3.00 0.000 150.00 No Ice 737 3.48 39.20 0.000 0.000 Tl'I"1'65AP-1 XR B From Leg 3.00 0.000 150.00 No Ice 7.37 3 48 39.20 0.000 0.000 '1'T'1"I'65AP-1XR C From Leg 3.00 0.000 150.00 No Ice 7.37 3.48 39.20 0.000 0.000 RRUS 31 B25 A From Leg 3.00 0.000 150.00 No Ice 1.89 1.49 56.10 0.000 0.000 RRUS 31 B25 B From Leg 3.00 0.000 150.00 No Ice 1.89 1.49 56.10 0.000 0.000 RRUS 31 B25 C From Leg 3.00 0.000 150.00 No Ice 1.89 149 56.10 0.000 0.000 HZHJ-RRH A From Leg 3.00 0.000 150.00 No Ice 1.47 1.18 55.20 6.000 0.000 FZHJ-RRH B From Leg 3.00 0,000 150.00 No Ice 1.47 1.18 55.20 6.000 0.000 FLHJ-RRH C From Leg 3.00 0.000 150.00 No Ice 1.47 1.18 55.20 6.000 0.000 Sector Mount[SM 402-3] C None 0.000 150.00 No Ice 18.91 18.91 850.68 **140'** HB-X-AW-23-33-0OT A From Face 2.00 0.000 140.00 No Ice 4.87 4.87 44.10 0.000 0.000 i HB-X-AW-23-33-0OT B From Face 2.00 0.000 140.00 No Ice 4.87 4.87 44 10 0.000 0.000 HB-X-AW-23-33-0OT C From Face 2.00 0.000 140.00 No Ice 4.87 4.87 44 10 0.000 0.000 Sector Mount[SM 402-3] C None 0.000 140.00 No Ice 18.91 18.91 850.68 * tnxTowe� JOb Pasco County (VS) (BU 826548) Pa9e 20 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryoa Road Ra[eigh,NC27603 Client Phone:(919)-661-6351 Deslgned by FAX.•(919)-661-6350 Crown Castle MS ' 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 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice ' 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice I 8 1.2 Dead+1.6 Wind 90 deg-No Ice � 9 0.9 Dead+1.6 Wind 90 deg-No Ice � 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+l.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 Dead+Wind 0 deg-Service 27 Dead+Wind 30 deg-Service 28 Dead+Wind 60 deg-Service 29 Dead+Wind 90 deg-Service 30 Dead+Wind 120 deg-Service 31 Dead+Wind 150 deg-Service 32 Dead+Wind 180 deg-Service 33 Dead+Wind 210 deg-Service 34 Dead+Wind 240 deg-Service 35 Dead+Wind 270 deg-Service 36 Dead+Wind 300 deg-Service 37 Dead+Wind 330 deg-Service Maximum Member Forces Section Elevation Component Condition Gov. Axia! MajorAxis MinorAxis No. ft Type I.oad Moment Moment Comb. lb !b ft !b- Tl 190-180 L.eg Max Tension 23 10657.24 45.35 13.96 Max.Compression 10 -13422.61 -54 40 -23.68 Max.Mx 20 -1586.49 79.75 -6.62 Max.My 4 -1259.44 1}7.12 94.34 Max.Vy 8 -2549.14 0.00 0.00 Max.Vx 3 2594.47 0.00 0.00 Diagonal Max Teusion 24 3751.56 0.00 0.00 Max.Compression 12 -3764.16 0.00 0.00 Max.Mx 10 3131.53 11.03 0.45 � Job Page �� Pasco County (VS) (BU 826548) 21 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Ra[eigh,NC27603 Client Designed by Phone:(9I9)-661-6351 Crown Castle FAX.•(919)-66]-6350 MS Section Elevation Component Condition Gov. Axial MajorAxis MinorAxis No. ft Type Load Moment Mament Comb. Ib lb ft Ib ft Max.My 16 -3155.67 4.10 -1.03 Max.Vy 10 -7.67 11.03 0.45 Ma�c.Vx 16 -0.22 0.00 0.00 Top Gut Mvc Tension 11 1497.99 0.00 0.00 Ma1c.Compression 22 -1520.11 0.00 0.00 Max.Mx 2 -699.04 -57.97 0.00 Max.Vy 2 28.98 0.00 0.00 T2 180-160 Leg Ma�c Tension 23 53801.46 -177.42 -97.73 Max.Compression 10 -61305.50 -612.93 -360.92 Max.Mx 8 -99239 1256.65 -16.27 Max.My 2 1065735 128.46 -1189.18 Max.Vy 8 1781.56 -796.46 -236.03 Max.Vx 2 -1832.10 -3.H1 93477 Diagonal Max Tension 25 8289.92 0.00 0.00 Max.Compression 12 -8349.35 0.00 0.00 i Max.Mx 12 4049.93 29.10 1.81 Max.My 16 -7736.41 -2.47 -5.18 Max.Vy 12 -1230 29.10 1.81 Mas.Vx 16 -1.10 0.00 0.00 Top Gut Mau Tension 4 26.52 0.00 0.00 Ma�c.Compression 5 -3.38 0.00 0.00 Max.Mx 2 5.81 -57.97 0.00 Maac.Vy 2 28.98 0.00 0.00 T3 160-140 L,eg Max Tension 23 109307.98 -1085.23 -22.97 Max.Compression 10 -122957.17 388.94 5.37 Max.Mx 22 107746.06 -1097.93 -23.02 Max.My 8 -4246.18 -59 49 1610.60 Max.Vy 14 -1497.04 -614.85 131 Maat.Vx 8 1377.77 20.99 121.28 Diagonal Max Tension 25 11168.78 0.00 0.00 Max.Compression 12 -11580.22 0.00 0.00 Max.Mx 10 8192.71 -115.23 -24.81 Max.My 12 -9562.20 29.31 -29.27 ' Max.Vy 10 3820 -115.23 -24.81 Max.Vx 12 6.17 0.00 0.00 Top Gut Ma�c Tension 22 322.57 0.00 0.00 Max.Compression 11 -194.98 0.00 0.00 Max.Mx 2 185.63 -85.04 0.00 Max.My 2 -157.98 0.00 2.05 Ma�c.Vy 2 42.52 0.00 �.00 Max.Vx 2 -1.02 0.00 0.00 T4 140-120 I.eg Max Tension 23 173672.22 -1177.89 -23.74 Max.Compression 10 -193032.62 2560.94 2.82 Max.M�c 10 -193032.62 2560.94 2.82 Max.My 24 -8885.36 -6336 2485.31 Max.Vy 6 -382.38 -230.49 6.83 Max.Vx 12 496.54 �8.36 -1975.57 Diagonal Maac Tension 25 12582.01 0.00 0.00 Max.Compression 12 -12758.19 0.00 0.00 Ma�c.Mx 10 10109.74 65.67 6.12 Max.My 20 12350.00 55.29 -6.92 Max.Vy 10 -23.02 65.67 6.12 Ma1c.Vx 12 -1.46 0.00 0.00 Top Girt Max Tension 22 2762.09 0.00 0.00 Max.Compression 11 -2374.59 0.00 0.00 Max.Mx 2 1483.87 -124.16 0.00 Max.My 2 -2285.82 0.00 2.99 Max.Vy 2 51.38 0.00 0.00 Max.Vx 2 -1.24 0.00 0.00 TS 120-113333 I.eg Mvc Tension 23 194826.02 -2304.78 -2.98 Max.Compression 10 -216062.79 1107.72 18.79 Job Page tnxTowe� Pasco County (VS) (BU 826548) 22 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)-66]-6351 Crown Castle FAX:(919)-661-6350 MS Section E[evation Component Cortdition Gov. Axial MajorAxis MinorAxis No. ft Type Load Moment Moment Comb. lb l6-ft lb;ft Max.Mx 10 -215843.62 2560.94 2.82 Max.My 24 -10014.56 -5338 2249.62 Max.Vy 10 339.88 2560.94 2.82 Max.Vx 20 426.25 �2.20 -2209.70 Diagonal Max Tension 17 12871.57 0.00 0.00 Max.Compression 4 -13054.89 0.00 0.00 Max.Mx 22 11083.70 64.40 1.89 Max.My 4 -12974.65 -11.80 8.82 Max.Vy 22 23.28 64.40 1.89 Max.Vx 4 -1.72 0.00 0.00 Top G'u[ Ma�c Tension 22 2244 48 0.00 0.00 Max.Compression 11 -1992.73 0.00 0.00 Max.Mx 2 1193.88 -196.82 0.00 Max.My 2 -1936.64 0.00 4 73 Max.Vy 2 69.47 0.00 0.00 Maac.Vx 2 -1.67 0.00 0.00 T6 113333- Leg Max Tension 23 216154.01 -1173.97 -19.15 106.667 Max.Compression 10 -239353.29 3240.88 50.08 Max.Mx 22 2I3544.41 -3294.02 -50.54 Max.My 24 -10740.02 -79.07 4766.57 Max.Vy I1 �37.84 3262.13 50.23 Max.Vx 20 501.91 -6332 -4759.00 Diagonal Max Tension 4 13116.09 0.00 0.00 Max.Compression 17 -13014.39 0.00 0.00 Max.Mx 10 11361.02 67 79 2.67 Max.My 18 -11108.64 -16.84 -4.01 Max.Vy 10 -23.89 67 79 2.67 Max.Vx 18 0.97 0.00 0.00 T7 106.667-100 Leg Max Tension 23 236180.15 -3272.78 -5039 Max.Compression 10 -260874.72 3029.00 -13.24 Max.Mx 22 233667.60 -3294.02 -50.54 Max.My 24 -10946.00 -79.07 4766.57 Max.Vy 6 -229.71 -3255.07 41 49 � Ma�c.Vx 20 -1022.71 -63.32 11759.00 Diagonal Ma�c Tension 17 14327.88 0.00 0.00 Max.Compression 4 -14628.00 0.00 0.00 Max.Mx 10 11126.60 -148.79 -18.22 Ma�c.My 20 13954.61 -128.26 20.86 Max.Vy 10 50.24 -148.79 -18.22 Max.Vx 20 -3.76 0.00 0.00 T8 100-80 L.eg Max Tension 23 292255.02 -2381.53 -69.80 Max.Compression 10 -32292631 5766.55 -14.92 Max.Mx 10 -322926.31 5766.55 -14.92 Max.My 24 -12417.71 -379.84 8834.03 Max.Vy 10 -596.76 5766.55 -14.92 Max.Vx 24 1315.88 -379.84 8834.03 Diagonal Max Tension 16 17084.45 0.00 0.00 Max.Compression 4 -17232.90 0.00 0.00 Max.Mx 10 13592.03 155.17 17 73 Max.My 4 -15451.49 -22.72 22.40 Max.Vy 10 -43.41 155.17 17 73 Max.Vx 4 -3.47 0.00 0.00 Top Girt Ma�c Tension 22 4271.08 0.00 0.00 Max.Compression 11 -3941.22 0.00 0.00 i Max.Mx 2 2271.63 -258.97 0.00 Max.My 2 -3860.85 0.00 6.23 Max.Vy 2 79.68 0.00 0.00 Ma�c.Vx 2 -1.92 0.00 0.00 T9 80-70 I,eg Max Tension 23 322517.02 �920.00 15.72 Max.Compression 10 -356580.24 3431.61 96.90 Job Page �Zx�QWe�' Pasco County(VS) (BU 826548) 23 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designedby Phone:(919)-661-6351 Crown Gastle FAX (919)-661-6350 MS Section ElevaKon Component Condition Gov. Axial MajorAxis MinorAxis No. ft Type Load Moment Moment Comb, lb lb ft lb fr Max.Mx 10 -356096.01 5766.55 -14.92 Max.My 24 -14706.79 -436.39 11950.71 M�.Vy 10 437.83 5766.55 -14.92 Max.Vx 20 1631.67 1126.85 -11906.25 Diagonal Ma1c Tension 17 16456.36 0.00 0.00 Max.Compression 4 -16666.77 0.00 0.00 Max.Mx 22 1399534 152.44 4.83 Max.My 4 -16629.54 -13.75 23.52 Max.Vy 22 44.46 152.44 4.83 Ma�c.Vx 4 -3.44 0.00 0.00 i Top Girt Ma�c Tension 22 4334.40 0.00 0.00 i Max.Compression 11 -4105.89 0.00 0.00 Max.Mx 2 2280.37 -349.22 0.00 Max.My 2 -4041.49 0.00 8.40 Max.Vy 2 95.24 0.00 0.00 Max.Vx 2 2.29 0.00 0.00 T10 70-60 Leg Max Tension 23 352387.79 �014.52 -99.89 Max.Compression 10 -389832.88 5823.22 -28.21 Max.Mx 10 -389832.88 5823.22 -28.21 Max.My 24 -15370.25 �436.39 11950.71 Ma.e.Vy 10 �27.24 5823.22 -28.21 Max.Vx 20 -1678.01 1126.85 -11906.25 Diagonal Max Tension 16 18651.02 0.00 0.00 Max.Compression 4 -18951.73 0.00 0.00 Max.Mx 10 14502.09 -335.61 -58.60 Max.My 20 18003.97 -286.57 66.68 Max.Vy 10 92.72 -335.61 -58.60 Max.Vx 20 -8.88 0.00 0.00 Tl l 60-40 Leg Max Tension 23 411878.71 -4079.55 -79.07 Max.Compression 10 -457307.38 8301.76 -13.29 Max.Mx 10 -45730738 8301.76 -13.29 Ma�c.My 24 -18263.51 -554.32 12732.99 Max.Vy 10 -714.32 8301.76 -13.29 Max.Vx 24 -1772.80 -55432 12732.99 Diagonal Ma�c Tension 16 19601.79 0.00 0.00 Max.Compression 4 -19795.95 - 0.00 0.00 Max.Mx 10 15530.02 227.86 20.93 Max.My 4 -17730.43 21.38 25.51 Max.Vy 10 -68.69 227.86 20.93 Max.Vx 4 -3.90 0.00 0.00 Top Girt Max Tension 22 5935.37 0.00 0.00 Max.Compression 11 -5599.30 0.00 0.00 Max.Mx 2 3242.22 -433.09 0.00 Max.My 2 -5509.03 0.00 10.42 Max.Vy 2 106.06 0.00 0.00 Maa�.Vx 2 -2.55 0.00 0.00 T12 40-30 I.eg Max Tension 23 441078.62 -7118.92 13.69 Max.Compression 10 -490645.62 6366.03 117.84 ' Max.Mx 10 �90049.00 8301.76 -13.29 Max.My 24 -20422.73 -551.83 16678.33 Max.Vy 10 397.79 8301.76 -13.29 Max.Vx 20 2053.46 -534.80 -16646.40 Diagonal Max Tension 16 18559.97 0.00 0.00 Max.Compression 4 -18848.66 0.00 0.00 Max.Mx 22 15511.27 231.31 �.54 Max.My 4 -1856132 39.81 27.61 Max.Vy 22 71.63 231.31 -4.54 Max.Vx 4 �.Ol 0.00 0.00 Top Girt Ma�c Tension 22 5589.15 0.00 0.00 Max.Compression 11 -5272.54 0.00 0.00 Max.Mx 2 2980.82 -525.99 0.00 Job Page t1Z�TO1�V8y' ' Pasco County (VS) (BU 826548) 24 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)-66I-6351 Crown Castle FAX. (919)-661-6350 MS Section �levation Componenf Condition Gov. Axial MajorAxis MinorAxis No. fi Type Load Moment Moment Comb. 16 l6-ft Ib ft Max.My 2 -5189.25 0.00 12.65 Max.Vy 2 116.89 0.00 0.00 Max.Vx 2 -2.81 0.00 0.00 T13 30-20 Leg Max Tension 23 469814.86 -7009.87 -122.92 Max.Compression 10 -523574.03 5605.45 -51.98 Max.Mx 22 464819.02 -714925 -124.05 Max.My 24 -21336.44 -551.83 16678.33 Max.Vy 6 -457 47 -7106.41 126.60 Max.Vx 20 -2261.31 -534.80 -16646.40 Diagonal Ma�c Tension 16 21437.34 0.00 0.00 Max.Compression 4 -21880.71 0.00 0.00 Max.Mx 10 16620.27 -493.74 -64 43 Max.My 20 20585.10 1143.82 7132 Max.Vy 10 146.80 -493.74 -b4.43 Max.Vx 20 -9.44 0.00 0.00 T14 20-0 L.eg Max Tension 23 526568.94 -5690.86 -72.95 Max.Compression 10 -589998.77 0.00 -0.01 Max.Mx 22 492984.14 -5821.62 -74.34 Max.My 24 -24980.34 -512.95 1381141 Max.Vy 14 -761.59 -5804.24 60.66 Max.Vx 20 1959.50 �91 14 -13717.04 Diagonal Max Tension 16 21920.51 0.00 0.00 Max.Compression 4 -22217.95 0.00 0.00 Max.Mx 10 17155.99 310.11 32.03 Max.My 20 21108.07 277.08 -34.74 Max.Vy 10 -90.12 310.11 32.03 Max.Vx 20 4.73 0.00 0.00 Top Girt Max Tension 22 5988.84 0.00 0.00 Max.Compression 11 -5548.60 0.00 0.00 ' Max.Mx 2 3248.25 -627.90 0.00 Max.My 2 -5444.69 0.00 15.10 Ma�c,Vy 2 127.71 0.00 0.00 Max.Vx 2 -3.07 0.00 0.00 Maximum Reactions Lacation Condition Gov. Vertical Horizontal,X Horizontal,Z Load Ib !b !b Comb. Leg C Max.Vert 18 601983.87 52045.55 -30531.76 Ma�c.Hx 18 601983.87 52045.55 -30531 76 Max.H� 5 �7910831 �0703.79 27726.69 Min.Vert 7 -535261.34 �7024.54 27589.15 Min.Hx 7 -535261.34 -47024.54 27589.15 Min.H� 18 601983.87 52045.55 -30531.76 Leg B Max.Vert 10 607279.82 -52503.90 -30481 41 Max.Hn 23 -541480.97 47484.64 27566.61 Ma�c.H� 23 -541480.97 47484.64 27566.61 Min.Vert 23 -541480.97 47484.64 27566.61 Min.Hx 10 607279.82 -52503.90 -30481 41 Min.H� 10 607279.82 -52503.90 -30481.41 Leg A Max.Vert 2 606534.45 -273.61 60617.85 Max.Hx 21 22689.81 6868.41 1559.73 Max.H, 2 606534.45 -273.61 60617.85 Min.Vert 15 -539102.17 250.40 -54786.38 Min.H, 8 22407.58 -6877.32 1566.95 Min.H,, 15 -539102.17 250.40 -54786.38 � � Job Page tnxTower Pasco Counry (VS) (BU 826548) 25 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designedby Phone:(919)-661-6351 Crown Castle MS FAX. (919)-661-6350 Location Condition Gov Venical Norizontal,X Horizontal,Z Zoad lb lb !b Comb. Tower Mast Reaction Summar � Y Load Vertical Shea� Shear� Overtttrnrng Ovenurning Torque Combination Moment,M� Moment,MZ lb !b !6 l6-ft lb-ft l6-ft Dead Only 63309.04 0.00 -0.00 -6871.53 4691.70 -0.00 1.2 Dead+1.6 Wind 0 deg-No 75970.85 -326.02 -98191.82 -10737991.26 67750.23 -9834.03 Ice 0.9 Dead+1.6 Wind 0 deg-No 56978.14 -326.02 -98191.82 -10735929.80 66342.73 -9834.03 Ice 1.2 Dead+1.6 Wind 30 deg-No 75970.85 48476.75 -84431.87 -9255544.10 -5282246.85 -14310.00 Ice � 0.9 Dead+1.6 Wind 30 deg-No 5697814 48476.75 -84431.87 -9253482.64 -5283654.36 -14310.00 Ice , 1.2 Dead+1.6 Wind 60 deg-No 75970.85 80693.19 �6481.79 -5112999.99 -8871877.05 -14278.46 �, Ice I 0.9 Dead+1.6 Wind 60 deg-No 56978.14 80693.19 �6481.79 -5110938.53 -8873284.56 -14278.46 Ice �, 1.2 Dead+1.6 Wind 90 deg-No 75970.85 97518.19 326.02 5387435 -10677719.06 -11541 12 � Ice , 0.9 Dead+1.6 Wind 90 deg-No 56978.14 97518.19 326.02 55935.81 -10679126.57 -11541 12 Ice 1.2 Dead+1.6 Wind 120 deg- 75970.85 85057.96 49378.25 5410424.54 -9291355.54 -5292.69 No Ice 0.9 Dead+1.6 Wind 120 deg- 56978.14 85057.96 49378.25 5412486.00 -9292763.05 -5292.69 No Ice 1.2 Dead+1.6 Wind 150 deg- 75970.85 49041.43 84757.89 9301172.62 -5389842.18 2540.49 No Ice 0.9 Dead+1.6 Wind 150 deg- 56978.14 4904143 84757.89 9303234.08 -5391249.69 2540.49 No Ice l.2 Dead+1.6 Wind 180 deg- 75970.85 326.02 93528.27 10308857.80 -56490.16 9305.44 No Ice 0.9 Dead+1.6 Wind 180 deg- 56978.14 326.02 93528.27 10310919.26 -57897.67 9305.44 No Ice 1.2 Dead+1.6 Wind 210 deg- 75970.85 -48476.75 84431.87 9239052.43 5293506.92 14310.00 No Ice 0.9 Dead+1.6 Wind 210 deg- 56978.14 -48476.75 84431.87 9241113.88 5292099.41 14310.00 No Ice 1.2 Dead+1.6 Wind 240 deg- 75970.85 -84731.95 48813.57 5302829.21 9240495 42 15096.19 No Ice 0.9 Dead+1.6 Wind 240 deg- 56978.14 -84731.95 48813.57 5304890.67 9239087.91 15096.19 , No Ice 1.2 Dead+1.6 Wind 270 deg- 75970.85 -97518.19 -326.02 -70366.03 10688979.14 11541.12 No Ice 0.9 Dead+1.6 Wind 270 deg- 56978.14 -97518.19 -326.02 -68304.57 10687571.63 11541.12 No Ice 1.2 Dead+1.6 Wind 300 deg- 75970.85 -81019.21 -47046.47 -522059532 8945257.33 5003.56 No Ice 0.9 Dead+1.6 Wind 300 deg- 56978.14 -8101921 �7046.47 -5218533.86 8943849.82 5003.56 No Ice 1.2 Dead+1.6 Wind 330 deg- 75970.85 �9041.43 -84757.89 -9317664.29 5401102.26 -2540.49 No Ice 0.9 Dead+1.6 Wind 330 deg- 56978.14 �9041.43 -84757.89 -9315602.83 5399694 75 -2540.49 I No Ice Dead+Wind 0 deg-Service 63309.04 -65.28 -19662.83 -2155494.46 17]31.22 -1969.26 Dead+Wind 30 deg-Service 63309.04 9707 43 -16907 42 -1858635.60 -1054201.41 -2865.57 Job Page �Ylx�OWeY Pasco County (VS) (BU 826548) 26 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designedby Phone:(919)-661-635I Crown Castle FAX:(919)-661-6350 MS Load Uertical Shearx Shear� Overturning Overturning Torque Cambination Moment,M Moment,MZ lb 16 !b l6-ft Ib-ft lb-ft Dead+Wind 60 deg-Service 63309.04 16158.75 -9307.94 -1029094.46 -1773021.99 -2859.25 Dead+Wind 90 deg-Service 63309.04 19527.94 65.28 5567.99 -2134640.40 -2311.10 Dead+Wind 120 deg-Service 63309.04 17032.79 9887.95 1078212.87 -1857022.22 -1059.86 Dead+Wind 150 deg-Service 63309.04 9820.51 16972.70 1857332.06 -1075747.29 508.73 Dead+Wind 180 deg-Service 63309.04 65.28 18728.96 2059120.21 -7747.82 1863.41 Dead+Wind 210 deg-Service 63309.04 -9707.43 16907.42 1844892.54 1063584.81 286557 Dead+Wind 240 deg-Service 63309.04 -16967.50 9774.88 1056666.99 1853966.09 3023.00 Dead+Wind 270 deg-5ervice 63309.04 -19527.94 -65.28 -19311.05 2144023.80 2311.10 Dead+Wind 300 deg-Service 63309.04 -16224.03 -9421.02 -105064034 1794844.90 1001.96 Dead+Wind 330 deg-Service 63309.04 -9820.51 -16972.70 -1871075.12 1085130.69 -508.73 Solution Summary Sum ofApplied Forces Sum ofReacNons II Load PX PY PZ PX PY PZ %Error Comb. !b lb lb !b 16 Ib 1 0.00 -63309.04 0.00 -0.00 63309.04 0.00 0.000% ' 2 -326.02 -75970.85 -98191.83 326.02 75970.85 98191.82 0.000% 3 -326.02 -56978.14 -98191.83 326.02 56978.14 98191.82 0.000% 4 48476.76 -75970.85 -84431.88 -48476.75 75970.85 84431.87 0.000% 5 48476.76 -56978.14 -84431.88 �8476.75 56978.14 84431.87 0.000% 6 80693.19 -75970.85 -46481.80 -80693.19 75970.85 46481.79 0.000% 7 80693.19 -56978.14 -46481.80 -80693.19 56978.14 46481.79 0.000%a 8 97518.19 -75970.85 326.02 -97518.19 75970.85 -326.02 0.000% 9 97518.19 -56978.14 326.02 -97518.19 56978.14 -326.02 0.000% 10 85057.97 -75970.85 49378.25 -85057.96 75970.85 �9378.25 0.000% 11 85057.97 -56978.14 49378.25 -85057.96 56978.14 �9378.25 0.000% 12 49041.43 -75970.85 84757.90 �9041.43 75970.85 -84757.89 0.000% 13 49041.43 -56978.14 84757.90 �9041.43 56978.14 -84757.89 0.000% 14 326.02 -75970.85 93528.27 -326.02 75970.85 -93528.27 0.000% 15 326.02 -56978.14 93528.27 -326.02 56978.14 -93528.27 0.000% 16 �8476.76 -75970.85 84431.88 48476.75 75970.85 -84431.87 0.000% 17 �8476.76 -56978.14 84431.88 48476.75 56978.14 -84431.87 0.000% 18 -84731.95 -75970.85 48813.57 84731.95 75970.85 �8813.57 0.000% 19 -84731.95 -56978.14 48813.57 8473].95 56978.14 -48813.57 0.000% 20 -97518.19 -75970.85 -326.02 97518.19 75970.85 326.02 0.000% 21 -9751819 -56978.14 -326.02 97518.19 56978.14 326.02 0.000% 22 -81019.21 -75970.85 -47046.47 81019.21 75970.85 47046.47 0.000% 23 -81019.21 -56978.14 -47046.47 81019.21 56978.14 47046.47 0.000% I 24 -49041.43 -75970.85 -84757.90 49041.43 75970.85 84757.89 0.000% 25 �9041.43 -56978.14 -84757.90 4904143 56978.14 84757.89 0.000% 26 -65.28 -63309.04 -19662.83 65.28 63309.04 19662.83 0.000% 27 9707.43 -63309.04 -16907.42 -9707 43 63309.04 16907.42 0.000% 28 16158.75 -63309.04 -9307.94 -16158.75 63309.04 9307.94 0.000% 29 19527.94 -63309.04 65.28 -19527.94 63309.04 -65.28 0.000% 30 17032.79 -63309.04 9887.96 -17032.79 63309.04 -9887.95 0.000% 31 9820.51 -63309.04 16972.70 -9820.51 63309.04 -16972.70 0.000% 32 65.28 -63309.04 18728.96 -65.28 63309.04 -18728.96 0.000% 33 -9707.43 -63309.04 16907 42 9707.43 63309.04 -16907.42 0.000% 34 -16967.50 -63309.04 9774.88 16967.50 63309.04 -9774.88 0.000% 35 -19527.94 -63309.04 -65.28 19527.94 63309.04 65.28 0.000%a 36 -16224.03 -63309.04 -9421.02 16224.03 63309.04 9421.02 0.000% i 37 -9820.51 -63309.04 -16972.70 9820.51 63309.04 16972.70 0.000% � Job Page �IZx�OWBY' Pasco County (VS) (BU 826548) 27 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)-661-6351 Crown Castle MS FAX:(919)-661-6350 Bolt De�ign Data Section Elevation Component Bolt Bolt Size Number Mtiximum A[lowable Ratio Allowable Criteria No. Type Grade Of Laad per Load Laad Ratio ft in Bolts Bolt Ib Allowable lb Tl 190 Leg A325N 0.750 4 266431 29820.60 0.089 1 Bolt Tension Diagonal A325N 0.500 2 1875.78 4995.70 0.375 1 Member Block Shear Top Gut A325N 0.500 1 1520.11 7952.16 0.191 1 Bolt Sheaz , T2 180 L.eg A325N 0.875 4 13450.40 40589.10 0.331 1 Bolt Tension Diagonal A325N 0.500 2 4144.96 5505.47 0.753 1 Member Block Shear Top Girt A325N 0.500 1 26.52 7952.16 0.003 1 Bolt Shear T3 160 L.eg A325N 1.000 6 18218.00 53014.40 0.344 1 Bolt Tension Diagonal A325X 0.750 1 11168.80 17943.80 0.622 I MemberBlock Shear Top Girt A325N 0.750 1 322.57 17892.40 0.018 1 Bolt Shear T4 140 L.eg A325N 1.500 4 43418.10 119282.00 0.364 1 Bolt Tension Diagonal A325N 0.625 2 6291.00 7697.46 0.817 1 MemberBlock Shear Top Girt A325N 0.625 1 2762.09 12425.20 0.222 1 Bolt Shear TS 120 Diagonal A325N 0.625 2 6435.79 7697.46 0.836 1 Member Block Shear Top Girt A325N 0.625 1 2244.48 12425.20 0.181 1 Bolt Shear T6 113.333 Diagonal A325N 0.625 2 6558.05 7697.46 0.852 1 Member Block Shear T7 106.667 Leg A325N 1.500 6 39363.40 119282.00 0.330 1 Bolt Tension Diagonal A325X 0.625 2 7163.94 15394.90 0.465 1 Member Block Shear T8 100 I.eg A325N 1.500 6 48709.20 119282.00 0.408 1 Bolt Tension Diagonal A325N 0.750 2 8542.22 1250630 0.683 1 Member Block Shear Top Girt A325N 0.750 1 4271.08 17892.40 0.239 1 Bolt Shear T9 80 Diagonal A325N 0.625 2 8228.18 11622.70 0.708 1 Member Block Shear Top Girt A325N 0.625 1 4334 40 12425.20 0349 1 Bol[Shear T10 70 Leg A325N 1.500 6 58731.30 119282.00 0.492 1 Bolt Tension Diagonal A325X 0.625 2 9325.51 23245.30 0.401 1 Member Block Shear Tll 60 Leg A325N 1.500 6 68646.50 119282.00 0.575 1 BoltTension Diagonal A325N 0.750 2 9897.97 17892.40 0.553 1 Bolt Shear Top Girt A325N 0.750 1 5935.37 15768.80 0376 1 Member Bearing T12 40 Diagonal A325N 0.750 2 9424.33 17892.40 0.527 1 Bolt Shear Top Girt A325N 0.750 1 5589.15 15768.80 0.354 1 Member Bearing T13 30 Leg A325N 1.500 6 78302.50 119282.00 0.656 1 BoltTension Diagonal A325X 0.750 2 10718.70 33495.00 0.320 1 Gusset Bearing T14 20 Leg F1554-55 2.250 6 87761.50 167741.00 0.523 1 BoltTension Diagonal A325N 0.750 2 11109.00 17892.40 0.621 1 Bolt Shear Top Girt A325N 0.750 1 5988.84 15768.80 0380 1 Member Bearing Com ression Checks Leg Design Data (Cornpression) Job Page �� Pasco County (V5) (BU 826548) 28 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryors Road Raleigh,NC27603 Client Phone:(9l9)-66I-635I Designed by FAX:(919)-661-6350 Crown Castle M$ � Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. p ft ft ft in2 lb !b �p„ Tl 190-180 Pipe 2.5 STD 10.00 5.00 633 1.704 -13422.60 53865.90 0.249` K=1.00 T2 180-160 PIPE 3.5 STD 20.00 5.00 44.9 2.680 -61305.50 96872.30 0.633� K=1.00 T3 160-140 Pipe 5 STD 20.02 6.67 42.7 4.297 -122957.00 157400.00 0.781 � K=1.00 T4 140-120 Pipe 8 STD 20.02 6.67 27.3 8.399 -193033.00 330771.00 0.584� K=1.00 TS 120-113.333 Pipe 8 STD 6.67 6.67 27.3 8.399 -216063.00 330771.00 0.653' K=1.00 T6 113.333- Pipe 8 STD 6.67 6.67 27.3 8.399 -239353.00 330771.00 0.7241 106.667 K=1.00 T7 106.667-100 Pipe 8 STD 6.67 6.67 273 8.399 -260875.00 330771.00 0.789' K=1.00 T8 100-80 Pipe 10 STD(SCH40) 20.02 10.01 32.5 11.966 -322926.00 461312.00 0.700' K=1.00 T9 80-70 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 -356580.00 461312.00 0.773� K=1.00 T10 70-60 Pipe 10 STD(SCH40) 10.01 ]0.01 32.5 11.966 -389833.00 461312.00 0.845� K=1.00 Tll 60-40 Pipe12STD 20.02 10.01 27.4 14.579 -457307.00 573746.00 0.797' K=1.00 T12 40-30 Pipe 12 STD 10.01 10.01 27.4 14.579 �90646.00 573746.00 0.855' K=1.00 T13 30-20 Pipe 12 STD 10.01 10.01 27 4 14.579 -523574.00 573746.00 0.913� K=1.00 T14 20-0 Pipe 12 XH 2O.02 10.01 27.7 19.242 -589999.00 756510.00 0.780' K=1.00 1 P u /$P controls Diagonal Des6gn Data (Compression) Section Elevation Size L L„ Kl/r A P� �Pn Ratio No. p ' ft ft ft inz !b [b �p� ' Tl 190-180 Ll 3/4x1 3/4�c3/16 9.43 4.41 146.0 0.621 -3764.16 6583.67 0.572� K=0.95 T2 180-160 L2x2x3/16 9.43 435 129.6 0.715 -8349.35 9562.73 0.873' K=0.98 T3 160-140 2L2 1/2�1/2x3/16x3/8 11.52 5.64 87.1 1.800 -11580.20 39132.00 0.296' K=1.00 T4 140-120 L3x3x3/16 12.91 6.00 120.7 1.090 -12758.20 16272.00 0.784' K=1.00 TS 120-113.333 L3x3�c3/16 13.39 6.24 124 4 1.090 -13054.90 15534.40 0.840' K=0.99 T6 113333- L3�c3ac3/16 13.87 6.49 128.1 1.090 -13014 40 14802.00 0.87 ' 9 106.667 K=0.98 T7 106.667-100 2L3x3x3/16x1/2 14.36 6.93 88.6 2.180 -14628.00 45783.30 0.320' K=1.00 T8 100-80 L3 1/2x3 1/2x1/4 17.41 8.18 136.4 1.690 -17232.90 2052430 0.840� � K=0.96 T9 80-70 L31/21c31/2x1l4 18.10 8.56 141.4 1.690 -16666.80 19094.00 0.873' K=0.96 T10 70-60 2L3-1/2x3-1l2xi/4x1/2 18.80 9.11 100.2 3375 -18951.70 64448.40 0.2941 K=1.00 �'1Zrl."�OWBj" JOb Pasco County (VS) (BU 826548) Pa9e 29 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)-661-6351 Crown Castle MS FAX.•(919)-667-6350 Section Elevation Size L L„ Kl/r A P„ �P Ratio No. P ft ft ft inZ lb lb �p� Tll 60-40 L31/2x31/2x3/8 20.23 9.51 155.2 2.480 -19795.90 23249.90 0.851' K=0.93 T12 40-30 L31/2x31/2x3/8 20.96 9.88 160.1 2.480 -18848.70 21848.60 0.863' K=0.93 T13 30-20 2L31/2x31/2x3/8x1/2 21.69 10.48 117.1 4.969 -21880.70 78173.90 0280' K=1.00 T14 20-0 L4x4x3/8 23.19 11.01 156.3 2.860 -22218.00 26444.20 0.840� K=0.93 � p� 1�P Controls To Girt Design Data (Compression) Section Elevation Size L L„ KUr A P„ �P Raao No. p ,ft ft ft inZ lb lb �p Tl 190-180 L31/2x31/2x1/4 8.00 7.55 130.6 1.690 -1520.11 22313.50 0.068 K=1.00 T2 180-160 L3 1/2x3 1/2x1/4 8.00 7.55 130.6 1.690 -3.38 22313.50 0.000� K=1.00 T3 160-140 L3 1/2x3 1/2x3/8 8.00 7.67 133.9 2.480 -194.98 3124130 0.0061 K=1.00 T4 140-120 L3 1/2x3 1/2x3/8 9.67 8.96 156.6 2.480 -2374.59 22854.00 0.104` K=1.00 TS 120-113333 I.4x4x3/8 1133 10.38 158.0 2.860 -1992.73 25883.30 0.077' K=1.00 T8 100-80 L4x4x3/8 13.00 12.01 182.9 2.860 -3941.22 19314.30 0.204` K=1.00 T9 80-70 LS�c5x5/16 14.67 13.53 1633 3.030 -4105.89 25667.60 0.160' K=1.00 Tl] 60-40 LSxSxS/16 16.33 15.16 183.0 3.030 -5599.30 20429.20 0.274' K=1.00 T12 40-30 LSx5x5/16 18.00 16.67 201.2 3.030 -5272.54 16908.10 0.312� K=1.00 KL/R>200(C)-189 T14 20-0 LS�c5x5/16 19.67 18.33 221.3 3.030 -5548.60 13973.70 0.397� K=1.00 KL./R>200(C)-210 � P„ /�P„COIIIIOIS Tension Checks Leg Design Data (Tension) Section Elevation Size L L„ Kl/r A P �p„ Ratio No. P„ .� .fr .ft in2 !6 lb �p Tl 190-I80 Pipe 2.5 STD 10.00 5.00 633 1.704 10657.20 70547.70 0.151 Job Page tnxTowe� Pasco County (VS) (BU 826548) 30 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)-661-6351 Crown Castle MS FAX:(919)-661-6350 Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. P„ ft ft ft inZ !b !b �p„ T2 180-160 PIPE 3.5 STD 20.00 5.00 44.9 2.680 53801.50 110933.00 0.485' T3 160-140 Pipe 5 3TD 20.02 6.67 42.7 4.297 109308.00 177914.00 0.614' T4 140-120 Pipe 8 STD 20.02 6.67 273 8.399 173672.00 347729.00 0.499� TS 120-113333 Pipe 8 STD 6.67 6.67 27.3 8.399 194826.00 347729.00 0.560� T6 113.333- Pipe 8 STD 6.67 6.67 273 8399 216154.00 347729.00 0.622' 106.667 T7 106.667-100 Pipe 8 STD 6.67 6.67 273 8399 236180.00 347729.00 0.679' T8 100-80 Pipe 10 STD(SCH40) 20.02 10.01 32.5 11.966 292255.00 495377.00 0.590� T9 80-70 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 322517.00 495377.00 0.651 1 T10 70-60 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 352388.00 495377.00 0.711 1 Tl l 60-40 Pipe 12 STD 20.02 10.01 27.4 14.579 411879.00 603569.00 0.682� T12 40-30 Pipe 12 STD 10.01 10.01 27 4 14.579 441079.00 603569.00 0.731` T 13 30-20 Fipe 12 STD 10.01 10.01 27.4 14.579 469815.00 603569.00 0.778 1 T 14 20-0 Pipe 12 XH 2O.02 10.01 27.7 19.242 526569.00 796629.00 0.661' � P u ��P COIIh'OIS Diagonal Design Data (Tension) Section E(evation Srze G L„ K!/r A P„ �p„ Rario No. Pu .ft ft ft in2 !b lb �p T1 190-180 Ll 3/4x1 3/4x3/16 9 43 4.41 102.3 0.378 3751.56 16439.90 0.228 1'2 180-160 L2x2x3l16 9 43 4.35 87.9 0.448 8289.92 19503.60 0.425' T3 160-140 2L2 1/2x2 1/2x3/16x3/8 11.52 5.64 87.1 1.104 11168.80 48019.90 0.233' T4 140-120 L3x3x3/16 12.91 6.00 79.2 0.712 12582.00 30973.40 0.4061 TS 120-113.333 L3x3x3/16 13.39 6.24 823 0.712 12871.60 30973.40 0.416' T6 113.333- , L3x3x3/16 13.87 6.49 85.4 0.712 13116.10 30973.40 0.423� 106.667 T7 106.667-100 2L3x3x3/16x1/2 14.36 6.93 88.6 1.424 14327.90 61936.50 0.231' T8 100-80 L3 1/2�c3 1/2x1/4 17 41 8.18 92.6 1.103 17084 40 47999.50 0356' T9 80-70 L3 1/2x3 1/2x1/4 18.10 8.56 96.4 1.127 16456.40 49019.10 0336� T10 70-60 2L3-1/2�c3-1/2x1/4x1/2 18.80 9 11 100.2 2.250 18651.00 97875.00 0.191' Tll 60-40 L31/2x31/2x3/8 20.23 9.51 1093 1.614 19601.80 70204.90 0.279' T12 40-30 L3 I/2x3 1/2ac3/8 20.96 9.88 113.4 1.614 18560.00 70204.90 0.264' T13 30-20 2L3 1/2x3 1/2x3/8x1/2 21.69 10.48 117 1 3.234 21437.30 140695.00 0.152� T14 20-0 L4x4x3/8 23.19 11.01 109.6 1.899 21920.50 82602.40 0.265' 1 P u ��Pn COTltI'O1S Top Girt Design Da#a (Tension) Section Elevation Size L L„ KUr A P„ �P„ Ratio No. Pu .� .f� .f� inz Ib lb �p Tl 190-180 L3 1/2x3 1/2x1/4 8.00 7.55 85.4 1 150 1497.99 50038.60 0.030 T2 180-160 L3 1/2x3 1/2x1/4 8.00 7.55 85.4 1.150 26.52 50038.60 0.001' T3 160-140 L31l2x31/2x3/8 8.00 7.67 86.0 1.614 322.57 70204.90 0.005' T4 140-120 L3 1/2x3 1/2x3/8 9.67 8.96 103.2 1.649 2762.09 71734.20 0.039� TS 120-1 13333 L4x4x3/8 1133 10.38 103.6 1.934 2244.48 84131.70 0.027� T8 100-80 LAx4x3/8 13.00 12.01 119.8 1.899 4271.08 82602.40 0.052' � Job Page �nacTowe� Pasco County (VS) (BU 826548) 31 of 32 Tower Engineering Pro)ect Date Professionals TEP N0. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)-66]-635I Crown Castle MS FAJf.•(919)-661-6350 Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. Pu ft ft ft inZ lb !b �p� T9 80-70 LSx5�c5/16 14.67 13.53 105.2 2.097 4334.40 91207.30 0.048` Tll 60-40 LSx5x5/16 16.33 15.16 118.0 2.067 5935.37 89932.90 0.066' T12 40-30 LSx5x5/16 18.00 16.67 129.5 2.067 5589.15 89932.90 0.062� T14 20-0 LSx5x5/16 19.67 18.33 142.2 2.067 5988.84 89932.90 0.067' � P„ I�P„COIl1701S Section Capacity Table Section Elevation Component Size Crirical P �Pa�ro„. % Pass No. .� Type Element !b !b Capaciry Fail Tl 190-180 Leg Pipe 2.5 5TD 2 -13422.60 53865.90 24.9 Pass T2 180-160 Leg PIPE 3S STD 20 -61305.50 9687230 63.3 Pass T3 160-140 L.eg Pipe 5 STD 50 -122957.00 157400.00 78.1 Pass T4 140-120 L.eg Pipe 8 STD 74 -193033.00 330771.00 58.4 Pass TS 120-1 13333 Leg Pipe 8 STD 98 -216063.00 330771.00 65.3 Pass T6 113.333- Leg Pipe 8 STD 110 -239353.00 330771.00 72.4 Pass 106.667 T7 106.667-100 L.eg Pipe 8 STD 119 -260875.00 330771.00 78.9 Pass T8 100-80 Leg Pipe 10 STD(SCH40) 128 -322926.00 461312.00 70.0 Pass T9 80-70 Leg Pipe 10 STD(SCH40) 146 -356580.00 461312.00 77.3 Pass T 10 70-60 L.eg Pipe 10 STD(3CH40) 158 -389833.00 461312.00 84.5 Pass T11 60-40 I.eg Pipe125'TD 167 1157307.00 573746.00 79.7 Pass T 12 40-30 Leg Pipe 12 STD 185 1190646.00 573746.00 85.5 Pass T13 30-20 Leg Pipe 12 STD 197 -523574.00 573746.00 91.3 Pass T 14 20-0 Leg Pipe 12 XH 206 -589999.00 756510.00 78.0 Pass Tl 190-180 Diagonal L13/4x13/4x3/16 9 -3764.16 6583.67 57.2 Pass T2 180-160 Diagonal L2x2x3/16 27 -8349.35 9562.73 87.3 Pass T3 160-140 Diagonal 2L2 1/2�2 1/2x3/16�c3/8 57 -11580.20 39132.00 29.6 Pass 62.2(b) T4 140-120 Diagonal L3x3x3/16 81 -12758.20 16272.00 78.4 Pass 81 7(b) TS 120-113333 Diagona] L3x3x3/16 107 -13054.90 15534.40 84.0 Pass T6 113333- Diagonal L3�c3x3/16 117 -13014 40 14802.00 87.9 Pass 106.667 T7 106.667-100 Diagonal 2L3�c3�c3/16x1/2 125 -14628.00 45783.30 32.0 Pass 46.5(b) T8 100-80 Diagonal L3 1l2x3 1/2x1/4 137 -17232.90 2052430 84.0 Pass T9 80-70 Diagonal L31/2�c31/2x1/4 155 -16666.80 19094.00 873 Pass T10 70-60 Diagonal 2L3-lYLx3-1/2x1/4x1l2 164 -18951.70 64448.40 29.4 Pass ao.i ro� T11 60-40 Diagonal L31/2x31/2x3/8 176 -19795.90 23249.90 85.1 Pass T12 40-30 Diagonal L3 1/2x3 1/2x3/8 194 -18848.70 21848.60 863 Pass T13 30-20 Diagonal 2L3 1/2x3 1/2x3l8x1/2 203 -21880.70 78173.90 28.0 Pass 32.0(b) T 14 20-0 Diagonal L4x4x3/8 215 -22218.00 26444.20 84.0 Pass Tl l90-180 Top Girt L3 1/2x3 1/2x1/4 6 -1520.11 22313.50 6.8 Pass `� 19.1(b) T2 180-160 Top Gut L3 1/2x3 1/2x1/4 24 2132 50038.60 0.2 Pass 0.3(b) T3 160-140 Top Girt L3 1/2x3 1/2x3/8 54 -194.98 3124130 0.6 Pass 1.8(b) T4 140-120 Top Girt I3 1l2x3 1/2x3l8 78 -2374.59 22854.00 10.4 Pass 2z.z ro) T5 120-113333 Top Girt L4x4x3/8 102 -1992.73 25883.30 7.7 Pass 18.1(b) � Job Page tna�Towe� Pasco County(VS) (BU 826548) 32 of 32 Tower Engineering Project Date Professionals TEP No. 48167.31573 19:20:37 04/08/15 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)-661-6351 Crown Castle FAX:(919)-661-6350 MS Section Elevation Component Size Critical P �P��w % Pass No. .� TYPe Element lb 16 Capaciry Fail T8 100-80 Top Girt LAx4x3/8 132 -3941.22 1931430 20.4 Pass 23.9(b) T9 80-70 Top Girt LSx5x5/16 150 -4105.89 25667.60 16.0 Pass 34.9(b) Tl l 60-40 Top Girt LSx5x5/16 171 -5599.30 20429.20 27.4 Pass 37.6(b) T12 40-30 Top Girt LSx5�c5/16 189 -5272.54 16908.10 31.2 Pass 35.4(b) T14 20-0 Top Girt LSx5x5/16 210 -5548.60 13973 70 39.7 Pass Summary Leg(T13) 913 Pass Diagonal 87.9 Pass (T6) Top Girt 39 7 Pass (T14) Bolt Checks 85.2 Pass Rating= 91.3 Pass Program Version 6.1.4.1-12/17/2013 File:C:/Users/msirigiri/Desktop/work inprogress/48 1 67/3 1 573_826548 Pasco County(VS)SA/tnxTowerl826548_LC7.eri April 9,2015 190-ft Self-Support Tower Structural Analysis CCI BU No 826548 TEP Project Number 48167.31573,Applicaiion 289616, Revision 1 Page 9 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 '� � � �� (RESERVED) �� (iNSralm) (�) �/a•ro �so Fr � (is) �—s/e'TO 180 FT LEVEL (�N��D� (3) 1-3/18'TO 150 FT LEVEL LEG C LEG A � ��•�� O�� • •• � ••• (PROPOSED) pNSru�o) � � � (�) a/a'ro »i Fr� (s) i—s/e•ro �ao Fr�vo. � (INSTALLED) � (3) 5/18'70 171 F7 LEVEL � ��• (i� 3%e•io iii �� :� (82)�185/8'T0�171 LEVEL � • � • � �• (INSTALLED) •� (1) 7/8'TO 190 FT LEVEL . (1) 1-3/8'TO 190 FT LEYEL � (7) 1-5/8'TO 190 Ff LEVEL (8) 2-1/4�Tl7 190 Ff LEVFl •• • •• •• LEG B BUSINESS UWT: 826548 TOWER !D:C_B/SELEVEL April9,2015 i90-ft Self-Support Tower Structural Analysis CCI BU No 826548 TEP Project Number48167.31573,Application 2896i6, Revision i Page i0 APPENDIX C ADDITIONAL CALCULATIONS � tnxTower Report-version 6.1.4.1 Anchor Rod Check for Self Supporting Towers C OWN TIA-222-G,Section 4.9.9 Rev.6.1 � �� t Site Data Reactions BU#: 826548 Eta Factor, 0.55 Detail T e Site Name: Pasco Coun S U lift, Pu: 541.481 ki s A #: 289616 Rev.i Shear,Vu: 54.906 ki s Anchor Rod Data a,: in Qty: 6 Mu=0.65*la,'V„ ft-kips Diam: 2.25 in Rod Material: Other Stren th Fu : 75 ksi Anchor Rod Results: Yield F : 55 ksi Max Rod(Cu+Vu/rj): 106.9 Kips Design Axial,�*Fu'Anet: 195.0 Kips * Rod Circle: in Anchor Rod Stress Ratio: 54.8% 'e: in '#of Rods 1 or 2 If Applicable; Mu=Pu x e: ft-ki s Anchor Rod Results with Bendin Considered: *Only enter rod circle, offset(e)and number When the clear distance from the top of conc�ete 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 eccenfric load due fo leg the following interaction equation shall also be safisfied(see reinforcement exist Figure 4-4 of Rev. G): �Vu��Rnv)2-E-I�F'u��Rnt)+�Mu��Rnm)�2<=1 9� �°��" .d,� �� p�� o,�o�� Rnv=�*0.45�F�b*Ab= klps �� A p�, 4 4.�.�g �Rnt=�*F'u*Anet= kips I ��`"~°`�° �Rnm=$*Fy*Z= ft-kips ccncrex-� con..-s i I ��`�� I' __� S:cCTION �4-A SECTION 13-B i �etail TYP� ��) De�ail Type (b) ' 'rC=Q•`fU r[=O-7a ��n o-� C''�.� o�b�C � � a��o �� ...,..�.��`' �..�� I �cn snnrk � _ ,G�dJ Gro�l Coa:re:e-� r_L`�y' Cw7mLi-� �r�4<�. .,� U ' �� SEC71f9N GC S�CTtFJt� D-� , Detail Type(c) Q�tail Ty�pe (d) Maximum Acceptable Ratio: 105 % Y1`o�JP'S (SCty M1�U�y�I1tlI04Y� f 1z'%.5 0 Governing Stress Ratio: 54.8% ��rye�, Figure 44 of TIA-222-G SST Anchor Rod Check For Rev G-Rev 6.1 091912 � ; ;� .�, `�� ''�`� �GINF�IING ' PASS PASS Pasco County(VS)(BU 826548) �V ��1� Results Summary: LCl LC2 TEP#: 48167.31573 Soillnteradion: 85.1% 67.0% Analysis: MS 4/8/2015 Drilled Caisson Tool-Input Foundation Strudural: 17.7'Y 33.9% Check: AAS 4/8/2015 Code R�visions:�TIA-222-G AC1318-08 Tower Type: Self Support j LCi LC2 Shaft Information Moment:�. kip-ft Diameter: 6.00 1 ft Axial(download):� 607.28 kip Projection: 0.50" ift 5hear: 60.71 54.91 kip Caisson Length: 42.50 ft Axial(uplift): 541:48 kip Pc: 4.000 ksi Max ec: 0.003 in/in Axial Safety Factors q,all:�0.0 psf(Net) � Bearing: 2.0 � S.F.:( 2.0 �; Cage 1 Reinforcement Tie Bar Size:' 4 (fy=60.0 ksiJ Clear Cover ta Tie: 3.00 in(Cage�=63.87inJ Tie ear Spacing: 16.00 in Vertical Bar Size: 9 � Vertical Bar Quantity: 26 �(p=0.6399bJ fy: 60.0 �ksi E: 29,000 ,ksi Design Paremeters 5�� Soil Type Depth(ft) Eff.Unit Weight Cohesion Friction Angle� All.Skin Friction(psfl Layer from to (P�f) (P5�1 l°) Download Uplift � 1 Clay 0.00 3.00 110.0 0 0 0 2 Sand 3.00 12.00 110.0 30.0 250 175 3 Sand 12.00 30.00 115.0 25.0 750 525 4 Silt 30.00 40.00 100.0 500 10.0 1000 750 5 Stlt 40.00 42.00 100.0 500 50.0 1000 750 Notes: 1)Neglect lateral soil strength to a depth of: i)1/2 Pier�=6.00ft/2=3.00ft ii)� ...�._ ..,�„�_�N�_ ,,,,�. iii)r�--_�.o.._.._.�...,�_ _ 2)Neglect axial soil strength to a depth of:3.00ft 3)Groundwater=N/A 1 e`e� c� ,�\ `�` t o w E R Pasco County(VS)(BU 826548) ��so� TEP q: 48167.31573 Analysis: MS 4/8/2015 I Soillnteradion:LC1 Check: AA5 4/8/2015 �i Shear Diagram (k) Moment Diagram (k-ft) I I 0 -180-� 0 -1 � 00 -2 -3 -4 -5 -6 -7 -8 -9 -SO -11 -12 -13 -14 -15 -16 -17 - -18 -19 -20 -21 -22 -23 -24 -25 -26 -27 -28 -29 -30 -31 32 33 -34 -35 -36 -37 38 39 -40 -41 -42 -43 -44 -45 Max Unfactored Moment: 846.5 kip-ft @ 20.28 ft below grade Additional Factor of Safety: 17.47 Capacity= 7.6% PA55 t ia� r�a �Sv' `\� o w E R Pasco County(VS)(BU 826548) �r `"G's`�"'"G TEP#t: 48167.31573 �� Analysis: MS 4/8/2015 Soillnteraction:LC2 Check: AAS 4/8/2015 Shear Diagram (k) lilloment Diagram (k-ft) 0 -sa-6v---aa�s ��o -1 � o -z -3 -4 -5 -6 -7 -8 -9 -SO -11 -12 -13 -14 -15 -16 -17 -18 -19 -20 � -21 ' -22 -23 -24 -25 -26 -27 -28 -29 -30 -31 -32 -33 -34 -35 -36 -37 -38 39 4 -40 -41 -42 -43 -44 -45 Max Unfactored Moment: 765.5 kip-ft @ 20.28 ft below grade Additional Factor of Safety: 19.32 Capacity= 6.9% PASS �, ::� m �b� A�� v�� o w E R Pasco County(V5)(BU 826548) �` `"G��"�"G TEP#: 48167.31573 �� o� Analysis: MS 4/8/2015 Soil Interaction:Uplift/Download Capacity Check: AAS 4/8/2015 Ultimate Skin Fs Fs Concrete Layer Area Friction(k) � � ConWc�ete Wt (ftZ) Down �p�ift Down �P��ft (kips} Replaced from to load load (kips) 0.00 3.00 56.55 0.00 0.00 0.00 0.00 14.84 5.51 3.00 12.00 169.65 84.82 5938 63.62 44.53 38.17 10.18 12.00 30.00 339.29 508.94 356.26 381.70 267.19 76.34 17.81 30.00 40.00 188.50 376.99 282.74 282.74 212.06 42.41 14.14 40.00 42.00 37.70 75.40 56.55 56.55 42.41 8.48 2.83 I LC1 LC2 Pu= 667.8 60.6 kip �Pn= 784.6 784.6 kip Uu= 0.0 379.3 kip �Un= 566.2 566.2 kip Download Capacity= 85.1% 7.7% UpliftCapacity= 0.0% 67.0% PASS PASS i i" e�� a�� Oi I �` �G N W E G Pasco County(VS)(BU 826548) ��I �� TEP#i: 48167.31573 � Analysis: MS 4/8/2015 I Reinforcement Capacity Check: AAS 4/8/2015 , �I i • • � � 2.5 � • • • � 1.5 • • • 0.5 � - .5 -2.5 -1.5 -0.5 0.5 1.5 2.5 3 5 -0.5 , � • � • -1.5 • • • • • -z.s s • • LC1 LC2 Vu= 78.2 70.7 kip Vc= 553.4 378.0 kip fy,tie= 60.0 Vs= 101.6 101.6 kip �Vn= 491.2 359.7 kip Capacity,= ,15.9% 19.Z% PASS PASS LCS LC2 Mu= 846.5 765.5 kip-ft cbMn= 4789.2 2261.2 kip-ft Capatity= 17.7% 33.9%, PASS PASS �