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HomeMy WebLinkAbout12-13317 -- — i CITY OF ZEPHYRHILLS I 5335-8TH STREEf /� �si3��so-oo20 13317 '� BUILDING PERMIT PER�lT MlFC�tMATK�N LC�/A1'�rl�1FQRi�1A'n+C?N Permit Number: 13317 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: 4,200.00 � Date Issued: 8/13/2012 Name: CROWN CASTLE GT COMPANY LLC Total Fees: 427.50 Address: 4017 WASHINGTON RD Amount Paid: 427.50 MC MURRAY PA 15317-2520 Date Paid: 8/13/2012 Phone: (813)342-3853 Work Desc: REPLACING EXISTING ANTENNA & GROUND EQUIPMENT � APPt.ICIt'�'i�li AT U L N E 5 L 60 00 ATLAS SOLUTIONS INC 1 V N�`� � , ����-. Z��'��3 " t I" t��ti ���-�.� r� ���� � !� �� �.. T 2 H U I LI 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 properly 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 City Codes and Ordinances. NO OCCUPANCY BEFO C.O. `Z✓`— � CONT OR SIGNATURE PERMIT OFFI R I PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED �_ PROTECT CARD FROM WEATHER 813-760-0020 City of Zephyrhills Permit Application Fax-813-780-0021 ���0 L 1 g � Building Departmenl TA 33 Xc.o�{1 Date Recelved �1 �� ��� G� Phone Contact for Pertnittin Owner's Name �N � S ' (�T COyM N llL Owner Phone Number a�'3�7�Z��j�5�� Owner's Address ''F��� WRSN�q4 OPI � Owner Phone Number Fee Simple Titleholder Name K�p�,��( �e (�li C.r�C �M 1 Owner Phone Number FeeSlmpleTltleholdarAQdress 4U1� w�����TUnI'Rd Mcl�lur�a �S 1—Z �.D JOB ADDRESS 3 j S ZZ /+� AIJr Z� � � ���2� LOT# � SUBDIVISION PARCELID# ��'�c.V�ZI— � - �'�O��VV�D (OBTAINED FROM PROPERTV 7AX NO710E) WORK PROPOSED B NEW CONSTR e ADD/ALT Q SIGN Q � DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR � COMM Q OTHER TYPE OF CONSTRUCTION � BLOCK Q FR,4ME � STEEL Q DESCRIPTION OF WORK IAC�h Qk� }�A Q�Y►}�y�N r01Jr�� C U• wr��,I���l!VJ BUILDING SIZE SQ FOOTAGE� HEIGHT � QBUILDING $r'� OO,I VALUATION OF TOTAL CONSTRUCTION � � ���� `T y ��, QELECTRICAL $ AMP SERVICE Q PROGRESS ENERGY Q W.R.E.0 �PLUMBING $ C1.1 Z �-'� r � ,,/- QMECHANICAL $ VALUATION OF MECHANICAL INSTALLATION SE�7 C�/��, �/� � QGAS Q ROOFING Q SPECIALTY � OTHER (� NUI..� FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA �YES NO`� BUILDER �� ���PANY ILLS I � L_ SIGNATURE REGIS7ERED Y/ N FEE CURRE /N Address v�o 7 ,$�-jh � (1L G � � License# ELECTRICIAN �/� I� COMPANY l ��C}� �T/ SIGNATURE li� REGISTERED / N FEE URRE� Y/N Address 'f�� � � �� License# PLUMBER COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# MECHANICAL COMPAkY —� SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# OTHER COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y 1 N Address � License# RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Fortns;R-O-W Pertnit for new construction, Minimum ten(10)working days after submittal date. Required onsite,Constructlon Plans,Stortnwater Plans w!Silt Fence installed, Sanitary Facilities 8 1 dumpster;Site Work Permit fo�subdivisions/large projecls COMMERCIAL Attach(3)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Forms.R-O-W Permit for new construction. Minimum ten(10)working days after submitlal date. Required onsite,Construction Plans,Stortnwater Plans w/Silt Fence installed, Sanitary Facilities 8 1 dumpster Site Work Permit for all new projects.All commercial requirements musl meel compliance SIGN PERMIT Attach(2)sets of Engineered Plans. ""PROPERTY SURVEY required for all NEW construction. 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Dlrections: Fill out application completely. Owner&Contractor sign back of application,notarized If over 52500,a Notice of Commancemant is requlred. (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(PIoUSurveylFootage) Driveways-Not over Counter if on public roadways..needs ROW Pasco County Parcel: 14-26-21-0010-0 l 700-0060 001 Page 1 of 1 Data Current as Of� Weekly Archive - Saturday, August 04, 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 �p 4017 WASHINGTON RD ��d $55,482 MC MURRAY PA 15317-2520 Building $32,669 Physical Address Extra Features $677 38522 A AVE ZEPHYRHILLS FL 33542 ]ust Value ;gg,g2g Leaal Descriution (First a�ines) Assessed (Non-School Amendment 1) �sg,8z8 MOORES FIRST ADDITION TO CITY OF ZEPHYRHILLS PB 1 PG 57 LOTS Taxable Value $88,828 6 7 &8 INCLUSIVE BLOCK 17 OR 4639 PG 280 Land Detail (Card: 001 of 001) Line Use Description Zoning Units Type Price Conditfon Value � 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 M 1 AT Buildina Information - Use 94 - Telephone Exchange Buildings (Card: 001 of 001) Year Built 1971 Stories 1.0 Exterior Wall i Common Brick Euterior Wall 2 None Roof Structure Rigid Frame w/Bar Joist Roof Cover Built-Up Tar and Gravel Interior Wall i Masonry or Minimum Interior Wall 2 None Flooring i 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 B?� �– 1,353 � $81,816 Extra Features (Card: 001 of 001) Line Description Year Units Value 1 LFEN E 1966 1,920 $677 Sales History Previous Owner GTE MOBILNET OF TAMPA INC Month/Year I Book/Page Type Code Condition Amount —J 01/2001 4639/0280 Wp�dty �� Improved $149,400 08/1996 3617/0915 Wp�dty �� Improved $277,600 http://appraiser.pascogov.com/search/parcel.aspx?sec=14&twn=26&rng=21&sbb=0010&bl... 8/8/2012 ' I i i iuiii iiiii uuiiiiii iiiiiiun iiuiiiuiiiiii iiui iiii im � Tr�33XCOd7/8I6298 201Z131863 � Rept: 1452595 Rec: 10.00 i DS: 0.00 IT: 0.00 I 08/06/12 eRecording Permk No. Pareel ID No 14-26-21-0010-017U0-fl060 I NOTICE OF COMMENCEMENT � stete ot FLORIDA Couny ot PASCO THE UNDERSIGNED�ereby glvec notice that improvement wlll be made to certain real property,and In accordance with Chapter 713,Florlda Statutes, j the�ollowing Intormation is pcwitled in tnis Notice of Commencemerrt: t. oescrtpuon otProperty: parcel�dent�r�cation No. 14-26-21-�b1 0-0 1 700-0060 � sireetnaa.esa:702 B AVENUE,ZEPHYR IiILLS,FL 33542 � 2. General oeacriptlon of Improvement Replacing existing antennas and ground equipment on existing cell tower LOTS b,'7&8 IN BLOCK 7 OF MOORE'S FIRST ADDITION TO THE TOWN OF ZEPHYRHILLS � i � 3. Owner Infarmafion or Lessee fnformation Itthe Lessee contraded for the improvemen[: CROWN CASTLE � Name �i3(}F RF.N7AMTN Rn�STF find Tq7vfpp FT Adtlress CitY State 1Merest in Property: , Name of Fee Simple TidehoMer' � (If different from Owner listed above) ' i Address ATLAS,Jack Wa bri s�ste a. coo�reaoc y ght,GC License#-CGC0604� 2071 S8th Ave Cir E Bradenton FL I Address (941)812-9953 �'� state i CoMractofs Tdephone No. i 5. Surety: Name i i Address Ciry Sfate I Amount of Bord: S Telephone No. 6. Lender. Name Addreu City State Lerxlers Telephone No. 7 Persons wHhin the State of Florida designaled by the owner upon wfiom notices or other documenls may be served as provided by Section 713.13(7)(a)(�,Fiorida Staiutes: Narne Address City State Telephone Nian6er of Designated Person: 8. In edditlon fo himself,the ovmer designates � to ieceive a copy of the Venors Notice as provided in SecSon 713.13(1)(b),Flaride Stetutes. Telephone Numher of Persan or EMiy Designated by Owner 9. Explration date of Notke of Commencement(the e�fraflon date may no(be before the compledon of consfruction and final payment ta Ihe coirirector,but will be one year from the date oi recortling unkss a different date is specifed). WARNING TO OWNER: AM'PAYMENTS MADE 8Y 7HE OWNER AF7ER THE IXPIRATION OF TNE NOTICE OF COMMENCEMENT ARE CONSIDERED iMPR�PER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FpR IMPROVEMENTS TO YOUR PROPERTY A NOTICE OF CDMMENCEMENT MUST BE RECOR�ED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YDUR LENDER pR AN ATTORNEY 6EFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT Under pena4y of perjury,I declare thal I have read the foregoirg notice of commencement and that the facts atated therein are true to the best W rtry knowledge and bellef. � � W s STATE OF i'i6R19A Ctl+O!'S1A ,� � ;,) ./j� `� COUNTY OF.RQsC9 �lTb� ��,i. cP�° � �� rJ; '��I�y,� .� Signeture of 0 Lessee,or Owner's ar Lessee's Authonzed C� � r �� J - OffcerlDirectodPaAner/Manager � �_ `� � � `l�� r P+v��Y M�,��.r r � � �� � s �� � � oignatory's TRINOfl�ce � � � F- U , `f� The foregoing instrument was acknowl ged before me this��ay of�2p�py o/� �- �� S � J � � � as�Y19�-�_ �V�0.Q mir' � � � � � � � . l (type of a hority,e.g.,ofGcer,trustee,attomey In fact)for �-- � L� tr (� (� �� — �n'��LL/ � f�� ` (name of pa[rty�on{p/�half of whom instrument was execute�. Z� � � i �� ,'. Personally Known[3]'bR producad IdeMification❑ Nolary Signature •JCJ.! �� O �� c� Y �'; Type of IdeM�cetian Produced Name(Print) ���, �TF ��/� ;� C� (� �.�'�� !.!� � ' ,L �� J !. � :���lr',.i SStnq��, y� �. i— J ,C�-!,J� � ' :_) � l fJt�•• co� � �ti. � � � � ��-�� � � +�z �07'�IqI-�,; � � i-- � s'i � O =! � � = s�� N�Q w ��� P.� Ig � ? W -�/i PAULA S.O'NEL,Ph.D PASCO CLERK&COMPTftOLLER �r= q-_- C U:� � 'i.3 C') ��, �� L� � 08/06/12 01:39 PM 1 ot 1 ��4 �L� ,�nt Q' E�" J �-� :f � C,} u , , oR BK B736 pG �549 '��,�ti�,,,,M;����.�' � v �'`��, �� "`'� wpdata/bcs/naticecommencement�c053048 ��iC��N'f'�•U�� �. �!' a `-�-� !i����� ���irNt«<' ;y c� � �:- -' � G�"t r�-� F- O � c�.. ��-� NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to"deed"restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES. If the owner has hired a contractor or contractors to undertake work,they may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work,they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847- 8009 Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the"contractor Block"of this application for which they will be responsible. If you, as the owner sign as the contractor, that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES� The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to ihe 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 identi�ed 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 ihe"owner", I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner"prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction,zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other government agencies may apply to the intended work,and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not limited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands,Water/Wastewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. - Army Corps of Engineers-Seawalls,Docks,Navigable Waterways. - Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone"V"unless expressly permitted. - If the fill material is to be used in Flood Zone "A", it is understood ihat 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 co�ditions 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 he required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate,cancel,alter,or set aside any provisions of the technical codes,nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans,construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance,or if work authorized by the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced. An extension may be requested, in writing,from the Building Official for a period not to exceed ninety(90)days and will demonstrate justifiable cause for the extension. If work ceases for ninety(90)consecutive days,the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. FLORIDA JURAT(F.S. 3) �� OWNER OR AGEN CONTRACTOR �� Su cri �bswor r aff' ed)befor e t ' � • Sybscri e a swor��—� n r�r aff�med) e me bis � �—�Y ����%a�bY���..Ck ��l Ir,r� o /ar ersonally kno n lo m or h3Slh�ave-pneduced wno�s/a persopally known lo me or has ave produced �'��� as idenlification. �[� —'— 1 Notary Public Notary Public Commission No. � missio o. oZ T���ra S � krn Name of Notary typed,pnnted or stamped Nam printed or � +Illw hM�c•�IM.a FN� '+�Y•.''•-. TAMARA STEDDUM �CN�.�MM�M�.Z01� _��� �:: MY COMMISSION k DD 933395 ���/[����y �';���o= EXPIRES:October 15,2013 /1� �y �� _�;of��'�•' Bonded Thru Notary Public Umlerwriters x�WEq10M�� �� ,ra���a s�t8 ��r4�wMN C tfl� tS t�+drr�� m�a�rM . tifNf ai3 N n�vu1Nl+�nvJ � �r.. � w,�i MIMw� 0 � }� City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: J�-��G'�s t � ��) (,���_���- Date Received: �� ��2 Site: �3���2-- � i��l/'2� Permit Type: f C� �k����'j Q°�S��trr�, ��T"ur�C-�'�✓ LJ _� Approved w/no comments• Approved w/the below comments: ❑ Denied w/the below comments: ❑ This comment sheet shall be kept with the permit and/or plans. �'�- �� K in Swi -Plans Examiner Date Contractor and/or Homeowner (Required when comments are present) r , . Date: July 16,2012 OO ��0�� Jeremy Henson SSOE Group Crown Castle 1001 Madison Ave. 12725 Morris Road Extension Suite 400 Toledo, OH 43604 Alpharetta, GA 30004 (419)255-3830 (678)366-1240 bniese@ssoe.com Subject: Structural Analysis Report—Interim Loading Carrier Designation: Sprint Co-Locate Carrier Site Number: TA33XC047 Carrier Site Name: ZEPHYRHILLS Crown Cast/e Designation: Crown Castle BU Number: 816298 Crown Castle Site Name: ZEPHYRHILLS Crown Castle JDE Job Number: 170537 Crown Castle Work Order Number: 509233 Crown Castle Application Number: 144090 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 Mr Jeremy Henson 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 474792, in accordance with application 144090, 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: LC5. Existing+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 t11�����ij� report as depicted in the Table of Contents, including attachments and additional calculations. ,�����0 E �'i<�B� Respectfully submitted by: ��`�,4',l•�G�= ���/����� � Q`:�, tc'•����i :Q'; i � N o. 6 544 ; � Larry J Gri�th, P.E Senior Structural Engineer _ . :�� ��' 77fY/�,'�+' . %��.• STAT OF ' • making clients suctessful by saving them time, trouble, and mone��,� ��� o �' p,`���Oe . '�:t+S � �� �`. '�•.;�N AL���.•. Crown Cast/e USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Applicatbn 144090, 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 tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, 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 3 Ericsson 800 MHz SMR Filter � � 1 Ericsson ANT2 0.6 11 HPX(TR) � � � � 3 Ericsson RRUS A2 Module � � 6 Ericsson RRUS-111900MHz � � � � 3 Ericsson RRUS-11800MHz 2 � 3/8 � 203 0 � � 203.0 � 2 Ericsson TN11/2X 248T/256X HP 3 � 1-?/32 � � � 9 RFS Celwave ACU-A20-N � � � � 2 RFS Celwave AP Mou n Pi eC W/ � � P � 1 RFS Celwave APXVERR18-C w/ Mount Pipe � 200.0 3 Ericsson RRUS A2 Module Notes � 1) See Appendix B for the proposed coax layout. tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 4 Table 2-Existing 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 � Sector Mount[SM 402-3] D6878G90A-XY w/ 215 0 215.0 11 Decibel Mount Pipe 11 1-5/8 � � Sector Mount[SM 602-3j 2 ��2 PCSA090-19-2 w/ � 203.0 203.0 6 Jaybeam Mount Pipe 6 1-5/8 � � Sector Mount[SM 502-3] 3 Andrew ETW200VS12U6 � TMBX-6517-A1 M w/ � � 3 Andrew Mount Pipe J � � 194.0 � 194.0 6 EMS Wireless RR65-19-OZDP w/ 12 � 1-5/8 I Mount Pipe � � 6 LGP Telecom LGP13908 TMA � � � 1 Sector Mount[SM 402-3] 1 Andrew PAR6-65 1 EWP63 � 185.0 185 0 � Pipe Mount[PM 501-1] � �� LPD-7905/8 w/ 6 7!8 177 0 177.0 9 Antel Mount Pipe 3 1-5/8 _ � Sector Mount[SM 408-3] Table 3 -Design Antenna and Cable Information --------------------- --- --- N/A 3)ANALYSIS PROCEDURE Table 4-Documents Provided Ma ed Tower Drawin s IETS Project#: 2004-70893, pp 9 dated 10/11/04 Doc ID#: 1028647 Crown DMZ �--- --------- � Foundation Drawin s Golder Job#: 013-3163, � __ __ _9 dated 4/24/01 Doc ID#� 2284739 Crown DMZ Geotechnical Reports Golder Job#: 013-3163, Doc ID#: 403319 Crown DMZ dated 4/24/01 � Reinforcement Drawin s` IETS Project#: 2005-70954, g dated 10/25/05 Doc ID#� 1136789 Crown DMZ � Reinforcement Drawin s B&T Project#: 79078, 9 Doc ID#• 1063786 Crown DMZ - —_. dated 5/6/08 tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 5 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 of 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 7/9/12 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 Ca aci Summa T� -288-2?9 ---- LAg--- - -- L5x5x1l2 _ 4 -039 87?5 O.a. ?ass T2v 279=272 _ Leg L5x5x1/2 25 -145 � 12474 1.2 Pass T3 272_259 Leg ' _1L5x5x1l2 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 L8x8x5l8 120 -15 46 282.60 5�5 Pass - - --- - - -- -- - - - - -- 10.8(b) ---- - - --- - - - - T6 237-232 Leg L8x8x5/8 141 -22.12 . 388.82 5.7 Pass �---- - - ---- - --- -- - T7 'L32-222 Leg L8x8x5/8 162 -26.34 388.82 6.8 Pass -- - - - -- - - -- --- --- T$ 222-2�� �e9 L8x8x5/8 199 -35.56 371.04 9'6 Pass -- ------ --------- - - -- - _ 16.1 (b) � T9 210-195 Leg L8x8x5/8 235 -49.82 340.41 14 6 Pass � ---- - --- -- -- -- - -- I T10 195- 183 Leg L8x8x1 1/8 271 -74 16 642.24 11.5 pass --- -- 25.2(b) j-- ---- - - --- - - ---- - - -- - - T11 183-171 Leg L8x8x1 1/8 310 -96.23 642.24 15.0 Pass T12 171 -146 Leg L8x8x1 1/8 347 -121 61 380.00 32.0 Pass - --- - - -- - ---- ---- - - - - ---- � T13 146-122 Leg L8x8x3/4 2PL0.5x8 392 -173.29 788.33 22�0 Pass ,-_ _ ----- --- ----- --- - -- 45.4(b) � ----- ' T14 122-96 Leg L8x8x3/4 2PLO.Sx8 461 -224.88 774 14 29� Pass � - - --- - 44.2(b) i T15 96-72 Leg L8x8x1 2PL0 75x8 530 -282.00 1097 39 25� Pass �------- -------- � ) ----- ----- - 44 3 b i T16 72-52 Leg L8x8x1 2PL0.625x8 599 -335.25 1046.93 32'0 Pass � - -- - - - - 52.6(b) T17 52-32 � Leg � LSx8x1 2PL0 75x8 680 -381 90 � 1132.32 33� Pass -----� -- - -- -- - -- --- � 9.8(b --�---- - -r- --- 5 ) T18 32-Q � I ep ! l 8xRx1 2PI 0.875xR 7Fi1 -3$4 41 11R1 17 :i2 5 ; Pacc- -- tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Projecf Number 012-01232-00,Application 144090, Revision 1 Page 6 ___ so.� (b) �T1 288-279 Diagonal 2L2 1l2x2x1/4x3/8 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 1/2x114x3/8 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 2L3x2 1/2x1/4x318 128 -5.25 28.62 18.3 Pass �T6 237-232 Diagonal 2L3 1/2x2 1/2x5/16x3/8 149 -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 1/2x1/4x318 215 -11 47 43.67 26.3 Pass T9 210_195 Diagonal 2L2 1/2x3 1/2x1/4x3/8 245 -17 55 32.93 53 3 Pass T10 195-183 Diagonal 2L3 1/2x4x1l4x3/8 285 -19.12 66.06 28.9 Pass T11 183-171 Diagonal 2L3x3 1/2x1/4x3/8 322 -22.02 44 09 49.9 Pass T12 171-146 Diagonal 2L3 1/2x5x3/8x3/8 359 -36.98 58.62 63 1 Pass T13 146-122 Diagonal 2L3 1/2x5x3/8x3/8 410 -37 09 10121 36.6 Pass T14 122-96 Diagonal 2L3 1/2x5x5/16x3/8 479 -40.20 77.28 52.0 Pass T15 96-72 Diagonal 2L3 1/2x5x5116x3/8 548 -40.50 80.13 50.5 Pass T16 72-52 Diagonal 2L3 1/2x4x5/16x3/8 620 -38.50 78.49 49.1 Pass �' T17 52-32 Diagonal 2L3 1/2x4x5/16x3/8 701 -39.49 76.07 51 9 Pass k---- --- T18 32-0 Diagonal 2L5x5x318x3/8 790 -69 74 167.68 41 6 Pass _T2 279-272 Horizontal 2L2 1/2x2x1/4x3/8 32 -0.85 40.42 2.1 Pass � T3 272-259 Horizontal - 2L5x3x1/4x3/8 � 61 -1.39 73.48 2 3�b� Pass i T4 259-247 Horizontal 2L2 1/2x2x1/4x3/8 98 -2.34 36.11 6.5 Pass f----- _ � T5 247-237 Horizontal 2L3x2 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 2LSx3 1/2x3/8x3l8 177 -4.60 126.83 3�° Pass �------- -- - ------ -- 6.9(b) T8 222-210 Horizontal 2L3x2x1/4x3/8 207 -6.55 29.80 22.0 Pass � T9 210-195 Horizontal 2L3x2x1/4x3/8 244 -9 73 25.89 37 6 Pass 7 0 195-183 Horizontal 2L5x3x5/16x3/8 281 -13.25 79.26 16.7 Pass T11 183-171 Horizontal 2L5x3 1/2x5/16x3/8 318 -15.53 93.31 16.6 Pass T12 171 -146 Horizontal 2L3 1/2x2 1/2x1/4x3/8 355 -17 95 31 77 56.5 Pass r- -- -- --- --- ------- - -- -- -- -- � T13 146-122 Horizontal 2L5x3 1/2x3/8x3/8 404 -20.42 93.14 21.9 Pass r T14 122-96 Horizontal 2L4x3x1/4x3/8 473 -22.19 . 34 07 65 1 Pass �---- ----- - --- - T15 96_72 Horizontal _ 2L4x3 1/2x3/8x3/8 542 -25.05 50.06 50 0 Pass ���T16 72-52 Horizontal _ 2L3 1/2x2 1/2x1/4x3/8 613 -26.81 63.34 42.3 Pass T17 52-32 Horizontal 2L2 1/2x2 1/2x1/4x3/8 694 -28.13 45.49 61 8 Pass l-- - -- - ---- 'i T18 32-0 Horizontal 2L6x4x318x3/8 782 -52.36 106.79 49 0 Pass ; T1 288-279 Top Girt 2L3x2 1/2x1/4x3/8 7 -0.24 55 48 0.4 -- --Pass--- }------ - ------- -- -- 0.5(b) Redund Horz 1 --�"----- j T3 272-259 gracing �1/2x2x1/4 66 -0.19 19 68 1 0 Pass �- - - - Redund Horz 1 - --- - - - - ---- -- � T4 259_247 gracing � 1/2x2x1/4 107 -0.14 18 39 0.8 Pass ~ T7 232-222 Redund Horz 1 L2 1/2x2x1l4---- --- -182 - ---0 64 15.48 4 1 � Pass � Bracing - � --- - - - - --- -- --- - - - -- - ---- - - � T8 222-210 Redund Horz 1 L2 1/2x2x1/4 219 -1.22 13.65 8.9 I Pass ' Bracing - - -- - ----- -- � Redund Ho2 1 -- -- - - - - --- - - - -r T9 i 210-195 Bracing L2 1/2x2x1/4 1 246 -1.36 11 62 11 7 I Pass tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structura/Ana/ysis CC!BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 7 T10 195-183 Redund Horz 1 2L2 112x2x1/4x318 290 -1.50 39 65 3.8 Pass _-.- -- -_-- Bracing T11 183-171 Redund Horz 1 L2x2 1/2x1/4 316 -1.54 8.41 18.3 Pass --.---- -_-- Bracing T12 171 -146 Redund Horz 1 �x2 1/2x1l4 369 -2.00 7.39 27 1 Pass _ ____ Bracing T13 146-122 Redund Horz 1 ��1/2x1l4 426 -2.66 13 03 20.4 Pass ___ Bracing T14 �22_gg Redund Horz 1 L2x2 1/2x1/4 495 -3.64 10.57 34 4 Pass __ ___ __ _ Bracing T15 96-72 Redund Horz 1 �x2 1/2x114 574 -4.26 8.62 49 4 Pass Bracing T16 72_52 Redund Horz 1 2L2 1/2x2x1l4x3/8 638 -5.04 36.88 13.7 Pass �---- ------- Bracing � T17 52=32 Redund Horz 1 2L2 1/2x2x1/4x3/8 719 -5.74 -35�46 16.2 - _Pass__' 1_ Bracing � Redund Horz 1 T18 32-0 Bracing 2L2 1/2x2 1/2x1l4x3/8 834 -5.78 50 42 11 5 Pass T13 146-122 Redund Horz 2 L3x3x1/4 427 -2.66 8.63 30 8 Pass Bracing T14 122-96 Redund Horz 2 L3x3x1l4 506 -3.64 7.00 52.0 Pass ___ _ _ Bracing T15 gg_72 Redund Horz 2 L3x3x1/4 575 -4.26 5.71 74 6 Pass ___ ___ Bracing T16 72_52 Redund Horz 2 2L2 1/2x2 1/2x1/4x3/8 650 -5.04 13.41 37 6 Pass Bracing T17 52-32 Redund Horz 2 2L2 1l2x2 1/2x1/4x3/8 720 -5.74 11 74 48 9 Pass ' Bracing - -- -------- T18 32-0 Redund Horz 2 2L2 1/2x2 1/2x1/4x3l8 835 -5.78 36.28 15 9 Pass Bracing T18 32-0 Redund Horz 3 2L3x3x1/4x3l8 837 -5.78 29 69 19 5 Pass Bracing �---� ------- Redund Dia 1 - -- --- -- -- - - -- ---- T,. 2?2-259 Bracing 9 L2 1!2x2x1!4 74 -n.?? 6.08 2.9 Pa�s 9- - -- --- -- - ---- - - -- - -- ----- --- -- -- -- - -- - - i T4 259-247 R�B a Diag 1 L2 1/2x2x1/4 104 -0 13 6.57 1.9 Pass r -�- 9 ! T7 232-222 Redund Diag 1 L2 1/2x2 1/2x1/4 173 -0.45 10 91 4 1 Pass Bracing ---- --- - -------- T8 222 2�� Redund Diag 1 L2 1l2x2 1/2x1/4 220 -0.96 8.26 11 6 Pass { Bracing � T9--- -210- 195-- R�und Diag 1 ~ --- L2 1/2x2 112x1/4 - -247 -1 13 5.81--- 19 4- --Pass- -- ' -- _ Bracing { � T10 195-183 R�und Diag 1 2L2 1/2x2x1/4x3/8 29d -1 13 31 77 3.6 � Pass Bracing � f------ ---- --- Redund Diag 1 - ---------- -- --- - - - - - ---- - - ; T11 183- 171 L2 1/2x2 1/2x5/16 317 -1 09 8.16 13 4 Pass --_-_ ___- -- Bracing ~ Redund Diag 1 -------- - -- -- --- ----- ---- - I T12 171 - 146 gracing 2L2 1/2x2x1/4x3/8 370 -2.16 10.95 19 7 Pass i- -- --- - - --- - -- -----_-- ----- --- ----- - --- ---- ._. .. -- � T13 146-122 Redund Diag 1 2L2 1/2x2x1/4x3/8 428 -2.52 24 91 i 10 1 Pass jI Bracing ------ -- - ---- T14 �22_gg Redund Diag 1 2L2 1/2x2x1/4x3/8 497 -3.39 20 97 � 16 1 Pass Bracing T15 ---- - - - -- -- ---------- - -- - ----- ----- }- -- -- - ------- 96_�2 Redund Diag 1 2L2 1/2x2x1/4x3/8 566 -3.48 22.08 � 15.8 Pass - _- - - Bracing i T16 72-52 Redund Dia 1 y -- "} - - _ _ _ __ _ _ Bracing 9 2L2 1/2x2x1/4x3/8 651 -3.52 � 25.56 � 13 8 � Pass :- - --- --- - - - - ------- -- � � -- --- - - -- t -+- -- -- - ' T17 52-32 Redund Diag 1 2L2 1/2x2x1/4x3/8 721 -3.88 23 94 � 16.2 � Pass ; Bracing - - � i } T18 32-0 R�und Diag 1 , i ' Bracin 2L2 1/2x2 1/2x1/4x3/8 818 -6.55 � 29 38 I 22.3 i Pass � - -- - t'-- --9- � - i i ! : T13 � ?46-122 I Redund Diag 2 � --- -- - -�- i ;- i - � B�aCi�g 2!2 1/�Y�x�l4x3/8 429 ; -� 6R 1d p� ' 11 Q Pa.cc -- - - - L tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 8 T14 122-96 Redund Diag 2 2L2 1/2x2x1l4x3/8 498 -2.27 11 62 19 6 Pass - --_ -_ __ Bracing T15 gg_72 Redund Diag 2 2L2 1l2x2 1/2x1/4x3/8 577 -2.50 11.57 21 6 Pass - ---- - Bracing ------ � T16 72-52 Redund Diag 2 2L2 1/2x2x1/4x3/8 641 -3.16 14 07 22.5 Pass �-- _-_-- Bracing T17 52-32 Redund Diag 2 2L2 1/2x2x1/4x3/8 733 -3.53 12.87 27 4 Pass - ----__-- Bracing T18 32-0 Redund Diag 2 2L3x3x3l16x3/8 838 -4.05 26.23 15.4 Pass _ _ Bracing T18 32-0 Redund Diag 3 2L5x3 1/2x5/16x3/8 821 -37 85 80.30 47 1 Pass Bracing Redund Hip 1 T12 171 -146 2L3 1/2x3 1/2x1/4x3l8 362 -0 16 58.25 0.3 Pass __ Bracing Redund Hip 1 - T13 146- 122 2L2 1/2x2 1/2x1/4x3/8 415 -0 41 39 44 1.0 Pass __ _ Bracing �T14 �22_gg Redund Hip 1 2L3x2 1/2x1/4x3/8 484 -0.41 46.25 0.9 Pass _ _ Bracing T15 gg_72 Redund Hip 1 2L3x2 1/2x1/4x3/8 553 -0.35 43 57 0.8 Pass _- _ ------ Bracing Redund Hip 1 - - - -- -- - ---- T16 72-52 2L3x2 1/2x1/4x3l8 626 -0.25 41 14 0 6 Pass _ - ---- - Bracing T17 52-32 Redund Hip 1 2L3x2 1/2x1/4x3/8 707 -0.25 38.36 0.7 Pass --- -- ---- Bracing T18 32-0 Redund Hip 1 2L3x2 1/2x1/4x3/8 798 -0 73 53.34 1 4 Pass _ Bracing i- - -- - RedundHip2- - --- ---- --- --- --- - i T13 146-122 Bracing 2L2 1/2x2 1l2x1/4x3/8 431 -0.20 12.03 1 7 Pass �-- -- - - --- --- -- � T14 �22-gg Redund Hip 2 2L3x2 1l2x1/4x3/8 500 -0.21 16.29 1 3 Pass �__ __ Bracing T15 96-72 Redund Hip 2 2L3x2 1/2x1/4x3/8 569 -0.19 13.28 1 4 Pass Bracing --- ---- - - - - - � T�� � � Redund Hip 2 �1l2x1..x3,8 644 -0 1„ 1 19 1 � P � V 2-5� Bracing ?i 3 � id i z � as„ - - ------------ ----- - Redund Hip 2 - -- - ---- --- -_ T17 52-32 2L3x2 1/2x1/4x3/8 725 -0 13 9.80 1 4 Pass --- ------- Bracing T18 32-0 R�und Hip 2 2L2 1/2x2x1/4x3/8 799 -0.32 17.56 1.8 Pass __ �_ Bracing T18 32-0 Redund Hip 3 2L3x2 1/2x1/4x3/8 826 -0.21 14 00 1.5 Pass Bracing �----- - - - - Redund Hip . --- - - - --- ----- ---- - T12 171 -146 Diagonal 8racing 2L3 1l2x3 1l2x1/4x3/8 372 -0.26 17 01 1.5 Pass rRedund Hip- -- -- - - T13 146- 122 . 2L3 1/2x3 1/2x1/4x318 417 -0.57 34 18 1 7 Pass _ _ _ Diagonal Bracing Redund Hip - - T14 122-96 2L2 1/2x2x1/4x318 486 -0 49 9.20 5.3 Pass i Diagonal Bracing �------ - --- - - ------------ Redund Hip 2�2��2x2x1/4x3l8 555 -0 44 8 41 5.2 Pass i T15 96-�2 Diagonal Bracing � T16 72_52 Redund Hip 2L2 1/2x2x1J4x3/8 629 -0.13 3.51 3.6 Pass Diagonal Bracing - - -- -- - -- -- - --- - -- - -- - - --- - - T17 52-32 Redund Hip 2�2��2x2x1l4x3/8 710 -0 13 3 10 4 1 Pass _ _ _ _ _ _ Diagonal Bracing - - - -- - ----- - �, T18 32-0 Redund Hip 2L2 1/2x2x1/4x3/8 800 -0.99 14 49 6.8 Pass r Diagonal Bracing I T18 32-0 Redund Sub Horz 2L5x5x3/8x3/8 822 -39 07 108.54 36 0 Pass I Bracing T18 32-0 Redund Sub 2LSx3 1/2x5/16x3/8 805 -50 43 100 13 50 4 Pass Diagonal Bracing � -- ----- - - T1 288-279 Inner Bracing L3x3x1/4 13 -0.00 I 7.92 0.2 � Pass � -- - --- -- ----- -- ------ -- - -�- --- -f- -- -�------- . - T2 � 279-272 � Inner Bracing i L3x3x1/4 42 � -0.00 i 6.33 � 0.2 � Pass i 3 _ 272-2b9 inner Braciny ! L3X3X I�� 79 � -G.�O 5 4G � 0.3 Pass ' tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 9 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 �---- i T8 222-210 Inner Bracing L4x4x1/4 232 -0.01 5.50 0.4 Pass t__T9 210-195 Inner Bracing L2x3x1/4 267 -0.03 1 72 1.6 Pass T10 195-183 Inner Bracing Vx4x3/8 306 -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 L3x3x1/4 384 -0.08 2.45 3.4 Pass � T13 146-122 Inner Bracing L5x3x1/4 453 -0 12 3.24 3.7 Pass T14 122-96 Inner Bracing L3 1/2x3 1/2x1/4 522 -0.12 2.51 4.8 Pass i T15 96-72 Inner Bracing 2L2x2 1/2x1/4x318 591 -0 13 1.88 6.8 Pass r--- -- ' T16 72-52 Inner Bracing 2L2 1/2x2 1l2x1/4x318 668 -0 11 2.98 3.8 Pass � - - � T17 52-32 Inner Bracing 2L2 1/2x3x114x3/8 749 -0.13 2.76 4.6 Pass �------ ---- - - - - � T18 32-0 _ Inner Bracing 2L4x3x5/16x3/8 866 -0.03 5.52 1 1 Pass � - ---- �-- --- -- --- --- - - Summary i - -- -- - Leg(T18) 60.1 Pass q-- -- - ------ - --------- -- -- --- ^I Diagonal 631 Pass +- ---- ---- ----- - -- -- --- �T12) I -- - - -- ----- -- - -- - -- --- H�T14�ta1 65.1 Pass ; Top Girt 0.5 Pass t ---- - --- --- - ---- - - (T1) --------- -- - -- - Redund - ----- - -- � Horz 1 49 4 Pass ; Bracing ---- - - ---- (T15) �--- ------- --- -- --- - � 9 ReJund , H°R 2 74 6 Pass i Bracing -- --- --- --- ------ (T 15) i ---------- -- ------ Redund -- ---- � Horz 3 �y 5 Pass Bracing r- -- - ---- -- -- -------- --------- --- -- - -- (T18) � Redund --- ---- Gisg 1 � Bracing 22.3 Pass _ � (T18) i - - � Redund - -- - - ' Diag 2 27 4 Pass Bracing �-- -- - -- - -- --------- --------- - -- (T17) ----- Redund ---- i Diag 3 47 1 Pass , Bracing �'--- - -- -- - _---- _ (T18) I ---- - --- - --- Redund Hip --- - ------- 1 Bracing 1 4 Pass -- _ (T18) ----- ------ - - Redund Hip - - - - ---- + 2 Bracing 1.8 Pass _ - - - - (T18) - - i Redund Hip ! 3 Bracing 1.5 Pass _ �- - - -- -} .L--�T18) - -- , ! 'Redund Hip i �� � p�cg � - -- -- i_ _ Diagonal ; - - � tnxTower Report-version 6 0 4 0 Crown Castle USA, Inc. Ju/y 16, 2012 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 10 Bracing �- - ---- --- -- - -- - (T18) { - — ----- - � - Redund ----- ---- 9 Sub Horz 36 0 Pass Bracing �---- -- -- -- --- (T18) � Redund Sub Diagonal 50.4 Pass j Bracing ---- — (T18) Inner Bracing 6.8 Pass --- — —-- ------- (T 15) _____ Bdt Checks 60 1 Pass Rating= 74 6 Pass Table 6-Tower Component Stresses vs. Capacity—LCS 1 AnchorRods 50 8% Pass � 1 Foundation 92.3% Pass Notes. 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The existing tower and its foundations are sufficient for the proposed loads and do not require modifications. tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 11 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, lnc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 12 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.0 4 0 _ 288 0 ft � �F LL a � m � � Z Z Z ^ ��m z�sor� DESIGNEDAPPURTENANCE LOADING CV ' � '° —_— — —___—_ __' __ � z�2otc I IYPE ELEVATION TYPE ELEVATION x : c� I I Flash Beacon 286 6'mount P�PB 203 �� � Y ° a � � Lightnirg Rod 10'x 0 5" 288 i{ � Ud ^ (2)PCSA090-79-2 w/MouR Pipe 203 - - � �N m ' _ 259A it I I D8�4 285 qpXV9ERR18-C w/Mount Pipe 203 Sector MouY SM 402-3 227 203 � J N N I 1 RRUS A2 Module w U � � �� „ I I (2)UMWD-03313R2DM w!Mouit 227 (2)RRUS-11 1900MHz 203 I Pipe ___-_ ______ RRUS-11800MHz —__---- �3-___.____ 247 0 ft (2)UMWD-03319�R2DM w/Mount 227 �o Pi� (3)ACU-A20.N 203 LL ----- ---- - -800 MHZ SMR Fiker 203 LL d ¢ �i Ud `�" (2)UMWD-03319-R2DM w/MauR 227 6'�� i z 2370ft Pipe P�Pe 203 � � `m" t° "' 232.0 ft Sedor MouR[SM 602-3] 2�5 �T2 0 6 11 HPX 203 0 (4)D8878G90A-XY w/Mourt Pipe 215 Zeplryrhils Platlortn 195 � _ � TMBXb517-A1 M w/Mourt Pipe 194 � @� '" � I I (3)D8878G90A-XY w/MouR Pipe 215 � � � 222.0 ft (2)LGP13908 TMA 194 m o a (4)DB87BG90A-XV wMlount Pipe 215 ,��, ° � e � � Sec[or Mou�t[SM 502-3] 203 ETW200VS12UB 194 ° ,.Z � �y J 00 � ° �� � I �I I (2)PCSA090-1&2 w/Moun[Pipe 203 (2)RR6S79-02DP 194 v � A 210 0 ft �� 1 APXV9ERR18-C w/Moint Pipe 203 TMBX-6577-A1M wl Mount Pipe 194 N ' � \ L 203 (2)LGP73908 TMA 194 � '� � v H N RRUS A2 ModWe € N � N � � 8 � ■� (2)RRUS-711900MHz zp3 ETW200VS72UB �gq N � �� � RRUS-11800MHz 203 (2)RR65-19-02DP 194 195_0 ft � (3)ACU-AZ(YN 203 TMBX�517-A1 M w/Mourt Pipe 194 (2)LGP13908 TMA 194 � N I I � I I B00 MFIZ SMR Fiter 203 ETW200VS12UB 194 - � � c� ,°� `cy ry 6'mount P�PB 203 � " 183 0 ft I (2)PCSA090.142 w/MouR Pipe 203 Sector Moun[�SM 402-3] 194 ,�� APXVERRIB-C w/MouR Pipe 203 (z)RR6S19-02DP 196 �� z a p N I I I I 0 I I RRUS A2 ModWe 203 Pipe Mount[PM 507-1J 185 ' 171 0(t (2)RRUS-11 1900MHz 203 PAR665 185 °D � � RRUS-11 800MHz 203 (3)LPD-7905l8 w/Mount Pipe 177 � � 203 ��r Mount[SM 40&3� 177 ° N (3)ACU-A20-N (3)LPD-7905�8 w/Mount Pipe 177 �'�j Q Q � N m 800 MHz SMR Fiker 203 �y z z � � � (2)TN11/2X 248Tl256X HP 203 (3)LPD-7905/8 w/Mount Pipe 177 � c� Zephyrhils PlaHorm 96 � � 53 � ,as.on SYMBOL L1ST � � � � �RK S�ZE MARK SIZE �� � d x �v i � N I A L8x8x12PL0625x8 � o K 2L5z3z1/4x3/8 � ^ � a I 8 LB�Bx12PL075rz8 — _-- L 2LSx31fDc3l8x318 —�------ � C 2L21/D�Dc1/4z3/8 M 2LSx3x5/i6x3/8 °' � D 2L21/D21l2x1/4x3/8--- -_- N 2LSx31/2u5/16x3/B �---- � '� 1220ft E 2L2x21/2x1/4x3l8 O 2L312X21/7x1/4x3/8 a � F 2L3X21lDc1/4x3/8 � � � P L2 ifZx2 1/2x5/i6 m G 2L3 1/2z2 1I2�c5/16x3l8 � � i Q L31/2x21/7xi14 H 2L21l2x3�d/16x3/8 J a � � � R 2L2 1/2z3x1/4z3/8 o � Ud m ___ I_ 2L31/7x4x1/4x3/8 S 1@5 `3 � J 213x31/7x1/4x3/8 -._—_._-_ _ ___ ___ __. ___._____.________-_________ � � � nn,Arewa�srn�NCn� x J ss o rc AA m � � � � GR.iDE Fy F� GRAD€ ry Fu N � � '3 � " A572-W 50 lai 65 ksi �o c: � ° v' �f m N �N N N � ry �; � N i I TOWER DESIGN NOTES � N ti I 1 Tower is located in Pasco County,Florida. �z.o t� 2. Tower designed for Exposure C to the TIA-222-G Standard. I 3. Tower designed for a 108 mph basic wind in accordance with the TIA-222-G Standard. 4 DeHections are based upon a 60 mph wind. "-.a � o� o I 5. Tower Structure Class II. � � � � A6. Topopraphic Category 1 with Crest Height of 0.00 ft � � A7 TOWER RATING:74.6% 52ott � � �� MAX.CORNER REACTIONS AT BASE. r m H o � � � Q DOWN: 496 K SHEAR: 87 K 32 o tc UPLIFT �73 K � � I SHEAR: 71 K ^ � e�� �o < a0 : �� � � t° � AXIAL o � � � � � � �a � x � ���m � 281IK � �n � � � �� Q� � �AO//�yII-�\\ �/� �/T N N � N N Y>N II SHLI'11`/ I \ IYIVMEIY I � 212 KJi--r � 28897 kip-ff aor�j � � g TORQUE 92 kip-R " �,�s c ��� REACTIONS-108 mph W/ND " � y s �'bb � s �g 4 � gx° or'nf'nm3 � .. � ��8i''-� �o°o88i8i8i c � a v o s �x � � � � = LL u 3 O��O�r� SSOE Inc. 06 816298 Zephyrhills 1001 Madison Ave. ��°'�`0�2-o�zsz-oo Toledo,OH 43604 c'1e"` cci °ra`"'bY g�352 '�P�d Phone:(419)2553830 �Ode TIA-222-G_ �ate 07�13�12 S�� NTS FAX. 419 255-6101 Path o �No E-1 Feedline Distribution Chart 0' -288' Rouq Flat App In Face App Out Face Tnss Leg Z�oo Face A Face B Face C Face D -_ ____ _ 28500 28500 28800 __ . _ ___-____ _ _ _. ___.__--_-_ __ _._ 279.00 �___.�. �.--.- --__ _ ___ _ ___ _ _ _ __ __ _- __ " __ ' ' '_ _ ___ _ -_- 272 00 -. ____..____ �-__ _ _.. ___.. ._ 259.00 _-.__ ._______..____ . __ __.._ ___ -_____. ___� _-_ _ .-_ _ 247.00 -_____..______-_. ___ _ . ____.. __ ._____._ 24700 -__-___-__ .__ _______ ________.__. __._..____ ._.______. ._.._____ _ .______. ___ ._ _______._.________._-_ 237 00 . ._�_____. __ _.._ _ __ _.__ ._.____ . 23700 _ __ _- ' _ ________ 23200 . ____________________.._____. -___._._____._._.____.___ _________________�_- __ ____.._ ___ ________.__.____-- _________________ 23200 .___._.._.___.._.._____- ______. ._______. __ 22700 .._ 227.00 .___-_______._________.__ __ ._.____. .____..._____ �-__ - __ ___-- ___. 7.00 _- .______ .____.._. ._ ___.._..______-_--_____ __. 22200 -__ ___ ____.__ _-_.--�-___22200 ._._______.__..___ _____ ___________ ___.._______. ____ . ___ ___.__ . 215.00 215 00 215 00 __ _._____. ___ ____. 21000 �------ � __- ._____.._ .____._____ _ ___ __ _ .____ ___ _ 21000 _ ___ ._. _ . _ ._ _ _ __ .._______ - . __ _ _ _ . _ .-__ ------------------------------- 20300 20300 . ______ _.. ____ . 195.00 _ _ __ 19400 19400 ___._____ _�-195.00 _....________ _ _..__ _..._____ -_.______ .____ . ._ __.._._.._ .. _ - 194.W _________________._-____ . 183.00-------------- ------- 185.00 18500 ______ __._._ ___ . . _____._._ __ . -_ ___. _ _..___.._ _.__ ___ _____ __._ _ - ___ .__. _____ ._____ _ ____._ ___ ___..__._____. ______. _. ._._. . __ _.._.____183.00 ._ .__ ._�_____ __._ . _ ___.._ .__ ._ _____ ___ _. . ___ ____ ______ __ ___.______ __ ___._____. . 17700 ������� __ ._ ____________._..___ 17700 _____ ___-_-_.___ ____' ' ___"_'__ __'_'___ __' '_ '_'_ '___ ___" ____ ' 171 00 ' '�'�' " _-_.. _______._.._____._ ____ " '_ __ '___ '_'_____ _"'____ ' ___' "_' _ _'_' "'_ ___' "__ ___ ___ _ "____"_'____'_"____ ' ____ "_ i� $ O 4 �3 C � � v 146 00 i t � -__. ______.__ ____Q ___ __ _____ ____ _ � E ___� .__ ___ ..______ --__- _.__- ______. ____ ___.-14600 . _____. . ___ __ _____ ____ ._ . . _ . ' � U N __ d � W o �zz.00 � � ' Q " < --- - --- -- - r � - - -o- -Q- �- - m izz o0 - - — " � �- -- �- - Q � LL LL N � __ "___ "_. _�. ¢ LL 3 p vi u��S � $ QS - y � � LL � � Q � � N m 0 0 � Q ,�j Q � � � d � o �i LL LL d $ ry � � � �, o LL - ss oo� � m g � LL � � ° 9 � _- - --------K--- a � � - -- - ------- -- -LL- --a- - ---- -- ---�- - - -�°- - - - - --cv- �- --- -- ---- _ _. 3 y' - - ss o0 Q � � - - - — � � � N � W � - �A � LL � � 72.� -___ _________________ __ ___ __ ____"". .._ 52.00 _-_- __.______..._ _ _ _ _ ' - _ '__ - ' ' ___ _ _ 52.00 - ___ __ . _ _ ._____ ..__ _ . _ . __. 32 00 __.. _______. _..______ __ _ __' '_ ___ _____ ' I � _ _ _ _ ___ 800___- _ __ � 8_00 _ _ _ . . _ . __ _ _ -8.00_I _ __ _ 0 0o I 0 00 O��O�TM SSDE Inc. °b 816298 Zephyfiills 1001 Madison Ave. "`°'s"o�z-o�2sz-0o Toledo,OH 43604 c�1e�` cc� _ o��"^bY 8�35z APPd Phone:(419)255-3830 �Ode TIA-222-G oata 07/13/12 s�� NTS FAX. 419 255-6101 Pam o DwgNo E_� tnxTower J°b Page 816298 Zephyrhills 1 of 47 SSOE Inc. Project Date !001 Madiso�r Ave. O�2-O�232-00 16.27.34 07/13/12 Toledo.OH43604 Client Designed by Phor:e. (419)255-3830 FAX. (419)255-6/Ol CCI 81352 Tower In ut 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 10.00 ft at the top and 48.00 ft at the base. This tower is designed usuig 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. Crest Height 0.00 ft. Deflections calculated usmg a wind speed of 60 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. O tIO11S Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE l0 X-Brace Ly Rules Consider Moments-Diagonals � Assume Rigid Index Plate � Calculate Redundant Bracing Forces Use Moment Magnification �/ Use Clear Spans For Wind Area Ignore Redundant Members in FEA � Use Code Stress Ratios Use Clear Spans For 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 Stability Checks Offset Girt At Foundation Always Use Max Kz � Use Azimuth Dish Coefficients � Consider Feedline Torque Use Specia]Wind Profile � Project Wind Area ofAppurt. � Include Angle Block Shear Check � Include Bolts In Member Capacity Autocalc Torque Arm Areas pap � Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion[nteraction � Secondary Horizontal Braces Leg �/ Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) � Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination tnxTower J�b Page 816298 Zephyrhills 2 of 47 SSOE Inc. Project Date tooi Ntad,so,�ave. 012-01232-00 16:27.34 07/13/12 Toledo,OH 43604 Client Designed by Phone. (4/9)255-3830 FAK (419)255-6/0/ CC� 81352 Leg A Leg B Face B Wind 90 � X � �i Z� `° n Face D �� ���a Wind 0 Sauare Tower Tower Section Geomet Tower Tower Assemblv Description �Section Number Section Section Elevation Database Width of Length Sectrons Jt f Ir T1 288.00-279.00 10.00 I 9 00 T2 279.00-272.00 II 19 1 7.00 T3 272.00-259.00 12.11 I 13.00 T4 259.00-247.00 13.83 I 12.00 TS 247.00-237.00 IS 41 I 10.00 T6 237.00-232.00 16.73 I 5.00 T7 232.00-222.00 1739 I 10.00 T8 222.00-210 00 I 8.71 1 12.00 T9 210.00-195.00 20.24 I I5.00 T10 195.00-183.00 z2 2� � �2�Q T I 1 l 83.00-171 00 23.85 1 12.00 T12 171.00-146.00 25 44 I 25.00 T13 146.00-122.00 28 74 I 24.00 T 14 122.00-96.00 3 l.90 I 26.00 TIS 96.00-72.00 3533 I 24.00 T16 72.00-52.00 38.50 I 2000 T U 52.00-32.00 q� �q � ZQ QQ T18 32.00-0.00 43 78 1 32.00 Tower Section Geomet cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Grrt Sectron Elevalion Spacing Type K Brace Horizontals Offset OfJset End f rt Panels in irt Tl 288.00-279 00 9 00 K Brace Down No Yes 0.00 0.00 tr�xTower J�b Page 816298 Zephyrhills 3 of 47 SSOE Inc. Project Date /oo�n�adison Ave. 012-01232-00 16.27.34 07/13/12 Toledo,OH43604 Client Designed by Phone (419)255-3830 FAX. (419)255-6101 CCI 81352 Tower Tox�er Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevatiorr Spacing Type K Brace Horizontals Offset Ofj'set End ft fr Panels in in T2 279 00-272.00 7.00 K Brace Down No Yes 0.00 0.00 T3 272.00-259.00 13 00 KI Down No Yes 0.00 0.00 T4 259.00-247 00 12.00 KI Down No Yes 0.00 0.00 TS 247.00-237.00 10.00 K Brace Down No Yes 0.00 0.00 T6 237.00-232.00 5.00 K Brace Down No Yes 0.00 0.00 T7 232.00-222.00 ]0.00 Kl Down No Yes 0.00 0.00 T8 222.00-210.00 12.00 KI Down No Ycs 0.00 0.00 T9 210.00-195.00 I5.00 KI Down No Yes 0.00 000 TIO 195.00-183.00 12.00 KI Down No Yes 0.00 000 TI I 183.00-171.00 12.00 KI Down No Yes 0.00 0.00 T12 171.00-146.00 25 00 KI Down No Yes 0.00 0.00 T13 (46.00-122.00 24.00 K2 Down No Ycs 0.00 000 T14 122.00-96.00 26.00 K2 Down No Ycs 0.00 0.00 Tl5 96.00-72.00 24.00 K2 Down No Ycs 0.00 0.00 T16 72.00-52.00 20.00 K2ADown No Yes 0.00 0.00 T l7 52.00-32.00 20 00 K2A Down No Yes 0.00 0.00 T18 32.00-000 32y00 Portal No 4µT Yes 0.00 0.00 Tower Section Geomet cont'd Tower Leg . � _�Geg �- �„ ..Geg� y-Diagonal� �,�.� . "Diagonal�� .�Diagonal Elevation Tvpe Size Grade Type Size Grade ft TI 288.00-279.00 Equal Angle LSxSxI/2 A572-50 Double Angle 2L2 V2x2xl/4x3/8 A572-50 (50 ksi) (50 ksi) T2 2?9.0�-2',2.CC Equa::r.gl2 L5x5�:/2 A'72-50 Boub:c�r.g;c 2L2 !!2x2x„4x3;° 1572-SC (50 ksi) (50 ksi) T3272.00-25900 EqualAngle LSx5x1/2 A572-50 DoubleAngle 2L21/2x2U2xl/4x3/8 A572-50 (50 ksi) (50 ksi) T4 259 00-247.00 Equal Angle LSxSxI/2 A572-50 Double Angle 2L2x2 1/2x1/4x3/8 A572-50 (50 ksi) (50 ksi) TS 247.00-237.00 Equal Angle LSx8x5/8 A572-50 Double Angle 2L3x2 I/2xl/4x3/8 A572-50 (50 ksi) (50 ksi) T6 237.00-232.00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L3 U2�c2 U2x5/16x3/8 A572-50 (50 ksi) (50 ksi) T7 232.00-222.00 Equa]Angle L8x8x5/8 A572-50 Double Ang1e 2L2 1/2x3x5/16x3/8 A572-50 (50 ksi) (50 ksi) T8 222.00-210.00 Equal Angle L8x8x5/8 A572-50 Double Angle ZL2 I/2x3 U2xl/4x3/8 A572-50 (50 ksi) (50 ksi) T9 210.00-I95 00 Equal Anglc L8x8x5/8 A572-50 Double Anglc 2L2 1/2x3 I/2xU4x3/8 A572-50 (50 ksi) (50 ksi) TIO EqualAngle L8x8xl I/8 A572-50 DoubleAngle 2L31/2x4x1/4x3/8 A572_50 195.00-183.00 (50 ksi) (50 ksi) TI 1 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L3x3 I/2xl/4x3/8 A572-50 183 00-171.00 (50 ksi) (50 ksi) T12 Equal Angle L8x8xl 1/8 A572-50 Doublc Anglc 2L3 1/2x5x3/8x3/8 A572-50 U I 00-146.00 (50 ksi) (50 ksi) Tl3 Arbitrary Shape L8x8x3/4 2PL0.5x8 A572-50 Double Anglc 2L3 U2x5x3/8x3/8 A572-50 146.00-122.00 (50 ksi) (50 ksi) Tl4 122.00-96.00 Arbitrary Shapc L8x8x3/4 2PLO.Sx8 A572-50 Doublc Anglc 2L3 I/2x5x5/16x3/8 Ag72-50 (50 ksi) (50 ksi) TIS 96.00-72.00 Arbitrary Shape L8x8xl 2PL0 75x8 A572-50 Double Angle 2L3 I/2x5x5/16x3/8 A572-50 (50 ksi) (50 ksi) T16 72.00-52.00 Arbitrary Shape L8x8xl 2PL0.625x8 A572-50 Double Angle 2L3 1/2x4x5/16x3/8 A572-50 (50 ksi) (50 ksi) T17 52.00-32.00 Arbitrary Shapc L8x8xl 2PL0 75x8 A572-50 Doubic Angle 2L3 1/2x4x5/16x3/8 A572-50 (50 ksi) (50 ksi) trtxTower J�b Page 816298 Zephyrhills 4 of 47 SSOE Inc. Project Date 1001 Madison 9ve. 012-01232-00 16:27:34 07/13/12 Toledo,OH 43604 Client Designed by Phone (419)255-3830 FAX. (419)255-6/O/ CCI 81352 Tower Leg Leg Legw DiagonaJ Diagonal Diagonal E(evation T}pe Size Grade T}pe Size Grade ,ft T18 32.00-0.00 Arbitrary Shape L8x8xl 2PL0.875x8 A572-50 Double Angle 2LSx5x3/8x3/8 A572-50 _ ..-. _ _.,.. ___-._ .(50 ksi)t__._�..__ ��._..._ _,_ - --- _ (50 ksi). Tower Section Geomet cont'd) . .�_...a __,...�.� -- �_ _...e__.�_ ��r_ _ _.�... �._._.,__�____._ . _�...�.,..�__ Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Gir! Bottom Girt Elevation Type Size Grade Type Size Grade ft TI 288.00-279 00 Double Angle 2L3x2 I/2xl/4x3/8 A36 Flat Bar A36 _ __ _ _ __ T(36 ksi) -}_ _ (36 ksi) Tower Section Geomet (cont'd) Tower No. Mid Girt Mid Girt mP �Mid Girt�� Horizonta! Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girts TI 288.00-279.00 None Flat Bar A36 Double Angle 2L3�c2 U2x1/4x3/S A36 (36 ksi) (36 ksi) T2 279.00-272.00 None Flat Bar A36 Double Angle 2L2 I/2aQxU4x3/8 A36 (36 ksij (36 k�ij T3 272.00-259.00 None Flat Bar A36 Double Angle 2LSx3xl/4x3/8 A36 (36 ksi) (36 ksi) T4 259.00-247 00 None Flat Bar A36 Double Angle 2L2 V2x2xl/4x3/8 A36 (36 ksi) (36 ksi) TS 247 00-237.00 None Flat Bar A36 Double Angle 2L3x2 U2xl/4x3/8 A36 (36 ksi) 136 ksi) T6 237 00-232.00 None Flat Bar A36 Double Angle 2L2 I/2x2x1/4x3/8 A36 (36 ksi) (36 ksi) T7 232.00-322.00 Nonc Flat Bar A35 Doublc Angle 2LSx3 1/2x3!8x3/8 A36 (36 ksi) (36 ksi) T8 222.00-210.00 None Flat Bar A36 Double Angle 2L3x2xl/4x3/8 A36 (36 ksi) (36 ksi) T9 2 10 00-1 95.00 Nonc Flat Bar A36 Double Anglc 2L3x2x I/4x3/8 A36 (36 ksi) (36 ksi) TIO None Flat Bar A36 Double Angle 2LSx3x5/16x3/8 A36 195.00-183.00 (36 ksi) (36 ksi) TI I None Flat Bar A36 Double Angle 2LSx3 1/2x5/16x3/8 A36 183.00-171.00 (36 ksi) (36 ksi) T12 None Flat Bar A36 Double Angle 2L3 I/2�Q 1/2x1/4x3/8 A36 17I 00-146 00 (36 ksi) (36 ksi) T13 None FlatBar A36 DoubleAngle 2LSx31/2x3/8x3/8 A36 I46.00-122.00 (36 ksi) (36 ksi) T14122.00-96.00 None FlatBar A36 DoubleAngie 2L4x3x1/4x3/8 A36 (36 ksi) (36 ksi) TIS 96.00-72.00 Nonc Flat Bar A36 Double Anglc 2L4x3 I/2x3/8x3/8 A36 (36 ksi) (36 ksi) T16 72.00-52.00 Nonc Flat Bar A36 Doublc Angle 2L3 1/2x2 1/2xl/4x3/8 A36 (36 ksi) (36 ksi) T17 52.00-32.00 None Flat Bar A36 Double Angle 2L2 I/2x2 I/2x1/4x3/8 A36 (36 ksi) �36 ksi) tnxTower �ob Page 816298 Zephyrhills 5 of 47 SSOE Inc. Project Date l001 MadisonAve. O'IZ-O'I232-O0 16:27 34 07/13/12 Toledo,OH 43604 Client Designed by Phone. (419)255-3830 F,�,r. �ai9�zss-6�or CCI 81352 Tower No. Mid Girt Mid Girt Mid Girt Horizonta( Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid Jt Girts T18 32.00-0.00 None Flat Bar A36 Doublc Angle 2L6x4x3/8x3/8 A36 _. . , (36 ksi) s_ _ ,.__._ _._ .. (36 ksi) Tower Section Geomet cont'd Tower � Secondary Secondary Horizontal Secondary M Inner Bracing m�lnner Bracing Sue lnner Bracing Elevation Horizonta!Tvpe Size Horizonta! Type Grude Grade f� TI 288.00-279.00 Equal Angle A36 Single Mgle L3x3x1/4 A36 (36 ksi) (36 ksi) T2 279.00-272.00 Equal Angle A36 Single Angle L3x3xl/4 A36 (36 ksi) (36 ksi) T3 272.00-25900 Equal Angle A36 Single Mgle L3x3xU4 A36 (36 ksi) (36 ksi) T4 259.00-247.00 Equal Angle A36 Single Angle L3x3x1/4 A36 (36 ksi) (36 ksi) TS 247 00-237.00 Equal Angle A36 Single Angle L3x3x1/4 A36 (36 ksi) (36 ksi) T6 23'7.00-232.00 Equal Angle A36 Single Mgle L3x3xl/4 A36 (36 ksi) (36 ksi) T7 232.00-222.00 Equal Angle A36 Single Angle L4x4x1/4 A36 (36 ksi) (36 ksi) T8 222.00-210.00 Equal Angle A36 Single Angle L4x4xl/4 A36 (36 ksi) (36 ksi) T9 210 00-195 00 Equal Angle A36 Single Angle L2x3x1/4 A36 (36 ksi) (36 ksi) T10 Equal Angle A36 Single Angle L7x4x3/8 A36 195 00-183.00 (36 ksi) (36 ksi) Tl I Equal Angle A36 Single Angle L3 I/2x2 U2xl/4 A36 183.00-171.00 (36 ksi) (36 ksi) T12 Equal Angle A36 Single Angle L3x3xl/4 A36 171.00-146.00 (36 ksi) (36 ksi) Tls Equal Angle A36 Single Angle L5x3xi/4 A36 146 00-122.00 (36 ksi) (36 ksi) Tl4 122.00-96.00 Equal Anglc A36 Singlc Angle L3 I/2x3 U2xl/4 A36 (36 ksi) (36 ksi) TIS 96.00-72.00 Equal Angle A36 Doublc Anglc 2L2�c2 I/2xl/4x3/8 A36 (36 ksi) (36 ksi) T16 72.00-52.00 Equal Anglc A36 Double Anglc 2L2 1/2x2 1/2x1/4x3/8 A36 (36 ksi) (36 ksi) T17 52.00-32.00 Equal Angle A36 Double Angle 2L2 U2x3xl/4x3/8 A36 (36 ksi) (36 ksi) T18 32.00-0 00 Equal Anglc A36 Double Angle 2L4x3x5/16x3/8 A36 (36 ksi) ^ (36 ksi) Tower Section Geomet (cont'd) tnxTower J�b Page 816298 Zephyrhills 6 of 47 SSOE Inc. Project Date 100/MadisonAve 012-01232-00 16:27•34 07/13/12 Toledo,OH 43604 Client Designed by Phone. (419)255-3830 FAX. (419)255-6101 CCI 81352 Tower Redundant Redundarrt Redundant K Factor Elevation Bracing Type Size Grade ft T3 A36 Horizontal(I) SingleAngle L21/2x2xI/4 1 272.00-259.00 (36 ksi) Diagona](1) Single Angle L2 I/2x2x1/4 I T4 A36 Horizontal(l) Single Angle L2 I/2x2x U4 I 259.00-247.00 (36 ksi) Diagonal(1) Single Mgle L2 1/2�c2xV4 1 T7 A36 Horizontal(I) Single Mgle L2 l/2x2x1/4 I 232.00-222.00 (36 ksi) Diagonal(t) Single Angle L2 I/2x2 1/2x1/4 I T8 A36 Horizontal(I) SingleAngle L21/2x2x1/4 I 222.00-210.00 (36 ksi) Diagonal(1) Single Angle L2 1/2x2 1/2x1/4 I T9 A36 Horizontal(I) SingleMgle L21/2x2x1/4 I 210.00-195.00 (36 ksi) Diagonal(I) Single Angle L2 I/2n2 I/2xl/4 1 T10 A36 Horizontal(I) Double Angle 2L2 1/2x2x U4x3/8 1 195.00-183.00 (36 ksi) Diagonal(1) Double Angle 2L2 1/2x2x1/4x3/8 I TI I A36 Horizontal(I) Single Angle L2x2 1/2x1/4 I 183.00-171.00 (36 ksi) Diagona](l) Si�gle Angle L2 I/2x2 I/2x5/16 I T12 A36 Horizontal(1) SinglcAnglc L2x21/2x1/4 1 171.00-146.00 (36 ksi) Diagonal(I) Doublc Angle 2L2 I/2x2x(/4x3/8 1 Hip(1) DoubleAnglc 2L31/2x31/2x1/4x3/8 I Hip Diagonal 2L3 1/2x3 I/2x1/4x3/8 I T13 A36 Horizontal(l) SingleAngle L2x21/2xl/4 I 146.00-122.00 (36 ksi) Horizontal(2) L3x3xl/4 Diagonal(I) DoublcAngle 2L21/2x2x1/4x3/8 1 Diagonal(2) 2L2 I/2x2x1/4x3/8 Hip(1) DoubleAngle 2L21/2x2 U2xl/4x3/8 I HiP(2) 2L2 1/2x2 1/2x1/4x3/8 Hip Diagonal 2L3 1/2x3 1/2xl/4x3/8 1 Tl4 A36 Horizontal(I) SingleMgle L2x21/2x1/4 1 122.00-96.00 (36 ksi) Horizontal(2) L3x3x1/4 Diagonal(I) DoubleAngle 2L21/2x2x1/4x3/8 1 Diager.z](2) ?L? ��?YZY�i4Y3�g Hip(I) DoubleAngle 2L3x21/Zxl/4x3/8 l Hip(2) 2L3x2 I/2xt/4x3/8 Hip Diagonal 2L2 U2x2x1/4x3/8 I Tl5 A36 Horizontal(I) SingleAngle L2x2I/2xl/4 I 96.00-72.00 (36 ksi) Horizontal(2) L3x3xl/4 Diagonal(I) DoublcAngle 2L21/2x2x1/4x3/8 I Diagonal(2) 2L2 V2x2 I/2xU4x3/8 Hip(I) DoublcAngle 2L3x21/2x1/4x3/8 I H�P(2) 2L3x2 1/2xl/4x3/8 Hip Diagonal 2L2 I/2x2x1/4x3/8 I T16 A36 Horizontal(I) DoubleAngle 2L21/2x2xU4x3/8 1 72.00-52.00 (36 ksi) Horizontal(2) 2L2 I/2x2 I/2xl/4x3/8 Diagonal(l) DoubleAngle 2L21/2x2x1/4x3/8 I Diagonal(2) 2L2 I/2x2x1/4x3/8 Hip(I) DoubleAnglc 2L3x21/2x1/4x3/8 I H�P(2) 2L3x2 1/2x1/4x3/8 Hip Diagonal 2L2 I/2x2x1/4x3/8 1 T17 A36 Horizontal(I) DoublcAnglc 2L21/2x2x1/4x3/8 I 52.00-32.00 (36 ksi) Horizontal(2) 2L2 1/2x2 I/2xl/4x3/8 Diagonal(l) DoublcAnglc 2L21/2x2x1/4x3/8 I Diagonal(2) 2L2 1/2x2x1/4x3/8 Hip(I) DoubleAngle 2L3x21/2xl/4x3/8 I HiP(2) 2L3x2 1/2xl/4x3/8 Hip Diagonal 2L2 I/2x2x1/4x3/8 I Tl8 A36 Horizontal(I) DoubleAngle 2L21/2x21/2xl/4x3/8 I 32.00-0.00 (36 ksi) Horizontal(2) 2L2 I/2x2 I/2xU4x3/8 Horizontal(3) 2L3x3xl/4x3/8 Diagona](I) DoubleAngle 2L21/2x21/2xl/4x3/8 1 Diagonal(2) 2L3x3x3/16x3/8 Diagona](3) 2LSx3 I/2x5/16x3/8 Sub-Diagonal Double Angle 2LSx3 U2x5/16x3/8 I tnxTower J�b Pa9e 816298 Zephyrhills 7 of 47 SSOE Inc. Project Date 1001 Madison Ati�e. O�Z-O�232-00 16:27.34 07/13/12 Toledo,OH 43604 Client Designed by Phone (419)255-3830 FAX. (419)255-6101 CCI 81352 Tower Redundant Redundant Redundant K Factor Elevation Bracing Tvpe Size Grade ft Sub-Horizontal Double Angle 2LSx5x3/8x3/8 1 Hip(t) DoubleAngle 2L3x2 U2xl/4x3/S I HiP(2) 2L2 I/2aQxl/4x3/8 Hip(3) 2L3x2 I/Zxl/4x3/8 r. �� HipDiagona] _ ._ ` _v 2L21/2x2x1/4x3/8 . V° I- - Tower Section Geomet (cont'd) Tower � Gusset Gusset Gusset Grade Adjust.Factor Adjust.�� Weight Mult� Double Angle Double Angle Elevation Area Thickness A� Factor Stitch Bolt Stitch Bolt (per facel A, Spacing Spacing �t ft' tn Diagonals Horizontals in in Tl 0.00 0.00 A36 I I 1.05 24.00 24.00 288.00-279.00 (36 ksi) T2 0.00 0.00 A36 I I 1.05 24.00 24.00 279.00-272.00 (36 ksi) T3 0.00 0.00 A36 1 1 (.OS 24.00 24.00 272.00-259 00 (36 ksi) T4 0.00 0.00 A36 I 1 1.05 24.00 24.00 259.00-247.00 (36 ksi) TS 100 I.00 A36 I 1 1.05 24.00 24.00 247 00-237.00 (36 ksi) T6 0 00 0.00 A36 I I I.OS 24.00 24.00 237 00-232.00 (36 ksi) T7 0 00 0.00 A36 I I I.OS 24.00 24 00 232.00-222.00 (36 ksi) T8 I.00 I.00 A36 I I 1.05 24.00 24.00 222.00-210.00 (36 ksi) T9 0.00 0.00 A36 I 1 1.05 24.00 24.00 210.00-195.00 (36 ksi) T10 1.56 I.00 A36 I 1 LOS 24.00 24.00 195.00-183 00 (36 ksi) T i l 0 00 0.00 A36 I I I.OS 24.00 24.00 183.00-171.00 (36 ksi) T12 2.00 I.00 A36 l I I.OS 24.00 24.00 171.00-146.00 (36 ksi) T13 1.59 I.00 A36 I I 1.05 24.00 2400 146.00-122.00 (36 ksi) T14 2.06 L00 A36 1 I I.OS 24.00 24.00 I22.00-96 00 (36 ksi) T15 2.50 1.00 A36 1 I 1 p5 24.00 24.00 96.00-72.00 (36 ksi) T I 6 2.50 l.00 A36 I 1 1.05 24.00 24.00 72.00-52.00 (36 ksi) T17 2.50 I.00 A36 I I I.OS 24.00 2400 52.00-32.00 (36 ksi) 'f I 8 32.00-0.00 2.50 I.00 A36 1 1 1.05 24.00 24.00 (36 ksi) Tower Section Geomet cont'd K Factors' Job Page trrxTower 816298 Zephyrhills 8 of 47 SSOE Inc. Project Date l001 MadisonAve. O'IZ-O�Z32-OO 16:27:34 07/13/12 Toledo,OH43604 Client Designed by Phone. (4!9)255-3830 (`,(`,� FAK (4!9)255-6101 81352 Tower Calc Calc Legs .� K Single Girts Horiz. Sec. /nner Elevation K K Brace Brace Diags Horiz. Brace Sir:gle Solid Diags Diags Angles Rounds ,Y X X X X X ,l" ft Y Y Y Y Y }' Y TI Yes Ycs 1 1 1 1 I l I I 288.00-279.00 I I I I l 1 I T2 Yes Yes 1 1 I I I l 1 I 279.00-272.00 I I I I I I I T3 Ycs Yes I I 1 I l l I I 272.00-259.00 1 I 1 l l I I T4 Ycs Yes I 1 1 1 l I I I 259.00-247.00 I l 1 I I I I TS Yes Yes I 1 1 I I I 1 I 247.00-237.00 I I t l I I I T6 Yes Yes I I I l 1 I I 1 237.00-232.00 1 I I 1 I I 1 T7 Ycs Yes I 1 I I I I 1 1 232.00-222.00 1 I l 1 1 1 1 T8 Yes Yes I 1 I I l 1 I 1 222.00-210.00 1 I I I I 1 1 T9 Yes Yes I I I I I I 1 I 210.00-195.00 I I 1 1 I 1 I TIO Ycs Yes l I 1 I I l 1 I I 95.00-I 83.00 I I I I I 1 I Tll Yes Yes I I I I l I I t 183.00-171.00 I I 1 I 1 I I T12 Yes Yes I 1 1 I 1 1 I l 171.00-146.00 1 I I 1 I I I T 13 Ycs Yes l I I l 1 1 I I 146.00-122.00 1 I I 1 1 I I T 14 Yes Yes 1 1 1 1 1 1 I I 122.00-96.00 1 I 1 1 I 1 I TIS Yes Yes I 1 1 1 I I I 1 96.00-72.00 I 1 1 I 1 I 1 T16 Yes Ycs 1 I I I 1 0.5 1 I 72.00-52.00 1 I I I 0.5 l I T17 Yes Yes I 1 l I I OS l I 52.00-32.00 I I I 1 0.5 I I T 18 Yes Yes I 1 I 1 1 1 l I 32.00-0.00 I 1 I 1 1 l l �Note K factors are applied to member segment lengths.K-braces witho¢�t inner supporting members�xz!!have the Kfactor in the out-of-plane direction appTied to the overall length. Tower Section Geomet (cont'd) Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal E(evation f Net Width U Net Width U Net Width U Net U Net U Net U Ne� U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T I 0.00 1 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0.75 0.00 0.7g 288.00-279.00 T2 0.00 I 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 279 00-272.00 T3 0.00 l 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 272.00-259 00 tnxTower J�b Page 816298 Zephyrhills 9 of 47 SSOE Inc. Project Date l00/Mad�son ave. 012-01232-00 16:27:34 07/13/12 Toledo,OH 43604 Client Designed by Phone. (419)255-3830 CC� FAX (419)155-6101 81352 Tower Leg Diagonal Top Girt � Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation f ! , Net Width U ;Net Width U Net Width U � Net U Net U Net U Net U Deduct � Deduct Deduct Width Width Width Width in � in in ' Deduct Deduct Deduct Deduct in in in in T4 , 0.00 I , 0.00 0.75 0.00 0 75 i 0.00 0 75 I 0.00 0 75 0.00 OJS 0.00 0 75 259.00-247.00 i TS 0.00 I 0.00 0 75 0.00 0 75 ,, 0.00 0 75 0 00 0.75 0.00 OJS 0.00 0 75 247.00-237 00 � T6 0.00 I � 0.00 0 75 0.00 0.75 I 0.00 0 75 0.00 0.75 0.00 0.75 0.00 0 75 237.00-232.00 T7 0.00 I ' 0.00 0.75 0.00 0 75 I 0.00 0 75 0.00 0.75 0.00 0 75 0.00 0 75 232.00-222.00 T8 0.00 I 0.00 0 75 0.00 0 75 I 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 222.00-210 00 ' ' T9 0.00 I 0.00 0 75 0.00 0 75 ', 0.00 0 75 0.00 0 75 0.00 0.75 0.00 0 75 210.00-195 00� T 10 0.00 1 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0.75 0.00 0 75 195 00-I 83.00� TI I 0.00 I 0.00 0 75 0.00 0 75 � 0.00 0 75 0.00 0.75 0.00 0.75 0.00 0 75 l 83.00-171.00 T I 2 0.00 I 0.00 0 75 0.00 0.75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 17 I.00-146.00 T13 0.00 I 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0.75 0.00 0 75 146 00-122.00 Tl4 0.00 I 0.00 0 75 0.00 0 75 ' 0.00 0 75 0.00 0.75 0.00 0 75 0.00 0.75 122.00-96.00 T I S 0.00 I 0.00 0 75 0.00 0 75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0 75 96.00-72.00 T16 0.00 I 0.00 OJS 0.00 0 75 0.00 0 75 0.00 0.75 0.00 OJ5 0.00 0 75 n.eo�z.ee T 17 0.00 1 0.00 0 75 0.00 0.75 0.00 0 75 0.00 0.75 0.00 0 75 0.00 0 75 52.00-32.00 T18 32.00-0:00� Oy00 , 1 O»00 y0 75 0.00 0 75 0.00 0 75 0.00 0_75 0.00 0_75 0.00 0 75` Tower Section Geomet (cont'd) Tower Leg Leg Diagonal � Top Girt ��.Y�Bottom Girt , Mid Girt �Long Hori_onta! Short Horizontal Elevation Connection ft Tvpe Bolt Size No Bolt Size No ' Bolt Size No � Bolt Size No Bolt Size No. Bolt Srze No Bo/t Srze No. in in in i in in in in Tl Sleeve DS 0.75 0 0 75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 288.00-279.00 A325N A325N � A325N � A325N A325N A325N A325N T2 Sleeve DS 0 75 0 0 75 2 0 75 2 0.00 0 0.63 0 0.75 2 0.63 0 279.00-272.00 A325N A325N A325N A325N � A325N A325N A325N T3 Sleeve DS 0.75 0 0 75 2 0 75 2 0.00 0 0.63 0 0 75 2 0.63 0 272.00-25900 A325N A325N A325N A325N A325N A325N A325N T4 Sleeve DS 0.75 0 0.75 2 0 75 2 0.00 0 0.63 0 0.75 2 0.63 0 259 00-247 00 A325N A325N A325N A325N A325N A325N A325N TS Sleeve DS OJS 8 0 75 2 0 75 2 0.00 0 0.63 0 OJS 2 0.63 0 24700-237.00 A325N A325N A325N A325N A325N A325N A325N T6 Sleeve DS OJS 0 OJS 2 0 75 2 0.00 0 0 63 0 OJS 2 0.63 0 237 00-232.00 A325N A325N A325N A325N A325N A325N A32SN T7 Slecvc DS 0 75 0 0 75 3 0 75 2 0.00 0 0.63 0 0 7g 2 0.63 0 232.00-222.00 A325N A325N A325N A325N A325N A325N A325N tnxTower J�b Page 816298 Zephyrhills 10 of 47 SSOE Inc. Project Date 100/Madison Ave. O�2-O'I23Z-OO 16:27.34 07113/12 Toledo,OH 43604 Client Designed by Phone. (4l9)255-3830 CCI 81352 FAX. (419)155-6101 Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type � � Bolt Size No Bolt Size No ' Bolt Sire No � Bolt Sire No � Bolt Size Na �Bolt Size Na Bolt Size No in in i in � in in in in T8 Sleeve DS 0 75 12 0 75 3 0 75 2 � 0.00 0 • 0.63 0 i 0.75 2 0.63 0 222.00-210.00 A325N A325N A325N A325N ! A325N ' A325N A325N T9 Sleeve DS 0.75 0 0 75 3 , 0 75 2 � 0.00 0 i 0.63 0 I OJS 2 0.63 0 210 00-195.00 A325N A325N A325N � A325N A325N A325N A325N T10 Sleeve DS 0.88 12 0 75 4 , 0 75 3 ' 0.00 0 ! 0.63 0 OJS 3 0.63 0 19500-I83.00 A325N A325N A325N i A325N A325N i A325N A325N TI I Sleeve DS OJS 0 0 75 4 0 75 3 0.00 0 0.63 0 i OJS 3 0.63 0 183.00-171 00 A325N A325N , A325N I A325N A325N � A325N A325N T12 Sleeve DS 0.88 16 0 75 5 0 75 3 I 0.00 0 � 0.63 0 OJS 3 0.63 0 171.00-146.00 A325N A325N A325N i A325N A325N A325N A325N T l3 Sleeve DS 1.00 12 0 75 5 0 75 3 ' 0.00 0 0.63 0 ! OJS 3 0.63 0 146.00-122.00 A325N A325N A325N � A325N � A325N ! A325N A325N T 14 Sleevc DS 1.00 16 0 75 5 0 75 3 � 0.00 0 0.63 0 ; OJS 3 0.63 0 122.00-96.00 A325N A325N A325N ; A325N A325N A325N A325N TIS Sleeve DS 1.00 20 0 75 5 0 75 3 �, 0.00 0 � 0.63 0 � 0.75 3 0.63 0 96.00-72.00 A325N � A325N A325N ; A325N I A325N ; A325N A325N T16 Sleeve DS l 00 20 OJS 5 0 75 3 0.00 0 0.63 0 � OJS 3 0.63 0 72.00-52.00 A325N A325N A325N � A325N A325N A325N A325N T17 Sleeve DS l 00 20 0 75 3 0 75 3 ' 0.00 0 0.63 0 ' 0 75 3 0.63 0 52.00-32.00 A325N A325N A325N I A325N A325N A325N A325N T 18 32.00-0.00 Sleeve DS I.00 20 0.88 5 0 75 4 � 0.00 0 0.63 0 0 75 4 0.63 0 A325N A325N ; A325N j`A325N ; A325N� =�A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description FaceW Allow Component Placemenl Face Laterul # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Rox� in in in klf Feedline A No Af(CaAa) 177.00-8.00 0.00 -0.15 I I 3.00 3.00 0.01 Ladder(A� LDF7-SOA A No Ar(CaAa) U7.00-8.00 0.00 -0 16 3 3 1.00 I.98 0.00 (I-5/8 FOAM) L.DFS-SOA A No Ar lCaAal I 77.00-8 00 0 00 -0 14 6 6 I.00 L09 0.00 (7/8 FOAM) LDFS-SOA A No Ar(CaAa) 285.00-8.00 -1 00 0.495 1 I I.00 1.09 0.00 (7/8 FOAM) Fecdlinc B No Af(CaAa) 203.00-8.00 0.00 -0 152 I l 3.00 3.00 0.01 Laddcr(A� LDF7-SOA B No Ar(CaAa) 203.00-8.00 0.00 -0 152 6 6 I.00 I.98 0.00 (I-5/8 FOAM) TSZ 999 B No Ar(CaAa) 203.00-8.00 0.00 -0 I S3 3 3 I.00 I.04 0.00 066/x�cacM-8A WG(1-1/32") LDF2-SOA B No Ar(CaAa) 203.00-8.00 I.50 -0►55 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 I.00 I.98 0.00 (I-5/8 FOAM) LDF7-SOA C No Ar(CaAa� 215.00-8.00 0.00 0.296 6 6 I.00 1.98 0.00 (I-5/8 FOAM) EWP63 C No Af(CaAa) 185.00-8.00 0.00 0.299 I 1 I.00 1.57 0.00 LDF7-SOA C No Ar(CaAa) 215.00-8.00 0.00 0.302 5 5 1.00 L98 0.00 (I-5/8 FOAM) LDF4RN-SOA C No Ar(CaAa) 215.00-8.00 0 00 0.304 2 2 I.00 0.63 0.00 (1/2 FOAM) Job Page tnacTower 816298 Zephyrhills 11 of 47 SSOE Inc. Project Date �oo�ftfadtson Ave. 012-01232-00 16.27 34 07/13/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CCI 81352 FAX. (4/9)255-6101 Description Face A11ou� Component Placement� Face Latera! # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Le� ft in (Frac FW) Row in rn in k� LDF7-SOA D No Ar(CaAa) 227.00-8.00 0.00 0.3 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 I 3.00 3.00 0.01 Ladder(A� Feedline D No Af(CaAa) 227.00-8.00 0.00 0.3 1 1 3.00 3.00 0.01 Laddcr(A� Fcedlinc C No Af(CaAa) 215.00-8.00 0.00 0.3 I 1 3.00 3.00 0.01 Laddcr(A� Climbing A No Af(CaAa) 288.00-8.00 -1.00 0.5 1 1 0.25 0.00 0.01 Ladder Safety Line A No Ar(CaAa) 288.00-8.00 -I.00 0.5 I I 038 0.38 0 00 3/8 Feed Line/Linear A purtenances Section Areas Tower Tower� _ Face uARµ� 11.� AF�rv WF�~C,�AA .�. � C4AA Weight�� Section Elevation /n Face Out Face jr fr' fr ft_ jr' K T 1 288.00-279.00 A 0.000 0.000 0.992 0.000 0 08 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0 000 0.000 0.00 T2 279.00-272.00 A 0.000 0.000 1.026 0.000 0.06 B 0.000 0.000 0 000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 O.OQO O.00C 0.000 0.00 T3 272.00-259.00 A 0.000 0.000 1905 0.000 011 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0.000 0.00 T4 259.00-247.00 A 0.000 0.000 1758 0.000 O10 B 0.000 0 000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0.000 0.00 TS 247.00-237.00 A 0 000 0.000 1 465 0.000 0.08 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0 000 0.00 T6 237.00-232.00 A 0.000 0.000 0.733 0.000 0.04 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0.000 0.00 T7 232.00-222.00 A 0.000 0.000 1465 0.000 0.08 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 14380 0.000 0.09 T8 222.00-210.00 A 0.000 0 000 I 758 0.000 0 10 B 0.000 0.000 0.000 0.000 0.00 C 0 000 0.000 14.020 0.000 0.09 D 0.000 0.000 34.512 0.000 0.22 T9 210.00-195.00 A 0.000 0.000 2.197 0.000 013 B 0.000 0.000 16.702 0.000 013 C 0.000 0.000 42.060 0.000 0.27 D 0.000 0.000 43140 0.000 0.27 TIO 195.00-I83.00 A 0.000 0.000 1758 0.000 O10 B 0.000 0.000 25.052 0.000 0.20 C 0.000 0.000 65.809 0.000 0 41 tnxTower J�b Pa9e 816298 Zephyrhilis 12 of 47 SSOE Inc. Project Date 100!Madison Ave. O�2-O'I232-O0 16:27:34 07/13/12 Toledo,OH 43604 Client Designed by Phone. (4!9)255-3830 CC+� 81352 FAX. (419)255-6101 Tawer Tower Face AR 9F C,�A,4 CqAA Weight Section Elevation /n Face Out Face fr fr' fr' fr' �r' K D 0.000 0.000 34.512 0.000 0.22 T 1 I l 83.00-17 L00 A 0 000 0 000 12.246 0.000 0 l 8 B 0.000 0.000 25.052 0.000 0.20 C 0.000 0 000 71.308 0.000 0 44 D 0.000 0.000 34.512 0.000 0.22 T12 171.00-I46.00 A 0.000 0.000 47362 0.000 0.53 B 0.000 0.000 52.l 93 0.000 0 41 C 0.000 0.000 148.559 0.000 09l D 0.000 0.000 7l 900 0.000 0 46 T13 146.00-122.00 A 0.000 0.000 45 468 0.000 0.51 B 0.000 0.000 50 I OS 0.000 0 40 C 0.000 0.000 142.617 0.000 0.88 D 0.000 0.000 69.024 0.000 0 44 T14 I22.00-96.00 A 0.000 0.000 49.257 0.000 0.55 B 0.000 0.000 54.280 0.000 0 43 C 0.000 0.000 154.502 0.000 0.95 D 0.000 0.000 74 776 0.000 0 47 T 15 96.00-72.00 A 0 000 0.000 45 468 0.000 0.5 I B 0 000 0.000 50 105 0.000 0 40 C 0 000 0.000 142.617 0.000 0.88 D 0 000 0.000 69.024 0.000 0 44 Tl6 72.00-52.00 A 0.000 0.000 37.890 0.000 043 B 0.000 0.000 41754 0.000 0.33 C 0.000 0.000 118.847 0.000 0.73 D 0.000 0 000 57.520 0.000 0.36 T17 52.00-32.00 A 0.000 0 000 37.890 0.000 0 43 B 0.000 0.000 41754 0.000 0.33 C 0.000 0.000 I 18.847 0.000 0 73 D 0.000 0.000 57.520 0.000 036 T!8 32.np-p n� q p npp n ppp 45 46R n n(�0 n.s� B 0 000 0.000 50 105 0.000 0 40 C 0 000 0 000 142.617 0.000 0.88 D 0.000 0.000 69.024 0.000 0 44 Feed Line Center of Pressure Section Elevatian CP.i CPZ CPx u CPZ /ce /ce J't in in in in TI 288.00-279.00 -0.63 -0.64 -0.63 -0.64 T2 279.00-272.00 -0.85 -0.86 -0.85 -0.86 T3 272.00-259.00 -0.82 -0.83 -0.82 -0.83 T4 259.00-247.00 -I.01 -1.02 -LOl -1.02 TS 247.00-237.00 -0.83 -0.83 -0.83 -0.83 T6 237.00-232.00 -0.69 -0.69 -0.69 -0.69 T7 232.00-222.00 -3.99 5 15 �41 5.87 T8 222.00-210.00 -1.81 11.27 -2.01 12.73 T9 210.00-195.00 2.18 9.00 2.42 10 03 TIO 195.00-183.00 6.46 2.02 7.28 2.16 Tl l 183.00-171.00 5 49 2.66 6.31 3.07 T12 17L00-146.00 3.85 3 4S 4.34 4.01 T 13 146.00-122.00 3.97 3.57 4 48 4 14 T 14 I 22.00-96.00 4 44 3.99 5.01 4.64 T I 5 96.00-72.00 4 71 4.24 5.32 4 93 T16 72.00-52.00 4.83 435 5 46 5 06 T17 52.00-32.00 514 4.63 5.80 5.38 T 18 32.00-0.00 4.68 4.22 5.29 4.91 tnxTower J�b Page 816298 Zephyrhills 13 of 47 SSOE Inc. Project Date I001 MadisonAve. O'IZ-O'I232-O0 16:27:34 07/13/12 Toledo OH 43h04 Client Designed by Phone. (419)255-3830 CC� 81352 FAX. (4!9)155-6101 Shieldin Factor Ka Tower Feed Line Description Feed Line K l�, Section Record No. Se ment Elev No Ice !ce TI 4 LDFS-SOA(7/8 FOAM) 279.00- 0.6000 0.6000 285.00 T 1 18 Climbing Ladder 279.00- 0.6000 0.6000 288.00 T I 19 Safety Line 3/8 279.00- 0.6000 0.6000 288.00 T2 4 LDFS-SOA(7/8 FOAM) 272.00- 0.6000 0.6000 279.00 T2 18 Climbing Ladder 272.00- 0.6000 0.6000 279 00 T2 19 Safety Line 3/8 272.00- 0.6000 0.6000 279 00 T3 4 LDFS-SOA(7/8 FOAM) 259.00- 0.6000 0.6000 272.00 T3 18 Climbing Ladder 259.00- 0.6000 0.6000 272.00 T3 19 Safety Line 3/8 259.00- 0.6000 0.6000 272.00 T4 4 LDFS-50A(7/8 FOAM) 247.00- 0.6000 0.6000 259 00 T4 18 Climbing Laddcr 247.00- 0.6000 0.6000 259 00 T4 19 Safety Line 3/3 247A0- C.60CC �.&COC 259.00 TS 4 LDFS-SOA(7/8 FOAM) 237.00- 0.6000 0.6000 247 00 TS I 8 Climbing Ladder 237.00- 0.6000 0.6000 247.00 TS 19 Safety Line 3/8 237.00- 0.6000 0.6000 247.00 T6 4 LDFS-SOA(7/8 FOAM) 232.00- 0.6000 0.6000 23 7 00 T6 18 Climbing Laddcr 232.00- 0.6000 0.6000 237.00 T6 19 Safety Linc 3/8 232.00- 0.6000 0.6000 237.00 T7 4 LDFS-SOA(7/8 FOAM) 222.00- 0.6000 0.6000 232.00 T7 14 LDF7-SOA(1-5/8 FOAM) 222.00- 0.6000 0.6000 227 00 T7 16 Feedline Ladder(A� 222.00- 0.6000 0.6000 227.00 T7 18 Climbing Laddcr 222.00- 0.6000 0.6000 232.00 T7 I 9 Safety Line 3/8 222.00- 0.6000 0.6000 232.00 T8 4 LDFS-SOA(7/8 FOAM) 210.00- 0.6000 0.6000 222.00 T8 IO LDF7-SOA(1-5/8 FOAM) 210.00- 0.6000 0.6000 215 00 T8 12 LDF7-SOA(1-5/SFOAM) 210.00- 0.6000 0.6000 2 I 5.00 TA 13 LDF4RN-SOA(1/2 FOAM) 210 00- 0.6000 0.6000 tnxTower Job Page 816298 Zephyrhills 14 of 47 SSOE Inc. Project Date loo�Madisoi�qve. 012-01232-00 16:27:34 07/13/12 Toiedo,OH43604 Client Designed by Phone. (4!9)255-3830 FAX (4!9)155-610! CC� 81352 Tox�er Feed Line Description Feed Line Ko K Section Record No Se ment Elev No Ice /ce 215.00 T8 14 LDF7-SOA(I-5/8 FOAM) 210.00- 0.6000 0.6000 222.00 T8 16 Feedline Ladder(A� 210.00- 0.6000 0.6000 222.00 T8 17 Feedline Ladder(A� 210.00- 0.6000 0.6000 215 00 T8 I 8 Climbing Ladder 210.00- 0.6000 0.6000 222.00 T8 19 Safety Line 3/8 210.00- 0.6000 0.6000 222.00 T9 4 LDFS-SOA(7/8 FOAM) 195.00- 0.6000 0.6000 210.00 T9 5 Feedline Laddcr(A� 195.00- 0.6000 0.6000 203.00 T9 6 LDF7-SOA(1-5/8 FOAM) 195.00- 0.6000 0.6000 203.00 T9 7 TSZ 999 066/xxxM-8AWG 195.00- 0.6000 0.6000 (1-I/32") 203.00 T9 8 LDF2-SOA(3/8 FOAM) 195.00- 0.6000 0.6000 203.00 T9 ]0 LDF7-SOA(I-5/8 FOAM) 195.00- 0.6000 0.6000 210.00 T9 12 LDF7-SOA(l-5/8 FOAM) 195.00- 0.6000 0.6000 210.00 T9 13 LDF4RN-SOA(1/2 FOAM) 195.00- 0.6000 0.6000 210.00 T9 l4 LDF7-SOA(I-5/8 FOAM) 195.00- 0.6000 0.6000 210.00 T9 16 Feedline Ladder(A� 195.00- 0.6000 0.6000 ?�nnp T9 17 Feedline Ladder(A� 195.00- 0.6000 0.6000 210.00 T9 18 Climbing Ladder 195.00- 0.6000 0.6000 2 l 0.00 T9 19 Safety Linc 3/8 195.00- 0.6000 0.6000 210.00 T10 4 LDFS-SOA(7/8 FOAM) 183.00- 0.6000 0.6000 I 95.00 T 10 5 Feedline Ladder(A� 183.00- 0.6000 0.6000 195.00 T I 0 6 LDF7-SOA(1-5/8 FOAM) I 83.00- 0.6000 0.6000 195.00 T l0 7 TSZ 999 066/xxxM-8AWG I 83.00- 0.6000 0.6000 (1-1/32") 195 00 T 10 8 LDF2-SOA(3/8 FOAM) 183.00- 0.6000 0.6000 195.00 T I 0 9 LDF7-SOA(I-5/8 FOAM) I 83.00- 0.6000 0.6000 I 94.00 TIO 10 LDF7-SOA(I-5/8 FOAM) 183.00- 0.6000 0.6000 195.00 T 10 l l EWP63 183.00- 0.6000 0.6000 185.00 i'l0 12 LDF7-SOA(1-5/8 FOAM) 183.00- 0.6000 0.6000 I 95 00 TIO 13 LDF4RN-SOA(1/2 FOAM) 183.00- 0.6000 0.6000 195.00 T10 l4 LDF7-SOA(l-5/8 FOAM) 183.00- 0.6000 0.6000 l95 00 TIO l5 Feedline Laddcr(A� 183.00- 0.6000 0.6000 I 94.00 TI O 16 Fecdline Ladder(A� 183 00- 0.6000 0.6000 ttrxTower �ob Page 816298 Zephyrhills 15 of 47 SSOE Inc. Project Date 1001 Madison Ave. O�2-O'I232-O0 16:27 34 07/13/12 Toledo,OH43604 Client Designed by Phone. (4!9)255-3830 FAX. (419)255-6101 CCI 81352 Tox�er Feed Line Description Feed Line K !�, Section Record No Se ment EJev No/ce Ice I 95.00 T 10 17 Feedlinc Ladder(Afl 183.00- 0.6000 0.6000 195 00 T10 18 Climbing Ladder 183.00- 0.6000 0.6000 195.00 T10 19 Safety Linc 3/8 183.00- 0.6000 0.6000 I 95.00 T(I I Feedline Ladder(A� 17 L00- 0.6000 0.6000 U7 00 TI1 2 LDF7-SOA(I-5/8 FOAM) 171.00- 0.6000 0.6000 177.00 T1 I 3 LDFS-SOA(7/8 FOAM) 171.00- 0.6000 0.6000 177.00 TI l 4 LDFS-SOA(7/8 FOAM) 171.00- 0.6000 0.6000 183.00 Tl 1 5 Fecdline Ladder(A� U1.00- 0.6000 0.6000 183.00 TI I 6 LDF7-SOA(I-5/8 FOAM) 171.00- 0.6000 0.6000 183.00 T I I 7 TSZ 999 066/xxxM-8AWG l7 L00- 0.6000 0.6000 (I-1/32") 18300 TI I 8 LDF2-SOA(3/8 FOAM) 17L00- 0.6000 0.6000 183.00 T l 1 9 LDF7-SOA(I-5/8 FOAM) 171.00- 0.6000 0.6000 I 83.00 TI I 10 LDF7-SOA(I-5/8 FOAM) 171.00- 0.6000 0.6000 I 83.00 T t I l I EW P63 171.00- 0.6000 0.6000 I 83.00 T1l 12 LDF7-SOA(I-5/BFOAM) 171.00- 0.6000 0.6000 l g3 pn TI I I3 LDF4RN-SOA(1/2 FOAM) 17L00- 0.6000 0.6000 183.00 T11 14 LDF7-SOA(1-5/8FOAM) 171.00- 0.6000 0.6000 183 00 Tl 1 IS Feedline Ladder(A� 171.00- 0.6000 0.6000 I 83.00 Tl I 16 Fcedline Ladder(Afl 171.00- 0.6000 0.6000 I 83 00 T I I U Feedline Ladder(A� 171.00- 0.6000 0.6000 183.00 Tll 18 ClimbingLadder UI.00- 0.6000 0.6000 183.00 T 1 I l9 Safety Linc 3/8 17 L00- 0.6000 0.6000 l 83.00 T12 I Feedline Ladder(A� 146.00- 0.6000 0.6000 17 L00 T l2 2 LDF7-SOA(I-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 3 LDFS-SOA(7/8 FOAM) 146.00- 0.6000 0.6000 171 00 T12 4 LDFS-SOA(7/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 5 Feedline Ladder(A� 146.00- 0.6000 0.6000 171.00 T12 6 LDF7-SOA(1-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 7 TSZ 999 066/xxxM-8AWG 146.00- 0.6000 0.6000 (I-1/32") 171.00 T12 8 LDF2-SOA(3/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 9 LDF7-5pA(1-5/8 FOAM) 146.00- 0.6000 0.6000 tr�xTower J°b Pa9e 816298 Zephyrhills 16 of 47 SSOE Inc. Project Date l001 Madison Ave. 012-01232-00 16:27.34 07/13/12 Toledo,OH 43604 Client Designed by Phone. (4!9)255-3830 FAK (419)255-6101 CCI 81352 Tower Feed Line Description Feed Line K !� Section Record No. Se ment Elev No/ce Ice 17 L00 T12 10 LDF7-SOA(l-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 11 EWP63 146.00- 0.6000 0.6000 17 L00 T12 l2 LDF7-SOA(l-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 13 LDF4RN-SOA(1/2 FOAM) 146.00- 0.6000 0.6000 171 00 T12 l4 LDF7-SOA(1-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 7'12 1S Feedline Ladder(A� 146.00- 0.6000 0.6000 171.00 T12 16 Fcedline Ladder(A� 146.00- 0.6000 0.6000 l71 00 T12 17 Feedline Ladder(A� 146.00- 0.6000 0.6000 17 L00 T12 18 Climbing Ladder 146.00- 0.6000 0.6000 171.00 T12 19 Safety Line 3/8 146.00- 0.6000 0.6000 171.00 Tl3 I Feedline Ladder(A� 122.00- 0.6000 0.6000 146.00 T13 2 LDF7-SOA(1-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 TI3 3 LDFS-SOA(7/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 4 LDFS-SOA(7/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 5 Feedline Ladder(Afl 122.00- 0.6000 0.6000 !46 00 T13 6 LDF7-SOA(1-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 Tl3 7 TSZ 999 066/xxxM-8AWG 122.00- 0.6000 0.6000 (1-I/32") 146.00 T 13 8 LDF2-SOA(3/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 9 LDF7-SOA(l-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 10 LDF7-SOA(l-5/8FOAM) 122.00- 0.6000 0.6000 146.00 T13 1 I EWP63 122.00- 0.6000 0.6000 146.00 T I 3 12 LDF7-SOA(I-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 l3 LDF4RN-SOA(1/2 FOAM) I22.00- 0.6000 0.6000 146.00 T I 3 14 LDF7-SOA(I-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 15 Feedline Ladder(A� 122.00- 0.6000 0.6000 146.00 T13 16 Feedline Laddcr(A� 122.00- 0.6000 0.6000 146.00 T13 17 Feedline Ladder(A� 122.00- 0.6000 0.6000 146.00 T13 18 Climbing Ladder 122.00- 0.6000 0.6000 146.00 T13 l9 Safcty Line 3/8 122.00- 0.6000 0.6000 146.00 T14 I Feedline Ladder(A� 96.00-122.00 0.6000 0.6000 T I4 2 LDF7-SOA(1-5/8 FOAM) 96.00-I22.00 0.6000 0.6000 T 14 3 LDFS-SOA(7/8 FOAM) 96 00-122.00 0.6000 0.6000 tnxTower J�b Page 816298 Zephyrhills 17 of 47 SSOE Inc. Project Date /ool MUdison Ave. 012-01232-00 16:27:34 07/13/12 Toledo,OH43604 Client Designed by Phone (4!9/255-3830 CC� 81352 FAX. (4l9J 255-6101 Tower Feed Line Description Feed Line K /� Section Record No. Se ment Elev No Ice Ice T14 4 LDFS-SOA(7/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 5 Feedline Ladder(A� 96.00-122.00 0.6000 0.6000 Tl4 6 LDF7-SOA(1-5/8 FOAM) 96.00-122.00 0.6000 0.6000 Tl4 7 TSZ 999 066/xxxM-8AWG 96.00-122.00 0.6000 0.6000 (1-1/32") Tl4 8 LDF2-SOA(3/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 9 LDF7-SOA(I-5/8FOAM) 96.00-122.00 0.6000 0.6000 T14 10 LDF7-SOA(I-5/8FOAM) 96.00-122.00 0.6000 0.6000 T14 II EWP63 96.00-122.00 0.6000 0.6000 T14 12 LDF7-SOA(l-5/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 13 LDF4RN-SOA(1/2 FOAM) 96.00-122.00 0.6000 0.6000 T14 14 LDF7-SOA(I-5/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 IS Feedline Ladder(A� 96.00-122.00 0.6000 0.6000 T14 16 Feedline Ladder(A� 96.00-122.00 0.6000 0.6000 T 14 l7 Feedline Ladder(A� 96.00-I22.00 0.6000 0.6000 T 14 I 8 Climbing Ladder 96.00-122.00 0.6000 0.6000 T14 19 Safety Line 3/8 96.00-122.00 0.6000 0.6000 T I S t Feedline Ladder(A� 72.00-96.00 0.6000 0.6000 T I S 2 LDF7-SOA(1-5/8 FOAM) 72.00-96.00 0.6000 0.6000 T15 3 LDFS-SOA(7/8 FOAM) 72.00-96.00 0.6000 0.6000 TIS 4 LDFS-SOA(7/8 FOAM) 72.00-96.00 0.6000 0.6000 T l5 5 Feedline Ladder(A� 72.00-96.00 0.6000 0.6000 T I 5 6 LDF7-SOA(1-5/8 FOAM) 72.00-96.00 0.6000 0.6000 T l5 7 TSZ 999 066/xxxM-8AWG 72.00-96.00 0.6000 0.6000 (1-I/32") T I S 8 LDF2-SOA(3/8 FOAM) 72.00-96.00 0.6000 0.6000 T I S 9 LDF7-SOA(1-5/8 FOAM) 72.00-96.00 0.6000 0.6000 T15 10 LDF7-SOA(I-5/8 FOAM) 72.00-96.00 0.6000 0.6000 T I S I I E W P63 72.00-96.00 0.6000 0.6000 T I 5 I 2 LDF7-SOA(I-5/8 FOAM) 72.00-96.00 0.6000 0.6000 T15 (z r npauN-SOA(!i2 FOAM) ?2.OQ-96.00 Q 6Q00 0.600n T I S l4 LDF7-SOA(l-5/8 FOAM) 72.00-96.00 0.6000 0.6000 T I S l 5 Feedline Ladder(A� 72.00-96.00 0.6000 0.6000 T I S 16 Feedline Ladder(A� 72.00-96.00 0.6000 0.6000 T I S 17 Feedline Ladder(A� 72.00-96.00 0.6000 0.6000 T I 5 18 Climbing Ladder 72.00-96.00 0.6000 0.6000 TIS 19 Safety Line 3/8 72.00-96.00 0.6000 0.6000 T 16 I Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 T16 2 LDF7-SOA(I-5/8FOAM) 52.00-72.00 0.6000 0.6000 T16 3 LDFS-SOA(7/8 FOAM) 52.00-72.00 0.6000 0.6000 T16 4 LDFS-SOA(7/8 FOAM) 52.00-72.00 0.6000 0.6000 T I6 5 Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 T16 6 LDF7-SOA(1-5/8FOAM) 52.00-72.00 0.6000 0.6000 T16 7 TSZ 999 066/xxxM-8AWG 52.00-72.00 0.6000 0.6000 (1-1/32") T16 8 LDF2-SOA(3/8 FOAM) 52.00-72.00 0.6000 0.6000 i'16 9 LDF7-SOA(I-5/8 FOAM) 52.00-72.00 0.6000 0.6000 T l6 10 LDF7-SOA(1-5/8 FOAM) 52.00-72.00 0.6000 0.6000 T16 l l EWP63 52.00-72.00 0.6000 0.6000 T I 6 12 LDF7-SOA(I-5/8 FOAM) 52.00-72.00 0.6000 0.6000 T16 13 LDF4RN-SOA(1/2 FOAM) 52.00-72.00 0.6000 0.6000 T'16 14 LDF7-50A(1-5/8FOAM) 52.00-72.00 0.6000 0.6000 T 16 I S Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 T 16 I6 Fecdline Ladder(A� 52.00-72.00 0.6000 0.6000 716 17 Fecdline Ladder(A fl 52.00-72.00 0.6000 0.6000 T16 18 Climbing Ladder 52.00-72.00 0.6000 0.6000 T 16 19 Safety Linc 3/8 52.00-72.00 0.6000 0.6000 T 17 I Feedline Ladder(A� 32.00-52.00 0.6000 0.6000 T17 2 LDF7-SOA(l-5/8FOAM) 32.00-52.00 0.6000 0.6000 Tl7 3 LDFS-SOA(7/8 FOAM) 32.00-52.00 0.6000 0.6000 T17 4 LDFS-SOA(7/8 FOAM) 32.00-52.00 0.6000 0.6000 T17 5 Fccdlinc Ladder(A� 32.00-52.00 0.6000 0 6000 tnxTower Job Page 816298 Zephyrhills 18 of 47 SSOE Inc. Project Date l00!Madison Ave. 012-01232-00 16:27:34 07/13/12 Toledo,OH 43604 Client Designed by Phone. (419)255-3830 CCI 81352 FAX. (419)255-6/01 Tox�er Feed Line Description Feed Line K� /� Section Record No. Se ment Elev No Ice Ice TU 6 LDF7-SOA(I-5/8 FOAM) 32.00-52.00 0.6000 0.6000 T17 7 rSZ 999 066/xxxM-8AWG 32.00-52.00 0.6000 0.6000 (1-I/32") T17 8 LDF2-SOA(3/8 FOAM) 32.00-52.00 0.6000 0.6000 T'l7 9 LDF7-SOA(l-5/8 FOAM) 32.00-52.00 0.6000 0.6000 T U 10 LDF7-SOA(1-5/8 FOAM) 32.00-52.00 0.6000 0.6000 T17 I l EWP63 32.00-52.00 0.6000 0.6000 T 17 12 LDF7-SOA(1-5/8 FOAM) 32.00-52.00 0.6000 0.6000 TU 13 LDF4RN-SOA(1/2FOAM) 32.00-52.00 0.6000 0.6000 T17 l4 LDF7-SOA(1-5/8 FOAM) 32.00-52.00 0.6000 0.6000 T17 15 Feedline Ladder(Afl 32.00-52.00 0.6000 0.6000 T17 16 Feedline Ladder(Afl 32.00-52.00 0.6000 0.6000 T 17 17 Feedline Ladder(A� 32.00-52.00 0.6000 0.6000 T 17 18 Climbing Ladder 32.00-52.00 0.6000 0.6000 T 17 19 Safcty Line 3/8 32.00-52.00 0.6000 0.6000 T18 1 Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 T 18 2 LDF7-SOA(I-5/8 FOAM) 8.00-32.00 0.6000 0.6000 T l8 3 LDFS-SOA(7/8 FOAM) 8.00-32.00 0.6000 0.6000 T l8 4 LDFS-SOA(7/8 FOAM) 8.00-32.00 0.6000 0.6000 T l8 5 Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 T I 8 6 LDF7-SOA(1-5/8 FOAM) 8.00-32.00 0.6000 0.6000 T I 8 7 i'SZ 999 066/xxxM-8AWG 8.00-32.00 0.6000 0.6000 (I-1/32") T18 8 LDF2-SOA(3/8 FOAM) 8.00-32.00 0.6000 0.6000 TIS 9 LDF7-SOA(1-5/8FOAM) 8.00-32.00 0.6000 0.6000 TI8 I0 LDF7-SOA(I-5/8FOAM) 5.00-32.00 0.6000 0.6000 T18 II EWP63 8.00-32.00 0.6000 0.6000 T18 12 LDF7-SOA(I-5/8FOAM) 8.00-32.00 0.6000 0.6000 T18 13 LDF4RN-SOA(I/2FOAM) 8.00-32.00 0.6000 0.6000 T l8 14 LDF7-SOA(I-5/8 FOAM) 8.00-32.00 0.6000 0.6000 T!R 15 Fecdliee Ladde*!Af? g.nn_32.00 0.6000 0 5000 T18 16 Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 T 18 17 Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 T I 8 18 Climbing Laddcr 8.00-32.00 0.6000 0.6000 T 18 I 9 Safet Line 3/8 8.00-32.00 0.6000 0.6000 Discrete Tower Loads Description � �Face Offset Offsets: Azimuth� Placement CqA,4 q C,qA� Weight or Type Hor: Adjustment Front Side Leg Latera! [�er•t f ° f� !r fr' K f ft Zephyrhills Platform C None 0.00 96.00 No Ice 41.00 4L00 3.00 Scctor Mount[SM 408-3] A None 0.00 177.00 No Icc ?2.45 22.45 1.02 (3)LPD-7905/8 w/Mount A From Leg 3.00 0.00 177.00 No Icc 6.21 I L53 0.08 P�pe 0.00 0.00 (3)LPD-7905/8 w/Mount B From Leg 3.00 0.00 177.00 No Ice 6.21 I 1.53 0.08 Pipc 0.00 0.00 (3)LPD-7905/8 wi Mount D From Leg 3.00 0.00 U7.00 No Ice 6.21 1 1.53 0 08 P�P� 0.00 tnxTower �ob Page 816298 Zephyrhills 19 of 47 SSOE Inc. Project Date 1001 Madrsan Ave. O�2-0�232-00 16:27:34 07/13/12 Toledo.OH43604 Client Designed by Phone. (419)255-3830 FAX. (4l9)155-610/ CCI 81352 Descriptron Face OJjset Offsets. Azimuth Placement C,�Aq C,i,9,, Weight or Tvpe Horz Adjustment Front Side Leg Lateral I�ert f ° rt fr' fr' K ft � 0.00 Pipe Mount[PM SOl-1] C From Leg 0.50 0.00 185 00 No[ce 3 47 1.67 0.05 0.00 0.00 Sector Mount[SM 402-3] C None 0.00 194.00 No Ice 1891 18.91 0.85 (2)RR65-19-02DP B From Lcg 3.00 0.00 194 00 No Ice 5.87 2J5 0 02 0.00 0.00 TMBX�S U-AI M w/Mount B From Leg 3.00 0.00 194.00 No Ice 5.54 5 02 0.04 P�p� 0.00 0.00 (2)LGP13908 TMA B From Leg 3.00 0.00 l94 00 No Ice 0.59 0.28 0.01 0.00 0.00 ETW200VS12UB B From Leg 3.00 0.00 194 00 No Icc 0 47 0.18 0.01 0.00 0.00 (2)RR65-I9-02DP C From Leg 3.00 0.00 194.00 No Ice 5.87 2J5 0.02 0.00 0.00 TMBX�6517-A1 M w/Mount C From Lcg 3.00 0.00 194.00 No Icc 5.54 5.02 0.04 Pipc 0.00 0.00 (2)LGP13908 TMA C From Leg 3.00 0.00 194.00 No Ice 0.59 0.28 O.OI 0.00 O.QO ETW200VS12UB C FromLeg 3.00 0.00 194.00 Nolce 047 018 001 0.00 0.00 (2)RR65-19-02DP D From Leg 3.00 0.00 194.00 No Icc 5.87 2J5 0.02 0.00 0.00 TMBX�517-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 0.01 0.00 0.00 ETW200VS12UB D FromLeg 3.00 0.00 194.00 Noicc 047 Ol8 0.01 0.00 0.00 Zephyrhills Platform C None 0.00 195.00 No Ice 41.00 41.00 3.00 Sector Mount[SM 502-3] B Nonc 0.00 203.00 No Icc 33.02 33.02 1.67 (2)PCSA090-19-2 w/Mount A From Leg 4.00 0.00 203.00 No Ice 7.07 6.56 0.05 Pipe 0 00 0.00 APXV9ERR18-C w/Mount A From Leg 4.00 0.00 203.00 No Ice 8.26 6.47 0.07 P�pe 0.00 0.00 RRUS A2 Module A From Leg 4 00 0.00 203.00 No Ice I.87 0 42 0 02 0.00 -3.00 (2)RRUS-I I 1900MHz A From Leg 4 00 0.00 203.00 No Icc 2.94 1 19 0 04 0.00 0.00 RRUS-I I 800MHz A From Lcg 4.00 0.00 203 00 No Ice 2.94 1.52 0 OS 0.00 tnxTower �ob Page 816298 Zephyrhills 20 of 47 SSOE Inc. Project Date /oo�Madison Ave. 012-01232-00 16:27.34 07/13/12 Toledo,OH43604 Client Designed by Phone. (4!9)255-3830 FAX. (4!9)255-6l0/ CCI 81352 Description Face Offset Offsets. Azimuth Placement CqA,4 C,9AA Weight or Tvpe Horz Adjustment Front Side Leg Latera! ['ert f� ° fi jr' fr' x J� f o.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 Fi]ter A From Lcg 4.00 0.00 203.00 No Icc 0.26 0.25 0.01 0.00 0.00 6'mount pipc A From Leg 4.00 0.00 203.00 No Icc 1 77 I 77 0.04 0.00 0.00 (2)PCSA090-19-2 w/Mount B From Leg 4.00 0.00 203.00 No Ice 7.07 6.56 0 OS P�Pe 0.00 0.00 APXVERRI8-C w/Mount B From Leg 4.00 0.00 203.00 No[ce 8.26 7 01 0.08 P�pe 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-I I 1900MHz B From Leg 4.00 0.00 203.00 No Ice 2.94 l l9 0.04 0.00 0.00 RRUS-I 1 800MHz B From Leg 4.00 0.00 203.00 No Icc 2.94 1.52 0.05 0 00 0.00 (3)4CU-q2p-N B Fron,�eg 4.00 0.00 203 00 Np IrP 0.08 0 Id Q00 �.�0 0.00 S00 MHz SMR Filter B From Leg 4.00 0.00 203.00 No Ice 0.26 0.25 0.01 0.00 0.00 (2)TN I U2X 248T/256X HP B From Leg 4.00 0.00 203 00 No Ice 1.25 0.46 0.01 0 00 0.00 6'mount pipe B From Leg 4.00 0.00 203 00 No[ce 1 77 1 77 0.04 0.00 0.00 (2)PCSA090-19-2 w/Mount C From Leg 4.00 0.00 203 00 No Icc 7.07 6.56 0.05 Pipe 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 I.87 0.42 0.02 0.00 -3.00 (2)RRUS-I 1 1900MHz C From Leg 4.00 0.00 203 00 No Ice 2.94 I 19 0.04 0.00 0.00 RRUS-I I SOOMHz C From Leg 4.00 0.00 203.00 No Ice 2.94 L52 0.05 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 Filter C From Leg 4.00 0.00 203 00 No Ice 0.26 0.25 0 01 0.00 tnxTower J�b Page 816298 Zephyrhills 21 of 47 SSOE Inc. Project Date �oo/MadisonAve. 012-01232-00 16:27 34 07/13/12 Toledo.OH 43604 C�ient Designed by Pho�:e. (419)155-3830 CC� FAX. (419)255-6l0! 81352 Description Face Offset O�jsets. Azimuth Placement C.4Aa CA.4,� Weight or Type Horz Adjustment Frorrt Side Leg Lateral Vert f ° f� (r R' �c f� f� o.00 6'mount pipe C From Leg 4.00 0.00 203.00 No Ice I 77 I 77 0.04 0.00 0.00 Sector Mount[SM 602-3] B None 0.00 215.00 No Icc 33 1 I 33 I I 1.54 (4)DB878G90A-XY A From Leg 3.00 0.00 215.00 No Ice 10.30 7.53 0.05 w/Mount Pipe 0.00 0.00 (3)D6878G90A-XY B From Leg 3.00 0.00 215.00 No Icc 1030 7.53 0.05 w/Mount Pipe 0.00 0.00 (4)D6878G90A-XY C From Leg 3.00 0.00 215 00 No Ice 1030 7.53 0.05 w/Mount Pipe 0.00 0.00 Sector Mount[SM 402-3] B None 0.00 227 00 No Ice 18.91 18.91 0.85 (2)UMWD-03319-RZDM w/ A From Leg 3.00 0.00 227.00 No Ice 6.39 4 76 0.05 Mount Pipe 0.00 0.00 (2)UMWD-03319-R2DM w/ B From Leg 3.00 0.00 227.00 No Icc 639 4 76 0.05 Mount Pipe 0.00 0.00 (2)UMWD-033I9-R2DM w/ C From Leg 3.00 0.00 227.00 No Icc 639 4 76 0.05 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 0.10 Lightning Rod l0'x 0.5" C None 0.00 288.00 No Ice 0.50 0.50 0.01 Dishes Description Face 9 Dish � Offset O�j'sets. Azimuth 3 d8 Elevation Outside Aperture Weight or Type Type Hor� Adjustment Beam Diameter Area Leg Laterul Width l�ert ft � � ft 1t f� K PAR6-65 C Paraboloid w/o From 0.50 37.00 185.00 6.00 No Ice 28.27 0 14 Radome Leg 0.00 0.00 ANT2 0.6 1 1 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 Load Combinations Comb Description No trtxTower Job Page 816298 Zephyrhills 22 of 47 SSOE Inc. Project Date 100/Madison Ave. O'I Z-O'I232-O0 16:27.34 07/13/12 Toledo.OH 43604 Client Designed by Phone. (4!9)255-3830 FAX (4/9)255-6101 CCI 81352 Comfi Description No 1 Dead Only 2 L2 Dead+1.6 Wind 0 dcg-No Icc 3 0.9 Dead+1.6 WindO deg-No Ice 4 1.2 Dead+1.6 Wind 45 deg-No Ice 5 0.9 Dead+1.6 Wind 45 deg-No Ice 6 1.2 Dead+1.6 Wind 90 deg-No Ice 7 0.9 Dead+1.6 Wind 90 deg-No Ice 8 1.2 Dead+L6 Wind 135 deg-No Ice 9 0.9 Dead+1.6 Wind 135 deg-No Ice 10 I.2 Dead+1.6 Wind 180 deg-No Ice 1 I 0.9 Dead+1.6 Wind 180 deg-No Ice 12 I.2 Dead+1.6 Wind 225 deg-No Ice 13 0.9 Dead+1.6 Wind 225 deg-No Ice 14 L2 Dead+1.6 Wind 270 deg-No Icc IS 0.9Dead+].6Wind270deg-Nolce l6 I.2 Dead+1.6 Wind 3IS deg-No Ice 17 0.9 Dead+1.6 Wind 315 deg-No[ce I 8 Dead+Wind 0 deg-Service 19 Dead+Wind 45 deg-Servicc 20 Dead+Wind 90 deg-Service 21 Dead+Wind 135 deg-Service 22 Dead+Wind l80 deg-Service 23 Dead+Wind 225 deg-Service 24 Dead+Wind 270 deg-Service 25 Dead+Wind 315 deg-Service Maximum Tower Deflections - Service Wind Section Elevatron Horz. Gov Tilt Twist No De�lection Load �t in Comb ° ° T l 288-279 L26 25 0.02 0.00 T2 279-272 1.21 25 0.02 0.00 T3 272-259 1 17 25 0.02 0.00 T4 259-247 I 10 25 0.02 0.00 TS 247-237 1.04 25 0.02 0.00 T6 237-232 0.99 25 0.02 0.00 T7 232-222 0.96 25 0.02 0.00 T8 222-210 0.91 25 0.02 0.00 T9 2l0-195 0.84 25 0.02 0.00 T10 I95-183 0 76 25 0.02 0.00 TI 1 183-171 0.69 25 0.02 0.00 T12 171 -146 0.63 25 0.02 0.00 T13 146-122 0.50 25 0.02 0.00 T 14 I 22-96 0 40 25 0.01 0.00 T I S 96-72 0.30 25 0.01 0.00 T16 72-52 0.22 25 0.01 0.00 T17 52_32 0IS 25 0.01 0.00 T18 32-0 0.09 25 0.00 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov Deflection Ti(t Twist Radius of Load Curvatt�re r� Comb. in ° ° f� tnxTower J°b Pa9e 816298 Zephyrhills 23 of 47 SSOE Inc. Project Date lool Madtson Ave. 012-01232-00 16:27:34 07/13/12 Toledo,OH43604 Client Designed by Phone (419)255-3830 FAX. (419)255-6101 CC� 81352 Elevation Appurtenance Gov De�lection Tilt Twist Radius of Load Carvature f1 Comb. in ° o f 288.00 Flash Beacon 25 I.26 0.02 0.00 Inf 285.00 DB224 25 1.24 0.02 0.00 Inf 227.00 Sector Mount[SM 402-3] 25 0.93 0.02 0.00 [nf 215.00 Sector Mount[SM 602-3] 25 0.87 0 02 0 00 357140 203.00 ANT2 0.6 1 l HPX 25 0.80 0.02 0 00 Inf 195.00 Zephyrhills Platform 25 OJ6 0.02 0.00 263129 194.00 Sector Mount[SM 402-3] 25 0 75 0.02 0.00 278391 185.00 PAR6-65 25 0 70 0 02 0.00 513716 177.00 Sector Mount[SM 408-3] 25 0.66 0.02 0.00 Inf 96.00 Zephyrhills Platform 25 0.30 OAl 0.00 292557 Maximum Tower Deflections - Desi n Wind Section Elevation� w Horz.~� . Gov��g.,���.� �Tilt �. ���..�.j� . Twist �� No De�lection Load ft in Comb ° ° T I 288-279 6.50 16 0 12 0.01 T2 279-272 6.26 16 0.12 0.01 T3 272-259 6.07 16 0.12 0.01 T4 259-247 5 7l l6 0 12 0.01 TS 247-237 538 16 0.12 0.01 T6 237-232 5l0 16 0.12 0.01 T7 232-222 4.97 16 0 l2 0.01 T8 222-210 4 70 16 0 I 2 0.01 T9 210-195 436 16 0.1 l 0.01 Ti0 195-ix3 392 lo Qii u.01 T I I l83-171 3.59 16 0.10 0.01 T12 171 -146 3.25 16 0.10 0.01 T 13 146-122 2.61 I 6 0.09 0.01 T 14 122-96 2.08 16 0.07 0.01 T 15 96-72 1.54 16 0.06 0.00 T 16 72-52 1 13 l6 0.04 0.00 T 17 52-32 0 78 I 6 0.03 0.00 Tl8 32-0 045 16 0.02 000 Critical Deflections and Radius of Curvature - Desi n Wind _�____� ,. ---.�,....mR,. __. a_ _ ,- �--- -� -�-- --_--- - ---_m---a-- - .____ - Elevation Appurtenance Gov Deflection Tilt Twist Radi:�s of Load Curvahire f Comb. in ° ° ,t 288.00 Flash Beacon 16 6.50 0.12 0.01 271945 285.00 DB224 16 6.42 O.12 0.01 271945 227.00 Scctor Mount[SM 402-3] l6 4.83 0 12 0 01 380815 215.00 Sector Mount[SM 602-3] 16 4.50 0.12 0.01 70079 203.00 ANT2 0.6 1 I HPX 16 4 IS 0 1 I 0.01 204839 195.00 Zephyrhills Platform 16 3.92 0 I l OAl 51124 194.00 Sector Mount[SM 402-3] 16 3.89 0 1 I 0 01 541 13 185.00 PAR6-65 16 3.65 0.1 I 0 O l 99082 177.00 Sector Mount[SM 408-3] 16 3 42 0 10 0.01 410162 96.00 Zephyrhills Platform 16 1.54 0.06 0.00 5641 I tnxTower Job Page 816298 Zephyrhills 24 of 47 SSOE Inc. Project Date 100!MadisonAve. O�Z-O�232-00 16:27:34 07/13/12 Toledo,OH43604 Client Designed by Phane (4!9)255-3830 FAX (419)255-6101 CCI 81352 Boit Desi n Data Section Elevation Component �Bolt Bolt Size Number A Maximum A!(owable Ratio Allowab(e Criteria �._� No Type Grade Of Load per Load Load Ratio f/ in Bolts Bolt K Allowable K T1 288 Diagonal A325N 0 75 2 03l 35 78 0 009 � � Bolt Shear Top Girt A325N 0 75 2 0.1 I zz•29 0.005 1/ � Member Block Shear T2 279 Diagonal A325N 0 75 2 0.63 26.20 Q 024 ✓ I Member Block Shear Horizontal A325N 0.75 2 0 46 22.66 0.021 � � Member Block Shear T3 272 Diagonal A325N 0 75 2 I.56 26.20 0.060 � � Member Block Shear Horizontal A325N OJS 2 0 73 32.18 0.023 � � Member Block Shear T4 259 Diagonal A325N 0.75 2 2.U 23 16 Q 094 ✓ I Member Block �/ Shear Horizontal A325N 0 75 2 I 19 22.66 0.052 P � Member Block Shear i5 247 Leg A325N 0 75 8 3.86 35 78 � �Qg ✓ 1 Bolt DS Diagonal A325N 0 75 2 2.40 27 73 ��g� � I Membcr Block Shcar Horizontal A32SN 0 75 2 1.61 24.02 0.067 � � Member Block Shear T6 237 Diagonal A325N OJS 2 235 35 78 Q 066 � 1 Bolt Shear Horizontal A325N 0 75 2 1.92 22.66 0.085 � � Member Block Shear T7 232 Diagonal A325N 0.75 3 230 30.21 Q 076 � I Membcr Block Shear Horizontal A325N 0 75 2 2.46 35 78 0.069 � � Bolt Shear T8 222 Leg A325N 0.75 12 5 78 35 78 Q 16� ✓ I Bolt DS Diagonal A325N 0 75 3 3.62 24�� 0.150 � � Member Block Shear Horizontal A325N 0.75 2 3 40 24.02 Q 14� ✓ 1 Member Block Shear T9 210 D�agonal A325N 0 75 3 5.67 24 �� 0.235 � i Member Block Shear Horizontal A325N 0.75 2 4.85 24.02 �ZQZ ✓ I Mcmber Block Shear T10 195 Leg A325N 0.88 12 12.26 48J l p 252 � I Bolt DS Diagonal A325N OJS 4 4.57 25 44 ��g� ✓ I Member Block Shear Horizontal A325N 0 75 3 432 34 41 � �26 � 1 Member Block Shear T1 I 183 Diagona] A325N 0 75 4 5.33 23.92 �223 � 1 Mcmber Block Shear Horizontal A325N 0 75 3 5.29 34 4l 0 154 � l Member Block Shear T12 l71 Leg A325N 0.88 16 IS09 48•�� 0.3I0 � � BoItDS Diagona] A325N OJS 5 7 40 35 78 �Z�� ✓ I Bo][Shcar Horizontal A325N 0 75 3 5.96 23 90 0.249 � � Member Block Shcar T13 146 Leg A325N I.00 �Z 2g_88 63.62 0.454 � � Bolt DS Diagonal A325N 0 75 5 7.56 35 78 Q z�� ✓ I Bolt Shcar tnxTower Job Page 816298 Zephyrhills 25 of 47 SSOE Inc. Project Date �001 Madison Ave. 012-01232-00 16:27.34 07/13/12 Toledo,OH 43604 Client Designed by Phone. (4!9)255-3830 FAX (4!9)255-6l0! CCI 81352 Section Elevation Camponent Bolt Bolt Size Number Mcuimum�Allowable�� Ratio Allowable Crrteria No Type Grade Of Loadper Load Load Ratio ft in Bolts Bolt K Allowable K Horizontal A325N 0 75 3 6.81 35 78 0.190 � l Bolt Shear T14 l22 Leg A325N 1.00 16 28.1 I 63.62 0 442 � � Bolt DS Diagonal A325N 0.75 5 7.85 30 47 �258 � I Membcr Block Shear Horizontal A325N OJS 3 7.37 23.90 0308 � � Member Block Shear TIS 96 Lcg A325N l00 20 28.16 63.62 0.443 � � BoItDS Diagona] A325N 0 75 5 7.84 30 47 0 257 ✓ I Membcr Block Shcar Horizonta] A325N 0.75 3 8.35 35 78 0.233 � � Bolt Shcar T 16 72 Leg A325N 1 00 20 33 48 63.62 0.526 -� l Bolt DS Diagonal A325N 0 75 5 738 30.47 �24z Y l Mcmber Block Shear Horizontal A325N 0.75 3 8.90 23.90 �372 � I Membcr Block Shear TU 52 Leg A325N I.00 20 38.05 63.62 �598 � I Bolt DS Diagonal A325N 0 75 3 12.58 34.02 �370 � 1 Member Block Shcar Horizontal A325N 0.75 3 9 44 Z� �g p,445 � � Member Block Shcar T18 32 Lcg A325N 100 20 38.23 63.62 0.601 � � Ba�tDS Diagonal A325N 0.88 5 14.20 48 71 �292 � l Bolt Shear Horizontal A325N 0.75 4 14.53 35 78 0 406 � � Bolt Shear Com ression Checks Le Desi n Data Com ression Section Elevation Size L L„ KI/r A P„ �p„ Ratio No f, f f f in K K �P,� T1 288-279 LSx5x1/2 9.04 9.04 I103 4 75 -039 87 75 0.004' K=1.00 ✓ T2 279-272 LSxSxI/2 7.03 7.03 85.8 4 75 -I 45 124 74 0.012' K=I.00 �/ T3 272-259 LSxSxI/2 13.06 6.53 79 7 4 75 -3 48 134.35 0.026� K=I.00 �' T4 259-247 LSx5x1/2 12.05 6.03 73.6 4J5 -8.64 143 90 0 060� K=1.00 � i 5 247-237 L8x8x5/8 ]0.04 10.04 763 9.61 -I 5 46 282.60 0.055 ' K=I.00 �/ T6 237-232 L8x8x5/8 5.02 5.02 38.1 9.61 -22.12 388.82 0.057' K=I.00 � T7 232-222 L8x8x5/8 10.04 5.02 38.1 9.61 -26.34 388.82 0 068' K=I.00 � trtacTower J�b Page 816298 Zephyrhills 26 of 47 SSOE Inc. Project Date loo�MadisonAve. 012-01232-00 16:27.34 07/13/12 Toledo,OH43604 Client Designed by Phone (4!9)255-3830 C+C+� 81352 FAX. (419)255-6101 Section Elevation Size L L„ K!/r� A P„ �p„ Ratio No. p„ ft ft ft in' K K �p T8 222-210 L8x8x5/8 12.05 6.03 45.8 9.61 -35.56 3�1.04 0.096' K=1.00 ✓ T9 210-l95 L8x8x5/8 15.07 7.53 57.2 9.61 �9.82 340 41 0.146' K=I.00 ✓ T 10 l95-I 83 L8x8x 1 1/8 12.05 6.03 46 4 16 70 -74 16 642.24 0.1 I S' K=I.00 ✓ T1 l 183-171 L8x8xl I/8 12.05 6.03 46A I6J0 -96.23 642.24 0.150� K=I.00 ✓ T12 171 -146 L8x8x1 I/8 25 I 1 12.55 96.6 16.70 -121.61 380.00 0.320� K=l.00 ✓ T 13 146-122 L8x8x3/4 2PLO.SxB 24 10 8.03 37.8 I 9 45 -173.29 788.33 0.220� K=I.00 � T14 122-96 L8x8x3/42PLO.Sx8 26.11 870 4LO 1945 -224.88 77414 0.290� K=1.00 � T I S 96-72 LSx8x I 2PL0 75x8 24 10 8.03 37 4 27.02 -282.00 109739 0.257' K=I.00 ✓ T16 72-52 L8x8x12PL0.625x8 20.09 6.70 3L5 25.02 -335.25 1046.93 0320' K=I.00 ✓ T'17 52-32 L8x8x12PLOJ5x8 20.09 6J0 31.2 27.02 -381.90 1132.32 0.337' K=I.00 ✓ T18 32-0 L8x8x12PL0.875x8 32.14 8.03 371 29.02 -38441 118117 0.325� K=I.00 � � P„ l�P„coniTOls Dia onal Desi n Data Com ression Sectiorr Elevation �Size� L �L„ � `Kl/r �~ A� P„ � g�p„y� j �Ratio No Pu 1t ft ft in' K K �P„ Tl 288-279 2L21/2x2x1/4x3/8 10.61 1009 1414 2.13 -0.61 2408 0.025' K=I.00 � T2 279-272 2L2 1/2x2x1/4x3/8 9.27 8 75 128.5 2.13 -I.S4 29 13 0.053� K=0 96 ✓ T3 272-259 2L21/2x21/2xl/4x3/8 1475 14.23 151.6 2.38 -3.50 2340 0149' K=I.00 ✓ T4 259-247 2L2�c2 1/2xl/4x3/8 14.28 6.88 143 7 2.13 �.69 23.29 0.201 ' K=I.00 � TS 247-237 2L3x2 U2x1/4x3/8 13.05 12.53 1441 2.63 -5.25 28.62 0183 � K=0.91 ✓ T6 237-232 2L3 I/2x2 1/2x5/16x3/8 10.04 9.51 1 12.9 3.55 �71 62.90 0.075� K=I.00 �/ T7 232-222 2L2 1/2x3x5/16x3/8 13 71 6.50 116.2 3.24 -7 73 54.26 0.142' K=1.00 � T8 222-2I0 2L2 I/2x3 V2xl/4x3/8 15 73 7.51 122.1 2.88 -1]47 43.67 0.263� K=1.00 � T9 2l0-195 2L2 U2x3 I/2x V4x3/8 l8 7l 9.00 140.6 2.88 -U.55 32.93 0.533' K=0.96 � TIO 195-183 2L3 I/2x4x1/4x3/8 16.94 8.02 109 I 3.63 -19 12 66.06 0.289' K=I 00 trtxTower �ob Page 816298 Zephyrhills 27 of 47 SSOE Inc. Project Date l001 Madison 9ve. O'IZ-O�232-00 16.27�34 07/13/12 Toledo,OH43604 Client Designed by Phone. (4!9)255-3830 FA,r. �a�9�zss-6�oi CCI 81352 Seclion Elevation Sire L Lu yKl�r A P„ �P„ Ratio No Pu f fi ft in' K K �pn TI I 183-l7l 2L3x3 1/2xl/4x3/8 17.50 16.61 126.6 3 13 -22.02 44.09 0 99� K=1.00 � T12 I71 -146 2L3 I/2x5x3/8x3/8 28.88 13.90 153.2 6.09 -36.98 58.62 0.631 ' K=0.94 � T13 146-122 2L3 1/2x5x3/8x3/8 28.86 9.62 I(6.6 6.09 -37 09 101.21 0.366' K=1.03 � T14 122-96 2L31/2x5x5/16x3/8 3148 1049 122.3 512 -40.20 77.28 0.520' K=I.00 ✓ TIS 96-72 2L31/2x5x5/16x3/8 30.81 10.27 I19.8 512 �0.50 80.13 0.505� K=I.00 � Tl6 72-52 2L3 I/2x4x5/16x3/8 28J2 9.57 1 l3 7 4 49 -38.50 78.49 0.491 ' K=I.06 ✓ T17 52-32 2L31/2x4x5/16x3/8 29.68 9.89 115.5 449 -3949 76.07 0.519' K=1.04 ✓ T18 32-0 2LSx5x3/8x3/8 2737 912 951 7.22 -6974 167.68 0.416' K=L36 � � P„ l�P„controls Horizontal Desi n Data Com ression Seclion Elevution Size i, L„ � Klir A P„ �r„ Rurio No. P f f� ft in' K K �P,� T2 279-272 2L21/2x2x1/4x3/8 II 19 533 100.8 2.13 -0.85 4042 0021 � K=1.24 � T3 272-259 2LSx3xl/4x3/8 12.11 5.80 8L5 3.88 -1.39 7348 0.019' K=I.90 ✓ T4 259-247 2L2 U2�xl/4x3/8 13.83 6.65 1109 2.13 -2.34 36.11 0.065' K=1.09 � TS 247-237 2L3x21/2xl/4x3/8 1541 744 1073 2.63 -313 46.50 0.067' K=1 13 � T6 237-232 2L21/2x2x1/4x3/8 1673 8.10 1231 2.13 -3.63 31.07 0117' K=0.99 ✓ T7 232-222 2LSx31/2x3/8x3/8 17.39 8.43 9L6 6.09 �.60 126.83 0.036' K=1 45 ✓ T8 222-210 2L3x2xl/4x3/8 18J1 9.09 134.3 2.38 -6.55 29.80 0.220� K=1.00 � T9 210-195 2L3x2xl/4x3/8 20.29 9.89 144 1 2.38 -9 73 25.89 0.376' K=1.00 ✓ T10 195-183 2LSx3x5/16x3/8 22.27 IOJ8 112.1 4.80 -13.25 79.26 0.167' K=I.00 ✓ TI I 183-171 2LSx3 l/2x5/16x3/8 23.85 1 L57 103 1 5 12 -15.53 9331 0 166' K=l.20 ✓ T12 171 -146 2L3 I/2x2 V2xV4x3/8 2544 12.36 143 l 2.88 -17.95 3l 77 0.565' K=1 00 ✓ Tl3 l46-122 2L5x3 I/2x3/8x3/8 28J4 l4 01 I 19 4 6.09 -20.42 93 14 0.219� K=(.00 � tnxTower J�b Page 816298 Zephyrhilis 28 of 47 SSOE Inc. Project Date /001 MadisonAve. O�Z-O�L32-OO 16:27:34 07/13/12 Toledo,OH436o4 Client Designed by Phone. (4!9)255-3830 FAK (419)255-610/ CCI 81352 Section Elevation Sire L L„ Klb• A P„ �p„ Ratio No. Pu Jt jt ft in' K K �P„ T14 122-96 2LAx3x1/4x3/8 31.90 15.60 1497 3.38 -22.19 34.07 0.651 � K=I.00 � TIS 96-72 2L4x3 I/2x3/8x3/8 3533 U31 155.2 5.34 -25 OS 50.06 0.500� K=0.93 ✓ T I 6 72-52 2L3 1/2�c2 I/2x I/4x3/8 38.50 9.63 85.8 2.88 -26.81 63.34 0 423 ' K=0.83 ✓ T17 52-32 2L21/2x21/2xl/4x3/8 41 14 ]0.28 100.1 2.38 -28.13 4549 0.618' K=0.62 ✓ T I 8 32-0 2L6x4x3/8x3/8 43 78 I 5.97 121 4 7.22 -52.36 106 79 0 490' K=1.00 � � P„ l�p„controls To Girt Desi n Data Com ression .�__.._.�_.�o._. __ ___. �_. . , - _ __. _ ___�_ __ ___...��.__.___ . ., __ Section Elevation Size L L„ Kl/r A P„ �p„ Ratio No p Jr ft jt irY K K �p TI 288-279 2L3x2 I/2xU4x3/8 10.00 4 77 903 2.63 -0.24 55 48 0.004� K=1 49 � � �„ /�pF„cant��ols Redundant Horizontal 1 Desi n Data Com ression Sectron ElevationN��. �_�m._�..J m�Size ° L V�, L„ . KI/r F j A 4^�� �p„ � v� �P„ Ratio � No Pu rr rl /t in' K K �P„ T3 272-259 L2 1/2�c2x1/4 3.03 3.03 102.8 1.06 -0 19 19.6R 0.010� K=l.20 � T4 259-247 L2 1/2x2x I/4 3 46 3 46 108.9 I 06 -0.14 18.39 0.008� K=1 I1 ✓ T7 232-222 L2 I/2x2x1/4 4.35 4.35 123.0 1 06 -0.64 15 48 0.041 ' K=1.00 ✓ T8 222-210 L2 I/2x2x1/4 4.68 4.68 132.4 l 06 -1.22 13.65 0.089� K=1.00 ✓ T9 210-195 L2 1/2x2x1/4 5.07 5.07 143.6 1.06 -136 I 1.62 0.1 U' K=I.00 � TIO 195-183 2L2 I/2x2x1/4x3/8 5.57 5.57 102.6 2.13 -L50 39.65 0.038' K=I.20 ✓ T I 1 183-171 L2x2 1/2xU4 5 96 5.96 168.8 I 06 -L54 8 41 0.183 ' K=1 00 ./ �� T12 171 -146 L2x2 I/2xV4 6.36 636 180.0 1.06 -2.00 739 0.271 � K=1.00 � T13 146-122 L2x2 1/2x1/4 4 79 4 79 I35.5 1.06 -2.66 13 03 0.204' K=1.00 � T14 122-96 L2x2 I/2xl/4 532 532 I50.5 1.06 -3.64 10.57 0.344� tnxTower J�b Pa9e 816298 Zephyrhills 29 of 47 SSOE Inc. Project Date !00/Madison Ave. 012-01232-00 16:27:34 07/13/12 Toledo,OH 43604 Client Designed by Phone. (4!9)255-3830 FAX. (419)255-6101 CCI 81352 Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. P„ f� ft ft in' K K �p K=l.00 ✓ T 15 96-72 L2x2 1/2x l/4 5.89 5.89 166.7 1.06 4.26 8.62 0.494' K=I.00 ✓ T16 72-52 2L2 I/2x2xV4x3/8 6.42 6.42 109 I 2.13 -5.04 36.88 0.137� K=1 1 I � Tl7 52-32 2L2 U2x2x1/4x3/8 6.86 6.86 112.5 2.13 -5 74 35 46 O.162' K=I.07 ✓ T 18 32-0 2L2 I/2x2 I/2xl/4x3/8 3.82 3.82 89.8 2.38 -5 78 50.42 0.1 I S� K=I.51 ✓ � P„ /�P„conirols Redundant Horizontal 2 Desi n Data Com ression Section Elevation Size , TM _� __L � L,. K//r ' A� .P, .� ��p, � �PRatio�� No p f� f f� in' K K �P,� T13 146-122 L3x3xl/4 9.58 9.58 194.2 I 44 -2.66 8.63 0.308' K=l.00 ✓ T 14 l22-96 L3x3x I/4 10.63 10.63 2 l 5.6 I 44 -3.64 7.00 0.520' K=I.00 ✓ TIS 96-72 L3x3xU4 11 78 l 1 78 238.7 1 44 �.26 5 71 0 746� K_=1.OQ ✓ T16 72-52 2L21/2x21/2xl/4x3/8 12.83 12.83 200.3 2.38 -5.04 1341 0.376' K=I.00 � T17 52-32 2L2 1/2x2 1/2x1/4x3/8 13 71 13 71 214.0 2.38 -5 74 11 74 0.489' K=1.00 � T18 32-0 2L2 U2x2I/2xU4x3/8 7.65 7.65 1197 2.38 -578 36.28 QI59' K=I.00 ✓ � P„ /�P„controls Redundant Horizontal 3 Desi n Data Com ression Section Elevatiorr Size Lv� L„ K(/r A P„ �P„ Ratio No Pu f f ft ir:' K K �pp T18 32-0 2L3x3x1/4x3/8 I l 47 11 47 148.0 2.88 -5 78 29.69 0.195� K=1.00 � � P„ l�P„COritrOls Redundant Dia onal (1) Design Data (Compression tnxTower Job Page 816298 Zephyrhills 30 of 47 SSOE Inc. Project Date �oo�Mad�son Ave. 012-01232-00 16:27.34 07/13/12 Toledo.OH43604 Client Designed by Phone. (419)255-3830 FAX. (419)255-610! CCI 81352 Section Elevation Sire L L„� � Kl/r A P„ �p„ Ratio No Pu ft f rr in' K K �Pn T3 272-259 L21/2x2x1/4 7.01 7A1 198.5 1.06 -017 6.OR 0.029' K=1.00 � T4 259-247 L2 1/2x2x1/4 6 75 6.75 191.0 1.06 -0 13 6.57 0.019� K=1.00 � T7 232-222 L21/2x21/2x1/4 6.42 6.42 157.0 I 19 -045 10.91 0.041 ' K=I.00 �/ T8 222-210 L21/2x21/2xl/4 738 738 180.4 I 19 -0.96 8.26 0.116' K=1.00 � T9 210-l95 L2 1/2x2 1/2xl/4 8.80 8.80 215 I I 19 -1 13 5.81 0 194� K=1.00 � T10 l95-183 2L2 U2x2x1/4x3/8 7.93 7 93 121 4 2.13 -I 13 31 77 0.036� K=I.00 ✓ Tl1 183-171 L2 V2x2 1/2x5/16 8 19 8 19 201 l l 46 -L09 8 16 0.134' K=I.00 � T12 171 -146 2L2 1/2x2x1/4x3/8 13 70 I3 70 209.6 2.13 -2.16 10.95 0 197' K=1.00 � T13 146-122 2L2 I/2x2x1/4x3/8 9.08 9.08 139.0 2.13 -2.52 24 91 0.101 ' K=I.00 � T14 122-96 2L21/2x2x1/4x3/8 9.90 9.90 ISLS 2.13 -339 209� 0161 ' K=1.00 � TIS 96-72 2L2U2x2x1/4x3/8 9.64 9.64 147.6 2.13 -348 22.OA 0158� K=I.00 � T16 72-52 2L21/2x2x1/4x3/8 8.96 896 137.2 2.13 -3.52 25.56 0.138' K=1.00 � TI7 52-32 2L2 1/2x2x1/4x3/R 926 9.26 141.R 2.13 -3.8R 23 94 0 162� K=1.00 ✓ T18 32-0 2L2 I/2x2 U2xl/4x3/8 8.67 8.67 1353 2.38 -6.55 29.38 0.223' K=1.00 � � P„ /�P„controls Redundant Dia onal (2 Desi n Data Compression) Section Elevation Size L L„ � KI/rLL�. � j A� _. p � No �P„ Ratio P„ f f f �n� K K �Pn Tl3 l46-122 2L2 I/2x2x1/4x3/8 12.09 12.09 185 1 2.13 -1.68 14.05 0.119� K=I.00 � T14 122-96 2L2I/2x2xI/4x3/8 13.29 13.29 203.5 2.I3 -2.27 1I.62 0196' K=1.00 � T15 96-72 2L2 I/2x2 U2xl/4x3/8 13.81 13.81 215.6 2.38 -2.50 11.57 0.216' K=l.00 � T 16 72-52 2L2 1/2x2x I/4x3/8 12.08 12.08 184.9 2.13 -3 I 6 14.07 0.225 ' K=I.00 � TI7 52-32 2L21i2x2x1/4x3/8 12.64 12.64 1934 2.13 -3.53 12.87 0.274' K=1 00 � T18 32-0 2L3x3x3/I6x3/8 1072 10.72 137.0 2.18 -4.05 26.23 0154' K=1.00 ✓ tnxTower �ob Page 816298 Zephyrhills 31 of 47 SSOE Inc. Project Date 100/Madiso�t Ave. O�Z-O'I Z3Z-OO 16.27.34 07/13/12 Toledo,OH43604 Client Designed by Phone. (4191255-3830 FAX (419)255-6101 CCI 81352 � P„ /�P„conirols Redundant Dia onal 3 Desi n Data Com ression Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No Pu f ft ft in' K K �P„ T18 32-0 2LSx3 U2x5/16x3/8 13.57 13.57 116.6 512 -37.85 80.30 0.471 � K=1.00 � � P„ /�P„controls Redundant Hip (1) Desi n Data Compression Section Elevation Size L L„ KI/r� A � �' P„ ~ � No. �_�P„ f� Ratio P„ f� ft ft in' K K �p TIZ 171 -146 2L3 I/2x3 I/2xl/4x3/8 8.99 8.99 109.5 338 -0 16 58.25 0.003� K=1 l 1 � T13 146-122 2L2U2x21/2xl/4x3/8 6.77 6.77 112.8 2.38 -041 3944 0010� K=t.07 ✓ T14 122-96 2L3x21/2x1/4x3/8 7.52 7.52 1077 2.63 -041 46.25 0.009' K=1 13 � TIS 96-72 2L3x21/2xl/4x3/8 8.33 8.33 112.9 2.63 -0.35 43.57 0.008' K=1.07 ✓ T16 72-52 2L3x2 U2xl/4x3/8 9.07 9.07 117.6 2.63 -0.25 41 14 0.006' K=I.02 ✓ TU 52-32 2L3�c2 1/2xU4x3/8 9 70 9 70 123 l 2.63 -0.25 3836 0.007� K=I.00 ✓ T18 32-0 2L3x2 l/2xl/4x3/8 5 41 5 41 943 2.63 -0 73 53.34 0.014� K=I.37 ✓ � P„ /�P„controls Redundant Hi 2 Desi n Data Com ression __�_._. .._._.__ , � __ ___._ . __ .-- -._z ._..___ .. __ _ ._. _m . ._ __�_. _r__ _�.,__ Section Elevation Size L L„ K(/r A P„ P„ Ratio No PL � f f tn� K K �P,� T l3 l46-122 2L2 U2x2 U2x 1/4x3/8 13.55 I 3.55 21 1 4 2.38 -0.20 12.03 0.017� K=I.00 .J 1/ T14 122-96 2L3x21/2xl/4x3/8 15.04 1504 1910 2.63 -0.21 16.29 OAl3 � K=I.00 � TIS 96-72 2L3x21/2x1/4x3/8 16.66 16.66 211.5 2.63 -019 13.28 0014' K=I.00 � T16 72-52 2L3x2 I/2xl/4x3/8 18.15 18.15 230.5 2.63 -0 l3 I I 19 0.01I ' K=I.00 � tnxTower J�b Page 816298 Zephyrhills 32 of 47 SSOE Inc. Project Date 1001 Madison Ave 012-01232-00 16:27:34 07/13/12 Toledo,ON 43604 Client Designed by Phone. (4I9)255-3830 FAX (419)255-6/0! CCI 81352 Section Elevation Size L �L„ K//r A P„ �P„ Ratio No Pu R ft ft in' K K �P„ T17 52-32 2L3x2 I/2xl/4x3/8 19.39 1939 246.3 2.63 -0 l3 9.80 OAl4' K=1.00 � T18 32-0 2L21/2x2x1/4x3/8 10.82 10.82 165.6 2.13 -0.32 17.56 0.018' K=1.00 ✓ � P„ /�P„controls Redundant Hi 3 Desi n Data (Compression Section Elevation � Size � L L„� KI/r� A ° P� °._._.._ No �P„ Ratio P�. rt ft ft in'' K K �pn T18 32-0 2L3x2 U2xU4x3/8 16.22 16.22 206.0 2.63 -0.21 1400 0.015� K=I.00 � � P„ /�P„controls Redundant Hi Dia onal Desi n Data Com ression S2ctio:l E.e�atic;a S:rc L_M L�, . _KI/ ,4 °,� ' � No �P„ P.atio P„ ft f f �n� K K �Pn T12 17l -146 2L3 1/2x3 U2x1/4x3/8 19.24 19.24 211.9 338 -0.26 1701 OAIS' K=I.00 ✓ T13 146-122 2L31/2x31/2xl/4x3/8 13.58 13.58 149.5 3.38 -0.57 3418 0.017' K=I.00 � T 14 122-96 3L2 1/2x2x1/4x3/8 14.94 14 94 228.7 2.13 -0 49 9.20 0.053 ' K=l.00 � T15 96-72 2L21/2x2x1/4x3/8 15.63 15.63 239.2 2.13 -044 8.41 0.052� K=1.00 � Tl6 72-52 2L2 U2x2x1/4x3/8 24.20 24.20 370.4 2.13 -0 13 3.51 0.036� K=1.00 ✓ KL/R>250(C)-629 T17 52-32 2L2 1/2x2xU4x3/8 25 73 25 73 393.8 2.13 -0 13 3 10 0.041 ' K=I.00 ✓ KL/R>250(C)-710 T 18 32-0 2L2 ll2x2x U4x3/8 l 1.90 I I.90 182.2 2.l3 -0.99 14 49 0.068' K=I.00 � � P„ /�P„controls Redundant Sub-Horizontal Desi n Data Com ression tttxTower J�b Page 816298 Zephyrhills 33 of 47 SSOE InC. Project Date l001 Madison Ave. 012-01232-00 16:27.34 07/13/12 Toledo,OH43604 Client Designed by Phone. (4!9)255-3830 FAX (4!9)255-6101 CC� 81352 Section Elevation Size L L„ Kl/r A P„ �p„ Ratio No p ft ft ft in' K K �p T18 32-0 2LSx5x3/8x3/S 21.89 2L89 120.8 7.22 -3907 108.54 0.360' K=I.00 � � P„ /�P„Controls Redundant Sub Dia onal Desi n Data Com ression Section �� Elevation R��M� Y. - aSize ' �L „��� �L„ m�Kl/r v�_ A �~My=P„���P�.- �p„ Ratio No pL f ft ft in' K K �P„ T 18 32-0 2LSx3 1/2x5/16x3/8 9 71 9 71 96.2 5 12 -50.43 100.13 0.504� K=133 ✓ � P„ /�P„controls Inner Bracin Desi n Data Com ression Section r.,�Elevation.�. �� Size ` L � ��L„� ��KI/r u�. �A F .�P� f No �P„ Ratio P�, rt ft ft in' K K �P„ Tl 288-279 L3x3xl/4 707 7.07 143.3 144 -0.01 15.83 0.001 � K=1.00 � T2 279-272 L3x3x1/4 7 9l 7.91 160.4 I 44 -0.01 12.65 0.001 � K=I.00 ✓ T3 272-259 L3x3xl/4 8.56 8.56 173.6 144 -0.02 ]0.80 0.002' K=I.00 ✓ T4 259-247 L3x3xl/4 9 78 9 78 198.2 1 44 -0.02 8.28 0 002' K=l.00 � T5 247-237 L3x3xl/4 10.90 10.90 220.9 144 -0.02 6.67 0.003' K=I.00 � T6 237-232 L3x3xl/4 IL83 11.83 239.8 144 -0.OZ 5.66 0003 ' K=1.00 ✓ T7 232-222 L4x4xl/4 1230 1230 185.6 1.94 -0.03 12.72 0.003' K=I.00 �/ T8 222-210 L4x4x1/4 I3.23 13.23 I997 1.94 -0.03 1099 0.002' K=l.00 ✓ T9 2l0-195 L2x3x1/4 1435 14.35 395.8 1 19 -0.03 I 72 0 016' K=I.00 ✓ KL/R>250(C)-267 T10 I95-I83 L7x4x3/8 l5 75 l5 75 214 7 3.98 -0.OS 19.50 0.003' K=1.00 �/ TI I 183-171 L3 V2x2 I/2x1/4 16.87 16.87 372.1 1 44 -0.04 2.35 OAU� K=I.00 � KL/R>250(C)-339 T12 171 -146 L3x3xl/4 17.99 U 99 364.6 l 44 -0.08 2.45 0.034� K=I.00 � KL/R>250(C)-384 tnxTower J°b Page 816298 Zephyrhills 34 of 47 SSOE Inc. Project Date l00/MadisonAve. 012-01232-00 16:27:34 07/13/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CC� FAX. (419)255-6101 81352 Section Elevation Size L L„ Kl/r A P„ �p,; Ratio No. P�, ft ft ft in' K K �P„ T13 146-122 LSx3x1/4 2032 2032 367.8 1 94 -0 12 3.24 0.037� K=1.00 r KL/R>250(C)-453 T14 122-96 L3 l/2x3 I/2xl/4 22.56 22.56 390.1 1 69 -0 l2 2.51 0.048� K=l.00 � KL/R>250(C)-522 T I S 96-72 2L2x2 U2x1/4x3/8 24.98 24.98 506.4 2.13 -0 13 1.88 0.068' K=I.00 ✓ KL/R>250(C)-591 T16 72-52 2L21/2x21/2xl/4x3/8 27.22 27.22 424.8 2.38 -0II 2.98 0038' K=1.00 � KL/R>250(C)-668 T17 52-32 2L2 1/2x3x1/4x3/8 29.09 29.09 463.6 2.63 -0 13 2.76 0.046' K=I.00 � KL/R>250(C)-749 T18 32-0 2L4x3x5/16x3/8 30.96 30.96 292.5 418 -0.09 1L04 0.008' K=I.00 ✓ KL/R>250(C)-863 � P„ l�P„COriTI0I5 Tension Checks Le Desi n Data Tension Sectionf Elevatiort Size Jf.� -�" Gµ.� L„ KI/r�f 6 �A� � P„� +� , No �P ss.~ Ratio P�� /r Jt fr rr:' K K �prt T2 279-272 LSx5x1/2 7.03 7.03 54.8 4 75 0 09 213 75 0.000� T3 272-259 LSxSxI/2 13.06 6.53 50.9 4 75 0 73 213 75 0.03� T4 259-247 LSx5x1/2 12.05 6.03 47.0 4 75 4.31 213 75 0.0 0' TS 247-237 L8x8x5/8 10.04 10.04 48.4 8.52 9.68 415 17 0 0 3 ' T6 237-232 L8x8x5/8 5.02 5.02 24.2 9.61 14 78 432.45 0.0 4' T7 232-222 L8x8x5/8 10.04 5.02 24.2 9.61 16.60 432.45 0.��/ � T8 222-210 L8x8x5/8 12.05 6.03 29.0 8.52 22.36 41517 0.0 4' T9 210-195 L8x8x5/8 15.07 7.g3 363 9 61 32.38 432.45 0��/ � TIO 195-183 L8x8xl I/8 12.05 6.03 299 1445 51 18 70444 0.0�/3� TI I 183-171 L8x8x1 U8 12.05 6.03 299 l6 70 66.98 751.50 0 8�/9� Tl2 l7l -146 L8x8x1 1/8 25 I I 12.55 623 14 45 85 46 704 44 0�I � tnxTower J°b Page 816298 Zephyrhills 35 of 47 SSOE Inc. Project Date 1001 Madison Ave 012-01232-00 16:27:34 07/13/12 Toledo,OH 43604 Client Designed by Phone. (419)255-3830 CC� 81352 FAX (419)255-6101 Section Elevation Si:e L L„ K!/r A P„ �P„ Ratro No. P„ jt ft ft in' K K �pn � T 13 146-122 L8x8x3/4 2PLO.Sx8 24 10 8.03 37.8 l9 45 129.27 875.25 0.148' � T 14 l22-96 L8x8x3/4 2PLO.Sx8 26.1 I 8 70 41 A l9 45 169 79 875?5 0 l94' � T I S 96-72 L8x8x 1 2PL0 75x8 24 10 8.03 37 4 27.02 213 45 I215.90 0 176� � T 16 72-52 L8x8x I 2PL0.625x8 20.09 6.70 3 I.5 25.02 255 41 1 125 90 0.227' � Tl7 52-32 L8x8x12PL075x8 20.09 6J0 3L2 27.02 289.59 1215.90 0.238' r T18 32-0 L8x8xl 2PL0.875x8 32.14 8.03 37 I 29.02 285.57 1305.90 0.219' � ' P„ /�P„controls Dia onal Desi n Data Tension) Section _ Elevation Size p�� �� . L � L„ �i Kl/r �v_LL�A - P„ �P„ Ratio No pu fr ft f �n� K K �P,� Tl 288-279 2L21/2x2x1/4x3/8 ]0.61 10.09 162.4 1.27 0.36 61.88 0.006' � T2 279-272 2L21/2x2x1/4x3/8 9.27 8J5 14L8 L27 1.27 61.88 0.021 ' T3 272-259 2L2 V2x21/2x1/4x3/S 1475 14.23 148.7 146 3l3 71.02 0.0 4' T4 259-247 2L2x2 1/2x l/4x3/8 14.28 6.88 144.8 L27 434 61.88 0 0 0' TS 247-237 2L3x2Ii2xl/4x3/8 13.05 12.53 165.8 1.64 4.81 8016 0.�' T6 237-232 2L3 I/2�c2 I/2x5/16x3/8 10.04 9.51 109.5 2.25 4.04 ]09.80 0.0� 7' T7 232-222 2L21/2x3x5/16x3/8 1371 6.50 112.6 2.02 6.89 98.55 0.0 0' T8 222-210 2L21/2x31/2xl/4x3/8 1573 7Sl 128.4 L83 10.87 89.30 0.�2' T9 2l0-195 2L2 I/2x3 U2xl/4x3/8 18 71 9.00 152.7 1.83 17 02 89.30 0.91 ' TIO 195-183 2L3 I/2x4x1/4x3/8 16.94 8.02 109.9 2.39 18.27 116.73 0�6' TI I l83-171 2L3x3 1/2xl/4x3/8 17.50 16.61 (27.3 2.02 2L32 98.44 0.�7� T12 UI -146 2L3 1/2x5x3/8x3/8 28.88 13.90 1699 408 35.59 198.67 0.�� T13 146-122 2L3 1/2x5x3/8x3/8 28.86 9.08 113.2 4.08 36 14 198.67 0�8,2' T14 122-96 2L31/2x5x5/16x3/8 3148 995 1223 343 39.25 167.21 0.�5� � trtxTower J°b Page 816298 Zephyrhills 36 of 47 SSOE Inc. Project Date /00!Madrson Ave. 012-01232-00 16:27.34 07/13/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CC� 81352 FAK (419)155-610! Sectior� Elevution µ Size L L„ Kl/r A P„ �p„ Ratio No P,� ft ft ft in' K K �p TIS 96-72 2L3 1/2x5x5/16x3/8 30.81 9 73 119.6 3 43 39.20 167.21 0.234� � T16 72-52 2L31/2x4x5/16x3/8 28J2 9.03 1074 2.96 36.88 144.17 0.256' � T17 52-32 2L31/2x4x5/16x3/8 29.68 9.54 I11.0 2.96 3774 14417 0.262' r T 18 32-0 2LSx5x3/8x3/8 27.37 8.52 70.2 4.85 61.54 236.56 0.260� � � P„ ��P„COrih'OIS Horizontal Desi n Data ension .b�_ _. _.__a _.�__._ _._.. _ _�.r _ . __d.a _ ,a..-�---_----- _ ____�__.__, �_ n. _. _ Section Elevation Size L L„ KI/r A P„ �p„ Ratio No pu I I t �n' K K �Prt T2 279-272 2L21/2x2x1/4x3/8 1119 533 85.6 1.27 0.93 55.22 0.017� � T3 272-259 2LSx3x I/4x3/8 I 2.I 1 5.80 60 1 2.58 l 45 l l23 I 0 013 ' � T4 259-247 2L2 I/2x2x1/4x3/8 13.83 6.65 105.8 1.27 2.37 55.22 0.043� � TS ?q7_?37 2L3x2 Ii2xU4x3!R l5 al ?44 97.8 !54 3.22 ��.53 n,nas' � T6 237-232 2L21/2x2x1/4x3/8 16J3 8.10 128.0 1.27 3.83 55.22 0.069' T'7 232-222 2LSx3 I/2x3/8x3/8 17.39 8.43 71.5 408 4.93 177.28 0.0 8� T8 222-210 2L3x2xl/4x3/8 18J1 9.09 126.0 1 46 6J9 6337 0 07� � T9 210-195 2L3x2xV4x3/8 20.29 9.89 136.6 l 46 9 70 63.37 0.153' � TIO 195-183 2LSx3x5/16x3/8 22.27 lOJ8 109.5 3 19 12.96 138.76 0.093 ' � TI I I83-171 2LSx3 1/2x5/16x3/8 23.85 I L57 98.7 3 43 15.86 149.20 O.106� T12 171 -146 2L3 l/2x2 I/2x1/4x3/8 25 44 12.36 140.0 1.83 17.87 79.69 0.�22'4' T13 146-122 2L5x3I/2x3/8x3/8 28J4 l4Al I18.1 408 I9.97 177.28 0.�3' Tl4 I22-96 2L4x3xl/4x3/8 3190 15.60 149.5 2.21 22.II 96.00 0.�0' T I S 96-72 2L4x3 l/2x3/8x3/8 3533 17.31 169.6 3.51 24.51 152.81 0��/ ' T16 72-52 2L3 I/2x2 U2xl/4x3/8 38.50 9.63 106.0 1.83 26.70 79.69 0.�5� TU 52-32 2L21/2x2 V2xl/4x3/8 41 14 10.28 160.5 l46 2831 6337 0�7' T18 32-0 2L6x4x3/8x3/8 43 78 l5 97 121 6 4.92 58 l2 2l4 14 0.� ' trt.xTower J�b Page 816298 Zephyrhills 37 of 47 SSOE Inc. Project Date /001 MadisonAve. O'IZ-O'I23Z-OO 16:27:34 07/13/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CC� FA,Y. (419)255-6/01 81352 Sectron Elevation Sire L ~ L„ KI/r A P„ �P„ Ratio Na p„ j't Jt ft in' K K �p � � P„ /�P„COritrOIS Top Girt Desi n Data Tension Section Elevation� - � � Size � ,_�_�s L � L� �.� KI/r A ' ` .nP,. - �-j-��p„ RatioY_ No p�, ft ft ft in'' K K �pn TI 288-279 2L3x21/2xl/4x3/8 10.00 477 63.5 1.64 0.22 71.53 0.003 � � � P„ /�P„controls Redundant Horizontal 1 Desi n Data Tension Section Elevation Size *�w.�L .T �L,,.�_ KI/r. ��A - P„� � 'T���p Ratio No pu f ft ft rn' K K �p T3 272-25� L2 1;2x2x1;� 3.C3 3.03 51.3 ].�5 0 l9 34.34 O.006� � T4 259-247 L2 1/2x2x1/4 3 46 3 46 70.0 1.06 0.15 34.34 0.004' r T7 232-222 L2l/2x2x1/4 4.35 435 88.1 1.06 070 3434 0020' � T8 222-210 L21/2x2x1/4 4.68 4.68 947 1.06 1.30 34.34 0.038' Y T9 2!0-195 L2 I!2x2x1i4 5.07 5.07 !Q2.8 l�6 1.39 34.34 0.040' r T10 195-183 2L2 I/2x2x1/4x3/8 5.57 5.57 85.2 2.13 I 73 69.01 0.025' � TI1 183-171 L2x2 I/2xl/4 5.96 5.96 120.8 1.06 I 74 34.34 0 O51 � � T12 171 -146 L2x2 1/2x1/4 6.36 636 128.8 I 06 2.00 34.34 0.058' T13 l46-122 L2x2 I/2x1i4 4 79 4 79 97.0 I.06 2.66 34.34 0.�� T14 122-96 L2x2 1/2xU4 532 532 107 7 L06 3.64 34.34 0 06' � TIS 96-72 L2x2 U2x1/4 5.89 5.89 119.3 l 06 4.26 34.34 0.124' r T I 6 72-52 2L2 I/2x2x I/4x3/8 6 42 6.42 98.2 2.l3 5 04 69.01 0.073' � Tl7 52-32 2L2 U2x2xl/4x3/8 6.86 6.86 104.9 2.13 574 69.0] 0.083 ' � T 18 32-0 2L2 1/2x2 1/2xl/4x3/8 3.82 3.82 59 7 2.38 g 7g 77 1 1 0.075' tnxTower Job Pa9e 816298 Zephyrhills 38 of 47 SSOE Inc. Project Date l001 MadisonAve. O�2-O'I23Z-OO 16:27:34 07/13/12 Toledo,OH43604 Client Designed by Phone. (4/9)255-3830 CCI 81352 FAK (4/9)255-610/ Section Elevation' Size L L„ Kl/r A P„ �p„ Ratio No P�, ft f! ft in' K K �P„ � � P„ ��P COritCO�S Redundant Horizontal 2) Desi n Data Tension Section� Elevation�.v- Size L L„w�+ � K(/r ���A � �.g__P,���} �p„ Ratio No P�. �� rt f tn� K K �Pn T13 146-122 L3x3x1/4 9.58 9.58 123.6 l44 2.66 46.66 0.057' � T14 122-96 L3x3xU4 10.63 10.63 137.2 144 364 46.66 0.078' � TIS 96-72 L3x3x1/4 11 78 11 78 152.0 I 44 4.26 46.66 0 091 � � T16 72-52 2L2 1/2x2 U2x1/4x3/8 12.83 12.83 200.3 238 5.04 77 11 0.0�6/5� T17 52-32 2L2 1/2x2 1/2xl/4x3/8 13 71 13 71 214.0 2.38 5 74 77 11 0.074� � i'18 32-0 2L2 U2x2 U2xl/4x3/8 7.65 7.65 119.3 2.38 5 78 77 I l 0.075' r � P„ l�P„controls Redundant Horizontal 3 Desi n Data Tension Sec�ion y Elevation �Size L L„ Kl/r A� P„ �P„ Ratio .No P,. �r fl f tn� K K �P,� T18 32-0 2L3x3xl/4x3/8 I1 47 11 47 148.0 2.88 5 78 93.31 0.062� � � P„ l�P„conh'ols Redundant Qia onal 1 Desi n Data Tension Section Elevation Size L L„ KI/r ~ A P„ �P„ Ratio No P �r 1� f in' K /{ �p T3 272-259 L2 I/2x2x1/4 7.01 7.01 142.1 1.06 0.30 34.34 00�0/9� T4 259-247 L2 V2x2xl/4 6.75 6.75 136J 1.06 0.21 3434 0.06� � tnxTower J°b Pa9e 816298 Zephyrhills 39 of 47 SSOE Inc. Project Date 100!Madison Ave. O�2-O�232-00 16:27:34 07/13/12 Toledo,OH43604 Client Designed by Phate. (4!9)255-3830 CC� 81352 FAX. (419)255-6101 Sectioit Elevation Size L L„ K!/r A P„ �P„ Ratio Na Pu f � ft in' K K �p T7 232-222 L21/2x21/2x1/4 6.42 6.42 100.2 119 0.58 38.56 0.015� V T8 222-210 L21/2x21/2xl/4 738 738 115.2 119 ]06 38.56 0.028' � T9 2l0-195 L2 U2x2 U2xl/4 8.80 8.80 1373 1 19 1.30 38.56 0.034� � T10 195-183 2L2 1/2x2xU4x3/8 7 93 7.93 121 4 2.13 1.25 69.01 0.018� � TI I 183-171 L2 l/2�c2 I/2x5/16 8.19 8 19 129.2 l 46 I 19 47.30 0.025� � T12 171 -146 2L2 I/2�c2x1/4x3/8 13 70 13 70 209.6 2.13 2.16 69.01 0 031 � � T13 l46-122 2L2 l/2x2x1/4x3/8 9.08 9.08 139.0 2.13 2.52 69.01 0.036' V T14 122-96 2L2 1/2�c2x1/4x3/8 9.90 9.90 151.5 2.13 3.39 69A1 0.049� � T15 96-72 2L2 U2x2xl/4x3/8 9.64 9.64 147.6 2.13 3 48 69.01 0.050� � T16 72-52 2L21/2x2xU4x3/8 8.96 8.96 137.2 2.13 3.52 69.01 0.051 ' � T17 52-32 2L2 I/2x2x1/4x3/8 9.26 9.26 141.8 2.I3 3.88 69.01 0.056' T18 32-0 2L2 I/2x2 U2x1/4x3/8 8.67 8.67 135.3 2.38 6.55 77 ll 0 85' � � P„ ��P„COrih'OIS Redundant Dia onal (2 Desi n Data Tension Section Elevation � _T Size � �� .L �� L„ Kl/r m -A P,. -� �P„ Ratio No p f Jt ft in' K /{ �P T13 l46-122 2L2 l/2x2x1/4x3/8 12.09 12.09 185 I 2.13 1.68 69.01 0.024� T 14 I22-96 2L2 1/2x2x I/4x3/8 I3.29 I3.29 203.5 2.13 2.27 69 01 0 0 3 � T15 96-72 2L21/2x21/2xU4x3/8 13.81 13.81 215.6 238 2.50 7711 0.��� � T16 72-52 2L2 I/2x2x1/4x3/8 12.08 12.08 184.9 2.13 3 16 69.01 0.0 6' Tl7 52-32 2L21/2x2x1/4x3/8 12.64 12.64 1934 2.13 3.53 69.01 00 1 ' T18 32-0 2L3x3x3/16x3/8 10 72 l0 72 137.0 2.18 4 05 70.63 0.0 7' � � P„ /�P„controls tnxTower J°b Pa9e 816298 Zephyrhills 40 of 47 SSOE Inc. P�OJe� Date l 001 Madrson Ave. O�2-O�232-00 16:27'34 07/13/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAX. (419)255-6101 CCI 81352 Redundant Di� onal 3 Desi n Data Tension Section � Elevation SizeW .� ��! ^ .._.Lff, � [,� Kl/r �WAa�� �. pu �f�_..�p� m Ratio No. Pu �t f f� in' K K �pn T18 32-0 2LSx31/2x5/16x3/8 13.57 13.57 112.3 512 3L54 165.89 0.190' � � P„ ��P„COritrOIS Redundant Hip (1) Design Data (Tension) -� Section�nF_ 'Elevation�f� Size m. �. � �L .Y�LL L„ �Kl/r f V A�P � p„ � ' �p,,,R" �Ratio No Pu � f� h '"� K K �p,� T12 17t -146 2L3 V2x3 I/2x1/4x3/8 8.99 8.99 99.0 3.38 0.04 109.51 0.000� Tl3 146-122 2L2 1/2x2 1/2x1/4x3/8 6J7 6.77 (05 7 2.38 0.34 77 1 I 0.04' T14 122-96 2L3x21/2x1/4x3/8 7.52 7.52 95.5 2.63 0.30 85.21 0 04' TIS 96-72 2L3x2 U2xl/4x3/8 833 833 105.8 2.63 0.25 85.21 0.03' T16 72-52 2L3x2 U2xU4x3/8 9.07 9.07 I15.2 2.63 014 85.21 0.002' T17 52-32 2L3x21/2xl/4x3/8 970 970 1231 2.63 0.14 85.21 0.02' Tl8 32-0 2L3x21/2x1/4x3/8 54l 54l 68J 2.63 0.65 85.21 0.08' � � P„ l�P„COritro1S Redundant Hip (2) Design Data (Tension) � Section Elevatioit Srze m L � L„s�� K(/r F�A P„ �P„ Ratio No P ft 1t /� in' K K �Pn T13 146-122 2L21/2x2 U2xl/4x3/8 13.55 13.55 2114 238 0.11 7711 0.0�0�1 � T14 122-96 2L3x2 I/2x1/4x3/8 15.04 1504 191 0 2.63 0.12 85.21 0.01 ' T15 96-72 2L3x21/2x1/4x3/8 16.66 16.66 211.5 2.63 0.1I 85.21 0.01 ' T16 72-52 2L3x21/2xl/4x3/8 18.15 18.15 230.5 2.63 006 85.21 0.�0�1 � T17 52-32 2L3x21/2xl/4x3/8 19.39 19.39 246.3 2.63 008 85.21 0.0��1 ' T18 32-0 2L2 U2x2x1/4x3/8 10.82 10.82 I656 2.13 0.22 69.01 0.03� � trixTower J�b Page 816298 Zephyrhilis 41 of 47 SSOE Inc. P�OJe� Date 1001�t9adisonAve. 012-01232-00 16.27:34 07/13/12 Toledo.OH43604 Client Designed by Phone. (4!9)255-3830 FAK (419)255-610/ CCI 81352 Seciion Elevation+ Si:e L L„ Kl/r A ry P„ �P„ Ratio No. P„ � /t f in' K K �P,� � P„ /$P„controls Redundant Hi 3 Desi n Data (Tension Section�� .*-Elevation-+� . �-,rt Size M� L�p �� L„.y ,x KI/r��.�LL� A,�_�j¢��p„��w���P„ Ratio No. Pu � fr f in' K K �P,� T18 32-0 2L3x2 1/2xl/4x3/8 16.22 16.22 206.0 2.63 0 15 85.21 0.002� � � P„ /�P„controls Redundant Hi Dia onal Desi n Data Tension Section Elevation � f P�� Size L �L„, Kl/r� �y�A� ��,-�p„��� m�f^A�p,�.m f " Ratio No P f ft ft in' K K �P„ Tf2 UI -146 2L3 1/2x3 I/2xl/4x3/8 19.24 19.24 211.9 3.38 0.28 109.51 0.00�3 � T13 146-122 2L3 I/2x3 1/2xl/4x3/8 13.58 13.58 149.5 3.38 0.62 109.S1 0 06' T14 122-96 2L21/2x2x1/4x3/8 14.94 14.94 228J 2.13 0.58 69.OI 0 08' TIS 96-72 2L21/2x2x1/4x3/8 15.63 15.63 239.2 2.13 0.49 69.01 0 07' T16 72-52 2L2 U2x2x1/4x3/8 16.01 16A1 2451 2.13 0.29 6901 0.0� 4' T17 52-32 2L21/2x2x1/4x3/8 16.91 16.91 258.8 2.13 0.28 69.01 0.04' T18 32-0 2L21/2x2x1/4x3/8 11.90 1I90 182.2 2.13 I l2 6901 0.0 6' � � P„ l�P„COriITOIS Redundant Sub-Horizontal Desi n Data ension Section Elevatian Size L L„ Kl/r A � P„ �P„ Ratio No ft > P" 1� f in- K K �P„ T18 32-0 2LSx5x3/8x3/8 21.89 21.89 118.3 7.22 31.29 233.93 0 134� � tnxTower J�b Page 816298 Zephyrhills 42 of 47 SSOE Inc. Project Date 100/Madison Ave. O�2-O�232-00 16:27 34 07/13/12 Toledo,OH43604 Client Designed by Phone�(4/9)255-3830 FAX. (4/9)255-6/0/ CCI 81352 � P„ l�P COrih'OIS Redundant Sub Dia onal Desi n Data Tension Section Elevatiorr Size L L„ KI/r A P„ �P„ Ratio No �,u f� f r� in' K K �P„ T18 32-0 2LSx3 1/2x5/16x3/8 9 71 9 71 803 5 12 48.91 165.89 0.295� � � P„ /�P„conirols Inner Bracin Desi n Data (Tension Sectioir Elevation Size ,_m � L�~�� L,,, Kl/r A P„ �P„ Ratio� No f,u ft rr f� in' K K �P„ TI 288-279 L3x3xU4 7.07 7.07 91.2 144 001 46.66 0.000� T12 171 -146 L3x3xl/4 17.99 1799 232.1 I 44 001 46.66 0 00' Tl3 146-122 LSx3x1/4 20.32 20.32 283.2 1.94 0.10 62.86 0.02' T14 I22-96 L3 1/2x3 U2xI/4 22.56 22.56 248.4 I.69 0.10 5476 0.02� TIS 96-72 2L2x2 l/2xl/4x3/8 24.98 24 98 506 4 2.13 0.08 69 0l 0.O1 � T16 72-52 2L2 l/2x21/2x1/4x3/8 27.22 27.22 424.8 2.38 0.04 7711 0.001 � TU 52-32 2L2 V2x3x1/4x3/8 29.09 29.09 463 6 2.63 0.05 85.21 0.Ol ' � � P„ I�P„COritrO1S Section Ca acit Table Section Elevation�. � Component .� r Size .�T 4 14Critical0.i � P ePor�„„ � °o Pass ' No ft Type Element K K Capacity Fai! TI 288-279 Leg LSxSxI/2 4 -0.39 8775 04 Pass T2 279-272 Leg LSx5xV2 25 -145 12474 L2 Pass T3 272-259 Leg LSx5xU2 46 -3 48 134.35 2.6 Pass T4 259-247 Leg LSx5x1/2 83 -8.64 143.90 6.0 Pass TS 247-237 Leg L8x8x5/8 120 -IS 46 282.60 5.5 Pass 10.8(b) 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 TS 222-210 Lcg L8x8x5/8 l99 -35.56 371.04 9.6 Pass 16 1 (b) tnxTower J�b Page 816298 Zephyrhills 43 of 47 SSOE Inc. Project Date 1001 Madison Ave. O�2-O�23Z-OO 16:27.34 07/13/12 Toledo,OH43604 Client Designed by Phone. (4/9)255-3830 Fa,r. �aiv�zss-6�o� CCI 81352 Section Elevation Component Size Critical P oP„rr„„ °b Pass No f Type E/ement K K Capacity Fail T9 210-195 Leg L8x8x5/8 235 �9.82 340 41 14.6 Pass TIO 195-183 Leg L8x8xl I/8 271 -74 16 642.24 I I.5 Pass 25.2(b) Tl I 183-171 Leg L8x8xl I/8 3l0 -96.23 642.24 IS.p Pass Tl2 171 -146 Leg L8x8x1 V8 347 -121.61 380.00 32.0 Pass i'13 146-122 Leg L8x8x3/4 2PL0.5x8 392 -173.29 788.33 22.0 Pass 45 4(b) T14 122-96 Leg L8x8x3/42PLO.Sx8 461 -224.88 77414 29.0 Pass 44.2(b) TIS 96-72 Leg L8x8x12PL075x8 530 -282.00 ]097.39 257 Pass 44.3(b) T16 72-52 Leg L8x8x1 2PL0.625x8 599 -335.25 1046.93 32.0 Pass 52.6(b) T17 52-32 Leg L8x8x1 2PL0.75x8 680 -381.90 l 132.32 33 7 Pass 59.8(b) T18 32-0 Leg L8x8x12PL0.875x8 761 -38441 118117 32.5 Pass 60 1(b) TI 288-279 Diagonal 2L2 U2x2x1/4x3/8 IS -0.61 24.08 2.5 Pass T2 279-2'72 Diagona] 2L21/2x2x1/4x3/8 33 -L54 2913 5.3 Pass T3 272-259 Diagonal 2L2 I/2x2 I/2xl/4x3/8 62 -3.50 23 40 14.9 Pass T4 259-247 Diagonal 2L2x21/2x1/4x3/8 99 �.69 23.29 201 Pass T5 247-237 Diagonal 2L3x2 I/2xl/4x3/8 128 -5.25 28.62 18.3 Pass T6 237-232 Diagonal 2L3I/2�c21/2x5/16x3/8 l49 -471 62.90 7.5 Pass T7 232-222 Diagonal 2L2 l/2x3x5/16x3/8 178 -7 73 54.26 14.2 Pass T8 222-210 Diagonal 2L21/2x31/2xl/4x3/8 215 -1147 43.67 26.3 Pass T9 2l0-195 Diagonal 2L2 1/2x3 U2xV4x3/8 245 -17.55 32.93 53.3 Pass TIO 195-183 Diagonal 2L3 I/2x4x1/4x3/8 285 -19 12 66.06 28.9 Pass TII 183-171 Diagonal 2L3x3I/2xl/4x3/8 322 -22.02 4409 49.9 Pass T12 171 -146 Diagonai 2L3 1/2x5x3/8x3/8 359 -36.98 58.62 63 I Pass T13 146-122 Diagonal 2L31/2x5x3/8x3/8 4l0 -37.09 lOL2l 36.6 Pass Ti4 122-4G D�ag�nai 2L31i2x5x5iiGx3B 479 �10.20 7i.2"o 52.v Pass TIS 96-72 Diagonal 2L3 U2x5x5/16x3/8 548 �0.50 8013 50.5 Pass T16 72-52 Diagonal 2L31/2x4x5/16x3/8 620 -38.50 78.49 491 Pass T17 52-32 Diagonal ZL31/2x4x5/16x3/8 701 -3949 76.07 51.9 Pass i'18 32-0 Diagonal 2LSx5x3/8x3/8 790 -69 74 167.68 41 6 Pass T2 279-272 Horizonta] 2L21/2�c2x1/4x3/8 32 -0.85 40.42 2.1 Pass T3 272-259 Horizontal 2LSx3xl/4x3/8 61 -1.39 73 48 1.9 Pass 2.3(b) T4 259-247 Horizontal 2L21/2�c2x1/4x3/8 98 -2.34 36.11 6.5 Pass TS 247-237 Horizonta! 2L?� 1/2x1/4x?/R 12? -3 13 46.50 6.7 Pass T6 237-232 Horizontal 2L21/2x2x1/4x3/8 148 -3.63 31.07 ll7 Pass T7 232-222 Horizontal 2LSx31/2x3/8x3/8 U7 �.60 126.83 3.6 Pass 6.9(b) T8 222-210 Horizontal 2L3�c2x1/4x3/8 207 -6.55 29.80 22.0 Pass T9 210-195 Horizontal 2L3x2xl/4x3/8 244 -9 73 25.89 37.6 Pass Tl0 l95-183 Horizontal 2LSx3x5/16x3/8 281 -13.25 79.26 16.7 Pass TI I 183-171 Horizontal 2LSx3 I/2x5/16x3/8 318 -15.53 93.31 16.6 Pass T12 U1 -146 Horizontal 2L3 1/2x2 1/2xl/4x3/8 355 -U.95 31 77 56.5 Pass T13 146-122 Horizontal 2LSx3 V2x3/8x3/8 404 -20.42 9314 219 Pass T14 122-96 Horizontal 2L4x3x1/4x3/8 473 -22.19 34.07 651 Pass TIS 96-72 Horizonta] 2L4x3 U2x3/8x3/8 542 -25.05 50.06 50.0 Pass T16 72-52 Horizontal 2L31/2x21/2x1/4x3/8 613 -26.81 63.34 42.3 Pass Tl7 52-32 Horizontal 2L2 U2x2 I/2xl/4x3/8 694 -28.13 4549 61.8 Pass T18 32-0 Horizontal 2L6x4x3/8x3/8 782 -52.36 106J9 49.0 Pass TI 288-279 TopGirt 2L3x21/2x1/4x3/8 7 -0.24 5548 04 Pass 0.5(b) T3 272-259 Redund Horz I L2 I/2x2xU4 66 -0 l9 19.68 I.0 Pass Bracing T4 259-247 Redund Horz I L2 I/2�c2x I/4 107 -0 14 I 8.39 0.8 Pass Bracing T7 232-222 Rcdund Horz 1 L2 I/2x2x1/4 182 -0.64 IS 48 4 I Pass tnxTower J�b Page 816298 Zephyrhills 44 of 47 SSOE Inc. Project Date /oo!Madtson Ati�e. 012-01232-00 16:27.34 07/13/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAX. (419)255-6101 CCI 81352 Section Elevatron Component Size Critica! P eP u�., °b Puss No. f� TYPe Element K K Capacity Fail Bracing T8 222-210 Redund Horz 1 L2 U2�c2x1/4 219 -1.22 13.65 8 9 Pass Bracing T9 210-195 Redund Horz 1 L2 I/2�c2x1/4 246 -136 11.62 I I 7 Pass Bracing TIO l95-l83 RedundHorz I 2L2 V2x2xl/4x3/8 290 -L50 39.65 3.8 Pass Bracing TI I 183-lll Redund Horz l L2x2 I/2x1/4 316 -1.54 8.41 18.3 Pass Bracing T12 171 -146 Rcdund Horz 1 L2rc2 I/2xl/4 369 -2.00 7.39 27 1 Pass Bracing T I 3 I 46-122 Redund Horz 1 L2x2 1/2x I/4 426 -2.66 I 3 03 20 4 Pass Bracing T 14 I 22-96 Redund Horz i L2x2 U2x I/4 495 -3.64 I 0.57 34 4 Pass Bracing T15 96-72 Redund Horz l L2x2 1/2xl/4 574 �.26 8.62 49 4 Pass Bracing Tl6 72-52 Redund Horz l 2L2 1/2x2x1/4x3/8 638 -5.04 36.88 13 7 Pass Bracing T17 52-32 Redund Horz 1 2L2 1/2�c2x1/4x3/8 719 -5 74 35 46 16.2 Pass Bracing T18 32-0 Redund Horz l 2L2 1/2x2 1/2xl/4x3/8 834 -5 78 50.42 11.5 Pass Bracing T13 146-122 Redund Horz 2 L3x3xl/4 427 -2.66 8.63 30.8 Pass Bracing T14 122-96 RedundHorz2 L3x3x1/4 506 -3.64 7.00 52.0 Pass Bracing T I S 96-72 Redund Horz 2 L3x3xU4 575 -4.26 5 71 74.6 Pass Bracing T16 72-52 RedundHorz2 2L21/2x21/2x1/4x3/8 650 -5.04 1341 37.6 Pass Biaciuy, T17 52-32 RedundHorz2 2L21/2x21/2xl/4x3/8 720 -574 1174 48.9 Pass Bracing T18 32-0 Redund Horz 2 2L2 1/2�c2 U2x1/4x3/8 835 -5 78 36.28 15 9 Pass Bracing Tl8 32-0 Redund Horz 3 2L3x3xl/4x3/8 837 -5 78 29.69 19.5 Pass Bracing T3 272-259 Redund Diag I L2 U2x2x t/4 74 -0 17 6.08 2.9 Pass Bracing T4 259-24? Redund Diag! L2 l/2x2x1/4 104 -Q!3 5.57 1 9 Pass Bracing T7 232-222 RedundDiagl L21/2x21/2xl/4 173 -045 10.91 41 Pass Bracing T8 222-210 Redund Diag 1 L2 1/2x2 I/2x I/4 220 -0.96 8.26 1 1.6 Pass Bracing T9 210-195 Redund Diag I L2 I i2x2 1/2xl/4 247 -1 13 5.81 19 4 Pass Bracing T10 195-183 Redund Diag l 2L2 I/2x2x1/4x3/8 294 -I 13 31 77 3.6 Pass Bracing T1 I l83-171 Redund Diag I L2 I/2x2 1/2x5/16 317 -1.09 8.16 13 4 Pass Bracing T12 l71 -146 RedundDiag I 2L2 I/2x2x1/4x3/8 370 -2.16 10.95 197 Pass Bracing T13 146-122 Redund Diag I 2L2 I/2x2x1/4x3/8 428 -2.52 24.91 10 1 Pass Bracing T14 122-96 Rcdund Diag I 2L2 I/2x2x1/4x3/8 497 -339 20.97 16.1 Pass Bracing T I S 96-72 Rcdund Diag l 2L2 1/2x2x l/4x3/8 566 -3 48 22.08 15.8 Pass Bracing T16 72-52 RedundDiagl 2L21/2x2x1/4x3/8 651 -3.52 25.56 13.8 Pass Bracing trtxTower J°b Pa9e 816298 Zephyrhills 45 of 47 SSOE Inc. Project Date 1001 MudrsoirAve. O'IZ-O�232-00 16.27:34 07/13/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAX (419)255-610! CCI 81352 Section Elevation Component Sire� y Critical P ePou�� °b Pass No T� Type Element K K Capaciry Fail T17 52-32 Redund Diag 1 2L2 l/2x2x1/4x3/8 72l -3.88 23.94 16.2 Pass Bracing T18 32-0 RedundDiag I 2L2 1/2x2 I/2xl/4x3/8 818 -6.55 29.38 223 Pass Bracing T l3 l46-I 22 Redund Diag 2 2L2 U2x2x I/4x3/8 429 -I.68 14.OS I I.9 Pass Bracing T l4 122-96 Redund Diag 2 2L2 I/2x2x1/4x3/8 498 -2.27 I 1.62 19.6 Pass Bracing TIS 96-72 RedundDiag2 2L21/2x21/2xl/4x3/8 577 -2.50 11.57 21.6 Pass Bracing T16 72-52 RedundDiag2 2L21/2x2x1/4x3/8 641 -316 14.07 22.5 Pass Bracing T 17 52-32 Redund Diag 2 2L2 I/2x2x1/4x3/8 733 -3.53 12.87 27 4 Pass Bracing T18 32-0 Redund Diag 2 2L3x3x3/16x3/8 838 �.OS 26.23 IS 4 Pass Bracing T 18 32-0 Rcdund Diag 3 2LSx3 I/2x5/16x3/8 821 -37.85 80.30 47 1 Pass Bracing T12 171 -l46 RedundHip 1 2L3 1/2x3 1/2x1/4x3/8 362 -0.l6 58.25 0.3 Pass Bracing T13 146-122 RedundHipl 2L21/2x21/2xl/4x3/8 415 -041 3944 1.0 Pass Bracing T14 122-96 RedundHipl 2L3x21/2xU4x3/8 484 -041 46.25 0.9 Pass Bracing TIS 96-72 RedundHipl 2L3x21/2xl/4x3/8 553 -0.35 43.57 0.8 Pass Bracing Tl6 72-52 RedundHipl 2L3x21/2xl/4x3/8 626 -0.25 4114 0.6 Pass Bracing T17 52-32 RedundHipl 2L3x21/2x1/4x3/8 707 -0.25 38.36 07 Pass Bracing Tio 32-G ncduudHip 1 2i,3x2li2xii4x3iS i9S -0i3 53.34 i 4 rass Bracing T13 l46-122 Redund Hip 2 2L2 1/2x2 I/2x1/4x3/8 43l -0.20 12.03 1 7 Pass Bracing T14 122-96 RedundHip2 2L3�c21/2xl/4x3/8 500 -0.21 16.29 13 Pass Bracing Tl5 96-72 RedundHip2 2L3n2U2xl/4x3/8 569 -019 13.28 14 Pass Bracing T16 72-52 RedundHip2 2L3�c21/2xl/4x3/8 644 -013 II 19 I I Pass Bracing T17 52-32 Redund Hip 2 2L3x2 U2x I/4x3/8 725 -0 13 9.80 I 4 Pass Bracing T18 32-0 Redund Hip 2 2L2 I/2�c2x1/4x3/8 799 -0.32 U.56 L8 Pass Bracing TI8 32-0 RedundHip3 2L3�c21/2xl/4x3/8 826 -0.21 14.00 I.5 Pass Bracing T12 171 -146 Redund Hip Diagonal 2L3 1/2x3 I/2x1/4x3/8 372 -0.26 17.01 1.5 Pass Bracing T13 146-122 Redund Hip Diagonal 2L3 1/2x3 1/2xU4x3/8 4U -0.57 34 18 1 7 Pass Bracing T14 122-96 RedundHipDiagonal 2L2 U2x2x1/4x3/8 486 -0.49 9.20 5.3 Pass Bracing i'I S 96-72 Redund Hip Diagonal 2L2 V2x2xl/4x3/8 555 -0 44 8.41 5.2 Pass Bracing 7'16 72-52 Redund Hip Diagona] 2L2 I/2x2x1/4x3/8 629 -0 13 3.51 3.6 Pass Bracing T17 52-32 RedundHipDiagonal 2L21/2x2x1/4x3/8 710 -013 310 41 Pass Bracing T18 32-0 RedundHipDiagonal 2L21/2x2x1/4x3/8 800 -0.99 1449 6.8 Pass Bracing Tl8 32-0 Redund Sub Horz 2LSx5x3/8x3/8 822 -39.07 108.54 36.0 Pass tnxTower J�b Page 816298 Zephyrhills 46 of 47 SSOE Inc. Project Date 1001 Madison Ai�e. 012-01232-00 16:27:34 07/13/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAX. (419)255-610! CC� 81352 Section Elevation Component Size Critical P rryeP�r�», °o Pass No. r� TYPe Element K K Capacity Fail Bracing T18 32-0 RedundSub 2LSx31/2x5/16x3/8 805 -5043 100.13 504 Pass Diagonal Bracing TI 288-279 InnerBracing L3x3xl/4 13 -0.00 7.92 0.2 Pass T2 279-272 Inner Bracing L3x3xU4 42 -0.00 6.33 0.2 Pass T3 272-259 Inner Bracing L3x3xU4 79 -0.00 5 40 03 Pass T4 259-247 Inner Bracing L3x3xl/4 116 -0.00 4 14 0.3 Pass TS 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 L4x4x I/4 195 -0.01 6.36 0 4 Pass T8 222-210 Inner Bracing L4x4x1/4 232 -0A l 5.50 0 4 Pass T9 210-l95 Inner Bracing L2x3xU4 267 -0.03 l 72 1.6 Pass T 10 l95-I 83 Inner Bracing L7x4x3/8 306 -0.01 9 75 0 7 Pass TI I 183-171 Inner Bracing L3 I/2x2 I/2xl/4 339 -0.04 2.35 I 7 Pass T12 171 -146 Inner Bracing L3x3xl/4 384 -0.08 2.45 3 4 Pass T13 146-122 Inner Bracing LSx3x1/4 453 -0 l2 3.24 3 7 Pass T14 122-96 InncrBracing L31/2x3U2xU4 522 -012 2.51 4.8 Pass T I S 96-72 Inner Bracing 2L2x2 U2x U4x3/8 591 -0 13 1.88 6.8 Pass T16 72-52 InnerBracing 2L2 I/2x2 U2xl/4x3/8 668 -0.II 2.98 3.8 Pass Tl7 52-32 InnerBracing 2L21/2x3x1/4x3/8 749 -013 2.76 46 Pass T18 32-0 InnerBracing 2L4x3x5/16x3/8 866 -0.03 5.52 l I Pass Summary Leg(T18) 601 Pass Diagonal 63 I Pass (T12) Horizontal 65l Pass (T14) Top Girt 0.� Pass (TI) Redund 49 4 Pass Hotz I Bracing (T15) Redund 74.6 Pass Horz 2 Bracing (T15) Redund 19.5 Pass Horz 3 Bracing (T18) Redund 22.3 Pass Diag I Bracing (T18) Redund 27� Pass Diag 2 Bracing (T17) Rcdund 471 Pass Diag 3 Bracing (T18) Redund Hip 1 4 Pass I Bracing (T18) Rcdund Hip 1.8 Pass 2 Bracing (T18) Redund Hip 1.5 Pass 3 Bracing tnxTower J�b Page 816298 Zephyrhills 47 of 47 SSOE Inc. Project Date �ool MadrsonAi�e. 012-01232-00 16:27:34 07/13/12 Toledo,OH43604 Client Designed by Phone (419)255-3830 FAX'. (419)255-6101 CCI 81352 Section Elevation Component Size Critical P ePau�,,, %o Pass m No /� TYpe Element K K Capaciry Fail (T18) Redund Hip 6.8 Pass Diagonal Bracing (T18) Redund Sub 36.0 Pass Horz Bracing (T18) Redund Sub 50 4 Pass Diagonal Bracing (Tl8) Inncr 6.8 Pass Bracing (TIS) Bolt Checks 60 1 Pass _ v .. _. .. RATING= 74.6 Pass9 . Program Version 6.0 4.0-U27/2012 File://intssoe.com/brentwood/CADD/Crown/0120123200/Drawings/StructuraU816298 Zephyrhills/Structural/LClO/tnx/816298 LClO.eri Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 13 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.0 4 0 � �� � � � �� � � � �� � � � ^���� �n �� �' � � �^ .n�,=o �iN G� Gv < � •��.�� ���� � • �� �� �� �� � �� �� � � � �� � � 4 � y • i ii � � � � � � � � � � : S O I p 1 •����� ������ c c� � � � �� � ��� t� ^� ,��� Ro Q Nn� �r �N� '� ��� �� ��"� ��� �." �-..�:._ ��� Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Ana/ysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 14 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.0 4 0 00 ��O�TM Anchor Rod Analysis(G) 816298 Zephyrhills 012-01232-00 Pu= k �„= k Anchor Rod Data Number of Anchor Rods= Diameter of Anchor Rods= in F„(Anchor Rod) ksi An= 7.1 IfIZ R�t= 411.8 k n= Anchor Rod Capacity= 50.8% ��k o°OO ^J' S�e'~ 816296 Zephyfillls ProJecf�1:012-01232•00 Tower ReaeNOn� Overoll Fountlohon Capacrty OK Uplik kips Compres5ion Wps DrMIM Calston DNa14 SWI Values Dameter k WoterTObleDepih �} Height Above Gratle ++� N Beonng iype iotal Carsson Lengih i fl Ulhmote Entl Beonng �. ',�� Per�meter 157 it Cross-Sechonal Neo 196„` SoA Loyer Ulhmote U li�t Ulfimdfe Soil Loyer p Compression Dry Sal Unrt Weight Dry Concrete qtltlihonal In 1 br Gratle Beam ontl Colbr ModdicoLOn ihickness Skm Fnct�on Skin Fnchon Uni1 Weight P� ff kst ksf kcf �kct) Collar Beonn kiPs 1 ne leCtetl OOOD 0000 0.150 GratleBeamBeann ki s z 0150 Collor/Beam We ht Uplfit� ki s 3 0150 Collor/Beam Wei M Com ra on� b s 4 O 150 We'hf of Sotl Removetl 5� ki s 5 0.150 6 0 I50 7 0.150 iofals 23 wncdo�wno�: Sal Layer Effechve Soil EHecNve Compression Effectrve Soi SoA Lo fiickness Uni1 Weight Co�re�h Umt Upb�i 5kin Fnchon Resutonce Skm Fnchon Weight Effecirve Concrete Weght Atltled yef Revsf n Removetl (ft) kcf �kcf (krps) �bps e kips kips 1 ne lectetl 30 0124 0150 0 p 730 ���g 2 2 0 0 124 0 I50 30 30 4 87 5 89 3 I0 0.062 O.OBB IS IS 1 21 �72 < 0.5 0.062 0 O88 5 0 0 60 0.86 5 3.0 0.048 0 088 29 0 2 80 5 16 6 85 0048 0088 B3 &3 7.94 14b2 � 50 0.048 0088 d9 0 467 g,bp 0.0 -0A62 OD88 0 0 000 0.00 0.0 -0 062 0 O88 0 0 0.00 0 00 0.0 -0062 0.088 0 0 000 000 iotals 23 2095 128.5 294 dg6 End Beonng Resistance 780 5 bps Concrefe We�gM 312 5 kips Compression Skin Fnction Reusfonce 96.3 kips Uplik Skin fnttion Revsfan[e 157 I kips iotal Compreuion Resst�ance 8]69 kips iotal Uplift Res¢tance 469 7 kips so�i ce xme� Compression CapacM OK Uphk Capanfy OK RN�iacamaM h �NMacem�nl CMCk RorSrze anslon NumberofVerticolBars RebarCogeDameter 521in Ho�aomoi r�s�re eor SVengih.F, k� Rqr'tl Developmenf Length 61 8 in Development Lengfh 39 4 in NG Inclutle ienitle Shengih Retl�chon(Ltl/Req tl Ltl� Mchor Rotl Circle i, 3730 k Mchoi Rotl Embetlmeni iensile Sirengih,mv, 516 7 k concrete cove� ienvle co ConcreteSiren th,fc P���N 122% OK CompretYOn A� ISOin A, zava�n- 91�ompre:non� p7 PP 45198k CompresvonCapaciry 202% OK hVMmum RN�rfacamenl /��eff2cfive� 14',3�in COmpr2 on/4 m 14 I�n OK RNMorci C aciMa� RembrcemeniCa a OK Fy Min Met2 QK Client � t� .x � �� �Z�� Sheet Number Subject: —i_of Z 00 ��O�TM By' ML N� Chk'd: Project Number Date:�j1 Date: www.ssoe.com J_— �k��i�/n }-�-�;_IQS �ir'ti�\'C?��=i�� 1 - -- - - -- - — -- L-'_'� ��� r'1Q� �- 3s�' I�l c�_c:.�i I_ar �o� �lr�.�, -��ra c�t e�_ - -- ��-`t,�'-`='3 ��-��_�t�? �..�i�,.� �'��>> Cvl�-w,����s_9 k,�._= - -- - - z3s�-k. - --- - - - -- -- C�� ,.�_�-z�1�� _ _�,1.Q2_�(c..s�C -- -- �- - - - `Pe� c� -, u�>I►��lc��ti-<<e��L�, C�N;n���- z�,.1 14��� - - � -2�3.� K - - C-- -`--- � , - - � d.c��8 1C��- - --- -- C.�`� ,� ( �-�� -- - (`.��tc�F`� v���-�-- � c�,�(,.;r� __..�v^�? 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July 16,2012 OO ��0�� Jeremy Henson SSOE Group Crown Castle 1001 Madison Ave. 12725 Morris Road E�ctension Suite 400 Toledo, OH 43604 Alpharetta, GA 30004 (419)255-3830 (678)366-1240 bniese@ssoe.com Subject: Structural Analysis Report—Interim Loading Carrier Designation: Sprint Co-Locate Carrier Site Number: TA33XC047 Carrier Site Name: ZEPHYRHILLS Crown Cast/e Designation: Crown Castle BU Number: 816298 Crown Castle Site Name: ZEPHYRHILLS Crown Castle JDE Job Number: 170537 Crown Castle Work Order Number: 509233 Crown Castle Application Number: 144090 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 Mr Jeremy Henson 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 474792, in accordance with application 144090, 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: LC5: Existing+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 this entire report as depicted in the Table of Contents, including attachments and additional calculations. ,�����0 E�G������ Respectfully submitted by� ����,Q�-,�•`G E N���it���� ,,� Q';�, f� . ���� � Q�: • i Larry J Griffith, P.E � • No. 61544 ;S Senior Structural Engineer ;�� . � =�o: 7-�6-�z:W= i�'. TA OF • • making clients successful by saving them time, trouble, and moner�,+t►•. �Oe ��i�s`�,< O '00�.�,� �i��SB�•Y,..o •••��,�� ,,u ` ,,•�;p�1H��, Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, 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 tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, 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 3 Ericsson 800 MHz SMR Filter � � 1 Ericsson ANT2 0.6 11 HPX(TR) � � � � 3 Ericsson RRUS A2 Module � � 6 Ericsson RRUS-111900MHz i � � j 3 Ericsson RRUS-11800MHz 2 � 3/8 � � 203.0 � 203.0 2 Ericsson TN11/2X 248T/256X HP � � � � 9 RFS Celwave ACU-A20-N � � � 1-1!32 � � 4 � � 2 RFS Celwave APXV9ERR18-C w/ � � Mount Pipe � � 1 RFS Celwave APXVERR18-C w/ � Mount Pipe 3 200.0 3 Ericsson RRUS A2 Module w_ Notes. ----- ----- — — 1) See Appendix B for the proposed coax layout. tnxTower Report-version 6.0.4.0 Crown Cast/e USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 4 Table 2-Existing 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 402-3] 11 Decibel D6878G90A-XY w/ 11 1-5/8 215 0 215.0 Mount Pipe 1 Sector Mount[SM 602-3] 2 ��2 6 Jaybeam PCSA090-19-2 w/ 6 1-5/8 1 203.0 203.0 Mount Pipe � � 1 Sector Mount[SM 502-3] 3 Andrew ETW200VS12U6 � � 3 Andrew TMBX-6517-A1 M w/ � ( Mount Pipe � 194.0 � 194.0 6 EMS Wireless RR65-19-02PP w/ 12 � 1-5/8 � Mount Pi e a � 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/ ; 177.0 177.0 9 Antel Mount Pipe 6 7/8 � 1 Sector Mount(SM 408-3] 3 � 1-5/8 N ot?� 1) Existing antennas and coax at 203'level are to be removed and were not considered in this analysis Table 3 -Design Antenna and Cable Information � N/A tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. Ju/y 16, 2012 285 Ft Self Supporf Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, 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 B&T Project#� 79078, � Reinforcement Drawings 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) A!I member connections are assum�d+,� ha:�e beer, designed te mee±�r exceed ths 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 of 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 7/9/12 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 Capacity(Summary) T1 288-279 Leg L5x5x1/2 4 -0.39 87 75 0.4 Pass T� 279-272 leg L5x5x1/2 25 -1 45 124 74 1.2 Pass j 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 - -—-- — - ----— --- ---- - — - — ---- i T5 247-237 Leg L8x8x5/8 120 -15.46 282.60 5�5 � Pass 10.8(b) -� �� T6 237-232 Leg L8x8x5/8 141 -22.12 388.82 5.7 � Pass T? i 232 222 - - -��y - �8x8x5!8-- - -� 1��--� ��.34 y 388.82 �a 6.8 Pass tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 6 T8 222-210 Leg L8x8x5/8 199 -35.54 371.04 �s9�b� Pass r T9 210-195 Leg L8x8x5/8 235 -50.03 340.41 14 7 Pass F------ - -- -- -- ----- -- - - 11 5 -- � T10 195-183 Leg L8x8x1 1!8 271 -73.67 642.24 25 0(b) Pass T11 183-171 Leg L8x8x1 1!8 310 -94 95 64224 14 8 Pass T12 171-146 Leg L8x8x1 1!8 347 -119.54 380.00 31.5 Pass T13 146-122 Leg L8x8x3142PL0.5x8 392 -169.65 788.33 21�5 Pass 44 4(b) - - - - ----- -------- - -- - -- - ---- - ---- - -- T14 122-96 Leg L8x8x314 2PLO.Sx8 461 -219 54 774 14 28�4 Pass 43.1 (b) T15 96-72 Leg L8x8x1 2PL0 75x8 530 -274 76 1097.39 25�0 Pass 43.1 (b) T16 72-52 � Leg L8x8x1 2PL0.625x8 599 -326 18 1046.93 31'2 Pass 51.2(b) T17 52-32 Leg L8x8x1 2PL0.75x8 680 -371.22 1132.32 32'8 Pass 58.1 (b) T18 32-0 Leg L8x8x1 2PL0.875x8 761 -373.65 1181 17 58.4(b) Pass T1 288-279 Diagonal 2L2 1/2x2x1/4x3l8 18 -0.61 24 08 2.5 Pass_ � T2 279-272 Diagonal 2L2 1/2x2x1/4x3l8 33 -1.54 29 13 5.3 Pass 1 T3 272-259 _ Diagonal 2L2 1/2x2 1/2x1/4x3/8 62 -3.50 23.40 14 9 __Pass t- T4 259-247 Diagonal 2L2x2 1/2x1/4x3/8 99 -4.69 23.29 20 1 Pass T5 247-237 Diagonal 2L3x2 1/2x1/4x3/8 128 -5.25 28.62 18.3 Pass , T6 237-232 Diagonal 2L3 1/2x2 1/2x5l16x3/8 149 -4 71 62.90 7.5 Pass _ �T7 232-222 Diagonal 2L2 1/2x3x5/16x3/8 178 -7 73 54.26 14.3 Pass -- -- -- - - -- � T8 222-210 Diagonal 2L2 1/2x3 1/2x1/4x3l8 215 -11 51 43.67 26.4 Pass � T9 210-195 Diagonal 2L2 1/2x3 1/2x1/4x3/8 245 -16.75 32.93 50.9 Pass T10 195-183 Diagonal 2L3 1/2x4x1/4x3/8 285 -18.36 66.06 27 8 Pass � T11 183-171 Diagonal 2L3x3 1l2x1/4x3/8 Y 322 -21 33 44 09 48.4 Pass � T12 171-146 Diagonal 2L3 1/2x5x3/8x3/8 359 -36.05 58.62^ 61 5 Pass � T13 146-122 Diagonal 2L3 1l2x5x3/8x3/8 410 -36.27 101.21 35.8 Pass T14 122-96 Diagonal 2L3 1/2x5x5l16x3/8 479 -39.43 77.28 51 0 Pass T15 96-72 Diagonal 2L3 1/2x5x5/16x3/8 548 -39 82 80 13 49 7 Pass ---- - --- -- - - --- - - T16 72-52 Diagonal 2L3 1/2x4x5l16x3/8 620 -37 92 78.49 48.3 Pass T17 52-32 Diagonal 2L3 1/2x4x5116x3l8 701 -38.94 76 07 51.2 Pass T18 32-0 Diagonal 2L5x5x3/8x3/8 790 -68.86 167 68 41 1 Pass - -- - - -- ---- - - - T2 279-272 Horizontal 2L2 1/2x2x1l4x3/8 32 -0.85 40 42 2.1 Pass }- ---.. .----- ------ - ------ - --- -- --- ----- - i T3 272-259 Horizontal 2L5x3x1/4x3l8 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 2L3x2 1l2x1/4x3/8 127 -3.13 46 50 6.7 Pass ! T6 237-232 Horizontal 2L2 112x2x1/4x3/8 148 -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 2L3x2x1l4x3/8 207 -6.56 29.80 22.0 Pass r---- ------ ---- - - - T9 210-195 Horizontal 2L3x2x1/4x3/8 244 -9 47 25.89 � 36.6 Pass � T10 195-183 Horizontal 2L5x3x5/16x3/8 281 -12.71 79.26 16 0 Pass r T11 183-171 Horizontal 2L5x3 1/2x5l16x3/8 318 -15.03 93.31 16 1 Pass - - - - -- - - T12 171 -146 , Horizontal 2L3 1/2x2 1/2x1/4x3/8 355 -17 47 31 77 55.0 Pass - - -- -- -{- --:--- -�-- -------- - - -- -- --- - - - ---- -- T13 146-122 � Honzontal j 2L5x3 1/2x3/8x3/8 ` 404 -19 96 � 93 14 i 21 4 Pass � tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 7 T14 122-96 Horizontal 2L4x3x1/4x3/8 473 -21 75 34.07 63.8 Pass T15 96-72 Horizontal 2L4x3 112x3/8x3/8 542 -24 62 50.06 49.2 Pass T16 72-52 Horizontal 2L3 1/2x2 1/2x1/4x3/8 613 -26.39 63.34 41 7 Pass f--- - -- - �-T17 52-32 Horizontal 2L2 1/2x2 1/2xt/4x3/8 694 -27 73 45.49 60.9 Pass ' T18 32-0 Horizontal 2L6x4x3/8x3/8 782 -51 63 106.79 48.4 Pass T1 288-279 Top Girt 2L3x2 1l2x1l4x3/8 7 -0.24 55.48 0 5(b) Pass T3 272-25g Redund Horz 1 ���Zx2x1/4 66 -0.19 19 68 1 0 Pass Bracing T4 259-247 Redund Horz 1 �1/2x2x1/4 107 -0.14 18 39 0.8 Pass Bracing T7 232-222 Redund Horz 1 L2 1/2x2x1/4 182 -0 64 15.48 4 1 Pass Bracing T8 222-210 Redund Horz 1 � 1/2x2x1l4 ` 219 -1.24 13.65 9.1 Pass Bracing T9 210-195 Redund Horz 1 L2 112x2x1/4 246 -1 00 11 62 8.6 Pass Bracing T10 195-183 Redund Horz 1 2L2 1l2x2x1/4x3/8 276 -1 44 39 65 3.6 Pass Bracing T11 183- 171 Redund Horz 1 L2x2 1/2x1/4 316 -1 50 8.41 17.8 Pass Bracing T12 171 -146 Redund Horz 1 L2x2 1/2x1/4 375 -1.97 7.39 26.7 Pass Bracing T13 146-122 Redund Horz 1 L2x2 1/2x1/4 436 -2.60 13.03 20 0 Pass --- ---- Bracing Redund Horz 1 ------ --- -- T14 122-96 . L2x2 1/2x1/4 495 -3.55 10.57 33.6 Pass � _ Bracmg -- ----- --- -- - - - -- -- - -------- � T15 96-72 R�g a ngR 1 L2x2 1/2x1/4 564 -4 15 8.62 48.1 Pass T16 72-52 Redund Horz 1 2L2 112x2x1/4x3/8 649 -4.90 36.88 13 3 Pass Bracing �---- ------- -Rec'iur�d Fiorz 1 - ---- - -- -- - --- - ------ -- �T17 52-32 . 2L2 1/2x2x1/4x3/8 719 -5.58 35 46 15 7 Pass - -- - Braang � - --- -- Redund Horz 1 ---._- ------ -- - ----- ' T18 32-0 Bracing 2L2 1/2x2 1/2x1/4x3l8 816 -5.62 50 42 11 1 Pass - -- - - - - ------- --- ----- - -- ------ � Redund Horz 2 { T13 146-122 L3x3x1/4 427 -2.60 8.63 30 1 Pass �--- --- Bracing --- --- Redund Horz 2 � T14 122-96 L3x3x1l4 496 -3.55 7.00 50 7 Pass -- ---- Bracing --- - ---- --- ----- , T15 96-72 Redund Horz 2 L3x3x1l4 565 -4 15 5.71 72.6 Pass Bracing Redund Horz 2 i T16 �2-52 Bracing 2L2 1/2x2 1/2x1/4x3/8 639 -4 90 13 41 36 6 Pass � T17 52-32 Redund Horz 2 2L2 1l2x2 112x1l4x3/8 731 -5.58 11 74 47.5 Pass Bracing ---- ---- --- - - -- - ---- - - --..�-- ---- - ------. . T18 32-0 Redund Horz 2 2L2 1/2x2 1/2x1/4x3l8 817 -5.62 36.28 15.5 Pass , Bracing T18 32-0 Redund Horz 3 2L3x3x1/4x3/8 819 -5.62 29 69 18.9 Pass Bracing r -------- - - -- -- -- - - ------ ' T3 272_25g Redund Diag 1 L2 1/2x2x1/4 74 -0.17 6.08 2.9 Pass ; Bracing r - - - -- - -- T4 259-247 Redund Diag 1 �1l2x2x1/4 104 -0.13 6.57 1.9 Pass Bracing ' ____ - -- ---- - - --- - --- --- -- - - - ---- -- - - r T� 232_222 Redund Diag 1 L2 1/2x2 1/2x1/4 173 -0 45 10 91 4 1 Pass Bracing � T8 222-210 Redund Diag 1- - L2 1/2x2 1/2x1l4- -- 220 -0.97 8.26- -- 11 8 -Pass- -- Bracing - - -- -- - ------ -- - - -- -- Redund Diag 1 r i T9 210-195 Bracing L2 1l2x2 1/2x1/4 257 � -0.82 I 5.81 14 1 Pass � ! 1 ( Ti� + i95- io3 j Reduntiuiag 1 1 LLL IIZXLXI%4X3lE L�4 -109 � 31 77 � 3.'+ P8S5 tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CC18U No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 8 Bracing T11 183_17� Redund Diag 1 L2 1/2x2 1/2x5/16 317 -1 07 8.16 13.1 Pass Bracing T12 171 -146 Redund Diag 1 2L2 1/2x2x1/4x3/8 370 -2.12 10 95 19 4 Pass Bracing T13 146-122 Redund Diag 1 2L2 112x2x1/4x3/8 428 -2.47 24 91 9.9 Pass Bracing T14 122-96 Redund Diag 1 2L2 112x2x1l4x3/8 507 -3.30 20 97 15.8 Pass Bracing T15 96-72 Redund Diag 1 2L2 1/2x2x1/4x3/8 566 3.40 22.08 15.4 Pass Bracing T16 72_52 Redund Diag 1 2L2 1/2x2x1/4x3l8 651 -3.43 25.56 13.4 Pass Bracing T17 52-32 Redund Diag 1 2L2 1l2x2x1/4x3/8 721 -3.77 23.94 15.7 Pass Bracing T18 32-0 Redund Diag 1 2L2 1l2x2 1l2x1/4x3/8 818 -6.37 29.38 21 7 Pass Bracing T13 146-122 Redund Diag 2 2L2 1/2x2x1/4x3/8 429 -1.64 14 05 11 7 Pass Bracing T14� 122-96 Redund Diag 2 2L2 1/2x2x1/4x3/8 498 -2.22 11 62 19 1 Pass Bracing T15 gg-72 Redund Diag 2 2L2 1/2x2 1/2x1l4x3/8 577 -2.43 11.57 21 0 Pass Bracing - ----- -- -- --- - --- -_-- T16 72-52 Redund Diag 2 2L2 1/2x2x1/4x3/8 641 -3 08 14 07 21 9 Pass Bracing T17 52-32 Redund Diag 2 2L2 1/2x2x1/4x3/8 733 -3.43 12.87 26.6 Pass Bracing T18 32-0 Redund Oiag 2 2L3x3x3l16x3/8 820 -3.94 26.23 15.0 Pass Bracing T18 32-0 Redund Diag 3 2L5x3 1/2x5/16x3l8 796 -36.74 80.30 45.8 Pass Bracing -- - -- - - ------------ ---- - - ----- -- --- ---- T12 171 -146 Redund Hip 1 2L3 112x3 1l2x1/4x3/8 362 -0.16 58.25 0.3 Pass r Bracing � Redund Hip 1 T13 146-122 2L2 1/2x2 1l2x1/4x3/8 415 -0.40 39 44 1 0 Pass _ Bracing �T14 �22-gg Redund Hip 1 2L3x2 1/2x1/4x3/8 484 -0 41 46.25 0.9 Pass Bracing Redund Hip 1 T15 96-72 2L3x2 1/2x1/4x3/8 553 -0.35 43 57 0.8 Pass Bracing Redund Hip 1 T16 72-52 2L3x2 1/2x114x3/8 626 -0.24 41 14 0.6 Pass �- -- - -- Bracing --------- --- --- - - ------ � T17 52-32 Redund Hip 1 2L3x2 1l2x1l4x3/8 707 -0.25 38.36 0 6 Pass �---- ----- -- Bracing - -------- - ------ -- - - ------- i T18 32-0 Redund Hip 1 2L3x2 1/2x1/4x3l8 798 -0 69 53.34 1.3 Pass Bracing � T13 146-122 Redund Hip 2 2L2 1/2x2 1/2xU4x3/8 416 -0.19 12.03 1 6 Pass Bracing r--- - - - - --- ---- - -- ---- -- - - - ------ - --- Redund Hip 2 � T14 122-96 2L3x2 1/2x1/4x3/8 485 -0.20 16.29 1.2 Pass Bracing �------- -----.._.,, __.--- - -- - - ---- j T15 gg-72 Redund Hip 2 2L3x2 1/2x1/4x3/8 554 -0.18 13.28 1 4 Pass �___ _�__ Bracing Redund Hip 2 T16 72-52 2L3x2 1/2x1/4x3/8 627 -0.12 11 19 1 1 Pass Bracing ; T17 52-32 Redund Hip 2 2L3x2 1/2x1/4x3/8 708 -0 13 9.80 1.3 Pass Bracing - - - - --------- - - - - --- ------- - T18 32-0 Redund Hip 2 2L2 1/2x2x1/4x3/8 799 -0.31 17.56 1.8 Pass Bracing ----- -- - --- --- - --- -- ---- ---- � Redund Hip 3 , T18 32-0 2L3x2 1/2x1/4x3/8 826 -0.21 14 00 1 5 Pass � Bracing -- - ------- T12 171-146 Redund Hip � ZL3 1/2x3 1/2x1/4x3/8 372 -0.25 17 01 1.5 Pass � ,Diagonal Bracing , ` tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 9 T13 146-122 Redund Hip 2L3 1/2x3 1/2x1/4x3/8 417 -0.56 34 18 1.6 Pass Diagonal Bracing T14 122-96 Redund Hip 2L2 1/2x2x1/4x3/8 486 -0.48 920 5.2 Pass Diagonal Bracing T15 gg-72 Redund Hip 2L2 1/2x2x1/4x3/8 555 -0.43 8.41 5.1 Pass Diagonal Bracing T16 72-52 Redund Hip 2L2 1l2x2x1/4x3/8 629 -0.13 3.51 3.6 Pass Diagonal Bracing T17 52-32 Redund Hip 2L2 1/2x2x1/4x3l8 710 -0.13 3.10 4 1 Pass Diagonal Bracing T18 32-0 Redund Hip 2L2 1/2x2x1/4x3/8 800 -0.98 14 49 6.8 Pass Diagonal Bracing T18 32-0 Redund Sub Horz 2L5x5x3/8x3/8 797 -37 90 108.54 34 9 Pass Bracing T18 32-0 Redund Sub 2L5x3 1/2x5/16x3/8 805 -49.77 100.13 49 7 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 L3x3x1/4 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 1.4x4x114 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 L2x3x1/4 267 -0.03 1 72 1.6 Pass T10 195-183 Inner Bracing L7x4x3l8 306 -0.01 9.75 0.7 Pass T11 183-171 InnerBracing L31l2x21/2x1/4 339 -0.04 2.35 17 Pass T12 171 -146 Inner Bracing L3x3x1/4 384 -0.08 2.45 3.3 Pass T13 146-122 Inner Bracing L5x3x1/4 453 -0 12 3.24 3.6 Pass T14 122-96 Inner Bracing L3 1/2x3 1l2x1/4 522 -0 12 2.51 4 7 Pass T15 96-72 Inner Bracing 2L2x2 1/2x1/4x3/8 591 -0 12 1.88 6.6 Pass T16 72-52 �Inner Bracing 2L2 1/2x2 1/2x1l4x3/8 668 -0 11 2.98 3.7 Pass T17 52-32 Inner Bracing 2L2 1/2x3x1/4x3/8 749 -0 12 2.76 4.5 Pass T18 32-0 Inner Bracing 2L4x3x5116x3/8 866 -0.03 5.52 1 1 Pass � - - -- --- Summary --- - --- - ------------ -- -- ---- ..- - -- -- ----- - --- - ---- - � Leg(T18) 58.4 Pass j Diagonal 615 Pass j----- ---- - - --- - (T12) � ------- ---- -- - - - Horizontal - -- -------- ---. --- - ---- (T14) 63�8 Pass Top Girt 0.5 Pass ---- ------ - ----- --- -- - - ------- - -- � ) Redund � --vJ_ Horz 1 48.1 Pass Bracing -- - -- --- - - --- - --- (T15) -- --- , Redund � Horz 2 72.6 Pass � Bracing ' (T15) r - - - - --- - ------ - - - � Redund , Horz 3 18 9 pass Bracing i ---- --- - - - -- -- - - - - -- ---- -- - - - - - -- - �T18) --- - -- - , i Redund � 2� 7 � Pass � � , , --- -1 - 1- --- � - - - i - -= _ I Uiag 1 -1 - � - ---- - ' tnxTower Report-version 6.0 4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 10 Bracing -- -- - - -- - - -------- -- R18) Redund Diag 2 26.6 Pass Bracing (T17) Redund Diag 3 45.8 Pass Bracing (T 18) --- ---- -- — -— Redund Hip 1 Bracing 1.3 Pass (T18) ` Redund Hip 2 Bracing 1.8 Pass (T18) ' - ----- --- - - -- --- - Redund Hip --- 3 Bracing 1.5 Pass (T 18) -- -- ---- - - — -- Redund Hip Diagonal 6.8 Pass Bracing (T18) Redund Sub Horz �9 Pass Bracing ---- ----- (T18) Redund Sub Diagonal 49 7 Pass Bracing (T18) -- ----- -- — --- Inner Bracing 6.6 Pass (T15) 9- -- - - --- - — ._.. �'-- ----� � � �� B Rat g ks 72.6 Pass ! ____�__ Table 6-Tower Component Stresses vs. Capacity—LC5 1 Anchor Rods 49.3% Pass 1 Foundation 90.6% Pass Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The existing tower and its foundations are sufficient for the proposed loads and do not require modifications. tnxTower Report-version 6.0.4 0 Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 11 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, lnc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Applicafion 144090, Revision 1 Page 12 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.0 4 0 288 0 ft LLK � Va m � Z Z Z ^ 2790ft DESIGNED APPURTENANCE LOADING c " � � � TYpE ELEVATION TYPE ELEVATION 272 0 ft � Flash Beawn 288 APXV9ERR7&C w/MourA Pipe 203 p Y a a � N � m I I Lightning Rod 10'x 0.5' _ _ 288 RRUS A2 Module 203 __ _ 'N � �y � 259 0 ft DB424 285 (2)RRUS-11 1900MHz 203 � N Sector Mount�SM 4023] 227 RRUS-11 800MHz 203 w U � cy '' m � I I (2)UMWD-03319-R2DMw/MouR 227 (3)ACU-A20.N __ _ 203 ________ � Ud � Pipe 8U0 MFIz SMR FiMer 203 247_0 f� (2)UMWD-03319-R2DM w/Mount 227 6'rtauM pipe 203 �' Pipe ,� Ud � (2)UMWD-03314R2DM w(Mount �7 — �T2 0.6 11 HPX 203 ILL LL 4 <. ZeptyrhilsPlaHorm 195 Z Z 237Aft Pipe _ _ —___._- � V �+ N " 232A ft Secror MouM[SM 602-3) p75 ETW200VS12UB 194 ~ o (4)D8878G90A-XY w/Moun[Pipe 275 (z)LGP13908 TMA 194 C m = Q ^ Ud � � � I I (3)D6878G90A-XY wlMount Pipe 215 (2)RR6S19-02DP 194 ____ ul 222 0 ft (4)D6878G90A-XY w/MouM Pipe 215 TMBX�517-A1M w/MourR Pipe 194 ao � ° v ^ � (2)LGP13908 TMA 194 % a $ � Sector MouR[SM 502-3] 203 � C� �� � I �I I ETW200VS72U6 194 � �y m(c� ° .� APXV9ERR1&C w/Mount Pipe 203 -- '�f a � a 210 0 ft 1 RRUS A2 Modile zp3 (2)RR6S19-02DP 194 � `� \ � � (2)RRUS-11 1900MHz Zp3 (2)RR6S19-02DP 194 � � `� � N � TMBX�517-A1M w/Mount Pipe 194 x d� RRUS-11800MHz 203 � � c'�� � � � ❑ • (3)ACU-A20.N Zp3 (2)LGP13908 TMA 194 195A ft I I { � � I B00 MFIz SMR Fiker 203 ETW200VS12UB 194 � I � 6'mouM pipe Zp3 Sector Mount[SM 402-3] 194 — f � � x � N APXVERRI&C w/Mount Pipe 203 TMBX�517-A1M w/Mou�A Pipe 194 � RRUS A2 Module pp3 Pipe Mount[PM 501-1� 185 � 183A ft — (2)RRUS-11 1900MHz 203 PAR665 185 (3)LPD-7905/8 w/Mourt Pipe 177 r� z a o � � I I I I I I RRUS-11 BOOMHz p3 Sactor Mount�SM 40&3J 177 � 7710ft (3)ACU-A2(LN 203 m" � n,� 800 MHz SMR Fiker Zpg (3)LPD-7905/8 w/Mount Pipe 177 a ° (2)TN71l2X 248TY256X HP Zp3 (3)LPD-7905I8 w/MouR Pipe 177 ° `� 6'rtwurtpipe Zp3 ZeplyrhilsPlatform 96 Q Q K ry m Z Z n � � cZ � SYMBOL UST � " �no�wc s►zF Mnwc size �� n+ 146_Oft � �'' r� A LB�Bx12PL0625x8 K 2LS�c3x1/4x3/8 � " �' L '�� Q Q x �` B LB�Bx12PL075x8 L 2LSx31f2x3/Bx3/8 Z ,�3 ° �' N m C 2L211D2x1/4x3l8 M 2LSrz3x5/16x3/8 � g x Ud w D 2L21/�21l2x1/4z3/8 N 2LSx312x5/16x3/8 ' � E 2L?�Q 7/bc1/4z3/8 O 2L3 1l2x2 1/Dci/4x3/8 � �� o N `� F 2L3�Q 1Rx1/4z3I8 P L21/2x21/2�c5116 H `� ���f� G 2L31Y�21/Dc5/76x3J8 � L31/2x21/2x114 n � H 2L2 1/2x3x5li6x3lB R 2L2 1/2x3xt/4z3/8 a �Ox � � S I 2L3 1/2x4x1/4x3/8 S 1 Q 5 e � � J 2L3X,11/Dctl4x3/8 X ° � � � MATERIa.STRENVTH � � � `° � � GRADE F Fu GRADE F Fu K 96 0 ft � A572-50 50 Fsi 65 ksi � � M � � � � " � TOWER DESIGN NOTES � � "� � � � @> � 1 Tower is located in Pasco County,Florida. � K � 2. Tower designed for Exposure C to the TIA-222-G Standard. �; � N 3. Tower designed for a 108 mph basic wind in accordance with the TIA-222-G Standard. �z.o r� 4 Deflections are based upon a 60 mph wind. � 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 ft �a � o �, 0 7 TOWER RATING:72.6% � ALL REACTIONS – � � ARE FACTORED ' s2on `� � �� MAX.CORNER REACTIONS AT BASE. F m `" o N � d DOWN: 481 K R SHEAR: 84 K 32.0 ft UPLIFT -359 K � � � � � SHEAR: 69 K � � �° � � ' � � AXIAL FN � � � � x� � � � 280K •- K °x A c0 �n x a /� � � N J N SHEAR/ I \ MOMENT � � N � I 205 K� y 27936 krp-ft OOft g TORQUE 132 kip-R I � � y � REACTIONS-108 mph W1ND R'�c'=i �IW � � � o �e°s '� �ug Q � a n`o x 'o r'n�'n m � � c �'� �'i� � �o � � �8i � � a m `�.�_ =1_° o �x � �L� � _ LL ��3 O��O�TM SSOE Inc. °816298 Zephyrhills -- 1001 Madison Ave. ''`°�`otz-o�zsz-0o � Toledo,OH 43604 O11er" cci ���bY S'I$S2 "PPd Phone:(419)255-3830 COde TIA_222_G — Dare:07116/12 S��e NTS FAX. 419 255-6101 Path owg No E_� Feedline Distribution Chart 0'-288' Round Flat App In Face App Out Face . Tnss Leg 288 00 Face A Face B Face C Face D 2�o0 285.00 285 00 285.00 27900 ________27900 �_—_-__ ______- _ ____ ____ _ - _ __ ____ _._ .__ __- ___- _ -__ _ . _ _. ._ _ 272 00 272 00 25900____. .__. ____ .__ � _- _____� __ ____ _ __-_-____._._.._.___._. ._. ________ __ .___._. ._.__.._. ._._ _ ._-__-_- __________�____________ 259.00 24700__________ ________ _ __ _____ �_� _____ ____________________�____ _____ ___�______ __-_ _ _ _ -___. _.__..___.____.________247.00 237.00 237 00 ._______._.._ _____ _ _ _______ ___ ________ ___________________.._.._____ ___________ ___..___._._. .___. . .________________________________ 232.00 232 00 __._______.__. _____ _ __ _______ ___ _____________-______.._.._.______.._.______ ___________... ._.._..__.._.._.__..___.______ ______.________._______..___._.__.____.___ _ 227.00 __ 727.00 ______ 22700 __. ._ .__ . ._ ___.- _ —________ _______.__. ._._. _______ ._._. - _-_ __________________._.._..._. ._ 222.00 �.pp __ 21500 ___________________________________.._ 21500 _.. 21500____.__________ __.__.._. _______- __ ____ __�-_ '—__—_'__'_ __'___' _____'_' _""____ _ 21000 _'________"_"" _____'_ —_—_ _ ._. . . ____ _ _ ._ _. __ _ 10.00 _ ___________. ___. ._ .__ _ ___. __.._._ . .. . _ .. ____ ______ _______ . —_ -- 203 00 ------ 2b3 00 --—203.00 -------- ------- 195.00 __ 14400 _______ 194.00 __ 19400 19500 18300- ___78500 ______ ____,__ 185.00 18500 18300 '__77700___ ""___ 177.00 17700 171 00 ___ __________._____ _ ___ ______ ._. � � `m m $ O � � �0 146 00 c . . _ —_� _-___.___._..m_ _ c ___.�,. ._ _.___._ _______ __ _____________. _____ _ _____ __._ _.._ ._. 146.00 � Q a � __ ___ _._. __ .._. ._.__. ._.____�_________ ____.______ E ; � U � � � f � W � � g� � � a 122.00 � Q -_ _____________-____ . ._ _..__ __ __..__ .._._-__S- ____________ .._.__. p_ p_ _ __ _____ __ _____..__..___ _ ________ __ __ . _ ._ __ ___ _� �m 12200 � LL < � O '� 'A Q 'o � � c � � � � "Z— � 4 z d m o � y � LL d LL � = � � Q O Q a ' � � � � c 96.00� � � LL " _�' '�' �_ '_ m _— _ _._O____r�____ . _. ._ ______ N �- g- —'�- ; '^ " ` v - ----— — ss.00 —— - -- Q_ Q N W R yp! N N � - - � � F LL LL O � `� n `O 72 00 � -__ ________. .__..__. 52 00 -___ ____�__.__. . _ _ ______ __ _____ _____. ._._ _____ __- . . _ _._. ._ __ _ ______ _._. .. __ ____._.._____________ _ _. .- 32 00 -___ ______-___. ._ _____ _______ __ l _ _- _� �_� __�__600 _. __ _ _ .-_900 _ _ _ _____ _ ___ __ _ . . _-B 00__ I._ _I -__ _ ._ . _ 0 00 0 00 O��0��r SSOE Inc. °b 816298 Zephyrhills 1001 Madison Ave. �fOJeC o�2-o�2s2-0o 0 Toledo,OH 43604 C°8�` cci �rawnby 81352 App'd Phone:(419)255-3830 �Ode TIA-222-G oaca 07/16/12 S`�� NTS FAX. 419 255-6101 Pam' Dwg No E_� Pa e tnxTower Job 816298 Zephyrhills 9 1 of 46 SSOE Inc. Project Date 1001 MadisonAve. O'IZ-O'I232-O0 09:46.26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CCI 81352 FAK (4I9)255-6l0/ Tower in ut 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 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 Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 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 bendmg stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. O t1011S Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals � Assume Rigid[ndex Plate � Calculate Redundant Bracing Forces Use Moment Magnification � Use Clear Spans For Wind Area Ignore Redundant Members in FEA � Use Code Stress Ratios Use Clear Spans For KL/r �/ SR Leg Bolts Resist Compression � Use Code Safery Factors-Guys Retension Guys To Initial Tension � All Leg Panels Have Same Allowable Escalate Ice �/ Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz � Use Azimuth Dish Coefficients � Consider Feedline T'orque Use Special Wind Profile � Project Wind Area ofAppurt. � Include Angle Block Shear Check � Include Bolts In Member Capacity Autocalc Torque Arm Areas Pp�� � Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction V Secondary Horizontal Braces Leg � Sort Capacity Reports By Component Always Use Sub-Gitical Flow Use Diamond Inner Bracing(4 Sided) � Triangulate Diamond lnner Bracing Use Top Mounted Sockets Add IBC 6D+W Combination tnxTower J�b Page 816298 Zephyrhills 2 of 46 SSOE Inc. Project Date lool Madisor:Ave. 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CCI 81352 FAK (4!9)255-6101 Leg A Leg B Face B Wind 90 � X � � LL Z fD n Face D �y ���a Wind 0 Sauare Tower Tower Section Geomet Tower Tower �Assembly � Description ^ Sectron Number � � Section � Section Elevation Database Width of Length Secfions Zr jt ir T I 288.00-279.00 10.00 1 9.00 T2 279.00-272.00 Il 19 1 7.00 T3 272.00-259.00 12.11 I 13.00 T4 259.00-247.00 13.83 I 12.00 TS 247.00-237.00 IS 41 I 10.00 T6 237.00-232.00 16 73 I 5.00 T7 232.00-222.00 1739 l 10.00 T8 222.00-210.00 18 71 I 12.00 T9 210.00-195 00 2C.�9 : I5.00 T I 0 I 95.00-I 83.00 22.27 I I 2.00 Tl I 183 00-U1.00 23.85 l 12.00 T I 2 171 00-146.00 25 44 l 25.00 T I 3 146.00-122.00 28.74 l 24 00 T l4 I22.00-96.00 3 I.90 I 26.00 T15 96.00-72.00 35.33 1 24.00 T16 72.00-52.00 38.50 1 20.00 T17 52.00-32.00 4114 I 20.00 TI8 32.00-000 43 78 I 32.00 Tower Section Geomet cont'd Tower� Tower Diagonal Bracrng Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontuls Offset Ofj'set End T fr Parrels in �ir Tl 288.00-279.00 9.00 K Bracc Down No Yes 0.00 0.00 tnxTower J�b Page 816298 Zephyrhills 3 of 46 SSOE Inc. Project Date 1001 Madison Ave 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (4!9)255-3830 CC� 81352 FAX. (419)255-6101 Tower Tower Diagona! Bracing � Has R � Has� Top Girt Bottom Girt Section Elevation Spacing Tvpe K Brace Horizontals Offset Offset End ft ft Panels rn in T2 279.00-272.00 7.00 K Brace Down No Yes 0.00 0.00 T3 272.00-259.00 l3 00 KI Down No Yes 0 00 0 00 T4 259.00-247 00 12.00 KI Down No Yes 0.00 0.00 TS 247.00-237 00 10.00 K Brace Down No Yes 0.00 0.00 T6 237.00-232.00 5.00 K Brace Down No Yes 0.00 0.00 T7 232.00-222.00 10.00 Kl Down No Yes 0.00 0.00 T8 222.00-210.00 12.00 KI Down Na Yes 0.00 0.00 T9 210.00-195.00 I5.00 KI Down No Yes 0.00 0.00 TIO 195.00-183.00 12.00 KI Down No Yes 0.00 0.00 TI1 183.00-171.00 12.00 KI Down No Yes 000 0.00 T12 171.00-146.00 25.00 KI Down No Yes 0.00 0.00 T13 146.00-122.00 24.00 K2 Down No Yes 0.00 0.00 Tl4 122.00-96.00 26.00 K2 Down No Yes 0.00 0.00 T I 5 96.00-72.00 24 00 K2 Down No Yes 0.00 0.00 T16 72.00-52.00 20.00 K2ADown No Yes 0.00 0.00 T 17 52.00-32.00 20.00 K2A Down No Yes 0.00 0 00 T 18 32.00-0.00 32.00 Portai No Yes 0.00 0 00 Tower Section Geomet cont'd � .� Tower � �eg__. . __ Leg._ _ ___._-_. Leg Diagonal -r � M Diagonal � p Diagona!F Elevation Type Sr:e Grade Type Sire Grade �t T1 288.00-279.00 Equal Angle LSx5xU2 A572-50 Double Angle 2L2 I/Zx2xl/4x3/8 A572-50 (50 ksi) (50 ksi) T2 279.G'0-2?2A� Equa:Ar.glc LSxS�.!2 F,5?2-50 Docblc Anglc 2L2 U2x2x:;4x3;3 A572�0 (50 ksi) (50 ksi) T3 272.00-259.00 Equal Angle LSxSxI/2 A572-50 Double Angle 2L2 1/2x2 1/2x1/4x3/8 A572-50 (50 ksi) (50 ksi) T4 259 00-247 00 Equal Angle LSxSxI/2 A572-50 Double Angle 2L2x2 1/2x1/4x3/8 A572-50 (50 ksi) (50 ksi) TS 247.00-237 00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L3x2 1/2xl/4x3/8 A572-50 (50 ksi) (50 ksi) T6 237.00-232.00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L3 I/2x2 I/2x5/16x3/8 A572-50 (50 ksi) (50 ksi) T7 232.00-222.00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 I i2x3x5/16x3/8 A572-50 (50 ksi) (50 ksi) T8 222.00-210.00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 I/2x3 1/2x1/4x3/8 A572-50 (50 ksi) (50 ksi) T9 210.00-195 00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 l/2x3 I/2xl/4x3/8 A572-50 (50 ksi) (50 ksi) T10 Equal Angle L8x8xl U8 A572-50 Double Angle 2L3 I/2x4x1/4x3/8 A572-50 195.00-183.00 (50 ksi) (50 ksi) T11 Equa]Anglc L8x8xl ll8 A572-50 Doublc Angle 2L3x3 U2xl/4x3/8 A572-50 183.00-171.00 (50 ksi) (50 ksi) T12 Equal Angle L8x8x1 I/8 A572-50 Double Angle 2L3 I/2x5x3/8x3/8 A572-50 171.00-146.00 (50 ksi) (50 ksi) T13 ArbitraryShape L8x8x3/42PLO.Sx8 A572-50 DoubleAngle 2L31/2x5x3/8x3/8 A572-50 146.00-122.00 (50 ksi) (50 ksi) T14 122.00-96.00 Arbitrary Shape L8x8x3/4 2PLO.Sx8 A572-50 Double Ang1e 2L3 I/2x5x5/16x3/8 A572-50 (50 ksi) (50 ksi) TIS 96.00-72.00 Arbitrary Shape L8x8xl 2PL0 75x8 A572-50 Double Angle 2L3 l/2x5x5/16x3/8 A572-50 (50 ksi) (50 ksi) T16 72.00-52.00 Arbitrary Shapc L8x8xl 2PL0.625x8 A572-50 Doublc Angle 2L3 l/2x4x5/16x3/8 A572-50 (50 ksi) (50 ksi) T17 52.00-32.00 Arbitrary Shapc L8x8xl 2PL0 75x8 A572-50 Doublc Angle 2L3 1/2x4x5/16x3/8 A572-50 (50 ksi) (50 ksi) trtxTower J�b Pa9e 4 of 46 816298 Zephyrhills SSOE Inc. Project Date 1001 Madrson Ave. O�Z-O�Z32-OO 09�46.26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CC� 81352 FAX. (419)255-6101 Tower Leg Leg Leg Diagonal Diagona! Diagonal Elevation Type Size Grade Type Srze Grude � T18 32.00-0.00 Arbitrary Shape L8x8xl 2PL0.875x8 A572-50 Double Angle 2LSx5x3/8x3/8 A572-50 (50 ksi) (50 ksi) Tower Section Geomet (cont'd .w�s Tower Top Girt�p� �Top Girtt� M Top Girt� Bottom Girt ~ � Bottom Girt �~ 4 Bottom Girt Elevatron Type Size Grade Type Size Grade �t T1 288.00-279 00 Double Angle 2L3x2 I/2x1/4x3/8 A36 Flat Bar A36 (36 ksi) (36 ksi) Tower Section Geome (cont'd � Tower No. Mid Girt Mid Girt Mid Girt sa�Horizonta! Horizontal ��W Horizontal Elevation of Type Size Grade Type Size Grade Mrd �1 �'ilYIS TI 288.00-27900 None Flat Bar A36 Double Angle 2L3�c2 1/2xl/4x3/8 A36 (36 ksi) (36 ksi) T2279.00-272.00 None FlatBar A36 DoubleAngle 2L21/2�c2x1/4x3/8 A36 (3o nai) (3o kai) T3 272.00-259.00 None Flat Bar A36 Double Angle 2LSx3x1/4x3/8 A36 (36 ksi) (36 ksi) T4 259.00-247 00 None Flat Bar A36 Double Angle 2L2 1/2�c2x1/4x3/8 A36 (36 ksi) (36 ksi) TS 247.00-237 00 None Flat Bar A36 Double Angle 2L3�c2 1/2xl/4x3/8 A36 (36 ksi) (36 ksi) T6 237.00-232.00 None Flat Bar A36 Double Angle 2L2 I/2x2x1/4x3/8 A36 (36 ksi) (36 ksi) T7 232.00-222.00 None FI2c Bar A36 Double Angle 2LSx3 !/2x3/8x3/8 A36 (36 ksi) (36 ksi� T'8 222.00-210.00 None Flat Bar A36 Double Angle 2L3x2xl/4x3/8 A36 (36 ksi) (36 ksi) T9 210.00-195 00 None Flat Bar A36 Double Angle 2L3x2xl/4x3/8 A36 (36 ksi) (36 ksi) T10 None Flat Bar A36 Double Angle 2LSx3x5/16x3/S A36 195.00-183.00 (36 ksi) (36 ksi) Tl I None Flat Bar A36 Double Angle 2LSx3 1/2x5/16x3/8 A36 I83.00-171.00 (36 ksi) (36 ksi) T12 None Flat Bar A36 Double Angle 2L3 1/2�c2 I/2x1/4x3/8 A36 171 00-146.00 (36 ksi) (36 ksi) T13 Nonc F1atBar A36 DoubleAnglc 2LSx31/2x3/8x3/8 A36 146.00-122.00 (36 ksi) (36 ksi) T14 122.00-96.00 None Flat Bar A36 Double Angle 2L4x3xl/4x3/8 A36 (36 ksi) (36 ksi) Tl5 96.00-72.00 None Flat Bar A36 Double Angle 2L4x3 U2x3/8x3/8 A36 (36 ksi) (36 ksi) T16 72.00-52.00 None Flat Bar A36 Double Angle 2L3 U2�c2 V2xl/4x3/8 A36 (36 ksi) (36 ksi) T 17 52.00-32.00 Nonc Flat Bar A36 Doublc Angle 2L2 I/2�c2 I/2x I/4x3/8 A36 (36 ksi) (36 ksi) trixTower J�b Page 816298 Zephyrhills 5 of 46 SSOE InG Project Date 1001 Madison Ave. O�2-O�23Z-OO 09:46.26 07/16/12 Toledo,ON43604 Client Designed by Phone. (4/9)255-3830 C+C+� 81352 FAK (4!9)255-6/0/ Tox�er No. ry Mid Girt Mid Girt �u Mid Girt Horizontal Horizo�rtal Horizonta/ Elevation oJ Type Sire Grude Type Size Grade Mid ft Girts T18 32.00-0.00 None Flat Bar A36 Double Angle 2L6x4x3/Sx3/8 A36 (36 ksi) (36 ksi) Tower Section Geomet cont'd Tower� �Secondary F�Secondary Horizonta! Secondary /nner Bracing Inner Bracing Size ' lnner Bracing Elevation Horizontal Tvpe Size Horizontal Type Grade Grade f TI 288.00-279.00 Equal Angle A36 Single Mglc L3x3xl/4 A36 (36 ksi) (36 ksi) T2 279.00-272.00 Equal Anglc A36 Single Angle L3x3xl/4 A36 (36 ksi) (36 ksi) T3 272.00-25900 Equal Angle A36 Single Angle L3x3x1/4 A36 (36 ksi) (36 ksi) T4 259.00-247 00 Equal Angle A36 Single Mgle L3x3x I/4 A36 (36 ksi) (36 ksi) TS 247 00-237.00 Equal Angle A36 Single Angle L3x3xl/4 A36 (36 ksi) (36 ksi) i'6 237.00-232.00 Equal Angle A36 Single Mgle L3x3xl/4 A36 (36 ksi) (36 ksi) T7 232.00-222.00 Equal Angle A36 Single Angle L4x4x1/4 A36 (36 ksi) (36 ksi) T8 222.00-210.00 Equal Angle A36 Single Angle L4x4x1/4 A36 (36 ksi) (36 ksi) T9 210.00-195.00 Equal Angle A36 Single Mgle L2x3x1/4 A36 (36 ksi) (36 ksi) T10 Equal Angle A36 Single Mgle L7x4x3/8 A36 195.00-183.00 (36 ksi) (36 ksi) Tl l Equal Angle A36 Single Angle L3 1/2u2 I/2xl/4 A36 183 00-171.00 (36 ksi) (36 ksi) T12 Equal Angle A36 Single Angle L3x3xl/4 A36 171 00-146.00 (36 ksi) (36 ksi) T13 Equal Angle A3b Single Mgle LSx3xl/4 A36 146.00-122.00 (36 ksi) (3fi ksi) T14 122.00-96.00 Equal Angle A36 Single Mgle L3 1/2x3 1/2x1/4 A36 (36 ksi) (36 ksi) TIS 96.00-72.00 Equal Angle A36 Double Angle 2L2x2 ll2xl/4x3/8 A36 (36 ksi) (36 ksi) Tl6 72.00-52.00 Equal Anglc A36 Double Angle 2L2 I/2x2 1/2xl/4x3/8 A36 (36 ksi) (36 ksi) Tl7 52.00-32.00 Equal Anglc A36 Doublc A�gle 2L2 I/2x3x1/4x3/8 A36 (36 ksi) (36 ksi) T18 32.00-0.00 Equal Angle A36 Double Angle 2L4x3x5/16x3/8 A36 (36 ksi) (36 ksi) Tower Section Geomet (cont'd) tnxTower J�b Page 816298 Zephyrhills 6 of 46 SSOE Inc. Project Date 1001 Madison Ave. O�2-0�232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (4/9)255-3830 CC+� 81352 FAX. (4!9)255-6/01 �Tower� Redundant Redundant Redundant � 4 K Factor Eleva�ion Bracing Tvpe Size Grade ft T 3 A36 Horizontal(I) Single Angle L2 U2�c2x l/4 1 272.00-259.00 (36 ksi) Diagonal(I) Single Angle L2 U2�c2x1/4 1 T4 A36 Horizontal(I) SinglcAngle L2l/2x2x1/4 I 259.00-247.00 (36 ksi) Diagonal(I) Single Mgle L2 1/2�Qx1/4 I T7 A36 Horizontal(1) Single Mgle L2 1/2�Qx1/4 I 232.00-222.00 (36 ksi) Diago�al(1) Single Angle L2 I/2x2 U2x1/4 1 T8 A36 Horizontal(1) Single Angle L2 U2�c2x1/4 1 222.00-210.00 (36 ksi) Diagonal(1) Single Angle L2 I/2x2 I/2xl/4 I T9 A36 Horizontal(1) Single Angle L2 l/2�c2x1/4 l 210.00-195.00 (36 ksi) Diagonal(I) Single Angle L2 1/2x2 I/2xl/4 l TIO A36 Horizo�tal(I) DoubleAngle 2L21/2�c2x1/4x3B l 195.00-183.00 (36ksi) Diagonal(1) Doub]eAngle 2L2 U2x2xl/4x3/8 1 TII A36 Horizontal(1) SingleAngle L2x2 U2x1/4 I 183.00-171.00 (36 ksi) Diagonal(I) Single Anglc L2 1/2x2 U2x5/16 1 T12 A36 Horizontal(1) Single Mgle L2�c2 I/2x1/4 I 171.00-146.00 (36ksi) Diagonal(I) DoubleAngle 2L2 U2x2xl/4x3/8 I Hip(1) DoubleAngle 2L31/2x31/2x1/4x3/8 I Hip Diagonal 2L3 l/2x3 ll2xl/4x3/8 1 i'l3 A36 Horizontal(1) Singlc Angle L2� U2xl/4 I 146.00-122.00 (36 ksi) Horizontal(2) L3x3xl/4 Diagonal(1) DoubleAngle 2L21/2x2x1/4x3/8 1 Diagonal(2) 2L2 1/2x2x1/4x3/8 Hip(I) DoubleAnglc 2L21/2x21/2xl/4x3/8 1 Hip(2) 2L2 I/2x2 I/2xl/4x3/8 Hip Diagonal 2L3 I/2x3 I/2xl/4x3/8 I T14 A36 Horizontal(l) Singlc Mgle L2x2 U2xl/4 I 122.00-96.00 (36 ksi) Horizontal(2) L3x3xl/4 Diagonal(I) DoubleAngle 2L21/2x2x1/4x3/8 I D13bOB2I!�1 2r? 1!2s2x1 iqxz/g Hip(1) DoubleAngle 2L3x21/2xl/4x3/8 1 Hip(2) 2L3x2 I/2xl/4x3/8 Hip Diagonal 2L2 1/2x2x1/4x3/8 I TIS A36 Horizontal(1) SingleAc�gle L2x2 U2x1/4 I 96.00-72.00 (36 ksi) Horizontal(2) L3x3xl/4 Diagonal(1) Double Angle 2L2 I/2x2x1/4x3/8 I Diagonal(2) 2L2 U2x2 l/2xU4x3/8 Hip(1) Double Angle 2L3x2 1/2x1/4x3/8 I Hip(2) 2L3x2 1/2xl/4x3/8 Hip Diagonal 2L2 1/2�Qxl/4x3/8 I T16 A36 Horizontal(1) DoublcAngle 2L2 U2x2xl/4x3/8 I 72.00-52.00 (36 ksi) Horizontal(2) 2L2 1/2x2 I/2xl/4x3/8 Diagona](I) Doublc Angle 2L2 U2x2x1/4x3/8 1 Diagonal(2) 2L2 I/2x2x1/4x3/8 Hip(() DoubleAngle 2L3x2 U2x1/4x3/8 1 Hip(2) 2L3�c2 I/2xl/4x3/8 Hip Diagona] 2L2 1/2x2x1/4x3/8 1 T17 A36 Horizontal(l) DoubleAngle 2L21/2x2x1/4x3/8 1 52.00-32.00 (36 ksi) Horizontal(2) 2L2 U2x2 I/2xl/4x3/8 Diagonal(I) DoubleAnglc 2L2 U2x2xU4x3/8 1 Diagona](2) 2L2 I/2x2x1/4x3/8 Hip(1) DoubleAngle 2L3x2 V2x1/4x3/8 I Hip(2) 2L3x2 1/2xl/4x3/8 Hip Diagonal 2L2 1/2x2x1/4x3/8 l T18 A36 Horizontal(1) DoubleAngle 2L21/2x21/2x1/4x3/8 1 32.00-0.00 (36 ksi) Horizontal(2) 2L2 I/2�c2 1/2x1/4x3/8 Horizontal(3) 2L3x3x1/4x3/8 Diagonal(I) Doub]eAngle 2L21/2x21/2xl/4x3/8 1 Diagonal(2) 2L3x3x3/16x3/8 Diagonal(3) 2LSx3 l/2x5/16x3/8 Sub-Diagonal DoublcAngle 2LSx31/2x5/16x3/8 I tnxTower J�b Page 816298 Zephyrhills 7 of 46 SSOE Inc. Project Date /001 Madison Ave. 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 (�,C,� FAX (4/9)255-6101 81352 Tower Redundant 4� ��f Redundant Redundant KFactor Elevation Bracing Type Size Grade jt Sub-Horizontal Double Angle 2LSx5x3/8x3/8 I Hip(I) Double Angle 2L3x2 I/2x1/4x3/8 1 Hip(2) 2L2 I/2x2x1/4x3/8 Hip(3) 2L3�c2 I/2xl/4x3/8 Hip Diagonal 2L2 I/2�c2x 1/4x3/8 I Tower Section Geomet (cont'd Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. uv Weight Multu Double Angle Double Angle Elevation Area Thickness A� Factor Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Diagonals Horizontals f fC in in in T1 0.00 0.00 A36 I I 1.05 24.00 24.00 288.00-279 00 (36 ksi) T2 0.00 0.00 A36 I l I.OS 24.00 24 00 279.00-272.00 (36 ksi) T3 0.00 0.00 A36 1 l 1.05 24.00 24 00 272.00-259.00 (36 ksi) T'4 0 00 0.00 A36 I I I.OS 24.00 24 00 259.00-247.00 (36 ksi) T5 I.00 I.00 A36 1 I LOS 24.00 24.00 247.00-237 00 (36 ksi) T6 0.00 0.00 A36 l I LOS 24.00 24.00 237.00-232.00 (36 ksi) T7 0.00 0.00 A36 l 1 I.OS 24.00 24 00 232.00-222.00 (36 ksi) T8 1.00 I.00 A36 I 1 I.OS 24.00 24.00 222.00-210.00 (36 ksi) T9 0.00 0.00 A36 I I I.OS 24.00 24.00 210.00-195 00 (36 ksi) T10 L56 L00 A36 1 1 1.05 24.00 24.00 195.00-183.00 (36 ksi) Tll 0.00 0.00 A36 1 1 1.05 24.00 24.00 183 00-UI.00 (36 ksi) T12 2.00 1.00 A36 I I 105 24.00 2400 171 00-146.00 (36 ksi) T13 1.59 1.00 A36 1 I I.OS 24.00 24.00 146.00-122.00 (36 ksi) T 14 2.06 1.00 A36 I I i.OS 24 00 24.00 122.00-96.00 (36 ksi) T I S 2.50 1.00 A36 I l I.OS 24.00 24.00 96.00-72.00 (36 ksi) T16 2.50 I.00 A36 I 1 I.OS 24.00 2400 72.00-52.00 (36 ksi) T17 2.50 1.00 A36 1 I I.05 24.00 24.00 52.00-32.00 (36 ksi) T18 32.00-0.00 2.50 1.00 A36 I I 1.05 24.00 24.00 (36 ksi) Tower Section Geomet cont'd K Fa�:ors' tr�xTower Job Page 816298 Zephyrhills 8 of 46 SSOE Inc. Project Date loo�MadisonAve. 012-01232-00 09:46.26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CC+� 81352 FAX (419)255-610! Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solyd Diags Diags Angles Rounds X X X X ,Y X X ft Y Y Y Y Y Y Y T1 Ycs Yes 1 I 1 I I 1 ( � 288.00-279.00 I I 1 1 1 I I T2 Yes Ycs 1 1 1 l I � � � 279.00-272.00 I 1 1 I I I I T3 Ycs Yes I 1 1 ( l � � � 272.00-259.00 1 I l 1 I I 1 T4 Yes Yes 1 I l 1 I I I 1 259.00-247.00 1 1 I I I I 1 TS Yes Yes I 1 1 I l I I I 247.00-237.00 I I 1 1 � 1 � T6 Yes Yes I 1 I 1 1 I 1 � 237.00-232.00 1 1 1 I 1 1 1 T7 Yes Yes I I ] I I 1 � � 232.00-222.00 I I 1 1 I 1 l T8 Yes Yes 1 I I 1 I ► 1 l 222.00-210.00 I � � � � � � T9 Yes Yes I I I I I 1 1 I 210.00-195.00 1 I I I 1 l I T10 Yes Yes I 1 l I I l l I 195.00-183.00 1 l 1 I � � � TII Ycs Yes l 1 1 I I I I ] I83.00-171.00 I 1 I ( I I 1 T12 Yes Yes 1 I I 1 I I t I 17100-146.00 I I I 1 1 � � Tl3 Ycs Yes 1 1 l ] 1 1 ] � 146.00-122.00 l 1 I � 1 1 1 Tl4 Yes Yes 1 1 1 I � 1 � � I 22.00-96.00 1 I 1 1 I I 1 'C I S Ycs Ycs 1 1 1 1 I l 1 l 96.00-72.00 1 I � � � � � T16 Yes Yes I I I I l 0.5 I 1 72.00-52.00 1 I l I 0.5 I I T17 Yes Yes I I I I I 0.5 I I 52.00-32.00 I l 1 1 0.5 I i T I 8 Yes Yes I I I I I 1 1 1 32.00-0.00 I I 1 ► � � ] �Note K factors are applied ta member segment lengths.K-braces x�ithout inner supporting members will have the Kfactor in the out-of-plane direction applied to the overal/length. Tower Section Geomet cont'd) Tower Leg ' Diagona( Top Girt � Bottom Girt� ' Mid Girt Long Horizontul � Short Horimntal Elevation ft Net Width U �Net Width U Net Width U Net U Net U ' Net U . Net U Deduct Deduct Deduc•t Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T I 0.00 I 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 ' 0.00 0 75 288.00-279.00 T2 0.00 I 0.00 0 75 ' 0.00 0 75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0 75 279.00-272.00 T3 0.00 I 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0.75 0.00 0 75 272.00-259.00 trtxTower J�b Page 816298 Zephyrhills 9 of 46 SSOE Inc. Project Date l001 Madison Ave. O'I Z-O'I 23Z-OO 09•46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (4/9)255-3830 CCI 81352 FAX. (419)255-6/01 Tower � Leg�' ` Tv Diagonal Top Girt Bottom Girt 5 Mid Girt �T�Long Horizontul ' Short Horizontal Elevation ' ; rr � � � , ' Net Width U ,Net Width U Net Wrdrh U ' Net U ' Net U ' Net U Net U Deduct � Deduct Deduct ; Width Width ! Width Width in , in in Deduct Deduct '. Deduct Deduct j in in � in i in T4 0.00 1 0.00 0.75 0.00 0 75 0.00 0.75 ; 0.00 OJS � 0.00 0 75 � 0.00 0 75 259.00-247 00 ' 1 ' TS I 0.00 I � 0.00 0 75 0.00 0 75 0.00 0 75 � 0.00 0.75 � 0.00 OJS ' 0 00 0 75 247.00-237 00' I T6 ' 0.00 1 ! 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 � 0.00 0 75 0.00 0 75 23 7.00-232.00 i ; j T7 0.00 1 ' 0.00 0 75 , 0.00 0 75 0.00 0 75 0.00 0.75 i 0.00 0.75 0.00 0 75 232.00-222.00! � i T8 ' 0.00 l � 0.00 0 75 0.00 OJS 0.00 0 75 0.00 0.75 ! 0.00 0.75 0.00 OJS 222.00-210.00� ; ' � T9 0.00 I � 0.00 0.75 0.00 0 75 � 0.00 0 75 : 0 00 OJS ' 0.00 0 75 0.00 0 75 210.00-195.00 T 10 0.00 I � 0.00 0 75 0 00 0 75 � 0.00 0 75 � 0.00 0.75 � 0.00 0 75 0.00 0 75 195.00-183 00 , TI I 0.00 I • 0.00 0 75 0.00 OJS '' 0.00 0 75 0.00 0 75 � 0.00 0.75 0.00 0.75 183.00-171 00 Tl2 � 0.00 1 0.00 0 75 0.00 0 75 0.00 0 75 , 0.00 OJS 0.00 0.75 0.00 0 75 171 00-146.00 ' ' T13 0.00 1 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 146.00-122.00 T 14 ' 0.00 I 0 00 0 75 0.00 0 75 0.00 0 75 0.00 0.75 0.00 OJS 0.00 0 75 l 22.00-96.00 . T I S 0.00 l 0 00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0.7� 0.00 0.75 96.00-72.00 T 16 0.00 I 0.00 0 75 0.00 0 75 0.00 0 75 0.00 0 75 , 0.00 0 75 0.00 0 75 ?2.00-52.00 ; T 17 0.00 I 0 00 0 75 0.00 0 75 0.00 0 75 0.00 OJS 0.00 OJS 0.00 0 75 52.00-32.00 Tl8 32.00-0:OOj 0.00 1 0.00 0.75 0.00 OJS 0.00 0 75 , 0.00 ,OJS� 0.00 0.75 0.00 0 75 Tower Section Geomet (cont'd Tower � Leg � '��j m�Leg gy Diagonal Top Girt N Bottom Girt�� FMid Girt g Horizonta! Short Horizontul E(evation Connection jt Type , Bolt Size No ' BoJt Size No Bolt Size Na. � Bolt Size No. ' Bolt Size No ' Bolt Size No. Bolt Size No in in in in in in in T I Sleeve DS 0.75 0 0 75 2 0 75 2 ' 0.00 0 ' 0.63 0 ; 0 75 2 0.63 0 288.00-279 00 A325N A325N A325N A325N A325N A325N A325N T2 Sleeve DS 0 75 0 0 75 2 0 75 2 0.00 0 0.63 0 , 0.75 2 0.63 0 279.00-272.00 A325N A325N A325N A325N A325N A325N A325N T3 Sleeve DS 0.75 0 0�5 2 � 0 75 2 0.00 0 0.63 0 0.75 2 0.63 0 272.00-259.00 A325N A325N A325N A325N A325N A325N A325N T4 Sleevc DS 0.75 0 0 75 2 0 75 2 0.00 0 0.63 0 0 75 2 0.63 0 259.00-247.00 A325N A325N A325N A325N A325N A325N A325N TS Sleeve DS 0 75 8 0 75 2 OJS 2 0.00 0 0.63 0 OJS 2 0.63 0 247.00-237.00 A325N A325N A325N A325N A325N A325N A325N T6 Sleeve DS 0.75 0 0 75 2 0 75 2 0.00 0 0.63 0 0.75 2 0.63 0 237.00-232.00 A325N A325N A325N A325N A325N A325N A325N T7 Sleeve DS 0.75 0 0.75 3 0 75 2 0.00 0 0.63 0 0.75 2 0.63 0 232.00-222.00 A325N A325N A325N A325N A325N A325N A325N tr�xTower Job Page 816298 Zephyrhills 10 of 46 SSOE Inc. Project Date loo��tfad1so�:Ave. 012-01232-00 09•46:26 07/16/12 Toledo.OH 43604 Client Designed by Phone (419)255-3830 FAX. (4/9)255-6101 CCI 81352 Tower Leg Leg Diagonal ' � Top Girt Bottom Girt Mid Girt ;Long Horizontal Short Horizonta( Elevatron Connection � ft Ttipe ' � Bolt Size No � Bolt Size No !Bolt Size No � Bolt Size No. i Bolt Size No �Bolt Sire No. Bolt Size No i � in in � in , in ; in in in T8 Sleeve DS 0 75 12 j 0.75 3 , 0.75 2 0.00 0 ' 0.63 0 ' OJS 2 0.63 0 222.00-210.00 A325N ' A325N i A325N A325N A325N A325N A325N T9 Sleeve DS 0.75 0 I 0 75 3 � 0 75 2 j 0.00 0 0.63 0 I 0 75 2 0.63 0 210 00-195.00 A325N ; A325N i A325N A325N A325N ' A325N ' A325N T10 Sleeve DS 0.88 I2 0.75 4 i 0 75 3 0.00 0 0.63 0 � 0.75 3 0.63 0 195 00-183.00 A325N A325N � A325N A325N A325N A325N A325N T1 l Slceve DS 0 75 0 0 75 4 � 0 75 3 '; 0.00 0 � 0.63 0 � 0 75 3 0.63 0 183.00-171.00 A325N � A325N ! A325N � A325N A325N , A325N A325N T 12 Sleeve DS 0.88 16 0 75 5 ( 0 75 3 ' 0.00 0 � 0.63 0 , 0.75 3 0.63 0 17100-146.00 A325N A325N A325N A325N A325N A325N A325N T13 Sleevc DS I.00 I2 ; 0 75 5 � 0 75 3 0.00 0 0.63 0 0.75 3 0.63 0 146.00-122.00 A325N A325N � A325N A325N A325N A325N A325N T l4 Slceve DS I.00 16 0 75 5 0.75 3 0.00 0 ' 0.63 0 ' 0 75 3 0.63 0 122.00-96.00 A325N A325N � A325N A325N A325N A325N A325N T I S Sleeve DS I.00 20 0.75 5 � 0 75 3 0.00 0 0 63 0 0 75 3 0.63 0 96.00-72.00 A325N A325N A325N A325N A325N A325N A325N T16 Sleeve DS ]00 20 OJS 5 0 75 3 � 0.00 0 0.63 0 � 0.75 3 0.63 0 72.00-52.00 A325N A325N A325N ; A325N A325N A325N A325N i'17 Sleeve DS I.00 20 0 75 3 0 75 3 0.00 0 0.63 0 OJS 3 0.63 0 52.00-32.00 A325N A325N A325N A325N A325N A325N A325N T18 32.00-0.00 Sleeve DS 1 00 20 0.88 5 0 75 4 0.00 0 0.63 0 OJS 4 0.63 0 y A325N ; A325N �a� A325N A325N A325N A325N A325N q Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face4 Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Oflset Offset Per• Spacing Diameter Le� jt in (Frac FW) Row in in in k� Feedline A No Af(CaAa) 177.00-8.00 0.00 -0.15 I 1 3.00 3.00 0.01 Ladder(A� LDF7-SOA A No Ar(CaAa) 177.00-8.00 0.00 -0 l6 3 3 I.00 I.98 0.00 (I-5/8 FOAM) LDFS-SOA A No Ar I,CaAa) 177.00-8 00 0 00 -0.14 6 6 I.Op I 09 0 00 (7/8 FOAM) LDFS-SOA A No Ar(CaAa) 285.00-8.00 -I 00 0.495 I 1 I.00 1.09 0.00 (7/8 FOAM) Feedline B No Af(CaAa) 203.00-8.00 0.00 -0 I 52 I I 3.00 3.00 0.01 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�acM-8A WG(l-1/32") LDF2-SOA B No Ar(CaAa) 203.00-8.00 I.50 -0 I55 2 2 I.00 0 44 0.00 (3/8 FOAM) LDF7-SOA C No Ar(CaAa) 194.00-5.00 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 0.296 6 6 L00 1.98 0.00 (I-5/8 FOAM) EWP63 C No Af(CaAa) 185.00-8.00 0.00 0.299 I l I.00 L57 0.00 LDF7-SOA C No Ar(CaAa) 215.00-8.00 0.00 0302 5 5 l.00 1.98 0.00 (l-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 0.3 12 6 I.00 1.98 0.00 (1-5/8 FOAM) tnxTower �ob Page 816298 Zephyrhilis 11 of 46 SSOE Inc. Project Date /00�Madtson Ave. 012-01232-00 09'46.26 07/16/12 Toledo,OH 43604 Client Designed by Phone (4/9)255-3830 FAK (4!9)255-6101 CCI 81352 Description Face Allow Component Placement Face Lateral � # # Clear Wrdth or Perimeter Weight or Shield Type Offset Offset Per Sparing Diameter Le� �t in (Frac FW) Row in in in k� Feedline C No Af(CaAa) 194.00-8.00 0.00 -0.25 I I 3.00 3.00 0.01 Ladder(A� Feedline D No Af(CaAa) 227.00-8.00 0.00 0.3 I I 3.00 3.00 0.01 Ladder(A� Feedline C No Af(CaAa) 215.00-8.00 0.00 03 l l 3.00 3.00 0.01 Ladder(A� Climbing A No Af(CaAa) 288.00-8.00 -I.00 0.5 I I 0.25 0.00 0 O1 Ladder Safety Line A No Ar(CaAa) 288.00-8.00 -1.00 0.5 1 1 038 038 0.00 3/8 Feed Line/Linear A urtenances Section Areas Tower �. - Tower�� {Face � AR^ � AF 'V ' '� C,�„9A �_.. C�AA .p � �Weight Section Elevation /n Face Out Face ft ft' fr' fr' ftz K T l 288.00-279.00 A 0.000 0.000 0.992 0.000 0.08 B 0.000 0 000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0.000 0.00 T2 279.00-272.00 A 0 000 0.000 I.026 0.000 0.06 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0.000 0.00 T3 272.00-259.00 A 0.000 0.000 L905 0.000 011 s o oco o.oco o.oco o.oce o.o� c o.000 o.000 o.000 o.000 o.00 D 0.000 0.000 0.000 0.000 0.00 T4 259.00-247.00 A 0.000 0.000 1758 0.000 Ol0 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0.000 0.00 TS 247.00-237.00 A 0.000 0.000 1465 0.000 0.08 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0 000 0.000 0.00 T6 237.00-232.00 A 0 000 0.000 0 733 0.000 0.04 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0 000 0.000 0.00 T7 232.00-222.00 A 0.000 0 000 1 465 0.000 0.08 B 0.000 0.000 0.000 0.000 0.00 C 0 000 0.000 0.000 0.000 0.00 D 0.000 0.000 14380 0.000 0 09 T8 222.00-210.00 A 0.000 0.000 1758 0.000 O10 B 0 000 0.000 0.000 0.000 0.00 C 0.000 0.000 14.020 0.000 0.09 D 0.000 0.000 34.512 0.000 0.22 T9 210.00-195.00 A 0.000 Q.000 2.197 0.000 013 B 0.000 0 000 7 I 98 0.000 0.09 C 0 000 0.000 42.060 0.000 0.27 D 0 000 0.000 43 140 0.000 0.27 TIO 195.00-183.00 A 0.000 0.000 1758 0.000 OIO B 0.000 0.000 I0 796 0.000 0 I4 C 0 000 0.000 65.809 0.000 0 41 D 0.000 0.000 34.5 l2 0.000 0.22 Tll I83.00-171.00 A 0.000 0.000 12.246 0.000 018 tnxTower �ob Page 816298 Zephyrhills 12 of 46 SSOE Inc. PfO�e� Date loo�Madison Ave. 012-01232-00 09:46.26 07/16/12 Toledo,OH 43604 Client Designed by Phone. (4!9)255-3830 FAX. (419)255-610! CCI 81352 Tower Tower Fare� p�AR AF C,�A,a C,�AA Weight Section Elevation In Face Out Face fr �t' fr' fr' �r' K B 0.000 0.000 10.796 0.000 014 C 0.000 0.000 71.308 0.000 0 44 D 0.000 0.000 34.512 0.000 0.22 T12 171.00-146.00 A 0.000 0.000 47.362 0.000 0.53 B 0.000 0.000 22.493 0.000 0.29 C 0.000 0 000 148.559 0.000 0.91 D 0.000 0.000 71.900 0.000 0.46 T I 3 146.00-122.00 A 0 000 0.000 45 468 0.000 0.51 B 0 000 0.000 21.593 0.000 0.28 C 0.000 0.000 142.617 0.000 0.88 D 0.000 0.000 69.024 0.000 0 44 T14 122.00-96.00 A 0.000 0.000 49.257 0.000 0.55 B 0.000 0 000 23392 0.000 0.30 C 0.000 0.000 154.502 0.000 0.95 D 0 000 0.000 74 776 0.000 0 47 T 15 96.00-72.00 A 0 000 0.000 45 468 0.000 0.51 B 0.000 0.000 21.593 0 000 0.28 C 0.000 0.000 142.617 0.000 0.88 D 0.000 0.000 69.024 0.000 0 44 T 16 72.00-52.00 A 0 000 0.000 37.890 0.000 0 43 B 0 000 0.000 l 7.994 0.000 0.23 C 0.000 0.000 1 I8.847 0.000 0 73 D 0.000 0.000 57.520 0.000 0.36 Tl7 52.00-32.00 A 0.000 0.000 37.890 0.000 043 B 0.000 0 000 17.994 0.000 0.23 C 0.000 0.000 I 18.847 0.000 0 73 D 0 000 0.000 57.520 0.000 036 T18 32.00-0.00 A 0.000 0.000 45468 0.000 0.51 B 0.000 0.000 21.593 0.000 0.28 C 0 000 0 On0 142.61� 0 nn0 4 8R D 0.000 0.000 69.024 0.000 0 44 Feed Line Center of Pressure Section Elevation~� CP� CP� W ��CpX f . CpZ -_ Ice /ce ft in in in in T I 288.00-279.00 -0.63 -0.64 -0.63 -0.64 T2 279.00-272.00 -0.85 -0.86 -0.85 -0.86 T3 272.00-259.00 -0.82 -0.83 -0.82 -0.83 T4 259.00-247.00 -lA( -1.02 -1.01 -1.02 TS 247.00-237.00 -0.83 -0.83 -0.83 -0.83 T6 237.00-232.00 -0.69 -0.69 -0.69 -0.69 T7 232.00-222.00 -3 99 5 15 �4l 5.87 T8 222.00-210.00 -1.81 l i.27 -2.01 12.73 T9 210.00-195.00 2.93 1 L58 3 18 12.67 TIO 195.00-183.00 7.83 4.99 8.72 S l4 T11 183.00-171.00 6.75 5.67 7.63 6.11 Tl2 171.00-146.00 5.04 6.71 5.57 7.31 T 13 146.00-122.00 5 18 6 90 5 72 7.52 T 14 I 22.00-96.00 5.80 7 74 6.41 8.43 T15 96.00-72.00 6.14 8.20 6.78 8.93 T 16 72.00-52.00 6.28 8.39 6.94 9 14 T 17 52.00-32.00 6.68 8.93 7.38 9 73 T18 32.00-0.00 6.03 8.07 6.67 8J9 tnxTower �ob Page 816298 Zephyrhills 13 of 46 SSOE Inc. P�O�e� Date 100/MadisonAve 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (4/9)255-3830 FAX. (419)255-6101 CCI 81352 Shleldin Factor Ka Tower Feed Line Descriptiorr Feed Line K 1� Section Record No Se ment Elev No Ice Ice TI 4 LDFS-SOA(7/8 FOAM) 279.00- 0.6000 0.6000 285.00 Tl l8 Climbing Ladder 279.00- 0.6000 0.6000 288.00 T 1 l9 Safety Line 3/8 279.00- 0.6000 0.6000 288.00 T2 4 LDFS-SOA(7/8 FOAM) 272.00- 0.6000 0.6000 279.00 T2 18 Climbing Ladder 272.00- 0.6000 0.6000 279.00 T2 19 Safety Linc 3/8 272.00- 0.6000 0.6000 279.00 T3 4 LDFS-SOA(7/8 FOAM) 259.00- 0.6000 0.6000 272.00 T3 18 Climbing Ladder 259.00- 0.6000 0.6000 272.00 T3 19 Safety Line 3/8 259.00- 0.6000 0.6000 272.00 T4 4 LDFS-SOA(7/8 FOAM) 247.00- 0.6000 0.6000 259.00 T4 I 8 Climbing Ladder 247.00- 0.6000 0.6000 259.00 T4 19 Safety Linc 3/8 247.00- 0.6000 0.6000 259.00 TS 4 LDFS-SOA(7/8 FOAM) 237.00- 0.6000 0.6000 247.00 TS 18 Climbing Ladder 237.00- 0.6000 0.6000 247.00 TS 19 Safety Line 3/8 237.00- 0.6000 0.6000 247.00 T6 4 LDFS-50A(7/8 FOAM) 232.00- 0.6000 0.6000 237.00 T6 I 8 Climbing Ladder 232.00- 0.6000 0.6000 237.00 TG 19 Safety Line 3i8 232.00- 0.6000 C.6000 237.00 T7 4 LDFS-SOA(7/8 FOAM) 222.00- 0.6000 0.6000 232.00 T7 14 LDF7-SOA(I-5/8 FOAM) 222.00- 0.6000 0.6000 227.00 T7 I 6 Feedline Ladder(A� 222.00- 0.6000 0.6000 227.00 T7 18 Climbing Ladder 222.00- 0.6000 0.6000 232.00 T7 19 Safety Line 3/8 222.00- 0.6000 0.6000 232.00 T8 4 LDFS-SOA(7/8 FOAM) 210.00- 0.6000 0.6000 222.00 T8 10 LDF7-SOA(I-5/8 FOAM) 210.00- 0.6000 0.6000 215.00 T8 12 LDF7-SOA(1-5/8 FOAM) 210.00- 0.6000 0.6000 2 l 5.00 T8 13 LDF4RN-SOA(1/2 FOAM) 210.00- 0.6000 0.6000 2 I 5.00 T8 14 LDF7-SOA(1-5/8FOAM) 210.00- 0.6000 0.6000 222.00 tnxTower J°b Page 816298 Zephyrhills 14 of 46 SSOE Inc. Project Date /ool rtladtso�Ave. 012-01232-00 09•46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAX. (419)255-6101 CCI 81352 Tower Feed Line Description Feed Line K /� Section Record No Se ment Elev No/ce /ce T8 16 Feedline Ladder(A� 210.00- 0.6000 0.6000 222.00 T8 17 Feedline Ladder(A� 210.00- 0.6000 0.6000 2l5 00 T8 18 Climbing Ladder 210.00- 0.6000 0.6000 222.00 i'8 l9 Safety Line 3/8 210.00- 0.6000 0.6000 222.00 T9 4 LDFS-SOA(7/8 FOAM) 195.00- 0.6000 0.6000 210.00 T9 5 Feedline Ladder(A� 195.00- 0.6000 0.6000 203.00 T9 7 TSZ 999 066/xxxM-8AWG 195.00- 0.6000 0.6000 (1-U32") 203 00 T9 8 LDF2-SOA(3/S FOAM) 195.00- 0.6000 0.6000 203.00 T9 l0 LDF7-50A(1-5/8 FOAM) 195.00- 0.6000 0.6000 210.00 T9 12 LDF7-SOA(I-5/8 FOAM) 195.00- 0.6000 0.6000 210 00 T9 13 LDF4RN-SOA(I/2 FOAM) 195.00- 0.6000 0.6000 210.00 T9 14 LDF7-SOA(I-5/8 FOAM) 195.00- 0.6000 0.6000 210 00 T9 16 Feedline Ladder(A� 195.00- 0.6000 0.6000 210.00 T9 17 Feedline Ladder(A� 195.00- 0.6000 0.6000 210.00 T9 18 Climbing Laddcr 195.00- 0.6000 0.6000 210 00 T9 l9 Safet,r�.,�3iR �o5.pn_ 0.5000 0.6000 210.00 Tl0 4 LDFS-SOA(7/8 FOAM) 183.00- 0.6000 0.6000 195 00 T 10 5 Feedline Ladder(A� 183.00- 0.6000 0.6000 195.00 T10 7 TSZ 999 066/xxxM-8AWG 183.00- 0.6000 0.6000 (1-1/32") 195.00 T10 8 LDF2-SOA(3/8 FOAM) 183.00- 0.6000 0.6000 195 00 T 10 9 LDF7-SOA(I-5/8 FOAM) 183.00- 0.6000 0.6000 194.00 Tl0 10 LDF7-SOA(1-5/8FOAM) 183.00- 0.6000 0.6000 195 00 T 10 I l E W P63 I 83.00- 0.6000 0.6000 I 85.00 T10 12 LDF7-SOA(I-5/8 FOAM) I83.00- 0.6000 0.6000 195.00 TIO l3 LDF4RN-SOA(1/2 FOAM) 183.00- 0.6000 0.6000 195.00 Tl0 14 LDF7-SOA(1-5/8 FOAM) 183.00- 0.6000 0.6000 195.00 TIO 15 Feedline Ladder(A� 183.00- 0.6000 0.6000 194.00 T10 16 Feedline Ladder(A� 183.00- 0.6000 0.6000 195.00 7'10 17 Feedline Ladder(Afl 183.00- 0.6000 0.6000 195 00 T l0 18 Climbing Ladder 183.00- 0.6000 0.6000 195.00 T 10 19 Safety Linc 3/8 183.00- 0.6000 0.6000 I 95.00 tn.xTower Job Page 816298 Zephyrhills 15 of 46 SSOE Inc. Project Date 100!Mudison Ave 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAK (419)255-6101 CCI 81352 Tox�er Feed Line Description Feed Line K„ K Section Record No Se ment Elev No Ice /ce TI I 1 Feedline Ladder(A� UL00- 0.6000 0.6000 177.00 Tl l 2 LDF7-SOA(I-5/8 FOAM) 171.00- 0.6000 0.6000 177.00 T I I 3 LDFS-SOA(7/8 FOAM) 171.00- 0.6000 0.6000 177.00 Tl 1 4 LDFS-SOA(7/S FOAM) U1.00- 0.6000 0.6000 183.00 T I 1 5 Feedline Ladder(A� (7 L00- 0.6000 0.6000 I 83 00 TI l 7 TSZ 999 066/xxxM-8AWG UI.00- 0.6000 0.6000 (I-1/32") 183.00 T11 8 LDF2-SOA(3/8 FOAM) 171.00- 0.6000 0.6000 183.00 TII 9 LDF7-SOA(I-5/8FOAM) UL00- 0.6000 0.6000 I 83.00 TI I 10 LDF7-SOA(1-5/8 FOAM) 17L00- 0.6000 0.6000 183.00 T11 ll EWP63 171.00- 0.6000 0.6000 183.00 TI I l2 LDF7-SOA(1-5/8 FOAtvT) 171.00- 0.6000 0.6000 l83 00 TI I 13 LDF4RN-50A(1/2 FOAM) 171.00- 0.6000 0.6000 I 83.00 T I 1 14 LDF7-SOA(1-5/8 FOAM) 171.00- 0.6000 0.6000 183.00 T I I I S Feedline Ladder(A� U L00- 0.6000 0.6000 l83 00 T1 I 16 Feedline Ladder(A� 171.00- 0.6000 0.6000 183.00 T i! 1� Feec�l�n?La�!der�A� 17!00- 0 5nnn 0.6Q0� 183 00 Tl I 18 Climbing Ladder UI.00- 0.6000 0.6000 l 83.00 TI I 19 Safety Line 3/8 17L00- 0.6000 0.6000 I 83.00 T12 1 Feedline Ladder(A� 146.00- 0.6000 0.6000 17l 00 T 12 2 LDF7-SOA(I-5/8 FOAM) 146.00- 0.6000 0.6000 l 7 L00 T12 3 LDFS-50A(7/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 4 LDFS-SOA(7/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 5 Feedline Ladder(A� 146.00- 0.6000 0.6000 l7l 00 T12 7 TSZ 999 066/xxxM-8AWG 146.00- 0.6000 0.6000 (I-1/32") 171.00 T 12 8 LDF2-SOA(3/8 FOAM) 146.00- 0.6000 0.6000 171.00 Tl2 9 LDF7-SOA(1-5/8FOAM) 146.00- 0.6000 0.6000 171.00 T12 10 LDF7-SOA(t-5/8 FOAM) 146.00- 0.6000 0.6000 171 00 T�2 �� EWP63 146.00- 0.6000 0.6000 U I.00 T12 12 LDF7-SOA(1-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 13 LDF4RN-SOA(I/2 FOAM) I46.00- 0.6000 0.6000 171.00 T12 14 LDF7-SOA(l-5/8FOAM) 146.00- 0.6000 0.6000 171 00 tnxTower Job Page 816298 Zephyrhills 16 of 46 SSOE Inc. P���e� Date /oo/Madiso�Ave. 012-01232-00 09:46.26 07/16/12 Toledo,OH43604 Clie�t Designed by Phone. (4I9)255-3830 FAX. (419)255-6101 CCI 81352 Tower Feed Line Description Feed Line K K Section Record No. Se ment Elev No Ice !ce T12 15 Feedline Ladder(Afl 146.00- 0.6000 0.6000 171.00 T12 16 Feedline Ladder(A� 146.00- 0.6000 0.6000 171.00 T 12 17 Feedlinc Ladder(A� 146.00- 0.6000 0.6000 U I.00 T12 18 Climbing Ladder 146.00- 0.6000 0.6000 U L00 T 12 19 Safety Linc 3/8 146.00- 0.6000 0.6000 171 00 T I 3 I Feedline Ladder(A� 122.00- 0.6000 0.6000 I 46.00 T13 2 LDF7-SOA(I-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 T 13 3 LDFS-SOA(7/8 FOAM) I22.00- 0.6000 0.6000 I 46.00 Tl3 4 LDFS-SOA(7/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 5 Feedline Ladder(A� 122.00- 0.6000 0.6000 146.00 T13 7 TSZ 999 066/xxxM-8AWG 122.00- 0.6000 0.6000 (1-1/32") 146.00 T13 8 LDF2-SOA(3/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 9 LDF7-SOA(1-5/8FOAM) 122.00- 0.6000 0.6000 146.00 T13 10 LDF7-SOA(I-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 1l EWP63 122.00- 0.6000 0.6000 146.00 T13 t2 rpp7-SOAri_gigpnAnn� (22np- 0.6p0� 0.5000 146.00 T13 13 LDF4RN-SOA(I/2 FOAM) 122.00- 0.6000 0.6000 146.00 T13 14 LDF7-SOA(1-5/8FOAM) 122.00- 0.6000 0.6000 146.00 T13 I S Feedline Ladder(A� 122.00- 0.6000 0.6000 146.00 T13 16 Fcedline Ladder�A� 122.00- 0.6000 0.6000 146.00 T 13 17 Feedline Ladder(A� 122.00- 0.6000 0.6000 146.00 T 13 l8 Climbing Ladder 122.00- 0.6000 0.6000 146.00 T13 19 Safety Linc 3/8 122.00- 0.6000 0.6000 146.00 T14 I Feedlinc Ladder(A� 96.00-122.00 0.6000 0.6000 T14 2 LDF7-SOA(I-5/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 3 LDFS-SOA(7/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 4 LDFS-SOA(7/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 5 Fecdline Ladder(A� 96.00-122.00 0.6000 0.6000 T 14 7 TSZ 999 066/xxxM-8AWG 96.00-122.00 0.6000 0.6000 (I-1/32") Tl4 8 LDF2-SOA(3/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 9 LDF7-SOA(I-5/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 10 LDF7-SOA(I-5/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 I I EWP63 96.00-122.00 0.6000 0.6000 T14 12 LDF7-SOA(l-5/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 13 LDF4RN-SOA(V2 FOAM) 96.00-122.00 0.6000 0.6000 T14 l4 LDF7-SOA(I-5/8 FOAM) 96.00-122.00 0.6000 0.6000 T14 I S Feedline Ladder(A� 96.00-122.00 0.6000 0.6000 T14 16 Fcedline Ladder(Afl 96.00-122.00 0.6000 0.6000 tnxTower Job Page 816298 Zephyrhills 17 of 46 SSOE Inc. Project � Date /oo�Madison Ave. 012-01232-00 09'46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAX. (4!9)255-6/0/ CCI 81352 Tower Feed Line Descrrption Feed Line K K Section Record No Se ment Elev No Ice /ce T 14 l7 Feedline Ladder(A� 96.00-122.00 0.6000 0.6000 T14 18 Climbing Ladder 96.00-122.00 0.6000 0.6000 T14 19 Safety Line 3/8 96.00-122.00 0.6000 0.6000 T I 5 1 Feedline Ladder(A� 72.00-96.00 0.6000 0.6000 T15 2 LDF7-SOA(I-5/8 FOAM) '72.00-96.00 0.6000 0.6000 Tl5 3 LDFS-SOA(7/8 FOAM) 72.00-96.00 0.6000 0.6000 T I S 4 LDFS-SOA(7/8 FOAM) 72.00-96.00 0.6000 0.6000 T I S 5 Feedline Ladder(A� 72.00-96.00 0.6000 0.6000 T15 7 TSZ 999 066hcxxM-8AWG 72.00-96.00 0.6000 0.6000 (I-1/32") TIS 8 LDF2-SOA(3/8FOAM) 72.00-96.00 0.6000 0.6000 TIS 9 LDF7-SOA(1-5/8 FOAM) 72.00-96.00 0.6000 0.6000 TIS 10 LDF7-SOA(1-5/BFOAM) 72.00-96.00 0.6000 0.6000 T l5 I 1 EWP63 72.00-96.00 0.6000 0.6000 T 15 12 LDF7-SOA(1-5/8 FOAM) 72.00-96.00 0.6000 0.6000 TIS 13 LDF4RN-SOA(I/2FOAM) 72.00-96.00 0.6000 0.6000 T I S 14 LDF7-SOA(l-5/8 FOAM) 72.00-96.00 0.6000 0.6000 T 15 15 Feedline Ladder(A� 72.00-96.00 0.6000 0.6000 T 1 S 16 Feedliae Ladder(A� 72.00-96.00 0.6000 0.6000 T I S 17 Feedline Ladder(A� 72.00-96.00 0.6000 0.6000 T I S 18 Climbing Ladder 72.00-96.00 0.6000 0.6000 T I S 19 Safety Line 3/8 72.00-96.00 0.6000 0.6000 T16 1 Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 Tl6 2 LDF7-SOA(I-5/8FOAM) 52.00-72.00 0.6000 0.6000 T 16 3 LDFS-SOA(7/8 FOAM) 52.00-72.00 0.6000 0.6000 T16 4 LDFS-SOA(7/8 FOAM) 52.00-72.00 0.6000 0.6000 T 16 5 Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 T l6 7 TSZ 999 066/xxxM-8AWG 52.00-72.00 0.6000 0.6000 (t-1/32") T16 8 LDF2-SOA(3/8 FOAM) 52.00-72.00 0.6000 0.6000 r�6 9 LDF?_50A��_SigFQ4Nt� 5?.nn_72.00 0.500� 0.6000 T16 l0 LDF7-SOA(1-5/8FOAM) 52.00-72.00 0.6000 0.6000 T16 1 1 EWP63 52.00-72.00 0.6000 0.6000 T l6 12 LDF7-SOA(I-5/8 FOAM) 52.00-72.00 0.6000 0.6000 1"l6 13 LDF4RN-SOA(1/2 FOAM) 52.00-72.00 0.6000 0.6000 T16 14 LDF7-SOA(l-5/8 FOAM) 52.00-72.00 0.6000 0.6000 T16 15 Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 T 16 16 Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 T 16 U Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 T16 18 Climbing Ladder 52.00-72.00 0.6000 0.6000 T 16 19 Safety Linc 3/8 52.00-72.00 0.6000 0.6000 T 1� 1 Feedlinc Ladde�(A� 32.00-52.00 0.6000 0.6000 T 17 2 LDF"7-SOA(1-5/8 FOAM) 32.00-52.00 0.6000 0.6000 T17 3 LDFS-SOA(7/8 FOAM) 32.00-52.00 0.6000 0.6000 TU 4 LDFS-SOA(7/8 FOAM) 32.00-52.00 0.6000 0.6000 T 17 5 Feedline Ladder(A� 32.00-52.00 0.6000 0.6000 T17 7 TSZ 999 066/xxxM-8AWG 32.00-52.00 0.6000 0.6000 (I-I/32") T17 8 LDF2-SOA(3/8 FOAM) 32.00-52.00 0.6000 0.6000 T17 9 LDF7-SOA(1-5/8 FOAM) 32.00-52.00 0.6000 0.6000 T 17 10 LDF7-50A(I-5/8 FOAM) 32.00-52.00 0.6000 0.6000 T17 ll EWP63 32.00-52.00 0.6000 0.6000 T17 12 LDF7-SOA(1-5/8FOAM) 32.00-52.00 0.6000 0.6000 T17 13 LDF4RN-50A(1/2 FOAM) 32.00-52.00 0.6000 0.6000 T 17 14 LDF7-SOA(I-5/8 FOAM) 32.00-52.00 0.6000 0.6000 T17 15 Feedline Ladder(A� 32.00-52.00 0.6000 0.6000 T 17 16 Feedline Ladder(A� 32.00-52.00 0.6000 0.6000 T17 17 Fecdline Ladder(A� 32.00-52.00 0.6000 0.6000 T17 18 Climbing Ladder 32.00-52.00 0.6000 0.6000 T 17 19 Safety Linc 3/8 32.00-52.00 0.6000 0.6000 T�8 I Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 Tl8 2 LDF7-SOA(1-5!8FOAM) 8.00-32.00 0.6000 0.6000 Job Pa9e tnxTower 816298 Zephyrhills 18 of 46 SSOE Inc. Project Date 100!MadisonAve. O�2-O�Z32-OO 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CCI 81352 FAK (4/9)255-6l0! Tower Feed Line Description Feed Line K IC, Sectior: Record No. Se ment Elev No Ic•e Ice T 18 3 LDFS-SOA(7/8 FOAM) 8.00-32.00 0.6000 0.6000 T I 8 4 LDFS-SOA(7/S FOAM) 8.00-32.00 0.6000 0.6000 T 18 5 Feedline Ladder(A� 5.00-32.00 0.6000 0.6000 T I 8 7 TSZ 999 066/xxxM-8AWG 8.00-32.00 0.6000 0.6000 (I-U32") Tl8 8 LDF2-SOA(3/8 FOAM) 8.00-32.00 0.6000 0.6000 T18 9 LDF7-50A(1-5/8FOAM) 8.00-32.00 0.6000 0.6000 T18 10 LDF7-SOA(1-5/8FOAM) 8.00-32.00 0.6000 0.6000 T18 1 1 EWP63 8.00-32.00 0.6000 0.6000 T l8 12 LDF7-SOA(1-5/8 FOAM) 8.00-32.00 0.6000 0.6000 Tl8 13 LDF4RN-SOA(I/2 FOAM) 8.00-32.00 0.6000 0.6000 T I8 14 LDF7-SOA(I-5/8 FOAM) 8.00-32.00 0.6000 0.6000 T18 I S Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 T 18 16 Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 T18 17 Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 T I 8 I 8 Climbing Ladder 8.00-32.00 0.6000 0.6000 T18 19 Safety Line 3/8 8.00-32.00 0.6000 0.6000 Discrete Tower Loads Description Face Offset Offsets:a Azimuth� Placement C,�,9,� C,aA�� Weight or Ttpe Horz AdjusMtent Front Side Leg Latera! Yert ft ° fr rr fr K fr .ft Zephyrhills Platform C None 0.00 96.00 No[ce 41.00 41.00 3 00 Sector Mount[SM 408-3] A None 0.00 177.00 No[ce 22.45 22.45 1.02 (3)LPD-7905/8 w/Mount A From Leg 3.00 0.00 177.00 No Ice 6.21 I 1.53 0.08 Pipe 0.00 0.00 (3)LPD-7905/8 w/Mount B From Leg 3.00 0 00 177.00 No Icc 6.21 1 L53 0.08 Pipe G.00 0.00 (3)LPD-7905/8 w/Mount D From Leg 3.00 0.00 177.00 No Icc 6.21 1 L53 0.08 Pipc 0.00 0.00 Pipe Mount[PM 501-I] C From Leg 0.50 0.00 185 00 No Ice 3 47 1.67 0.05 0.00 0.00 Sector Mount[SM 402-3] C None 0.00 194 00 No lce 18.91 18.91 0.85 (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�iS U-A1 M w/Mount B From Leg 3.00 0.00 194.00 No Ice 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 0.28 0.01 0.00 0.00 ETW200VS12UB B From Leg 3.00 0.00 194.00 No[ce 0 47 0 18 0 Ol 0.00 0.00 (2)RR65-19-02DP C From Leg 3.00 0.00 194.00 No Icc 5.87 2J5 0.02 Job Page tnxTower 816298 Zephyrhilis 19 of 46 SSOE Inc. Project Date 1001 Madison Ave. O�2-O�Z32-OO 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CCI 81352 FAX (4/9)255-6I0/ Description Face Offset Offsets: Azimuth Placement � � CnAA C�A4 Weight or Type Hor: Adjushnent Front Side Leg Lateral Yert fr ° fr fr' fr' K fr ft 0.00 0.00 TMBX�S l7-AI 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 Ice 0.59 0.28 0.01 0.00 0.00 ETW200VS12UB C From Leg 3.00 0.00 194.00 No Ice 0.47 0 18 0.01 0.00 0.00 (2)RR65-19-02DP D From Lcg 3.00 0.00 194.00 No Ice 5.87 2J5 0.02 0.00 0.00 TMBX-6517-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 0.01 0.00 0.00 ETW200VS12UB D From Leg 3.00 0.00 194.00 No Ice 0 47 0 18 0.01 0.00 0.00 Zephyrhil►s 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 APXV9ER�t18-C�.vi Meunt A Fmm L�o a pn ��n ?p3.(�0 N�Ic: R.26 6 d7 0 07 Pipe 0.00 0.00 RRUS A2 Module A From Leg 4.00 0.00 203.00 No Ice I.87 0 42 0.02 0.00 -3.00 (2)RRUS-1 I 1900MHz A From Leg 4.00 0.00 203.00 No Ice 2.94 I l9 0.04 0.00 0.00 RRUS-1 l 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 0.01 0 00 0.00 6'mount pipe A From Leg 4.00 0.00 203.00 No Ice I 77 l 77 0.04 0.00 0.00 APXVERRl8-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-1 I 1900MHz B From Leg 4.00 0.00 203 00 No Icc 2.94 I 19 0.04 0.00 0 00 RRUS-I l 800MHz B From Leg 4.00 0.00 203.00 No Ice 2.94 L52 0.05 0.00 Job Page tnxTower 816298 Zephyrhills 20 of 46 SSOE Inc. Project Date �00�Mad�son Ave. 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (4/9)255-3830 CCI 81352 FAX. (4I9)155-610/ Description Face Offset � Off'sets. Azimuth Placement CnA,j CAA,� Weight or Type Horz Adjushnent Front Side Leg Lateral �en jr ° �r jr' jr' /c fr h o.00 (3)ACU-A20-N B From Leg 4.00 0.00 203 00 No Icc 0.08 0 l4 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 0.01 0.00 0.00 (2)TNI I/2X 248T/256X HP B From Leg 4.00 0.00 203.00 No lce 1.25 0.46 0 O1 0.00 0.00 6'mount pipe B From Leg 4.00 0 00 203.00 No Ice 1 77 I 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 Pipc 0.00 0.00 RRUS A2 Module C From Leg 4.00 0.00 203 00 No Ice I.87 0.42 0.02 0.00 -3.00 (2)RRUS-I l 1900MHz C From Leg 4.00 0.00 203.00 No Ice 2.94 1 19 0.04 0.00 0.00 RRUS-I I 800MHz C From Leg 4.00 0.00 203.00 No Ice 2.94 L52 0.05 0.00 0.00 (3)ACU-A30-N C From Leg 4 00 0 On 2n3 n0 Ne Ice 0 n8 0!? 0.00 0 00 0.00 800 MHz SMR Filter C From Leg 4.00 0.00 203.00 No Ice 0.26 0.25 0.01 0.00 0.00 6'mount pipe C From Leg 4.00 0.00 203.00 No Ice 1 77 I 77 0.04 0.00 0.00 Sector Mount[SM 602-3] B Nonc 0.00 215.00 No Icc 33 I 1 33 I I 1.54 (4)DB878G90A-XY A From Leg 3.00 0.00 215.00 No Ice 1030 7.53 0.05 w/Mount Pipe 0.00 0.00 (3)DB878G90A-XY B From Leg 3.00 0.00 215.00 No Ice 10.30 7.53 0.05 w/Mount Pipe 0.00 0.00 (4)DB878G90A-XY C From Leg 3.00 0.00 215 00 No Ice 1030 7.53 0.05 w/Mount Pipe 0.00 0.00 Sector Mouat[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 0.05 Mount Pipc 0.00 0.00 (2)UMWD-03319-R2DM w/ B From Leg 3.00 0.00 227.00 No Ice 639 4 76 0.05 Mount Pipc 0.00 0.00 (2)UMWD-03319-R2DM w/ C From Lcg 3.00 0.00 227.00 No Ice 639 4 76 0.05 Mount Pipe 0.00 0.00 DB224 B From Leg 3.00 0.00 285.00 No Icc 3 I S 3 I S 0.03 0.00 5.00 Job Page tnxTower 816298 Zephyrhills 21 of 46 SSOE Inc. Project Date /001 MadisonAve. O'IZ-O�23Z-OO 09:46:26 07/16/12 Toledo.OH 43604 Client Designed by Phone. (4!9)255-3830 CCI 81352 FAX. (419J 255-6101 w Descriptiar Face OfJset Offsets: Azimuthµ� Placement CqA,� CAA.� Weight or Tvpe Horz Adjustment Front Side Leg Lateral �ert ft ° ft ft' fC K ft f� Flash Beacon C None 0.00 288.00 No Ice 3.00 3.00 0.10 Lightning Rod 10'x 0.5" C Nonc 0.00 �� m 288.00 No Ice 0.50 Otl50 0^01 Dishes W Description Face Dish Offset Offsets.�Azimuth 3 d8 � Elevation Outside Y Aperture �Weight or Tvpe Type Horz Adjustment Beam Diameter Area Leg Latera! Wrdth [�ert J� o o �t r� f� K PAR6-65 C Paraboloid w/o From 0.50 37.00 185 00 6.00 No Ice 28.27 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 �6ad Camisinations i Comb Description ����� `v R�^' p' -. .� No 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0 9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+l.6 Wind 45 deg-No Ice 5 0.9 Dead+L6 Wind 45 deg-No Ice 6 1.2 Dead+1.6 Wind 90 deg-No Ice 7 0.9 Dead+l.6 Wind 90 deg-No Ice 8 1.2 Dead+1.6 Wind 135 deg-No Ice 9 0.9 Dead+L6 Wind 135 deg-No Ice 10 1.2 Dead+L6 Wind 180 deg-No Ice I 1 0.9 Dead+1.6 W ind 180 deg-No[ce 12 I.2 Dead+1.6 Wind 225 deg-No Ice 13 0.9 Dead+1.6 Wind 225 deg-No Icc 14 L2 Dcad+L6 Wind 270 deg-No Ice I S 0.9 Dead+1.6 Wind 270 deg-No Icc 16 1.2 Dcad+1.6 Wind 315 deg-No Ice 17 0.9 Dead+1.6 Wind 315 deg-No Ice 18 Dead+Wind 0 deg-Service 19 Dead+Wind 45 deg-Scrvice 20 Dcad+Wind 90 deg-Service 2l Dead+Wind I35 deg-Service 22 Dcad+Wind 180 deg-Service 23 Dead+Wind 225 deg-Service 24 Dead+Wind 270 deg-Service 25 Dead+Wind 315 de�-Service tr�xTower J�b Pa9e 22 Of 46 816298 Zephyrhills SSOE Inc. Project Date �ool MadisonAve. 012-01232-00 09'46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 CC� 81352 FAK (4/9)255-6/0/ Maximum Tower Deflections - Service Wind L Section M Elevation��� .�m�~ Harz. +, Gov.� A Tilt�_.J�.� Twrst No DeJlection Load ft in Comb ° ° TI 288-279 1.22 25 0.02 0.00 T2 279-272 l l7 25 0.02 0.00 T3 272-259 1 l4 25 0 02 0.00 T4 259-247 1 07 25 0 02 0.00 TS 247-237 1.01 25 0.02 0.00 T6 237-232 0.95 25 0.02 0.00 T7 232-222 0.93 25 0 02 0.00 T8 222-210 0.88 25 0.02 0.00 T9 210-195 0.81 25 0.02 0.00 T 10 l95-I83 0 73 25 0.02 0.00 T I I I 83-171 0.67 25 0.02 0.00 T 12 U l-146 0.61 25 0.02 0.00 T13 146-122 0 49 25 0.02 0.00 T14 l22-96 039 25 0.01 0.00 T 15 96-72 0.29 25 0.01 0.00 T 16 72-52 0.21 25 0.01 0.00 T 17 52-32 0 14 25 0.01 0.00 T18 32-0 0.08 25 0.00 0.00 Critical Deflections and Radius of Curvature - Service Wind E!eratier.° . _ qPP:rr!en.ance C•ov _ D�f���;�� T;(� _ Tl�„�t_._-�,� ._.� .Ra.l;,lc o/ Load Curvature ft Comb. in ° ° ft 288.00 Flash Beacon 25 I.22 0.02 0 00 Inf 285.00 DB224 25 1.20 0.02 0.00 Inf 227.00 Sector Mount[SM 402-3] 25 0 90 0.02 0 00 Inf 215.00 Sector Mount[SM 602-3] 25 0.84 0.02 0.00 387471 203.00 ANT2 0.6 1 I HPX 25 0 77 0.02 0.00 864851 195.00 Zephyrhills Platform 25 0 73 0.02 0.00 269826 194.00 Sector Mount(SM 402-3] 25 0 73 0.02 0.00 2861 l4 185.00 PAR6-65 25 0.68 0.02 0.00 535691 177.00 Scctor Mount[SM 408-3] 25 0.64 0 02 0.00 Inf 96.00 ZephyrhillsPlatform 25 0.29 OAl 0.00 302418 Maximum Tower Deflections - Desi n Wind Section Elevallon Horz. Gov Tilt Tx�ist No DeJlection Load ft in Comb. ° ° TI 288-279 632 16 0.12 0.01 T2 279-272 6.09 16 0.12 0.01 T3 272-259 5.91 16 0.12 0.01 T4 259-247 5.56 16 0 12 0.01 TS 247-237 5.23 16 0 12 0 01 T6 237-232 4.96 16 O l2 0.01 T7 232-222 4.82 16 0 l2 0 O l T8 222-210 4.56 16 0 l2 O.O I tnxTower Job Page 816298 Zephyrhills 23 of 46 SSOE Inc. Project Date 100!MadisonAve. O�2-O'I232-O0 09:46.26 07/16/12 Toledo,OH 43604 Client Designed by Phone. (419)255-3830 C�!� 81352 FA,Y. (419)255-6101 Section Elevatron p Hon YGov Tilt Twist No Deflection Load ft in Comb. ° ° T9 210-195 4.22 16 0.1 I 0.01 T 10 195-183 3.80 l6 0.1 I 0 01 Tll 183-171 348 16 0.10 0.01 T12 171-146 3l5 16 0.10 0.01 T13 146-122 2.52 16 0.09 0.01 T14 122-96 2.01 l6 0.07 0.01 i'l5 96-72 1 49 l6 0.05 0.01 T l6 72-52 1.08 16 0.04 0.01 T l7 52-32 0 75 I6 0.03 0.00 T I 8 32-0 0 44 I 6 0.02 0.00 Critical Deflections and Radius of Curvature - Desi n Wind Elevation Appurtenance� ^ Goi��� DeJlection� Tilt Twist Radrus of Load Curvature ft Comb in ° ° �t 288.00 Flash Beacon 16 632 0.12 0.01 271938 285.00 DB224 16 6.25 012 0.01 271938 227.00 Sector Mount[SM 402-3] 16 4.69 0 12 0.01 424341 215.00 Sector Mount[SM 602-3] l6 436 0 1 I 0.01 76100 203.00 ANT2 0.6 I l HPX 16 4.02 0 1 I 0.01 171906 195.00 Zephyrhil(s Platform 16 3.80 0.1 I 0.01 52477 194.00 Sector Mount[SM 402-3] 16 3 77 0.1 I OAl 55675 185.00 PAR6-65 16 3.53 0.10 0 Ol 103587 177.00 Sector Mount[SM 408-3] 16 3.31 0 10 0.01 444751 96.00 Zenhyrhills Platform 16 I 49 0.05 0 O l 58247 Bolt Desi n Data Section Elevation Component Bolt ` Bolt Size� Number Maximum� AAowable Ratio Allowable Criteria T Nn TypP Grade Of Lnad per I,oad Lond Ratio ft in Bolts Bolt K AIlowable K T I 288 Diagona] A325N 0 75 2 031 35 78 0 009 � � Bolt Shear Top Girt A325N 0.75 2 0 I I 22•29 p,005 � � Member Block Shear T2 279 Diagonal A325N 0.75 2 0.63 26.20 �024 � I Member Block Shcar Horizontal A325N 0 75 2 0 46 22.66 0 02� � I Membcr Block Shear T3 272 Diagonal A325N OJS 2 1.56 26.20 0.060 � � Member Block Shear Horizontal A325N 0.75 2 0 73 32.18 Q 023 ✓ I Membcr Block Shear T4 259 Diagonal A325N 0.�5 2 2.17 23 16 0.094 � l Member Block -/ Shear Horizontal A325N 0.75 2 1 19 22.66 0.052 y � Member Bbck Shear TS 247 Leg A325N 0 75 8 3.86 35 78 � ��g � I Bolt DS Diagonal A325N 0 75 2 2.40 27 73 �087 � 1 Mcmber Block Shear Job Page tnxTower 816298 Zephyrhills 24 of 46 SSOE Inc. Project Date /ool Madison Ave. 012-01232-00 09'46:26 07/16/12 Toledo,OH43604 Client Designed by Phone (4/9)255-3830 CC� FAX (4I9)255-610/ 81352 Section E/evation Component Bolt Bolt Size Number Maximum �Allowable Ratio Allowab(e Criteria No Tvpe Grade Of Load per Load Load Ratio ft in Bolts Bo/t K Allowable K Horizontal A325N OJS 2 1.61 24.02 0.067 � � Member Block Shear T6 237 Diagonal A325N 0 75 2 235 35 78 0.066 � � Bolt Shcar Horizontal A325N 0 75 2 I.92 22.66 0 085 � � Member Block Shear T7 232 Diagonal A325N OJS 3 230 30.21 0.076 � � Member Block Shear Horizontal A325N OJS 2 2.46 35 78 �069 ✓ 1 Bolt Shear T8 222 Leg A325N OJS 12 5 77 35 78 0 161 � I Bolt DS Diagonal A325N 0.75 3 3.63 24 �� 0 150 � I Member Block Shear Horizontal A325N 0 7S 2 3 40 24.02 Q 142 ✓ I Member Block S6ear T9 2l0 Diagonal A325N OJ5 3 5 40 24 U �z24 � I Mcmber Block Shear Horizontal A325N 0.75 2 4 72 z4.�2 0 197 � I Member Block Shear T 10 195 Leg A325N 0.88 12 12.16 48 71 0.250 � I Bolt DS Diagonal A325N OJS 4 4.38 25 44 �1�Z � I Member Block Shear Horizontal A325N OJS 3 4 14 34 4l 0 120 ✓ 1 Member Block Shear T11 183 Diagonal A325N OJ5 4 516 23.92 0.216 � � MemberBlock Shcar Horizontal A325N 0.75 3 5 12 34 41 � 149 ✓ 1 Member Block Shear T1.2 UI Leg A325N n,RR 15 14.R3 4R 71 �.305 ✓ I Bol1 pS Diagonal A325N 0.75 5 7.21 35 78 Q ZQ� ✓ I Bolt Shear Horizontal A325N OJS 3 5.80 23.90 0.243 � � Member Block �/ Shear T13 146 Leg A325N I.00 12 28.27 63.62 0 444 1/ I Bolt DS Diagona] A325N 0.75 5 7 40 35 78 �207 � 1 Bolt Shcar Horizontal A325N 0.75 3 6.65 35 78 Q 186 � I Bolt Shear T14 122 Lcg A325N LOC 16 27 44 b3.62 0 431 � I Bolt DS Diagonal A325N 0 75 5 7.69 30.47 �252 � I Member Block Shear Horizontal A325N 0 75 3 7.22 23.90 0302 � � Mcmbcr Block Shcar T I S 96 Leg A325N I.00 20 27 43 63.62 0 43 I � � Bolt DS Diagonal A325N 0 75 5 7 70 30.47 0.253 � � Mcmber Block Shear Horizontai A325N OJS 3 8.21 35 78 �229 � I Bolt Shcar T16 72 Leg A325N 1.00 20 32.58 63.62 �512 � 1 Bolt DS Diagonal A325N OJS 5 726 30.47 �238 � 1 Member Block Shear Horizontal A325N 0 75 3 8.76 23.90 0.367 � � Member Block Shear T U 52 Leg A325N I 00 20 36.99 63.62 0 58� � I Bolt DS Diagonal A325N 0.75 3 12.39 34.02 0364 � � Mcmbcr Block Shear Horizonta] A325N 0 75 3 930 2� �g 0 439 � � Member Block Shcar trrxTower J�b Pa9e 25 of 46 816298 Zephyrhills SSOE Inc. Project Date �001 Madison Ave. 012-01232-00 09'46.26 07/16/12 Toledo,OH 43604 Client Designed by Phone. (419)255-3830 CC� 81352 FAX. (419)255-6101 Section Elevatiort Component 6 Bolt Bolt Size Number Maximum Allowable Ratio Allowable ~ Criteria No. Type Grade Of Load per Load Load Ratio ft in Bo/ts Bolt K AllowabJe K T18 32 Leg A325N I.00 20 3716 63.62 0.584 � � BoItDS Diagonal A325N 0.88 5 14 02 48J I Q 288 � 1 Bolt Shear Horizontal A325N 0 75 4 1433 35 78 p,400 � 1 Bolt Shear Com ression Checks Le Desi n Data Com ression Section �Elevation�� .~.��.. Size� ���_ � L �-" L��A� K!/r j.�A ~.�_Pu� �P„��ry RatioN� No P„ ft ft ft in' K K �p� T1 288-279 LSxSxI/2 9.04 9.04 I 103 4 75 -0.39 87 75 0.004� K=1.00 � T2 279-272 LSxSxI/2 7.03 7.03 85.8 4 75 -I 45 124.74 0.012� K=1.00 � T3 272-259 LSxSx I/2 13.06 6.53 79 7 4 75 -3 48 13435 0.026' K=1.00 V/ T4 259-247 LSx5x1/2 12.05 6.03 73.6 4 75 -8.64 143.90 0.060� K Job Page tnxTower 816298 Zephyrhills 26 of 46 SSOE Inc. P���e� Date !oo!Madison Ave. 012-01232-00 09:46.26 07/16/12 Toledo,OH43604 Client Designed by Phone. (4!9)255-3830 CC� 81352 FAX (419)155-610I Section Elevation Size L L„ K!/r A P„ �P„ Ratio No. P« ft ft ft in'' K K �P T18 32-0 L8x8x12PL0.875x8 32.14 8.03 37l 29.02 -373.65 1181 l7 0.316' K=l.00 � ' Pu /�P„controls Dia onal Desi n Data Com ression Sectio��A Elevation ^ Si:e��� _ �- . L ��V¢ L„ Kl/r ��"A� P, ^ � _ �P„., T Ratio No. I'�� ft ft ft in' K K �P, TI 288-279 2L2 I/2x2x1/4x3/8 10.61 10.09 141 4 2.13 -0.61 24.08 0.025' K=1.00 � T2 279-272 2L2 U2x2xl/4x3/8 9.27 8J5 128.5 2.13 -1.54 29 13 0.053� K=0.96 � T'3 272-259 2L2 I/2x2 I/2xU4x3/8 14 75 14.23 151.6 238 -3.50 23 40 0 149� K=1.00 �I T'4 259-247 2L2x2 I/2xl/4x3/8 14.28 6.88 l43 7 2.13 -4.69 23.29 0.201 ' K=I.00 y/ TS 247-237 2L3x21/2xl/4x3/8 13.05 12.53 1441 2.63 -5.25 28.62 0.183 ' K=0.91 � T6 237-232 2L3 I/2x2 1/2x5/16x3/8 10.04 9.51 I 12.9 3.55 �71 62.90 0 075' K=I.00 ✓ T7 �z�_??? ?t 2 InX3Y5/�6cz/& 13 71 5.50 116.2 3?q _-r�3 �a,�r, n.ia3� K=I.00 ✓ T8 222-210 2L21/2x31/2xU4x3/8 1573 7.51 122.1 2.88 -II.51 43.67 0.264' K=I.00 ✓ T9 210-195 2L2 1/2x3 1/2xl/4x3/8 I8.71 9.00 140.6 2.88 -16J5 32.93 0.509� K=0.96 � TIO 195-183 2L3 I/2x4x1/4x3/8 16.94 8.02 l09 I 3.63 -18.36 66.06 0.278' K=1 00 ✓ T11 183-171 2L3x3 1/2x1/4x3/8 17.50 15.51 126.5 3 13 -2133 44.09 0484' K=1.00 ✓ T12 UI -146 2L3 U2x5x3/8x3/8 28.88 13.90 153.2 6.09 -36.05 58.62 0.615 � K=0.94 ✓ T13 146-122 2L3 U2x5x3/8x3/8 28.86 9.62 I 16.6 6.09 -36.27 1OL21 0358� K=t.03 � T 14 122-96 2L3 U2x5x5/16x3/8 31 48 10.49 I22.3 5 l2 -39 43 77.28 0.510' K=l.00 � TIS 96-72 2L3I/2x5x5/16x3/8 30.81 10.27 119.8 512 -39.82 8013 0497� K=1.00 � T 16 72-52 2L3 l/2x4x5/16x3/8 28J2 9.57 I 13 7 4 49 -37 92 78.49 0 483 ' K=1.06 � T 17 52-32 2L3 U2x4x5/16x3/8 29.68 9.89 I I5.5 4 49 -38.94 76.07 0.512' K=I.04 � TIS 32-0 2LSx5x3/8x3/8 2737 9 12 95 1 7.22 -68.86 167.68 0.41I � K=136 � � P„ l�P„controls Job Page tnxTower 816298 Zephyrhills 27 of 46 SSOE Inc. Project Date �oo!n,tadtson Ave. 012-01232-00 09:46:26 07/16/12 Toledo.OH43604 Client Designed by Phone. (419)255-3830 CCI 81352 FAX. (4I9)255-6lO/ Horizontal Desi n Data Com ression Sectron Elevation � µ� . y�� Size L L„ KI/r��� A�^���J � P„ •x�� �P - •Ratio No Pu ft ft ft in' K K �pn T2 279-272 2L21/2x2x1/4x3/8 11 19 533 100.8 2.13 -0.85 40.42 0.021 � K=I.24 � T3 272-259 2LSx3xl/4x3/8 12.11 5.80 81.5 3.88 -L39 7348 0.019' K=I.90 � T4 259-247 2L21/2x2xU4x3/8 13.83 6.65 1109 2.13 -234 36.11 0.065' K=I.09 ✓ TS 247-237 2L3x2 U2x1/4x3/8 IS41 744 107.3 2.63 -3 i3 46.50 0.067' K=1 13 � T6 237-232 2L21/2x2x1/4x3/8 1673 8.10 1231 2.13 -3.63 31.07 0117' K=0 99 � T7 232-222 2LSx3 (/2x3/8x3/8 1739 8.43 91.6 6.09 �.60 126.83 0 036� K=I 45 � T8 222-210 2L3x2xI/4x3/8 18 71 9.09 1343 238 -6.56 29.80 0.220' K=1.00 � T9 210-195 2L3x2x1/4x3/8 20.29 9.89 144 I 2.38 -9 47 25.89 0.366' K=I.00 � TIO l95-183 2LSx3x5/16x3/8 22.27 IOJ8 I12.1 4.80 -12.71 79.26 0.160' K=1.00 ✓ TI I l83-171 2LSx3 U2x5/16x3/8 23.85 l 1.57 103 I 5 12 -15.03 9331 O.161 ' K=l.20 ✓ T12 171-146 2L3 U2x21/2x1/4x3/8 2544 1236 1431 2.88 -1747 3177 0.550' K=1.00 ✓ T13 146-122 2LSx3 1/2x3/8x3/8 28J4 l4 Ol l 19 4 6.09 -l9 96 93 14 0.214� K=I.00 � T14 122-96 2L4x3x1/4x3/8 31.90 15.60 1497 338 -2175 34.07 0.638' K=I.00 � TIS 96-72 2L4x31/2x3/8x3/8 3533 1731 155.2 5.34 -24.62 SOA6 0.492' K=0.93 � T16 72-52 2L3 1/2x2 1/2xl/4x3/8 38.50 9.63 85.8 2.88 -26.39 63.34 0.4U� K=0.83 � Tl7 52-32 2L21/2x21/2x1/4x3/8 4114 10.28 1001 2.38 -2773 4549 0.609� K=0.62 � T18 32-0 2L6x4x3/8x3/8 43 78 15.97 121 4 7.22 -51.63 ]06J9 0484' K=I.00 � � P„ l�P„COritrOIS To Girt Desi n Data Com ression Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No P„ Jr f 1r in� K K �P,� TI 288-279 2L3x21/2x1/4x3/8 10.00 477 903 2.63 -0.24 5548 0.004' K=I 49 � Job Page tnzTower 816298 Zephyrhills 28 of 46 SSOE Inc. Project Date �oo�MadtsonAve. 012-01232-00 09:46:26 07/16/12 Toledo.OH 43604 Client Designed by Phone. (4191255-3830 �!C� 81352 FAX. (419)255-6101 � P u /mP„controls R�dundant Horizontal 1 Desi n Data Com ression Section Elevation Size L L„ K!/r A �P„ �P„ Ratio No. p� Jt ft ft in' K K p� �... T3 272-259 L2ll2x2xl/4 3.03 3.03 102.8 106 -019 19.6R 0010' K=L20 � T4 259-247 L21/2x2x1/4 346 346 1089 l06 -014 18.39 0.008' K=I l I � T7 232-222 L2 I/2x2x1/4 435 4.35 123.0 1.06 -0.64 IS 48 0.041 ' K=1.00 � T8 222-210 L2 I/2x2x1/4 4.68 4.68 132.4 L06 -L24 13.65 0.091 � K=l.00 � T9 210-195 L2 l/2x2x1/4 5.07 5.07 l43 6 1.06 -I.00 I 1 62 0.086� K=l.00 � TIO 195-183 2L2 1/2x2x1/4x3/8 5.57 5.57 102.6 2.13 -I 44 39.65 0.036' K=I.20 � T11 183-171 L2x2 l/2xl/4 5.96 5.96 168.8 l 06 -I.50 8.41 0.178' K=I.00 � T12 171 -146 L2x2 I/2xl/4 6.36 6.36 IS00 1.06 -1.97 7.39 0.267' K=I.00 ✓ T13 l46-122 L2x2 1/2x1/4 4 79 4 79 135.5 1 06 -2.60 13 03 0.200' K=1.00 r T!q 122-96 L2x21i2xii4 532 532 Igp.S ]06 -3.55 1n.5� 0.336, K=1.00 � T l5 96-72 L2x2 I/2x U4 5.89 5.89 l 66.7 I.06 �15 8.62 0.481 � K=I.00 y/ Tl6 72-52 2L21/2x2x1/4x3/8 6.42 6.42 I091 2.13 �90 36.88 0133' K=1 11 � Tt7 52-32 2L2 U2x2x1/4x3/8 6.86 6.86 112.5 2.13 -5.58 3546 0.157' K=1.07 � T18 32-0 2L21/2x21/2xl/4x3/8 3.82 3.82 89.8 2.3R -5.62 50.42 0.111 ' K=1.51 ✓ � P„ /�P„controls Redundant Horizontal 2 Desi n Data (Compression --_ ___ . . _ � .__. --._. __ ,� .._ -----�- -�-__ .�. ., - - - _--�- Section Elevation Sire L L„ K!/r A P„ �P„ Ratio No P„ ft ft ft in� K /� mp T13 146-122 L3x3x1/4 9.58 9.58 194.2 l 44 -2.60 8.63 0.301 � K=1.00 ✓ T14 t22-96 L3x3xl/4 10.63 10.63 215 6 I 44 -3.55 7.00 0.507� K=l.00 ✓ T15 96-72 L3x3xl/4 l l 78 11 78 238J l 44 � I S 5 71 0 726� K=l.00 � T 16 72-52 2L2 l/2x2 I/2x I/4x3/8 12.83 I 2.83 200.3 2.38 �.90 I 3 41 0.366� Job Page tnxTower 816298 Zephyrhills 29 of 46 SSOE Inc. Project Date /00�tifadison Ave. 012-01232-00 09:46:26 07/16/12 Toledo,OH 43604 Client Designed by Phone. (4!9)255-3830 CCI 81352 FAX. (419)255-6101 Section Elevatiort Size L L„ KI/r� �A ' P„ �P„ Ratio No P,� f ft ft in'' K K �p�� K=1.00 � T17 52-32 2L2 1/2x2 1/2x1/4x3/8 13 71 13 71 214.0 2.38 -5.58 l l 74 0.475� K=I.00 � T18 32-0 2L21/2x2 U2xl/4x3/8 7.65 7.65 1197 2.38 -5.62 36.28 0.155� K=I.00 � � P„ /�P�controls Redundant Horizontal (3) Desi n Data (Compression) Section� Elevation A� T Size .� v - � --L m 4 u�� Lu p � Kl/r ��A.�� .� P,�� _ �p„ Ratio No. P�� ft ft ft in' K K �p„ T18 32-0 2L3x3x1/4x3/8 1147 I147 148.0 2.88 -5.62 2969 0.189' K=I.00 � � P„ /�P„controls Redundant Dia onal 1 Desi n Da#a Com ression Section Elevution Size L L„ mmKl/r + A P„ �P„ Ratio No P,. ft ft ft in' K K �pn T3 272-259 L2 U2x2xl/4 7.01 7.01 198.5 1.06 -0 U 6.08 0.029� K=I.00 � T4 259-247 L2 U2x2xl/4 6.75 6.75 191A L06 -0 13 6.57 OOl9� K=I.00 � T7 232-222 L2 I/2x2 U2x I;4 6.42 6 42 I 57.�J ! 19 -0 h5 I 0.91 0 041 ' K=1.00 � T8 222-210 L2 U2x21/2xl/4 738 738 180.4 1 19 -097 8.26 0.118' K=1.00 � T9 210-I 95 L2 l/2x2 1/2x 1/4 8.80 8.80 2 I 5 1 I 19 -0.82 5.81 0 141 ' K=1.00 � TIO l95-183 2L2 1/2x2x1/4x3/8 7.93 7.93 l21 4 2.13 -1.09 31 7� 0.034� K=l.00 � Tl I 183-171 L2 I/2x2 1/2x5/l6 8.19 8 19 201 1 1 46 -1.07 8.16 0.131 ' K=1.00 ✓ T12 l71 -146 2L2 I/2x2x1/4x3/8 13 70 l3 70 209.6 2.13 -2.12 (0 95 0 194' K=1.00 ✓ T13 l46-122 2L2 I/2x2x1/4x3/8 9.08 9.08 139.0 2.13 -2.47 24 9l 0 099� K=1.00 � T14 122-96 2L21/2x2x1/4x3/8 990 990 I51.5 2.13 -3.30 20.97 0158� K=I.00 � TIS 96-72 2L21/2x2x1/4x3/8 9.64 9.64 147.6 2.13 -340 22.08 O154� K=1.00 ✓ Tl6 72-52 ZL2t/2x2x1/4x3/8 896 A.96 137.2 2.13 -343 25.56 O134� K=I.00 Job Page tnxTower 816298 Zephyrhills 30 of 46 SSOE Inc. Project Date �00!Madison Ave. 012-01232-00 09:46.26 07/16/12 Toledo,OH43604 Client Designed by Pho�re (4/9)255-3830 CC� 81352 FAX. (4!9)255-6101 Section Elevation Size L L„ Kl/r A P„ � �P„ Ratio No P�, ft ft ft in' K K �p„ � T17 52-32 2L2 1/2x2x1/4x3/8 9.26 9.26 141.8 2.13 -3 77 23.94 0.157' K=1.00 � T18 32-0 2L2 1/2x2 V2x1/4x3/8 8.67 8.67 135.3 2.38 -637 29.38 0.217' K=I.00 � � P„ /�P„Corih'OIS Redundant Dia onal 2 Desi n Data Compression) ______. ._ s�... _.___.._�._ .�_. _ � . . ----�v _, _ .w �_ . ___�____.��� _ _�_. Section Elevation Size L L„ KI/r A P �P„ Ratio No P�� ft ft ft in'' K K �p,� T13 146-122 2L2 I/2x2x1/4x3/8 12.09 12.09 185 1 2.13 -1.64 14.05 0 l l7� K=l.00 � T14 122-96 2L21/2x2x1/4x3/8 I3.29 13.29 203.5 2.13 -2.22 11.62 0191 � K=1.00 ✓ T15 96-72 2L21/2x21/2xl/4x3/8 13.81 13.81 215.6 2.38 -2.43 11.57 0.210� K=I.00 � Tl6 72-52 2L2 1/2x2x1/4x3/8 12.08 12.08 184 9 2.13 -3.08 14.07 0.219� K=1.00 � T17 52-32 2L21/2x2xU4x3/8 12.64 12.64 1934 2.13 -343 12.87 0.266' K=!.00 � T18 32-0 2L3x3x3/16x3/8 10 72 10 72 137.0 2.18 -3.94 26.23 0.150� K=I.00 � � P„ /�P„conh'ols Redundant Dia onal 3 Desi n Data Com ression Section Elevation y Size� L L„ KI/r � A P„ � j A��P„ Ratio No Pu ft ft Jt in' K K �p�� T18 32-0 2LSx31/2x5/16x3/8 13.57 13.57 116.6 512 -36.74 8030 0458� K=1.00 � � P„ l�P„COri1SO1S Redundant Hi 1 Desi n Data Com ression Sectiort Elevation Size L L„ Kl/r A P„ �P„ RaJio No P„ f ft ft in' K K �P, Job Page tnxTower 816298 Zephyrhiils 31 of 46 SSOE Inc. Project Date �oo�n�tad�son Ave. 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone (419)255-3830 CCI 81352 FAX. (419)255-6101 Sectiorr Elevatiorr Size L 4i L„ ~ Kl/r A P„ �P„ Ratio No. Pu f't ft ft in' K K �p�� T12 171 -146 2L3 I/2x3 l/2xl/4x3/8 8.99 8.99 109.5 338 -0 16 58.25 0.003� K=l I1 ✓ T13 146-122 2L21/2x21/2xU4x3/8 6.77 677 112.8 2.38 -040 3944 0.010' K=I.07 � T14 122-96 2L3x21/2xl/4x3/8 7.52 7.52 1077 2.63 -041 46.25 0.009' K=1 13 � TIS 96-72 2L3x21/2x1/4x3/8 8.33 8.33 112.9 2.63 -0.35 43.57 0.008' K=I.07 � T16 72-52 2L3x2 U2x1/4x3/8 9.07 9.07 117.6 2.63 -0.24 41 14 0.006' K=1.02 � T17 52-32 2L3x21/2xl/4x3/8 970 970 1231 2.63 -0.25 38.36 0.006' K=1.00 � T18 32-0 2L3x2 1/2x1/4x3/8 5 41 5 41 943 2.63 -0.69 53.34 0.013' K=137 � � P„ /�P„controls Redundant Hi 2 Desi n Data Com ression Section Elevation �Size � L �a� L„ s KI/r P♦� .A , P„ �P„, � Rafio No P�, ft ft ft in' K K �p,� T13 iq�_1�� ?L? �i�c?ii�,;�/d,yZ/R i3.55 13,�g ��i a ?.38 -0 Io 12,n3 pnib� K=I.00 � T14 122-96 2L3x2 U2x1/4x3/8 15.04 15.04 19L0 2.63 -0.20 16.29 0.012� K=1.00 � T15 96-72 2L3x2 1/2xl/4x3/8 16.66 16.66 21I.5 2.63 -0 18 13.28 0.014' K=1.00 � Tl6 72-52 2L3x2 U2x1/4x3/8 18.15 18.15 230.5 2.63 -0 l2 I1 l9 0.01 I ' K=I.00 � T 17 52-32 2L3x2 U2x1/4x3/8 1939 19.39 2463 2.63 -0 l3 9 80 0 013' K=I.00 � T18 32-0 2L21/2x2x1/4x3/8 10.82 I0.82 165.6 2.13 -031 17.56 0.018' K=I.00 � � P„ I�P„COrih'OIS Redundant Hi 3 Desi n Data Com ression Section E(evation Size L v L„� � KI/r A P„ �P„ � Ratio No. P�� fi ft ft in' K K �p,� T18 32-0 2L3x2 1/2xl/4x3/8 16.22 16.22 206.0 2.63 -0.21 14.00 0.015' K=l.00 � Job Page tnzTower 816298 Zephyrhilis 32 of 46 SSOE Inc. Project Date �ool Madtson Ave. 012-01232-00 09:46.26 07/16/12 Toledo.OH43604 Client Designed by Phone:(419)255-3830 CCI 81352 FAX. (419)255-6l01 � P„ l�P„COritI'OIS Redundant Hi Dia onal Desi n Data Com ression �..�.�___ ____s _.�.._.,.� . .___..__�.._.� ._____�s_... _..n. �... Section Elevation Size L L� KI/r A P„ �P„ Ratio No. P„ ft f f in' K K �P,� T12 UI -146 2L3 U2x3 I/2xl/4x3/8 19.24 19.24 211.9 338 -0.25 1701 OAlS� K=1.00 � T13 146-122 2L3 I/2x3 1/2x1/4x3B 13.58 13.58 149.5 3.38 -0.56 34 18 0.016' K=I.00 � T14 122-96 2L2 U2x2x1/4x3/8 14.94 14.94 228J 2J3 -048 9.20 0052' K=l.00 � Tl5 96-72 2L21/2x2x1/4x3/8 15.63 I5.63 239.2 2.13 -043 8.41 0.051 ' K=I.00 ✓ T16 72-52 2L21/2x2x1/4x3/8 24.20 24.20 370.4 2.13 -013 3.S1 0.036' K=I.00 � KL/R>250(C)-629 T17 52-32 2L2 U2x2x1/4x3/8 25 73 25 73 393.8 2.13 -0 13 3 10 0.041 ' K=I.00 � KL/R>250(C)-710 Tl8 32-0 2L21/2x2x1/4x3/8 11.90 11.90 182.2 2.13 -0.98 1449 0068' K=1.00 � � P„ ��P„COrilTO1S Redundant Sub-Horizontal Desi n Data Com ression Section Elevation.. � - P Size L L„ K//r �.���A �T _ P� �P„ Ratio No Pu ft ft ft in' K K �P,� T18 32-0 2L5x5x3/8x3l8 21.89 2I.89 120.8 7.22 -37.90 108.54 0.349� K=lAO � � P„ /�P„COri1TO1S Redundant Sub Dia onal Desi n Data Compression) Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No P�� fr ft ft in' K K �p�� T18 32-0 2LSx3 1/2x5/16x3/8 9 71 9 71 96.2 5 12 �9 77 100.13 0 497� K=l.33 � � P„ l�P„controls tnxTower J�b Pa9e 816298 Zephyrhills 33 of 46 SSOE InC. Project Date l001 Madisor:Ave. O'I Z-O'I232-O0 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone (4/9)255-3830 CiC� 81352 FAK (419)155-610! Inner Bracin Desi n Data Com ression Section.,^ Elevatian�� . Size�R� , � �i� L �$ s� L �. "�Kl/r._ _._A_ _... - Pi,.--- .--- ��Pi,_° '°`Ratio�� No pu T ft ft in' K K �pn TI 288-279 L3x3xl/4 7.07 7.07 143.3 l 44 -0.O1 15.83 0.001 � K=1.00 � T2 279-272 L3x3xU4 7.91 7.91 160 4 I 44 -0.01 12.65 0.001 ' K=1.00 ✓ T3 272-259 L3x3xl/4 8.56 8.56 173.6 I 44 -0.02 10.80 0.002� K=1.00 � T4 259-247 L3x3xU4 9 78 9 78 198.2 1 44 -0.02 8.2A 0.002' K=I.00 ✓ TS 247-237 L3x3x1/4 10.90 10.90 220.9 144 -0.02 6.6� 0.003' K=t.00 � T6 237-232 L3x3x1/4 I 1.83 I 1.83 239.8 I 44 -0.02 5.66 0 003 ' K=I.00 ✓ T7 232-222 L4x4xl/4 1230 12.30 185.6 1.94 -0.03 12.72 0.003� K=l.00 ✓ TS 222-210 L4x4xl/4 13.23 13.23 199 7 1.94 -0.03 I0.99 0.002� K=I.00 � T9 210-195 L2x3xU4 14.35 14.35 395.8 I 19 -0.03 I 72 0 016� K=I.00 ✓ KL/R>250(C)-267 T 10 195-l83 L7x4x3/8 IS 75 I5 75 214 7 3 98 -0.OS 19.50 0.003' K=1.00 ✓ TI1 l83-171 L3 U2x2 l/2xU4 16.87 16.87 372.1 I 44 -0.04 235 0.017' K=1.00 � KL/R>250(C)-339 T12 UI -146 L3x3xl/4 17.99 17.99 364.6 144 -0.08 2.45 0033' K=l.00 ✓ KL/R>250(C)-384 T13 146-122 LSx3xl/4 20.32 20.32 367.8 1.94 -0 12 3.24 0.036� K=1.00 � KL/R>250(C)-453 T14 122-96 L3 1/2x3 I/2xU4 22.56 22.56 390 I 1.69 -0 12 2.51 0.047� K=I.00 � KL/R>250(C)-522 T15 96-72 2L2x21/2xl/4x3/8 24.98 24.98 506.4 2.13 -012 L88 0.066' K=I.00 � KL/R>250(C)-591 T16 72-52 2L2 1/2x2 U2xl/4x3/8 27.22 27.22 424.8 238 -0 1I 2.98 0.037� K=I.00 ✓ KL/R>250(C)-668 T17 52-32 2L2 I/2x3x1/4x3/8 29.09 29.09 463.6 2.63 -0 l2 2.76 0.045� K=I.00 ✓ KL/R>250(C)-749 T18 32-0 2L4x3x5/16x3/8 30.96 30.96 292.5 4 18 -0.09 11.04 0.008� K=1.00 ✓ KL/R>250(C)-863 � P„ ��P„COritrOIS tnxTower Job Page 816298 Zephyrhills 34 of 46 SSOE Inc. Project Date /oo!Madtso»Ave. 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phane (419)255-3830 FAX. (4/9)255-6101 CCI 81352 Tension Checks Le Desi n Data Tension Section �Elevation Size m ~p L���Lu Kl/r A P� P„ Na '. t �P„ Ratio P,� f � f �n� K K �p,� T2 279-272 LSxSxI/2 7.03 7.03 54.8 4 75 0.09 213 75 0.000' T3 272-259 LSx5x1/2 13 06 6.53 50.9 4 75 0 73 213 75 0.0 3' T4 259-247 L5x5xl/2 12.05 6.03 47.0 475 4.31 21375 00 0' TS 247-237 L8x8x5/8 10.04 10.04 48 4 8.52 9.68 4l5 17 0.0 3' T6 237-232 L8x8x5/8 5.02 5.02 24.2 9.61 14 78 432.45 0.0 4' T7 232-222 L8x8x5/8 10.04 5.02 24.2 9.61 16.60 432.45 0.0 8' T8 222-210 L8x8x5/8 12.05 6.03 29.0 8.52 22.34 415 17 0.0 4� T9 2l0-195 L8x8x5/8 15.07 7.53 36.3 9.61 32.79 432.45 0.0 6' T I O I 95-I 83 L8x8x l U8 12.05 6.03 29.9 14 45 50.81 704.44 0.0 2' TI I 183-171 L8x8xl U8 12.05 6.03 299 l6 70 65.99 751.50 0.88� T 12 171 -146 L8x8x 1 1/8 25 l 1 12.55 62.3 14 45 83.68 704 44 0.�' T13 146-122 L8x8x3/4 2PLO.Sx8 24 10 8.03 37.8 19 45 125.97 875.25 0.�4' T 14 l22-96 L8x8x3/4 2PLO.Sx8 26.1 1 8.70 41.0 19 45 164.86 875.25 0.88' TIS 96-72 L8x8xl2PL075x8 2410 8.03 374 27.02 206.69 121590 0.�0' T 16 72-52 L8x8x I 2PL0.625x8 20.09 6 70 31.5 25.02 246.87 1 125 90 0.�� T17 52-32 L8x8xl 2PLOJSx8 20.09 6J0 31.2 27.02 279.53 1215 90 0.�0' T18 32-0 L8x8x12PL0.875x8 3214 8.03 37l 29.02 27543 1305.90 0.�1 ' � � P„ /�P„Controls Dia onal Desi n Data Tension Section Elevation Size L L„ KI/r A P„ No �P„ Ratio P„ f r ft f �n� K K �P,� TI 288-279 2L21/2x2x1/4x3/8 10.61 10.09 162.4 1.27 0.36 61.88 0.006' tnxTower �ob Page 816298 Zephyrhills 35 of 46 SSOE Inc. P�O�e� Date �oo�Ntud�son Ave. 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAX. (419)255-6101 CCI 81352 Section Elevation Size L L„ KI/r A P„ �P„ Ratio No p J� ft ft in' K K �p T2 279-272 2L2 V2x2x1/4x3/8 9.27 875 141.8 1.27 L27 6L88 00 I ' T3 272-259 2L2 V2x2 U2x V4x3/8 l4 75 14.23 148.7 I 46 3 l3 71.02 0.0�,�4' T4 259-247 2L2x21/2xl/4x3/8 14.28 6.88 144.8 1.27 4.34 61.88 0.0 0' TS 247-237 2L3x2 U2x1/4x3/8 13.05 12.53 165.8 l 64 4.81 80.16 0.�' T6 237-232 2L3 U2�c21/2x5/16x3/8 10.04 9.51 109.5 2.25 404 109.80 00 7� T7 232-222 2L2 I/2x3x5/16x3/8 l3 71 6.50 1 12.6 2.02 6.89 98.55 0.0 0� T8 222-210 2L2 1/2x3 1/2x1/4x3/8 15 73 7.51 128.4 1.83 10.90 89.30 0�2' T9 210-195 2L2 1/2x3 1/2x1/4x3/8 18 71 9.00 I52.7 1.83 16.21 89.30 0.82' TIO 195-183 2L3 1/2x4xU4x3/8 16.94 8.02 109.9 239 17.52 116.73 0.�0' TI l 183-171 2L3x3 I/2x1/4x3/8 17.50 16.61 127.3 2.02 20.63 98.44 0.�0' Tl2 I71 -146 2L3U2x5x3/8x3/8 28.88 13.90 169.9 408 34.66 198.67 0�4' T13 l46-122 2L3 I/2x5x3/8x3/8 28.86 9.08 113.2 4.08 35.31 198.67 0.�8' :14 122-96 2L3U2h5x5;15x3/� 314� 935 �22.3 34� 38.47 t67.2; O.�C� TIS 96-72 2L3 ll2x5x5/16x3/8 30.81 9 73 119.6 3 43 38.51 167.21 0.�0� T16 72-52 2L3 U2x4x5/16x3/8 28J2 9.03 1074 2.96 36.29 14417 0.�2' T17 52-32 2L3 I/2x4x5/16x3/8 29.68 9.54 I 1 I.0 2.96 37 18 144 U 0.��' ' T13 32-�J 2LSx5x3/3x3/8 273' 8.52 ?Q2 4.85 60.66 236.56 0.�6� � � P„ /�P„conh'ols Horizontal Desi n Data Tension Sectian Elevation Size L L„ KI/r A P„ �P„ Ratio No Pr, �t ft /� irr' K K �P,� T2 279-272 2L21/2x2x1/4x3/8 II 19 5.33 85.6 1.27 093 55.22 O�O�U� T3 272-259 2LSx3x1/4x3/8 12.11 5.80 601 2.58 145 112.31 0.�0�3 ' T4 259-247 2L2 V2x2x1/4x3/8 13.83 6.65 105$ L27 2.37 55.22 0.0 3 ' � tnxTower �ob Page 816298 Zephyrhills 36 of 46 SSOE Inc. Project Date 100/Madison Ave 012-01232-00 09'46.26 07/16/12 Toledo,OH43604 Client Designed by Phone (4/9)155-3830 FAX. (419)255-6101 CCI 81352 Section Elevation Srze L L„ µ KI/r A P„ �p„ Ratio No P„ f� ft f in' K K �p, TS 247-237 2L3x2 U2x1/4x3/8 1541 744 97.8 1.64 3.22 7L53 0.045� T6 237-232 2L2 U2x2xl/4x3/8 16.73 8 10 128A L27 3.83 55.22 0.69' T7 232-222 2LSx31/2x3/8x3/8 17.39 8.43 71.5 4.08 4.93 177.28 00 8� T8 222-210 2L3x2xU4x3/8 18.71 9.09 126.0 146 6.80 63.37 0.�0,7' T9 210-195 2L3�c2x1/4x3/8 20.29 9.89 136.6 146 944 63.37 0.�9' TIO 195-183 2LSx3x5/16x3/8 22.27 10.78 109.5 3 19 12.43 138.76 0.0 0' Tl l 183-l71 2LSx3 1/2x5/16x3/8 23.85 l 1.57 98 7 3 43 1536 149.20 0 03' T12 171 -146 2L3 I/2x2 U2x1/4x3/8 25 44 12.36 140A 1.83 1739 79.69 0.�8� T13 146-122 2LSx3 U2x3/8x3/8 28.74 14 O1 I 18.1 4 08 19.5 I U7.28 0.�0' T14 122-96 2L4x3xl/4x3/8 31.90 15.60 149.5 2.21 21.67 96.00 0.�6' Tl5 96-72 2L4x31/2x3/8x3/8 35.33 17.31 169.6 3Sl 24.08 152.81 0.�8' T16 72-52 2L31/2x21/2xl/4x3/8 38.50 9.63 106.0 1.83 26.29 79.69 0.�0' T17 52-32 2L2 U2x2 I/2xl/4x3/8 4l 14 10.28 160.5 I 46 2790 63.37 0�0� T 18 32-0 2L6x4x3/8x3/8 43 78 I 5.97 121.6 4.92 5732 214 14 0.�' � � P„ l�P„controls To Girt Desi n Data Tension Section Elevation Size L L„ K!/r A P„ �P„ Ratio No P�, ft Tt f tn K K �P�� T I 288-279 2L3x2 I/2x 1/4x3/8 10.00 4 77 63.5 l.64 0.22 71.53 0 003 ' � � P„ l�P„COrilTO1S Redundant Horizontal 1 Desi n Data Tension Section Elevatio�r Size L L„ Kl/r A P„ �P„ Ralio No P T f rt in� K K �P„ T3 272-259 L2 V2x2x U4 3.03 3.03 61.3 1 06 0 I 9 3434 0 006' tnxTower Job Page 816298 Zephyrhills 37 of 46 SSOE Inc. PrO�e� Date loo!MadisonAve. 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (4/9)255-3830 FAX. (419)255-610! CCI 81352 Section Elevation Size L L„ KJ/r ~A P„ �P„ Ratio No P �� fr f '"� K K ��P�., T4 259-247 L21/2x2x1/4 346 346 70A L06 OJS 34.34 0.0 4' T7 232-222 L2 l/2x2xU4 4.35 435 88.1 L06 OJO 34.34 0.0�/0' T8 222-210 L2 l/2x2x1/4 4.68 4.68 94 7 1.06 1.32 3434 0.0 9� T9 2l0-195 L2 I/2x2xU4 5.07 5.07 102.8 l 06 1.04 3434 0.0 0� TIO 195-l83 2L2 l/2x2x1/4x3/8 5.57 5.57 85.2 2.13 1.67 69.01 0.0 4' T l l 183-171 L2x2 I/2x 1/4 5.96 5.96 I 20.8 I.06 I 70 34.34 0.0 9� T12 171 -146 L2x2 1/2xl/4 636 6.36 128.8 1.06 I 97 34.34 0.0 7' T I 3 146-I 22 L2x2 I/2x I/4 4 79 4 79 97.0 I.06 2.60 34.34 0.0 6' T I 4 l22-96 L2x2 U2x I/4 5.32 5.32 107 7 I 06 3.55 34.34 0 03' TIS 96-72 L2x2I/2xl/4 5.89 5.89 1193 1.06 4IS 34.34 0�I ' T16 72-52 2L21/2x2x1/4x3/8 642 6.42 98.2 2.13 490 69.01 0.0 I ' T17 52-32 2L21/2x2x1/4x3/8 6.86 6.86 104.9 2.13 5.58 6901 0.81 ' T18 32-0 2L< 1;2;Q :;2x;;4x3;3 3.82 3.82 59 7 2.38 5.52 ',;I� 0.�73� � � P„ /�Pn conh�ols Redundant Horizontal 2 Desi n Data Tension Section A Elevation Size L L„ KI/r A � P„ �P„ Ratio No P ft ft ft in' K K �P„ i'13 146-122 L3x3xl/4 9.58 9.58 123.6 l 44 2.60 46.66 0.056' T14 122-96 L3x3x1/4 ]0.63 10.63 1371 144 3.55 46.66 0.0�/6' T15 96-72 L3x3xl/4 1178 1178 152.0 144 415 46.66 0.89' T16 72-52 2L21/2x21/2xl/4x3/8 12.83 12.83 200.3 238 490 771] p,�6/4' TU 52-32 2L2 I/2x2 V2x1/4x3/8 13 71 13 71 214.0 238 5.58 77 1I p.0 2' T18 32-0 2L2 I/2x2 U2xU4x3/8 7.65 7.65 119.3 2.38 5.62 7711 0.0 3 ' � tnxTower �ob Page 816298 Zephyrhills 38 of 46 SSOE Inc. P�O�e� Date 100/MadisonAve. O�2-O�23Z-OO 09:46:26 07/16/12 Toledo.OH 43604 Client Designed by Phone (419)255-3830 FAX. (419)255-6101 CCI 81352 � P„ /�P„controls Redundant Horizontal 3 Desi n Data Tension Section T JElevation N ��a�y��.rt Size L ., �~�L„ @.��Kl/r.-��� _A� � ~Mj P, �~Y.� �P„ Ratio � No P� /r ft ft ii:'' K K �P„ T18 32-0 2L3x3x1/4x3/8 I147 1147 148.0 2.88 5.62 93.31 0.060� � � P„ /�P„controls Redundant Dia onal 1 Desi n Data Tension Section.�.,._� Elevation : _ _ .^._��_.m Size ...__.._,_,a�_..._i�a�...._L.a.... _-�Kl/r._.__,,,.s.A��-.,-,._ P,,.._,_..,,.R__. No. ��P„ Ratio� It ' P� ft ft in K /( �P T3 272-259 L2 1/2x2x1/4 7 01 7.01 142.1 1.06 030 3434 0 009� T4 259-247 L2 U2x2xU4 6J5 6 75 136.7 1.06 0.21 34.34 0.06� T7 232-222 L2 U2x2 U2xl/4 6.42 6.42 100.2 1 19 0.58 38.56 0.0 5' T8 222-210 L2 1/2x2 U2x1/4 738 7.38 115.2 1 19 I 08 38.56 0.0 8� T9 2l0-195 L2 1/2x2 1/2xl/4 8.80 8.80 137.3 I 19 0.99 38.56 0.0 6' TIO 195-l83 2L2 1/2x2x1/4x3/8 7.93 7.93 121 4 2.13 1.20 69.01 00 7' T11 l83-171 L2 I/2x2 1/2x5/16 8 19 8 19 129.2 l 46 1 17 4730 0.0 5� T 12 UI -146 2L2 1/2x2x1/4x3/8 13 70 13 70 209.6 2.13 2.12 69.01 0.0 I ' T13 146-122 2L2 I/2x2x1/4x3/8 9.08 9.08 139.0 2.13 2.47 69.01 0.0�/6' Tl4 122-96 2L2 U2x2x1/4x3/8 9.90 9.90 151.5 2.13 3.30 69.OI 00 8' T I S 96-72 2L2 1/2x2x U4x3/8 9.64 9.64 147.6 2.13 3 40 69 01 0.�' T16 72-52 2L21/2x2x1/4x3/8 8.96 8.96 137.2 2.13 343 69.01 00��0� T 17 52-32 2L2 I/2x2x I/4x3/8 9.26 9.26 141.8 2.I 3 3 77 69.01 0.0 5� T18 32-0 2L21/2x21/2xl/4x3/8 8.67 8.67 1353 2.38 6.37 771i 0.83 ' � � P„ ��P„COrih'OIS tnxTower �ob Page 816298 Zephyrhills 39 of 46 SSOE Inc. Project Date !001 Madison Ave. O�Z-O�232-00 09:46.26 07/16/12 Toledo.OH43604 Client Designed by Phone. (419)255-3830 FAX (419)255-6/0/ CCI 81352 Redundant Dia onal 2 Desi n Data Tension Section Elevation Srze a "'_L,_.__..,L,I---=---KI/r�.�A A P„ � � No �P„ Ratio P�. f� ft Jt in' K K �pn T13 146-122 2L21/2x2x1/4x3/8 12.09 12.09 1851 2.13 1.64 69.01 0024' T14 122-96 2L2 U2x2x1/4x3/8 13.29 13.29 203.5 2.13 2.22 6901 0.0 2� TIS 96-72 2L2 U2x21/2xl/4x3/8 13.81 13.81 215.6 238 2.43 77I1 0.0 2' T16 72-52 2L21/2x2xU4x3/8 12.08 12.08 1849 2.13 3.08 6901 0.0 S' T17 52-32 2L2 I/2x2x1/4x3/8 12.64 12.64 193 4 2.13 3 43 69A1 0.0 0' T18 32-0 2L3x3x3/16x3/8 10 72 10 72 137.0 2.18 3.94 70.63 0.0 6' � � f'�� ���'�,COritro1S Redundant Dia onal 3 Desi n Data Tension Section Elevation Size L~ L„ Kl/r � � A p„ �p, RQ�ia No P f jt ft in' K K �P, T18 32-0 2LSx31/2x5/16x3/8 I3.57 13.57 1123 512 3046 165.89 0184' � � P„ /�PR controls Recfundant Hi 1 Desi n Data Tension Section Elevation Size L L„ y� K!/r A P„ �p„ Ratio No P f� f� rt in' K K �P,� T12 171 -146 2L3 U2x3 U2xU4x3/8 8.99 8.99 99.0 3.38 0.03 109.51 0.000' T13 146-122 2L2 1/2�c2 1/2xl/4x3/8 6 77 6.77 105 7 2.38 0.34 77 11 0.04' T14 122-96 2L3x21/2xl/4x3/8 7.52 7.52 95.5 2.63 0.30 85.21 0 04' T15 96-72 2L3x21/2xU4x3/8 8.33 833 105.8 2.63 0.25 85.21 0.03� T16 72-52 2L3x2 I/2xl/4x3/8 9.07 9.07 I 15.2 2.63 0 14 85.21 0.0 2' T17 52-32 2L3x2 U2xl/4x3/8 970 970 123I 2.63 0.13 85.21 0.0 2' T18 32-0 2L3x2 1/2xl/4x3/8 5 41 5 41 68 7 2.63 0 64 85.21 0.07� � tnxTower �ob Page 816298 Zephyrhills 40 of 46 SSOE Inc. Project Date 1001 Mudison Ave. O'I Z-O�232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phpne. (419)255-3830 FA.�" (419)255-6101 CCI 81352 Section Elevation � Size L L„ K(/r A P„ �P„ Ratio No P ft ft f °�� K K �P,� � P„ l�P„COrilTO1S Redundant Hip (2 Desi n Data Tension) ..�� ��.._„.�_ _ __.._..T.___.w.�.�___...e.__ . ____ . ._d_.._,. .._.�.._v . .. .�m._ _.. _�_. ,...__r_ _. _._ Sectio�r Elevation Si:e L L„ KI/r A P„ �p„ Ratio No P fr f f �^� K K �P„ Tl3 l46-122 2L2 U2x2 I/2x1/4x3/8 13.55 13.55 21 l 4 238 0.10 77 I 1 0.001 ' T14 122-96 2L3x21/2xl/4x3/8 I5.04 15.04 191.0 2.63 011 85.21 0.O1 � TIS 96-72 2L3x2 1/2xl/4x3/8 16.66 16.66 211.5 2.63 0.10 85.21 0.0�1 ' T16 72-52 2L3x21/2xl/4x3/8 18.15 18.15 230.5 2.63 006 85.21 0.Ol � TU 52-32 2L3x21/2x1/4x3/8 19.39 1939 246.3 2.63 0.07 85.21 0.0��1 � T18 32-0 2L2 U2x2xl/4x3/8 10.82 10.82 165.6 2.13 0.21 6901 0 03 � � � P„ l�P„�011ti'O1S Redundant Hi 3 Desi n Data Tension Section Elevation�T�� T ,Y� Size� L L_ L„� 4 g K!/r, � . A f� ,� p„�-- ` ��p,� Ratio No P f� 1� rt in' K K �?,� T18 32-0 2L3x2 U2xl/4x3/8 16.22 16.22 206.0 2.63 0 l4 85.21 0.002' � � P„ /�P„controls Redundant Hi Dia onal Desi n Data Tension Section Elevation Size L L„ Kl/r A P„ �p„ Ratio No P ft fr /t in' K K �P„ T12 171 -146 2L3 1/2x3 1/2x1/4x3/8 19.24 19.24 211.9 3.38 0.28 109.51 0.0�0�3 � T13 146-122 2L31/2x31/2xl/4x3/8 13.58 13.58 149.5 3.38 0.60 109.51 0_O�S' T14 122-96 2L21/2x2x1/4x3/8 1494 1494 228J 2.13 0.56 69.01 00 8� tnxTower �ob Page 816298 Zephyrhills 41 of 46 SSOE Inc. Project Date l001 Madison Ave 012-01232-00 09'46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAX. (4l9J 255-610! CCI 81352 Section Elevatiaz Size L L„ Kl/r A P„ �P„ Ratio No pu Jr f1 ft irr' K [[ �P Tl5 96-72 2L2U2�c2x1/4x3/8 15.63 15.63 239.2 2.13 048 69A1 0.0� 7� T16 72-52 2L2 I/2x2x1/4x3/8 16.01 16.01 245 ( 2.13 0.29 69A1 0.�0�4� TU 52-32 2L21/2x2x1/4x3/8 16.91 16.91 258.8 2.13 0.28 69.01 0.�0�4' T18 32-0 2L21/2x2xU4x3/8 IL90 11.90 182.2 2.13 1 10 6901 00 6' � � P„ /�P„Controls Redundant Sub-Horizontal Desi n Data ension �._, . . .�__ .._�_-- ____. . __.. ___.___ . Section Elevation Size � ��Y~� L y� L„���KI/r A P„ No . .�. _ _...._ �P„�°°-- �Ratio Ii , P„ f ft in K K �P� T18 32-0 2LSx5x3/8x3/8 21.89 21.89 1183 7.22 30.21 233 93 0 129' � � P„ ��P„COritfO1S Redundant Sub Dia onai Desi n Data Tension Section Elevation� Size � �^ry' L 'l .�J - L„ `�. . Kl/r s A P„ �P„ Ratio Na P,� �t f f� i�a' K K �P,� T18 32-0 2LSx3 1/2x5/16x3/8 9 71 9 71 803 5 12 48?6 165.84 0?91 ' � � P„ /�P„conh-ols Inner Bracin Desi n Data Tension Sectio�r Elevation TSize P p �L L„ KI/r A P„ �P„ Ratio No p ft fr /t in' K K �P,� TI 288-279 L3x3xl/4 7.07 7.07 91.2 144 001 46.66 0�00/0� T12 171 -146 L3x3xl/4 17.99 17.99 232.1 1 44 000 46.66 0 0��0� T13 146-122 LSx3x1/4 2032 2032 283.2 1 94 0.09 62.86 0.O1 ' � tnxTower �ob Page 816298 Zephyrhills 42 of 46 SSOE Inc. Project Date l001 MadisonAve. O'IZ-O'IZ32-OO 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAX. (4/9)255-6/0/ CCI 81352 Section Elevation Size L L„ K//r A P„ �P„ Ratlo No. P,. �t f r� in' K /[ �p� T14 122-96 L31/2x31/2xl/4 22.56 22.56 248.4 1.69 010 5476 0.002� TIS 96-72 2L2x21/2xl/4x3/8 24.98 24.98 506.4 2.13 0.07 69.01 0.� � L/R>500(T)-593 � T16 72-52 2L2 U2x2 V2xl/4x3/8 27.22 27.22 424.8 238 0.04 77 I I 0.001 ' T 17 52-32 2L2 l/2x3xU4x3/8 29.09 29 09 463.6 2.63 0 OS 85.21 0.0 1 ' � � P„ /�Pn controls Section Ca acit Table Section Elevation Component Size T Critical �P ePalf„„ 9b Pass No. f TYPe Element K K Capacih' Fai! TI 288-279 Leg LSxSxI/2 4 -0.39 87 75 0.4 Pass T2 279-272 Leg LSxSxI/2 25 -145 12474 I.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 -I S 46 282.60 5.5 Pass ]0.8(b) T6 237-232 Leg L8x8x5/8 141 -22.12 388.82 5 7 Pass T? 232-222 Lcg L4xRx5/E 152 -2634 ?EQ.82 5.3 °ass T8 222-210 Lcg L8x8x5/8 199 -35.54 371.04 9.6 Pass 16.1 (b) T9 2l0-195 Leg L8x8x5/8 235 -50.03 340 41 14 7 Pass TIO 195-183 Leg L8x8xl 1/8 271 -73.67 642.24 1 LS Pass 25.0(b) TI I 183-171 Leg L8x8x1 1/8 3l0 -94.95 642.24 14.8 Pass T12 17l -146 Leg L8x8xl I/8 347 -119.54 380.00 3L5 Pass Tl3 l46-122 Leg L8x8x3/4 2PLO.Sx8 392 -I69.65 78833 21.5 Pass 44 4(b 1 T14 122-96 Leg L8x8x3/42PLO.Sx8 461 -219.54 77414 28.4 Pass 43 1(b) T15 96-72 Leg L8x8x12PL075x8 530 -27476 1097.39 25.0 Pass 43 I (b) T16 72-52 Leg L8x8xl 2PL0.625x8 599 -326.18 1046.93 31.2 Pass 51.2(b) T 17 52-32 Leg L8x8x1 2PL0 75x8 680 -371.22 l 13232 32.8 Pass 58.1(b) T18 32-0 Leg L8x8xl 2PL0.875x8 761 -373.65 I181 17 31.6 Pass 58.4(b) TI 288-279 Diagonal 2L21/2x2x1/4x3/8 18 -0.61 24.08 2.5 Pass T2 279-272 Diagonal 2L21/2x2x1/4x3/8 33 -1.54 2913 5.3 Pass T3 272-259 Diago�al 2L2 1/2x2 I/2xl/4x3/8 62 -3.50 23 40 14 9 Pass T4 259-247 Diagonai 2L2x21/2xl/4x3/8 99 �.69 23.29 20l Pass TS 247-237 Diagonal 2L3x21/2x1/4x3/8 128 -5.25 28.62 183 Pass T6 237-232 Diagonal 2L31/2n21/2x5/16x3/8 149 1171 62.90 7.5 Pass T7 232-222 Diagona] 2L2 I/2x3x5/16x3/8 178 -7 73 54.26 143 Pass T8 222-210 Diagonal 2L2 I/2x3 1/2x1/4x3/8 215 -1 LS] 43 67 26� Pass T9 210-195 Diagonal 2L2 I/2x3 I/2x1/4x3/8 245 -16 75 32.93 50 9 Pass TIO 195-183 Diagonal 2L3 I/2x4x1/4x3/8 285 -1836 66.06 27.8 Pass Tl I 183-l71 Diagonal 2L3x3 1/2xU4x3/8 322 -21.33 44 09 48.4 Pass T12 171 -146 Diagonal 2L3 I!2x5x3/8x3/8 359 -36.05 58.62 61.5 Pass tnxTower �ob Page 816298 Zephyrhills 43 of 46 SSOE Inc. Project Date �00�Mad:son Ave. 012-01232-00 09:46:26 07/16/12 Toiedo,OH43604 Client Designed by Phone. (419)255-3830 FAX. (4/9)255-610! CCI 81352 Section Elevation Component ~ Size Critica! P eP„�r,>�� °o Puss No rr TYPe Element K K Capacity Fail Tl3 146-l22 Diagonal 2L3 1/2x5x3/8x3/8 410 -36.27 101.21 35.8 Pass T14 122-96 Diagonal 2L31/2x5x5/16x3/8 479 -3943 77.28 51.0 Pass T I S 96-72 Diagonal 2L3 1/2x5x5/16x3/8 548 -39.82 80 13 49 7 Pass T16 72-52 Diagonal 2L31/2x4x5/16x3/S 620 -37.92 78.49 48.3 Pass i'17 52-32 Diagonal 2L31/2x4x5/16x3/8 701 -38.94 76.07 51.2 Pass T 18 32-0 Diagonal 2LSx5x3/8x3/8 790 -68.86 167.68 4l l Pass T2 279-2'72 Horizonta] 2L21/2x2x1/4x3/8 32 -0.85 4042 2.1 Pass T3 272-259 Horizontal 2LSx3x1/4x3/8 61 -1.39 73 48 1.9 Pass 2.3(b) T4 259-247 Horizontal 2L21/2�c2x1/4x3/8 98 -2.34 36.11 6.5 Pass TS 247-237 Horizontal 2L3x21/2x1/4x3B 127 -313 46.50 6J Pass T6 237-232 Horizontal 2L21/2x2x1/4x3/8 l48 -3.63 31.07 117 Pass T7 232-222 Horizontal 2LSx31/2x3/8x3/S 177 �4.60 126.83 3.6 Pass 69(b) T8 222-210 Horizontal 2L3x2x1/4x3/8 207 -6.56 29.80 22.0 Pass T9 210-195 Horizontal 2L3x2x1/4x3/8 244 -947 25.89 36.6 Pass TIO 195-l83 Horizontal 2LSx3x5/16x3/8 281 -12.7I 79.26 16.0 Pass TI I I83-UI Horizontal 2LSx3 I/2x5/16x3/8 318 -15.03 93.31 16.1 Pass T12 171 -146 Horizontal 2L3 1/2x2 1/2x1/4x3/8 355 -1747 31 77 55.0 Pass T13 146-122 Horizontal 2LSx31/2x3/8x3/8 404 -19.96 9314 214 Pass T14 122-96 Horizontal 2L4x3x1/4x3/8 473 -2175 34.07 63.8 Pass TIS 96-72 Horizontal 2L4x3 (/2x3/8x3/8 542 -24.62 50.06 49.2 Pass T16 72-52 Horizontal 2L31/2x21/2xl/4x3/8 6l3 -2639 6334 4I7 Pass TU 52-32 Horizontal 2L21/2x21/2xU4x3/8 694 -2773 4549 60.9 Pass T18 32-0 Horizontal 2L6x4x3/8x3/8 782 -51.63 106J9 48.4 Pass TI 288-279 Top Girt 2L3x2 I/2xl/4x3/8 7 -0.24 55 48 0.4 Pass 0.5(b) T3 272-259 Redund Horz I L2 I/2x2x1/4 66 -0.19 19.68 I 0 Pass Bracing T4 259-247 RedundHorz 1 L2 I/2x2x1/4 107 -0 14 1839 0.8 Pass Biacing T7 232-222 Redund Horz I L2 1/2x2x1/4 182 -0.64 15 48 4 I Pass Bracing T8 222-210 Redund Horz 1 L2 U2x2x1/4 219 -1.24 13.65 9 I Pass Bracing T9 210-195 Redund Horz 1 L2 I/2x2x1/4 246 -I.00 l 1.62 8.6 Pass Braci�g T10 195-183 Redund Horz I 2L2 U2x2xl/4x3/8 276 -I 44 39.65 3.6 Pass Braeing Tl 1 183-l71 Redund Horz l L2x2 1!2xU4 3l6 -1.SQ 8.41 17.R Pass Bracing T12 l7l -146 RcdundHorz 1 L2x2 I/2x1/4 375 -I 97 739 26.7 Pass Bracing T13 l46-122 Redund Horz 1 L2x2 U2x1/4 436 -2.60 13.03 20.0 Pass Bracing i'l4 122-96 RedundHorzl L2x21/2xl/4 495 -3.55 10.57 33.6 Pass Bracing T I S 96-72 Redund Horz l L2x2 1/2x l/4 564 �I S 8.62 48.1 Pass Bracing T16 72-52 RedundHorzl 2L21/2x2x1/4x3/8 649 -4.90 36.88 13.3 Pass Bracing TU 52-32 RedundHorzl 2L21/2x2x1/4x3/8 719 -5.58 3546 157 Pass Bracing T18 32-0 RedundHorzl 2L21/2x21/2x1/4x3/8 816 -5.62 5042 11 l Pass Bracing T 13 l46-122 Redund Horz 2 L3x3xl/4 427 -2.60 8.63 30 I Pass Bracing T14 122-96 RedundHoa2 L3x3xI/4 496 -3.55 7.00 SOJ Pass Bracing T I S 96-72 Redund Horz 2 L3x3x U4 56S -4 I S 5 71 72.fi Pass Bracing tnxTower �ob Page 816298 Zephyrhills 44 of 46 SSOE Inc. Project Date 1001 MadisonAve. O�2-O�23Z-OO 09'46:26 07/16/12 Toledo,OH43604 Client Designed by Phone (4!9)255-3830 FAX. (419)255-6l01 CCI 81352 Section Elevation Component Size � Critical P aP„��„„. 4b Pass No. ft Type Element K K Capacity Fai1 T16 72-52 RedundHorz2 2L21/2x21/2x1/4x3/8 639 �.90 1341 36.6 Pass Bracing T17 52-32 RedundHorz2 2L21/2x2 V2x1/4x3/8 731 -S.SS 1174 47.5 Pass Bracing Tl8 32-0 RedundHorz2 2L21/2x2 U2xl/4x3/8 817 -5.62 36.28 15.5 Pass Bracing T18 32-0 RedundHorz3 2L3x3xl/4x3/8 819 -5.62 29.69 18.9 Pass Bracing �I'3 272-259 Redund Diag I L2 I/2�c2xU4 74 -0 17 6.08 2.9 Pass Bracing T4 259-247 RcdundDiag I L2 I/2�c2x1/4 104 -0 13 6.57 1.9 Pass • Bracing T7 232-222 RedundDiagl L21/2�c21/2x1/4 U3 -0.45 1091 4l Pass Bracing T8 222-210 Redund Diag I L2 U2x2 1/2x1/4 220 -0.97 8.26 I 1.8 Pass Bracing T9 210-195 RedundDiagl L21/2x21/2x1/4 257 -0.82 5.81 141 Pass Bracing Tl0 195-183 Redund Diag 1 2L2 1/2x2x1/4x3/8 294 -L09 31 77 3 4 Pass Bracing T11 183-17l Redund Diag 1 L2 U2x2 1/2x5/16 3l7 -1.07 8 16 13 I Pass Bracing Tl2 I71 -146 Redund Diag I 2L2 1/2x2x1/4x3/8 370 -2.12 10.95 194 Pass Bracing T13 146-122 RedundDiagl 2L21/2x2x1/4x3/8 428 -2.47 24.91 99 Pass Bracing T14 122-96 RedundDiagl 2L2U2x2x1/4x3/8 507 -3.30 20.97 I5.8 Pass Bracing T I S 96-72 Redund Diag I 2L2 1/2x2x1/4x3/8 566 -3 40 22.08 I S 4 Pass Bracing T1G %2-52 Ruduuu B�ag 1 2L2 ii2x2xU4x3/"o G51 -3 43 ZS.SG 13 4 Paa� Bracing T17 52-32 RedundDiag l 2L2 1/2x2x1/4x3/8 721 -3 77 23.94 15 7 Pass Bracing i'l8 32-0 RedundDiagl 2L21/2x21/2x1/4x3/8 818 -6.37 2938 217 Pass Bracing T13 146-122 Redund Diag 2 2L2 I/2x2x1/4x3/8 429 -L64 14.05 1 I 7 Pass Bracing Tl4 122-96 RedundDiag2 2L21/2x2x1/4x3/8 498 � -2.22 11.62 19I Pass Bracing T15 96-72 Redund Diag 2 2L2 1/2x2 1/2xU4x3/8 577 -2.43 I L57 21.0 Pass Bracing T16 72-52 Redund Diag 2 2L2 I/2x2x1/4x3/8 64l -3.08 14.07 21 9 Pass Bracing T17 52-32 RedundDiag2 2L21/2�x1/4x3/8 733 -343 12.87 26.6 Pass Bracing T I 8 32-0 Rcdund Diag 2 2L3x3x3/16x3/8 820 -3 94 26.23 I 5.0 Pass Bracing T18 32-0 RedundDiag3 2LSx31/2x5/16x3/8 796 -36.74 80.30 45.8 Pass Bracing i'12 171 -146 Redund Hip I 2L3 1/2x3 1/2xl/4x3/8 362 -0.16 58.25 0.3 Pass Bracing T13 146-122 Redund Hip 1 2L2 I/2x2 I/2x1/4x3/8 415 -0.40 3944 I.0 Pass Bracing T 14 122-96 Redund Hip 1 2L3x2 I/2x I/4x3/8 484 -0 41 46.25 0 9 Pass Bracing TIS 96-72 RedundHip 1 2L3x2 U2xl/4x3/8 553 -0.35 43.57 0.8 Pass Bracing T16 72-52 Redund Hip I 2L3x2 l/2x V4x3/8 626 -0.24 41 14 0.6 Pass Bracing TU 52-32 Redund Hip 1 2L3x2 1/2xl/4x3/8 707 -0.25 3836 0.6 Pass tr�xTower J�b Page 816298 Zephyrhills 45 of 46 SSOE Inc. Project Date loo/MadisonAve. 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (4!9)255-3830 FAX. (419)255-6101 CCI 81352 Section Elevation Component Size� Critical� P oP��f„„ °o Pass No f TYPe Elemer7t K K Capacih� Fai! Bracing T18 32-0 Redund Hip 1 2L3x2 I/2xl/4x3/8 798 -0.69 5334 L3 Pass Bracing T13 146-122 Redund Hip 2 2L2 I/2x2 V2xl/4x3/8 416 -0 l9 12.03 I.6 Pass Bracing T14 122-96 RedundHip2 2L3x21/2xl/4x3/8 485 -0.20 16.29 1.2 Pass Bracing T 15 96-72 Redund Hip 2 2L3x2 U2x1/4x3/8 554 -0 18 13.28 I 4 Pass Bracing T16 72-52 RedundHip2 2L3x21/2xl/4x3/8 627 -0l2 1119 I l Pass Bracing Tl7 52-32 RedundHip2 2L3x21/2x1/4x3/8 708 -013 9.80 1.3 Pass Bracing Tl8 32-0 RedundHip2 2L21/2x2x1/4x3/8 799 -031 17.56 1.8 Pass Bracing T18 32-0 RedundHip3 2L3x21/2x1/4x3/8 826 -0.21 1400 I.5 Pass Bracing T12 171 -146 RedundHipDiagonai 2L3 I/2x3 I/2xl/4x3/8 372 -0.25 17.01 I.5 Pass Bracing T13 l46-l22 Redund Hip Diagonal 2L3 I/2x3 I/2x1/4x3/8 4l7 -0.56 34 18 1.6 Pass Bracing T l4 I 22-96 Redund Hip Diagonal 2L2 I/2x2x I/4x3/8 486 -0 48 9.20 5.2 Pass Bracing T I S 96-72 Redund Hip Diagonal 2L2 U2x2x1/4x3/8 555 -0 43 8.41 5 l Pass Bracing T16 72-52 RedundHipDiagonal 2L21/2x2x1/4x3/8 629 -013 3Sl 3.6 Pass Bracing T17 52-32 Redund Hip Diagonal 2L2 1/2x2x1/4x3/8 7l0 -0 13 3 10 4 I Pass Bracing Tl8 32-0 RedundHipDiagonal 2L21/2x2x1/4x3/8 800 -0.98 1449 6.8 Pass B�aciug T18 32-0 Redund Sub Horz 2LSx5x3/8x3/8 797 -37.90 108.54 34.9 Pass Bracing T18 32-0 Redu�d Sub 2LSx3 1 i2x5/16x3/8 805 -49 77 100 l3 49 7 Pass Diagona]Bracing TI 288-279 Inner Bracing L3x3x1/4 13 -0.00 7.92 0.2 Pass T2 279-272 InnerBracing L3x3xl/4 42 -0.00 6.33 0.2 Pass T3 272-259 Inner Bracing L3x3xl/4 79 -0.00 5 40 03 Pass T4 259-247 Inner Bracing L3x3x1/4 I 16 -0.00 4 l4 03 Pass T5 247-237 Inr.erB*acina L3x3xl/4 l3? -0.00 333 03 Pass T6 237-232 Inner Bracing L3x3xl/4 158 -0.00 2.83 0 4 Pass T7 232-222 Inner Bracing L4x4x I/4 I 95 -0.O 1 6.36 0 4 Pass T8 222-2 I 0 Inncr Bracing L4x4x I/4 232 -0.01 5.50 0 4 Pass T9 210-195 Inner Bracing L2x3x1/4 267 -0.03 I 72 1.6 Pass T 10 195-183 Inncr Bracing L7x4x3/8 306 -0A l 9 75 0 7 Pass TI I l83-17l Inner Bracing L3 I/2x2 I/2xl/4 339 -0.04 2.35 1 7 Pass T12 171-l46 Inner Bracing L3x3xl/4 384 -0.08 2.45 33 Pass T13 l46-122 Inner Bracing LSx3xl/4 453 -0 12 3.24 3.6 Pass T14 122-96 InnerBracing L3 I/2x3 U2xI/4 522 -0 I2 2.51 47 Pass TIS 96-72 Inner Bracing 2L2x2 I/2xl/4x3/8 591 -0 12 1.88 6.6 Pass T16 72-52 Inner Bracing 2L2 U2x2 1/2x1/4x3/8 668 -0 I I 2.98 3 7 Pass T17 52-32 Inner Bracing 2L2 1/2x3x1/4x3/8 749 -0 12 2J6 4.5 Pass T18 32-0 InnerBracing 2L4x3x5/16x3/8 866 -0.03 5.52 I I Pass Summary Leg(T18) 58.4 Pass Diagonal 61.5 Pass (T12) Horizontal 63.8 Pass (T14) Top Girt 0.5 Pass (TI) tri.acTower J�b Page 816298 Zephyrhills 46 of 46 SSOE Inc. Project Date �oot nlad�sonA��e. 012-01232-00 09:46:26 07/16/12 Toledo,OH43604 Client Designed by Phone. (419)255-3830 FAX. (419)255-6101 CCI 81352 Section Elevatron Component � Size Critica! P eP��i„„ °b Pass No f� Type Element K K Capacity Fai( Redund 48.1 Pass Horz I Bracing (Tl5) Redund 72.6 Pass Horz 2 Bracing (T15) Redund 18.9 Pass Horz 3 Bracing (T 18) Redund 217 Pass Diag I Bracing (T18) Redund 26.6 Pass Diag 2 Bracing (T 17) Redund 45.8 Pass Diag 3 Bracing (T I 8) Redund Hip 1.3 Pass I Bracing (T I 8) Redund Hip 1.8 Pass 2 Bracing (T18) ncuut�u Hip 1.5 rass 3 Bracing (T18) Redund Hip 6.8 Pass Diagonal Bracing (T18) Redund Sub 34.9 Pass Horz Bracing (T18) Rcdund Sub 49 7 Pass Diagonal Bracing (T18) Inner 6.6 Pass Bracing (Tl5) Bolt Checks 58.4 Pass n RATING= 72.6 Pass Program Version 6.0.4.0-1/27/2012 File://int.ssoe.com/brentwood/CADD/Crown/0120123200/Drawings/Structural/816298 Zephyrhills/Structural/LC I 1/tnx/816298 LC I I.cri Crown Castle USA, Inc. Ju/y 16, 2012 285 Ft Self Support Tower Structura!Analysis CCI BU No 816298 Projecf Number 012-01232-00,Application 144090, Revision 1 Page 13 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.0 4 0 � ��^� � � ���� a � ���� � � ����� �N �� �� n � 2� v�� �^y �v < `.� m � .l-�YL •���• � • �� �� �� �� � �� �� • � • �• • • • � �- • � I� • � • � � • � • � •a : i 0 i o i •����• e •����• U � � �� � ��� 1�0 � nq0 �F �N� q � O � woh Qh � �„�� 3 i ���..� �w ��N� �� Crown Castle USA, Inc. July 16, 2012 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 012-01232-00,Application 144090, Revision 1 Page 14 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.0 4 0 0o ssoe� Anchor Rod Analysis(G) 816298 Zephyrhills 012-01232-00 P„= k �„= k Anchor Rod Data Number of Anchor Rods= Diameter of Anchor Rods= in F„(Anchor Rod) ksi A„= 7.1 in2 R�t= 411.8 k n= Anchor Rod Capacity= 49.3% r�k °o°o �JCJ' �eM 816298 Zephyrhllls ProJecf M:012-01232-00 Tew�r�eoctlons Overall Fountlafion Capac�fy pK UpLH t' kips Compression �' wps Orllbtl Colsson OMailt Shc Values Dameter fft Woter Toble Depih ft Height Above Grode k Beanng Type io�al Coiuon Lengtn R ry Ulhmate Entl Beanng �� Penmeter 15 7 ft Cross-Sechonol Mea 19 6 H' Soil La 0r Ul�mate U li�i Ulhma�e Y P D Contrefe $otl Loyer ihickness Skin Fnc�io Compresvon Dry Soil Unit Weigh� Uni�WEight Atltlitionol Input for Gratle Beam and Collor Motl�icahon $kin Fnchon H I�f� �trf kcf ktf Collar Beann ki s 1 n lectetl) 0000 0.000 O 150 Gratle Beam Beann k s z O 150 Collor/Beam We M�Uplrff k s 3 0 I50 CoAar/Beam wei nt Compresvon� b s d 0 I50 We ht of Sod Removed ki s 5 0.150 6 0150 � 0 I50 totols 23 Shc CalculaMons SoALayer EffecTVeSOiI Effechve Compres9on EffxfrveSOl Soil La ihickness Unii WC�ght Co W relhtUnR UpLtt Skin Fnction Res¢lonce Skm Fnchon Weght Eftective Concrete Weight Atltletl Ye� Re'tonce R movetl H kCf (kcQ kips) k�ps kips �kips I(ne lectetl� 3.0 0.124 0 150 0 p 7 3p ���g z 2 0 0.129 0 150 30 30 4.87 5 89 3 10 0.062 0088 15 IS 1.21 1J2 4 OS 0062 0038 5 0 060 pg5 5 30 0048 0.088 29 0 280 516 6 8.5 0 048 0.088 83 83 ]94 l a 62 � 5 0 0.048 D.OBB 49 0 4 6] 8 bp 00 -0062 OOBB 0 0 0.00 000 00 -0062 0088 0 0 OAO 000 00 -0062 O.OBB 0 0 000 000 Totals 23 2095 1285 29.4 qgb Entl Beonng Resrstance 780 5 kips Concrete Weight 312 5 kips Compression Skin Fnction Resrstance 963 kips Upl�k Skin Fncipn Resisfance 157 1 kips iotal Compression Resatance 8169 kips iofol Uobtt ResistOnce 469 7 kips sdica o�m.� Comprezvon CapacNy OK Uplifl Capacity OK RNnlacemadha xMas pelMaesmsMChack Bor Sire mslon Number of Vertical Bars Rebar Cage Diamefer 52 1 in Hor¢ontal iie Srze Rqrtl Developmen�Lengin 61.8 in BorStrengfh,F, ksi DevelopmeniLengin 394in NGIncludeiensleStreng�hRed�cno��Ltl/ReqtlLd� Mchor Rotl Cvcle i 359 0 k Anchor Rotl Embetlmenf ienvle Sirengih mv 516 7 k Con reteCOVer iens�leCapacriy 695% OK Concre�e 5fren ih,fc psi Compedon hi I50�n` h 28214 in' 0lcomp�ess�onl 07 bP 45198k CompresvonCapanry 199% OK MlNmum RelMoreemenf �yl�ffechve� �qi3;in Compres.vonqm �qiin OK IINMareln Ca aeiNN Reinforcement Ca acity - pK g Min Me12 pK Client: �� �� £�� Z�� Sheet Number Subject: _�of Z �Q ��OeTM By: ML M Chk'd: Project Number Date:_T� i Date: www.ssoe.com � — �.'-� �,C i.�Qi �>l'�_���i� j - - -- - - -- - - - --- i Y1Q.� -�- ��� t�.�c�J_��.�"�'�f �un �-�j,C-�i�1-1_ -- � v ! �_�j ���=-��4� �lc�:� �'�i��,� C�4-4-,y-,���.��-�s�3 k,�,�_ --- - - z35� -k - - -- ---- (�' -�=f�y�� _ _�.�z��ks�C- - -- _ - -- ---- `Pe.r- �>3_�1►F-�-Sk,��-ct�t}, C.�N,��e_-� .-.Z�?.1 (�=, -- -- - - -- - _ -233.1 � - - - --�����-�zy,> � �.�!8 tc�f --- --- - - - - -- �l�c�P_� t��=_- � C�►=r,��t r_ ��� �cir� - � �- �-. �J�J -�iG�--c tz?-� C�11 ` � ) �tL�Q__, t_`�-C�`a,,.��c`� ° �-1Z > C L`�Cz� "- �+`�F-�--? - - -- --- - - - - - - �-1Q,(.cP�`-°.; - `7`-����...._i � `�L:�.c���� _-��� - - - - - � - Z`� LLCL � (�-_�;-,r-� �; � �-- `_����1 ksF- ��-�(�z,� �--e,:���--k_S� - -- - - - v `1`1-L 1 �-z,i -Z�� �r L - - ' - ?`i (,ts>�,�' �- (�.l,� 5Z �� -- --- - _.��-1 .8�2 ; �.9�Iy - -- - --- -- - �s �C� - — - - ����..,� � 1�F-�'L-' -— •{{G.�� 4_:<'`,t 1 a� i �'�'c.-�.��2�'}1 C�� �� - — -- -- - — ��.'�Z- �-- - - - - - - - ��..�, ,,�il _ 1z�_, ,��- �� 2 - - -- - ` y ` -- ` ---- --- - -k�-��»_ Z,�-�_ u�i�.,J�?__ '._;�4�1 L� �a � b_rr_L�,� ��� �c�����__ �1 z`-��-,'_�=}--��-`� �Z kc f-� - ��-1����� -- P�c� c��->>I-�t� �c' C�',�.,e!-��_ � =��%��k�4--t-� ` ���-�c�,-�� - , - -- � ��-==�=��- -- z i � �\Z�a r 1\ - s =L-- r- ------�-------� ��--���- ��� � - �5 � fy C � � � c�.�� + �IZ'� `t 1 `�l��o.o`c��3� �- ( �y.2Z.l� / '`��`'—` -- - , I �� ��� IZ�`izl t I�� � � �. 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FAX No, 941 827 2994 , P, 001/001 �- IZ -� kf,C 1,�'G� r/;a t-�� l .� ul (331�� LS-i 3 t,�N l��z�1�3 � �� � r 1 �! ��_ _ 'f_����ir,e G� � �"�Q r Y� J � I x qo �� E��.Y.s;c,L, S�OLUTION� I11TC ���+- � ,����ti �'�) �y,��"� �osoaz� �c000�sxo ��s• � �.� �.,� ,�, ���Ur i ,.sr�,�`�c,;,��Ic� t3w Ic1�•ry 7/19/2013 � �—z� —�l, �c,c� _�r 7v�, .c�� `�'�y ---- - - pr2,Y�. � �h�;,��,.�� �10� ,���jt3 s�r32z.t r��� lr,:n�.( e !e�Ir;c.. City of zephyrhills C(c����;;�,�,,;��.�f �,�'7 i�r��w���ch-!�� Kcov�•�+ 7-zb-r � �1.� RE: P'ermit#1337,7 To Whom It May Concern: We are eurrently still testing new equipment and c�nnot remove old equipment pefore expiration date of the permit to get a final inspection under Permit#1,3317 Site located at 702 Avenue A and are requesting a��a{� permit extension. � Please contact Mark Redden for a�y other questions at(941)348-5417. Thank you, � k �� - �`1 � �� � ��,�. �,-��Sl�� . �-� ,��;--.� John D Mann ..--> r �. E�.j ��� C.� )���t�— w�T � ��� Atlas Solutions, Inc. � ,����4-L '�L ���- � �, � 1 o'���-�(��- t�� ;�. Sworn to and Subscribed before me this�day of� , 2Q��. °� 2��,�J i � ����-.�1� /�.�u���-Sf Personally Known. /1 Seal: ���q 1� � � #IOWf►MiNe-�MM N(�INiN� 1 � '-- Praduced i . �� rM'����►�� �'�.�„� coMna�uon�FF ooets� Nota ' � � Atlas Solutions Inc 207158t"Avenue Circle Fast Braden#on FL 34203 info atlassolutionsinc.net Fax: (941) 827-2994 'I� Result Report P i 07/26/2013 09:34 SeYldl N0. AOED4t11001438 TC: 165244 Addressee Start Time Time Prints Result Note 919418272994 07-26 09:33 00:�:37 001/001 OK TMi: Tirner TX.gPOnLa1: 11'n �iG: Ori inaCl S'zeC tti g F �r•�Far�^ ne ra TX. 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JUL/25/2013/THU D3'O1 PM Atlas Solutions Inc_ FAX Na. 941 827 2994 P. 001/001 /�EC �/•Gj (/i a� -�C� �� •�'�J� � 7- "LS-+ 3 �r-p{a,%,e d 'f� NAcc.-!� LUT�ONB NC � '` 9° ��`► ��`��5,�~, ti b I- [o ..v-++�V-h ��f P4�/r�v.'1 ow�sM �osMSSao �f s-Oa �-c �6c�.)��. .- -hr ��.s�»ti w-.ok.-w .3.,;�d..y 7/i9/2013 ��- _ �oer.n.-Fjku.��i••p CIOY_ ��+-;t i3 �r�s�.; d.-,r...f �r,..F � r<<c,r:� Gty4fZ�Phyrhllls 6f�{�.,,,�p�.-�y� .v�T M.�wc(a�+�l-. 4eoyr•.r 7 z6-r� ��a RE: Pormit lI18917 To Wlfom It May Conc�rn: We aro tu�r�nely stfll l�sting rs�w�qulpma�c.�d can�ot�movc old equ�pm��c b�for��xpiraUon daio of ths p��mK to Qet e TFnal insp�ction undsr Pe�mit p13317 Slt�loeatrd�t 702 AvCrfu�A and�re re4uostinQ e_ o� P�rmlt oXtension_ °"1 PlQaso contact M�rk R�ddrn for a�y eth4r qu�selons at{941)848-5417. 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