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HomeMy WebLinkAbout14-15573 . -,�_�-- ' i � ClTY OF ZE HYRHlLLS 5335-8t Street (813)7 0-Op20 15 73 , ELECTRIC L PERMIT � j �`.. ;� ` T��,�.P:ERMIT tN�ORNli4Tlt?N : , . ;, " �x'=���:{":�g=-'';:��"�L4CA:TIQN tNFORMAT1t7N ,.._�` �' �`�,���, �'`_�` �+` x< t'� 1 k,p; Permit#:15573 Issued: 9/03/2014 Addr�ss: 38522 A AVE Permit Type: ELECTRICAL. MISC ZEPHYRHILLS, FL. Class of Work: E�ECTRIC SERVICE REPLACEME Township: Range: Proposed Use: NOT APPLICABLE Lot(s): Block: Sec#ion: Sq. Feet: Est.Value: Boak: Page: Cost: 35,000.00 Total Fees: 405.00 Subdivision: CITY OF ZEPHYRHILLS � Amount Paid: 405.4� Date Paid: 14/23/201 Parcei Number: 1426-21-001Q-017Q0-4060 G',� bT.'e�; ,..�._ . �- ;.._.. .. ._ _�.. . .... _ _` Y__' ��.'�s°'�C:ONTRAC..T.OR�INF.t7RMi4TION�'``�'�``x": " .�;:' _��- `��::���;�:�OWfVER"INFORNfATION;�s����s��`���%� .,;�_: Name: RETEL SERVlCES Name: CROWN CASTLE GT COMPANY LLC Addr: 11310 SATELLITE BLVD Address: 4017 WASHINGTON RD ORLANDO, FL 32837 � MC MURRAY PA 15317-2520 Phone: 407)745-540Q Lic: Phane: 813}342-3853 Work Desc: REPLACE SPRINT ANTENNAS (3) & EMOTE RADIO UNITS & HYBRID FIBER CABLE C( - , ..- . . ` _ APPLICAT ON FEES � ` ' " � ' , ��-_ ` ' t f^- . BUILDING FEE 315.00 ELECTRICAL FEE 60.00 CONTRACTOR CHANGE 15.00 �CONTRACTOR CHANGE 15.00 �:L�:'�a���-_ -�" � . � � _ INSPECTiON "REQUIRED � ROUGH ELECTRIC � CQNSTRUCTI4N POLE PRE-METER FINAL � 1 � �� � � � �l R�'/� � REINSPECTIIJN FEES: Reinspection fees will comply wi h Florida Stafiute 553.80(2)(c� when e�ctra inspection trips are necessary due to any one of the fottowing rea ans: a)wrong address b)condemned worlc resultEng from faulty construction c) repairs or correcfiions not made when inspection called d)wark nat ready for inspection when called e} permit not pasted on job site fj plans not afi job site g�work not accessible. . N�TICE: In additian ta the requirements of this permit, there ay be additional restrictians applicable to this property that may be found in the public records of this county, and there ay be additional permits required from other governmental _ entities such as water management, state agencies or federal agencies. "Warning to owner: Yaur failare to record a natiee o commencement may result in your paying twice for improvements to your property. If you intend to obta n financing, consult with your lender or an attorney befare recording your no ice af commencernent," ( Complete Plan��cifi�tions and Fee Must Accompany Appl cation. All work shall be performed in accordance with City �,--��� Codes and rdinances. -- CONT TQR PER OFFI MIT EXPIRES IN fi MONTHS ITHOUT APPROVED INSPECTIO CALL FOR INSPECTION - $ HOUR NOTICE REQUIRED PROTECT CARD R4M WEATHER i Joel Bacon From: Joel Bacon Sent: Tuesday, February 1 Q, 2015 9:3 RM To: 'davidrusse((@reteiservices.com Subject: COC Doc Attachments: RETEL SERVtCES.pdf Good Morning Mr. Russell i have added your certi�cate of completion as an attachmen for your convenience. if we can be of any further assistance please feel free to contact us at the following. City of Zephyrhills 1oe1 E Bacon JBacon@ci.zephvrhills.fl.us 813-780-0020 Fh Ext.3512 813-78Q-0021 Fax Please Note: Florida has a very broad public ecards law. Written communication to or from city offic3.als regarding city business a,s publ'c recard artd open to inspectian including names, addresses, and email addresses. Therefor , your email cammunication may be subject to public disclosure. � CITY OF ZEPHYRHILLS, FLORIDA 5335 8TH STREET CERTIFICATE OF OCCUPANCY NAME: Retel Services DATE: February 10, 2015 . ADDRESS 38522 A Ave PARCEL I.D. 14-26 21-0010-01700-0060 SUBDIVISION : CITY OF ZEPHYRHILLS TYPE OF BUILDING : Replace Sprint Antennas/Remote radio units 8v Hybrid fiber cable PERMIT'(s) 15573 - REMARKS : FINAL DATE: Januarv 29, 2015 , � � BILL BURGESS BUILDING OFFICIAL/ JEB ��� �I C ROW N Crown Castle � CASTLE 4511 North Himes Avenue,Suite 210 Tampa, FL 33614 October 16,2014 City of Zephyrhills Building Department 5335 8�'Street Zephyrhills,F133542 RE: Permit#15573 Site Address:38522 A Avenue,Zephyrhills,FL 33542 T-Mobile#TA70XC110 ' Crown BU#816298 , Change of Contractor Request To Whom It May Concern, Crown Castle GT Company LLC,as owner,hereby requests that Goff ommunications,James E.Goff,CGC058267, be released as the I general contractor of record for BP#15573.. To the best of my knowl ge,no work has been performed on the site to date. Please allow Retel Services,James C.Watkins CGC1521895 to assum all obligations under the permit and release all plans,permits and documents to them for completion of the work. Below are the points o contact for coordinating this change of contractor: Retel Services,James C.Watkins CGC1521895 Office#(407)745-5400;E-mail: Donna Hadley:donna.hadle @retels rvices.com Armando Quintero,Crown Castle Contractor Project Manager Mobile#941-993-4399;E-mail: Armando. uintero.Contractor@crow castle.com Thank You very much for your assistance. Sincerely, State o Florida �� -A Coun of Hillsborough r�� Kevin Enderle The for going instrument was acknowledged before me this i6th day Project Manager of Octo er, 2oi4 by Kevin Enderle,Project Manager of Crown Castle Crown Castle,Inc. USA,I c.,on behalf of the corporation. He is personally known to me. 1aaY,P�e�, ROBIN J.LAW � 2�' ��' c* MY COMMISSION#FF 026196 � * EXPIRES:October 11,2�17 sr �.�° Bonde ru u Services Signat re of Notary 9TfOFF�� Robin .Law Printe Name of Notary The Foundation for Wireless World. CrownCas le.com I --- — � Permit No. 15573 Tax Folio No. 14-26-21-0010-017 NOTICE OF TERMINATION (OF NOTICE OF COMMENCEMENT) Space above for recording office use STATE OF FLORIDA COUNTY OF Pasco THE UNDERSIGNED hereby gives otice of termination of the Notice of Commencement recorded in Official Records Book 9080 Page 1925 the public records of Pasco County, Florida. The Notice of Commencement is terminated as of the 17 day of October , 2014 or thirty days after this Notice of Termination of Notice of Commencement is rec rded, whichever is later. This Notice applies to: all of the real property described in par graph 1 or that part of the real property described as follows: 14-26-21-0010-01700-0060 Moores First Addi ion to Cit of Ze h rhills PB 1 P 57 Lot 6 7 & 8 Inclusive Block 17 OR 4639 PG 28 (Insert legal description of propert and street address, if available) All lienors have been paid in full. The Owner, before recording this Notice of Termination of Notice of Commencement, served a copy on the Contractor and on each ienor giving notice pursuant to Chapter 713, Florida Statutes. 1. DeSCrlptiOfl Of prOpel'ty (legal desc iption and address, if available): 14-26-21-0010-01700-0060 Mo res First Addition to Cit of Ze h rhills PB 1 Lot 6 7 & 8 Inclusive Block 17 O 4639 PG 280 2. General description of improvem nt: Surint to Add (� Antennas, 3 RRU's and h brid Fiber cable o existin tower 3. Owner information: a) Name and address: Crow Castle GT Com an LLC 4017 Washin ton Rd PMB 353 McMurra , PA 15317-2520 b) Interest in property: Leas hold c) Name and address of fee imple title holder (if other than Owner): 32773 � i iiiiii iiiii iiiii iiiii iiiii iiiii iiiii iiiii iiiii iiiii iiii iiii 816298/TA33XC047 2014168870 Pertnit No. P rcel ID No 14-26-21-0010-01700-0060 NOTICE OF CO MENCEMENT �� � ,� State of Florida C unty of Pasco '� � THE UNDERSIGNED hereb p p p rty,and in accordance with Chapter 713,Florida Statutes, � L E � y gives nofice that im rovement will be made to rtain real ro e V the following infortnation is provided in this Notice of Commencement: � 1 Description of Property Parcel Identification No.14-26-21-0010- 1700-0060 Moores First Addition To City Of Zephyrhills PB 1 Pg 57 m �j ,�N� Lots 6,7,&8 Inclusive Block 17 OR 4639 PG 280 � StreetAddress: 38522AAve. Ze h rhills FL33542 • �, �w m�ya � w O 2. General Description of Improvement Sprint to add 3 antennas,3 R ote Radio Units(RRU's)and hybrid fiber cables �m Q � � � ..� o,,..� U , � � 3. Owner Infortnalion or Lessee infortnation if the Lessee conVacted fo the im rovement: �F" C ' a EN P N ..� N Crown Castle GT Com an LLC for S rint �' ��� Name c M N a�� 4017 Washin ton Road,PMB 353 � � ' ��/�!� McMurrey ���Q 7 pq �� Address Ciry State P , z Interest in Property Tower Owner (Omti o�Y Name of Fee Simple Titleholder ���j ; N M m (If different from Owner listed abo e) � N � ¢N� p, .. � J\ O UV1� ¢m Address City State �p�.y a.-� ConVactor 11310 Satellite Bivd Orlando � 7 f;(�3 FL __-�_-�— Address City State Contractors Telephone No. 407 745-5400 I 5. Surery: N p` Name Address City State Amount of Bond: Telephone No. 6. Lender: N�A Name Address City State Lenders Telephone No. 7 Persons within the State of Florida designated by the owner up n whom notices or other documenls may be served as provided by Sedion 713.13(1)(a)(7),Fiorida Statutes: NA Name Address City State Teiephone Number of Designated Person: 8. In addition to himself,the owner designates N�A of- to receive a copy o the Lienors Notice as provided in Section 713.13(1)(b),Florida Statutes. Telephone Number of Person or Enlity Designated by Owner 9. Expiration date of Notice of Commencement(the e�irafion date m y not be before the completion of construction and final payment to the contractor,but will be one year from the date of recording unless a d' erent date is specified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNE AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTE 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULTIN YOUR PAYING T1MCE FORIMPROVEMENTS TO YOUR PROPERTY A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIR T INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCIN WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT Under penalty of perjury,I declare that I have read the foregoing noti� of commencement and lhat the facts stated therein are We to.the best of my knowledge and belief. STATE OF FLORIDA � COUNTY OF PASCO Signatu e of Owner or Lessee,or Owners or Lessee's Authorized Offi irectodPaAner Mana er o ' G Signato s itle/Office I Thpy oregoing instry�ent was ackno ged before m this 17thday of O Ct Zp 14 by ��L� � 1'� ���e�{/ e �I J � as � �� � (type of authority,e.g.,officer,Vustee,attomey in fad)for Crown Castle (na pa on behelf of wh ins ment was executed). Personally Known�A&Produced Identifica6on� Notary ignatu Type of Ident'fiication Produced Name( rint) n • � o,�pPY PU� ROBIN J.LAW 2 '����' c* MY COMMISSION#FF 026196 �' EXPIRES:October 11,2017 N�'q�OF�pQ.�P BondedThruBudgetNotaryserv�r�s � wpdata/bcs/noticecommencement_pc053048 4. ContraCtor (name and address): Ja es E. Goff 6711 26th Court East Sarasota L 31243 5. Surety: a) Name and address: N A b) Amount of bond: $ 6. Lender (name and address): N A 7. Persons within the State of Flori a designated by Owner upon whom notices or other documents may be se ed as provided by section 713.13(1)(a)7., Florida Statutes (name and address : 8. In addition to himself, Owner de ignated (name) Of (address) to receive a copy of the Lienor's Notice as provided in section 713.13(1)(b), Florida Statutes. 9. Expiration date of notice of com encement: /,/ (Signature of Owner or Owner's Authorized Officer/Director/Partner Manager) Project Manager (Signatory's Title/Office) � STATE OF FLORIDA COUNTY OF Hillsborough The foregoing instrument was acknowledged b fore me this 17 day of October , 2017 , by Kevin Enderle a Proiect Manacler (Year) (Name of person) (Type of authority,e.g.officer,trustee) for Crown Castle , (Name of party on behalf of whom instrument as executed) v Pu ROBIN�•�w °�`�'"&�O MY COMMISSION#FF 026196 _ � 2017 � x o EXPIFIES:�lober 11Servwes ' rlqTFOFF��p� BondedThNBudgetNoYarY ( ignature of Notary blic-State of Florida) Robin J. Law (Print,Type,or Stamp Commissioned Name of Notary Public) Personally Known X OR Produced Identific tion Type of Identification Produced Verification pursuant to Section 92.525, Florida Statutes. NOTARY PUBLIC, STATE OF �I C��I U� • My Commission Expires: 1(7 I) ad1`7 Under penalties of perjury, I declare that I hav read the foregoing and that the facts stated in it are true to the best of my knowledge and elief. � (Signature of Natural Person Signing Above) Kevin Enderle (Printed Name) I ���t�, - . �R� EL =��� f�E��_ , LETTER OF A THORIZATION I, James Craig Watkins, CGC1521895, the rimary qualifier of Retel Services, on this 14th day of October, 2014, grant unto Tyce agel and James Prezioso full and absolute authorization to execute and delive (on my behalf as my attorney-in-fact) any and all documents necessary to apply for an secure permits in the City of Zephyrhills, � Florida. Si n ture STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this 14th day of October, 2014, by James Craig Watkins, who is personally k own to me and who did take an oath. Donna A. Hadley Notary Public (Na'me Printed) ;�.��'�"Y.�,, QONNA A.HADLEY ,-... �. :,r; ,r MY COMMISSION#EE 188294 ��. �o: EXPIRES:May 7,2016 >.. � %��„pF��°;�`'� Bonded Thru Notary Public Undenvriters Notary Public, State of Florida ' Commission # EE 188294 Expiration Date: May 7, 2016 i RETEL Services 11310 Satellite Blvd Orlando, FL 32837 Office #407-745-5400 Fx# 407-745-5401 � � ' a�aaao-oozo City of Zephyrhills Permit Application F����-�eo-ooz� 816298/TA33XC047 Building D partment Date Received Phone Contact for Pe mittin 813 342 _ 3852 Owner's Name Sprint by Crown Castle GT Company LLC Owner Phone Number 813-342-3852 Owner's Address 4017 WASHINGTON RD PMB 353,MC MURRAY PA 1 317-2�er Phone Number Fee Simple Titleholder Name Owner Phone Number Fee Simple Titleholder Address JOB ADDRESS 38522 A Ave.,Zephyrhills,FL 33542 LOT# 6,7,&8 SUBDIVISION PARCEL ID# 14-26-21-0010-01700-0060 (OBTAINED FROM PROPERN TAX NOTICE) WORK PROPOSED B NEW CONSTR e ADD/ALT X SIGN Q Q DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM X OTHER TYPE OF CONSTRUCTION Q BLOCK Q FRAME STEEL Q Sprint to add add 3 antennas,3 Remote •adio Uniu(RRU's)and hybrid fiber cables DESCRIPTION OF WORK BUILDING SIZE SQ FOOTAGE� HEIGHT � �BUILDING $ 35,000 VALUATION OF T TAL CONSTRUCTION QELECTRICAL $ AMP SERVICE Q PROGRESS ENERGY Q W.R.E.C. �PLUMBING $ QMECHANICAL $ VALUATION OF M CHANICAL INSTALLATION QGAS Q ROOFING Q SPECIALTY OTHER FINISHED F EVATIONS FLOOD ZONE REA QYES NO BUILD j COMPAN Retel Services i James C Watkins SIGNATURE� REGISTERE Y/ N FEE CURREN Y/N Address 11310 Satellite Bivd.Oriando,FL 32837 License# CGC1521895 ELECTRICIAN � COMPAN O timal Electric/Flo d D.S�YtOfh2fS SIGNATURE REGISTERE Y/ N FEE CURREN Y/N Address 2010 Marquette Ave.Sanford,FL 32773 License# EC0002772 PLUMBER COMPAN SIGNATURE REGISTERE Y/ N FEE CURREN Y/N Address License# MECHANICAL COMPAN SIGNATURE REGISTERE Y/ N FEE CURREN Y/N Address License# OTHER COMPAN SIGNATURE REGISTERE Y/ N FEE CURREN Y/N Address License# IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIItlllllllllllllllllllllllllllllllll RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Ener Forms;R-O-W Permit for new construction, Minimum ten(10)working days after submittal date. Required nsite,Conslruction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities 8 1 dumpster,Site Work Pemtit for subdivisi ns/large projects COMMERCIAL Attach(3)complete sets of Building Plans pius a Life Safety Pa e;(1)set of Energy Forms.R-O-W Permil for new construction. Minimum ten(10)working days after submittal date. Required nsite,Construction Plans,Stortnwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster Site Work Permit for ali new p jects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. ""PROPERTY SURVEY required for all NEW construction. Directions: , Fill out application completeiy. Ovmer&Conlraclor sign back of application,notarized If over$2500,a Notice of Commencement is required. (AIC upgrades ov r$7500) " Agent(for the contractor)or Power of Attomey(for the owner)would be someo e wilh notarized letter from owner authorizing same OVER THE COUNTER PERMITfING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(PIoUSu ey/Footage) Driveways-Not over Counter if on public roadways..needs ROW I ; , . o NOTICE OF DEED RESTRICTIONS: The undersigned unde stands 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 RE PONSIBILITIES: If the owner has hired a contractor or contractors to undertake work,they may be required to be li ensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the own r and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are un ertain 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 o contractors, he is advised to have the contractor(s) sign portions of the"contractor Block"of this application for whic they will be responsible. If you, as the owner sign as the contractor,that may be an indication that he is not properly icensed and is not entiUed to permitting privileges in Pasco County TRANSPORTATION IMPACTIUTILITIES IMPACT AND RE OURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees arid Recourse Recovery Fe s may apply to the construction of new buildings,change of use in existing buildings,or expansion of existing buildings, s specified in Pasco County Ordinance number 89-07 and 90-07,as amended. The undersigned also understands,th such fees,as may be due,will be identified at the time of permitting. It is further understood that Transportation Impa t 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 is uance. Furthermore, if Pasco County WateNSewer Impact fees are due,they must be paid prior to permit issuance in ac ordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW(Chapter 713,Florida Statute ,as amended): If valuation of work is$2,500.00 or more,I , certify that I, the applicant, have been provided with a c py of the "Florida Construction Lien Law—Homeowner's Protection Guide"prepared by the Florida Department of Ag culture and Consumer Affairs. If the applicant is someone other than the"owner',I certify that I have obtained a copy of�the above described document and promise in good faith to deliver it to the"owner"prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT. I certify that all th information in this application is accurate and that all work will be done in compliance with alI applicable laws regulating construction,zoning and land development. Application is hereby made to obtain a permit to do work and installatio as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work ill be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, a d land development regulations in the jurisdiction. I also certify that I understand that the regulations of other govern ent agencies may apply to the intended work,and that it is my responsibility to identify what actions I must take to be in c mpliance. Such agencies include but are not limited to: - Department of Environmental Protection-Cypres Bayheads, Wetland Areas and Environmentally Sensitive Lands,Water/Wastewater Treatment. - Southwest Florida Water Management Distri t-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. ' ' - Army Corps of Engineers-Seawalls,Docks,Navig ble Waternrays. - Department of Health & Rehabilitative Services Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos a atement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fi I: I _ Use of fill is not allowed in Flood Zone"V"unless xpressly permitted. If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a "compensating volume°will be submitted at time f 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 " " 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 certi that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affe t adjacent properties,the owner may be cited for violating the conditions of the building permit issued unde the attached permit application,for lots less than one(1) acre which are elevated by fill,an engineered drai age 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 hat a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other i stallations not specifically included in the application. A permit issued shall be construed to be a license to proceed wi h the work and not as authority to violate,cancel,alter,or set aside any provisions of the technical codes,nor shall issua ce of a permit prevent the Building Official from thereafter requiring a correction of errors in plans,construction or violatio s of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced wit in six months of permit issuance,or if work authorized by the permit is suspended or abandoned for a period of six(6)m nths 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(9 )consecutive days,the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A OTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERI IF TEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING OUR OTICE OF COMMENCEMENT. FLORIDA JURAT(F.S.117. ) OWNER OR AGENT CONT ACTO v ubsc'be�d and swo o(or ai rmed)b re m this S scri ed and swo 0 or a ed)bege me this \ /� 110. f`I by ' ��. bY �ia.A.1�S (��;c.� 1C.i Yl$ Who is/are personaliy known to me or has/have produced W o is re personally known to me or has ave prod�d as identification. as identification. I `� 'w"� Notary Public Notary Public Commission No.��� �'7 Commis ion No. - ��► ., �'. 1�u.1 Name of Notary yped,printed or stamped Name o Notary typed,printed or s .;��pY�PUp`� DONNA A HADLEY ,�a�:.;;&i� ROBIN J LAW �=4 °": MY COMMISSION�EE 188294 :.: *c * � � * MY COMMISSION#FF 026196 �.�:;; EXPIRES:May 7,2ot6 EXPIRES:OCtOb8f11,2017 '•,;,pFN�:• BondedThruNotaryPublicUnderwriters I "T oQ�O°� BondedThruBudgetNotaryServices �}rnKFti I ����— CORPORATE OFFICE: 6711 26th Court East • Sarasota, FL 34243 (941)955-7106 Office • (941)308-3103 Fax POWER OF ATTORNEY A D AUTHORIZATION TO DRAW CONSTIt CTION PERMITS August 25, 2014 � From: Goff Communications 6711 26�' Court East Sarasota, FL 34243 To: Zephyrhills Building Department 5335 8t" Street , Zephyrhills, FL 33542 I, James E. Goff, the holder of contractor lice se number CGC058267, hereby name, constitute, and appoint Dennis Burg, my atto ey-in-fact for the purpose of picking up permits in my name for the following two jo s only. Job TA70XC110 with the address of 38122 Henry Drive and job TA33XC047 wit the address of 38522 A Avenue. I hereby represent and warrant to the City of Zephyrhi ls Building Department that all work will be performed under my supervision, and that shall be fully responsible for the proper performance of said work. igna e Contractor STATE OF FLOIZIDA COUNTY OF MANATEE Subscribed and sworn before me this�3�� ay of�G���, 20/Y . �d G � - Notary lic Seal: ��p�e Notary PuDlic State of Fioaida ¢° �� Kathy Y Rey w�� �4 My Commission FF 040287 ��oFM1O4 Expitss07l2812017 �..�d- L S/H -- -_ 816298/TA33XC047 I IIIIII IIIII(IIII IIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII 2014140866 Pertnit Na. Pa el ID No 14-26-21-0010-01700-0060 NOTICE OF COM ENCEMENT � t�0 4�1 f� State of Florida Cou ry of Pasco � •• � THE UNDERSIGNED herehy gives nollce tha[improvement wfll be made to ce in real properly,and in accordance with Chapter 713,Flo�ida Stalutes, w�" tha followinp iMortnalian is provided in this Notice oi Cammencement: ►+m p� 1. Descripdon oi PropeAy: Parcel Idenpfication No.14-26-21-0010-01 00-0060 Moores First Addition To City Of 2ephyrhills PB 1 P 57 �m N Lots 6,7,&8lntlusive Blotk 17 OR 4639 PG 280 7C � Street Address: 38522 A Ave. Ze h rhills Fl 33542 • � v Sprint to add 3 antcnnat,3 Rem tc Radio Units(RRU's)and hybrid 6bet cables L7 � 2. Generat Description of Improvement pi Z H � y� M. .. � 3. Owner Infortnatian ar Lessee in(ortnation if the Lessee conVacted for e improvement: d �n Crown C'astle GT Com an LLC for S rint p��. Name �m m 4017 Washin on Road PMB 353 McMurrev PA � • Address City Stale � Intaresl in Property: Tower Owner n � fp Name of Fee Simple Titleholder. 7 (If difterent fram Owner listed abnve 7r Address Goff Communications(nc. ��H State � 4. Contrador. N 6711 26th CourteEast Sarasota �`)Z y 3 FL Address City State Contractors Telephone No.. 813-342-3852 5. Surery: N A Name � ��y a Address Cily State p �D Amount W Bond: 5 Telephone No.: �w y �� 6. Lender. N/A x�o Name (� m Address City State 1��/p�p�" LenAefs Telephone No.: `�w� 7. Persons within the Slate of Florida designated by the owner upo vfiom notices or other dawmenls may be served as provided by �y° Section713.t3(7)(a)(7),FtoridaStatutes: ��3 a NA � Name ��"''° G) � Address Ciry Stale �� Telephone Number of Designated Persan: ���,,,,y, 8. In addiUon to h(mself,the owner das(gnates N/A of_ �_= o to receive a copy of e Lienors Notice as provided in SeCion 713.13(1)(b),Florida Stalutes. �� y Telephone Number of Person or Entity Designated by Owner. o r 9. E�Iradon date of NoGee of Commencement(the exptradon date ma not be befare the campletlon of conswction and finai payment ta the A wntraIXOr,but will be one year from tha date of recording unless a d' rent date is specified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNE AFfER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTE 713, PART 1, SECTION 713.13, FLORIDA STATUTES. AND CAN RESULT IN YOUR PAYING'iWICE FOR IMPROVEMENTS TO OUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRS INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATfORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalry a1 perjury,I deGare that I have read the torepoing noti of commencement and that the fads stated therein are We to the best of my knowtedge and beliaf. STATE OF FLORIDA COUNTY OF PASCO Sfpnatu of Owner or Lessee,or Owners or Lessee's Autharized O�cedD rector/Partner/Manager � o Q c� rYl Signato s itlelOFfiea The faregoing insWment was acknowt ed 6efore me 11 is Z?day o( Au�st ,Zp 14,py �e V�Yl ,1� ��� � as r (type ot autharity,e.g.,officer,trustee,anamey in tact)tor Cro Cas le (name of party on behap of whom InsVUm t was exewted), Personalty Known�OR Produced Ident�wlion 0 Notary S gnature - Type of Iden�cation Produeed Name( nt) ��WI!1 __ Ll�ul " +��'r•:;� ���.�W i * *MY COh4dISSiON#FP 028186 p EXPIRES:October 11,2017 ��oF���'�°� BondadThNBuCgelNobrYServfse� wp datafics/noticecommeneement�53048 �TA'�E�F �L(3RIDp,COUNTY OF PASCO ��,� THIS IS TG CERTIFY THAT THE FOREGOING IS A �� �� TRUE AND CORRECT COPY OF THE DOCUMENT �,`Z � � � ' e � ON FILE OR OF PUBLIC RECORD IN THIS OFFICE � . � WITNESS M Y H A N D A N D O F F I C I A L S E A L T H I S � ;;� � � o y� DAY OF��f� C���l 2U1�- t,tGodlveT�u s r PAULA S.O'NEIL, R &COM P T R O L L E R � ' � � :=:"e.•;, BY�_ D UTY CLERK � ' i � , T� •, . .�6?8� � �`�����,��0�>0� •. O - ;saM 1 11 Ilfl .n d . `+� / , • `w`.�� � City of Ze hyrhills BUILDING PLAN R VIEW COMMENTS Contractor/Homeowner: ��� � `-o M �U AA+ ew,��t��$ ��1U C, Date Received: � " �� r I � Site: �$ ��� � V� . �e � ` rL Permit Type: 3 A n=�e n ca S � R e M�-�2 ��►a u�a.+'S Approved w/no comments: Approved w/the below omments: ❑ Denied w/the below comments: ❑ ' This comment sheet shall be kept with the permit and/or lans. �'1�L� FiU� 1 ,� ��1� Kalvin Switzer—Plans Examiner Date Contractor and/or Homeowner (Required when comments are present) '�1 � ° 813-780-0020 City of Zephyrhills ermit Application Fax-813-780-0021 816298/TA33XC047 Building De artment Date Received Phone Contact for Per itting 813 342 _ 3852 1 1 1 1 1 1 1 1 1 1 1 1 Owner's Name Sprint by Crown Castle GT Company LLC Owner Phone Number 813-342-3852 Owner's Address 4017 WASHINGTON RD FMB 353, MC MURRAY PA 1 17-2�er Phone Number - Fee Simple Titleholder Name Owner Phone Number Fee Simple Titleholder Address JOB ADDRESS 38522 A Ave.,Zephyrhills,FL 33542 LOT# 6,7,&8 SUBDIVISION PARCEL ID# 14-26-21-0010-01700-0060 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED B NEW CONSTR B ADD/ALT X SIGN Q Q DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM X OTHER TYPE OF CONSTRUCTION Q BLOCK Q FRAME STEEL Q Sprint to add add 3 antennas,3 Remote, adio Units(RRU's)and hybrid fiber cables DESCRIPTION OF WORK BUILDING SIZE SQ FOOTAGE� HEIGHT �BUILDING $ 35,000 VALUATIONOFT TALCONSTRUCTION QELECTRICAL $ AMP SERVICE PROGRESS ENERGY Q W.R.E.C. QPLUMBING $ ��� �\� �MECHANICAL $ VALUATION OF M CHANICAL INSTALLATION ' OGAS Q ROOFING Q SPECIALTY OTHER FINISHED FLOOR ELEVATIONS FLOOD ZON AREA QYES NO LJ � BUILDER , ,S COMPA Y Goff Communications, Inc. SIGNATURE REGISTER D Y/ N FEE CURRE� Y/N Address 6 Z6th Court t. S rasota, F 4243 License# CGC058267 � ELECTRICIAN �� �.. COMPA Y Goff Communications, �tlG. SIGNATURE REGISTER D Y/ N FEE CURRE� Y/N Address 6711 26th Cou�-t St. Sarasota, FL 34243 �icense# EC13004137 � PLUMBER COMPA Y SIGNATURE REGISTER D Y/ N FEE CURRE� Y/N Address License# MECHANICAL COMPA Y SIGNATURE REGISTER D Y/ N FEE CURRE� Y/N Address License# OTHER COMPA Y SIGNATURE REGISTER D Y! N FEE CURRE� Y/N Address License# IIIIIIIIIIIIIIIIIIIIIIIIIIItllltlllllllllllllllllllllllllllllllllll -� -RESIDENTIAL - Httach(2)Plot Plaris;(2)sets of Building Plans;(1)set of Ene gy Forms;R-O-W Permit for new consiruction, - �- - Minimum ten(10)working days after submittal date. Require onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, _ __ _ Sanitary Facilities&1 dumpster;Site Work Permit for subdivi ions/large projects COMMERCIAL Attacli(3)complete sets of Building Plans-plus a Life Safety age;.(1)set of Energy Forms.R-O-W Permit for new construction. Minimum ten(10)working days after submittal date. Require onsite,Construction Plans,-Sto�mwater Plans-v�/Silt Fence-installed,-- _ ._, Sanitary Facilities&1 dumpster.Site Work Permit for all new rojects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. *'**PROPERTY SURVEY required for all NEW construction. Directions: � Fill out application completely. Owner&Contractor sign back of application,notarized If over$2500,a Notice of Commencement is required. (A/C upgrades ver$7500) '* Agent(for the contractor)or Power of Attorney(for the owner)would be som one with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(PIoU urvey/Footage) Driveways-Not over Counter if on public roadways..needs ROW \ � I � e_ r f i s fVOTICE OF DEED RESTRICTIONS• The undersigned unde stands that this permit may be subject to"deed" restrictions" which may be more restrictive than County regulations. The ndersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RE PONSIBILITIES. If the owner has hired a contractor or contractors to undertake work, they may be required to be li nsed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the own r and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are un ertain 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 o contractors, he is advised to have the contractor(s) sign portions of the "contractor Block" of this application for whic 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 RE OURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fe s may apply to the construction of new buildings, change of use in existing buildings, or expansion of existing buildings, s specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands, th such fees, as may be due, will be identified at the time of permitting It is further understood that Transportation Impa t 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 is uance. Furthermore, if Pasco County Water/Sewer Impact fees are due, they must be paid prior to permit issuance in ac ordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW(Chapter 713, Florida Statute , as amended)• If valuation of work is $2,500.00 or more, I certify that I, the applicant, have been provided with a c py of the "Florida Construction Lien Law—Homeowner's Protection Guide" prepared by the Florida Department of Ag iculture and Consumer Affairs If the applicant is someone other than the"owner", I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner" prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT. I certify that all th 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 ill be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, a d land development regulations in the jurisdiction. I also certify that I understand that the regulations of other govern ent agencies may apply to the intended work, and that it is my responsibility to identify what actions I must take to be in c mpliance. Such agencies include but are not limited to: - Department of Environmental Protection-Cypres Bayheads, Wetland Areas and Environmentally Sensitive Lands, Water/Wastewater Treatment. - Southwest Florida Water Management Distri t-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. - Army Corps of Engineers-Seawalls, Docks, Navig ble Waterways. - Department of Health & Rehabilitative Services Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos a atement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of II: - Use of fill is not allowed in Flood Zone"V" unless xpressly permitted. - If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a "compensating volume" will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone " " in connection with a permitted building using stem wall construction, I certify that fill will be used only to fil the area within the stem wall. - If fill material is to be used in any area, I cert fy that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affe t adjacent properties, the owner may be cited for violating the conditions of the building permit issued unde the attached permit application, for lots less than one (1) acre which are elevated by fill, an engineered drai age plan is required. If I am the AGENT FOR THE OWNER, I promise in good fait to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed w th the work and not as authority to violate, cancel, alter, or set aside any provisions of the technical codes, nor shall issu nce of a permit prevent the Building Official from thereafter requiring a correction of errors in plans, construction or violati ns of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced wit in six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a period of six (6) onths after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a eriod not to exceed ninety (90) days and will demonstrate justifiable cause for the extension. If work ceases for ninety (9 ) consecutive days, the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A OTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOlJR PR�PE�R Y. !�YQ�J lL�TE"!D TO�BT�lt� F�".�iVCiNG� vv1�BjULI WITH YOUR LENDER OR AN ATTORNEY BEFORE RECOR�ING YOUR NOTI E OF C0 EME FLORIDA JURAT(F.S.117.0 ) OWNER OR AGENT /� CONT ACTOR - - S bsc' ed and sworn (or affirm d before me this Subscr bed and worn t irmed)b re �7��by ���E V 1 Y\ ��7�����^ by G` - � o is are ersonally known to me'or has/have produced Who is are per o y known to me or has/� v produced as identification. � as identification. I Notary Public � Notary Public Commission No. Commi sion No. � � � !Q a g� ro��;::�0ii� ROBIN J.IAW ' Name of Notary typed,pr' ��p�Eg;p�tobet 11 2017 Name f Notary typed,printe or ' e � ey �r4tE0FFt��`oe BO��dThruBudgetNotaryServfces ��p�� Notary Public State of Florida . Kathy Y Rey y,� _ Qa My Commission FF 040287 'aipP M1o� Expfrea 07l2812017 } ' � f 1 � ( �t. • ' � , ' + ' �1 . — .. e. . .. �p � � ' ,^� - ,� �; �`�� \� ` � II I I II III I II III II II I I I II 'f111S INS'I'RURiEN'I'PkEPARED I3Y 1,,:1;'�yi��tl ANll UI'ON !iF CORUING ltM:'I'IlRV 7'O: Rcp!: 505278 „ ec: 15.00 DS: 1045.80 ' IT: 0.(�0 Itof�crt U. 11':ird_Lu�. � 06/14/01 l���1� Dpt.y Cl�rk '-��'� no��ns R,�cl�liii c�.R•lartin PI.LC � ` •.:� �IO 1'ros��cct Strcct JED PI1 TMAN. PASCO COUN1'Y CLERK �' ,,:' ��U�;�`���� 06/14/01 11:27am 1 of 3 •� SI.Jolu�sbun�. V'f (1�819-0U')') OR BK 4639 PG 2�0 • - -- . .. � -- • - - .. .--•- •—•--- - -• -� - SI'F:(;IAI.�'VAR 1N'I'Y 1)H:l�:l) TIIIS [NDEti'1'URE, made as of Jan ary 31, 2UU0, between G'i'E �V[ItELF:SS U� "I'lIE SOl1'I'll 1NC:ORPURA'I'EU, a a irginia corporation(successor in interest by mcr�cr to G'I'E i�4obilnct of'fampa (ncorpora cd), havin� its principal placc of busincss at c/o (t TE Wirc;iess lncorporate�, One GTE l lace, Alpharetta, CiA 30004 (herein called "Grantor"), and CROWh' CAS'I'LE GT C NIPANY I.L.C, a Dclaware limitcd liability company, whosc address is c/o Crown Castic Intcrnational Corp,, 51 U f3cring, Suitc 500; Houston, Tcxas 77507, and �vhosc rederal 'I'a� ldcntilication Numbcr is 76-0C27250 {herein c�illcd "Grantcc"). (Whc:rever uscd herein the tcrms "grantor" a d "�rantee" include all the partics tc� tl�is insUt�mcnt and lhc succcssors and assigns of c rporations, and othcr cntities). �VI'['1VESSI�:'1'll: "C'hat lhe Grantor, or and in considcration of thc sum of Tcn and no/100 nollars ($]0.00) and other valuab e consideration to thc Grantor in hand paici by Grantee, the rcccipt and suf�iciency whereo is hcreby acknoti�lcd�ed, by tf�cse prescnts does grant, bar�ain, scll, alicn, remisc, rc;leas , convcy and confirm unto thc Grantcc, it successors and assi�ns, all t1�at certain land sit ate in Pasco County, Florida, to wii: SGE EXllil3i'f' "A" A'I'TACHI:U I-I !Z�'I'O AN1) I�7AD1? /1 PAR't'}Ii:REOF. 'I'ogcther with al1 the tenements, ereditaments anci appurtcnances thercto belongin�or in lnywisc appertaining. '1'U f1AVE AND '['O �lU1.D the sam in fec simplc fore�rer. ANU the Graritor f�creby covcnants w th said Grantcc that it is lawfully sci-r.cd of said land in fce simple; that it lias good right nd la«�ful authority to sell and convey said land; that it hercby fully warrants the titic to s id land and will defcnd the samc against thc lawful claims of all persotis claimin�by, throu h or under Grantor, but a�ainst none other. l3p(inilials)_�_ Dulc�'a�-A�I3U\ � FIoriJ.�S�cinl\V;ur�nly 1)axf((:urpcm�tion) CU[)updetc Lc�sc I.iccnxc�° %1?Pill'RIIII.IS,17AG51 Silc IU ��-d��� I)oc T�•pc G �/� : � . ��o�-. ��`�` � IIIIIIIIIIIIIIIII + THIS INS'{'RUMENT PREPARED BY 200107g81111�1111111�111111�11���lll�l���l�l�l�llll AND UPON RECORDI�iG RE'Tl1RN TO: Rcpf.: 505278 : 15.00 DS: 1045.80 T: 0.00 Roberi D. Wa�d,Esq. 06/14/01 �l7 Dpty Cltrk `���� ; Downs Ractilin&Martin PLLC 90 Prospect Street JED PITTMAN PASCO COUN7'Y CLERK � �: PO Box 99 06/14/01 1 t:27am 1 of 3 St.Jolinsbun�, VT 0581�)-0099 OR BK 4639 P� 2�� SPECIAL WA RANTY DEED TH1S INDENTUR�:, made as of Ja uary 31, 2000, between GTE WIRELESS OF Tf1E SOUTH 1NCORPORATED, a a Virginia corporation(successor in interest by mer�;er to G"I'E Mobilnet of Tampa incorpor ted), having its principal place of business at c/o GTE Wireless incorporated, One GTE lace, Alpharetta, GA 30004 (herein called "Grantor"), and CROWN CASTLE GT C MPANY LLC, a Delaware limited liability company, whose address is c/o Crown Castl internationat Corp., 510 Berin�, Suite 500, Houston, Texas 77507, and whose Federa Tax IdentiRcation iVumber is 76-0627250 (herein called "Grantee"). (Wherever used herein the terms "�;rantor" nd "�rantee" incl�ide all the parties to this instrument and the successors and assi�;ns of rporations, and other entities). W I7'N ESSETf 1: That the Grantor, or and in consideration of the sum of Tcn and no/]00 Dollars ($I 0.00) and other valua le consideration to the Grantor in hand paid by Grantee, the receipt and sufficiency where f is hereby acknowledged, by these presents does grant, bar�;ain, sell, alien, remise, releas , convey and confirm unto the Grantee, it successors and assigns, all that certain land sit ate in Pasco County, Florida, to wit: SEE EXHII3IT "A" ATTACHED H RETO AND MADE A PART HEREOF. Together with all the tenements, ereditaments and appurtenances thereto belon�;ing or in anywise appertainin�;. TO t1AVE AND TO HOLD the sam in fee simple forever. AND the Crrantor hereby covenants 'th said Grantee that it is lawfully seized of said land in fee simple; that it has good right nd lawfut authority to seli and convey said land; that it hereby fully warrants the title to s id land and will defend the same against the lawful claims of all persons claimin�by, throu h or under Grantor, but a�ainst none other. Flurida SEucial 1�'urrant�•0.vx1(Curyx�rxtirni) A'f 1,U1/]U6723S9v1 /_L•'1'l11'It11I1.[.S.l�l,0651 ' '. . . � OR BK 4639 P� 2�1 a � 2 of 3 IN WITNESS WIiI�:REOF, the Gra tor has caused these presents to be executed in manner and Form sufficient to bind it as of t e day and ycar first above written. Signed, sealed and dclivcred in the TE WIRFI,F:SS OF TIIF SOUTH presence of: NCORPORATED, a Vir�;inia orporation(successor in interest by merger � o GTE Mobilnet of Tampa incorporated) Witness /� i'rinted Namc: '�'h�r 1/4� Vlr��'�'V�uti By: ( / ,�..�,(�� � 11,��'t'l Name: �o�v,�_ r��h � , � ' Title: �r.�e��pcic��r�t F'%�,^^•i:•�3��;!Pl.ar•�titiC� . ��--� . ,. , , ess Attest: � Printed Name:k�r� 1�`` ►1�a,,w.s Name� Dale S.Vo les- � ecreter��: Title: � � ' ' ' , ' ' (CORPORATE SEAL) . . � - . ACKKOW �UGM EN'1' • . :"'�� S'TATEOF GEDk6i/� COUNTY OF U LTD nl � The fore�oing instrument was ackno edged before me this 25 �day of January, �OUO, by ,j o D v �Q ,_ y- I and —�9 L E S. L6 , the � ' iN n! and���cretary, re pectively, of G"TE W[R6L 'SS OF THE SOUTH INC RPORA'I'ED, a Virbinia co oration, on behalf of the corporation and partnership. He/She is personally known to e as-ic�entifrcatirrr..— L, � Not ry Public Prin ed Name:T� �v �. ��a 11 ol_ My ommission Expires: (NOTARY��'�!� �N'' ''��. ����.� �.,.,. .. G '•.,��� P�Y 5 � Q► - ����p`P��1 s E � G�� 1�� ,�? , 's������,', e piS��G����� •, ARRO ., ''�•��.��������•�. -2 - Plorida S�xcial\�'arranty Dca1(Cor�c�ration) A'I'l.pl/1067235h•1 %I{PfIYR1III.IS,FI.OG51 . . . -_... _, � . . . . .r � OR BK 4639 P� 2�2 3 of 3 t:XIII 17' "A•' (FLOG51 Zcph}•rhills) I,ots G, 7 and 8 in 131ock 17 of MUORf�'S 1•IItST AI)I�l'1'101�''1'U'!'I1I:�'O���N ()1� '/.E:PHYItI l l[.LS, accordin�to thc map Ar at tlicrcof rccorded in 1'lat 1'3ook 1, i'a�;c 57, of thc public rccords of i'asco C;ounty, I�lor da. 'I'ax I�olio No. 1�1-2G-21-UU10-017-UU-0010 R10649409t�1 . FIAGSI Id'(7I1)TIIIIIti ticction I I 1'asco Ctwnty,Floi ida , �' -� Date June 19,2014 O� ����Tr., David Robertson SSOE Group Crown Castle 320 Seven Springs Way, Suite 350 12725 Morris Road Extension, Suite 400 Brentwood,TN 37027 Alpharetta, GA 30004 (615)661-7585 (678)366-1273 msakal@ssoe.com Subject: Structural Anal sis Report Carrier Designation: Sprint PCS Co- ocate Scenario 2.5A Carrier Site Nu ber: TA33XC047 Crown Cast/e Designafion: Crown Castle B Number: 816298 Crown Castle Si e Name: Zephyrhills Crown Castle J E Job Number: 290932 Crown Castle W rk Order Number: 782378 Crown Castle A plication Number: 250154 Rev. 0 Engineering Firm Designation: SSOE Group Pr ject Number: 014-00546-00 Site Data: 38522 A Ave.,Z phyrhills, FL 33542, Pasco County Latitude 28°13' 0.63'; Longitude-82°10'45.6" 285 Foot—Modi ied Self Support Tower Dear Mr David Robertson, SSOE Group is pleased to submit this"Structural Analysi Report"to determine the structural integrity of the above mentioned tower This analysis has been performed in a ordance with the Crown Castle Structural 'Statement of �; Work' and the terms of Crown Castle Purchase Order Number 658181, in accordance with application 250154, revision 0 The purpose of the analysis is to determine acceptability o the tower stress level. Based on our analysis we have determined the tower stress level for the structure and found tion, under the following load case,to be: LC7. Existing+ Proposed+ Reserved Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/rese ed loading,respectively. The analysis has been performed in accordance with the 010 Florida Building Code based upon and ultimate 3- second gust wind speed of 140 mph converted to a no inal 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 providin our continuing professional services to you and Crown Castle. If you have any questions or need further assistanc on this or any other projects please give us a call. Structural analysis prepared by� Matthew R. Sakal, EI By signing below, the engineer certifies that they are in R �e� '61e_Charge of this entire report as depicted in the Table of Contents, including attachments and additional c l�t' �n�.� S', �o Sr GS7�b�O�ir�t Respectfully submitted by� �° '` ° ��°e�' ,,� ���`� �'° `` . � e a i �y - ' Sean B Smith, PE " � �h��= ' � � Department Manager +�,� °o �g��� ��� Q'�� =, ._, .-_ . -,_ . otq: -•��° �� ',��•.��a�'��c� � . �� � �:, 00 ��O�o' making ciients successful by saving them time, trou�� ;�a�l;;rt��i'ey" � �j June 99, 2014 285 Ft Self Support Tower Strucfura/Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 2 TABLE OF C NTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 -Proposed Antenna and able Information Table 2-Existing and Reserved ntenna and Cable Information Table 3 -Design Antenna and C ble Information 3)ANALYSIS PROCEDURE Table 4-Documents Provided 3 1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5-Section Capacity(Sum ary) Table 6—Tower Component Str sses 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 6.1 4 1 k ��i' June 19, 2014 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 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" d n, "K2" down, "K2A"down, and portal configurations. The tower is fabricated with angle legs and angle diagona s. The tower was mapped by IETS Engineering Services in October of 2004. Original manufacturing drawings are unavailable; therefore the tower manufacturer, design win speed, and design standard are unknown. Modifications designed by IETS Group (Project #: 2005 70954, dated 10/25/05), which consisted of installing concrete collars and grade beams to the existing foundati ns, have been considered. Modifications by B&T Engineering (Project #: 79078, ated 05/06/08), which consisted of replacing select redundant horizontals, have been considered. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Ante na Supporting Structures using a 3-second gust wind speed of 108 mph with no ice and 60 mph under service I ads, exposure category C. Table 1 -Proposed Antenna and Cable Informatio ` Center ` Number� � � � � Number� �Feed Mounting: Line � of Antenna Antenna Model � of Feed i Level(ft). Elevation; � Manufacturer l Line Note . �ft� ,Antennas, � � Lines Size_(in)' 3 Commscope �r65AP-1XR ( 203.0 203.0 w/Mount Pipe 1 1-3/8 1 � � 3 Ericsson RRUS 31 B25 � � �_ � _ 3 Nokia FZHJ-RRH I � � Notes: 1) See Appendix B for the proposed coax layout Table 2-Existing and Reserved Antenna and Cab e Information � Center � Number Number Feed Mounting, Line ; Antenna . : of � Antenna Model of Feed Line Note Level(ft), Ele(ft)ion i Antennas Manufacturer � , Lines � Size(in) 285 0 290.0 1 Decibel D6224 1 7/8 285.0 1 DBSpectra ATS8TMA10 1 1!2 277.0 2 DBSpectra DS8A10F36U-D 2 7/8 1 277.0 r 2 Side Arm Mount[SO 306-1] 1 1-5/8 UMWD-03319-R2DM w/ 227.0 227,p 6 Andrew Mount Pipe 12 1-5/8 � � � Sector Mount[SM 402-1] l I 11 Decibel DB878G90A-XY 11 1-5/8 215.0 215.0 w/Mount Pipe 2 ��2 � I � Sector Mount[SM 602-1] � � � tnxTower Report-version 6.1.4 1 � i. � June 19, 2014 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 4 ; Center i Number; � ; Number` Feed Mounting! Line � , Antenna I Level(ft)! Elevation!Antennas` Manufacturer i Antenna Model ; of Feed i Line Note ; ��� ; , ; Lines ; Size(in). � � 9 � Ericsson RRUS-111900MHz 2 �3 RFS Celwave IBC1900HG-1 � 3 Ericsson 800 MHz SMR Filter � � 1 Ericsson ANT2 0.6 11 HPX(TR) � � � � � 3 Ericsson RRUS-11800MHz � � � 203.0 � 203.0 I L Ericsson TN11/2X 248T/256X HP � � I � I 9 RFS Celwave ACU-A20-N 2 I 3�$ I I APXV9ERR18-C 3 1-3/16 I 2 RFS Celwave W/Mount Pipe I I 1 RFS Celwave APXVERR18-C I w/Mount Pipe � � 3 Sector Mount[SM 502-1] I I 3 Andrew ETW200VS12UB I I I 6 Andrew TMBXX-6517-A2M I I I w/Mount Pipe � I 3 Andrew TMBX-6517-R2M 2 1-1/4 I 194.0 194.0 w/Mount Pipe 10 1-5/8 � I � Nokia FRIG I 1 I 1-3/5 I � I � 3 Nokia FXFB I I I I 3 Raycap ASU9338TYP01 I I I � I � Sector Mount[SM 402-1] I � 185.0 185.0 1 Andrew PAR6-65 1 EWP63 I I 1 Pipe Mount.[PM 501-1] I I I � Antel LPD-7905/8 w/Mount Pipe 177.0 177.0 � CSS X7C-FRO-860 12 1-5/8 � ° w/Mount Pipe I � r 3 Sector Mount[SM 408-1] � I � 1 RFS Celwave PAD8-65AC � 95.0 I 95.0 1 Pipe Mount[PM 601-1] I 1 I E65 I 1 Notes: 1) Reserved equipment 2) Equipment to be removed;not considered in this an lysis Table 3 -Design Antenna and Cable Information � Center ; Number Number Feed Mounting' . Line Antenna of Antenna Model of Feed: Line Level(ft) Elevation,Antennas Manufacturer Lines Size(in) (ft) A tnxTower Report-version 6.1 4 1 � � June 19, 2014 285 Ft Self Suppo►t Tower Structura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 5 3)ANALYSIS PROCEDURE Table 4- Documents Provided Document Remar s Reference Source Mapped Tower Drawings �ETS Eng. Servi es Project#: Doc ID#: 1028647 Crown DMZ 2004-70893, dat d 10/11/04 Foundation Drawings Golder Associate Job#: 013- Doc ID#: 2284739 Crown DMZ 3163, dated 4/24/01 Geotechnical Reports GolderAssociate Job#: 013- Doc ID#: 403319 Crown DMZ 3163, dated 4/24/01 Reinforcement Drawings IETS Eng. Servi s Project#� Doc ID#: 1136789 Crown DMZ 2005-70954, dat d 10/25/05 Reinforcement Drawings B&T Engineerin Project#: Doc ID#: 1063786 Crown DMZ 79078, dated 05/06/08 3.1) Analysis Method tnxTower(version 6.1.4.1), a commercially avai able analysis software package, was used to create a three-dimensional model of the tower and c Iculate member stresses for various loading cases. Selected output from the analysis is included in ppendix A. 3.2) Assumptions 1) The tower was constructed in accordan e with its original design and maintained per the manufacturer's specifications. 2) The configuration of antennas, transmissi n cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenc d drawings. 3) Mount sizes, weights, and manufacturers are best estimates based on photos provided and determined without the benefit of a site visit y SSOE. 4) All member connections are assumed to ha e been designed to meet or exceed the load carrying capacity of the connected member unless ot erwise 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 un ess otherwise specified in this report. 6) Foundation steel reinforcing was not provide , therefore code minimum steel has been assumed. 7) All equipment model numbers, quantities, nd centerline elevations are as provided in the CCI CAD package, dated 06/12/14 with any adju tments as noted below This analysis may be affected if any assumpti ns 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 tnxTower Report-version 6.1 4 1 { � � June 19, 2014 285 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 014-00546-D0,Applicafion 250154, Revision 0 Page 6 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section Elevation ft �Com onent T Critical� F'P allow % No. ( � p YPQ S�e Element. P�K) ' (K) Capacity, Pass/Fail T1 288-279 Leg L5x5x1/2 2 -0.76 87.75 0.9 Pass T2 279-272 Leg L5x5x1/2 24 -2.10 124 74 1.7 Pass T3 272-259 Leg L5x5x1/2 45 -4.50 134.35 3.4 Pass T4 259-247 Leg L5x5x1/2 82 -10.49 143.90 7.3 Pass T5 247-237 Leg L8x8x5/8 119 -18.24 282.60 �Z��b� Pass T6 237-232 Leg L8x8x5/8 140 -25.75 388.82 6.6 Pass T7 232-222 Leg L8x8x5/8 161 -30.55 388.82 7.9 Pass T8 222-210 Leg L8xSx5/8 198 �31 06 371.04 18 5�b� Pass T9 210-195 Leg LSx8x5/8 235 -57 35 340.41 16.8 Pass T10 195-183 Leg L8x8x11/8 272 -83.07 64224 12'9 Pass 28.2(b) T11 183-171 Leg L8x8x1 1/8 309 -107.04 64224 16.7 Pass T12 171 -146 Leg L8x8x1 1/8 346 -133.94 380.00 35.2 Pass T13 146-122 Leg LSx8x3/4 2PL0.5x 391 -187.80 788.33 49 z'�b� Pass T14 122-96 Leg L8xSx3/4 2PL0.5x 460 -243.34 774 14 47$�b� Pass T15 96-72 Leg L8x8x1 2PL0.75x 529 -307 13 806.79 38'1 Pass 48.3(b) T16 72-52 Leg L8x8x1 2PL0.625 8 598 -369.19 1046.93 58 0(b) Pass T17 52-32 Leg L8x8x1 2PL0.75x 679 �23.82 1132.32 66.4(b) Pass T18 32-0 Leg LSx8x1 2PL0.875 8 760 �26.10 1181 17 66.7(b) Pass T1 288-279 Diagonal 2L21/2�Qx1/4x3/ 17 -0.64 24.08 2.6 Pass T2 279-272 Diagonal 2L21/2�f1x1/4x3/ 34 -1.90 2913 6.5 Pass T3 272-259 Diagonal 2L2 1/2�Q 1/2x1/4x /8 65 -4.29 23.40 18.3 Pass T4 259-247 Diagonal 2L2x2 1/2x1/4x3/ 102 -5.62 23.29 24 1 Pass T5 247-237 Diagonal 2L3x2 1/2x1/4x3/ 129 -622 28.62 21 7 Pass T6 237-232 Diagonal 2L3 1l2�Q 1/2x5/16 3/8 150 -5.48 62.90 8.7 Pass T7 232-222 Diagonal 2L2 1/2x3x5/16x3 8 181 -8.98 54.26 16.6 Pass T8 222-210 Diagonal 2L21/2x3 1/2x1/4x /8 218 -13.27 43.67 30 4 Pass T9 210-195 Diagonal 2L21/2x31/2x1/4x /S 255 -19.34 32.93 58.7 Pass 1T 0 195-183 Diagonal 2L31/2x4x1/4x3/ 282 -2111 66.06 32.0 Pass T11 183-171 Diagonal 2L3X3 1/2x1/4x3/ 322 -24 38 44.09 55.3 Pass T12 171 -146 Diagonal 2L3 1/2x5x3/Sx3/ 359 �0.89 58.62 69.8 Pass T13 146-122 Diagonal 2L3 1/2x5x3/8x3/ 410 -42.43 101.21 41.9 Pass T14 122-96 Diagonal 2L3 1/2x5x5/16x3 8 479 -47.59 77.28 61.6 Pass T15 96-72 Diagonal 2L3 1/2x5x5/16x3 8 563 -50.82 80.34 63.3 Pass T16 72-52 Diagonal 2L3 1/2x4x5/16x3 8 637 �37 89 78.49 61 0 Pass T17 52-32 Diagonal 2L3 1/2x4x5/16x3 8 718 -49.31 76.07 64.8 Pass T18 32-0 Diagonal 2L5x5�13/8x3/8 815 -87 71 167.68 52.3 Pass T2 279-272 Horizontal 2L2 1/2�Qx1/4x3/ 32 -1.09 40.42 2.7 Pass T3 272-259 Horizontal 2L5x3x1/4x3/8 61 -1 77 73 48 2 8'�b� Pass T4 259-247 Horizontal 2L21/2x2x1/4x3/ 98 -2.85 36.11 7.9 Pass tnxTower Report-version 6.1 4 1 L � June 19, 2014 285 Ft Se/f Support Tower Structura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 7 Sectfon, Critical� F'P_allow % � No Elevation(ft) ComponentType Size Elementf P�K) � (K) Capacityi Pass/Fall T5 247-237 Horizontal 2L3�12 1/2x1/4x3/ 127 -3.76 46.50 8.1 Pass T6 237-232 Horizontal 2L2 1/2X2x1/4x3/ 148 -4.31 31 07 13.9 Pass T7 232-222 Horizontal 2L5x3 1/2x3/8x3/ 177 -5.43 126.83 8�'�b� Pass T8 222-210 Horizontal 2L3x2x1/4x3/8 214 -7.62 29.80 25.6 Pass T9 210-195 Horizontal 2L3x2x1/4x3/8 251 -10.90 25.89 42.1 Pass T10 195-183 Horizontal 2L5x3x5/16x3/8 281 -14.68 79.26 18.5 Pass T11 183-171 Horizontal 2L5x3 1/2x5/16X3 8 318 -17.26 93.31 18.5 Pass T12 171 -146 Horizontal 2L3 1/2x2 1/2x1/4x /8 355 -19.99 31 77 62.9 Pass T13 146-122 Horizontal 2L5�C3 1/2x3/8x3/ 404 -23.15 93.14 24.9 Pass T14 122-96 Horizontal 2L4x3x1/4x3/8 473 -26.12 34 07 76.6 Pass T15 96-72 Horizontal 2L4�13 1/2x3/8x3/ 557 -30.68 41.94 73 1 Pass T16 72-52 Horizontal 2L3 1/2X2 1/2x1/4x /8 630 -33.20 63.34 52.4 Pass T17 52-32 Horizontal 2L2 1/2x2 1/2x1/4x /8 711 -34 98 45 49 76.9 Pass T18 32-0 Horizontal 2L6x4X3/8x3/8 807 -66.34 106.79 62.1 Pass T1 288-279 Top Girt 2L3�Q 1/2x1/4x3/ 6 -0.26 55 48 0.5(b) Pass T3 z72_25g Redund Horz 1 L2 1/2x2x1/4 66 -0.19 19.68 1.0 Pass Bracing T4 259-247 Redund Horz 1 ���Zx2x1/4 100 -0.16 18.39 0.9 Pass Bracing T7 z3z_Zz2 Redund Horz 1 ���Zx2x1/4 182 -0.73 15.48 4 7 Pass Bracing T8 zZZ_Z�p Redund Horz 1 �1/2x2x1/4 209 -1 41 13.65 10.3 Pass Bracing T9 210-195 Redund Horz 1 � 1/2x2x1/4 256 -122 11.62 10.5 Pass Bracing T10 195-183 Redund Horz 1 2L21/2x2x1/4x3/ 290 -1.68 39.65 4.2 Pass Bracing T11 183-171 Redund Horz 1 �x2 1/2x1/4 327 -1.61 8.41 19.1 Pass Bracing T12 171 -146 Redund Horz 1 L2x2 1/2x1/4 366 -2.21 7.39 29.9 Pass Bracing T13 146-122 Redund Horz 1 L2x2 1/2x1/4 411 -2.88 13.03 22.1 Pass Bracing T14 122-96 Redund Horz 1 �x2 1/2x1/4 480 -3.94 10.57 37.2 Pass Bracing T15 gg_72 Redund Horz 1 �x2 1/2x1/4 559 -7.69 8.62 89 3 Pass Bracing T16 72_5z Redund Horz 1 2L2 1/2xZx1/4x3/ 621 -5.55 36.88 15.0 Pass Bracing T17 52-32 Redund Horz 1 ZL21/2x2x1/4x3/ 702 -6.37 35.46 18.0 Pass Bracing T18 32-0 Redund Horz 1 2L21/2x2 1/2x1/4x /8 809 -6.41 50.42 12.7 Pass Bracing T13 146-122 Redund Horz 2 L3x3x1/4 422 -2.88 8.63 33.4 Pass Bracing T14 �22-gg Redund Hoa 2 L3x3x1/4 481 -3.94 7.00 56.2 Pass Bracing T15 96-72 Redund Horz 2 L3x3x1/4 560 -4.61 5.71 80.8 Pass Bracing T16 72_52 Redund Horz 2 ZL2 1/2x2 1/2x1/4x /8 633 -5.55 13.41 41 4 Pass Bracing T17 52-32 Redund Horz 2 ZL2 1/2x2 1/2x1/4x /8 714 -6.37 11 74 54.3 Pass Bracing T18 32-0 Redund Horz 2 ZL21/2x2 1/2x1/4x /8 792 -6.41 36.28 17 7 Pass Bracing tnxTower Report-version 6.1.4 1 � � June 19, 2014 285 Ft Self Support Tower Structura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 8 I Section Elevation(ft) Component Type Size Critical � P(K) SF'P_allow % � pass/Fall No. Element� (K) Capacity� T18 32-0 Redund Horz 3 zL3x3x1/4x3/8 794 -6.41 29.69 21.6 Pass Bracing T3 272_25g Redund Diag 1 �1/2x2x1/4 67 -0.18 6.08 3.0 Pass Bracing T4 259-247 Redund Diag 1 �1/2x2x1/4 101 -0.15 6.57 2.3 Pass Bracing T7 232-z22 Redund Diag 1 ���Zx2 1/2x1/ 183 -0.52 10.91 4 7 Pass Bracing T8 222-z�p Redund Diag 1 ���Zx21/2x1/ 210 -1 11 8.26 13.4 Pass Bracing T9 210-195 Redund Diag 1 �1/2x2 1/2x1/ 257 -1.02 5.81 17 6 Pass Bracing T10 195-183 Redund Diag 1 2L21/2x2x1/4x3 294 -1.25 31.77 3.9 Pass Bracing T11 183-171 Redund Diag 1 ���Zx2 1/2x5/1 324 -1 11 8.16 13.6 Pass Bracing T12 171 -146 Redund Diag 1 2L21/2x2x1/4x3/ 367 -2.38 10.95 21 7 Pass Bracing T13 146-122 Redund Diag 1 2L21/2x2x1/4x3/ 423 -2.73 24.91 11 0 Pass Bracing T14 122-96 Redund Diag 1 2L21/2x2x1/4X�/ 482 -3.66 20.97 17.5 Pass Bracing T15 gg_72 Redund Diag 1 ZL21/2x2x1/4X3/ 551 -6.30 22.08 28.5 Pass Bracing T16 7z_5z Redund Diag 1 2L21/2x2x1/4x3/ 623 -3.88 25.56 15.2 Pass Bracing T17 52-32 Redund Diag 1 ZL21/2x2x1/4�13/ 704 -4.30 23.94 18.0 Pass Bracing T18 32-0 Redund Diag 1 2L21/2u2 1/2x1/4x /8 793 -7.26 29.38 24 7 Pass Bracing T13 146-122 Redund Diag 2 2L2 1/2x2x1/4�C3/ 414 -1.82 14 05 12.9 Pass Bracing T14 �22-gg Redund Diag 2 zL21/2x2x1/4x3/ 493 -2.46 11.62 21.2 Pass Bracing T15 gg-72 Redund Diag 2 2L21/2x2 1/2x1/4x /8 552 -4.51 11.57 39.0 Pass Bracing T16 7z_52 Redund Diag 2 2L21/2x2x1/4x3/ 624 -3.48 14 07 24 7 Pass Bracing T17 52-32 Redund Diag 2 zL21/2x2x1/4x3/ 705 -3.91 12.87 30 4 Pass Bracing T18 32-0 Redund Diag 2 2L3x3X3/16x3/8 795 -4 49 26.23 17 1 Pass Bracing T18 32-0 Redund Diag 3 zL5x3 1/2x5/16x3 8 821 �5.70 80.30 56.9 Pass Bracing T12 171 -146 Redund Hip 1 2L31/2x3 1/2x1/4x /S 362 -0.19 58.25 0.3 Pass Bracing T13 146-122 Redund Hip 1 ZL2 1/2x2 1/2x1/4x /8 415 -0.46 39.44 1.2 Pass Bracing T14 122-96 Redund Hip 1 zL3x2 1/2x1/4x3 484 -0.48 46.25 1.0 Pass Bracing T15 96-72 Redund Hip 1 ZL3x2 1/2x1/4x3/ 553 -0.42 47.29 0.9 Pass Bracing T16 7z_5z Redund Hip 1 ZL3x2 1/2x1/4x3/ 626 -0.30 41.14 0.7 Pass Bracing T17 52-32 Redund Hip 1 zL3x2 1/2x1/4x3/ 707 -0.31 38.36 0.8 Pass Bracing T18 32-0 Redund Hip 1 2L3x2 1/2x1/4x3 798 -0.89 53.34 1 7 Pass Bracing T13 146-122 Redund Hip 2 zL2 1/2x2 1/2x1/4x /8 431 -0.22 12.03 1.8 Pass Bracing T14 122-96 Redund Hip 2 ZL3x2 1/2x1/4X.i 500 -0.23 16.29 1 4 Pass Bracing tnxTower Report-version 6.1 4 1 � � June 19, 2014 285 Ft Seff Suppo►t Tower Structura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 9 I Section Elevation(ft),Component Type Ske Critical i P(K) F*P_allow % � pass/Fail No. Element (K) Capacity, , T15 gg-72 Redund Hip 2 2L3x2 1/2x1/4�3/ 569 -0.22 13.28 1.6 Pass Bracing T16 72-52 Redund Hip 2 2L3x2 1/2x1/4�C3/ 644 -0.15 11 19 1.3 Pass Bracing T17 52-32 Redund Hip 2 zL3x2 1/2x1/4x3/ 725 -0.15 9.80 1.6 Pass Bracing T18 32-0 Redund Hip 2 2L2 1/2x2x1/4x3/ 799 -0.42 17.56 2.4 Pass Bracing T18 32-0 Redund Hip 3 2L3x2 1/2x1/4X�/ 851 -0.23 14 00 1 7 Pass Bracing T12 171 -146 Redund Hip 2L31/2x3 1/2x1/4x /8 372 -0.27 17.01 1.6 Pass Diagonal Bracing T13 146-122 Redund Hip 2L31/2x3 1/2x1/4x /8 417 -0.64 34 18 1.9 Pass Diagonal Bracing T14 122-gg Redund Hip 2L2 1/2x2x1/4x3/ 486 -0.56 9.20 6.1 Pass Diagonal Bracing T15 gg-72 Redund Hip ZL21/2x2x1/4x3/ 555 -0.52 8.41 6.1 Pass Diagonal Bracing T16 72-52 Redund Hip zL2 1/2x2x1/4x3/9 629 -0.14 3.51 41 Pass Diagonal Bracing T17 52-32 Redund Hip 2L21/2x2x1/4x3/ 710 -0.14 3.10 4.6 Pass Diagonal Bracing T18 32-0 Redund Hip ZL21/2x2x1l4x3 800 -1 19 14 49 8.2 Pass Diagonal Bracing T18 32-0 Redund Sub Horz zL5x5�C3/8x3/8 822 -46.45 108.54 42.8 Pass Bracing T18 32-0 Redund Sub ZL5x3 1/2x5/16x3 8 830 -63.40 100.13 63.3 Pass Diagonal Bracing T1 288-279 Inner Bracing L3Xdx1/4 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 L4x4x1/4 195 -0.01 6.36 0.4 Pass TS 222-210 Inner Bracing L4x4x1/4 232 -0.01 5.50 0.4 Pass T9 210-195 Inner Bracing L2x3x1/4 268 -0.03 1 72 1.6 Pass T10 195-183 Inner Bracing L7x4x3/8 306 -0.01 9.75 0.7 Pass T11 183-171 Inner Bracing L3 1/2x2 1/2x1/ 339 -0.04 2.35 1 8 Pass T12 171 -146 Inner Bracing L3x3x1/4 385 -0.09 2.45 3.7 Pass T13 146-122 Inner Bracing L5x3x1/4 453 -0.13 3.24 4 0 Pass T14 122-96 Inner Bracing L3 1/2x3 1/2x1/ 522 -0.14 2.51 5.5 Pass T15 96-72 Inner Bracing 2L2x2 1/2x1/4x3 8 591 -0.15 1.88 8.2 Pass T16 72-52 Inner Bracing 2L2 1/2x2 1/2x1/4 3/8 668 -0.13 2.98 4.5 Pass T17 52-32 Inner Bracing 2L2 1/2X3x1/4x3 8 749 -0.15 2.76 5.4 Pass T18 32-0 Inner Bracing 2L4x3x5/16x3/ 866 -0.03 5.52 1 1 Pass I Summary � Leg(T18) 66.7 Pass Diagonal 69.8 Pass (T12) Horizontal �6.9 Pass (T17) Top Girt Q 5 Pass (T1) Redund 89.3 Pass tnxTower Report-version 6.1 4 1 �'e' } June 19, 2014 285 Ft Self Supporf Tower Structural Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 10 Section Elevatfon ft Com onent T Critical ' F'P allow °!o ( ) p ype Size P(K) i Pass/Fail No. Element� (K) Capacity, Horz 1 Bracing (T15) Redund Horz 2 g0.8 Pass Bracing (T15) Redund Horz 3 z� 6 Pass Bracing (T18) Redund Diag 1 28 5 Pass Bracing (T15) Redund Diag 2 39.0 Pass Bracing (T15) Redund Diag 3 56.9 Pass Bracing (T18) Redund Hip 1 Bracing 1 7 Pass (T1 S) Redund Hip 2 Bracing 2.4 Pass (T18) Redund Hip 3 Bracing 1.7 Pass (T18) Redund Hip Diagonal $2 pass Bracing (T18) Redund Sub Horz 42.8 Pass Bracing (T18) Redund Sub Diagonal 63.3 Pass Bracing (T18) Inner Bracing 8.2 Pass (T15) Bolt Checks 66.7 Pass �— Rating= 89.3 Pass tnxTower Report-version 6.1 4 1 � . June 19, 2014 285 Ft Self Su ort Tower Structura/Ana/ sis pp Y CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 11 Table 6 -Tower Component Stresses vs. Capacity—LC7 ' Notes Component Eleva ion (ft) ' %Capacity Pass/Fail 1 I Anchor Rods I 53.2% I Pass 1 Foundation 99.6% Pass Structure Rating (ma�c from all mponents)= 99.6% Notes: 1) See additional documentation in"Appendix C—Addi ional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The existing tower and its foundations are s fficient for the proposed loads and do not require modifications. 5) DISCLAIMER OF WARRANTIES SSOE Group has not perFormed a site visit to the tower t� verify member sizes or antenna/coax loading. SSOE Group shall be contacted immediately if the existing con itions are not as represented on the tower elevation contained in this report in order to evaluate the significan e of the discrepancy SSOE Group has not performed a condition assessment of the tower foundation. This rep rt does not replace a full tower inspection The tower and foundation are assumed to have been properly fa ricated, erected and maintained and to be in good condition, twist free, and plumb The engineering services rendered by SSOE Group in c nnection with this structural analysis are limited to a computer analysis of the tower structure and theoretic I 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 rust d 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 assu ed that all connections in the tower are sufficient to develop the allowable strength of the associated mem ers. 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 ield verifying the existing conditions, proper fit, and clearances in the field. Any mentions of structural modif cations are reasonable estimates and should not be used as a construction document. Construction docume ts depicting the required modification are obtainable from SSOE Group, but are beyond the scope of this repo . Miscellaneous items such as antenna mounts, etc., have ot been designed or detailed as part of our work. We recommend that material of suitable size and strength be urchased from a reputable tower manufacturer. SSOE Group makes no warranties, expressed and/or im lied, in connection with this report and disclaims any liability arising from material, fabrication, and erection f this tower SSOE Group will not be responsible whatsoever for, or on account of, consequential or in idental damages sustained by any person, firm, or organization as a result of any data or conclusions con ained 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 6.1 4 1 � j June 19, 2014 285 Ft Se/f Support Tower Structural Analysis CCI BU No 896298 Project Number 014-00546-00,Applicafion 250154, Revision 0 Page 12 APPEN IX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 � -- -- - - -- - — � , 268_0 fl � �m \ SYMBOL LIST ~ o LL Z d d � � z7s.oe MA � SIZE MARK SIZE z z W n � A LB�x12PL0.625x8 K 2LSXix1l4�Gi/8 p U � 8 N �� n 272.0 ft � \i B LB�xt?PLA.75x8 L 2LS�Gi 72Li/87CS�8 x �� � ��� C 2L21IDCDc1/4�CS�8 M 2LSK1�CV16XS�8 �� ❑ Y°�5 °���{{{ a � dU ^ �� D 2L2 1ID2 72�c1/4Xi/8 N 2L5�Gi 12x5N6Xd/8 }� � � p� 259.0 fl � E 21.2�Q 7IDc1/4x318 O 2L31/DQ 1p�A/4XiB C �p F 2L3�¢1lDC1/4x3/8 P L2 1l2X2 1/D�5l16 J Nm� w U� � ,.�� ^„ �� G 2L31/9Q 1lb6/i6�Li/8 � L31/2�Q 1/Dcil4 247.Oft H 2121/DGixS/16Xd/8 R 2L21fDGix1/4�CU8 m o . I 2L3 7/DC4z1/4x3/8 S 1@ 5 � �` LL � @j � , '•� J 2L3X!t/Dc1/47CS�8 — —_ Z Z � '- 237.0 ft I /_ � � V �+ N ^ 232_0 ft � ��_I NNIAIERIAL STRENGTH �o � ' ;�� G DE Fy Fu GRADE Fy Fu �� _ � � r � N , . •\ A572- SOlai I6516i x � � �I`- 222.Oft � m � a X o ' , < TOWER DESIGN NOTES �J � � � J 0� � 1 To er is located in Pasco County,Florida. �y a� � 2�0_o a �' 2. To er designed for E�osure C to the TIA-222-G Standard. � �� � ° N� ��„ � 3. To er designed for a 108 mph basic wind in accordance with the TIA-222-G Standard. � � N � N@� � �L L A J ;' I � 4. D ections are based upon a 60 mph wind. 5. To er Structure Class II. � o' 195.0 ft � 6. To ographic Category 1 with Crest Height of 0.00 ft — �v v Q n „ ' 7 TO ER RATING:89.3% J �� 1&3.0 fl — __ _____ _N �I! ` I� �� Z a p �,`Oj n ~� N ' 771.0 ft I m� v I J I I O N O iZ Z x � � I m n � N � XJ ,°�� ,°? 146;0 ft I , I ' "� " �� � ❑ �� adr N N Z� N a I ,� � � , � � � m � �� �,� � � x o � a'+ �-� m 172.Ofl p I o � I 3 a? � �x ' � � ^� ' , � , 'Im � W � a I � � p � � a t , � � N � I K 96.�K � � � J � I � % N m m I J � � O �N � ♦ N G N � � � S3 m \ v '� � � N � 7Z.OfS �' \\ N — - � , ,\\ �a � o � o � j � ALL REA TIONS � o � ARE FA TORED x z{ � � 520ft li� _ � � � � ; � I �� MAX.C NER REACTIONS AT BASE. I DO : 560 K �m � ❑� � ° °' I � SHEA : 101K az.o rt , \\I UPLI �J35 K � SHEA : 85 K � m � � � o \ I AXI L � � �� � ��X� ; � � 28 K ~� x X' ' � N X � � I � \\ m N ;� �N� � ^ ' \ SHEAR MOMENT J N N N I, " \ 253 K 33148 kiFrft O.Oft, < ° TORQUE 73 kip-R � REACTIONS- 08 mph WIND 0 � � � � =g a o ��' �� �bb� s�4 � m��a= �v' �m3 `� d a, d "aa d N J J O O H 2 K K K�� u.#3 /�N, SSOE Group ob'BU#816298-Zephyrhills O��OC 3 0 Seven Springs Way, Suite 350 P`°R`��o�a-oosae-0o Brentwood,TN 37027 O1ien1 cci °rai"'"bY M.Sakal ^�P'd consuting Ergineers Phone:615.661.7585 Code: TIA-222-G ��e'06/19/14 ��' NTS FAX.615.661.7569 Pa�'F.\Proeds1014W546-001816298-Ze h n�i��m�neiszse eri�N0'E-1 ;, � Feed Line Distri ution Chart 0'-2 8' Roimd Flat App In Face App O�d Face Trtas Leg Z�.00 Face A Face B Face C Face D - zse.00 2es.00 es.00 zas.00 - ---------- z�s.00 zn.00 - - -- -- - n.00 ----- --- zn.00 - - - � - .. .z�s.00 - -- - - - - -° ---- - -------- - -� -------- - - _------------ - - z�z.00 - ------- -- ----- - -- --zrz.00 259.00 -. ".'. _ ."_.' ___.._ . ___. ' 259.00 247.00 247.00 237.00 237.00 -- ------ ---�------ -- - -- ---------------------- - - ----'-----------'----- -- -- ----- ---------------------. _. .----" _ 232.00 232.00 --. ._. _-- ��----- '-- -- --� -- --- -- ------ ."' -' -' ----------------- ------'------ ---- ----------- -----'-----'--- --- zv.00 -----------------_.. zoo zz�.00 - � - - - -- - -- - --- - - - °-� ----- ---- - _ .. zzz.00 - -- -- - --- - -- - -- --� -- - - --------- - - 22z.00 215.00 - ._ -_ _-'-- -_--' - 15.00 215.00 - ------ - -__.. ---�- � - - -`-.. ... ---�---------- -'- --'-- .. 210.00 --- -----._ _ ..._.." ' .'--'-'--- '-'- 210.00 .___.'____..__.__.._. .. .. . _'_ .__. ._._._..__._. .. _._ __.__. ........... .__ ._ 203.00 03.00 203.OD 195.00. ' ._.'_......... .... . .. 194.00 . ... . ._._ _____.._._. .. .. 94.00 ._. _''___._ .._.._._...__.___. _. 194.00 ___.____._. _'. .___. ._ 195.00 . .__. '.'___._.._.._ . ..._ . ...' "_ '_..'."__. . _ _ __ __ _ __- - ________ _______________________ __________ ..'. . .'. .. 183.OD� 185.00 _ ._. ...'___'_ _-&5.00 ___ _ __ _ _ 185.00 � _ _ __..______..____ ___________183.00 �n.00 n.00 in.ao »t.00 ntoo y � U �F U m v p � ci c LL ^ C n � ` i� ' m Q 146.00 C' `9. " C � --- � - '-- - "-'------ -. .._.. 146.00 -_... .__. ._.n..__ . _ _. _.._. ._._� . ..m. a. . . . .. . .. ... ..'. '. . .. .. '. i�+ � � m � � � `� ,` LL .E N LL Q � c G� 9 " g � � � W � � v � � � LL N1 Q OLL Q �ZZ.U� -'"� (7_ �_ �"" . C �i _ ��Z.00 _ .. .... _.__" _ .. ._. . � .� ...... ... ..... .... .. . LL "._.LL Q..._."Q. . ___ __ _ .__". _ _ ._._. � Q m m ^ � � -� 2 v � � V N tA .. 9 � m � � a � � W ° � '" < � u`°, ? � 9 � Q `9 � ¢ m � a o n n � ° v u. Q � C � V v } a LL IL LL � N d =' � ^�p °' o o � ° � 9 9 � LL �-�°a::. u' - --�-'--'- - --- 95.00 o LLp �.._'_..'"_...__.. __. rJ.� � � �. �O" �_ � . � 9rJ.� _::__..__ __"""______ ___ _____ .__ 96.� �' " "_'_ """""'" ' " LL . . "" """""'" ' " �" M. �_.> �..�::� � Q m� N� } � f=/1 7 = p W d N y J Q N li F � O N a � 9 "' o N �2.00 �200 --'-� -- ----`- ' '--- . . .'_ . -- --- ----- - -- - ' -- --- --- ----- �--�--- -' ---'-----------'--------' `----- � F- 52.00 -- u'- --------------- ----- 5200 -- �' - ---- - ---------- - - - - - ---� --- -' - -- --- -- --- -� �- �---- -- --- ---- - ' - -- J W b W 32_00._.. ._..... .. ......... _. ____ ._..._._.__... .. .. . _. ___ ..__ .._ . .__.'__'."' _ _._..__.__._____.._______________ ..__.__. 32.00 8,00 B.00 8.00 0.00 0_00 /��, SSDE Group ob�BU#816298-Zephyrhills o�j�QC 3 0 Seven Springs Way, Suite 350 P`°�"o�a-oos4s�oo ��� Brentwood,TN 37027 O11ent cci °`aivnDy M.Sakal �Pd' Cor�uting Ergineers Phone:615.661.7585 Code: TIA-222-G ��e'O6/19/14 ��' NTS FAX.615.661.7569 Pa�'F:\ProearUllA-00546-00�876298-Ze Ils1ba1816298 en�No.E_7 � } June 19, 2014 , 285 Ft Se/f Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 13 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 abo e the ground line. The face width of the tower is 10.00 ft at the top and 48.0 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 ph. 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, fee line supports, and appurtenance mounts are not considered. Opti ns Consider Moments-Legs Distribute Leg Loads A Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals � Assume Rigid Index PI te � Calculate Redundant Bracing Forces Use Moment Magnification � Use Clear Spans For ind Area Ignore Redundant Members in FEA � Use Code Stress Ratios Use Clear Spans For K r � SR Leg Bolts Resist Compression � Use Code Safety Factors-Guys Retension Guys To Initi I Tension � All Leg Panels Have Same Allowable Escalate Ice � Bypass Mast Stability C ecks Offset Girt At Foundation Always Use Max Kz � Use Azimuth Dish Coe icients � Consider Feedline Torque Use Special Wind Profile � Project Wind Area of A purt. � Include Angle Block Shear Check � Include Bolts In Member Capacity Autocalc Torque Arm A eas � _ _ Poles _ _ � Leg Bolts Are At Top Of Section SR Members Have Cut�Ends Include Shear-Torsion Interaction � Secondary Horizontal Braces Leg � Sort Capacity Reports y Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) � Triangulate Diamond In er Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tensio Splice Capacity Exemption tnxTower Report-version 6.1.4 1 � � June 19, 2014 285 Ft Self Support Tower Structural Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 14 Leg A Leg B Face B Wind 90 � X � ii Z � C� p Face � �h ���a Wind 0 S uare To er Tower Sectio Geometry Tower Tower Assem6ly Descri tion Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 288.00-279.00 10.00 1 9.00 T2 279.00-272.00 1119 1 7.00 T3 272.00-259.00 12.11 1 13.00 T4 259.00-247.00 13.83 1 12.00 T5 247.00-237.00 15.41 1 10.00 T6 237.00-232.00 16.73 1 5.00 T7 232.00-222.00 17.39 1 10.00 T8 222.00-210.00 18.71 1 12.00 T9 210.00-195.00 20.29 1 15.00 T10 195.00-183.00 22.27 1 12.00 T11 183.00-171.00 23.85 1 12.00 T12 171.00-146.00 25.44 1 25.00 T13 146.00-122.00 28.74 1 24 00 T14 122.00-96.00 31.90 1 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 1 20.00 T18 32.00-0.00 43.78 1 32.00 Tower Section G omet (cont'd) Tower Tower Diagonal Bracing as Has Top Girt Bottom Girt Section Elevation Spacing Type K race Horrzontals Offset Offset nd ft ft P nels in in T1 288.00-279.00 9.00 K Brace Down No Yes 0.00 0.00 T2 279.00-272.00 7.00 K Brace Down No Yes 0.00 0.00 T3 272.00-259.00 13.00 K1 Down No Yes 0.00 0.00 T4 259.00-247.00 12.00 K1 Down No Yes 0.00 0.00 T5 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 K1 Down No Yes 0.00 0.00 TS 222.00-210.00 12.00 K1 Down No Yes 0.00 0.00 T9 210.00-195.00 15.00 K1 Down No Yes 0.00 0.00 T10 195.00-183.00 12.00 K1 Down No Yes 0.00 0.00 T11 183.00-171.00 12.00 K1 Down No Yes 0.00 0.00 tnxTower Report-version 6.1.4 1 : � June 19, 2094 285 Ft Se/f Support Tower Structura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 15 Tower Tower Dia on 1 g a Bracing as Has Top Girt Bottom Girt Secfion Elevation Spacing Type K race Horizontals Offset Offset nd ' ft ft P nels in in T12 171.00-146.00 25.00 K1 Down No Yes 0.00 0.00 T13 146.00-122.00 24 00 K2 Down No Yes 0.00 0.00 T14 122.00-96.00 26.00 K2 Down No Yes 0.00 0.00 T15 96.00-72.00 24 00 K2 Down No Yes 0.00 0.00 T16 72.00-52.00 20.00 K2A Down No Yes 0.00 0.00 T17 52.00-32.00 20.00 K2A Down No Yes 0.00 0.00 T18 32.00-0.00 32.00 Portal No Yes 0.00 0.00 Tower Section G omet (cont'd � Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1288.00- EqualAngle L5x5x1/2 A572-50 DoubleAngle 2L21/2x2x1/4�13/8 A572-50 279.00 (50 ksi) (50 ksi) T2279.00- EqualAngle L5x5x1/2 A572-50 DoubleAngle 2L21/2x2x1/4�C3/8 A572-50 272.00 (50 ksi) (50 ksi) T3272.00- EqualAngle L5x5x1/2 A572-50 DoubleAngle 2L21/2x21/2x1/4x3/8 A572-50 259.00 (50 ksi) (50 ksi) T4259.00- EqualAngle L5x5x1/2 A572-50 DoubleAngle 2L2x21/2x1/4x3/8 A572-50 247.00 (50 ksi) (50 ksi) T5 247.00- Equal Angle L8x8x5/8 A572-50 Double Angle 2L3x2 1/2x1/4x3/8 A572-50 237.00 (50 ksi) (50 ksi) T6237.00- EqualAngle L8x8x5/8 A572-50 DoubleAngle 2L31/2x21/2x5/16x3/8 A572-50 232.00 (50 ksi) (50 ksi) T7 232.00- Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 1/2x3x5/16�3/8 A572-50 222.00 (50 ksi) (50 ksi) T8 222.00- Equal Angle L8x8x5/S A572-50 Double Angle 2L2 1/2x3 1/2x1/4x3/8 A572-50 210.00 (50 ksi) (50 ksi) T9 210.00- Equal Angle LSx8x5l8 A572-50 Double Angle 2L2 1/2x3 1/2x1/4x3/8 A572-50 195.00 (50 ksi) (50 ksi) T10195.00- EqualAngle L8x8x11/8 A572-50 DoubleAngle 2L31l2x4x1/4x3/8 A572-50 183.00 (50 ksi) (50 ksi) T11183.00- EqualAngle L8x8x11/8 A572-50 DoubleAngle 2L3x31/2x1/4�C3/8 A572-50 171.00 (50 ksi) (50 ksi) T12171.00- EqualAngle L8x8x11/8 A572-50 DoubleAngle 2L31/2x5x3/8�13/8 A572-50 146.00 (50 ksi) (50 ksi) T13 146.00- Arbitrary Shape L8x8x3/4 2PL0.5x8 A572-50 Double Angle 2L3 1/2x5x3/8�C3/8 A572-50 122.00 (50 ksi) (50 ksi) T14 122.00- Arbitrary Shape LSx8x3/4 2PL0.5x8 A572-50 Double Angle 2L3 1/2x5x5/16�13/8 A572-50 96.00 (50 ksi) (50 ksi) T15 96.00- Arbitrary Shape L8x8x1 2PL0.75x8 A572-50 Double Angle 2L3 1/2x5x5/16x3/8 A572-50 72.00 (50 ksi) (50 ksi) T16 72.00- Arbitrary Shape L8x8x1 2PL0.625x8 A572-50 Double Angle 2L3 1/2x4x5/16X3/8 A572-50 52.00 (50 ksi) (50 ksi) T17 52.00- Arbitrary Shape L8x8x1 2PL0 75x8 A572-50 Double Angle 2L3 1/2x4x5/16X�/8 A572-50 32.00 (50 ksi) (50 ksi) T18 32.00-0.00 Arbitrary Shape L8x8x1 2PL0.875x8 A572-50 Double Angle 2L5x5x3/8x3/8 A572-50 (50 ksi) (50 ksi) Tower Section G ometry (cont'd) Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade R T1 288.00- Double Angle 2L3x2 1/2x1/4x3/8 A36 Flat Bar A36 279.00 36 ksi 36 ksi tnxTower Report-version 6.1 4.1 � s June 19, 2014 285 Ft Se/f Support Tower Structural Analysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 16 Tow r ' e Section G ometry (cont d) Tower No. Mid Girt Mid Girt Mid G rt Horizontal Horizontal Norizontal Elevation of Type Size Grad Type Size Grade Mid R Girts T1 288.00- None Flat Bar A36 Double Angle 2L3X2 1/2x1/4x3/8 A36 279.00 (36 ks) (36 ksi) T2 279.00- None Flat Bar A36 Double Angle 2L2 1/2x2x1/4x3/8 A36 272.00 (36 ks) (36 ksi) T3 272.00- None Flat Bar A36 Double Angle 2L5x3x1/4x3/8 A36 259.00 (36 ks) (36 ksi) T4 259.00- None Flat Bar A36 Double Angle 2L2 1/2x2x1/4x3/8 A36 247.00 (36 ks) (36 ksi) T5 247 00- None Flat Bar A36 Double Angle 2L3�Q 1/2x1/4x3/8 A36 237.00 (36 ks) (36 ksi) T6 237 00- None Flat Bar A36 Double Angle 2L2 1/2x2x1/4x3/8 A36 232.00 (36 ks) (36 ksi) T7 232.00- None Flat Bar A36 Double Angle 2L5�13 1/2x3/8x3/8 A36 222.00 (36 ks) (36 ksi) T8 222.00- None Flat Bar A36 Double Angle 2L3x2x1/4x3/S A36 210.00 (36 ks) (36 ksi) T9 210.00- None Flat Bar A36 Double Angle 2L3x2x1/4x3/S A36 195.00 (36 ks) (36 ksi) T10 195.00- None Flat Bar A36 Double Angle 2L5x3x5/16x3/8 A36 183.00 (36 ks) (36 ksi) T11183.00- None FlatBar A36 DoubleAngle 2L5x31/2x5/16x3/8 A36 171.00 (36 ks) (36 ksi) T12171.00- None FlatBar A36 DoubleAngle 2L31/2x21/2x1/4x3/8 A36 146.00 (36 ks) (36 ksi) T13146.00- None FlatBar A36 DoubleAngle 2L5�C31/2x3/8x3/8 A36 122.00 (36 ks) (36 ksi) T14 122.00- None Flat Bar A36 Double Angle 2L4x3x1/4x3/8 A36 96.00 (36 ks) (36 ksi) T15 96.00- None Flat Bar A36 Double Angle 2L4x3 1l2x3/Sx3/8 A36 72.00 (36 ks) (36 ksi) T16 72.00- None Flat Bar A36 DoubleAngle 2L3 1/2x2 1/2x1/4x3/8 A36 52.00 (36 ks) (36 ksi) T17 52.00- None Flat Bar A36 Double Angle 2L2 1/2�C2 1/2x1/4x3/8 A36 32.00 (36 ks) (36 ksi) T18 32.00-0.00 None Flat Bar A36 Double Angle 2L6x4x3/8x3/8 A36 (36 ks) 36 ksi) Tower Section G ometry (cont'd) Tower Secondary SecondaryHorizontal Secondary nnerBracing InnerBracingSize InnerBracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T1 288.00- Equal Angle A36 Single Angle L3x3x1/4 A36 279.00 (36 ksi) (36 ksi) T2 279.00- Equal Angle A36 Single Angle L3x3x1/4 A36 272.00 (36 ksi) (36 ksi) T3 272.00- Equal Angle A36 Single Angle L3x3x1/4 A36 259.00 (36 ksi) (36 ksi) T4 259.00- Equal Angle A36 Single Angle L3x3x1/4 A36 247.00 (36 ksi) (36 ksi) T5 247 00- Equal Angle A36 Single Angle L3x3x1/4 � A36 237.00 (36 ksi) (36 ksi) T6 237 00- Equal Angle A36 Single Angle L3x3x1/4 A36 232.00 (36 ksi) (36 ksi) T7 232.00- Equal Angle A36 Single Angle L4x4x1/4 A36 222.00 (36 ksi) (36 ksi) T8 222.00- Equal Angle A36 Single Angle L4x4x1/4 A36 210.00 (36 ksi) (36 ksi) T9 210.00- Equal Angle A36 Single Angle L2x3x1/4 A36 195.00 (36 ksi) (36 ksi) T10 195.00- Equal Angle A36 Single Angle Vx4x3/8 A36 tnxTower Report-version 6.1 4 1 3 � June 19, 2014 285 Ft Se/f Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 17 Towe� Secondary SecondaryHorizontal Secondary InnerBracing InnerBracingSize Inne�Bracing Elevation Horizontal Type Size Norizontal Type Grade Grade R 183.00 (36 ksi) (36 ksi) T11 183.00- Equal Angle A36 Single Angle L3 1/2x2 1/2x1/4 A36 171.00 (36 ksi) (36 ksi) T12 171.00- Equal Angle A36 Single Angle L3x3x1/4 A36 146.00 (36 ksi) (36 ksi) T13146.00- Equal Angle A36 Single Angle L5x3x1/4 A36 122.00 (36 ksi) (36 ksi) T14122.00- Equal Angle A36 Single Angle L3 1/2x3 1/2x1/4 A36 96.00 (36 ksi) (36 ksi) T15 96.00- Equal Angle A36 Double Angle 2L2x2 1/2x1/4�C3/8 A36 72.00 (36 ksi) (36 ksi) T16 72.00- Equal Angle A36 Double Angle 2L2 1/2x2 1/2x1/4x3/8 A36 52.00 (36 ksi) (36 ksi) T17 52.00- Equal Angle A36 Double Angle 2L21/2x3x1/4�3/8 A36 32.00 (36 ksi) (36 ksi) T18 32.00-0.00 Equal Angle A36 ouble Angle 2L4x3x5/16x3/8 A36 (36 ksi) (36 ksi) Tower Section G omet (cont'd) Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade ft T3 272.00- A36 Horizontal(1) Single Angle L2 1/2x2x1/4 1 259.00 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x1/4 1 T4 259.00- A36 Horizontal(1) Single Angle L2 1/2x2x1/4 1 247.00 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x1/4 1 T7 232.00- A36 Horizontal(1) Single Angle L2 1/2x2x1/4 1 222.00 (36 ksi) Diagonal(1) Single Angle L2 1/2x2 1/2x1/4 1 TS 222.00- A36 Horizontal(1) Single Angle L2 1/2x2x1/4 1 210.00 (36 ksi) Diagonal(1) Single Angle L2 1/2x2 1/2x1/4 1 T9 210.00- A36 Horizontal(1) Single Angle L2 1/2x2x1/4 1 195.00 (36 ksi) Diagonal(1) Single Angle 1/2x2 1/2x1/4 1 T10195.00- A36 Horizontal(1) DoubleAngle L21/2x2x1/4�C3/8 1 183.00 (36 ksi) Diagonal(1) Double Angle L2 1/2x2x1/4�C3/8 1 T11 183.00- A36 Horizontal(1) Single Angle L2x2 1/2x1/4 1 171.00 (36 ksi) Diagonal(1) Single Angle 1/2x2 1/2x5/16 1 T12 171.00- A36 Horizontal(1) Single Angle L2x2 1/2x1/4 1 146.00 (36 ksi) Diagonal(1) Double Angle L2 1/2x2x1/4�3/8 1 Hip(1) DoubleAngle 2L 1/2x31/2x1/4x3/8 1 Hip Diagonal 2L 1/2x3 1/2x1/4x3/8 1 T13 146.00- A36 Horizontal(1) Single Angle L2x2 1/2x1/4 1 122.00 (36 ksi) Horizontal(2) L3x3x1/4 Diagonal(1) DoubleAngle L21/2x2x1/4�13/8 1 Diagonal(2) L2 1/2x2x1/4x3/8 Hip(1) DoubleAngle 2L 1/2x21/2x1/4x3/8 1 Hip(2) 2L 1/2x2 1/2x1/4x3l8 Hip Diagonal 2L 1/2x3 1/2x1/4x3/8 1 T14 122.00- A36 Horizontal(1) Single Angle L2x2 1/2x1/4 1 96.00 (36 ksi) Horizontal(2) L3x3x1/4 Diagonal(1) DoubleAngle L21/2x2x1/4x3/8 1 Diagonal(2) L2 1/2x2x1/4�13/8 Hip(1) DoubleAngle L3x21l2x1/4�C3/8 1 Hip(2) L3x2 1/2x1/4x3/8 Hip Diagonal L21/2x2x1/4x3/8 1 T15 96.00- A36 Horizontal(1) Single Angle L2x2 1/2x1/4 1 72.00 (36 ksi) Horizontal(2) L3x3x1/4 Diagonal(1) DoubleAngle L21/2x2x1/4x3/8 1 Diagonal(2) 2L 1/2x2 1/2x1/4x3/8 Hip(1) DoubleAngle L3x21/2x1/4x3/8 1 Hip(2) L3x2 1/2x1/4X3/S Hip Diagonal L21/2x2x1/4�C3/8 1 T1672.00- A36 Horizontal(1) DoubleAngle L21/2x2x1/4x3/8 1 52.00 (36 ksi) Horizontal(2) 2L 1/2x2 1/2x1/4x3/8 tnxTower Report-version 6.1 4 1 ; , June 19, 2014 285 Ft Self Support Tower Structura/Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 18 Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade ft Diagonal(1) DoubleAngle L21/2x2x1/4x3/8 1 Diagonal(2) L2 1/2x2x1/4X3/8 ' Hip(1) DoubleAngle L3x21/2x1/4�/S 1 Hip(2) L3x2 1/2x1/4x3/8 Hip Diagonal L2 1/2x2x1/4x3/8 1 T1752.00- A36 Horizontal(1) DoubleAngle L21/2x2x1/4x3l8 1 32.00 (36 ksi) Horizontal(2) 2 1/2x2 1/2x1/4x3/8 Diagonal(1) DoubleAngle L21/2x2x1/4�C3/8 1 Diagonal(2) L21/2x2x1/4X3/8 Hip(1) DoubleAngle L3x2 1/2x1/4�C3/8 1 Hip(2) L3x2 1/2x1/4�C3/8 Hip Diagonal L2 1/2x2x1/4x3/8 1 T18 32.00- A36 Horizontal(1) Double Angle 2L 1/2x2 1/2x1/4x3/8 1 0.00 (36 ksi) Horizontal(2) 2L 1/2x2 1/2x1/4x3/8 Horizontal(3) 2L3x3x1/4x3/8 Diagonal(1) DoubleAngle 2L 1/2x21/2x1/4x3/8 1 Diagonal(2) 2L3x3�3/16x3/8 Diagonal(3) 2 5x3 1/2x5/16x3/8 Sub-Diagonal Double Angle 2 5x3 1/2x5/16x3/8 1 Sub-Horizontal Double Angle 2L5x5�C3/8x3/8 1 Hip(1) DoubleAngle L3x21/2x1/4x3/8 1 Hip(2) L2 1/2x2x1/4x3/8 Hip(3) L3x2 1/2x1/4X3/8 Hi Diagonal L21/2x2x1/4x3/8 1 Tower Section G ometry (cont'd) Tower Gussef Gusset Gusset GradeAdjust Factor Adjust. Weight Mult. Dou61e Angle Double Angle Elevation Area Thickness A, Factor Stdch Bolt Stdch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft it� in in in T1 288.00- 0.00 0.00 A36 1 1 1.05 24 00 24.00 279.00 (36 ksi) T2 279.00- 0.00 0.00 A36 1 1 1.05 24.00 24.00 272.00 (36 ksi) T3 272.00- 0.00 0.00 A36 1 1 1.05 24.00 24.00 259.00 (36 ksi) T4 259.00- 0.00 0.00 A36 1 1 1.05 24 00 24 00 247.00 (36 ksi) T5 247.00- 1.00 1.00 A36 1 1 1.05 24 00 24 00 237.00 (36 ksi) T6 237 00- 0.00 0.00 A36 1 1 1.05 24 00 24.00 232.00 (36 ksi) T7 232.00- 0.00 0.00 A36 1 1 1.05 24 00 24.00 222.00 (36 ksi) T8 222.00- 1.00 1.00 A36 1 1 1.05 24.00 24.00 210.00 (36 ksi) T9 210.00- 0.00 0.00 A36 1 1 1.05 24 00 24 00 195.00 (36 ksi) T10 195.00- 1.56 1.00 A36 1 1 1.05 24 00 24 00 183.00 (36 ksi) T11 183.00- 0.00 0.00 A36 1 1 1.05 24 00 24 00 171.00 (36 ksi) T12171.00- 2.00 1.00 A36 1 1 1.05 24.00 24.00 146.00 (36 ksi) T13146.00- 1.59 1.00 A36 1 1 1.05 24.00 24.00 122.00 (36 ksi) T14122.00- 2.06 1.00 A36 1 1 1.05 24.00 24 00 96 00 (36 ksi) T15 96.00- 2.50 1.00 A36 1 1 1.05 24 00 24 00 72.00 (36 ksi) T16 72.00- 2.50 1.00 A36 1 1 1.05 24.00 24.00 52.00 (36 ksi) T17 52.00- 2.50 1.00 A36 1 1 1.05 24.00 24.00 tnxTower Report-version 6.1 4 1 � � , June 19, 2014 285 Ft Self Support Tower Strucfural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 19 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Ang/e Double Angle Elevation Area Thickness A� Factor Stdch Bolt Stitch Bolf (per face) A, Spacing Spacing Diagonals Horizontals R ft� �n in in 32.00 (36 ksi) T18 32.00- 2.50 1.00 A36 1 1 1.05 24 00 24 00 0.00 36 ksi Tower Section G ometry (cont'd) K Factors Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags ` Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1288.00- Yes Yes 1 1 1 1 1 1 1 1 279.00 1 1 1 1 1 1 1 T2 279.00- Yes Yes 1 1 1 1 1 1 1 1 272.00 1 1 1 1 1 1 1 T3 272.00- Yes Yes 1 1 1 1 1 1 1 1 259.00 1 1 1 1 1 1 1 T4 259.00- Yes Yes 1 1 1 1 1 1 1 1 247.00 1 1 1 1 1 1 1 T5 247.00- Yes Yes 1 1 1 1 1 1 1 1 237.00 1 1 1 1 1 1 1 T6 237.00- Yes Yes 1 1 1 1 1 1 1 1 232.00 1 1 1 1 1 1 1 T7 232.00- Yes Yes 1 1 1 1 1 1 1 1 222.00 1 1 1 1 1 1 1 T8 222.00- Yes Yes 1 1 1 1 1 1 1 1 210.00 1 1 1 1 1 1 1 T9 210.00- Yes Yes 1 1 1 1 1 1 1 1 195.00 1 1 1 1 1 1 1 T10195.00- Yes Yes 1 1 1 1 1 1 1 1 183.00 1 1 1 1 1 1 1 T11183.00- Yes Yes 1 1 1 1 1 1 1 1 171.00 1 1 1 1 1 1 1 T12171.00- Yes Yes 1 1 1 1 1 1 1 1 146.00 1 1 1 1 1 1 1 T13146.00- Yes Yes 1 1 1 1 1 1 1 1 122.00 1 1 1 1 1 1 1 T14122.00- Yes Yes 1 1 1 1 1 1 1 1 96.00 1 1 1 1 1 1 1 T15 96.00- No No 2 1 1 1 1 1 1 1 72.00 1 1 1 1 1 1 1 T16 72.00- Yes Yes 1 1 1 1 1 0.5 1 1 52.00 1 1 1 1 0.5 1 1 T17 52.00- Yes Yes 1 1 1 1 1 0.5 1 1 32.00 1 1 1 1 0.5 1 1 T18 32.00- Yes Yes 1 1 1 1 1 1 1 1 0.00 1 1 1 1 1 1 1 Note:K factors are applied to member segment lengths.K-6races witho t inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. tnxTower Report-version 6.1 4 1 : . June 19, 2014 285 Ft Self Support Tower Structura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 20 � Tower Section.G ometry (cont'd) Tower Leg Diagonal Top Girt Bo om Gi�t Mid Girt Long Horizontal Short Horizontal Elevation R Net Width U Net U et Width U Ne U Net U Net U Net U Deduct �dth Deduct Widt Width �dth Width in Deduct in Dedu t Deduct Deduct Deduct in in in in in T1 288.00- 0.00 1 0.00 0 75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 279.00 T2 279.00- 0.00 1 0.00 0 75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 272.00 T3 272.00- 0.00 1 0.00 0.75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 259.00 T4 259.00- 0.00 1 0.00 0.75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 247.00 T5 247 00- 0.00 1 0.00 0.75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 237.00 T6 237.00- 0.00 1 0.00 0.75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 232.00 T7 232.00- 0.00 1 0.00 0.75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 222.00 T8 222.00- 0.00 1 0.00 0 75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 210.00 T9 210.00- 0.00 1 0.00 0.75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 195.00 T10 195.00- 0.00 1 0.00 0 75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 183.00 T11 183.00- 0.00 1 0.00 0 75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 171.00 T12 171.00- 0.00 1 0.00 0 75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 146.00 T13146.00- 0.00 1 0.00 0.75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 122.00 T14122.00- 0.00 1 0.00 0.75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 96.00 T15 96.00- 0.00 1 0.00 0 75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 72.00 T16 72.00- 0.00 1 0.00 0 75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 52.00 T17 52.00- 0.00 1 0.00 0.75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 32.00 T18 32.00- 0.00 1 0.00 0 75 0.00 0.75 0.0 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 Tower Section G ometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizonta Short Elevation Connection Horizontal R Type Bolt Size No. Bolt Size No. Bolt Size N . Bott Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 288.00- 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 A325N A325N A325N A325N A325N A325N A325N T2 279.00- 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 A325N A325N A325N A325N A325N A325N A325N T3 272.00- 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 A325N A325N A325N A325N A325N A325N A325N T4 259.00- Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 247.00 A325N A325N A325N A325N A325N A325N A325N T5 247 00- Sleeve DS 0.75 8 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 237.00 A325N A325N A325N A325N A325N A325N A325N T6 237 00- Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 232.00 A325N A325N A325N A325N A325N A325N A325N T7 232.00- Sleeve DS 0.75 0 0.75 3 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 222.00 A325N A325N A325N A325N A325N A325N A325N tnxTower Report-version 6.1 4 1 % 1 June 19, 2014 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 21 Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizonta Short Elevation Connection Horizontal R Type Bolt Size No. Bolt Size No. Bolt Size N . Bolt Size No. Bolt Size No. Bolt Size No. Boft Size No. in in in in in in in T8 222.00- Sleeve DS 0.75 12 0.75 3 0.75 0.00 0 0.63 0 0.75 2 0.63 0 ' 210.00 A325N A325N A325N A325N A325N A325N A325N T9 210.00- Sleeve DS 0.75 0 0.75 3 0.75 0.00 0 0.63 0 0.75 2 0.63 0 ' 195.00 A325N A325N A325N A325N A325N A325N A325N T10 195.00- Sleeve DS 0.88 12 0.75 4 0.75 0.00 0 0.63 0 0.75 3 0.63 0 183.00 A325N A325N A325N A325N A325N A325N A325N T11 183.00- Sleeve DS 0.75 0 0.75 4 0.75 0.00 0 0.63 0 0.75 3 0.63 0 171.00 A325N A325N A325N A325N A325N A325N A325N T12 171.00- Sleeve DS 0.88 16 0.75 5 0.75 0.00 0 0.63 0 0.75 3 0.63 0 146.00 A325N A325N A325N A325N A325N A325N A325N T13 146.00- Sleeve DS 1.00 12 0.75 5 0.75 0.00 0 0.63 0 0.75 3 0.63 0 122.00 A325N A325N A325N A325N A325N A325N A325N T14 122.00- Sleeve DS 1.00 16 0.75 5 0.75 0.00 0 0.63 0 0.75 3 0.63 0 96.00 A325N A325N A325N A325N A325N A325N A325N T15 96.00- Sleeve DS 1.00 20 0.75 5 0.75 0.00 0 0.63 0 0.75 3 0.63 0 72.00 A325N A325N A325N A325N A325N A325N A325N T16 72.00- Sleeve DS 1.00 20 0.75 5 0.75 0.00 0 0.63 0 0.75 3 0.63 0 52.00 A325N A325N A325N A325N A325N A325N A325N T17 52.00- Sleeve DS 1.00 20 0.75 3 0.75 0.00 0 0.63 0 0.75 3 0.63 0 32.00 A325N A325N A325N A325N A325N A325N A325N T18 32.00- Sleeve DS 1.00 20 0.88 5 0.75 0.00 0 0.63 0 0.75 4 0.63 0 0.00 A325N A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenanc s - Entered As Round Or Flat Descnption Face Allow Component Pfacement Face Lateral # # Clear Width or Perimete Weight or Shield Type Offset O(fset Per Spacing Diameter r Leg ft in (Frac FVI� Row in in klf in Feedline A No Af(CaAa) 177.00-8.00 0.00 -0.15 1 1 1.00 3.00 0.01 Ladder(A� LDF7-50A A No Ar(CaAa) 177.00-8.00 0.00 -0.2 12 6 1.00 1.98 0.00 (1-5/8 FOAM) LDF5-50A A No Ar(CaAa) 285.00-8.00 -1.00 0.495 1 1 1.00 1.09 0.00 (7/8 FOAM) Feedline B No Af(CaAa) 203.00-8.00 0.00 -02 1 1 1.00 3.00 0.01 Ladder(A� TSZ 999 B No Ar(CaAa) 203.00-8.00 0.00 -0.2 3 3 1.00 1 19 0.00 067/xxxM- SAWG(1- 3/16") LDF2-50A B No Ar(CaAa) 203.00-8.00 1.50 -0.2 2 2 1.00 0.44 0.00 (3/8 FOAM) TOWER B No Ar(CaAa) 203.00-8.00 0.00 -0.21 1 1 1.00 1.37 0.00 HYBRID CABLE 6X6 AWG(1-3/8") LDF7-50A C No Ar(CaAa) 194.00-8.00 0.00 -0.25 10 5 1.00 1.98 0.00 (1-5/8 FOAM) ASU9323TY C No Ar(CaAa) 194.00-8.00 0.00 -0.26 2 1 1.00 1.24 0.00 P01(1-1/4) ASU9325TY C No Ar(CaAa) 194.00-5.00 0.00 -0.3 1 1 1.00 1.58 0.00 P01(1-3/5) LDF7-50A C No Ar(CaAa) 215.00-8.00 0.00 0.3 6 6 1.00 1.98 0.00 (1-5/8 FOAM) EWP63 C No Af(CaAa) 185.00-8.00 0.00 0.31 1 1 1.00 1.57 0.00 LDF7-50A C No Ar(CaAa) 215.00-5.00 0.00 0.33 5 5 1.00 1.98 0.00 (1-5/8 FOAM) LDF4RN-50A C No Ar(CaAa) 215.00-8.00 0.00 0.35 2 2 1.00 0.63 0.00 (1/2 FOAM) tnxTower Report-version 6.1 4 1 � a June 19, 2014 285 Ft Se/f Suppo►f Tower Structural Analysis CC/BU No 816298 i Project Number 014-00546-00,Application 250154, Revision 0 Page 22 Descripfion Face Allow Component Placement Face Lateral # # Clear �dth or Perimete Weight � or Shield Type Offset Offset Per Spacing Diameter r Leg ft in (Frac FVI� Row in in klf in LDF7-50A D No Ar(CaAa) 227.00-8.00 0.00 0.45 12 6 1.00 1.98 0.00 (1-5/8 FOAM) Feedline C No Af(CaAa) 194.00-8.00 0.00 -025 1 1 1.00 3.00 0.01 Ladder(A� Feedline D No Af(CaAa) 227.00-8.00 0.00 0.3 1 1 1.00 3.00 0.01 Ladder(A� Feedline C No Af(CaAa) 215.00-8.00 0.00 0.3 1 1 1.00 3.00 0.01 Ladder(A� Climbing A No Af(CaAa) 288.00-8.00 -1.00 0.5 1 1 1.00 3.84 0.00 Ladder(CCI) Safety Line A No Ar(CaAa) 288.00-8.00 -1.00 0.5 1 1 1.00 0.38 0.00 3/8 E65(ELLIPTI B No Af(CaAa) 95.00-8.00 0.00 0.24 1 1 1.00 2.00 0.00 CAL) LDF4- B No Ar(CaAa) 277.00-8.00 0.00 0.245 1 1 1.00 0.63 0.00 50A(1/2") AL5-50(7/8) B No Ar(CaAa) 277.00-8.00 0.00 0.25 2 2 1.00 1 10 0.00 561(1-5/8") B No Ar(CaAa) 277.00-8.00 0.00 0.26 1 1 1.00 1.63 0.00 Feedline B No Af(CaAa) 277.00-8.00 0.00 025 1 1 1.00 3.00 0.01 Ladder(A� Feed Line/Linear Ap urt nances Section Areas Tower Tower Face AR AF C A CqAq Weight Sectio Elevation In ace Out Face n R fr� tt� K T1 288.00-279.00 A 0.000 0.000 6. 52 0.000 0.05 B 0.000 0.000 0. 00 0.000 0.00 C 0.000 0.000 0. 00 0.000 0.00 D 0.000 0.000 0. 00 0.000 0.00 T2 279.00-272.00 A 0.000 0.000 5. 05 0.000 0.04 B 0.000 0.000 4 28 0.000 0.05 C 0.000 0.000 0. 00 0.000 0.00 D 0.000 0.000 0. 00 0.000 0.00 T3 272.00-259.00 A 0.000 0.000 10. 25 0.000 0.07 B 0.000 0.000 12. 91 0.000 0.14 C 0.000 0.000 0. 00 0.000 0.00 D 0.000 0.000 0. 00 0.000 0.00 T4 259.00-247.00 A 0.000 0.000 9. 38 0.000 0.06 B 0.000 0.000 11. 6 0.000 0.13 C 0.000 0.000 0. 00 0.000 0.00 D 0.000 0.000 0. 00 0.000 0.00 T5 247.00-237 00 A 0.000 0.000 7. 65 0.000 0.05 B 0.000 0.000 9. 55 0.000 0.10 C 0.000 0.000 0. 00 0.000 0.00 D 0.000 0.000 0. 00 0.000 0.00 T6 237.00-232.00 A 0.000 0.000 3. 32 0.000 0.03 B 0.000 0.000 4 28 0.000 0.05 C 0.000 0.000 0. 00 0.000 0.00 D 0.000 0.000 0. 00 0.000 0.00 T7 232.00-222.00 A 0.000 0.000 7. 65 0.000 0.05 B 0.000 0.000 9. 55 0.000 0.10 C 0.000 0.000 0. 00 0.000 0.00 D 0.000 0.000 14. 80 0.000 0.09 T8 222.00-210.00 A 0.000 0.000 9. 38 0.000 0.06 B 0.000 0.000 11. 6 0.000 0.13 C 0.000 0.000 14. 20 0.000 0.09 D 0.000 0.000 34. 12 0.000 0.22 T9 210.00-195.00 A 0.000 0.000 11 97 0.000 0.08 B 0.000 0.000 22. 39 0.000 0.26 C 0.000 0.000 42. 60 0.000 0.27 D 0.000 0.000 43. 40 0.000 0.27 T10 195.00-183.00 A 0.000 0.000 9. 38 0.000 0.06 B 0.000 0.000 24. 30 0.000 0.28 tnxTower Report-version 6.1 4 1 � , June 19, 2014 285 Ft Self Support Tower Structura/Ana/ysis CCI BU No 816298 Projecf Number 014-00546-00,Applicafion 250154, Revision 0 Page 23 Tower Tower Face AR AF C AA CqAq Weight Sectio E/evation In ace Ouf Face n it fi� ft� it� K C 0.000 0.000 65. 23 0.000 0.44 D 0.000 0.000 34. 12 0.000 0.22 T11 183.00-171.00 A 0.000 0.000 26. 94 0.000 0.17 B 0.000 0.000 24. 30 0.000 0.28 C 0.000 0.000 71. 33 0.000 0.46 D 0.000 0.000 34.�512 0.000 0.22 T12 171.00-146.00 A 0.000 0.000 91. 63 0.000 0.59 B 0.000 0.000 50. 88 0.000 0.58 , C 0.000 0.000 148 819 0.000 0.96 D 0.000 0.000 71. 00 0.000 0.46 T13 146.00-122.00 A 0.000 0.000 87. 00 0.000 0.57 � B 0.000 0.000 48. 60 0.000 0.56 C 0.000 0.000 142 866 0.000 0.93 D 0.000 0.000 69. 24 0.000 0.44 T14 122.00-96.00 A 0.000 0.000 95. 25 0.000 0.61 B 0.000 0.000 52. 15 0.000 0.61 C 0.000 0.000 154 772 0.000 1.00 D 0.000 0.000 74. 76 0.000 0.47 T15 96.00-72.00 A 0.000 0.000 87. 00 0.000 0.57 B 0.000 0.000 56. 27 0.000 0.57 C 0.000 0.000 142 866 0.000 0.93 D 0.000 0.000 69. 24 0.000 0.44 T16 72.00-52.00 A 0.000 0.000 73. 50 0.000 0.47 B 0.000 0.000 47. 17 0.000 0.48 C 0.000 0.000 119 055 0.000 0.77 D 0.000 0.000 57. 20 0.000 0.36 T17 52.00-32.00 A 0.000 0.000 73. 50 0.000 0.47 B 0.000 0.000 47. 17 0.000 0.48 C 0.000 0.000 119 055 0.000 0.77 D 0.000 0.000 57. 20 0.000 0.36 T18 32.00-0 00 A 0.000 0.000 87. 00 0.000 0.57 B 0.000 0.000 56. 60 0.000 0.57 C 0.000 0.000 142 866 0.000 0.93 D 0.000 0.000 69 24 0.000 0.44 Feed Line Cent r of Pressure Section Elevation CPx CPZ CPX CPZ Ice Ice ft in in in in T1 288.00-279.00 -3.39 -3.53 -5.30 -5.54 T2 279.00-272.00 -1.69 -6.04 -2.87 -8.79 T3 272.00-259.00 -110 -6.77 -2.05 -9.74 T4 259.00-247.00 -1.34 -8.11 -2.48 -11.68 T5 247.00-237.00 -1.20 -724 -2.23 -10.42 T6 237.00-232.00 -1.07 -6.40 -1.98 -922 T7 232.00-222.00 �.80 -1.23 -5.98 -3.22 T8 222.00-210.00 -3.83 4.96 -4 72 3.97 T9 210.00-195.00 0.11 5.48 -0.38 4.39 T10 195.00-183.00 4.95 0.62 5.14 -0.84 T11 183.00-171.00 2.96 170 3.15 0.53 T12 171.00-146.00 0.26 2.84 0.10 173 T13 146.00-122.00 0.26 2.96 0.10 1.79 T14 122.00-96.00 0.29 3.31 0.10 2.00 T15 96.00-72.00 0.70 2.62 0.77 0.70 T16 72.00-52.00 0.74 2.67 0.82 0.65 T17 52.00-32.00 0.78 2.84 0.86 0.69 T18 32.00-0.00 0.72 2.62 0.79 0.64 tnxTower Report-version 6.1 4 1 < < June 19, 2014 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 24 Shielding actor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment o Ice Ice Elev T1 4 LDF5-50A(7/8 FOAM) 279.00- 0.6000 0.6000 285.00 T1 20 Climbing Ladder(CCI) 279.00- 0.6000 0.6000 288.00 T1 21 Safety Line 3/8 279.00- 0.6000 0.6000 288.00 T2 4 LDF5-50A(7/8 FOAM) 272.00- 0.6000 0.6000 279.00 T2 20 Climbing Ladder(CCI) 272.00- 0.6000 0.6000 279.00 T2 21 Safety Line 3!8 272.00- 0.6000 0.6000 279.00 T2 24 LDF4-50A(1/2") 272.00- 0.6000 0.6000 277.00 T2 25 AL5-50(7/8) 272.00- 0.6000 0.6000 277.00 T2 26 561(1-5/8") 272.00- 0.6000 0.6000 277.00 T2 27 Feedline Ladder(A� 272.00- 0.6000 0.6000 277.00 ' T3 4 LDFS-50A(7/8 FOAM) 259.00- 0.6000 0.6000 272.00 T3 20 Climbing Ladder(CCI) 259.00- 0.6000 0.6000 272.00 T3 21 Safety Line 3!8 259.00- 0.6000 0.6000 272.00 T3 24 LDF4-50A(1/2") 259.00- 0.6000 0.6000 272.00 T3 25 AL5-50(7/8) 259.00- 0.6000 0.6000 272.00 T3 26 561(1-5/8") 259.00- 0.6000 0.6000 272.00 T3 27 Feedline Ladder(A� 259.00- 0.6000 0.6000 272.00 T4 4 LDF5-50A(7/8 FOAM) 247.00- 0.6000 0.6000 259.00 T4 20 Climbing Ladder(CCI) 247.00- 0.6000 0.6000 259.00 T4 21 Safety Line 3/8 247.00- 0.6000 0.6000 259.00 T4 24 LDF4-50A(1/2") 247.00- 0.6000 0.6000 259.00 T4 25 AL5-50(7/8) 247.00- 0.6000 0.6000 259.00 T4 26 561(1-5/8") 247.00- 0.6000 0.6000 259.00 T4 27 Feedline Ladder(Afl 247.00- 0.6000 0.6000 259.00 T5 4 LDF5-50A(7/8 FOAM) 237.00- 0.6000 0.6000 247.00 T5 20 Climbing Ladder(CCI) 237.00- 0.6000 0.6000 247.00 T5 21 Safety Line 3/8 237.00- 0.6000 0.6000 247.00 T5 24 LDF4-50A(1/2") 237.00- 0.6000 0.6000 247.00 T5 25 AL5-50(7/8) 237.00- 0.6000 0.6000 247.00 T5 26 561(1-5/8") 237.00- 0.6000 0.6000 247.00 T5 27 Feedline Ladder(A� 237.00- 0.6000 0.6000 247.00 T6 4 LDF5-50A(7/8 FOAM) 232.00- 0.6000 0.6000 237.00 T6 20 Climbing Ladder(CCI) 232.00- 0.6000 0.6000 237.00 tnxTower Report-version 6.1 4 1 � . . June 19, 2014 285 Ft Self Support Tower Structura/Analysis CC/BU No 816298 Projecf Number 014-00546-00,Application 250154, Revision 0 Page 25 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment o Ice Ice Elev T6 21 Safety Line 3/8 232.00- 0.6000 0.6000 237.00 T6 24 LDF4-50A(1/2") 232.00- 0.6000 0.6000 237.00 T6 25 AL5-50(7/8) 232.00- 0.6000 0.6000 237.00 T6 26 561(1-5/8") 232.00- 0.6000 0.6000 237.00 T6 27 Feedline Ladder(A� 232.00- 0.6000 0.6000 237.00 T7 4 LDF5-50A(7/8 FOAM) 222.00- 0.6000 0.6000 232.00 T7 16 LDF7-50A(1-5/8 FOAM) 222.00- 0.6000 0.6000 227.00 T7 18 Feedline Ladder(A� 222.00- 0.6000 0.6000 227.00 T7 20 Climbing Ladder(CCI) 222.00- 0.6000 0.6000 232.00 T7 21 Safety Line 3/8 222.00- 0.6000 0.6000 232.00 T7 24 LDF4-50A(1/2") 222.00- 0.6000 0.6000 232.00 T7 25 AL5-50(7/8) 222.00- 0.6000 0.6000 232.00 T7 26 561(1-5/8") 222.00- 0.6000 0.6000 232.00 T7 27 Feedline Ladder(A� 222.00- 0.6000 0.6000 232.00 T8 4 LDF5-50A(7/8 FOAM) 210.00- 0.6000 0.6000 222.00 T8 12 LDF7-50A(1-5/8 FOAM) 210.00- 0.6000 0.6000 215.00 T8 14 LDF7-50A(1-5/8 FOAM) 210.00- 0.6000 0.6000 215.00 T8 15 LDF4RN-50A(1/2 FOAM) 210.00- 0.6000 0.6000 215.00 T8 16 LDF7-50A(1-5/8 FOAM) 210.00- 0.6000 0.6000 222.00 T8 18 Feedline Ladder(A� 210.00- 0.6000 0.6000 222.00 T8 19 Feedline Ladder(A� 210.00- 0.6000 0.6000 215.00 T8 20 Climbing Ladder(CCI) 210.00- 0.6000 0.6000 222.00 T8 21 Safety Line 3/8 210.00- 0.6000 0.6000 222.00 T8 24 LDF4-50A(1/2") 210.00- 0.6000 0.6000 222.00 T8 25 AL5-50(7/8) 210.00- 0.6000 0.6000 222.00 T8 26 561(1-5/8") 210.00- 0.6000 0.6000 222.00 T8 27 Feedline Ladder(A� 210.00- 0.6000 0.6000 222.00 T9 4 LDF5-50A(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 6 TSZ 999 067/xxxM-BAWG( 195.00- 0.6000 0.6000 1-3/16") 203.00 T9 7 LDF2-50A(3/8 FOAM) 195.00- 0.6000 0.6000 203.00 T9 8 TOWER HYBRID CABLE 195.00- 1.0000 1.0000 6X6 AWG(1-3/8") 203.00 T9 12 LDF7-50A(1-5/8 FOAM) 195.00- 0.6000 0.6000 210.00 T9 14 LDF7-50A(1-5/S FOAM) 195.00- 0.6000 0.6000 210.00 T9 15 LDF4RN-50A(1/2 FOAM) 195.00- 0.6000 0.6000 tnxTower Report-version 6.1 4 1 A � June 19, 2014 285 Ft Seff Supporf Tower Structura/Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 26 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment o Ice Ice Elev 210.00 T9 16 LDF7-50A(1-5/8 FOAM) 195.00- 0.6000 0.6000 210.00 T9 18 Feedline Ladder(A� 195.00- 0.6000 0.6000 210.00 T9 19 Feedline Ladder(A� 195.00- 0.6000 0.6000 210.00 T9 20 Climbing Ladder(CCI) 195.00- 0.6000 0.6000 210.00 T9 21 Safety Line 3/8 195.00- 0.6000 0.6000 210.00 T9 24 LDF4-50A(1/2") 195.00- 0.6000 0.6000 210.00 T9 25 AL5-50(7/8) 195.00- 0.6000 0.6000 210.00 T9 26 561(1-5/8") 195.00- 0.6000 0.6000 210.00 T9 27 Feedline Ladder(A� 195.00- 0.6000 0.6000 210.00 T10 4 LDF5-50A(7/8 FOAM) 183.00- 0.6000 0.6000 195.00 T10 5 Feedline Ladder(A� 183.00- 0.6000 0.6000 195.00 T10 6 TSZ 999 067hocxM-SAWG( 183.00- 0.6000 0.6000 1-3/16") 195.00 T10 7 LDF2-50A(3/S FOAM) 183.00- 0.6000 0.6000 195.00 T10 8 TOWER HYBRID CABLE 183.00- 1.0000 1.0000 6X6 AWG(1-3/8") 195.00 T10 9 LDF7-50A(1-5/8 FOAM) 183.00- 0.6000 0.6000 194.00 T10 10 ASU9323TYP01(1-1/4) 183.00- 0.6000 0.6000 194.00 T10 11 ASU9325TYP01(1-3/5) 183.00- 0.6000 0.6000 194.00 T10 12 LDF7-50A(1-5/8 FOAM) 183.00- 0.6000 0.6000 195.00 T10 13 EWP63 183.00- 0.6000 0.6000 185.00 T10 14 LDF7-50A(1-5/8 FOAM) 183.00- 0.6000 0.6000 195.00 T10 15 LDF4RN-50A(1/2 FOAM) 183.00- 0.6000 0.6000 195.00 T10 16 LDF7-50A(1-5/S FOAM) 183.00- 0.6000 0.6000 195.00 T10 17 Feedline Ladder(A� 183.00- 0.6000 0.6000 194.00 T10 18 Feedline Ladder(A� 183.00- 0.6000 0.6000 195.00 T10 19 Feedline Ladder(A� 183.00- 0.6000 0.6000 195.00 T10 20 Climbing Ladder(CCI) 183.00- 0.6000 0.6000 195.00 T10 21 Safety Line 3/8 183.00- 0.6000 0.6000 195.00 T10 24 LDF4-50A(1/2") 183.00- 0.6000 0.6000 195.00 T10 25 AL5-50(7/8) 183.00- 0.6000 0.6000 195.00 T10 26 561(1-5/8") 183.00- 0.6000 0.6000 195.00 T10 27 Feedline Ladder(A� 183.00- 0.6000 0.6000 195.00 T11 1 Feedline Ladder(Afl 171.00- 0.6000 0.6000 177.00 T11 2 LDF7-50A(1-5/8 FOAM) 171.00- 0.6000 0.6000 177.00 T11 4 LDF5-50A(7/8 FOAM) 171.00- 0.6000 0.6000 183.00 tnxTower Report-version 6.1 4 1 : , June 19, 2014 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Projecf Number 014-00546-00,Application 250154, Revision 0 Page 27 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment o Ice Ice Elev T11 5 Feedline Ladder(A� 171.00- 0.6000 0.6000 183.00 T11 6 TSZ 999 067/�ocxM-BAWG( 171.00- 0.6000 0.6000 1-3/16") 183.00 T11 7 LDF2-50A(3/8 FOAM) 171.00- 0.6000 0.6000 183.00 T11 8 TOWER HYBRID CABLE 171.00- 1.0000 1.0000 6X6 AWG(1-3/8") 183.00 T11 9 LDF7-50A(1-5/8 FOAM) 171.00- 0.6000 0.6000 183.00 T11 10 ASU9323TYP01(1-1/4) 171.00- 0.6000 0.6000 183.00 T11 11 ASU9325TYP01(1-3/5) 171.00- 0.6000 0.6000 183.00 T11 12 LDF7-50A(1-5/8 FOAM) 171.00- 0.6000 0.6000 183.00 T11 13 EWP63 171.00- 0.6000 0.6000 183.00 T11 14 LDF7-50A(1-5/8 FOAM) 171.00- 0.6000 0.6000 183.00 T11 15 LDF4RN-50A(1/2 FOAM) 171.00- 0.6000 0.6000 183.00 T11 i6 LDF7-50A(1-5/8 FOAM) 171.00- 0.6000 0.6000 183.00 Ti i 17 Feedline Ladder(Afl 171.00- 0.6000 0.6000 1 S 3.00 T11 18 Feedline Ladder(Afl 171.00- 0.6000 0.6000 183.00 T11 19 Feedline Ladder(Afl 171.00- 0.6000 0.6000 183.00 T11 20 Climbing Ladder(CCI) 171.00- 0.6000 0.6000 183.00 T11 21 Safety Line 3/S 171.00- 0.6000 0.6000 183.00 T11 24 LDF4-50A(1/2") 171.00- 0.6000 0.6000 183.00 T11 25 AL5-50(7/8) 171.00- 0.6000 0.6000 183.00 T11 26 561(1-5/8") 171.00- 0.6000 0.6000 183.00 T11 27 Feedline Ladder(Afl 171.00- 0.6000 0.6000 183.00 T12 1 Feedline Ladder(Afl 146.00- 0.6000 0.6000 171.00 T12 2 LDF7-50A(1-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 4 LDF5-50A(7/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 5 Feedline Ladder(Afl 146.00- 0.6000 0.6000 171.00 T12 6 TSZ 999 067hocxM-BAWG( 146.00- 0.6000 0.6000 1-3/16") 171.00 T12 7 LDF2-50A(3/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 8 TOWER HYBRID CABLE 146.00- 1.0000 1.0000 6X6 AW G(1-3/8") 171.00 T12 9 LDF7-50A(1-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 10 ASU9323TYP01(1-1/4) 146.00- 0.6000 0.6000 171.00 T12 11 ASU9325TYP01(1-3/5) 146.00- 0.6000 0.6000 171.00 T12 12 LDF7-50A(1-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 13 EWP63 146.00- 0.6000 0.6000 171.00 T12 14 LDF7-50A(1-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 15 LDF4RN-50A(1/2 FOAM) 146.00- 0.6000 0.6000 tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Se/f Support Tower Structural Analysis CC/BU No 816298 Project IVumber 014-00546-00,Application 250154, Revision 0 Page 28 Tower Feed Line Descnption Feed Line Ka Ka Section Record No. Segment o/ce Ice Elev 171.00 T12 16 LDF7-50A(1-5/8 FOAM) 146.00- 0.6000 0.6000 171.00 T12 17 Feedline Ladder(A� 146.00- 0.6000 0.6000 171.00 T12 18 Feedline Ladder(A� 146.00- 0.6000 0.6000 171.00 T12 19 Feedline Ladder(A� 146.00- 0.6000 0.6000 171.00 T12 20 Climbing Ladder(CCI) 146.00- 0.6000 0.6000 171.00 T12 21 Safety Line 3/8 146.00- 0.6000 0.6000 171.00 T12 24 LDF4-50A(1/2") 146.00- 0.6000 0.6000 171.00 T12 25 AL5-50(7/8) 146.00- 0.6000 0.6000 171.00 T12 26 561(1-5/8") 146.00- 0.6000 0.6000 171.00 T12 27 Feedline Ladder(A� 146.00- 0.6000 0.6000 171.00 T13 1 Feedline Ladder(A� 122.00- 0.6000 0.6000 146.00 T13 2 LDF7-50A(1-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 4 LDFS-50A(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 6 TSZ 999 067bocxM-8AWG( 122.00- 0.6000 0.6000 1-3/16") 146.00 T13 7 LDF2-50A(3/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 8 TOWER HYBRID CABLE 122.00- 1.0000 1.0000 6X6 AWG(1-3/8") 146.00 T13 9 LDF7-50A(1-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 10 ASU9323TYP01(1-1l4) 122.00- 0.6000 0.6000 146.00 T13 11 ASU9325TYP01(1-3/5) 122.00- 0.6000 0.6000 146.00 � T13 12 LDF7-50A(1-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 13 EWP63 122.00- 0.6000 0.6000 146.00 T13 14 LDF7-50A(1-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 15 LDF4RN-50A(1/2 FOAM) 122.00- 0.6000 0.6000 146.00 T13 16 LDF7-50A(1-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 T13 17 Feedline Ladder(A� 122.00- 0.6000 0.6000 146.00 T13 18 Feedline Ladder(Afl 122.00- 0.6000 0.6000 146.00 T13 19 Feedline Ladder(A� 122.00- 0.6000 0.6000 146.00 T13 20 Climbing Ladder(CCI) 122.00- 0.6000 0.6000 146.00 T13 21 Safety Line 3/8 122.00- 0.6000 0.6000 146.00 T13 24 LDF4-50A(1/2") 122.00- 0.6000 0.6000 146.00 T13 25 AL5-50(7/8) 122.00- 0.6000 0.6000 146.00 T13 26 561(1-5/8") 122.00- 0.6000 0.6000 146.00 T13 27 Feedline Ladder(Afl 122.00- 0.6000 0.6000 146.00 tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Se/f Support Tower Structura/Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 29 Tower Feed Line Description Feed Line Ka Ke Section Record No. Segment o Ice Ice Elev T14 1 Feedline Ladder(A� 96.00- 0.6000 0.6000 122.00 T14 2 LDF7-50A(1-5/8 FOAM) 96.00- 0.6000 0.6000 122.00 T14 4 LDF5-50A(7/8 FOAM) 96.00- 0.6000 0.6000 122.00 T14 5 Feedline Ladder(A� 96.00- 0.6000 0.6000 122.00 T14 6 TSZ 999 067/xxxM-BAWG( 96.00- 0.6000 0.6000 1-3/16") 122.00 T14 7 LDF2-50A(3/8 FOAM) 96.00- 0.6000 0.6000 122.00 T14 8 TOWER HYBRID CABLE 96.00- 1.0000 1.0000 6X6 AWG(1-3/8") 122.00 T14 9 LDF7-50A(1-5/8 FOAM) 96.00- 0.6000 0.6000 122.00 T14 10 ASU9323TYP01(1-1/4) 96.00- 0.6000 0.6000 122.00 T14 11 ASU9325TYP01(1-3/5) 96.00- 0.6000 0.6000 122.00 T14 12 LDF7-50A(1-5/8 FOAM) 96.00- 0.6000 0.6000 122.00 T14 13 EWP63 96.00- 0.6000 0.6000 122.00 T14 14 LDF7-50A(1-5/8 FOAM) 96.00- 0.6000 0.6000 122.00 T14 15 LDF4RN-50A(1/2 FOAM) 96.00- 0.6000 0.6000 122.00 T14 16 LDF7-50A(1-5/8 FOAM) 96.00- 0.6000 0.6000 122.00 T14 17 Feedline Ladder(A� 96.00- 0.6000 0.6000 122.00 T14 18 Feedline Ladder(A� 96.00- 0.6000 0.6000 122.00 T14 19 Feedline Ladder(Afl 96.00- 0.6000 0.6000 122.00 T14 20 Climbing Ladder(CCI) 96.00- 0.6000 0.6000 122.00 T14 21 Safety Line 3/8 96.00- 0.6000 0.6000 122.00 T14 24 LDF4-50A(1/2") 96.00- 0.6000 0.6000 122.00 T14 25 AL5-50(7/8) 96.00- 0.6000 0.6000 122.00 T14 26 561(1-5/8") 96.00- 0.6000 0.6000 122.00 T14 27 Feedline Ladder(A� 96.00- 0.6000 0.6000 122.00 T15 1 Feedline Ladder(A� 72.00- 0.6000 0.6000 96.00 T15 2 LDF7-50A(1-5/S FOAM) 72.00- 0.6000 0.6000 96.00 T15 4 LDFS-50A(7/8 FOAM) 72.00- 0.6000 0.6000 96.00 T15 5 Feedline Ladder(A� 72.00- 0.6000 0.6000 96.00 T15 6 TSZ 999 067hocxM-BAWG( 72.00- 0.6000 0.6000 1-3/16") 96.00 T15 7 LDF2-50A(3/8 FOAM) 72.00- 0.6000 0.6000 96.00 T15 S TOWER HYBRID CABLE 72.00- 1.0000 1.0000 6X6 AWG(1-3/8") 96.00 T15 9 LDF7-50A(1-5/8 FOAM) 72.00- 0.6000 0.6000 96.00 T15 10 ASU9323TYP01(1-1/4) 72.00- 0.6000 0.6000 96.00 T15 11 ASU9325TYP01(1-3/5) 72.00- 0.6000 0.6000 96.00 T15 12 LDF7-50A(1-5/8 FOAM) 72.00- 0.6000 0.6000 tnxTower Report-version 6.1 4.1 - . i i June 19, 2014 285 Ft Se/f Supporf Tower Structura/Ana/ysis CC!BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 30 Towe� Feed Line Description Feed Line Ka Ka II Section Record No. Segment o Ice Ice , Elev 96.00 T15 13 EWP63 72.00- 0.6000 0.6000 96.00 T15 14 LDF7-50A(1-5/8 FOAM) 72.00- 0.6000 0.6000 96.00 T15 15 LDF4RN-50A(1/2 FOAM) 72.00- 0.6000 0.6000 96.00 T15 16 LDF7-50A(1-5l8 FOAM) 72.00- 0.6000 0.6000 96.00 T15 17 Feedline Ladder(A� 72.00- 0.6000 0.6000 96.00 T15 18 Feedline Ladder(A� 72.00- 0.6000 0.6000 96.00 T15 19 Feedline Ladder(A� 72.00- 0.6000 0.6000 96.00 T15 20 Climbing Ladder(CCI) 72.00- 0.6000 0.6000 96 00 T15 21 Safety Line 3/8 72.00- 0.6000 0.6000 96.00 T15 23 E65(ELLIPTICAL) 72.00- 0.6000 0.6000 95.00 T15 24 LDF4-50A(1/2") 72.00- 0.6000 0.6000 96.00 T15 25 AL5-50(7/8) 72.00- 0.6000 0.6000 96.00 T15 26 561(1-5/8") 72.00- 0.6000 0.6000 96.00 T15 27 Feedline Ladder(Afl 72.00- 0.6000 0.6000 96.00 T16 1 Feedline Ladder(A� 52.00- 0.6000 0.6000 72.00 T16 2 LDF7-50A(1-5/8 FOAM) 52.00- 0.6000 0.6000 72.00 T16 4 LDF5-50A(7/8 FOAM) 52.00- 0.6000 0.6000 72.00 T16 5 Feedline Ladder(A� 52.00- 0.6000 0.6000 72.00 T16 6 TSZ 999 067hocxM-BAWG( 52.00- 0.6000 0.6000 1-3/16") 72.00 T16 7 LDF2-50A(3/8 FOAM) 52.00- 0.6000 0.6000 72.00 T16 8 TOWER HYBRID CABLE 52.00- 1.0000 1.0000 6X6 AWG(1-3/S") 72.00 T16 9 LDF7-50A(1-5/8 FOAM) 52.00- 0.6000 0.6000 72.00 T16 10 ASU9323TYP01(1-1/4) 52.00- 0.6000 0.6000 72.00 T16 11 ASU9325TYP01(1-3/5) 52.00- 0.6000 0.6000 72.00 T16 12 LDF7-50A(1-5/8 FOAM) 52.00- 0.6000 0.6000 72.00 T16 13 EWP63 52.00- 0.6000 0.6000 72.00 T16 14 LDF7-50A(1-5/8 FOAM) 52.00- 0.6000 0.6000 72.00 T16 15 LDF4RN-50A(1/2 FOAM) 52.00- 0.6000 0.6000 72.00 T16 16 LDF7-50A(1-5/8 FOAM) 52.00- 0.6000 0.6000 72.00 T16 17 Feedline Ladder(Afl 52.00- 0.6000 0.6000 72.00 T16 1 S Feedline Ladder(A� 52.00- 0.6000 0.6000 72.00 T16 19 Feedline Ladder(A� 52.00- 0.6000 0.6000 72.00 T16 20 Climbing Ladder(CCI) 52.00- 0.6000 0.6000 72.00 T16 21 Safety Line 3/8 52.00- 0.6000 0.6000 72.00 tnxTower Report-version 6.1.4 1 . > June 19, 2014 285 Ft Self Support Tower Structura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 31 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment o Ice Ice Elev T16 23 E65(ELLIPTICAL) 52.00- 0.6000 0.6000 72.00 T16 24 LDF4-50A(1/2") 52.00- 0.6000 0.6000 72.00 T16 25 AL5-50(7/8) 52.00- 0.6000 0.6000 72.00 T16 26 561(1-5/8") 52.00- 0.6000 0.6000 72.00 T16 27 Feedline Ladder(A� 52.00- 0.6000 0.6000 72.00 T17 1 Feedline Ladder(A� 32.00- 0.6000 0.6000 52.00 T17 2 LDF7-50A(1-5/8 FOAM) 32.00- 0.6000 0.6000 52.00 T17 4 LDF5-50A(7/8 FOAM) 32.00- 0.6000 0.6000 52.00 T17 5 Feedline Ladder(A� 32.00- 0.6000 0.6000 52.00 T17 6 TSZ 999 067hocxM-BAWG( 32.00- 0.6000 0.6000 1-3/16") 52.00 T17 7 LDF2-50A(3/8 FOAM) 32.00- 0.6000 0.6000 52.00 T17 8 TOWER HYBRID CABLE 32.00- 1.0000 1.0000 6X6 AWG(1-3/S") 52.00 T17 9 LDF7-50A(1-5/8 FOAM) 32.00- 0.6000 0.6000 52.00 T17 10 ASU9323TYP01(1-1/4) 32.00- 0.6000 0.6000 52.00 T17 11 ASU9325TYP01(1-3/5) 32.00- 0.6000 0.6000 52.00 T17 12 LDF7-50A(1-5/8 FOAM) 32.00- 0.6000 0.6000 52.00 T17 13 EWP63 32.00- 0.6000 0.6000 52.00 T17 14 LDF7-50A(1-5/8 FOAM) 32.00- 0.6000 0.6000 52.00 T17 15 LDF4RN-50A(1/2 FOAM) 32.00- 0.6000 0.6000 52.00 T17 16 LDF7-50A(1-5/8 FOAM) 32.00- 0.6000 0.6000 52.00 T17 17 Feedline Ladder(Afl 32.00- 0.6000 0.6000 52.00 T17 18 Feedline Ladder(A� 32.00- 0.6000 0.6000 52.00 T17 19 Feedline Ladder(Afl 32.00- 0.6000 0.6000 52.00 T17 20 Climbing Ladder(CCI) 32.00- 0.6000 0.6000 52.00 T17 21 Safety Line 3/8 32.00- 0.6000 0.6000 52.00 T17 23 E65(ELLIPTICAL) 32.00- 0.6000 0.6000 52.00 T17 24 LDF4-50A(1/2") 32.00- 0.6000 0.6000 52.00 T17 25 AL5-50(7/8) 32.00- 0.6000 0.6000 52.00 T17 26 561(1-5/8") 32.00- 0.6000 0.6000 52.00 T17 27 Feedline Ladder(A� 32.00- 0.6000 0.6000 52.00 T18 1 Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 T18 2 LDF7-50A(1-5/8 FOAM) 8.00-32.00 0.6000 0.6000 T18 4 LDFS-50A(7/8 FOAM) 8.00-32.00 0.6000 0.6000 T18 5 Feedline Ladder(A� 5.00-32.00 0.6000 0.6000 T18 6 TSZ 999 067/x�txM-BAWG( 8.00-32.00 0.6000 0.6000 1-3/1 6") T18 7 LDF2-50A(3/8 FOAM) 8.00-32.00 0.6000 0.6000 T18 8 TOWER HYBRID CABLE 8.00-32.00 1.0000 1.0000 6X6 AWG(1-3l8") tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Se/f Support Tower Structura/Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 32 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment o Ice Ice Elev T18 9 LDF7-50A(1-5/8 FOAM) 8.00-32.00 0.6000 0.6000 T18 10 ASU9323TYP01(1-1/4) 8.00-32.00 0.6000 0.6000 T18 11 ASU9325TYP01(1-3/5) 8.00-32.00 0.6000 0.6000 T18 12 LDF7-50A(1-5/8 FOAM) 8.00-32.00 0.6000 0.6000 T18 13 EW P63 8.00-32.00 0.6000 0.6000 T18 14 LDF7-50A(1-5/8 FOAM) 8.00-32.00 0.6000 0.6000 T18 15 LDF4RN-50A(1/2 FOAM) 8.00-32.00 0.6000 0.6000 T18 16 LDF7-50A(1-5/8 FOAM) 8.00-32.00 0.6000 0.6000 T18 17 Feedline Ladder(Afl 8.00-32.00 0.6000 0.6000 T18 18 Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 T18 19 Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 T18 20 Climbing Ladder(CCI) 8.00-32.00 0.6000 0.6000 T18 21 Safety Line 3/8 8.00-32.00 0.6000 0.6000 T18 23 E65(ELLIPTICAL) 8.00-32.00 0.6000 0.6000 T18 24 LDF4-50A(1/2") 8.00-32.00 0.6000 0.6000 T18 25 AL5-50(7/8) 8.00-32.00 0.6000 0.6000 T18 26 561(1-5/8") 8.00-32.00 0.6000 0.6000 T18 27 Feedline Ladder(A� 5.00-32.00 0.6000 0.6000 Discrete T wer Loads Description Face Offset Offsets: Azimuth Placement CqAq CqAq Weighf or Type Horz Adjustme Front Srde Leg Lateral t Vert ft ft ft� ft K R ° ft Lightning Rod 1/2"x4'on C From Leg 0.00 0.00 285.00 No Ice 5.45 5.45 0.13 15'Pole 0.00 10 00 Flash Beacon Lighting C From Leg 0.00 0.00 285.00 No Ice 2.70 2.70 0.05 0.00 10.00 DB224 B From Leg 0.00 -90.00 285.00 No Ice 3.15 3.15 0.03 -0.50 5.00 Side Arm Mount[SO 306- A From Leg 1 41 -45.00 277.00 No Ice 0.98 2.18 0.04 1] -1.41 0.00 Side Arm Mount[SO 306- B From Leg 0.00 -90.00 277.00 No Ice 0.98 2.18 0.04 1] -2.00 0.00 DS8A10F36U-D A From Leg 2.83 -45.00 277.00 No Ice 4.64 4.64 0.04 -2.83 8.00 ATS8TMA10 A From Leg 2.83 -45.00 277.00 No Ice 1.16 2.74 0.03 -2.83 8.00 DS8A10F36U-D B From Leg 0.00 -90.00 277.00 No Ice 4.64 4.64 0.04 -4.00 8.00 Sector Mount[SM 402-1] A From Leg 1 15 -55.00 227.00 No Ice 9.76 7.05 0.28 -1.64 0.00 Sector Mount[SM 402-1] B From Leg 1.81 -25.00 227.00 No Ice 9.76 7.05 0.28 -0.85 0.00 Sector Mount[SM 402-1] C From Leg 1.99 -5.00 227.00 No Ice 9 76 7.05 0.28 -0 17 0.00 (2)UMWD-03319-R2DM A From Leg 2.29 -55.0 227.00 No Ice 6.11 4 47 0.05 w/Mount Pipe -3.28 0.00 (2)UMWD-03319-R2DM B From Leg 3.63 -25.0 227.00 No Ice 6.11 4.47 0.05 w/Mount Pipe -1.69 tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 33 Description Face Offset Offsets: Azimuth Placement CqAq CqAq Weight or Type Horz Adjusfine Front Side Leg Lafera/ t Vert ft ft ftz ft K ft ° ft 0.00 (2)UMWD-03319-R2DM C From Leg 3.98 -5.00 227.00 No Ice 6.11 4.47 0.05 w/Mount Pipe -0.35 0.00 Sector Maunt[SM 602-1] A From Leg 1.93 -15.00 215.00 No Ice 18.81 10.62 0.51 - -0.52 0.00 Sector Mount[SM 602-1] B From Leg 1.93 15.00 215.00 No Ice 18.81 10.62 0.51 0.52 0.00 Sector Mount[SM 602-1] C From Leg 1 41 45.00 215.00 No Ice 18.81 10.62 0.51 1 41 0.00 (4)D8878G90A-XY A From Leg 3.86 -15.00 215.00 No Ice 10.30 7.53 0.05 w/Mount Pipe -1.04 0.00 (3)DB878G90A-XY B From Leg 3.86 15.00 215.00 No Ice 10.30 7.53 0.05 w/Mount Pipe 1.04 0.00 (4)DB878G90A-XY C From Leg 2.83 45.00 215.00 No Ice 10.30 7.53 0.05 w/Mount Pipe 2.83 0.00 2"x 6'Mount Pipe B From Leg 3.86 15.00 215.00 No Ice 1.20 1.20 0.03 1.04 0.00 Sector Mount[SM 502-1] A From Leg 1.93 -15.00 203.00 Na Ice 15.35 14.00 0.56 -0.52 0.00 Sector Mount[SM 502-1] B From Leg 1.93 15.00 203.00 No Ice 15.35 14 00 0.56 0.52 0.00 Sector Mount[SM 502-1] C From Leg 1 41 45.00 203.00 No Ice 15.35 14 00 0.56 1 41 0.00 2"x 6'Mount Pipe A From Leg 3.86 -15.00 203.00 No Ice 120 1.20 0.03 -1.04 0.00 2"x 6'Mount Pipe B From Leg 3.86 15.00 203.00 No Ice 1.20 1.20 0.03 1.04 0.00 2"x 6'Mount Pipe C From Leg 2.83 45.00 203.00 No Ice 1.20 1.20 0.03 2.83 0.00 APXV9ERR1 S-C w/Mount A From Leg 3.86 -15.00 203.00 No Ice 8.26 6.47 0.07 Pipe -1.04 0.00 TTTT65AP-1XR w/Mount A From Leg 3.86 -15.00 203.00 No Ice 7.62 4 78 0.06 Pipe -1.04 0.00 (3)ACU-A20-N A From Leg 3.86 -15.00 203.00 No Ice 0.08 0.14 0.00 -1.04 0.00 SOOMHZ SMR FILTER A From Leg 3.86 -15.00 203.00 No Ice 0.76 0.25 0.01 -1.04 0.00 RRUS-11 800MHz A From Leg 3.86 -15.00 203.00 No Ice 2.94 1.52 0.05 -1.04 0.00 RRUS 31 B25 A From Leg 3.86 -15.00 203.00 No Ice 1.89 1 49 0.06 -1.04 0.00 FZHJ-RRH A From Leg 3.86 -15.00 203.00 No Ice 1 47 1 18 0.06 -1.04 0.00 APXVERRIB-C w/Mount B From Leg 3.86 15.00 203.00 No Ice 8.26 6.71 0.07 tnxTower Report-version 6.1 4 1 . . June 19, 2014 285 Ft Seif Support Tower Structural Ana/ysis CC!BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 34 Description Face Offset Offsets: Azimuth Placement CqAq CqAq Weight or Type Horz Adjustmen Front Side Leg Latera/ t Vert ft R ft� 1� K R ° R Pipe 1.04 0.00 TTTT65AP-1XR w/Mount B From Leg 3.86 15.00 203.00 No Ice 7.62 4.78 0.06 Pipe 1.04 0.00 RRUS-11 800MHz B From Leg 3.86 15.00 203.00 No Ice 2.94 1.52 0.05 1.04 0.00 800MHZ SMR FILTER B From Leg 3.86 15.00 203.00 No Ice 0.76 0.25 0.01 1.04 0.00 (3)ACU-A20-N B From Leg 3.86 15.00 203.00 No Ice 0.08 0.14 0.00 1.04 0.00 RRUS 31 B25 B From Leg 3.86 15.00 203.00 No Ice 1.89 1 49 0.06 , 1.04 0.00 � (2)TN11/2X 248T/256X B From Leg 3.86 25.00 203.00 No Ice 1.25 0.46 0.01 HP 1.04 0.00 FZHJ-RRH B From Leg 3.86 15.00 203.00 No Ice 1 47 1.18 0.06 ' 1.04 0.00 APXV9ERR18-C w/Mount C From Leg 2.83 45.00 203.00 No Ice 8.26 6.47 0.07 ' Pipe 2.83 0.00 TTTT65AP-1XR w/Mount C From Leg 2.83 45.00 203.00 No Ice 7.62 4 78 0.06 Pipe 2.83 0.00 RRUS-11 800MHz C From Leg 2.83 45.00 203.00 No Ice 2.94 1.52 0.05 2.83 0.00 (3)ACU-A20-N C From Leg 2.83 45 00 203.00 No Ice 0.08 0.14 0.00 2.83 0.00 800MHZ SMR FILTER C From Leg 2.83 45 00 203.00 No Ice 0.76 0.25 0.01 2.83 0.00 RRUS 31 B25 C From Leg 2.83 45.00 203.00 No Ice 1.89 1 49 0.06 2.83 0.00 FZHJ-RRH C Fram Leg 2.83 45.00 203.00 No Ice 1.47 1 1 S 0.06 2.83 0.00 Zephyrhills Platform C None 0.00 195.00 No Ice 41 00 41 00 3.00 Sector Mount[SM 402-1] B From Leg 1.93 -15.00 194.00 No Ice 9.76 7.05 0.28 -0.52 0.00 Sector Mount[SM 402-1] C From Leg 1.93 15 00 194.00 No Ice 9.76 7.05 0.28 0.52 0.00 Sector Mount[SM 402-1] D From Leg 1 41 45 00 194.00 No Ice 9.76 7.05 0.28 1 41 0.00 TMBX-6517-R2M w/Mount B From Leg 3.86 -15.00 194.00 No Ice 5.54 5.02 0.04 Pipe -1 04 0.00 ETW200VS12U6 B From Leg 3.86 -15.00 194.00 No Ice 0.18 0.47 0.01 -1.04 0.00 2 TMBXX-6517-A2M B From Le 3.86 -15.00 194.00 No Ice 8.74 5.24 0.04 O 9 -1.04 0.00 FRIG B From Leg 3.86 -15.00 194.00 No Ice 2.79 1 10 0.06 -1.04 tnxTower Report-version 6.1 4 1 a � June 19, 2014 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 35 Description Face Offset Offsets: Azimufh Placement CAAA C,,AA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert R ft 1i� ftz K ft ° R 0.00 (2)FXFB B From Leg 3.86 -15.00 194.00 No Ice 4.13 1 12 0.06 -1.04 0.00 ASU9338TYP01 B From Leg 3.86 -15.00 194.00 No Ice 3.74 1 16 0.02 -1.04 0.00 (2)TMBXX-6517-A2M C From Leg 3.86 15 00 194.00 No Ice 8.74 5.24 0.04 -1 04 0.00 TMBX-6517-R2M w/Mount C From Leg 3.86 15.00 194.00 No Ice 5.54 5.02 0.04 Pipe -1.04 0.00 ETW200VS12UB C From Leg 3.86 15.00 194.00 No Ice 0.18 0.47 0.01 -1.04 0.00 FRIG C From Leg 3.86 15.00 194.00 No Ice 2.79 1 10 0.06 -1.04 0.00 ASU9338TYP01 C From Leg 3.86 15.00 194.00 No Ice 3.74 1.16 0.02 -1 04 0.00 TMBX-6517-R2M w/Mount D From Leg 2.83 45.00 194.00 No Ice 5.54 5.02 0.04 Pipe 2.83 0.00 (2)TMBXX-6517-A2M D From Leg 2.83 45.00 194.00 No Ice 8.74 5.24 0.04 2.83 0.00 FRIG D From Leg 2.83 45.00 194.00 No Ice 2.79 1 10 0.06 2.83 0.00 ETW200VS12UB D From Leg 2.83 45 00 194.00 No Ice 0.18 0.47 0.01 2.83 0.00 FXFB D From Leg 2.83 45.00 194.00 No Ice 4 13 1 12 0.06 2.83 0.00 ASU9338TYP01 D From Leg 2.83 45.00 194.00 Na Ice 3.74 1 16 0.02 2.83 0.00 Pipe Mount[PM 501-1] C From Leg 0.40 37.00 185.00 No Ice 3.47 1.67 0.05 0.30 0.00 Sector Mount[SM 408-1] A From Leg 1.93 -15.00 177.00 No Ice 11 70 8.25 0.34 -0.52 0.00 Sector Mount[SM 408-1] B From Leg 1.93 15 00 177.00 No Ice 11 70 8.25 0.34 0.52 0.00 Sector Mount[SM 408-1] C From Leg 1 41 45 00 177.00 No Ice 11 70 8.25 0.34 1 41 0.00 (2)LPD-7905/8 w!Mount A From Leg 3.86 -15.00 177.00 No Ice 6.21 11.53 0.08 Pipe -1.04 0.00 X7C-FRO-860 w/Mount A From Leg 3.86 -15.00 177.00 No Ice 13.63 10.26 0.07 Pipe -1.04 0.00 (2)LPD-7905/8 w/Mount B From Leg 3.86 15.00 177.00 No Ice 6.21 11.53 0.08 Pipe 1.04 0.00 X7C-FRO-860 w/Mount B From Leg 3.86 15.00 177.00 No Ice 13.63 10.26 0.07 Pipe 1.04 0.00 (2)LPD-7905/8 w/Mount C From Leg 2.83 45.00 177.00 No Ice 6.21 11 53 0.08 tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Support Tower Structural Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 36 Description Face Offset Offsets: Azimuth Placement CqAq CqAq Weight or Type Horz Adjustmen Front Side Leg Latera/ t Vert ft R fr2 1t� K ft ° R Pipe 2.83 0.00 X7C-FRO-860 w/Mount C From Leg 2.83 45.00 177.00 No Ice 13.63 10.26 0.07 Pipe 2.83 0.00 Zephyrhills Platform C None 0.00 96.00 No Ice 41 00 41.00 3.00 Pipe Mount[PM 601-1] B From Leg 0.35 45 00 95.00 No Ice 3.00 0.90 0.07 0.35 0.00 Side Lighting B From Leg 0.50 0.00 183.00 No Ice 0.13 0.13 0.01 0.00 0.00 Side Lighting D From Leg 0.50 0.00 183.00 No Ice 0.13 0.13 0.01 0.00 0.00 Side Lighting A From Leg 0.50 0.00 105.00 No Ice 0.13 0.13 0.01 0.00 0.00 Side Lighting C From Leg 0.50 0.00 105.00 No Ice 0.13 0.13 0.01 0.00 0.00 Dis es Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustme t Beam Diameter Area Leg Lateral Width Vert it ° ° R ft ft� K ANT2 0.6 11 HPX B Paraboloid From 3.86 25.00 203.00 2.17 No Ice 3.72 0.03 (TR) w/Shroud(HP) Leg 1.04 0.00 PAR6-65 C Paraboloid w/o From 0.80 37 00 185.00 6.00 No Ice 28.27 0.14 Radome Leg 0.60 0.00 PAD8-65AC B Paraboloid w/o From 0.71 45.00 95.00 8.00 No Ice 50.27 0.29 Radome Leg 0.71 0.00 Load Com inations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 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+1.6 Wind 135 deg-No Ice 9 0.9 Dead+1.6 Wind 135 deg-No Ice 10 1.2 Dead+1.6 Wind 180 deg-No Ice 11 0.9 Dead+1.6 Wind 180 deg-No Ice 12 1.2 Dead+1.6 Wind 225 deg-No Ice 13 0.9 Dead+�.6 Wind 225 deg-No Ice 14 1.2 Dead+1.6 Wind 270 deg-No Ice 15 0.9 Dead+1.6 Wind 270 deg-No Ice 16 1.2 Dead+1.6 Wind 315 deg-No Ice tnxTower Report-version 6.1 4 1 i . � June 19, 2014 285 Ft Self Support Tower Structura/Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 37 Comb. Description No. 17 0.9 Dead+1.6 Wind 315 deg-No Ice 18 Dead+Wind 0 deg-Service 19 Dead+Wind 45 deg-Service 20 Dead+Wind 90 deg-Service 21 Dead+Wind 135 deg-Service 22 Dead+Wind 180 deg-Service 23 Dead+Wind 225 deg-Service 24 Dead+Wind 270 deg-Service 25 Dead+Wind 315 de -Service Maximum Me ber Forces Sectio Elevation Component Condition Gov Axial MajorAxis MinorA�cis n R Type Load Momenf Moment No. omb. K kip-ft kip-ft T1 288-279 Leg Max Tension 9 0.23 0.37 0.32 Max.Compression 8 -0.76 -0.28 -0.35 Max.Mx 10 -0.03 -0.61 0.01 Max.My 2 -0.09 0.00 -0.62 Max.Vy 10 -0.29 0.48 0.01 Max.Vx 2 -0.29 0.00 0.48 Diagonal MaxTension 3 0.41 0.00 0.00 Max.Compression 2 -0.64 0.00 0.00 Max.Mx 2 0.24 0.07 0.00 Max.My 2 -0.03 0.00 -0.01 Max.Vy 2 -0.03 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 3 0.24 -0.03 0.00 Max.Compression 2 -0.26 -0.03 0.00 Max.Mx 6 -0.04 -0.04 0.00 Max.My 2 0.04 -0.03 0.00 Max.Vy 6 -0.04 -0.04 0.00 Max.Vx 10 -0.00 -0.03 0.00 Inner Bracing Max Tension 2 0.01 0.00 0.00 Max.Compression 8 -0.01 0.00 0.00 Max.Mx 14 0.00 -0.08 0.00 Max.My 6 0.00 0.00 -0.00 Max.Vy 14 0.03 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T2 279-272 Leg Max Tension 5 0.56 0.20 0.03 Max.Compression 4 -2.10 -0.02 -0.16 Max.Mx 6 -0.02 0.48 -0.02 Max.My 14 -0.11 -0.01 0.48 Max.Vy 6 0.36 0.48 -0.02 Max.Vx 10 0.36 0.02 0.45 Diagonal MaxTension 15 1.62 0.00 0.00 Max.Compression 14 -1.90 0.00 0.00 Max.Mx 2 1.55 0.06 0.00 Max.My 2 -0.11 0.00 -0.01 Max.Vy 2 -0.03 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Horizontal Max Tension 14 1.16 0.00 0.00 Max.Compression 15 -1.09 0.00 0.00 Max.Mx 6 -0.03 -0.04 -0.00 Max.My 10 -0.00 -0.03 0.01 Max.Vy 6 0.03 -0.04 -0.00 Max.Vx 10 -0.00 -0.03 0.01 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 4 -0.01 0.00 0.00 Max.Mx 14 -0.00 -0.10 0.00 Max.My 6 -0.00 0.00 -0.00 Max.Vy 14 0.03 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T3 272-259 Leg Max Tension 5 1.63 020 0.03 Max.Compression 4 -4.50 -0.04 -0.10 Max.Mx 4 -1.87 0.37 -0.31 Max.My 12 -1 79 -0.31 0.37 tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Support Tower Structura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 38 Sectio Elevation Component Condition Gov Axial MajorAxis MinorAxis n ft Type Load Moment Moment No. omb. K ki -ft kip-R Max.Vy 6 -0.19 0.33 -0.14 Max.Vx 14 -0.19 -0.13 0.32 Diagonal MaxTension 15 3.92 -0.01 -0.02 Max.Compression 14 -4.29 0.00 0.00 Max.Mx 12 -3.21 -0.04 0.02 Max.My 12 -3.45 -0.03 0.03 Max.Vy 12 0.02 -0.04 0.02 Max.Vx 12 -0.01 0.00 0.00 Horizontal Max Tension 14 1.83 0.00 0.00 Max.Compression 15 -1 77 -0.07 0.00 Max.Mx 2 -0.05 -0.12 -0.00 Max.My 10 -0.00 -0.07 0.01 Max.Vy 2 0.07 -0.12 -0.00 Max.Vx 10 -0.01 -0.07 0.01 Redund Horz 1 Max Tension 17 0.19 0.00 0.00 Bracing Max.Compression 9 -0.19 0.00 0.00 Max.Mx 6 0.05 -0.01 0.00 Max.My 16 0.16 0.00 0.00 Max.Vy 6 0.01 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Diag 1 MaxTension 8 0.31 0.00 0.00 Bracing Max.Compression 17 -0.18 0.00 0.00 Max.Mx 2 0.06 -0.01 0.00 Max.My 2 0.15 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 4 -0.02 0.00 0.00 Max.Mx 10 -0.00 -0.11 0.00 Max.My 6 -0.00 0.00 -0.00 Max.Vy 10 0.04 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T4 259-247 Leg Max Tension 5 5.98 0.16 0.08 Max.Compression 4 -10 49 -0.11 -0.18 Max.Mx 4 -2.88 0.52 -0.45 Max.My 12 -2.72 -0.45 0.52 Max.Vy 6 -0.23 0.48 -0.18 Max.Vx 14 -0.23 -0.18 0.48 Diagonal MaxTension 15 5.27 -0.02 -0.01 Max.Compression 14 -5.62 0.00 0.00 Max.Mx 12 -4.32 -0.04 0.02 Max.My 12 -4.50 -0.03 0.02 Max.Vy 12 0.02 -0.04 0.02 Max.Vx 4 -0.01 0.00 0.00 Horizontal Max Tension 14 2.88 0.00 0.00 Max.Compression 15 -2.85 -0.04 0.00 Max.Mx 2 -0.12 -0.06 -0.00 Max.My 10 -0.00 -0.05 0.01 Max.Vy 2 0.04 -0.06 -0.00 Max.Vx 10 -0.00 -0.05 0.01 Redund Horz 1 MaxTension 8 0.16 0.00 0.00 Bracing Max.Compression 4 -0.16 0.00 0.00 Max.Mx 6 0.12 -0.01 0.00 Max.My 16 0.16 0.00 0.00 Max.Vy 6 0.01 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Diag 1 MaxTension 8 0.22 0.00 0.00 Bracing Max.Compression 4 -0.15 0.00 0.00 Max.Mx 2 0.12 -0.01 0.00 Max.My 2 0.18 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 4 -0.02 0.00 0.00 Max.Mx 10 -0.00 -0.15 0.00 tnxTower Report-version 6.1.4 1 i • June 19, 2014 285 Ft Se/f Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 39 Sectio Elevation Component Condition IGov Axial MajorAxis MinorAxis n (t Type oad Moment Moment No. omb. K kip-ft kip-ft Max.My 6 -0.00 0.00 -0.00 Max.Vy 10 0.04 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T5 247-237 Leg Max Tension 5 12.23 0.24 0.16 Max.Compression 4 -18.24 -0.29 -0.32 Max. Mx 4 -3.39 0.52 -0.45 Max.My 12 -3.17 -0.45 0.52 Max.Vy 6 0.34 0.48 -0.18 Max.Vx 14 0.34 -0.18 0.48 Diagonal MaxTension 15 5.78 0.00 0.00 Max.Compression 14 -6.22 0.00 0.00 Max.Mx 2 5.55 0.15 0.00 Max.My 2 -0.24 0.00 -0.02 Max.Vy 2 -0.05 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Horizontal Max Tension 14 3.84 0.00 0.00 Max.Compression 15 -3.76 -0.06 0.00 Max.Mx 2 -0.20 -0.09 -0.01 Max.My 10 0.14 -0.08 0.02 Max.Vy 2 0.06 -0.09 -0.01 Max.Vx 10 -0.01 -0.08 0.02 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 4 -0.02 0.00 0.00 Max.Mx 10 -0.00 -0.18 0.00 Max.My 6 -0.00 0.00 -0.00 Max.Vy 10 0.05 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T6 237-232 Leg Max Tension 5 18.15 0.33 0.31 Max.Compression 4 -25.75 -0.04 -0.14 Max.Mx 8 -4 48 1 14 -1.02 Max.My 16 -4 75 -1.02 1.14 Max.Vy 8 -0.33 1 14 -1.02 Max.Vx 16 -0.33 -1.02 1 14 Diagonal MaxTension 15 4.82 0.00 0.00 Max.Compression 14 -5.48 0.00 0.00 Max.Mx 2 4.62 0.17 0.00 Max.My 2 -0.38 0.00 -0.01 Max.Vy 2 -0.07 0.00 0.00 Max.Vx 2 0.01 0.00 0.00 Horizontal Max Tension 6 4.50 -0.08 0.01 Max.Compression 15 -4.31 -0.06 0.00 Max.Mx 6 -028 -0.08 -0.00 Max.My 10 -0.01 -0.08 0.01 Max.Vy 6 0.05 -0.08 -0.00 Max.Vx 10 -0.00 -0.08 0.01 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 4 -0.02 0.00 0.00 Max.Mx 10 -0.00 -0.22 0.00 Max.My 6 -0.00 0.00 -0.00 Max.Vy 10 0.05 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T7 232-222 Leg Max Tension 5 20.34 0.23 0.13 Max.Compression 4 -30.55 0.19 0.11 Max.Mx 8 -6.32 1.56 -1.27 Max.My 16 -6.62 -1.26 1.57 Max.Vy 16 -0.72 -0.04 -0.31 Max.Vx 8 -0.71 -0.29 -0.04 Diagonal Max Tension 15 8.14 -0.03 -0.02 Max.Compression 14 -8.98 0.00 0.00 Max.Mx 8 -6.66 -0.07 -0.03 Max.My 14 -8.91 -0.06 0.03 Max.Vy 8 0.04 -0.07 -0.03 Max.Vx 6 0.01 0.00 0.00 Horizontal MaxTension 14 5.75 0.00 0.00 Max.Compression 15 -5.43 -0.19 0.01 Max.Mx 2 -0.33 -0.32 -0.01 Max.My 10 0.32 -0.20 0.04 Max.Vy 2 0.15 -0.32 -0.01 Max.Vx 10 -0.01 -0.20 0.04 tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 40 Sectio Elevation Component Condition Gov .4�cial MajorAxis MinorAxis n ft Type Load Moment Moment No. omb. K ki ft kip-R Redund Horz 1 MaxTension 16 0.80 0.00 0.00 Bracing Max.Compression 9 -0.73 0.00 0.00 Max.Mx 2 -0.50 -0.01 0.00 Max. My 16 0.65 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Diag 1 Max Tension 8 0.64 0.00 0.00 Bracing Max.Compression 17 -0.52 0.00 0.00 Max.Mx 2 0.24 -0.02 0.00 Max.My 2 0.49 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 4 -0.04 0.00 0.00 Max.Mx 10 -0.00 -0.31 0.00 Max.My 6 -0.01 0.00 -0.00 Max.Vy 10 -0.07 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 T8 222-210 Leg Max Tension 5 27 12 0.13 0.05 Max.Compression 4 �1.06 -0.21 -026 Max.Mx 8 -8.87 3.11 -2.65 Max.My 16 -9.15 -2.64 3.11 Max.Vy 16 -1.30 -0.40 -0.70 Max.Vx 8 -1.31 -0.69 -0.40 Diagonal MaxTension 15 12.60 -0.02 -0.02 Max.Compression 14 -13.27 0.00 0.00 Max.Mx 8 -9.51 -0.08 -0.04 Max.My 14 -13.19 -0.08 0.04 Max.Vy 8 0.04 -0.08 -0.04 Max.Vx 6 0.01 0.00 0.00 Horizontal Max Tension 14 7.86 0.00 0.00 Max.Compression 15 -7.62 -0.09 0.01 Max.Mx 2 -0.44 -0.13 -0.01 Max.My 10 -0.00 -0.10 0.02 Max.Vy 2 0.06 -0.13 -0.01 Max.Vx 10 -0.01 -0.10 0.02 Redund Horz 1 MaxTension 8 1 49 0.00 0.00 Bracing Max.Compression 17 -1 41 0.00 0.00 Max.Mx 6 0.72 -0.01 0.00 Max.My 16 1 15 0.00 0.00 Max.Vy 6 -0.01 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Diag 1 MaxTension 16 121 0.00 0.00 Bracing Max.Compression 9 -1 11 0 00 0.00 Max.Mx 2 0.35 -0.02 0.00 Max.My 2 0.59 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 4 -0.03 0.00 0.00 Max.Mx 10 -0.00 -0.36 0.00 Max.My 6 -0.01 0.00 -0.00 Max.Vy 10 0.08 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T9 210-195 Leg Max Tension 5 38.89 0.61 0.56 Max.Compression 4 -57 35 -0.28 -0.27 Max.Mx 8 -11.93 415 -3.67 Max.My 16 -1229 -3.63 4 15 Max.Vy 8 -1.21 -0.20 0.38 Max.Vx 16 -1 18 0.38 -0.19 Diagonal MaxTension 15 18.75 -0.03 -0.03 Max.Compression 14 -19.34 0.00 0.00 Max.Mx 8 -14 42 -0.10 -0.06 Max.My 14 -19.25 -0.10 0.07 Max.Vy 8 0.05 -0.10 -0.06 tnxTower Report-version 6.1 4.1 � - ---- -- - - June 19, 2014 285 Ft Se/f Support Tower Structural Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 41 Sectio Elevation Component Condition Gov Axial MajorAxis MinorAxis n ft Type Load Moment Moment No. omb. K kip-ft kip-ft Max.Vx 6 -0.01 0.00 0.00 Horizontal Max Tension 14 10.90 0.00 0.00 Max.Compression 14 -10.90 -0.14 0.01 Max.Mx 2 -0.61 -0.16 -0.01 Max.My 10 -0.38 -0.12 0.02 Max.Vy 2 0.07 -0.16 -0.01 Max.Vx 10 -0.01 -0.12 0.02 Redund Horz 1 MaxTension 16 1.27 0.00 0.00 Bracing Max.Compression 9 -1.22 0.00 0.00 Max.Mx 10 0.78 -0.01 0.00 Max.My 16 0.96 0.00 0.00 Max.Vy 10 0.01 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Diag 1 Max Tension 8 1 18 0.00 0.00 Bracing Max.Compression 17 -1.02 0.00 0.00 Max.Mx 2 0.53 -0.03 0.00 Max.My 2 0.78 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 4 -0.03 0.00 0.00 Max.Mx 10 -0.00 -0.26 0.00 Max.My 6 -0.00 0.00 -0.00 Max.Vy 10 0.05 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T10 195-183 Leg Max Tension 5 59 10 0.62 0.66 Max.Compression 4 -83.07 -0.51 0.16 Max.Mx S -13.14 4 15 -3.67 Max.My 16 -13.32 -3.63 415 Max.Vy 10 2.77 3.22 -2.03 Max.Vx 2 2.77 -2.08 3.19 Diagonal MaxTension 11 20.24 0.00 0.00 Max.Compression 10 -21 11 -0.15 -0.07 Max.Mx 16 -16.35 -0.15 0.06 Max.My 2 -20.62 -0.15 0.07 Max.Vy 16 0.06 -0.15 0.06 Max.Vx 10 0.01 0.00 0.00 Horizontal MaxTension 11 14.33 -0.25 0.02 Max.Compression 10 -14.68 -0.33 0.02 - Max.Mx 6 -0.90 -0.39 -0.01 Max.My 10 -0.75 -0.27 0.06 Max.Vy 6 0.15 -0.39 -0.01 Max.Vx 10 -0.01 -0.27 0.06 Redund Horz 1 MaxTension 4 1.89 0.00 0.00 Bracing Max.Compression 9 -1.68 0.00 0.00 Max.Mx 2 1.37 0.04 0.00 Max.My 16 1.22 0.00 -0.00 Max.Vy 2 -0.03 0.00 0.00 � Max.Vx 16 0.00 0.00 0.00 Redund Diag 1 MaxTension 8 1.37 0.00 0.00 Bracing Max.Compression 5 -1.25 0.00 0.00 Max.Mx 2 0.62 0.05 0.00 Max.My 2 1 09 0.00 -0.00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 4 -0.05 0.00 0.00 Max.Mx 10 -0.01 -1.06 0.00 Max.My 6 -0.01 0.00 -0.00 Max.Vy 10 0.19 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T11 183-171 Leg Max Tension 5 76.54 0.54 0.63 Max.Compression 4 -107.04 -0.10 0.27 Max.Mx 8 -19.28 5.10 -4.31 Max.My 16 -19.60 -4.39 5.14 tnxTower Report-version 6.1 4 1 . . June 19, 2014 285 Ft Self Support Tower Structural Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Applicafion 250154, Revision 0 Page 42 Sectio Elevation Component Cond'dion Gov Axial MajorAxis MinorAxis n ft Type Load Moment Moment No. om6. K kip-ft kip-R Max.Vy 8 -1 70 5.10 �.31 Max.Vx 16 -1 72 �.39 5.14 Diagonal MaxTension 3 23.69 0.00 0.00 Max.Compression 2 -24.38 -0.14 0.07 Max.Mx 16 -19 16 -0.14 0.06 Max.My 2 -24.28 -0.14 0.07 Max.Vy 16 0.06 -0.14 0.06 Max.Vx 2 -0.01 0.00 0.00 Horizontal Max Tension 2 17.57 0.00 0.00 Max.Compression 3 -17.26 -0.31 0.02 Max.Mx 6 1 13 -0.48 -0.03 Max.My 2 1 12 -0.33 0.08 Max.Vy 6 0.17 -0.48 -0.03 Max.Vx 2 -0.02 -0.33 0.08 Redund Horz 1 Max Tension 14 1 73 0.00 0.00 Bracing Max.Compression 4 -1.61 0.00 0.00 Max.Mx 2 1.66 -0.02 0.00 Max.My 16 1.58 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Diag 1 Max Tension 6 1 17 0.00 0.00 Bracing Max.Compression 4 -1 11 0.00 0.00 Max.Mx 2 0.80 -0.04 0.00 Max.My 2 1 13 0.00 0.00 Max.Vy 2 0.02 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 2 -0.04 0.00 0.00 Max.Mx 10 -0.00 -0.44 0.00 Max.My 6 -0.01 0.00 -0.00 Max.Vy 10 0.07 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T12 171 -146 Leg Max Tension 5 96.62 0.49 0.59 Max.Compression 4 -133.94 0.30 0.66 Max.Mx 8 -21 45 5.10 -4.31 Max.My 16 -22.20 -4.39 5.14 Max.Vy 8 0.95 5.10 �.31 Max.Vx 16 0.96 -4.39 5.14 Diagonal MaxTension 3 39.63 0.00 0.00 Max.Compression 2 -40.89 0.00 0.00 Max.Mx 16 -31 74 -0.39 0.53 Max.My 10 -40.22 -0.35 -0.68 Max.Vy 2 0.12 -0.39 0.44 Max.Vx 10 -0.06 0.00 0.00 Horizontal MaxTension 3 19.88 0.00 0.00 Max.Compression 3 -19.99 -0.20 0.01 Max.Mx 2 1.59 -0.31 -0.02 Max.My 2 1.07 -0.21 0.05 Max.Vy 2 0.10 -0.31 -0.02 Max.Vx 2 -0.01 -0.21 0.05 Redund Horz 1 MaxTension 4 2.21 0.00 0.00 Bracing Max.Compression 4 -2.21 0.00 0.00 Max.Mx 2 1.56 -0.02 0.00 Max.My 2 1.56 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 1 MaxTension 4 2.38 0.00 0.00 Bracing Max.Compression 4 -2.38 0.00 0.00 Max.Mx 2 1 71 0.09 0.00 Max.My 10 1 42 0.00 0.01 Max.Vy 2 -0.03 0.00 0.00 Max.Vx 10 -0.00 0.00 0.00 Redund Hip 1 MaxTension 7 0.04 0.00 0.00 Bracing Max.Compression 2 -0.19 0.00 0.00 tnxTower Report-version 6.1 4 1 ' e June 19, 2014 285 Ft Se/f Support Tower Structural Analysis CCI BU No 816298 Projecf Number 014-00546-00,Application 250154, Revision 0 Page 43 Secfio Elevation Component Condition �Gov Axial MajorAxis MinorAxis n ft Type oad Moment Momenf No. omb. K ki -ft ki ft Max.Mx 16 -0.15 0.15 0.00 Max.My 16 0.01 0.00 0.00 Max.Vy 16 -0.07 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Hip MaxTension 2 0.31 0.00 0.00 Diagonal Bracing Max.Compression 8 -027 0.00 0.00 Max.Mx 4 0.24 0.51 0.00 Max.My 8 -0.01 0.00 0.00 Max.Vy 4 -0.11 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 Inner Bracing Max Tension 11 0.01 0.00 0.00 Max.Compression 16 -0.09 0.00 0.00 Max.Mx 10 -0.00 -0.50 0.00 Max.My 6 -0.01 0.00 -0.00 Max.Vy 10 0.08 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T13 146-122 Leg Max Tension 5 142.53 -0.54 -0.07 Max.Compression 4 -187.80 -0.10 0.10 Max.Mx 4 -186.23 5.43 0.08 Max.My 17 -21 43 -0.54 -6.44 Max.Vy 4 1.52 5.43 0.08 Max.Vx 17 1 40 -1.35 -6.21 Diagonal MaxTension 3 41.11 0.00 0.00 Max.Compression 2 �3.50 0.00 0.00 Max.Mx 2 -2.17 -0.21 0.64 Max.My 10 -42.91 -0.08 -1.30 Max.Vy 2 -0.09 -0.21 0.64 Max.Vx 10 0.20 -0.20 0.58 Horizontal Max Tension 3 22.71 0.00 0.00 Max.Compression 2 -23.15 -0.72 0.05 Max.Mx 2 -2.03 -0.92 -0.01 Max.My 2 0.60 -0.51 0.10 Max.Vy 2 025 -0.92 -0.01 Max.Vx 10 -0.02 -0.52 0.10 Redund Horz 1 Max Tension 4 2.88 0.00 0.00 Bracing Max.Compression 4 -2.88 0.00 0.00 Max.Mx 6 -1.04 -0.01 0.00 Max.My 2 2.03 0.00 0.00 Max.Vy 6 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Horz 2 Max Tension 4 2.88 0.00 0.00 Bracing Max.Compression 4 -2.88 0.00 0.00 Max.Mx 14 -0.80 -0.07 0.00 Max.My 16 -0.78 0.00 0.00 Max.Vy 14 0.03 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Diag 1 MaxTension 4 2.73 0.00 0.00 Bracing Max.Compression 4 -2.73 0.00 0.00 Max.Mx 2 1.95 0.04 0.00 Max.My 10 1.31 0.00 0.01 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 10 -0.00 0.00 0.00 Redund Diag 2 MaxTension 4 1.82 0.00 0.00 Bracing Max.Compression 4 -1.82 0.00 0.00 Max.Mx 2 1.28 0.12 0.00 Max.My 2 1.09 0.00 -0.01 Max.Vy 2 -0.04 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Hip 1 MaxTension 10 0.37 0.00 0.00 Bracing Max.Compression 3 -0.46 0.00 0.00 Max.Mx 8 0.36 0.06 0.00 Max.My 16 0.20 0.00 0.00 Max.Vy 8 -0.03 0.00 0.00 tnxTower Report-version 6.1 4.1 . . June 19, 2014 285 Ft Self Support Tower Structura/Ana/ys►s CC!BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 44 Sectio Elevation Component Condition Gov Axial MajorAxis MinorAxis n ft Type oad Moment Moment No. omb. K ki -ft kip-ft Max.Vx 16 -0.00 0.00 0.00 Redund Hip 2 Max Tension 9 0.12 0.00 0.00 Bracing Max.Compression 16 -0.22 0.00 0.00 Max.Mx 4 -0.00 0.23 0.00 , Max.My 16 -0.22 0.00 0.00 Max.Vy 4 0.07 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Redund Hip MaxTension 2 0.70 0.00 0.00 Diagonal Bracing Max.Compression 10 -0.64 0.00 0.00 Max.Mx 4 -0.04 0.61 0.00 Max.My 16 -0.14 0.00 -0.00 Max.Vy 4 -0.13 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 Inner Bracing Max Tension 9 0.11 0.00 0.00 Max.Compression 2 -0.13 0.00 0.00 Max.Mx 10 -0.01 -0.86 0.00 Max.My 6 -0.01 0.00 -0.00 Max.Vy 10 0.12 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T14 122-96 Leg Max Tension 5 186.89 1.99 -0.06 Max.Compression 4 -243.34 0.69 0.08 Max.Mx 4 -242.17 5.93 0.11 Max.My 16 -37 13 -2.25 -9.66 Max.Vy 4 1 42 5.93 0.11 Max.Vx 16 1.86 -225 -9.66 Diagonal MaxTension 3 46.29 0.00 0.00 Max.Compression 2 -48.28 0.00 0.00 Max.Mx 2 -47.40 -0.25 -0.09 Max.My 10 -47 14 -0.08 -1.32 Max.Vy 2 0.09 -0.25 -0.09 Max.Vx 10 0.20 -0.24 0.74 Horizontal Max Tension 3 26.06 0.00 0.00 Max.Compression 2 -26 12 -0.48 0.03 Max.Mx 2 2.80 -0.56 -0.02 Max.My 2 0.77 -0.40 0.08 Max.Vy 2 0.15 -0.56 -0.02 Max.Vx 2 -0.01 -0.40 0.08 Redund Horz 1 MaxTension 4 3.94 0.00 0.00 Bracing Max.Compression 4 -3.94 0.00 0.00 Max.Mx 10 -1 14 -0.02 0.00 Max.My 2 2.78 0.00 0.00 Max.Vy 10 0.01 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Horz 2 MaxTension 4 3.94 0.00 0.00 Bracing Max.Compression 4 -3.94 0.00 0.00 Max.Mx 14 -0.93 -0.09 0.00 Max.My 16 -1.01 0.00 0.01 Max.Vy 14 0.03 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Diag 1 MaxTension 4 3.66 0.00 0.00 Bracing Max.Compression 4 -3.66 0.00 0.00 Max.Mx 2 2.61 0.05 0.00 Max.My 10 1 46 0.00 0.01 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 10 -0.00 0.00 0.00 Redund Diag 2 MaxTension 4 2.46 0.00 0.00 Bracing Max.Compression 4 -2.46 0.00 0.00 Max.Mx 2 1 75 0.15 0.00 Max.My 2 1 19 0.00 -0.01 Max.Vy 2 -0.05 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Hip 1 Max Tension 11 0.34 0.00 0.00 Bracing tnxTower Report-version 6.1 4 1 ( u June 19, 2014 ' 285 Ft Se/f Support Tower Structural Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 45 Sectio Elevation Component Condition �Gov Axial MajorAxrs MinorAxis n ft Type oad Moment Moment No. omb. K ki -ft ki ft Max.Compression 3 -0.48 0.00 0.00 � Max.Mx 16 -0.42 0.08 0.00 Max.My 16 0.19 0.00 0.00 Max.Vy 16 -0.04 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Hip 2 Max Tension 9 0.14 0.00 0.00 Bracing Max.Compression 16 -0.23 0.00 0.00 Max.Mx 4 -0.04 0.32 0.00 Max.My 16 -0.23 0.00 0.00 Max.Vy 4 -0.08 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Hip Max Tension 2 0.68 0.00 0.00 Diagonal Bracing Max.Compression 10 -0.56 0.00 0.00 Max.Mx 4 -0.08 0.47 0.00 Max.My 8 -0.33 0.00 0.00 Max.Vy 4 -0.09 0.00 0.00 , Max.Vx 8 -0.00 0.00 0.00 Inner Bracing Max Tension 9 0.12 0.00 0.00 Max.Compression 2 -0.14 0.00 0.00 Max.Mx 10 -0.01 -0.92 0.00 Max.My 6 -0.01 0.00 -0.00 Max.Vy 10 0.12 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T15 96-72 Leg Max Tension 5 237 13 0.89 -0.11 Max.Compression 4 -307.13 0.15 0.10 Max.Mx 4 -307 11 -6.20 -0.12 Max.My 16 -42.84 -2.24 -9.66 Max.Vy 4 1.64 5.47 0.09 Max.Vx 16 -2.92 -2.24 -9.66 Diagonal MaxTension 15 48.17 0.00 0.00 Max.Compression 14 -50.82 0.00 0.00 Max.Mx 14 -49.81 -0.25 -0.05 Max.My 10 -49.04 -0.12 -1.08 Max.Vy 14 0.09 -0.25 -0.05 Max.Vx 10 0.18 -0.24 0.66 Horizontal Max Tension 15 30.18 0.00 0.00 Max.Compression 14 -30.68 -0.91 0.06 Max.Mx 2 5.49 -0.99 -0.01 Max.My 14 0.51 -0.82 0.14 Max.Vy 2 0.26 -0.99 -0.01 Max.Vx 14 -0.02 -0.82 0.14 Redund Horz 1 Max Tension 4 7.69 0.00 0.00 Bracing Max.Compression 4 -7.69 0.00 0.00 Max.Mx 6 -1.25 -0.02 0.00 Max.My 2 5.46 0.00 0.00 Max.Vy 6 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Horz 2 Max Tension 4 7.69 0.00 0.00 ' Bracing Max.Compression 4 -7.69 0.00 0.00 Max.Mx 14 -1.07 -0.11 0.00 Max.My 16 -0.91 0.00 0.01 Max.Vy 14 0.04 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Diag 1 Max Tension 4 6.30 0.00 0.00 Bracing Max.Compression 4 -6.30 0.00 0.00 Max.Mx 2 4.50 0.06 0.00 Max.My 10 1.33 0.00 0.01 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 10 -0.00 0.00 0.00 Redund Diag 2 Max Tension 4 4.51 0.00 0.00 ' Bracing Max.Compression 4 -4.51 0.00 0.00 Max.Mx 2 3.22 020 0.00 Max.My 2 1.32 0.00 -0.02 tnxTower Re ort-version 6.1 4 1 P . . i i � June 19, 2014 285 Ft Self Support Tower Structural Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 46 Sectio Elevation Component Conddion Gov Axial MajorAxis MinorAxis n ft Type oad Moment Moment No. omb. K kip-ft kip-ft Max.Vy 2 0.06 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Hip 1 Max Tension 11 0.29 0.00 0.00 Bracing Max.Compression 3 -0.42 0.00 0.00 Max.Mx 16 -0.34 0.10 0.00 Max.My 16 0.17 0.00 0.00 Max.Vy 16 -0.05 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Hip 2 Max Tension 9 0.13 0.00 0.00 Bracing Max.Compression 16 -0.22 0.00 0.00 Max.Mx 4 0.00 0.39 0.00 Max. My 16 -0.22 0.00 0.00 Max.Vy 4 -0.09 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Hip MaxTension 14 0.60 0.00 0.00 Diagonal Bracing Max.Compression 10 -0.52 0.00 0.00 Max.Mx 4 -0.07 0.56 0.00 Max.My 16 0.42 0.00 -0.00 Max.Vy 4 -0.10 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Inner Bracing Max Tension 9 0.09 0.00 0.00 Max.Compression 16 -0.15 0.00 0.00 Max.Mx 10 -0.01 1 43 0.00 Max.My 6 -0.01 0.00 0.00 Max.Vy 10 -0.16 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 T16 72-52 Leg Max Tension 5 287.87 3.10 -0.04 Max.Compression 4 -369.18 1 72 -0.03 Max.Mx 4 -369 09 -7.06 -0.08 Max.My 16 -51 43 1.51 5.96 ' Max.Vy 4 2.00 5.42 0.11 Max.Vx 16 1.60 -1.65 -3.64 Diagonal MaxTension 15 45.80 0.00 0.00 Max.Compression 14 �38.39 0.00 0.00 Max.Mx 14 -47 76 -0.28 -0.15 Max.My 10 -47.23 -0.10 -0.59 Max.Vy 14 0.10 -0.28 -0.15 Max.Vx 10 0.12 -0.28 0.48 Horizontal Max Tension 14 33.00 0.00 0.00 Max.Compression 14 -33.20 -0.09 0.11 Max.Mx 14 32.98 -0.25 -0.02 Max.My 16 -25.80 -0.04 -0.15 Max.Vy 14 0.08 -0.25 -0.02 Max.Vx 14 0.03 -0.09 0.11 Redund Horz 1 MaxTension 4 5.55 0.00 0.00 Bracing Max.Compression 4 -5.55 0.00 0.00 Max.Mx 2 -1.59 0.05 0.00 Max.My 2 3.93 0.00 -0.00 Max.Vy 2 -0.03 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Horz 2 Max Tension 4 5.55 0.00 0.00 Bracing Max.Compression 4 -5.55 0.00 0.00 Max.Mx 14 -0.08 0.21 0.00 Max.My 16 -0.34 0.00 -0.01 Max.Vy 14 -0.07 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Diag 1 MaxTension 4 3.88 0.00 0.00 Bracing Max.Compression 4 -3.88 0.00 0.00 Max.Mx 2 2.76 0.06 0.00 Max.My 10 1 47 0.00 0.01 Max.Vy 2 -0.03 0.00 0.00 Max.Vx 10 -0.00 0.00 0.00 Redund Diag 2 Max Tension 4 3.48 0.00 0.00 tnxTower Report-version 6.1 4.1 June 19, 2014 285 Ft Self Support Tower Structural Ana/ysis CCI BU No 816298 Projecf Number 014-00546-00,Application 250154, Revision 0 Page 47 I Sectio Elevation Component Condition Gov Axial MajorAxis MinorAxis n R Type Load Moment Moment No. omb. K ki -ft ki (t Bracing Max.Compression 4 -3.48 0.00 0.00 Max.Mx 2 -1.01 0.14 0.00 Max.My 16 -1.39 0.00 -0.01 Max.Vy 2 -0.05 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Redund Hip 1 Max Tension 9 0.16 0.00 0.00 Bracing Max.Compression 2 -0.30 0.00 0.00 Max.Mx 16 -0.25 0.12 0.00 Max.My 16 0.08 0.00 0.00 Max.Vy 16 -0.05 0.00 0.00 Redund Hip 2 Max Tension 9 0.09 0.00 0.00 Bracing Max.Compression 16 -0.15 0.00 0.00 Max. Mx 4 -0.04 0.46 0.00 Max. My 16 -0.15 0.00 0.00 Max.Vy 4 -0.10 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Hip MaxTension 14 0.36 0.00 0.00 Diagonal Bracing Max.Compression 8 -0.29 0.00 0.00 Max.Mx 4 -0.05 0.64 0.00 Max.My 16 0.25 0.00 -0.00 Max.Vy 4 -0.11 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Inner Bracing Max Tension 9 0.05 0.00 0.00 Max.Compression 16 -0.13 0.00 0.00 Max.Mx 6 -0.02 1.89 0.00 Max.My 8 0.04 0.00 0.00 Max.Vy 6 -0.20 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 T17 52-32 Leg Max Tension 5 329 76 4.13 -0.03 Max.Compression 4 -423.82 -2.66 -0.30 Max.Mx 4 -421.87 -7.06 -0.08 Max.My 16 -58.29 -2.39 -14.56 Max.Vy 4 -1.73 3.67 -0.07 Max.Vx 16 3.60 -2.39 -14.56 Diagonal MaxTension 15 47 04 0.00 0.00 Max.Compression 14 -49.31 -0.10 0.26 Max.Mx 14 -49.19 -0.33 -0.22 Max.My 12 -35.96 -0.29 0.59 Max.Vy 14 0.10 -0.33 -0.22 Max.Vx 10 0.12 -0.33 0.54 Horizontal Max Tension 14 35.12 0.00 0.00 Max.Compression 14 -34.98 -0.06 -0.16 Max.Mx 14 35.08 -0.17 -0.02 Max.My 16 -26.92 -0.08 -0.19 Max.Vy 14 0.07 -0.17 -0.02 Max.Vx 14 0.03 -0.08 0.12 Redund Horz 1 MaxTension 4 6.37 0.00 0.00 Bracing Max.Compression 4 -6.37 0.00 0.00 Max.Mx 2 -2.08 0.05 0.00 Max.My 2 4.52 0.00 -0.00 Max.Vy 2 0.03 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Horz 2 MaxTension 4 6.37 0.00 0.00 Bracing Max.Compression 4 -6.37 0.00 0.00 Max.Mx 14 -0 OS 0.24 0.00 Max.My 16 -0.40 0.00 -0.02 Max.Vy 14 -0.07 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Redund Diag 1 MaxTension 4 4.30 0.00 0.00 Bracing Max.Compression 4 -4.30 0.00 0.00 Max.Mx 2 3.06 0.07 0.00 Max.My 10 1.82 0.00 0.01 tnxTower Report-version 6.1 4 1 June 19, 2014 ' 285 Ft Self Support Tower Structural Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 48 Sectio Elevation Component Condition Gov Axial MajorAxis MinorAxis n ft Type Load Moment Moment i No. omb. K ki -ft ki ff Max.Vy 2 -0.03 0.00 0.00 Max.Vx 10 -0.00 0.00 0.00 Redund Diag 2 MaxTension 4 3.91 0.00 0.00 Bracing Max.Compression 4 3.91 0.00 0.00 Max.Mx 2 -1 12 0.15 0.00 Max.My 2 -1 12 0.00 -0.01 Max.Vy 2 -0.05 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Hip 1 Max Tension 9 0.16 0.00 0.00 ' Bracing Max.Compression 2 -0.31 0.00 0.00 Max. Mx 16 -0.25 0.13 0.00 Max.My 2 0.15 0.00 -0.00 Max.Vy 16 -0.05 0.00 0.00 Redund Hip 2 Max Tension 9 0.10 0.00 0.00 Bracing Max.Compression 16 -0.15 0.00 0.00 Max.Mx 4 -0.05 0.53 0.00 Max.My 16 -0.15 0.00 0.00 Max.Vy 4 -0.11 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Hip MaxTension 14 0.36 0.00 0.00 Diagonal Bracing Max.Compression 8 -0.29 0.00 0.00 Max.Mx 8 -0.07 0.73 0.00 Max.My 16 0.24 0.00 -0.00 Max.Vy 8 -0.11 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Inner Bracing Max Tension 5 0.05 0.00 0.00 Max.Compression 2 -0.15 0.00 0.00 Max.Mx 10 -0.01 2.39 0.00 Max.My 14 -0.02 0.00 0.00 Max.Vy 10 -0.23 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 T18 32-0 Leg Max Tension 5 325.95 -1.33 -0.06 Max.Compression 4 �26.10 -0.32 0.14 Max.Mx 4 -423.72 11 05 -0.01 Max.My 16 -58.16 -2.39 -14.56 Max.Vy 4 -1.53 11.05 -0.01 Max.Vx 16 -2.81 -2.39 -14.56 Diagonal MaxTension 11 78.83 -0.07 -0.60 Max.Compression 14 -89.27 0.00 0.00 Max.Mx 10 -18.40 0.59 -0.87 Max.My 10 -87.93 0.08 -2.51 Max.Vy 8 -0.15 -0.23 0.98 Max.Vx 8 0.42 -0.22 1.38 Horizontal MaxTension 14 72.59 0.00 0.00 Max.Compression 15 -66.34 0.16 -0.01 Max.Mx 14 -4.55 -2.55 -0.02 Max.My 14 -12.47 1.14 0.28 Max.Vy 14 -0.86 -2.55 -0.02 Max.Vx 8 0.05 1.89 0.23 Redund Horz 1 MaxTension 4 6.41 0.00 0.00 Bracing Max.Compression 4 -6.41 0.00 0.00 Max.Mx 10 -1 43 0.02 0.00 Max.My 10 4.53 0.00 -0.00 Max.Vy 10 -0.02 0.00 0.00 Max.Vx 10 0.00 0.00 0.00 Redund Horz 2 MaxTension 4 6.41 0.00 0.00 Bracing Max.Compression 4 -6.41 0.00 0.00 Max.Mx 2 -0.17 0.07 0.00 Max.My 14 4.55 0.00 -0.00 Max.Vy 2 -0.04 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Redund Horz 3 MaxTension 4 6.41 -0.00 -0.01 Bracing tnxTower Report-version 6.1 4.1 June 19, 2014 285 Ft Self Support Tower Structural Analysis CCI BU No 896298 Project Number 014-00546-00,Application 250154, Revision 0 Page 49 , Sectio Elevation Component Condition Gov Axial MajorAxis MinorAxis n (f Type oad Momenf Moment No. omb. K ki -ft kip-ft Max.Compression 4 -6.41 -0.40 0.04 Max.Mx 14 -4.55 -0.46 -0.05 Max.My 2 4.57 -0.18 0.14 Max.Vy 14 0.11 -0.46 -0.05 Max.Vx 2 0.02 -0.18 0.14 Redund Diag 1 MaxTension 4 7.26 0.00 0.00 Bracing Max.Compression 4 -7.26 0.00 0.00 Max.Mx 14 5.16 0.04 0.00 Max.My 10 2.22 0.00 0.01 Max.Vy 14 -0.02 0.00 0.00 Max.Vx 10 -0.00 0.00 0.00 Redund Diag 2 MaxTension 4 449 0.00 0.00 Bracing Max.Compression 4 -4 49 0.00 0.00 Max.Mx 14 3.19 0.09 0.00 Max.My 16 1 41 0.00 -0.01 Max.Vy 14 -0.03 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Redund Diag 3 Max Tension 17 38.50 0.00 0.00 Bracing Max.Compression 16 �t5.70 0.00 0.00 Max.Mx 16 3.78 0.41 0.00 Max.My 2 15.09 0.00 -0.03 Max.Vy 16 -0.12 0.00 0.00 Max.Vx 2 0.01 0.00 0.00 Redund Hip 1 MaxTension 8 0.72 0.00 0.00 Bracing Max.Compression 3 -0.89 0.00 0.00 Max.Mx 8 0.72 0.04 0.00 Max.My 8 0.35 0.00 -0.00 Max.Vy 8 -0.03 0.00 0.00 Max.Vx 8 0.00 0.00 0.00 Redund Hip 2 Max Tension 11 0.30 0.00 0.00 Bracing Max.Compression 16 -0.42 0.00 0.00 Max.Mx 4 0.18 0.13 0.00 Max.My 14 -0.05 0.00 -0.00 Max.Vy 4 -0.05 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Redund Hip 3 MaxTension 13 0.21 0.00 0.00 Bracing Max.Compression 8 -0.23 0.00 0.00 Max.Mx 8 0.19 0.37 0.00 Max.My 2 0.04 0.00 -0.00 Max.Vy 8 -0.09 0.00 0.00 Redund Hip MaxTension 15 1 45 0.00 0.00 Diagonal Bracing Max.Compression 10 -1 19 0.00 0.00 Max.Mx 8 -0.02 0.26 0.00 Max.My 14 -0.32 0.00 0.00 Max.Vy 8 0.06 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 Redund Sub Horz Max Tension 17 38.02 -0.22 -0.11 Bracing Max.Compression 16 -46.45 -0.46 -0.12 Max.Mx 6 -25.67 -0.49 -0.13 Max.My 6 -38.29 -0.39 -0.15 Max.Vy 10 0.22 -0.39 -0.14 Max.Vx 2 -0.04 -0.18 0.14 Redund Sub MaxTension 14 61 53 0.00 0.00 Diagonal Bracing Max.Compression 14 -63.40 0.00 0.00 Max.Mx 14 -60.59 0.15 0.00 Max.My 2 -0.59 0.00 -0.02 Max.Vy 14 -0.06 0.00 0.00 Max.Vx 2 0.01 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 12 -0.11 0.00 0.00 tnxTower Report-version 6.1 4 1 % J June 19 2014 285 Ft Se/f Support Tower Structura/Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 50 Sectio Elevation Component Condition Gov Axia! MajorAxis MinorAxis n ft Type oad Moment Moment No. omb. K kip-ft kip-ft Max.Mx 2 -0.03 4.29 0.00 Max.My 14 -0.02 0.00 0.00 Max.Vy 2 -0.39 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 Maximum eactions � Location Condition Gov Ve�fical Horizontal,X Horizontal,Z Load K K K Com6. Leg D Max.Vert 12 557 13 71.33 -70.58 Max.H, 12 557 13 71.33 -70.58 Max.HZ 5 �34.20 -60.51 59.92 Min.Vert 5 -434.20 -60.51 59.92 Min.HX 5 -434.20 -60.51 59.92 Min.H� 12 55713 71 33 -70.58 Leg C Max.Vert 8 556.45 -70.07 -71.38 Max.H■ 17 -434 64 59.73 61 11 Max.H� 17 �34.64 59.73 61 11 Min.Vert 17 �34.64 59 73 61 11 Min.Hx 8 556.45 -70.07 -71.38 Min.HZ 8 556.45 -70.07 -71.38 Leg B Max.Vert 4 559.59 -70.55 71 43 Max.HX 13 �32.33 60.46 -59.97 Max.HZ 4 559.59 -70.55 71 43 Min.Vert 13 �32.33 60.46 -59.97 Min.Hx 4 559.59 -70.55 71 43 Min.H� 13 -432.33 60.46 -59.97 Leg A Max.Vert 16 559.72 72.35 69.98 Max.Hx 16 559.72 72.35 69.98 Max.H� 16 559.72 72.35 69 98 Min.Vert 9 -431.34 -60.57 -59.36 Min.H, 9 -431.34 -60.57 -59.36 Min.HZ 9 �31.34 -60.57 -59.36 Tower Mast Rea tion Summary Load Vertical ShearX She rZ Overturning Overturning Torque Combination Moment,Mx Moment,M� K K kip-ft kip-ft kip-ft Dead Only 237.90 -0.00 0.00 -44.23 -50.29 0.00 1.2 Dead+1.6 Wind 0 deg- 285.47 -0.17 38.29 -31240.60 -29 08 133.39 No Ice 0.9 Dead+1.6 Wind 0 deg- 214 10 -0.17 a 38.32 -31220.13 -13.98 133.38 No Ice 1.2 Dead+1.6 Wind 45 deg- 285.47 177.32 179.62 -23654 40 -23210.65 77.54 No Ice 0.9 Dead+1.6 Wind 45 deg- 21410 177.35 179 64 -23635.68 -23190.19 77.55 No Ice 1.2 Dead+1.6 Wind 90 deg- 285.47 238.28 0.25 -10.07 -31089.29 -61 06 No Ice 0.9 Dead+1.6 Wind 90 deg- 214 10 238.31 0.25 3.19 -31066.96 -61 03 No Ice 1.2 Dead+1.6 Wind 135 deg 285.47 178.03 177.91 23226.37 -23337 43 -126.35 -No Ice 0.9 Dead+1.6 Wind 135 deg 21410 178.05 177.93 23234.26 -23316.95 -126.33 -No Ice 12 Dead+1.6 Wind 180 deg 285.47 -0.13 237.52 30991.66 -29.86 -129.53 -No Ice 0.9 Dead+1.6 Wind 180 deg 21410 -0.13 237.55 30997 76 -14 76 -129.51 -No Ice tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Support Tower Structural Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 51 Load Vertical ShearX She r= Overturning Overturning Torque Combination Moment,MX Moment,Mz K K K ki -ft ki -ft ki -ft 1.2 Dead+1.6 Wind 225 deg 285.47 -180.47 177 16 23172.81 23456.19 -7.05 -No Ice 0.9 Dead+1.6 Wind 225 deg 21410 -180.49 77 19 23180 72 23465.82 -7.04 -No Ice 1.2 Dead+1.6 Wind 270 deg 285.47 -239 46 -0.63 -165.98 31090.87 85 74 -No Ice 0.9 Dead+1.6 Wind 270 deg 214.10 -239.49 -0.63 -152.68 31098.68 85 72 -No Ice 1.2 Dead+1.6 Wind 315 deg 285.47 -180.05 - 78.41 -23502.90 23374.91 173.06 -No Ice 0.9 Dead+1.6 Wind 315 deg 21410 -180.07 - 78.43 -23484.20 23384.57 173.04 -No Ice Dead+W ind 0 deg-Service 237.90 -0.03 5.97 -6059.50 -44 33 25.73 Dead+Wind 45 deg-Service 237.90 34.21 34.65 -4596.27 -4515.40 14.96 Dead+Wind 90 deg-Service 237.90 45.97 0.05 -35.99 -6034.97 -11 78 Dead+Wind 135 deg- 237.90 34.34 34.32 4445.65 �539.88 -24.39 Service Dead+Wind 180 deg- 237.90 -0.02 45.82 5943.47 �14 49 -25.00 Service Dead+Wind 225 deg- 237.90 -34.81 34 18 4435.40 4485.35 -1.38 Service Dead+Wind 270 deg- 237.90 -46.20 -0.12 -66.06 5957.94 16.54 Service Dead+Wind 315 deg- 237.90 -34 73 34 42 -4567.15 4469.64 33.39 Service Solution ummary Sum of Applied Forces Sum of Reactions Load pX py pZ P PY PZ %Error Comb. K K K K K 1 0.00 -237.90 0.00 0. 0 237.90 -0.00 0.000% 2 -0.18 -285.48 -238.42 0. 7 285.47 238.29 0.037% 3 -0.18 -21411 -238.42 0 7 21410 238.32 0.033% 4 177 41 -285.48 -179.71 -17I 32 285.47 179.62 0.033% 5 177 41 -214.11 -179.71 -177.35 214.10 179.64 0.028% 6 238.41 -285.48 0.25 -23 .28 285.47 -0.25 0.037% 7 238.41 -21411 0.25 -23 .31 21410 -0.25 0.033% 8 178.12 -285.48 178.00 -17 .03 285.47 -177.91 0.032% 9 178.12 -214 11 178.00 -17 .05 21410 -177 93 0.028% 10 -0.13 -285.48 237.65 0. 3 285.47 -237.52 0.037% 11 -0.13 -21411 237.65 0. 3 21410 -237.55 0.033% 12 -180.55 -285.48 177.25 18 .47 285.47 -17716 0.032% 13 -180.55 -21411 177.25 18 .49 214.10 -17719 0.028% 14 -239.59 -285.48 -0.63 23 .46 285.47 0.63 0.037% 15 -239.59 -21411 -0.63 23 .49 21410 0.63 0.033% 16 -180.14 -285.48 -178.49 18 .05 285.47 178.41 0.032% 17 -180.14 -21411 -178.49 18 .07 214.10 178.43 0.028% 18 -0.03 -237.90 �5.99 0. 3 237.90 45.97 0.008% 19 34.22 -237.90 -34.67 -3 .21 237.90 34.65 0.009% 20 45.99 -237.90 0.05 -4 .97 237.90 -0.05 0.008% 21 34 36 -237.90 34.34 -3 .34 237.90 -34.32 0.008% 22 -0.02 -237.90 45.84 0. 2 237.90 -45.82 0.008% 23 -34.83 -237.90 34 19 34 81 237.90 -34 18 0.008% 24 -46.22 -237.90 -0.12 46 20 237.90 0.12 0.008% 25 -34 75 -237.90 -34 43 34 73 237.90 34 42 0.008% Non-Linear Con ergence Results Load Converged? Number Dispface ent Force Combination of C cles Toleran�e Tolerance 1 Yes 4 0.00000 01 0.00002209 2 Yes 4 0.00263 24 0.00063759 tnxTower Report-version 6.1 4 1 June 19, 2094 285 Ft Se/f Support Tower Structural Ana/ysis CC/BU No 816298 Project Number 094-00546-00,Application 250154, Revision 0 Page 52 3 Yes 4 0.002398 6 0.00050725 4 Yes 4 0.000910 4 0.00064565 5 Yes 4 0.000731 8 0.00051510 6 Yes 4 0.002531 9 0.00063675 7 Yes 4 0.002314 5 0.00050607 8 Yes 4 0.000890 0.00064606 9 Yes 4 0.000713 6 0.00051574 10 Yes 4 0.002617 4 0.00063708 11 Yes 4 0.002393 4 0.00050710 12 Yes 4 0.000891 6 0.00064298 13 Yes 4 0.000710 5 0.00051321 14 Yes 4 0.002645�4 0.00063402 15 Yes 4 0.002433 2 0.00050403 16 Yes 4 0.000972 0 0.00064579 17 Yes 4 0.000796 6 0.00051575 18 Yes 4 0.000000 1 0.00036745 19 Yes 4 0.000000 1 0.00037693 20 Yes 4 0.000000 1 0.00036621 21 Yes 4 0.000000 1 0.00037248 22 Yes 4 0.000000 1 0.00035985 23 Yes 4 0.000000 1 0.00036695 24 Yes 4 0.000000 1 0.00035802 25 Yes 4 0.000000 1 0.00037268 Bolt Desi,gn Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bofts Bolt K Allowable K T1 288 Diagonal A325N 0.75 2 0.32 35.78 0.009 1� � Bolt Shear Top Girt A325N 0.75 2 �•12 22•29 0.005 b� � Member Block Shear T2 279 Diagonal A325N 0.75 2 0.81 26.20 0.031 6r � Member Block Shear Horizontal A325N 0.75 2 0.58 22.66 0.026 l� 1 Member Block Shear T3 272 Diagonal A325N 0.75 2 1.96 26.20 0.075 6r 1 Member Block Shear Horizontal A325N 0.75 2 0.91 32.18 �028 y/ 1 Member Block Shear T4 259 Diagonal A325N 0.75 2 2.64 23.16 0 114 &f 1 Member Block Shear Horizontal A325N 0.75 2 1.44 22.66 0.063 1�✓ � Member Block Shear T5 247 Leg A325N 0.75 8 4.56 35.78 �127 � 1 Bolt DS Diagonal A325N 0.75 2 2•89 2��3 0.104 t� � Member Block Shear Horizontal A325N 0.75 2 1.92 24.02 0.080 � � Member Block Shear T6 237 Diagonal A325N 0.75 2 2.74 35.78 ���� `f 1 Bolt Shear Horizontal A325N 0.75 2 2.25 22.66 p 099 � 1 Member Block Shear T7 232 Diagonal A325N 0.75 3 2.71 30.21 0.090 � � Member Block Shear Horizontal A325N 0.75 2 2.87 35 78 0.080 ✓� 1 Bolt Shear T8 222 Leg A325N 0.75 12 6.63 35.78 0.185 fr 1 Bolt DS Diagonal A325N 0.75 3 4.20 24�� 0.174 4r 1 Member Block Shear Horizontal A325N 0.75 2 3.93 24.02 ��� � 1 Member Block Shear T9 210 Diagonal A325N 0.75 3 6.25 24 17 �259 � 1 Member Block Shear Horizontal A325N 0.75 2 5.45 24.02 0 z27 V✓ 1 Member Block Shear T10 195 Leg A325N 0.88 12 13.75 48.71 �z8Z 4/ 1 Bolt DS tnxTower Report-version 6.1 4 1 I s June 19, 2014 285 Ft Self Support Tower Structura/Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 53 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowa6le Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K Diagonal A325N 0.75 4 5.06 25.44 �199 b/ 1 Member Block Shear Horizontal A325N 0.75 3 4 78 34 41 ��39 d/ 1 Member Block Shear T11 183 Diagonal A325N 0.75 4 5.92 23.92 �248 �f 1 Member Block Shear Horizontal A325N 0.75 3 5.86 34.41 0 170 (� 1 Member Block Shear T12 171 Leg A325N 0.88 16 16.63 48.71 0.341 � 1 Bolt DS Diagonal A325N 0.75 5 8.18 35.78 p 229 � 1 Bolt Shear Horizontal A325N 0.75 3 6.63 23.90 0 277 � 1 Member Block Shear T13 146 Leg A325N 1.00 12 31.30 63.62 �492 � 1 Bolt DS Diagonal A325N 0.75 5 8.70 35 78 0.243 ✓ 1 Bolt Shear Horizontal A325N 0.75 3 7 72 35 78 �216 � 1 Bolt Shear T14 122 Leg A325N 1.00 16 30.42 63.62 �478 � 1 Bolt DS Diagonal A325N 0.75 5 9.26 30 47 �3� �I 1 Member Block Shear Horizontal A325N 0.75 3 8.69 23.90 0.363 !, � Member Block Shear T15 96 Leg A325N 1.00 20 30.71 63.62 0 483 V� � Bolt DS Diagonal A325N 0.75 5 9.63 30 47 0.316 l� � Member Block Shear Horizontal A325N 0.75 3 10.23 35 78 �286 � 1 Bolt Shear T16 72 Leg A325N 1.00 20 36.92 63.62 0.580 b� � Bolt DS Diagonal A325N 0.75 5 9.16 30 47 0.301 � � Member Block Shear Horizontal A325N 0.75 3 11.00 23.90 0 460 1� 1 Member Block Shear T17 52 Leg A325N 1.00 20 42.27 63.62 p 6� i/' 1 Bolt DS Diagonal A325N 0.75 3 15.68 34 02 0.461 6� 1 Member Block Shear Horizontal A325N 0.75 3 11 71 Z� �8 0.553 ✓ 1 Member Block Shear T18 32 Leg A325N 1.00 20 42.45 63.62 0.667 6� 1 Bolt DS Diagonal A325N 0.88 5 17 85 48.71 0.367 � � Bolt Shear Horizontal A325N 0.75 4 18.15 35 78 0.507 1� � Bolt Shear Com ressi n Checks Leg Design Dat (Compression) Section Elevation Size L L„ KUr A P„ �P„ Ratio NO. Pu ft ft ft in2 K K �P� T1 288-279 L5x5x1/2 9.04 9.0 110.3 4 75 -0.76 87 75 0.009 K=1 00 � T2 279-272 L5x5x1/2 7.03 7.0 85.8 4 75 -2.10 124 74 0.017' K=1.00 �,/ T3 272-259 L5x5x1/2 13.06 6.5 79.7 4 75 -4.50 134.35 0.034' K=1.00 � T4 259-247 L5x5x1/2 12.05 6.0� 73.6 4 75 -10.49 143.90 0.073' K=1 00 �' T5 247-237 L8x8x5/8 10.04 10.0 76.3 9.61 -18.24 282.60 0.065' K=1 00 � T6 237-232 L8x8x5/8 5.02 5.0 38.1 9.61 -25.75 388.82 0.066' tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ff Self Support Tower Structura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 54 Section Elevation Size L L„ KUr A P„ �P„ Ratio N0. P„ ft ft R in2 K K �p� K=1 00 e j T7 232-222 L8x8x5/8 10.04 5.02 38.1 9.61 -30.55 388.82 0.079' K=1 00 � T8 222-210 L8x8x5/8 12.05 6.03 45.8 9.61 -41.06 371.04 0.111 ' K=1 00 � T9 210-195 L8x8x5/8 15 07 7.53 57.2 9.61 -57.35 340.41 0.168' K=1 00 � T10 195-183 L8x8x11/8 12.05 6.03 46.4 16.70 -83.07 642.24 0.129' K=1.00 � T11 183-171 L8x8x1 1/8 12.05 6.03 46.4 16.70 -107.04 642.24 0.167' K=1.00 �/ T12 171 -146 L8x8x1 1/8 25.11 12.55 96.6 16.70 -133.94 380.00 0.352' K=1.00 � T13 146-122 LSx8x3/4 2PL0.5x8 24 10 8.03 37 8 19 45 -187 80 788.33 0.238' K=1.00 �/ T14 122-96 L8x8x3/4 2PL0.5x8 26.11 8.70 41.0 19 45 -243.34 77414 0.314' K=1.00 � T15 96-72 L8x8x1 2PL0 75x8 24 10 8.03 74 9 27 02 -307.13 806.79 0.381 ' K=2.00 � T16 72-52 L8x8x1 2PL0.625x8 20.09 6.70 31.5 25 02 -369.19 1046.93 0.353' K=1 00 `/ T17 52-32 L8x8x1 2PL0.75x8 20.09 6.70 31.2 27.02 -423.82 1132.32 0.374' K=1.00 � T18 32-0 L8x8x1 2PL0.875x8 32.14 8.03 37 1 29.02 �26.10 1181 17 0.361 ' K=1 00 � � P„ /�P�controls Diagonal Design D ta (Compression) Section Elevation Size L L„ KUr A P� �P� Ratio NO. P„ (t R R in2 K K �Pn T1 288-279 2L2 1/2XLx1/4x3/8 10.61 10.0 141.4 2.13 -0.64 24 08 0.026 K=1.00 YI T2 279-272 2L2 1/2�Qx1/4x3/8 9.27 8.75 128.5 2.13 -1.90 29.13 0.065' K=0.96 �/ T3 272-259 2L2 1/2x2 1/2x1/4x3/8 14 75 14.2 151.6 2.38 -4.29 23.40 0.183' K=1 00 � T4 259-247 2L2X2 1/2x1/4x3/8 14.28 13.7 143.7 2.13 -5.62 23.29 0.241 ' K=1 00 � T5 247-237 2L3�Q 1/2x1/4x3/8 13.05 12.5 144 1 2.63 -6.22 28.62 0.217' K=0.91 � T6 237-232 2L3 1/2x2 1/2x5/16x3/8 10.04 9.51 112.9 3.55 -5.48 62.90 0.087' K=1 00 � T7 232-222 2L2 1/2x3x5/16x3/S 13.71 13.0 116.2 3.24 -8.98 54.26 0.166' K=1 00 � T8 222-210 2L2 1/2x3 1/2x1/4x3/8 15.73 7.51 122.1 2.88 -13.27 43.67 0.304' K=1.00 � T9 210-195 2L21/2x31/2x1/4x3/8 18.71 9.0 140.6 2.88 -19.34 32.93 0.587' K=0.96 � T10 195-183 2L3 1/2x4x1/4x3/8 16.94 16 0 109.1 3.63 -21 11 66.06 0.320' K=1.00 � T11 183-171 2L3x3 1/2x1/4x3/8 17.50 16.61 126.6 3.13 -24.38 44 09 0.553' K=1 00 � T12 171-146 2L3 1/2x5x3/8x3/8 28.88 13.9 153.2 6.09 -40.89 58.62 0.698' K=0.94 � tnxTower Report-version 6.1 4.1 June 19, 2014 285 Ft Se/f Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 55 Section Elevation Size L L„ KUr A P„ �P„ Ratio No. P„ R ft R in2 K K �p� T13 146-122 2L31/2x5x3/Sx3/8 28.86 9.62 116.6 6.09 -42.43 10121 0.419 K=1.03 � T14 122-96 2L3 1/2x5x5/16x3/8 31 48 10.49 122.3 5.12 -47.59 77.28 0.616' K=1.00 (/ T15 96-72 2L3 1/2x5x5/16x3/8 30.81 10.27 119.6 5.12 -50.82 80.34 0.633' K=1 00 � T16 72-52 2L3 1/2x4x5/16x3/8 28.72 9.57 113.7 4 49 -47.89 78.49 0.610' K=1 06 � T17 52-32 2L3 1/2x4x5/16x3/8 29.68 9.89 115.5 4 49 -49.31 76.07 0.648' K=1.04 � T18 32-0 2L5x5x3/8x3/8 27.37 9.12 95.1 7.22 -87 71 167.68 0.523' K=1.36 � � Pu ��Pn COI1tfO�S Horizontal Design Data (Compression) Section Elevation Size L L„ KUr A P„ �P„ Ratio NO. Pu ft ft ft in2 K K �p� T2 279-272 2L2 1/2�Qx1/4x3/8 11 19 5.33 100.8 2.13 -1.09 40.42 0.027 K=1.24 � T3 272-259 2L5x3x1/4x3/8 12.11 5.80 81.5 3.88 -1 77 73.48 0.024' K=1.90 '/ T4 259-247 2L21/2XZx1/4x3/8 13.83 6.65 110.9 2.13 -2.85 36.11 0.079' K=1.09 �/ T5 247-237 2L3�Q 1/2x1/4x3/8 15.41 7.44 107.3 2.63 -3.76 46.50 0.081 ' K=1 13 � T6 237-232 2L2 1/2x2x1/4x3/8 16.73 8.10 123.1 2.13 -4.31 31 07 0.139' K=0.99 � T7 232-222 2L5�C3 1/2x3/8x3/8 17 39 8.43 91.6 6.09 -5.43 126.83 0.043' K=1 45 (/ T8 222-210 2L3�Qx1/4x3l8 18.71 9.09 134.3 2.38 -7.62 29.80 0.256' K=1 00 � T9 210-195 2L3x2x1/4x3/8 20.29 9.89 1441 2.38 -10.90 25.89 0.421 ' K=1.00 � T10 195-183 2L5x3x5/16x3/8 22.27 10.7 112.1 4.80 -14.68 79.26 0.185' K=1.00 � T11 183-171 2L5X3 1/2x5/16x3/8 23.85 11 5 103.1 5.12 -17.26 93.31 0.185' ' K=1.20 4/ T12 171-146 2L3 1/2�Q 1/2x1/4x3/8 25.44 12.3 143.1 2.88 -19.99 31 77 0.629' K=1.00 ✓ T13 146-122 2L5x3 1/2x3/8x3/8 28.74 14 0 119.4 6.09 -23.15 93.14 0.249' K=1 00 bf T14 122-96 2L4x3x1/4x3/8 31.90 15.6 149.7 3.38 -26.12 34 07 0.766' K=1 00 �/ T15 96-72 2L4�C3 1/2x3/8x3/8 35.33 17 6 169.6 5.34 -30.68 41 94 0.731 ' K=1 00 `/ T16 72-52 2L3 1/2x2 1/2x1/4x3/8 38.50 9.6 85.8 2.88 -33.20 63.34 0.524' K=0.83 6/ T17 52-32 2L21/2x21/2x1/4x3/8 4114 10.2 100.1 2.38 -34.98 45.49 0.769' K=0.62 � T18 32-0 2L6x4x3/8x3/8 43.78 15.9 121 4 7.22 -66.34 106.79 0.621 ' K=1.00 a/ � P„ /�P„COf1tfOIS tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Support Tower Structura/Ana/ysis CCI BU No 816298 Project Number 014-00546-D0,Application 250154, Revision 0 Page 56 Top Girt Design Data (Compression) Section Efevation Size L L„ KI/r A P„ �P„ Ratio No. P„ ft R R in2 K K �p� T1 288-279 2L3�Q 1/2x1/4x3/8 10.00 4 77 90.3 2.63 -0.26 55.48 0.005 K=1 49 �/ � P„ l�P�controls Redundant Horizontal (1) D sign Data (Compression) Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. P„ ft ft ft inZ K K �p� T3 272-259 L2 1/2x2x1/4 3.03 3.03 102.8 1.06 -0.19 19.68 0.010 K=1.20 (/ T4 259-247 L2 1/2x2x1/4 3.46 3.46 108.9 1.06 -0.16 18.39 0.009' K=1 11 �,/ T7 232-222 L2 1/2x2x1/4 4.35 4.35 123.0 1.06 -0.73 15.48 0.047' K=1.00 � T8 222-210 L2 1/2x2x1/4 4.68 4.68 132.4 1.06 -1.41 13.65 0.103' K=1.00 � T9 210-195 L2 1/2x2x1/4 5.07 5.07 143.6 1.06 -1.22 11 62 0.105' K=1.00 � T10 195-183 2L21/2X2x1/4x3/8 5.57 5.57 102.6 2.13 -1.68 39.65 0.042' K=1.20 � T11 183-171 L2x2 1/2x1/4 5.96 5.96 168.8 1.06 -1.61 8.41 0.191 ' K=1.00 4/ T12 171-146 L2x2 1/2x1/4 6.36 6.36 180.0 1.06 -2.21 7.39 0.299' K=1.00 � T13 146-122 L2x2 1/2x1/4 4 79 4 79 135.5 1.06 -2.88 13.03 0.221 ' K=1.00 � T14 122-96 L2x2 1/2x1/4 5.32 5.32 150.5 1.06 -3.94 10.57 0.372' K=1.00 � T15 96-72 L2x2 1/2x1/4 5.89 5.89 166.7 1.06 -7.69 8.62 0.893' K=1.00 �/ T16 72-52 2L2 1/2�Qx1/4x3/8 6.42 6.42 109.1 2.13 -5.55 36.88 0.150' K=1 11 �✓ T17 52-32 2L21/2�12x1/4x3/8 6.86 6.8 112.5 2.13 -6.37 35.46 0.180' K=1 07 � T18 32-0 2L21/2x21/2x1/4x3/8 3.82 3.8 89.8 2.38 -6.41 50.42 0.127' K=1.51 (/ � P„ l¢P�controls Redundant Horizontal (2) esign Data (Compression) Section Elevation Size L L„ KUr A P„ �P„ Ratio N0. P„ ft R R in2 K K �P� T13 146-122 L3x3x1/4 9.58 9.5 194.2 1 44 -2.88 8.63 0.334 K=1 00 � T14 122-96 L3x3x1/4 10.63 10.6 215.6 1 44 -3.94 7.00 0.562' K=1 00 � T15 96-72 L3x3x1/4 11 78 11 7 238.7 1.44 -7.69 5.71 1.348' tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Support Tower Structural Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 57 Section Efevation Size L L„ KUr A P„ �P„ Ratio No. P„ ft ft R in2 K K �P� K=1.00 4.9-3(1 35 CR)-550 T16 72-52 2L2 1/2x2 1/2x1/4x3/8 12.83 12.83 200.3 2.38 -5.55 13.41 0.414' K=1.00 �/ T17 52-32 2L2 1/2x2 1/2x1/4x3/8 13.71 13.71 214.0 2.38 -6.37 11 74 0.543' K=1 00 �/ T18 32-0 2L2 1/2x2 1/2x1/4x3/8 7.65 7.65 119.7 2.38 -6.41 36.28 0.177' K=1.00 � � P„ /�P�controls Redundant Horizontal (3) D sign Data (Compression) Section Elevation Size L L„ KUr A P� �P� Ratio NO. P„ (t (f ft inz K K �P� T18 32-0 2L3x3x1/4x3/8 11 47 11 47 148.0 2.88 -6.41 29.69 0.216 K=1.00 `/ � P� I�Pn COf1tfO�S Redundant Diagonal (1) D sign Data (Compression) Section Elevation Size L L„ KUr A P„ �P„ Ratio NO. P„ ft ft R inZ K K �p� T3 272-259 L2 1/2x2x1/4 7.01 7.01 198.5 1.06 -0.18 6.08 0.030 K=1.00 � T4 259-247 L2 1/2x2x1/4 6.75 6.75 191.0 1.06 -0.15 6.57 0.023' K=1 00 � T7 232-222 L2 1/2x2 1/2x1/4 6.42 6.42 157.0 1 19 -0.52 10.91 0.047' K=1 00 � T8 222-210 L2 1/2x2 1l2x1/4 7.38 7.38 180.4 1 19 -1 11 8.26 0.134' K=1 00 � T9 210-195 L21/2x21/2x1/4 8.80 8.80 215.1 119 -1.02 5.81 0.176' K=1 00 � T10 195-183 2L2 1/2XLx1/4x3/8 7.93 7.93 121 4 2.13 -1.25 31.77 0.039' K=1 00 � T11 183-171 L21/2x21/2x5/16 8.19 8.19 2011 146 -111 8.16 0.136' K=1.00 � T12 171 -146 2L2 1/2X2x1/4x3/8 13.70 13.70 209.6 2.13 -2.38 10.95 0.217' K=1.00 � T13 146-122 2L2 1/2x2x1/4x3/8 9.08 9.08 139.0 2.13 -2.73 24 91 0.110' K=1 00 � T14 122-96 2L2 1/2�Qx1/4x3/8 9.90 9.90 151.5 2.13 -3.66 20.97 0.175' K=1.00 `/ T15 96-72 2L21/2�C2x1/4x3/8 9.64 9.64 147.6 2.13 -6.30 22.08 0.285' K=1 00 v/ T16 72-52 2L2 1/2X2x1/4x3/8 8.96 8.96 137.2 2.13 -3.88 25.56 0.152' K=1.00 �/ T17 52-32 2L2 1/2�Qx1/4x3/8 9.26 9.26 141.8 2.13 �.30 23.94 0.180' K=1 00 �! T18 32-0 2L2 1/2x2 1/2x1/4x3/8 8.67 8.67 135.3 2.38 -7.26 29.38 0.247' K=1.00 � � P„ l�P�controls tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Supporf Tower Structura/Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 58 Redundant Diagonal (2) D sign Data (Compression) Section Elevation Size L L„ KUr A P„ �P„ Ratio No. P„ ft ft R in2 K K �p� T13 146-122 2L2 1/2XLx1/4x3/8 12.09 12.09 185.1 2.13 -1.82 14.05 0.129 K=1 00 � T14 122-96 2L2 1/2�12x1/4x3/8 13.29 13.29 203.5 2.13 -2.46 11.62 0.212' K=1 00 � T15 96-72 2L2 1/2x2 1/2x1/4x3/8 13.81 13.81 215.6 2.38 -4.51 11.57 0.390' K=1.00 �! T16 72-52 2L2 1/2�Qx1/4x3/8 12.08 12.0 184.9 2.13 -3.48 14 07 0.247' K=1 00 ✓ T17 52-32 2L2 1/2x2x1/4x3/8 12.64 12.6 193.4 2.13 -3.91 12.87 0.304' K=1 00 ✓ T18 32-0 2L3x3x3/16x3/8 10.72 10.7 137.0 2.18 �49 26.23 0.171 ' K=1.00 �I' � P„ l¢P�controls Redundant Diagonal (3) D sign Data (Compression) Section Elevation Size L L„ KUr A P„ �P„ Ratio NO. P„ ft ft 1t iI12 K K �Pn T18 32-0 2L5�C3 1/2x5/16x3/8 13.57 13.5 116.6 5.12 -45.70 80.30 0.569 K=1.00 ✓ � P� I�Pn COf1tfO�S Redundant Hip (1) Desi n Data (Compression) Section Elevation Size L L„ KUr A P„ �P„ Ratio No. P„ ft ft R in2 K K �Pn T12 171-146 2L3 1/2x3 1/2x1/4x3/S 8.99 8.9 109.5 3.38 -0.19 58.25 0.003 K=1 11 � T13 146-122 2L21/2x21/2x1/4x3/8 6.77 6.7 112.8 2.38 -0.46 39.44 0.012' K=1 07 � T14 122-96 2L3X2 1/2x1/4x3/8 7.52 7.5 107 7 2.63 -0.48 46.25 0.010' K=1 13 �/ T15 96-72 2L3XL 1/2x1/4x3/8 8.33 8.3 105.8 2.63 -0.42 47.29 0.009' K=1.00 � T16 72-52 2L3�CL 1/2x1/4x3/8 9.07 9.0 117.6 2.63 -0.30 41 14 0.007' K=1 02 � T17 52-32 2L3x2 1/2x1/4x3/8 9.70 9.7� 123.1 2.63 -0.31 38.36 0.008' K=1 00 d✓ T18 32-0 2L3�Q 1/2x1/4x3/8 5 41 5.4 94 3 2.63 -0.89 53.34 0.017' K=1.37 � 1 P„ l�P�controls tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Se/f Support Tower Structura/Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 59 Redundant Hip (2) Desi n Data (Compre�sion) Section Elevation Size L L„ KI/r A P„ �P„ Ratio NO. Pu ft ft ft in2 K K �Pn T13 146-122 2L2 1/2X2 1/2x1/4x3/8 13 55 13.55 211 4 2.38 -0.22 12.03 0.018 K=1.00 � T14 122-96 2L3�Q 1/2x1/4x3/8 15.04 15.04 191.0 2.63 -0.23 16.29 0.014' K=1 00 � T15 96-72 2L3XL 1/2x1/4x3/8 16.66 16.66 211.5 2.63 -022 13.28 0.016' K=1.00 �/ T16 72-52 2L3x2 1/2x1/4x3/8 18.15 18.1 230.5 2.63 -0.15 11 19 0.013' K=1.00 � T17 52-32 2L3�C2 1/2x1/4x3/8 19.39 19.3 246.3 2.63 -0.15 9.80 0.016' K=1.00 � T18 32-0 2L2 1/2�Qx1/4x3/8 10.82 10.8 165.6 2.13 -0.42 17 56 0.024' K=1 00 � � P„ /¢Pn controls Redundant Hip (3) Desi n Data (Gompression) Section Elevation Size L L„ KUr A P„ �P„ Ratio NO. P„ 1t ft ft in2 K K �p� T18 32-0 2L3X2 1/2x1/4x3/8 16.22 16.2 206.0 2.63 -0.23 14 00 0.017 K=1.00 �/ � Pu ��Pn COfItfO�S Redundant Hip Diagonal D sign Data (Compression) Section Elevation Size L L„ KUr A P„ �P„ Ratio No. Pu ft R ft !nz K K �p� T12 171 -146 2L3 1/2x3 1/2x1/4x3/8 19.24 19.2 211.9 3.38 -0.27 17 01 0.016 K=1 00 � T13 146-122 2L31/2x31/2x1/4x3/8 13.58 13.5 149.5 3.38 -0.64 3418 0.019' K=1.00 a/ T14 122-96 2L2 1/2�CLx1/4x3/8 14.94 14 9 228.7 2.13 -0.56 9.20 0.061 ' K=1 00 4/ T15 96-72 2L2 1/2�Qx1/4x3/8 15.63 15.6 239.2 2.13 -0.52 8.41 0.061 ' K=1.00 � T16 72-52 2L2 1l2�Qx1/4x3/8 24.20 24. 0 370.4 2.13 -0.14 3.51 0.041 ' K=1.00 �/ KL/R>250(C)-629 T17 52-32 2L21/2�Qx1/4x3/8 25.73 25. 3 393.8 2.13 -0.14 3.10 0.046' K=1.00 �✓ KL/R>250(C)-710 T18 32-0 2L2 1/2�Qx1/4x3/8 11.90 11. 0 182.2 2.13 -1 19 14 49 0.082' K=1 00 � � P u ��Pn COf1tf0�S tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Support Tower Structural Analysis CC!BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 60 Redundant Sub-Horizontal esign Data (Compression) Section Elevation Size L L„ KUr A P„ �P„ Ratio N0. Pu ft R 1t I'!]z K K �Pn T18 32-0 2L5x5x3/8x3/8 21.89 21.89 120.8 7.22 -46.45 108.54 0.428 K=1 00 � � P„ l�P�controls Redundant Sub Diagonal D sign Data (Compression) Section Efevation Size L L„ KUr A P„ �P„ Ratio No. P„ ft fr R inz K K �p� T18 32-0 2L5�C3 1l2x5/16x3/8 9 71 9.71 96.2 5.12 -63.40 100.13 0.633 K=1.33 �f � P„ l�P�controls Inner Bracing Desig Data (Compression) Section Elevafion Size L L„ KI/r A P„ �P„ Ratio NO. P„ R 1t ft inZ K K �p� T1 288-279 L3x3x1/4 7.07 7.0 143.3 1 44 -0.01 15.83 0.001 K=1.00 � T2 279-272 L3x3x1/4 7.91 7.91 160.4 1 44 -0.01 12.65 0.001 ' K=1 00 � T3 272-259 L3x3x1/4 8.56 8.5 173.6 1 44 -0.02 10.80 0.002' K=1 00 � T4 259-247 L3x3x1/4 9.78 9.7 1982 1.44 -0.02 8.28 0.002' K=1 00 � T5 247-237 L3x3x1/4 10.90 10.9 220.9 1 44 -0.02 6.67 0.003' K=1.00 � T6 237-232 L3x3x1/4 11.83 11.8 239.8 144 -0.02 5.66 0.003' K=1.00 d/ T7 232-222 L4x4x1/4 12.30 12.3 185.6 1.94 -0.04 12.72 0.003' K=1 00 b/ T8 222-210 L4x4x1/4 13.23 13.2 199.7 1.94 -0.03 10.99 0.002' K=1.00 `/ T9 210-195 L2x3x1/4 14.35 14.3 395.8 1 19 -0.03 1 72 0.016' K=1.00 � KUR>250(C)-268 T10 195-183 L7x4x3/8 15.75 15 214 7 3.98 -0.05 19.50 0.003' K=1 00 4/ T11 183-171 L31/2x'11/2x1/4 16.87 16. 7 372.1 1.44 -0.04 2.35 0.018' K=1.00 � KL/R>250(C)-339 T12 171-146 L3x3x1/4 17.99 17. 9 364.6 1 44 -0.09 2.45 0.037' K=1.00 � KL/R>250(C)-385 T13 146-122 L5x3x1/4 20 32 20. 2 367.8 1.94 -0.13 3.24 0.040' K=1 00 (,/ KL/R>250(C)-453 T14 122-96 L3 1/2x3 1/2x1/4 22.56 22. 6 390.1 1.69 -0.14 2.51 0.055' K=1.00 �j tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 61 Section Elevation Size L L„ KUr A P„ �P„ Ratio No. Pu fr ft R in2 K K �P� KL/R>250(C)-522 T15 96-72 2L2x2 1/2x1/4x3/8 24.98 24.9 506.4 2.13 -0.15 1.88 0.082' � K=1.00 �/ KL/R>250(C)-591 T16 72-52 2L21/2x21/2x1/4x3/8 27.22 27.2 424.8 2.38 -0.13 2.98 0.045' K=1.00 � KUR>250(C)-668 T17 52-32 2L2 1/2�C3x1/4x3/8 29.09 29.0 463.6 2.63 -0.15 2.76 0.054' K=1 00 �/ KUR>250(C)-749 T18 32-0 2L4x3x5/16x3/8 30.96 30.9 292.5 418 -0.11 11.04 0.010' K=1.00 � KL/R>250(C)-863 � Pu ��Pn COf1tfO�S Tension Checks Leg Design D ta (Tension) Section Elevation Size L L„ KUr A P„ �P„ Ratio N0. P� R ft R inz K K �p� T1 288-279 L5x5x1/2 9.04 9.0 70.4 4.75 0.23 213.75 0.001 � T2 279-272 L5x5x1/2 7.03 7.0 54.8 4.75 0.56 213.75 0.003' � T3 272-259 L5x5x1/2 13.06 6.5 50.9 4 75 1.63 213.75 0.008' � T4 259-247 L5x5x1/2 12.05 6.0 47.0 4 75 5.98 213.75 0.028' � T5 247-237 L8x8x5/8 10.04 10.04 48.4 8.52 12.23 415.17 0.029' � T6 237-232 L8x8x5/8 5.02 5.OY 24.2 9.61 18 15 432.45 0.042' � T7 232-222 L8x8x5/8 10.04 5.0 24.2 9.61 20.34 432.45 0.047' � T8 222-210 L8x8x5/8 12.05 6.0 29.0 8.52 27 12 415.17 0.065' � T9 210-195 L8x8x5/8 15.07 7.5 36.3 9.61 38.89 432.45 0.090' � � T10 195-183 L8x8x1 1/8 12.05 6.0 29.9 14 45 59 10 704 44 0.084' � T11 183-171 L8x8x11/8 12.05 6.0 29.9 16.70 76.54 751.50 0.102' � T12 171 -146 L8x8x1 1/8 25.11 12. 5 62.3 14 45 96.62 704.44 0.137' � T13 146-122 L8x8x3/4 2PL0.5x8 24 10 8.03 37.8 19.45 142.53 875.25 0.163' � T14 122-96 LSx8x3/4 2PL0.5x8 26.11 8. 0 41 0 19 45 186.89 875.25 0.214' � T15 96-72 L8x8x1 2PL0.75x8 24 10 8. 3 37 4 27 02 237 13 1215.90 0.195' � T16 72-52 L8x8x1 2PL0.625x8 20.09 6. 0 31.5 25 02 287.87 1125.90 0.256' � T17 52-32 LSx8x1 2PL0.75x8 20.09 6. 0 31.2 27 02 329.76 1215.90 0271 ' tnxTower Report-version 6.1 4.1 June 19, 2014 285 Ft Se/f Support Tower Structural Analysis CC/BU No 816298 Project Number 014-00546-00,Applicafion 250154, Revision 0 Page 62 Section Elevation Size L L„ K�r A P„ �P„ Ratio NO. P„ ft ft R fnz K K �p� � T18 32-0 L8x8x1 2PL0.875x8 32.14 8.03 37 1 29.02 325.95 1305.90 0.250' � � Pu ��Pn COf1tfO�S Diagonal Design Data (Tension) Section Elevation Size L L� K!/r A P� �P� Ratio NO. P„ if R ft inz K K �p� T1 288-279 2L2 1/2X1x1/4x3/8 10.61 10.0 162.4 1.27 0.41 61.88 0.007 ✓ T2 279-272 2L2 1/2�Qx1/4x3/8 9.27 8.75 141.8 1.27 1.62 61.88 0.026' � T3 272-259 2L2 1/2x2 1/2x1/4x3/8 14 75 14.2 148.7 1.46 3.92 71.02 0.055' � T4 259-247 2L2X2 1/2x1/4x3/8 14.28 13.7 144.8 1.27 5.27 61.88 0.085' � T5 247-237 2L3�C11/2x1/4x3/8 13.05 12.5 165.8 1.64 5.78 8016 0.072' � T6 237-232 2L3 1/2x2 1/2x5J16x3/8 10.04 9.51 109.5 2.25 4.82 109.80 0.044' � T7 232-222 2L2 1/2x3x5/16x3/8 13.71 13.0� 112.6 2.02 8.14 98.55 0.083' � T8 222-210 2L2 1/2x3 1/2x1/4x3/8 15 73 7.51 128.4 1.83 12.60 89.30 0.141 ' � T9 210-195 2L2 1/2x3 1/2x1/4x3/8 18.71 9.0 152.7 1.83 18 75 89.30 0.210' � T10 195-183 2L3 1l2x4x1/4x3/8 16.94 16.0 109.9 2.39 20.24 116.73 0.173' � T11 183-171 2L3x3 1/2x1/4x3/8 17.50 16.6 127.3 2.02 23.69 98.44 0.241 ' 6� T12 171-146 2L3 1/2x5x3/8x3/8 28.88 13.9 169.9 4.08 39.63 198.67 0.199' � T13 146-122 2L3 1/2x5x3/8x3/8 28.86 9.0 113.2 4.08 41 11 198.67 0.207' � T14 122-96 2L3 1/2x5x5/16x3/8 31 48 9.9� 122.3 3.43 46.29 167.21 0.277' T15 96-72 2L31/2x5x5/16x3/8 30.81 10. 7 119.6 3.43 48.17 167.21 0.8' � T16 72-52 2L3 1/2x4x5/16x3/8 28.72 9.0 107 4 2.96 45.80 144 17 0.318' � T17 52-32 2L3 1/2x4x5/16x3/8 29.68 9.5�F 111.0 2.96 47.04 144.17 0.326' T18 32-0 2L5x5x3/8x3/8 27.37 8.5I 70.2 4.85 78.83 236.56 0.�' � � P„ l�P�controls tnxTower Report-version 6.1 4 1 � - June 19, 2014 285 Ff Self Support Tower Structura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Applicafion 250154, Revision 0 Page 63 Horizontal Desig i Data (Tension) Section Elevation Size L L„ KUr A P� �P� Ratio No. P„ R ft R in2 K K �p� T2 279-272 2L2 1/2X2x1/4x3/8 11.19 5.33 85.6 1.27 1 16 55.22 0.021 � T3 272-259 2L5x3x1/4x3/8 12.11 5.80 60.1 2.58 1.83 112.31 0.016' � T4 259-247 2L2 1/2�C2x1/4x3/8 13.83 6.65 105.8 127 2.88 55.22 0.052' ✓ T5 247-237 2L3X2 1l2x1/4x3/8 15.41 7 44 97.8 1.64 3.84 71.53 0.054' � T6 237-232 2L21/2�Qx1/4x3/8 16.73 8.10 128.0 1.27 4.50 55.22 0.082' � T7 232-222 2L5x3 1/2x3/8x3/8 17.39 8.43 71 5 4.08 5.75 17728 0.032� � TS 222-210 2L3x2x1/4x3/8 18.71 9.09 126:0 1.46 7.86 63.37 0.124' � T9 210-195 2L3x2x1/4x3/8 20.29 9.89 136.6 146 10.90 63.37 0.172' � T10 195-183 2L5x3x5/16x3/8 22.27 10 7 109.5 3.19 14.33 138.76 0.103' � T11 183-171 2L5x31/2x5/16x3/8 23.85 11.57 98.7 3.43 17.57 149.20 0.118' T12 171-146 2L3 1/2x2 1/2x1/4x3/8 25.44 12.3I 140.0 1.83 19.88 79.69 0.�' � T13 146-122 2L5�C3 1/2x3/8x3/8 28.74 14 0 118.1 4.08 22.71 177.28 0.128' � T14 122-96 2L4x3x1/4x3/8 31.90 15.6 149.5 2.21 26.06 96.00 0.271 ' � T15 96-72 2L4x31/2x3/Sx3/8 35.33 17.6 169.6 3.51 30.15 152.81 0.198' � T16 72-52 2L31/2x21/2x1/4x3/8 38.50 9.6 106.0 1.83 33.00 79.69 0.414' � T17 52-32 2L21/2x21/2x1/4x3/8 4114 10.2 160.5 146 3512 63.37 0.554' Y� T18 32-0 2L6x4x3/8x3/8 43.78 15.9 121.6 4.92 72.59 214 14 0.339' � � P u l�P„ COf1tfOIS Top Girt Desig � Data (Tension) Section Elevation Size L L„ KUr A P„ �P„ Ratio No. P„ ft ft ft fnZ K K �p„ T1 288-279 2L3x2 1/2x1/4x3/8 10.00 4 7 63.5 1.64 0.24 71.53 0.003 � � P„ l�Pn controls tnxTower Report-version 6.1 4 1 I June 19, 2014 285 Ft Self Support Tower Sfructura/Ana/ysis CC/BU No 816298 Project Number 014-00546-00, Application 250154, Revision 0 Page 64 Redundant Horizontal (1 Design Data (Tension) Section Elevation Size L L„ KUr A P„ �P„ Ratio NO. P„ ft ft ft in2 K K �p� T3 272-259 L2 1/2x2x1/4 3.03 3.03 61 3 1.06 0.19 34.34 0.006 � T4 259-247 L2 1/2x2x1/4 3.46 3.46 70.0 1.06 0.16 34.34 0.005' � T7 232-222 L2 1/2x2x1/4 4.35 4.35 88.1 1.06 0.80 34.34 0.023' � T8 222-210 L2 1/2x2x1/4 4.68 4.68 94 7 1.06 1 49 34.34 0.044' � T9 210-195 L2 1/2x2x1/4 5.07 5.07 102.8 1.06 1.27 34.34 0.037' � T10 195-183 2L2 1/2X1x1/4x3/8 5.57 5.57 85.2 2.13 1.89 69.01 0.027� � T11 183-171 L2x2 1/2x1/4 5.96 5.96 120.8 1.06 1 73 34.34 0.050' � T12 171 -146 L2x2 1/2x1/4 6.36 6.36 128.8 1.06 2.21 34.34 0.064' V T13 146-122 L2x2 1/2x1/4 4 79 4 79 97 0 1.06 2.88 34.34 0.084' � T14 122-96 L2x2 1/2x1l4 5.32 5.3 107 7 1.06 3.94 34.34 0.115' � T15 96-72 L2x2 1/2x1/4 5.89 5.8 119.3 1.06 7.69 34.34 0.224' � T16 72-52 2L2 1/2�f2x1/4x3/8 6.42 6.4 98.2 2.13 5.55 69.01 0.080' � T17 52-32 2L21/2x2x1/4x3/8 6.86 6.8 104.9 2.13 6.37 69.01 0.092' � T18 32-0 2L21/2x21/2x1/4x3/S 3.82 3.8 59.7 2.38 6.41 7711 0.083' � � P„ l�P�controls Redundant Horizontal ( ) Design Data (Tension) Section Elevation Size L L„ KUr A P„ �P„ Ratio No. P„ ft ft R !nZ K K �pn T13 146-122 L3x3x1/4 9.58 9.5 123.6 1 44 2.88 46.66 0.062 � T14 122-96 L3x3x1/4 10.63 10. 3 1372 144 3.94 46.66 0.084' � T15 96-72 L3x3x1/4 1178 11 8 152.0 144 7.69 46.66 0.165' � 4.9-3(1.35 CR)-550 T16 72-52 2L21/2x21/2x1/4x3/8 12.83 12. 3 200.3 2.38 5.55 7711 0.072' T17 52-32 2L21/2x21/2x1/4x3/8 13.71 13.I1 214.0 2.38 6.37 7711 0.083' � T18 32-0 2L21/2x21/2x1/4x3/8 7.65 7. 5 119.3 2.38 6.41 7711 0.083' � � P„ /�P� controls tnxTower Report-version 6.1 4 1 . . June 19, 2014 285 Ff Self Support Tower Structural Ana/ysis CC/BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 65 Redundant Horizontal (3 Design Data (Tension) Section Elevation Size L L„ KUr A P„ �P„ Ratio NO. P� R R ft fnZ K K �p„ T18 32-0 2L3x3x1/4x3/8 11.47 11 4 148.0 2.88 6.41 93.31 0.069 � � P„ /�P„COf1tf01S Redundant Diagonal (1) Design Data (Tension) Section Elevation Size L L„ K�r A P„ �P„ Ratio N0. P„ ft ft ft inZ K K �p� T3 272-259 L2 1/2x2x1/4 7.01 7.01 142.1 1.06 0.31 34.34 0.009 � T4 259-247 L2 1/2x2x1/4 6.75 6.75� 136.7 1.06 0.22 34.34 0.006' T7 232-222 L21/2x21/2x1/4 6.42 6.4I 100.2 119 0.64 38.56 0.017' � T8 222-210 L2 1/2x2 1/2x1/4 7.38 7.3 115.2 1.19 1.21 38.56 0.031 ' � T9 210-195 L21/2x21/2x1/4 8.80 8.8 137.3 119 1.18 38.56 0.030' � T10 195-183 2L21/2XIx1/4x3/8 7.93 7.9 1214 2.13 1.37 69.01 0.020' � T11 183-171 L21/2x21/2x5/16 8.19 8.1 129.2 146 117 47.30 0.025' � T12 171 -146 2L2 1l2x2x1/4x3/8 13.70 13.7 209.6 2.13 2.38 69.01 0.034' � T13 146-122 2L21/2�Qx1/4x3/8 9.08 9.0� 139.0 2.13 2.73 69.01 0.040' T14 122-96 2L2 1/2x2x1/4x3/8 9.90 9.9 151.5 2.13 3.66 69.01 0.053' T15 96-72 2L2 1/2x2x1/4x3/8 9.64 9.6�4 147.6 2.13 6.30 69.01 0.091 ' � T16 72-52 2L2 1/2�CLx1/4x3/8 8.96 8.9 137.2 2.13 3.88 69.01 0.056' � T17 52-32 2L21/2�Qx1/4x3/8 9.26 9.2 141.8 2.13 4.30 69.01 0.062' � T18 32-0 2L21/2x21J2x1/4x3/S 8.67 8.6 135.3 2.38 7.26 77.11 0.094' fd1 � Pu ��Pn COC1tf0�S Redundant Diagonal (2� Design Data (Tension) Section Elevation Size L L KUr A P„ �P„ Ratio NO. P„ R fr in2 K K �p„ T13 146-122 2L21/2�Qx1/4x3/8 12.09 12. 9 185.1 2.13 1.82 69.01 0.026 � T14 122-96 2L2 1/2�f1x1/4x3/8 13.29 13. 9 203.5 2.13 2.46 69.01 0.036' � T15 96-72 2L21/2x21/2x1/4x3/8 13.81 13. 1 215.6 2.38 4.51 7711 0.0.5s9' t� tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Self Support Tower Structural Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 66 Section Elevation Size L L„ KUr A P„ �P„ Ratio NO. P� ft R ft in2 K K �p� T16 72-52 2L21/2X2x1/4x3/8 12.08 12.0 184.9 2.13 3.48 69.01 0.050 T17 52-32 2L21/2x2x1/4x3/8 12.64 12.6 193.4 2.13 3.91 69.01 0.057' b� T18 32-0 2L3x3x3/16x3/8 10 72 10.7 137.0 2.18 4 49 70.63 0.064' � � P„ ��Pn C011t�OIS Redundant Diagonal (3) Design Data (Tension) Section Elevation Size L L„ KUr A P� �P� Ratio No. P„ R ft R inZ K K �p� T18 32-0 2L5x3 1/2x5/16x3/8 13.57 13.5 112.3 5.12 38.50 165.89 0232 � � P„ l�P�controls Redundant Hip (1) D si n Data (Tension) Section Elevation Size L L„ K!/r A P„ ¢P„ Ratio No. P� R R ft in2 K K �p� I T12 171-146 2L3 1/2x3 1/2x1/4x3/8 8.99 8.9 99.0 3.38 0.04 109.51 0.000 I � � T13 146-122 2L21/2x21/2x1/4x3/8 6.77 6.7 105.7 2.38 0.37 7711 0.005' ' T14 122-96 2L3x2 1/2x1/4x3/8 7.52 7.5 95.5 2.63 0.34 85.21 0.004' � 6� T15 96-72 2L3�Q 1/2x1/4x3l8 8.33 8.3 105.8 2.63 0.29 85.21 0.003' � � T16 72-52 2L3x21/2x1/4x3/8 9.07 9.0 115.2 2.63 0.16 85.21 0.002' � I T17 52-32 2L3�C2 1/2x1/4x3/8 9 70 9.7 123.1 2.63 0.16 85.21 0.002' I � T18 32-0 2L3�C2 1/2x1/4x3/8 5.41 5.4 68.7 2.63 0.72 85.21 0.008' � � P� I�Pn controls Redundant Hip (2) aesign Data (Tension) Section Elevation Size L L KI/r A P„ �P„ Ratio NO. P„ fr R inz K K �p„ T13 146-122 2L2 1/2x2 1/2x1/4x3/S 13.55 13. 5 211 4 2.38 0.12 77.11 0.002 � T14 122-96 2L3x2 1/2x1/4x3/8 15.04 15.�4 191.0 2.63 0.14 85.21 0.002' T15 96-72 2L3x2 1/2x1/4x3/8 16.66 16. 6 211.5 2.63 0.13 85.21 0.0' tnxTower Report-version 6.1 4 1 June 19, 2014 285 Ft Se/f Support Tower Structural Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 67 Section E/evation Size L L„ KUr A P„ �P„ Ratio NO. Pu R R ft inz K K �p� � T16 72-52 2L3�Q 1/2x1/4x3/8 18.15 18.1 230.5 2.63 0.09 85.21 0.001 ' � T17 52-32 2L3X2 1/2x1/4x3/8 19.39 19.3 246.3 2.63 0.10 85.21 0.001 ' � T18 32-0 2L2 1/2�CLx1/4x3/8 10.82 10.8 165.6 2.13 0.30 69.01 0.004' � � P„ /QP�controls Redundant Hip (3) D sign Data (Tension) Section Elevation Size L L„ KUr A P„ �P„ Ratio No. Pu ft (t ft Inz K K �p� T18 32-0 2L3�C2 1/2x1/4x3/8 16.22 16.2 206.0 2.63 0.21 85.21 0.002 � � P„ /�P� controls Redundant Hip Diagonal Desi n Data (Tension) Section Elevation Size L L„ KI/r A P� �P� Ratio NO. P„ R R R in2 K K �p� T12 171-146 2L3 1/2x3 1/2x1/4x3/8 19.24 19. 4 211.9 3.38 0.31 109.51 0.003 � T13 146-122 2L31/2x31/2x1/4x3/8 13.58 13. 8 149.5 3.38 0.70 109.51 0.006' � T14 122-96 2L2 1l2�Qx1/4x3/8 14 94 14. 4 228.7 2.13 0.68 69.01 0.010' � T15 96-72 2L21/2�Qx1/4x3/8 15.63 15. 3 239.2 2.13 0.60 69.01 0.009' � T16 72-52 2L21/2�Qx1/4x3/8 16.01 16. 1 245.1 2.13 0.36 69.01 0.005' � T17 52-32 2L21/2�Qx1/4x3/8 16.91 16. 1 258.8 2.13 0.36 69.01 0.005' � T18 32-0 2L2 1/2�Qx1/4x3/8 11.90 11. 0 182.2 2.13 1 45 69.01 0.021 ' � � P u ��Pn COf1tfO�S Redundant Sub-Horizon al Design Data (Tension) Section Elevation Size L L KUr A P„ �P„ Ratio N0. P„ ft R in2 K K �p„ T18 32-0 2L5x5x3/8x3/8 21.89 21. 9 118.3 722 38.02 233.93 0.163 � P„ /�P„controls tnxTower Report-version 6.1 4 1 � - -- - - . . June 19, 2014 285 Ft Se/f Support Tower Structural Ana/ysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 68 Redundant Sub Diagona Design Data (Tension) Section Elevation Size L L„ KI/r A P� �P� Ratio No. Pu ft R ft in2 K K �p„ T18 32-0 2L5x3 1/2x5/16x3/8 9.71 9.71 80.3 5.12 61.53 165.89 0.371 � � P„ l�P�controls Inner Bracing Desi n Data (Tension) Section Elevation Size L L„ KUr A P„ �P„ Ratio No. P„ R ft ft !n2 K K �p� T1 288-279 L3x3x1/4 7.07 7.07 91.2 1 44 0.01 46.66 0.000 � T12 171-146 L3x3x1/4 17.99 17.9 232.1 1 44 0.01 46.66 0.000' � T13 146-122 L5x3x1/4 20.32 20.3 283.2 1.94 0.11 62.86 0.002' � T14 122-96 L3 1/2x3 112x1/4 22.56 22.5 248.4 1.69 0.12 54 76 0.002' � T15 96-72 2L2X2 1/2x1/4x3/8 24.98 24.9 506.4 2.13 0.09 69 01 0.001 ' II� T16 72-52 2L21/2x2 1/2x1/4x3/8 27.22 27.2 424.8 2.38 0.05 77.11 0.001 ' � T17 52-32 2L2 1/2x3x1/4x3/8 29.09 29.0 463.6 2.63 0.05 85.21 0.001 ' � � P„ l�P�controls Section Capacity Table Section Efevation Component Size Critical P mPa„ow % Pass No R Type Element K K Capacity Fail T1 288-279 Leg L5x5x1/2 2 -0.76 87 75 0.9 Pass T2 279-272 Leg L5x5x1/2 24 -2.10 124 74 1 7 Pass T3 272-259 Leg L5x5x1/2 45 -4.50 134.35 3.4 Pass T4 259-247 Leg L5x5x1/2 82 -10.49 143.90 7.3 Pass T5 247-237 Leg L8x8x5/8 119 -18.24 282.60 6.5 Pass 12.7(b) T6 237-232 Leg L8x8x5/8 140 -25.75 388.82 6.6 Pass T7 232-222 Leg L8x8x5/8 161 -30.55 388.82 7.9 Pass T8 222-210 Leg L8xSx5/8 198 -41.06 371.04 11 1 Pass 18.5(b) T9 210-195 Leg LSxSx5/8 235 -57.35 340.41 16.8 Pass T10 195-183 Leg L8x8x11/8 272 -83.07 642.24 12.9 Pass 28.2(b) T11 183-171 Leg L8xSx1 1/8 309 -107 04 642.24 16.7 Pass T12 171-146 Leg L8x8x1 1/8 346 -133.94 380.00 35.2 Pass T13 146-122 Leg L8x8x3/4 2PL0.5�8 391 -187.80 788.33 23.8 Pass 49.2(b) T14 122-96 Leg L8x8x3/4 2PL0.5x8 460 -243.34 774.14 31 4 Pass 47.8(b) T15 96-72 Leg L8x8x1 2PL0.75 8 529 -307 13 806.79 38.1 Pass 48.3(b) T16 72-52 Leg L8xSx1 2PL0.625 8 598 -369.19 1046.93 35.3 Pass tnxTower Report-version 6.1 4 1 � : June 19, 2014 285 Ft Se/f Support Tower Structura/Analysis CC/BU No 816298 Project Number 014-00546-D0,Application 250154, Revision 0 Page 69 Section Elevation Component Size Critical P 0Pa„oW % Pass No. ff Type Element K K Capacity Fail 58.0(b) T17 52-32 Leg L8x8x1 2PL0.75x8 679 -423.82 1132.32 37 4 Pass 66 4(b) T18 32-0 Leg L8x8x1 2PL0.875x8 760 -426.10 1181 17 36.1 Pass 66.7(b) T1 288-279 Diagonal 2L2 1/2�Qx1/4x3/8 17 -0.64 24 OS 2.6 Pass T2 279-272 Diagonal 2L2 1/2�1Lx1/4x3/8 34 -1.90 29 13 6.5 Pass T3 272-259 Diagonal 2L2 1/2x2 1/2x1/4x3 8 65 -4.29 23.40 18.3 Pass T4 259-247 Diagonal 2L2x2 1/2x1/4x3/8 102 -5.62 23.29 24 1 Pass T5 247-237 Diagonal 2L3�C2 1/2x1/4x3/8 129 -6.22 28.62 21 7 Pass T6 237-232 Diagonal 2L31/2x21/2x5/16x3(8 150 -5.48 62.90 8.7 Pass T7 232-222 Diagonal 2L2 1l2x3x5/16x3/8, 181 -8.98 54.26 16.6 Pass TS 222-210 Diagonal 2L2 1/2x3 1l2x1/4x318 218 -13.27 43.67 30.4 Pass T9 210-195 Diagonal 2L2 1/2x3 1/2x1/4x3 8 255 -19.34 32.93 58.7 Pass T10 195-183 Diagonal 2L3 1l2x4x1/4x3/S 282 -21 11 66.06 32.0 Pass T11 183-171 Diagonal 2L3x3 1/2x1/4x3/8 322 -24.38 44 09 55.3 Pass T12 171-146 Diagonal 2L3 1/2x5x3/8x3/8 359 -40.89 58.62 69.8 Pass T13 146-122 Diagonal 2L31/2x5x3/8x3/8 410 -42.43 101.21 41.9 Pass T14 122-96 Diagonal 2L3 1/2x5x5/16x3/ 479 -47.59 77.28 61.6 Pass T15 96-72 Diagonal 2L3 1/2x5x5/16x3/ 563 -50.82 80.34 63.3 Pass T16 72-52 Diagonal 2L3 1/2x4x5/16x3/ 637 -47.89 78.49 61.0 Pass T17 52-32 Diagonal 2L3 1/2x4x5/16x3/ 718 -49.31 76.07 64.8 Pass T18 32-0 Diagonal 2L5x5x3/8x3/8 815 -87.71 167.68 52.3 Pass T2 279-272 Horizontal 2L2 1/2�CLx1/4x3/8 32 -1.09 40.42 2.7 Pass T3 272-259 Horizontal 2L5x3x1/4x3/8 61 -1 77 73.48 2.4 Pass 2.8(b) T4 259-247 Horizontal 2L2 1/2x2x1/4x3/8 98 -2.85 36.11 7.9 Pass T5 247-237 Horizontal 2L3X2 1/2x1/4x3/8 127 -3.76 46.50 8.1 Pass T6 237-232 Horizontal 2L21/2�Qx1/4x3/8� 148 -4.31 3107 13.9 Pass T7 232-222 Horizontal 2L5�13 1/2x3/8x3/ 177 -5.43 126.83 4.3 Pass 8.0(b) T8 222-210 Horizontal 2L3�Qx1/4x3/8 214 -7.62 29.80 25.6 Pass T9 210-195 Horizontal 2L3�Qx1/4x3/8 251 -10.90 25.89 42.1 Pass T10 195-183 Horizontal 2L5x3x5/16x3/8 281 -14.68 79.26 18.5 Pass T11 183-171 Horizontal 2L5x3 1/2x5/16x3/ 318 -17.26 93.31 18.5 Pass T12 171-146 Horizontal 2L3 1/2x2 1/2x1/4x /8 355 -19.99 31 77 62.9 Pass T13 146-122 Horizontal 2L5x3 1/2x3l8x3/ 404 -23.15 93.14 24 9 Pass T14 122-96 Horizontal 2L4x3x1/4x3/8 473 -26.12 34 07 76.6 Pass T15 96-72 Horizontal 2L4X3 1/2x3/8x3/ 557 -30.68 41 94 73.1 Pass T16 72-52 Horizontal 2L3 1/2x2 1/2x1/4x /8 630 -33.20 63.34 52.4 Pass T17 52-32 Horizontal 2L2 1/2x2 1/2x1/4x /8 711 -34.98 45.49 76.9 Pass T18 32-0 Horizontal 2L6x4x3/8x3/8 807 -66.34 106.79 62.1 Pass T1 288-279 Top Girt 2L3x2 1/2x1/4x3/ 6 -0.26 55.48 0.5 Pass 0.5(b) T3 272-259 Redund Horz 1 L2 1/2x2x1/4 66 -0.19 19.68 1.0 Pass Bracing T4 259-247 Redund Horz 1 L2 1/2x2x1/4 100 -0.16 18.39 0.9 Pass Bracing T7 232-222 Redund Horz 1 L2 1/2x2x1/4 182 -0.73 15.48 4 7 Pass Bracing T8 222-210 Redund Horz 1 L2 1/2x2x1/4 209 -1 41 13.65 10.3 Pass Bracing T9 210-195 Redund Horz 1 L2 1/2x2x1/4 256 -1.22 11.62 10.5 Pass Bracing T10 195-183 Redund Horz 1 2L21/2x2x1/4x3/ 290 -1.68 39.65 4.2 Pass Bracing T11 183-171 Redund Horz 1 L2x2 1/2x1/4 327 -1.61 8.41 19.1 Pass Bracing T12 171-146 Redund Horz 1 L2x2 1/2x1/4 366 -2.21 7.39 29.9 Pass Bracing T13 146-122 Redund Horz 1 L2x2 1/2x1/4 411 -2.88 13.03 22.1 Pass Bracing T14 122-96 Redund Horz 1 L2x2 1/2x1/4 480 -3.94 10.57 37.2 Pass Bracing T15 96-72 Redund Horz 1 L2x2 1/2x1/4 559 -7.69 8.62 89.3 Pass Bracing T16 72-52 Redund Horz 1 2L21/2x2x1/4x3,8 621 -5.55 36.88 15.0 Pass Bracing T17 52-32 Redund Horz 1 2L2 1/2x2x1/4�13 8 702 -6.37 35 46 18.0 Pass Bracing tnxTower Report-version 6.1 4 1 ; � June 19, 2014 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 70 Section Elevation Component Size Cr'dical P oPei�oW % Pass No. � Type Element K K Capacity Fail T18 32-0 Redund Horz 1 2L2 1/2x2 1/2x1/4x3/ 809 -6.41 50.42 12.7 Pass Bracing T13 146-122 Redund Horz 2 L3x3x1/4 422 -2.88 8.63 33.4 Pass Bracing T14 122-96 Redund Horz 2 L3x3x1/4 481 -3.94 7.00 56.2 Pass Bracing T15 96-72 Redund Horz 2 L3x3x1/4 560 -4.61 5.71 80.8 Pass Bracing T16 72-52 Redund Horc 2 2L2 1/2x2 1/2x1/4x3 8 633 -5.55 13.41 41.4 Pass Bracing T17 52-32 Redund Horz 2 2L21/2x2 1/2x1/4x3 8 714 -6.37 11.74 54.3 Pass Bracing I T18 32-0 Redund Horz 2 2L21/2x2 1/2x1/4x3/8 792 -6.41 36.28 17 7 Pass Bracing T18 32-0 Redund Horz 3 2L3x3x1l4x3/8 794 -6.41 29.69 21.6 Pass Bracing T3 272-259 Redund Diag 1 L2 1/2x2x1/4 67 -0.18 6.08 3.0 Pass Bracing T4 259-247 Redund Diag 1 L2 1/2x2x1/4 101 -0.15 6.57 2.3 Pass Bracing T7 232-222 Redund Diag 1 L2 1/2x2 1/2x1/4 183 -0.52 10.91 4 7 Pass Bracing TS 222-210 Redund Diag 1 L2 1/2x2 1/2x1/4 210 -1 11 8.26 13.4 Pass Bracing T9 210-195 Redund Diag 1 L2 1/2x2 1/2x1/4 257 -1.02 5.81 17 6 Pass Bracing T10 195-183 Redund Diag 1 2L2 1/2x2x1/4x3/8 294 -1.25 31.77 3.9 Pass Bracing T11 183-171 Redund Diag 1 L2 1l2x21/2x5/16 324 -1.11 8.16 13.6 Pass Bracing T12 171-146 Redund Diag 1 2L21/2x2x1/4x3/8 367 -2.38 10.95 21 7 Pass Bracing T13 146-122 Redund Diag 1 2L21/2x2x1/4x3/8 423 -2.73 24.91 11 0 Pass Bracing T14 122-96 RedundDiag1 2L21/2x2x1/4x3/ 482 -3.66 20.97 17.5 Pass Bracing T15 96-72 Redund Diag 1 2L2 1/2x2x1/4�C3! 551 -6.30 22.08 28.5 Pass Bracing T16 72-52 Redund Diag 1 2L2 1/2x2x1/4X3/ 623 -3.88 25.56 15.2 Pass Bracing T17 52-32 Redund Diag 1 2L21/2x2x1/4x3/ 704 -4.30 23.94 18.0 Pass Bracing T18 32-0 Redund Diag 1 2L21/2x2 1/2x1/4x /8 793 -7.26 29.38 24.7 Pass Bracing T13 146-122 Redund Diag 2 2L2 1/2x2x1/4x3/ 414 -1.82 14 05 12.9 Pass Bracing T14 122-96 Redund Diag 2 2L2 1/2x2x1/4x3/ 493 -2.46 11.62 21.2 Pass Bracing T15 96-72 Redund Diag 2 2L21l2x2 1/2x1/4x /8 552 -4.51 11.57 39.0 Pass Bracing T16 72-52 Redund Diag 2 2L2 1/2x2x1/4X3/ 624 -3.48 14.07 24 7 Pass Bracing T17 52-32 Redund Diag 2 2L2 1l2x2x1/4x3/ 705 -3.91 12.87 30.4 Pass Bracing T18 32-0 Redund Diag 2 2L3x3X,i/16x3/8 795 �49 26.23 17.1 Pass Bracing T18 32-0 Redund Diag 3 2L5x3 1/2x5/16x3 8 821 -45.70 80.30 56.9 Pass Bracing T12 171 -146 Redund Hip 1 2L31/2x3 1/2x1/4x /8 362 -0.19 58.25 0.3 Pass Bracing T13 146-122 Redund Hip 1 2L2 1l2x2 1/2x1/4x /8 415 -0.46 39.44 1.2 Pass Bracing T14 122-96 Redund Hip 1 2L3x2 1/2x1/4x3/ 484 -0.48 46.25 1.0 Pass Bracing T15 96-72 Redund Hip 1 2L3x2 1/2x1/4x3/ 553 -0.42 47.29 0.9 Pass Bracing T16 72-52 Redund Hip 1 2L3x2 1/2x1/4X3/ 626 -0.30 41 14 0.7 Pass Bracing T17 52-32 Redund Hip 1 2L3x2 1/2x1/4x3/ 707 -0.31 38.36 0.8 Pass Bracing tnxTower Report-version 6.1 4 1 : . June 19, 2014 285 Ft Se/f Support Tower Sfructura!Analysis CC/BU No 816298 P�oject Number 014-00546-00,Application 250154, Revision 0 Page 71 Section Elevation Component Size Critical P OPa��oW % Pass No, ft Type Element K K Capacdy Fail T18 32-0 Redund Hip 1 2L3x2 1/2x1/4�3/8 798 -0.89 53.34 1 7 Pass Bracing T13 146-122 Redund Hip 2 2L2 1/2x2 1/2x1/4x3/ 431 -0.22 12.03 1.8 Pass Bracing T14 122-96 Redund Hip 2 2L3x2 1/2x1/4�13/8 500 -0.23 16.29 1.4 Pass Bracing T15 96-72 Redund Hip 2 2L3x2 1/2x1/4x3/8 569 -0.22 13.28 1.6 Pass Bracing T16 72-52 Redund Hip 2 2L3x2 1/2x1/4�3/8 644 -0.15 11 19 1.3 Pass Bracing T17 52-32 Redund Hip 2 2L3x2 1l2x1/4x3l8 725 -0.15 9.80 1.6 Pass Bracing T18 32-0 Redund Hip 2 2L2 1/2x2x1/4x3/8 799 -0.42 17.56 2.4 Pass Bracing T18 32-0 Redund Hip 3 2L3x2 1/2x1/4�C3/8 851 -0.23 14 00 1.7 Pass Bracing T12 171-146 Redund Hip 2L3 1/2x3 1/2x1/4x3 8 372 -0.27 17.01 1.6 Pass Diagonal Bracing T13 146-122 Redund Hip 2L31/2x3 1/2x1l4x3 8 417 -0.64 34 18 1.9 Pass Diagonal Bracing T14 122-96 Redund Hip 2L21/2�C1x1/4�3/8 486 -0.56 9.20 6.1 Pass Diagonal Bracing T15 96-72 Redund Hip 2L2 1/2x2x1/4�/8 555 -0.52 8.41 6.1 Pass Diagonal Bracing T16 72-52 Redund Hip 2L2 1/2x2x1/4X3/8 629 -0.14 3.51 4.1 Pass Diagonal Bracing T17 52-32 Redund Hip 2L2 1/2x2x1/4x3/8 710 -0.14 3.10 4.6 Pass Diagonal Bracing T18 32-0 Redund Hip 2L2 1/2x2x1/4x3/8 S00 -1.19 14 49 8.2 Pass Diagonal Bracing T18 32-0 Redund Sub Horz 2L5x5x3/8x3/8 822 -46.45 108.54 42.8 Pass Bracing T18 32-0 Redund Sub 2L5x3 1/2x5/16x3/ 830 -63.40 100.13 63.3 Pass Diagonal Bracing T1 288-279 Inner Bracing L3x3x1/4 13 -0.00 7.92 02 Pass T2 279-272 Inner Bracing L3x3x1/4 42 -0.00 6.33 02 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 L4x4x1/4 195 -0.01 6.36 0.4 Pass T8 222-210 Inner Bracing L4x4x1/4 232 -0.01 5.50 0.4 Pass T9 210-195 Inner Bracing L2x3x1/4 268 -0.03 1 72 1.6 Pass T10 195-183 Inner Bracing L7x4x3/8 306 -0.01 9 75 0.7 Pass T11 183-171 Inner Bracing L3 1/2x2 1/2x1/4 339 -0.04 2.35 1.8 Pass T12 171-146 Inner Bracing L3x3x1/4 385 -0.09 2.45 3.7 Pass T13 146-122 Inner Bracing L5x3x1/4 453 -0.13 3.24 4.0 Pass T14 122-96 Inner Bracing L3 1/2x3 1/2x1/4 522 -0.14 2.51 5.5 Pass T15 96-72 Inner Bracing 2L2x2 1/2x1/4x3/ 591 -0.15 1.88 8.2 Pass T16 72-52 Inner Bracing 2L2 1/2x2 1/2x1/4x /8 668 -0.13 2.98 4.5 Pass T17 52-32 Inner Bracing 2L2 1/2X3x1/4x3/ 749 -0.15 2.76 5.4 Pass T18 32-0 Inner Bracing 2L4x3x5/16x3/8 866 -0.03 5.52 1.1 Pass Summary ELC� LC7 Leg(T18) 66.7 Pass Diagonal 69.8 Pass (T12) Horizontal 76.9 Pass (T17) Top Girt 0.5 Pass (f1) Redund 89.3 Pass Horz 1 Bracing (T15) Redund 80.8 Pass Horz 2 Bracing (T15) tnxTower Report-version 6.1 4 1 : . , June 19, 2014 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 72 Section Elevation Component Size Critical P ePeno„, % Pass No. ft Type Element K K Capacity Fail Redund 21.6 Pass Horz 3 Bracing (T1 S) Redund 28.5 Pass ' Diag 1 Bracing (T15) � Redund 39.0 Pass Diag 2 Bracing (T15) Redund 56.9 Pass Diag 3 Bracing (T18) � Redund 17 Pass Hip 1 � Bracing (T18) '� Redund 2.4 Pass Hip 2 Bracing , (T18) Redund 17 Pass Hip 3 Bracing (T18) Redund 8.2 Pass Hip Diagonal Bracing � (T18) Redund 42.8 Pass , Sub Horz Bracing ' (T18) Redund 63.3 Pass Sub Diagonal Bracing (T1 S) Inner 8.2 Pass Bracing (T15) Bolt 66 7 Pass Checks Rating= 89.3 Pass tnxTower Report-version 6.1 4 1 �, I � . June 19, 2014 285 Ft Self Support Tower Structura/Analysis CC!BU No 816298 Project Number 014-00546-00,Application 250154, Revision 0 Page 73 APPE DIX B BASE LEVE DRAWING tnxTower Report-version 6.1 4 1 �INSTALL� 12) 1-6 8'TO 777 FT LEVEL � LEC D ����Nj LEG A ����� •• � •• ��ij�-�s�e•To zz�Fr�w. �� �ijsi/e�'r�o zes Fr� •• •• (arm�osm) (i) i-a/e•To zw Fr� (usr�o) 2 3/8'TO 203 Ff LEVFL t 3 7-3/18'TO 203 FT I.EVEL � (PROPOSED) 0 1 E85 TO 95 Ff LEVEL ' 0 2 7/8'TO 277 FT LEVEL i i-a/e'To 2n Fr� �c c •'s�e •�s •s�w�• siiii:� IEG B (INSfALLm) QNSTALLED) �7 EWP63 TO 185 Ff LEVEL 2) 1-1/4'TO 194 Ff LEVEL 2; 1/2'TO 215 Ff LEVEL 1) 1-3/5'TO 194 FT LEVEL ii) i-y/e•ro zis Fr �o) i-s/s•To is4 Fr� BISYE49 UM:EtYl9! 70NEI1 R r n�aun + 6 June 19, 2014 285 Ft Self Support Tower Structura/Analysis CCI BU No 816298 Project Number 014-00546-D0,Application 250154, Revision 0 Page 74 APPEN IX C ADDITIONAL C LCULATIONS tnxTower Report-version 6.1 4 1 : : Anchor Rod Check for Self Supporting Towers C ��N TIA-222-G, Section 4.9.9 Rev 6.1 � �,�STL E Site Data Reactions BU#� 816298 Eta Factor, 0.55 Detail T e Site Name: Zeph rhills U lift, Pu: 434.64 ki s App#� 250154 Rev.0 Shear,Vu: 85.45 kips Anchor Rod Data �a� in Qty: 4 MU =0 65�1a�'V„ ft-kips Diam. 3.25 in Rod Material: A36 Stren th Fu : 58 ksi Anchor Rod Results: Yield F � 36 ksi Max Rod(Cu+Vu/�j)� 147.5 Kips Design Axial, �"Fu'Anet: 277 0 Kips " Rod Circle in Anchor Rod Stress Ratio. 53.2% "`e i n �#of Rods 1 or 2 If Applicable; Mu= Pu x e ft-ki s Anchor Rod Results with Bendin Considered: `Only enfer rod circle, offsef(e) and number When tlie clear distance from the top of concrete to the bottom of ancl�or rods af the extreme fiber to of leve!nut excceeds 1 0 trmes tl�e drameter of the anchor rod, consider if eccentric load due fo leg fl�e following interaction equation sl�al!a/so be satisfied(see reinforcement exist. Figure 4-4 of Rev G) �Vu��Rnv)2+I�f'u��Rnt)�'�Mu��Rnm)�z�= 1 �_..-.� � �oao��'� �o_o�� �Rnv=�*0 45*F„b*Ab= kips A '"=�''-'�q B�-' o�o �B �R - *Fu*Anet- klpS -�- ��-� _„_ ^`� �`w.�__�'>3 �Rnm=�*Fy*Z= ft-kipS C�nva;e�, � cor,:e[a� �-�,�r---� , , i�, , S�CTIOt�+ A-A S�CTIOti 3-� Detail Type �a� Detail Type (b) �Z=d.�d '+2=o-�o C� °� '� °�. �� , '�o c �� n ``��..._`�..,� �.,.,_�_-,..,� r-rrc�snnrM fOJI CP�Ct9W—� � CDltt3[3� � 5 y � •�.�—_." I SECTIDN C-C SECTlON D-D Detail Type (c) �etail Type (d) iVlaximum Acceptable Ratio: 105 % "�'��O.SS (See Nota 1 6alrnv) �=0.5d Governing Stress Ratio: 53.2% Pass Figure 4-4 of TIA-222-G SST Anchor Rod Check F r Rev G-Rev 6 1 091912 � : , ', °o°o SSO@ 816298 Zephyrhllls li ProJecf#:014-00546-00 I iowarRwcNo�u O�eraOFamtlatimCapaclty 99.6% I OK UpfFt a�a 6 kips CartpresYon 559.]kips D�IIIedCaWonDetvi� SoIIVoI ei Diometer 5�t Woteriobie Dep�h 5 H Mei�l Pbove Grade 1.15�t BeaingType Grou iotal Cdsson lengih 2d It Uhmote End Beonng T2 ksl Perinafer ISJ fl Crrns-SectiondNea 19.6 n� U9irtqle So�Layer SolLayer VEimaleUpGH Cortpression OryCOncrete AtlGI'rondVnwllorGratleBeamadColarMOdfication R'ickness 9dn Pocllan 9cin hichon py Sod Urit WeigM Urit Weight RII fll hsfl ncl) I�cl) CoOeBem"vi9 2dB.]3 k'Ps I�neglectetl) 3 OOOD 0000 O.IId 0.150 G�atle Beam9eaing 360 kips Y 2 0.944 0.955 O.I�d 0.150 Cal�/BeomWeight NP���) 2DBb2 kip� 3 I 0.94d 0.955 0.11C 0.150 Cola/BeamWei�l C �I2] kips d OS 0.618 0.000 0.124 0.150 We'ghtolSaiRertnved'�o 114.1 kips 5 3 0.618 0.000 0.110 0.150 6 85 0.618 0.675 0.110 0.150 7 5 0.618 0.000 0.110 0.150 Tatah 23 SoY Cdculationa Soillayer Effective5o0 Eltective Cortprestlon EfiectiveSoil iF�ckneu UrYtWelBht CmueleUrvl UpiFlSkinFric�ionResrslance SkinFrlction Wei9F� Ef(ecliveCmcrefeWei�lAdded 3qlloYe� Wei�l Resislarce Rertavetl rn ��i xni xrosi awsi x�csi n�w� I(neglecletl) 3D 0.12d 0.150 0 0 7.30 1252 2 20 O.I�d O.ISD 30 JO d.8] 5.89 3 1.0 0.052 0.088 IS IS 1.21 1.I2 d 0.5 0.062 0.088 5 0 0.60 0.86 5 3.0 O.OaB O.OBB 29 0 280 S.I6 6 85 O.OdB 0.069 83 83 7.9d ldb2 ] SA O.OdB O.OBB <6 0 d.dd e.l] 0.0 -0.06Y 0.�8 0 0 0.00 0.00 00 -0.052 0.098 0 0 O.W 0.00 0.0 -0O5P O�B 0 0 00� O.OD 11 00 -0.062 O.�B 0 0 0.00 O.CO 12 0.0 -0.062 0 CBB 0 0 0.00 0.00 iota5 13.0 �D].I I7B5 P2 d&9 FntlBea�ngResistance: 7805 kips C creteWeighl: 3I4.8 kips Compression SkinFnclim Resis�ance: 96.3 k�s L¢GX Stln Poct on Re9sla�ce: 155.3 kipt ialalCOrtryesslmReGStance: 876.9 k'ps io�alU ffiRe4s�ance: d6B.1 kips Sa0 CapaclXe� CortpressonCapad�y 99.6% OK Up6itCapaciN 92.8% OK Reinio�camenl PmpeMe� RelnforcameN Chack Bo Sim 9 enalon NurtberotVMicdBan IS RebaCageDiameler 521in. HorimntalreSis 3 Rqfd�evelopmeniLene�h 61.Bin. BaSirengih,F� � 60kY Developrtenilenglh 39.dirt NG.tricNtleimsile5lrengihRetluclion�Ltl/Rep'tlLtl) Anchor Rotl C'vcle 1]in i„ 43a 6 k AnchorROtl ErtbeCmen� d0 in Tentile 5lrergih,mr„ 516]k ConcieteCOVer � 3�In TerssOeCOpacily ed.l% OK Concre�e Slreng�h.('c 3000�pil Comp�miion Au I5.0��` HlghSeisrtvc Regioni No /y 1B77 d�^` b Icanaevml 0.] 0P� 4519.8 k CortpresaonCOpadly 21.6% OK MlNmum ReinforcemaM Cortpre54onlymirt 7.1��� OK Rainfo�cinp Capocltle� Reinlorcemen�Capadty I Bd.l% OK lyMinMetZ � Yes OK SSOE SS Caisson Analysis(Rev G)-V3.30 y i Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, no spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 816298 TIA Revision: G Site Name: Zephyrhills Max. Factored Shaft Mu: 595 71 ft-kips("Note) App#: 250154 Rev. 0 Max. Factored Shaft Pu: 0 kips Max Axial Force Type: Com . * Note: Max Shaft Superimposed Moment does not necessarily Loads Alread FaCtored qual to the shaft top reaction moment For M(VVL) 1.3 <---Disregard For P(DL) 1.3 <---Disregard oad Factor Shaft Factored Loads 1 00 Mu: 595 71 ft-kips Pier Properties 1.00 Pu: 0 kips Concrete: Pier Diameter= 5.0 ft Material Properties Concrete Area= 2827.4 in2 Concrete Comp strength, fc= 3000 psi Reinforcement yield strength, Fy= 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain= 0.00207 Horiz.Tie Bar Size= 4 Limiting compressive strain= 0.003 Vert. Cage Diameter= 4.32 ft ACI 318 Code Vert. Cage Diameter= 51.87 in Select Analysis ACI Code= 2005 Vertical Bar Size=09 Seismic Properties Bar Diameter= 1.13 in Seismic Design Category= A Bar Area= 1 inZ Seismic Risk= Low Number of Bars= 10 As Total= 10 Iflz SOIVe <--Press Upon Completing All Input A s/Aconc, Rho: 0.0035 0.35% (Run) ACI 10.5 ,ACI 21.10 4, and IBC 1810. eSUItS: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 1 (3)"(Sqrt(fc)/Fy: 0.0027 E E 200/Fy: 0.0033 . Mu Mu � �\� -� �i � �� -� �i ��-�� �\\�i_ ri � i � , . Case 1 Case 2 Dist. From Edge to Neutral Axis: 7.57 in Extreme Steel Strain, et: 0.0192 Minimum Rho Check: Et>0.0050,Tension Controlled Actual Req'd Min. Rho: 0 33% Flexural Reduction Factor,cp� 0.900 Provided Rho: 0 35% OK Ref. Shaft Max Axial Capacities, �Max(Pn or Tn): Max Pu = (cp=0 65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 4047.92 kips For Axial Compression, cp Pn = Pu: 0 00 kips at Mu=(�=o.65)Mn= 1755.31 ft-kips rilled Shaft Moment Capacity, cpMn: 1142.07 ft-kips Drilled Shaft Superimposed Mu: 595.71 ft-kips Max Tu, (cp=0.9)Tn = 540 ki s at Mu=�=(0.90)Mn= 0.00 ft-kips (Mu/cpMn, Drilled Shaft Flexure CSR: 52.2% Drilled_Shaft_Moment_Capacity, DSMC,Version 1.1 -Effective 4/01/2010 Analysis Date.6/19/2014 CAISSON Version 12.10 3:41:25 PM Thursday, June 19, 2014 SSOE Group ****************�**********��*���*********�**********************�*�***************��*�*********** . * * * CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2011 * * * :t*i:**�t**ic**i::t*�l:�,t�k*:t:t,t:t**;t:ti;**ic**:F*:F***iciri:i�ici::t***ir**ic*iri;*i::t**�;�cic:t*******�Jr*ic**ic�tir:ti�***:t**ic*****:F*:t:t:t D Project Title: BU# 816298 Project Notes: Zephyrhills Calculation Method: Full 8CD ******* I N P U T D A T A Pier Properties Diameter Distance Concrete Steel of Top of Pier Strength Yield above Ground Strength (ft) (£t) (ksi) (ksi) ------------------------------------------------ 5.00 1.25 3.00 60.00 Soil Properties Layer Type Thickness Depth at Top Density CU KP PHI o£ Layer (ft) (ft) (lbs/ft^3) (psf) (deg) I ---------------------------------------------------------------------------------------- 1 Clay 3.00 0.00 124.0 2 Sand 2.00 3.00 124.0 32.232 70.02 3 Clay 1.50 5.00 61.6 919.0 9 Clay 15.00 6.50 47.6 919.0 5 Clay 1.50 21.50 47.6 919.0 Design (Factored) Loads at Top of Pier Moment Axial Shear P,dditional Safety Load Load Factor Against Soil Failure SSOE Group Page 1/4 (ft-k) (kips) (kips) ----------------------------------------------- 0.0 0.0 100.66 4.89 ., ******* R E S U L T S J c.ec�yEq _ -, �'7�•� �.hC,y:ki �'. ,.-- �92:6^4�y -�*.L�MaJ tOC.OG �F �a' """"__�:b_"""�'_��'�"'_'_�"_'__� �"". " � �' __""_""� ._. _�""""'_ 4aou "y?�c,7� - _r - - - �,�t,..i1;1 � � �'� �,'. .y� �� ,�,. � ��j�;�«i=1 ;� ; ; , � 7�, r I�`54'1:. � T:C�A' '� � ��•'I �.k�{ i i � .t i, ..� ..."�l r � .� s • �.�l�`�+�E;It '?.a:�3cv.,n� � f ;. s 'sa. sz.pu;:�.•?3�a.a;c:,. �a . . .,Cl':��. � .a.n,r,� i / ��� . . r.r. �i-•-.. a , b+a'.; 4.� 4 ���, oaa_7.r�,:r.�i. i � i g� r .+�?'..:...v���•^��r,F�p�-F�r �o �I:� Y=. .� ���^ � °,�k�:,����l�Y:°,��'d�:0'W/ �cj�'�:_� ,p��ri) .^c, ..�� i r �,%e � i: �� o.ra,y,trir.�� ri � �,�'' `�' � �r ���k � i i � _ �-� ��; r � ;Y� a.N ;�ff:� _ � � , � � , _.b•T�vti}'.{�_._ ' � `3 ' �3 4'�t 4;d9�S.��= .:srri7ai t i l� (. _ _ �.� i>,�i J J� � � (f �,��F�I ' .�'� � }lcr�`'. ! ' � 1 4 � �'! y � i.�Sti�;y, o.rc�y,�a:� � � -0 :����-�-- � , , �i ���:����3d� � ' ' J �' � i,�i,,1 , . .< t ��� rasa.yb�, � � , ''�� � y, .� �`�°�,{'1�r�k i �1 ,r' _ �'�,,Z(�'_�. � � �! ���i� . ��-��t � ���ly��`� .��I { � y .. � � 4-�i: �ti_T�d-0L1Y � � r,'. ff/v v.v a:.i'�!������- 9G.78�3k�Y. :.L:�AO�� fl'S� a'-'��9 s. r� � r:t!.-,Ft.��.its ��.;i�:.,... ��'���..."���'.,.��""' � �. � �aca.a•.mai ~ �s9u:vuF.�a - '..-a�rc �o.� �a� • .'._R.'S4:f!`.•ii OI'J�R�A +:i�.i 01JA.T�A !.Y_'TTJiT OfY�,2'Jd Calculated Pier Properties Length Weight Pressure Pressure Total Due To Due To End-Bearing Axial Load Weight Pressure (ft) (kips) (ps£) (psf) (psf) --------------------------------------------------------------- 24.000 70.686 0.0 3600.0 3600.0 SSOE Group Page 2/4 Ultimate Resisting Forces A1ong Pier Type Distance of Top of Layer Thickness Density CU KP Force Arm s, to Top of Pier (ft) (ft) (lbs/ft^3) (psf) (kips) (£t) --------------------------------------------------------------------------------------------------- �, Clay 1.25 3.00 124 .0 0.00 2.75 Sand 4.25 2.00 124.0 32.232 479.61 5.33 Clay 6.25 1.50 61.6 919.0 55.14 7.00 Clay 7.75 7.55 47.6 919.0 277.54 11.53 Clay 15.30 7.45 47.6 919.0 -273.86 19.03 Clay 22.75 1.25 47.6 919.0 -45.95 23.38 Shear and Moments Along Pier Distance below Shear Moment Shear Moment Top of Pier (with Safety Factor) (with Safety Factor) (without Sa£ety Factor) (without Sa£ety Factor) (ft) (kips) (ft-k) (kips) (ft-k) ------------------------------------------------------------------------------------------------------------------------ 0.00 492.5 141.8 100.7 29.0 2.40 492.5 1323.7 100.7 270.7 4.80 384.5 2476.8 78.6 506.5 7.20 -22.1 2775.7 -4.5 567.6 9 60 -110 3 �6� 6 9 -�� ti �3�.'' 12.00 -198.5 2246.4 -40.6 459.4 14.40 -286.7 1664.1 -58.6 340.3 16.80 -264.7 952.8 -54.1 194.9 19.20 -176.4 423.5 -36.1 86.6 21.60 -88.2 105.9 -18.0 21.7 24.00 -0.0 -0.0 -0.0 -0.0 Reinforcement and Capacity Total Reinforcement Usable Usable Rein£orcement Area Axial Moment Percent Capacity Capacity (in^2) (kips) (£t-k) ------------------------------------------------------ 0.30 8.48 0.0 926.0 US Standard Re-Bars (Select one o£ the following) Quantity Name Area Diameter Spacing SSOE Group Page 3/4 in^2 (in) (in) I ( ) ------------------------------------------------- 43 #4 0.20 0.500 3.65 ��, 28 #5 0.31 0.625 5.61 20 #6 0.44 0.750 7.85 15 #7 0.60 0.875 10.47 �, 11 #8 0.79 1.000 14.28 9 #9 1.00 1.128 17.45 7 #10 1.27 1.270 22.44 6 #11 1.56 1.410 26.18 4 #14 2.25 1.693 39.27 SSOE Group Page 4/4