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HomeMy WebLinkAbout15-16823 _ CITY OF ZEPHYRHILLS " �� • 5335-8TH STREEf � (813)780-0020 16823 BUILDING PERMIT PERMIT:INFORMATION : '' ` � � ' - � � .� LOCATION INFORMATION � - - - � Permit Number: 16823 Address: 38522 A AVE Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: ADD/ALT COMMERCIAL Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 14-26-21-0010-01700-0060 Improv. Cost: 35,000.00 � � OWNER:INFORMATION - � - Date Issued: 12/18/2015 Name: CROWN CASTLE GT COMPANY LLC Total Fees: 315.00 Address: 4017 WASHINGTON RD Amount Paid: 315.00 MC MURRAY PA 15317-2520 Date Paid: 12/18/2015 Phone: (813)342-3853 Work Desc: REPLACE ANTENNA MOUNT VERIZON , ' - � CONTRACTO.R S � � � - �� : APPLICATION'FEES '`, � ' � ' ASCEND WIRELESS NETWORKS INC BUILDING FEE 315.00 -�-- = \/ �- � � , ��� � ( - � � � � � -`� �Ins ections Re uired �. � � - � " - FOOTER 2 D RO GH PL B I INSULATION CEILING � FOOTER BONb DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTlON FEES: (c)With respect to Reinspection fees will comply with Florida Statute 553.80 (2)(c)the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection,whichever is greater,for each such subsequent reinspection. NOTICE: In addition to the requirements of this permit, there maybe additional restrictions applicable to this properly that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for � improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans,Specifications Must Accompany Application. All work shall be pertormed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. �- CONTRACTOR SIGNA URE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER � ' m- ��,/� �, ' � O �,I.LOAIOfl: sV ,-�;.i'�= - `� 3PF � .,'`` ,.. - ., City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: �SrNO ��N�SS Ne�o�ICS �N� Date Received: ! 2 - � — / � Site: 3$S•Z� �4 �4 v L PermitType: (l��w I�NTC•NNA �PGRADCS Approved w/no comments: Approved w/the below comments: ❑ Denied w/the below comments: ❑ This comment sheet shall be pt with the permit and/or plans. �Z _c�, �� Kalvin Swi e-=P s Examiner Date Contractor and/or Homeowner (Required when comments are present) - - --- � e�3aeo-oozo City of Zephyrhills Permit Application Fax 813-780-0021 ` ' Building Deparqnent Date Received : Phone�Contact�for=Pemiit#in �O� 5 -Q�-�� Owner's Mame ��`t ;Z[7!-� W t ('`Q..��` 'S Owner Phane Number Owner's Address "1 �� �„ �u�1ti � �yZ Owner Phone Number �� � �L � , � Fee Simple Titleholder Name �" l� � ��'c' �T e�►""►� ""� Owner Phane Number � m Fee Slmple Tltleholder Address '7 01� �..�GS�i n c�t�^..� � 'U'"�t �u..("'�� � [S.� � JOB ADDRESS 3 c�-�- 1 1• �V'''�1� � `,� � v"'��II S t-- 3� a LOT# ��� SiJBDIWSION , �� � PARCEL tD# ��'{' -a�-a�'��1(������0��� , . , (OBTAINED FROM PROPERTN TAX NOTICE) W4RK PROPOSED • NEW tONSTR ADDtALT C,� StGN Q � DEMOI.ISH � .e. INSTALL 8 R�PAIR PROPOSED-USE Q SFR C] GOMM � t?THEF2 TYPE OF CON3TRUGTION � Q � BLOGK ` [� FRAME C] STEEI; Q . DESCRIPTIQN OF WORK '1 C%L � �"�, v�, ' W b.}pJ c��.l �- " ( h� '�'�a �y u�`� o�-�. BUlLD1NG SlZE �� �' SQ F001'AGE�__�. HEIGHT����� �`�f?.;� Y�tv�'C`��•�,,rr�`� QBUC�QIN� $ .. !+'ti c�G��.tf,�`��ii� '�Y1S'1�"Q, �ll�t�. . i �� �� VALUATiOi�i::CiF`'t'01'AL COt�S1'RUCTiO1V � �t101..� i�n5`�c��e„ �lt.��. S`-.2I�. QELEC'ii21CAi. r$ .��... AMP SEI2VICE Q PRO�RESS ENEFtGY Q W.R.�.C. L� � QPLUMBING •� � ��'�� �� QMECHANIGAL $ " Vi4�llATION OF MECHANI�AI.INSTALlAT10N QGA3 , Q RG?OFING .Q SPECIAI.TY, �] OTNER � FINISHED FLOOR ELEVATIQNS � � ��� FI.pOD zONE AREA QYEB NO C_� - . ac���.a�R � .��� �S t coM�i�r�� =- `,�.�e �,�,}.���r �S '�-�. t'�C 1�C, SIGNA7URE ..,G--- REGISTERED Y/ N FEE CURRE� Y/N � - Address , Liciense# L.%���`,�c�� '1 4a�� , , ELfCTRtC1Ah! C'OMP/WY� -. . ,_ - SIGNATURE � REGISTERED Y/ N FEE CURRE��f '�° �"Y/M ` Address " . . .- License# �• � PLUMBER � COMPANY t: SIGNATURE' ` , ., ,REGIBTERED Y/,N�. . , FEE CURRE�„ =.'. Y/N . , � Address , License.# � - - I MECHANFCAE: � " CdMPANY SIGNATURE� ' }� REGIS7ERED .., Y../ N FEE CURRE� Y 6 N - � Add�888'� � ' . • � • � . LiCeflSe# � � GTFIER `� _ . ' ' ';COi111PANY` � SIGNATURE '" � ' � " ' REGISTEFiED Y/ N � FEE CURRE� � Y/N ' Address . ' ' ' License#��� � � ,.. _ ,.. .. . . ..... .... ... . . , , ,.. . • . RESIDENTIAI:; �Aitaich'2„i?Itsf�Plaris;.2 "sets�of:Buildln`'•`Plans; 't `set of Ene Foim§�R=O=W'Fertriit far new canstcuc#tbn, { } � } .,.� 9 { ) t9Y'.: _ � .;Minimum�ten(�1.0);workingtdays;:after,:submlfEal date.'.:Requlred onslte,:Constiuodon=Plans;'StormwaterPlans w/Silt'Fence installed, `��f�`Sanitary'Facilfyes&�1,;dumpste,r,•°Site°Work�PermitforsubdiVislonsllaig"e:projects,- • ,�' � . � - - COMMERCtAJ. --Attach{3j complete'sefs of Bul[dliig Plaifs plus a lJfe Safeity Page;{1)set af Eaergy Farms.R-0-W Permit#oc nev�construction. Minfmum ten(10)working days'after submlttal date. Required onsite,CansUucdan Plans,Stomnwater Ptans w/Silt Fence installed, Sanitary Facilitles&1 dumpster.Site Wark Permit for all new�proJecfs:All commercia!requlrements_must meet aompilance S1GN PERMlT Attacti'{2}�sets of'Eiiglneeredr.Ptans.a, -.-� :. � - . " •`"•PROPERTY SURVEY regulred for all,NEW canstructlan.. Directians: � . �� � < . FIII out appllcatlan completely. ( Owner&Contractor sign back of appiicatton,natarized , Y - tf over�,2500,a Nattce af Cammsncement ia requirad. {AIC epgrades over 37500) "' Agent(for the contractor)'ar Power of Attomey-(fo�tFie owner)would be someone with natarized letter tram owner autho�izing same _ � DVER 7HE C{3UNTER.PERMITTFNG- ,-{Front of-Appticatlon Only)- � , Reroafsifshingles Sewers Sg�ric�,llpgrades.•A/C�•r YFences;(PIot/Survey/Footage) .,. . � .,.-.,.�. . .,._ . .�_,�. - _�- I " _ � :\ '`' w !`r ,`}. `' t . " , ,. ,.� ,, .., _ �„' .t;, " � . .,, Drlvewaya-Not over Counter if on�3ublia:roadwajfs..needs'ROVt/� ' �.` ,i ���� k , �r.;, '' �:s ° t. � . � ,. ..t-, :',,:_ . �r 't,.;� �,_ a...�,.. u ,,.zv:.�..,.-..-F�o M,...-.�.-<....w.,¢-. ., .. t .�.�'s. � ,.. .�. . �,.�.,�... .», -...,,.r..r .,....>,..,.... � f I Y A ."O' �t _ . � �. � t ons .._. , e,sub ect to deed restric I . .. . ' N0710E OF DEED RESTRICTIONS: The undersigned undergtands;th�t,:thls.��cmiE,may,b,,Y, .,J ,.,,, .,..,,, � _,,,.,,... .... ......... . ,. wrhich may.tie=more�resUictive��th�n Co�nty�ir�egulations. �The��underslgned�-assumes�respbn"si6111ty for`compliance�with�any applicable deed�restrictions. �.. .,-�: .: : . - = � • ,. . UNLICENSED�CONTRACTORS AND CONTRACTOR�RESPONSIBILITIES: =�If�-the owner'has��hired'�a �contractor or contractors to undertake work, they may�be�cequired•.to:�be;licensed.In accordance:with state•and�Iocal.eegulations: �If the �� � � � contractor ts-not Iicensed as requlred`:tiy law, both the ovmer and=contiacto��may be=clfed for a�ml'sdemeanor vtolatlon under state law. If the owner or intended.,contractor are::uncertaln as to what Ilcensing;requlreKnents:;may epply;�for��the � • intended"work�they are'advised fo contact.tFie Pasco�.County Building;;lnspection Dfvislon=-l:icensfng Section at 727-847- 8009. Furthermore, if the owrier tias`hlred a�cont�acto�`o� contractors, he Is advised to have :the contractor(s)ysign _ .. u�._�.,..-, ,,,,,.. portlons of the �contractor Block" of thia appllcation�foc which.they,will..be.responslble.• If you;,as:#he owner'sign�as'the' contractor� that�may�be an indlcation that�`he`is noY.prope�y Ilcens"ed�antl'is'not entitled t'o pennitting privlleges in Pasco ,, F .1 COUnh/. � __ , TRANSPORTATION-IMPACTIUTILITIES��rMRAC'I�ANb RESOU�tCE RECOVERY�FEES: The undersigned uhderstands ,, that Transportation Impact Fees�and.Reco.urse Recove.ry.Fees may��apply-:ta the'aonstructton_of new_buildings,�change��of�� `';��� �' use in existing buildings,�or:�expar�slon�r of�existi�i�:;6uildings, as spectfled.in Pasco County Ordtnance �aumber 89-07 and . , 90-07, as amended.,._,The undeesigned also�understands, thait`�such fees;-�as;ma�r be:due;,,wlll:�be idenilfled at the���time`of��� �� � � ' permitting. It Is turttier understood that Tre�spo�tation Impact Fees and°Resoucce_Recovery�Fees,.mu�t be pald prior to recefving a °cerffflcate_of occupancy"�or flnal�.powec�release. :If-the.proJ�ct_.does�.not.involve�a:certfficato of occupancy or��=��''�` � flnal power release; the iees mu�f be paid;p�lor to.permit Issuance. F��thermore;If:Pasco;.�County"1Nater/Sewer��lmpact -- .. : fees are due,.they.must.be>paid.:pnlor to permit:isst�ance-ln,accordance.with��applicable Pasco��County o��inances. • CONSTRUCTION"LIEN�LAW(Chapter 713� Florlda Statut�s�as amended): If valuaHon of work is$2,500.00:;or-more, I� . �-�;�: certify that 1, lhe. applicant,_-have.been .proyided �with~a=copy�of�the� "Florida� �onstruatlon� Lien�Law—Homeowner's � Protection Gutde" prepared by,�the FloHda Department of Agrlcultnre and Consum�r:Affairs. if the applicant is so'meone .� , other than the"owne�", I certifjr-that.l;have.obtalned�a'copy.of the;above..descrlbed ilocurnent�and.pror�is�:in.good:faith to _ . deliver ft to:the:'ov�rnec":pi�or to�commencement:' " � ' � � • - CONTRACTOR'S/OWNER'8 AFFIDAVIT: I.ceitity,:that;ail:the�Jnformallon_In thi� appltcatlon is accurate.and that all work will�be done in compliance wRh all applicable�laws regulating constn�ctlon, zoning and:land�development. Appitcatlon is hereby made,to abtain..a.pecmit<;Co do-wa�rk�and:insfallatlon as IndiCafed�...::1 certify that no work`='or installat(on has commenced p�lo� to I�suance of a permif"and�that:all work wlll be perFormed�to meet standards�of �II laws regulating- construction, County and City codes, zoning regulatians, and land development r.egulatlons�tn the.J�risd(ction.= ( al'so certify that I u�derstand that the regulations of other government a8encles may�apply�to the.intended work, and that it (s my responsiblliiy to identify�what,ac8ons I must take:M besin:.corrlpllar�ce: S.uch agencles lnclude but=are.not Ilmited to: � - Department of E�lvironmental��Prritecttbn=Cypress.'Bayiiead�; Wetland Areas and Environrnentally Sensitive , Lands,WaterlVNastewater Treatment. � - Southwest Florida Water Management� .I�istrict-Wells; Cypress.�+Bayheads; Wetland Areas, Altering ' Watercourses. � ' - Army Corps of Engineers-Seawalls;Docks, Navigatile Waterways. ' - Department of Heaith�',&..ReY�abllitative:.Services/Er�vironmen#al: Health UniRWell.s� Waste�ntater�Treatment, ' Septic Tanks. � � - . , - US Environmental Protection Agency-Asbestos abatement. . - Federal Avlativn-Auihori :=Ruraways:�� � tY,_. . I understand that the.following:restcictions apply to tfie use of flll: ; - Use of fill is not allowed in�Flood;Zone"V"unless expressly permitted. - If the flll material=Is to�be used`In::Flood Zone. "A", tt is understood that a dralnage p�an addressing a "compensating volume" wlll be submitted at�ime of.permitting which Is prepared by a prof�sstonal engineer Iicensed by the�tate of`Fiorida: �� �� If ihe flll material�.ts to be used in Flood Zbne 'A° in�connec�lon�with�a���ermitted buildinc� using stem wali � ' constructfon, I ce�t(fy that fUl:tirill:b.e-used only.to.flll the area withtn�the�stem�wall: • - If fill material is to be used In any a�ea; I�certffy that use. of such flll will not adversely affect ad)acent , properties. If use of flll is found to.adversely.�ffect adJacent��pra�perties,.the owner may be cited for ylolating . the condl#ions of the buildtng;permit.is'sued�under the�attached,�ermit epplication,-for-Iots�.Vess..than.one (1) acre whicii are elevated'�tiy illl,a�►engineered dralnage 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 atfidavtf'prior to commencing constructlon. I understand that:.a separate permlt may be requlred for elecMcaf work. , plumbtng, signs, wells,.pools;. air condttloNng.,:gas,..o� other install�tions nol.speclflcally included-in.the applicat(on. .A permit issued shall be constcued to be a�license`to=proceed with`tNe=work and not•as:authoNty�to.violate,`cancel; alter, or set aside any�provisions of the.technical codes; nor shall issuance�of a.permit.prevent the Bulldlrig Oificl�l from thereafter requiring a conection af errors In.plans;construction or violatlons ofany codes. �very-�p�ermit Issued'sfi�ll•�become�invaiid unless the wark aufhorized.by such permlt:�Is.coFnmenced�withfn sUc,months of pennit issuance� or if work authorized by - 5S ��•- the permit is suspended or.aba�doned•for:a:period;of�six;f�)�montHs'.after the tlrne the�work�s commen��d. An extension may be requested, In writing, from the Building,Oiflcial for a period:not to.exceed niriety�(90)days a�d-viilll�demonstrate justifiable'cause for.�the extenslor�. If work ceas�es,for ninety(90)cons.ecutive day.s�..th�Job�is constdered aba�doned: WARNING TO OWNER: YOUR.FAILWRE�TtJ_.REC.ORD A:,MOTICE:OF:�COMMENCEMENT�.II�AY�R�SUlT IN YOUR PAYING TWICE,FOR�IMPROVEMEIlITS t0 XOUE��-PROPERTY:,IF�YO.tJ�1�I�END�T�>'�BTAIN��FINAt��1NG;'C.ONSULT iMITH YAUR D �O AN ATT� N FO. E� ��OR� �;3 OU � . _ 'O ". :� . E - . ,_ � . --- - - - FLORIDA JURA�(F:S:t17.03) o � � - �� OWNER O AOENT -Q� CONTRACTO Subscxibed a to or afflrmed)before me fhis Subscribed and'suvom�fio(or aflirmedrbefore me'lhi8� - i by :.by.., . . Who Is/are personally known to.me.or haalhave.produced 1Nho.le/are p.e�sonallyJcnown•to me or Flaslhave�produced • - • " ae Identlflcatlori. es IdenBflcaUon. ,. .� s� } ' (` Nofery Public . '�. � � Notary Publlc , : Co slon No:'` CommissJon..No._ , • ; �, ,,,.� Name ol Notary @�► dE��6p�FICON Name oi No : . n �I ..: ':= Commission#FF 137073 =*: . ;4= Commission#FF 137073 :�' o: Expires June 29,2018. ';�; P, Expires June 29,2018 �� •' '%,Q��„°.�` Bo�d Tlw T�oy F1n Inswnn 'f�„p��,�`° Bonded Tlw Tray Fein Insirmroe Bp0.38S7018 - 81�,i85-7019 To:City of Zephyrhills Page 2 of 2 2016-07-05 12:20:38(GM� 14073866961 From:Veronica Carmean . . . ..;,. .. �,,,.,.r. ,::. , . ,- .. . . . . . . _ . . � .� '. ' b.,..fl!L -� . ...i .._ ' . . :::�i(Y�1,'�'u..�s/v'7;';i�'.>:,;:' ... . . , �� � —. .. l� ; � , ,� . • �. � —,�.1����1��4��F�fl��1�l�����I.�������a�, -. _. . � ;2�3,�e�`:��:: _ . . : :;�:��n,��1,. �.,--w•-__:s_:.._...:>�w-�—.:�_- ---. : � -.__.. - �;s.-:;.� _- • .. ;�„, y:`2;: . f�tttttNc. ��Wc.�'�� F�eelORt�}� s�-as-z�-��o-a����,00�o`.� . .... � .. �;;r ��� .... . .. . � � � :Ma�i�,�c+�n������cwr �� ..�_ , ss��f�.��m�.+o�..�. . , �. . ... . .. . �nri�..t�r�co . .. . � . ..... .. • .. 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' ._.._—_ To:City of Zephyrhills Page 2 of 5 2016-06-15 19:43:32(GM'n 14073866961 From:Veronica Carmean �, . �. �'� �� �;�: �.� � �.-�.�� :stgEt,f ss�a�rrc+er�, City of Zephyrhills Building Dep#. 5335—8th Street Zepfiyrhiils, FL r Please extend permit#16823 located at 38522 A Ave.Zephyrhills, FL. 7his permit is for work to be done on the cell tower located on the property. WHen our crew went to the site to begin work ear(ier this year an Osprey was perched on the tawer. Therefore by!aw we are not ailowed to proceed up the tower. We must first notifying�he tower owner and then the carrier that a protected migrating bird was on the site. A Bird Studies was performed at that time stating that �I the nest was active and therefore no work coufd be done until another bird study was done that concluded the nest was inactive.On 6/14J16(last week) Fiatwoods Consulting Group did a bird study at the site and there was fledging noticed and that the nest was now deemed inactive. We , have been cleared to proceed with construction once again starting 6/20/16. I am sending you a copy of the official report for your records. �� U ` ' Thank you, � `��-" '� � � VeronicaCarmeart � � �(� I �(� l Project Coordinator/Real Estate � // 756 Business Park Blvd. �" 1 i'— Winter Garden,FL.34787 (� � ` /y'� C:407-451-0474 I Veranica.Ca rmean�astendwirefessnetwarks.com wvuvr.ascendvrirei�ssnett�.rorks,cam To:City of Zephyrhills Page 1 of 5 2016-06-15 19:43:32(GM� 14073866961 From:Veronica Carmean \, . . i FAX C01/ER SHEET TO City of Zephyrt�ills COMPANY Building Department FAXNUMBER 1813780002'1 FROM Veronica Carmean DATE 201 f�06-15 19:43:05 GMT RE Extention requestforpermit#'E6823 AttentianJackie COVER MESSAGE � See attached letters. � I WWW.MYFAX COM To:City of Zephyrhills Page 3 of 5 2016-06-15 19:43:32(GM� 14073866961 From:Veronica Carmean .� ,,� - � . ���������• �+33xi':ins'd't;.3`[:g>at.Tijs� June 14,2016 Ms. Veronica Carnlean Ascend Wireless Net���orks, LLC. Project Coordinator i 756 Business Park Blvd. I Winter Garden, FL 34787 I, RE: Site #: 89059 Cro�vn Zephyrhills Tower Pasco County,F3orida Nest Status , Ms. Carmean, I� On Jane 14, 20i6, Flatwoods Consulting Group b�c. (Flatwoods) performed a monitoring event of a documet�ted osprey »est 3ocated on the Crown Zcphyrhills Tower (Site #: 89059) located at 702 A Avenue, Zephyrhills Florida. On May 2, 2016, �latwoods observed an approximately 25 day old osprey chick in the nest and it was estimated the chick wou3d fledge by June O5, 2016. Based on tlie results of the monitoring, the nest is determined to be inactive. The osprey chick was observed on the nest at tlie onset of the monitoritig event and was eventually observed capable of sustained flight (fledge}. We ha�e attached a photogra�h of the unoccupied nest, as well as the fledgling perched on tl�e tower,taken on June 14,20 t6.No eggs or flighfless chicks were observed and the nest is now inactive. Work conducted on this tower while the nest is inactive �vill not impact migratory birds. For your uiformation, there are no documented eagle nests witlun 3 miles of the Cro�tTn Zephyrhills Tower. Please feel free to contact Carrie Kel2y via email at ckelly tni,f4atwoodsconsLEltin�.coin or by phone at 813-600-5747 with any questions for this project. Sincerely, � ,?�.,� . ,�;����--���. . . . . arrie E. Kelly Senior Ecologist Enctosure: Nest Photos 5306 I.auret Fair Cirde,S�ite 12�•T'an�a,f�f.,3357 f)•(8l3)600-5147 • • -• _�- • • •. �� • - • r_ - - ' � � ' �1 � .�'.�,� ��`' .�',t�'j�.i�" y. .'� �,'�'Fr,�,�'� �'.5�`�13�� -}}`;Y�`�, .. � f ' i�,,. �n� �+�yr��y•.'' t�SY,��,`t .Te ' .1.t.. > ' . �- �'.a'`� �K-����� r d X i , • � �r:� h� � �- �'�`�✓�- �^��-� ' .�• >,, . . r� � `_G �t ,� �,�� �'�c,,' j�y�^�„ 7 4'di��. .'�r�^• 2' ty`._u3tiN ��'�(bs'� °�Sf�a�� � ,� .• ,x ,� s w i� �s�e�`ks'�,:r'� ''�'�.�,�'��,r" .- 's .s ' ��� �.-�' „.. �� � [��i'"> .r� - �f{t%�S . 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N�. 5,�.��.,�..�.Cwa11 �rl �a�'f�'!y'd-� (. � _ ' :�'� �'',,,m �� � �:' � v�''f� i �'� C':�c4�^h��'�4.` "G�"'� ��.. � ���+.'���4„q_.. .. ��+1• �t�Y sYf y , }572�'l'`t'f *�'� �' .: .. ���.(�1 l A�t.` S��y r' �!t_"Y. �J�+y'�¢���?����� ; ..J'fi'• '7' �'`�Y V � '���2�"�+�3�rm��� 'Si�fa�'',�� '�'`r�� '' � '�S ,s � . �� � �'�J���}�j ��c4„�r ;'� ,��-F� _ +',.uy�'��t•..�Cr' �iyt Sr'�S'�✓�"� he��.�a�A�'� '�'t�h �i; " 'rs�" - - - � • ' 't � f' t 1 � '/ � ��� � ' 1 1 1 ♦ � 1 � • � �� , . � � �- :� � � � � � �',..�� �rri.r,��;��_��;:��!r���r��;�` - I Ascend Wireless Networks Inc. I 756 Business Park Blvd. Suite 103 Winter Garden, FL 34787 State License#CGC1521965 I hereby authorize the following individuals to sign for and obtain all permits in the above company's name. Don Patterson _ 4209 Hudson Lane Tampa, FL 33618 FL DL#P362-196-62-044-0 Thomas William Grindle,Jr 1237 Chason Drive Vestavia,AL 35216 AL DL#7292948 Veronica Carmean 14004 Lake Tilden Blvd Winter Garden, FI 34787 FL DL#C655-872-57-521-0 �I arv z��ke.l b A�� Print Qualifier's Name Signa ure of Qualifier STATE OF FLORIDA COUNTYOF,1v �,� Sworn to and subscribed before me this��day of �C, 201�, by �,��l��ba L�t (Name of person making statement). (�./l�( � (Signature o otary Pu lic-State of Florida) �aY PUQ Notary PuWfe�State of Florida �° `� Lacey N Stovall ��/�� � ��v�� I �� 4 My Commission FF 108131 l� ��.o�� Expires 04/18/2018 (Name of Notary Typed, rinted, or Stamped) Personally Known OR Produced Identification , � 6 �i , + � ����� r; � . ., � ,� ��� ���°' . � ���'� ��o� �- � �� � ���� ' Date: November 12, 2015 �O David Robertson SSOE Group -� Crown Castle 320 Seven Springs Way, Sui 0 12725 Morris Road Extension, Suite 400 Brentwood, TN 37027 Alpharetta, GA 30004 (615) 661-7585 (678)366-1273 ALL al@ssoe.com ��V��SHALL�� Y Subject: Structural Analysis Rep�DE�NAING��DES�F�L wITIj�� CarrierDesignation: Verizon Wireless Co-Lo�tXOFZF��N`�ELEC �ABUILD�� Carrier Site Name: h�IL�. ���ODEAND Carrier Site Number: 8 ��1�,ES , Crown Casf/e Designation: Crown Castle BU Number: 816298 Crown Castle Site Name: ZEPHYRHILLS Crown Castle JDE Job Number: 301462 Crown Castle Work Order Number: 1024765 Crown Castle Application Number: 257452 Rev. 13 Engineering Firm Designation: SSOE Group Project Number: 015-00428-00 BC 0516 Site Dafa: 38522 A Ave.,Zephyrhills, FL 33542, Pasco County Latitude 28° 13'40.63'; Longitude -82° 10'45.6" 285 Foot—Modified Self Support Tower Dear Mr David Robertson, SSOE Group is pleased to submit this"Structural Analysis Report"to determine the structural integrity of the above � mentioned tower This analysis has been pertormed in accordance with the Crown Castle Structural 'Statement of Woric' and the terms of Crown Castle Purchase Order Number 765981, in accordance with application 257452, � revision 13. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case,to be: LC7: Existing+Proposed+Reserved Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively The analysis has been performed in accordance with the Florida Building Code 2014, 5`h Edition, based upon and ultimate 3-second gust wind speed of 137 mph convetted to a nominal 3-second gust wind speed of 106 mph per section 1609.3 1 as required for the use in the TIA-222-G Standard per Exception#5 of Section 1609.1.1 Exposure Category C and Risk Category II were used in this analysis. We at SSOE Group appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any othe projects please give us a call. Structural analysis prepared by:Zachary S. O'Neal, EI ,```�� ��5�����,' Respectfully submitted by �� jCENB'��y��G�� �• F �•• : � N0.65891 : : ' • � . � ' * .. . * • _ . ; �� � • . . � Sean B. Smith, PE ' • . • STATE OF ; Department Manager �� O��.�;�tpplo►'.•'� ♦ making clients suctessful by saving them time, trouble, and mone�y��SS��N�����6�C 00 ��70�+ ;-�- - , <''�,''t-.; •- - � , -0 , , ' . ? November 12, 2015 285 Ft Self Support Tower Structural Anafysis CCI BU No 816298 Project Number 015-00428-00,Application 257452, Revision 13 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 -Proposed Antenna and Cable Information Table 2-Existing and Reserved Antenna and Cable Information Table 3-Design Antenna and Cable Information 3)ANALYSIS PROCEDURE , Table 4-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Table 6—Tower Component Stresses vs. Capacity 4.1)Recommendations 5) DISCLAIMER OF WARRANTIES 6)APPENDIX A tnxTower Output 7)APPENDIX B Base Level Drawing 8)APPENDIX C Additional Calculations `����11 ����' .$ �i �. .,,.....'.y�r,y'%. .•`,�CENB¢•.�� �.�. � . N0.55831 �: � . . . � * � • * . . � . • � - i�f�•�. STATEOF : `% ���i� �'•��ORIDP..•' �!i � � �` ••...... ����''�ss;°"A;�a� tnxTower Report-version 6.1.4.1 November 12, 2015 285 Ff Se/f Support Tower Structural Analysis CCI BU No 816298 Project Number 015-00428-00,Application 257452,Revision 13 Page 3 1) INTRODUCTION The existing 285'tower is supported on four legs and has eighteen major sections. It has a square cross section made of bolted connections,�with "K" brace down, "K1"down, "K2"down, "K2A"down, and portal configurations. The tower is fabricated with angle legs and angle diagonals. The tower was mapped by IETS Engineering Services in October of 2004. Original manufacturing drawings are unavailable; therefore the tower manufacturer, design wind 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 foundations, have been considered. Modifications by B&T Engineering (Project #: 79078, dated 5/6/08), 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 Antenna Supporting Structures using a 3-second gust wind speed of 106 mph with no ice and 60 mph under service loads, exposure category C. � Table 1 -Proposed Antenna and Cable Information � i 6enter i Number{ ' ' Number; Feed ? Mounting Line, { - I Antenna � , of Antenna Model of Feed; Line Note; Level (ft); Elevation= Manufactu�er �ft� i Antennas Lines• � Size(in) �I 3 CSS ' X7GFR0-860-VRO w/ Mount Pipe l X7CQAP-86-865-VRO w/ I 177.0 I 177.0 3 CSS Mount Pipe 1 I 1-1/4 I 1 I � 3 Ericsson RRUS12/RRUS A2 I I I I � 3 Raycap RCMD'C-3315-PF-48 I I ��___—_��v___ 3 CI Wireless VF13-30-96 �_—______�_�_____�___� Notes: 1) See Appendix B for the proposed coax layout Table 2-Existing and Reserved Antenna and Cable Information : Center � Number� � ! . Numbe�; Feed Mounting; . Line � - Aritenria i � x � � of a Antenna'Model-- of Feed; Line - Note� Level (ft).; Elevation~ Manufactu"rer � � ft ;Antennas) . Lines . Size(in) �. ) 1 285.0 290.0 1 Decibel DB224 1 7/8 285.0 2 DBSpectra DS8A10F36U-D 1 1/2 I 277.0 277.0 2 Side Arm Mount[SO 306-1] 2 I 7/8 I 1 275.0 1 DBSpectra ATS8TMA10 1 1-5/8 275.0 275.0 1 RFS Celwave PAD8-65AC 1 E65 1 � Pipe Mount[PM 601-1] UMWD-03319-R2DM w/ � 227.0 227,p 6 Andrew Mount Pipe 12 1-5/8 ' I � r 3— Sector Mount[SM 402-1] I.. I 12 Decibel DB878G90A-XY 2 ��2 215.0 215.0 w/Mount Pipe I I 2 Sector Mount[SM 602-1] I 12 I 1-5/8 I tnxTower Report-version 6.1.4.1 � / November 12, 2015 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Projecf Number 015-00428-00,Application 257452, Revision 13 Page 4 . E Center ` � ? ." �'Number� • ' , - Number; �Feed ; Mounting;_ L.ine. Antenna� , � , ; � of -� � ,AntennaModel of�Feed; Line. � Note: L.evel (ft); Elevation: j Manufacturer � • E Antennas� � . � Lines � Size(in), � (ft). � ! : . ^ I 3 Commscope TTTT65AP-1XR w/Mount Pipe 3 Ericsson RRUS 31 625 I 3 Nokia FZHJ-RRH 3 Ericsson 800 MHz SMR Filter I � 1 Ericsson ANT2 0.6 11 HPX(TR) � I I I ( 3 Ericsson RRUS-11800MHz � ( 1-3�8 I 203.0 203.0 2 3/8 I � 2 Ericsson TN11/2X 248T/256X HP I 3 � 1-3/16 � I � 9 RFS Celwave ACU-A20-N I I � � ( 2 RFS Celwave APXV9ERR18-C I � w/Mount Pipe j ( 1 RFS Celwave APXVERR18-C ( I w/Mount Pipe �� 3 Sector Mount[SM 502-1] I I ��� 3 Andrew ETW200VS12UB I I 6 Andrew TMBXX-6517-A2M I I w/Mount Pipe TMBX-6517-R2M 2 1-1/4 I 194 0 I 194.0 3 Andrew W/Mount Pipe 1 1-3/5 I I 3 Nokia FRIG 10 I 1-5/8 I � I 3 Nokia FXFB � � I � I I 3 Raycap ASU9338TYP01 I I I I 3 Sector Mount[SM 402-1] I I 3 CSS X7C-FRO-860 w/Mount Pipe 2 177.0 177.0 3 Sector Mount[SM 408-1] 6 Antel LPD-7905/8 12 1-5/8 w/Mount Pipe 1 RFS Celwave PAD8-65AC 95.0 95.0 1 E65 1 �---_._._�L__�___� 1 Pipe Mount[PM 601-1] ____I �I---_- Notes: ------ — 1) Reserved equipment 2) Existing equipment to be removed;not considered in this analysis Table 3-Design Antenna and Cable Information -`'� 'Genter j�Numlier� . , . . , . .' . . .. ,. � Number; �Feed = Mounting; .�. Line;:� � . Antenna - ' ` ' ' � ° Level(ft),' Eleva'tion f °f � Manufacturer � Antenna Model �of_Feed; L.ine ; ; , : �ft� �Antennas . � : Lines � Siie(in); N/A tnxTower Report-version 6.1.4.1 Novem6er 12, 2015 285 Ft Self Support Tower Sfructural Analysis CCI BU No 816298 Project Number 015-00428-00,Applicafion 257452, Revision 13 . Page 5 3)ANALYSIS PROCEDURE Table 4-Documents Provided - ,� . .. . . .. . .� , Document �,� , : , • � Remarks ' . :Reference ;� Source IETS Engineering Services Mapped Tower Drawings Project#: 2004-70893, Doc ID#: 1028647 Crown DMZ dated 10/11/04 Foundation Drawings GolderAssociates, Inc. Doc ID#: 2284739 Crown DMZ Job#: 013-3163, dated 04/24/01 Geotechnical Report GolderAssociates, Inc. Doc ID#:403319 Crown DMZ Job#: 013-3163, dated 04/24/01 IETS Engineering Services Reinforcement Drawings Project#: 2005-70954, Doc ID#: 1136789 Crown DMZ dated 10/25/05 - Reinforcement Drawings B&T Engineering Doc ID#: 1063786 Crown DMZ Project#: 79078, dated 05/06/08 3.1) Analysis Method tnxTower(version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3,2) Assumptions , 1) All member connections are assumed to have been designed to meet or exceed the load carrying capacity of the connected member unless otherwise specified in this report. 2) All equipment model numbers, quantities, and centerline elevations are as provided in the CCI CAD package, dated 3/12/15 with any adjustments as noted below. a. The drawings show equipment at the 185' level. Per TSA directive and recent tower photos, no equipment is mounted at this level. The base level drawing has been updated and the tower modeled accordingly. , This analysis may be affected if any assumptions are not valid or have been made in error. SSOE ' Group should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section Critical: ;SF*P_allow "/o Elevation(ft) Component Type Size, . P.(1� I Pass/Fail • No. - Elerrient� (I� Capacityt T1 288-279 Leg L5x5x1/2 2 -0.80 87 75 0.9 Pass T2 279-272 Leg L5x5x1/2 24 -2.36 124.74 1.9 Pass T3 272-259 Leg L5x5x1/2 46 -5.07 134.35 3.8 Pass T4 259-247 Leg L5x5x1/2 81 -13.35 143.90 9.3 Pass T5 247-237 Leg L8x8x5/8 118 -22.78 282.60 ,�5 9��b� Pass T6 237-232 Leg LSx8x5/8 139 -31.46 388.82 8.1 Pass T7 232-222 Leg LSxSx5/8 160 -36.47 388.82 9.4 Pass T8 222-210 Leg LSx8x5/8 197 -46.96 371.04 �Z'� Pass 15.9(b) T9 210-195 Leg LSx8x5/8 234 -63.56 340.41 18.7 Pass tnxTower Report-version 6.1.4.1 r November 12, 2015 285 Ft Se/f Support Tower Structural Analysis CCI BU No 816298 . Project Number 015-00428-00,Application 257452, Revision 13 Page 6 Section Critical ; i SF*P_allow % � No. Elevation(ft)�Component°iype . Size P(K) � � Pass/Fail Elementj (K) ' Capacity, T10 195-183 Leg L8x8x1 1/8 271 -89.86 642.24 14.0 pass 30.6(b) T11 183-171 Leg L8x8x1 1/8 308 -112.92 642.24 17.6 Pass T12 � 171-146 Leg LSx8x1 1/8 345 -140.14 380.00 36.9 Pass T13 146-122 Leg L8x8x3/4 2PL0.5x8 390 -194 43 788.33 50.9(b) Pass T14 122-96 Leg L8x8x1 2PL0.5x8 459 -250.15 912.00 27'4 Pass 49.1 (b) T15 96-72 Leg L8x8x1 2PL0.75x8 528 -313.49 806.79 38'9 Pass 49.3(b) T16 72-52 Leg LSx8x1 2PL0.625x8 597 -374 76 1046.93 58 9(b) Pass T17 52-32 Leg LSx8x1 2PL0.75x8 678 -428.46 1132.32 6�Z�b� Pass T18 32-0 Leg L8x8x1 2PL0.875x8 759 -430.41 1181.17 67.4(b) Pass Ti 288-279 Diagonal 2L21/2x2x1/4x3/8 14 -0.58 24.08 2.4 Pass T2 279-272 Diagonal 2L2 1/2x2x1/4x3/8 33 -2.77 29.13 9.5 Pass T3 272-259 Diagonal 2L21/2x21/2x1/4x3/8 62 -7.25 � 23.40 31.0 Pass T4 259-247 Diagonal 2L2x2 1/2x1/4x3/8 99 -7 79 23.29 33.4 Pass T5 247-237 Diagonal 2L3x2 1/2x1/4x3/8 128 -7.95 28.62 27.8 Pass T6 237-232 Diagonal 2L3 1/2x2 1l2x5/16x3/8 149 -6.57 62.90 10.4 Pass T7 232-222 Diagonal 2L2 1/2x3x5/16x3/8 178 -10.05 54.26 18.5 Pass T8 222-210 Diagonal 2L21/2x31/2x1/4x3/8 215 -14.33 43.67 32.8 Pass i T9 210-195 Diagonal 2L21/2x31/2x1/4x3/8 252 -19.99 32.93 60.7 Pass T10 195-183 Diagonal 2L31/2x4x1/4X.i/8 289 -21.17 ' 66.06 32.0 Pass T11 183-171 Diagonal 2L3x3 1/2x1/4x3/8 319 -24.50 44.09 55.6 Pass T12 171-146 Diagonal 2L3 1/2x5x3/8x3/8 356 -40.97 58.62 69.9 Pass T13 146-122 Diagonal 2L31/2x5x3/8x3/8 405 -42.01 101.21 41.5 Pass T14 122-96 Diagonal 2L3 1/2x5x5/16x3/8 474 -46.78 77.28 60.5 Pass T15 96-72 Diagonal 2L3 1/2x5x5/16x3/8 563 -50.59 80.34 63.0 Pass T16 72-52 Diagonal 2L3 1/2x4x5/16x3/S 637 -47.47 78.49 60.5 Pass T17 52-32 Diagonal 2L3 1/2x4x5/16x3/8 718 -48.75 76.07 64 1 Pass T18 32-0 Diagonal 2L5x5x3/8x3/8 815 -86.53 167.68 51 6 Pass T2 279-272 Horizontal 2L21/2x2x1/4�/S 32 -1.67 40.42 41 Pass T3 272-259 Horizontal 2L5x3x1/4x3/8 61 -3.29 73.48 5 2'�b� Pass T4 259-247 Horizontal 2L2 1/2x2x1/4x3/8 98 -4.09 36.11 11.3 Pass , T5 247-237 Horizontal 2L3x2 1/2x1/4x3/8 127 -4.86 46.50 10.4 Pass T6 237-232 Horizontal 2L21/2x2x1/4x3/8 148 -5.28 31.07 17.0 Pass T7 232-222 Horizontal 2L5x3 1/2x3/8x3/S 177 -6.29 - �26.83 9 3'�b� Pass T8 222-210 Horizontal 2L3x2x1/4x3/S 214 -8.36 29.80 28.1 Pass T9 210-195 Horizontal 2L3x2x1/4x3/8 251 -11.46 25.89 44.3 Pass T10 195-183 Horizontal 2L5x3x5/16x3/8 288 -14.59 79.26 18.4 Pass T11 183-171 Horizontal 2L5x3 1/2x5/16x3/8 318 -16.84 93.31 18.1 Pass T12 171-146 Horizontal 2L3 1/2x2 1/2x1/4x3/8 355 -20.08 31.77 63.2 Pass T13 146-122 Horizontal 2L5x3 1/2x3/8x3/8 404 -23.04 93.14 24.7 Pass T14 122-96 Horizontal 2L4x3x1/4x3/8 473 -25.83 34.07 75.8 Pass , T15 96-72 Horizontal 2L4X3 1/2x3/8x3/8 557 -30.59 41.94 72.9 Pass T16 72-52 Horizontal 2L3 1/2x2 1/2x1/4x3/8 630 -32.91 63.34 52.0 Pass tnxTower Report-version 6.1.4.1 November 12, 2015 285 Ft Se/f Support Tower Structura/Analysis CC/BU No 816298 Project Number 015-00428-00,Application 257452, Revision 13 Page 7 - • � Section, ' � � ' - Critical � 'SFYP_allow % ; No. Elevatidn(ft)?Component Type' Siie , Element!. P�K) ` (K) Capacity' Pas"s/Fail i _i T17 52-32 Horizontal 2L21/2x21/2x1/4x3/8 711 -34.57 45.49 76.0 Pass T18 32-0 Horizontal 2L6x4x3/8x3/8 807 -65.40 106.79 61.2 Pass Ti 288-279 Top Girt 2L3�11 1/2x1/4x3/8 5 -0.22 55.48 0 5(b) Pass T3 272_25g Redund Horz 1 L2 1/2x2x1/4 63 -0.34 19.68 1.7 Pass Bracing T4 259-247 Redund Horz 1 �1/2x2x1/4 100 -0.23 18.39 1.2 Pass Bracing T7 232_222 Redund Horz 1 ��/2x2x1/4 179 -0.68 15.48 4.4 Pass Bracing T8 222_Z�p Redund Horz 1 L2 1/2x2x1/4 216 -1.34 13.65 9.8 Pass Bracing T9 210-195 Redund Horz 1 L2 1/2x2x1/4 249 -1.12 11.62 9.6 Pass Bracing T10 195-183 Redund Horz 1 ZL21/2x2x1/4�C3/8 290 -1.86 39.65 47 Pass Bracing • T11 183-171 Redund Horz 1 �x2 1/2x1/4 316 -1.70 8.41 20.2 Pass Bracing T12 171-146 Redund Horz 1 L2 1/2x2 1/2x1/4 353 -2.31 11.13 20.8 Pass Bracing T13 146-122 Redund Horz 1 L2 1/2x1 1/2x3/16 400 -2.98 5.23 57.0 Pass Bracing ' T14 122_gg Redund Horz 1 L2 1/2x1 1/2x3/16 469 -4.08 4.24 96.1 Pass Bracing T15 gg_72 Redund Horz 1 �x2 1/2x1/4 538 -7.85 8.62 91.1 Pass Bracing T16 72_52 Redund Horz 1 zL21/2x2x1/4x3/8 608 -5.63 36.88 15.3 Pass Bracing T17 52-32 Redund Horz 1 2L21/2x2x1/4x3/8 689 -6.44 35.46 18.2 Pass Bracing T18 32-0 Redund Horz 1 2L21/2x2 1/2x1/4x3/S 771 -6.47 50.42 12.8 Pass Bracing T13 146-122 Redund Horz 2 L3x3x1/4 401 -2.98 8.63 34.6 Pass Bracing T14 122-96 Redund Horz 2 L3x3x1/4 476 -4.08 7.00 58.2 Pass Bracing � T15 96-72 Redund Horz 2 L3x3x1/4 539 -0.76 5.71 13.3 Pass Bracing T16 72_52 Redund Horz 2 2L2 1/2x2 1/2x1/4x3/8 616 -5.63 13.41 42.0 Pass Bracing T17 52-32 Redund Horz 2 2L21/2x2 1/2x1/4x3/8 690 -6.44 11 74 54.9 Pass Bracing T18 32-0 Redund Horz 2 2L21/2x2 1/2x1/4x3/S 772 -6.47 36.28 17.8 Pass Bracing T18 32-0 Redund Horz 3 2L3x3x1/4x3/S 774 -6.47 29.69 21.8 Pass Bracing T3 272_25g Redund Diag 1 L2 1/2x2x1/4 60 -0.35 6.08 5.8 Pass Bracing T4 259-247 Redund Diag 1 L2 1/2x2x1/4 90 -0.20 6.57 3.0 Pass Bracing T7 23Z-22Z Redund Diag 1 L21/2x21/2x1/4 176 -0.49 10.91 4.5 Pass Bracing T8 zz2_z�p RedundDiag1 L21/2x21/2x1/4 217 -1.05 8.26 12.7 Pass i Bracing T9 210-195 Redund Diag 1 L2 1/2x2 1/2x1/4 240 -0.93 5.81 16.0 Pass Bracing T10 195-183 Redund Diag 1 2L2 1/2x2x1/4x3/8 287 -1.36 31.77 4.3 Pass Bracing T11 183-171 Redund Diag 1 L2 1/2x2 1/2x1/4 321 -1.17 6.70 17 4 Pass Bracing T12 171-146 Redund Diag 1 2L2 1/2x2x1/4x3/8 358 -2.49 10.95 22.7 Pass tnxTower Report-version 6.1.4.1 November 12, 2015 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Projecf Number 015-00428-00,Applicafion 257452, Revision 13 Page 8 Section � Criticai �SF*P_allow % ! No. Elevation(ft),Component Type, Size P(I� : + Pass/Fail -. , ` Element� (K) Capacity; Bracing T13 146-122 Redund Diag 1 2L2 1/2x2x1/4x3l8 408 -2.83 24.91 11.3 Pass Bracing T14 122-96 Redund Diag 1 ZL2 1/2x2x1/4x3/8 471 -3.79 20.97 18.1 Pass Bracing T15 gg_72 Redund Diag 1 2L2 1l2x2x1/4x3/8 540 -6.43 22.08 29.1 Pass Bracing T16 72_52 Redund Diag 1 2L2 1/2x2x1/4x3/8 610 -3.94 25.56 15.4 Pass Bracing T17 52-32 Redund Diag 1 2L21/2x2x1/4x3/S 691 -4.35 23.94 18.2 Pass Bracing T18 32-0 Redund Diag 1 ZL21/2x21/2x1/4x3/8 773 -7.33 29.38 25.0 Pass Bracing T13 146-122 Redund Diag 2 zL2 1/2x2x1/4x3/8 409 -1.88 14.05 13.4 Pass Bracing T14 122_gg Redund Diag 2 2L2 1/2x2x1/4x3/8 478 -2.55 11.62 21.9 Pass Bracing T15 gg-72 Redund Diag 2 ZL2 1/2x2 1/2x1/4x3/S 547 -4.61 11.57 39.8 Pass Bracing T16 72_52 Redund Diag 2 2L2 1/2x2x1/4x3/8 611 -3.54 14.07 25.1 Pass Bracing T17 52-32 Redund Diag 2 2L2 1/2x2x1/4x3/8 692 -3.96 12.87 30.8 Pass Bracing T18 32-0 Redund Diag 2 2L3x3x3/16x3/8 775 -4.54 26.23 17.3 Pass Bracing ti T18 32-0 Redund Diag 3 2L5x3 1/2x5/16x3/8 821 -45.15 80.30 56.2 Pass Bracing T12 171-146 Redund Hip 1 2L3 1/2x3 1/2x1/4x3/S 362 -0.19 58.25 0.3 Pass Bracing T13 146-122 Redund Hip 1 2L2 1/2x2 1/2x1/4x3/8 415 -0.45 39.44 1.2 Pass Bracing T14 122-96 RedundHip1 ZL3�111/2x1/4x3/8 484 -0.45 46.25 1.0 Pass Bracing T15 96-72 Redund Hip 1 2L3�12 1/2x1/4x3/8 568 -0.42 47.29 0.9 Pass Bracing T16 72_52 Redund Hip 1 2L3x2 1/2x1/4x3/8 643 -0.30 41.14 0.7 Pass Bracing T17 52-32 Redund Hip 1 ZL3�Q 1/2x1/4x3/8 724 -0.30 38.36 0.8 Pass Bracing T18 32-0 Redund Hip 1 2L3�Q 1/2x1/4x3/8 823 -0.88 53.34 1.6 Pass Bracing T13 146-122 Redund Hip 2 2L21/2x2 1/2x1/4x3/8 431 -0.22 12.03 1.8 Pass Bracing T14 122-gg Redund Hip 2 ZL3X2 1/2x1/4x3/8 500 -0.23 16.29 1 4 Pass Bracing T15 gg_72 Redund Hip 2 ZL3X1 1/2x1/4Xd/8 569 -0.22 13.28 1.6 Pass Bracing T16 72_52 Redund Hip 2 ZL3x2 1/2x1/4x3/8 644 -0.15 11.19 1.3 Pass Bracing T17 52-32 � Redund Hip 2 ZL3x2 1/2x1/4x3/8 725 -0.15 9.80 1.6 Pass Bracing T18 32-0 Redund Hip 2 2L21/2x2x1/4x3/8 824 -0.40 17.56 2.3 Pass Bracing � T18 32-0 Redund Hip 3 2L3�Q 1/2x1/4x3/8 851 -0.23 14.00 1.7 Pass Bracing T12 171-146 Redund Hip 2L3 1/2x3 1/2x1/4x3/8 372 -0.28 17.01 1.6 Pass Diagonal Bracing T13 146-122 Redund Hip 2L3.1/2x3 1/2x1/4x3/8 432 -0.64 34.18 1.9 Pass Diagorial Bracirig , T14 122-gg RedundHip 2L21/2x2x1/4x3/8 501 -0.57 9.20 6.1 Pass Diagonal Bracing tnxTower Report-version 6.1.4.1 November 12, 2015 285 Ft Self Support Tower Structura/Analysis CC/BU No 816298 Project Number 095-00428-00,Application 257452, Revision 13 Page 9 Section Elevation(ft):,Component Type Size Critical � P�K� :SF*P_allow % i pass/Fail No. Element . (K) Capacity, T15 gg_72 Redund Hip 2L2 1/2x2x1/4x3/8 570 -0.52 8.41 6.2 Pass Diagonal Bracing T16 72_52 Redund Hip ZL2 1/2x2x1/4x3/8 646 -0.14 3.51 4 1 Pass Diagonal Bracing T17 52-32 Redund Hip 2L21/2x2x1/4x3/8 727 -0.14 3.10 4.6 Pass Diagonal Bracing T18 32-0 RedundHip ZL21/2x2x1/4x3/8 825 -1.17 14.49 S.1 Pass Diagonal Bracing T18 32-0 Redund Sub Horz ZL5x5x3/8x3/8 822 -45.93 108.54 42.3 Pass Bracing T18 32-0 Redund Sub zL5x3 1l2x5/16x3/8 830 -62.53 100.13 62.5 Pass Diagonal Bracing T1 288-279 Inner Bracing L3x3x1/4 13 -0.00 7.92 0.2 Pass T2 279-272 Inner Bracing L3x3x1/4 42 -0.00 6.33 0.2 Pass T3 272-259 Inner Bracing L3x3x1/4 79 -0.00 5.40 0.3 Pass T4 259-247 Inner Bracing L3x3x1/4 116 -0.00 4.14 0.3 Pass T5 247-237 Inner Bracing L3x3x1/4 137 -0.00 3.33 0.3 Pass T6 237-232 Inner Bracing L3x3x1/4 158 -0.00 2.83 0.4 Pass T7 232-222 Inner Bracing 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 1/2x1/4 340 -0.04 2.35 1.8 Pass T12 171-146 Inner Bracing L3x3x1/4 385 -0.09 2.45 3.8 Pass T13 146-122 Inner Bracing L5x3x1/4 454 -0.13 3.24 4.0 Pass T14 122-96 Inner Bracing L3 1/2x3 1/2x1/4 523 -0.14 2.51 5.6 Pass T15 96-72 Inner Bracing 2L2X1 1/2x1/4x3/8 592 -0.15 1.88 8.0 Pass T16 72-52 Inner Bracing 2L2 1/2x2 1/2x1/4x3/S 669 -0.13 2.98 4 4 Pass T17 52-32 Inner Bracing 2L21/2x3x1/4x3/8 749 -0.15 2.76 5.3 Pass T18 32-0 Inner Bracing 2L4X3x5/16x3/8 866 -0.03 5.52 1 1 Pass Summary Leg(T18) 67 4 Pass Diagonal 69.9 Pass (T12) Horizontal 76.0 Pass R��) Top Girt 0.5 Pass (T1) Redund Horz 1 g6.1 Pass Bracing (T14) Redund Horz 2 58.2 Pass Bracing (T14) Redund I Horz 3 21 8 Pass I Bracing (T18) Redund Diag 1 29 1 Pass Bracing (T15) Redund 39.8 Pass Diag 2 tnxTower Report-version 6.1.4.1 November 12, 2015 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Projecf Number 015-00428-00,Application 257452, Revision 13 Page 10 Section Elevafion(fE)1 Component Type Size Critical � P�K� SF*P_allow %� � pass/Fail " No. , - Element, (K) Capacityi Bracing (T15) Redund Diag 3 56.2 Pass Bracing ��g� . Redund Hip 1 Bracing 1.6 Pass �18� , Redund Hip 2 Bracing 2.3 Pass (T18) Redund Hip 3 Bracing 1 7 Pass R�$) Redund Hip Diagonal $1 Pass Bracing R18) Redund Sub Horz 42.3 Pass Bracing (T 18) Redund Sub Diagonal 62.5 Pass Bracing (T18) Inner Bracing 8.0 Pass (T15) Bolt Checks 67 4 Pass Rating= 96.1 Pass I Table 6-Tower Component Stresses vs. Capacity—LC7 Notes �Component Elevation (ft) , %Gapacity Pass/Fail • 1 I Anchor Rods I I 53.1% I Pass 1,2 Foundation 102.6% Pass Structure Rating (max from all components)= 102.6%�2� Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) A foundation-soil interaction rating of 110% or less is within engineering tolerances for foundations and is considered acceptable. 4.1) Recommendations , � The existing tower and its foundations are sufficient for the proposed loads and do not require , modifications. '� tnxTower Report-version 6.1.4.1 November 12, 2015 l 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 015-00428-00,Application 257452, Revision 13 Page 11 5) DISCLAIMER OF WARRANTIES SSOE Group has not performed a site visit to the tower to verify member sizes or antenna/coax loading. SSOE Group shall be contacted immediately if the existing conditions are not as represented on the tower elevation contained in this report in order to evaluate the significance of the discrepancy. SSOE Group fias not performed a condition assessment of the tower foundation.This report does not replace a full tower inspection The engineering services rendered by SSOE Group in connection with this structural analysis are limited to an analysis of the tower structure and theoretical capacity of its main structural members. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as part of our work. We recommend that material of suitable size and strength be purchased from a reputable tower manufacturer. SSOE Group makes no wa�ranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. SSOE Group will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data contained in this report. The maximum liability of SSOE Group pursuant to this report will be limited to the total fee received for preparation of this report. tnxTawer Report-version 6.1.4.1 • Novem6er 12, 2015 285 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 015-00428-00,Application 257452, Revision 13 Page 12 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1 4.1 I 288_0 tt LL q .-� m SYMBOL LIST " Z z z ` z�s.o tt _ MARK SIZE MARK SIZE � � �� g : A L8�x12P1A.625x8 K 2LSxix1/4�Gi18 272.0 f[ �4 B LB7�7A 2PL0.75x8 L 2LS�Gi 1ldG1118�Li18 � ^' — �——'�i C 2L21p�Qz1/4�Gi18 M ZLSKix5Ilfi�Gi/8 R� ❑ Y�v g � c.i� �; �``���. D 2L21/2�Q1/2x1/4x3/8 N 2LS�Ci1/1x5It6�Gil8 `�` `� 259_0 ft I�x. E 2L2�Q 112x1/4X.i18 O 2L31/7�Q 1Ybr1/4�Ql8 --..�'`._.. �'. F 2L3X2 V2x1/4Xd18 P L2�12x1/4 � � m N ' \ ; W ��� �� N --. :- G 2L3 1l2X2 12�5l16X.i18 0 �z ir��rnnia 247.0ft � H 2L21f2�Lix5/16�G1/8 R L31YbQ1/bA/4 — -�--\�-" I 2L3 1/2z4x1/4Xd/8 5 2L2'12�Gix1/4�L1/8 � LL LL q q <� � � � J 2L3K112xV4Y3l8 T 1 Q5 z z 237_0 ft �\ U U N F � ___./�..__ 232_0 ft `�. MATERIAL STRENGTH � _ � � \�;� GRADE Fy Fu GRADE Fy Fu a ^� � A572-50 5016i 65 ksi 222A ft x a x � — ____ _. �m a �� � m� a ,I(� �I'F TOWER DESIGN NOTES � a�7S % 210Af� \\u��1�\u\\ ' 1 Tower is located in Pasco County,Florida. � �� � s N� �� \ 2. Tower designed for Exposure C to the TIA-222-G Standard. e � N �N� „ - - ��• 3. Tower designed for a 106 mph basic wind in accordance with the TIA-222-G Standard. N � � �� 4 Deflections are based upon a 60 mph wind. m 195'0 f� ;-�-� , 5. Tower Structure Class II. � N t `� 6. Topographic Category 1 with Crest Height of 0.00 ft - �v ° � `�J` � m - � 7 TOWER RATING:96.1% tes.o tt �p — ----- z a O � � \ -�`'''� N \ H m '. �7�_��t .._..-..__�1__.. \� � " \ / � a .� '� a� ,\ ��\ %; O N 2 Z r�Kj N ,� _� \I ` � � � , � `\ � � , �.\ � 146_Of[ C\ � ❑ mn� n � \`\ . 3¢N a z x g N a �\� \ ^N N � \.._.. F� t� � � \ ,� ` � _.._ \\ . � �� 122.OfS \ � N - \\ ._. ..\ 3 x� � " \_� �� o a m .- `� \ F N X � m � f `. x �" a � '`� _ � `'X° � '�3 � �.. X � � 96.Oft ._._._f'T�f�._..._.. �a . m � e� n LI.=1._J � � �% x e N � m ` ��� � -. ^o `3 m%- g% � _.. .._. �\� _ F N N N � N �N � \ ' \ m �� � � \\�'' J � °� N N 72.OfI \� _ — ____._.._\ i` / �a °m � \` � ALL REACTIONS ` � ARE FACTORED � SZ.O fI � � �� /��� '� ;r�'� MAX.CORNER REACTIONS ATBASE: J � • -�_.____ \c DOWN: 562 K r m o"' N a � \ SHEAR: 100 K sz.o tc : \ UPLIFf� -436 K — ---______--- < � � \ SHEAR: 84 K � � ;• m m m � � \, , ... ^ � � %� � �...._..__.�.�.. =;�" AXIAL m � �a o�� � , ' " m��m�`° � ' � 289K ` �-N N k� N II��.Kj CdJ •�• � �� N N��N�N \� ' �� SHEAR MOMENT N N � ! , 249 K 33246 kip-8 o.on` a TORQUE 174 kip-ft � � � �'m��� REACTIONS-106 mph WIND � h� � �� �`$�v -m ��o=o�n�nmi vt � H�� m a� . . m m �c v v w a9i c `�'a� 41 J�J O O f=R'K K d'S lL#3 0/1/1 /�ti SSOE Gnoup °h�BU 816298-ZEPHYRHILLS 1,1,OC 320 Seven Springs Way,Suite 350 PfO�U'015-00428-00 O���� Brentwood,TN 37027 °11enG cci °�""'bY 15319 APP'd' Coreuitirg Ergineers Phone:(615)661-7585 code:TIA-222-G oate:03/18/15 s`a�e: NTS FAX: 615 661-7569 Fath: Dxy No.E_.� Feed Line Distribution Chart � � 0'-288' Rourd Flal App In Face App Out Fate Tnas Leg Face A Face B Face C Face D 288.00 ' 288.00 ... .__...""""" ._____'.""".... 285.00 """'.__'-.___. "' ""_____.._'__ "" 285.00 . ."""""_. ..."_"'_'_.._._. . 285.00 279.00_..."'_"""" .______""""""'.. _..______"""' .""""""" .______.'_279.00 ._ _____""""" """'____. zn.00 �-�-�- -- � zn.00 ------- �--.......-�--- -- �--- - ----------� ------�-----..._. -- ---- -------------------.. .-�-------...�rso�----- �---�----:--�--�-- ----:::::--: :�so�--------- ------- ---:----------------------���"a�---------::...-----��-----------� �--�-------- -----""'-" '--------"'----. ..- -'-"----- '" 272.00 �272.00 "'_""".'. .'. """""_____.""... . ....."""""'___.. ' """.'. . . ..._______."""... .............__"""""" ._""""__'. .___""""_'_"._..___ 259.00 _'____259.00 ..'""""._" _' """_"'_.'.._.... . ._.'__. ""''"" '_ ._..__."" ' ..__."""""' .________""'_...... . ..""'_""_.... ..__"""""' 247.00 247.00 -_' _"''. .'_""""_". ._.. ______. """"""_ _.. .. . ' __._. """""'___ _____""" .."_.".""""""""'_' '_"""_" 237.00 237.00 "' . ..'._'."_"."""" """....._.. """' .__.'."""' """'_. . . ' .__. ._'_. """""______. ._ " """_.___.___. "'_""""___. . 232.00 232.00 ...._____."""""'................."'.... _. .___.___'...... .'. '___.... . . . ........."""_'__'_._____. . "__"________. ._.__.__"""""""... 227.00 "'_"__.. __""". 227.00 .__.._""""""" . 227.00 """'_' ....."""".'__.'__..'..""__"""'..... ..."""'._ . . . .."""_"'_" '_ "_'_""'"""' '"'__"'_'' 222.00 222.00 z�s.ao . . zts.00 ..------� .. ... ....... .---�-- ��- zts.00 -------�-� �- ............. ..� - -------------... ------�----.... . ---- - - ... .------ - z�o.ao z�o.00 --- ---------- _- - - - ---��----... -� �------�--�---.. .------ --. . ..------�- --- ---- ---��-- -- -----..... .------�----�� --- 203.00 _.... .."' .._.'."' ' 203.00 ___. _"' ___'... 203.00 ""'_". ...."_.__. 195.00__ _______________ . ......... 194.00 _ .. .. ._.__... . ........__. _ 194.00 :_- . ...'_._". .. . .___ ___ 194.00 - _ -__. _________ . .... . .. . .:: 9.00 '183A0...._"__."'.."". .._"""""". .. . ._'._." """' "" """""" ' _..___'.""' ""'"""""' "'__' '.' .._______""' """"""""""_". "__183.00 .._.... nzoo - --------- - --- ----- - - �� -� - m.00 -- --... . ----- ----�-- -----�- m.00 -----��-�-------- - ------- m.00 ----. ..--- �-- ----�- - ------------ ---- ---- --� --- ------ - m.oa ----� �--�--�- ----- ----. .... - - - ��-�--------------------------�-- --- - - � � a .... - "' m ° a -- -- � � N � 146.00 � �= ..... a... v � � � ___ __ ___ "".__ ___. """'._._ ____. 146.00 � �'. m'"""..."'_""' """Q.'"' _ _... � ...a. Q.N..m ' ' ' ..' ." ' E N l�L = W IL a N O � p N � W .m^ lmL �a W � � � ? � � �zz.ao--- -------�-� �-� ---- --- --- �-�---.�. . .--�--�--- --------- - - ------ -. ._ o_.a. .o -o..-- -- - �---�-------- ---------- ;, ..N.. tzz.00 . .Q , a < � a � a � � � - �.. N � � � ° m Q � o � �. � o = ^ j r ' � m o o � d LL � �. � � �. � ..N ¢ � m Q � m u. O � � � Z LL O Q J p U o V n i= v ` � m o N�^ �' Q o 0 0 � � 96.00 _a._..� _ v' . 95.00 . a..p.� ."'--....... "'-"'-"" 95.00 � �--�- -=7... J 95.�0 96.00 ...."._".' . .__.`.'_.'__... _ n N -- ---'---..:b... �:'---�.... ......- - m-1-8i: .........-- --- - a= rn �'+ . .:£u'.�: '------ �----"-------'---�- --------- d � - - -----�- -�- --'-' ."..... . .. ...�. .LL.'..._..» .�. . _ .. '� � o � N N nI 7 p Q N J c a LL W F N ¢ � Ol li � �J 0 T S � 72.00 ......___.J_.... ......._ ... ..._" ___._ ' .. . ._"__._._.... . ._____ __". .....__ _"_'_.' 72.00 ._. . ''_____..' . .. .. ........ . __ . . . . � J U H 52_00..._""... ...""""""... ... . ........ . ...a..."' "....... . . ._.__..__.. . .."'__"' '.....""'" _'___'... ._. .___.____.._.. ______ 52.00 w w 32.00 "'._""""""'.. ."_' '.._'... . ._'.""._' '... ..." ' ........ . ..... _'_'.._ ..... ."_" _.._ _.__. ._. '__"" 32.00 8.00 8.00 8.00 0.00 0.00 oh: O��0�� SSOE Group BU 816298-ZEPHYRHILLS 320 Seven Springs Way,Suite 350 Project:015-00428-00 0 Brentwaod,TN 37027 CfienL•CC� ���'15319 App'd: CorsUltirg Ergireers Phone:(615)661-7585 code:TIA-222-G Date:03/18/15 srale: NTS FAX: 615 661-7569 Path: Dwg Na.E_7 Job Page �`nxTQWeY BU 816298-ZEPHYRHILLS 1 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 B,•entwood,TN37027 Client Designed by Phone:(615)661-7585 CC� ' FAX. (615)661-7569 15319 Tower Input Data The main tower is a 4x free standin tower with an overall hei ht of 288.00 ft above the ound line. g g �' The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 10.00 ft at the top and 48.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Pasco County,Florida. Basic wind speed of 106 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1 Local bending sh�esses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Dishibute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals � Assume Rigid Index Plate � Calculate Redundant Bracing Forces Use Moment Magnificarion � Use Clear Spans For Wind Area Ignore Redundant Members in FEA � Use Code Stress Ratios Use Clear Spans For KL/r � SR Leg Bolts Resist Compression � Use Code Safety Factors-Guys Retension Guys To Initial Tension � All Leg Panels Have Same Allowable Escalate Ice � Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz � Use Azimuth Dish Coefficients � Consider Feedline Torque � Use Special Wind Profile � Project Wind Area of Appurt. � Include Angle Block Shear Check , � Include Bolts In Member Capacity Autocalc Torque Arm Areas ;_ Poles �� � Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction ' � Secondary Horizontal Braces Leg � Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) � Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Job Page �IZx�OweY BU 816298-ZEPHYRHILLS 2 of 68 i SSOE G�•oup Project Date 32o Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brennvood,TN37017 Client Designed 6y Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Leg A Leg B Face B Wind 90 � X � 0 u�0. Z � C) Face D �� �`Oa Wind 0 Spuare Tower Tower Section Geometry Tower Tower Assem6ly Desc�iption Section Number Section Section Elevatia� Database Width of Lengtli Sections f jt jt TI 288.00-279.00 I0.00 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 I 12.00 TS 247.00-237.00 15.41 1 10.00 T6 237.00-232.00 16.73 1 5.00 T7 232.00-222.00 1739 I 10.00 T8 222.00-210.00 18.71 1 12.00 T9 210.00-195.00 20.29 1 I5.00 T 10 195.00-183.00 22.27 1 12.00 � T 11 183.00-171.00 23.85 1 12.00 T 12 171.00-146.00 25.44 1 25.00 T 13 146.00-122.00 28.74 1 24.00 T 14 122.00-96.00 3 I.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 41.14 1 20.00 T18 32.00-0.00 43.78 1 32.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Seclion Elevation Spacing Type KBrace Horizonlals O1j'set Oljset - End fl ft Panels in in T1 288.00-279.00 9.00 K Brace Down No Yes 0.00 0.00 Job Page �'nx�OWe� BU 816298-ZEPHYRHILLS 3 of 68 SSOE Group Project Date 3zo Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(675)661-7585 CCI 15319 FAX. (615)661-7569 Tower Tower Diagana! Bracing Has Has Top Girt Botiom Girt Section Elevation Spacing Type KBrace Horizontals O,/j�set O./jset End ft ft Panels in in T2 279.00-272.00 7.00 K Brace Down No Yes 0.00 0.00 T3 272.00-259.00 13.00 KI Down No Yes 0.00 0.00 T4 259.00-247.00 12.00 Kl Down No Yes 0.00 0.00 TS 247.00-237.00 10.00 K Brace Down No Yes 0.00 0.00 T6 237.00-232.00 5.00 K Brace Down No Yes 0.00 0.00 T7 232.00-222.00 10.00 Kl Down No Yes 0.00 0.00 T8 222.00-210.00 12.00 Kl Down No Yes 0.00 0.00 T9 210.00-195.00 I5.00 Kl Down No Yes 0.00 0.00 T10 195.00-183.00 12.00 Kl Down No Yes 0.00 0.00 Tl l 183.00-171.00 12.00 Kl Down No Yes 0.00 0.00 T12 171.00-146.00 25.00 KI Down No Yes 0.00 0.00 T13 146.00-122.00 24.00 K2 Down No Yes 0.00 0.00 T14 122.00-96.00 26.00 K2 Down No Yes 0.00 0.00 TIS 96.00-72.00 24.00 K2 Down No Yes 0.00 0.00 T16 72.00-52.00 20.00 IC2ADown No Yes 0.00 0.00 T17 52.00-32.00 20.00 IC2ADown No Yes 0.00 0.00 - T18 32.00-0.00 32.00 Portal No Yes 0.00 0.00 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagotial Diaga�al Diagonal Elevatian Type Size Grade Type Size Grade f� , T1 288.00-279.00 Equal A�gle LSx5x1/2 A572-50 Double Angle 2L2 1/2x2x1/4x3/8 A572-50 (50 ksi) (50 ksi) T2 279.00-272.00 Equal Angle LSx5x1/2 A572-50 Double Angle 2L2 1/2x2x1/4x3/S A572-50 (50 ksi) (50 ksi) T3 272.00-259.00 Equal Angle LSx5x1/2 A572-50 Double Angle 2L2 1/2x2 1/2x1/4x3/8 A572-50 (50 ksi) (50 ksi) T4 259.00-247.00 Equal Angle LSx5x1/2 A572-50 Double Angle 2L2�c2 1/2x1/4x3/8 A572-50 (50 ksi) (50 ksi) TS 247.00-237.00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L3�c2 1/2x1/4�c3/8 A572-50 (50 ksi) (50 ksi) T6 237.00-232.00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L3 1/2ac2 1/2x5/16�/8 A572-50 (50 ksi) Y (50 ksi) T7 232.00-222.00 Equal Angle LSx8x5/8 A572-50 Double Angle 2L2 1/2x3x5/16x3/8 A572-50 (50 ksi) (50 ksi) T8 222.00-210.00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 I/2�c3 1/2x1/4x3/8 A572-50 (50 ksi) (50 ksi) T9 210.00-195.00 Equal Angle L8xSx5/8 A572-50 Double Angle 2L2 1/2�c3 1/2x1/4x3/8 A572-50 (50 ksi) (50 ksi) T10 EqualAngle LSx8x11/8 A572-50 DoubleAngle 2L31/2x4x1/4x3/S A572-50 195.00-183.00 (50 ksi) (50 ksi) T11 Equal Angle L8x8x1 1/8 A572-50 Double Angle 2L3x3 1/2x1/4x3/8 A572-50 183.00-171.00 (50 ksi) (50 ksi) T12 EqualAngle L8x8x11/8 A572-50 DoubleAngle 2L31/2x5x3/8x3/8 A572-50 171.00-146.00 (50 ksi) (50 ksi) T13 Arbihary Shape L8x8x3/4 2PLO.Sx8 A572-50 Double Angle 2L3 1/2x5x3/Sx3/S A572-50 146.00-122.00 (50 ksi) (50 ksi) T14 122.00-96.00 Arbitrary Shape L8x8x1 2PLO.Sx8 A572-50 Double Angle 2L3 1/2x5x5/16x3/8 A572-50 (50 ksi) (50 ksi) T15 96.00-72.00 Arbi�ary Shape L8x8x1 2PL0.75x8 A572-50 Double Angle 2L3 1/2x5x5/16x3/8 A572-50 (50 ksi) (50 ksi) T16 72.00-52.00 Arbitrary Shape L8x8x1 2PL0.625x8 A572-50 Double Angle 2L3 1/2x4x5/16x3/8 A572-50 (50 ksi) (50 ksi) � T17-52.00-32.00 Arbitrary Shape L8x8x1 2PL0.75x8 A572-50 Double Angle 2L3 1/2x4x5/16�c3/8 A572-50 (50 ksi) (50 ksi) Job Page tnxTo�er BU 816298-ZEPHYRHILLS 4 of 68 SSOE Group Project Date 3zo Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Si>e Grade Type Size Grade ft T18 32.00-0.00 Arbih�ary Shape L8x8x1 2PL0.875x8 A572-50 Double Angle 2LSx5x3/8x3/8 A572-50 (50 ksi) (50 ksi) Tower Section Geometry (cont'd) Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevatiai Type Size Grade Type Size Grade f T1288.00-279.00 DoubleAngle � 2L3x21/2x1/4x3/8 A36 FlatBar A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizo�etal Hor•izonta! Elevation of Type Size Grade Type Si=e Grade Mid ft Girts T1288.00-279.00 None F1atBaz A36 DoubleAngle 2L3x21/2x1/4x3/8 A36 (36 ksi) (36 ksi) T2 279.00-272.00 None Flat Bar A36 Double Angle 2L2 1/2x2x1/4x3/8 A36 (36 ksi) (36 ksi) T3 272.00-259.00 None Flat Bar A36 Double Angle 2LSx3x1/4x3/8 A36 (36 ksi) (36 ksi) T4 259.00-247.00 None Flat Bar A36 Double Angle 2L2 1/2x2x1/4x3/8 A36 (36 ksi) (36 ksi) TS 247.00-237.00 None Flat Bar A36 Double Angle 2L3x2 1/2x1/4x3/8 A36 (36 ksi) (36 ksi) T6 237.00-232.00 None Flat Baz A36 Double Angle 2L2 1/2x2x1/4x3/8 A36 (36 ksi) (36 ksi) T7 232.00-222.00 None Flat Baz A36 Double Angle 2LSx3 1/2x3/8x3/8 A36 (36 ksi) (36 ksi) TS 222.00-210.00 None Flat Baz A36 Double Angle 2L3u2x1/4x3/8 A36 (36 ksi) (36 ksi) T9 210.00-195.00 None Flat Bar A36 Double Angle 2L3�c2x1/4x3/8 A36 (36 ksi) - (36 ksi) T10 None Flat Bar � A36 Double Angle 2LSx3x5/16�c3/8 A36 195.00-183.00 (36 ksi) (36 ksi) T11 None Flat Bar A36 Double Angle 2LSx3 1/2x5/16x3/8 A36 183.00-171.00 (36 ksi) (36 ksi) T12 None F1atBar A36 DoubleAngle 2L3 1/2�1/2x1/4x3/8 A36 171.00-146.00 (36 ksi) (36 ksi) T13 None FlatBaz A36 DoubleAngle 2LSx31/2x3/8x3/8 A36 146,00-122.00 (36 ksi) (36 ksi) T14122.00-96.00 None F1atBar A36 DoubleAngle 2L4x3x1/4x3/8 A36 (36 ksi) (36 ksi) T15 96.00-72.00 None �Flat Bar A36 Double Angle 2IAx3 I/2x3/8x3/8 A36 (36 ksi) (36 ksi) T16 72.00-52.00 None F1at Baz A36 Double Angle 2L3 1/2x2 1/2x1/4x3/8 A36 (36 ksi) (36 ksi) T17 52.00-32.00 None Flat Bar A36 Double Ang(e 2L2 1/2x2 1/2x1/4x3/S A36 (36 ksi) (36 ksi) I Job Page �nxTowe.r BU 816298-ZEPHYRHILLS 5 of 68 SSOE Group Project Date 320 Seven Springs Way,sutre 3so 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed hy Phone. (615)661-7585 CC� FAX. (615)661-7569 15319 Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Hor•izonta! Elevation of Type Size Grade Type Size Grade Mid ft Girts T18 32.00-0.00 None Flat Baz A36 Double Angle 2L6x4x3/8x3/8 A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Toww• Seconda�y SecaadmyHor•i�ontal Secondary LmerBracing bueerBracingSize InnerBracing Elevatiai Horizon(al Type Size Horizontal Type Grade Grade jt TI 288.00-279.00 Equal Angle A36 Single Angle L3x3x1/4 ' A36 (36 ksi) (36 ksi) T2 279.00-272.00 Equal Angle A36 Single Angle L3x3x1/4 A36 (36 ksi) (36 ksi) T3 272.00-259.00 Equa]Angle A36 Single Angle L3x3x1/4 A36 (36 ksi) (36 ksi) T4 259.00-247.00 Equal Angle A36 Single Angle L3x3x1/4 A36 (36 ksi) (36 ksi) TS 247.00-237.00 Equal Angle A36 Single Angle L3x3x1/4 A36 (36 ksi) (36 ksi) T6 237.00-232.00 Equal Angle A36 Single Angle L3x3x1/4 A36 (36 ksi) (36 ksi) T7 232.00-222.00 Equal Angle A36 Single Angle L4x4x1/4 A36 (36 ksi) (36 ksi) T8 222.00-210.00 Equal Angle A36 Single Angle L4x4x1/4 A36 (36 ksi) (36 ksi) T9 210.00-195.00 Equal Angle A36 Single Angle L2x3x1/4 A36 (36 ksi) (36 ksi) T10 Equal Angle A36 Single Angle L7x4x3/8 A36 195.00-183.00 (36 ksi) (36 ksi) T11 Equal Angle A36 Single Angle L3 1/2x2 1/2x1/4 A36 183.00-171.00 (36 ksi) (36 ksi) T12 Equal Angle A36 Single Angle L3x3x1/4 A36 171.00-146.00 (36 ksi) (36 ksi) T13 Equal Angle A36 Single Angle LSx3x1/4 A36 146.00-122.00 (36 ksi) (36 ksi) T14 122.00-96.00 Equal Angle A36 Single Angle L3 1/2x3 1/2x1/4 A36 (36 ksi) (36 ksi) TIS 96.00-72.00 Equal Angle A36 Double Angle 2L2x2 1/2x1/4x3/8 A36 (36 ksi) (36 ksi) T16 72.00-52.00 Equal Angle A36 Double Angle 2L2 1l2x2 1/2x1/4�c3/8 A36 (36 ksi) (36 ksi) ,T17 52.00-32.00 Equal Angle A36 Double Angle 2L2 I/2x3x1/4x3/8 A36 (36 ksi) (36 ksi) T18 32.00-0.00 Equal Angle A36 Double Angle 2L4x3x5/16x3/8 A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Jo6 Page �`'1�x�QweY BU 816298-ZEPHYRHILLS 6 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brenhvood,TN37027 Client Designed by Phone. (6I5)661-7585 � CC� FAX. (615)661-7569 15319 Tower Redundant Redundant Redundant KFactor Elevation Bracing Type Size Grade ft T3 A36 Horizontal(1) Single Angle L2 1/2x2x1/4 1 272.00-259.00 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x1/4 1 , T4 A36 Horizontal(1) Single Angle L2 1/2x2x1/4 I 259.00-247.00 (36 ksi) Diagonal(1) Single Angle L2 1/2�c2x1/4 1 T7, A36 Horizontal(1) Single Angle L2 1/2x2x1/4 1 232.00-222.00 (36 ksi) Diagonal(1) Single Angle L2 1/2x2 1/2x1/4 1 T8 A36 Horizontal(1) Single Angle L2 1/2x2x1/4 1 222.00-210.00 (36 ksi) Diagonal(1) Single Angle L2 I/2n2 1/2x1/4 ] T9 A36 Horizontal(1) Single Angle L2 1/2xZx1/4 1 210.00-195.00 (36 ksi) Diagonal(1) Single Angle L2 1/2x2 1/2x1/4 I T10 A36 Horizontal(1) Double Angle 2L2 1/2x2x1/4x3/8 1 195.00-183.00 (36 ksi) Diagonal(1) Double Angle 2L2 1/2x2x1/4x3/8 1 Ti l A36 Horizontal(1) Singie Angle L2x2 1/2x1/4 1 183.00-171.00 (36 ksi) Diagonal(1) Single Angle L2 1/2x2 1/2x1/4 1 T12 A36 Horizontal(1) Single Angle L2 1/2�c2 1/2x1/4 1 171.00-146.00 (36 ksi) Diagonal(1) Double Angle 2L2 1/2x2x1/4x3/8 1 Hip(I) Double Angle 2L3 1/2x3 1/2x1/4x3/8 1 Hip Diagonal 2L3 1/2x3 1/2x1/4x3/8 1 T13 A36 Horizontal(1) Single Angle L2 1/2x1 1/2x3/16 1 146.00-122.00 (36 ksi) Horizontal(2) L3x3x1/4 Diagonal(1) Double Angle 2L2 1/2x2x1/4x3/8 1 Diagonal(2) 2L2 1/2x2x1/4x3/8 Hip(I) Double Angle 2L2 I/2x2 1/2x1/4x3/8 1 Hip(2) 2L2 1/2x2 I/2x1/4x3/8 Hip Diagooal 2L3 1/2x3 1/2x1/4x3/8 I T14 A36 Horizontal(1) Single Angle L2 1/2x1 1/2x3/16 1 122.00-96.00 (36 ksi) Horizontal(2) L3x3x1/4 Diagonal(1) Double Angle 2L2 1/2x2x1/4ac3/8 1 Diagonal(2) 2L2 1/2x2x1/4ac3/8 Hip(1) Double Angle 2L3x2 1/2x1/4x3/8 1 Hip(2) 2L3x2 1/2x1/4x3/8 Hip Diagonal 2L2 1/2u2x1/4x3/8 1 T15 A36 Horizontal(1) Single Angle L2x2 1/2x1/4 1 96.00-72.00 (36 ksi) Horizontal(2) L3x3x1/4 Diagonal(1) Double Angle 2L2 1/2x2x1/4x3l8 1 Diagonal(2) 2L2 1/2x2 1/2x1l4�/8 Hip(1) DoubleAngle 2L3x2�1/2x1/4x3/S 1 Hip(2) 2L3�c2 1/2x1/4x3/8 ' Hip Diagonal 2L2 1/2x2x1/4x3/8 1 T16 A36 Horizontal(1) Double Angle 2L2 1/2x2x1/4�c3/8 1 72.00-52.00 (36 ksi) Horizontal(2) 2L2 1/2x2 1/2x1/4x3/8 Diagonal(1) Double Angle 2L2 1/2x2x1/4x3/8 1 Diagonal(2) 2L2 1/2x2x1/4x3/8 Hip(1) Double Angle 2L3x2 1/2x1/4x3/8 1 Hip(2) 2L3x2 1/2x1/4x3/8 Hip Diagonal 2L2 1/2x2x1/4x3/8 1 T17 A36 Horizontal(1) Double Angle 2L2 1/2x2x1/4x3/8 1 52.00-32.00 (36 ksi) Horizontal(2) 2L2 1/2�c2 1/2x1/4x3/8 Diagonal(1) Double Angle 2L2 1/2x2x1/4x3/8 1 Diagonal(2) 2L2 1/2x2x1/4x3/8 Hip(1) Double Angle 2L3x2 1/2x1/4x3/8 1 Hip(2) 2L3x2 1/2x1/4x3/8 Hip Diagonal 2L2 1/2x2x1/4�/8 I T18 A36 Horizontal(1) Double Angle 2L2 1/2x2 1/2x1/4ac3/8 1 32.00-0.00 (36 ksi) Horizontal(2) 2L2 1/2x2 1/2x1/4x3/8 Horizontal(3) 2L3�x1/4x3/S Diagonal(1) Double Angle 2L2 1/2ac2 1/2x1/4x3/8 1 Diagonal(2) 2L3�c3x3/16x3/8 Diagonal(3) 2LSx3 1/2x5/16x3/8 Sub-Diagonal Double Angle 2LSx3 1/2x5/16x3/8 1 Job Page tnx,Tower BU 816298-ZEPHYRHILLS 7 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentu�ood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Tower Redundant Redu�:dant Redundant KFactor Elevation Bracing Type Size Grade ft Sub-Horizontal Double Angle 2LSx5x3/8x3/8 1 Hip(1) Double Angle 2L3x2 1/2x1/4x3/8 1 Hip(2) 2L2 1/2x2x1/4x3/8 Hip(3) 2L3x2 1/2x1/4x3/8 Hip Diagonal 2L2 1/2x2x1/4�/8 1 Tower Section Geometry (cont'd) Tower Gusset Gttsset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle ' Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Hai�antals ft ft' in in in Tl 0.00 0.00 A36 1 1 1.05 24.00 24.00 288.00-279.00 (36 ksi) T2 0.00 0.00 A36 1 1 1.05 24.00 24.00 279.00-272.00 (36 ksi) T3 0.00 0.00 A36 1 1 1.05 24.00 24.00 272.00-259.00 (36 ksi) T4 0.00 0.00 A36 1 1 I.OS 24.00 24.00 259.00-247.00 (36 ksi) TS I.00 1.00 A36 I I 1.05 24.00 24.00 247.00-237.00 (36 ksi) T6 0.00 0.00 A36 , 1 1 1.05 24.00 24.00 237.00-232.00 (36 ksi) T7 0.00 0.00 A36 1 1 1.05 24.00 24.00 232.00-222.00 (36 ksi) T8 1.00 1.00 A36 1 1 1.05 24.00 24.00 222.00-210.00 (36 ksi) T9 0.00 0.00 A36 1 1 1.05 24.00 24.00 210.00-195.00 (36 ksi) T10 1.56 1.00 A36 1 1 1.05 24.00 24.00 195.00-183.00 (36 ksi) T11 0.00 0.00 A36 1 1 1.05 24.00 24.00 183.00-171.00 (36 ksi) T12 2.00 1.00 A36 1 1 I.OS 24.00 24.00 171.00-146.00 (36 ksi) T13 1.59 1.00 A36 1 1 1.05 24.00 24.00 I 146.00-122.00 (36 ksi) T14 2.06 1.00 A36 1 1 1.05 24.00 24.00 122.00-96.00 (36 ksi) � T15 2.50 I.00 A36 1 1 1.05 24.00 24.00 96.00-72.00 (36 ksi) T16 2.50 1.00 A36 1 1 1.05 24.00 24.00 72.00-52.00 (36 ksi) T17 2.50 1.00 A36 1 1 1.05 24.00 24.00 52.00-32.00 (36 ksi) T18 32.00-0.00 2.50 1.00 A36 1 1 1.05 24.00 24.00 (36 ksi) Tower Section Geometry (cont'd) x Pacrors' Pa e �nxTo�ve� Job BU 816298-ZEPHYRHILLS g 8 of 68 S50E Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Pho�te. (615)661-7585 CC� 15319 FAX. (615)661-7569 Tower Calc Calc Legs X K Siagle Girts Horiz. Sec. Inr:er , Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Arigles Rounds , X X X X X X X ft Y Y Y Y Y Y Y T1 Yes Yes 1 1 I 1 ] 1 1 1 288.00-279.00 1 I 1 1 1 1 1 T2 Yes Yes 1 1 1 1 1 1 1 1 279.00-272.00 1 1 1 I 1 1 I T3 Yes Yes 1 1 1 1 I 1 1 1 272.00-259.00 1 1 1 I 1 1 1 T4 Yes Yes 1 1 1 1 1 1 1 1 259.00-247.00 1 1 1 1 1 1 1 TS Yes Yes 1 1 1 1 I 1 1 1 247.00-237.00 1 1 1 I 1 1 1 T6 Yes Yes 1 1 1 1 I - 1 1 1 237.00-232.00 1 1 I 1 1 1 1 T7 Yes Yes 1 1 1 1 1 1 1 I 232.00-222.00 1 1 I 1 1 1 1 T8 Yes Yes 1 1 1 1 1 1 1 1 222.00-210.00 1 1 1 1 1 1 1 T9 Yes Yes 1 1 1 1 1 1 1 1 210.00-195.00 1 1 1 1 1 1 1 i T10 Yes Yes 1 1 1 1 1 1 1 1 195.00-183.00 1 1 1 1 1 1 1 T11 Yes Yes 1 1 1 1 1 1 1 1 183.00-171.00 1 1 1 1 1 1 1 T12 Yes Yes 1 I 1 1 1 1 1 1 171.00-146.00 ' I 1 1 1 1 1 1 T13 Yes Yes 1 1 1 1 1 1 1 1 146.00-122.00 1 I 1 1 1 1 1 T 14 Yes Yes 1 1 I 1 1 1 ] 1 122.00-96.00 1 1 1 1 1 1 1 T15 No No 2 1 1 I 1 1 1 1 96.00-72.00 1 1 1 1 I 1 1 T16 Yes Yes I 1 1 1 1 0.5 1 1 72.00-52.00 1 1 1 1 0.5 1 I T17 Yes Yes 1 1 1 1 1 0.5 1 1 52.00-32.00 1 1 1 I 0.5 1 1 T 18 Yes Yes 1 1 1 I 1 1 I 1 32.00-0.00 1 1 I 1 1 1 1 �Note:Kfactors are applied to mentber segment lengths.K-6��aces without inner supporting members will have Ihe Kfactor in!he out-of-plane direction applied ta [he overall length. ' Tower Section Geometry (cont d) Tower Leg Diagonal Top Girt Botton:Girt Mid Girt LongHorizontal ShortHorizontal E[evation jt Ne1 YYidth U Net Width U Ne1 YVidth U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in TI 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 288.00-279.00 T2 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 279.00-272.00 T3 0.00 1 0.00 O.ZS . 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 272.00-259.00 Job Page �nxTower BU 816298-ZEPHYRHILLS 9 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Pho�:e. (615J 661-7585 CC� 15319 FAX. (615)661-7569 Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation jr Net Width U Net Width U Net Widlh U Net U Net U Net U Net U Deduct Deduct Deduct YVidth Width Width Width in in in Deduct Deduct Deduct Deduct � in in in in T4 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 259.00-247.00 TS 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 247.00-237.00 T6 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 237.00-232.00 T7 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 232.00-222.00 T8 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 222.00-210.00 T9 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 210.00-195.00 TIO 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 195.00-183.00 TI1 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 !0.75 0.00 0.75 0.00 0.75 183.00-171.00 T12 0.00 I 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 171.00-146.00 T13 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 146.00-122.00 T14 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 122.00-96.00 T15 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 96.00-72.00 T16 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 72.00-52.00 T17 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 52.00-32.00 T18 32.00-0.00 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 Tower Section Geometry (cont'd) Tower Leg Leg Diagaial Top Girt Bottom Girt Mid Girt Long Horizontal Shor•t Horizanta[ Elevation Connection f! Type Bolt Size No. Bolt Size No. Bolt Size No. Bo11 Size No. Bol[Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 SleeveDS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 288.00-279.00 A325N A325N A325N A325N A325N A325N A325N T2 SleeveDS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 279.00-272.00 A325N A325N A325N A325N A325N A325N A325N T3 Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 272.00-259.00 A325N A325N A325N A325N A325N A325N A325N T4 Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 259.00-247.00 A325N A325N A325N A325N A325N A325N A325N TS Sleeve DS 0.75 8 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 247.00-237.00 A325N A325N A325N A325N A325N A325N A325N T6 Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 237.00-232.00 A325N A325N A325N A325N A325N A325N A325N T7 Sleeve DS 0.75 0 ' 0.75 3 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 232.00-222.00 A325N A325N A325N A325N A325N A325N A325N � Job Page t�n.xT�wer BU 816298-ZEPHYRHILLS 10 of 68 SSOE G�•oup Project Date 320 Seven Springs Way.Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by � Phwie:(615)661-7585 CC� 15319 FAX. (615)661-7569 Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt LongHorizonta! Short Horizontal Elevation Connecrion ft Type Bolt Size Na. Bolt Size No. Bolt Size No. Bolt Size No. Bo!!Size No. Bolt Size No. Bolt Size No. in in in in in in in T8 SleeveDS 0.88 12 0.75 3 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 222.00-210.00 A325N A325N A325N A325N A325N A325N A325N T9 Sleeve DS 0.75 0 0.75 3 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 210.00-195.00 A325N A325N A325N A325N A325N A325N A325N ' T10 SleeveDS 0.88 12 0.75 4 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 � 195.00-183.00 A325N A325N A325N A325N A325N A325N A325N T11 Sleeve DS 0.75 0 0.75 4 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 I 183.00-171.00 A325N A325N A325N A325N A325N A325N A325N T12 SleeveDS 0.88 16 0.75 5 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 171.00-146.00 A325N A325N A325N A325N A325N A325N A325N T13 SleeveDS 1.00 12 0.75 5 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 146.00-122.00 A325N A325N A325N A325N A325N A325N A325N T14 SleeveDS 1.00 16 0.75 5 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 122.00-96.00 A325N A325N A325N A325N A325N A325N A325N ' T15 SleeveDS 1.00 20 0.75 5 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 96.00-72.00 A325N A325N A325N A325N A325N A325N A325N T16 SleeveDS 1.00 20 0.75 5 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 72.00-52.00 A325N A325N A325N A325N A325N A325N A325N T17 SleeveDS 1.00 20 0.75 3 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 52.00-32.00 A325N A325N A325N A325N A325N A325N A325N T1832.00-0.00 SleeveDS 1.00 20 0.88 5 0.75 4 0.00 0 0.63 0 0.75 4 0.63 0 A325N A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Al/ow Component Placement Face Lateral # # Clem• Widlh or Perimeter YYeight w' Shield Type Ofjset Offset Per• Spacing Diameter _ Leg ft in (Frac FYi� Row in in in klf 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 1.00 038 0.00 3/8 Feedline A No Af(CaAa) 177.00-8.00 0.00 -0.15 1 1 1.00 3.00 0.01 Ladder(A� MLE Hybrid A No Ar(CaAa) 177.00-8.00 0.00 -0.16 1 1 1.00 1.25 0.00 3Power/6Fiber RL 2(1 1/4'� LDF7-SOA A No Ar(CaAa) 177.00-8.00 0.00 -0.2 12 6 1.00 1.98 0.00 (1-5/8 FOAM) LDFS-SOA A No Ar(CaAa) 285.00-8.00 -1.00 0.495 1 I 1.00 1.09 0.00 (7/8 FOAM) Feedline B No Af(CaAa) 203.00-8.00 0.00 -0.2 1 1 1.00 3.00 0.01 Ladder(A� TOWER B No Ar(CaAa) 203.00-8.00 0.00 -0.21 1 1 1.00 137 0.00 HYBRID CABLE6X6 AWG(1-3/8") LDF2-SOA B No Ar(CaAa) 203.00-8.00 1.50 -0.2 2 2 1.00 0.00 0.00 (3/S FOAM) TSl 999 B No Ar(CaAa) 203.00-5.00 0.00 -0.2 3 3 1.00 1.19 0.00 067hoaM-8A WG(1-3/16") Feedline B No Af(CaAa) 277.00-8.00 0.00 0.25 1 1 1.00 3.00 0.01 Ladder(Afl Job Pa9e �I �`nx�OWer BU 816298-ZEPHYRHILLS 11 of 68 � SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Br•ennvood,TN37027 Client Designed 6y Phone:(615)661-7585 CCI 15319 FAX. (615)661-7569 � Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter YVeight a• Sliield Type Offset Offset Per Spncing Diameter Leg ft in (Frac FYT� Row in in in klf E65(ELLIPTI B No Ar(CaAa) 95.00-8.00 0.00 024 1 1 2.00 2.00 0.00 CAL) E65(ELLIPTI B No Ar(CaAa) 275.00-8.00 0.00 0.265 1 1 2.00 2.00 0.00 CAL) LDF4-SOA(1/ B No Ar(CaAa) 277.00-8.00 0.00 0.245 1 1 1.00 0.63 0.00 Z�� ai,s-so��ia� B rro Ar(CaAa) z��.00-s.00 o.00 o.as z a i.00 i io o.00 561(1-5l8") B No Ar(CaAa) 277.00-8.00 0.00 026 1 1 1.00 1.63 0.00 Feedline C No Af(CaAa) 194.00-8.00 0.00 -0.25 1 1 1.00 3.00 0.01 Ladder(A� ASU9323TYP C No Ar(CaAa) 194.00-8.00 0.00 -0.26 2 1 1.00 1.24 0.00 O1(1-1/4) ASU9325TYP C No Ar(CaAa) 194.00-8.00 0.00 -03 1 1 1.00 1.58 0.00 O1(1-3/5) LDF7-SOA C No Ar(CaAa) 194.00-8.00 0.00 -0.25 10 5 1.00 1.98 0.00 (1-5/8 FOAivn Feedline C No Af(CaAa) 215.00-8.00 0.00 03 1 1 I.00 3.00 0.01 Ladder(A� LDF7-SOA C No Ar(CaAa) 215.00-8.00 0.00 035 6 6 1.00 1.98 0.00 (1-5/8 FOAIv1� LDF7-SOA C No Ar(CaAa) 215.00-8.00 0.00 03 6 6 1.00 1.98 0.00 (1-5/8 FOAlvn LDF4RN-SOA C No Ar(CaAa) 215.00-8.00 0.00 036 2 2 1.00 0.63 0.00 (1/2 FOAiv� Feedline D No Af(CaAa) 227.00-8.00 0.00 0.45 1 1 1.00 3.00 0.01 Ladder(A� LDF7-SOA D No Ar(CaAa) 227.00-8.00 0.00 0.45 12 6 1.00 1.98 0.00 (1-5/8 FOAIvn , Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF C,�AA C,iAA Weight SecNon Eleva6on bi Face Out Face ji fr� fr� jr' jr' x Tl 288.00-279.00 A 0.000 0.000 6.752 0.000 0.05 B 0.000 0.000 0.000 0.000 0.00 I C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0.000 0.00 T2 279.00-272.00 A 0.000 0.000 5.505 0.000 0.04 B 0.000 0.000 5.327 0.000 0.05 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0.000 0.00 T3 272.00-259.00 A 0.000 0.000 10.225 0.000 0.07 B 0.000 0.000 14.891 0.000 0.14 C 0.000 0.000 0.000 0.000, 0.00 ' D 0.000 0.000 0.000 0.000 0.00 T4 259.00-247.00 A 0.000 0.000 9.438 0.000 0.06 B 0.000 0.000 13.746 0.000 0.13 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0.000 0.00 TS 247.00-237.00 A 0.000 0.000 7.865 0.000 0.05 B 0.000 0.000 11455 0.000 0.11 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 0.000 0.000 0.00 T6 237.00-232.00 A 0.000 O.U00 3.932 0.000 0.03 B 0.000 0.000 5 728 0.000 0.06 C 0.000 0.000 0.000 0.000 0.00 Pa e Job g ����Qw�� BU 816298-ZEPHYRHILLS 12 of 68 SSOE Gt'oup Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(615)661-7585 CC� FAX. (615)661-7569 15319 Tower Tower Face AR AF C,4AA C,�AA Weight Section Elevation In Face Out Face fr fr� fr� .(r' jr' K D 0.000 0.000 0.000 0.000 0.00 T7 232.00-222.00 A 0.000 0.000 7.865 0.000 0.05 B 0.000 0.000 11455 0.000 0.11 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 14380 0.000 0.09 T8 222.00-210.00 A 0.000 0.000 9 438 0.000 0.06 B 0.000 0.000 13.746 0.000 0.13 C 0.000 0.000 15.010 0.000 0.09 , D 0.000 0.000 34.512 0.000 0.22 T9 210.00-195.00 A 0.000 0.000 ]1 797 0.000 0.08 B 0.000 0.000 25.134 0.000 0.27 C 0.000 0.000 45.030 0.000 0.28 D 0.000 ' 0.000 43.140 0.000 0.27 T10 195.00-183.00 A 0.000 0.000 9438 0.000 0.06 B 0.000 0.000 25.674 0.000 0.29 C 0.000 0.000 67 774 0.000 0.45 D 0.000 0.000 34.512 0.000 0.22 Tl l 183.00-171.00 A 0.000 0.000 27 444 0.000 0.18 B 0.000 0.000 25.674 0.000 0.29 C 0.000 0.000 70.661 0.000 0.47 D 0.000 0.000 34.512 0.000 0.22 T12 171.00-146.00 A 0.000 0.000 94.688 0.000 0.61 B 0.000 0.000 53.487 0.000 0.60 C 0.000 0.000 147.210 0.000 0.97 D 0.000 0.000 71.900 0.000 0.46 T13 146.00-122.00 A 0.000 0.000 90.900 0.000 0.58 B 0.000 0.000 51348 0.000 0.57 C 0.000 0.000 141.322 0.000 0.93 D 0.000 0.000 69.024 0.000 0.44 T14 122.00-96.00 A 0.000 0.000 98.475 0.000 0.63 B 0.000 0.000 55.627 0.000 0.62 C 0.000 0.000 153.098 0.000 1.01 D 0.000 0.000 74 776 0.000 0.47 T15 96.00-72.00 A 0.000 0.000 90.900 0.000 0.58 B 0.000 0.000 55.948 0.000 0.59 C 0.000 0.000 141322 0.000 0.93 D 0.000 0.000 69.024 0.000 0.44 T16 72.00-52.00 A 0.000 0.000 75 750 0.00a 0.49 B 0.000 0.000 46.790 0.000 0.49 C 0.000 0.000 117.768 0.000 0.78 D 0.000 0.000 57.520 0.000 036 , T17 52.00-32.00 A 0.000 0.000 75 750 0.000 0.49 B 0.000 0.000 46.790 0.000 0.49 C 0.000 0.000 117.768 0.000 0.78 i D 0.000 0.000 57.520 0.000 036 T18 32.00-0.00 A 0.000 0.000 90.900 0.000 0.58 B 0.000 0.000 56.148 0.000 0.59 C 0.000 0.000 141.322 0.000 0.93 D 0.000 0.000 69.024 0.000 0.44 Feed Line Center of Pressure Section Elevation � CPX CPZ CPX CPZ Ice Ice ft in in in in Tl 288.00-279.00 -339 -3.53 -530 -5.54 T2 279.00-272.00 -1.47 -6.28 ' -2.62 -5.97 T3 272.00-259.00 -0.67 -7.27 -1.58 -10.13 Job Page , �nxT'ow�r BU 816298-ZEPHYRHILLS 13 of 68 SSOE Group Project Date 320 Seven Springs YYay,Suite 350 015-00428-00 09:50:43 03/18/15 , Brennvood,TN37027 Client Designed by Pho�:e:(615)661-7585 CC� FtIX. (615)661-7569 15319 Section Elevation CPX CPZ CPX CPZ Ice Ice f[ iri in in in T4 259.00-247.00 -0.81 -8.68 -1.91 -12.10 TS 247.00-237.00 -0.74 -7.81 -173 -10.88 T6 237.00-232.00 -0.66 -6.95 -1.55 -9.68 T7 232.00-222.00 -4.59 -1.86 -5.90 -3.80 T8 222.00-210.00 -3.61 4.47 -4.76 3.51 T9 210.00-195.00 0.61 5.55 -0.12 4 49 T10 195.00-183.00 5.28 0.88 5.20 -0.59 T11 183.00-171.00 2.75 1.73 2.38 0.35 � T12 171.00-146.00 -0.08 2.91 -0.83 1.56 , T13 146.00-122.00 -0.09 3.03 -0.87 1.63 , T14 122.00-96.00 -0.11 339 -0.99 1.82 T15 96.00-72.00 0.12 3.07 -0.81 141 T16 72.00-52.00 0.13 3.14 -0.83 143 T17 52.00-32.00 0.14 3.34 -0.89 1.52 ' � T18 32.00-0.00 0.12 3.08 -0.82 140 Shielding Factor Ka Tower Feed Line Descriptian Feed Line I� K Section Reca•dNo. Segment Elev No Ice Ice Tl 2 Climbing Ladder(CCn 279.00- 0.6000 0.6000 288.00 T1 3 Safety Line 3/8 279.00- 0.6000 0.6000 288.00 T1 7 LDFS-SOA(7/8 FOAIvn 279.00- 0.6000 0.6000 285.00 T2 2 Climbing Ladder(CCI) 272.00- 0.6000 0.6000 279.00 T2 3 Safety Line 3/8 272.00- 0.6000 0.6000 279.00 T2 7 LDFS-SOA(7/8 FOAIvn 272.00- 0.6000 0.6000 279.00 " T2 13 Feedline Ladder(A fl 272.00- 0.6000 0.6000 277.00 T2 15 E65(ELLIPTICAL) 272.00- 0.6000 0.6000 275.00 T2 16 LDF4-SOA(1/2") 272.00- 0.6000 0.6000 277.00 T2 17 , ALS-50(7/8) 272.00- �0.6000 0.6000 - ' 277.00 T2 18 561(1-5/8") 272.00- 0.6000 0.6000 277.00 T3 2 Climbing Ladder(CCI) 259.00- 0.6000 0.6000 272.00 T3 3 Safety Line 3/8 259.00- 0.6000 0.6000 272.00 T3 7 LDFS-SOA(7/8 FOAIvn 259.00- 0.6000 0.6000 272.00 T3 13 Feedline Ladder(A fl. 259.00- 0.6000 0.6000 272.00 T3 15 E65(ELLIPTICAL) �259.00- 0.6000 0.6000 272.00 T3 16 LDF4-SOA(1/2") 259.00- 0.6000 0.6000 272.00 T3 17 ALS-50(7/8) 259.00- 0.6000 0.6000 Job Page �nx7'owe,r BU 816298-ZEPHYRHILLS 14 of 68 S50E Gr'oup Project Date 320 Seven Sp�ings Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone. (615)661-7585 CC� FAX. (615)661-7569 15319 Tower Feed Line Description Feed Line I:o I� Section Recor•d No. Se ient Elev No Ice Ice 272.00 T3 18 561(1-5/8") 259.00- 0.6000 0.6000 272.00 T4 2 Climbing Ladder(CCI) 247.00- 0.6000 0.6000 259.00 T4 3 Safety Line 3/8 247.00- 0.6000 0.6000 259.00 T4 7 LDFS-SOA(7/8 FOAM) 247.00- 0.6000 0.6000 259.00 T4 13 Feedline Ladder(A� 247.00- 0.6000 0.6000 259.00 T4 15 E65(ELLIPTICAL) 247.00- 0.6000 0.6000 259.00 T4 16 LDF4-SOA(1/2") 247.00- 0.6000 0.6000 259.00 T4 17 ALS-50(7/8) 247.00- 0.6000 0.6000 259.00 � T4 18 561(1-5/8") 247.00- 0.6000 0.6000 259.00 TS 2 Climbing Ladder(CCI) 237.00- 0.6000 0.6000 247.00 TS 3 Safety Line 3/8 237.00- 0.6000 0.6000 247.00 TS 7 LDFS-SOA(7/8 FOAIvn 237.00- 0.6000 0.6000 247.00 TS 13 Feedline Ladder(A� 237.00- 0.6000 0.6000 247.00 • T5 15 E65(ELLIPTICAL) 237.00- 0.6000 0.6000 247.00 TS 16 LDF4-SOA(1/2") 237.00- 0.6000 0.6000 247.00 TS 17 ALS-50(7/8) 237.00- 0.6000 0.6000 247.00 TS 18 561(1-5/8") 237.00- 0.6000 0.6000 247.00 T6 2 Climbing Ladder(CCI) 232.00- 0.6000 0.6000 237.00 T6 3 Safety Line 3/8 232.00- 0.6000 0.6000 237.00 . T6 7 LDFS-SOA(7/8 FOAIvn 232.00- 0.6000 0.6000 237.00 ' T6 13 Feedline Ladder(A� 232.00- 0.6000 0.6000 237.00 T6 15 E65(ELLIPTICAL) 232.00- 0.6000 0.6000 237.00 T6 16 LDF4-SOA(1/2") 232.00- 0.6000 0.6000 � 237.00 T6 17 ALS-50(7/8) 232.00- 0.6000 0.6000 237.00 T6 IS 561(1-5/8") 232.00- 0.6000 0.6000 237.00 T7 2 Climbing Ladder(CCI) 222.00- 0.6000 0.6000 232.00 T7 3 Safety Line 3/8 222.00- 0.6000 0.6000 232.00 T7 7 LDFS-SOA(7/8 FOAlvn 222.00- 0.6000 0.6000 232.00 T7 13 Feedline Ladder(A� 222.00- 0.6000 0.6000 232.00 T7 15 E65(ELLIPTICAL) 222.00- 0.6000 0.6000 232.00 T7 16 LDF4-SOA(1/2") 222.00- 0.6000 0.6000 Job Page �l�'xT01�4��'1� BU 816298-ZEPHYRHILLS 15 of 68 SSOE GYoup Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Tower Feed Line Description Feed Line I� I� Section Record No. Se ent Elev No Ice Ice 232.00 T7 17 ALS-50(7/8) 222.00- 0.6000 0.6000 232.00 T7 18 561(1-5/8") 222.00- 0.6000 0.6000 232.00 T7 32 Feedline Ladder(A� 222.00- 0.6000 0.6000 227.00 T7 33 LDF7-SOA(1-5/8 FOAlvn 222.00- 0.6000 0.6000 227.00 T8 2 Climbing Ladder(CCn 210.00- 0.6000 0.6000 222.00 T8 3 Safety Line 3/8 210.00- 0.6000 0.6000 - 222.00 T8 7 LDFS-SOA(7/8 FOAIvn 210.00- 0.6000 0.6000 222.00 T8 13 Feedline Ladder(A fl 210.00- 0.6000 0.6000 222.00 T8 15 E65(ELLIPTICAL) 210.00- 0.6000 0.6000 222.00 T8 16 LDF4-SOA(1/2") 210.00- 0.6000 0.6000 222.00 T8 17 ALS-50(7/8) 210.00- 0.6000 0.6000 222.00 T8 18 561(1-5/8") 210.00- 0.6000 0.6000 222.00 T8 27 Feedline LaddeF(Afl 210.00- 0.6000 0.6000 215.00 T8 28 LDF7-SOA(1-5/8 FO.SIvn 210.00- 0.6000 0.6000 215.00 TS 29 LDF7-SOA(1-5/8 FOAl� 210.00- 0.6000 0.6000 ' 215.00 T8 30 LDF4RN-SOA(1/2 FOAIv� 210.00- 0.6000 0.6000 215.00 T8 32 Feedline Ladder(A� 210.00- 0.6000 0.6000 222.00 T8 33 LDF7-SOA(1-5/8 FOAIvn 210.00- 0.6000 0.6000 222.00 T9 2 Climbing Ladder(CCI) 195.00- 0.6000 0.6000 210.00 T9 3 Safety Line 3/8 195.00- 0.6000 0.6000 210.00 T9 7 LDFS-SOA(7/8 FOAIvn 195.00- 0.6000 0.6000 210.00 T9 9 Feedline Ladder(A fl 195.00- 0.6000 0.6000 203.00 T9 10 TOWER I3YBffiD CABLE 195.00- 0.6000 0.6000 6X6 AWG(1-3/8") 203.00 T9 11 LDF2-SOA(3/8 FOAIvn 195.00- 0.6000 0.6000 ' 203.00 T9 12 TSZ 999 067hoocM-8AWG( 195.00- 0.6000 0.6000 1-3/16") 203.00 T9 13 Feedline Ladder(A fl 195.00- 0.6000 0.6000 210.00 T9 IS E65(ELLIPTICAL) 195.00- 0.6000 0.6000 210.00 T9 16 LDF4-SOA(1/2") 195.00- 0.6000 0.6000 210.00 T9 17 ALS-50(7/8) 195.00- 0.6000 0.6000 210.00 T9 18 561(1-5/8") 195.00- 0.6000 0.6000 210.00 T9 27 Feedline Ladder(A fl 195.00- 0.6000 0.6000 Job Page t�nxTower BU 816298-ZEPHYRHILLS 16 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09'50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 ' FAX. (615)661-7569 Tower Feed Line Description Feed Line I� I� Section Reca•d No. Se :ent EZev No Ice Ice 210.00 T9 28 LDF7-SOA(1-5/8 FOAlv� 195.00- 0.6000 0.6000 210.00 T9 29 LDF7-SOA(I-5/8 FOAM) 195.00- 0.6000 0.6000 210.00 T9 30 LDF4RN-SOA(1/2 FOAIvn 195.00- 0.6000 0.6000 210.00 T9 32 Feedline Ladder(Afl 195.00- 0.6000 0.6000 210.00 T9 33 LDF7-SOA(1-5/8 FOAIvn 195.00- 0.6000 0.6000 210.00 T10 2 Climbing Ladder(CCI) 183.00- 0.6000 0.6000 195.00 T10 3 Safety Line 3/8 183.00- 0.6000 0.6000 195.00 T10 7 LDFS-SOA(7/8 FOANn 183.00- 0.6000 0.6000 195.00 T 10 9 Feedline Ladder(A� 183.00- 0.6000 0.6000 195.00 T10 10 TOWER EIYBRID CABLE 183.00- 0.6000 0.6000 6X6 AWG(1-3l8") 195.00 T10 I 1 LDF2-SOA(3/8 FOAivn 183.00- 0.6000 0.6000 195.00 T10 12 TSZ 999 067/�cM-8AWG( 183.00- 0.6000 0.6000 1-3/16") 195.00 T10 13 Feedline Ladder(A� 183.00- 0.6000 0.6000 195.00 T10 15 E65(ELLIPTICAL) 183.00- 0.6000 0.6000 195.00 T10 16 LDF4-SOA(1/2") 183.00- 0.6000 0.6000 195.00 T10 17 ALS-50(7/8) 183.00- 0.6000 0.6000 ' 195.00 T10 18 561(1-5/8") 183.00- 0.6000 0.6000 195.00 T10 23 Feedline Ladder(A� 183.00- 0.6000 0.6000 194.00 T10 24 ASU9323TYP01(1-1/4) 183.00- 0.6000 0.6000 194.00 T10 25 ASU9325TYP01(1-3/5) 183.00- 0.6000 0.6000 194.00 T10 26 LDF7-SOA(1-5/8 FOAivn 183.00- 0.6000 0.6000 194.00 T10 27 Feedline Ladder(A� 183.00- 0.6000 0.6000 195.00 T10 28 LDF7-SOA(1-5/8 FOAIvn 183.00- 0.6000 0.6000 195.00 T10 29 LDF7-SOA(1-5/8 FOAlvn 183.00- 0.6000 0.6000 195.00 T10 30 LDF4RN-SOA(1/2 FOAIvn 183.00- 0.6000 0.6000 , 195.00 T10 32 Feedline Ladder(Afl 183.00- 0.6000 0.6000 195.00 T10 33 LDF7-SOA(1-5/8 FOAiv� 183.00- 0.6000 0.6000 195.00 TI 1 2 Climbing Ladder(CCI) 171.00- 0.6000 0.6000 183.00 T11 3 Safety Line 3/8 171.00- 0.6000 0.6000 183.00 T11 4 Feedline Ladder(Afl 171.00- 0.6000 0.6000 177.00 Tl l 5 MLE Hybrid 3Power/6Fiber 171.00- 0.6000 0.6000 Job Page �l�.x"�OWEY BU 816298-ZEPHYRHILLS 17 of 68 SSOE Group Project Date 320 Seven Sprixigs Way.Suite 350 015-00428-00 09:50:43 03/18/15 � Brenrivood,TN370�7 Client Des'igned by Phone. (615)661-7585 CC� 15319 FAX. (615)661-7569 Tower Feed Line Description Feed Line I� I� Section Reca•d No. Se ent EZev No Ice Ice RL 2(1 1/4") 177.00 Tl l 6 LDF7-SOA(1-5/8 FOAM) 171.00- 0.6000 0.6000 177.00 T11 7 LDFS-SOA(7/8 FOAM) 171.00- 0.6000 0.6000 . 183.00 T11 9 Feedline Ladder(A� 171.00- 0.6000 0.6000 183.00 Tl l 10 TOWER HYBRID CABLE 171.00- 0.6000 0.6000 6X6 AWG(1-3/8") 183.00 Tll 11 LDF2-SOA(3/8 FOAIvn 171.00- 0.6000 0.6000 183.00 T11 12 TSZ 999 067/�M-8AWG( 171.00- 0.6000 0.6000 1-3/16") 183.00 T11 13 Feedline Ladder(Afl 171.00- 0.6000 0.6000 183.00 Tl l 15 E65(ELLIPTICAL) 171.00- 0.6000 0.6000 183.00 Tl l 16 LDF4-SOA(1/2") 171.00- 0.6000 0.6000 183.00 T11 17 ALS-50(7/8) 171.00- 0.6000 0.6000 183.00 T11 18 561(1-5/8") 171.00- 0.6000 0.6000 183.00 T I 1 23 Feedline Ladder(A fl 171.00- 0.6000 0.6000 183.00 T11 24 ASU9323TYP01(1-1/4) 171.00- 0.6000 0.6000 183.00 Tl l 25 ASU9325TYP01(1-3/5) 171.00- 0.6000 0.6000 183.00 Tl l 26 LDF7-SOA(1-5/8 FOAIvn 171.00- 0.6000 0.6000 183.00 T11 27 Feedline Ladder(Afl 171.00- 0.6000 0.6000 183.00 T11 28 LDF7-SOA(1-5/8 FOAIvn 171.00- 0.6000 0.6000 183.00 T11 29 LDF7-SOA(1-5/8 FOAIvn 171.00- 0.6000 0.6000 183.00 T11 30 LDF4RN-SOA(1/2 FOP.M) 171.00- 0.6000 0.6000 183.00 Tl l 32 Feedline Ladder(A� 171.00- 0.6000 0.6000 183.00 Tl l 33 LDF7-SOA(1-5/8 FOAIvn 171.00- 0.6000 0.6000 183.00 T12 2 Climbing Ladder(CCI) 146.00- 0.6000 0.6000 171.00 T12 3 Safery Line 3/S 146.00- 0.6000 0.6000 171.00 T 12 4 Feedline Ladder(A fl 146.00- 0.6000 0.6000 171.00 T12 5 MLE Hybrid 3Power/6Fiber 146.00- 0.6000 0.6000 RL 2(1 1/4") 171.00 , T12 6 LDF7-SOA(1-5/8 FO.Sivn 146.00- 0.6000 0.6000 171.00 T12 7 LDFS-SOA(7/8 FOAIv� 146.00- 0.6000 0.6000 171.00 T12 9 Feedline Ladder(Afl 146.00- 0.6000 0.6000 171.00 T12 10 TOWER I3YBRID CABLE 146.00- 0.6000 0.6000 � �4' 6X6 AWG(1-3/8") 171.00 ` T12 11 LDF2-SOA(3/S FOAlVn 146.00- 0.6000 0.6000 171.00 T12 12 TSZ 999 067/xxxM-8AWG( 146.00- 0.6000 0.6000 Job Page �`�ZxTO��'�" BU 816298-ZEFHYRHILLS 18 of 68 SSOE Gt'oup Project Date . 320 Seven Springs YYay,Suite 350 015-00428-00 09.50:43 03/18/15 Brennvood,TN37027 Client Designed by Phone.•(615)661-7585 CC� 15319 FAX. (615)661-7569 Tower Feed Line Description Feed Line I:o I� Section Recard No. Se n:ent Elev No Ice Ice 1-3/16") 171.00 T 12 13 Feedline Ladder(A� 146.00- 0.6000 0.6000 171.00 T12 15 E65(ELLIPTICAL) 146.00- 0.6000 0.6000 171.00 T12 16 LDF4-SOA(1/2") 146.00- 0.6000 0.6000 ' 171.00 T12 17 ALS-50(7/8) 146.00- 0.6000 0.6000 171.00 T12 18 561(1-5/8") 146.00- 0.6000 0.6000 171.00 T12 23 Feedline Ladder(Afl 146.00- 0.6000 0.6000 171.00 T12 24 ASU9323TYP01(1-1/4) 146.00- 0.6000 ' 0.6000 171.00 T12 25 ASU9325TYP01(1-3/5) 146.00- 0.6000 0.6000 171.00 T12 26 LDF7-SOA(1-5/8 FOAIvn 146.00- 0.6000 0.6000 171.00 T12 27 Feedline Ladder(A� 146.00- 0.6000 0.6000 171.00 T12 28 LDF7-SOA(1-5/8 FOAIvn 146.00- 0.6000 0.6000 , 171.00 T12 29 LDF7-SOA(1-5/8 FOAIvn 146.00- 0.6000 0.6000 171.00 T12 30 LDF4RN-SOA(1/2 FOAIvn 146.00- 0.6000 0.6000 171.00 T12 32 Feedline Ladder(A� 146.00- 0.6000 0.6000 171.00 T12 33 LDF7-SOA(1-5/8 FOAIvn 146.00- 0.6000 0.6000 171.00 T13 2 Climbing Ladder(CCI) 122.00- 0.6000 0.6000 146.00 T13 3 Safety Line 3/8 122.00- 0.6000 0.6000 146.00 T13 4 Feedline Ladder(A� 122.00- 0.6000 0.6000 146.00 T13 5 MLE Hybrid 3Power/6Fiber 122.00- 0.6000 0.6000 RL 2(1 1/4") 146.00 T13 6 LDF7-SOA(1-5/8 FOAM) 122.00- 0.6000 0.6000 146.00 � T13 7 LDFS-SOA(7/S FOAIvn 122.00- 0.6000 0.6000 146.00 T13 9 I Feedline Ladder(Afl 122.00- 0.6000 0.6000 146.00 ' T13 10 TOWER HYBRID CABLE 122.00- 0.6000 0.6000 � 6X6 AWG(1-3/8") 146.00 T13 11 LDF2-SOA(3/8 FOANn 122.00- 0.6000 0.6000 146.00 T13 12 TSZ 999 067hc7ocM-BAWG( 122.00- 0.6000 0.6000 � 1-3/16") 146.00 T13 13 Feedline Ladder(Afl 122.00- 0.6000 0.6000 146.00 T13 15 E65(ELLIPTICAL) 122.00- 0.6000 0.6000 146.00 T13 16 LDF4-SOA(I/2") 122.00- 0.6000 0.6000 � 146.00 T13 17 ALS-50(7/8) 122.00- 0.6000 0.6000 146.00 � T13 18 561(1=5/8") 122.00= 0.6000 0.6000 146.00 T13 23 Feedline Ladder(Afl 122.00- 0.6000 0.6000 I ( Job Page ������e� BU 816298-ZEPHYRHILLS 19 of 68 SSOE Group Project Date 320 Seven Springs YYay,Suite 350 015-00428-00 09:50•43 03/18/15 B,•entwood,TN37027 Client Designed by Pho�ie:(615)661-7585 CC� 15319 FAX. (615)661-7569 Tower Feed Line Description Feed Line I:o I� Section Reca•d No. Se�»:ent EZev No Ice Ice , 146.00 T13 24 ASU9323TYP01(1-1/4) 122.00- 0.6000 0.6000 146.00 T13 25 ASU9325TYP01(1-3/5) 122.00- 0.6000 0.6000 146.00 T13 26 LDF7-SOA(1-5/8 FOAIvn 122.00- 0.6000 0.6000 146.00 T13 27 Feedline Ladder(Afl 122.00- 0.6000 0.6000 146.00 T13 28 LDF7-SOA(1-5/8 FOAIvn 122.00- 0.6000 0.6000 146.00 T13 29 LDF7-SOA(1-5/8 FOANn 122.00- 0.6000 0.6000 146.00 T13 30 LDF4RN-SOA(1/2 FOAIvn 122.00- 0.6000 0.6000 146.00 T13 32 Feedline Ladder(Afl 122.00- 0.6000 0.6000 146.00 T13 33 LDF7-SOA(1-5/8 FOAl� 122.00- 0.6000 0.6000 _ 146.00 . T14 2 Climbing Ladder(CCI) 96.00-122.00 0.6000 0.6000 T14 3 Safety Line 3/8 96.00-122.00 0.6000 0.6000 T14 4 Feedline Ladder(Afl 96.00-122.00 0.6000 0.6000 T14 5 MLE Hybrid 3Power/6Fiber 96.00-122.00 0.6000 0.6000 RL 2(1 1/4") T14 6 LDF7-SOA(1-5/8 FOAIvn 96.00-122.00 0.6000 0.6000 T14 7 LDFS-SOA(7/8 FOAIvn 96.00-122.00 0.6000 0.6000 T14 9 Feedline Ladder(A� 96.00-122.00 0.6000 0.6000 T14 10 TOWER HYBRID CABLE 96.00-122.00 0.6000 0.6000 6X6 AWG(1-3/8") T14 11 LDF2-SOA(3/8 FOANn 96.00-122.00 0.6000 0.6000 T14 12 TSZ 999 067hoaM-8AWG( 96.00-122.00 0.6000 0.6000 1-3/16") T14 13 Feedline Ladder(A fl 96.00-122.00 0.6000 0.6000 T14 15 E65(ELLIPTICAL) 96.00-122.00 0.6000 0.6000 T14 16 LDF4-SOA(1/2") 96.00-122.00 0.6000 0.6000 T14 17 ALS-50(7/8) 96.00-122.00 0.6000 0.6000 T14 18 561(1-5/8") 96.00-122.00 0.6000 0.6000 T 14 23 Feedline Ladder(A fl 96.00-122.00 0.6000 0.6000 T14 24 ASU9323TYP01(1-1/4) 96.00-122.00 0.6000 0.6000 T14 25 ASU9325TYP01(1-3/5) 96.00-122.00 0.6000 0.6000 T14 26 LDF7-SOA(1-5/8 FOAl� 96.00-122.00 0.6000 0.6000 T14 27 Feedline Ladder(Afl 96.00-122.00 0.6000 0.6000 T14 28 LDF7-SOA(1-5/8 FOAl� 96.00-122.00 0.6000 0.6000 T14 29 LDF7-SOA(1-5/8 FOANn 96.00-122.00 0.6000 0.6000 T14 30 LDF4RN-SOA(1/2 FOAIvn 96.00-122.00 0.6000 0.6000 T14 32 Feedline Ladder(Afl 96.00-122.00 0.6000 0.6000 T14 33 LDF7-SOA(1-5/8 FOAIvn 96.00-122.00 0.6000 0.6000 T 15 2 Climbing Ladder(CCI) 72.00-96.00 0.6000 0.6000 T15 3 Safety Line 3/8 72.00-96.00 0.6000 0.6000 T15 4 Feedline Ladder(Afl 72.00-96.00 0.6000 0.6000 T15 5 MLE Hybrid 3Power/6Fiber 72.00-96.00 0.6000 0.6000 RL 2(1 1/4") � T15 6 LDF7-SOA(1-5/8 FOAIvn 72.00-96.00 0.6000 0.6000 T15 7 LDFS-SOA(7/8 FOAIvn 72.00-96.00 0.6000 0.6000 T15 9 Feedline Ladder(Afl 72.00-96.00 0.6000 0.6000 T15 10 TOWER HYBRID CABLE 72.00-96.00 0.6000 0.6000 6X6 AWG(1-3/8") T15 11 LDF2-SOA(3/8 FO.SIvn 72.00-96.00 0.6000 0.6000 T15 12 TSZ 999 067/xxxM-8AWG( 72.00-96.00 0.6000 0.6000 1-3/16") � - T15 13 Feedline Ladder(Afl 72.00-96.00 0.6000 0.6000 T15 14 E65(ELLIPTICAL) 72.00-95.00 0.6000 0.6000 Job Page ��xTO?1�L'�Y� BU 816298-ZEPHYRHILLS 20 of 68 SSOE Group Project Date 3�0 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentx�ood,77V.37027 Client Designed by Pho�te. (615)6G1-7585 CC� 15319 FAX. (61 S)661-7569 Tower Feed Line Descriptfai Feed Line K K Section Reca•d No. Sean:ent Elev No Ice Ice T15 IS E65(ELLIPTICAL) 72.00-96.00 0.6000 0.6000 T15 16 LDF4-SOA(1/2") 72.00-96.00 0.6000 0.6000 T15 17 ALS-50(7/8) 72.00-96.00 0.6000 0.6000 T15 18 561(1-5/8") 72.00-96.00 0.6000 0.6000 T 15 23 Feedline Ladder(A fl 72.00-96.00 0.6000 0.6000 T15 24 ASU9323TYP01(1-1/4) 72.00-96.00 0.6000 O.b000 T15 25 ASU9325TYP01(1-3/5) 72.00-96.00 0.6000 0.6000 T15 26 LDF7-SOA(1-5/8 FOAIvn 72.00-96.00 0.6000 0.6000 T15 27 Feedline Ladder(Afl 72.00-96.00 0.6000 0.6000 T15 28 LDF7-SOA(1-5/8 FOANn 72.00-96.00 0.6000 0.6000 T15 29 LDF7-SOA(1-5/8 FOAIvn 72.00-96.00 0.6000 0.6000 T15 30 LDF4RN-SOA(1/2 FOAIvn 72.00-96.00 0.6000 0.6000 T15 32 Feedline Ladder(Afl 72.00-96.00 0.6000 0.6000 T15 33 LDF7-SOA(1-5/8 FOAIvn 72.00-96.00 0.6000 0.6000 T16 2 Climbing Ladder(CCn 52.00-72.00 0.6000 0.6000 T16 3 Safety Line 3/8 52.00-72.00 0.6000 0.6000 T16 4 Feedline Ladder(Afl 52.00-72.00 0.6000 0.6000 T16 5 MLE Hybrid 3Power/6Fiber 52.00-72.00 0.6000 0.6000 RL2(1 1/4") T16 6 LDF7-SOA(1-5/8 FOAIvn 52.00-72.00 0.6000 0.6000 T16 7 LDFS-SOA(7/8 FO?,M) 52.00-72.00 0.6000 0.6000 T 16 9 Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 T16 10 TOWER HYBRID CABLE 52.00-72.00 0.60Q0 0.6000 6X6 AWG(1-3/8") T16 11 LDF2-SOA(3/8 FOAlv� 52.00-72.00 0.6000 0.6000 T16 12 TSZ 999 067hca�cM-8AWG( 52.00-72.00 0.6000 0.6000 1-3/16") T 16 13 Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 T16 14 E65(ELLIPTICAL) 52.00-72.00 0.6000 0.6000 T16 15 E65(ELLII'.TICAL) 52.00-72.00 0.6000 0.6000 T16 16 LDF4-SOA(1/2") 52.00-72.00 0.6000 0.6000 T16 17 ALS-50(7/8) 52.00-72.00 0.6000 0.6000 T16 18 561(1-5/8") 52.00-72.00 0.6000 0.6000 T 16 23 Feedline Ladder(A� 52.00-72.00 0.6000 0.6000 T16 24 ASU9323TYP01(1-1/4) 52.00-72.00 0.6000 0.6000 T16 25 ASU9325TYP01(1-3/5) 52.00-72.00 0.6000 0.6000 T16 26 LDF7-SOA(1-5/8 FO.Aivn 52.00-72.00 0.6000 0.6000 T16 27 Feedline Ladder(Afl 52.00-72.00 0.6000 0.6000 T16 28 LDF7-SOA(1-5/8 FOAIvn 52.00-72.00 0.6000 0.6000 T16 29 LDF7-SOA(1-5/8 FO.Sl� 52.00-72.00 0.6000 0.6000 T16 30 LDF4RN-SOA(1/2 FOAiv� 52.00-72.00 0.6000 0.6000 T16 32 Feedline Ladder(Afl 52.00-72.00 0.6000 0.6000 T16 33 LDF7-SOA(1-5/8 FOAIvn 52.00-72.00 0.6000 0.6000 T17 2 Climbing Ladder(CCI) 32.00-52.00 0.6000 0.6000 T17 3 Safery Line 3/8 32.00-52.00 0.6000 0.6000 T17 4 Feedline Ladder(Afl 32.00-52.00 0.6000 0.6000 T17 5 MLE Hybrid 3Power/6Fiber 32.00-52.00 0.6000 0.6000 RL 2(1 1/4") T17 6 LDF7-SOA(1-5/8 FOAlvn 32.00-52.00 0.6000 0.6000 T17 7 LDFS-SOA j7/8 FOANn 32.00-52.00 0.6000 0.6000 T17 9 Feedline Ladder(Afl 32.00-52.00 0.6000 0.6000 T17 10 TOWER HYBRID CABLE 32.00-52.00 0.6000 0.6000 6X6 AWG(1-3/8") T17 11 LDF2-SOA(3/8 FOAlVn 32.00-52.00 0.6000 0.6000 T17 12 TSZ 999 067/�aocM-8AWG( 32.00-52.00 0.6000 0.6000 1-3/16") T17 13 Feedline Ladder(Afl 32.00-52.00 0.6000 0.6000 T17 14 E65(ELLIPTICAL) 32.00-52.00 0.6000 0.6000 T17 IS E65(ELLIPTICAL) 32.00-52.00 0.6000 0.6000 T17 16 LDF4-SOA(I/2") 32.00-52.00 0.6000 0.6000 T17 17 ALS-50(7/8) 32.00-52.00 0.6000 0.6000 T17 18 561(1-5/8") 32.00-52.00 0.6000 0.6000 � Job Page �nxTowe:� BU 816298-ZEPHYRHILLS 21 of 68 SSOE Group Project Date 320 Seven Springs Way.Sutte 350 015-00428-00 09:50:43 03/18/15 Bi•enlwood,TN37027 Client Designed by Phone:(615)661-7585 CCI 15319 FAX. (615)661-7569 r Tower Feed Line Description Feed Line 1� I� Section Reca�d No. Se�rtent EZev No Ice Ice T17 23 Feedline Ladder(A fl 32.00-52.00 0.6000 0.6000 T17 24 ASU9323TYP01(1-1/4) 32.00-52.00 0.6000 0.6000 T17 25 ASU9325TYP01(1-3/5) 32.00-52.00 0.6000 0.6000 T17 26 LDF7-SOA(1-5/8 FOAM) 32.00-52.00 0.6000 0.6000 T17 27 Feedline Ladder(Afl 32.00-52.00 0.6000 0.6000 T17 28 LDF7-SOA(1-5/8 FOAivn 32.00-52.00 0.6000 0.6000 T17 29 LDF7-SOA(1-5/8 FOAIvn 32.00-52.00 0.6000 0.6000 T17 30 LDF4RN-SOA(1/2 FOAIvn 32.00-52.00 0.6000 0.6000 T17 32 Feedline Ladder(Afl 32.00-52.00 0.6000 0.6000 T17 33 LDF7-SOA(1-5/8 FOANn 32.00-52.00 0.6000 0.6000 T18 2 Climbing Ladder(CCn 5.00-32.00 0.6000 0.6000 T18 3 Safery Lioe 3/8 8.00-32.00 0.6000 0.6000 T18 4 Feedline Ladder(Afl 8.00-32.00 0.6000 0.6000 T18 5 MLE Hybrid 3Power/6Fiber 8.00-32.00 0.6000 0.6000 RL 2(1 1/4") T18 6 LDF7-SOA(1-5/8 FOAl� 8.00-32.00 0.6000 0.6000 T18 7 LDFS-SOA(7/8 FOAIvn 8.00-32.00 0.6000 0.6000 T18 9 Feedline Ladder(?.f) 8.00-32.00 0.6000 0.6000 T18 10 TOWER HI'BRID CABLE 8.00-32.00 0.6000 0.6000 6X6 AWG(1-3/8") T18 11 LDF2-SOA(3/8 FOAIvn 8.00-32.00 0.6000 0.6000 T18 12 TSZ 999 067hoocM-8AWG( 8.00-32.00 0.6000 0.6000 1-3/16") T18 13 Feedline Ladder(Afl 8.00-32.00 0.6000 0.6000 T18 14 E65(ELLIPTICAL) 8.00-32.00 0.6000 0.6000 T18 15 E65(ELLIPTICAL) 8.00-32.00 0.6000 0.6000 T18 16 LDF4-SOA(1/2") 8.00-32.00 0.6000 0.6000 T18 17 ALS-50(7/8) 8.00-32.00 0.6000 0.6000 T18 18 561(1-5/8") 8.00-32.00 0.6000 0.6000 T18 23 Feedline Ladder(Afl 8.00-32.00 0.6000 0.6000 T18 24 ASU9323TYP01(1-1/4) 8.00-32.00 0.6000 0.6000 T18 25 ASU9325TYP01(1-3/5) 8.00-32.00 0.6000 0.6000 T18 26 LDF7-SOA(I-5/8 FOAlv� 8.00-32.00 0.6000 0.6000 T18 27 Feedline Ladder(Afl 8.00-32.00 0.6000 0.6000 T18 28 LDF7-SOA(1-5/8 FOAIvn 8.00-32.00 0.6000 0.6000 T18 29 LDF7-SOA(1-5/8 FOAIvn 8.00-32.00 0.6000 0.6000 T18 30 LDF4RN-SOA(1/2 FOAlvn 8.00-32.00 0.6000 0.6000 T18 32 Feedline Ladder(A� 8.00-32.00 0.6000 0.6000 . T18 33 LDF7-SOA 1-5/BFOAM 8.00-32.00 0.6000 0.6000 Discrete Tower Loads � DescripHon Face Offset Offsets: Azin3uth Placement CaA_9 C,oAA Weight or Type Horz Adjushnent Front Side Leg Lateral Yer•t ft ° ft ftZ ft� K ft ft Lightning Rod 1/2"x4'on 15' C From Leg 0.00 0.00 285.00 No Ice 5.45 5 45 0.13 i Pole 0.00 i 10.00 Flash Beacon Ligl�ting C From Leg 0.00 0.00 285.00 No Ice 2.70 2.70 0.05 0.00 15.00 Job Page �12x�011�L'�` BU 816298-ZEPHYRHILLS 22 of 68 - , SSOE Group Project Date 32o Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Pho�ie:(615)661-7585 CC� FAX. (615)661-7569 15319 Description Face Offset Offsets: Azimuth Placement C,1AA C,�AA Weight or Type Horz Adjushnent Front Side Leg Lateral Pe�7 ft ° ft fi� fr K ft ft 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 306-1] A From Leg 1 41 -45.00 277.00 No Ice 0.98 2.1 S 0.04 -1 41 0.00 Side Arm Mount[SO 306-1] B From Leg 0.00 -90.00 277.00 No Ice 0.98 2.18 0.04 -2.00 0.00 DS8AlOF36U-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 -2.00 DSBAlOF36U-D B From Leg 0.00 -90.00 277.00 Na Ice 4.64 4.64 0.04 -4.00 8.00 Pipe Mount[PM 601-1] B From Leg 0.00 -90.00 275.00 No Ice 3.00 0.90 0.07 -0.50 0.00 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 7.05 028 -0.85 0.00 Sector Mount[SM 402-1] C From Leg 1.99 -5.00 227.00 No Ice 9 76 7.05 028 -0.17 0.00 (2)UMWD-03319-R2DM w/ A From Leg 229 -55.00 227.00 No Ice 6.11 4 47 0.05 Mount Pipe . -3.28 0.00 (2)UMWD-03319-R2DM w/ B From Leg 3.63 -25.00 227.00 No Ice 6.11 4 47 0.05 Mount Pipe -1.69 0.00 (2)UMWD-03319-R2DM w/ C From Leg 3.98 -5.00 227.00 No Ice 6.11 4.47 0.05 Mount Pipe -035 0.00 Sector Mount[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 (4)10'x 3"Pipe Mount D From Face 0.50 0.00 215.00 No Ice 3.00 3.00 0.08 0.00 ' 0.00 , (4)DB878G90A-XI' A 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-XI' B From Leg 3.86 15.00 215.00 No Ice 1030 7.53 0.05 w/Mount Pipe 1.04 0.00 (4)DB878G90A=XY D From Face 0.50 0.00 215.00 No Ice 10.30 S.b3 0.03 0.00 0.00 Job Page �`IZx'�OW�1'' BU 816298-ZEPHYRHILLS 23 of 68 SSOE Group Project Date 3z0 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,7N37027 Client Designed by Phwze:(615)66I-7585 CC� 15319 FAX. (615)661-7569 Description Face OJfset Offsets: Azimuth Placement C,�AA C,�AA Weight or Type Horz Adjustn:ent Fi-ont Side Leg Lateral T�e�7 ft ° ft fr' fr' K � � Sector Mount[SM 502-1] A From Leg 1.93 -15.00 203.00 No Ice 1535 14.00 0.56 -0.52 0.00 ' Sector Mount[SM 502-1] B From Leg 1.93 15.00 203.00 i No Ice 1535 14.00 0.56 0.52 0.00 Sector Mount[SM 502-1] C From Leg 1 41 45.00 203.00 No Ice 1535 14.00 0.56 1 41 0.00 (2)2"x 6'Mount Pipe A From Leg 3.86 -15.00 203.00 No Ice 1.20 1.20 0.03 -1.04 0.00 (2)2"x 6'Mount Pipe B From Leg 3.86 15.00 203.00 No Ice 1.20 120 0.03 1.04 0.00 (2)2"x 6'Mount Pipe C From Leg 2.83 45.00 203.00 No Ice 1.20 120 0.03 2.83 0.00 APXV9ERR18-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 (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 800MHZ 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 TTTT65AP-1XR w/Mount A From Leg 3.86 -15.00 203.00 No Ice 7.57 4 77 0.06 Pipe ' -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 APXVERRI8-C w/Mount B From Leg 3.86 15.00 203.00 No Ice 8.26 6.71 0.07 Pipe 1.04 0.00 RRUS-1 I 800MHz B From Leg 3.86 15.00 203.00 No Ice 2.94 1.52 0.05 1.04 0.00 800MHZ SMIt 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 (2)T'Nl l/2X 248T/256X HP B From Leg 3.86 25.00 203.00 No Ice 1.25 0.46 0.01 1.04 0.00 TTTT65AP-1XIt w/Nlount B From Leg 3.86 15.00 203.00 No Ice 7.57 4.77 0:06 Pipe 1.04 0.00 Jo6 Page tnx7'owe,� BU 816298-ZEPHYRHILLS 24 of 68 SSOE Group Project Date 3zo Seven Springs Way.Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone.•(615)661-7585 CC� 15319 i FAX. (615)661-7569 Descripfron Face Offset Offsets: Azimuth Placement C,�A� C,�A,� Weight or Type Horz Adjustment Front Side Leg Lateral Ye�7 i fr ° jr fi� ,(r' K � fr RRUS 31 B25 B From Leg 3.86 15.00 203.00 No Ice 1.89 1 49 0.06 1.04 0.00 FZH7-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 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 TT1"I'65AP-1XR w/Mount C From Leg 2.83 45.00 203.00 No Ice 7.57 4 77 0.06 � Pipe 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 From Leg 2.83 45.00 203.00 No Ice 1 47 1.18 0.06 li 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 NoIce 9 76 7.05 0.28 -0.52 0.00 Sector Mount[SM 402-1] C From Leg 1.93 15.00' 194.00 NoIce 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 7.05 028 1 41 � 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 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 FRIG D From Leg 2.83 45.00 194.00� No Ice 2.79 1.10 0.06 2.83 0.00 ASU9338TYP01 D Fram Leg 2.83 45.00 194.00 No Ice 3.74 1.16 0.02 2.83 0.00 ETW200VS12UB D From Leg 2.83 45.00 194.00 No Ice 0.47 0.19 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 (2)TMBXX-6517-A2M B From Leg 3.86 -15.00 194.00 No Ice 8.74 5.24 0.04 -1.04 Job Page tn.xTower BU 816298-ZEPHYRHILLS 25 of 68 SSOE Group Project Date 32o Seven Springs way,Suite 350 015-00428-00 09:50:43 03/18/15 B,•entwood,TN37027 Client Designed by Phw:e. (615)661-7585 CC� 15319 FAX. (615)661-7569 ' Description Face Offset Ofj'sets: Azimuth Placement C,�AA C,�Aa Weight or Type Horz Adjustnient Front Side Leg Lateral Yert fr ° ft �fi� fr' K f� ft 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 FRIG B From Leg 3.86 -15.00 194.00 No Ice 2.79 I 10 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)FXFB B From Leg 3.86 -15.00 194.00 No Ice 4 13 1.12 0.06 -1.04 0.00 ETW200VS12UB B From Leg 3.86 -I5.00 194.00 No Ice 0.47 0.19 0.01 -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 ASU9338TYP01 C From Leg 3.86 15.00 194.00 No Ice 3 74 1 16 0.02 -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 ETW200VS12UB C From Leg 3.86 15.00 194.00 No Ice 0.47 0.19 0.01 -1.04 0.00 VF13-30-96 A From Leg 1.93 -15.00 177.00 No Ice 1820 1730 037 -0.52 0.00 VF13-30-96 B From Leg 1.93 15.00 177.00 No Ice 1820 17.30 037 0.52 0.00 VF13-30-96 C From Leg 1 41 45.00 177.00 No Ice 18.20 1730 037 1 41 0.00 (2)Mount Tieback A From Leg 1.93 -I5.00 177.00 No Ice 3.00 3.00 0.08 -0.52 0.00 (2)Mount Tieback B From Leg 1.93 15.00 177.00 No Ice 3.00 3.00 0.08 0.52 0.00 (2)Mount Tieback C From Leg 1.41 45.00 177.00 No Ice 3.00 3.00 0.08 1.41 0.00 (2)LPD-7905/8 w/Mount A From Leg 3.86 -15.00 177.00 Na Ice 6.21 11.53 0.08 Pipe -1.04 0.00 X7CQAP-86-865-VRO w/ A From Leg 3.86 -15.00 177.00 No Ice 13.86 11.19 0.09 Mount Pipe -I.04 0.00 X7C-FRO-860-VRO w/ A From Leg 3.86 -I5.00 177.00 No Ice 13.86 10.65 0.08 Mount Pipe -1.04 Job Page tnxT'Qwer BU 816298-ZEPHYRHILLS 26 of 68 Project Date r u SSOE G o p 3z0 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phor:e. (615)661-7585 CC� 15319 FAX. (61 S)661-7569 Description Face Ojjset OffseLs: Azimuth Placement C,1AA C,�AA Weight or' Type Haz Adjustment Front Side Leg Lateral Yert f ° jt fr' fr' K ', Ir , f o.00 RRUS12/RRUS A2 A From Leg 3.86 -15.00 177.00 No Ice 3.67 2.14 0.07 -1.04 0.00 , RCMDC-3315-PF-48 A From Leg 3.86 -15.00 177.00 No Ice 433 2.56 0.03 -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 X7CQAP-86-865-VRO w/ B From Leg 3.86 15.00 177.00 No Ice 13.86 I 1 19 0.09 Mount Pipe 1.04 0.00 ' X7C-FRO-860-VRO w/ B From Leg 3.86 15.00 177.00 No Ice 13.86 10.65 0.08 Mount Pipe 1.04 0.00 RRUS12/RRUS A2 B From Leg 3.86 15.00 177.00 No Ice 3.67 2.14 0.07 1.04 0.00 RCMDC-3315-PF-48 B From Leg 3.86 15.00 177.00 No Ice 4.33 2.56 0.03 1.04 0.00 (2)LPD-7905/8 w/Mount C From Leg 2.83 45.00 177.00 No Ice 6.21 I 1.53 0.08 Pipe 2.33 0.00 X7CQAP-86-865-VRO w/ C From Leg 2.83 45.00 177.00 No Ice 13.86 11 19 0.09 Mount Pipe 2.83 0.00 X7C-FRO-860-VRO w/ C From Leg 2.83 45.00 177.00 No Ice 13.86 10.65 0.08 Mount Pipe 2.83 0.00 RRUS12/RRUS A2 C From Leg 2.83 45.00 177.00 No Ice 3.67 2.14 0.07 2.83 0.00 RCMDC-3315-PF-48 C From Leg 2.83 45.00 177.00 No Ice 4.33 2.56 0.03 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 035 45.00 95.00 No Ice 3.00 0.90 0.07 035 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 �i Job Pa9e t�nxTow�r BU 816298-ZEPHYRHILLS 27 of 68 SSOE Gr'oup Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brennvood,7N37027 Client Designed 6y Pho�:e:(615)661-7585 CC� 15319 FAX. (615)661-7569 Dishes Description Face Dislt Ofjset Offsets: tlzimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjushnent Beam Diameter Area Leg Lateral YVidth Yert ft o a fi f � K PAD8-65AC B Paraboloid w/o From 0.00 -90.00 275.00 8.00 No Ice 50.27 0.29 Radome Leg -I.00 0.00 ANT2 0.6 11 HPX B Paraboloid From 3.86 25.00 203.00 2.17 No Ice 3.72 0.03 (TR) w/Radome Leg 1.04 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 Combinations Comb. Desa•iption 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 I 1 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+1.6 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 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 deg-Service Maximum Member Forces Section E[evation Corr�ponent Candition Gov Azial MajorAxis MinorAxis No. ft T}�e Load Moment Moment Comb. K kip-ft kip-t Tl 288-279 Leg MaxTension 9 0.27 0.93 031 Max.Compression 8 -0.80 -0.28 -0.91 Job Page t�nxTowe.r BU 816298-ZEPHYRHILLS 28 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Component Condition Gov Arial MajorAzis MinorAxis No. ft Type Load Moment Moment Comb. K bzp-ft h�ip-ft Max.Mx 10 -0.01 1.07 -0.57 Max My 11 -0.58 0.04 -1.05 Max.Vy 10 -034 1.07 -0.57 � Max.Vx 11 033 0.04 -1.05 Diagonal MaxTeosion 3 034 0.00 0.00 Max.Compression 14 -0.58 0.00 0.00 Max.Mx 6 030 0.07 0.00 Max.My 6 -0.11 0.00 0.01 Max Vy 6 -0.03 0.00 0.00 Maac.Vx 6 0.00 0.00 0.00 Top Girt Max Tension � 15 0.20 -0.03 0.00 Max.Compression 14 -0.22 -0.03 0.00 Max.Mx 6 0.06 -0.04 0.00 Max.My 2 0.03 -0.03 0.00 Max.Vy 6 0.04 -0.04 0.00 Max Vx � 2 -0.00 -0.03 0.00 Inner Bracing Mas Tension 14 0.00 0.00 0.00 " Max.Compression 8 -0.O1 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 0.58 035 0.08 ' Max.Compression 4 -236 -0.07 -0.29 � Max.Mx 6 -034 -1.98 -0.08 % Max.My 7 -1.70 1.08 1.95 Max.Vy 6 -1.13 1.23 -0.08 Max.Vx 7 1 10 1.08 -1.18 Diagonal Max Tension 11 2.50 0.00 0.00 Max.Compression 6 -2.77 0.00 0.00 Max.Mx 6 136 0.06 0.00 Maac.My 6 0.00 0.00 0.01 Max.Vy 6 -0.03 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 Horizontal Mas Tension 6 1.72 -0.04 0.00 Max.Compression 7 -1.67 -0.03 0.00 Max.Mx 6 0.68 -0.04 -0.00 ' Max.My ,10 -0.57 -0.04 0.01 Max.Vy 6 -0.03 -0.04 -0.00 Max.Vx 10 -0.00 -0.04 0.01 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -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 9 2.14 1.07 0.11 Max.Compression 16 -5.07 -0.18 -0.00 Max.Mx 6 0.93 1.23 -0.08 Max.My 7 -3.07 1.07 -1.19 Max.Vy 6 037 123 -0.08 Max.Vx 7 -0.36 1.07 -1.19 Diagonal Max Tension 7 6.96 0.00 0.00 Max.Compression 6 -725- -0.04 -0.03 Max.Mx 8 -6.18 -0.04 -0.03 Max.My 8 -6.25 -0.04 -0.03 Max.Vy 8 0.02 -0.04 -0.03 Max.Vx 6 0.01 0.00 0.00 Horizontal MazTension 6 332 -0:09 0.01 Max.Compression 7 -3.29 -0.07 0.01 Max.Mx 6 -1.63 -0.13 -0.01 Job Page �`lZ.x�OWe�'" BU 816298-ZEPHYRHILLS 29 of 68 550E Gt'oup Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 ' FAX. (615)661-7569 Section Elevatimi Camponent Candition Gov Axial MajorAzis MinorAxis No. ft Type Laad Moment Monient Comb. K kip ft lip ft � Max.My ' 10 -1 49 -0.07 0.02 Max.Vy 6 0.07 -0.13 -0.01 Max.Vx 10 -0.01 -0.07 0.02 Redund Horz 1 Max Tension 6 034 0.00 0.00 Bracing Max.Compression 11 -034 0.00 0.00 Max.Mx 2 0.10 -0.01 0.00 - ` Max.My 6 0.17 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Maac.Vx 6 -0.00 0.00 0.00 Redund Diag 1 Max Tension 10 0.49 0.00 0.00 Bracing Ma�c.Compression 7 -035 0.00 0.00 Max.Mx 6 0.07 -0.01 0.00 Max.My 6 0.17 0.00 -0.00 Ma�Vy 6 0.01 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.02 0.00 0.00 Max.Mx 14 -0.00 -0.11 0.00 Max.My 6 -0.00 0.00 -0.00 Max.Vy 14 0.04 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T4 259-247 Leg Ma�c Tension 9 8.83 0.28 0.04 Max.Compression ' 8 -1335 -0.04 -0.26 Ma�c.Mx 8 -3.04 0.68 -0.60 Max.My 16 -3 16 -0.54 0.62 Max.Vy 8 -0.27 0.68 -0.60 Max.Vx 16 -0.26 -0.54 0.62 Diagonal Max Tension 7 7.52 0.00 0.00 Max.Compression 6 -7 79 0.00 0.00 Max.Mx 8 -6.43 -0.04 -0.02 Max.My 8 -6.48 -0.03 -0.03 Max.Vy 8 0.02 -0.04 -0.02 Max.Vx 6 0.01 0.00 0.00 Horizontal Max Tension 6 4.12 -0.06 0.01 , Max.Compression 7 -4.09 -0'.04 0.00 Max.Mx 6 -1 44 -0.07 -0.00 � Max.My 10 -1.25 -0.05 0.01 Max.Vy 6 0.04 -0.07 -0.00 Max.Vx 10 -0.00 -0.05 0.01 , Redund Horz 1 Max Tension 6 0.23 0.00 0.00 Bracing Max.Compression 11 -0.23 0.00 0.00 Max.Mx 2 0.14 -0.01 0.00 Max.My 8 0.20 0.00 0.00 Ma�c.Vy 2 0.01 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 Redund Diag 1 Max Tension 10 0.30 0.00 0.00 Bracing Max.Compression 8 -0.20 0.00 0.00 Max.Mx 6 0.16 -0.01 0.00 Max.My 6 0.22 0.00 -0.00 , Ma�c.Vy 6 0.01 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.02 0.00 0.00 Max.Mx 2 -0.00 -0.15 0.00 Max.My 6 -0.00 0.00 -0.00 Max.Vy 2 0.04 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 , �oy Page ��x�OWeY BU 816298-ZEPHYRHILLS 30 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09•50:43 03/18/15 Breniwood,TN37027 Client Designed 6y Phorte:(615)661-7585 CC� 15319 , FAX. (61 S)661-7569 Section Elevatior: Compane�:t Condition Gov Axial MajorAxis MinorAxis No. ft Type Load Moment Marnent Comb. K kip ft kip ft TS 247-237 Leg MaxTension 9 16.77 031 0.10 � Mas.Compression 8 -22.78 -0.33 -0.28 Max.Mx 8 -3 48 0.68 -0.60 Max.My 16 -3.67 -0.54 0.62 Max.Vy 6 034 0.55 -0.26 Max.Vx _ 14 034 -0.24 0.54 Diagonal Max Tension 7 7.51 0.00 0.00 Max.Compression 6 -7.95 0.00 0.00 Max.Mx 6 5.02 0.15 0.00 Max.My 6 0.16 0.00 0.02 Max.Vy 6 -0.OS 0.00 0.00 ' Max.Vx 6 -0.00 0.00 0.00 Horizontal Max Tension 6 4.95 -0.08 0.01 Max.Compression 7 -4.86 -0.06 0.01 Max.Mx 6 1.37 -0.10 -0.O1 Max.My 10 -1.06 -0.08 0.02 Max.Vy 6 0.06 -0.10 -0.O1 Max.Vx 10 -0.01 -0.08 0.02 Luier Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.02 0.00 0.00 Maac.Mx 14 -0.00 -0.18 0.00 Max.My 6 -0.00 0.00 -0.00 Max.Vy 14 0.05 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T6 237-232 Leg Max Tension 9 23.81 030 0.34 Max.Compression 8 -31 46 0.08 -0.22 Max.Mx 8 -4 79 137 -1.24 Max.My 16 -5.01 -1 16 1.29 Max.Vy 8 -039 137 -1.24 Max.Vx 16 -037 -1.16 1.29 Diagonal MaxTension 7 5.91 0.00 0.00 � Max.Compression 6 -6.57 0.00 0.00 Ma�c.Mac 6 4.20 0.17 0.00 Max.My 6 -0.07 0.00 0.01 Max.Vy 6 -0.07 0.00 0.00 Max.Vx 6 -0.01 0.00 0.00 Horizontal Max Tension 6 5 42 -0.08 0.01 Max.Compression 7 -528 -0.06 0.00 Max.Mx 6 -0.92 -0.08 -0.00 Max.My 10 -1.08 -0.08 0.02 Maac.Vy 6 0.05 -0.08 -0.00 Max.Vx 10 -0.00 -0.08 0.02 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.02 0.00 0.00 Max.Mx 14 -0.00 -0.22 0.00 Max.My 6 -0.00 0.00 -0.00 Max Vy 14 0.05 0.00 0.00 Max Vx 6 0.00 0.00 0.00 T7 232-222 Leg Max Tension 9 26.47 032 0.01 Max.Compression 8 -36.47 038 0.08 Max.Mx 8 -6.61 1.71 -1 41 Max.My � 16 -6.87 -134 1.65 Max.Vy 8 -0.74 1 71 -1 41 Max Vx 16 -0.71 -134 1.65 Diagonal Max Tension 7 934 -0.03 0.02 Max.Compression 6 -10.05 0.00 0.00 Max.Mx 8 -7.95 -0.07 -0.03 � Max.My 6 -9.98 -0.06 -0.03 Max.Vy 8 0.04 -0.07 -0:03 Ma�c.Vx 6 0.01 0.00 0.00 ` Horizontal Max Tension 6 6.64 -025 0.02 . . Job Page ����Q�eN BU 8'16298-ZEPHYRHILLS 31 af 68 S,SOE Group project Date s2o Seven Springs Way,Suite 350 0�s-ao42$-aa 09:50:43 031181�5 Brentwood,TN37p27 Glient Designed hy Phone.(615)6b1-75&S CGJ Pf2X. (615)661-7569 ��3�� Section Elevadon Conrponent Candition Gov Axial MajorAris MinorAxis No. ft Type Load Moment Manleni Comb. K �t lzp-f't IvTax.Compression 7 -6.29 -0.18 0.01 Max.Mx 6 -130 -d.34 -Q.OI Max.My 10 -0.72 -0.18 0.04 Max.Vy 6 0.15 -0.34 -0.Ol Max.Vx 10 -0.4] -0.18 0.04 RedundHorzl MaxTension 6 0.75 0.00 0.00 Bracing Max.Compression 21 -Q.68 Q.00 a.aa Max.Mx 2 0.61 -0.01 0.00 Max.My 8 0.72 0.00 0.00 Max.Vy 2 0.41 Q.00 �.00 Max Vx 8 -0.06 0.00 0.00 Redund Diag 1 Max Tension 10 0.61 0.00 0.00 , Bracing ivlax.Compression 7 -d.49 0.00 O.QO Max.Mx 6 0.32 -0.02 0.00 Max.My 6 0.58 4.06 -4.00 Max.Vy 6 0.61 O.dO ff.00 , Max.Vx 6 0.00 0.00 O.OQ Itwe�Sracing Maac Tension 1 0.00 0.00 4.oQ Max.Campressian 16 -0.03 0.04 a.oa Max.Mx 2 -0.01 -0.31 0.00 Max,My 6 -0.O1 0.00 -0.00 Max.Vy 2 -Q.07 0.00 O.Q6 Max.Vx 6 -0.00 0.00 0.00 T8 222-210 Leg Max Tension 9 33.80 0.18 -0.16 Max.Compression & -46.96 O.I4 -0.4'1 Ma�c.Mx 8 -8.97 3.22 -2.76 M�.My ]6 -9.25 -2.67 3 14 Max.Vy 6 1.24 -fl.93 I 43 Max.Vx 14 1.21 1.32 -1.Q1 Diagonal Max Tension 7 13.81 -0.p2 0.02 IvSax.Campression 6 -14.33 6.Od d.00 Max.Mac 8 -10.58 -0.08 -0.04 Max.My 6 -1426 -0.08 -0.04 Max.Vy 8 0.04 -0.OS -0.04 Max.Vx 6 O.QI 0.00 0.00 Horizontal Max Tension 6 8.60 -0.11 O.OI Max.Compression 7 -$.36 -0.Q8 0.41 Max.Mx 6 -i.28 -0.I3 -0.01 Max,My 10 -0.85 -0.10 0.02 Max.Vy 6 Q.06 -0.13 -0.Q1 Max.Vx 10 -4.01 -010 dA2 Redund Horz 1 Max Tension 12 1 42 0.00 0.00 Bracing Max.Compression 13 -1.34 �.00 p.Qp Max.Mx 14 0.68 -0.01 0.00 Max.Ivly 8 1.29 0.00 0.00 Max."Vy i4 -Q.Oi a.oa 0.00 Max.Vx 8 -0.00 0.00 0.00 Redux�d Diag 1 Max Tension 12 1.16 OAO 0.00 �i Bracing Max.Compression 5 -1.05 0.00 0.00 I Max.Mx 6 0.43 -0.Q2 0.00 ' Max.My 6 d.64 4.OQ -0.4Q Max.Vy 6 O.dI 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 Inner Bracing Max Tension 1 O.QO 0.0� 0_00 Max.Campression 4 -0.03 0.00 O.QQ Max.Mx 2 -0.O1 -0.36 0.00 Ma�c.My 6 -0.O1 0.00 -0.00 I � Job Page �12x�OWe�' BU 816298-ZEPHYRHILLS 32 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,T7V37027 Client Designedby Phone. (615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Component Condition Gov Axial MajorAxis MinorAxis No. ft Type Laad Moment Moment Comb. K kip ft Idp ft Max.Vy 2 0.08 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T9 210-195 Leg Max Tension 9 45.85 0.84 0.13 Max.Compression 8 -63.56 0.26 -0.59 Max.Mx r 8 -12.14 4.28 -3.79 Ma�c.My 16 -1239 -3.66 4.16 Max Vy 8 -1.10 4.28 -3.79 Max.Vx 16 -1:09 0.50 -0.13 Diagonal Max Tension 7 19.55 -0.04 0.02 Max.Compression 6 -19.99 0.00 0.00 Max.Mx 8 -15.15 -0.10 -0.06 Max.My 6 -19.89 -0.10 -0.07 Max.Vy 8 0.05 -0.10 -0.06 Max Vx 6 0.01 0.00 0.00 Horizontal Max Tension 7 11.46 -0.10 0.01 Max.Compression 6 -11 46 -0.13 0.01 Max.Mx 6 -1.67 -0.16 -0.01 Max.My 10 -0.99 -0.12 0.02 Max.Vy 6 0.07 -0.16 -0.01 Max Vx 10 -0.01 -0.12 0.02 Redund Horz I Max Tension , 12 1.17 0.00 0.00 Bracing Max.Compression 13 -1.12 0.00 0.00 Max.Mx 14 0.92 -0.01 0.00 Max.My 8 1.00 0.00 0.00 Max.Vy 14 0.01 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 Redund Diag 1 Max Tension 12 1 10 0.00 0.00 Bracing Max.Compression 13 -0.93 0.00 0.00 Max.Mx 6 0.63 -0.03 0.00 Max.My 6 0.93 0.00 -0.00 Max.Vy 6 0.01 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 Inner Bracing Maac Tension 1 0.00 0.00 0.00 M�.Compression 4 -0.03 0.00 0.00 Max.Mx 2 -0.00 -0.26 0.00 Max.My 6 -0.00 0.00 -0.00 Max.Vy 2 0.05 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T10 195-183 Leg Max Tension 9 66.13 0.96 0.10 Max.Compression 8 -89.86 036 -0.43 Max.Mx 8 -13.33 428 -3 78 , Max.My 16 -13.51 -3.66 4 16 Max.Vy 10 2.71 334 -2.21 Malc.Vx 2 2.62 -2.01 3.00 Diagonal Max Tension 7 20.10 0.00 0.00 Max.Compression 6 -21.17 -0.15 -0.07 Ivfax.Mx 8 -16.64 -0.15 -0.06 Max.My 6 -2031 -0.15 -0.07 Max.Vy 8 0.06 -0.15 -0.06 Max.Vx 6 0.01 0.00 0.00 Horizontal Max Tension 7 1433 -0.24 0.02 Max.Compression 6 -14.59 -0.32 0.02 Max.Mx 6 -1.61 -0.40 -0.01 Max.My 10 -1.27 -0.26 0.06 Max Vy 6 0.15 -0.40 -0.01 Max.Vx 10 -0.O1 -0.26 0.06 Redund Horz 1 Max Tension 8 2.05 0.00 0.00 Bracing Max.Compression 9 -1.86 0.00 0.00 Job Page �12aC`�OWE'�' BU 816298-ZEPHYRHILLS 33 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brennvood,TN37027 Client � Designed fiy Phone. (615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevatian Caniponent Conditiat Gov Axial MajorAxis MinorAxis No. ft Type Z,oad Moment Moment Con:b. K kip ft ldp ft Max.Mx 14 1.62 0.04 0.00 Max.My 8 135 0.00 -0.00 Max.Vy 14 -0.03 0.00 0.00 Max.Vx 8 0.00 0.00 0.00 Redund Diag 1 Max Tension 8 1.50 0.00 0.00 " Bracing Max.Compression 9 -1.36 0.00 0.00 Max.Mx 6 0.73 0.05 0.00 Max.My 6 1.23 0.00 0.00 Max Vy 6 -0.02 0.00 0.00 Max Vx 6 -0.00 0.00 0.00 Inner Bracing Max Teosion I 0.00 0.00 0.00 Max.Compression 4 -0.05 0.00 0.00 Max.Mac 2 -0.01 -1.06 0.00 Max.My 6 -0.01 0.00 -0.00 Max.Vy 2 0.19 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T11 183-171 Leg MaxTension 9 82.79 0.85 0.05 Ma1c.Compression 8 -112.92 0.51 -030 Max.Mx 8 -20.01 5 48 �.67 Max.My 16 -20.14 �.58 5.38 Max.Vy 8 -1.86 5.48 -4.67 Max.Vx 16 -1.84 �.58 538 Diagonal Max Tension 7 2339 -0.02 0.02 Max.Compression 10 -24.50 0.00 0.00 Maac.Mx 8 -18.77 -0.14 -0.06 Max.My 6 -24.28 -0.14 -0.07 Max.Vy 8 0.06 -0.14 -0.06 Max.Vx � 6 0.01 0.00 0.00 Horizontal Max Tension 6 17.23 -0.40 0.03 Max.Compression 11 -16.84 -031 0.02 Max.Mx 6 1.68 -0.48 -0.03 Max.My 10 -1.13 -033 0.08 Max.Vy 6 0.17 -0.48 -0.03 Max.Vx 10 -0.02 -033 0.08 Redund Horz 1 Max Tension 10 1.83 0.00 0.00 Bracing Max.Compression 8 -1 70 0.00 0.00 Max.Mx 14 1.59 -0.02 0.00 Max.My 8 1 70 0.00 0.00 • Max.Vy 14 0.01 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 Redund Diag 1 Max Tension 10 1.25 0.00 0.00 Bracing Max.Compression 8 -1 17 0.00 0.00 Max.Mx 6 0.88 -0.03 0.00 Max.My 6 1.14 0.00 -0.00 Ma�c.Vy 6 0.01 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 10 -0.04 0.00 0.00 Max.Mx 2 -0.00 -0.44 0.00 Max.My 6 -0.01 0.00 -0.00 Max.Vy 2 0.07 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T12 171-146 Leg MaxTension 9 102.65 0.94 0.12 Max.Compression 8 -140.14 0.86 032 Max.Mx 8 -22.17 5 48 -4.67 Ivlax.'My 16 -22.25 �.58 538 Max.Vy 8 0.99 5.48 -4.67 Max.Vx 16 0.97 -4.58 538 Job Page ��x�Q�e� BU 816298-ZEPHYRHILLS 34 of 68 SSOE G�'oup Project Date 32o Seven Sprtngs Way,Sutte 350 015-00428-00 09:50:43 03/18/15 Brennvood,TN37027 Client Designed by Pho�:e:(615)661-7585 CC� FAX. (615)661-7569 15319 Sectior� Elevation Campanent Conditiat Gov Axia! MajorAxis Mir:orAxis No. ft Type Load Moment Man:ent Comb. K kip-ft kip ft Diagonal Max Tension 11 39.95 0.00 0.00 Max.Compression 10 -40.97 0.00 0.00 Max.Mx 6 -2.10 -0.40 -0.04 Max.My 10 -40.65 -0.34 -0.73 Max.Vy 6 0.12 -0.40 -0.04 Max.Vx 10 -0.06 0.00 0.00 ' Horizontal Max Tension 10 19.97 -0.27 0.02 Max.Compression 10 -20.08 -0.27 0.02 Max.Mx 6 1.72 -032 -0.02 Max.My 10 -135 -0.21 0.05 Max.Vy 6 0.10 -032 -0.02 Max.Vx 10 -0.01 -021 0.05 ' Redund Horz 1 Max Tension 8 2.31 0.00 0.00 Bracing Max.Compression 8 -231 0.00 0.00 Max.Mx 14 1.55 -0.03 0.00 Max.My 10 -0.06 0.00 0.00 Max.Vy ` 14 0.02 0.00 0.00 Max.Vx 10 0.00 0.00 0.00 Redund Diag I Max Tension 8 2.49 0.00 0.00 Bracing I Max.Compression 8 -2.49 0.00 0.00 I Ma�c Mx 6 1.85 0.09 0.00 � Max.My 6 1.52 0.00 0.01 Max.Vy 6 -0.03 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 Redund Hip 1 Max Tension 11 0.05 0.00 0.00 Bracing Max.Compression 2 -0.19 0.00 0.00 - Max.M�c 8 0.03 0.15 0.00 Max.My 16 0.01 0.00 � 0.00 Max.Vy 8 -0.07 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Redund Hip Max Tension 14 031 0.00 0.00 Diagonal Bracing Max.Compression 8 -0.28 0.00 0.00 Max.Mx S 0.22 0.51 0.00 Max.My 8 -0.O1 0.00 0.00 Max.Vy 8 -0.11 0.00 0.00 ' Max.Vx 8 -0.00 0.00 0.00 Inner Bracing Max Tension 7 0.01 0'.00 0.00 Max.Compression 16 -0.09 0.00 0.00 Max.Mx 2 -0.00 -0.50 0.00 Max.My 6 -0.01 0.00 -0.00 Max Vy 2 0.08 0.00 0.00 Max Vx 6 0.00 0.00 0.00 T13 146-122 Leg Max Tension 9 148.89 -0.41 038 Max.Compression 8 -194 43 0.07 -0.12 Max.Mx 8 -192.83 5.48 -0.24 Max.My 9 -20.50 -0.57 6.61 Max.Vy 8 1.54 5.48 -0.25 Max.Vx 8 -1 40 -1.84 634 Diagonal Max Tension 11 40.76 0.00 0.00 Max.Compression 10 -43.27 0.00 0.00 Max.Mx 6 -0.24 -0.22 0.01 Max.My 10 -42.01 -0.07 -135 Max.Vy 6 -0.09 -0.22 0.01 Ma�c.Vx 10 0.21 -0.20 0.58 Horizontal Max Tension 11 22.46 -0.55 0.04 Max.Compression 10 -23.04 -0.73 0.05 Max.Mx 6 -2.02 -0.92 -0.01 Jo6 Pa9e ' ; �'IZxTaW�Y BU 816298-ZEPNYRFi1LLS 35 of 68 SSOE Grar�p Project Date � , 32a Seven Sp��ings Wuy,Suite 3S0 a3�-���2�`�� 09:50:43 03118115 Brennvood,TN37027 Glient Designed by i Phone:(615)6b1-7585 CC� i FiiX. (t515)661-7569 ��3�g Sectian Elevation Corrrponend Canditian Gov Azial Major•Axis Mir:or�is No. ft Type Laad Moment Monaera Co»:b. K kip-ft kip-ft Max.My 10 -1.52 -O.S1 0.10 Max.Vy 6 a.25 -0.92 -4A1 Max.Vx 1 p -0.02 -0.51 0.10 Redund Horz 1 Max Tcnsion 8 2.98 0.00 0.00 Bracing Max.Cocnpression 8 -2.98 0.00 0.00 Max.Mx 10 -1.04 -0.01 0.00 Max.My IO -0.32 O.Qd 0.00 Max,Vy t0 O.OI 0.00 0.00 Max.Vx 10 -q.00 0.00 0.00 Redund Horz 2 Max Tension 8 2.98 6.00 O.OQ Bracing. Max.Compression 8 -2.98 0.00 0.00 Max.Mx 10 -4.89 -0.07 0.00 Max.My 8 2.48 0.00 0.00 Max.Vy 10 0.03 0.00 0.00 Maac.Vx 8 -4.64 4.46 4.00 Redund Diag 1 Max Tension 8 2.83 0.4d 6.00 Bracing Max.Compression 8 -2.83 O.OQ 0.40 Max.Mx 10 2A7 0.04 a.oa Max.My 6 1 41 0.00 0.01 Max.Vy 10 -0.02 0.00 O.QO Max.Vx 6 -0.40 0.00 a.oa Redund Diag 2 Max Tension & 1.88 0.00 0.00 Bracing MaC.Compression 8 -].88 0.06 4.Q0 Max.M�c 6 138 0.12 O.OQ Max.My 14 1 10 0.00 -0.01 Max.Vy 6 -0.04 a.00 0.04 Max.Vx 14 0.00 0.00 0.00 Redund Hip I ' Max Tension 10 0.39 0.00 0.00 Bracing Max.Compression 3 -0.45 0.00 0.00 Max.Mx 8 0.38 0.06 0.00 Max.My 16 0.24 4.00 4.00 Max.Vy 8 -0.03 O.dO Q.Op Max.Vx 16 -0.00 0.00 0.00 Redund fIip 2 Max Tension 4 Q.12 Q.00 4.00 Bracing Max.Compression 16 -0.22 0.00 0.00 Maac.Mx 4 0.00 �.23 �.00 Max.My I6 -6.22 6.00 0.00 Max.Vy 4 0.07 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Redund Hip Maac Tension I4 0.69 Q.00 0.00 Diagonal Bracing Max.Compression 6 -0.64 0.00 0.00 Max.Mx 8 -0.04 0.61 a.ao Max.My 16 -0.13 0.00 -0.00 Max.Vy 8 -0.13 0.00 0.00 Max.Vx 8 -0.44 0.00 0.00 Inner Bracing Max Tension 9 0.11 0.00 0.00 Max.Compres'sion 12 -0.13 0.00 0.00 Max.Mx 2 -�.6I -0.8b O.QO Max.My 6 -O.OI 0.00 -0.00 Max.Vy 2 0.12 0.00 0.00 Max.Vx 6 O.OQ O.QQ �_00 TI4 I22-96 Leg Maac Tension 9 193.29 2.25 0.25 , Max.Compression 8 -250 15 -3.45 0.51 Max.Mx 8 -249.21 -5.29 42$ Job Page tnxTower BU 816298-ZEPHYRHILLS 36 of 68 ' SSOE Gt•oup Project - Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by �, Phone:(615)661-7585 CC� 15319 � FAX. (615)661-7569 � Section Elevation Component Condition Gov Axia! MajorAxis MinorAxis No. ft Type Load Mo�nent Moment Contb. K �1p ft kip Jt Max.My 16 -36.18 -2.17 -10.11 Max.Vy 8 1.18 5.03 -030 Max.Vx 8 -1.94 -2.02 10.08 Diagonal MaxTension 11 45.62 0.00 0.00 Max.Compression 10 -47 42 0.00 0.00 Max.Mx 14 -46.27 -0.24 -0.10 Max.My 10 �6.78 -0.09 -1.25 • Max.Vy 14 0.09 -0.24 -0.10 Max.Vx 10 0.20 -0.24 0.74 Horizontal MaxTension 11 25.64 -036 0.02 Max.Compression 10 -25.83 -0.48 0.03 Max.Mx 6 2.98 -0.55 -0.02 Max.My 10 -1 12 -0.40 0.08 Max.Vy 6 0.15 -0.55 -0.02 ' Max.Vx 10 -0.01 -0.40 0.08 Redund Horz 1 Max Tension 8 4.08 0.00 0.00 Bracing Max.Compression 8 -4.08 0.00 0.00 Max.Mx 10 -1 10 -0.01 0.00 Max.My 14 2.80 0.00 0.00 Max.Vy 10 0.01 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 Redund Horz 2 Max Tension 8 4.08 0.00 0.00 Bracing Max.Compression 8 -4.08 0.00 0.00 Max.NLY 10 -0.98 -0.09 0.00 Max.My 8 4.08 0.00 0.01 Max.Vy 10 0.03 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 Redund Diag 1 Max Tension 8 3.79 0.00 0.00 , Bracing Max.Compression 8 -3.79 0.00 0.00 Max.Mx 10 2.77 0.05 0.00 Max.My 6 1 46 0.00 OA1 Max.Vy 10 -0.02 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 Redund Diag 2 Max Tension 8 2.55 0.00 0.00 Bracing Max.Compression 8 -2.55 0.00 0.00 Max.Mx 6 1.86 0.15 0.00 Max.My 14 1.18 0.00 -0.O1 Max.Vy 6 -0.05 0.00 0.00 • Max.Vx 14 0.00 0.00 0.00 Redund Hip 1 Max Tension I 1 " 032 0.00 0.00 Bracing Max.Compression 3 -0.45 0.00 0.00 • Max.Mx 8 0.31 0.08 0.00 Max.My 16 0.18 0.00 0.00 Max.Vy 8 -0.04 0.00 0.00 Max Vx 16 -0.00 0.00 0.00 Redund Hip 2 Max Tension 9 0.15 0.00 0.00 Bracing Max.Compression 16 -0.23 0.00 0.00 Max.Mx 8 -0.08 032 0.00 Max.My 16 -0.23 0.00 0.00 Max.Vy 8 -0.08 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 ' Redund Hip Max Tension 14 0.66 0.00 0.00 Diagonal Bracing Max.Compression 6 -0.57 0.00 0.00 I Max.Mx 8 -0.09 0.47 0.00 � Job Page �r1Zx'TOWeY BU 816298-ZEPHYRHILLS 37 of 68 SSOE G►'oup Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentx�ood,TN37027 Client Designed by Phorte:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Component Condition Gov Asial MajorAxis MinorAxis No. ft Type Load Mon�ent Monient Com6. K kip ft Azp-t Max.My 8 -033 0.00 0.00 Max.Vy 8 -0.09 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 12 -0.14 0.00 0.00 Max.Mx 2 -0.01 -0.92 0.00 Max.My 6 -0.O1 0.00 -0.00 Max.Vy 2 0.12 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 T 15 96-72 Leg Max Tension 9 242.71 -0.02 0.47 Max.Compression 8 -313 49 -0.00 -0.10 Max.Mx 8 -313.33 -6.47 021 Max.My 16 �1.27 -2.16 -10.11 Max.Vy 8 1 70 5 78 -0.29 Max.Vx 16 -2.93 -2.16 -10.11 Diagonal Max Tension 15 48.02 0.00 0.00 Max.Compression 14 -50.59 0.00 0.00 Max.Mx 14 �9.56 -0.25 -0.OS Max.My 10 �8.46 -0.11 -1 10 Max.Vy 14 0.09 -0.25 -0.05 Max.Vx 10 0.18 -0.24 0.66 Horizontal MaxTension 15 30.07 0.00 0.00 ' Max.Compression 14 -30.59 -0.91 0.06 Max.Mx 6 5 72 -0.99 -0.O1 Max.My 14 0.62 -0.82 0.14 Max.Vy 6 0.26 -0.99 -0.O1 Max.Vx 14 -0.02 -0.82 0.14 Redund Horz 1 Max Tension 8 7.85 0.00 0.00 Bracing Max.Compression 8 -7.85 0.00 0.00 Max.Mx 10 -1.26 -0.02 0.00 Max.My 14 5.42 0.00 0.00 Max.Vy 10 0.01 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 Redund Horz 2 Max Tension 8 7.85 0.00 0.00 Bracing Max.Compression 8 -7.85 0.00 0.00 Max.Mx 10 -1 12 -0.11 0.00 Max.My 8 7.85 0.00 0.01 Max.Vy 10 0.04 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 Redund Diag 1 Max Tension 8 6.43 0.00 0.00 Bracing Max.Compression 8 -6.43 0.00 0.00 Max.Mx 6 4 42 0.06 0.00 Max.My 6 1 42 0.00 0.01 Max.Vy 6 -0.02 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 Redund Diag 2 Max Tension 8 4.61 0.00 0.00 Bracing Max.Compression 8 -4.61 0.00 0.00 Max.Mx 6 335 0.20 0.00 Max.My 14 1.25 0.00 -0.02 Max.Vy 6 0.06 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Redund Hip 1 Max Tension 11 029 0.00 0.00 i Bracing Max.Compression 15 -0.42 0.00 0.00 Max.Mx 8 0.27 0.10 0.00 I Max.My 16 0.17 0.00 0.00 Max.Vy 8 -0.05 0.00 0.00 Job Page t12.�CTO1VeY BU 816298-ZEPHYRHILLS 38 of 68 S50E Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phw�e:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Eleva[ion Component Condi6an Gov Axial MajarAxis MinorAzis No. ft Type Load Moment Monient Comb. K kip ft lip ft Max.Vx 16 -0.00 0.00 0.00 Redund Hip 2 Max Tension 9 0.13 0.00 0.00 Braci�g � Max.Compression 16 -022 0.00 0.00 I Max.Mx 4 0.00 039 0.00 Max.My 16 -022 0.00 0.00 Max.Vy 4 -0.09 0.00 0.00 I Max.Vx 16 -0.00 0.00 0.00 Redund Hip Max Tension 14 0.60 0.00 0.00 Diagonal Bracing Max.Compression 6 -0.52 0.00 0.00 Max.Mx 8 -0.07 0.56 0.00 Max.My 8 -030 0.00 0.00 Max.Vy 8 -0.10 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 Inner Bracing Max Tension 9 0.10 0.00 0.00 Max.Compression 12 -0.15 0.00 0.00 Max.Mx 2 -0.01 1 43 0.00 Max.My 6 -0.01 0.00 0.00 Max.Vy 2 -0.16 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 T 16 72-52 Leg Max Tension 9 292.50 331 0.19 Max.Compression 8 -374 76 1.70 0.08 Ma�c.Mx 8 -374.55 -7.21 0.13 Max.My 8 -50.71 1 43 -5.85 Max.Vy 8 2.06 5.67 -0.28 Max.Vx 8 -1.58 -1.61 3.62 Diagonal MaxTension IS 45.40 0.00 0.00 Max.Compression 14 -47.98 0.00 0.00 Max.Mx 14 -4735 -0.28 -0.15 Max.My 10 -46.54 -0.09 -0.60 Max.Vy 14 0.10 -0.28 -0.15 Max.Vx 10 0.12 -0.28 0.48 Horizontal Max Tension 14 32.71 0.00 0.00 Max.Compression 14 -32.91 -0.09 0.11 Max.Mx 14 32.68 -0.24 -0.02 ' Max.My 16 -25.46 -0.04 -0.15 Max.Vy 14 0.08 -0.24 -0.02 Max.Vx 14 0.03 -0.09 0.11 Redund Horz 1 Max Tension 8 5.63 0.00 0.00 Bracing Ma�c.Compression 8 -5.63 0.00 0.00 Max.Mx 10 -1.63 0.05 0.00 Max.My 14 3.91 0.00 -0.00 Max.Vy 10 -0.03 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Redund Horz 2 Max Tension 8 5.63 0.00 0.00 Bracing Max.Compression 8 -5.63 0.00 0.00 Max.Mx 10 -0.02 0.21 0.00 Max.My 8 5.63 0.00 -0.O1 Max.Vy 10 -0.07 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 Redund Diag 1 Max Tension 8 3.94 0.00 0.00 Bracing Max.Compression 8 -3.94 0.00 0.00 Max.Mx 10 2.85 0.06 0.00 Max.My 6 1.54 0.00 0.01 Max.Vy 10 -0.03 0:00 - 0.00 Max x 6 -0 00 0 00 0 00 .V Redund Diag 2 Max Tension 8 3.54 0.00 0.00 Job Page tnxTow�r BU 816298-ZEPHYRHILLS 39 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Br•entwood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)66I-7569 Sectia� Elevation Component Condition Gov Azial MajorAxis MinorAxis No. Jl Type Load Moment Monient Comb. K ��p ft kip ft Bracing Max.Compression 8 -3.54 0.00 0.00 Max.Mx 6 -0.96 0.14 0.00 Max.My 16 -I 40 0.00 -0.O1 Max.Vy 6 -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 14 -030 0.00 0.00 Max.Mx 8 0.16 0.12 0.00 Max.My 16 0.08 0.00 0.00 Max.Vy 8 -0.05 0.00 0.00 Redund Hip 2 Mas Tension 9 0.08 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.I S 0.00 0.00 Max.Vy 4 -0.10 0.00 0.00 ' Max.Vx 16 -0.00 0.00 0.00 i Redund Hip Max Tension 14 036 0.00 0.00 Diagonal Bracing Max.Compression 8 -0.29 0.00 0.00 Max.Mx 8 -0.OS 0.64 0.00 Max.My 8 -0.14 0.00 0.00 Max.Vy 8 -0.11 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 Inner Bracing Max Tension 9 0.05 0.00 0.00 � Max.Compression 12 -013 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 Lea Max Tension 9 333.57 4.25 0.12 Max.Compression 8 -428.46 -3.01 038 Max.Mx 8 -426.67 -7.21 0.13 Max.My 16 -56.06 -238 -1431 Max.Vy 8 -1 74 3.59 0.15 Max.Vx 8 -3.53 -2.30 1430 Diagonal Max Tension 15 46.49 0.00 0.00 Max.Compression 14 -48.75 -0.10 0.26 Max.Mx 14 �8.62 -033 -0.22 Max.My 10 �7.91 -0.09 -0.59 Max.Vy 14 0.10 -0.33 -0.22 Max.Vx 10 0.12 -032 0.54 Horizontal Max Tension 14 34.72 0.00 0.00 Max.Compressio❑ 14 -34.57 -0.06 -0.16 Max.Mx 14 34.67 -0.17 -0.02 Max.My 16 -26.48 -0.08 -0.18 Max.Vy 14 0.07 -0.17 -0.02 Max.Vx 14 0.03 -0.08 0.12 Redund Horz 1 Max Tension 8 6.44 0.00 0.00 Bracing Max.Compression 8 -6.44 0.00 0.00 Max.Mx 2 -2.06 0.05 0.00 Max.My 14 4 49 0.00 -0.00 Max.Vy 2 0.03 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Redund Horz 2 Max Tension 8 6.44 0.00 0.00 Bracing Max.Compression 8 -6.44 0.00 0.00 Max.Mx 10 -0.01 0.24 0.00 Job Pa9e Z`f2.�'TOWGY BU 816298-ZEPHYRHILLS 40 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone. (615)661-7585 CC� FAX. (615)661-7569 15319 Section E[evatio�t Component Condition Gov Axia! MajorAris MinorAxis I No. ft Type Load Moment Monient Comb. K kip ft l-ip jt Max.My 8 6.44 0.00_ -0.02 Max.Vy 10 -0.07 0.00 0.00 Max.Vx � 8 0.00 • 0.00 0.00 Redund Diag 1 Max Tension 8 435 0.00 0.00 Bracing Max.Compression 8 -435 0.00 0.00 - Max.Mx 14 3.05 0.07 0.00 Max.My 6 1.88 0.00 0.01 Max.Vy 14 -0.03 0.00 0.00 ' Max Vx 6 -0.00 0.00 0.00 Redund Diag 2 Max Tension 8 3.96 0.00 0.00 Bracing � . Ma�c.Compression 8 -3.96 0.00 0.00 Max.Mx 6 -1.05 0.15 0.00 Max.My 6 -1.05 0.00 0.01 Max.Vy 6 -0.05 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 Redund Hip 1 Max Tension 9 0.16 0.00 0.00 Bracing ' Max.Compression 14 -030� 0.00 0.00 Max.Mx 16 -0.25 0.13 0.00 Max.My 16 0.08 0.00 0.00 Max.Vy 16 -0.OS 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 Ma1c Tension 14 0.35 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 0.23 0.00 -0.00 Max.Vy 8 -0.11 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Inner Biacing Max Tension 9 0.06 0.00 0.00 Max.Compression 2 -0.15 0.00 0.00 Max.Mx 2 -0.01 239 0.00 Max.My 14 -0.02 0.00 0.00 Max.Vy 2 -023 0.00 0.00 Max.Vx 8 -0.00 0.00 0.00 T18 32-0 Leg Maac Tension 9 32933 -1.02 0.42 Max.Compression 8 -430.41 -0.30 0.10 Max.Mx 8 -427.95 1137 -0.39 Max.My 16 -55.89 -238 -1431 Max.Vy 8 -1.56 11.37 -0.39 Max.Vx 16 -2.75 -238 -1431 Diagonal Max Tension 7 78.04 -0.11 -0.63 Max.Compression 14 -88.10 0.00 0.00 Max.Mx 10 -16.27 0.61 -0.79 Max.My 10 -86.88 0.12 -2.54 Max.Vy 8 -0.15 -023 0.97 Max.Vx 8 0.42 -0.21 136 Horizontal Max Tcnsion 14 71.62 0.00 0.00 Max.Compression 7 -65 40 0.14 -0.01 Max.Mx 14 -4.56 -2.54 -0.02 Max.My 14 -12.45 1 14 0.28 Max.Vy 14 -0.86 -2.54 -0.02 Max.Vx 8 0.05 1.89 0.23 -- � Job Page t�nxTowe� BU 816298-ZEPHYRHILLS 41 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Breritwood,77V37027 Client Designed by � Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevalion Camponent Conditian Gov Axial MajorAxis MinorAzis No. ft Type Load Moment Momeni Comb. K lzp ft Azp ft Redund Horz 1 Max Tension 8 6.47 0.00 0.00 Bracing Max.Compression 8 -6.47 0.00 0.00 Max.Mx 6 -1.39 0.02 0.00 Max.My 10 4.69 0.00 -0.00 Max.Vy 6 -0.02 0.00 0.00 Max.Vx 10 0.00 0.00 0.00 Redund Horz 2 Maac Tension 8 6.47 0.00 0.00 Bracing Max.Compression 8 -6.47 0.00 0.00 Max.Mx 14 -0.18 0.07 0.00 Max.My 14 4.56 0.00 -0.00 Max.Vy 14 -0.04 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Redund Horz 3 Max Tension 8 6.47 -0.02 -0.01 Bracing Max.Compression 8 -6.47 -038 0.06 Max.Mx 14 -4.56 -0.46 -0.04 Max.My 10 -4.69 -0.18 0.14 , Max.Vy 14 0.11 -0.46 -0.04 Max.Vx 14 0.02 -0.18 0.14 Redund Diag 1 Max Tension 8 733 0.00 0.00 Bracing Max.Compression 8 -7.33 0.00 0.00 Max.Mac 14 5 17 0.04 0.00 Max.My 6 234 0.00 0.01 Max.Vy 14 -0.02 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 Redund Diag 2 Max Tension 8 4.54 0.00 0.00 Bracing Max.Compression 8 -4.54 0.00 0.00 Max.Mx 10 3.29 0.09 0.00 Max.My 16 1 40 0.00 -0.01 Max.Vy 10 -0.03 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Redund Diag 3 Max Tension 9 38.12 0.00 0.00 Bracing I Max.Compression 16 -45.15 0.00 0.00 Max.Mx 16 ,3.80 0.41 0.00 Max.My 6 1532 0.00 0.03 Max.Vy 16 -0.12 0.00 0.00 Max.Vx 6 -0.O1 0.00 0.00 Redund Hip 1 Max Tension 8 0.73 0.00 0.00 � Bracing Max.Compression IS -0.88 0.00 0.00 Max.Mx 12 -0.81 0.04 0.00 Max.My 8 035 0.00 - -0.00 Max.Vy 12 -0.03 0.00 0.00 Max Vx 8 0.00 0.00 0.00 Redund Hip 2 Max Tension 7 0.29 0.00 0.00 Bracing Ma�c.Compression 12 -0.40 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 Ma�c Tension 9 0.20 0.00 0.00 Bracing Max.Compre'ssion 8 -0.23 0:00 0.00 Max Mx 8 0.19 037 0.00 Max.My 6 0.05 0.00 -0.00 Job Page �`h'�Taw�Y' BU 816298-ZEPHYRHILLS 42 af 68 SSOE Graup ►'roject Date 320 Seven Springs ATay,Suite 350 a�5-0042$-00 Q9:50:43 03118115 Bre»tx�ood,7N37027 Client pesigned by Phone:(615}661-7585 CC� �� {ars�661_ys6� 153'I9 Section Elevation Componen! Condi[ian Gov AxEal MajorAzis MinorAxis No. fi Type � Load Monrent Mon:ent Comb. K l�zp-t �zp�`? Max.Vy $ -0.09 O.OQ 0.00 Redund Hip Maac Tension 15 143 0.00 0.00 Diagonal Bracing Max.Compression 6 -1 17 0.00 0.00 Max.Mx 8 -O.Q2 0.2b O.Ot} Maac.My 14 -0.31 0.00 0.00 Max.Vy 8 p.06 O.pO 0.00 Max.Vx I4 -4.d0 0.00 0.4Q Redund Sub Horz Max Tension 9 37.67 -0.21 -0.1 I Bracing &Sax.Compression 16 -45.93 -4.4b -(}.12 . Max.Mx b -24.76 -0.49 -O.I3 Max.My 6 -37.52 -U.38 -0.1S Maac.Vy 1G 4.22 -0.39 -0.14 Max.Vx 10 0.03 -Q.18 O.I4 Redund Sub Max Tension 1Q 60.66 0.00 0.00 Diagonal Bracing Max.Campression 14 -62.53 0.00 Q.00 . Max.Mx 14 -59 72 p.15 0.00 Max.My 10 -0.24 0.00 Q.Q2 Max.Vy 14 -O.Q6 0.00 6.00 Max.Vx 10 -0.01 0.00 0.00 Inner Bracing Max Tension 1 0.00 O.OQ 0.�0 Max.Comprassion 12 -O.IQ d.00 6.00 Max.Mx 2 -0.03 4.29 0.00 Max.My 14 -0.02 0.00 0.00 Max.Vy 2 -4.34 d.04 Q.4(} Max.Vx 14 -0.00 0.00 0.00 Maximum Reactions Location Condition Gov Yertical Harizontal,X Horizontal,Z Load K K K Comb. Leg D Max.Verc 12 550.38 69.$9 -69.66 Max.AY I2 550.38 69.89 -64.6b Max.H� 5 1124.43 -58.81 58.5$ Min.Vert 5 1124 43 -58.81 5$.5$ Min.Hr 5 -424 43 -58.81 58.58 Min.H� 12 550.38 69.89 -69.66 Leg C Max.Vert $ 561.98 -69.77 -71 44 Ma1c_fI, I7 �32.I8 58.9Q 60.13 Max.H� 17 -432,I8 58.90 60,13 Min.Vert 17 �32.18 58.90 60.13 Min.Hx 8 561.98 -64.77 -71.44 Min.H� $ 561.98 -69 77 -71.44 Leg$ Max.Vert 4 551.26 -69.62 69.66 Max.HY 13 �24.17 5936 -58.38 Max.H� 4 551.26 -b9.62 69.66 Min.Vert 13 1124.17 5936 -58.3$ Min.Hr 4 551.26 -69.62 64.66 Min.Hz i3 -424.17 54.36 -5838 Leg A Max.Vert 16 55$.77 71.69 69 16 Max.Hr ]6 55$.77 71.69 G9]6 Max.Az 16 558.77 ?1_64 64 I 6 Min.Vert 9 -435.52 -60.49 -58.91 Min.Hx 9 -435.52 -60.49 -58.91 Job Page t�nxTow�� BU 816298-ZEPHYRHILLS 43 of 68 S50E Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brennvood,TN37027 Client Designed by Phmie.•(615)661-7585 CC� 15319 FAX. (615)661-7569 Location Conditia� Gov Yertical Horizontal,X Horizontal,Z Load K K K Con�b. Min.H� 9 �35.52 -60.49 -58.91 Tower Mast Reaction Summary Laad Yertical Shearr Shear, Overturning Overturning Torque Co�nbination Moment,M Montent,M K K K kip ft kip- kip-t Dead Only 240.61 -0.00 0.00 -58.96 -39.83 0.00 1.2 Dead+1.6 Wind 0 deg-No 288.73 -0.01 -233.09 -30832.56 -31.02 101.18 Ice 0.9 Dead+1.6 Wind 0 deg-No 216.54 -0.01 -233.12 -30807.62 -19.07 101.16 Ice 1.2 Dead+1.6 Wind 45 deg-No 288.73 174.30 -174.08 -22997.30 -2299024 19.30 Ice 0.9 Dead+1.6 Wind 45 deg-No 216.54 174.32 -174 10 -22974.20 -22972.87 1931 Ice 1.2 Dead+1.6 Wind 90 deg-No 288.73 236.10 2.83 718.16 -31337 77 -121 45 Ice 0.9 Dead+1.6 Wind 90 deg-No 216.54 236.13 2.83 735.80 -31318.45 -121.43 Ice 12 Dead+1.6 Wind 135 deg- 288.73 176.38 176.13 23436.78 -23579.62 -161.56 No Ice 0.9 Dead+1.6 Wind 135 deg- 216.54 176.41 176.15 23449.01 -23562.17 -161.53 No Ice 1.2 Dead+1.6 Wind 180 deg- 288.73 2.83 234.41 31053.12 -833.05 -131 I 1 No Ice 0.9 Dead+1.6 Wind 180 deg- 216.54 2.83 234.44 31063.56 -820.98 -131.10 No Ice 1.2 Dead+1.6 Wind 225 deg- 288.73 -176.69 173.21 22769.04 23133.66 40.88 No Ice 0.9 Dead+1.6 Wind 225 deg- 216.54 -176.72 173.23 2278137 23140.12 40.89 No Ice 1.2 Dead+1.6 Wind 270 deg- 288.73 -235.89 -0.03 -86.79 30993.29 12239 � No Ice , 0.9 Dead+1.6 Wind 270 deg- 216.54 -235.92 -0.03 -69.07 30997.94 122.38 No Ice ` 1.2 Dead+1.6 Wind 315 deg- 288.73 -177.83 -17437 -23244.85 23462.81 173.95 ' No Ice 0.9 Dead+1.6 Wind 315 deg- 216.54 -177.85 -17439 -23221.71 23469.25 173.93 No Ice ' Dead+Wind 0 deg-Service 240.61 -0.00 -46.68 -6218.13 -36.53 20.26 Dead+Wind 45 deg-Service 240.61 34.91 -34.86 -464934 -4633.36 3.86 �, Dead+Wind 90 deg-Service 240.61 47.29 0.57 9891 -6304 72 -2431 Dead+Wind 135 deg-Service 240.61 3532 35.27 4647.60 -4751 46 -3237 � Dead+Wind 180 deg-Service 240.61 0.57 46.95 6172.63 -197 13 -26.28 Dead+Wind 225 deg-Service 240.61 -35.39 34.69 4513.95 4601.52 8.17 Dead+Wind 270 deg-Service 240.61 -47.24 -0.00 -62.26 6175.21 24.51 Dead+Wind 315 deg-Service 240.61 -35.61 -34.92 -4698.98 466738 34.84 Solution Summary Job � Page t�xTowe.r BU 816298-ZEPHYRHILLS 44 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09.50:43 03/18/15 BrentH�ood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Sum ofApplied Forces Sum ofReactions Load PX PY PZ PX PY PZ %Erra• Comb. K K K K K K 1 0.00 -240.61 -0.00 0.00 240.61 -0.00 0.000% 2 -0.01 -288.74 -233.22 0.01 288.73 233.09 0.036% 3 -0.O1 -216.55 -233.22 0.01 216.54 233.12 0.033% 4 17439 -288.74 -174.16 -17430 288.73 174.08 0.032% 5 17439 � -216.55 -174.16 -17432 216.54 174.10 0.027% 6 236.23 -288.74 2.83 -236.10 288.73 -2.83 0.037% 7 236.23 -216.55 2.83 -236.13 216.54 -2.83 0.033% 8 176.47 -288.74 17622 -176.38 288.73 -176.13 0.033% 9 176.47 -216.55 17622 -176.41 216.54 -176.15 0.028% 10 2.83 -288.74 234.55 -2.83 288.73 -234 41 0.037% I1 2.83 -216.55 234.55 -2.83 216.54 -234.44 0.033% 12 -]76.78 -288.74 17330 176.69 288.73 -173.21 0.032% 13 -176.78 -216.55 17330 176.72 216.54 -173.23 0.027% 14 -236.02 -288.74 -0.03 235.89 288.73 0.03 0.036% 15 -236.02 -216.55 -0.03 235.92 216.54 0.03 0.033% 16 -177.92 -288.74 -17445 177.83 288.73 174.37 0.032% 17 -177.92 -216.55 -174.45 177.85 216.54 174.39 0.028% 18 -0.00 -240.61 -46.70 0.00 240.61 46.68 0.008% 19 34.92 -240.61 -34.88 -34.91 240.61 34.86 0.009% 20 4731 -240.61 0.57 -47.29 240.61 -0.57 0.008% 21 35.34 -240.61 35.29 3532 240.61 -35.27 0.009% 22 0.57 -240.61 46.97 -0.57 240.61 -46.95 0.008% 23 -35 40 -240.61 34 70 3539 240.61 -34.69 0.008% 24 �7.26 -240.61 -0.01 47.24 240.61 0.00 0.008% 25 -35.63 -240.61 -34.93 35.61 240.61 34.92 0.009% Non-Linear Convergence Results Load Ca�rverged? Number• Displacement For•ce Combination o Cycles Toler•ance Tolerance � 1 Yes 4 0.00000001 0.00001131 2 Yes 4 0.00249366 0.00063632 3 Yes 4 0.00233229 0.00050424 4 Yes 4 0.00086563 0.00064145 5 Yes 4 0.00068907 0.00050949 6 Yes 4 0.00250644 0.00064101 7 Yes 4 0.00229447 0.00050864 8 Yes 4 0.00087349 0.00065318 9 Yes 4 0.00070107 0.00052105 10 Yes 4 0.00259336 0.00064258 11 Yes 4 0.00236623 0.00051104 12 Yes 4 0.00087740 0.00063858 13 Yes 4 0.00069679 0.00050754 14 Yes 4 0.00258096 0.00063483 15 Yes 4 0.00240340 0.00050360 16 Yes 4 0.00095076 0.00064775 17 Yes 4 0.00077919 0.00051589 18 Yes 4 0.00000001 0.00037286 19 Yes 4 0.00000001 0.00037901 20 Yes 4 0.00000001 0.00037590 21 Yes 4 0.00000001 0.00038347 22 Yes 4 0.00000001 0.00036885 23 Yes 4 0.00000001 0.00036957 , 24 Yes 4 0.00000001 0.00036583 25 Yes 4 0.00000001 0.00038079 Jab Page �I2.aGT0?1�E�'Y BU 8't6298-ZEPHYFZHILLS 45 0€68 SSDE Group Project Date 320 Seven Springs Way,Suite 35t1 09 5-40428-OQ 09:5Q:43 Q3118/15 Brentwoad,TN37027 Client Designed by Phone:(6!5)661-7585 CCI ��3qg FtIX. (615}Sbi-75�9 Bolt Design Data Sectian Elevation Component Bolt Bolt Size Number Maxzmum Allowabfe Ratio AllowabCe Criteria No. Type Grade Of Laad per Load Load Ratio f in Botts Bott K flllowabte K TI 288 Diagonal A325N 0.75 2 0.29 35 78 p.008 �, 1 Bolt Shear Top Girt A325N 0.75 2 0.10 22•29 0.005 Y I Member BIock Shear T2 279 Diagona! A325I� Q.75 2 1.25 25.20 �a�$ � i Member Block Shear Horizontal A325N 0.75 2 0.86 22.66 0.038 � 1 MemberBlock Sheaz T3 212 Diagonal A325N 4.75 2 3.48 26•z� 0.133 � I MemberBlock Sheaz Horizontal A325N 0.75 2 1.66 32.18 a�52 �,/� 1 Member Block Shear T4 2S9 Diagonal A325N 0.75 2 3.76 23.16 0.162 � I MemberBlock Shear Horizontai A325N 0.75 2 2.Ob 22.66 a091 � 1 MamherBlflck � Sheaz TS 247 Leg A325N 0.75 8 5.69 35•7� 0.159 � 1 Bolt DS Diaganat A325N 0.75 2 3.7b 2�73 0.135 � 1 MemberBlock Shear Horizontal A325N 0.75 2 2.48 24.02 a.I�3 � 1 MernberBlock Shear , T6 237 Diagonal A325N 0.75 2 3.28 35.78 0.092 � � $Q1t Shear Horizontal A325N 6_75 2 2.71 22-6� 0.120 � 1 lYlemherBIock Shear T7 232 Diagonal A325N 0.75 3 3.11 30.21 0.103 � 1 MemberBlock Sheaz Horizontal A325N 0.75 2 3.32 35.78 0.093 � I Bo2t Shear T8 222 Leg A325N 0.88 12 7 75 48.71 p_159 � 1 Bolt DS Diagonal A325N 0.75 3 4.66 24.17 �i9Q �J' I MemberHtock Shear I-Iorizontal A325N 0.75 2 4.30 24.02 �17� �/ 1 Member Block Shear T9 210 Diagonal A325N 0.75 3 6.52 24.17 �2�� � 1 Member Block 9heaz T-Iorizantai fi325N fl.75 2 5.73 24.42 �23g � 1 Member Block Sheaz T10 19S Leg A325N 0.88 12 14.90 48.71 p306 �f 1 SoltDS Diagonal A325N 6.75 4 5.02 25 44 �198 �f 1 Member Blaek Sheaz Horizonta! A325N 0.75 3 478 34.41 ��39 � 1 MemberBlock Sfiear TI1 183 Diagonal A325N 0.75 4 5.85 23.92 0.244 � I MemberBlock Shear Horizontal A325N 0.75 3 5 74 34.41 d.16'7 � i MamberBlock a,� sn� T12 1?] Leg A325N 0.88 16 1741 48.71 035? y 1 BoltDS Diagonal A325N 0.75 5 $.I9 35 7$ �229 � 1 Bolt Shear Horizontal A325N 0.75 3 6.66 23.90 0279 �f 1 MemberBlock Sheaz TI3 146 Leg A325N I.00 I2 32.46 63.b2 0.509 � I BoItDS Job Page Z'hx'TOWey` BU 816298-ZEPHYRHILLS 46 of 68 SSOE Group Project Date 32o Seven Springs Way,Sutte 350 015-00428-00 09:50:43 03/18/15 B,•ennvood,77V37027 Client Designed by Phone:(615)661-7585 CC� FAX. (615)661-7569 15319 Sectim: Elevation Component Bolt Bolt Size Number Maximum Allotivab/e Ratio Allowable Criteria No. Type Grade Of Load per Laad Laad Ratio ft in Bolts Bolt K AlZowable K Diagonal A325N 0.75 5 8.65 35.78 �z4z � 1 Bolt Shear Horizontal A325N 0.75 3 7.68 35.78 0.215 � I Bolt Sheaz T14 122 Leg A325N 1.00 16 31.26 63.62 0.491 � � BoltDS Diagonal A325N 0.75 5 9.12 30.47 0299 �f 1 MemberBlock Shear Horizontal A325N 0.75 3 8.55 23.90 0358 � 1 MemberBlock ,�« Shear T15 96 Leg A325N I.00 20 3135 63.62 0.493 Y 1 BoltDS Diagonal A325N 0.75 5 9.60 30.47 0315 � 1 Member Block Shear Horizontal A325N 0.75 3 10.20 35 78 �285 �' 1 Bolt Shear T16 72 Leg A325N I.00 20 37 48 63.62 0.589 � 1 Bolt DS Diagonal A325N 0.75 5 9.08 30.47 0298 � 1 MemberBlock Shear Horizontal A325N 0.75 3 10.90 23.90 0.456 � 1 Member Block Shear T17 52 Leg A325N 1.00 20 42.75 63.62 �672 � 1 Bolt DS Diagonal A325N 0.75 3 15.50 34.02 0.455 � 1 MemberBlock Shear Horizontal A325N 0.75 3 11.57 2118 0.546 � 1 MemberBlock Sheaz T18 32 Leg A325N 1.00 20 42.88 63.62 0.674 � 1 BoltDS Diagonal A325N 0.88 5 17.62 48.71 0362 � 1 Bolt Shear Horizontal A325N 0.75 4 17.91 35 78 0.500 � 1 Bolt Shear Compression Checks Leg Design Data (Compression) Sectia: Elevation Size L L„ KI/r A P No. �P„ Ratio P .rt .l2 .ft in1 K K �p T1 288-279 LSx5x1/2 9.04 9.04 I 103 4.75 -0.80 87.75 0.009' K=1.00 � T2 279-272 LSx5x1/2 7.03 7.03 85.8 4 75 -236 124.74 0.019� K=1.00 � T3 272-259 LSx5x1/2 13.06 6.53 797 4.75 -5.07 13435 0.038� K=1.00 � T4 259-247 LSx5x1/2 12.05 6.03 73.6 4 75 -1335 143.90 0.093' K=1.00 � TS 247-237 L8x8�/8 10.04 10.04 763 9.61 -22.78 282.60 0.081� K=1.00 � T6 237-232 L8xSx5/8 � 5.02 5.02 38.1 9.61 -3146 388.82 0.081 � K=1.00 � T7 232-222 L8x8x5/8 10.04 5.02 38.1 9.61 -36.47 388.82 0.094� Job Page t�x,Tow�� BU 816298-ZEPHYRHILLS 47 of 68 5SOE Group Project Date 320 Seven Springs YYay,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37017 Client Designed by Phw:e:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Size L L„ K!/r A P„ �P„ Ratio �� No. P� i ft jt ft in' K K �p,� K=1.00 ✓ T8 222-210 L8x8x5/8 12.05 6.03 45.8 9.61 -46.96 371.04 0.127� K=1.00 �/ T9 210-195 LBxS�cS/8 15.07 7.53 57.2 9.61 -63.56 340.41 0.187� K=1.00 � T10 195-183 L8x8x1 1/8 12.05 6.03 46.4 16.70 -89.86 642.24 0.140� K=1.00 � T11 183-171 L8x8x1 1/8 12.05 6.03 46.4 16.70 -112.92 642.24 0.176� K=1.00 � T12 171-146 L8xSx1 1/8 25.1 I 12.55 96.6 16.70 -140.14 380.00 0.369� K=1.00 �/ T13 146-122 L8x8x3/4 2PLO.Sx8 24 10 8.03 37.8 19 45 -194 43 78833 0.247� K=1.00 ;/ T14 122-96 L8x8x1 2PLO.SxB 26.11 8.70 41 4 22.98 -250.15 912.00 0.274� K=1.00 � T15 96-72 L8x8x1 2PL0.75x8 24.10 8.03 74.9 27.02 -313 49 806.79 0389� K=2.00 � T16 72-52 L8x8x1 2PL0.625x8 20.09 6.70 31.5 25.02 -374 76 1046.93 0.358� K=1.00 �' T17 52-32 L8x8x12PL0.75x8 20.09 6.70 31.2 27.02 -028.46 113232 0.378� K=1.00 � T18 32-0 L8x8x1 2PL0.875x8 32.14 8.03 37 1 29.02 -430.41 1181 17 0364� K=1.00 � 1 P„ /�P�controls Diagonal Design Data (Compression) Section Eleva[ion Size L L„ KI/r A P„ �P„ Ratio No. P„ ft ft ft iir K K �p� � T1 288-279 2L21/2x2x1/4x3/8 10.61 10.09 1414 2.13 -0.58 24.08 0.024 K=1.00 � T2 279-272 2L21/2x2x1/4x3/8 9.27 8.75 128.5 2.13 -2.77 2913 0.095' K=0.96 ✓ T3 272-259 2L2 1/2x2 1/2x1/4x3/8 14.75 14.23 151.6 238 -7.25 23.40 0310� K=1.00 � T4 259-247 2L2x2 1/2x1/4�c3/8 14.28 13 76 143.7 2.13 -7 79 23.29 0334� K=1.00 �/' TS 247-237 2L3x21/2x1/4x3/8 13.05 12.53 144.1 2.63 -7.95 28.62 0.278� K=0.91 � T6 237-232 2L3 1/2x2 1/2x5/16x3/8 10.04 9.51 112.9 3.55 -6.57 62.90 0.104� K=1.00 �' T7 232-222 2L2 1/2x3x5/16x3/8 13.71 13.00 116.2 3.24 -10.05 54.26 0.185� K=1.00 � T8 222-210 2L21/2x31/2x1/4x3/8 15.73 7.51 122.1 2.88 -14.33 43.67 0328� K=1.00 � T9 210-195 2L2'1/2x3 1/2x1/4z3/8 18.71 9.00 140.6 2.88 -19.99 32.93 0.607� K=0.96 � Job ' Page t�nxTowe.Y BU 816298-ZEPHYRHILLS 48 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brenavood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Size L L„ Kf/r A P„ �P„ Ratio No. • P� ft jt ft in' K K �p,� T10 195-183 2L3 1/2x4x1/4x3/8 16.94 16.04 109 1 3.63 -21 17 66.06 0320 K=1.00 � T11 183-171 2L3x3 1/2x1/4ac3/8 17.50 16.61 126.6 3.13 -24.50 44.09 0.556� K=1.00 � T12 171-146 2L3 1/2x5x3/8x3/S 28.88 13.90 1532 6.09 �0.97 58.62 0.699' K=0.94 � T13 146-122 2L3 1/2x5ac3/8x3/8 28.86 9.62 116.6 6.09 -42.01 101.21 0.415� K=1.03 � T14 122-96 2L3 1/2x5x5/16x3/8 31 48 10.49 1223 5.12 1{6.78 77.28 0.605� K=1.00 � TIS 96-72 2L31/2x5x5/16x3/8 30.81 10.27 119.6 5.12 -50.59 8034 0.630� K=1.00 � T16 72-52 2L3 I/2x4x5/16x3/8 28.72 9.57 113.7 4.49 -47 47 78.49 0.605� K=1.06 � T17 52-32 2L3 1/2x4x5/16x3/8 29.68 9.89 115.5 4.49 -48.75 76.07 0.641� K=1.04 � T18 32-0 2LSx5ac3/8x3/8 2737 9 12 95 1 7.22 -86.53 167.68 0.516� K=136 �/' 'P� /�Pn controls Horizontal Design Data (Compression) Sectio�: E(evation Size L L„ Kl/r A P„ �P„ Rntio No. P„ ft ft ft in� K K �p� T2 279-272 2L21/2x2x1/4x3/8 11.19 533 100.8 2.13 -1.67 40.42 0.041� K=1.24 � T3 272-259 2LSx3x1/4x3/8 12.11 5.80 81.5 3.88 -3.29 73.48 0.0451 K=1.90 � T4 259-247 2L21/2x2x1/4x3/S 13.83 6.65 110.9 2.13 �.09 36.11 0.113� K=1.09 � TS 247-237 2L3x21/2x1/4x3/8 15.41 744 1073 2.63 -4.86 46.50 0.104' K=1.13 �,/ T6 237-232 2L21/2�c2.x1/4x3/8 16.73 8.10 1231 2.13 -5.28 31.07 0.170' K=0.99 ;/ T7 232-222 2LSx31/2x3/8x3/8 1739 8.43 91.6 6.09 -6.29 126.83 0.050� K=1 45 � T8 ' 222-210 2L3x2x1/4x3/8 18.71 9.09 1343 238 -836 29.80 0281 � K=1.00 }f T9 210-195 2L3x2x1/4x3/8 2029 9.89 144 1 • 238 -11 46 25.89 0.443� K=1.00 � T10 195-183 2LSx3x5/16x3/8 22.27 10.78 112.1 4.80 -14.59 79.26 0.184' K=1.00 �/' T11 183-171 2LSx3 1/2x5/16x3l8 23.85 � 11.57 103.1 5.12 -16.84 9331 0.181� K=1.20 �' T12 171-146 2L3 1/2x2 1/2x1/4x3/8 25.44 12.36 143.1 2.88 -20.08 31.77 0.632� K=1.00 � T13 146-122 2LSx3 1/2x3/8x3/8 28.74 14.01 119 4 6.09 -23.04 93.14 0.247' K=1.00 Job Page tnxTow�r BU 816298-ZEPHYRHILLS 49 of 68 SSOE G�'oup Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50•43 03/18/15 Brentwood,TN37027 Client Designed by Phone. (615)661-7585 CC� 15319 FAX. (615)661-7569 Sectron Elevation Size L L„ KI/r A P„ �P„ Ratio No. Pu ft ft ft in' K K �p� Y T14 122-96 2LAx3x1/4�c3/8 31.90 15.60 149.7 338 -25.83 34.07 0.758� K=1.00 y� TIS 96-72 2I�3x31/2x3/Sx3/8 3533 17.67 169.6 5.34 -30.59 41.94 0.729� K=1.00 � T16 72-52 2L31/2x21/2x1/4x3/8 38.50 9.63 85.8 2.88 -32.91 6334 0.520� K=0.83 � T17 52-32 2L21/2�c21/2x1/4x3/8 41.14 10.28 100.1 238 -34.57 45.49 0.760� K=0.62 � T18 32-0 2L6x4x3/8x3/8 43 78 15.97 121.4 722 -65 40 106.79 0.612' K=1.00 �,/ �P„ I�P„COritl'OIS Top Girt Design Data (Compression) � Seclion Elevation Size L L„ Kl/r A P„ �P Ratio No. Pu ft jt ft in' K K �p� T1 288-279 2L3x2 1/2x1/4x3/8 10.00 4 77 903 2.63 -0.22 55.48 0.004 K=149 ;/ �P� /�P„controls Redundant Horizontal (1) Design Data (Compression) Section Elevation Size L L„ KI/r A P„ �P„ Ratio Na. Pu ft jt ft in' K K �p� T3 272-259 L2 1/2x2x1/4 3.03 3.03 102.8 1.06 -034 19.68 0.017� K=1.20 �/ ' T4 259-247 L2 1/2x2x1/4 3.46 3 46 108.9 1.06 -0.23 1839 0.012' K=1 11 � T7 232-222 L2 1/2x2x1/4 435 4.35 123.0 1.06 -0.68 15 48 0.044� K=1.00 �' TS 222-210 L21/2x2x1/4 4.68 4.68 132.4 1.06 -134 13.65 0.098� K=1.00 � T9 210-195 L2 1/2x2x1/4 5.07 5.07 143.6 1.06 -1.12 11.62 0.096' K=1.00 �/ T10 195-183 2L2 1/2x2x1/4x3/8 5.57 5.57 102.6 2.13 -1.86 39.65 0.047' K=1.20 `,/ T11 183-171 L2�c2.1/2x1/4 5.96 5.96 168.8 1.06 -1.70 8.41 0.202' K=1.00 �,/ T12 171-146 L2 1/2x2 1/2x1/4 636 636 155.4 1 19 -231 11 13 0.208' K=1.00 � T13 146-122 L2 112x1 1/2x3/16 4.79 4.79 175.7 0.71 -2.98 5.23 0.570� K=1.00 Joh Page tnxTawe,r BU 816298-ZEPHYRHILLS 50 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,77V37027 Client Designed6y Phone. (615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. P� ft jt jt inz K K �p� � T14 122-96 L21/2x1 1/2x3/16 532 532 195.1 0.71 �.08 4.24 0.961 � K=1.00 y� T15 96-72 L2x21/2x1/4 5.89 5.89 166.7 1.06 -7.85 8.62 0.911' K=1.00 � T16 72-52 2L21/2x2x1/4x3/8 6.42 6.42 1091 2.13 -5.63 36.88 0.153� K=1 11 � T17 52-32 2L21/2x2x1l4x3/8 6.86 6.86 112.5 2.13 -6.44 35.46 0.182' K=1.07 � T18 32-0 2L21/2x21/2x1/4x3/8 3.82 3.82 89.8 2.38 -6.47 50.42 0.128� K=1.51 �/ 1 P� /�Pn controls Redundant Horizontal (2) Design Data (Compression) Seclion Elevation Size L L„ KI/r A P„ �P„ Ratio No. Pu ft ft ft in' K K �p� T13 146-122 L3x3x1/4 9.58 9.58 194.2 1 44 -2.98 8.63 0346 � K=1.00 � T14 122-96 L3x3x1/4 10.63 10.63 215.6 1.44 -4.08 7.00 0.582� K=1.00 �,/ TIS 96-72 L3x3x1/4 11.78 11.78 238.7 1.44 -0.76 5.71 0.133� K=1.00 ✓ 4.9-3(138 CR)-539 T16 72-52 2L21/2x21/2x114�c3/8 12.83 12.83 200.3 238 -5.63 1341 0.420� K=1.00 �f' T17 52-32 2L2 1/2�c2 1/2x1/4x3/8 13.71 13 71 214.0 2.38 -6.44 11 74 0.549� K=1.00 � T18 32-0 2L21/2�c21/2x1/4x3/8 7.65 7.65 119.7 238 -6.47 36.28 0.178� K=1.00 y/ 'P� /�Pn controls Redundant Horizontal (3) Design Data (Compression) 'i Section Elevation Size L L„ Kl/r A P„ �P„ Ratio I No. P� jt jt ./t in' K K �p T18 32-0 2L3x3x1/4x3/8 1147 11.47 148.0 2.88 -6.47 29.69 0.218 i K=1.00 �,/ 1 P„ /�P�coritrols Job Page �nacTower BU 816298-ZEPHYRHILLS 51 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phwie:(615)661-7585 CC� 15319 FAX. (615)661-7569 Redundant Diagonal (1) Design Data (Compression) Section Elevation Size L L„ K!/r A P„ �P„ Ratio No. P� ft ft ft in' K K �p� T3 272-259 L21/2x2x1/4 7.01 7.01 198.5 1.06 -035 6.08 0.058� K=1.00 �/ T4 259-247 L2 1/2x2x1/4 6.75 6.75 191.0 1.06 -0.20 6.57 0.030' K=1.00 �/ T7 232-222 L2 1/2x2 I/2x1/4 6.42 6.42 157.0 1 19 -0.49 10.91 0.045� K=1.00 �,/ T8 222-210 L21/2x21/2x1/4 738 7.38 180.4 119 -1.05 8.26 0.127� K=1.00 ;f T9 210-195 L2 1/2x2 1/2x1/4 8.80 8.80 215.1 1 19 -0.93 5.81 0.160� K=1.00 � T10 195-183 2L2 1/2x2x1/4x3/8 7.93 7.93 121 4 2.13 -136 31.77 0.043� K=1.00 � Tl l 183-171 L2 1/2�c2 1/2x1/4 8.19 8.19 200.3 1.19 -1.17 6.70 0.174� K=1.00 � T12 171-146 2L2 1/2�c2x1/4x3/8 13.70 13.70 209.6 2.13 -2.49 10.95 0.227' K=1.00 ;/ T13 146-122 2L2 1/2xZx1/4x3/8 9.08 9.08 139.0 2.13 -2.83 24.91 0.113� K=1.00 � T14 122-96 2L21/2�c2x1/4u3/8 9.90 9.90 I51.5 2.13 -3.79 20.97 0.181 � K=1.00 � T15 96-72 2L21/2x2x1/4�c3/8 9.64 9.64 147.6 2.13 -6.43 22.08 0.291 ' K=1.00 �/ T16 72-52 2L2 I/2x2x1/4�c3/8 8.96 8.96 1372 2.13 -3.94 25.56 0.154� K=1.00 �/ T17 52-32 2L2 1/2x2x1/4x3/8 9.26 9.26 141.8 2.13 �35 23.94 0.182� K=1.00 � T18 32-0 2L2 1/2x21/2x1/4x3/8 8.67 8.67 1353 238 -733 2938 0.250� K=1.00 � 'P� /�Pn controls Redundant Diagonal (2) Design Data (Compression) Section Elevatio�i Siae L L„ KI/r A P„ �P„ Ratio No. P„ ft jt ft in' K K �p� T13 146-122 2L2 1/2x2x1/4x3/8 12.09 12.09 185 1 2.13 -1.88 14.05 0.134� K=1.00 � T14 122-96 2L21/2x2x1/4x3/8 13.29 13.29 203.5 2.13 -2.55 11.62 0.219� K=1.00 � TIS 96-72 2L2 1/2x21/2x1/4x3/8 13.81 13.81 215.6 238 -4.61 11.57 0398� K=1.00 `f T16 72-52 2L21/2u2x1/4x3/8 12.08 12.08 184.9 2.13 -3.54 14.07 0.251' K=1.00 y/ T17 52-32 2L21/2x2x1/4x3/8 12.64 12.64 193.4 2.13 -3.96 12.87 0308� K=1.00 � Job Page tnxTower BU 816298-ZEPHYRHILLS 52 of 68 SSOE Gt'oup Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwaod,TN37027 Client Designed by Pho�ie. (615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. Pu ft ft ft in' K K �p� T18 32-0 2L3x3x3/16x3/8 10.72 10.72 137.0 2.18 -4.54 26.23 0.173� K=1.00 ✓ I P� l�P„cOritrolS Redundant Diagonal (3) Design Data (Compression) Section Elevatiori Size L L„ Kl/r A P„ �P„ Ratio No. P� ft , ft jt iriz K K �p� T18 32-0 2LSx31/2x5/16x3/8 13.57 13.57 116.6 5.12 -45.15 8030 0.562' K=1.00 �/' �P u /�Pn controls Redundant Hip (1) Design Data (Compression) Section Elevation Size L L„ K!/r A P„ �P„ Ratio No. P„ f1 jt ft in' K K �p T12 171-146 2L3 1/2x3 1/2x1/4x3/8 8.99 8.99 109.5 338 -0.19 58.25 0.003 K=1 11 � T13 146-122 2L2 1/2x2 1/2x1/4x3/8 6.77 6.77 112.8 238 -0.45 39 44 0.012� K=1.07 �/ T14 122-96 2L3x21/2x1/4x3/8 7.52 7.52 107.7 2.63 -0.45 4625 0.010' K=1.13 � T15 96-72 2L3x21l2x1/4x3/8 8.33 833 105.8 2.63 -0.42 47.29 0.009' K=1.00 ✓ T16 72-52 2L3ac21/2x1/4x3/8 9.07 9.07 117.6 2.63 -030 4114 0.007� � K=1.02 � T17 52-32 2L3x21/2xl/4x3/8 970 970 123.1 2.63 -030 3836 0.008� K=1.00 � T18 32-0 2L3x21/2x1/4x3/8 5.41 541 943 2.63 -0.88 5334 0.016� K=137 `/' I P� /�P�controls � Redundant Hip (2) Design Data (Compression) , Section Elevation Si=e L L„ KI/r A P„ �P„ Ratio No. P� ft ft ft inz K K �p� T13 146-122 2L2 1/2x2 1/2x1/4x3/8 13.55 13.55 211 4 238 -0.22 12.03 0.018' K=1.00 Job " Page t�nxTow�r BU 816298-ZEPHYRHILLS 53 of 68 SSOE Group Project Date 320 Seven Springs Way.Suite 350 015-00428-00 09:50:43 03/18/15 Brentx�ood,TN37027 Client Designed by Phone. (615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. Pu /�� I .ft in' K K �p� � T14 122-96 2L3x21/2x1/4�c3/8 15.04 15.04 191.0 2.63 -023 16.29 0.014� K=1.00 ✓ T15 96-72 2L3x21/2x1/4x3/8 16.66 16.66 211.5 2.63 -0.22 13.28 0.016' K=1.00 � T16 72-52 2L3x21/2x1/4x3/8 18.15 18.15 230.5 2.63 -0.15 11.19 0.013' K=1.00 � T17 52-32 2L3x21/2x1/4x3/8 1939 1939 2463 2.63 -0.15 9.80 0.016' K=1.00 � T18 32-0 2L21/2x2x1/4x3/8 10.82 10.82 165.6 2.13 -0.40 17.56 0.023� K=1.00 � 1 P� /�P�conh�ols � Redundant Hip (3) Design Data (Compression) Section Elevation Size L L„ K!/r A P„ �P„ Ratio No. P„ ft ft ft inz K K �p� T18 32-0 2L3x21/2x1/4x3/8 16.22 16.22 206.0 2.63 -0.23 14.00 0.017 K=1.00 � 'P� /�P controls Redundant Hip Diagonal Design Data (Compression) Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. P„ ft ft ft in' K K �p� T12 171-146 2L3 1/2�c3 1/2x1/4x3/8 19.24 19.24 211.9 338 -0.28 17.01 0.016' K=1.00 6/ T13 146-122 2L3 1/2x3 1/2x1/4x3(8 13.58 13.58 149.5 338 -0.64 34.18 0.019' K=1.00 � T14 122-96 2L21/2x2x1/4x3/8 14.94 14.94 228.7 2.13 -0.57 9.20 0.061� K=1.00 � T15 96-72 2L21/2aQx1/4x3/8 15.63 15.63 239.2 2.13 -0.52 8.41 0.062� K=1.00 � T16 72-52 2L21/2�c2x1/4x3/8 24.20 24.20 370.4 2.13 -0.14 3.51 0.041' � K=1.00 � KL,/R>250(C)-646 T17 52-32 2L2 1/2x2x1/4x3/8 25 73 25 73 393.8 2.13 -0.14 3.10 0.046� K=1.00 �/ KI./R>250(C)-727 T18 32-0 2L21/2x2x1/4x3/8 11.90 11.90 1822 2.13 -1.17 1449 0.081 � K=1.00 � Job Page �'12.x'TOWLI'' BU 816298-ZEPHYRHILLS 54 of 68 SSOE Group Project Date 32o Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brennvood,TN37027 Client Designed by Phw:e:(615)661-7585 CC� 15319 FAX. (615)661-7569 1 P� /�P�controls Redundant Sub-Horizontal Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. Pu ft ft ft inZ K K �p� T18 32-0 2LSx5x3/8x3/8 21.89 21.89 120.8 7.22 115.93 108.54 0.423� K=1.00 y/ 'P� /�P„conirols Redundant Sub Diagonal Design Data (Compression) Section Elevation Size L L„ KI/r A P„ �P„ Rario No. P„ ft ft jt in' K K �p�� T18 32-0 2LSx3 1/2x5/16x3/8 9 71 9 71 962 5.12 -62.53 100.13 0.625' K=133 �' I P„ I�P„COT1fI'o1S Inner Bracing Design Dafa (Compression) Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. P„ ft ft ft in' K K �p� TI 288-279 L3x3x1/4 7.07 7.07 1433 1.44 -0.O1 15.83 0.001' K=1.00 �.+' T2 279-272 L3�c3x1/4 7.91 7.91 160.4 1.44 -0.O1 12.65 0.001' K=1.00 � T3 272-259 L3x3x1/4 8.56 8.56 173.6 1.44 -0.02 10.80 0.002� K=1.00 � T4 259-247 L3x3x1/4 9 78 9 78 198.2 1 44 -0.02 8.28 0.002' K=1.00 �f TS 247-237 L3x3x1/4 10.90 10.90 220.9 144 -0.02 6.67 0.003� K=1.00 � T6 237-232 L3x3x1/4 11.83 11.83 239.8 144 -0.02 5.66 0.003� ' K=1.00 � T7 232-222 IAx4x1/4 1230 12.30 185.6 1.94 -0.03 12.72 0.003' K=1.00 �' T8 222-210 IAx4x1/4 13.23 13.23 1997 1.94 -0.03 10.99 0.002' K=1.00 � T9 210-195 L2�x1/4 1435 1435 395.8 1.19 -0.03 1 72 0.016� K=1.00 �/ KI./R>250(C)-268 T10 195-183 L7x4�c3/8 15.75 15 75 214.7 3.98 -0.OS 19.50 0.002� Job Page tnxTvwe.r BU 816298-ZEPHYRHILLS 55 of 68 , SSOE G�'oup Project Date 32o Seven Springs way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed 6y Phwie:(615)661-7585 CCI 15319 FAX. (615)661-7569 Seclion Elevation Size L L„ Kl/r A P„ �P„ Ratio No. P„ ft ft ft in' K K �p� K=1.00 � T11 183-171 L3 1/2x2 I/2x1/4 • 16.87 16.87 372.1 1 44 -0.04 235 0.018' K=1.00 � KI,/R>250(C)-340 T12 171-146 L3x3x1/4 17.99 17.99 364.6 1.44 -0.09 2.45 0.038� K=1.00 � KL/R>250(C)-385 T13 146-122 LSx3x1/4 2032 2032 367.8 1.94 -0.13 3.24 0.040� K=1.00 � KL/R>250(C)-454 T14 122-96 L31/2x31/2x1/4 22.56 22.56 390.1 1.69 -0.14 2.51 0.056' K=1.00 �f' KI,/R>250(C)-523 T15 96-72 2L2x21/2x1/4x3/8 24.98 24.98 506.4 2.13 -0.15 1.88 0.080� K=1.00 �/ KL/R>250(C)-592 T16 72-52 2L2 1/2ac21l2x1/4x3/8 2722 27.22 424.8 2.38 -0.13 2.98 0.044� K=1.00 �,/ KL/R>250(C)-669 T17 52-32 2L21/2x3x1/4�c3/S 29.09 29.09 463.6 2.63 -0.15 2.76 0.053� K=1.00 � KL/R>250(C)-749 T18 32-0 2L4x3x5/16�c3/8 30.96 30.96 292.5 4 18 -0.10 11.04 0.009� K=1.00 � KL/R>250(C)-863 , 1 P� /�Pn controls Tension Checks Leg Design Data (Tension) Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. Pu l't f j in= K K �p T1 288-279 LSx5x1/2 9.04 9.04 70.4 4.75 0.27 21375 0.0�0/1 � i+' T2 279-272 LSx5x1/2 7.03 7.03 54.8 4.75 0.58 213.75 0.003� � T3 272-259 LS�c5x1/2 13.06 6.53 50.9 4.75 2.14 213.75 0.0.j10� ' Y , T4 259-247 LSx5x1/2 12.05 6.03 47.0 4.75 8.83 213.75 0.0�4/1 � Y TS 247-237 L8x8x5/8 10.04 10.04 48.4 8.52 16.77 415.17 0.0�40� Y T6 237-232 L8x8x5/8 5.02 5.02 24.2 9.61 23.81 432.45 0.055� � T7 232-222 L8x8x5/8 10.04 5.02 24.2 9.61 26.47 432.45 0.061 ' � i Job Page �nx7`o�uer BU 816298-ZEPHYRHILLS 56 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50.43 03/18/15 B,•entwood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. Pu ft ft ft in' K K �p� T8 222-210 L8x8x5/8 12.05 6.03 29.0 836 33.80 407.55 0.083 � T9 210-195 L8x8x5/8 15.07 7.53 36.3 9.61 45.85 432.45 0.1•0�6� . Y T10 195-183 L8x8x1 1/8 12.05 6.03 29.9 14 45 66.13 704.44 0.094� � T11 183-171 LSx8x1 1/8 12.05 6.03 29.9 16.70 82.79 751.50 0.110� � T12 171-146 LSx8x1 1/8 25.11 12.55 623 14.45 102.65 704 44 0.146' � T13 146-122 L8x8x3/4 2PLO.Sx8 24.10 8.03 37.8 19.45 148.89 875.25 0.170� � T14 122-96 L8x8x1 2PLO.Sx8 26.11 8.70 41.4 22.98 193.29 1033.94 0.187� � T15 96-72 L8x8x1 2PL0.75x8 24 10 8.03 37 4 27.02 242.71 1215.90 0.20�0' Y T16 72-52 L8x8x12PL0.625x8 20.09 6.70 31.5 25.02 292.50 1125.90 0.2601 � T17 52-32 L8x8x1 2PL0.75x8 20.09 6.70 31.2 27.02 333.57 1215.90 02,7/4� Y T18 32-0 L8x8x12PL0.875x8 32.14 8.03 371 29.02 329.33 1305.90 0.252' � 1 Pu /�P„controls Diagonal Design Data (Tension) Secrion Elevation Size L L„ KI/r A P„ �P„ Ratio No. Pu ft ft jt in2 K K �p�� Tl 288-279 2L21/2�c2x1/4�c3/8 10.61 10.09 162.4 1.27 034 61.88 0.005' � T2 279-272 2L2 1/2�c2x1/4x3/8 9.27 8.75 141.8 1.27 2.50 61.88 0.�040� V T3 272-259 2L21l2x21/2x1/4x3/8 1475 14.23 148.7 146 6.96 71.02 0.098� � T4 259-247 2L2ac21/2x1/4x3/8 14.28 13.76 144.8 1.27 7.52 61.88 0.1�2y2� Y TS 247-237 2L3x21/2x1/47c3/8 13.05 12.53 165.8 1.64 7.51 80.16 0.094' � T6 237-232 2L31/2x21/2x5/16x3/8 10.04 9.51 109.5 225 5.91 109.80 0.0J5�4' , Y T7 232-222 2L2 1/2x3x5/16x3/8 13.71 13.00 112.6 2.02 934 98.55 0.095� , J� Y T8 222-210 2L21/2x31/2x1/4x3/8 15.73 7.51 128.4 1.83 13.81 8930 0.155' � T9 210-195 2L2 1/2�c3 1/2x1/4x3/8 18.71 9.00 152.7 1.83 19.55 89.30 0.219� � T10 195-183 2L3 1/2x4x1/4x3/8 16.94 16.04 109.9 239 20.10 116.73 0.172' Job ' Page �`1Z.X'.�OWGY BU 816298-ZEPHYRHILLS 57 of 68 i 550E Group Project Date 32o Seven Springs Way,Suite 350 015-00428-00 09.50:43 03/18/15 Br•entwood,TN37027 Client Designed by Phone. (615)661-7585 CC� FAX. (615)661-7569 15319 Sectio�: Elevation Size L L„ Kl/r A P„ P„ Ratio � No. P� Jt ft ft in' K K �p� � Tl l 183-171 2L3x3 1l2x1/4x3/8 17.50 16.61 1273 2.02 2339 98.44 0.238' Y T12 171-146 2L3 I/2x5x3/8�c3/8 28.88 13.90 169.9 4.08 39.95 198.67 0.2+0�1� � . Y � T13 146-122 2L3 1/2x5x3/8x3/8 28.86 9.08 I 13.2 4.08 40.76 198.67 0.20�5� #� T14 122-96 2L3 1l2x5x5/16x3/8 31.48 9.95 1223 3.43 45.62 16721 0.273� � T15 96-72 2L3 1/2�c5x5/16x3/8 30.81 10.27 119.6 3.43 48.02 167.21 0.287� � T16 72-52 2L3 1/2x4�c5/16x3/8 28.72 9.03 107 4 2.96 45 40 144.17 0315� � T17 52-32 2L31/2x4x5/16x3/8 29.68 9.54 I11.0 2.96 46.49 144.17 0.3221 � T18 32-0 2LSx5x3/8x3/8 2737 8.52 70.2 4.85 •78.04 236.56 0330� � 1 PL /�P„controls � Horizontal Design Data (Tension) Section Eleva6on Size L L„ Kl/r A P„ �P„ Ratio No. P ft ft ft in' K K �p�� T2 279-272 2L21/2x2x1/4x3/8 11.19 533 85.6 127 1 72 55.22 0.031� , � T3 272-259 2LSx3x1/4x3/8 12.11 5.80 60.1 2.58 3.32 11231 0.030� � T4 259-247 2L21/2xZx1/4x3/S 13.83 6.65 105.8 1.27 4.12 55.22 0.075� � TS 247-237 2L3ac21/2x1/4x3/8 15.41 7.44 97.8 1.64 4.95 71.53 0.069� � T6 237-232 2L2 1/2ac2x1/4�/8 16.73 8.10 128.0 1.27 5 42 55.22 0.098� � T7 232-222 2LSx3 1/2�c3/8x3/8 1739 8.43 71.5 4.08 6.64 177.28 0.037� � T8 222-210 2L3x2x1/4x3/8 18.71 9.09 126.0 146 8.60 6337 0.136' � T9 210-195 2L33c2x1/4x3/8 20.29 9.89 136.6 1 46 11 46 6337 0.181' � T10 195-183 2LSx3x5/16�c3/8 22.27 10.78 109.5 3.19 1433 138.76 0.103' � T11 183-171 2LSx3 1/2x5/16x3/8 23.85 11.57 98.7 3.43 17.23 14920 0.115� � T12 171-146 2L3 1/2x2 1/2x1/4x3/8 25.44 1236 140.0 1.83 19.97 79.69 0.2�5/1' #' T13 146-'122 2I;Sic3 1/2x3/Sac3/8 28.74 14.01 118.1 4.08 22.46 177.28 0.127� � Job Page �nxTower BU 816298-ZEPHYRHILLS � 58 of 68 SSOE G�•oup Project ' Date 320 Seven Sprrngs Way,Suite 350 015-00428-00 09'50:43 03/18/15 Brennvood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Size L L„ KI/r A P„ �p„ Ratio No. P„ ft jt ft in1 K K �p T14 122-96 2L4x3x1/4x3/8 31.90 15.60 149.5 2.21 25.64 96.00 0.267 � T15 96-72 2L4x31/2x3/8�c3/8 35.33 17.67 169.6 3.51 30.07 152.81 0.197� � T16 72-52 2L3 1/2x2 1/2x1/4x3/8 38.50 9.63 106.0 1.83 32.71 79.69 0.411� � T17 52-32 2L21/2x21/2x1/4x3/8 41 14 10.28 160.5 1.46 3472 6337 0.548� � T18 32-0 2L6x4x3/8x3/8 43.78 15.97 121.6 4.92 71.62 214.14 0.334� � 'P� /�P�controls Top Girt Design Data (Tension) Secfion Elevation Size L L„ K!/r A P„ �p„ Ratio No. Pu ./�t Jt ft in' K K �p T1 288-279 2L33c2 1/2x1/4x3/8 10.00 4 77 63.5 1.64 0.20 71.53 0.003 � 1 P� /�P„controls Redundant Horizontal (1) Design Data (Tension) Section Elevation Size L L„ KI/r A P„ �p„ Ratio No. P� .lt ft ft in� K K �P„ T3 272-259 L21/2x2x1/4 3.03 3.03 613 1.06 034 34.34 0.010' T4 259-247 L2 1/2x2x1/4 3 46 3.46 70.0 1.06 0.23 3434 0.07� . i� T7 232-222 L21/2�x1l4 435 435 88.1 1.06 0.75 34.34 0.0�22' TS 222-210 L2 1/2x2x1/4 4.68 4.68 94 7 1.06 1 42 3434 0.41 ' � T9 210-195 L2 1/2x2x1/4 5.07 5.07 102.8 1.06 1.17 3434 0.034� � T10 195-183 2L2 1/2x2x1/41c3/8 5.57 5.57 85.2 2.13 2.05 69.01 0.�03/0' TI1 183-171 L2x2 1/2x1/4 5.96 5.96 120.8 1.06 1.83 3434 0.0�/3' Y T12 171-146 L2 1/2x2 1/2x1/4 636 6.36 99.2 1 19 231 38.56 0.06,�0� T13 146-122 L2 1/2x1 1/2x3/16 4.79 4 79 136.1 0.71 2.98 23.16 0.�9� � T14 122-96 L21/2x11/2x3/16 532 5.32 151.1 0.71 4.08 23.16 0.1761 Jo6 Page t`nxToweY BU 816298-ZEPHYRHILLS 59 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09'50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(615)661-7585 CC� FAX. (615)661-7569 15319 Section Elevation Size L L„ KI/r A P„ �p„ Ratio No. P„ ft ft ft inz K K �p� i+' T15 96-72 L2�c21/2x1/4 5.89 5.89 1193 1.06 7.85 3434 0.229� Y T16 72-52 2L21l2x2x1/4x3/8 6.42 6.42 98.2 2.13 5.63 69.01 0.0�8/2' Y T17 52-32 2L21/2x2x1/4x3/8 6.86 6.86 104.9 2.13 6.44 69.01 0.093� � T18 32-0 2L21/2x21/2x1/4x3/8 3.82 3.82 597 2.38 6.47 7711 0.084� Y �P„ ��P„COI111o1s Redundant Horizontal (2) Design Data (Tension) Section Elevarion Size L L„ Kl/r' A P„ �P„ Ratio No. P� f f� f in� K K �p T13 146-122 L3x3x1/4 9.58 9.58 123.6 I 44 2.98 46.66 0.064' , � T14 122-96 L3x3x1/4 10.63 10.63 137.2 144 4.08 46.66 0.087� � T15 96-72 L3x3x1/4 1178 1178 152.0 144 7.85 46.66 0.168� . V 4.9-3(138 CR)-539 TI6 72-52 2L21/2x21/2x1/4x3/8 12.83 12.83 2003 238 5.63 77.11 0.073' � T17 52-32 2L2 1/2x2 1/2x1/4x3/8 13.71 13 71 214.0 2.38 6.44 77 11 0.0�8/4� Y T18 32-0 2L21/2x21/2x1/4x3/8 7.65 7.65 1193 238 6.47 77.11 0.084' Y � P„ /�P„controls Redundant Horizontal (3) Design Data (Tension) Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. P� .rt ./1 f inz K K �P,� T18 32-0 2L3x3x1/4x3/8 1147 1147 148.0 2.88 6.47 9331 0.0�6/9' Y 1 P� /�P controls Job Page �12aCT01UL',l'� BU 816298-ZEPHYRHILLS 60 of 68 SSOE Group Project Date ' 32o Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brennvood,TN37017 Client Designed 6y Phone. (615)661-7585 CC� 15319 FAX. (615)661-7569 Redunda Di nt _ agonal (1) Design Data (Tens�on) I Section Elevation Size L L„ KI/r A P„ �P„ Ratio Na. P° I ft ft ft inZ K K �p T3 272-259 L2 1/2x2x1/4 7.01- 7.01 142.1 1.06 0.49 3434 0.014 � T4 259-247 L21/2x2x1/4 6.75 6.75 136.7 1.06 0.30 3434 0.009� � T7 232-222 L2 1/2x2 1/2x1/4 6.42 6.42 1002 1 19 0.61 38.56 0.0+J16� Y T8 222-210 L21/2x21/2x1/4 738 738 115.2 1.19 116 38.56 0.0•3�0� Y T9 210-195 L2 1/2x2 1/2x1/4 8.80 8.80 1373 1.19 1.10 38.56 0.029� � TIO 195-183 2L2 1/2x2x1/4x3/8 7.93 7.93 121 4 2.13 1.50 69.01 0.0�2/2� Y T11 183-171 L2 1/2x2 1/2x1/4 8.19 8.19 127.9 1 19 1.25 38.56 0.032� Y T12 171-146 2L2 1/2x2x1/4�c3/8 13.70 13.70 209.6 2.13 2.49 69.01 0.036' � T13 146-122 2L21/2x2x1/4x3/8 9.08 9.08 139.0 2.13 2.83 69.01 0.0,4/1� Y T14 122-96 2L2 1/2x2x1/4x3/8 9.90 9.90 151.5 2.13 3.79 69.01 0.0�5l5� V T15 96-72 2L21/2xZx1/4x3/S 9.64 9.64 147.6 2.13 6.43 69.01 0.093� � T16 72-52 2L21/2x2x1/4x3/8 8.96 8.96 137.2 2.13 3.94 69.01 0.0-5J7' V T17 52-32 2L2 1/2x2x1/4x3/8 9.26 9.26 141.8 2.13 435 69.01 0.0J6J3� y T18 32-0 2L21/2x21/2x1/4x3/8 8.67 8.67 135.3 2.38 7.33 77.11 0.095� Y �P� /�P�controls Redundant Diagonal (2) Design Data (Tension) Seclion Eleva6on Size L L„ Kl/r A P �P„ Ratio No. p ft ft ft in� K ]{ �p� T13 146-122 2L2 1/2x2x1/4x3/S 12.09 12.09 185.1 2.13 1.88 69.01 0.0J2�7 Y T14 122-96 2L21/2x2x1/4x3/8 13.29 13.29 203.5 2.13 2.55 69.01 0._0317� Y T15 96-72 2L2 1/2x21/2x1/4x3/8 13.81 13.81 215.6 238 4.61 77.11 0.�06/0� V T16 72-52 2L21/2x2x1/4x3/8 12.08 12.08 184.9 2.13 3.54 69.01 0.051� � T17 52-32 2L21/2x2x1/4x3/8. 12.64 12.64 193.4 2.13 3.96 69.01 0.0I5�7� Y T18 32-0 2L3x3x3/16x3/8 ]0.72 10.72 137.0 2.18 4.54 70.63 0.064� Job Page �n������ BU 816298-ZEPHYRHILLS 61 of 68 SSOE G►'oup Project Date ', 32o Seven Sprrngs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brennvood,TN37027 Client Designed by Phone: 615 661-7585 � FAX.•(6(IS))661-7569 CCI 15319 Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. P„ ft jt ft inz K I{ �p� Y , 1 P� /�P�controls � , Redundant Diagonal (3) Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ �p„ Ratio No. P„ ' jr fr jr inz x ,� �p T18 32-0 2LSx31/2x5/16x3/S 13.57 13.57 1123 512 38.12 165.89 0.230 � � 'P� /�P„controls Redundant Hi 1 Desi n Data Tension p.� ) 9 � ) ' Section Elevation Size L L„ Kl/r A P„ �p„ Ratio No. P„ . ft ft ft in' K K �p� � , T12 171-146 2L3 1/2x3 1/2x1/4x3/8 8.99 8.99 99.0 338 0.05 109.51 0.0-0/0� Y T13 146-122 2L2 1/2x2 1/2x1/4x3/8 6.77 6.77 105.7 2.38 0.39 77.11 0.005� � T14 122-96 2L3x21l2x1/4x3/8 7.52 7.52 95.5 2.63 032 85.21 0.004� � T15 96-72 2L3x21/2x1/4x3/8 8.33 833 105.8 2.63 0.29 85.21 0.003� , � T16 72-52 2L3x2 1/2x1/4x3/S 9.07 9.07 115.2 2.63 0.16 85.21 0.002� � T17 52-32 2L3�c2 1/2x1/4x3/8 9 70 9 70 123.1 2.63 0.16 85.21 0.002� , � T18 32-0 2L3x2 1/2x1/4x3/8 5 41 5.41 68.7 2.63 0.73 8521 0.0�0/9' Y 1 P„ I�P„COritfO1S Redundant Hip (2) Design Data (Tension) Section E[evation Size L L„ Kl/r A P„ �p„ Ratio No. P ft fl ft inz K K �P� T13 146-122 2L2 1/2x2 1/2x1/4x3/8 13.55 13.55 211 4 238 0.12 77 11 0.002 I � Job Page �'l�.�TOWE'Y` BU 816298-ZEPHYRHILLS 62 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. P ft ft ft in' K K �p� T14 122-96 2L3x21/2x1/4ac3/8 15.04 15.04 191.0 2.63 0.15 85.21 0.002� � T15 96-72 2L3x2 Il2x1/4x3/8 16.66 16.66 211.5 2.63 0.13 8521 0.0�0f2� i' T16 72-52 2L3x21/2x1/4�c3/8 18.15 18.15 230.5 2.63 0.08 85.21 0.001 � . � T17 52-32 2L3x21/2x1/4x3/8 19.39 1939 2463 2.63 0.10 85.21 ' 0.001� � � T18 32-0 2L21/2u2x1/4x3/8 10.82 10.82 165.6 2.13 0.29 69A1 0.004� I � I �P� /�P�controls Redundant Hip� (3) Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ �P„ Ra[io No. P„ jt Jt ft in' K K �p� T18 32-0 2L3x21/2x1/4x3/8 16.22 16.22 206.0 2.63 0.20 85.21 0.�00/2� Y I P� /�P„controls Redundant Hip Diagonal Design Data (Tension) Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. P„ ft ft ft in' K K �p,� T12 171-146 2L3 1/2x3 1/2x1/4x3/8 1924 19.24 211.9 338 031 109.51 0.003� Y T13 146-122 �2L3 I/2x3 1/2x1/4x3/8 13.58 13.58 149.5 338 0.69 109.51 0.006� , � T14 122-96 2L21/2x2x1/4x3/8 14.94 14.94 228.7 2.13 0.66 69.01 0.0J1f0� Y T15 96-72 2L21l2x2x1/4x3/8 15.63 15.63 239.2 2.13 0.60 69.01 0.0-0/9� Y T16 72-52 2L21/2x2x1/4x3/8 16.01 16.01 245.1 2.13 036 69.01 0.005� , � T17 52-32 2L21/2x2x1/4�c3/8 16.91 16.91 258.8 2.13 035 69.01 0.�00/5� Y T18 32-0 2L21/2x2x1/4x3/8 11.90 11.90 182.2 2.13 1 43 69.01 0.0�21� Y I P� /�P�controls Job Page �'���Q��r BU.816298-ZEPHYRHILLS 63 of 68 S50E Group Project Date 32o Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client - Designed by Phone. (675)661-7585 CCI 15319 FAX. (615)661-7569 Redundant Sub-Horizontal Des.ign Data (Tension) Section Elevatian Size L L„ KI/r A P„ �P„ Ratio No. P ft jt jt in1 K K �p� T18 32-0 2LSx5x3/8x3/8 21.89 21.89 1183 7.22 37.67 233.93 0.161' � �P� /�P„controls Redundant Sub Diagonal Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. P„ ft jt ft i»' K K �p� T18 32-0 2LSx3 1/2x5/16x3/8 9 71 9 71 80.3 5 12 60.66 165.89 0366 � 1 P„ /�P�controls ' Inner Bracing Design Data (Tension) Section Elevalion Size L L„ KI/r A P„ �P„ Ratio No. P„ ft jt ft in` K K �p T1 288-279 L3�c3x1/4 7.07 7.07 91.2 144 0.00 46.66 0.000' � T12 171-146 L3x3x1/4 17.99 17.99 232.1 1 44 0.01 46.66 0.�00/0� V T13 146-122 LSx3x1/4 20.32 2032 2832 1.94 0.11 62.86 0.J00�2� V T14 122-96 L3 1/2�c3 1/2x1/4 22.56 22.56 248.4 1.69 0.11 54 76 0.00�2� Y T15 96-72 2L2x21/2x1/4x3/8 24.98 24.98 506.4 2.13 0.10 69.01 0.001 � � T16 72-52 2L21/2x21/2x1/4x3/8 27.22 27.22 424.8 238 0.05 7711 0.001' , � T17 52-32 2L21/2x3x1/4x3/8 29.09 29.09 463.6 2.63 0.06 85.21 0.001' � 1 P„ I�P„COI1lT01S . . . , _ _ Section. Capacity Table _ _ _ _ _ . . . . _ . Job Page ������e'� BU 816298-ZEPHYRHILLS 64 of 68 SSOE Gt'oup Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by � Phw:e:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Component Size CriHcal P ePat�ow % Pass No. .n Type Element K K Capacity Fail T1 288-279 Leg LSx5x1/2 2 -0.80 87 75 0.9 Pass T2 279-272 Leg LSx5x1/2 24 -236 124.74 1.9 Pass T3 272-259 Leg LSx5x1/2 46 -5.07 13435 3.8 Pass T4 259-247 Leg LSx5x1/2 81 -1335 143.90 93 Pass TS 247-237 Leg L8x8x5/8 118 -22.78 282.60 8.1 Pass 15.9(b) T6 237-232 Leg L8x8x5/8 139 -31.46 388.82 8.1 Pass T7 232-222 Leg L8x8x5/8 160 -36.47 388.82 9.4 Pass T8 222-210 Leg L8x8x5/8 197 116.96 371.04 12.7 Pass ' 15.9(b) T9 210-195 Leg L8x8x5/8 234 -63.56 340.41 18.7 Pass T10 195-183 Leg L8x8x1 1/8 271 -89.86 642.24 14.0 Pass 30.6(b) T11 183-171 Leg L8x8x1 1/8 308 -112.92 64224 17.6 Pass T12 171-146 Leg L8x8x1 1/8 345 -140.14 380.00 36.9 Pass T13 146-122 Leg L8x8x3/4 2PLO.Sx8 390 -194.43 78833 24 7 Pass 50.9(b) , T14 122-96 Leg L8x8x1 2PLO.Sx8 459 -250.15 912.00 27 4 Pass 49.1(b) T15 96-72 Leg L8x8x12PL0.75x8 528 -313.49 806.79 38.9 Pass 49.3(b) T16 72-52 Leg LSx8x1 2PL0.625x8 597� -374.76 1046.93 35.8 Pass 58.9(b) T 17 52-32 Leg LSx8x1 2PL0.75x8 678 -028.46 113232 37.8 Pass 67.2(b) T18 32-0 Leg L8x8x1 2PL0.875x8 759 -430.41. 1181.17 36.4 Pass • 67.4(b) TI 288-279 Diagonal 2L21/2x2x1/4x3/8 14 -0.58 24.08 2.4 Pass T2 279-272 Diagonal 2L21/2�c2x1/4x3/8 33 -2.77 29.13 9.5 Pass T3 272-259 Diagonal 2L21/2x21/2x1/4x3/8 62 -7.25 23.40 31.0 Pass T4 259-247 Diagonal 2L2x21/2x1/4x3/8 99 -7.79 2329 33.4 Pass TS 247-237 Diagonal 2L3x21/2x1/4x3/8 128 -7.95 28.62 27.8 Pass T6 237-232 Diagonal 2L31/2�c21l2x5/16ac3/8 149 -6.57 62.90 10.4 Pass T7 232-222 Diagonal 2L21/2x3x5/16x3/8 178 -10.05 54.26 18.5 Pass T8 222=210 Diagonal 2L21/2x31/2x1/4x3/8 215 -1433 43.67 32.8 Pass T9 210-195 Diagonal 2L2 1/2x3 1/2x1/4x3/8 252 -19.99 32.93 60.7 Pass T10 195-183 Diagonal 2L3 1/2x4x1/4x3/8 289 -21.17 66.06 32.0 Pass T11 183-171 Diagonal 2L3u3 1/2x1/43c3/8 319 -24.50 44.09 55.6 Pass T12 171-146 Diagonal 2L3 1/2x5x3/8x3/8 356 �0.97 58.62 69.9 Pass T13 146-122 Diagonal 2L3 1/2x5x3/8ac3/8 405 �2.01 101.21 41.5 Pass T14 122-96 Diagonal 2L31/2x5x5/16ac3/8 474 -46.78 7728 60.5 Pass T15 96-72 Diagonal 2L31/2x5ac5/16�c3/8 563 -50.59 80.34 63.0 Pass T16 72-52 Diagonal 2L31/2x4x5/16�c3/8 637 117.47 78.49 60.5 Pass T17 52-32 Diagooal 2L31/2x4x5/16x3/8 718 -48.75 76.07 64.1 Pass T18 32-0 Diagonal 2LSx5ac3/8x3/8 815 -86.53 167.68 51.6 Pass � T2 279-272 Horizontal 2L21/2ac2x1/4x3/8 32 -1.67 40.42 4.1 Pass T3 272-259 Horizontal 2LSx3x1/4x3/8 61 -3.29 73 48 4.5 Pass 5.2(b) T4 259-247 Horizontal 2L21/2x2x1/4ac3/8 98 1i.09 36.11 113 Pass TS 247-237 � Horizontal 2L3x21/2x1/4ac3/8 127 -4.86 46.50 10.4 Pass • T6 237-232 Horizontal 2L21/2x2x1/4K3/8 148 -5.28 31.07 17.0 Pass T7 232-222 Horizontal 2LSx3 1/2x3/8x3/8 177 -6.29 126.83 5.0 Pass 93(b) T8 222-210 Horizonffi1 2L3�c2x1/4x3/8 214 -836 29.80 28.1 Pass T9 210-195 Horizontal 2L3x2x1/4x3/8 251 -11 46 25.89 44.3 Pass T10 195-183 Horizontal 2LSx3x5/16x3/8 288 -14.59 79.26 18.4 Pass T11 183-171 Horizontal 2LSx3 1/2x5/16x3/8 318 -16.84 9331 18.1 Pass T12 171-146 Horizontal 2L3 1/2x2 1/2x1/4x3/8 355 -20.08 31 77 63.2 Pass T13 146-122 Horizontal 2LSx3 1/2�/8�c3/8 404 -23.04 93.14 24.7 Pass , T14 122-96 Horizontal 2L4�c3x1/4ac3/8 473 -25.83 34.07 75.8 Pass T15 96-72 Horizontal 2LAx31/2x3/8ac3/8 557 -30.59 41.94 72.9 Pass _ i Job Page . �i�xTower BU 816298-ZEPHYRHILLS 65 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Component Size Critical P eP ttow % Pass Na ft Type Element K K Capacity Fail T16 72-52 Hodzontal 2L31/2x21/2x1/41c3/8 630 -32.91 6334 52.0 Pass T17 52-32 Horizontal 2L21/2x21/2x1/4x3/8 711 -34.57 45.49 76.0 Pass T18 32-0 Horizontal 2L6x4x3/8x3/8 807 -65.40 106.79 61.2 Pass Tl 288-279 Top Girt 2L3x2 1/2x1/4x3/8 5 -022 55.48 0.4 Pass 0.5(b) T3 272-259 RedundHorzl L21/2x2x1/4 63 -0.34 19.68 1.7 Pass Bracing � T4 259-247 RedundHorzl L21/2xZx1/4 100 -023 1839 1.2 Pass Bracing T7 232-222 Redund Horz 1 L2 1/2x2x1/4 179 -0.68 15 48 4.4 Pass Bracing T8 222-210 Redund Horz 1 L2 1l2x2x1/4 216 -134 13.65 9.8 Pass Bracing I T9 210-195 Redund Horz 1 L2 1/2�c2x1/4 249 -1 12 11.62 9.6 Pass ! Bracing T10 195-183 Redund Horz 1 2L2 1/2x2x1/4x3/8 290 -1.86 39.65 4.7 Pass Bracing T11 183-171 RedundHorz 1 L2x2 1/2x1/4 316 -1.70 8.41 20.2 Pass Bracing � T12 171-146 RedundHorz 1 L2 1/2�c2 l/2x1/4 353 -231 11 13 20.8 Pass Bracing T13 146-122 Redund Horz 1 L2 1/2x1 1/2x3/16 400 -2.98 5.23 57.0 Pass ' � Bracing T14 122-96 RedundHorzl ' L21/2x11/2x3/16 469 -4.08 4.24 96.1 Pass Bracing T15 96-72 Redund Horz l L2x2 1/2x1/4 538 -7.85 8.62 91.1 Pass Bracing T16 72-52 RedundHorzl 2L21/2ac2x1/4x3/8 608 -5.63 36.88 153 Pass Bracing T17 52-32 RedundHorzl 2L21/2x2x1/4�c3/8 689 -6.44 35.46 18.2 Pass Bracing T18 32-0 RedundHorzl 2L21/2x21/2x1/4x3/8 771 -6.47 50.42 12.8 Pass Bracing " T13 146-122 RedundHorz2 L3x3x1/4 401 -2.98 8.63 34.6 Pass Bracing T14 122-96 RedundHorz2 L3x3x1/4 476 -4.08 7.00 58.2 Pass Bracing T15 96-72 RedundHorz2 L3x3x1/4 539 -0.76 571 133 Pass Bracing T16 72-52 Redund Horz 2 2L2 1/2ac2.1/2x1/4x3/8 616 -5.63 13.41 42.0 Pass Bracing T17 52-32 RedundHorz2 2L21/2ac21/2x1/4ac3/8 690 -6.44 11.74 54.9 Pass Bracing T18 32-0 RedundHorz2 2L21/2x21/2x1/4ac3/8 772 -6.47 36.28 17.8 Pass Bracing T18 32-0 Redund Horz 3 2L3�c3x1/4x3/8 774 -6.47 29.69 21.8 Pass Bracing T3 272-259 RedundDiagl L21/2x2x1/4 60 -0.35 6.08 5.8 Pass Bracing T4 259-247 Redund Diag 1 L2 1/2x2x1/4 90 -0.20 6.57 3.0 Pass Bracing T7 232-222 ReduodDiagl L21/2x21/2x1/4 176 -0.49 10.91 4.5 Pass Bracing T8 222-210 ReduodDiagl L21/2x21/2x1/4 217 -1.05 8.26 12.7 Pass Bracing T9 210-195 Redund Diag 1 L2 I/2x2 1/2x1/4 240 -0.93 5.81 16.0 Pass Bracing T10 195-183 Redund Diag 1 2L2 1/2x2x1/4�c3/8 287 -136 31 77 4.3 Pass Bracing TI1 183-171 RedundDiag 1 L2 1/2�c2 1/2x1/4 321 -1 17 6.70 17.4 Pass L Bracing Job Page t�nxT'Qwer BU 816298-ZEPHYRHILLS 66 of 68 SSOE Group Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37017 Client Designed 6y Phone.•(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Component Size Critica/ P eP�ro„• % Pass No. .rt Type Element K K Capacity Fail T12 171-146 RedundDiag 1 2L2 1/2�c2x1/4x3/8 358 -2.49 10.95 22.7 Pass Bracing T13 146-122 ' Redund Diag 1 2L2 1/2x2.x1/4x3/8 408 -2.83 24.91 11.3 Pass Bracing T14 122-96 RedundDiagl 2L21/2x2x1/4�c3/8 471 3.79 20.97 18.1 Pass Bracing T15 96-72 RedundDiagl 2L21/2�c2x1/4x3/8 540 -6.43 22.08 29.1 Pass Bracing T16 72-52 Redund Diag 1 2L2 1/2�c2.x1/4x3/8 610 -3.94 25.56 15 4 Pass Bracing T17 52-32 Redund Diag 1 2L2 1/2�cZx1/4x3/8 691 -435 23.94 18.2 Pass Bracing T18 32-0 RedundDiagl 2L21/2x21/2x1/4x3/8 773 -733 2938 25.0 Pass Bracing T13 146-122 Redund Diag 2 2L2 1/2x2x1/4x3/8 409 -1.88 14.05 13.4 Pass Bracing T14 122-96 Redund Diag 2 2L2 1/2x2x1/4x3/8 478 -2.55 11.62 21.9 Pass Bracing T15 96-72 RedundDiag2 2L21/2�1/2x1/4x3/8 547 �.61 11.57 39.8 Pass Bncing T16 72-52 RedundDiag2 2L21/2x2x1/4x3/8 611 -3.54 14.07 25.1 Pass Bracing T17 52-32 Redund Diag 2 2L2 I/2ac2x1/4x3/8 692 -3.96 ;12.87 30.8 Pass Bracing T18 32-0 Redund Diag 2 2L3x3x3/16x3/8 775 -4.54 26.23 173 Pass Bracing T18 32-0 Redund Diag 3 2LSx3 1/2x5/16x3/8 821 -45:15 8030 56.2 Pass Bracing T12 171-146 RedundHip 1 2L3 1l2x3 1/2x1/4x3/8 362 -0.19 58.25 03 Pass Bracing T13 146-122 RedundHipl 2L21/2x21/2x1/4x3/8 415 -0.45 3944 1.2 Pass Bracing T14 122-96 RedundHipl 2L3x21/2x1/4x3/8 484 -0.45 46.25 1.0 Pass Bracing ' TIS 96-72 RedundHipl 2L3x21/2x1/4x3/8 568 -0.42 47.29 0.9 Pass Bracing T16 72-52 RedundHipl 2L3x21/2x1/4x3/8 643 -0.30 41.14 0.7 Pass Bracing T17 52-32 RedundHipl 2L3x21/2x1/4x3/8 724 -0.30 3836 0.8 Pass Bracing T18 32-0 RedundHipl 2L3�c21/2x1/4x3/8 823 -0.88 5334 1.6 Pass Bracing T13 146-122 Redund Hip 2 2L2 1/2x2 1/2x1/4x3/8 431 -022 12.03 1.8 Pass Bracing T14 122-96 RedundHip2 2L3x21/2x1/4x3/8 500 -0.23 16.29 1.4 Pass Bracing T15 96-72 RedundHip2 2L3x21/2x1/4u3/8 569 -0.22 13.28 1.6 Pass Bracing T16 72-52 Redund Hip 2 2L3x2 1/2x1/4x3/8 644 -0.15 11 19 1.3 Pass Bracing T17 52-32 RedundHip2 2L3x21/2x1/4�c3/8 725 -0.15 9.80 1.6 Pass Bracing T18 32-0 RedundHip2 2L21/2ac2x1/4x3/8 824 -0.40 17.56 23 Pass Bracing T18 32-0 Redund Hip 3 2L3�c2 1/2x1/4x3/8 851 -0.23 14.00 1 7 Pass Bracing T12 171-146 Redund Hip Diagonal 2L3 1/2x3 1/2x1/4x3/8 372 -0.28 17.01 1.6 Pass Bracing ' T13 146-122 Redund Hip Diagonal 2L3 1/2x3 1/2x1/4x3/8 432 -0.64 34.18 1.9 Pass Bracing T14 122-96 Redund Hip Diagonal 2L2 1/2�c2x1/4x3/8 501 -0.57 9.20 6.1 Pass Job Page ����0��'� BU 816298-ZEPHYRHILLS 67 of 68 SSOE Group Project Date 320 Seven Springs Way,sutre 3so 015-00428-00 09:50:43 03/18/15 Brennvood,T7V37017 Client Designedby � Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Section Elevation Component Size Critica! P eP trow % Pass No. .� Type Elemeni K K Capacity Fail Bracing T15 96-72 Redund Hip Diagonal 2L2 1/2x2x1/4x3/8 570 -0.52 8.41 62 Pass Bracing T16 72-52 Redund Hip Diagonal 2L2 1/21c2.x1/4�c3/8 646 -0.14 3.51 4.1 Pass Bracing T17 52-32 Redund Hip Diagonal 2L2 1/2�c2x1/4�c3/8 727 -0.14 3.10 4.6 Pass Bracing T18 32-0 Redund Hip Diagonal 2L2 I/2�c2x1/4�c3/8 825 -1 17 14.49 8.1 Pass Bracing T18 32-0 Redund Sub Horz 2LSx5x3/8x3/8 822 -0�5.93 108.54 423 Pass Bracing T18 32-0 Redund Sub 2LSx3 1/2x5/16x3/8 830 -62.53 100.13 62.5 Pass Diagonal Bracing T1 288-279 InnerBracing L3x3x1/4 13 -0.00 7.92 02 Pass T2 279-272 Inner Bracing L3x3x1/4 42 -0.00 633 0.2 Pass T3 272-259 Inner Bracing L3x3x1/4 79 -0.00 5.40 03 Pass T4 259-247 Inner Bracing L3x3x1/4 116 -0.00 4.14 03 Pass TS 247-237 Inner Bracing L3x3x1/4 137 -0.00 333 03 Pass T6 237-232 Inner Bracing L3x3x1/4 158 -0.00 2.83 0.4 Pass T7 232-222 Inner Bracing LAx4x1/4 195 -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 L27c3x1/4 268 -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 1/2ac2 1/2x1/4 340 -0.04 235 1.8 Pass , T12 171-146 Inner Bracing L3at3x1/4 385 -0.09 2.45 3.8 Pass T13 146-122 Inner Bracing LSac3x1/4 454 -0.13 3.24 4.0 Pass ' T14 122-96 InnerBracing L31/2x31/2x1/4 523 -0.14 2.51 5.6 Pass T15 96-72 Inner Bracing 2L21Q.1/2x1/4x3/8 592 -0.15 1.88 8.0 Pass T16 72-52 InnerBracing 2L21/2x21/2x1/4x3/8 669 -0.13 2.98 44 Pass T17 52-32 InnerBracing 2L21/2x3x1/4x3/8 749 -0.15 2.76 53 Pass T18 32-0 Inner Bracing 2L,4x3x5/16x3/8 866 -0.03 5.52 1 1 Pass Summary ELC: LC7 , Leg(T18) 67 4 Pass Diagonal 69.9 Pass . (T12) Horizontal 76.0 Pass (T17) Top Girt 0.5 Pass (T1) Redund 96.1 Pass Horz 1 , Bracing (T14) Redund 58.2 Pass Horz 2 Bracing (T14) Redund 21.8 Pass Horz 3 Bracing (T18) Redund 29.1 Pass Diag 1 Bracing (T15) Redund 39.8 Pass Diag 2 Bracing (T15) , J Job Page �`nx�C11�1�eY` BU 816298-ZEPHYRHILLS 68 af 68 SSOE Gt'oup Project Date 320 Seven Springs Way,Suite 350 015-00428-00 09:50:43 03/18/15 Brentwood,TN37027 Client Designed by Phone:(615)661-7585 CC� 15319 FAX. (615)661-7569 Seclion E/evation Component Size Critica/ P ePai�o,,, % Pass No. .� Type Element K K Capacity Fail Redund 562 Pass , Diag 3 Bracing (T18) Redund Hip 1.6 Pass 1 Bracing (T18) Redund Hip 23 Pass 2 Bracing I (T 18) � Redund Hip 1 7 Pass 3 Bracing (T18) ' Redund Hip 8.1 Pass i Diagonal i Braciog I (T 18) Redund Sub 423 Pass Horz Bracing (T18) Redund Sub 62.5 Pass Diagonal Bracing (T18) Inner 8.0 Pass Bracing (T15) Bolt Checks 67.4 Pass Rating= 96.1 Pass Program Version 6.1 4 1-12/17/2013 File:F./I'owers Master Folder/All Projects/Crown Castle/ANALYSIS/O6_IN PROGRESS/816298-ZEPHYRHILLS/StructuraUtnx/S 16298.eri : November 12, 2015 285 Ft Self Support Tower Sfructural Analysis CC/BU No 816298 Project Number 015-00428-00,Applicafion 257452, Revision 13 Page 13 _ APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 � (PROPOSED) (1) I-1/4"TO 177 FT LEVEL � INSTALI� 12) 1-5 9'TO 177 FT LEVEL � LEC D ::::• o LEC A • �• Q •• (2)`1-�5�8'TO 227 FT LEVEL �� QNSGLLID) . •• (1J 7/8'TO 285 FT IEVEL �� ! •• QfS'fALLED) '(2) 3/8'TO 203 FT IEYEL �3 1-7/16'TO 203 Ff LEVEI 1 1-3/8'TO 203 Ff LEYEL (PROPOSm) o (7)E65 TO 95 FT LEVEL � 1 E65 TO 275 Ff LEVEL 0 7 1/2'TO 277 Ff LEYEL (2) 7/8'TO 277 FT LEVEL (7) 1-5/8'TO Z77 FT IEVEL � INSTALLED-TO BE REMOVEO) 1 7�2'TO 277 FT IEVEL i� �/a•ro zn Fr� (i �-s/e•To zn Fr� �cc "�����������• • . �����• �ce irisu��o) (pgpryppNEp) 2) 1-1/4'TO 194 FT LEVEL (z) i/x•ro zie Fr� �) t-s/s•ro is4 Fr� (�s� i-s/e•ro z�s Fr� �o) i-s/a'ro �s4 Fr�v�. � eusrtss ueir.e�ex9a mwEn o:�ers�tu November 12, 2015 285 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 015-00428-00,Application 257452, Revision 13 Page 14 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 Anchor Rod Check for Self Supporting Towers C �wN TIA-222-G,Section 4.9.9 Rev.6.1 � �ASTL E Site Data Reactions BU#: 816298 Eta Factor, r� . 0.55 Detail T e , Site Name: ZEPHYRHILLS U lift,Pu: 436 ki s A #� 257452 Rev.13,___ , _ Shear,Vu: 84 kips � Anchor Rod Data �a�� in Qry: 4 Mu=0.65*la�'V„ ft-kips Diam: 3.25 in Rod Material: A36 Stren th Fu : 58 ksi Anchor Rod Results: Yield F : 36 ksi Max Rod(Cu+Vu/rj): 147.2 Kips Design Axial,�*Fu*Anet: 277.0 Kips *Rod Circle. in Anchor Rod Stress Ratio: 53 1% "e: in *#of Rods 1 or 2 If Applicable; � Mu=Pu x e: ft-kips Anchor Rod Results with Bendin Considered: '`Only enter rod circle, offset(e)and number When the clear distance from the top of concrete fo the bottom of anchor rods at fhe extreme fiber to of level nut excceeds 1.0 times the diameter of the anchor rod, consider if eccentric load due fo leg the following inferaction equation shall a/so be satisfied(see reinforcement exist. Figure 4-4 of Rev. G) / R 2+ + z<= �u� nv� ��Pu��Rnt� �Mu��Rnm�� � ' q�4 ;o,�a � �Rnv�*0.45*F„b*Ab= kips .A����d/' A - sr c- �B, s �Rnt=�*Fu*Anet= klps -. . �R„m�*Fy*Z= ft-klpS .co'nc�,'..� Cdres� � � s�crioy=�h secTio*� s-� De�ail Type,(a); De#aiLType__(b') ?Z=d-9a -%2=�a-�7o �ma � � ,-, � c f, ,� � ° � � :a� _ .�� �,��a a�ShiVA C���^.. GID'J[ CA."I�rah���� ,` 2�__� ' •SECTI(?N C=C -SECT[Oh�D-� D`e�ail'T. e� c, betail T :_e d Maximum Acceptable Ratio: 105 _ % . . vp" (�) ,.y�.. f; ) 0 '?'(:-0.55 (See�ot,a',1':halaivj � �" p�s� Governing Stress Ratio: 53.1% Pass . Figure 4-4 of TIA-222-G SST Anchor Rod Check For Rev G-Rev 6.1 091912 � 0o CJ' cJ�� 8UN 816298-ZEPHYRHILLS ' ProJect#:O7 5-00428-00 TowerReacib�u OvemOFoundal'ronCopociN [. ��6'b �! OK IIP4f1 F 43dA'kiPs Compression � 562Qkips OAled Caisson Oelaile Sa�Vduei Diometer " �� 5'k WalerTa6ie�epth 51� HeIghlAboveGmde � 'I.?S�ff Beo�ingType �{ Gmx� Ta�olCoissonLengih p . 2dR flllimo�eEntlBeoring { 78�Ysf Penmefer �SA R Cross-SecM1onolNea �9.6n� Ultimote SolLayer soniwe� IA�imateUp6h Compress�an �ryConuefe Addibnollnpu�lorGrotleBeamandCoOarModfiea�ion Thiclmes SY'n kiction Sl�n Ficfian �ry5o�llnif WeiBhf Unif Weigh� �If� �a¶ s�� (kct� (rcll CobrBeann9 24873 NPs �IneBiec�ed� 3 . 0.000 O.OW '0.12E O.IW GmdeBeamBeann9 86� kiPs ' 2 2.. 0.9M 0.955 _ � 0.724 ' 0.150 Colar/eeamWei9hi�UpGHI . �862 1'Ps � 3 , I . 0.944 '0.955' 0.124 � 0.150 ColarBeamWeight�Camprexion� 2722 kips d � �05 ,. '0318 �.OW . - 0.124. . O.ISU Wei MOFSodRemoved 714.1 .WPs 5 '3 " U.618 ��.OW 'O.I10 .c 0.150 6 85 0.6I8 Ob25 0.710 0.150 7 5 " ObIB �.675 0.170. 0.150 Tafak ]3 SaOColculaXa�u ' SoilLayet Effeclive5al Hfecf'rve Cortpreadon EFfeclive5al IFuckness UnitWei ht ConcrefellM llpiRSGnFiclionResis�ance Sk'u�FricHon Weigh� BtecMeConcreteWeightAdded SOALayer 9 Wei ht Iterisfance Rerroved /t cf� ct ps 'ps kips �ps I ne lec�ed� 3.0 0.1Y4 0.150 0 0 7.30 �152 2 2.0 O.IY4 0.150 30 30 �87 5.89 3 lA 0.06P 0.098 IS 15 12I 1.72 4 0.5 OA6] 0.088 5 0 Ob0 096 5 3.0 OAaB 0088 29 � 280 5.16 6 8S OAdB D OSB 83 83 7.94 14.62 7 50 OAdB 0.088 46 O 4A4 8.17 0.0 -0062 O.OBB 0 0 000 �.00 0.0 -0.062 0.088 0 0 0A0 0.00 0.0 -0A62 O.OBB 0 0 0.00 OAO II 0.0 -0D62 0.088 0 0 OAO OAO IY 0.0 -0.062 0.088 0 0 OAO OAO iatals �3.0 Z07.1 I75.1 29.] 48.9 � ' End Bearing Res6bnce: 727.6 Hps Conaete Weight: 3128 Nps I CompressionSY'nFrictionRevslonce: 131.3 hps I1pifl5kinFictionReasfonce: 155.3 kips , TofalCompressionRevs�once: &51.9 Nps TatalflpBFlRes¢�ance: 468.1 kips SoIlCapaclHer CompressionCapaci F .�102d% � OK UpGI�CapociN k �93.1%; ! OK Pelnlorcement Prope�tlef 0.elntarcement C�eck Bw5'ira 9 Te^9o^ Numhero�VerticolBars 15, RebarCoge�iomefer 521In. HwrrontaiTieSize 3� RqrdUevebpmenfLengfh 618in. BaShenB�h.Fy { dQksi �evebpmeNLengih 39.4in. NG.IncNtleTensileSirengihRedudionRd/ReqtlLtl� Mchw Rotl C'vde � 7 1 in 1� 436A k MchwRodEmbedmenf dU'in Tend�ShenB�h.¢r„ 516.7k ConaefeCover � ' 3;in TensOeCapacity 844°h OK Concrele5heng�h.fc �_.. 30Wpsi Campre»ton M is.a��' Hlgh Selsrtic Regiond j No � 1827 4�^� 0(�o�assion) 0.7 mP„ d519.8 k CorrprenionCopacity YI.7% OK MlNmum ielMorcement Cortpressionqrtvn. I�,I��' oK RelNarcing CaPoclXes ReinfarcementCapaciN I . 84.�% I OK q r.w Men y , re: � i oK , SSOESSCaissonAnalysis(PevG�-V130 - Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 816298 TIA Revision: G Site Name: ZEPHYRHILLS Max. Factored Shaft Mu: 730.5 ft-kips(*Note) App#: 257452 Rev. 13 Max. Factored Shaft Pu: 436 kips Max Axial Force Type. Tension * Note.Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(WL) . 1.3 <----Disregard For P(DL) 1,3 . <----Disregard Load Factor Shaft Factored Loads � 1.00 Mu. 730.5 ft-kips Pier Properties 1.00 Pu: 436 kips Concrete: Pier Diameter= �.5.0, - ft Material Properties Concrete Area = 2827.4 inz Concrete Comp.strength,fc= 3000 �. psi Reinforcement yield strength, Fy= 60 ksi Reinforcemenf: 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=� Seismic Properties Bar Diameter= 1.13 in Seismic Design Category= A. Bar Area= 1 inZ Seismic Risk= Low Number of Bars = 15 As Total= 15 in2 SOIVe <—Press Upon Completing All Input A s/Aconc, Rho: 0.0053 0.53% Run ACI 10.5 ,ACI 21.10.4, and IBC 1810. ReSUlts: Min As for Flexural,Tension Controlled. Shafts: Governing Orientation Case. 1 (3)*(Sqrt(f c)/Fy: 0.0027 E 200/Fy: 0.0033 Mu Mu � r � � I � \ � -� 1 � � � -� I 1\� / � �� I� � � �i ��\�I-�� `��� / �� _� I Case 1 Case 2 Dist. From Edge to Neutral Axis: 5.34 in Extreme Steel Strain, et: 0.0281 Minimum Rho Check: et> 0.0050,Tension Controlled Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,cp: 0.900 Provided Rho: 0.53% 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) 4197.29 kips For Axial Compression, cp Pn= Pu: -436.00 kips at Mu=(�=0.65)Mn= 1812.26 ft-kips Drilled Shaft Moment Capacity, cpMn: 818.70 ft-kips Drilled Shaft Superimposed Mu: 730.50 ft-kips Max Tu, (cp=0.9)Tn= 810 kips at Mu=�=(0.90)Mn= 0.00 ft-kips (Mu/cpMn, Drilled Shaft Flexure CSR: 89.2% Drilled_Shaft Moment Capacity, DSMC,Version 1.1 -Effective 04/01/2010 Analysis Date•3/18/2015 CAISSON Version 12.10 10:53:02 AM Wednesday, March 18, 2015 SSOE Group ************************************************************************************************** * * * CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2011 * * * ************************************************************************************************** Project Title: BU 816298 - ZEPHYRHILLS Project Notes: 015-00428-00 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) (ft) (ksi) (ksi) ------------------------------------------------ 5.00 1.25 3.00 60.00 Soil Properties Layer Type Thickness Depth at Top Density CU KP PHI of Layer (ft) (ft) (lbs/ft^3) (psf) (deg) ---------------------------------------------------------------------------------------- 1 Clay 3.00 0.00 124.0 2 Sand 2.00 3.00 124.0 3.000 30.00 3 Clay 1.50 5.00 61.6 999.4 4 Clay 14.50 6.50 47. 6 999.4 - 5 Sand 3.00 21.00 47.6 3.000 30.00 Design (Factored) Loads at Top of Pier Moment ' Axial Shear Additional Safety � Load Load Factor Against Soil Failure , SSOE Group Page 1/4 (ft-k) (kips) (kips) ----------------------------------------------- 0.0 0.0 84.00 2.70 ******* R E S U L T S - �6!#'aLWR�% =-4f�3fi=:= .{ �����• � . �.47(G7Q. _ . -" k—...•.,-5; .+3Cl:-+'1' 1v�33i{t1:i.� 84.{3S}Ud ' :. _ _.{,xnp'�s?:"''�=k�' " " """ '�_�" ' "' _' "�'. ' ' , . . . �i.°�j SY'"�3. "'. .; i� .'. ._ . � , � _ ... ..� _. ,� ,' .,t ' �. ' � .. ;',� ` ,- :., ' n � f ".�s.�:..,�'�'�y ,� �v �.ft�i;�,;��a�� � , �. .,; . � , f 1�''* �„ �(�",,,t � ;; �1 . . ., ,}�...;.- fS P1 i��','��Er�� 1 5.Z4{kBFai�S} � u. �,ti. �:=;#..L49;�i;#�ii�f?c,a�i:IStinsSEY��*:',°��':S�':':: y �`�q�x � 7s��kl se:G ,; ��'.`#� �;, . .:�. � t{ .�'(. �,'�. �t '� �'' „�"1i"�`�.��M��;fi��,R�'n �4f�k.i".'.� �A�o- "c9�:ICP 3aG��.' `i �r ��i. � f b:Y2. .t h7 y=,� aSSSfi473f?a� '�i �: i �t� ;.�4 � �. �I ir{�y����&'°fl;ii '4� i: , ���t� r '- u�G�y� i��t, "4�"�� `F;�� i: ���q.�' ..� 'l" = cit..,: �5(h1P�t� ,)/,�+� I: '�"'!e ` � ';52;�c . `k ! �,�.! /� y, :. � ' `r �� `y �,�,}:r'��'� '�r J ': ,f ?l� M��t�1;, !� ' ,: '",�. 'a' :r,� �,S,.ri , �. i. °i��;:��'"' s.�crsyz� ,,;!� ��f� '� °,���+ �-2"�i.m� � ', " ' 'i`, i!f'y�tt�a�G.i.,,^�: .. . "' ,; 'f }�. .�e .t�;a;�..j rezt:�J�xie' ti' � . J ,�r+st�'�;,:�3 : � "� 'i:r '� _A� ,.d7 1}t;�,�...<a _.39�SCdCaar� �"�,. 'i ,i P > ' � :4,"e:��''�j:��- 't3�:f 1.� �.i s=°3+Xi,�ip'.f??iiv�.'�c��:y:t�cicqae'y�.a�= _ '�r��t',,�:�;�;o ��s.3�.' .:, t� ..�._.�...:.............�„c..c...._......-. �7�k_HI�';3E87dS(RSTi' _3Xx?Ca1� �i=1rr:-0•�- SL}IL'�PFJ',.LT.16N8 DW.CiR!3k�'� tSH�P CIkC+FF.h#�' '«�CTdE['�TL'14L;RA�RE�. � .., ro... , -- . . ,_ . , � , ;�'� Calculated Pier Properties Length Weight Pressure Pressure Total Due To Due To End-Bearing Axial I.oad Weight Pressure (ft) (kips) (psf) (psf) (psf) 24.000 70.686 0.0 3600.0 3600.0 SSOE Group _ Page 2/4 �� Ultimate Resisting Forces Along Pier Type Distance of Top of Layer Thickness Density CU KP Force Arm to Top of Pier (ft) (ft) (lbs/ft^3) (psf) (kips) (ft) --------------------------------------------------------------------------------------------------- Clay 1.25 3.00 124.0 0.00 2.75 Sand 4.25 2.00 124.0 3.000 44.64 5.33 Clay 6.25 1.50 61. 6 999.4 59.96 7.00 Clay 7.75 10.21 47. 6 999.4 408.25 12.86 Clay 17.96 4.29 47. 6 999.4 -171.40 20.11 Sand 22.25 1.75 47. 6 3.000 -113.73 23.13 Shear and Moments Along Pier Distance below Shear Moment Shear Moment Top of Pier (with Safety Factor) (with Safety Factor) (without Safety Factor) (without Safety Factor) (ft) (kips) (ft-k) (kips) (ft-k) ------------------------------------------------------------------------------------------------------------------------ 0.00 227.7 170.8 84.3 63.2 2.40 227.7 717.3 84.3 265.7 4.80 217.7 1261.2 80.6 467.1 - 7.20 145.1 1709.0 53.7 633.0 9.60 49.2 1942.2 18.2 719.3 12.00 -46.8 1945.0 -17.3 720.4 14.40 -142.7 1717.6 -52.9 636.2 16.80 -238.7 1260.0 -88.4 466.7 19.20 -235.7 633.3 -87.3 234.6 21.60 -139.7 182.8 -51.7 67.7 24.00 -0.0 0.0 -0.0 0.0 Reinforcement and Capacity Total Reinforcement Usable Usable Reinforcement Area Axial Moment Percent Capacity Capacity (in^2) (kips) (ft-k) ------------------------------------------------------ 0.30 8.48 0.0 926.0 US Standard Re-Bars (Select one of the following) Quantity Name Area Diameter Spacing SSOE Group - Page 3/4 (in^2) (in) (in) ------------------------------------------------- 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 Pa e 4/4 g I I Client: {�`�c�..r�C� �j�n2�� Sheet Number � Subject: —..l—of � � ; ' . 00 tt., By: ML P1. 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