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Home My WebLink About13-13993 CITY OF ZEPHYRHILLS 5335-8lli STREET (sis)�ao-oo20 �39g3 BUILDING PERMIT � 4;, t. Permit Number: 13993 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 :°;,;�q�;�; Date Issued: 4/25/2013 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: 4/25/2013 +�P f�z cY� Phone: (813)342-3853 Work Desc: SWAP EXISTING �frA �E ANTENNA/ADD BOOSTER & HYBRID CABLE , �� / � ' � / � . � � � (, �� _ � �s� � , , - � � 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 oorrections 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 properly. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans,Specifications Must Accompany Application.All work shall be pertormed in accordance with Ci Codes and Ordinances. NO OCCUPANCY BEFO C.O. / !/ �_�:- CO TRACTOR SIG URE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER Jul 16 13 02:06p J Crompton Electric, Inc. 561-585-9088 p.2 1111�1�1�N�I�i!l�IIIIINIIfI�IlAlll�l °°°�� se:ae�3i�s � � I +S 3G�� c�owr� z�1�� f�L Pe�mltlb. f.� � ,,.28��1�00,0-0,7pp�ppgp �O�q P�in11D l�o f NDTICE OF COMMENCp1ENT S4oe d Camb of ��0�1nMion��Notlo��t wi bs Rrtle 10 Oal�in raY �000nWr�wM C pp�� P�DN�Y.and In hapyr lts.P1ai0�s�, 7, DawslyfondProp�4r prp�p�No. 1418-21-0010-017DpOpQp S"��ss: 385Y1 Av�p�e��y,FL 33542 � �t a�ap�lon a rnPioue+nei�t AM�ch a�llennaa and Yros�o eommuiatlon bwer. 3. Owcw p�WOn or leefM Infomrtlon A IM Lassw aontr+p�0 ter f�' m�wemw�l: 1/eriion WYbless T4 �� q�� Tampa Mbeteet in Prop�r0,• L.laeNldd ��1' Swe Ihme dFea 9knpN 7�� Crow�G1eeMe G7 Cdnpany t,LC ' 40��waanin�on rtoao n►•��O",own.y,w.00�.� I�er�ss w �u..... PA ♦. Ce„tr,ttar — �r seils- AtlMN �-�`b f CaMwaoh TckyNOne No.. SaM 3. �ry: Nd1 M�rne Auoieat IY�WM of 9arM�i TN�pda�r No_ � s. �.�. wn �a.n. naa�.s. lenOtlA TeMqpqs Nv,; py 8Me T• �l�7011s vqlfdp q�s 8M1e W f1od0�dpfpll�tb A!'IIM owlllt�qa�rNam f10f�s!or aY�er dOC�lp�h miy 6e aanad as p�erN�d Ai Seclion 719.T3�1�7},F�p�$yy�: N�rna IlQdnn Td�Plwnp PI�nOer d peMpniled Pei4on: � � 8. In�EOeon b f�in�a�M,ltk p,�r�Geapnt� «� to�aoNw��oopy of 11r li�nots Nsiee�p�owd�Aln S�cGOn'f13.13(1j(pk Flofda 9MYaa. TM�horb NunWr d Pswan w EMIy De�ap pY Oaner. s. F.�ir.Goa a.se a Noaa a oom.,«�n»�a.a m�q•nac a.eNa.h.compatlo„of oe,wroaon.oa r.w n.Kn.M+e ne oanrscmr.eut rw se ons year tom tie w�e ar nwrer�p uMess�aNldwraor u��qh�ry: YYlWNING TP OWIiE�R: AN1'PAYMIENTS MME BY TFE OYYI�ER AFTER TFE E70MRAT10N OF 7iE iq7fCE OF COYMENCEIMH►r qE L7�1� AP YINO 7VMCE FOF��Y�TORY�OURPPROPF.FYTY�.�A I�qTICE�COMM�M�Bi�f YUST�iE RE_QOROED AW PO�TEC ON 7FE JDB SIiE�ORE T1E iIR87 NISPECflON.F YW M/TEUID T 08TNN FlNANC�p,�OM9UlT wrrh YOUR LENCEp Oii AM A7TOFiNEr SEFORE CONWENCIMCi YMORK UR RfCORDING Y01�4 NOTCE OF COM�ENCEMENR. tNb�r w�r�v�Wr.�u�ane J h.re nd a�e roi.poinp nopoe aairn.noana,�aie nwt�ne nas slaeso uia.In..w.10 1n.aa a ��•� AlE Of Fl��A.SERIEt , 1 ,��''"•• �Olk-5tala ol fMr{A� q(C$�►�� (Y� 'j�*�21.� e My Comm Erpi�es Jui 30.2015 S�pn�inm wmswLaws�,orqAleh ort�ti,yAp�p '. �`= ConuniSSi4n�'EE 5,111 �0°��`��"r"'�'"�' �s�s'�;�:��''� BOnOedlnrotqhlpGOMiNohtyAssu. � • i�c�<<'� l LTE �xplem�� u�.� A•rr sayroyf Ti�NlOffoe �_T_' 1Ta biepoirp i�nrmart�as�4cnorN�dp�Q bMb�ms Ws,�„0 dsy d�.2p/��r K PYDe d .e.a. .WqN.tllpnqr in t�ct}ta v �•a wKY ao Mtd a xnm waaoeaira). I(lqwl Wa Prql�io W IOentbicalbn❑ HowY Sipntl�r+ � T7Pe ottOMdlfe�Eion Prodoiatl Wms(pnN�_ f'L L/G� � y.f C:+�'� Rcpt:ls15720 Reo: i0.�0 DS: 0.00 IT: 0.00 aauv.a s o��t�.Pn o Pasco c�c s conarso�e.Es 04/25/13 C, Mjner, CPly Clerk �OR�C �80� �p 1�23$ *V� ��oos�a�s l��^.+�rin� �C J sis�ao-oozo City of Zephyrhills Permit Application Fax$1&780-0021 816298/A2G0757A Building Department Date Received 3— 2� 3 Phone Contact for Permittin 813 342 _ 3874 -rrrrr rrr Owner's Name Crown Castle GT Company LLC pW�e�phone Number 813-342-3874 Owner's Address 510 Bering,Suite 500,Houston,TX 77507 Owner Phone Number Fee Simple Titleholder Name Owner Phone Number � Fee Simple Tdtleholder Address � JOS ADDRESS 38522 A Ave.,Zephyrhills,FL 33542 lOT N 6,7,&8 SUBDIVISION PARCEL ID# 14-26-21-0010-01700-0060 � (OBTAINED FROM PROPERTV TA7(NOTICE) WORK PROPOSED e NEW CONSTR e ADD/ALT QX SIGN Q Q DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM XQ OTHER � TYPE OF CONSTRUCTION Q BLOCK Q FRAME 0 STEEL Q Swap existing T-MObile antenna's,add boosters and hybrid cable up tower DESCRIPTION OF WORK BUILD�NG SIZE S�FOOTAGE� HEIGHT � �BUILDING $20,000.00 VALUATIONOFTOTALCONSTRUCTION �ELECTRICAL $ AMP SERVICE Q PROGRESS ENERGY Q W.R.E.C. QPLUMBWG $ � i �q�'� QMECHANICAL $ VALUATION OF MECHANICAL INSTALLATION I f �GAS Q ROOFING Q SPECIALTY � OTHER ,�Q C j S�� FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA �YES NO_ �__ � ��' �� / � � U ons ru ion ervice , ' Seslar BUILDER ` COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address 6375 Harney Road,Suite 107,Tampa,FL 33610 L' ense# CGC060018 ELECTRICIAN ,��hA�� DI R�� COMPANY •C{r G�- /n SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# —� PLUMBER COMPANY SIGNATURE REGIS7ERED Y/ N FEE CURRE� Y/N Address License# � MECHANICAL COMPANY � SIGNATURE REGISTERED Y/ N FEE CURRE� Y(N Address License# � OTHER COMPANY � SIGNATURE REGISTERED Y/ N FEE GURREA Y/N �d�gg License# � IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIt11111111111111111111111111111111111 RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Fortns;R-0-W Pertnit for new construdion, Minimum ten(10)working days aker submittal date. Required onsite,Construction Plans,Stormwater Plans w!Silt Fence installed, Sanitary Facilities 8 1 dumpster;Site Work Pertnit for subdivisionsAarge projects COMMERCIAL Attach(3)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Fortns.R-0-W Permit for new construction. Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster Site Work 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. Directions:• Fill out application completely Owner 8 Contractor sign back of application,notarized If over 52500,a Notice of Commencement is required. (A/C upgredes over 57500) " Agent(for the contractor)or Power of Attomey(for the owner)would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(PIOUSurvey/FOOtage) Driveways-Not over Counter if on public roadways..needs ROW . 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 a�d local regulatlons. If the conUactor is not ticensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contrador are uncertain as to what licensing requirements may apply for the intended work,they are advised to contact the Pasco County Building Inspection Divisior�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 Blodc'of this application for which they wili be responsible. If you, as the owner sign as the contractor,that may be an indication that he is not prope�ly licensed and is not entitied to permitting privileges in Pasco County TRANSPORTATION IMPACTNTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may app�y 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 finai power release. If the project does not involve a certiticate of occupancy or final power release,the fees must be paid prior to permk issuance. Furthermore, ff Pasco County WatedSewer Impact fees are due,they must be paid prior to permit issuance in accordance with applicable Pasco Counry 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—Homeowne�s Protection Guide"prepared by the Florida Department of Agriculture and Consumer Aifairs. If the applicant is someone other than the"owner",I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owne�'prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT: I certify that all the information in this appiication is accurate and that all work wili be done i�compliance with alt applicable laws regulating construction,zoning and land development. Application is hereby made to obtain a permit to do wo�lc and installation as indicated. I certity that no work or installation has commenced prior to issuance of a permit and that all work will be pertormed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other govemment agencies may apply to the intended work,and that it is my responsibility to iden6fy what actions I must take to be in compliance. Such agencies indude but are not limited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands,WatedWastewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. - Army Corps of Engineers-Seawalls,Docks,Navigable Waterways. - Department of Health 8 Rehabi�itative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions appty 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 pertnitted building using stem wall consfruction,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 affeck adjacent properties. If use of fill is found to adversely affect adjacent properties,the owner may be cited for violating the condidons of the building permit issued under the attached pertnit 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 OYVNER,I promise in good faith to inform the owner of the peRnitting conditions set forth in this atfldavit 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 speafically 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 pertnit issued shall become invalid unless the work authorized by such permit is cornmenced within six months of permit issuance, or'rf work authorized by the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced. M extension may be requested, in writing,from the Building Offiaal for a period not to exceed ninety(90)days and witl demonstrate justifiable cause for the extension. If work ceases for ninety(90)consecutive days,the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. FIORIDA JURAT(F.S.117.03) /� Illlif�i OWNER OR AOENT CONTRACTOR_ //� �\ � �E R��/��' Subscrlbed and swom to(or affirtned)before me this Su6scribed and s�ivoJm to1ora�me��e� me this oti,�....•.�s /, br 2/15/13 by MIGHAEL PpiRIER a� C' 'qSS1oN F i 1Nho is/are personally known to me or has/have produced Who is/are �cQ�be�13,�9: � peraonally known to me or has/tiave produ , A i as idendfication. as identificad�. �.> �m ?pi�� N�*� 4 / • � � � �*� �� • � • • � Notary Public � � � :No��146 :p� . �w Commission No. comm��ssio�n No. #EE 122146 j,�q.��;,t��.0;� CONNIE DROSE �i�BUC�STAS;��\\ Name of Notary typed,priMed or ytamped Name of Nota ry typed,Printed or stamped y4A � � � City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: � �1 �Ie C�yi C �C_ Date Received: �- ( ��( 3 Site: ��-�� `� Permit Type: /��I�C'� �/IU�C' � G'Ln �Ir� �� l��'Il°� Approved w/no comments: Approved w/the below comments: ❑ Denied w/the below comments: ❑ � l� cz �� - �eCV� 3-�..I.� � J This comment sheet shall be ke with the permit and/or plans. , .�� 1- i3 Kalvin Swi er— xaminer Date Contractor and/or Homeowner (Required when comments are present) � �� C�OMMUNICATIONS, INC. Site Devebpment,Consatting and Comvtructiou 6247 Amber Hills Road Phone� 205.956.0198 Trussville, Alabama 35173 Fax: 205 956.2632 To: City of Zephyrhills Building Department From:Jackie Gwynn Permitting Contractor Date: March 11,2013 RE: Verizon/LTE 4.5 Permit Application Verizon Site Name &Number:89059 Crown Zephyrhills Site Address:38522 Avenue A;Zephyrhills FL 33542 ParcelID#14-26-21-001001700-0060 Enclosed please find the building permit application;construction drawings and struciural analysis for the above referenced property. Verizon is proposing to replace existing antennas installed with three new antennas;as well as adding coax lines to the existing tower. Should you have any questions please contact me at 239-633-7030 or iackiegwynnQembarqmail.com Sincerely, %�� Jackie Gwynn j , s 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 Carrier Designation: Verizon Wireless Co-Locate Carrier Site Number: 89059 Carrier Site Name: CROWN ZEPHYRHILLS Crown Cast/e 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 Designafion: 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 Wor1c' 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��WI� p��rt as depicted in the Table of Contents, including attachments and additional calculations. �� JV�R/ '�+i �....... �� •��B p ��'•��R�► Respectfully submitted by� `��. �,� e� �� ' No. 81544 ;�� . Larry J. Griffdh, P.E � SeniorStructuralEngineer ° � � /r '�A� � � , �`:�: oO: S TB �• � °,�': . �ssoe making clients suctessful by saving them time, trouble, and mone�l'v��'��.�� 0 1�O P•' ��i �' '••..Z •-'�� o . ��i��''�`a,:�� , ,. Crown Castfe 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 ,�NS:z%W��ae a ��;i �O� C,;�,rt�� • ,,........, �d(,, Is ,�/��,� �`G � ��•�� ,,��• ��i��'o� � � Id�. 61 : E . s � ipyr*" � •�+�ti ��i 2�f(r3:��: s O: S�ATB :"�'�K °,+��•��,� 0' �♦c��: �� • Op� • � Y ,�I, $ �� •� ,�94 ��Da1AL �'�� staae��sN��N 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 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/ g 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/BU 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 UMWD-03319-R2DM w/ 227 0 227 p 6 Andrew Mount Pipe 12 1-5/8 1 Sector Mount[SM 402-3j D6878G90A-XY w/ 11 1-5/8 215 0 215 0 11 Decibel Mount Pipe 2 ��2 1 Sector Mount[SM 602-3] 3 Ericsson 800 MHz SMR Filter i 1 Ericsson ANT2 0.6 11 HPX � I � 6 Ericsson RRUS-111900MHz � � � 3 Ericsson RRUS-11800MHz I I � 2 Ericsson TN11/2X 248T/256X HP 2 � 3�$ � 2 203 0 I 203 0 g RFS Celwave ACU-A20-N 3 I 1-1/32 I I 2 RFS Celwave APXV9ERR18-C w/ ( I Mount Pipe � I 1 RFS Celwave APXVERR18-C w/ Mount Pipe 1 Sector Mount[SM 502-3] 200 0 3 Ericsson RRUS A2 Module 2 3 Andrew ETW200VS12UB I 3 Andrew TMBX-6517-A1M w/ I I Mount Pipe � 194 0 i 194 0 6 EMS Wireless RR65-19-02DP 12 I 1-5/8 � 6 LGP Telecom LGP13908 TMA � � 1 Sector Mount[SM 402-3] 185.0 185 0 1 Andrew PAR6-65 1 EWP63 1 Pipe Mount[PM 501-1] LPD-7905/8 w/ 6 ��8 177 0 177 0 9 Antel Mount Pipe 3 1-5/8 � 1 Sector Mount[SM 408-3] 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 Structura/Analysis CC/BU No 816298 Project Number 012-01232-00,Application 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 Reports Golder Job#: 013-3163, Doc ID#� 403319 Crown DMZ dated 4/24/01 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 of 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 aF the surrounding soils unless otherwise 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 �p$�b� Pass T6 237-232 Leg L8x8x5/8 141 -22.12 388.82 5.7 Pass 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 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 04 169��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 ��5 Pass 25.0(b) 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 LSx8x3l4 2PL0.5x8 392 -169.39 788.33 �4�b� Pass T14 122-96 Leg L8x8x3/4 2PL0 5x8 461 -221.56 774 14 43 5(b) Pass T15 96-72 Leg L8x8x1 2PL0.75x8 530 -281.89 806.79 �3�b� Pass T16 72-52 Leg L8x8x1 2PL0.625x8 599 -340 37 1046.93 32.5 Pass 53.5(b) 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 1l2x2x1/4x3/8 18 -0.61 24 08 2.5 Pass T2 279-272 Diagonal 2L2 1J2�Qz1/4x3/8 33 -1.54 29 13 5.3 Pass T3 272-259 Diagonal 2L2 1/2x2 1/2x1/4x3/8 62 -3.50 23 40 14.9 Pass T4 259-247 Diagonal 2L2x2 1/2x1/4x3/8 99 -4.69 23.29 20 1 Pass T5 247-237 Diagonal 2L3x21/2x1/4x3/8 128 -5.25 28.62 18.3 Pass T6 237-232 Diagonal 2L3 1/2�Q 1/2x5/16x3/8 149 -4 71 62.90 7.5 Pass T7 232-222 Diagonal 2L2 1l2x3x5/16x3l8 178 -7 73 54.26 14.2 Pass T8 222-210 Diagonal 2L2 1l2x3 1/2x1l4x3/8 215 -11 51 43.67 26 4 Pass T9 210-195 Diagonal 2L21/2x31J2x1/4x3l8 245 -16.75 32.93 50.9 Pass T10 195-183 Diagonal 2L3 1J2x4x1/4x3/8 285 -18.35 66.06 27.8 Pass T11 183-171 Diagonal 2L3�13 1/2x1l4x3/8 322 -21 83 44 09 49.5 Pass T12 171 -146 Diagonal 2L31/2x5x318x3/8 359 -37 14 58.62 634 Pass T13 146-122 Diagonal 2L3 1/2x5x3/8x3/8 410 -39.07 101.21 38.6 Pass T14 122-96 Diagonal 2L3 1/2x5x5/16x3/8 479 -44 33 77.28 57 4 Pass T15 96-72 Diagonal 2L3 1/2x5x5/16x3/S 548 -46.79 80.34 58.2 Pass T16 72-52 Diagonal 2L3 1/2x4x5/16�3/8 620 -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 2L5x5x3/8x3/8 790 -82.34 167.68 49 1 Pass T2 279-272 Horizontal 2L2 1/2x2x1l4x3/8 32 -0.85 40 42 2.1 Pass T3 272-259 Horizontal 2L5x3x1/4x3/8 61 -1.39 73 48 2 3�b� Pass T4 259-247 Horizontal 2L2 1/2�Qx1/4x318 98 -2.34 36 11 6.5 Pass T5 247-237 Horizontal 2L3x2 1/2x1/4x3/8 127 -3.13 46.50 6.7 Pass T6 237-232 Horizontal 2L2 1J2�Qx1/4x3/8 148 -3.63 31 07 11 7 Pass T7 232-222 Horizontal 2L5x3 1/2x3/8x3/8 177 -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 21.5x3x5/16x3/8 281 -12.70 79.26 16.0 Pass tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. October 24, 2012 285 Ft Self Support Tower Structura/Analysis CC/BU No 816298 Project Number 012-01232-00, Application 165308, Revision 1 Page 7 T11 183-171 Horizontal 2L5x3 1/2x5/16x318 318 -15.32 93.31 16.4 Pass T12 171-146 Horizontal 2L3 1/2�C2 1/2x1l4x3l8 355 -18.06 31 77 56.8 Pass T13 146-122 Horizontal 2L5�3 1/2x3/8x3l8 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 2L4�13 1/2x3/8x3/8 542 -28.28 41 94 67 4 Pass T16 72-52 Horizontal 2L3 1/2x2 1/2x1l4x3/8 613 -30.85 63 34 48 7 Pass T17 52-32 Horizontal 2L2 1/2u2 1/2x1/4x3/8 694 -32.74 45 49 72.0 Pass T18 32-0 Horizontal 2L6x4�13/8x3/8 782 �2.35 106.79 58.4 Pass T1 288-279 Top Girt 2L3�Q 1/2x1/4x3/8 7 -0.24 55 48 Q 5�b� Pass T3 272-25g Redund Horz 1 L2 1/2x2x1/4 66 -0 19 19.68 1.0 Pass Bracing T4 259-247 Redund Horz 1 ��2x2x1/4 107 -0.14 18.39 0.8 Pass Bracing T7 23z_222 Redund Horz 1 � 1/2x2x1l4 182 -0.64 15.48 4 1 Pass Bracing TS pzz-Z�p Redund Horz 1 L2 1/2x2x1/4 219 -1.24 13.65 9 1 Pass Bracing T9 210-195 Redund Horz 1 ��2x2x1/4 246 -1.00 11 62 8.6 Pass Bracing T10 195-183 Redund Hoa 1 zL2 112x2x1/4x3/8 290 -1 43 39.65 3.6 Pass Bracing T11 183-171 Redund Horz 1 L2x2 1/2x114 337 -1 44 8.41 17 1 Pass Bracing T12 171 -146 Redund Horz 1 L2x2 1/2x114 369 -1.97 7.39 26.6 Pass Bracing T13 146-122 Redund Horz 1 �x2 112x1/4 426 -2.60 13.03 19 9 Pass Bracing T14 1PZ_gg Redund Horz 1 L2x2 1/2x1/4 505 -3.58 10.57 33.9 Pass Bracing T15 gg_72 Redund Horz 1 L2x2 1/2x1l4 564 -0 70 8.62 8.1 Pass Bracing T16 72-52 Redund Horz 1 2L2 1/2x2x1/4�l3l8 638 -5.12 36.88 13.9 Pass Bracing T17 52-32 Redund Horz 1 2L2 1/2x2x1/4x3/8 719 -5.90 35.46 16.6 Pass Bracing T18 32-0 Redund Horz 1 ZL2 1/2x2 1l2x1/4x3/8 816 -5.94 50 42 11 8 Pass Bracing T13 146-122 Redund Horz 2 L3x3x114 427 -2.60 8.63 30 1 Pass Bracing T14 �22_gg 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/S 639 -5.12 13.41 38.2 Pass Bracing T17 52-32 Redund Horz 2 2L2 1/2x2 1/2x114x3/8 720 -5.90 11 74 50.2 Pass Bracing T18 32-0 Redund Horz 2 ZL2 1/2x2 1/2x1/4x3/8 817 -5.94 36.28 16.4 Pass Bracing T18 32-0 Redund Horz 3 2L3x3x1/4x3/S 837 -5.94 29.69 20 0 Pass Bracing T3 272-259 Redund Diag 1 L2 1/2x2x1/4 74 -0 17 6.08 2.9 Pass Bracing T4 259-247 Redund Diag 1 � ��2x2x1/4 104 -0.13 6.57 1.9 Pass , eracing 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 0f2-01232-00,Application 165308, Revision 1 Page 8 T7 232-222 Redund Diag 1 ��2x2 1/2x1/4 173 -0.45 10.91 4 1 Pass Bracing T8 222-2�p Redund Diag 1 � ��zx2 1/2x1/4 220 -0.97 8.26 11 8 Pass Bracing T9 210-195 Redund Diag 1 � ��zx2 1/2x1/4 257 -0.82 5.81 14 1 Pass Bracing T10 195-183 Redund Diag 1 2L2 1/2x2x1/4x3/8 294 -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 2L21/2x2x1/4x3/8 370 -2.12 10.95 194 Pass Bracing T13 146-122 Redund Diag 1 ZL2 1/2x2x1/4x3/8 428 -2.46 24 91 9.9 Pass Bracing T14 �22_gg Redund Diag 1 2L2 1/2x2x1/4�/8 507 -3.34 20.97 15.9 Pass Bracing T15 96-72 Redund Diag 1 2L2 1/2x2x1/4�13/8 566 -5.78 22.08 26.2 Pass Bracing T16 72_52 Redund Diag 1 2L2 1/2x2x1/4x3/8 640 -3.57 25.56 14 0 Pass Bracing T17 52-32 Redund Diag 1 2L2 1/2x2x1/4u3/8 721 -3.98 23.94 16.6 Pass Bracing T18 32-0 Redund Diag 1 2L2 1l2x2 1/2x1/4x3l8 836 -6.73 29 38 22.9 Pass Bracing T13 146-122 Redund Diag 2 ZL2 1l2x2x1/4x3/8 429 -1.64 14 05 11 7 Pass Bracing T14 122-96 Redund Diag 2 2L2 1/2x2x1l4x3/8 498 -2.24 11 62 19.3 Pass Bracing T15 gg_72 Redund Diag 2 2L2 1/2x2 1/2x1l4x3/8 567 -4 14 11 57 35.8 Pass Bracing T16 72_52 Redund Diag 2 2L2 1/2x2x1l4u3/8 641 -3.21 14 07 22.8 Pass Bracing T17 52-32 Redund Diag 2 2L2 1/2x2x1/4x3/8 733 -3.62 12.87 28.2 Pass Bracing T18 32-0 Redund Diag 2 2L3x3x3/16x3l8 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 2L31/2x3 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 ZL3x2 1/2x1/4x3/8 484 -0.44 46.25 0.9 Pass Bracing T15 gg_72 Redund Hip 1 2L3x2 1/2x1/4x3/8 553 -0.39 47.29 0.8 Pass Bracing T16 72_52 Redund Hip 1 2L3x2 1/2x1l4�C3/8 626 -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 Redund Hip 1 2L3x2 1/2x114�/8 798 -0.82 53.34 1.5 Pass Bracing T13 146- 122 Redund Hip 2 2L2 1/2x2 1/2x1/4x3/S 416 -0.20 12.03 1 7 Pass Bracing T14 �22_gg Redund Hip 2 pL3x2 1/2x1l4x3/8 485 -0.22 16.29 1.3 Pass Bracing T15 gg-72 Redund Hip 2 2L3x2 1/2x1/4x3l8 554 -0.20 13.28 1.5 Pass Bracing T16 72_52 Redund Hip 2 2L3x2 1/2x1/4x318 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 Suppo�t Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 165308, Revision 1 Page 9 T17 52-32 Redund Hip 2 ZL3x2 1/2x1/4�C3/8 708 -0.15 9.80 1.5 Pass Bracing T18 32-0 Redund Hip 2 ZL2 1l2x2x1/4x3l8 854 -0.39 17 56 2.2 Pass Bracing T18 32-0 Redund Hip 3 2L3x2 1/2x1/4�3/8 826 -0.23 14 00 1.6 Pass Bracing T12 171 -146 Redund Hip 2L3 1/2x3 1/2x1/4x3/8 372 -0.25 17 01 1.5 Pass Diagonal Bracing T13 146-122 Redund Hip 2L3 1/2x3 1/2x1/4x3/8 417 -0.59 34 18 1 7 Pass Diagonal Bracing T14 �22-gg Redund Hip 2L2 1/2x2x1/4x3/8 486 -0.53 9.20 5.8 Pass Diagonal&acing T15 gg_72 Redund Hip 2L2 1/2x2x1/4�C3/8 555 -0.49 8.41 5.8 Pass Diagonal&acing T16 72-52 Redund Hip zL2 1/2x2x1/4x3/8 629 -0.14 3.51 3.9 Pass Diagonal Bracing T17 52-32 Redund Hip zL2 1/2x2x1/4x3/8 710 -0.14 3.10 4 4 Pass Diagonal Bracing T18 32-0 Redund Hip ZL2 1/2x2x1/4�3/8 800 -1 14 14 49 7.9 Pass Diagonal&acing T18 32-0 Redund Sub Horz 2L5x5u3l8x318 797 �3.15 108.54 39.8 Pass Bracing T18 32-0 Redund Sub ZL5x3 1/2x5/16x3/8 805 -59 36 100.13 59 3 Pass Diagonal Bracing T1 288-279 Inner Bracing L3x3x1/4 13 -0.00 7 92 0.2 Pass T2 279-272 Inner Bracing L3x3x1/4 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�C3x1/4 267 -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 1/2x1/4 339 -0.04 2.35 1 7 Pass T12 171 -146 Inner Bracing L3�13x1/4 384 -0.08 2.45 3.4 Pass T13 146-122 Inner Bracing L5�13x1/4 453 -0 13 3.24 3.9 Pass T14 122-96 Inner Bracing L3 1/2x3 1/2x114 522 -0 13 2.51 5.2 Pass T15 96-72 Inner Bracing 2L2�Q 1/2x1/4x3/8 591 -0 15 1.88 7.8 Pass T16 72-52 Inner Bracing 2L2 1/2x2 1/2x1l4x3/8 671 -0 13 2.98 4.3 Pass T17 52-32 Inner Bracing 2L2 1/2x3x1/4x3/8 749 -0 14 2.76 5.1 Pass T18 32-0 Inner Bracing 2L4x3x5/16x3/8 866 -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 Suppo�t Tower Structural Analysis CC/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 20 0 Pass Bracing (T18) Redund Diag 1 26.2 Pass Bracing (T15) Redund Diag 2 35 8 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 95.2% Pass Notes 1) See additional documentation in"Appendix C—AddRional 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, Revision 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, finrist 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 Support Tower Structural Analysis CC/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 fl ~ V LLZZZ '� 9 279.Ofi F ° '� ` z�z o rt DES�GNED APPURTENAI�CE LOADING C � - I I TYPE ELEVATION TYPE ELEVATION '� FWh Beacon 288 RRUS A2 Mod1e 2IXs I C,� 0 x�g p iJ� � I I (�RRUS-77 1900MFIZ 2Qi 25 X � LiariYrq Rod 10'x 0.5" 288 e` � 259 0 fl I I p6�4 285 RRUS�11 800MHi Zp3 � Sector MouY�SM 1023J 2T/ (3)ACLLA24N 203 w c�`�`� '� N� (Z�IX�A WD�0331&R?DM w/Mart 277 800 MMt SMR FYbr 203 ' 2470ft P� �� ° (2�UM WD-03319-R�M wV Mart 227 qNT2 0.6 11 HPX Zp3 � LL LL �� P� z Z 237.0 fi (�UMWO-0331&R�M w/Mout 2Z7 �p��s PYIf°rm 795 K c7 c> '� "' 232 0 tl I Pips R)LGP13908 TMA 194 o � SettorMout[SM 802-3] 215 ETV1200V�12116 784 I (4)D6878G9M-XY WMout Pips 215 Q)RRBS19-04l7P 194 �m J r� "'' �i ' � �� 222 0 ft I (3)DB878G964-XY w�Mo�r1 Pipe 215 TMBX�517•A1M�MouY Rpe 194 m g a � I' I (4)D8879G9M-XYwdMout Plpe 215 (�LGP7390BTMA 791 F � �C� m � g �� I��I I APXV9ERR78Cw MoutPipe 203 (�RRBSisozoa �ar ' � 210 0 ft RRUS A2 Modb p� TMBJ(8�i17-A1M w/Mout Pipe 791 � � �� Y�� n I L, (�RRUS-11 190DMFtr p3 R)LGP13908 TMA 194 N � � � ° r � Rf�us-neoo�r�2 •� Ern�ow��uB �9{ � � � ��,��N � SactorMart(SM�O&3] 19t '�I _ ' 195_0 R I ( � �I I I 800 MFIx SMR FI[M p3 ��51�� 19{ �� !Y 8'Rqw pipe � TMBX�517-A1M W Mout Rpe 19l � � t�� APXVERR7&C W Mout Pipa p3 Pqe Mari(PM 501-1] 185 183_0 R � PAR8�5 185 � I I RRUS A2 Modb I_ I � `" (�RRUS-17 1900M1-� Zp3 (2)��'�d Mout Pipe 777 ��i z a O�.i I I I RRUSit BOOMHZ �{ X7GFR6BBOw/MOUt Pipe 777 � � g 7 71 0 fl ��N � (Z�LPD-7905I8 w/Mounl Plpe 177 Q � i 800 MhR SMR FItM 203 ��`M'MaA qDe 177 N Seclo�Mout�SM�083� 777 � ��' I (�TN712X 218T/X�BX Hp �{ �: z 2 � � 8�^b�WPs 2IXi X7C-FRO-BBOw!Mout Plps 777 � � I APXV9ERR1&Cw/MOUtPIpe p3 X7C-FRO-BBOw/MOUrtPipe 177 � I I Zeplyihie PIatM�m 98 L �j��j 7460ft I S�v�vVL V�71 I � N �� z < � I I � MARK SI2E MARK SIZE i+y A L�A ZPLD.825� K 215X1x7HXU8 Y � ? I I B L�x1 7PLA.75� L 2L5�Li 1fbGiJmtt3�8 � b J F� S�R� � -' C 2L21/2mc1/4�Gi�8 M 215Xi�d1�Li/8 � � id� I I D 2L21lDQ 7/bc1/4Xi18 N 2L5161ldd/18lLUB 122_0 fi E 2L2Q 7/LA/lKSB � O 2L31/aQ 1/bAl4XilB F 2L3�Q 1IDc1/b6�8 � + I P L2 1/DQ i/ad16 � � �'+ G 2L3 1f2Q 12�6/1�Li�8 � L3 1/DQ 1lDAl4 � ' � � � H 2L21!'dL�d/78X1B P � � � S I ___-_.______--_ R 2L21/LCix1/4x3�8_ ___ _______- __ � I 2L31/2c4x1/1x318 g ��g ' --- -- ----- --- - —- -- �cj � � � J 2L3167/DA/4X3�8 ---- - --- �--- � , 96.0 ft I I ��7�nGINTM �� I I GRADE Fy Fu GRADE Fy � - -F�-- "� \ v� A572-50 501a1 BS Ial . - __ __ I�� , � � � �� I II TOYYER DESIGN NOTES � �d � 1 Tower is located in Pasco CouMy,Florida. �2.o n 2. Tower designed for E�osure C to the TIA-222-G Standard. � � �2 I 3. Tower designed for a 108 mph basic wind in accordance with the TIA-222-G Standard. I 4. Dellections are based upon a 60 mph wind. ;�< � °� � ° I a' S. Tower StrucWre Class II. i � q6_Topographic Cabegory 1 with Crest Height of 0.00 ft � � �' sz.on AREFACTOI?ED �� MAX.CO/�VER I�ACTIONS AT BASE. ��m � o � ¢ ` � I DOWN: 522K SHEAR.• 95 K I� i 3z o h I I� UPLIFT �99 K � �� SHEAR. 80 K ° m �� AXIAL �� \ �a� � � 281K �� s# � � � �� I I SHEA� MOA�M 238 K�� 30659 Idp-ft 0.0 R I i ,I � TORQUE 150 bp-/t REACTIONS-108 rt�oh WiND �''p� �� ,sg��'s�� O��O�n SSOE Inc. ° 816298 Ze h rhills 1001 Madison Av�e. `'`0j8°0�2-o�zs2-0o Toledo, OH 43604 °1ref CCi °��^'�siss2 "�P'' Phone:(419)2553830 Code TIA-222-G �e 10/23/12 �� NTS FAX. 419 2556101 �' �'�'s No E_� . • Feedline Distribution Chart 0'-288' �� Rouitl �— Flat —� App In Face App Out Face Tn�ss Leg 2�� Face A Face B Face C Face D �---------�--------- 2&5.00 __.._ _.__ .__ .___.___________ _ 285 W —------------._---- — ------------- — 279.00 '�---- -- -------- ---------------'_'-----'---'-------- _-... -------- --— — ---- -------------- ----------- --------- ----------- ------ ---- ---- 279.00 W � -----------------------------'----'-- —-- ----- -- - -- - -—�----- -- -- ----- — --— _---- ------ --------'--00 I i 259.00 .-_. .________._ _ ._ . _ _. - _..___ ____ _._.__ _. ._____.__. __ _ ..___ . _ __..___.__.___.____.___ _____ 247.00 � _._____.__._'_..___ __. __. " ..'_.._____._ .__. __ _ _'_._________ . _._ _.__ ._..___.._.._.____.___.________________._ 237.00 ------- ---'---- — — — -- — -- — -- 237.00 00 —— — — ._. __.____.__ .__._ '. '_________"________ __ __ _ _ _._._ .____. .________ _,_ 227.00 __-� ---- - - ---------------------------------------= 272.00 -- — --- --- . 227.W --- '------- ._ .00 '------ — —��-- - --------- _._.. --- ---------- —--- — - ---------- --- --- -- ---�--------�-- 215.00 215.00 ---- --'-----'--�--'----'- '---------- ------ ---- --- 215.00 . _. .___._______.._ _._.__.__ .__ . .___" pp ____. ._. ___ __. .___ ____'______ .._.___..__ .___ ____ ___ '__ ._._____._. ___.____ _. __ _.. _. _.'________ _.__-___'_.______ _________ ._.___..______._ ___ 203.00 - — � ___ -_ 203.W —_�-- - ------ ---- .'-----�—�- ---'--- ---- — ----— . 185.00 --'-- --------- ----------"----° --------- '---."----------"-'_----- 194.00 . 194.00 ..-.________._.___ ____"_ _'.________ .__. ______ __._..____ ______ '______._._._ ____"__._____'___.'_ _.___'- .___-__.._." ______.__.._________ "____ "__"_____' ____ ___"' _'_____.__.' '_ 00 __-'.' 195.00 183.00"___"_._..._.__"_'___._ '___.. __. 185.00 185.00 "___"_____'____'_-_ __-______— __._ ..______'._. _._'_._ '___________ '___..._.______'-.__'_ ' 1�.00 ._'.____ _.._. '_. ___ ___.'_ .'_._____.__ _ __ ___ __ _'__ ___ _ _ __.___ _______._ _ _____ _____ ____ __"._____ ____'__._"____"___ ____'___. -- ----- - �-- -- - mm m.00 � �- - - -- - ------- - ------------- ------- — .. . ...... . .. . --- ------- -- - m.ao ._ ` � -tea.00 -- - - ---- - ----- ----- ---- ----- too �-�---- ..--- ---- - -- - -- - --- --- - - - - ._ _--- -- - -. I -- - ---- - �---------.. _..------- � I I I `" o � � � ��.00 - -- - � -...a_ � - - - - - - - � us.00 t0 - - - -------- -- - -- --— � � � I i I �- --- W I ,��-- ._. ._ _. � � .. .. � � � , _.'_'" C "_. ___.."._..''' _._'"__"_._._._. _. '_�_ ...__ _'�. _. @ fc � ^ - �} �i--'—-- --�---- ------W-- -----'----------'-3- - 172.00 � s, �' o �j � S � " �j � � I g � � � � � � � I � � _ y� I � y� BB.00 _ ...�"_' "__"_'____ I INi `J `J LL � _ ._ _. � __.�- _..�_ '. ._.__ � a __. '_g'__. ._ ' _'�_ '�_ ^ .r.. � .. I r LL � � __w' "�'"�' """... 98.W � � � I � LL '------- ------------'---- ----------- � � I �z oo � � � I ^ I - - - - _ I . -- - - - - I -- - -------- ---- — i- --- -- -- " " ----- ----- — I7200 i � 52.00 i I _ --- -- — ------- ------------ ----- I -- - ------—— � - - --- - -- -- I , '.--_ -._.— -- ----------- � - - -- .. 5200 �— — --.. . - -- I � I �.� — — . " i-- - - ------ -- — — � — -- ---- -- — - --- -- — � --I i'----'-- --------------- ----------3200 i � � � I - - - - - - � a.� - -- � i ----- ---�-------- ---�I a� � _ - - a.� a.�� , -- -------- ---- - —_ __ � — — — --- —io_� O��O�n SSOE Inc. ° 816298 Ze h rhills 1001 Madison A�e. P'°�a o�2-or2s2oo Toledo, OH 43604 O1�°` cC� °iax'"�'e�ssz ^�P'' Phone:(419)2553830 code TIA-222-G ��e 10/23/12 �� NTS FAX. 419 255-6101 ��' Dw.7 Na E_� tnxTower J°b Pe9e 816298 Zephyrhills 1 of 11 SSOE Inc. Project p�e l00/Madison Ave 012-01232-00 13.53:51 10/23/12 Toledo,OH43604 CI18nt Phone. (4/9J 255-3830 CCI Deslgned by FAX (419 155-610/ 81352 Tow�r In psta 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 10.00 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. Structure Class II. Exposure Category C. Topographic Category 1. Gest Height 0.00 ft. Deflections calculated using a wind speed of60 mph. A non-linear(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. OI'� Consider Moments-Legs Distribute Leg Loads As Umform Treat Feedline Bundles As C'yhnder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals � Assume Rigid Index Plate � Calculate Redundant Bracing Forces Use Moment Magnification � Use Clear Spans For Wind Area Ignore Redundant Members in FEA � Use Code Stress Rat�os Use Clear Spens For KL/r � SR Leg Bolts Resist Compression �/ Use Code Safety Factors-Guys Retension Guys To InRial Tenswn � AII Leg Panels Have Same Allowable Escalate Ice � Bypass Mast Stabil�ty Checks Offset G�rt At Foundation Always Use Maac Kz � Use Azimuth Dish Coefficients � Cons�der Feedline Torque Use Special Wind Profile � Project Wind Area of Appurt � Include Angle Block Shear Check � Include Bolts In Member Capaciry Autocalc Torque Arm Areas � � Leg Bolts Are At Top Of Section SR Members Have Cut Ends [nclude Shear-Torsion Interaction � Secondary Horizontal Braces Leg � Sort Capaciry Reports By Component Always Use Sub-Critical Flow Use Diamond[nner Bracmg(4 Sided) �/ Tnangulate D�amond Inner Bracing Use Top Mounted Sockets Add IBC 6D+W Combination �� n��r A rter�snces - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Werght or Shield Type Offset Offset Per Spacrng Diameter - --�.- f in (Frac FWf Row rn in in k!f Feedhne A No Af(CaAa) � 177 00-8 00 � 0 00 -0 15 �1 1 3.00 3 00 ^ �0 01 Ladder(A� LDF7-SOA A No Ar(CaAa) 177 00-8 00 0 00 -0 16 3 3 1 00 1 9g (1-5/8 FOAM) 0 00 LDFS-SOA A No Ar(CaAa) 285 00-8.00 -1 00 0 495 I I I 00 I 09 (7/8 FOAM) 0 00 Feedline B No Af(CaAa) 203 00-8 00 0 00 -0 152 1 1 3 00 3 00 Ladder(A� 0 01 TSZ 999 B No Ar(CaAa) 203 00-8 00 0 00 -0 153 3 3 I 00 1 04 0 00 066/x�ocM-8A WG(1-1/32") trtxTower J°b Pa9e 816298 Zephyrhills 2 of 11 SSOE Inc. Project Date l001 Madison Ave. 012-01232-00 13 53'S1 10/23/12 Toledo.OH 4360a Client Phone (4/9)255-3830 CCI Designed by FAX 419)255-6l01 81352 Descrrption Face Allow Component Placement Face Latera! # # Clear Wrdth or Perimeter Weight or Shreld Type O set �� ' Offset Per Spacing Drameter LDF2-SOA B ft in (Frac FW) Row rn rn rn k f No Ar(CaAa) 203 00-8 00 1 50 -0 155 2 2 (3/8 FOAM) 1 00 0 44 0 00 LDF7-SOA C No Ar(CaAa) 194 00-8 00 0 00 (1-5/8 FOAM) -0.25 �z 6 1 00 1 98 0 00 LDF7-SOA C No Ar(CaAa) 215 00-8 00 0 00 0296 6 6 (1-5/8 FOAM) I 00 1.98 000 EWP63 C No Af(CaAa) 185 00-8 00 0 00 LDF7-SOA C No Ar(CaAa) 215 00-8 00 0.299 1 I 1 00 L57 0 00 (1-5/8 FOAM) 0 00 0 302 5 5 I 00 1 98 0 00 LDF4RN-SOA C No Ar(CaAa) 215 00-8 00 0 00 0304 2 2 1 00 0 63 (1/2 FOAM) 0 00 LDF7-SOA D No Ar(CaAa) 227 00-S 00 0 00 (1-5/8 FOAM) �3 12 6 1 00 ] 98 0 00 Feedline C No Af(CaAa) 194 00-8 00 0 00 Ladder(A� -0.25 1 1 3 00 3 00 0 O1 Feedline D No Af(CaAa) 227 00-8.00 0 00 Ladder(A� �3 1 I 3 00 3 00 0 01 Feedline C No Af(CaAa) 215 00-8 00 0 00 Ladder(A� �3 � 1 3 00 3.00 0 O1 Chmbing A No Af(CaAa) 288.00-8 00 -1 00 Ladder �5 1 1 0 25 0 00 0 O1 Safety Line A No Ar(CaAa) 288.00-8 00 -] 00 3/S �.5 1 1 0 38 038 0 00 LDF7-SOA A No Ar(CaAa) 177 00-8 00 (1-S/8 FOAM) 2 50 -O 15 9 9 ]00 1 98 0 00 Discrets To�wer L.osds Descreption Face O„fjse� Offsets: Azimuth Placement or TvPe Horz Adjushnent C�a C�.+ Weight �e8 Lateral Front S:de Gen � o � � .� K � Zephyrhills Platform C None Y � 0 00 Sector Mount[SM 408-3) A None 96 00 No Ice 41 00 41 00 3 00 (2)LPD-7905/8 w/Mount A From Le 3 00 0 00 U7 00 No Ice 22.45 22 45 1 02 Pipe g 0 00 0 00 U7 00 No Ice 6 21 1 1.53 0 08 X7GFR0-860 w/Mount A From Le 3�00 P�pe g 0 00 0 00 177 00 No Ice 13 63 10.26 0 07 (2)LPD-7905/8 w/Mount B From Leg 3�00 0 00 pipe 177 00 No Ice 6 21 1 I 53 0 08 0 00 X7GFR0-860 w/Mount B From Le O 00 Pipe g 0 00 0.00 177 00 No Ice 13 63 10 26 0 07 (2)LPD-7905/8 w/Mount C From Leg 3�00 0 00 p�pe 177 00 No Ice 6 21 1 1.53 0 08 0 00 X7C-FRO-860 w/Mount C From Leg 3�00 0 00 Pipe �� No Ice 13 63 10 26 0 07 0 00 Pipe Mount[PM 501-] g 0 00 ] C From Le 0 50 0 00 185 00 No[ce 3 47 0 00 � 6� 0 OS Sector Mount[SM 402-3] C None 0 00 0 00 194 00 No Ice 18 91 18 91 0 85 tnxTower J°b Pa9e 816298 Zephyrhills 3 of 11 SSOE Inc. Project Date 100/MadisonAve. O�Z-O�Z3Z-OO 13'S3 51 10/23/12 Toledo,OH 43604 Client Phone. (4!9)255-3830 CCI Desi9ned by FAX. (4!9 255-6101 81352 Description Face Offset O,Jfsets: Azimuth Placement C�A,a CaA,� Weight or Type Horz Adjushnent Front Side Leg Lateral G'ert � � � .� � K � � (2)RR65-19-02DP B From Leg 3 00 0.00 194 00 No Ice 5 87 2J5 0 02 0 00 0 00 TMBX�i517-A1 M w/Mount B From Leg 3 00 0 00 194 00 No Ice 5.54 5 02 0 04 P�Pe 0 00 0.00 (2)LGP13908 TMA B From Leg 3 00 0 00 194 00 No Ice 0.59 0 28 0 01 0 00 0 00 ETW200VS 12UB B From Leg 3 00 0 00 194 00 No Ice 0]8 0 47 0 O1 0 00 0 00 (2)RR65-19-02DP C From Leg 3 00 0 00 194 00 No Ice 5 87 2.75 0 02 0 00 0 00 TMBX�iS U-A1 M w/Mount C From Leg 3 00 0 00 194 00 No Ice 5.54 5 02 0 04 P�pe 0 00 0 00 (2)LGP13908 TMA C From Leg 3 00 0 00 194 00 No Ice 0.59 028 0 O1 0 00 0 00 ETW200VS 12UB C From Leg 3 00 0 00 194 00 No Ice 0 18 0 47 0 Ol 0 00 0 00 (2)RR65-19-02DP D From Leg 3 00 0 00 194 00 No Ice 5 87 0 00 z 75 0 02 0 00 TMBXb517-AI 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 0.59 028 0 Ol 0 00 0 00 ETW200VS 12UB D From Leg 3 00 0 00 194 00 No Ice 0 18 0 47 0 Ol 0 00 0 00 Zephyrhil ls 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 Ice 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 Pipe 0 00 0 07 0 00 RRUS A2 Module A From Leg 4 00 0 00 203 00 No Ice I 87 0 00 �4z 0 02 -3 00 (2)RRUS-1 1 1900MHz A From Leg 4 00 0 00 203 00 No Ice 2 94 000 > 19 004 0 00 RRUS-1 1 SOOMHz A From Leg 4 00 0 00 203 00 No Ice 2.94 1 g2 000 005 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 26 025 0 O1 0 00 0 00 6'mount pipe A From Leg 4 00 0 00 203 00 No Ice 1 77 I 77 0 04 tnxTower J°b Pege 816298 Zephyrhills 4 of 11 SSOE]nc. Project Date loo!MadisonAve. 012-01232-00 13 53:51 10/23/12 Toledo,OH43604 Client Designed by Phone. (d19J 255-3830 CC� 81352 FAh: (419 255-6101 Description Face O�jset Offsets: A�imuth Placement C.a,9.a C,aA.� Weight or Type Horz Adjushnent Front Srde Leg Lateral Vert .R ° � �` � K � — - — ---— '� ---- — - --- --- 0 00 0 00 APXVERRI 8-C w/Mount B From Leg 4 00 0 00 203 00 No Ice 8 26 7 01 0 08 Pipe 0 00 0 00 RRUS A2 Module B From Leg 4 00 0 00 203 00 No Ice 1 87 0 42 0 02 0 00 -3 00 (2)RRUS-11 1900MHz B From Leg 4 00 0 00 203 00 No Ice 2 94 1 19 0 04 0 00 0 00 RRUS-11 800MHz B From Leg 4 00 0 00 203 00 No[ce 2.94 l 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 0.26 025 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 4ti 0 Ol 0 00 0 00 6'mount pipe B From Leg 4 00 0 00 203 00 No lce ] 77 I 77 0 04 0 00 0 00 APXV9ERR18-C w/Mount C From Leg 4 00 0 00 203 00 No Ice 826 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-1 I 1900MHz C From Leg 4 00 0 00 203 00 No Ice 2.94 1 14 0 04 0 00 0 00 RRUS-11 800MHz C From Leg 4 00 0 00 203 00 No Ice 2 94 L52 0 OS 0 00 0 00 (3)ACU-A20-N C From Leg 4 00 0 00 203 00 No[ce 0 08 0 14 0 00 0 00 0 00 800 MHz SMR Fdter C From Leg 4 00 0 00 203 00 Na Ice 0 26 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[ce 33 1 1 33 1 I I.54 (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 Ice 1030 7.53 0 OS w/Mount P�pe 0 00 0 00 (4)D6878G90A-XY C From Leg 3 00 0 00 2]5 00 No Ice 10.30 7.53 0 OS w/Mount Pipe 0 00 0 00 tnxTower Job page 816298 Zephyrhills 5 of 11 SSOEInc. Project Date 1001 MadisonAve. O�2-O'I23Z-OO 13 53.51 10/23/12 Toledo,OH43604 Client Designed by Phone:(4/9)255-3830 CC� FA.k: (9/9 255-6101 81352 Descrrption Face Off'set O(jsets.• A�imuth Placement C,�A.a C.�.�_a Werght or Tvpe Horr Adjustment Front Sede Leg Lateral G"ert � � � � � 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 Ice 6.39 4 76 0 OS Mount P�pe 0 00 0 00 (2)UMWD-03319-R2DM w/ B From Leg 3 00 0 00 227 00 No Ice 6.39 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 75 0 OS Mount Pipe 0 00 0 00 DB224 B From Leg 3 00 0 00 285 00 No Ice 3 I S 3 15 0 03 0 00 5 00 Flash Beacon C None 0 00 288.00 No Ice 3 00 3 00 0]0 Lightning Rod 10'x 0.5" C None 0 00 288 00 No Ice 0.50 0.50 0 O1 �I� Description Face Dish Ofjset Offsets: A:imuth 3 d8 Elevation Outside Aperture Weigh� or Type Type Horz Adjustment Beam Diameter Area �e8 Lateral Width G'en PAR6-65 C Paraboloid w/o From 0.50 37 00 0 �t f� —�__ K "_ 185 00 6 00 No Ice 2827 0 14 Radome Leg 0 00 0 00 ANT2 0 6 1 I 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 Bolt Des� n Data Sectron Elevation Component Bolt Bolt Srre Number Mcurimum Allowable Ratro Allowable Criteria No. Type Grade Of Load per Load Load Ratio � in Bolts Bolt K Allowable -- K T� zgg Diagonal A325N 0 75 2 031 35 78 ��/ 1 Bolt Shear 0 009 I Top Girt A325N 0 75 2 0 I] 2229 0 005 � � Member Block T2 279 Diagonal A325N 0 75 2 0 63 26 20 �/ Shear 0 024 I � Member Block Shear Honzontal A325N 0 75 2 0 46 22 66 I Member Block 0.02] � T3 272 Diagonal A325N 0 75 1.56 2620 Shear � 0 060 � � Member Block Shear Horizontal A325N 0 75 2 0 73 32�g 0 023 � � Member Block T4 259 Diagonal A325N 0 75 z �� 23 �6 Shear 0 094 � � Member Block Shear Horizontal A325N 0 75 2 1 19 22 66 0 052 � � Member Block TS 247 Leg A325N 0 75 8 3.86 35 78 Shear 0 108 � � Bolt DS tnxTower J°b Pa9e 816298 Zephyrhilis 6 of 11 SSOE Inc. Project Date loo/Madison Ave. 012-01232-00 13.53'S1 10/23/12 Toledo,OH43604 Client Designed by Phone (4/9)255-3830 (�C� FA.K (4/9)255-610! 81352 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Al/owable Criteria No Tvpe Grade Of Load per Load Load Ratio �R en Bolts Bolt K Allowable K � Diagonal A325N 0 75 2 2 40 z��3 0 087 � � Member Block Shear Horizontal A325N 0 75 2 1 61 24 02 0 067 � � Member Block Shear T6 237 Diagonal 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 Honzontal A325N 0 75 2 2.46 35 78 Q 069 ✓ 1 Bolt Shear T8 222 Leg A325N 0 75 12 5 77 35 78 0 161 � � Bolt DS Diagonal A325N 0 75 3 3 63 24�� 0 150 � � Member Block Shear Horizontal A325N 0 75 2 3 40 24 02 p�42 !/ 1 Member Block Shear T9 210 Diagonal A325N 0 75 3 5 40 24 17 �224 � I Member Block Shear Honzontal A325N 0 75 2 4 72 24.02 �197 � I Member Block Shear T10 195 Leg A325N 0 88 12 12 16 48 71 0.250 � I Bolt DS Diagonal A325N 0 75 4 4 37 25 44 ��72 �f I Member Block Shear Horizontal A325N 0 75 3 4 14 34 41 0 120 � � Member Block Shear T11 183 Diagonal A325N 0 75 4 525 23 92 �220 �/ 1 Member Block Shear Horizontal A325N 0 75 3 521 34 41 0 152 � � Member Bfock Shear T12 171 Leg A325N 0 88 16 14 82 48 71 0 304 � � Bolt DS Diagonal A325N 0 75 5 7 43 35 78 �208 � 1 Bolt Shear Horizonhal A325N 0 75 3 5 99 23.90 Q ZS� � 1 Member Block �/ Shear T13 146 Leg A325N 1 00 12 28 23 63 62 0 444 I � Bolt DS Diagonal A325N 0 75 5 8 Ol 35 78 �224 � I Bolt Shear Horizonhl A325N 0 75 3 7 09 35 78 ��98 � I 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 Q ZgZ r 1 Member Block �/ Shear Honzontal A325N 0 75 3 8 08 23.90 0 338 I � Member Block Shear Tl 5 96 Leg A325N 1 00 20 28 18 63.62 0 443 � � Bolt DS Diagonal A325N 0 75 5 8 88 30 47 0 291 � � Member Block Shear Horizontal A325N 0 75 3 9 43 35 78 0.263 � � 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 p 279 f 1 Member Block Shear Norizonla] A325N 0 75 3 10 18 23 90 0 426 1� � Member Block Shear T U 52 Leg A325N 1 00 20 39 10 63 62 Q 6�5 �' 1 Boit DS Diagonal A325N 0 75 3 14 67 34 02 0 431 I � Member Block Shear tnxTower Job Page 816298 Zephyrhills 7 of 11 SSOE Inc. Project Date 1001 MadisonAve. O�2-O'IZ32-OO 13'S3 51 10/23/12 Toledo,OH�3604 Client Designed by Phone. (419)255-3830 Fax. �aiv�zss-6�oi CCI 81352 Section Elevation Component Bolt Bolt Si�e Number Maxtmum Allowable Ratio Allowable Criteria No Type Grade Of Load per Load Load Ratio jt in Bolts Bolt K Allowable K Horizontal A325N� 0 75 3 10 90 2� �g 0.515 � � Member Block Shear T18 32 Leg A325N 1 00 20 39 34 63 62 p 61 g �/► 1 Bolt DS Diagonal A325N 0 88 5 16 76 48 71 0.344 � � Bolt Shear Horizonral A325N 0 75 4 17 02 35 78 0 476 I � Bolt Shear Section Ca c Table Section Elevation Component Size Critical P aPorra� � Pass No f� Type Element K K Capaciry Fail T 1 288-279 Leg � LSxSxI/2 4 -0 39 87 75 0 4 Pass T2 279-272 Leg LSx5x1/2 25 -1 45 124 74 1.2 Pass T3 272-259 Leg LSx5x1/2 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 l20 -15 46 282.60 5.5 Pass 10 8 ib) T6 237-232 Leg L8x8x5/8 141 -22 12 388 82 5 7 Pass 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 9 6 Pass l6 1 Ib) T9 210-195 Leg L8x8x5/8 235 -50 04 340 41 14� Pass T10 195-i 83 Leg L8x8xl 1/8 271 -73 67 64224 11.5 Pass 25 0�b) Ti l I83-17I Leg L8xSx1 I/8 308 -94 95 64224 ]4 8 Pass T12 171-146 Leg L8x8xl 1/8 347 -11950 38000 314 Pass T13 146-122 Leg L8x8x3/4 2PLO.SxB 392 -169 39 788.33 21.5 Pass 44 4(b) T 14 122-96 Leg L8x8�c3/4 2PLO.Sx8 461 -221 56 774 14 28 6 Pass 43.5(b) T15 96-72 Leg L8x8x1 2PL0 75x8 530 -281 89 806 79 34 9 Pass 44 3(b) T16 72-52 Leg L8x8xl 2PL0 625x8 599 -34037 1046 93 32.5 Pass 53 5(b) T 17 52-32 Leg L8x8xl 2PL0 75x8 680 -392.33 I 132 32 34 6 Pass 61.5(b) T18 32-0 Leg L8x8x1 2PL0.875x8 761 -394 85 1181 17 33 4 Pass 61 8(b) T 1 288-279 Diagonal 2L2 I/2x2x1/4ac3/8 18 -0 61 24 08 2.5 Pass T2 279-272 Diagonal 2L2 1/2x2x1/4�c3/8 33 -1 54 29 13 5 3 Pass T3 272-259 Diagonal 2L2 1/2x2 1/2x1/4x3/8 62 -3.50 23 40 14 9 Pass T4 259-247 Diagonal 2L2x2 1/2xl/4x3/8 99 -4 69 2329 20 1 Pass TS 247-237 Diagonal 2L3x2 1/2x1/4�/8 128 -525 28 62 18 3 Pass T6 237-232 Diagonal 2L3 U2� I/2xS/16x3/8 149 -4 71 62 90 7.5 Pass T7 232-222 Diagonal 2L2 1/2x3x5/16x3/8 178 -7 73 54.26 142 Pass T8 222-210 Diagonal 2L21/2x31/2xl/4x3/8 215 -11.51 4367 264 Pass T9 210-195 Diagona] 2L21/2x31/2xU4x3/8 245 -1675 32.93 509 Pass T10 195-183 Diagonal 2L31/2x4x1/4x3/8 285 -18.35 6606 278 Pass Tl I 183-171 Diagonal 2L3x3 1/2xl/4x3/8 322 -21 83 4409 49.5 Pass T12 171 -146 Diagonal 2L3 1/2x5x3/8x3/8 359 -37 14 58 62 63 4 Pass T13 146-122 Diagonal 2L31/2x5x3/8!c3/8 410 -3907 I0121 38.6 Pass T 14 122-96 Diagonal 2L3 1/2x5x5/16x3/8 479 -44.33 7728 57 4 Pass T15 96-72 Diagonal 2L3 U2x5x5/16�/8 548 -46 79 80 34 582 Pass T16 72-52 Diagonal 2L3 I/2x4x5/]6ac3/8 620 -44 37 78 49 56.5 Pass T17 52-32 Diagonal 2L3 1/2a4x5/16�/8 701 -45 96 76 07 60 4 Pass Tl 8 32-0 D�agonal 2LSx5x3/8x3/8 790 -8234 167.68 49 I Pass tnxTower J°b Pa9e 816298 Zephyrhills 8 of 11 SSOEInc. Project Date 1001 MadisonAve. O�2-O�Z32-OO 13.53:51 10/23/12 Toledo,OH43604 Client Phone (419)255-3830 CCI Desi9ned by FA.� (419)155-6101 81352 Section Elevation Component Size Crrtical P eP��a„ ;o Pass No fr Type _` Element K K Capacrry Fai1 T2 ---- 279-272 -- — Horizonhl 2L2 l/2x2x1/4x3/8 -- 32 — _0 85 40 42 - 2 1 Pass -- T3 272-259 Horizontal 2LSx3x1/4x3/8 61 -1 39 73 48 1 9 Pass T4 259-247 Horizontal 2L2 1/2x2x1/4x3/8 qg 2 3(b) TS z47_237 -2.34 36 1] 6 5 Pass Horizontal 2L3x2 1/2x1/4x3/8 127 -3 13 46.50 6 7 T6 237-232 Horizontal 2L2]/2ac2xU4x3/8 Pass T7 232-222 148 -3 63 31 07 11 7 Pass Horizontal 2LS�c3 1/2x3/8x3/8 177 -4 60 126 83 3 5 Pass T8 Zz�-21� Horizontal 2L3aQx]/4x3/8 69(b) T9 210-195 207 -6.56 29 80 22 0 Pass Horizontal 2L3aQx1/4x3/8 244 -9 47 25.89 36 6 Pass T10 195-1 g3 Horizontal 2LSx3x5/16�c3/8 281 -12 7p 79.26 16 0 Pass T>> �83-��1 Honzontal 2LSx3 1/2x5/16x3/8 318 -I S 32 93.31 16 4 Pass T12 17]-146 Horizonlal 2L3 1/2x2 1/2xl/4x3/8 355 -1806 31 77 56.8 Pass T13 146-122 Horizonbl 2LSx31/2x3/8�c3/8 404 -2128 9314 228 Pass T14 122-96 Horizontal 2L4x3x1/4x3/8 473 -24.27 3407 7L2 Pass T15 96-72 Horizontal 2L4x3 1/2�/8x3/8 542 T16 72-52 2L3 1/2�c2 1/2xl/4x3/8 613 -30 85 63.34 48 7 Pass Horizonhal T» 52-32 Horizontal 2L21/2� 1/2x1/4x3/8 694 -32J4 4549 72.p T�g 3�-� Horizonhl 2L6x4x3/8x3/8 Pass T I 288-279 782 -62 35 106 79 58 4 Pass Top Girt 2L3x2 1/2xl/4�c3/8 7 -024 55 48 0 4 Pass T3 272-259 Redund Horz 1 L2 I/2�x1/4 66 ��9 0.5(b) Bracing 19 68 I 0 Pass T4 259-247 Redund Horz 1 L2 I/2�c2x1/4 107 -0 14 18 39 Bracing �8 Pass T� 23'--2z2 Redund Horz 1 L2 I/2x2x1/4 182 -0 64 15 48 4] Pass Bracing Tg 222-21� Redund Horz I L2 I/2x2r1/4 2l9 -1.24 13 65 9 1 Pass Bracing T9 210-195 Redund Horz 1 L2 1/2�x1/4 246 -1 00 i l 62 g 6 Bracing Pass T10 195-I83 Redund Horz 1 2L2 1/2�x1/4x3/8 290 Bracing -1 43 39.65 3 6 pass TIl 183-U1 RedundHorzl L2x21/2xl/4 337 -I 44 8 41 17 1 Pass Bracing T12 »� -146 RedundHorz] L2�c2 U2x1/4 369 -1 97 739 26 6 Pass Bracmg T13 146-122 RedundHorzl L2� 1/2x]/4 426 Bracmg -z 60 13 03 19 9 Pass T 14 122-96 Redund Horz 1 L2x2 1/2x1/4 Bracing 505 -3.58 10 57 33 9 Pass TIS 96-72 RedundHorzl L2� 1/2xl/4 564 -0 70 8 62 8 1 Pass Bracing T 16 72-52 Redund Horz 1 2L2 1l7.�x I/4x3/8 638 -5 12 36 88 13 9 Pass Bracmg T17 52-32 Redund Horz 1 2L2 Il2x2x1/4x3/8 719 -S 90 35 46 16.6 Pass Bracing T�g 3Z-� RedundHorzl 2L21/2�c21/2x1/4x3/8 816 -5 94 50 42 1 1.8 Pass Bracmg T 13 146-l22 Redund Horz 2 L3x3x1/4 427 -2.60 8.63 301 Pass Braci�g T14 122-96 RedundHorz2 L3�c3x1/4 506 -3.58 7 00 51 2 Pass Bracmg T I S 96-72 Redund Horz 2 L3x3xl/4 575 -0 70 5 71 12 3 Pass Bracing T16 72-52 RedundHorz2 2L21/2x21/2x1/4x3/8 639 -5 12 I 3 41 382 Pass Bracing T�� 52-32 Redund Horz 2 2L2 1/2x2 1/2xl/4x3/8 720 -5 90 1 1 74 50 2 Pass Bracing T�g 32-� RedundHorz2 2L21/2x21/2x1/4x3/8 817 -5 94 3628 16 4 Pass Bracing tnacTower J°b Page 816298 Zephyrhills 9 of 11 SSOE Inc. Project Date 1001 Madrson Ave. O'I 2-O'I Z32-OO 13.53 51 10/23/12 Toledo,OH43604 Client Designed by Phone. (dl9)255-3830 CC� FAX (419J 255-610! 81352 Section Elevation Component Sr�e Critical P eP��o„ % Pass No .rf _ _ Type _ _ Element K K Capacitv Farl T18 32-0 Redund Horz 3 2L3x3xl/4x3/8 837 -5 94 29 69 20 0 Pass Bracing T3 272-259 Redund Diag 1 L2 1/2�c2x1/4 74 -0 17 6 OS 2.9 Pass Bracing T4 259-247 Redund Diag 1 L2 ]/2�x1/4 104 -0 13 6 57 1 9 Pass Bracing T7 232-222 Redund Diag 1 L2 1/2x2 1/2xl/4 173 -0 45 10 91 4 1 Pass Bracing T8 222-2l0 Redund Diag 1 L2 1/2�c2 1/2xi/4 220 -0 97 8 26 1 I �3 Pass Bracing T9 210-195 Redund Diag 1 L2 I/2�c2]/2xl/4 257 -0 82 5 81 14 I Pass Bracing TIO 195-183 RedundDiagl 2L21/2�c2xi/4ac3/8 294 -]08 3177 34 Pass Bracmg T11 183-171 Redund Diag 1 L2 1/2x2 V2x5/16 338 -1 03 8 16 12.� Pass Bracing T12 171-146 Redund Diag 1 2L2 I/2�x1/4x3/8 370 -2.12 10 95 19 4 Pass Bracing T13 146-122 Redund Diag 1 2L2 1/2x2x1/4�c3/8 428 -2 46 24 91 9 9 Pass Bracing T 14 I 22-96 Redund Diag 1 2L2 1/2ac2x U4x3/8 507 -3 34 20 97 15 9 Pass Bracing T15 96-72 Redund Diag I 2L2 I/2�c2x1/4x3/8 566 -5 78 22 08 26 2 Pass Bracing T16 72-52 Redund Diag] 2L2 1/2�c2x1/4x3/8 640 -3 57 25 56 14 0 Pass Bracmg T17 52-32 Redund Diag l 2L2 1/2aQx1/4x3/8 721 -3 98 23 94 16.6 Pass Bracing T18 32-0 RedundDiag I 2L2 I/2� 1/2xl/4x3/8 836 -673 2938 22.9 Pass Bracing T13 146-122 Redund Diag 2 2L2 1/2�x1/4x3/8 429 -1 64 14 OS I] 7 Pass Bracing T14 122-96 RedundDiag2 2L21/2�x1/4ac3/8 498 -224 11.62 19.3 Pass Bracing T15 96-72 Redund Diag 2 2L2 1/2�c2 1/2xl/4x3/8 567 -4 14 11.57 35 8 Pass Bracing T 16 72-52 Redund Diag 2 2L2 1/2aQx]/4x3/8 641 -3 21 14 07 22 8 Pass Bracmg T17 52-32 Redund Diag 2 2L2]/2�xU4x3/8 733 -3 62 12 87 282 Pass Bracing T18 32-0 Redund Diag 2 2L3x3x3/16x3/8 820 � 16 26 23 15 9 Pass Bracing T18 32-0 Redund Diag 3 2LSx3 1/2x5/16�/8 796 -42.46 80.30 52.9 Pass Bracmg T12 171 -146 Redund Hip 1 2L3 1/2x3 1/2x1/4x3/8 362 -0 U 58 25 0.3 Pass Bracing T13 ]46-122 RedundHipl 2L21/2�c21/2xi/4x3/8 415 -042 3944 I 1 pass Bracing T14 ]22-96 RedundHipl 2L3� 1/2xl/4x3/8 484 -044 46?5 0.9 p�s Bracing T15 96-72 Redund Hip 1 2L3.u2 U2xi/4x3/S 553 -039 47 29 0 8 Pass Bracing T 16 72-52 Redund Hip l 2L3� 1/2xl/4x3/8 626 -0 28 41 14 0 7 Pass Bracing T17 52-32 Redund Hip l 2L3x2 1/2x1/4x3/8 707 -0 28 38.36 0 7 Pass Bracmg T�g 32-0 Redund Hip 1 2L3x2 12x 1/4�c3/8 798 -0 82 53 34 1 5 Pass Bracing T]3 146-122 Redund H�p 2 2L2 I/2x2 1/2xl/4x3/8 416 -0 20 12.03 I 7 Pass Bracmg T14 122-96 RedundHip2 2L3x21l2x1/4x3/8 485 �22 1629 13 Pass tnxTower Job Page 816298 Zephyrhilis 10 of 11 SSOE Inc. Project Date 100/MadisonAve. O�2-0�232-00 13 53:51 10/23/12 Toledo,OHa3604 Client Designed by Phone. (9!9)255-3830 C(�� FAh: (4/9)255-6101 81352 Section Elevation Component Sire Critica! P oPq��o„ % Pass No. f Type Element K K Capacitv Fail — -------- Bracmg �_-- ----- -- ----- T15 96-72 Redund Hip 2 2L3� I/2xl/4x3/8 554 -020 13.28 S.5 Pass Bracing T16 72-52 Redund Hip 2 2L3x2 1/2xl/4x3/8 627 -0 14 11 19 12 Pass Bracing T17 52-32 Redund Hip 2 2L3x2 1/2x1/4x3/8 708 -0 15 9 80 I.5 Pass Bracing T18 32-0 Redund H�p 2 2L2 U2x2xl/4x3/8 854 -0.39 U 56 22 Pass Bracing T18 32-0 Redund Hip 3 2L3x2 1/2xl/4x3/8 826 -023 14 00 1 6 Pass Bracing T12 171 -146 RedundHipDiagonal 2L31/2x31/2xl/4x3/8 372 -025 1701 1.5 Pass Bracing T13 146-122 RedundHipDiago�al 2L31/2x31/2x1/4x3/8 417 -0.59 3418 17 Pass Bracing Tl4 122-96 Redund Hip Diagonal 2L2 1/2x2x1/4x3/8 486 -0 53 920 5 g Pass Bracing T15 96-72 Redund Hip Diagona] 2L2 1/2�x1/4x3/8 555 -0 49 8 41 5 g Pass Bracmg T16 72-52 Redund Hip Diagonal 2L2 1/2x2x1/4x3/8 629 -0 I4 3Sl �9 Pass Bracing T17 52-32 Redund Hip Diagonal 2L2 1/2�x1/4�c3/8 710 -0 14 3 10 4 4 Pass Bracing Tl8 32-0 RedundHipDiagonal 2L21/2x2x1/4x3/8 800 -114 ]449 79 Pass Bracing T 18 32-0 Redund Sub Horz 2LSx5x3/8x3/8 797 -43 15 108 54 39 S Pass Bracing T18 32-0 Redund Sub 2LS�c3 U2x5/16x3/8 805 -59 36 100 13 59.3 Pass Diagonal Bracing T 1 288-279 [nner Bracing L3x3x1/4 13 -0 00 7 92 G.2 Pass T2 279-272 Inner Bracing L3x3x1/4 42 -0 00 6 33 d 2 Pass T3 272-259 Inner Bracmg L3�c3x1/4 79 -0 00 5 40 Q 3 Pass T4 259-247 Inner Bracing L3�c3x1/4 I I6 -0 00 4 14 6 3 Pass TS 247-237 Inner Bracing L3�xl/4 137 -0 00 3.33 03 Pass T6 237-232 Inner Bracing L3x3xl/4 158 -0 00 2.83 0 4 Pass T7 232-222 Inner Bracmg L4x4x1/4 195 -0 O1 636 0 4 Pass T8 222-210 Inner Bracing L4x4xl/4 232 -0 Ol 5 50 0 4 Pass T9 210-195 Inner Bracing L2�c3x1/4 267 -0 03 1 72 1.5 Pass T l0 195-183 Inner Bracmg L7x4x3/8 306 -0 Ol 9 75 0 7 Pass T 11 183-]71 Inner Bracing L3 1/2x2 1/2xl/4 339 -0 04 2 35 1 7 Pass T12 171 -146 [nner Bracing L3x3xl/4 384 -0 08 2.45 3 4 Pass T 13 146-122 Inner Bracing LSx3x1/4 453 -0 13 324 3 9 Pass T l4 122-96 Inner Bracing L3 1/2x3 1/2x]/4 522 -0 13 2 51 52 Pass T15 96-72 [nnerBracing 2L2�I/2x1/4x3/8 591 -O 15 l 88 7.8 Pass T16 72-52 InnerBracing 2L21/2� 1/2xl/4x3/8 671 -013 2.98 43 Pass T17 52-32 InnerBracing 2L21/2x3x1/4x3/8 749 -014 276 51 Pass T 18 32-0 [nner Bracing 2L4x3x5/16x3/8 866 -0 03 5.52 1 1 Pass Summary Leg(T18) 61 8 Pass Diagonal 6:S 4 Pass (T12) Horizontal 72 0 Pass (T17) Top Girt 0 5 Pass (T1) Redund 33 9 Pass Horz I Bracmg (T14) Redund 51 2 Pass Horz 2 tnxTower �ob Page 816298 Zephyrhills 11 of 11 SSOE Inc. Project Date 1001 Madrson Ave. O�2-O'I 23L-OO 13 53.51 10/23/12 Toledo,OH43604 Client Designed by Phone. (4/9)255-3830 FA.Y. (4/9J 255-6l0/ CC' 81352 Section Elevation Component Size Critical P aPa��o„ % Pass No f 7:vpe Element K K Capacitv Fail -- - ----------- --- ------- -— — --- Bracmg ------ -- -- (T14) Redund 20 0 Pass Horz 3 Bracing (T18) Redund 26.2 Pass Diag 1 Bracing (TIS) Redund 35 8 Pass Diag 2 Bracmg (T15) Redund 52 9 Pass Diag 3 Bracing (T18) Redund Hip t.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 R Pass Horz Bracing (T18) Redund Sub 59.3 Pass D�agonal Bracing (T18) Inner 7.8 Pass Bracing (T15) Bolt Checks 61 S Pass RATING= 72.0 Pass Program Vers�on 6 0 4 0-1/27/2012 File.C./lJsers/81352/Desktop/816298 Zephyrhills/Structural/mac/816298.eri Crown Cast/e USA, lnc. 285 Ft Self Suppo�Towe�St�ucfu�a!Analysis Project Number 012-0>232-00,Application >65308, Revision > ��obe�24, 2012 CCl BU No 816298 Page 13 APPENDIX B BASE LEVEL DlZqyy�NG tnxTower Report_version 6 0.4 0 � �t � � � �� .,� �� a � �� p � �� e < � � .�-.o� m . •��• � �� i d • � • • • • � a � _ a • � a � � • • 0 I b o •i�i�i � u �� { ti�� n�J'� 7 � �p �q "�fe � � s $ h �e� �� w m, �� r� Crown Cast/e USA, lnc. 285 Ft Self Suppo�Tower Structural Analysis Project Number 0>2-p>232_00,App//cation >65308, Revision 1 ��ober 24, 2p>2 CCl BU No 816298 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 61 ��Q N Site Data S�L BU#• 8162gg Reactions Site Name: Ze h rh��$ Eta Factor, A #� 165308 Rev.1 0.5 Detail T e Do�m bad Pu: 522 ki s Shear, Vu: 95 ki s Anchor Rod Data �Y' 4 �` in Diam g,YS i� Mu = 0 65°Id kV„ Rod Material: A36 �-k�ps Stren th Fu : 58 ksi Yield F Anchor Rod Results: � ksi Max Rod(Cu+V��j�: 178.0 " Rod C�rcle Design Axial, �*Fu*Anet: 277 0 Kips �n Kips "e �� Anchor Rod Stress Ratio� 64 3% `#ot Rods 1 or 2 Mu= Pu x e �f APP��cable; ft-k� s Anchor Rod Results with Bendin Considered: ' Only E�n!er r,�d cncle offset�el an�l nu�r�l,e� ,f,��,:/��,; rc,ds��;the e�henie fihei tc� Wl�en the clear distan�e fiom the top of conaete to the hc�flon� c,nns�dei if ecr,e��tii,,��, to ley of level nut ekcceeds 1 0 hi>>es the cliameter of the anchor r�d �� rnfu�,�r>>�,,r F,; St the following ii�terachon equatron shall also he satisfie�l/see F�9U�e 4-�1 ofRev Gl --��„o o�� ------------{--- -- �Vu��Rnv�2+I�Pu��Rnt) +�Mu��Rrcn)1 �= 1 A e�.' �A ,Ef o��1 ��,,,F gT�---�4._,..}�B �Rnv=�*0 45sF�sqb= kips cc�cre;e �_"`:�' �Rnt=�*F�*Anet= klpS 'S tt�j-,�_ r.ur,race-�� Rnm=�*Fy*Z= � , , _� ft-kips S �T�dh A"A SECTIO'v� 3-3 D�Z=o.gope �a� Detail Type(b1 F2�o-ac f`''�`"`°� �'""`-� 'y 3 ��• �o�Li l'i f N , 1 ��^ � ��. e_a_.�O " _�_./` � M+cn snnr� C61LY5(e ��tl( �q�c��—, _ �� + �__ SECTICN GC SECT60h D-D Detail Type (c) Detail Type {d) ''Z�A.S� ---- �See Note 1 6elrnv� Maximum Acceptab�e Ratio: 105 —- ---------- rL'o s a % Figure 4-4 of TIA-222_G Goveming Stress Ratio: 64.3% Pass SST Anchor Rod Check For Rev G-Rev 6 1 091912.x1s o°o°$S0� 816298 IepFiYrhills ProJe�f M:012-01232-Op foro R�aclma UPI�I� Com r 399.Okips �e�d��uMaAOnCOpac��, 322.0 ki s �K D��tl Cd»on D�lo�b Diamefer HeghtAboveGrode Sh SWValur tololCOissonLeng�h �ry Wa�e��mleDep�ry Penme�er 2d n Beanng iype 5 it Cross-Sechonolqrea 15'�« ��^O�e�dBeonn �ass 19 6��' 71 ksf SoilLOYer SalLayer UTAma�eUPl�i� �I��mate ihickness 9�in Fricfion CO^�P�ession SkinFic�ion pYSorIUn�Weigh� QyCOncrete I ne 2 cfed 3 0� ks kC Unif Weight Addihond Inp�I lor Cwade Beom �q� �� kcf ��dC011orMOtlifKalion 3 1 . .933 0 ISp CoMV Beorh d 0150 Grotle Beom Beann Z�'73 ki s 5 g Collar/Beon WQ 3d0 6 0.678 01'� f U df 's B •�0 O.I50 Coll¢�/Beam Wei ht Can re ] s �.618 ��6 ; 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