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HomeMy WebLinkAbout17-18181� _ � CITY OF ZEPHYRHILLS 5335-8TH STREET (813)780-0020 18181 BUILDING PERMIT �=� PERMIT INFORMATION_ - LOCATION INFORMATION ��• � Permit Number: 18181 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: 3/13/2017 Name: CITY OF ZEPHYRHILLS Total Fees: 202.50 Address: 38122 HENRY DR Amount Paid: 202.50 ZEPHYRHILLS, FL. 33542 Date Paid: 3/13/2017 Phone: Work Desc: REPLACE 3 ANTENNAS AT & T ADD 3 RRU CONTRACTOR S APPLICATION FEES ANSCO &ASSOCIATES LLC BUILDING FEE 202.50 "l� l:./ � -1 � Ins ections Re uired FO TER 2ND ROU H PLUMB ISC INSULATION CEILING FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: (c)With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c)the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection,whichever is greater,for each such subsequent reinspection. NOTICE: In addition to the requirements of this permit, there maybe additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." � , Complete Plans,Specifications Must Accompany Application.All work shall be pertormed in accordance with City Godes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. � I C NTRACTOR SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER � 4 s�s-�ao-oozo City of Zephyrhills Permit Application Fax-813-780-0021 � _ .Building Department , 826548/10015984� Date Received � Phone Contact for Permitting 813 34Z I - 3852 Owner's Name CCTMO LLC(Crown Castle) - Owner Phone Number $13-342-3852 Owner's Address 4511 N.Himes Avenue,Suite 210,Tampa,FL 33614 Owner Phone Number Fee Simple Titleholder Name City of Zephyrhills Owner Phone Number Fee Simple 7itlehoider Address 5335 8th Street,Zephyrhills,FL 33542-4312 JOB ADDRESS 38122 Henry Drive,Zephyrhills,FL 33542 LOT# � SUBDIVISION Tyson PARCEL ID# 02-26-21-0080-OOA00-0070 (OBTAINED FROM PROPERN TAX NOTICE) WORK PROPOSED e NEW cONSTR e ADD/ALT Q SIGN Q Q DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM 0 OTHER TYPE OF CONSTRUCTION Q BLOCK Q FRAME 0 STEEL Q AT&T 3C replacing 3 antennas in,Adding 3 RRU532,1 DC-6,2 DC-2's,1 Power and 1 Fiber cable. DESCRIPTION OF WORK BUILDING SIZE SQ FOOTAGE� HEIGHT � TT7�TITT�TITTTITTTI"ITT �TT �BUILDING $ 20,000 VALUATION OF TOTAL CONSTRUCTION QELECTRICAL $ AMP SERVICE Q PROGRESS ENERGY Q W.R.E.C. OPLUMBING $ QMECHANICAL $ VALUATION OF MECHANICAL INSTALLATION - � ��� i QGAS Q ROOFING Q SP ALTY � OTHER ,f',j' )f , i}" V FINISHED FLOOR ELEVATIONS FLO D ZONE AREA QYES NO ��-•--•- ''} •--r�.--r�T.��T.-.-rr.-.--^r-.--.-i-:�- f-t ,� •nsco ssociates, BUILDER COMP� SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address 736 PARK N Blvd Ste 100 CLARKSTON,GA 30021 License# CGC1522785 ELECTRICIAN COM PANY SIGNATURE � REGISTERED Y I N FEE CURRE� Y/N Address License# PLUMBER COMPANY SIGNATURE REGISTERED Y I N FEE CURRE� Y/N Address License# MECHANICAL COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# , OTHER COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII11111111111 RESIDENTIAL Attach(2)Plot Plans;(2)sels of Building Plans;(1)set of Energy Fortns;R-O-W Permit for new construction, Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stortnwater Plans w/Silt Fence installed, Sanitary Facilities 8 1 dumpster;Site Work Pertnit for subdivisionsllarge projects COMMERCIAL Attach(3)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Fortns.R-O-W Pertnit for new construction. Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Slortnwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster Site Work Pertnit for ali new projects.AII commercial requirements must meet compliance � SIGN PERMIT Attach(2)sets of Engineered Plans. ""PROPERTY SURVEY required for all NEW construction. -i-1-d-i-4.i-1-.4-1-4-1-1.-I-.1-1--L-I--F�1-�1-��4-�1--F�1-��1.-FI--F�' •..-r7.-r�.�l.-F�1--�1..1.-1-' •.-.-T�I--1-F-�--f-F-4-1..1--4- Directions: Fill out application completely Owner&ConVactor sign back of application,notarized If over$2500,a Notice of Commencement is required. (AIC upgrades over$7500) " Agent(for the contractor)or Power of Attomey(for the owner)would be someone with notarized tetter from owner authorizing same � OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades AIC Fences(PlotlSurvey/Footage) Driveways-Not over Counter if on public roadways..needs ROW f � . k.:r.;,ry r;e , tdOTiGE 8F DEED RESTRiCTfONS: The undersigned understa�nds.that this;permit may be subject;to°deed"restrictions;=__. , which may.tie more,restrictive:than;Caunty regutafions:�fihe�unde�signed�`assumes`��sponsitiility�forcompliance�+tii#ti any`"'' � applicable deed resfrictions. . ;;�==;r`"-;^�=°°:� : UNL'iCENSED_CO(dT�RACTORS �Nb COid'fi2ACTOR i2ESPON5IB(L-ITIES: tf�tfie-oviiner has�hired a~`contractor or contractors#o undertake work;fhey may.,be require�to be'ticensed in accordance with state and tocal,regulations.,�=lf;the:=-> oontractor is not ticensed as requi�ed:tr'y�iaw, bbtii the owner:and�contr�ctor�rr�ay�tie��cited+`=fo��a m�sdem�anor violation.• , under state taw. ff the owner or intended:co�ntractoc are uncertain as to what ticensing requicements.,may^appty•foF7th;e.F�a:�; � intended work,.they are.advised to con�a�f`fiie�Fasco Courity Baiiding irispecfion`D'ivisior�'icerising Section at?27=847- 8009. Furtherrttare, if the owner has hired�a cont�actor or confractors, he is advised to`have the contractor(s},;sign, , ; , por#ions of the"contractor Stack°of fhis applicatian_for which they wilt be responsib(e. if,you, as�the-owne'r sign"as the?'� ':� contractar,that may be an indicatlon tf�af he is not properly(icensed anii is not entifled to permiffing privileges in,Pasco,- i County. � ". : ,., TRANSPQRTATlON tMPACTlUT1LiT1ES iiUtPACT AiVD RESOURCE RECpVERY FEES: The uridersi�ned undersfands ? that Transpariation lmpact Fess and Recaurse Recovery Fees may.apply to.the consfivcfion of new bui(riings,change<of'�" } use in existing buildings,,or expansion of.existing buiidings,as specified in Pasco Coun#y Ordinance number 89=07'ana s , 90-07,as amended. The�undersigned aiso understands,that such,fees,as�may.-b,e.due,witl'tie�identified�at;tFie+fime�of=>'�� �} permitting. It!s further_understood that Transportatton impact Fees and Resource'�RBcovery.Fees must be paid prior fo receiving a"certEficate of occupancy"or flnal.power release. if the.pcoject does not inv4tve a certificate df occuparic"y.`or:�� � flnal power release,the fees must be.paid prior to permit issuance._Furtfiermore,.ff Pasca Gounty WaterlSewer,(mpac,��: fees are due,they must be paid prior to permit issuance in accordariae with appiicabie Pasca Goqnty ordinances. COPVSTRU6TlON LIEN�AIN(Ghapter 713,Plorlda Statutes,as amended): If vafuation af work is$2,500.00 or mor.e,•,J,o,, certify that I, the applican#, have been provided with a capy af.the "Ftorida Gons#ructlon Lien Law=�Homeawner`'s� , Protection Guide°prepared by the Fiorida Qepartment af Agriou{tiire and Consumer Affairs. if the applicant is someane.. other than the°owne�',I•eertify that I have obtained a copy of the above clescri6ed'dacument and promise•in good`faitfi to,� _ deliver it to the"owner"prioc to.commeneement. CONTRACTOR'SlOWNER'S AFFIDAYlT: ;!certify that a11 the.information in this appiicatian is accurate and'fhat aitwark wiil be done in compliance with all applicabie�laws regulating construction,zoning and land development. Appiication is hereby made to obtain a_permit to do..work and lnstailation.:as=lndieated. f certiFy that no-work or.instaltation�has commenced prior to lssuan'ce of a permEt and ttra#a!I work will be perFormed ta meet standards af a)I laws reguiating construckion, County and City codes, zoning regulatians, and land development regutatians in:the jurisdiction. t also certify that I understand that the regulations of other government agencies may apply to the intended work,and Ehat it is , my responsi6ility to identify what ackIans!must take to be in corripliance. Such agencies incfude.but are not limited,ta: - ,Department of Enviranmental Protectior�-Cypress Baytieads,WeUand Areas and Environmentatiy Sensitive Lands,WaterMlastewater Treatment. � - Southwest Florida Water Manag�ment District Welis, Cypress Bayheads, Wetiand Areas, Aitering Watercourses, - Army Corps of Engineers-Seawalls,Docks,Navigable Vllaterways. - Department of Health & Rehabilikatiye ServiceslEnvlronmental HealEh Unit Wells, Wastewater Treatment, Sep#ic:Tanks. - US Environmental Protection Agency-Asbestos abatemenk. - Federal Aviation-Authority-Runways. (understand fhat-the foilowing restrictions apply to the use of fill: - tlse of fill is not ailowed in Flood Zane"V"uNess expressiy permitted. - If the fill'.materiai 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 professianal engineer ' licensed by fhe Sfate.of F�orida. - tf the fift materiat is to be used in Flood Zone °A° in connection wi#h a permitted building using stem wall canstrucfion,t certify that filt wifl be used only to fill the area within the stem waU. I - tf fill material is to be used in any area, I certify that use of such�fiU will not adversely a�fect adjace�t properties. tf use of filt is found to adversety affect adjacent prope►fies,the owner may be ci#ed for violaUng the canditions of the buitding permif 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 t am the A6ENT FOit THE OWNER,.1•promise in good faith to inform the awner of-the permitting conditions set forth in th3s affidavit prfior to cammencing construction. t understand that a separate permit may be required for elect�ical work, I plumbing, slgns, welis, paais, air conditioning, gas, or ofher ins�allations nat specifically included in the appllcation. A permit issued shaRt'be constrved ta�Be a ticense to proceed with the work and not as authority to violate,.cancel,alter,ar set aside any provisions of the technicat codes,nor shall issuance of a permit prevent the eui(ding Official fram thereafter �, requUing a correction af errors 3n plans,canstruction or viotations of any cades. Every permit issued shall'become invalid unless the work aufhorized by such permit is cammenced within six manfhs of permit issuance,or ff work authorized by the permit Is suspended or abandoned for a geriod_o{six(6}months efter the time fhe work i's commenced. An e�ctension - may be requested, fn'writing,irom the Building Ofticiai for a period not to exceed ninety(9d}days end will demonstrate justifiable cause for the extensian. .lf wark ceases tor nEnety(90}conseoufive days,the job is considered abandoned. WARNING 7'O OWNER. YQUR�AILUR�TO REC.4.RD A.NOTiCE OF COMMENCEMENT MAY RESULT W YOUR ; PAYING TMCE FOR lMP.R('1YEl1fIENTS XO YOUR PROPERTY..!F YOU.:lN%TEND T• OB N.�FtNANGiNG,GONSULT � WITH YOUR'L'ENbER CIR`AN AT'fORNEY BEFOR@ RECQRDING YOUR NOTI MENCEMENT. i. FLQRIDA JURAT(F.S.177.03) OWNER OR AGENT CON7RACTOR • Subsai6ad a�d swom to{or affirtned)before ma ihis Sabscribed and to( ffi }be e th bY n 1 C�i h, 1C�►.� ' Who is/are personaliy known to me or has/hava produced Who Is/are pe nally known to e ar haslhave produced as tdentificatlon. `�'.�„ _ •�`(^,,��,y�entiflcaUon. �} � Notary Pub�(c K-Q.. �" Notary Publlc Commission No. �J}fo. *? '+= Com � �OGES NameofNotary/tYPed�Prin#edorstamped y.,.�.. o,.� �;@�_�"�l� @ �8 I 'A��ii" 9onVetl Thru tro p '�O Y zuitns4ranaaCOp.ggg•jp19 i r+�.=�-�,�-mss�.-x- e CITY OF ZEPHYRHILLS, FLORIDA 5335 8TH STREET CONTRACTORS COMPLETION NAME: Ansco 8s Associates, LLC DATE: April 7, 2017 ADDRESS :3.�122 Henry Drive, Zephyrhills, FL. 33542 PARCEL I.D. 02-26-21-0080-OOA00-0070 SUBDIVISION : City of Zephyrhills s TYPE OF BUILDING : Commercial PERMIT'(s) bp#18181 REMARKS : This completion show that new equipment mounted to existing tower. Final: received engineer report 4/6/2017 BILL BURGESS BUILDING OFFICIAL/ JB � / TRILEAFT�� ENVIRONMENTAL • ARCHITECTURE • ENGINEERING 1821 Walden Office Square,Suite 510,Schaumburg,Illinois 60173-630.227.0202-www_trileaf.com April 1, 2017 Ansco & Associates, LLC 1425 West SR 434, Suite 102 Longwood, FL 32750 Tel: 407-260-0665 � Cell: 312-299-4673 Attn: Richard Diaz Re: 2610A07MG8/ MRNFL016736 / FA#10015984 /ZEPHYRHILLS Location: 38122 Henry Drive, Zephyrhills, FL 33542 I Permit#: 18181 , Trileaf#: 630414 � Dear Mr. Diaz. Trileaf would like to inform the City of Zephyrhills that all new equipment mounted to the existing self-support tower has been installed and tested per the approved plans and specifications for the site referenced above. Being certified that all equipment conforms to the plans, specifications, Florida building codes and quality review under the supervision of Trileaf has been completed. Reference: 1. Reviewed Construction Documents prepared by Infinigy, 2255 Sewell Mill Road, Suite 130, Marietta, GA 30062, dated 1/18/17, REV 0. 2. Construction Photos provided by Ansco &Associates, LLC. , date stamped 3/18/17 and 3/16/17. Please feel free to contact us if you have any questions, comments or concerns. Regards, - _. �'� �.�� ��,:�- � - ,� -, . _,,, , - . , ` � -L`�-�1'~� '�� . \ - Roger Zimmer, PE -` - � - �=_-� � Florida License#78214 � -; = - _ = _ � _ lJ _ -- :_ - -;� � - , _ -- _ -.. _ ,:, _ - . - - �'; � -.. .� _�_' . � � -�-�. �,� -� ,�' /� - - �l' �• /, m ,� ; G��°'1� � 1 . �;.;.,,�=,,f - _ ,_.-l�__ - ���, _ •0`~M`� ._"l: � +I +¢f�.. . �`. - - , .� Yl,s City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: l�.s� �`��ve�' Date Received: � ��/� Site: (� �iZ �Zt/G� �lJ��/ Permit Type: ��C�� �"J�L��i�IGL�' Approved w/no comments. Approved w/the below comments: ❑ Denied w/the below comments: ❑ This comment sheet shall be ept with the permit andlor plans. , � I % "�/�( Kal ' e s Examiner Date Contractor andlor Homeowner (Required when comments aze present) , , � � NSCO � ; /�-� SSOCIATES ' Limited Power of Attorney City of Zephyrhills- Building Dept. 5335 8�'Street � Zephyrhills, FL 33542 ' To Whom It May Concern:. � Please be advised that I, Jack Hober , hereby authorize the following employees of Ansco &Assoc. to complete and sign all forms necessary to apply for pe�mits, pickup permits or obtain applications and/or licensing information for the following project: Name Title Rich Diaz Project Manager Kathryn Faint Project Coordinator Authorization for the above listed individuals to sign for permit related activities for the referenced project above. This authorization shall remain in effect until furthe�notificatiori from this company is provided to your jurisdiction. I am aware that if my company makes any changes regarding the information above, it is my responsibility to notify your jurisdiction. Please call should you have questions. Thank you for your assistance in this matter. Sinc y, 2-122-17 GG1522785 , Certified Contractor Date State of Georqia ' County of Barrow Sworn to and subscribed before me this 22nd day of Februarv2017 , by I Jack Hober , who is personally known to me or protluced the following identification GA DL#057308319 ��°�,ENER'r����0`' � � Notary Public Seal: ��,�` �C�NE;��R s��y��P, �;o F •. u '. `,�,�Q-:yy` PRY ;d�- , ,� .-. .� / :: —--1:� O o � c�v� C�7� p�'.� Z p�Q)v��.'�.4 � `. �r �•., FEBPJ�.•J ``� �Park North Boulevard,Suite�00 AN$CO &ASSOCIATES, LLC d��������Q;a{0�508-5700 I Clarkston,GA 30021 PROVIDING QUAUTY SERVICE Fax�04-508-5701 j , I t - ������� �iiiiii iiiii itiii iiiii iiiii tiii►iiiii�iiii ii�ii�i�i��������� 2017044658 Z��h G{Y�hl ��S � Rcpt:1849645 Rec: 10.00 1 DS: 0.00 IT: 0.00 03/28/2017 C. F. , Dpty Clerk � � Permit No. N �' O � • Parcel ID No 02-26-21-0080-OOA00-0070 �--� ' PAULR S 0'NEIL,Ph D PRSCO CLERK & COMPTROLLE 826548 10015984 NOTICE OF COMMENCEMENT 03/28/2017 02:26 m 1 of 1 State of Florida County of Pasco OR BK ��1� PG �� - THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property,and in accordance with Chapter 713,Florida Statutes, the following information is provided in this Notice of Commencement: 1. Description of Property� Parcel Identification No. 02-26-21-0080-OOA00-0070 Street Address: 38122 Henry Dr 2. General Description of Improvement AT&T 3C replacing 3 antennas in,Adding 3 RRUS-32, 1 DC-6,2 DC-2's, 1 Power and 1 Fiber cable. 3. Owner Information or Lessee information if the Lessee contracted for the improvement: Crown.Castle(CCTMO LLC) 4511 N. Himes�ve ASte. 210 Tampa FL Address City State Intefest in Property: Tower Owner .. , Name of Fee Simple Titleholder: CITY OF ZEPHYRHILLS (If different from Owner listed above) 5335 BTH S7' ZEPHYRHILLS FL a,ddress Ansco &Associates, LLC city state 4. Contractor: Name�36 PARK N Blvd Ste 100 CLARKSTON GA Address City State Contractor's Telephone No. ' 5. Surety: � Name Address City State Amount of Bond: $ Telephone No.. 6. Lender� Name � Address City State � Lender's Telephone No.. ' 7. Persons within the State of Florida designated by the owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)(7),Florida Statutes: • Name • Address City State Telephone Number of Designated Person: 8. In addition to himself,the owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Telephone Number of Person or Entity Designated by Owner: 9. Expiration date of Notice of Commencement(the expiration date may not be before the completion of construction and final payment to the contractor,but will be one year from the date of recording unless a different date is specified)• 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 I WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalty of perjury,I declare that I have read the foregoing notice of commencement and ttiat the facts stated therein are true to the best of my knowledge and belief. STATE OF FLORIDA �� �� / ' COUNTY OF PASCO �C/(�� Sig ature of Owner or Lessee,or Owner's or Lessee s Authorized Officer/Director/Partner/Manager ��1P/'�- �G Q • - -- -- - ---� � — -—_--- -- --- -- - -- -- -- - � Signatory's 'le/Office The foregoing instrument was acknowledged before me this 1st day of March ,2017,by �n� b'n(�{' lY as Project Manager t e of authorit ,e. (yp y g.,o�cer,trustee,attorney in fact)for Crown Castle(CCTMO LLC) (nam of party on behalf of whom instrument was executed). ;� Personally Known❑x OR Produced Identification❑ Notary Signature ��V� Type of Identification Produced Name(Print) Donna R Moore . _ , �.�,��.,�,m..,:�a,.��., , � "��°"``� DOI�INA R MOORE � �. `o1�RY Pp6(n i "/ Commission�i FF 123162 � =Nl� �+2 � `�7M�"O`` �`/�V Commission Expires �"`%F�F��°;•`'' May 14, 2018 , . �,,,������ wpdata/bcs/noticecom me ncement_pc053048 �`��yu��• d�A�� • ° `�`4� � �SBY � � • ��"e ` ,� � � ; .�' . • 7t�ul 2hLP°��il m -� � e��. . '�� �•�� -- - - �`����p ,' ������ '�..tl H�06 'dsti STATE OF FLORIDA, COUNTY�F f�f���0 THIS IS TO'CERTIFY THAT THF FOREGOING IS A TRUE AND CORR T COPY OF THE DOCUMEP�T ON FILE OR OF P BLIC R CORD IN THIS OFFICE WIT HAN FFICIAL ALT,�.HIS� `� DAY � 2�L PAUL S.O'NEI E K&CONPTROLLEFc gy DEPUTY CLERK 3. ' ' U i\1 Date: December 21,2016 - _ 11� FL CA#30978 Timothy Liebrock, Tower Engineering Professianals Crawn Castle 326 Tryon Road 12725 Marris Road Ex#ension, Suite 40Q � Raleigh, NC 27603 Alpharetta, GA 3QQ04 (919}661-6351 (770} 375-4941 crown(c�tepctroup.net Subject: Structural Analysis Report � Carrier Designation. AT&T Mobilify Co-Locate Carrier Site Number: 10015984 . Carrier Site Name: Zephyrhills Crawn Castle Designation: Crown Castle BU Number: 826548 � Crown Castle Site Name: Pasca County{VS} - Crown Castle JDE Job Number: 413060 - Crown Castle Work Order Number. 1338845 Crown Castle Application Number: 372275 Rev. 0 Engineering Firm Designafion: TEP Froject Number.` 48'I67.104472 Site Data: ` 38122 Nenry Drive,Zephyrhi!!s, Pasco County, FL 33540 Latitude 28° 94'S2.9'; Longitude-82°9'i'9.4'• 190 Faot—Self-Supporting Tower Dear Timothy Liebrock, Tower Engineering Professionals is pleased to submit this "Structurat Analysis Report77 #o determine the structural integrity of the above mentioned tower. This analysis has been performed in accardance with the Crawn Castle Structural `Statemenf af Work' and the terms of Crawn Castle Purchase Order Number 982937, in accordance with application 372275, revision 0. The purpose of the analysis is to determin�acceptability of the tower stress level. Based on our ana(ys,is we have determined the tower stress level for the structure and foundation, under the fallowing load case, to be: LC7• Exis#ing + Reserved + Proposed Equipment Sufficient Capacity Note:See Tabie i and Table I!far the proposed and exis6nglreserved laading,respectiveiy. The analysis has been perFormed in accordance with the 2p14 Florida Building Code, 5t" Edition (2012 lnternatianal Buildinq Code}based upon an ulfimate 3-second gust wind speed at 137 mph canverted to a nominai 3-second gust wind speed af 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 praposed in this report shall be installed in accordance with the appurtenances - listed in Tables 1 and 2 and the attached drawing for the determined availabie structural capacity to be effective. • We at Tower Engineering�Professionals appreciafe the opporfunity of providfng our cantinuing professianal services to you and Crown Castle: If you have any questions or need further assistance on thi or any ather projects please give us a call. � j� Structural analysis prepared by: Kelly E. Hoiness, E.I. /PRS � � M' A ��'T� ,+�,, 12''���� .,�,; 4. y�C E N s�, p i Respectfully submitted by: ti; Q �",a, � _ No. 77387 = y # * *_ Adam M.Amortnont, P.E. �� STATE OF ��.` %�'c��. '��ORlO�' `a��``,,�� ����ss��NAI ���\`�� I!!!1 � .. December 21, 2016 790-ft Self-Supporting Tower Structural Analysis Report CCI BU No 826548 TEP Project Number 48967.904472,Application 372275, Revision 0 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)AAIALYSIS 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 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations . i ;� � M� A °RTti'�,.�z-ar-�e � `�OP ��C E N S� p ':.. ; � 2,+ '� No. 77387 _. _ * * �k:. _ �k � '-o STATE OF ��`: � � �� �'� 'c�OR10P ��`�� ,/��//�SS��NAL EN���`\� ��//ll11111�\ tnxTower Report-version 7.0.5.1 _ � • December 21, 20 i 6 190-ft Self-Supporting Tower Structural Analysis Report - CC/BU No 826548 TEP Project Number 48i67.104472,Application 372275, Revision 0 Page 3 1) INTRODUCTION This tower is a 190-ft self-supporting tower designed by Vaimont 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 Supportinp Structures and Antennas—Addendum 2 using a nominal 3-second gust wind speed of 106 mph with no ice and 60 mph under service loads with the following design criteria: Type of Analvsis: Rigorous Structural Analysis Classification of Structure: Class II Exposure Cateqorv: Exposure C Topoqraphic Categorv: Category 1 EarthQuake Cateqorv: Not Considered Earthquake effects may be ignored per this standard for site locations where Ss does not exceed 1.0. (Pasco County Max Ss=0.10). Table 1 - Proposed Antenna and Cable Information _ ; .Center � . , , _ ._. . . _ _ _ _. , Mountin I Nuin6er= � - � _ `Num6er Feed . ; g Line ;. -- � Antenna ; - Line ; of -= -.:...._ : . . ;Antenna Model- - � of Feed; Note' Level:ft � Elevatioir ' � Manufacfurer° �i - ( _) i- ; ;Size : - ;Antennas� , -- - � � � - _ ; lines : - _�. . '(ft) _ : ._ . ! . .. ._ _ :__: � . - -' ' _. .. . ..... . � ;. - '(in).:� ._., `_: 3 Commscope _ SBJAH4-1 D65B-DL 3 Ericsson RRUS 32 1 g/g 1 171.0 175.0 _ y p- - - - - - — - 2 Ra ca DC2-48-60-0-9E 1 3/4 - - - 1 Raycap DC6-48-60-18-8C Notes: 1) See"Appendix B—Base Level Drawing"for assumed feed line configuration. Table 2- Existing and Reserved Antenna and Cable Information - --� Center � -. _ , „ - _ _ F d, . Mo.unting� Line ; Number ` Antenna� i _ - ;Number L ne; � � ofi � Antenna�.ModeL ;of Feed; � Note; Level.(ft) Elevafion: . :. .Manufacturer` , _ ; - S�ze .- -- _ _. A J _ . ' ; .ntennas� __ __ , - , Lines --- _ _. ..... ._ . ; (ft).__=: -:._ _ _i .. ...._..._..._ _... _.._.._� - - `(i n) - ' _: -.--... .:_.. .------- -- - ... ___� ._.. . ......_-- -.: � 4 Commscope CBC1921-DF-DC-6X 4 Nokia FHFB - - - - - = - -- 4 Andrew SBNHH-1 D65C w/Mount Pipe 194.0 4 Cellmax CMA-BDHH/6521/EO-6 Technologies w/Mount Pipe 6 2-1/4 2 Nokia - FRIE 6 1-5/8 190.0 2 Nokia NSN COVP 1 1-1/4 1 1 Nokia FRIG 1 ��8 8 Andrew ECC1920=VPUB 3 Nokia FRIG _ 190.0 - - — - 3 Nokia FXFB � 1 Tower Mounts Platform Mount[LP 715-1] tnxTower Report-version 7.0.5.1 December 21,20 i 6 i90-ft Self-Supporting Tower Structural Analysis Report CCI BU No 826548 TEP Project Number 48167.104472,Application 372275, Revision 0' Page 4 _ .. ..: - - : . .... , ,� Center ; _ . . , _. .__ , .- _ .�, . _- - - . . ... __ . _ Feed =- Nurriber� � � ; �,. � Number; _ - Mounting; L-ine� , of - Antenna _ ; _ - Line ' - � - � � Ahtenna Model � of'Feed: � -: Note� Level (ft).; Elevation: -_. .:. Manufacturer. _ _ - Size . - -;Antennas: _. ; Lines ' = � . ..�ft)_. .; ,. ... :. - , . - ,.. . - ` _:(��) ' � I 3 Andrew DBXNH-6565B-R2M w/Mount Pipe 2 3 Andrew E15S09P78 6 Andrew DBXNH-6565B-R2M w/Mount Pipe 175.0 3 Andrew SBNHH-1 D65B w/Mount Pipe 171.0 - - 12 1-5/8 6 Andrew E15S09P78 6 ��8 6 Ericsson RRUS-11 3 5/16 1 3 Ericsson RRUS A2 Module 2 3/4 2 Raycap DC2-48-60-0-9E 1 3�8, 1 Raycap DC6-48-60-18-8F 171.0 1 Tower Mounts Sector Mount[SM 502-3] 6 CSS CAP-FRO-656 w/Mount Pipe - - - - - - - - - - - 12 1-5/8 1 160.0 160.0 3 CSS X7C-FRO-860 w/Mount Pipe _ 1 Tower Mounts Pipe Mount[PM 601-3] 1 Tower Mounts Sector Mount[SM 1305-3] 3 Alpha Wireless Ltd. AW3286 - - - - 3 17/64- 3 Nokia FWHR 3 1/4 3 Box Enclosures 1 1 1 and Assembly BEN-92P 3 RFS Celwave APXVERRI8-C w/Mount Pipe � 150.0 150.0 9 RFS Celwave ACU-A20-N 3 Ericsson RRUS 31 B25 3 Ericsson RRUS-11800MHz 3 1-3/16 1 3 Ericsson 800MHz SMR Filter 1 Tower Mounts Sector Mount[SM 402-3] 3 KMW HB-X-AW-23-33-OOT 140.0 140.0 Communications 6 1-5/8 4 - 1 Tower Mounts Sector Mount[SM 402-3] Notes. 1) Existing equipment 2) Existing equipment to be removed;not considered in this analysis 3) Reserved equipment 4) Abandoned equipment;considered in this analysis Table 3- Design Antenna and Cable Information I ;:Center' ; - � „ _ ' .i _ - -- - -- - ; ;� - � Number � ' - _ _ ; Number' Feed , Mounting� Lme _ ' � Antenna . O ation' °f Manufacturer � � Antenna Model ; of Feed' L�ne ; Anfennas - ) ; • _ _ ; L �_Size. in � ines eve : _ ev _ � (ft _ _ _ ( ). _. __ ..._. ,.. ....._ _, _..._.. .. � _ _ .. . ... ._, , 190.0 190.0 12 CSA Wireless PCS A 060-19 - - - - - - - - - - - 175.0 175.0 12 CSA Wireless PCS A 060-19 - - 155.0 155.0 12 CSA Wireless PCS A 060-19 - - • tnxTower Report-version 7.0.5.1 � - December 2i, 20 i 6 190-ft Self-Supporting Tower Structural Analysis Report CCI BU No 826548 TEP Projecf Number 48i67.104472,Application 372275, Revision 0 Page 5 3) ANALYSIS PROCEDURE Table 4- Documents Provided _ _ . .. ....... ... . . . _. .. _ - . - - -. - . _ Document -_ i - - - - ,RemarKs. �-- - Reference - -Source _-.: . I .... . ...- . : - __ ... ._..... _r._. _ ._ .. .. -- ---. ..... _ _ . _. _ _ ... ........- --. .._ _. Geotechnical Report Nodarse &Associates, Inc. 3497292 CCISites Tower Foundation Drawing Valmont Microflect 3497291 CCISites Tower Manufacturer Drawings Valmont Microfiect 3675014 CCISites Tower Reinforcement Drawings Tower Engineering Professionals 3946359 CCISites - - - - - - -- - - - - - - - - - - Post-Modification Inspection Tower Erigineering Professionals 4460699 CCISites 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower and foundation were built in accordance with the manufacturer's specifications. 2) The tower and foundation have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and "Appendix B-Base Level Drawing". 4) All tower components are in sufficient condition to carry their full design capacity. 5) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. 6) All antenna mounts and mounting hardware are structurally sufficient to carry the full design capacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications. It is the carrier's respon'sibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. l'EP 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. - 7) The following material grades were assumed: a) Tower legs:ASTM A53-B-46 b) Tower bracing:ASTM A36 c) Anchor rods:ASTM A615-75 This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS - Table 5-Section Capacity(Summary) Section� - i 6omponent � , Cnt�cal - - - ; , j Pass/ ' EledaUon(tt)_ � � Size � P Iti : �P�,��„ 16_ E /,Ca acd Fa.�l i No. ; - 1 TYPe � - _ - -_ ; Element; -P - y� ,-: , - - � = = - ° :- _._. . 1 '�.._.._.:; _. _ . ,. _ : _ : ` - Ti 190-1 SO Leg Pipe 2.5 STD 1 -15030.30 53865.90 27.9 Pass T2 180-160 Leg PIPE 3.5 STD 19 -65368.20 96872.30 67.5 Pass T3 160-140 Leg Pipe 5 STD 49 -128070.00 157400.00 81.4 Pass T4 140-120 Leg Pipe 8 STD 75 -198296.00 330771.00 59.9 Pass — � -- - — T5 120-113.333 Leg Pipe 8 STD 99 -221326.00 330771.00 66.9 Pass T6 113.333-106.667 Leg Pipe 8 STD 111 -244626.00 330771.00 74.0 Pass - _ T7 106.667-100 Leg Pipe 8 STD 120 -266104.00 330771.00 80.4 Pass tnxTower Report-version 7.0.5.1 , December2i,20i6 i90-ft Self-Supporting Tower Structural Analysis Report CC/BU No 826548 TEP Projecf Number 48167.104472,Application 372275, Revision 0 Page 6 _..... .. ,.� _ - __.... ..._. - : , _-_ : -- -- - --_. _. ,_. - Section_ - Component ; - - � C_ritical, ; - ' °- j P_ass/ : EleVation(ft) � - - : - ( ) ( ) P. Y; Size P Ib , ',�P�,i�, Ib =- %oCa acit No. -: ; TYPe - ; -_ : Element; ! -- - - �Fail ,;_._ .... .. ........ -_ .. _ _. .., _ _. . _........... _..._. __. __. _ _.... ... ._ .- _ , � T8 100-80 Leg Pipe 10 STD(SCH40) 129 -328061.00 461312.00 71.1 Pass T9 80-70 Leg Pipe 10 STD(SC.H40) 147 -361630.00 461312.00 78.4 Pass T10 70-60 Leg Pipe 10 STD(SCH40) 159 -394791.00 461312.00 85.6 Pass Ti i 60-40 Leg Pipe 12 STD 168 -462049.00 573746.00 80.5 Pass T12 40-30 Leg Pipe 12 STD 1$6 -495274.00 573746.00 86.3 Pass T13 30-20 Leg Pipe 12 STD 198 -528083.00 573746.00 92.0 Pass T14 20-0 Leg Pipe 12 XH 207 -594267.00 756510.00 78.6 Pass - - - - - - - - .. - - Ti 190-1 SO Diagonal Li 3/4x1 3/4x3/16 12 -4149.28 6583.67 63.0 Pass T2 180-160 Diagonal L2x2x3/16 28 -8842.56 9562.73 92.5 Pass � T3 160-140 Diagonal 2L2 1/2x2 58 -11846.10 39879.30 29'� Pass 1/2x3/16x3/S 63.5(b) T4 140-120 Diagonal L3x3x3/16 82 -12968.30 16272.00 79'� Pass 83.0(b) T5 120-113.333 Diagonal L3x3x3/16 106 -13235.40 15534.40 85.2 Pass T6 113.333-106.667 Diagonal L3x3x3/16 114 -13149.50 14802:00 88.8 Pass T7 106.667-100 Diagonal 2L3x3x3/i6x1/2 124 -14759.30 46822.90 31'S Pass 46.9(b) T8 100-80 Diagonal L3 1/2x3 1/2x1/4 136 -17296.50 20524.30 84.3 Pass T9 80-70 Diagonal L31/2x31/2x1/4 154 -16672.10 19094.00 87.3 Pass T10 70-60 Diagonal 2L31/2x31/2x1/4x1/2 163 -18940.40 .65929.00 28'� Pass 40.1 (b) T11 60-40 Diagonal L3 1/2x3 1/2x3/8 175 -19728.20 23249.90 84.9 Pass T12 40-30 Diagonal L3 1/2x3 1/2x3/8 192 -18747.20 21848.60 85.8 Pass T13 30-20 Diagonai 2L3 1/2x3 1/2x3/8x1/2 201 -21761.60 B0654.50 27'� Pass 31.8(b) T14 20-0 Diagonal L4x4x3/S 213 -22074.50 26444.20 83.5 Pass Ti 190-180 Top Girt L3 1/2x3 1/2x1/4 5 -1688.31 22313.50 21 2�b� Pass - - - T2 180-160 Top Girt L3 1/2x3 1%2x1/4 22 24J4 50038.60 0.3(b) Pass T3 160-140 Top Girt L3 1/2x3 1/2x3/8 53 -219.48 33376.40 2�'�b� Pass T4 140-120 Top Girt L3 1/2x3 1/2x3/8 77 -2489.67 22854.00 10'9 Pass 23.4(b) , T5 120-113.333 Top Girt L4x4x3/8 101 -2059.06 25883.30 1 S��b� Pass T8 100-80 Top Girt L4x4x3/8 131 -4015.77 19314.30 20'a Pass 24 4(b) T9 80-70 Top Girt L5x5x5/16 149 -4171.77 25667.60 i s'3 Pass 35.5(b) Ti i 60-40 Top Girt LSx5x5/16 170 -5663.01 20429.20 27'� Pass 38.1 (b) T12 40-30 Top Girt L5x5x5/16 188 -5324.00 16908.10 31'5 Pass 35.8(b) T14 20-0 Top Girt LSx5x5%16 208 -5587.04 13973.70 � 40.0 Pass - - - Summary Leg(T13) 92.0 Pass - Diagonal(T2) 92.5 Pass Top Girt(T14) 40.0 Pass Bolt Checks 86.1 Pass - - - - - - RATING= 92.5 Pass tnxTower Report-version 7.0.5.1 December2�,20�6 190-ft Self-Supporting Tower Structural Analysis Report. � CC/BU No 826548 i 1'EP Project Number 48167.104472,Application 372275;Revision 0 Page 7 Table 6-Tower Component Stresses vs. Capacity ' -. _ . . . . _ _ - Notes� �;Companent' _ , ' Elevation:(ft)' `� �%Capacity ,Pass/Fait- ; _. . __ � -- . - _ . . _ _. ._ _ �1 Anchor Rods - 41.4 Pass -- - - - - _ ._ _ -- 1 Base Foundation 5oil Interaction - 85.6 Pass 1 Base Foundation S#ructura] - 34.0 Pass . Structure Rating�(max fr.om�al.l components); �'- � 92.5% ^ ` ' ` _ ... _ .. . __ _.... . __.... ___. _� ._ Notes. " � i} See addiEionai documentatian in"Appendix G-Additional Calculations"for calcuiations supporting the°fo capacity[isted. 4.1} Recornmendat9ons 1) If the load differs from that described in Tables 1 and 2 of this report, "Appendix B-Base Level Drawing" ar the provisians of this analysis are found ta be invalid, anather structural analysis shauld be performed. 2} The tawer ancf its faundation have sufficient capacit�t to carry the praposed laad canfiguratian. No modifications are required at this time. tnxTawec Ftepart-version 7.0.5.1 _ December2l,20i6 � i90-ft Self-Supporting Tower Structural Analysis Report CCl BU No 826548 TEP Project Number 48i67.104472,Application 372275, Revision 0 Page 8 APPENDIX A TNXTOWER OUTPUT . tnxTower Report-version 7.0.5.1 , � i 190.0 tt 0 . y a 6 � DESIGNED APPURTENANCE LOADING - ,eo_on , TYPE ELEVATION TYPE ELEVATION ' C8C1921-DF-0G6x 1°0 (21E155a9P78 171 ` (y (2)CBC1927-0E-DG6X 7�0 RR11532 »� � - CBC7927-DF-0G6X 7So RRU532 »� (2)FHFB 190 RflUS 32 171 �� � � � � FHFB 190 RR115A2MODULE 171 � - FHFB 7&0 RRUSA2MODULE 771 d CMq-60HW6527/E0.6w/AAounlPipe 1�o RRUSA2MODULE 171 (2)CMA-BDHH/6521lE6b w/Mount Pipe 190 (2)RRUS-11 171 16o.Oft CMA-BDHW6521/E0�6w/MauntPi 15a 2 RRUS-11 171 - (2)58NHI+iDfiSC w/Mount Pipe 15a (2)RRUS-11 171 SBNHH-1�fiSC w/Mount Pipe 19a Sector Mount[SM 502-3� 171 ,.mj 59NHH-1D65Cw/MountPipe 150 (21CAP-FR0.656w/MountPipe 160 � (2)ECC1920-VPUB 1�0 (21 CAP-FRO-656w/MouN Pipe 160 y � (2)ECG192aVPU0 7&0 (21CAP-FROfi56w/MountPipe 7bo �' � %�' (4)ECC7920.VPUB 19a X7GFR0-860 w/Mount Plpe iba _ � /� � (3�FRIG 1S0 X7GFR0-BfiOwlMounlPi� 160 � FRIG 7�0 IOGFRO-860w/MauntPipe 160 � �g 7�p SectorMaunt[SM1305-3� 160 � 140.011 (2)F%FB 1`0 Pi AMunt PM 601-3) 160 FRIE 1�a AP%VERRt&Gw/MounlPi 150 , FRIE 19a AP%VERfl1&Gw/MounlPipe 750 � , NSNCOVP 190 AP%VEftRI&Cw/MounLRpe 150 NSN LOVP 190 AW3286 150 (3)24'x 4-tl pipe 1E0 AW3286 150 � � � (31 2.6'x 4tt plpe 190 AWffi86 150 � (3)2.4'Y4tt 790 RRU&11800MHZ 150 2.4•DIaY&tl PI 15a RRUS11 BooMHz 150 � � 2.d'Diaxfi-flPipe 180 RRUS71800MHz 150 � ^ (2)2.4'Dia Y Gft Pipe 1 SO 800MHz SMR Filter 150 `3 120_0 fl e'Ladder 190 � BOOMHz SMR Fllter 150 a Platlorm Mount[LP 7151� 190 e00MHz SMR Flter 150 e q , (2)�6XNH-6565&R2M w/Maunt Pipe 771 RRUS 31 B25 150 113.3�l ' (2)09%NH-6565B-R2M w/Mount Plpe /71 RflUS 31 B25 150 (2�OBXNH-6565&R2Mw/MountPipe 771 RRU531B25 150 � � SBIAHb1�65&DLw/MaunlPl 171 (3�ACU-A2aN 150 . � S&IAH4-1D65&DLw/MauniPipe 171 (3)ACLLA2aN 150 Q 106_71t S&IAH4-1Dfi5B-�Lw/MounlPi e 171 (3)ACU-A20.N 150 z � _ SBNHH-1D659w/MountPl 771 FWHR 750 F r , SBNHH-1D65Bw/MountPipe 771 � FWHR 150 toD.oe SBNHHdDG59w/MountPi 771 FWHR 150 OC2�8-fi0.0.9E 171 9EN-92P 150 m (2)�2d8-60-0-9E 171 Sector Mount SM 402.'! 150 � Q Q DC2�8-60.0-9E 171 H&X-AW-23-39-0OT 140 DCfi�B-fi0.18-BF 171 H&X-AW-23-33-0OT 140 � � ' DC6-48-fio-78-BC 171 H&X-AW-23-33-0OT 740 � � (2�E15509P78 171 SatorMount SM402J 140 '� (2)E15509P79 171 � � SYMBOL LIST N � so.o tt MARK SQE MARK S¢E N � A L1 3/4x1 3/4�3/16 C 2L3 1/2�Gi 1/2r1/4s1/2 � _ B 2l3Ydi3/76[1/2 D 2L31/2fL11l21L!/8%12 C - � ' - MATERIAL STRENGTH �o.o n GRADE Fy Fu GftADE Fy Fu A53-B-4fi 46 ksl 67 ksi Ai6 361W 58 ksl � z � TOWER DESIGN NOTES eo.o n t.Tower is located in Pasco County,Florida. , 2.Tower designed for Exposure C to the TIA-222-G Standard. 3.Tower designed for a 106 mph basic wind in accordance with the TIA-222-G Slandard. , 4. Deflections are based upon a 60 mph wind. � 5.Tower Structure Class II. " � � 6.Topographic Category 1 with Crest Height of 0.00 ft : , 7.TOWER RATING:92.5% , , � - N � � . � ao.o n - a ALL REACTIONS ! ARE FACTORED ao.o n MAX.CORNER REACTIONS AT BASE: z A � OOWN:611438/b . � SHEAR:607151b zo.o n — . UPLIFT -54.55431b \� SHEAR:54946!b x � ` , �� AXIAL _ : ' � 7633216 � _ � , - SHEAR� MOMENT 98299 Ib, � 10828 773 16-ft o.o tf. . � TORQUE 740361b-R REACTIOf'JS-f 06 mph WIND � _ c� 5 � � � m � � � 9� � o o �_ � 3 Tower Engineering Professionals,Inc. ° Pasco County(VS)(BU 826548) . � 326 Tryon Road P1Di��TEP No.48167.Y04472 � RHleigh,NC 27603 �eidt Crown Gastl °iatvn�Kelly E Hoiness,EI'��d� Phone:(919)661-6351 �'TIA-222-G oa�:12/21/i6 5c�a:NTS FAX: 919 661-6350 PeU''c cw �c»n �No.E_7 ' Pa e ������� �ob Pasco County(VS) (BU 826548) 9 1 of 35 Tower Engineering Project Date Professionals,Inc. TEP No. 48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle Kell E. Hoiness, FAX.•(919)661-6350 - y - E.I. � - Tower 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 tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 8.000 ft at the top and 21.333 ft at the base. . This tower is designed using the TTA-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 O.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. O t1ot1S - Co�sider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider MomenLs-Horizontals Assume I,egs Pinned � Calcula[e Redundant Bracing Forces Consider Moments-Diagonals � Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification � Use Clear Spans For Wind Area SR Leg Bolts Resis[Compression 1� Use Code Stress Ratios � Use Clear Spans For KIJr All Leg Panels Have Same Allowable � Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt A[Foundation Escalate Ice � Bypass Mast Stability Checks � Consider Feed Line Torque Always Use Max Kz � Use Azimuth Dish Coe�cients � Include Mgle Block Shear Check Use Special Wind Profile � Project Wind Area of Appurt Use TIA-222-G Bracing Resist.Exemption � Include Bol[s In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Secuo� Add IBC.6D+W Combinauon poj� � Secondary Horizontal Braces Leg � Sor[Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Criucal Flow SR Members Have Cut Ends Trea[Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric *� Job Page ��j�'��� Pasco County(VS) (BU 826548) 2 of 35 ' Project Date � TowerEngineering TEP No.48167.104472 10:01:41 12/21/16 ''I Professionals,Inc. 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle Kelly E. Hoiness, FAX:(919J 661-6350 E.I. Wind 180 �� Lea A Wind 90 =—� � dc+ ��4 � Leg C Z � Le9 B Face C Wind Normal Triangular To wer � � - Tower Section Geometr - Tower Tower Assembly Descrip[ion Seclion Number Sec[ian Secdon Elevation Database Width of Length � Seclians II fr f� Tl 190.00-180.00 8.000 1 10.00 T2 180.00-160.00 8.000 1 20.00 T3 160.00-140.00 8.000 1 20.00 T4 140.00-120.00 9.667 1 20.00 TS 120.00-11333 11333 1 6.67 T6 113.33-106.67 11.889 1 6.67 T'7 106.67-100.00 12.444 1 6.67 T8 100.00-80.00 13.000 1 20.00 T9 80.00-70.00 14.667 1 10.00 T10 70.00-60.00 15.500 I 10.00 Tl l 60.00-40.00 16333 1 20.00 T12 40:00-30:00 � 18.000 1 10.00 T13 30.00-20.00 18.833 1 10.00 T14 20.00-0.00 19.667 1 20.00 _ _ _. , ._ . ;_ � - _ = Tower Section 'Geomet = � cont'd `, _ __ � � - � Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Braee HoriZontals Offset Offset ' � End ft ft Panels in in Tl 190.00-180.00 5.000 X Brace No No 0.000 0.000 Job Page ������� Pasco County(VS) (BU 826548) 3 of 35 TowerEngineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6357 Crown Castle Kell E. Hoiness, FAX.(919)661-6350 y E.I. Tower Tower Dia�onal Bracin,� Has Has Top Gir1 Boltom Gir[ Section Elevation Spacing Type KBrace HoriZontals Ojfset Offset End ft ft Panels in in T2 180.00-160.00 5.000 X Brace No No 0.000 0.000 T3 160.00-140.00 6.667 X Brace No No 0.000 0.000 T4 140.00-120.00 6.667 X Brace No No 0.000 0.000 T5 120.00-113.33 6.667 X Brace No No 0.000 0.000 T6 11333-106.67 6.667 X Brace No No 0.000 0.000 T7 106.67-100.00 6.667 X Brace No No 0.000 0.000 T8 100.00-80.00 10.000 X Brace No No 0.000 0.000 T9 80.00-70.00 10.000 X Brace No No 0.000 0.000 T10 70.00-60.00 10.000 X Brace No No 0.000 0.000 T11 60.00-40.00 10.000 XBrace No No 0.000 0.000 T12 40.00-30.00 10.000 XBrace No No 0.000 0.000 T13 30.00-20.00 10.000 X Brace No No 0.000 0.000 T14 20.00-0.00 10.000 X Brace No No 0.000 0.000 Tower Section Geometr cont'd Tower Leg Leg Leg Diagonal Uiagonal Diagonal F.levatinn Type Size Grade Tyne Size Grade jt Tl 190.00-180.00 Pipe P�pe 2.5 STD A53-B�6 Equal Angle Ll 3/4x1 3/4x3/16 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�6 Equal Angle I�x3x3/16 A36 (46 ksi) (36 ksi) TS 120.00-11333 Pipe Pipe 8 STD A53-B-46 Equal Angle I3x3x3/16 A36 (46 ksi) (36 ksi) T6 11333-106.67 Pipe Pipe 8 STD A53-B�6 Equal Angle L3x3x3/16 A36 (46 ksi) (36 ksi) T7 106.67-100.00 Pipe Pipe 8 STD A53-B�6 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 I3 1/2x3 1/2x1/4 A36 (46 ksi) (36 ksi) T9 80.00-70.00 Pipe Pipe 10 STD(SCH40) A53-B116 Equal Angle L3 1/2x3 1/2x1/4 A36 (46 ksi) (36 k.ei) T10 70.00-60.00 Pipe Pipe 10 STD(SCH40) A53-B�6 Double Equa1 2L3 1/2x3 1/2x1/4x1/2 A36 (46 ksi) Angle (36 ksi) Tl l 60.00�0.00 Pipe Pipe 12 STD A53-B-46 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 I3 1/2x3 1/2x3l8 A36 (46 ksi) (36 ksi) T1330.00-20.00 Pipe Pipe 12 STD A53-B-46 DoubleEqual 2L3 1/2x3 1/2x3/8x1/2 A36 (46 ksi) Angle (36 k.ei) T14 20.00-0.00 Pipe Pipe 12 XH A53-B-46 Equal Angle L,4x4x3/8 A36 (46 ksi) (36 k.si) _ � _ _Tower Section_Geometr cont'd 1 Job Page ������� Pasco County(VS) (BU 826548) 4 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Raad Raleigh,NC27603 Client Designedby Phone:(979)66]-6351 Crown Castle Kell E. Hoiness, FAX.(919)661-6350 y E.I. Tower Top Gir( Top Gir! Tap Gir[ Bollom Gir1 Bo[!am Gin Bo[!am Gir1 Elevation Type Size Grade Type Size Grade �� Tl 190.00-180.00 Equa]Angle L3 1/2x3 1/2x1/4 A36 Solid Round A36 (36 ksi) (36 ksi) T2 180.00-160.00 Equal Angle I3 1/2x3 1/2x1/4 A36 Solid Round A36 (36 ksi) (36 ksi) T3 160.00-140.00 Equa1 Angle L3 1/2x3 1/2x3/8 A36 Solid Round A36 (36 ksi) (36 ksi) T4 140.00-120.00 Equa]Angle L3 1/2x3 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 L4x4x3/8 A36 Solid Round A36 (36 ksi) (36 ksi) T9 80.00-70.00 Equa]Angle ISx5x5/16 A36 Solid Round A36 (36 ksi) (36 ksi) TI I 60.00�0.00 Equal Angle LSx5x5/16 A36 Solid Round A36 (36 ksi) (36 ksi) T1240.00-30.00 Equa]Angle I,Sx5x5/16 A36 Solid Round A36 ' (36 ksi) , (36 ksi) T14 20.00-0.00 Equal Angle LSx5x5/16 A36 Solid Round A36 (36 ksi) (36 ksi) � � Tower Section Geometr cont'd Tower Gussel Gusset Gusse[Grade Adjusl.Factor Adjust. Wei�h1 Mul[. Double Angle Dauble Angle Double Angle Elevatian Area Thickness Af Factar S�itch Bolt Stirch Bolt Stitch Bolt (per face) � A, Spacing Spacing Spacing Diaganals Horizontals Redundnnts f� f� in in in in Tl 0.00 0.375 A36 1.03 1 1.05 0.000 0.000 36.000 190.00-180.00 (36 ksi) T2 0.00 0.375 A36 1.03 1 I.OS 0.000 0.000 36.000 180.00-160.00 (36 ksi) T3 0.00 0.375 A36 1.03 1 1.05 Third-Pt 0.000 36.000 160.00-140.00 (36 ksi) T4 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 36.000 140.00-120.00 (3(]�) TS 0.00 0.500 A36 1.03 I I.OS 0.000 0.000 36.000 120.00-113.33 (36 ksi) T6 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 36.000 113.33-106.67 (36 ksi) T7 0.00 0.500 A36 1.03 1 1.05 Third-Pt 0.000 36.000 106.67-100.00 (36 ksi) T8 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 36.000 100.00-80.00 (36 ksi) T9 80.00-70.00 0.00 0.500 A36 1.03 1 1.OS 0.000 0.000 36.000 , (36 ksi) T10 0.00 0.500 A36 1.03 1 1.05 Third-Pt 0.000 36.000 70.00-60.00 (36 ksi) Tll 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 36.000 60.00-40.00 (36 ksi) T12 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 36.000 40.00-30.00 (36 ksi) T13 0.00 0.500 A36 1.03 1 1.05 Third-Pt 0.000 36.000 30.00-20.00 - (36 ksi) T14 20.00=0.00 0.00 0.500 A36 1.03 1 1.05 0.000 0.000 36.000 (36 ksi) - Job Page ������� Pasco County(VS) (BU 826548) 5 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryai Raad Raleigh,NC27603 Client Designed by Phone.(919)661-6357 Crown Castle FAX. (919)661-6350 Kelly E. Hoiness, E.I. _ Tower Section Geometr cont'd K Faclars� Toiver Calc Calc Legs X K Single Girts Hariz. Sec. Inner Elevalion K K Brace Brace Diags Horiz Brace Single Solid Diags Diags A�igles Rom�ds X X X X X X X h 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 T'2 Yes No 1 1 1 1 1 1 1 1 180.00-160.00 1 1 1 1 1 1 1 T3 Yes No 1 1 1 1 1 1 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 I 1 1 1 1 T5 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 1 1 1 113.33-106.67 1 1 1 1 1 1 1 T7 Yes 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 Yes No 1 1 1 1 1 1 1 1 70.00-60.00 1 1 I 1 1 1 1 Tll Yes No 1 1 I I 1 1 1 1 60.00�0.00 1 1 1 1 1 1 1 T 12 Yes No 1 1 1 1 1 1 1 � 40.00-30.00 1 1 1 1 1 1 1 Tl3 Yes No 1 I 1 1 1 1 1 1 30.00-20.00 1 1 " 1 1 1 1 1 T 14 Yes No 1 1 I 1 1 1 1 1 zo.oao.00 1 1 1 1 1 1 1 �Nnte:Kfactnr,r are applied tn memher,segment length.r.K-hrace.r with�ut inner,ruppnning member,s wi11 have the ICfocrnr in rhe nut-nf-plane directi�n applied tn 1he overall[englh. - Tower Section Geometr cont'd � � Tower Leg Diago�wl Tap Girt Bottom Girt Mid Girt Lang Harizontal Short HoriZantal Elevation ji Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduc� Deduct Deduc[ Wid1h Wid[h Wid[h Wid[h in in in Deduct Deduct Deduc[ Dedirct in in in in Tl 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 0.75 180.00-160.00 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 Job Page ������� Pasco County(VS) (BU 826548) 6 of 35 Project Date Tower Engineering TEP No.48167.104472 10:01:41 12/21/16 Professionals,Inc. 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone.(919)661-6351 Crown Castle Kelly E. Hoiness, FAX.(919)661-6350 E.I. Tower Le� Diagonal Top Gir[ Bol�om Gir[ Mid Gir( Lon�Horizonlal Shar�Horizontal Elevatiat �� � Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Widrh Width Width Width in in in Deduct Deduct Deduct Deditct 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 11333-106.67 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 T8 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 Tll 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 Diagonal Top Girt Bottam Girt Mid Girt I.ong Horizorital Short HoriZontal Elevation Connection ft Type I Bolt Size No. Balt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt SiZe Na. �I ' in in in in in in in I Tl 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 I T2 F1ange 0.875 4 0.500 2 0.500 1 0.625 0 0.625 0 0.625 0 0.625 0 I 180.00-160.00 A325N A325N A325N A325N -A325N A325N A325N ' T3 Flange 1.000 6 0.750 1 0.750 I 0.000 0 0.625 0 0.625 0 0.625 0 � 160.00-140.00 A325N A325X A'i25N A325N A325N A325N A325N ' i T4 Flange 1.500 4 0.625 2 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 ' 140.00-I20.00 A325N A325N A325N A325N A325N A325N A325N I TS F1ange 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 I T6 Flange 1.500 0 0.625 2 0.625 0 0.000 0 0.625 0 0.625 0 0.625 0 113.33-106.67 A325N A325N A325N A325N A325N A325N A325N T'7 Flange 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 F1ange 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 .e325N 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 F1ange 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 I 0.000 0 0.625 0 0.625 0 0.625 0 40.00-30.00 A325N A325N A325N A325N A325N A325N A325N T13 Flange 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 ������� Pasco County(VS) (BU 826548) - 7 of 35 Project Date ' Tower Engineering Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)66]-6351 Crown Castle Kelly E. Hoiness, FAX. (919)66]-6350 E.I. Tower Le� Leg Dia,�onal Top Gir[ Ba1�om Gin Mid Girt Lan�Horizonlal Shor[Florizon[al Elevatiai Cannectian /1 Type Bolt Size No. Bolt Siie Na. Bolt Si�e No. Bolt Size No. Balt Si�e No. Balt Si�e No. Bolr Size Na. in in in in in in in T14 20.00-0.00 F1ange 2.250 0 0.750 2 0.750 1 0.625 0 0.625 0 0.625 0 0.425 0 A615-75 A325N A325N A325N A325N A325N A325N Feed Line/Linear A urtenances - Entered As Round Or Flat. Descrip�ion Face Allow Companenl Placemen� Face I�[eral # # Clear Width or Perimeter Wei�h1 or Shield Type Offset Offset Per Spacing Dimneter Le� f[ in (Frac FW) Row in in in pl/' - **Safety** Safety Line B No Ar(CaAa) 190.00-0.00 -8.000 0.45 1 1 0375 0375 0.220 3/8 Climbing B No Af(CaAa) 190.00-0.00 -8.000 0.45 1 1 3.000 3.000 4.000 Ladder(A� **A Face** TSZ 999 A No Ar(CaAa) 150.00-0.00 0.000 0.45 3 2 0.500 I 190 1.070 067/xxxM-8A WG(1-3/16") TYPE SOOW A No Ar(CaAa) 150.00-0.00 0.000 0.42 1 1 0.500 1.000 0.670 10/9(1") 2"F1e�cible A No Ar(CaAa) 150.00-0.00 0.000 0.44 1 1 0.500 2.000 0340 Condui[ Feed Line A No Af(CaAa) 150.00-0.00 0.000 0.45 1 1 3.000 3.000 4.000 Ladder *** LCF 158-SOJL( A No Ar(CaAa) I 60.00-0.00 0.000 0 I 2 I 2 0.500 I.980 0.520 1 5!8") Feed Line A No Af(CaAa) 160.00-0.00 0.000 0 1 1 3.000 3.000 4.000 I.adder **B Face** LDF7-SOA(1- B No Ar(CaAa) 171.00-0.00 0.000 -0.3 12 12 0.500 1.980 0.820 5/8") LDFS-SOA(7/ B No Ar(CaAa) 171.00-0.00 2.500 -0.25 6 6 0.500 1.090 0330 8") Feed Line B No Af(CaAa) 171.00-0.00 _ 0.000 -03 1 I 3.000 3.000 4.000 Ladder **C Face** - LDF7-SOA(1- C No Ar(CaAa) 140.00-0.00 0.000 0.45 6 6 0.500 1.980 0.820 5/8") , Feed Line C No Af(CaAa) 140.00-0.00 0.000 0.45 1 1 3.000 3.000 4.000 Ladder ��* _ LDFS-50A(7/ C No Ar(CaAa) 190.00-0.00 0.000 -0.27 1 1 0.500 1.090 0330 8) LDF12-50(2-1 C No Ar(CaAa) 190.00-0.00 0.000 -039 6 6 0.500 2.350 1.220 /4) LDF7-SOA(1- C No Ar(CaAa) 190.00-0.00 0.000 -031 6 6 0.500 1.980 0.820 5/8") LDF6-SOA(1- C No Ar(CaAa) 190.00-0.00 2.500 -0.42 1 1 0.500 1.550 0.600 1/4) Feed Line C No Af(CaAa) 190.00-.0.00 0.000 -035 1 1 3.000 3.000 ' 4.000 Ladder *** Job Page ������� Pasco County(VS) (BU 826548) 8 of 35 Tower Engineering Project Date Professionals,'Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone.(y19)661-635] Crown Castle FAX:(919)661-6350 Kelly E. Hoiness, E.I. - Feed Line/Lanear A urtenances - Entered_As Area_ � Descrip�ion Face Allotiv Camponent Placemenl Face Laleral # CAAA Weight � or Sl:ield Type Offset Offset Le� f1 in (Frac FW) Jtz//2 pl/' 7919A(17/64") A No CaAa(Out Of Face) 150.00-0.00 0.000 0.44 3 No Tce 0.00 0.030 004E6F-31331 A No CaAa(Out Of Face) 150.00-0.00 0.000 0.44 3 No Ice 0.00 0.021 -29(1/4") ATCB-BOl(5/ B No CaAa(In Face) 171.00-0.00 2.500 -035 3 No Ice 0.00 0.075 16") FB-L98B-002- B No CaAa(In Face) 171.00-0.00 2.500 -034 1 No Ice 0.00 0.065 XXX(3/8) WR-VG86ST- B No CaAa(In Face) 171.00-0.00 2.500 -033 1 No Ice 0.00 0.584 BRD(3/4) - WR-VG86ST- B No CaAa(In Face) 171.00-0.00 2.500 -032 1 No Ice 0.00 � 0.584 BRD(3/4") WR-VG86ST- B No CaAa(In Face) 171.00-0.00 2.500 -037 1 No Ice 0.00 0.584 BRD(3/4") 12 PAIR( B No CaAa(In Face) 171.00-0.00 2.500 -0.29 1 No Ice 0.00 0.080 3/8") ��� � Feed Line/Linear A urtenances Section Areas. Tower Tower Face AR AF CAAA CqAA Weight Sec[ion Elevalion hi Face Out Face jt ft� f[� ft� fi� lb TI 190.00-180.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 5.375 0.000 42.20 C 0.000 0.000 33.620 0.000 171.70 T2 180.00-160.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 49.580 0.000 281.76 C 0.000 0.000 67.240 0.000 343 40 T3 160.00-140.00 A 0.000 0.000 69.090 0.000 288.53 B 0.000 0.000 81350 0.000 443.23 ` C 0.000 0.000 67.240 0.000 343 40 T4 140.00-120.00 A 0.000 0.000 80.660 0.000 372.26 B 0.000 0.000 81350 0.000 443.23 C 0.000 0.000 101.000 0.000 521.80 TS 120.00-11333 A 0.000 0.000 26.887 0.000 124.09 B 0.000 0.000 27117 0.000 147.74 C 0.000 0.000 33.667 0.000 173.93 T6 113.33-106.67 A 0.000 0.000 26.887 0.000 -124.09 B 0.000 0.000 27117 0.000 147.74 C 0.000 0.000 33.667 0.000 173.93 T7 106.67-100.00 A 0.000 0.000 26.887 0.000 124.09 B 0.000 0.000 27.117 0.000 147.74 C 0.000 0.000 33.667 0.000 173.93 T8 100.00-80.00 A 0.000 0.000 80.660 0.000 37226 B 0.000 0.000 81350 0.000 443.23 C 0.000 0.000 101.000 0.000 521.80 T9 80.00-70.00 A 0.000 0.000 40330 0.000 186.13 B 0.000 0.000 40.675 0.000 221.62 C 0.000 0.000 50.500 0.000 260.90 T10 70.00-60.00 A 0.000 0.000 40330 0.000 186.13 B 0.000 0.000 40.675 0.000 221.62 C 0.000 0.000 50.500 0.000 260.90 Tll 60.00�0.00 A 0.000 0.000 80.660 0.000 372.26 B 0.000 0.000 81350 0.000 443.23 Job - Page ����'��� Pasco County(VS) (BU 826548) 9 of 35 Tower Engineering Project Dat� _ Professionals,Inc. TEP No.48167.104472 , 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone.(919)661-6357 Crown Castle Kelly E. Hoiness, FAX.(919)661-6350 . E.I. Tower Tower Face Ax AF CAAA CaAA Weigh[ Sectian Elevation In Face Out Face /'i !�z !�Z f�2 fiz Ib C 0.000 0.000 101.000 0.000 521.80 T12 40.00-30.00 A 0.000 0.000 40.330 0.000 186.13 ' B 0.000 0.000 40.675 0.000 221.62 - : - C 0.000 0.000 50.500 0.000 260.90 ' T13 30.00-20.00 A 0.000 0.000 40.330 0.000 186.13 B 0.000 0.000 40.675 0.000 221.62 C 0.000 0.000 50.500 0.000 260.90 T14 20.00-0.00 A 0.000 0.000 80.660 0.000 372.26 - B 0.000 0.000 81350 0.000 443.23 C 0.000 0.000 101.000 0.000 521.80 ' Feed Line Center of Pressure� Sectian Elevation CPx CPZ CPx CPZ � Ice ' Ice ft in in in in Tl 190.00-180.00 6.123 5.135 7.203 6.011 T2 180.00-160.00 5.136 1227 5.980 1.619 T3 160.00-140.00 2.126 -2.057 2.518 -2.228 T4 140.00-120.00 0.525 -1.566 0.606 -1.705 TS 120.00-11333 0.566 -1.676 0.657 -1.828 T6 113.33-106.67 0.620 -1.828 0.721 -1.994 T7 106.67-100.00 0.649 -1.908 0.756 -2.083 T8 100.00-80.00 0.685 -2.004 0.802 -2.190 T9 80.00-70.00 0.728 -2.121 0.856 -2.320 T10 70.00-60.00 0.803 -2.333 0.946 -2.553 TI1 60.00-40.00 0.827 -2.393 0.977 -2.620 T12 40.00-30.00 0.863 -2.490 1.022 -2.728 T13 30.00-20.00 0.949 -2.733 1.125 -2.995 T14 20.00-0.00 0.969 -2.783 1.151 -3.051 � - Shieldin Factor Ka Tower Feed Line Description Feed Line K K Section Recard No. Se ment Elev. No Ice Ice - Tl 2 Safety Line 3/8 180.00- 0.6000 0.6000 190,00 T1 � 3 Climbing�Ladder(A� 180.00- 0.6000 0.6000 190.00 TI 28 LDFS-SOA(7/8) 180.00- 0.6000 0.6000 ' 190.00 Tl 29 LDFl2-50(2-I/4) 180.00- 0.6000 0.6000 190.00 _ Tl 30 LDF7-SOA(1-5/8") 180.00- 0.6000 0.6000 _ 190.00 Tl 31 LDF6-SOA(1-1/4) 180.00- 0.6000 0.6000 190.00 T1 32 Feed Line Ladder 180.00- 0.6000 0.6000 190.00 T2 2 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T2 3 Climbing Ladder(A� 160.00- 0.6000 0.6000 ������� Job " Pa9e 10 of 35 Pasco County(VS) (BU 826548) ��TowerEngineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone.(919)661-6351 Crown Castle Kell E. Hoiness, FAJL•(919)661-6350 y E.I. Tower Feed Line Descrip[ian Feed Line K K„ Sectiai Record No. Segment Elev No Ice Ice 180.00 T2 15 LDF7-SOA(1-5/8") 160.00- 0.6000 0.6000 171.00 T2 16 LDFS-50A(7/8") 160.00- 0.6000 0.6000 171.00 T2 17 ATCB-BOl(5/16") 160.00- 0.6000 0.6000 171.00 T2 18 FB-L98B-002-XXX(3/8) 160.00- 0.6000 0.6000 171.00 T2 19 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 � 171.00 T2 20 WR-VG86ST-BRD(3/4") 160.00- 0.6000 0.6000 _ 171.00 T2 21 WR-VG86ST-BRD(3/4") I 60.00- 0.6000 0.6000 171.00 - T2 22 12 PAIR(3/8") 160.00- 0.6000 0.6000 171.00 T2 23 Feed Line Ladder I 60.00- 0.6000 0.6000 171.00 - T2 28 LDFS-SOA(7/8) 160.00- 0.6000 0.6000 180.00 T2 29 LDF12-50(2-1/4) 160.00- 0.6000 0.6000 180.00 T2 30 LDF7-SOA(I-5/8") 160.00- 0.6000 0.6000 180.00 T2 31 LDF6-SOA(1-1/4) 160.00- 0.6000 0.6000 - 180.00 T2 32 Feed Line Ladder 160.00- 0.6000 0.6000 180.00 T3 2 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T3 3 Climbing Ladder(A� 140.00- 0.6000 0.6000 160.00 T3 5 TSZ 999 140.00- 0.6000 0.6000 067/xxxM-8AWG(1-3/16") 150.00 T3 8 TYPE SOOW 10/9(1") 140.00- 0.6000 0.6000 150.00 T3 9 2"F7exible Conduit 140.00- 0.6000 0.6000 150.00 T3 10 Feed Line Ladder 140.00- 0.6000 0.6000 150.00 T3 12 LCF158-SOJL(15/8") 140.00- 0.6000 0.6000 160.00 T3 13 Feed Line Ladder 140.00- 0.6000 0.6000 160.00 T3 15 LDF7-SOA(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 16 LDFS-SOA(7/8") 140.00- 0.6000 0.6000 160.00 T3 17 ATCB-BOl(5/16") 140.00- 0.6000 0.6000 160.00 T3 18 FB-L98B-002-X}OC(3/8) 140.00- 0.6000 0.6000 160.00 T3 19 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T3 20 WR-VG86ST-BRD(3/4") 140.00- 0.6000 0.6000 160.00 T3 21 WR-VG86ST-BRD(3/4") 140.00- 0.6000 0.6000 160.00 T3 22 12 PAIR(3/8") 140.00- 0.6000 0.6000 - 160.00 T3 23 Feed Line Ladder 140.00- 0.6000 0.6000 i Job Page ������� Pasco County(VS) (BU 826548) 11 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01.41 12/21/16 326 Tryon Roaa' Raleigh,NC27603 Client Designed by Phone:(9/9)66/-6351 Crown Castle . FAX:(919)66]-6350 Kelly E. Hoiness, E.I. Tawer Feed Line Descriplion Feed Line K K Sectiai Record No. Segment Elev. No Ice Ice 160.00 T3 28 LDFS-SOA(7/8) 140.00- 0.6000 0.6000 160.00 T3 29 LDF12-50(2-1/4) 140.00- 0.6000 0.6000 160.00 T3 30 LDF7-SOA(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 31 LDF6-SOA(1-1/4) 140.00- 0.6000 0.6000 160.00 T3 32 Feed Line Ladder 140.00- 0.6000 0.6000 160.00 T4 2 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T4 3 Climbing L.adder(A� 120.00- 0.6000 0.6000 140.00 T4 5 TSZ 999 120.00- 0.6000 0.6000 067/xxxM-8AWG(1-3/16") 140.00 T4 8 TYPE SOOW 10/9(1") 120.00- 0.6000 0.6000 140.00 T4 9 2"Flexible Conduit 120.00- 0.6000 0.6000 140.00 T4 I 0 Feed Line Ladder 120.00- 0.6000 0.6000 - 140.00 T4 12 LCF158-50JI,(1 5/8") 120.00- 0.6000 0.6000 140.00 T4 13 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 T4 15 LDF7-SOA(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 16 LDFS-SOA(7/8") 120.00- 0.6000 0.6000 140.00 T4 17 ATCB-BOl(5/16") 120.00- 0.6000 0.6000 140.00 � T4 18 FB-L98B-002-XXX(3/8) 120.00- 0.6000 0.6000 140.00 T4 19 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 � , T4 20 WR-VG86ST-BRD(3/4") 120.00- 0.6000 0.6000 140.00 ' T4 21 WR-VG86ST-BRD(3/4") 120.00- 0.6000 0.6000 140.00 T4 22 12 PAIR(3/8") 120.00- 0.6000 0.6000 140.00 T4 23 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 T4 25 LDF7-SOA(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 26 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 T4 28 LDFS-SOA(7/8) 120.00- 0.6000 0.6000 140.00 T4 29 LDFl2-50(2-1/4) ' 120.00- 0.6000 0.6000 140.00 T4 30 LDF7-SOA(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 31 LDF6-SOA(1-1/4) 120.00- 0.6000 0.6000 140.00 T4 32 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 TS 2 Safery Line 3/8 11333- 0.6000 0.6000 120.00 TS 3 Climbing Ladder(A� 11333- 0.6000 0.6000 � Job Page ������� Pasco County(VS) (BU 826548) 12 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road - Raleigh,NC27603 Client Designed by Phone:(979)661-6351 Crown Castle FAX.(919)661-6350 Kelly E. Hoiness, E.I. Tower Feed Line Descrip[ion Feed Line K K Sectio�i Record No. Segment Elev. No Ice Ice 120.00 TS 5 TSZ 999 113.33- 0.6000 0.6000 067/e�c�1-8AWG(1-3/16") 120.00 TS 8 TYPE SOOW 10/9(1") 113.33- 0.6000 0.6000 120.00 _ TS 9 2"Flexible Conduit 113.33- 0.6000 ' 0.6000 120.00 - TS 10 Feed Line Ladder 113.33- 0.6000 0.6000 120.00 TS 12 LCF158-SOJL(1 5/8") 11333- 0.6000 0.6000 120.00 TS 13 Feed Line Ladder 113.33- 0.6000 0.6000 120.00 TS IS LDF7-SOA(I-5/8") 113.33- � 0.6000 0.6000 120.00 TS 16 LDFS-SOA(7/8") 1 13.33- 0.6000 0.6000 120.00 TS 17 ATCB-BO1(5/16") 113.33- 0.6000 0.6000 120.00 TS 18 FB-L98B-002-XXX(3/8) 1 1333- 0.6000 0.6000 120.00 ' TS 19 WR-VG86ST-BRD(3/4) 1 13.33- 0.6000 0.6000 120.00 TS 20 WR-VG86ST-BRD(3/4") ,I 13.33- 0.6000 0.6000 120.00 TS 21 WR-VG86ST-BRD(3/4") 1 1333- 0.6000 0.6000 120.00 TS 22 12 PAIR(3/8") 113.33- 0.6000 0.6000 120.00 TS 23 Feed Line Ladder 11333- 0.6000 0.6000 120.00 TS 25 LDF7-SOA(1-5/8") 113.33- 0.6000 0.6000 120.00 TS 26 Feed Line Ladder 11333- 0.6000 0.6000 120.00 TS 28 LDFS-SOA(7/8) 113.33- 0.6000 0.6000 120.00 TS 29 LDF12-50(2-1/4) 11333- 0.6000 0.6000 120.00 TS 30 LDF7-SOA(1-5/8") 11333- 0.6000 0.6000 120.00 TS 31 LDF6-50A(1-1/4) 11333- 0.6000 0.6000 120.00 - TS 32 Feed Line Ladder 11333- 0.6000 0.6000 120.00 T6 2 Safery Line 3/8 106.67- 0.6000 0.6000 - 11333 T6 3 Climbing Ladder(A� 106.67- 0.6000 0.6000 ' 113.33 T6 5 TSZ 999 106.67- 0.6000 0.6000 067/xxxM-8AWG(1-3/16") 11333 T6 8 TYPE SOOW 10/9(1") 106.67- 0.6000 0.6000 11333 - _ T6 9 2"Flexible Conduit' 106.67- 0.6000 0.6000 113.33 T6 10 Feed Line Ladder 106.67- 0.6000 0.6000 '" 11333 T6 12 LCF158-SO.TL(15/8") 106.67- 0.6000 0.6000 11333 _ - T6 13 Feed Line Ladder 106.67- 0.6000 0.6000 - 113.33 T6 15 LDF7-SOA(1-5/8") 106.67- 0.6000 0.6000 , i Job Page ������� Pasco County(VS) (BU 826548) 13 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)66]-6351 Crown Castle FAX.(919)661-6350 KG'IIy E. HOIt18SS, E.I. Totiver Feed Line Descriplion Feed Line K K Sectian Record No. Segment Elev. No Ice Ice 11333 , T6 16 LDFS-SOA(7/8") 106.67- 0.6000 0.6000 11333 T6 17 ATCB-BOl(5/16") 106.67- 0.6000 0.6000 , 11333 T6 18 FB-L98B-002-XXX(3/8) 106.67- 0.6000 0.6000 11333 T6 19 WR-VG86ST-BRD(3/4) 106.67- 0.6000 0.6000 11333 T6 20 WR-VG86ST-BRD(3/4") 106.67- 0.6000 0.6000 � 11333 � T6 21 WR-VG86ST-BRD(3/4") 106.67- 0.6000 0.6000 113.33 T6 22 12 PAII2(3/8") 106.67- 0.6000 0.6000 11333 T6 23 Feed Line Ladder 106.67- 0.6000 0.6000 11333 T6 25 LDF7-SOA(I-5/8") 106.67- 0.6000 0.6000 11333 T6 26 Feed Line Ladder 106.67- 0.6000 0.6000 11333 T6 28 LDFS-SOA(7/8) I 06.67- 0.6000 0.6000 113.33 T6 29 LDFl2-50(2-1/4) 106.67- 0.6000 0.6000 113.33 T6 30 LDF7-SOA(1-5/8") 106.67- 0.6000 0.6000 113.33 T6 31 LDF6-SOA(1-1/4) 106.67- 0.6000 0.6000 113.33 T6 32 Feed Line Ladder 106.67- 0.6000 0.6000 � 113.33 T7 2 Safety Line 3/8 100.00- 0.6000 0.6000' 106.67 T7 3 Climbing Ladder(A� 100.00- 0.6000 0.6000 106.67 T7 5 TSZ 999 100.00- 0.6000 0.6000 067/xx�vf-8AWG(1-3/16") 106.67 T7 8 T'YPE SOOW 10/9(1") 100.00- 0.6000 0.6000 . 106.67 T'7 9 2"Fle�ble Conduit 100.00- 0.6000 0.6000 106.67 T7 10 Feed Line Ladder 100.00- 0.6000 0.600Q � 106.67 T'7 12 LCF158-SOJL(1 5/8") 100.00- 0.6000 0.6000 106.67 � T7 13 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 IS LDF7-SOA(1-5/8") 100.00- 0.6000 0.6000 106.67 . T7 16 LDFS-SOA(7/8") 100.00- 0.6000 0.6000 " 106.67 T7 17 ATCB-BOl(5/16") 100.00- 0.6000 0.6000 106.67 I T'7 18 FB-L98B-002-X3��(3/8) 100.00- 0.6000 0.6000 106.67 T7 19 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 106.67 T7 20 WR-VG86ST-BRD(3/4") 100.00- 0.6000. 0.6000 106.67 T'7 21 WR-VG86ST-BRD(3/4") 100.00- 0.6000 0.6000 � 106.67 T7 22 12 PAIR(3/8") 100.00- 0.6000 0.6000 ������� Job Page Pasco County(VS) (BU 826548), 14 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone.(9l9)66J-G351 Crown Castle FAX. (919)66I-6350 Kelly E. Hoiness, E.I. Tower Feed Line Descrip[ion Feed Line K K Sectiai Record No. Segment Elev. No Ice Ice ' 106.67 T7 23 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 25 LDF7-SOA(1-5/8") 100.00- 0.6000 0.6000 106.67 T7 26 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 28 LDFS-50A(7/8) 100.00- 0.6000 0.6000 106.67 T7 29 LDF12-50(2-1/4) 100.00- 0.6000 0.6000 106.67 T7 30 LDF7-SOA(1-5/8") 100.00- 0.6000 0.6000 106.67 " T"1 31 LDF6-SOA(1-1/4) 100.00- 0.6000 0.6000 106.67 ' T7 32 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T8 2 Safety Line 3/8 80.00-100.00 0.6000 0.6000 T8 3 Climbing Ladder(A� 80.00-100.00 0.6000 0.6000 T8 5 TSZ 999 80.00-100.00 0.6000 0.6000 _ 067/xx�f-8AWG(1-3/16") T8 8 TYPE SOOW I 0/9(1") 80.00-100.00 0.6000 0.6000 T8 9 2"Flexible Conduit 80.00-100.00 0.6000 0.6000 T8 10 Feed Line Ladder 80.00-100,00 0.6000 0.6000 T8 12 LCF158-SOJL(15/8") 80.00-100.00 0.6000 0.6000 T8 13 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T8 15 LDF7-SOA(1-5/8") 80.00-100.00 0.6000 0.6000 - T8 16 LDFS-SOA(7/8") 80.00-100.00 0.6000 0.6000 T8 17 ATCB-BO1(5/16") 80.00-100.00 0.6000 0.6000 T8 18 FB-L98B-002-XXX(3/8) 80.00-100.00 0.6000 0.6000 T8 19 WR-VG86ST-BRD(3/4) 80.00-100.00 0.6000 0.6000 T8 20 WR-VG86ST-BRD(3/4") 80.00-100.00 0.6000 0.6000 T8 21 WR-VG86ST-BRD(3/4") 80.00-100.00 0.6000 0.6000 T8 22 12 PAIR(3/8") 80.00-I00.00 0.6000 0.6000 T8 23 Feed Line Iadder 80.00-100.00 0.6000 0.6000 T8 25 LDF7-SOA(1-5l8") 80.00-100.00 0.6000 0.6000 T8 26 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T8 28 LDFS-SOA(7/8) 80.00-100.00 0.6000 0.6000 T8 29 . LDF12-50(2-1/4) 80.00-100.00 0.6000 0.6000 T8 30 LDF7-SOA(1-5/8") 80.00-100.00 0.6000 0.6000 T8 31 LDF6-50A(1-1/4) 80.00-100.00 0.6000 0.6000 T8 32 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T9 2 Safety Line 3/8 70.00-80.00 0.6000 0.6000 T9 3 Climbing Ladder(?.t) 70.00-80.00 0.6000 0.6000 T9 5 TSZ 999 70.00-80.00 0.6000 0.6000 067/x�cM-8AWG(1-3/16") T9 8 T'YPE SOOW 10/9(1") 70.00-80.00 0.6000 0.6000 T9 9 2"Fle�cible Conduit 70.00-80.00 0.6000 0.6000 T9 10 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 12 LCF158-SOJL(1 5/8") 70.00-80.00 0.6000 0.6000 T9 13 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 15 LDF7-SOA(1-5/8") 70.00-80.00 0.6000 0.6000 T9 16 LDFS-SOA(7/8") 70.00-80.00 0.6000 0.6000 T9 17 ATCB-BO1(5/16") 70.00-80.00 0.6000 0.6000 T9 18 FB-L98B-002-XXX(3/8) 70.00-80.00 0_6000 0.6000 � _ T9 19 WR-VG86ST-BRD(3/4) 70.00-80.00 0.6000 0.6000 T9 20 WR-VG86ST-BRD(3/4") 70.00-80.00 0.6000 0.6000 T9 21 WR-VG86ST-BRD(3/4") 70.00-80.00 0.6000 0.6000 T9 22 12 PAiR(3/8") 70.00-80.00 0.6000 0.6000 T9 23 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 25 LDF7-SOA(1-5/8") 70.00-80.00 0.6000 0.6000 T9 26 Feed Line Ladder 70.00-80.00 0.6000 0.6000 Pa e ����,���� .lob Pasco County(VS) (BU 826548) 9 15 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle Kell E. Hoiness, FAX:(919)661-6350 y E.I. Tativer Peed Line Descrip[ion Feed Line K K � Sectiwi Record No. Segment Elev No Ice Ice T9 28 LDFS-SOA(7/8) 70.00-80.00 0.6000 0.6000 _ T9 29 LDF12-50(2-1/4) 70.00-80.00 0.6000 0.6000 T9 30 LDF7-SOA(1-5/8") 70.06-80.00 0.6000 0.6000 T9 31 LDF6-50A(1-1/4) 70.00-80.00 0.6000 0.6000 T9 32 Feed Line Ladder 70.00-80.00 0.6000 0.6000- T10 2 Safety Line 3/8 60.00-70.00 0.6000 �0.6000 T10 3 Climbing I,adder(A� 60.00-70.00 0.6000 0.6000 T10 5 TSZ 999 60.00-70.00 0.6000 0.6000 067/xx�vf-8AWG(1-3/16") T10 8 TYPE SOOW 10/9(1") 60.00-70.00 0:6000 0.6000 T10 9 2"Flexible Conduit 60.00-70.00 0.6000 0.6000 T10 10 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T10 12 LCF158-SOJI.(1 5!8") 60.00-7Q.00 0.6000 0.6000 T10 13 Feed Line Ladder 60.00-70.00 0.6000 0.6000 � T10 15 LDF7-SOA(1-5/8") 60.00-70.00 0.6000 0.6000 T10 16 LDFS-SOA(7/8") 60.00-70.00 0.6000 0.6000 T10 17 ATCB-BOl(5/16") 60.00-70.00 0.6000 0.6000 T-10 18 FB-L98B-002-XXX(3/8) 60.00-70.00 0.6000 - 0.6000 • T10 19 VYR-VG86ST-BRD(3/4) 60.00-70.00 0.6000 0.6000 T10 20 WR-VG86ST-BRD(3/4") 60.00-70.00 0.6000 0.6000 T10 21 WR-VG86ST-BRD(3/4") 6a.00-70.00 0.6000 0.6000 T 10 22 12 PAII2(3/8") 60.00-70.00 0.6000 0.6000 T10 23 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T 10 25 LDF7-SOA(I-5/8") 60.00-70.00 0.6000 0.6000 T10 26 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T]0 28 LDFS-SOA(7/8) 60.00-70.00 0.6000 0.6000 T10 29 LDF12-50(2-1/4) 60.00-70.00 0.6000 0.6000 Tl 0 30 LDF7-SOA(1-5l8") 60.00-70.00 0.6000 0.6000 T10 31 LDF6-SOA(1-1/4) 60.00-70.00 0.6000 0.6000 T70 32 Feed Line Ladder 60.00-70.00 0.6000 0.60Q0 Tl l 2 Safety Line 3/8 40.00-60.00 0.6000 0.6000 Tl l 3 Climbing Ladder(,4� 40.00-60.00 0.6000 0.6000 Tl l 5 TSZ 999 40.00-60.00 0.6000 0.6000 067/xxxM-8AWG(1-3/16") Tl l 8 TYPE SOOW 10/9(1") 40.00-60.00 0.6000 0.6000 . Tl l 9 2"Flexible Conduit 40.00-60.00 0.6000 0.6000 Tl l 10 Feed Line Ladder 40.00-60.00 0.6000 0.6000 Tl l 12 LCF158-SOJL(1 5/8") 40.00-60.00 0.6000 0.6000 Tl l 13 Feed Line Ladder 40.00-60.00 0.6000 0.6000 Tl l 15 LDF7-SOA(1-5/8") 40.00-60.00 0.6000 0.6000 Tl l 16 LDFS-SOA(7/8") 40.00-60.00 0.6000 0.6000 Tl l 17 ATCB-BOl(5/16") 40.00-60.00 0.6000 0.6000 � Tl l 18 FB-L98B-002-�C,Y(3/8) 40.00-60.00 0.6000 0.6000 Tl l 19 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000 Tl l 20 WR-VG86ST-BRD(3/4") 40.00-60.00 0.6000 0.6000 - Tl l 21 WR-VG86ST-BRD(3/4") 40.00-60.00 0.6000 0.6000 Tl l 22 12 PAIR(3/8") 40.00-60.00 0.6000 0.6000 Tl l 23 Feed Line Ladder 40.00-60.00 0.6000 0.6000 Tl l 25 LDF7-SOA(1-5/8") 40.00-60.00 0.6000 0.6000 Tl l 26 Feed Line Ladder 40.00-60.00 ' 0.6000 0.6000 Tl l 28 LDFS-SOA(7/8j 40.00-60.00 0.6000 0.6000 Tl l 29 LDF12-50(2-1/4) 40.00-60.00 0.6000 0.6000 Tl l 30 � LDF7-SOA(1-5/8") 40.00-60.00 0.6000 0.6000 Tl l 31 LDF6-SOA(1-1/4) 40.00-60.00 0.6000 0.6000 Tl l 32 Feed Line Ladder 40.00-60.00 0.6000 0.6000 T12 2 Safety Line 3/8 30.00-40.00 0.6000 0.6000 T12 3 Climbing Ladder(A� 30.00-40.00 0.6000 0.6000 T12 5 TSZ 999 30.00-40.00 _ 0.6000 0.6000 067/xxxM-8 A WG(1-3/16") T12 8 TYPESOOW 10/9(1") 30.00-40.00 0.6000 0.6000 T12 9 2"Flexible Conduit 30.00-40.00 0.6000 0.6000 T12 10 Feed Line Ladder 30.00-40.00 0.6000 0.6000 Job Page ������� Pasco County(VS) (BU 826548) - 16 of 35 Tower Engineering Project Date � Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road - Raleigh,NC 27603 Client Designed by Phone:(919)661-6357 Crown Castle FAX.(919)661-6350 - K2IIy E. HOIIl2SS, E.I. Tower Feed Line Descrip[ian Feed Line K K Sectio�i Record No. Segrnent Elev. No Ice ' Ice T12 12 LCF158-SOJL(1 5!8") 30.00-40.00 0.6000 0.6000 T12 13 Feed Line Ladder 30.00-40.00 0.6000 0.6000 T12 15 LDF7-SOA(1-5/8") 30.00-40.00 0.6000 0.6000 T12 16 LDFS-SOA(7/8") 30.00-40.00 0.6000_ 0.6000 , T12 17 ATCB-BO1(5/16") 30.00-40.00 0.6000 0.6000 T12 18 FB-L98B-002-XXX(3/8) 30.00-40.00 0.6000 0.6000 T12 19 WR-VG86ST-BRD(3/4) 30.00-40.00 0.6000 0.6000 T12 20 WR-VG86ST-BRD(3/4") 30.00-40.00 0.6000 0.6000 T12 21 WR-VG86ST-BRD(3/4") 30.00-40.00 0.6000 0.6000 T12 22 12 PAiR(3/8") 30.00-40.00 0.6000 0.6000 T12 23 Feed Line Ladder 30.00-40.00 0.6000 0.6000 T12 25 LDF7-SOA(1-5/8") 30.00-40.00 0.6000 0.6000 � T12 26 Feed Line Ladder 30.00-40.00 0.6000 0.6000 T12 28 LDFS-SOA(7/8) 30.00-40.00 0.6000 0.6000 T12 29 LDF12-50(2-1/4) 30.00-40.00 0.6000 0.6000 T12 30 LDF7-SOA(1-5/8") 30.00-40.00 0.6000 0.6000 T12 31 LDF6-50A(1-1/4) 30.00-40.00 , 0.6000 0.6000 Tl2 32 Feed Line Ladder 30.00-40.00 , 0.6000 0.6000 T13 2 Safety Line 3/8 20.00-30.00 0.6000 0.6000 T13 3 Climbing Ladder(A� 20.00-30.00 0.6000 0.6000 T13 5 TSZ 999 20.00-30.00 0.6000 0.6000 067/xxxM-8AWG(I-3/16") T13 8 TYPE SOOW 10/9(1") 20.00-30.00 0.6000 , 0.6000 T13 9 2"Flexible Conduit 20.00-30.00 0.6000 0.6000 T13 10 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 12 LCFI 58-SOJL(1 5/8") 20.00-30.00 0.6000 0.6000 T13 13 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 15 LDF7-SOA(1-5/8") 20.00-30.00 0.6000 0.6000 T13 16 LDFS-SOA(7/8") 20.00-30.00 0.6000 0.6000 T13 17 ATCB-BOl(5/16") 20.00-30.00 0.6000 0.6000 T13 18 FB-L98B-002-7C�'Y(3!8) 20.00-30.00 0.6000 0.6000 T13 19 WR-VG86ST-BRD(3/4) 20.00-30.00 0.6000 0.6000 T13 20 WR-VG86ST-BRD(3/4") 20.00-30.00 0.6000 0.6000 T13 21 WR-VG86ST-BRD(3/4") 20.00-30.00 0.6000 0.6000 T13 22 12 PAIR(3/8") 20.00-30.00 0.6000 0.6000 T13 23 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 25 LDF7-SOA(1-5/8") 20.00-30.00 0.6000 0.6000 T13 26 Feed Line Iadder 20.00-30.00 0.6000 0.6000 T13 28 LDFS-SOA(7/8) 20.00-30.00 0.6000 0.6000 T13 29 LDF12-50(2-1/4) 20.00-30.00 0.6000 0.6000 T13 30 LDF7-SOA(1-5/8") 20.00-30.00 0.6000 0.6000 T13 31 LDF6-50A(1-1/4) 20.00-30.00 0.6000 0.6000 T13 32 Feed Line Iadder 20.00-30.00 0.6000 0.6000 T14 2 Safety Line 3/8 0.00-20.00 0.6000 0.6000 T14 3 Climbing Ladder(A� 0.00-20.00 0.6000 0.6000 T14 5 TSZ 999 0.00-20.00 0.6000 0.6000 , 067/xxxM-8AWG(1-3/16") T14 8 TYPE SOOW 10/9(1") 0.00-20.00 0.6000 0.6000 T14 9 2"Flexible Conduit 0.00-20.00 0.6000 0.6000 T14 10 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T14 12 LCF158-SOJL(1 5/8") 0.00-20.00 0.6000 0.6000 T14 13 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T14 15 LDF'1-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T14 16 LDFS-SOA(7/8") 0.00-20.00 0.6000 0.6000 T14 17 ATCB-BOl(5/16") 0.00-20.00 0.6000 0.6000 T14 18 FB-L98B-002-XXX(3/8) 0.00-20.00 0.6000 0.6000 T14 19 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000 T14 20 WR-VG86ST-BRD(3/4") 0.00-20.00 0.6000 0.6000 T14 21 WR-VG86ST-BRD(3/4") 0.00-20.00 0.6000 0.6000 T14 22 12 PAIR(3/8") 0.00-20.00 0.6000 0.6000 T14 23 Feed Line L,adder 0.00-20.00 0.6000 0.6000 T14 25 LDF7-SOA(1-5/8") 0.00-20.00 0.6000 0.6000 , Job Page ������� Pasco County(VS) (BU 826548) 17 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)6G1-6357 Crown Castle Kelly E. Hoiness, FAX.(919)661-6350 � E.I. Tower Feed Line Descrip�ion Feed Line K� K„ Sectio�t Record No. ' Segment Elev. No Ice Ice T14 26 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T14 28 LDFS-SOA(7/8) 0.00-20.00 0.6000 0.6000 T14 29 LDF12-50(2-1/4) 0.00-20.00 0.6000 0.6000 T14 30 LDF7-SOA(1-5/8") 0.00-20.00 0.6000 0.6000 T14 31 LDF6-SOA(1-1/4) 0.00-20.00 0.6000 0.6000 T14 32 Feed Line Ladder 0.00-20.00 0.6000 0.6000 • � �Discrete Tower Loads Descripaai Face Offse! Offsets: Azimuth Placement C,tAa CAAA Weight or T� e HorZ Ad'ustment Front Side )P J � Leg Lateral Ver[ � ft ° .ft fi� Ir� 16 ji x:�* f� CBC1921-DF-DC-6X A From 4.00 0.000 190.00 No ice 321 1.15 55.00 Centroid-Fa 0.000 ce 4.000 ' (2)CBC1921-DF-DC-6X B From 4.00 0.000 190.00 No Ice 321 1.15 55.00 I Centroid-Fa 0.000 ce 4.000 CBC1921-DF-DC-6X C From 4.00 0.000 190.00 No ice 321 1.15 55.00 . Centroid-Fa 0.000 ce 4.000 (2)FHFB A From 4.00 0.000 190.00 No Ice 2.64 1.67 51.00 Centroid-Fa 0.000 ce 4.000 FHFB B From 4.00 0.000 190.00 No Ice 2.64 1.67 51.00 Centroid-Fa 0.000 ce 4.000 FHFB C From 4.00 0.000 190.00 No Ice 2.64 1.67 51.00 Centroid-Fa 0.000 ce 4.000 CMA-BDHH/6521/EO-6 w/ A From 4.00 0.000 190.00 No Ice 1 1.78 6.53 109.74 Mount Pipe Centroid-Fa 0.000 ce 4.000 (2)CMA-BDHH/6521/EO-6 B From 4.00 0.000 190.00 No Ice 11.78 6.53 109.74 � ' w/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 11.78 6.53 109.74 , Mount Pipe Centroid-Fa 0.000 ce 4.000 (2)SBNHH-1D65C w/ A From 4.00 0.000 190.00 No Ice 11.59 9 79 98.99 Mount Pipe Centroid-Fa 0.000 ce 4.000 SBNHH-1D65C w/Mount B From 4.00 0.000 190.00 No Ice 11.59 9.79 98.99 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 Centroid-Fa 0.000 _ ce 4.000 (2)ECC1920-VPUB A From 4.00 0.000 190.00 No Ice 0.46 0.17 7.90 Centroid-Fa 0.000 Job Page � ����"��� Pasco County(VS) (BU 826548) 18 af 35 � Tower Extginesring projecf Date Professionals,Inc. TEP No.48i67.104472 10:01:�1 12I21/16 326 Tryon Road Raieigh,NC 27803 Client � Designed by Phone:(919)667-6351 Crown Castle Kell E. Hoiness, FAX.(979)661-d350 , y �.�. Description Face Offset C}ffsats: Azimutl: Placen:ent CAAA C,�AA Weight or Type , Horz Adjusnnent Front Side Leg Galeral Vert � Ji ° ji ,ti2 ji' tb fr J'i ce 0.000 (2)ECC1920-VPUB B From 4.00 0.000 190.00 No Tce 0.46 0.17 7.90 Centroid-Fa 0.004 ce 0.000 _ (4)ECC1920-VPUB C Frpm 4.00 O.00D 190.00 No Tce 0.46 0.17 7.90 Centroid-Fa 0.0o� ce 0.000 (3)FRIG B From 4.00 0.000 190.00 No Ice 239 0.97 5732 Centrpid-Fa 0.000 ce O.OdO " FRIG C From 4.00 0.000 190.00 No Ice 239 0.97 57.32 Centroid-Fa 0.000 ce 4.d�0 F'XFB A From 4.00 0.000 190.00 No Ice 3.54 1.02 55.12 Centroid-Fa 0.000 ce 0.44d (2)FXF13 C From 4.00 0.000 190.00 No Ice 3.54 1.02 55.I2 Centroid-Fa 0.000 ce 0.0�4 FRIE A From 4.00 0.000 190.d0 No Ice 3.54 l.Ql 55.10 Centroid-Fa 0.000 ce 4.Q00 FRIE C From 4.00 O.00d 790.00 No Tce 3.54 7.O1 SS.lO � Centroid-Fa 0.000 ce 4.000 NSN COVP A Fram 4.Od 0.000 I90.00 Na Ice 0.71 0.39 2I.00 Centroid-Fa 0.000 ce 4.000 NSN COVP H From 4.00 O.d00 190.00 No Ice p.71 0.39 11_00 Centroid-Fa 0.000 ce 4.000 (3}2.4"x 4-ft pipe A From 4.00 0.000 190.04 No Iee 0.40 0.87 ,14.67 Centroid-Fa 0.000 ce 2.000 {3}2,4"x 4-ft pipe B From 4.00 4.000 140.40 No Iee 0.40 4.87 14.b7 Centroid-Fa 0.000 ce 2.000 (3)2.4"x 4-fr plpe C From 4.Q0 d.000 I90.00 Na Ice 0.00 0.8? 14.67 Centroid-Fa O.OQO ce 2.000 2.4"Dia x 6-ft Pipe A Frorn 4.00 o.oaa 140.00 No Ice 1.43 1.43 21.96 Centroid-Fa d.000 ce 3.000 2.4"I7ia x 6-8 Pipe B From 4.00 0.000 190.00 No Ice 1.43 1.43 21.46 Centroid-Fa O.OQO ce 3.000 (2)2.4"Dia x 6-ft Pipe C From 4.00 0.000 190.00 _ No Ice 1.43 1.43 21.96 Centroid-Fa O.00d ca 3.000 8'Ladder A From 2.00 0.000 190.00 No Tce 1.53 5.33 97.20 Centroid-Fa 0.000 - ce -4.000 � , - Platform Mount[LP 715-1] C None 0.000 190.00 No Ice 44.21 44.21 1775.00 �*x� - (2)DBXNI�-b5b5B-RZM w/ A From Leg 4.00 0.000 171.00 No Ice $.SI 7.I6 '79.98 Mount Pipe 0.000 .. , 4.fl00 Job Page � ������� Pasco County(VS) (BU 826548) 19 of 35 Project Date Tower Engineering Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone.(979)66]-6351 Crown Castle Kelly E. Hoiness, FAX:(919)661-6350 E.I. Descrip�ion Face O,[�se1 Q//�se[s: Azimulh Placement CAAA CAAq Wei�h[ or Type Hor� Adjusanent Frant Side i Leg La�eral I Vert � j[ ° fi ./iz ft'- 16 f� � !� (2)DBXNH-6565B-R2M w/ B From L.eg 4.00 0.000 171.00 No ice 8.51 7;16 79.98 Mount Pipe 0.000 4.000 (2)DBXNH-6565B-R2M w/ C From Leg 4.00 0.000 171.00 No Ice 8.51 7.16 79.98 Mount Pipe 0.000 4.000 SBJAH4-1D65B-DL w/ A From L.eg 4.00 0.000 171.00 No Tce 9 47 7 74 83.79 , Mount Pipe 0.000 4.000 SBJAH4-1D65B-DL w/ B From L.eg 4.00 0.000 171.00 No Ice 9 47 7.74 83.79 Mount Pipe 0.000 4.000 ' SBJAH4-1 D65B-DL w/ C From I,eg 4.00 0.000 171.00 No Ice 9.47 7.74 83.79 Mount Pipe 0.000 _ - 4.000 SBNHH-1D65B w/Mount A From L.eg 4.00 0.000 171.00 No Ice 8.76 7.73 9732 � Pipe 0.000 � 4.000 SBNHH-1D65B w/Mount B From L.eg 4.00 0.000 171.�0 No Ice 8.76 7.73 9732 Pipe 0.000 ' 4.000 - ' SBNHH-1D65B w/Mount C From L.eg 4.00 0.000 171.00 No Ice 8.76 7.73 9732 Pipe 0.000 4.000 DC2-48-60-0-9E A From L.eg 4.00 0.000 171.00 No Ice 0.99 0.60 16.00 ' 0.000 ' 4.000 (2)DC2-48-60-0-9E B From Leg , 4.00 0.000 171.00 No Ice 0.99 0.60 16.00 0.000 4.000 ' - DC2-48-60-0-9E C From L.eg 4.00 0.000 171.00 No Ice 0.99 0.60 16.00 0.000 4.000 , ' DC6�8-60-18-8F A From L.eg 4.00 0.000 171.00 No Ice 0.92 0.92 18.90 ' 0.000 4.000 DC6�8-60-18-8C B From Leg 4.00 0.000 171.00 No Ice 2.74 2.74 26.20 0.000 4.000 i (2)E15S09P78 A From Leg 4.00 0.000 171.00 No Ice 0.75 0.34 17 40 0.000 4.000 _ ' (2)E15S09P78 B From Leg 4.00 0.000 171.00 No Ice , 0.75 034 17 40 0.000- 4.000 (2)E15S09P78 C From Leg 4.00 0.000 171.00 No Ice 0.75 0.34 17 40 0.000 . 4.000 RRUS 32 A From Leg 4.00 0.000 171.00 No Ice 2.86 1.78 55.12 0.000 4.000 RRUS 32 B From Leg 4.00 0.000 171.00 No Tce 2.86 1.78 55.12 0.000 i 4.000 � RRUS 32 C From Leg 4.00 0.000 171.00 No Ice 2.86 �1.78 55.12 i 0.000 4.000 Job Page ������� Pasco County(VS) (BU 826548) 20 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryai Road Raleigh,NC27603 Client Designed by Phone:(919)661-6357 Crown Castle FAX.(919)661-6350 Kelly E. Hoiness, � E.I. Description Face Oj%se[ O%/'sets: Azimudt Placemenl CAAq CAAq Weigh[ or Type Hori Adjusnnent Front Side Leg La[eral Uert ft ° ft .�iZ ftz Ib � �i • RRUS A2 MODLTL.E A From L.eg 4.00 0.000 171.00 No ice 1.60 038 21.16 0.000 4:000 RRUS A2 MODULE B From I.eg 4.00 0.000 171.00 No Ice 1.60 038 21.16 0.000 4.000 ' RRUS A2 MODULE C From L.eg 4.00 0.000 171.00 No Tce 1.60 038 21.16 0.000 4.000 (2)RRUS-11 A From I.eg 4.00 0.000 171.00 No Ice 2.79 1.19 50.00 ' 0.000 ' 4.000 (2)RRUS-I I B From L.eg 4.00 0.000 171.00 No Ice 2.79 1.19 50.00 0.000 4.000 (2)RRUS-11 C From I,eg 4.00 0.000 171.00 No Ice 2.79 1.19 50.00 0.000 4.000 Sector Mount[SM 502-3] C None 0.000 171.00 No Ice 33.02 33.02 1673.10 *** (2)CAP-FRO-656 w/Moun[ 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 L.eg 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. C From L.eg 4.00 0.000 160.00 No Ice 5.09 5.01 39.67 Pipe 0.000 0.000 X7C-FRO-860 w/Mount A From Leg 4.00 0.000 160.00 No Ice 13.73 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 13.73 10.94 95.51 Pipe 0.000 0.000 X7C-FRO-860 w/Mount C From L.eg 4.00 0.000 160.00 No Ice 13.73 10.94 95.51 Pipe 0.000 0.000 - Sector Mount[SM 1305-3] C None 0.000 160.00 No Ice 34.80 34.80 1251.00 Pipe Mount[PM 601-3] C None 0.000 160.00 No Ice 4.39 4.39 195.00 �:+� ' APXVERRI8-C w/Mount A From Leg 3.00 0.000 150.00 No Ice 8.26 6.95 75.55 �Pe 0.000 0.000 APXVERRI8-C w/Mount B From I.eg 3.00 0.000 150.00 No Ice 8.26 6.95 75.55 Pipe 0.000 � - 0.000 APXYERRIB-C w/Mount C From Leg 3.00 0.000 150.00 No Ice 8.26 6.95 75.55 � �pe 0.000 0.000 AW3286 A From L,eg 3.00 0.000 150.00 No Ice 3.65 230 17.60' 0.000 0.000 AW3286 B From Leg 3.00 0.000 150.00 No ice 3.65 230 17.60 - 0.000 0.000 AW3286 C From Leg 3.00 0.000 150.00 No Ice 3.65 230 17.60' Job Page - ������� Pasco County(VS) (BU 826548) � 21 of 35 Tower Engineering Project � Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by - Phone:(919)661-6351 Crown Castle Kelly E. Hoiness, FAX. (919)661-6350 E.I. Descriplian Face OJ/se[ Of�sels: Azimulh Placement CpAp CqAq Weigh[ or Type Florz Adjushnent Front Side - Leg I�[eral Vert . I� ° I� l'iz ji2 Ib ft . - �1 �.0�� Q.��� RRUS-11 800MHz A From I.eg 3.00 0.000 150.00 No Tce 2.52 130 54.00 0.000 0.000 RRUS-11 800MHz B From Leg 3.00 0.000 150.00 No Ice 2.52 130 54.00 0.000 0.000 RRUS-I 1 800MHz C From Leg 3.00 0.000 150.00 No Ice 2.52 1.30 54.00 i 0.000 . 0.000 800MHz SMR Filter A From I.eg 3.00 0.000. 150.00 No Ice 0.65 022 8.82 0.000 0.000 800MHz SMR Filter B From Leg 3.00 0.000 150.00 No Ice 0.65 0.22 8.82 � 0.000 0.000 800MHz SMR Filter C From I.eg 3:00 0.000 150.00 No Ice 0.65 022 8.82 0.000 0.000 ' RRUS 31 B25 A From Leg 3.00 0.000 150.00 No Ice 1.62 1.28 56.10 0.000 0.000 RRUS 31 B25 � B From Leg 3.00 0.000 150.00 No Ice 1.62 1.28 56.10 0.000 0.000 RRUS 31 B25 C From Leg 3.00 0.000 150.00 No Ice 1.62 1.28 56.10 0.000 0.000 (3)ACU-A20-N A From Leg 3.00 0.000 150.00 No Ice 0.07 0.12 1.04 0.000 0.000 ' (3)ACU-A20-N B From Leg 3.00 0.000 150.00 No Ice 0.07 0.12 1.04 0.000 0.000 (3)ACU-A20-N C From L.eg 3.00 0.000 150.00 No Ice 0.07 0.12 1.04 0.000 0.000 FWHR A From Leg 3.00 0.000 150.00 No Ice 1.03 0.51 26.45 0.000 0.000 FWHR B From Leg 3.00 0.000 150.00 No Ice 1.03 0.51 26.45 0.000 0.000 FWHR C From Leg 3.00 0.000 150.00 No Ice 1.03 0.51 26.45" 0.000 0.000 BEN-92P C From L.eg 3.00' 0.000 I50.00 No Ice 0.65 0.42 2.20 0.000 0.000 Sector Mount[SM 402-3] A None 0.000 150.00 No Ice 18.91 18.91 _ 850.68 «*x: � � HB-X-AW-23-33-OOT A From Leg 3.00 0.000 140.00 No Ice 3.52 3.52 44.10 0.000 0.000 HB-X-AW-23-33-OOT � S From Leg 3.00 0.000 140.00 No ice 3.52 3.52 44.10 0.000 Job Page ����'��� Pasco County(VS) (BU 826548) 22 of 35 � Project Date Tower Engineering Professionals,Inc. TEP No. 48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone.(919)661-6357 Crown Castle Kelly E. Hoiness, FAX.(919)66I-6350 E.I. Descrip[ion Face O/fse[ O%�sets: Azimulh Placemenl CqAq CAAq Wei�h1 or Type FIorZ Adjusnnent • Front Side Le� Ia[eral Vert ./i ° fi ft� fi2 lb fi r! o.000 HB-X-AW-23-33-OOT C From Leg 3.00 0.000 140.00 No Ice 3.52 3.52 44.10 0.000 0.000 Sector Mount[SM 402-3] A None 0.000 140.00 No Tce 18.91 18.91 850.68 �Yk��-k t . . . . ..... . . . . ., Load� Combinations - � Comb. Description No. I 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 Wi�d 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+l.6 Wind 60 deg-No Ice 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 Wiud 150 deg-No Ice 13 0.9 Dead+l.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+l.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 Job Page ������� Pasco County(VS) (BU 826548) 23 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryan Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX.(919)661-6350 Kelly E. Hoiness, � E.I. - � Maximum Member Forces . - ' Section Elevation Compone�at Cwulitiw: Gov. Axial MajorAris MinorAsis . No. ft - Type Load Moment Moment Comb. lb Ib ft Ib-fr Tl 190-180 I,eg Max Tension 7 11890.08 -51.79 430 Max.Compression 18 -1503034 63.13 -20.53 Max.Mx 8 -1761.41 -87.11 -7.47 Ma�c.My 4 -1957.65 -58.17 115.52 Max.Vy 20 2938.15 0.00 0.00 Max.Vx 3 2909.53 0.00 0.00 Diagonal Max Tension 4 4139.16 0.00 0.00 Ma.e.Compression 16 -4149.28 0.00 0.00 Max.Mx 18 3367 42 11.63 -0.74 Ma�c.My ,_ 4 -372432 3.72 130 ' Max.Vy 18 -7 79 11.63 -0.74 Max.Vx 4 -0.27 7.81 130 Top Girt Mas Tension 19 1664.94 0.00 0.00 Max.Compression 6 -1688.31 0.00 0.00 Ma�c.M1c 2 -869.81 -57.97 0.00 Max.Vy 2 28.98 0.00 0.00 T2 180-160 Leg Max Tension 7 57942.14 182.75 -111.29 Max.Compression 18 -65368.24 669.94 -369.21 Max.NLc 8 -2511.12 1297.40 -16.84 Max.My 2 12186.66 -149.60 -1252.53 Max.Vy 20 -1865.48 838.34 -245.82 Max.Vx 2 -1905.70 37.02 982.44 Diagonal Max Tension 13 8774.53 0.00 0.00 Max.Compression 24 -8842.56 0.00 0.00 Ma�c.Mx 4 4378.21 30.53 1.17 Max.My 12 -8437 16 -5.62 6.15 Ma�c.Vy 4 -12.60 30.53 1.17 ' Max.Vx 12 1.30 0.00 0.00 Top Girt Max Tension 6 26.66 0.00 0.00 Max.Compression 1• 0.00 0.00 0.00 Max.Mx 2 22.57 -57.97 0.00 Max.Vy 2 28.98 0.00 0.00 T3 160-140 Leg Mas Tension 7 11508238 -1032.14 5.54 Max.Compression 18 -128070.1 1 458.74 -10.70 Max.lvLr 6 11360424 -1044.23 5.26 Max.My 4 -7046.53 -46.58 -1588.67 Max.Vy 14 -1529.28 -668.18 41.26 Max.Vx 20 -1405.11 30.70 -134.08 Diagonal Max Tension 13 11393.19 0.00 0.00 Max.Compression 24 -11846.11 0.00 0.00 Max.Mx 18 8392.87 -119.02 2437 Max.My 12 -1004722 31.68 -3436 Max.Vy 18 38.88 -119.02 24.37 Mau.Vx 12 7.17 0.00 0.00 Top Girt Max Tension 6 363.90 0.00 0.00 ' Max.Compression 19 -219.48 0.00 0.00 Max.M�c 2 244.07 -85.04 0.00 - Max.My 2 -193.12 0.00 2.05 Max.Vy 2 42.52 0.00 0.00 Max.Vx 2 -1.02 0.00 0.00 T4 140-120 Leg Ma�Tension 7 179533.87 -1227.79 10.92 Max.Compression 2 -198295.64 2625.74 -039 Max.M�c 18 -198271.53 2628.20 -3.40 Max.My 4 -9106.09 -63�3 -2557.88 Maa�.Vy 18 - -341.45 2628.20 -3.40 � Max.Vx 8 -507.75 -32.08 2045.44 Diagonal Max Tension 13 12779.45 0.00 0.00 Max.Compression 24 -1296828 0.00 0.00 ������� dob Pa9e 24 of 35 Pasco County(VS) (BU 826548) Toiver Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Raad Raleigh,NC 27603 Client Designed by Phone:(919)667-6351 Crown Castle FAX. (919)661-6350 � K2IIy E. HOICI@SS, ' E.I. Sec�ian Elevation Component Conditian Gav. Axial �Y/ajorAxis MinorAxis No. ft Type Load Moment Momer:t Camb. tb lb-/2 Ib-/1 Max.Mx 18 10226.94 66.93 -5.61 Ma�c.My 12 -1177032 -15.58 8.51 Maic.Vy 18 -23.22 66.93 -5.61 _ Max.Vx 12 -1.79 0.00 0.00 Top GiR Max Tension 6 2903.85 0.00 0.00 Max.Compression . 19 -2489.67 0.00 0.00 Max.Mx 2 162233 -124.16 0.00 Ma�c.My 2 -241937 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 Leg Max Tension 7 200642.71 -2379.05 332 Ma�c.Compression 2 -22132632 1146.30 30.85 Max.Mx 18 -221070.14 262820 -3.40 Max.My 4 -1016937 -5336 -2312.84 Max.Vy 18 344 42 2628.20 -3.40 Malc.Vx 8 -439.20 -50.72 2303.61 Diagonal Max Tension 13 13038.29 0.00 0.00 Maac.Compression 24 -13235.43 0.00 0.00 Max.Mx 6 11153.I8 65.66 -2.52 Max.My 12 -13141.07 -13.15 10.01 Max.Vy 6 23.46 65.66 -2.52 Max.Vx 12 -1.90 0.00 0.00 Top Girt Max Tension 6 2325.12 0.00 0.00 Max.Compression 19 -2059.07 0.00 0.00 " Max.Mx 2 1279 17 -196.82 0.00 Max.My 2 -2014.56 0.00 4 73 Max.Vy 2 69.47 0.00 0.00 Max.Vx 2 -1.67 0.00 0.00 � T6 113333- L.eg Max Tension 7 221935.07 -1219.90 9.64 106.667 Max.Compression 2 -244626.44 3261.47 -47.77 Ma�c.Mx 6 219418.03 -3325.04 17.92 Max.My 4 -10870.43 -82.16 -4861.49 Max.Vy 19 -436.26 3290.04 -17.11 Ma�c.Vx 20 501.45 -98.04 �837.02 Diagonal Max Tension 24 13260.89 0.00 0.00 Max.Compression 13 -13149.55 0.00 0.00 Max.Mx 2 11145.17 68.81 -3.69 Max.My 24 �-13131.18 -12.55 �.73 Max.Vy 2 -24.04 68.81 -3.69 Max.Vx 24 1.08 0.00 0.00 T`7 106.667-100 Leg Max Tension 7 241875.26 -330335 18.04 Max.Compression 2 -266104.22 310938 25.56 Max.M�c 6 239442.20 -3325.04 17.92 Max.My 4 -11050.09 -82.16 �861.49 Max.Vy 22 -221.09 -3305.39 -66.40 Max.Vx 8 103837 -76.40 4847.58 Diagonal Max Tension 13 14447 13 0.00 0.00 Ma�c.Compression 24 -1475933 0.00 0.00 Max.Mx 2 11461.82 -150.80 -1d.09 Ma�c.My 8 13771.07 -129.03 -21.48 Max.Vy 2 50.53 -150.80 -14.09 Max.Vx 8 3.85 0.00 0.00 T8 100-80 Leg Max Tension 7 29771834 -2412.94 36.38 Maz.Compression 2 -328060.57 5865.56 -4.27 Max.Mx 2 -328060.57 5865.56 -4.27 Ma�c.My 4 -13023.68 -384.29 -8984.55 Max.Vy 18 -604.80 5865.56 0.99 Max.Vx 8 1341.51 -381.83 8961.52 Diagonal Max Tension 12 17139.72 0.00 0_00 Max.Compression 24 -17296.52 0.00 - 0.00 , Job Page ������� Pasco County(VS) (BU 826548) 25 of 35 Project Date , Tower Engineering TEP No.48167.104472 10:01:41 12/21/16 Professionals,Inc. 326 Tryon Road Raleigh,NC 27603 Ciient Designed by Phone.(919)6G7-6351 Crown Castle Kelly E. Hoiness, FAX:(919)661-6350 - E.I. Sec�ion Elevalion Componen[ Condirion Gov. Azial MajorAxis MinorAxis No. ft Type Z.oad Mament Momenl Comb. l6 Ib-/1 _ ' Ib-/1 Max.Mx 2 13934 12 156.81 15.48 Max.My 12 -15522.78 -24 75 23.61 Max.Vy 2 -43.61 156.81 15.48 Max.Vx 12 -3.62 0.00 ' 0.00 Top Girt Max Tension 6 4360.44 0.00 - 0.00 Max.Compression 19 -4015.77 0.00 0.00 Max.Mx 2 2378.90 -258.97 0.00 Max.My 2 -3950.04 0.00 623 Max.Vy 2 79.68 0.00 0.00 Max.Vx 2 -1.92 0.00 0.00 T9 80-70 Leg Max Tension 7 327834.56 -5025.45 -1.19 Ma�c.Compression 2 -361629.64 3423.73 -20.82 Max.Mx 2 -361033.25 5865.56 -4.27 Max.My 8 -15683.42 -439.60 12088.40 Max.Vy 18 447.94 5865.56 0.99 Maac.Vx 8 -1654.65 -439.60 12088.40 Diagonal Max Tension 13 16453.21 0.00 0.00 Max.Compression 24 -16672.11 0.00 0.00 Max.Mx 6 13960.87 153.92 -526 Ma�c.My 24 -16634.88 -15.19 -24.22 Max.Vy 6 44.62 153.92 -5.26 Max.Vx 24 3.52 0.00 0.00 Top Girt Max Tension 6 4412.65 0.00 0.00 Max.Compression 19 -4171.77 0.00 0.00 Max.Mx 2 237936 -349.22 0.00 Max.My 2 -4121.17 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 7 357554.32 -4021.55 61.46 Max.Compression 2 -394790.65 5923.86 2935 Max.Mx 2 -394790.65 5923.86 2935 Max.My 8 -16347.86 -439.60 12088.40 Maxt Vy 18 -437.11 5919.81 11.48 Ma�c.Vx 8 1699.42 -439.60 12088.40 Diagonal Max Tension 12 18631.91 0.00 0.00 Max.Compression 24 -18940.35 0.00 0.00 Max.Mx 2 14835.28 -338.28 -54.15 Ma�c:My 8 17703.96 -291.24 -67.78 Max.Vy 2 93.01 -338.28 -54.15 Max.Vx 8 9.00 0.00 0.00 Tl l 60-40 Leg Max Tension 7 41671330 -4114.80 42.41 Ma�.Compression 2 �62049.16 8401.41 5.79 Ma�c.Mx 2 �62049.16 8401.41 5.79 - Ma�c.My , 4 -17514 49 -559.97 -1286233 Max.Vy 18 -721.70 8396.19 5.53 Max.Vx 8 -1795.69 -553.66 1282839 Diagonal Max Tension 12 1952832 0.00 0.00 Max.Compression 24 -19728.21 0.00 0.00 Max.M�c 2 15837.59 229.06 19.08 Max.My 24 -17474.92 17.39 -25.85 Mas.Vy 2 -68.82 229.06 19.08 1VIax.Vx 24 3.93 0.00 0.00 _ Top Girt Max Tension 6 6012.13 0.00 0.00 Max.Compre.csion 19 -5663.01 0.00 0.00 Max.NLe 2 3219.93 -433.09 0.00 Max.My 2 -5588.14 0.00 10.42 Max.Vy 2 106.06 0.00 0.00 ' Max.Vx 2 -2.55 0.00 0.00 - T12 40-30 Leg Max Tension 7 445742.86 -7220.05 -6.00 Max.Compression 2 -495274.29 6356.57 -29.40 Max.M�c 2 -494565.23 8401.41 5_79 ������� Job Page , Pasco County(VS) (BU 826548) 26 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(979)661-6351 Crown Castle FAX. (919)661-6350 Kelly E. Hoiness, E.I. Sec[ian Eleva[ian Component Condi�ion Gov. Axial Major Axis iY7inor Axis Na. ft Type Load Moment Mament Camb. 1b !b-� Ib-/t . Max.My 8 -21626.42 -552.65 16805.75 Ma�c.Vy 18 407.51 8396.19 5.53 Max.Vx 8 -2071.34 -552.65 16805.75 Diagonal Max Tension 12 18451.07 0.00 0.00 Max.Compression 12 -18747.15 0.00 0.00 Max.Mx 6 15412.98 23237 4 43 Max.My 24 -18457.52 38.58 -27 75 Max.Vy 6 71.73 23237 4.43 Max.Vx 24 4.02 0.00 0.00 Top Girt Max Tension 6 5651.78 0.00 0.00 Max.Compression 19 -5324.00 0.00 0.00 Max.Mx 2 3073.23 -525.99 0.00 Max.My 2 -5254.17 0.00 12.65 Ma�c.Vy 2 116.89 0.00 0.00 Max.Vx 2 -2.81 0.00 0.00 T13 30-20 Leg Max Tension 7 474303.27 -7017.57 90.13 Max.Compression 2 -528082.80 5706.43 66.84 Ma�c.Mx 6 469376.40 -7157.83 91.11 Max.My 8 -22530.73 -552.65 I6805.75 Max.Vy 14 -448.61 -7154.48 5338 . Max.Vx 8 2277.82 -552.65 16805.75 Diagonal Ma�Tension 12 21311.99 0.00 0.00 Max.Compression 12 -21761.64 0.00 0.00 Ma�c.Mx 2 16938.96 �95.75 -60.33 Max.My 8 19988.77 -45533 -71.94 Max.Vy 2 146.99 -495.75 -6033 Max.Vx 8 9.50 0.00 0.00 T14 20-0 Leg Max Tension 7 530705.51 -5725.09 41.34 Max.Compression 2 -594266.51 0.00 0.10 Mae.Mx 6 52489139 -5857 15 42.70 Max.My 4 -24885.84 -518.08 -1389729 Max.Vy 14 -765.84 -5842.88 -11.91 Max.Vx 8 -1974.98 -508.46 13866.09 Diagonal Max Tension 12 21769.97 0.00 0.00 Max.Compression 12 -22074.49 0.00 0.00 Max.Mac 2 17446.03 311.06 29.96 Max.My 8 20660.67 28433 34.90 Max.Vy 2 -9020 311.06 29.96 Maz.Vx 8 -4 75 0.00 0.00 Top Girt Max Tension 6 6036.44 0.00 0.00 Max.Compression 3 -5587.04 0.00 0.00 Max.Mx 2 3288.58 -627.90 0.00 - Max.My 2 -5494.97 0.00 15.10 Max.Vy 2 127 71 0.00 0.00 Max.Vx 2 -3.07 0.00 0.00 Maximum Reactions - ` Location Canditian Gov. Uertical Horizontal,X Horizon�al,Z Laad lb 16 lb Comb. ' Leg C Max.Vert 18 610837.02 52526.03 -30521.40 _ Max.Hx 18 610837.02 52526.03 - -30521.40 Max.H� 7 -545543.18 �7506.43 27607 43 Min.Vert 7 -545543.18 -47506.43 27607 43 Min.Hx 7 -545543.18 �7506.43 27607.43 Min.H� 18 610837.02 52526.03 -30521.40 Job Page ����'��� Pasco County(VS) (BU 826548) 27 of 35 Tower Engineering Project Date Professionals,,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC27603 Client Designed by Phone.(9/9)661-6351 Crown Castle FAX.(919)661-6350 Kelly E. Hoiness, E.I. Lata[ion Condilian Gov. Verlical Horizonlal,X Horimnlal,Z Laad 16 16 !b Camb. Leg B Max.Vert 10 609228.22 -52272.97 -30636.16 Max.Hx 23 -541942.41 47241.86 27675.60 Max.H� 25 �84660.63 40903.82 27738.06 Min.Vert 23 -541942.41 47241.86 27675.60 Min.Hx 10 609228.22 -52272.97 -30636.16 Min.H, 10 609228.22 -52272.97 -30636.16 Leg A Max.Vert 2 611437.77 240.45 60714.06 Ma�c.Hx 20 24511.76 6805.48 1692.53 Ma�c.H� 2 611437.77 240.45 60714.06 � Min.Vert 15 -543431.76 -205.86 -54864.68- Min.Hx 9 21159.36 -6786.27 1452.05 Min.H,. 15 -543431.76 -205.86 -54864.68 � Tower Mast Reaction Summar � : Load Verlical Shea r ShearZ Overlurning Overturning Torgue Combinatian Moment,M Moment,M� 16 lb Ib Ib ft Ib-t Ib ft Dead Only 63609.99 -0.00 0.00 -10065.73 -10117.98 0.00 1.2 Dead+l.6 Wind 0 deg-No 76331.99 155.24 -98208.60 -10826357.06 -41443.66 8453.00 Ice 0.9 Dead+l.6 Wind 0 deg-No 57248.99 15524 -98208.60 -10823337.35 -38408.27 8453.00 Ice 1.2 Dead+l.6 Wind 30 deg-No 76331.99 48923.40 -84632.99 -9370684 74 -5427024.63 1475.53 Ice 0.9 Dead+l.6 Wind 30 deg-No 57248.99 48923.40 -84632.99 -9367665.03 -5423989.23 1475.53 Ice 1.2 Dead+l.6 Wind 60 deg-No 76331.99 81039.60 �6906.96 -5238273.42 -9025818.56 -5868.46 Ice � 0.9 Dead+1.6 Wind 60 deg-No 57248.99 ' 81039.60 -46906.96 -5235253.70 -9022783.17 -5868.46 Ice 1.2 Dead+1.6 Wind 90 deg-No 76337.99 97577.93 -155.24 -41380.96 -10791]54.97 -1154330 Ice 0.9 Dead+1.6 Wind 90 deg-No 57248.99 97577.93 -155.24 -38361.24 -10788119.58 -11543.30 Ice 1.2 Dead+1.6 Wind 120'deg- 76331.99 84923.12 48969.86 5369683.87 -9353874.77 -1�F036.26 No Ice 0.9 Dead+1.6 Wind 120 deg- 57248.99 84923.12 48969.86 5372703.59 -935083937 -14036.26 No Ice 1.2 Dead+1.6 Wind 150 deg- 76331.99 48654.52 84477.75 9317224.91 - -5376271.92 -12568.19 No Ice 0.9 Dead+1.6 Wind 150 deg- 57248.99 48654.52 84477.75 9320244.63 -5373236.53 -12568.19 No Ice 1.2 Dead+1.6 Wind 180 deg- 76331.99 -155.24 93545.04 10389557.53 17160.51 -7884.28 No Ice - � 0.9 Dead+1.6 Wind 180 deg- 57248.99 -155.24 93545.04 10392577.24 20195.90 -7884.28 No Ice 1.2 Dead+1.6 Wind 210 deg- 76331.99 -48923.40 84632.99 9346527.00 5402741.47 -1475.53 No Ice ' 0.9 Dead+1.6 Wind 210 deg- 57248.99 �8923.40 84632.99 9349546.72 5405776.87 -1475.53 No Ice 1.2 Dead+1.6 Wind 240 deg- 76331.99 -8507836 49238.74 5420436.57 9358893.70 6120.69 No Ice 0.9 Dead+1.6 Wind 240 deg- 57248.99 -85078.36 49738.74 542345629 9361929.09 � 6120.69 , No Tce 12 Dead+1.6 Wind 270 deg- 76331.99 -97577.93 155.24 17223.21 10766871.81 1154330 No Tce Job Page ������� Pasco County(VS) (BU 826548) 28 of 35 Project Date Tower Engineering Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC27603 Client Designed by Phone.(919)661-6351 Crown Castle Kelly E. Hoiness, FAX. (919)661-6350 E.I. Load Vertical Shear, Shean Over�uming Overturning Torque Combination Momenl,M Mame�:t,MZ Ib lb lb Ib-�t lb-�i Ib-�i 0.9 Dead+1.6 Wind 270 deg- 57248.99 -97577.93 155.24 20242.93 10769907.21 1154330 No Ice 1.2 Dead+1.6 Wind 300 deg- 76331.99 -80884.36 -46638.08 -5187520.72 897223332 1321531 No Ice - 0.9 Dead+1.6 Wind 300 deg- 57248.99 -8088436 �6638.08 -5184501.00 8975268.72 13215.31 No Ice ' 1.2 Dead+1.6 Wind 330 deg- 76331.99 -48654.52 -84477 75 -9341382.66 5351988.77 12568.19 No Ice 0.9 Dead+1.6 Wind 330 deg- 57248.99 -48654.52 -84477.75 -9338362.94 5355024 16 12568.19 No Ice Dead+�nd 0 deg-Service 63609.99 31.09 -19666.19 -2175616.27 -15985.70 1692.71 Dead+Wind 30 deg-Service 63609.99 9796.87 -16947.69 -1884119.06 -1094443.98 295.47 Dead+Wind 60 deg-Service 63609.99 16228.11 -9393.08 -1056607.00 -1815099.58 -1 175.15 Dead+Wind 90 deg-Service 63609.99 19539.90 -31.09 -15933.45 -2168606.78 -2311.54 Dead+Wind 120 deg-Service 63609.99 17005.79 9806.17 1067627.95 -1880792.57 -2810.75 Dead+Wind 150 deg-Service 63609.99 9743.03 16916.60 1858119.88 -1084280.79 -2516.77 Dead+Wind 180 deg-Service 63609.99 -31.09 1873232 2072853.63 -4250.26 -1578.82 Dead+Wind 210 deg-Service 63609.99 -9796.87 16947.69 1863987.60 1074208.01 -295.47 Dead+Wind 240 deg-Service 63609.99 -17036.87 9860.02 1077791.14 1866424.33 1225.66 Dead+Wind 270 deg-Service 63609.99 -19539.90 31.09 -4198.01 2148370.81 2311.54 Dead+Wind 300 deg-Service 63609.99 -16197.03 -9339.24 -1046443.81 1788995.90 264636 Dead+Wind 330 deg-Service 63609.99 -9743.03 -16916.60 -1878251.34 1064044.83 2516.77 . Sofution Summa Surn of Applied Forces Sum of Reacrians• Laad PX PI' PZ PX PY PZ %Enor Comb. lb Ib lb Ib lb lb 1 0.00 -63609.99 0.00 0.00 63609.99 -0.00 0.000% 2 155.24 -76331.99 -98208.60 -15524 76331.99 98208.60 0.000% 3 155.24 -57248.99 -98208.60 -155.24 57248.99 98208.60 0.000% 4 48923.41 -76331.99 -84632.99 -48923.40 76331.99 84632.99 0.000% 5 48923.41 -57248.99 -84632.99 -48923.40 57248.99 84632.99 0.000% 6 81039.60 -76331.99 -46906.97 -81039.60 76331.99 46906.96 0.000% 7 81039.60 -57248.99 -46906.97 -81039.60 _ 57248.99 46906.96 0.000% 8 97577.93 -76331.99 -155.24 -97577.93 76331.99. 155.24 0.000% 9 97577.93 -57248.99 -155.24 -97577.93 57248.99 155,24 0.000% 10 84923.12 -76331.99 48969.86 -84923.12 76331.99 -48969.86 0.000% 11 84923.12 -57248.99 48969.86 -84923.12 57248.99 -48969.86 0.000% 12 48654.52 -76331.99 84477 75 -48654.52 76331.99 -84477.75 0.000% 13 48654.52 -57248.99 84477 75 -48654.52 57248.99 -84477 75 0.000% 14 -155.24 -76331.99 93545.05 155.24 76331.99 -93545.04 0.000% 15 -155.24 -57248.99 93545.05 155.24 57248.99 -93545.04 0.000% 16 -48923.41 -76331.99 84632.99 48923.40 76331.99 -84632.99 0.000% 17 -48923.41 -57248.99 84632.99 48923.40 57248.99 -84632.99 0.000% 18 -8507836 -76331.99 49238.74 85078.36 76331.99 -49238.74 0.000% 19 -8507836 -57248.99 49238.74 8507836 57248.99 -49238.74 0.000% 20 -97577.93 -76331.99 155.24 97577.93 76331.99 -155.24 0.000% 21 -97577.93 -57248.99 155.24 97577.93 57248.99 -155.24 0.000% 22 -8088436 -76331.99 -46638.08 8088436 76331.99 46638.08 0.000% 23 -8088436 -57248.99 -46638.08 8088436 57248.99 46638.08" 0.000% ' 24 -48654.52 -76331.99 -84477 75 48654.52 76331.99 84477.75 0.000% 25 -48654.52 -57248.99 -84477 75 48654.52 57248.99 84477.75 0.000% 26 31.09 -63609.99 -19666.19 -31.09 63609.99 19666.19 0.000% 27 9796.87 -63609.99 -16947.69 -9796.87 63609.99 16947.69 0.000% 28 16228.12 -63609.99 -9393.08 -16228.11 63609.99 9393.08 0.000% 29 19539.90 -63609.99 -31.09 -19539.90 63609.99 31.09 0.000% 30 17005.79 -63609.99 9806.18 -17005.79 63609.99 -9806.17 0.000% Page ���Q'��� Job Pasco County(VS) (BU 826548) 29 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road ' Raleigh,NC 27603 Client Designed by Phone:(919)661-6357 Crown Castle FAX. (919)661-6350 Kelly E.-Hoiness, E.I. Sum of Applied Forces Sum o/'Reaclions Load PX PY PZ PX PY PZ %Error Comb. Ib Ib !b 16 Ib lb 31 9743.03 -63609.99 16916.60 -9743.03 63609.99 -16916.60 0.000% 32 -31.09 -63609.99 1873232 31.09 63609.99 -1873232 0.000% 33 -9796.87 -63609.99 16947.69 9796.87 63609.99 -16947.69 0.000% 34 -17036.87 -63609.99 9860.02 17036.87 63609.99 -9860.02 0.000% 35 -19539.90 -63609.99 31.09 19539.90 63609.99 -31.09 0.000% 36 -16197.03 -63609.99 -9339.24 16197.03 63609.99 9339.24 0,000% � 37 -9743.03 -63609.99 -16916.60 9743.03 63609.99 16916.60 0.000% � Maximum Tower Deflections - Service Wind --- - � Section Elevatiwi Horz. Gov. Tilt Twist Nn. nef[ectinn Lnad ft in Comb. ° ° _ Tl 190-180 4.907 27 0.238 0.008 T2 _ 180-160 4.400 27 0.233 0.008 T3 160-140 3.430 27 0.208 0.007 T4 140-120 2.611 27 0.172 0.006 TS 120-113333 1.901 27 0.147 0.004 T6 113333-106.667 1.686 27 0.138 0.004 T7 106.667-100 1.485 27 0.127 0.003 T8 100-80 1307 27 � 0.117 0.003 T9 80-70 0.836 27 0.093 0.002 T10 70-60 0.636 27 0.080 0.002 T l l 60-40 0.477 27 0.066 0.001 T12 40-30 0.220 27 0.043 0.001 T13 30-20 , 0.127 26 0.031 0.001 T14 20-0 0.068 26 0.019 0.900 � Crifical Deflections and Radius of Curvature- Service�Wind � Elevalion Appiirlenance Gov. DeJleclian Til� Twis[ Radius of Load Curv4ture ([ - Comb. in ° � ° /1 190.00 CBC1921-DF-DC-6X 27 4.907 0.238 0.008 441366 171.00 (2)DBXNH-6565B-R2M w/Mount 27 3.951 0.224 0.008, 47725 Pipe 160.00 (2)CAP-FRO-656 w/Mount Pipe 27' 3.430 0.208 0.007 25659 150.00 APXVERRIB-C w/Mount Pipe 27 3.002 0.189 0.006 33248 140.00 F3B-X-AW-23-33-OOT 27 2.611 0.172 0.006 50699 .. . _ - Maximum.Tower Deflections.=.Desi n�Wind . ...- . - , Section F,levati�n HnrZ. Gov. Tilt Twist � No. Deflection Load ft in Comb. ° ° Tl 190-180 24376 4 1.182 0.041 T2 180-160 21.862 4 1.158 0.041 T3 160-140 17.046 4 1.031 0.033 - Pa e ������� Job Pasco County(VS) (BU 826548) 9 30 of 35 Tower Engineering Project � Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryai Road - Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 KeIIy E. HOIIIBSS, E.I. Seclion Elevalian Horz Gov Til� Ttivis� No. Deflection Load f[ in Com6. ° ° T4 140-120 12.976 4 0.853 0.028 TS 120-113333 9 449 4 0.731 0.020 T6 113.333-106.667 8.381 4 0.683 0.018 � T7 106.667-100 7386 4 0.633 0.015 T8 100-80 6.501 4 ' 0.579 0.014 T9 80-70 4.159 4 0.460 0.010 T10 70-60 3.165 4 0.395 0.008 Tl l 60-40 2371 4 0328 0.007 T12 40-30 1.097 19 0.214 0.004 T13 30-20 0.631 19 0.155 0.003 T14 20-0 0.339 19 0.094 0.002 Critical-Deflections and Radius of Curvature- Desi n Wind � - Elevation Appurtenance Gov. Deflection Tilt Twist Radius of �� Curvature ft Comb. in ° ° f� 190.00 CBC1921-DF-DC-6X 4 24.376 1 182 0.041 93018 171.00 (2)DBXNH-6565B-R2M w/Mount 4 19.630 1.114 0.038 9706 Pipe 160.00 (2)CAP-FRO-656 w/Mount Pipe 4 17.046 1.031 0.033 5190 I 50.00 APXVERR 18-C w/Mount Pipe 4 14.922 0.939 0.03 I 6730 140.00 HB-X-AW-23-33-OOT 4 12.976 0.853 0.028 10279 Bolt Desi n Data " Seclion Elevation Camponent Balt Bolt SiZe Number Maximran Allntivable Rario Allowable Criterin No. Type Grade Of Load per Load Load Rario ,/2 in Bo![s Bol[ !b Allnwahle Ib Tl 190 Leg A325N 0.750 4 2972.52 29820.60 0.100 1 Bolt Tension Diagonal A325N 0.500 2 2069.58 4995.70 0.414 1 Member Block Sheaz Top Girt A325N 0.500 1 1688.31 7952.16 0212 1 Bolt Sheaz T2 180 Leg A325N 0.875 4 14485.50 40589 10 0357 1 Bolt Tension Diagonal A325N 0.500 2 4387.27 5505.47 0.797 1 Member Block Shear Top Girt A325N 0.500 1 26.66 7952.16 0.003 1 Bol[Sheaz T3 160 Leg A325N 1.000 6 19180.40 53014.40 0362 1 BoltTension Diagonal A325X 0.750 1 11393.20 17943.80 0.635 1 Member Block , Sheaz , Top Girt A325N 0.750 1 363.90 17892.40 0.020 1 Bolt Sheaz T4 140 Leg A325N 1.500 4 44883.50 119282.00 0376 1 Bolt Tension Diagonal A325N 0.625 2 6389 73 7697 46 0.830 1 Member Block Sheaz Top Girt A325N 0.625 1 2903.85 12425.20 0.234 I Bol[Shear TS 120 Diagonal A325N 0.625 - 2 6519.14 7697.46 0.847 1 Member Block Shear Top Girt A325N 0.625 1 2325.12 12425.20 0.187 1 Bolt Sheaz T6 113.333 Diagonal A325N 0.625 2 6630.44 7697_46 0.861 1 MemberBlock Sheu T7 106.667 L.eg A325N I.500 6 40312.50 119282.00 0338 1 Bolt Tension � Job Page ������� Pasco County(VS) (BU 826548) 31 of 35 - Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)667-6351 Crown Castle FAX.(919)661-6350 - KB��y E. H01110SS, E.I. Seclian Eleva�ion Canponen[ BoU Bol1 Size Number Maximum Allowable Ratia Allawable Crileria No. Type Grade Of Load per Laad Load Ratia jt in Bol[s Bol! !b Allnwable - Ib Diagonal A325X 0.625 2 7223.56 15394.90 0.469 1 Member Block Sheaz T8 100 Leg A325N 1.500 6 49619 70 119282.00 0.416 1 Bolt Tension Diagonal A325N 0.750 2 8569.86 12506.30 0.685 1 Member Block Shear Top Gir[ A325N 0.750 1 4360.44 • 17892.40 0.244 1 Bolt Sheaz T9 80 Diagonal A325N 0.625 2 8226.60 11622.70 0.708 1 Member Block Shear Top Girt A325N 0.625 - 1 4412.65 12425.20 0355 1 Bolt Shear T10 ?0 Leg A325N 1.500 6 59592.40 119282.00 0.500 1 Bolt Tensian Diagonal A325X 0.625 2 9315.95 2324530 0.401 1 Member Block Shear Tl l 60 Leg A325N 1.500 6 69452.20 119282.00 0.582 1 Bolt Tension Diagonal A325N 0.750 2 9864.1 1 17892.40 0.551 1 Bolt Shear TopGirt A325N 0.750 1 6012.13 15768.80 0381 1 MemberBearing T12 40 Diagonal A325N 0.750 2 9373.58 17892.40 0.524 1 Bolt Shear Top Girt A325N 0.750 1 5651.78 15768.80 0358 1 Member Bearing Tl3 30 Leg A325N 1.500 6 79050.50 119282.00 0.663 1 BaltTension - • Diagonal A325X 0.750 2 10656.00 33495.00 0.318 1 Gusset Bearing Tl4 20 Diagonal A325N 0.750 2 I 1037.20 17892.40 0.617 1 �Bolt Shear Top Girt A325N 0.750 1 6036.44 15768.80 0.383 1 Member Bearing �, Com ression Checks > > , Le Desi � n Data Com ression � � ) Section. Elevation Size L L„ KUr A P„ �P„ Ratio No. P„ ft ft ft inz lb Ib �p� Tl 190-180 Pipe 2.5 STD 10.00 5.00 63.3 1.704 -1503030 53865.90 0.279 1 K=1.00 T2 180-160 PIPE 3.5 STD 20.00 5.00 44.9 2.680 -65368.20 9687230 0.675' K=1.00. T3 160-140 Pipe 5 STD 20.02 6.67 42.7 4297 -128070.00 157400.00 0.814' K=1.00 T4 140-120 Pipe 8 STD 20.02 6.67 273 8399 -198296.00 330771.00 0.599' K=1.00 TS 120-113.333 Pipe 8 STD 6.67 6.67 273 8399 -221326.00 330771.00 0.669' K=1.00 T6 113333- Pipe 8 STD 6.67 6.67 27.3 8.399 -244626.00 330771.00 0.740' 106.667 K=1.00 T7 106.667-100 Pipe 8 STD 6.67 6.67 273 8.399 -266104.00 330771.00 0.804' K=1.00 T8 100-80 Pipe 10 STD(SCH40) 20.02 10.01 32.5 11.966 -328061.00 461312.00 0.711' K=1.00 T9 80-70 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 -361630.00 461312.00 0.784' � K=1.00 T10 70-60 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 -394791.00 461312.00 0.856' K=1.00 Tl l 60-40 Pipe 12 STD 20.02 10.01 27.4 14.579 -462049.00 573746.00 0.805 I K=1.00 T12 40-30 _ Pipe 12 STD 10.01 10.01 27.4 14.579 �95274.00 573746.00 0.863' , ������� Job Page _ Pasco County(VS) (BU 826548) 32 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(979)661-6351 - CYOWII CaStle Kell E. Hoiness, FAX.(919)661-6350 y � E.I. Seclion Elevation Size L L„ KUr A P„ �P„ Ra1ia No. P„ f[ Jf f[ in� lb lb �p� I K=1.00 T13 30-20 Pipe 12 STD 10.01 10.01 27 4 14.579 -528083.00 573746.00 0.920' K=1.00 T14 20-0 Pipe 12 XH 2O.02 10.01 27 7 19.242 -594267.00 756510.00 0.786' K=1.00 1 P� /.�P�controls I Dia onal Desi n Data (Com ression) Sectron Elevation Size L L„ ICUr A P„ �P„ Ratio No. P„ ft ft ft in� lb !b �p� Tl 190-180 Ll 3/4x1 3/4x3/16 9 43 4.41 146.0 0.621 -4149.28 6583.67 0.630' K=0.95 T2 180-160 L2x2x3/16 9.43 435 129.6 0.715 -8842.56 9562.73 0.925' K=0.98 T'3 160-140 2L2 1/2x2 1/2x3/16x3/8 11.52 5.51 85.0 1.800 -11846.10 3987930 0.297' K=1.00 T4 140-120 L3x3x3/16 12.91 6.00 120.7 1.090 -1296830 16272.00 0.797' K=1.00 TS 120-113.333 L3x3�c3/16 1339 6.24 124 4 1.090 -13235.40 15534.40 0.852' , K=0.99 T6 113.333- L3x3x3/16 13.87 6.49 128.1 1.090 -13149.50 14802.00 0.888' 106.667 K=0.98 T"7 106.667--100 2L3x3x3/16x1/2 14.36 6.74 86.0 2.180 -14759.30 46822.90 0.315' K=1.00 T8 100-80 L3 1/2x3 1/2x1/4 17 41 8.18 136.4 1.690 -17296.50 2052430 0.843' K=0.96 T9 80-70 L3 1/2x3 1/2x1/4 18.10 8.56 141.4 1.690 -16672.10 19094.00 0.873' K=0.96 T10 70-60 2L31/2�c31/2x1/4x1/2 18.80 8.92 98.0 3.375 -18940.40 65929.00 0.287' K=1.00 Tl l 60-40 L3 1/2x3 1/2x3/8 20.23 9.51 155.2 2.480 -19728.20 23249.90 0.849' K=0.93 T12 40-30 L3 1/2x3 1l2x3/8 20.96 9.88 160.1 2.480 -18747.20 21848.60 0.858' K=0.93 T13 30-20 2I�1/2x3 1/2ac3/8x1/2 21.69 10.25 114.6' 4.969 -21761.60 80654.50 0.270 1 K=1.00 T14 20-0 LAx4x3/8 23.19 11.01 1563 2.860 -22074.50 26444.20 0.835' K=0.93 I P� /�P�controls To Girf Desi n Data.(Com ression) � Sectian Elevation Size L L„ KUr A P� �P„ Ratio I No. P„ � ft ft ft in2 lb Ib �p� Tl 190-180 L3 1/2x3 1/2x1/4 8.00 7.55 130.6 1.690 -168831 22313.50 0.076' K=1.00 i Job Page ������� Pasco County(VS) (BU 826548) 33 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle , FAX:(919)661-6350 Kelly E. Hoiness, E.I. Section Elevation Size L L„ KUr A P„ �P„ Ra�io Na. P.. j[ jr ./2 inz Ib lb �p„ T3 160-140 L3 1/2x3 1/2x3/8 8.00 7 40 129.2 2.480 -219.48 33376.40 0.007' K=1.00 T4 140-120 L3 1/2x3 1/2x3/8 9.67 8.96 156.6 2.480 -2489.67 22854.00 0.109' K=1.00 TS 120-I13.333 LAx4x3/8 11.33 1038 158.0 2.860 -2059.06 25883.30 0.080' K=1.00 T8 100-80 L4x4x3/8 I 3.00 12.01 I 82.9 2.860 ,-4015.77 1931430 0.208� K=1.00 T9 80-70 LSx5x5/16 14.67 13.53 1633 3.030 -4171 77 25667.60 0.163' K=1.00 T 11 60-40 LSx5x5/16 1633 15.16 183.0 3.030 -5663.01 20429.20 0.277' ' K=1.00 T12 40-30 LSx5x5/16 18.00 16.67 201.2 3.030 -5324.00 16908.10 0.315` K=1.00 KIJR>200(C)-188 T14 20-0 LSx5x5/16 19.67 18.33 221.3 3.030 -5587.04 13973.70 0.400' K=1.00 KL/R>200(C)-208 1 P� l�P„controls - , Tension Checks Le Desi n Data (Tension)_ � Section Elevation Size L L„ KUr A P„ �P„ Ratia No. Pu ft ft ft in� lb lb �p� Tl 190-180 Pipe 2.5 STD 10.00 5.00 63.3 1.704 11890.10 70547.70 0.169' T2 180-160 PIPE 3.5 STD 20.00 5.00 44.9 2.680 57942.10 110933.00 0.522' T'3 160-140 Pipe 5 STD 20.02 6.67 42.7 4.297 115082.00 177914.00 0.647� T4 140-120 Pipe 8 STD 20.02 6.67 273 8399 179534.00 347729.00 0.516' TS 120-113333 Pipe 8 STD 6.67 6.67 27.3 8399 200643.00 347729.00 0.577' T6 113.333- Pipe 8 STD 6.67 6.67 27.3 8399 221935.00 347729.00 0.638' 106.667 T7 106.667-100 Pipe 8 STD 6.67 6.67 273 8.399 241875.00 347729.00 0.696' T8 100-80 Pipe 10 STD(SCH40) 20.02 10.01 32.5 11.966 297718.00 495377.00 0.601� T9 80-70 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 327835.00 495377.00 0.662' T10 70-60 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 357554.00 495377.00 0.722' Tl l 60-40 Pipe 12 STD 20.02 d0.01 27.4 14.579 416713.00 603569.00 - 0.690` T12 40-30 Pipe 12 STD 10.01 10.01 27.4 14.579 445743.00 603569.00 0.739� T13 30-20 Pipe 12 STD 10.01 10.01 27.4 14.579 474303.00 603569.00 0.786' T14 20-0 Pipe 12 XH 2O.02 10.01 27 7 19.242 530706.00 796629.00 0.666� 1 P� /�P�cOntrols � . _. _ . - - �: Dia onal Desi n Data ;(Tension) _ __ .�. , � Job Page ������� n V B 2 4 34 of 35 . Pasco Cou ty( S) ( U 8 65 8) Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone.(919)667-6351 Crown Castle FAX. (919)661-6350 Kelly E. Hoiness, E.I. � Sec[ian Elevalion Size L L„ KUr A P„ �Y„ Ra�io No. P„ ./1 J[ f'! inz [b lb �p� TI 190-180 Ll3/4x13/4x3/16 9.43 441 102.3 0378 4139.16 16439.90 0.252' T2 180-160 L2x2x3/16 9.43 4.35 87.9 0.448 8774.53 19503.60 0.450' T'3 160-140 2L21/2x21/2x3/16x3/8 11.52 5.51 87.1 1.104 11393.20 48019.90 0.237' T4 140-120 L3�c3x3/16 12.91 6.00 79.2 0.712 12779.50 30973.40 0.413' TS 120-I 13333 L3x3x3/16 13.39 6.24 823 0.712 1303830 30973.40 0.421 ' T6 ' 113333- L3x3x3/16 13.87 6.49 85.4 0.712 13260.90 30973.40 0.428' 106.667 - T"J 106.667-100 2L3x3x3/16x1/2 14.36 6.74 88.6 1.424 14447.10 61936.50 0.233' T8 100-80 L3 1/2x3 1/2xl/4 17 41 8.18 92.6 1.103 17139 70 47999.50 0357' T9 80-70 L3 1/2x3 1/2x1/4 18.10 8.56 96.4 1.127 16453.20 49019.10 0336' Tl 0 70-60 2L3 1/2x3 1/2x 1/4x 1/2 18.80 8.92 1002 2250 18631.90 97875.00 0.190' � TI I 60-40 L3 1/2x3 1/2x3l8 20.23 9.51 109.3 1.614 19528.30 70204.90 0278' T12 40-30 L31/2x31/2x3/8 20.96 9.88 1134 1.614 1845110 70204.90 0.263' T13 30-20 2I3 1l2x3 1/2x3/8x1/2 21.69 10.25 117.1 3.234 21312.00 140695.00 0.151 ' T14 20-0 L4x4x3/8 23.19 11.01 109.6 1.899 21770.00 82602.40 0.264' 1 P� /�P�controls To Girt Desi n Data (Tension) � Section Elevation Size L L„ KUr A P„ �P„ Ratio No. P„ fi ft ft in2 lb lb �p� Tl 190-180 L31/2x31/2x1/4 8.00 7.55 85.4 1.150 1664.94 50038.60 0.033' T2 180-160 L3 1/2x3 1/2x i/4 8.00 7.55 85.4 1 150 26.66 50038.60 0.001 ' T3 160-140 L3 1/2ac3 1/2x3l8 8.00 7 40 86.0 1.614 363.90 70204.90 0.005' T4 140-120 L3 1/2x3 1/2x3/8 9.67 8.96 1032 1.649 2903.85 71734.20 0.040� TS 120-113333 LAx4x3/8 1133 10.38 103.6 1.934 2325.12 84131.70 0.028' T8 100-80 LAx4x3/8 13.00 12.01 119.8 1.899 4360.44 82602.40 0.053' T9 80-70 LSx5x5/16 14.67 13.53 1052 2.097 4412.65 91207.30 0.048' Tll 60-40 LSx5x5/16 1633 15.16 118.0 2.067 6012.13 89932.90 0.067' T12 40-30 ISx5x5/16 18.00 16.67 129.5 2.067 5651.78 89932.90 0.063' T14 20-0 - LSx5x5/16 19.67 1833 142.2 2.067 6036.44 89932.90 0.067' 1 P� /�P�controls -�.. . . - . Section Ca acit Table Section Elevation Componenr Size Cri�ical P ¢P��„� % Pass N� ft Type Element Ib Lb Capaciry Fail Tl 190-180 L.eg Pipe 2.5 STD 1 -1503030 53865.90 27.9 Pass T2 180-160 I.eg PIPE 3.5 STD 19 -65368.20 9687230 67.5 Pass T3 160-140 Leg Pipe 5 STD 49 -128070.00 157400.00 81.4 , Pass T4 140-120 I.eg Pipe 8 STD 75 -198296.00 330771.00 59.9 Pass TS 120-113.333 Leg Pipe 8 STD 99 -221326.00 330771.00 66.9 Pass T6 113333- Leg Pipe 8 STD 111 -244626.00 330771.00 74.0 Pass 106.667 T7 106.667-100 Leg Pipe 8 STD 120 -266104.00 330771.00 80.4 Pass T8 100-80 L.eg Pipe 10 STD(SCH40) 129 328061.00 461312.00 71.1 Pass T9 80-70 Leg Pipe 10 STD(SCH40) 147 -361630.00 461312.00 78.4 Pass T10 70-60 Leg Pipe 10 STD(SCH40) 159 -394791.00 461312.00 85.6 Pass Job Page ������� Pasco County(VS) (BU 826548) 35 of 35 Tower Engineering Project Date Professionals,Inc. TEP No.48167.104472 10:01:41 12/21/16 326 Tryon Road Raleigh,NC 2760j Client Designed by Phone:(919)661-6351 Crown Castle FAX.(919)661-6350 Kelly E. Hoiness, E.I. Section Eleva[ion Canponent Size CrificQl P pP,��,� % Pass No. .ft Type Element Ib lb Capaciry Fail T 11 60-40 Leg Pipe 12 STD 168 -462049.00 573746.00 80.5 Pass T12 40-30 I.eg Pipe 12 STD 186 �95274.00 573746.00 863 Pass T13 30-20 L.eg Pipe 12 STD 198 -528083.00 573746.00 92.0 Pass T14 20-0 I.eg Pipe 12 XH 207 -594267.00 756510.00 . 78.6 Pass Tl 190-180 Diagonal Ll 3/4x13/4x3/16 12 -4149.28 6583.67 63.0 Pass T2 180-160 Diagonal L2x2x3/16 28 -8842.56 9562.73 92.5 Pass T'3 160-140 Diagonal 2L2 1/2�c2 1/2�c3/16x3/8 58 -11846.10 3987930 29.7 Pass 63.5(b) T4 140-120 Diagonal L.3x3x3/16 82 -1296830 16272.00 79 7 Pass 83.0(b) TS 120-113333 Diagonal L3x3x3/16 106 -13235.40 15534.40 85.2 Pass T6 113333- Diagonal L3x3x3/16 114 -13149.50 14802.00 88.8 Pass 106.667 T7 106.667-100 Diagonal 2L3x3x3/16x1/2 124 -14759.30 46822.90 31.5 Pass 46.9(b) T8 100-80 Diagonal L31/2x31/2xl/4 136 -17296.50 2052430 843 Pass T9 80-70 Diagonal L3 1/2�c3 1/2x1/4 154 -16672.10 19094.00 873 Pass T10 70-60 Diagonal 2L31/2x31/2x1/4x1/2 163 -18940.40 65929.00 28.7 Pass 40.1(b) Tl l 60-40 Diagonal I�1/2x3 1/2x3/8 175 -19728.20 23249.90 84.9 Pass T12 40-30 Diagonal L3 1/2x3 1/2x3/8 192 -18747.20 21848.60 85.8 Pass T13 30-20 Diago�al 2L3 1/2x3 1/2x3/8x1/2 201 -21761.60 80654.50 27.0 Pass 31.8(b) , T14 20-0 Diagonal L4x4x3/8 213 -22074.50 26444.20 83.5 Pass Tl 190-180 Top Girt I3 1/2�c3 1/2x1/4 5 -1688.31 22313.50 7.6 Pass � 21.2(b) T2 180-160 Top Girt L3 1/2x3 1/2x1/4 22 24.74 50038.60 0.2 Pass 03(b) T3 160-140 Top Girt L3 1/2x3 1/2x3/8 53 -219.48 33376.40 0.7 Pass 2.0(b) T4 140-120 Top Girt I3 1/2x3 1/2x3/8 77 -2489.67 22854.00 10.9 Pass 23.4(b) TS 120-113333 Top Girt L�x4x3/8 101 -2059.06 25883.30 8.0 Pass , 18.7(b) T8 100-80 -- Top Girt LAx4ac3/8 131 -4015.77 19314.30 20.8 Pass 24.4(b) T9 80-70 Top Girt ISx5x5/16 149 -4171.77 25667.60 16.3 Pass 35.5(b) Tl l 60-40 Top Girt LSx5ac5/16 170 -5663.01 20429.20 27 7 Pass 38.1(b) - T12 40-30 Top Girt LSx5x5/16 188 -5324.00 16908.10 31.5 Pass 35.8(b) T14 20-0 Top Girt LSx5x5/16 208 -5587.04 13973.70 40.0 Pass Summary . Leg(T13) 92.0 Pass Diagonal 92.5 Pass (T2) Top Girt 40.0 Pass - (T14) Bolt Checks 86.1 Pass RATING= 925 Pass Program Version 7.0.5.1-2/1/2016 File:C:/CTsers/khoiness/Desktop/Pasco County(VS)/826548_LC7.eri - December2l,2016 y90-ft Self-Supporting Tower Structural Analysis Report CC/BU No 826548 TEP Project Number 48i67.104472,Application 372275, Revision 0 Page 9 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 � , • � (RESERVED—IN CONOUiT) a (3) t/4"TO 150 FT LEVEL ���& (3) 17/64`TO 150 Fi LEVEL � (INSVLLLEO) ' (RESERVED) (:12) 1-5/B'70 160 FT LEVEL (1) 1" TO 150 FT LEVEL (INSTALLED) (3) 1-3/16' TO 750 FT LEVEL LEG C ••••••••• p��� LEG A (PROPOSED) (l) 3/8" TO 171 FT LEvEI • • (1) 3/4" TO 171 FT IEVEL • (INSTALLED) • •��. (3) 5/16" TO 171 FT LEVEL • (1) 3/B' TO 171 FT LEVEL (A9ANDONED) (2) 3%4'TO 171 FT LEVEL (6) 1—S/8" TO 140 FT LEVEL • ••� (6) 7/B�TO 171 FT IEVEL • (i2) i-s/a• To i�i � ��� � �' , �, ��� � �i � � � �• (INSTALLED) (1) 7/8' TO 190 FT LEVEL • (1) 1-1/1'70 190 FT LEVEL , (6) 1-5/B�10 190 FT LEVEL (6) 2-1/4'70 190 FT LEVEL , , LEC B BUSINE55 UNIT: 626548 TOWER ID: C_BASELEVEL December 21,20 i 6 i90-ft Self-Supporting Tower Structural Analysis Report CCI BU No 826548 TEP Project Number 48i67.104472,Application 372275, Revision 0 Page i0 - APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1. , 10/6Y1016 Search Results for Map r i �I '+� � �' � t ; . � � . k �.�Y ` .��'�.�4 " " : a `�����`' `'�'���;° a$4 a � � •`':`� ' q�� �� � p „'.���5y*�'_t�` " ''� i �ni ..,.as, q_ �y ��d�;Y' �,�gw v.� .� g� _ ��k. w�...o,'6� d� h„A �, ..-.,�.�• � .::1.fi�'r�r�jz� � u,�,y;8�' �'�:�:/b�r,➢,�-�ss�,4„�,. ��.> e ��^� 1 ,"3�`-:. ���">g�""� � "t�,�?. '�. 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Y.� ;�- MRI**25-Year:92 = ,' ^ q � � ?Caba � + _✓-;�"'�^i••.,_, � - t MRI**50-Ye8�: 103 � �,-„-'•MexicoCity ``' � � -_, .Domioiean ; MRI**100-Year: 113 (' - 'a ,;_ ; Reputilic' � Z �,?�� ; '^-`.', , ,�-�',' W hneKcl�ico � ASCE 7-05 Windspeed: � � r'T�° N�, �, ' � GuaUema�a , 107(3-sec peak gust in mph) ' � �"f' m' �Q"a"`��"'""' ' _ - �"�-`°�-�-��"��� � :,,,�-�..,i. �;+y• ASCE 7-93 Windspeed: ;�^�A��� „� ��� `�!��a9ua x w !tijap data�020'16 Google,INEGt 98(fastest mile in mph) •M�es per haur - "Mean Recurrence Interval Users shouid consuft with local building officials to determine if there are community-specfic wind speed requirements that govern. n � Print your results WINDSPEED WEBSITE DISCLAIMER - � While,the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the windspeed report should not " be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by enginee�s or other licensed professionals.ATC does not intend that the use of this information repiace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in , interpreting and applying the results of the windspeed•report provided by this website. Users of the information . from this website assume ali liability arising from such use. Use of the output of this website does not imply approval by the goveming building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund•Aoplied Technoloav Council•201 Redwood Shores Parkway,Suite 240•Redwood City,Califnmia 94065•(650)595-1542 , http:/lwindspeed.atcouricil.or�ndex.php?option=com content&view=article&id=10&dec=1&Iatitude=282480278%C2%8081ongitude=-82.1859444&risk_catego..: 1/1. � . , , • ; ' , � - Anchor Rod Check for Self Supporting Towers TIA-222-G,Section 4.9.9 Rev.6.1 ���' � ��f��! L� Site Data Reactions BU#: 826548 � Eta Factor, 0.55 Detail T e Site Name: Pasco Count VS U lift, Pu• 545:543. ki s A #: 372275 Rev.U Shear,Vu: 54.946 ki s Anchor Rod Data a�� . in Qty: 6 Mu=0.65*lar*V„ ft-klps Diam. 2.25 in - Rod Material. Other Stren th Fu 100 ksi Anchor Rod Results: Yield F • 75 ksi Max Rod(Cu+Vu/rj). 107.6 Kips Design Axial,�*Fu'Anet: 260.0 Kips * Rod Circle. in � Anchor Rod Stress Ratio: 41.4% *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 concrefe to fhe 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 to leg the following interaction equation shall also be satisfied(see reinforcemenf exisi. Figure 4-4 of Rev. G). Nu��Rn�)2+I�Pu��Rnt)+�M���Rnm)�2<=1 � s�o� f �. ,lt �Rnv=�*0.45�F�b*Ab= kips � b�� $� a ��s �Rnt=�*F�*Anet= kips � 3`''.�.�-'°°^ �Rnm=�*Fy*Z= ft-klps c_nvc�--y � c,;r�ss� �`t� ��,wc..... � �i=��....� ScC i 1C?IL A+� SEC'iIO�S 3-8 �etail Type(a) Oetait TYPe{b) �Z=a.qa 2=a-�r� ...:- °^,�„' Gj Y;�4��5 � � ' �— � p T k_..�°,� ���s� cn Sneik :t%°s �rout �a�-•^"'-,� S't Cay:5S3 1 gr _....a..._.� SECTICStt! C-C ScCTt�?A1 D-D � Qetail Type {ej Detail Type(d) Maximum Acceptable Ratio: . _, 105 _ % .,Z�p ss tsea Mat�'1 talo,v) ����s¢ Governing Stress Ratio: 41.4% Pass Figure 44 of TIA-222-G SST Anchor Rod Check For Rev G-Rev 6.1 091912 :� i4 yga � �ai ,� �-yPA55 PASS�`; Pasco County(VS)(BU 826548) ��"�o� Results Summary: LC3 LC2 TEP#: 48167.104472 Soillnteredion: 85.6% 67.7�- Analysis: KEH 12/21/2016 Drilled Caisson Tool-Input Foundation Structural: 17.6°� 34.096 Check: PRS 12/21/2016 _.: CodeRevisions:TIA=222=G;,�AC1;31S;=1i: TowerType: ,°Sel,f,,_�Support,. I LCl LC2 Shaft Information Moment: - -��kip-ft Diameter::=�` 6t40 ft Axial(download): 61s ,44 � kip Projection: ."!� 0.50 ft Shear: 60:72 54:95: kip Caisson Length: �� ;,42.50 ft Axial(uplift): -.. ��k�:-�5'45�5°4: kip fc: :�;^�: .00� ksi � Max ec: 0.003 in/in Axial Safety Factors q,all: '� Of0 sF`� et] Bearing: ZO S.F.: 2 0 Cage 1 Reinforrement Tie Bar Size: �4� (fy=60.0 ksiJ Clear Cover to Tie: 3:0�� : in(Cage�=63.87inJ Tie Bar Spacing: 1�I00"i in ' Vertical Bar Size: 9 Vertical Bar Quantity: 26 (p=0.639°0) fy: 6o.a ksi E: 2 ,oao ksi Design Parameters 50�� Depth(ft) Eff.Unit Welght Cohesion Frictlon Angle� All.Skin Friction(psfl Layer SoilType from to (P�f) (P�) (�) Download Uplift 1 Clay 0.00 3.00 130.0 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 40.00 500.0 500 10.0 1000 750 (A55llmed) 5 Silt 40.00 42.00 100.0 500 10.0 1000 750 Notes: 1)Neglect lateral soil strength to a depth of: i)1/2 Pier¢=6.00ft/2=3.00ft ii)� - - . ..��,��..��.�- . iii�� __,.�.o._....._.....,_.:...._.,...... ' 2)Neglect axial soil strength to a depth of:3.00ft 3)Groundwater=N/A r � ' , >' A ' a9� a� ��°.� Pasco County(VS)(BU 826548) �`�E�s TEP#: 48167.104472 Analysis: KEH 12/21/2016 Soillnteraction:LCl Check: PRS 12/21/2016 . Shear Diagram (k) Moment Diagram (k-ft) 0 -1 - 0 -1 0 _2 -3 -4 -5 -6 _7 -8 _g ' -10 -11 -12 -13 -14 -15 i -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:fi96.:PASS I e i42 � �',��'� ' Pasco County(VS)(BU 826548) � ��s��'^�%LLG TEP�t: 48167.104472 Analysis: KEH 12/21/2016 Soil Interection:LC2 Check: PRS 12/21/2016 Shear Diagram (k) - Moment Diagram (k-ft) 0 - - - o -1 0 -z -3 -4 _ -5 -6 -7 -$ -9 -10 -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 Unfadored Moment: 766.1 kip-ft @ 20.28 ft below grade Additional Factor of Safety: 1930 Capacity= ,6;9� ' PASS , :� ., � � �y o w E a Pasco County(VS)(BU 826548) ' ''�s o�'� ` TEP#: 48167.104472 Analysis: KEH 12/21/2016 I Soil Interaction:Uplift/Download Capacity Check: PRS 12/21/2016 Ultimate Skin Concrete �Fs �Fs Concrete . Layer Area Friction(k) Wt. (ftZ) Down Down Wt� Replaced Uplift Uplift (kips) _ from to load load (kips) 0.00 3.00 56.55 0.00 0.00 0.00 0.00 14.84' S.Si ' 3.00 12.00 169.65 84.82 59.38 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 , �I - I LC1 LC2 Pu= 672.0 60.6 kip �Pn= 784.6 784.6 kip , � Uu= 0.0 3833 kip �Un= 566.2 566.2 kip Download Capacity=.85:6,96 _7.796_,_ Uplih Capacity=�.;0.0%__._67.7%� � PASS PASS � - ��� � . � ,�; .: � �� v,E a Pasca County(VS)(BU 826548) �`��s TEP tl: 48167.104472 Analysis: KEH 12/21/2016 Reinforcement Capacity Check: PRS 12/21/2016 • • � � 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 • • • • • -2.5 • • • LC1 LC2 � Vu= 78.2 70.8 kip Vc= 553.7 377.0 kip fy,tie= 6(}.0 Vs= 101.6 101.6 kip �Vn= 491.4 358.9 kip Capacity= ;iS:9'r6. `19:79b;-i PASS PASS LC1 LC2 . Mu= 846.5 766.1 kip-ft �Mn= 47973 2251.2 kip-ft _, . ... _ Capacity=_iZ.6�:,; _,34.0�6=.i PASS PASS