The URL can be used to link to this page

Home My WebLink About13-14005 CITY OF ZEPHYRHILLS 5335-8TH STREET �sis)�so-oozo 1 05 BUILDING PERMIT Permit Number: 14005 Address: 38522 A AVE Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: ADD/ALT COMMERCIAL Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 14-26-21-0010-01700-0060 Improv. Cost: 20,000.00 Date Issued: 5/28/2013 Name: CROWN CASTLE GT COMPANY LLC Total Fees: 202.50 Address: 4017 WASHINGTON RD Amount Paid: 202.50 MC MURRAY PA 15317-2520 Date Paid: 5/28/2013 Phone: (813)342-3853 Work Desc: INSTALL ANTENNA& LINES TO EXISTING TOWER T-MOBILE � /� ,? s �� ,� �f � � � `J� / ,�� i�� V , r,� � -� � � � ,�d �n FOOTER BOND DUCTS INSULATED SEWER . MISC. ROUGH ELECTRIC LINTEL MISC � MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80(2)(c)when extra inspection trips are necessary due to any one of the following reasons: a)wrong address b)condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d)work not ready for inspection when called e) permit not posted on job site� plans not at job site g)work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans, Specifications Must Accompany Application. All work shall be performed in accordance with Ci Codes and Ordinances. NO OCCUPANCY BEFO C.O. � -,r'- -. NTRACTOR SIGNATU PERMIT OFFI R --- PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER a�s-�eo-oozo City of Zephyrhills Permit Application Fax-813-780-0021 Building Departme�t Date Racelved 3 '� Phon�CoMaet for Permlttin TT-TTTT owners Name Verizon Wireless owner Phona Number Owno�"s Addross 14055 Riveredge Drive,Suite 600,Tampa,FL 332637 pN,nsr phonQ Numbsr Fee Slmple Titlehdder Name C�OWh Ca5tl2 p��p�e Number �—� Fes Simpb Titleholdsr Addross 017 Washington Rd.,McMurray,PA 15317-2520 ,we n�ortESS 38522 A Avenue,Zephyrhills,FL 33542 � LOT� sueonns�or, � PARCEL ID� 1a-26-Zi-ooio-oi�oo-o060 (OBTAINED FROM PROPEItTY TAl(NOTICE) WORK PROPOSED B NEW CoNSTA 8 ADO/ALT Q SIGN � Q DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM Q OTHER TYPE OF CONBTRUCTION Q BLOCK Q FRAME Q STEEL Q DESCRIPTION OF WORK �nstall antennas&lines to existing telcom tower �/ — /i1 —�� BUILDING SI2E � "�A SQ FOOTAGE N�A HEIGHT N/A STRUCTION QELECTRICAL S AMP SERVICE Q PROGRESS ENERGY Q W.R.E.C. QPLUMBING $ �// � � -�� QMECHANICAL $ VALUATION OF MECHANICAL INSTALLATION QGAS Q ROOFING Q SPECIALTY Q OTHER FINISHED FLOOR ELEVATIONS FLO00 20NE AREA QYES NO BUILDER �`�COMPANY �CROMPTON ELECTRIC,INC � SIGNATURE REGISTERED Y I N FEE CURRE� Y!N address 1799 7TH AV ,LAKE WORTH FL 33461 �icense# CGC62911 � ELECTRICIAN COMPANY SIGNATURE REGISTERED Y/ N FEE cURREn Y/N Address License# �� PLUMBER COMPANY � SIGNATURE REGISTERED Y! N �E cuwtE� Y 1 N Addresc License# �— AIECHANIGLL COMPANY � SI(iNATURE REGISTERED Y! N �e cuwtEn Y!N Addreas License# �� ER �. /� COMPANY �i �At d' SI(iNATURE �i��'� r�asr�D Y N r�E cur�n Y!N Address License# � IIIIIIIIIIIIt1111111111 / 111111111111111111111111111111111111i111111 RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Forms;R-O-W Permit for new construction, Minimum ten(10)waking days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary FaciliNes 8 1 dumpster;Site Work Pertnit for subdivisions/large projects COMMERCIAL Attach(3)complete sets of Building Plans plus a Lite Safery Page;(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 all new projects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. ""PROPERTY SURVEY required for all NEW construction. 'J ' i.l � i i�i Y i ' �i 1 1 i 1 1 1 i • 1 � • ' 1 f i •J • 1 i • 1 i • • 1 • • 1 • Direetlons:• Fill out application completely. Owner 8 ConVactor sign back of application,notarized If over 52500,a Hotice of Commencsment Is required. (AIC upgndes over i75�) '" Agent(tw the contractor)or Power ot Attomey(for the owner)would be someone witti noTarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application ONy) Reroofs If shingies Sewers Service Upgrades NC Fences(Wot/Surveylfootage) Driveways-Not over Counter i(on puWic roadways..needs ROW 05/2812013 13:16 Northwest Insurance Agency �A�214 352 7744 P.0011001 �►�a� CERTfFICA7� OF L,IA�IL�ITY INSURANCE si2si oi3' THI$ CER7IFICATE 19 ISSUED AS A MATTER OF INFORMATION pNLY AND CONFER9 NO RI0FfT8 UrON TH� CFRTIFICATE NOLDER. THIS CERTIFICATE OOE9 NOT AFFIRAIATIVEI.Y OR N�OATNEI.Y AMEND, EXTEND OR ALTER TFIE COVERAOE AFFOROED BY TME POLICIES BELOW. 7HIS CERYIFICATE OF q�URANCE DOES NOT CONSTITUT� A CONYRAC7 BESWEEN THE 188UING IN8tlREli(8►, AuTHORIZED REPRESENYAYIVE OR PRODUCER,AND 7NE CER7IFICA7E HO�OER. MAPORTANT: 1F q1e�OrtMC�t6 h01d9�16 Pn ADDi'1'IONAL IN9URPD,ihe p011CyQsY)muot be OndOroNJ. I�9tJaRdOATIOPt 19 WAIVED,wbJeet to tlr twms�nd�ondl�ons oi q►e poNc�1,certaln potldes m�y�quks�n�ndon�meot A�tertMnt on 1Ms�doa not�onl�r r1�s to!ho o�rtllk�o hold�r In INu o!wch�ndo��m s. PrtOOVC�t H�t�: NORTSWEST IN3LIRANCE AGrENCY ; (214)352-5656 �:I214)352-7744 11722 �sh I�xx Ste 3�S ,�� .i�o@na ncias.com Dallas, T7C 75224 .,�,p��,covau,oE ,we� iNSUr��:L�T3WTILLTB IN3LiRANCE COMPANY INSURED �Z(�,'gpQy�T IZIDV9TRIES L�t,G IN6URER B s� =�Z�N�' u�suaea c:'x'EXA$ MUTW,L 9884 M�TROE RD INSURERD: pALLA,S, xX 75220 n+suaea e; INSURER P: f,'OyEFtAGES CERTIFICA'T'E NUMBER: REVISION NUNiBER: THIS IS TO CERTIFY T}WT TME POUCIES OF INSURANCE LIS7ED BELDW MAVE BEEN ISSUED T4 THE INSURED NAMED A90VE FOR THE POLICY PERI00 INDICATED. NOTWITMSTANOINO ANY REQUIREMENT,TERM OR CONCRtON OF ANY CONTRACT OR OTMER DOCUNIENT N11TN RESPECT TO NMICH THIS CERYIFICATE MAY BE IS3tJED OR MAY PERTAMI, TNE INSURIWCE AFFORDED BY TNE POLICIES DFSCR��D H�REIN 1S SuB.IECT To AI.L THE TERMS, D(CLUSIONS ANO CONDITIONS OF SUCH POLIGIES.UMITS SHOWN MAY HAVE BEEN REDUCED 8Y PAIO CWMS. L� TYPE OF INSUNANCE pOLICY NUMBER ��''�TS c,�Er+,� w�eiulr ErYcH occu�t� e �. 000 000 X ��,��i� �e�, s 100 000 cu�s�+oE �oc�Ua Meo��,�ny a»r»non) i S O O O A gC�W 02/23/13 02/23/l4 p�gp�µd,�,pVMWINtY 4 1,000 000 �,,,� ,,�,,,� , z,o00,ooa �,L�,,��qppVEg p�: PRODUC7S-COIYPlOP/�(;G : 2,000,000 POL�Cr PRO- � ! �uTOMOei��N,siuTy ,�,d,,,, I 000 000 zxc7862068 ix/zo/�z i�/zol�� BOO,�ruuu�►c�«v.� s ALL OWNEO $ ��ULED 80DILY INJURY(P�r aoddmt) � 8 AUTOB HIRED AuT08 �� Par aedda�t $ s u�nBr�u►uAe o� fJ1CH OCCURRENCE a 5,000,000 A S �� X cw�a�uc� �C� 02/23/i3 02/23/i4 �� = 5,000,000 DED f1EYENTION ` WORKERB COIrWEN8AT10N T ��A�� 02/23/l3 02/23/14 ,�,�, �� Y� N�� Q003079554 �.�.�►cn�cGOarr a 1,000,000 C orr�xaMween e�uoeoo �..,,,,y,�� .�.ws�.��or s 1 000 000 MoEBCRPTI��OW�OPERATIONg baloW E.L.DIBEABE-POLICY LIMR f � ��0 �� bEBCfiIPTION OF OPEFtAT�NB/LOCATION81 VEHICLEB (Att�ch ACORD 101,Addltbnai Rartwrk�8dwduN,M moro�paro M raQulrod} CERTIFICATE HdLDER CANCELLATION SHOULG ANY OF'1'ME A60VE D�SCRIBED POLICIES BE CANCELLEO BEFORE CI�'Y OL' f4�PH]LRHTLLS rHe �iw►noN oaTE rH�OF, NO'nCe wll�. BE OELNERED IN 5335 BTH STREET AC,CDRDANOE WITH THE PO PRrnns�oHS, ZEPHYRBILLS, b'L 33342 AUTM D $ A 1 8-2010 ACORD CORPORATION. All righta reaenrod. ACOR025(201W05) �e ACORD name and logo aro regiota m a o AGORD �� I Illill If III IIIII IIIII IIIII IIIII IIIII IIIII lIIII Iilll I�II IIII Key No Permit No. ` 2013092522 NOTICE OF COMlU1ENCEMENT Rept:1523608 Rec: 10.00 DS: 0.00 IT: 0.00 THE tlNDERSIGNED hersby gives notice thai improvement wii!be 05/24/13 L. Korb, Dpty C 1 erk �v4acie to certain and in accordance with Chap#sr 713, Florida State pRULR S 0'NEIL,Ph D PASCO CLERK & COMPTROLLER Statues:the fotiowin5 irsformatior is prov;ded in Lhis Notice of 05/24/13 04:10 m 1 of 1�+ Commencement: OR BK �� PG 2V�2 1. Description of Property: Parcei No.� �� z4�•-2 i—r�t��t��-.��t7 r�n —cart2� (Legai descr�ptia� of the property and street address if ava�able) 2. General Descriptio� of lmpravement: t��G��L� �i ��' 1'��r �r.`r t.., �rv u..�rs..1' 3 Owner In#armation: Nam`e: iT�v�,z� .5�,,�rt L G 2�4,7�'"7s9- A�ddress:3�n� w.1�,i?�nF�:.-L�.,�,l�.� �1J City T��,ri State�Zip33[U� Interestin Properry: tccl�s. Name and Adcfress of Fee Simple Titleholder(If other than ownerj : . � & .�� f' �- 4. Contractor: Name: .4=-c � ' Address: � � � City � Staf Zip " Fhone No. Fax No. � -- 5. Surety: Name f�mount af 8ond. � Address: City State_Zip Phone No. Fax No. 6. Lender: Name: Address: _ Cit�,� State_Zip Phone No. ��x No. 7. Persons within the State of Fiorida designated by Ownar upon whorr natices or othet documen#s may be served as provided by Sectian 713.13(1)(a)(7j Florida Statutes. Name: Address: City State_Zip Phone Na. Fax No. ' 8. 1n addition ta himself or herseff, Owner desi�nates ot To receive a copy of the Leinor's No#ice as provided in Section 713.13(1}(b), Florida Statutes. 9. Expiration date of Notice of Commencernent{ihe expiration date is 9 year ot recarding unless a different date is specified.) WARNING TO OWNER:ANY PAYMENTS MADE BY THE�WNER AFiER THE IXPIRATIOM QF 7NE NOT}CE OF COMEAENGEMENT ARE CONSIDERE€1 IMPROPER PAYMENTS UN�ER CHAPTER 743,PART 1,SEC 7'f3:13,FLORIDA STATU7ES,AND CRN RESULT IN YOUR PAY[NG 1WICE FOR tMPROYEMENTS TO YOUR PROP�2TY.A NOTICE�F COMMEFICEtAElVTMUST BE RECORDED APiD POSTED ON THE JOB SITE BEFORE THE FlRST tP1SPEC710N.IF YOU!N�D TO OBTAIN FIhIANCING,C01+iStlLT1MTH YOUR tEMDER OR AN ATTORNEY BEFORE C MENCING 1NORK RECOR Y k7R NQTICE OF COMMENCEMENT. x Carole Bradley Sic,�atu►e wn,.r cx O:mer' A;.�th�rized Of�ice • ector:�artnerA9anaper Manage�, . ��e Si nature Required by same bdow by`X"mark"` State of��, Ceuntv ai ' The forgoing instrumeni was a�kr�avdl�dged befors me this�day a# ,20�by / ' { n ed rame per on kno edging) as R for (Type o auth�r e ofi€ u.,[ee,a:=ome4 in fact� (�a . ^ras ex,eclited} ;�• JENNIFER R FUILL Si nature o 16�Ir�1lHg$g�8B3 P s y no Praducsd Edenrflcation � EXPIREB irta�h 13,2017 Type of Id ntific oduced: HOn � � Verification pursuani t Sedion 32.528,Florida Siatutes:urttier PenaRies of perjury,1 declare that i have read Che foregoing and that the facts stated in it are true to e f my knov�tedge and belie#. K Sica�ature o Ja;uea!Persan Sigr.�ng.4ba�e raE.�riarosdoc �el-2aos STATE OF FLORIDA, COUNTY OF PASC� �0��,R��r TRUE AND CORR�EC7 CQPY OF 7�HE�DOCUMENT � • . * ON FILE OR OF PUBLIC RECORD IN THlS OFFIC� �.� � WITNESS MY i�AND AND UFFICIAL SEAL THIS � . ,�Y�=t..-• * �_�AY OF � �, .._...4 c. � 2 � y w��S�''' ' ,�` , * PAULA S O'NEI�, CLERK& PTROLLER * � �_" BY ..1' a �. , , �� i8a� q ___. JEPUTv CLERK � � . 0�� STATE,� NOTICE OF DEED RESTRICTIONS. The undersigned understands that this permit may be subject to"deed"restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work,they may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work,they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847- 8009. Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the "contractor Block"of this application for which they will be responsible. If you,as the owner sign as the contractor,that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County TRANSPORTATION IMPACTIUTILITIES IMPACT AND RESOURCE RECOVERY FEES. The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings,change of use in existing buildings, or expansion of existing buildings,as specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands,that such fees,as may be due,will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a"certificate of occupancy"or final power release. If the project does not involve a certificate of occupancy or final power release,the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due,they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW(Chapter 713,Florida Statutes,as amended): If valuation of work is$2,500.00 or more, I certify that I, the applicant, have been provided with a copy of the "Florida Construction Lien Law—Homeowner's Protection Guide"prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the"ownet",I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner"prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT I certify that ail the information in this application is accurate and that all work witl be done in compliance with all applicable laws regulating construction,zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other govemment agencies may apply to the intended work,and that it is my responsibility to identify what actions 1 must take to be in compliance. Such agencies include but are not limited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands,Water/Wastewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. - Army Cc+•��of Engineers-Seawalls,Docks,Navigable Waterways. - �Prartment of Health & Rehabilitative ServiceslEnvironmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone"V"unless expressly permitted. - If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a "compensating volume"will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction,I certify that fill will be used only to fill the area within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties,the owner may be cited for violating the conditions of the building permit issued under the attached permit application,for lots less than one(1) acre which are elevated by fill,an engineered drainage plan is required. If I am the AGENT FOR THE OWNER,I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate,cancel,alter,or set aside any provisions of the technical codes,nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans,construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance,or if work authorized by the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced. An extension may be requested, in writing,from the Building Official for a period not to exceed ninety(90)days and will demonstrate justifiable cause for the extension. If work ceases for ninety(90)consecutive days,the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LE R OR AN ATTO N BEFO E RECORDING YOUR NOTICE F C MMEN EMENT. FLORIDA JURAT(F.. .'j117.03) - OWNER OR AGEI�FY" � ��-�,{� CONTRACTOR r sG'bed and s 'or affirmed)before this Subscribed and swom to(or a�rtnec�befor me this t r � K.quaftire by 1�p��S J�,SfO� o /a personally known o me or has/have produced Who is/are persp nally known to me or has/have produced as identification. �J //� as identifcation. ` .� Notary Public IC7'�CJ�/ �`�--�' Notary Public Commission No. �� t�� 1 Commission No.�E� � I lv gRq M DRURY N 'S.YP�g�NR:7�P�(RUGHTEN Name of Notary type,rd printed or stamp d , MMtSSION!�EE194178 � ' EXPIRES May 28.2016 ;'�'�� MY COMMISSION#EE8b25�{ • AoAmN .00m �� .�`' EXPIRES J�nuary p3,201� �� i�otf ste.o�ss _ Crown Castle Tel: 813.342.3900 C O�/�/n' 451 I N.Himes Ave. V V � V Suite 210 F��$�3.342.3901 �a�T�� Tampa,FL 33614 www.crowncastle.com March 11, 2013 City of Zephyrhills —Building Department 5335 8�' Street Zephyrhills, FL 33542 Re: Antenna Swap on a communication tower located at 38522 A Avenue Dear Building Official, Attached please find a building permit application for the communication tower with access located at 38522 A Avenue. This application is to replace T-Mobile's existing antennas, add boosters, and run hybrid cable up tower. T-Mobile will not be making any other adjustments to the tower site, other than swapping out these components. The following items are included in this application packet: - Building Permit Application -2 sets of Site Plans (bound with the construction drawings) -2 sets of Construction Drawings -Structural report -Printout from the Assessor's website Thank you in advance for your assistance. Regards, Veronica Kruchten Property Specialist 4511 N. Himes Avenue, Suite 210 Tampa, FL 33614 813.342.3874 Desk 813.342.3901 Fax o � � � �Y��l �' �� i City of Zephyrhills BUILDING PLAN REVIEW COMMENTS 1 (J Contractor/Homeowner: �j�/�1� �,�+5�" '� Date Received: �� (2 —� 3 Site: 3 � 5Z Z �" �� Permit Type: � � (aC� � /S�`l GZ rl��►Gt.S' �,�'C�GC �Q'��5, ��-� hY�� Approved w/no comments: Approved w/the below comments: ❑ Denied w/the below comments: ❑ This comment she t sha be kept with the permit and/or plans. , ,, ��- 1 > K in Swit lans Examiner Date Contractor and/or Homeowner (Required when comments are present) Pasco County Parcel: 14-26-21-0010-01700-0060 001 Page 1 of 1 Data Current as Of: Weekly Archive - Saturday, December 15, 2012 Parcel ID 14-26-21-0010-01700-0060 (Card: 001 of 001) Classification 91 - Utilities Mailing Address Property Value CROWN CASTLE GT COMPANY LLC Ag Land $0 4017 WASHINGTON RD Land $55,482 MC MURRAY PA 15317-2520 Building $32,669 Physical Address Extra Features $677 38522 A AVE ZEPHYRHILLS FL 33542 Just Value $88,828 Le9al DeSCription (First 4 Lines) Assessed (Non-School Amendment 1) $88,828 MOORES FIRST ADDITION TO CITY Taxable Value ;88,828 OF ZEPHYRHILLS PB 1 PG 57 LOTS 6 7 &8 INCLUSIVE BLOCK 17 OR 4639 PG 280 Land Detail (Card: 001 of 001) Line Use Description 2oning Units Type Price Condition Value 1 9100 UTILITY OOC3 12,000.00 SF $3.46 1.00 $41,520 2 9100 UTILITY OOC3 7,800.00 SF $1.79 1.00 $13,962 Additional Land Information Acres 0.45 Tax Area 30ZH FEMA Code �Commercial Code M3013AT Building Information - Use 94 - Telephone Exchange Buildings (Card: 001 of 001) Year Built 1971 Stories 1.0 Exterior Wall i Common Brick Exterior Wall 2 None Roof Structure Rigid Frame w/Bar]oist Roof Cover Built-Up Tar and Gravel Interior Wall i Masonry or Minimum Interior Wall 2 None Flooring 1 Cork or Vinyl Tile Flooring 2 None Fuel Electric Heat Forced Air- Ducted A/C Central Baths 1 0 Line Description Sq. Feet Repl. Cost New 1 BAS 1,353 $81,816 Extra Features (Card: 001 of 001) Line Description Year Units Value 1 CLFENCE 1966 1,920 $677 Sales History Previous Owner GTE MOBILNET OF TAMPA INC Month/Year Book/Page Type C de Condition Amount 01/2001 ��_y, Uz8u Warranty � Improved $149,400 Deed 08/1996 �bi !L U�)15 Warranty � Improved $277,600 Deed http://appraiser.pascogov.com/search/parcel.aspx?sec=14&twn=26&rng=21&sbb=0010&... 12/18/2012 :�� • ^�U�: ��`� �II I I II, III I II Iliil III I I II 'I'IIIS INS'fRll{1tENT PREPARF:D l3Y Y�::1::�9a_d AI�iU UPON Rb:CORUINC ItE'1'URV I �'p; Rcpl: 505278 ec: 15.00 DS: 1045.80 ' IT; 0.00 Rotxn I). ��'�ird.Lu�. � 06/14/01 ��,�� OPIy Clrrk '' '. • l�rn�ns R.�chlin&,��lartin I'l.l.0 ` -� 90 f'ros�x�ct Strcc� JED PI1 TI1AN pp SCO COUNTY CLERK �"'-•;• 06/14/0! 1i:27am 1 of 3 �� •�r� oa sK 4639 P� 2$0 SI.1olu�sbun. V'f OS819-fH)99 s��:c.i,��,�VARRAN•rv nF:t:i� 'TIIIS IIYDEti'CURE, madc as of January 31, 2000, bctH�een G'i'E �VIIt�:LF:SS UF 'I'l1E SOtl7'll IN(:URPORA'1'EU, a a Virginia ccxporation(succc.�ssor in interest by mcrgcr to G'fE iVlobilnet of't'ampa fncorporatcd), havine� its principal placc of busincss at c/o C�fE Wirelcss lncorporate.�i, Onc GTE 1'lace, Alpharetta, CiA 30004 (herein callcd "Grantor"), and CROWh' CAS'1'LE CT COM11PANY I.I.G, a Dclaware limitecl liability comnany, a�hosc address is r/o Cro�vn C;astic lntcrnational Curp., SlU f3cring, Suite 500. Houston, Tcxas 77507, and �vhosc Fcderal 'I'a:c ldcntification Numbcr is 76-0627250 (hcrein callcci "Grantcc"). (Whcrevcr uscd hcrcin thc tcrms "�rantor" and "�rantce" incl��dc all the partics tn tiiis inst�timcnt�nd lhc succcssc�rs and assi5ns of corporati�ns, and othcr entitics). �YI'1'NFSSF:1'f!: "fhal the Grantor, for and in cansidcration of thc sum of and other valuable consideration to thc Grantor in hand paid by Grantee, the rcc:cipt and su(liciency whereof is hereby acknoti�lcdgcd,by thcse prescnts does �;rant, barc�ain, scll, alicn, remisc, release, cc>nvcy and confirm unto the Grantee, it succ;essors and assi�ns,all that certain IanJ situate in Pasco County, Florida, ta wit: SCE I�;Xlltl3i'I'"A" 11"1'TACHI:U HEIt�'1'O ANI) MADt� n PAR'l'}If:REON. 'I'ogcthcr with all the tenemcnts, hercditamcnts anci appurtenances thereto belongin�or in�ny�visc appertaining. '1'U t1AVE ��ND'1'O tIU1.0 the samc in fec simplc forcver ANU the Grantor I�ereby covcnants with said C;rantcc that it is lawfuliy sc;i•r.cxi of said land in fec: simple; that it has good ribht and lawful authority to sell and convey said land;that it hcrcby fully warrants the titic to said land and witl defcnd the same against thc lawful claims e�f alt persons claiming by, through or under Grdntor,but as�ainst none other. lip{inilials)_ ��.V DSUC�'��p��ll� o 4kxiJa ti��cial WartaiNy l�wd(C�x�ation) C.O[)updutc Lcasc I.iccnu�= %h:l'lll'RIIII.IS,FIAGSI siic�uf[..e(rL� �h,c r.l� - - � � ' OR BK 4639 PG 281 � � 1 2 of 3 IN WiTNESS WIIEREOF,the Grantor has caused these presents to be executed in manner and form suf�icient to bind it as of the day and ycar first abovc written. Sibned, sealcd and dclivcrod in the GTE W1RE[.ESS OF TIIF SOUTH presencc of INCORPORATED,a Virginia corporation(successor in interest by merger to GTE Mobilnet of Tampa incorporated) Witness /� Printed Namc: �� 1�Pil.tnqh By: ( /� �1..� � Name: .forlv�e�th \ Title: �Ce�id�r�t• F'i,:^^r�;,n:i Pl�nnin� . J • �'C./� , 1 ess Attcst: . Printed Name:k�..�rtc� 1.�=-(,Jl�.a.w.s Name� Dale S.Vo - ~ Title: � � ' �� ' (CORPORATE SEAL) • - � � ACKNOWLEDGMEN'1' ' '� . '"�� STATE OE G E oR G i A COUNTY OF v c. �) -�.,t Thc foregoin�instru�nent was acknowled�ed before me this Z r1 '-day of January, �000, by l�r-Zi and-,��, 9�E S. L� , the V and '�cretary, respectively, of G'TE WtItEL 'SS OF THE SOUTH INC RPORATED, a Virf;inia corporation, on behalf of the corporation and partnership. He/She is personally known to me es�identifica�ti�r,.— �1 1 � .�. Notary Public Printed Name: F. ��a My Commission Expires: (NOTARr,�� Y,� NQ tg � �o+Q`P4'�'� � , :- �s�'��'� ti° �_ ,,,, �y o�,,, � ��''•• eAR RO�a•``,,� �•..,,..u►�u��„' -2 - F1ariJs tip�tiiol Warramy tktid(Cor�uation) ATI.1►1/111672359v1 %1?PI IYRIIII.I S,F7.(Ki31 .�—__ � --�--•.. • � - ' , � OR BK 4fi39 P� 2�2 ' 3 of 3 �:Xiill317'•'A•' (fL0651 -Zcph�•riiills) l.ots G, 7 and 8 in f3lock 17 of MUORE'S I'IRST AUI)1'I'101�'t'U'I'I[Cs TO�VN Ul� 7.F:PHYlt111I.LS,according to thc map Ar plat thcrcof recorded in Plat 13ook 1,1'x�c 57, of thc public rcx:ords of Pasco(:ounty, rlorida. Tax Polio No. 1�t-2G-21-UU10-017-UU-OOlO ' T F '' :�tY � .� �� l4_�3 v� 7 �•..J ' .�'_...1�_3 1 ` ,. ��,�� :;,��j�;v��;..,_ _ - Cc j k10G49�09t•I FI1NiS1 %ph}Tlriils ticction I 1 1'a�eo Ciwnty,flwids Date: October 24,2012 OO ��O�TM Shelia Turnipseed SSOE Group Crown Castle 1001 Madison Ave 197 Charmant Place, Suite 2 Toledo, OH 43604 Ridgeland, MS 39157 (419)255-3830 (601)607-3504 bniese@ssoe.com Subject: Structural Analysis Report j mob;l� Carrier Designation: �e�-Wireless Co-Locate Carrier Site Number: 89059 Carrier Site Name: CROWN ZEPHYRHILLS Crown Castle Designation: Crown Castle BU Number: 816298 Crown Castle Site Name: ZEPHYRHILLS Crown Castle JDE Job Number: 207227 Crown Castle Work Order Number: 541052 Crown Castle Application Number: 165308 Rev. 1 Engineering Firm Designation: SSOE Group Project Number: 012-01232-00 Site Data: 702 B Avenue,Zephyr Hills, FL 33542, Pasco Courrty Latitude 28°13'40.63'; Longitude-82°10'45.6" 285 Foot—Modified Self Support Tower Dear Ms. Shelia Turnipseed SSOE Group is pleased to submit this"Structural Analysis Report"to determine the structural integrity of the above mentioned tower This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 497522, in accordance with application 165308, revision 1 The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case,to be: LC7• Existing+Reserved+Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively The analysis has been performed in accordance with the 2010 Florida Building Code based upon and ultimate 3- second gust wind speed of 140 mph converted to a nominal 3-second gust wind speed of 108 mph per section 1609.3 1 as required for the 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. We at SSOE Group appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: Benjamin Niese, EI By signing below, the engineer certifies that they are in Responsible Charge of�}ijsaeei�ir�:•�e�ort as depicted in the Table of Contents, including attachments and additional calculations. ,�� 3��fl��F��.��. Respectfully submitted by� `��Q`4,,'� �� r'��p `�4�°` � � •Q.. � '° :'°'`°o�iG� . • "��`. ��;� NO. �'��^ '.�-..� Larry J.Griffdh, P E � " . Senior Structural Engineer m � � •�r du��, �� sd�.• BTATB QF :�� ` ' ��soe making tlients successful by saving them time, trouble, and money�o�0►�.A� � 1 �Q P: ,��, � ��4��,.�� o,,.. ��is��o�a��, � � Crown Castle USA, Inc. October 24, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 165308, Revision 1 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing and Reserved Antenna and Cable Information Table 3-Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4- Documents Provided 3 1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Table 6—Tower Component Stresses vs. Capacity 4 1) Recommendations 5) DISCLAIMER OF WARRANTIES 6)APPENDIX A tnxTower Output 7)APPENDIX B Base Level Drawing 8)APPENDIX C Additional Calculations ��m��ae��s •`�,Qk°��,O� ��'�� ;� � � sa�� ±' ; f�€�. 615 :'� . . . 9 ,�,�� w � (��d,9,°, :a�. sT �� o :�_�p. ,,,,�, �f��;,^� ' �`.'•�� .�e',. •e�� •� �t r��,¢� ��; +� ��,� �1.v �;y �' ��°� _.:enr'tEO�e' tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. October 24, 2012 285 Ft Self Support Tower Structural Analysis CC!BU No 816298 Project Number 012-01232-00,Application 165308, Revision 1 Page 3 1) INTRODUCTION The existing 285'tower is supported on four legs and has eighteen major sections. It has a square cross section made of bolted connections, with "K"brace down, "K1"down, "K2" down, "K2A" down, and portal configurations. The tower is fabricated with angle legs and angle diagonals. The tower manufacturer is unknown and has been mapped by IETS Modifications designed by IETS Group (Project #� 2005-70954, dated 10/25/05), which consisted of installing concrete collars and grade beams to the existing foundations and by B&T Engineering (Project#� 79078, dated 5/6/08), which consisted of replacing select redundant horizontals, have been considered. 2)ANALYSIS CRITERIA The analysis has been perFormed in accordance with the 2010 Florida Building Code based upon and ultimate 3-second gust wind speed of 140 mph converted to a nominal 3-second gust wind speed of 108 mph per section 1609 3.1 as required for the 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. Table 1 -Proposed Antenna and Cable Information 177 0 177 0 3 CSS X7C-FRO-860 w/ 9 1-5/8 1 Mount Pipe Notes 1) See Appendix B for the proposed coax layout. tnxTower Report-version 6.0.4 0 Crown Castle USA, Inc. October 24, 2012 285 Ft Self Support Tower Structural Analysis CC/8U No 816298 Project Number 012-01232-00,Application 165308, Revision 1 Page 4 Table 2-Existin and Reserved Antenna and Cable Information 285 0 290.0 1 Decibel DB224 1 7/8 6 Andrew UMWD-03319-R2DM w/ 227 0 227 0 Mount Pipe 12 1-5/8 � Sector Mount[SM 402-3] 11 Decibel �g878G90A-XY w/ 215.0 215 0 Mount Pipe 11 1-5/8 � Sector Mount[SM 602-3] 2 ��2 3 Ericsson 800 MHz SMR Filter � 1 Ericsson ANT2 0 6 11 HPX I I � 6 Ericsson RRUS-111900MHz I � � 3 Ericsson RRUS-11800MHz I � � 2 Ericsson TN11/2X 248T/256X HP 2 � 3/8 ( 2 203 0 � 203 0 g RFS Celwave ACU-A20-N 3 � 1-1/32 ( ( 2 RFS Celwave AP�9ERR18-C w/ I ( Mount Pipe I 1 RFS Celwave AP�ERR18-C w/ Mount Pipe � Sector Mount[SM 502-3] 200 0 3 Ericsson RRUS A2 Module 2 3 Andrew ETW200VS12U6 3 Andrew TMBX-6517-A1M w/ I I 194 0 I 194 0 Mount Pipe 6 EMS Wireless RR65-19-02DP 12 I �-5�8 I � 6 LGP Telecom LGP13908 TMA I I � Sector Mount[SM 402-3] 185 0 185 0 � Andrew PAR6-65 � Pipe Mount[PM 501-1] � EWP63 LPD-7905/8 w/ 177 0 177.0 9 Antel 6 ��8 Mount Pipe � � Sector Mount[SM 408-3] 3 1-5/8 Notes 1) The existing(3)LPD-7905/8 antennas and(6)7/8"coax at 177'level are to be removed upon installation of proposed equipment and were not considered in this analysis. 2) Reserved equipment. Table 3 -Design Antenna and Cable Information N/A tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. October 24, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Projecf Number 012-01232-00,App/ication 165308, Revision 1 Page 5 3)ANALYSIS PROCEDURE Table 4-Documents Provided Mapped Tower Drawings IETS Project#: 2004-70893, Doc ID#• 1028647 Crown DMZ dated 10/11/04 Foundation Drawings Golder Job#� 013-3163, Doc ID#� 2284739 Crown DMZ dated 4/24/01 Geotechnical Re orts Golder Job#� 013-3163, p dated 4/24/01 Doc ID#: 403319 Crown DMZ Reinforcement Drawings IETS Project#: 2005-70954, Doc ID#� 1136789 Crown DMZ dated 10/25/05 Reinforcement Drawings B&T Project#: 79078, Doc ID#� 1063786 Crown DMZ dated 5/6/08 3.1) Analysis Method tnxTower(version 6.0.4 0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower was constructed in accordance with its original design and maintained per the manufacturer's specifications. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) Mount sizes, weights, and manufacturers are best estimates based on photos provided and determined without the benefit of a site visit by SSOE. 4) All member connections are assumed to have been designed to meet or exceed the load carrying capacity aF the connected member unless otherwise specified in this report. 5) All foundation steel reinforcing is assumed to have been designed to meet or exceed the load carrying capacity of the surrounding soils unless othenivise specified in this report. 6) All equipment model numbers, quantities, and centerline elevations are as provided in the CCI CAD package, dated 10/12/12 with any adjustments as noted below 7) Caisson reinforcing information was not available, so minimum area of steel was assumed in this analysis. This analysis may be affected if any assumptions are not valid or have been made in error SSOE Group should be notified to determine the effect on the structural integrity of the tower 4)ANALYSIS RESULTS Table 5-Section Capaci (Summa ) T1 288-279 Leg L5x5x1/2 4 -0.39 87 75 0.4 Pass T2 279-272 Leg L5x5x1/2 25 -1 45 124 74 1.2 Pass T3 272-259 Leg L5x5x1/2 46 -3 48 134.35 2.6 Pass T4 259-247 Leg L5x5x1/2 83 -8.64 143.90 6.0 Pass T5 247-237 Leg L8x8x5/8 120 -15.46 282.60 10$�b� Pass T6 237-232 Leg L8x8x5/8 141 -22.12 388.82 5.7 Pass tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. October 24, 2012 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 012-01232-00, Application 165308, Revision 1 Page 6 T7 232-222 Leg L8x8x5/8 162 -26.34 388.82 6.8 Pass T8 222-210 Leg L8x8x5/8 199 -35.54 371.04 ,69;6 b) Pass T9 210-195 Leg L8x8x5/8 235 -50.04 340.41 14 7 Pass T10 195-183 Leg L8x8x1 1!8 271 -73.67 642_24 25 0(b) Pass T11 183-171 Leg L8x8x1 1!8 308 -94 95 642.24 14.8 Pass T12 171 -146 Leg L8x8x1 1/8 347 -119 50 380.00 31 4 Pass T13 146-122 Leg L8x8x3/4 2PL0 5x8 392 -169 39 788.33 �4�b� Pass T14 122-96 Leg L8x8x3/4 2PL0.5x8 461 -221 56 774 14 zS'6 Pass 43.5(b) T15 96-72 Leg L8x8x1 2PL0.75x8 530 -281.89 806.79 �3�b� Pass T16 72-52 Leg LSx8x1 2PL0.625x8 599 -340.37 1046.93 53.5(b) Pass T17 52-32 Leg L8x8x1 2PL0.75x8 680 -392.33 1132.32 6 5(b) Pass T18 32-0 Leg L8x8x1 2PL0.875x8 761 -394.85 1181 17 61.8(b) Pass T1 288-279 Diagonal 2L2 1/2X2x1/4x3/8 18 -0.61 24 08 2.5 Pass T2 279-272 Diagonal 2L2 1/2X2x1/4x3/8 33 -1.54 29 13 5.3 Pass T3 272-259 Diagonal 2L2 1/2x2 1/2x1/4x3l8 62 -3.50 23.40 14.9 Pass T4 259-247 Diagonal 2L2X2 1/2x1l4x3/8 99 -4.69 23.29 20 1 Pass T5 247-237 Diagonal 2L3�Q 1/2x1/4x3/8 128 -5.25 28 62 18.3 Pass T6 237-232 Diagonal 2L3 1l2x2 1J2x5/16x3/8 149 -4 71 62.90 7.5 Pass T7 232-222 Diagonal 2L2 1/2x3x5/16x3/8 178 -7 73 54.26 14.2 Pass T8 222-210 Diagonal 2L2 1/2x3 1/2x1/4x3/8 215 -11 51 43.67 26 4 Pass T9 210- 195 Diagonal 2L21/2x31/2x1/4x3J8 245 -16.75 32.93 50.9 Pass T10 195-183 Oiagonal 2L3 1/2x4x1/4x3/8 285 -18.35 66.06 27 8 Pass T11 183-171 Diagonal 2L3�1/2x1/4x3/8 322 -21 83 44.09 49.5 Pass T12 171 - 146 Diagonal 2L3 1/2x5x3l8x3/8 359 -37 14 58 62 63 4 Pass T13 146-122 Diagonal 2L31/2x5x3l8x3/8 410 -39.07 101.21 38.6 Pass T14 122-96 Diagonal 2L3 1/2x5x5/16�13/8 479 �4 33 77.28 57 4 Pass T15 96-72 Diagonal 2L3 1/2x5x5/16�3/8 548 -46.79 80.34 58.2 Pass T16 72-52 Diagonal 2L3 1/2x4x5/16x3/8 620 -44 37 78 49 56.5 Pass T17 52-32 Diagonal 2L3 1/2x4x5/16x3/8 701 -45.96 76.07 60 4 Pass T18 32-0 Diagonal 2L5x5x3/8x3l8 790 -82.34 167.68 49 1 Pass T2 279-272 Horizontal 2L2 1/2�Qx1/4x3/8 32 -0.85 40 42 2.1 Pass T3 272-259 Horizontal 2L5x3x1l4x3/8 61 -1.39 73.48 2 3�b� Pass T4 259-247 Horizontal 2L2 1/2X2x1/4x3/8 98 -2.34 36 11 6.5 Pass T5 247-237 Horizontal 2L3�Q 1/2x1/4x3/8 127 -3.13 46.50 6.7 Pass T6 237-232 Horizontal 2L2 1/2X2x1/4x3/8 148 -3.63 31.07 11 7 Pass T7 232-222 Horizontal 2L5x3 1/2x3/Sx3/S 177 -4.60 126.83 6 9�b� Pass T8 222-210 Horizontal 2L3x2x1/4x3/8 207 -6.56 29.80 22.0 Pass T9 210-195 Horizontal 2L3x2x1/4x3/8 244 -9 47 25.89 36.6 Pass T10 195-183 Horizontal 2L5x3x5/16x3l8 281 -12.70 79.26 16 0 Pass tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. Ocfober 24, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 165308, Revision 1 Page 7 T11 183-171 Horizontal 2L5x3 1/2x5/16x3/8 318 -15.32 93.31 16.4 Pass T12 171 -146 Horizontal 2L3 1/2x2 1/2x1l4x3/8 355 -18.06 31 77 56.8 Pass T13 146-122 Horizontal 2L5X�1/2x3/Sx3l8 404 -21.28 93.14 22.8 Pass T14 122-96 Horizontal 2L4x3x1/4x3/8 473 -24.27 34.07 71.2 Pass T15 96-72 Horizontal 2L4x3 1/2x3/8x3/8 542 -28.28 41.94 67 4 Pass T16 72-52 Horizontal 2L3 1/2�12 1/2x1/4x3/8 613 -30 85 63.34 48.7 Pass T17 52-32 Horizontal 2L2 1/2�Q 1/2x1/4x3/8 694 -32.74 45.49 72.0 Pass T18 32-0 Horizontal 2L6x4x3lSx3/8 782 -62.35 106.79 58 4 Pass T1 288-279 Top Girt 2L3�Q 1l2x1/4x3/8 7 -0.24 55.48 0 5(b) Pass T3 272-25g Redund Horz 1 � ��2x2x1/4 66 -0.19 19.68 1.0 Pass Bracing T4 259-247 Redund Horz 1 � �12x2x1/4 107 -0 14 18.39 0.8 Pass Bracing T7 Z32_222 Redund Horz 1 � ��Zx2x1/4 182 -0.64 15.48 4 1 Pass Bracing T8 222-210 Redund Hoa 1 L2 1/2x2x1/4 219 -1.24 13.65 9 1 Pass Bracing T9 210-195 Redund Horz 1 L2 1l2x2x1/4 246 -1.00 11 62 8.6 Pass Bracing T10 195-183 Redund Horz 1 zL2 1/2x2x1/4�13/8 290 -1 43 39.65 3.6 Pass Bracing T11 183_17� Redund Horz 1 L2x2 1/2x1/4 337 -1 44 8.41 17 1 Pass Bracing T12 171 -146 Redund Horz 1 �x2 1l2x1/4 369 -1.97 7.39 26.6 Pass Bracing T13 146-122 Redund Horz 1 �x2 1/2x1/4 426 -2.60 13.03 19 9 Pass Bracing T14 �22_gg Redund Horz 1 L2x2 1/2x1/4 505 -3.58 10.57 33.9 Pass Bracing T15 gg-72 Redund Horz 1 �x2 1/2x1/4 564 -0.70 8.62 8.1 Pass Bracing T16 72-52 Redund Horz 1 2L2 1/2x2x1/4x3/8 638 -5.12 36.88 13.9 Pass Bracing T17 52-32 Redund Horz 1 2L2 1/2x2x1/4�13/8 719 -5.90 35.46 16.6 Pass Bracing T18 32-0 Redund Horz 1 2L2 1/2x2 1l2x114x3/8 816 -5.94 50.42 11 8 Pass Bracing T13 146-122 Redund Horz 2 L3x3x1/4 427 -2.60 8.63 30 1 Pass Bracing T14 122-96 Redund Horz 2 L3x3x1/4 506 -3.58 7.00 51.2 Pass Bracing T15 gg-72 Redund Horz 2 L3x3x1/4 575 -0 70 5.71 12.3 Pass Bracing T16 72_52 Redund Horz 2 2L2 1/2x2 1/2x1/4x3/8 639 -5.12 13.41 38.2 Pass Bracing T17 52-32 Redund Horz 2 2L2 1/2x2 1/2x1/4x3/8 720 -5.90 11 74 50.2 Pass Bracing T18 32-0 Redund Horz 2 2L2 1/2x2 1/2x1/4x3/8 817 -5.94 36.28 16.4 Pass Bracing T18 32-0 Redund Horz 3 2L3x3x1l4x3/8 837 -5.94 29 69 20 0 Pass Bracing T3 z72_25g Redund Diag 1 L2 1/2x2x1/4 74 -0.17 6.08 2.9 Pass Bracing { T4 259-247 Redund Diag 1 �1/2x2x1/4 104 -0 13 6.57 1.9 Pass Bracing tnxTower Report-version 6 0 4 0 Crown Cast/e USA, Inc. October 24, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Projecf Number 012-01232-00, Application 165308, Revision 1 Page 8 T7 z32-22Z Redund Diag 1 � 1/2x2 1/2x1/4 173 -0.45 10.91 4 1 Pass Bracing TS 222-210 Redund Diag 1 ��2x2 1/2x1/4 220 -0.97 8.26 11 8 Pass Bracing T9 210-195 Redund Diag 1 � 112x2 1/2x1/4 257 -0.82 5.81 14 1 Pass Bracing T10 195-183 Redund Diag 1 2L21/2x2x1/4�C3/8 294 -1.08 31 77 3.4 Pass Bracing T11 183-171 Redund Diag 1 L2 1/2x2 1/2x5/16 338 -1 03 8.16 12.7 Pass Bracing T12 171 -146 Redund Diag 1 zL2 1/2x2x1/4�3/8 370 -2.12 10.95 19 4 Pass Bracing T13 146-122 Redund Diag 1 2L2 1/2x2x1/4x3/8 428 -2.46 24 91 9.9 Pass Bracing T14 122-96 Redund Diag 1 2L2 1/2x2x1/4�C3/8 507 -3.34 20.97 15.9 Pass Bracing T15 gg_72 Redund Diag 1 2L2 1/2x2x1/4�3/8 566 -5.78 22.08 26.2 Pass Bracing T16 72-52 Redund Diag 1 ZL2 1/2x2x1/4x3/8 640 -3.57 25.56 14 0 Pass Bracing T17 52-32 Redund Diag 1 2L2 1/2x2x1/4X3/8 721 -3.98 23.94 16.6 Pass Bracing T18 32-0 Redund Diag 1 2�2��2x2�f2x1/4x3/8 836 -6.73 29.38 22.9 Pass Bracing T13 146-122 Redund Diag 2 ZL2 1l2x2x1/4�C3/8 429 -1.64 14 05 11 7 Pass Bracing T14 �22_gg Redund Diag 2 ZL2 1/2x2x1/4x3/8 498 -2.24 11 62 19 3 Pass Bracing T15 gg_72 Redund Diag 2 2�2��Zx2��2x1/4x3/8 567 -4 14 11 57 35.8 Pass Bracing T16 72_9z Redund Diag 2 2L2 1/2x2x1/4x3/8 641 -3.21 14 07 22.8 Pass Bracing T17 52-32 Redund Diag 2 2L2 1/2x2x1/4�l3/8 733 -3.62 12.87 28.2 Pass Bracing T18 32-0 Redund Diag 2 2L3x3�13/16x3/8 820 -4 16 26.23 15.9 Pass Bracing T18 32-0 Redund Diag 3 2L5x3 1/2x5/16x3/8 796 �2.46 80 30 52.9 Pass Bracing T12 171 -146 Redund Hip 1 2L3 1/2x3 1/2x1/4x3/8 362 -0.17 58.25 0.3 Pass Bracing T13 146-122 Redund Hip 1 2L2 1/2x2 1/2x1/4x3/8 415 -0.42 39 44 1 1 Pass Bracing T14 �22_gg Redund Hip 1 2L3x2 1/2x1/4x3/8 484 -0.44 46.25 0.9 Pass Bracing T15 gg_72 Redund Hip 1 ZL3x2 1/2x1l4x318 553 -0.39 47.29 0.8 Pass Bracing T16 72_52 Redund Hip 1 2L3x2 1/2x1l4x3/8 626 -0.28 41 14 0.7 Pass Bracing T17 52-32 Redund Hip 1 2L3x2 1/2x1/4�3/8 707 -0.28 38.36 0.7 Pass Bracing T18 32-0 R�und Hip 1 2L3x2 1/2x1/4�3/8 798 -0.82 53.34 1.5 Pass Bracing T13 146-122 Redund Hip 2 2L2 1/2x2 1/2x1/4x3/8 416 -0.20 12.03 1 7 Pass Bracing T14 122-96 Redund Hip 2 2L3x2 1/2x1/4u3/8 485 -0.22 16.29 1.3 Pass Bracing T15 gg_72 Redund Hip 2 2L3x2 1/2x1/4u3/8 554 -0.20 13.28 1.5 Pass Bracing T16 7Z_52 Redund Hip 2 2L3x2 1/2x1/4x3/8 627 -0.14 11 19 1.2 Pass Bracing tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. October 24, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 165308, Revision 1 Page g T17 52-32 Redund Hip 2 2L3x2 1/2x1/4�C3/8 708 -0.15 9.80 1.5 Pass Bracing T18 32-0 Redund Hip 2 2L2 1/2x2x1/4x3/8 854 -0.39 17.56 2.2 Pass Bracing T18 32-0 Redund Hip 3 2L3x2 1/2x1/4�C3/8 826 -0.23 14 00 1.6 Pass Bracing T12 171 -146 Redund Hip 2L31/2x3 1/2x1/4x3/8 372 -0.25 17 01 1.5 Pass Diagonal&acing T13 146-122 Redund Hip 2L3 1/2x3 1/2x1/4x3/8 417 -0.59 34 18 1 7 Pass Diagonal Bracing T14 122-96 Redund Hip zL2 1l2x2x1/4x3/8 486 -0.53 9.20 5.8 Pass Diagonal Bracing T15 gg_72 Redund Hip 2L2 1/2x2x1/4X3/8 555 -0.49 8.41 5.8 Pass Diagonal Bracing T16 72-52 Redund Hip 2L2 1/2x2x1/4x3/8 629 -0.14 3.51 3.9 Pass Diagonal&acing T17 52-32 Redund Hip 2L2 1/2x2x1/4�3/8 710 -0.14 3.10 4 4 Pass Diagonal Bracing T18 32-0 Redund Hip ZL2 1/2x2x1/4�13/8 800 -1 14 14 49 7.9 Pass Diagonal&acing T18 32-0 Redund Sub Hor2 ZL5x5�13/8x3/8 797 �3.15 108.54 39.8 Pass Bracing T18 32-0 Redund Sub 2L5x3 1/2x5l16x3/8 805 -59.36 100.13 59.3 Pass Diagonal Bracing T1 288-279 Inner Bracing L3�3x1/4 13 -0.00 7 92 0.2 Pass T2 279-272 Inner Bracing L3�x1/4 42 -0.00 6.33 0.2 Pass T3 272-259 Inner Bracing L3�x1/4 79 -0 00 5.40 0.3 Pass T4 259-247 Inner Bracing L3x3x1/4 116 -0.00 4 14 0.3 Pass T5 247-237 Inner Bracing L3x3x1/4 137 -0.00 3.33 0.3 Pass T6 237-232 Inner Bracing L3X3x1/4 158 -0.00 2.83 0.4 Pass T7 232-222 Inner Bracing L4x4x1/4 195 -0.01 6.36 0.4 Pass T8 222-210 Inner Bracing L4x4x1/4 232 -0.01 5.50 0.4 Pass T9 210-195 Inner Bracing L2�x1/4 267 -0.03 1 72 1.5 Pass T10 195-183 Inner Bracing L7x4x3/8 306 -0.01 9.75 0.7 Pass T11 183-171 Inner Bracing L3 1/2x2 1/2x1l4 339 -0.04 2.35 1 7 Pass T12 171 -146 Inner Bracing �3u3x114 384 -0.08 2.45 3.4 Pass T13 146-122 Inner Bracing L5x3x1/4 453 -0.13 3.24 3.9 Pass T14 122-96 Inner Bracing L3 1/2x3 1/2x1l4 522 -0 13 2.51 5.2 Pass T15 96-72 Inner Bracing 2L2x2 1/2x1/4x3/8 591 -0 15 1.88 7.8 Pass T16 72-52 Inner Bracing 2L2 1/2x2 1/2x1l4x3l8 671 -0.13 2.98 4.3 Pass T17 52-32 Inner Bracing 2L2 1/2�C3x1/4x3/8 749 -0.14 2.76 5.1 Pass T18 32-0 Inner Bracing 2L4x3x5J16x3/8 866 -0.03 5.52 1 1 Pass Summary Leg(T18) 61 8 Pass Diagonal 63 4 Pass (T12) Horizontal 72 0 Pass (T17) Top Girt 0.5 Pass (T1) Redund Horz 1 33 9 Pass Bracing tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. October 24, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 165308, Revision 1 Page 10 (T14) Redund Horz 2 51.2 Pass Bracing (T14) Redund Horz 3 z0 0 Pass Bracing (T18) Redund Diag 1 26.2 Pass Bracing (T15) Redund Diag 2 35 S Pass Bracing (T15) Redund Diag 3 52.9 Pass Bracing (T18) Redund Hip 1 Bracing 1.5 Pass (T18) Redund Hip 2 Bracing 2.2 Pass (T18) Redund Hip 3 Bracing 1.6 Pass (T18) Redund Hip Diagonal �9 pass Bracing (T18) Redund Sub Horz 39 8 Pass Bracing (T18) Redund Sub Diagonal 59.3 Pass Bracing (T18) Inner Bracing 7.8 Pass (T15) Bolt Checks 61.8 Pass Rating= 72.0 Pass Table 6 -Tower Component Stresses vs. Capacity—LC7 1 AnchorRods 64 3% Pass 1 Foundation 952% Pass Notes 1) See additional documentation in"Appendix C—Add'Rional Calculations"for calculations supporting the%capacity consumed. tnxTower Report-version 6.0 4 0 Crown Castle USA, lnc. October 24, 2012 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 012-01232-00,Application 165308, Revisron 1 Page 11 4.1) Recommendations The existing tower and its foundations are sufficient for the proposed loads and do not require modifications 5)DISCLAIMER OF WARRANTIES SSOE Group has not perFormed a site visit to the tower to verify member sizes or antenna/coax loading. SSOE Group shall be contacted immediately if the existing conditions are not as represented on the tower elevation contained in this report in order to evaluate the significance of the discrepancy SSOE Group has not performed a condition assessment of the tower foundation This report does not replace a full tower inspection. The tower and foundation are assumed to have been properly fabricated, erected and maintained and to be in good condition, twist free, and plumb The engineering services rendered by SSOE Group in connection with this structural analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to resist dead loads only when no other loads are applied. No allowance has been made for any damaged, bent, missing, loose, or rusted members(above and below ground) No allowance has been made for any loose bolts or cracked welds For the purposes of this report, SSOE Group has assumed that all connections in the tower are sufficient to develop the allowable strength of the associated members. SSOE Group has not performed engineering analysis to verify adequacy of these connections. It is the owner's responsibility to determine the amount of ice accumulation, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearances in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a construction document. Construction documents depicting the required modification are obtainable from SSOE Group, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as part of our work. We recommend that material of suitable size and strength be purchased from a reputable tower manufacturer SSOE Group makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower SSOE Group will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of SSOE Group pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report-version 6.0.4 0 Crown Castle USA, Inc. October 24, 2012 285 Ft Self Suppo►t Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 165308, Revision 1 Page 12 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.0 4 0 288 0 ft �m ql d � LL � � ' o Zdd z�son a o Z Z �� < DESIGNED APPUR7ENANCE LOADING � '� 2rz.o n i I TypE ELEVA710N ME ELEVA710N � ' C o Y g g oi Flae�Bsaco^ 288 RRUS A2 Modb 203 � v V ° � � ^ I I LIylrYnp Rod 10'x 0.5' 288 R)RRUS-11 1900MFIZ 203 �� 259 0 ft pB?24 285 RRUS71 BDOAAIix 203 � Sector Mout[SM 402-3J 727 (�ACLLA20.N 203 w U�� „ I I (�U M W p-0 3 3 1&R 2 D M w/M o u r t 2 2 7 8 0 0 Mltr SMR FilEx 2IXi 247.0 fl P�P° 8'mqrt pipp 2p3 o (Z�UM W60331&R7DM w!Mqnl 2T/ ANT2 0.811 HPX Z03 � Pe � LL LL i Z �`� 237 0 ft (�UMWD-0331aRZDM�M MWM 227 �°P�^hM°PYMortn 195 K C7 U M „^ I Pipe R)LGP13908 TMA 196 232 0 ft Sactw Mout[SM H02-3] 215 ETW100JS72UB 194 F o = � J g n� � I I (4)D6878G9UA-XY�lout Pipe 215 RI RR6619-07DP 19l 222_0 it I I C3)��-�'�ourt Pipe 215 TMBX�577-A1M wd Mout Pipe 19t �� I a_ � � '' �� I �I I (4)DB878090A-XY wMOUt Plpe 215 R)LGP73908 TMA 194 e �� m� �i � SecMr MwA[SM 502-3J 203 ETK100J"12UB /94 � e.�� 210 0 ft APXV9ERR18-C w/Mout Pipe ZIXi Q)RRBS19-02[7P 194 ' I RRUSA2Modb p;{ TMBX8677-A1M�WMOUrIPipa 74l � �� 1'^ I (2)RRUS-17 1900MHz 203 (�)LGP13908 TMA 191 � R� o � r �■ e,wzoovs�zue �s� � � ° I RRUS11900A�iz 2«! 195 0 R (�ACLLA20.N p� S�ctor Moul�SM�0&3] 194 i ry I I � �I I I 800mM�SMR FNx 203 Q)RR8&79-04DP 190 � — � U U py� �y TMBX8517-A1Mw/MOUYRpe 194 ' � �� APXVERRI&C w/AAOUrt Pipe 203 Pipe Mart(PM 501-1] 185 � 183 0 R RRUS A2 Modb 203 � �� y"' ry I I (2)RRUS-11 1900MFtr 203 (Zl LPP7905/B W Mout Pipe 777 I�� z a o .�i �I I I RRUS11 BOOMHz p3 X7C-FROB60w/Mout Pfpe 177 171 0 R (��y�aN � (�LP67905�8 M✓Mout Ppe 177 � � � 800 Mhtr SMR Fllx p3 C-0�-�-��8'w Mout Pipe 177 i � � � Y N I (Z�TN112X 20Hi258X HP p3 �or MouR M 108- 177 � �d� N I s'mouY ppe �{ x7GFR4B60 w/Mourt Rpe 177 � Z Z� � � APXV9ERR1&Cw/MOUrIPope p3 X7GFR6BBOwlMOVlFipe 177 � I I ZeplyAiis PIMfo�m 96 $,L $f � 146_0 fi SYMB�U� i` n � ❑ ��( .4� �� .4� i^ �� Z � �N I I A L�7t1 7PLD.825� K 2LSXilA/47Q�8 �� B l�A7PID.75x8 L 2L5Xi7fb0l8X.il8 li F�� , f�� I I C 2L27/Dfdcll4�fS�8 M 2L5�A�511�Gi�8 I �I , I� �� I I D 2L2 1CLQ 12zIHXi�B N 2L5�Ct 1/b6/18Xi�8 1710 fl E 2LDQ 7ldAl4�GL8 O 2L312Q 12x1 HXiB I � I F 2L31Q 1/LA/4�Gi18 P L21/DQ 1!D&78 Y � x I n G 2L31/2Q 1/b6M�CS�B Q L3 1/DQ i/2A/4 i; � � � � �� I I H 2L21/'DG�6N87N8 R 9,2 7/LCix1l4Y5�8 '� , � � �I �j�l -- - '` -- ----- i I � Y I � I 2L3 1l2t4x1/4�GY8 _ _ _ _ S _1�5_ _ X J 2L3Xi 12A/41Gi�8 � � L �� I � � ss o n I I MA7ERIAL STRENGTH �S � � �N I I GRADE Fy Fu GRADE Fy Fu � � nsn-so so�ai -- es�o� ---- - — -— - - -- -- �� i � � � � I I TOWER DESIGN NOTES � ' � � � I 1 Tower is located in Paxo County,Florida. ,,,�_ 7z o�� 2. Tower designed for E�osure C to the TIM222-G Standard. I �I I 3. Tower deaigned for a 108 mph besic wind in accordance with the TIA-222-G Standard. 4. Defiections are based upon a 60 mph wind. ��a m � o ° I '� I I 5. Tower Struclure Class II. � � � q6_Topopraphic Category 1 with Crest HeigM of 0.00 ft � II � � sz.o n I ARE FACTOlZED w, � � ', „ ' I MAX.CORNER I�ACT/ONS AT BASE. �I�m I �d � ❑� � rc il r �"' I DOWN: 522 K � I � , I I SHEAR: 95 K i 32 0 ft UPL/FT �99 K � SHEAR: 80 K i ,� � � ��i ' I � I j ? ' I I AXIAL I�� 281K _ � I �� +�+�� I I I 2 8 K� 30658 kip-ft OOflI I roa�ue�soaP-n I ' ��' � � „ �� acnoNS-�os�on►nnNo �, � " �� 5 o � g�t �ss �� LL:# I O��0��, SSOE Inc. ° 816298 Ze h rhills 1001 Madison Ave. �"°�`o�2-arzsz-oo Toledo, OH 43604 c��" cci �`�"'"�81352 '`�P'tl Phone:(419)2553830 code TIA-222-G ��e 10/23/12 �� NTS FAX. 419 25�6101 P�' �NO E-1 • ' Feedline Distribution Chart 0'-288' Rui+�d F�et App In Face App Out Face Truss Leg Face A Face B Face C Face D 288.00 288.00 -----`- --''.----- ---" ------- 285.00 ------------- 285.00 . 285.00 _-_ __ '__'__.___.__'.'._. .__.._.___._.._. 279.00 . ----_------_ '__.__.___.________ --�---------'- - ---- -- --- ------- ---279.00 . _------.__----------."--------'-'_----- zn.00 - --- - - _----- --------- --- zse.00 - - --- -- - - z58.00 za.00 ---- - - -- 237.00 --- �------- - ---- - '. -- ---- --- - ----- --- - -- -... 232 00 -----------------------___-------'-= . .______ .__...__ . _ ___. ._ _ __ __._ __ _. _. __ . ._________.___ __. _. ___.._________.____._____..______'- . _____._..' __ _._.. _ . �.� 227.00 _ ____. '____ . _. .__ ' _ __ 222.00 ._._____ _______.___.____ _.___.._ - ---._. ...'- - --�'- --- 222.W �- - -�----------- - - -"-------`--- - -- - -------. .--------.._-------- "'-----"- - .--.--------'.--- - 215.00 215.00 '_- -------- -� -- 215.00 -------- ------ 210.00 ---------- -'----------- -- '----------------- . .__ ._..___'_ . .___ . _ " ______..__ .__ ._.._.._ 270.00 " ------------------' -------- - -- ----"------ 203.00 203.00 . .__ .. ._ _. ._ ._ ._._ ____. ._____. . 195.00 .______' ___...'_'____.....'__..___ _"____ _'_____.._ 79/.00 . . _"__________' ___. ."_.._____'.__ 191.00 _""_'__ ___."".____ '__ '______"""'___ iS1.00 ___..._"______..."'.'_.__ __.__.. '.__ 163.OD.____'___.._.....__.____ '_'___ _.___.'_._ 185.00 ________._..__ -'.______'_._-___' &5.00 _ '_ ___ 185.00 _'.__ _. __.___'_ .__.__ _. ._ __._____ __.... .__..___.___. .__'.___..____ _ __ _'._ .__ __ ____ ___ _____ _ _'.____ ___._"'______""_ ____""'__ m.00 m oo - - ---------- ---------- ---- -------- ... - - -. ..-�---.---- ---- - ---- -- - --- --- -- -- --- - --- ---- -----� -- -. . _ - --- - - �e3.w , �ri.00 ntoo - --------- ---° ----------- --�----- --- --�----------- - ---- - -- -- - - - � ... �$ � � o � �4s.00 � � o � I � -- �---a - - -- - - - us.00 � h- - - ' --- - ----- --- -- ---- - � € � U � m � I � I I � ; W �� o � �zz.00 I - c -------�- - :;-- f-- --�- --- --g- --�-- - ----�-- ---- -- ----�- ---- --� I . . -- -- - --�� _�.._ �zz.00 i g s� o � � � a - � � - ' � � $ � � � � � � � � � --� � � � g � � � ; �.� . �.-- -- --- --�� -�- .. --N � �- _�_ .�.._�_ . �.o� , F � � - g-- --€- � ... � � - - --- -- - -- ---...----- ----- -- g r � I F LL ; � � = ,� �z.� - - - - - - ; -- - _ , - --- - - -- � ---- - - - ----- - ------ - I ' � ! � �.� � , . -... ----- - - - I -- � - - ---- . - � -- --'- -- - - 52.00 ------- �--... - ._------'.' -----------�-------' I -----�--- I � 32 W ' -- - -- --- - - -I I�.. ._ . .- - - - - --- - - -- --- � _� -. ___._ . . _.___ _ 32.00 - -- i ----- -------------- ------- I I I li 0.�_--__ __.__ -_-J E. . __ . _ _. . 8.00 _ .____ _. _ _ . ._ ._ . ..__.._. 8.00 I r-- - -- --- _ _ 8.00 -------� ------------- --------_I �-_.-__-_---.� -- . 0.00 O��,r SSOE Inc. ° 816298 Ze h rhills 1001 Madison Ave. P'°�"o�s-o�zs2-0o Toledo, OH 43604 ONeM cci �`a'"nby 81352 �Pd Phone:(419)2553830 code TIA-222-G ��8 10/23/12 �� NTS FAX. 419 255-6101 �a' a+'9 No E_� tnxTower �ob Page 816298 Zephyrhills 1 of 11 SSOE Inc. Project Date �oo�Macl�sonAve. 012-01232-00 13 53'51 10/23/12 Toledo,OH4360�t Client Designed by Phone. (4/9J 255-3830 FA.t: (4/9 255-610/ CCI 81352 Tow�er In Data The main tower is a 4x free standing tower with an overall height of 288.00 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 ]0.00 ft at the top and 48.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Pasco County,Florida. Basic wind speed of 108 mph. Structwe Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of60 mph. A non-lineaz(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. 0 �0118 Consider Moments-Legs D�stribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-D�agonals � Assume Rigid Index Plate � Calculate Redundant Bracing Forces Use Moment Magnification � Use Clear Spans For Wind Area [gnore Redundant Members in FEA � Use Code Stress Ratws Use Clear Spans For kL/r � SR Leg Bolts Resist Compression � Use Code Safety Factors-Guys Retension Guys To Initial Tension � All Leg Panels Have Same Allowable Escalate Ice � Bypass Mast Stabiliry Checks Offset Girt At Foundation Always Use Max Kz � Use Azimuth Dish Coefficients � Consider Feedline Torque Use Special Wind Profile � Project Wind Area of Appurt. � Include Angle Block Shear Check � [nclude Bolts In Member Capaciry Autocalc Torque Arm Areas pp�p � Leg Bolts Are At Top Of Section SR Members Have Cut Ends (nclude Shear-Torsion[nteraction � Secondary Honzontal Braces Leg � Sort Capaciry Reports By Component Always Use Sub-Criticai Flow Use Diamond Inner Bracing(4 Sided) � Triangulate Diamond Inner Bracmg Use Top Mounted Sockets Add IBC 6D+W Combination Feed LineefLir�ar A rtenances - Entered As Raund Or Flat Descriptian Face Allow Component Placement Face Lateral # # Clear Width or Penmeter Weight or Shield Type Offset O,Jf'set Per Spacing Diameter e_, �_?�.__ ` ft in (Frac FWJ Row tn in in klj Feedline A No Af(CaAa) 177 00-8.00 0 00 � -0 15 I 1 3 00 3 00 v� 0 01 Ladder(A� LDF7-SOA A No Ar(CaAa) U7 00-8 00 0 00 -0 16 3 3 1 00 1 98 0 00 (1-5/8 FOAM) LDFS-SOA A No Ar(CaAa) 285 00-8 00 -I 00 0 495 ] 1 1 00 1 09 0 00 (7/8 FOAM) Feedlme B No Af(CaAa) 203 00-8 00 0 00 -0 152 1 I 3 00 3 00 0 Ol Ladder(A� TSZ 999 B No Ar(CaAa) 203 00-8 00 0 00 -0 153 3 3 I 00 1 04 0 00 066/x�cM-8A WG(1-i/32") tnacTower J°b Pa9e 816298 Zephyrhills 2 of 11 SSOE Inc. Project Date 100/Madison Ave. 012-01232-00 13 53 51 10/23/12 Toledo,OHd3604 Client Designed by Phone (a19)255-3830 CC� 81352 FAX. (4!9 255-610/ Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Drameter Leg ft in (Frac FW) Row in in rn klf LDF2-SOA B No Ar(CaAa) 203 00-8 00 1.50 -0 155 2 2 1 00 0 44 0 00 (3/8 FOAM) LDF7-SOA C No Ar(CaAa) 194 00-8 00 0 00 -0 25 12 6 1 00 1.98 0 00 (1-5/8 FOAM) LDF7-SOA C No Ar(CaAa) 215 00-8 00 0 00 0296 6 6 1 00 I.98 0 00 (1-5/8 FOAM) EWP63 C No Af(CaAa) 185 00-8 00 0 00 0299 1 1 1 00 1.57 0 00 LDF7-SOA C No Ar(CaAa) 215 00-8 00 0 00 0 302 5 5 1 00 1.98 0 00 (t-5/8 FOAM) LDF4RN-SOA C No Ar(CaAa) 215 00-8 00 0 00 0.304 2 2 1 00 0 63 0 00 (1/2 FOAM) LDF7-SOA D No Ar(CaAa) 227 00-8 00 0 00 03 12 6 1 00 1 98 0 00 (1-5/8 FOAM) Feedline C No Af(CaAa) 194 00-8 00 0 00 -0 25 1 1 3 00 3 00 0 01 Ladder(A� Feedline D No Af(CaAa) 227 00-8 00 0 00 0 3 1 I 3 00 3 00 0 Ol Ladder(A� Feedlme C No Af(CaAa) 215 00-8 00 0 00 0.3 1 1 3 00 3 00 0 Ol Ladder(A� Chmbing A No Af(CaAa) 288 00-8 00 -] 00 0.5 1 1 025 0 00 0 O1 Ladder Safety Line A No Ar(CaAa) 288.00-8 00 -1 00 0.5 1 I 0 38 0 38 0 00 3/8 LDF7-SOA A No Ar(CaAa) U7 00-8 00 2.50 -0 15 9 9 1 00 1 98 0 00 (1-5/8 FOAM) [�screte Tower Loicis Descriplion Face Offset Offsets: Azimuth Placement C_�A.a C�A� Weigh� or Tvpe Horz Adjushnent Fron� Side Leg Lalera! 6'en � � ./� � � k � -- � Zephyrhills Platform C None 0 00 96 00 No Ice 41 00 41 00 � 3 00 Sector Mount[SM 408-3] A None 0 00 177 00 No Ice 22 45 22.45 I 02 (2)LPD-7905/8 w/Mount A From Leg 3 00 0 00 177 00 No Ice 621 1 1 53 0 08 Pipe 0 00 0 00 X7GFR0-860 w/Mount A From Leg 3 00 0 00 177 00 No Ice I 3 63 1026 0 07 Pipe 0 00 0 00 (2)LPD-7905/8 w/Mount B From Leg 3 00 0 00 l77 00 No lce 6 21 11 53 0 08 P�pe 0 00 0 00 X7GFR0-860 w/Mount B From Leg 3 00 0 00 177 00 No Ice 13.63 1026 0 07 Pipe 0 00 0 00 (2)LPD-7905/8 w/Mount C From Leg 3 00 0 00 177 00 No Ice 6.21 1 1 53 0 08 Pipe 0 00 0 00 X7C-FRO-860 w/Mount C From Leg 3 00 0 00 177 00 No Ice 13 63 10 26 0 07 P�Pe 0 00 0 00 Pipe Mount[PM 501-1] C From Leg 0 50 0 00 I 85 00 No Ice 3 47 1 67 0 OS 0 00 0 00 Sector Mount[SM 402-3] C None 0 00 194 00 No Ice 18 91 18 91 0 85 Page tnxTower Job 816298 Zephyrhills 3 of 11 SSOE InG Project Date loo!Madtson Ave. 012-01232-00 13 53 51 10/23/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CC� FAX. (4/9J 255-610/ 81352 Descnpnon Face OJjset Offsets.� Azimuth Placement CaA.a C,a,4.i Weight or Tvpe Horz Adjushnent Front Sade Leg Lateral Vert .ft ° .R 1t` h1 K � J� (2)RR65-19-02DP B From Leg 3 00 0 00 194 00 No[ce 5 87 2 75 0 02 0 00 0 00 TMBXb517-A1 M w/Mount B From Leg 3 00 0 00 194 00 No[ce 5 54 5 02 0 04 Pipe 0 00 0 00 (2)LGP13908 TMA B From Leg 3 00 0 00 194 00 No Ice 0.59 028 0 Ol 0 00 0 00 ETW200VS 12UB B From Leg 3 00 0 00 194 00 No Ice 0 18 0 47 0 01 0 00 0 00 (2)RR65-19-02DP C From Leg 3 00 0 00 194 00 No Ice 5 87 2J5 0 02 0 00 0 00 TMBX6517-A1 M w/Mount C From Leg 3 00 0 00 194 00 No Ice 5 54 5 02 0 04 Pipe 0 00 0 00 (2)LGP13908 TMA C From Leg 3 00 0 00 194 00 No[ce 0.59 028 0 Ol 0 00 0 00 ETW200VS12UB C From Leg 3 00 0 00 l94 00 No[ce 0 18 0 47 0 O1 0 00 0 00 (2)RR65-19-02DP D From Leg 3 00 0 00 l94 00 No[ce 5 87 2 75 0 02 0 00 0 00 TMBX<i517-A1 M w/Mount D From Leg 3 00 0 00 194 00 No Ice 5 54 5 02 0 04 Pipe 0 00 0 00 (2)LGP13908 TMA D From Leg 3 00 0 00 194 00 No Ice 0.59 0.28 0 Ol 0 00 0 00 ETW200VS 12UB D From Leg 3 00 0 00 194 00 No Ice 0 18 0 47 0 01 0 00 0 00 Zephyrhil is Platform C None 0 00 195 00 No Ice 41 00 41 00 3 00 Sector Mount[SM 502-3] B None 0 00 203 00 No[ce 33 02 33 02 1 67 APXV9ERR18-C w/Mount A From Leg 4 00 0 00 203 00 No Ice 8.26 6 47 0 07 Pipe 0 00 0 00 RRUS A2 Module A From Leg 4 00 0 00 203 00 No Ice 1 87 0 42 0 02 0 00 -3 00 (2)RRUS-1 1 1900MHz A From Leg 4 00 0 00 203 00 No Ice 2.94 1 19 0 04 0 00 0 00 RRUS-1 1 800MHz A From Leg 4 00 0 00 203 00 No Ice 2.94 L52 0 OS 0 00 0 00 (3)ACU-A20-N A From Leg 4 00 0 00 203 00 No Ice 0 08 0 14 0 00 0 00 0 00 800 MHz SMR Filter A From Leg 4 00 0 00 203 00 No Ice 0.26 0 25 0 Ol 0 00 0 00 6'mount pipe A From Leg 4 00 0 00 203 00 No Ice 1 77 I 77 0 04 Page t�Tower J�b 816298 Zephyrhilis 4 of 11 SSOE lnG Project Date 1001 Madison Ave 012-01232-00 13:53:51 10/23/12 Toledo.OH43604 Ciient Designed by Phone. (419J 255-3830 CCI 81352 FAX. (919)155-6/0/ Description Face Ofjset Offsets: Azrmuth Placement C.�A.a Cyt.a Weight or Tvpe Horz Adjustment Front Side Leg Latera! G"en f� ° 1� 1�z �t` K � — ----- ----- � ------------- 0 00 0 00 APXVERRl8-C w/Mount B From Leg 4 00 0 00 203 00 No Ice 826 7 Ol 0 08 Pipe 0 00 0 00 RRUS A2 Module B From Leg 4 00 0 00 203 00 No[ce 1 87 0 42 0 02 0 00 -3 00 (2)RRUS-1 1 1900MHz B From Leg 4 00 0 00 203 00 No[ce 2.94 1 19 0 04 0 00 0 00 RRUS-11 800MHz B From Leg 4 00 0 00 203 00 No Ice 2 94 1.52 0 OS 0 00 0 00 (3)ACU-A20-N B From Leg 4 00 0 00 203 00 No Ice 0 08 0 14 0 00 0 00 0 00 800 MHz SMR Filter B From Leg 4 00 0 00 203 00 No Ice 0 26 0.25 0 Ol 0 00 0 00 (2)TN 1 1/2X 248T/256X HP B From Leg 4 00 0 00 203 00 No Ice 1.25 0 46 0 Ol 0 00 0 00 6'mount pipe B From Leg 4 00 0 00 203 00 No Ice 1 77 1 77 0 04 0 00 0 00 APXV9ERR18-C w/Mount C From Leg 4 00 0 00 203 00 No Ice 8 26 6 47 0 07 Pipe 0 00 0 00 RRUS A2 Module C From Leg 4 00 0 00 203 00 No Ice 1 87 0 42 0 02 0 00 -3 00 (2)RRUS-11 1900MHz C From Leg 4 00 0 00 203 00 No Ice 2 94 1 19 0 04 0 00 0 00 RRUS-1 1 800MHz C From Leg 4 00 0 00 203 00 No Ice 2.94 I.52 0 OS 0 00 0 00 (3)ACU-A20-N C From Leg 4 00 0 00 203 00 No Ice 0 08 0 14 0 00 0 00 0 00 800 MHz SMR Fdter C From Leg 4 00 0 00 203 00 No Ice 026 0.25 0 Ol 0 00 0 00 6'mount pipe C From Leg 4 00 0 00 203 00 No Ice 1 77 1 77 0 04 0 00 0 00 Sector Mount[SM 602-3] B None 0 00 215 00 No Ice 33 1 1 33 1 1 L54 (4)DB878G90A-XY A From Leg 3 00 0 00 215 00 No Ice 10 30 7.53 0 OS w/Mount Pipe 0 00 0 00 (3)DB878G90A-XY B From Leg 3 00 0 00 215 00 No[ce ]0.30 7.53 0 OS w/Mount Pipe 0 00 0 00 (4)D6878G90A-XY C From Leg 3 00 0 00 215 00 No Ice 10.30 7 53 0 OS w/Mount Pipe 0 00 0 00 Page tnxTower J�b 816298 Zephyrhills 5 of 11 SSOE Inc. Project Date 1001 MadisonAve. 012-01232-00 13 53.51 10/23/12 Toledo,OH4360� Client Designed by Phone. (4!9)255-3830 CCI 81352 FAX (419 255-6101 Descrrption Face O,�set O,�jsets: A�imuth Placement C�A� CaA.i Weight or Tvpe Horz Adjushnent Front Side Leg Latera! G'ert /1 ° /t .Rz .� K .� � _ Sector Mount[SM 402-3] B None 0 00 227 00 No Ice 18.91 18 91 0.85 (2)UMWD-03319-R2DM w/ A From Leg 3 00 0 00 227 00 No[ce 6.39 4 76 0 OS Mount Pipe 0 00 0 00 (2)UMWD-03319-R2DM w/ B From Leg 3 00 0 00 227 00 No[ce 639 4 76 0 OS Mount Pipe 0 00 0 00 (2)UMWD-03319-R2DM w/ C From Leg 3 00 0 00 227 00 No Ice 6.39 4 76 0 OS Mount P�pe 0 00 0 00 DB224 B From Leg 3 00 0 00 285 00 No Ice 3 15 3 15 0 03 0 00 5 00 Flash Beacon C None 0 00 288.00 No Ice 3 00 3 00 0 10 Lightning Rod 10'x 0.5" C None 0 00 288.00 No[ce 0.50 0.50 0 O1 1��$ Descriptron Face Drsh Offset O/jsets: Azimuth 3 d8 Elevation Outside Aperture Weight or Type Type Horz Ad�ustment Beam Diameter Area L,eg Lateral Width �ert 1� __ ° ° _ fr f _ .f" K _ PAR6-65 C Paraboloid w/o From 0 50 37 00 185 00 6 00 No Ice 2827 0 14 Radome Leg 0 00 0 00 ANT2 0 6 11 HPX C Paraboloid From 4 00 25 00 203 00 2 17 No Ice 3 72 0 03 w/Shroud(HP) Leg 0 00 0 00 Boit Desi n Data Section Elevation Component Bolt Bolt Sire Number Maximum A//owable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft an Bolts Bolt K Allowable K T 1 � 288 Diagonal A325N 0 75 2 031 � 35 78 0 009 � � Bolt Shear Top Gut A325N 0 75 2 0 11 z229 0 005 � l Member Block Shear T2 279 Diagona] A325N 0 75 2 0 63 26 20 0 024 � I Member Block Shear Horizontal A325N 0 75 2 0 46 22.66 �02� � 1 Member Block Shear T3 272 Diagonal A325N 0 75 2 1.56 26 20 0 060 � � Member Block Shear Horizontai A325N 0 75 2 0 73 32 l8 0 023 � I Member Biock Shear T4 259 Diagonal A325N 0 75 2 2 17 23 l6 0 094 � � Member Block Shear Horizontal A325N 0 75 2 1 19 22.66 0 052 � � Member Block Shear TS 247 Leg A325N 0 75 8 3 86 35 78 ��g ✓ 1 Bolt DS Job Page tnxTower 816298 Zephyrhills 6 of 11 SSOE Inc. Project Date !ool nfadison Ave. 012-01232-00 13.53 51 10/23/12 Toledo.OH43604 Client Designed by Phone (4/9)255-3830 CC� 81352 FAX. (4!9)255-6/01 Section Elevation Component Bolt BoltSize Number Maximum A!(owable Ratio Allowable Criteria No Tvpe Grade Of Load per Load Load Ratio fi in Bolts Bolt K A!lowable K � Diagonal A325N 0 75 2 2.40 27 73 �og� ✓ 1 Member Block Shear Horizonlal A325N 0 75 2 1.61 24 02 0 067 � � Member Block Shear T6 237 Diagonai A325N 0 75 2 2.35 35 78 0 066 � � Bolt Shear Horizontal A325N 0 75 2 1.92 22 66 0 085 � � Member Block Shear T7 232 Diagonal A325N 0 75 3 2.30 30.21 0 076 � � Member Block Shear Horizonhal A325N 0 75 2 2.46 35 78 0 069 I � Bolt Shear T8 222 Leg A325N 0 75 12 5 77 35 78 0 l61 � � Bolt DS Diagonal A325N 0 75 3 3 63 24�� 0 l50 � � Member Block Shear Horizontal A325N 0 75 2 3 40 24.02 ��42 � 1 Member Block Shear T9 210 Diagonal A325N 0 75 3 5 40 24 17 �224 � 1 Member Block Shear Horizontal A325N 0 75 2 4 72 24.02 �197 � 1 Member Block Shear T10 195 Leg A325N 0 88 12 12 16 48 7l 0250 � � Bolt DS Diagonal A325N 0 75 4 4.37 25 44 p�7z �" 1 Member Block Shear Horizontal A325N 0 75 3 4 14 34 41 p��p ✓ I Member Block Shear T I 1 183 D�agonal A325N 0 75 4 525 23 92 p 220 � 1 Member Block Shear Honzontal A325N 0 75 3 5 21 34 4l 0 152 � � Member Block Shear Tl2 U 1 Leg A325N 0 88 16 l4 82 48 71 0304 � � Bolt DS D�agonal A325N 0 75 5 7 43 35 78 �208 � 1 Bolt Shear Honzontal A325N 0 75 3 5 99 23 90 0 251 � � Member Block Shear T13 146 Leg A325N 1 00 12 28.23 63 62 0 444 � � Bolt DS Diagonal A325N 0 75 5 8 01 35 78 0 224 � � Bolt Shear Horizonhal A325N 0 75 3 7 09 35 78 ��98 ✓ 1 Bolt Shear T14 122 Leg A325N 1 00 16 27 69 63 62 0 435 � � Bolt DS Diagonal A325N 0 75 5 8 60 30 47 0 282 � 1 Member Block �/ Shear Horizonhal A325N 0 75 3 8.08 23 90 0 338 I � Member Block Shear T15 96 Leg A325N 1 00 20 28 18 63 62 0 443 � � Bolt DS Diagonal A325N 0 75 5 8 88 30 47 �29� ✓ 1 Member Block Shear Honzontal A325N 0 75 3 9 43 35 78 0 263 I � Bolt Shear T16 72 Leg A325N 1 00 20 34 03 63 62 0 535 � � Bolt DS Diagonal A325N 0 75 5 8.51 30 47 �279 ✓ 1 Member Block Shear Horizonhal A325N 0 75 3 10 18 23 90 0 426 I � Member Block �/ Shear T U 52 Leg A325N 1 00 20 39 10 63 62 0 615 I � Bolt DS Diagonal A325N 0 75 3 14 67 34 02 0 431 I � Member Biock Shear Page tnxTower JOb 816298 Zephyrhills 7 of 11 SSOE Inc. Project Date lool Madtson Ave. 012-01232-00 13 53:51 10/23/12 Toledo,OH43604 Client Designed by Phone. (4l9)255-3830 CCI 81352 FAX. (4/9 255-610/ Sectron Elevahon Component Bolt Bolt Sire Number Maximum Allowable Ratio Allowab/e Criteria No Tvpe Grade Of Load per Load Load Ratio Jt m Bolts Bolt K A!lowable K ! Honzonhal A325N�0 75 � 3 � 10 90 2� �g 0 515 ! � Member Block Shear T18 32 Leg A325N 1 00 20 3934 63 62 0 618 � � Bolt DS Diagonal A325N 0 88 5 16 76 48 71 0.344 � � Bolt Shear Horizonhl A325N 0 75 4 17 02 35 78 0 476 � � Bolt Shear Sec�Eiion Ca c�t Tabie Section Elevation Component Size Critical P ePa��o„ % Pass No /�t Type Element K K Capacetv Fai! T 1 288-279 Leg A LSxSxI/2 4 -039 87 75 0 4 Pass � T2 279-272 Leg LS�cSxl/2 25 -145 12474 12 Pass T3 272-259 Leg LSxSxI/2 46 -3 48 134 35 2 6 Pass T4 259-247 Leg LSxSxI/2 83 -8 64 143.90 6 0 Pass TS 247-237 Leg L8x8x5/8 120 -15 46 282.60 5 5 Pass ]0 8(b) T6 237-232 Leg LSx8x5/8 141 -22 12 388 82 5 7 Pass T7 232-222 Leg L8x8x5/8 l62 -26 34 388 82 6 8 Pass T8 222-2l0 Leg L8x8x5/8 199 -35.54 371 04 9 6 Pass 16 1 (b) T9 210-195 Leg L8x8x5/8 235 -50 04 340 41 14 7 Pass T]0 195-183 Leg LSx8xl 1/8 271 -7367 642.24 1I5 Pass 25 0(b) T 11 I 83-171 Leg LSx8xl 1/8 308 -94 95 642 24 14 8 Pass T12 171 -146 Leg L8xSxl 1/8 347 -119.50 380 00 31 4 Pass T13 146-122 Leg L8x8�/4 2PLO.Sx8 392 -169.39 788 33 21 5 Pass 44 4(b) T14 122-96 Leg L8x8x3/4 2PLO.Sx8 461 -221.56 774 14 28 6 Pass 43.5(b) T I 5 96-72 Leg L8xSx1 2PL0 75x8 530 -281 89 806 79 34 9 Pass 44 3(b) T16 72-52 Leg L8x8xl 2PL0 625x8 599 -340 37 1046 93 32.5 Pass 53.5(b) T l7 52-32 Leg L8r8xl 2PL0 75x8 680 -392 33 1132.32 34 6 Pass 61 5(b) T18 32-0 Leg L8x8x12PL0.875x8 761 -394.85 1181 17 334 Pass 61.8(b) T I 288-279 Diagonal 2L2 1/2�c2x1/4�/8 18 -0 61 24 08 2 5 Pass T2 279-272 Diagonal 2L21/2x2x1/4x3/8 33 -1.54 2913 53 Pass T3 272-259 Diagonal 2L21/2x21/2xl/4x3/8 62 -3.50 2340 l49 Pass T4 259-247 Diagonal 2L2x2 1/2xl/4�/8 99 -4 69 23 29 20 1 Pass TS 247-237 D�agonal 2L3�1/2xt/4ac3/8 128 -5 25 28 62 I 8 3 Pass T6 237-232 Diagonal 2L3 I/2�c2 1/2x5/16x3/8 149 -4 71 62 90 7� Pass T7 232-222 Diagonal 2L2 1/2x3x5/16x3/8 178 -7 73 54.26 14 2 Pass T8 222-210 Diagonal 2L2 1/2x3 1/2xl/4x3/8 215 -11 51 43 67 26 4 Pass T9 210-195 Diagonal 2L21/2x31/2x1/4x3/8 245 -1675 3293 509 Pass T10 195-183 Diagonal 2L3 1/2x4x1/4�c3/8 285 -18.35 66 06 27 8 Pass Ti l 183-U I Diagonal 2L3x3 1/2xU4�/8 322 -21 83 44 09 49 5 Pass T12 171 -146 Diagonal 2L3 1/2x5x3/8�/8 359 -37 l4 58 62 63 4 Pass T13 146-122 D�agonal 2L3 1/2x5x3/8x3/8 410 -39 07 101.21 38 6 Pass T14 122-96 D�agonal 2L3 I/2x5x5/16x3/8 479 -44 33 77 28 57 4 Pass T15 96-72 D�agonal 2L3 1/2x5x5/16x3/8 548 -46 79 80 34 58 2 Pass T16 72-52 Diagonal 2L3 1/2x4x5/16�/8 620 -44 37 78 49 56 5 Pass T17 52-32 D�agonal 2L3 1/2x4a5/16x3/8 701 -45 96 76 07 60 4 Pass T18 32-0 Diagonal 2LSx5x3/8x3/8 790 -82 34 167.68 49 1 Pass Pa e tr�Tower J�b 816298 Zephyrhills 9 8 of 11 SSOE Inc. Project Date 1001 Mad�sonAve. O�2-0�232-00 13 53 51 10/23/12 Toledo,OH33604 Client Designed by Phone:(419)255-3830 (`,(�� FAX: 419)255-6/0/ 81352 Section Elevation Component Sire Critical P OPa��,,,,. % Pass No /�t Type Element K K Capacity Fai! T2 279-272 Horizonbl 2L21/2�x1/4x3/8 32 -0.85 4042 21 Pass T3 272-259 Horizontal 2LSx3xl/4x3/8 61 -1 39 73 48 1 9 Pass 2 3(b) T4 259-247 Horizonbl 2L2 U2x2xU4x3/8 98 -2.34 36 1 l 6 5 Pass TS 247-237 Horizontal 2L3�c2 1/2x1/4�c3/8 127 -3 13 46.50 6 7 Pass T6 237-232 Horizontal 2L21/2x2x1/4ac3/8 148 -3.63 310� 117 Pass T7 232-222 Horizontal 2LSac3 1/2x3/Sx3/8 177 -4 60 126 83 3 6 Pass 69(b) T8 222-210 Horizontal 2L3x2x1/4x3/8 20� -6.56 29 80 22 0 Pass T9 210-195 Horizontal 2L3x2xU4x3/8 244 -9 47 25 89 36 6 Pass T10 195-183 Horizontal 2LSx3x5/16�c3/8 281 -12 70 7926 16 0 Pass Tl1 183-171 Horizontal 2LSx3 1/2x5/16x3/8 318 -15.32 93 31 16 4 Pass T12 171 -146 Horizontal 2L3 1/2x2 l/2xl/4x3/8 355 -l8 06 31 77 56 8 Pass T 13 146-122 Honzontal 2LSx3 1/2�c3/8�/8 404 -2]28 93 14 22 8 Pass T14 122-96 Horizontal 2L4x3xl/4x3/8 473 -?.427 34 07 71 2 Pass T 15 96-72 Honzontal 2L4x3 1/2x3/8x3/8 542 -28.28 41 94 67 4 Pass T16 72-S2 Horizontai 2L3 1/2u2 l/2xl/4x3/8 613 -30 85 63 34 48 7 Pass T17 52-32 Honzonhl 2L2 1/2ac2 1/2xl/4x3/8 694 -32.74 45 49 72 0 Pass T I 8 32-0 Horizontal 2L6x4x3/8x3/8 782 -62.35 106 79 58 4 Pass T 1 288-279 Top Girt 2L3�1/2xl/4�c3/8 7 -0 24 55 48 0 4 Pass 0.5(b) T3 272-259 Redund Horz 1 L2 1/2x2x1/4 66 -0 19 I 9 68 I 0 Pass Bracmg T4 259-247 Redund Horz I L2 I/2x2x1/4 107 -0 14 I 839 0 8 Pass Bracing T7 232-222 Redund Horz 1 L2 1/2x2x1/4 182 -0 64 I 5 48 4 1 Pass Bracing T8 222-210 Redund Horz I L2 1/2�c2x1/4 219 -1.24 13.65 9 1 Pass Bracing T9 210-195 Redund Horz 1 L2 1/2�c2x1/4 246 -1 00 11.62 8 6 Pass Bracing T10 195-183 Redund Horz 1 2L2 1/2x2x1/4x3/8 290 -1 43 39.65 3 6 Pass Bracing Tl 1 183-171 Redund Horz I L2n2 1/2xl/4 337 -1 44 8 41 17 1 Pass Bracing T12 171 -146 Redund Horz l L2x2 U2xl/4 369 -1 97 7 39 26 6 Pass Bracing Tl 3 146-122 Redund Horz l L2x2 1/2xl/4 426 -2 60 13 03 19 9 Pass Bracing Tl4 122-96 Redund Hoa 1 L2x2 I/2xl/4 505 -3 58 10.57 33 9 Pass Bracing T15 96-72 Redund Horz 1 L2� I/2xl/4 564 -0 70 8 62 8.1 Pass Bracing T16 72-52 Redund Hoa 1 2L2 12x2x1/4ac3/8 638 -5 12 36 88 l3 9 Pass Bracing T 17 52-32 Redund Horz 1 2L2 1l2�s 1/4x3/8 719 -5 90 35 46 I 6 6 Pass Bracing T 18 32-0 Redund Horz I 2L2 1/2�c2 1/2xl/4x3/8 816 -5 94 50.42 11 8 Pass Bracmg T 13 146-122 Redund Horz 2 L3x3x1/4 427 -2.60 8 63 30 1 Pass Bracing T14 122-96 Redund Horz 2 L3�c3x1/4 506 -3.58 7 00 51 2 Pass Bracmg T15 96-72 Redund Horz 2 L3x3xl/4 575 -0 70 5 71 I2.3 Pass Bracmg T 16 72-52 Redund Horz 2 2L2 I/2x2 U2xl/4x3/8 639 -5 12 13 41 38 2 Pass Bracing T U 52-32 Redund Horz 2 2L2 U2aQ 1/2x1/4x3/8 720 -5 90 1 1 74 50 2 Pass Bracmg T 18 32-0 Redund Horz 2 2L2 1/2x2 1/2xl/4x3/8 817 -5 94 36 28 16 4 Pass Brac�ng tnxTower �ob Pege 816298 Zephyrhilis 9 of 11 SSOE Inc. Project Date 1001 Madison Ave 012-01232-00 13 53 51 10/23/12 Toledo,OH4360a Client Designed by Phone:(919J 255-3830 FAX. (a19)255-6l0/ CCI 81352 Section Elevation Component Size Critical P OP��,„, % Pass No _ f _ Tvpe Element K K Capacity Fail T18 32-0 Redund Horz 3 2L3�x1/4x3/8 837 -5 94 29 69 20 0 Pass Bracing T3 272-259 Redund Diag 1 L2 I/2�x1/4 74 -0 17 6 08 2.9 Pass Bracing T4 259-247 Redund Diag I L2 1/2�x1/4 104 -0 13 6.57 1 9 Pass Bracing T7 232-222 Redund Diag 1 L2 1/2�c2 1/2xl/4 173 -0 45 10 91 4 1 Pass Bracmg T8 222-210 Redund Diag 1 L2 1/2x2 1/2xl/4 220 -0 97 8 26 11 8 Pass Bracing T9 210-195 Redund Diag 1 L2 1/2x2]/2xl/4 257 -0 82 5.81 ]4 I Pass Bracing T10 195-l83 RedundDiag 1 2L2 l/2x2x1/4�c3/8 294 -1 08 31 77 34 Pass Bracing Tl 1 183-171 Redund Diag 1 L2 1/2x2 1/2x5/16 338 -1 03 8 16 12 7 Pass Bracing T12 ]71 -146 RedundD�ag I 2L2 1/2ac2xl/4�c3/8 370 -2 12 10.95 194 Pass Bracing TI3 146-122 Redund Diag l 2L2 1/2aQxl/4x3/8 428 -2.46 24 91 9 9 Pass Bracing Tl4 122-96 Redund Diag 1 2L2 U2�xl/4x3/8 507 -3 34 20 97 15 9 Pass Bracing T15 96-72 Redund Diag l 2L2 U2x2xl/4x3/8 566 -5 78 22 08 262 Pass Bracing T I 6 72-52 Redund D�ag 1 2L2 1/2�c2x 1/4!c3/8 640 -3 57 25.56 I 4 0 Pass Bracing T17 52-32 Redund Diag 1 2L2 I/2�x1/4x3/8 721 -3 98 23 94 16 6 Pass Bracmg T18 32-0 RedundDiagl 2L21/2x21/2xl/4x3/8 836 -673 2938 229 Pass Bracing T13 146-122 Redund Diag2 2L2 1/2�x1/4x3/8 429 -1 64 14 OS 1 I 7 Pass Bracing T14 122-96 Redund D�ag 2 2L2 1/2aQx1/4x3/8 498 �.24 11 62 l9 3 Pass Bracmg T15 96-72 Redund Diag 2 2L2 1/2aQ 1/2xl/4x3/8 567 -4 14 11.57 35 8 Pass Bracmg T 16 72-52 Redund Diag 2 2L2 1/2u2x 1/4x3/8 641 -3.21 14 07 22 8 Pass Bracing T17 52-32 Redund Diag 2 2L2 1/2x2x1/4s3/8 733 -3 62 12.87 282 Pass Bracing Tl 8 32-0 Redund D�ag 2 2L3x3x3/16x3/8 820 �16 2623 15 9 Pass Bracing T18 32-0 Redund D�ag 3 2LS�c3 1/2x5/16x3/8 796 -42 46 80.30 52.9 Pass Bracing T12 171 -146 Redund Hip 1 2L3 1/2x3 ll2Y1/4x3/8 362 -0 U 58 25 0 3 Pass Bracing T13 146-122 Redund Hip i 2L2 1/2x2 1/2xl/4x3/8 415 -042 3944 1 1 pass Bracmg T14 122-96 Redund Hip 1 2L3x2 1/2xl/4x3/8 484 -0 44 46 25 0 9 Pass Bracmg T15 96-72 Redund Hip l 2L3�? 1/2xl/4x3/8 553 -0.39 4729 0 8 Pass Bracing T16 72-52 RedundHipl 2L3x21/2xl/4x3/8 626 -0.28 4114 07 Pass Bracing T17 52-32 RedundH�pl 2L3x21/2xl/4x3/8 707 -028 3836 07 Pass Bracing T18 32-0 Redund H�p I 2L3x2 12x 1/4�/8 798 -0 82 53.34 1 5 Pass Bracmg T13 ]46-122 RedundHip2 2L21/2�c21/2xl/4x3/8 416 -020 1203 17 Pass Bracmg T I4 122-96 Redund Hip 2 2L3x2 12x1/4x3/8 485 -0 22 16 29 I 3 Pass tnzTower J°b Pa9e 816298 Zephyrhills 10 of 11 SSOEInc. Project Date /oo!Madison Ave. 012-01232-00 13 53.51 10/23/12 Toledo,OH43604 Client Designed by Phone. (4/9)255-3830 CCI 81352 FAX. (4/9)255-6101 Section Elevation Component Si�e Critical P oPo��o„ % Pass No .rt Tvpe Element K K Capaciry Fail --- -- ----- Bracing ----- ---- ------- --- T15 96-72 Redund Hip 2 2L3x2 U2xl/4�/8 554 -020 13 28 1 S Pass Bracing T16 72-52 Redund H�p 2 2L3x2 1/2x1/4�c3/S 627 -0]4 I 1 19 1 2 Pass Bracmg T17 52-32 Redund Hip 2 2L3x2 1/2xl/4�c3/8 708 -0 i5 9 80 1 � Pass Bracing T 18 32-0 Redund Hip 2 2L2 1/2�x1/4�/8 854 -039 17.56 2 2 Pass Bracing T18 32-0 Redund Hip 3 2L3aQ 1/2xl/4x3/8 826 -0.23 ]4 00 1 6 Pass Bracing T 12 171-146 Redund H�p Diagonal 2L3 1/2x3 1/2xl/4x3/8 372 -0 25 17 O l 1 5 Pass Bracing T13 146-122 Redund Hip Diagonal 2L3 1/2�c3 1/2xl/4x3/8 417 -0 59 34 18 l 7 Pass Bracmg T14 l22-96 Redund Hip Diagonal 2L2 1/2x2x1/4x3/8 486 -0.53 9.20 5 8 Pass Bracing T]5 96-72 Redund Hip Diagonal 2L2 1/2x2x1/4�/8 555 -0 49 8 41 5 S Pass Bracing T16 72-52 Redund Hip Diagonal 2L2 1/2�x1/4�/8 629 -0 14 3 51 3 9 Pass Bracing T17 52-32 Redund Hip Diagonal 2L2 1/2x2x1/4u3/8 710 -0 14 3 10 4 4 Pass Bracing T18 32-0 Redund Hip Diagonal 2L2 1/2�xU4ac3/8 800 -1 14 14 49 7 9 Pass Bracing T 18 32-0 Redund Sub Horz 2L5x5x3/8x3/8 797 �3 15 108 54 39.8 Pass Bracmg T18 32-0 RedundSub 2LS�c31/2x5/16�c3/8 805 -5936 I0013 593 Pass Diagonal Bracing T 1 288-279 Inner Bracing L3x3xl/4 13 -0 00 7 92 0 2 Pass T2 279-272 Inner Bracing L3x3xl/4 42 -0 00 6 33 02 Pass T3 272-259 [nner Bracing L3x3xl/4 79 -0 00 5 40 0.3 Pass T4 259-247 Inner Bracing L3�xl/4 116 -0 00 4 14 0.3 Pass TS 247-237 Inner Brac�ng L3�xl/4 137 -0 00 3.33 0.3 Pass T6 237-232 Inner Bracmg L3�xl/4 I 58 -0 00 2.83 0 4 Pass T7 232-222 Inner Bracing L4x4x1/4 195 -0 Ol 636 0 4 Pass T8 222-210 Inner Bracing L4x4xl/4 232 -0 O1 5 50 0 4 Pass T9 210-195 Inner Bracmg L2x3x1/4 267 -0 03 I 72 1.5 Pass T10 I95-183 Inner Bracing L7x4�/8 306 -0 01 9 75 0 7 Pass T 1 1 183-171 Inner Bracing L3 1/2x2 1/2xl/4 339 -0 04 235 1 7 Pass T 12 171-146 Inner Bracing L3x3xl/4 384 -0 08 2.45 3 4 Pass T13 146-122 Inner Bracing LS�c3xl/4 453 -0 13 3 24 3.9 Pass T14 122-96 InnerBracing L31/2x31/2xl/4 522 -013 2.51 52 Pass T 15 96-72 Innet Bracing 2L2x2 1/2x]/4x3/8 591 -0 15 1 88 7 S Pass T16 72-52 Inner Bracmg 2L2 1/2x2 1/2x]/4x3/8 671 -0 13 2.98 4 3 Pass T U 52-32 Inner Bracing 2L2 1/2x3x1/4x3/8 749 -0 14 2.76 5 I Pass T I 8 32-0 Inner Bracing 2L4x3x5/I bx3/8 866 -0 03 5.52 l I Pass Summary Leg(T18) 61 8 Pass Diagonal 63 4 Pass (T12) Horizontal 72 0 Pass (T17) Top Girt 0.5 Pass (TI) Redund 33 9 Pass Horz l Bracing (T14) Redund 512 Pass Hotz 2 tnxTower J°b Pege 816298 Zephyrhilis 11 of 11 SSOE Inc. Project Date I oo�Madison Ave. 012-01232-00 13 53'51 10/23/12 Toledo,OH4360�1 Client Deslgned by Phone. (479)255-3830 C+C� 81352 FA�: (419 255-6101 Section Elevation Component Size Crtttcal P ePo��„„ % Pass No f Type Element K K Capaciry Far! ---- — -- ---- ------— - -- —---- Bracmg - ---- - (T14) Redund 20 0 Pass Horz 3 Bracing (T18) Redund 26 2 Pass Diag I Bracing (T15) Redund 35 8 Pass Diag 2 Bracing (T 15) Redund 52 9 Pass Diag 3 Bracing (T18) Redund H�p 1.5 Pass 1 Bracing (T18) Redund Hip 2.2 Pass 2 Bracing (T18) Redund Hip 1 6 Pass 3 Bracing (T18) Redund Hip 7 9 Pass Diagonal Bracing (T18) Redund Sub 39 8 Pass Horz Bracmg (Tl8) Redund Sub 59.3 Pass Diagonal Bracmg (T18) Inner 7 8 Pass Bracing (T15) Bolt Checks 61 8 Pass RATING= 72.0 Pass Progam Version 6 0 4 0- I/27/2012 File:C./Users/81352/Desktop/816298 Zephyrhills/Structural/fiac/816298 eri Crown Castle USA, lnc. October 24, 2012 285 Ft Self Support Tower Structura/Analysis CC/BU No 816298 Project Number 012-01232-00,Application 165308, Revision 1 Page 13 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.0.4 0 � �� 5 � �� x � �� a �� ,.� �� e � < m � .�-.o� .... � . .. .. .. .. � .. .. , d . �. . . � . � s • � • • �a � a � a 0 � b i •��• o •��• u. 7 � �� o N�g �� p F p N� �p^� F F F �^� o �� s s .^, � �� :,�:. �,�..� Crown Cast/e USA, Inc. October 24, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 165308, Revision 1 Page 14 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.0 4 0 Anchor Rod Check for Self Supporting Towers �/ TIA-222-G,Section 4 9.9 Rev 6.1 � C�A�TL E Site Data Reactions BU#� 816298 Eta Factor, 0.5 Detail T e Site Name: Ze h rhills Down bad Pu: 522 ki s A #� 165308 Rev.1 Shear, Vu: 95 ki s Anchor Rod Data �n Qty' 4 Mu =0 65`la;"V� ft-kipS Diam 3.25 in Rod Material: A36 Stren th Fu : 58 ksi Anchor Rod Results: Yield F 36 ksi Max Rod (Cu+Vu/r�): 178.0 Kips Design Axial, �*Fu*Anet: 277 0 Kips � Rod C,ircle �n Anchor Rod Stress Ratio: 64 3% �e in ' # of Rods 1 or 2 If Applicable; Mu= P�x e ft-ki s Anchor Rod Results with Bendin Considered: � Oniy entf�� rocl cv��le offset(e) an�l numher When the c(ear d�st�nce from the to� of�onaete to the f�otton� ��f anch�� r��cls a!the ertreme t�be� fo of level nuf ekcceeds 1 0 times the dr,meter of the anchor rod �nns�der ii eccent��c load clue to lec� the follo�vmg interachu�i equabon shali also be satrsf�erl�see reinfr�r;ernFnt e��ct Fiyure 4--? of Rev G) -—-- ---- . �Vu��Rn�)Z+��P��RM)+�M��Rm,)�2�= 1 " ��__4____"___ _ ___dJ` r` A� 0 0 ��y ,[�� o�0 1`` �Rn�=�•0 45•F„b*Ab= kips - Q� I �*A gT�-� °�° �6 �Rnt-�*Fu*Anet' kIPS ```----~ �`°°'-----'°� �R�m=�*Fy*Z= ft-kips r�ncre'e , � u�r�,reta- ..,L f�"t' �t G_� I �� S�CTIOPd A-A SECTION B-B Detail Type (a} Detail Type (b) 7Z=o��a 2-o-ao f�� { M� ��.�,� � oao c}� °�°�c ° � �� -�a 4�n � �e �-NGn Sh�fN _ rout �:a�cr�tn� COiM9�e . � � r� � — 4 ' L SECTICN C-C 3EGTkOh D-7 Detail Type {c) Detail Type (d) Maximum Acceptable Ratio: 105 % ��O•SS (See Note 1 Eelow) '--�---�-�- -- --- - -- —�-p Sp Governing Stress Ratio: 64.3% Pass Figure 4-4 of TIA-222-G SST Anchor Rod Check For Rev G-Rev 6 1 091912.x1s °o$ '�J�'J' �e' 816298 Zephyrhllls ProJecT�i:012-01232-00 Tow�r Rwcllm Overdl Fo�ndation CapaciN oN Uplif� 399.0 kips Com re 522.Oki s DMW CdawnD�ldh SW Value Dwmeter Sft '/�aferimleDepih SR HeighlAboveGrode lfl Beanngiype Grois lotal ro¢son Lengih 2d it Illfmale Entl Beann 22 ksl Penmieter IS�f� Cross-Secironal Area 19 6 r�� UTAma�e SaI Loyer Ult�mole Uplrtt Dry Concrete SoilL�yer ihickness 9unFric�ion Compression DrySoilUnfWeight UnitWeighl AdditiondlnpNForGatleBean�antlC011arMOtlifkohon Skin Friction tt ksf ks k< kcf Cdla Beam ]d8.73 ki s I n ectetl 3 0000 0.000 0.124 0150 Gratle Beam Beann 360 0.9M 0.955 0150 Collor/Beom We' 1 U ift d2 3 �O.Id, 0.9 - 0150 Colla/BeamWei h�Com r 212.2� �ps Q p p, 0150 Wei MofSalRemovetlssio "�' 5 3 � .618 ,19. 0150 6 .S � A1B O.b 0.11 - 0.150 l S Q67B .00D O.TIO 0150 io�als 23 Sol Cokulefbn� Soil LayPr Effecirve Soil Effective Compressan Effecirve Soil SoilLaya ihickness Unilweghl ConcreteUnil UplrfiSkinFncPOnRevslance S1cinFricM1On weigM EffecirveroncrefeWeghlAdtled fl kcf kc k s k s k s k i 1 n ectetl 30 0124 0.150 0 0 J3� II]8 20 0124 0150 30 � <8] 589 3 10 0062 0088 15 �5 I 21 1]2 4 O S 0 062 0 088 5 0 0 60 0 86 5 30 0048 0088 29 0 280 516 6 85 0048 0088 83 83 19d Idb: 7 5 0 0 048 0.088 d9 0 0 61 8.60 OD -006^ OOBB 0 0 000 000 00 -006^ OOBB 0 0 000 000 00 -006: OOBB 0 0 0.00 000 iatals 23 2W5 128.5 294 486 EndBeanngPesr,�mce ]805 lips ConcreteWeight 3125 kips CompressionSkinFrictionResistance 963 kips �pIillSkinkicipnRPSistance ISII 4ips i��alCOmpreSSOnResisimce 8)69 Fips �ofalUpl�flResisimce 469� kips So/Ca acW�f Com r onCa ao� J ��x UphfiC�ocily �M RNn/orc�m�nlh wi�a RNM�orcwn�nfCh�ck BarS¢e 9 �nalon N�mberolVerticdBars IS RebarCageDiameter S:Iin Honzontalriesize 3 RqrtlDevelopmeniLen9in al8in Bar Sheng�h F., 60 ksi Development Lengih 394 in P�G,Incl�tle ieruie Shengm Retl�ction ILtl/Req tl Ltl� nchor Rod Qrcle 17 in i„ 399 0 k nchor Rotl Embetlm?n� 60 in �enile Sfrergih.OP 516I k ConaeleCO�er 31n iensieCapacity �1:% OK ConcreteStren m,f'c 300Dpsi Campr�aflon A�� 150^ Aq 28_JC�n� 6lcompresvm� o� 4P 451aBk Compression Capacity _'08% OK NIIMmum R�Infacwnmf Au�effective I 1 d 13 J in CompressionA,mn Idl�� OF �NMOreln Ca ad/p ftemforcemen�Ca aat ��K A�Min Met2 -K Client: OOOQ �� Subject: � � Z- Oe7M gy Sheet _�L r1 Number �'��'w ssoe,com �ate: Chk'd: —"_�--of?—_._- 11��,�._ � ,. �� Date: Project Number ��, v �� { ' ��s � �C?�;� �''. ?,c-, �r- _�� -k �' • �� , { c% , J `� �.k"��_u) ,��I - _ I , - ,�?. �_.-. {— i i-' � (s-R `G'`� ��-�rl , �_+.�--�, _I�_f> ,�C �.\ t� � ��1�}'l['�1 � � l(�}-�r �1 �,,�t-i-�? �'�jC� k �i �r��>-_-1� �� k � �5' a�.�` T l�Z�I`� " �-`, I� �`;��' �� Q�' �_r.�li �. `J � . �,.:�r i,� �.-� i i ?-, ,_ �.�� i�(!,,� �S 1 i k '}=�{.:, ') _ -Z�� ki . �� F � -�'� � � 1��' } �?• (t��g (C�� Ll,�"�,_I c�c ' t �} ,�;-� i � �_�� / 4_Z °l:_ ! � �(iil ( ' - .�� ) - �Q {= _-2 �l�1( r-� i�� ( i , y� � -IL � , C�, �. - - ! - ' ; . _ I - :y 4 Z� � ... _. I. � - � ` ' � ' � - , k�,;_ __ : , , _ -_. . , - _,—�___ . !� ' r z =Z � `�-', � vt t.' , �'`�`-:,`� ��_-(-. ��_t r �' � �t_ =' �c�! •��Z ` �� ;'�7� I� J �_�.9��I �.� i - ,. CC, �.�I .4 i , / " _ • . , - l � � � j G - �' ' _ _-- E ,�!_ '� � �f--� �� . r! (..._" ' � Z-� � , � —,�_�: �� _� _�— 1 1 / � f. � � � i 1 � C� e � � { f — 1�� , L �- �- � C�I-. ` ' (�� `�,� i�, r � �� , � � 1 /� - 'Z-L�� , -� � 1 �^�LJ� (` � ``�- �` '.� � �f i ��`��` . —� 4 �2 2 �) c-- �, 1. %��.. ,G'� , , ;� LT- ( � `r _ � .� '� - �S��=- � -i / , '� !` � � , �, — . J' ' =1 _ -� �= ,, � , ��- w�, �, ; , _ , r :�; � j�` � L�� { � ` � � C c�.c��._�,j ;-_ - __ _, -�,c ,,4 , ,_ ��. r _ , ' � �.!, I, _''��..= ' � � 1 t t' � � �`�•< ! .. , ( ,I ��1 +-{� �'1.� � ��` � j ; I 1- ( ,.1, _ , _ .�� . ��-, - - --- F' I C�ient: �O Subject: OO s$oe� By: Sheet k"n'w.ssoe.com Date:_____ Nurnber Chk'd: ----of�_ Date: Project Number � I� � cYc }.;; _{, , �`t : �4,�-{, - i , �_:�.,� c ,�,<_1�,r r /Z -�� ' � (-��C�1'� � `� 4' � _ , �� _,�_� ` �r c ��. _ - � - , , ,�, , �� Z � �__ /----a_ - `- , .�.S� _ , - ��r Ls ! �` lc�,cr � -'' I �-��.,-„� ; t I'f_i � ' `i � 't�'y�� r� j-� , j� `-, !` i ' ��..E '( � �1t��{�'' ! ( , . i\ l.J�t��'_ _ r !r� �r�� c' 11 fi.� , =' t C''cC`l-, n �.+ �,�'� .,'� � •�� I< �� --��c�� '[?i� l�l_t( I � ��a, 151 �1, c Z� r l , �i � C�;— )`--' I��r1= f��,_ � �� l �� _�- =�/7', - � ��1 �1 - I�_'n � ��j#�, � cj - �� `.�,; - , � ,��-,��i _ �.t?i Cc�,; 1 �s ' — � (J- �� 11�` '�' �l L (�� t/ 1; , 1 �` , / r •- ' � � ��+`- _ "� {:- � � I� �_ ' E t z— -) - �. ---_ Z�� - � � �� ` 1l� ' A `. �c - �� _ �� `J, �z !I -}�-� � S 1,��- ��> �� , '`�----�__— = k - 'i{- . _' ', �, , � �?,cr_ e Vr'1 = - . . J I. � �< y-r- Vc t�1/�_� c�k V�; �_ �`-t��c.. -2 < < 1�`, - f-1_.��1_ �� '( i -� �' ,C�I=',� -� - - / , J'� �� c - — `��1 I ) \' � _.! , � - '----� � !�(��i)�L'� � ' '�?-'� �� '��'� --� -{-`� ( r- 1 c_,�� ' - `��C �--� , - � ' � ^�� {;'� _ ` — ) C.��;��",`rc_r k V 1 r��_ � � � _ �.f�- - - i � , tiC%! s� �` .�t; t ,, _ /L J �, , � 11 f � . -� , , i�� r � • `� E� c ��(r!c.? ' L� 7' ;(� �' ' ( � � `'� t� k �:�2"c's 1; � ��_ ;, 1 `.I'_ ; � -z ,`_l �� _ -----_„_ J —� . , . .,,< �� -- . I c,� kl << �_ �_ � r� � 'f' I -,; i � � ._ `___— J t, -- �- ' �: � ; � ! ' _' t �-� L =i �- � ' �� f �� !'_��( r '+ ( Z k� c\ � s`=",_Z-__ir_-, -� -� r.:� '�-i � ---- _ � � � � .,,, � � N � �.. ~ o � N � �.,� � U � � ,~ .. � o ,z Q � o � Z � � Q O � � A � A � � � � o Q � a � � � � � � a A � ►� W O 3 0 � � � � � � � � O .� � ax w � � � N p�p � '� ° � 3 � O � � � ..., o � � � � � � � � O M `_, � ° � � � � � o � � � � N o � � , W o � w U � �, N � o � � � � � � N � Z ►-� +�, N � �'J A z o � � Ao � � A � ° � x � � r� � .. W QA U � ~ � � z A a a � Q �a � a � a W a a � � � � � C�7 � w N n y z 0 n � b a ..= t°-� � c m '�n � O t--� C .�-� -� m C o ,�, r � D � � � (� ti7 r; � � u' D o = m �;.' "'=} ::� `�=-�� m Q° � d -rnl rT '-' .�' � � -ni z � Z r' Y�' --� "�� z p -� � z� ,-- ��, :� � Z � m �� ''' � ::�; C� z ►t� X t-� r, �, � O D �,,,3 � ,> ,=� � ,'..�� T m O � � �� , � � z �: � rD c � d tr"-, r t� � � t1� � ° � N z � = o O m m � � � � � � O � � � � � � ,LS N.L9 m � W � `_`.;a�ay� D � O 4 - ��- + � � r � m � Z � , S 7TM ST �� ysNyl, m � hd < T � C . . � tSCS 3�S�iCX �/� 8TH'ST � � �„� O Z � V L �03Y�NM Z � N Ill m � 1�, VL 9TH ST � � ND —� � Z `� iT 1S H16 ,� D � C 0 m � � � �' y � � z v = � � � CIMBALL CT';m W C � � 17TH ST W m m � r � � � cn � m � �, s axa��na , � rv (n � (,� 18TH.aT O lIITH ST r � � � S � � ia�If1Ql / 19TH ST �' ,�� • r m 19TH ST � � m - QD � N Z ~ � _ V , �_ � � r � r � '' r� CD � � � � � � � D � � y � � o ZDO � � � � � � m � � � _� � � O ° � � m � °' !?im � n � � N � � ° N N Z C ��IIIIIi�� o � � D `` �--E� —1 �� ....... � w c'' � � `��'��O'�� ' . �i O � � �� ' � � � � .'2 � � � � �; ncn � p � � • O n : "� o = �� m �¢ �. . Q o � , � � �; yn o i �-, • � C /.��/•%n^��Y��ef�'�� `/_ `` �g�o ��oo�ogzoo � z�; � °��Bo� � � �f- o��;�o��o.. ;�� ,�oo�� o� �_° � �� Z� ��Z ��r�°�o��°� � �o�� m�� f�o ��yA�� m°; �c $; �o� � zv � or^� � vo� w �mm �c�� v�""'i6°�o� z�o � Z �,�.. Z �y.. ��" r`�cZii�z�� N m�z � �� m� � nZtl�o� � S rn; m � � yG� ��O ;C�� o O � � A�r�* o ��v��f �Z =��m �� "' �s� �i c� ❑ �o � � °yR �� N� � 1 � �2 G7 C� Q �� m � _ z z c� � o � �! x Z V�Z Z 2 2 2 v � ��m � � o mN � z z z � �N � r X �S� � �� N � O .n J N� � � V V� � �� Q� � A� �4� � � z X r � �� c'' �� v� z z � Z G7 D Z —i Z Z D � O C ` � � �� Sf �� sF�l o "`��sfioy��s ,��,%°� ��3° '` 1 O��S ��•�'o� � D �� Ac< c� r ```��11{ !l///// �Q ` m � (� �N�� /]i �VI �v� •��-y � �Z ,-�Q�� `�� • � �G� �-'�� Gj:� • � O�I*1� � �i ^�� s � �1�Nm �. Z� � � •Q] � �2Z ; � � m '' —� �D b+ C .� �• vC fn � �i 0 a �`� � ..w.0 �� 2:�' c� ^� � m �� • •`e m Z � �A.�*_ e � �� , N u� � �+ r� ��ccn C ;� �� 5�� m�C�� Z�D� �coOm $�2�Z -� � �� n AO� � �f�i �$ 4� `�' ' 30 0� � Zm ?�o�°c D '�' � '"cZi� °vo��"� � F3�;� Zt��*+�8 c,, �� r �� fc>� �xo � ��z �� °��z A�� ZO �g° Agv� �o�� g�� or=.,i O�tn g� m �A m�� C�p�� goC N�m�� F� � �v�� m� �?A o�,�,,'�''z gz�cmm �� N � _ '< y O y A N ZZ�� v� o ° ��$z�z g�m� �ii oo��m !n��N � A � ��N� ��A �y O�n� C A �� 2-S �� m � � cZi�og ��Z� g��N �1 �p�A +1 � z� � '?zA m ��.o� m0 C$vf �Q ��0� � H � VIry�Z ��m�� UI�A� � �O D� � A y 0,y�� GR�I�A�m O ZA� p��n O � S ?� �N� A ORIZ �ORI � � Z� m�m � ��' oc � o�ZN � g � .r�* "�Z� Q��-rc�� =�m m � m o � ov�-i�Z �zz�� vi�o °c�r°.�� " Z r'S• z°z� m�°� r�+�� m x�� m�^� J v � � Z o� � � � � � �g�° �ZO�g o��ti 0 om � °u n°� � AO;�O ��O V J v . m0 p � ^�Zl�*, y_N Z � -- -- ��-� ��S_t o�, o � � -- -- �� g�� i� � ' � � li � >m v. ri r.i � � CNZC � �C Ny� � rn � � —_ _— ' ��p � �jy Z� N 4 f�+ �� mg � D� v N R Z m -�RI Q Q ��OA �y Z O 'yV��A A�p� �C R+� �o ^2 4 �2 r� �� g�� r-�°'" �°v nN u�i vAi I � C��y N N N �O�� -�1 � -i � ;�g� � �m�c� ��o A A n �6� A�l�'. \ � \ � � -- -- D �A��C �� .Xi .xi v O Vl O f� � A n A D � u svmp �� o � � �Oy O� O� rn �p� O O O � � � X X X X � mV-�IS�Z Z� O O O � � pC�UI �� G7 � W m � � �p m m c c � � -- -- C�gO Oz ��; Z� � u # w a u o�^� � Za�o � o�o� o�o � o�o ````�a��i��,,,� . . . . . ```��O•••,� •��• I� N U � N N N • • I F� FF FF Fh FF F� � � : • I �. C7 • � I . � �i ^ � O n � � � • � � T :, � 9 i � m * � � . c� L�: �° c� , � 98'-8' r_______� i i i i i i I I � I I I 1 I I N 3n Z � � � � i i m i i , i i i � i I I I � � � � �� g�� i i �� m� �� i i C i i n ;; ' ' � m � � rn � � v �O i � i i i i i i i i i i i i i i ---- i i i i i i i i i i i � �-------- ----� i i i � i i ii �----- ' '--------� i i i i m i i i � i i i SCZQ i i i �� m- � i � i i i �;�� ----�----' z `--- 2 C) L___ _-_J i z��c� i i i N � � i � m r� `-------------------� i O� I I CN � _ _ 4 �� _; �� 2 or�------------------------------------r � O �.``"'' �� i . I �i. , nn �________'_� , � ______"____ _"""___ � ii .----, I ir---------- -----------1 t-- � � � i i ii i i � i � i ' i� i i i � C�Q� i ii i i i i ii i mRt i ig��i � ----j�----- -------------- 1 i S C X i � i p�i I I� ----�� ✓ r�"X �! r-- �.p� i � i A i ' J i A— �y i � �;Z i I � � I ----- �i m� n� �__� zr^� `----' � i i ii o� �� i �� ----�� c� � � � �, x� i �� ;� m� i �----�' mmQ � i� Z i � � t� � � i i � � ----- �Z A �---------- � ��Z ' ii �r---- ZZ � I �� I �� i � I � � ii v x m m .\ �, Ii-----EXISTING ----i v� � i�-==7��'�=_, ��' �T—MOBILE EOUIPMENTi I �;- i� � � I �-----� PAD � I � ;� ii n li i i ', '� u �� Om� I y---------------' ' � '� �-� �� E��S �===J`==== v� m�� ----- I i� ' ' n ii j� i i �� Z �NZ I I I �i � � ii ii � v� ��. '�'�'• �i � � ii ii . I � Q � LJ__"—'_—"_"—_'_"_"__'_"__'_"—'�' ` Ji_`_�_:1 11 � ' I ` —L__'—L_'_r _ __� T Crr � ��,_�� . � I � ��_ � Z • • � G� i------�------i � � '9 V� � i -'----° •—Q �< m �----------, y <fJ �� CNQ i � � O � �j� D� I �� i ��Q I I i I Or ' b;�� g � � � �� , - �----- , w � � ----- -� Z- I � I z -- i"�Z� �`� �--------------� ��--------� o x �� Z v �--------� O � ``````��,`'' v ♦ Qz> �....... ``� �• �• •. : j � (�� A I i � � � ^ "� � • " r • � .� � � ?J m � n' �� '—' _.. r • a ` ; o -.. •- „ o • � � �2;y a, • � � ,� �'- -