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HomeMy WebLinkAbout17-18195 _ �• CITY OF ZEPHYRHILLS s 5335-8TH STREEf ' ' "' a ` - �. (813)780-0020 1819 '� BUILDING PERMIT PERMIT INFORMATION LOCATION INFORMATION Permit Number: 18195 Address: 38122 HENRY DR 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: 02-26-21-0080-OOA00-0070 Improv. Cost: 20,000.00 � OWNER INFORMATION Date Issued: 3/03/2017 Name: CITY OF ZEPHYRHILLS Total Fees: 262.50 Address: 38122 HENRY DR Amount Paid: 262.50 ZEPHYRHILLS, FL. 33542 Date Paid: 3/03/2017 Phone: Work Desc: INSTALL SPRINT ANTENNA, FIBER CABLE & JUNCTION BOX CONTRACTOR S � APPLICATION FEES TELECOMMUNICATIONS TECHNICAL SER BUILDING FEE 202.50 J CROMPTON ELECTRIC INC ELECTRICAL FEE 60.00 ^�� � �� �� � Ins ections e uired F OTER 2 D ROUGH PL MB MISC IN ULATION CEILIN FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. I , 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: (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 property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. , "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans,Specifications Must Accompany Application.All work shall be pertormed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. � TRACTOR SI NATUR PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION , CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER . � -� <:- � �� � ;' FROM: JASON D GILLIS � TELETECHSERV GA LLC DATE: 2-27-2017 RE: AUTHORIZATION TO APPLY FOR A NEW BUILDING PERMIT AND SCHEDULE FINAL INSPECTION FOR SITE $26548/TA70XC110 located'at 38122 Henry Drive; I hereby authorize and appoint Kristen Ruddy for Teletechserv GA, LLC, to apply for and pick up a Business License, Building Permits, and all related applications and paperwork on the company's behalf and in my stead. ' Sincerely, � �� ���, �. �lw�S JA O D GILLIS Ce ' ied General Contractor Sworn and subscribed to me thisd��day of_}-� , �.c��`7- by �J,�So�c G,,,,,.,�s �ho is personally known to me. V ���uiiuiiri�ii,i ����`\\\g�C C'.q,.�'1/y''�, �a.Eccp GcJ-yrrENotary Public ,�.�Q�,.�m�ssro;�•..%.�,%, State of Georgia ; ;�� Ff•.� ; Count of^ "' _ �,, NOTARy �°�� _ Y Gu.,�N,�E--r7 = c� :� �•� �� _ Commission Expires August 19, 2017 ;�: '°�e�i� �,'�; �� ..o �; 2� •2.0z,Z�2"`..•��Q\�� /�����CO U N��\G���\\ ■ (770)521.9137 Office ■ 9335 Industrial Trace,Alpharetta,GA 30004 ■ www.TeleTechServ.com ■ (770)521.9139 Fax � 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 826548/TA70XC110 Bu�ng Department Date Received � J �7 " ��� /��C � Phone Contact for Permitting 813 34Z -- 3852 —T—i—�ITI-1 r r Owner's Name CCTMO LLC(Crown Castle) Owner Phone Number $13-342-3852 Owner's Address 4511 N. Himes Avenue,Suite 210,Tampa, FL 33614 pWner Phone Number � Fee Simple Titleholder Name City of Zephyrhills Owner Phone Number Fee Simple Titleholder Address 5335 8th Street,Zephyrhills, FL 33542-4312 JOB ADDRESS 38122 Henry Drive,Zephyrhills, FL 33542 LOT# � SUBDIVISION Tyson PARCEL ID# 02-26-21-0080-OOA00-0070 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED e NEW CONSTR e ADD/ALT 0 SIGN Q Q DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM � OTHER TYPE OF CONSTRUCTION Q BLOCK Q FRAME 0 STEEL Q Sprint 2.5 rework project:Proposing to install 3 AW3286 antennas,3 Nokia radios,3 cat 5's,1 power,3 fiber and 1 conduit. DESCRIPTION OF WORK The cat 5's and fiber will be inside the conduit on the tower.Power will be external on the tower.1 Junction box will be added. BUILDING SIZE SQ FOOTAGE� HEIGHT � �BUILDING $ 20,000 VALUATION OF TOTAL CONSTRUCTION OELECTRICAL $ AMP SERVICE 0 PROGRESS ENERGY Q W.R.E.C. 0 PLUMBING $ J�,(/I�11G�7/ � 1 � r, � � ���s �MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION � Q %_ �.( _�Gj�a��Jj�Z� l�«-ln���,� � ��.rd� �GAS 0 ROOFING Q SPECIALTY 0 OTHER FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA �YES NO� ��� . . . , . . . . . .-. . . . , •�F�—' F-�--F�--r�7—i�i-�C—i—���i--F�7—C—i�C--�--Fi--i�� __ .—�--rG--Frir-i-�i—� _._---_— .. / ,`� � t ecommunications ec nica ervices ' BUILDER l �l �oCp+�� COMPANY Jason Darrell Gillis - � SIGNATURE p GL�f REGISTERED `�,Y/ N FEE CURRE�!'�� Y/N Address 5 Industrial Trace Alpharetta,GA 30004 �icense# CGC1522704 E�lz� , � , -� ' � ��1- s � ECTRICIAN -�'. � �� COMPANY r � C—� a�O�� SIGNATURE � ��'' �� REGISTERED Y/ N FEE CURRE� Y/N 3- o-��� Address License# PLUMBER COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N � Address License# MECHANICAL COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# OTHER COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# 1111111111111111111111111111" IIIIIIIIIIIIIIIIIIIIIIIItllllllllllllll RESIDENTIAL Attach(2)Plot Plans; (2)sets of Building Plans; ('I)set of Energy Forms;R-O-W Permit for new construction, Minimum ten(10)working days after submittal date. Required onsite,Construction Plans, Stormwater Plans w/Silt Fence installed, I Sanitary Facilities&1 dumpster;Site Work Permit for subdivisions/large projects COMMERCIAL Attach(3)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Forms.R-O-W Permit for new construction. Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster Site Work Permit for all new projects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. ****PROPERTY SURVEY required for all NEW construction. ..��1.�� . ■ ■ . ■ ■ . ■ 4�.�..�� ■.�.�'��0�1..��1..4�' '�„�7 •��� '...�ri..r�'�..'r'��i..i��' '...ri�'�..'��'��7 '��' '�'� '��' '...�r•r� Directions: Fill out application completely. Owner&Contractor sign back of application,notarized If over$2500,a Notice of Commencement is required. (A/C upgrades over$7500) '* Agent(for the contractor)or Power of Attorney(for the owner)would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(PIoUSurvey/Footage) Driveways-Not over Counter if on public roadways..needs ROW 826548/TA'70XC 1 I O NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to"deed" restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictians. UNLICENSED CONTRACTORS AND CON7RAC70R RESPONSIBILITIES. If the owner has hired a contractor or contractars to undertake wark, they may be required to be licensed in accordance with state and local regulations. If the cantractor is not licensed as required by law, both the owner and contraetor may be cited for a misdemeanor violation under state law. If the owner or intended contractar are uncertain as to what licensing requirements may apply for the intended work, they are advised to contact the Pasco County Building Inspectian Division—Licensing Section at T27-847- 8009. Furthermore, if the owner has hired a contractor or cantractars, he is advised to have the contractor(s) sign portians of the "contractor Black" of this application for which they wiii be responsible. lf you, as the owner sign as the contractor, that may be an indication that he is not properly �icensed and is not entitied to permitting privileges in Pasco County. TRANSPORTATION IMPACT/UTILITIES iMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the canstruction of new buildings, change af use in existing buildings, or expansian of existing buildings, as specified in Pasco Caunty Ordinance number 89-07 and 90-07, as amended. The undersigned also understands, that such fees, as may be due, will be identified at the time af permitting. lt is further understood that Transpartatian Impact Fees and Resource Recovery Fees must be paid prior ta receiving a certificate of accupancy' or final power release. If the project does not invalve a certificate of occupancy or �� � fina! power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due, they must be paid prior to permit issuance in accordance with applicabie Pasco Caunty ordinances. CONSTRUCTION L.IEN LAW(Chapter 713, Florida Statutes, as amended). If valuatian of wark is $2,500.00 or more, I certify that 1, the applicant, have been provided with a copy af the "Fiorida Canstruction Lien �aw—Hameowner's Protection Guide" prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone ather than the"owner", I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner" priar to commencement. CONTRACTOR'SlOWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work wi(1 be done in compliance with a11 appiicable laws regulating canstructian, zoning and land cievelapment. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performeci to meet standards of ali laws regulating construction, County and City codes, zoning regulations, and land develapment regulations in the jurisdiction. I also certify that l understand that the regulations af other government agencies may apply to the intended work, and that it is my respansibility to identify what actions I must take to be in compiiance. Such agencies include but are not limited to- - Department of Environmental Pratection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands, WaterNl/astewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Vt/atercourses. - Army Carps af Engineers-Seawalls, Docks, Navigable Waterways. - Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protectian Agency-Asbestas abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zane"V" unless expressly permitted. - (f the fiil material is to be used in Flood Zone "A", it is understaod that a drainage pian addressing a "compensating volume" will be submitted at time of permitting which is prepared by a professional engineer licensed by the State af Florida. - If the fill material is to be used in Flood Zone "A" in cannection with a permitted building using stem wall construction, 1 certify that fill will be used only to fill the area within the stem wall - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lats less than one (1} acre which are elevated by fill, an engineered drainage plan is required. 1f 1 am the AGENT FUR THE OV1/NER, ] promise irt gaod faith to inform the owner of the permitting canditions set forth in this affidavit prior to commencing constructian. I understand that a separate permit may be required for electrical wark, plurnbing, signs, wells, pools, air conditioning, gas, or other instalfations not specifically included in the applicatian A permit issued sha(I be construed to be a license ta proceed with the work and not as authority to violate, cancel, a�ter, or set aside any provisions of the technical codes, nor shall issuance of a permit prevent the Building Official from thereafter requiring a carrection af errars in plans, construction or vioiations of any codes. Every permit issued shali become invalid unless the wark authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended ar abandoned for a periad af six(6} months after the time the work is commenced. An extensian may be requested, in writing, from the Building Official for a period not to exceed ninety (90) days and will demonstrate justifiable cause for the extensian. If work ceases for ninety (90}consecutive days, the jab is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TW10E FQR IMPROVEMENTS TO YOUR PRC)PERTY. IF YOU 1NTEND TO C}BTAIN FINANCING, Cf3NSU�T WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT FI.ORIDA JURAT{E.B.117.43 OWNER OR AGENT ���_"""' '� CONTRACTOR j `\ ��[- 0_�—(�� t���ubscri ed anc!swarn�r affirmed}befare me this Subscribed aod sw o{a��rmeda before me.this 6Y _v� �x�,�,�d�... o�!,�1 znr� �y :rl a,�.�n � G�L1 t5 ho is are p.ersonally known to me or has/have produced Who is/are personally known to me or has/have produced as identificatian. !}��,�s1�e��,ea �tsio n as identification. ` `�,>>>��11111111l/����ffi Notary Public \����� ti •• � l �f� -� Notary Public Commission No � � '�" :C �"" -��.���'�� -;x���"a E��-��'���� ��l !'1 �ar�a..n _w. � -- �I,, ' : n°� ����.�(�'E� t..� �.(7�I-e___ Name af Nota t pr' f o st d % �{�}�a,me o o ary�typO,�rinted ar stamped �.�u�n,,. �i tS' � 0@.97-2�•�`'�� •` �o,►�"'°�e�a� KRISTEN A.RUCIDY ��f��''••..... 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I.00'd OLO,it bB�Zi. LtQZ�+4QlSO ;tAdpij �, a6ed ; _ - � 88Q6�8�f.9� ��I `�!W�13 ��d�� '(' W'dZ 6�b 6 L 6�� i.fl JeW ., . .. - ��.. ..� ,,:,., . ,. .�r:t,..;�;.:�:.�, ._:,,. � o I , . �•��� I I;D!1 I U H . `4.'�xlt'.-a �" I City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: I I � Date Received: � � Z ��� � Site: � � ��/2 �'LV'� �� Permit Type: 'l 1,6�a. � ' � c,�'.r�- ' �r,C���'L.l��1 ec�l1� Approved w/no comments: Approved w/the below comments: ❑ Denied w/the below comments: ❑ This comment sheet shall be kept with the permit and/or plans. % , - !-�.�/' /� Kalvin S itzer�Pl� Examiner Date Contractor and/or Homeowner (Required when comments are present) •r: •.-r. t..... .:r..^y 'ti"\ s;. �C ^:.� =+. � y`'4, t:-.`.. f =>�. " 4.l J''` .+`T:\f ♦ cr?L /.i i /.>•, i::- -%••f-;� y� .\ - "-'.�1 .�\.+ �"`�t .�^'`�•, \ %�-.. "t:�. �'1 \1' �+'+`•17�'•�;, ��''\ � f• :\ /l.. �✓� � �.4 r-.i f'�•. f.. '2:', f. i./, i^!i� :I�.�. �.+�✓l:�1•.� ..\. .(� +"S. 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'l'",: 't::r.i, ii7 ti� ]r �i �%f i�� �' `-/. `'i:%[.� \..r, :./ �/ 1 .�.,,`tt:I �:�.r �-��:�'; .:� *�':`='=';�<'>it: �"`<:.� .i��:�t� � - `., �;r .l`., �_���-5-r�=:- =�=i:���sr _ _�_ �e... .�� _,�;�_. � ,��..��:��:•r ti�,:•��,�:�;'=�^.::v�,�^.,.:.;y.;.r.�`�._=�>'!>;;'�r:=�.:_ u.�'�;��.;_� ^�.�,<r�:y�,��,:/',r,,.�� �.. ..:.•�l`.�._.��;��''�" • � �1� � � ��, �''�i�:���c, ��, � � �� r 1280 Oid Cangress Ave. West Patm Beach,FL 33409 Jonathan Crompton E�130028?2 SCC'13115'15A�9 Michael Poirier CGC62911 111��anicipality: Ta whom this may concem, i, NElichael Poirier senior project ma�ager and qualifer for J.Grompton Elec#�c, lnc.is giving autharization of the fol(owing agent E(izer Cruz, Srian Tweed. Bradley Schehr Jose Maldonado Randy Watts power of attamey to sign,submit,pick up and pay an behalf of J.Crompton Electric,inc under license CGC62991. I,Jonathan Cromptan,Owner and qualifier for J.Crompton Electnc, inc. is giving authorization of the follawing agen# Elizer Ccuz. B�ian Tweed. BradEev Schehr Jase Nlalcfonada Randy Watts power of attomey to sign,submit, pick up and pay on behalf of J.Crompton Electric, Inc under license EC13002872/ SCC131959549. !f you have any questions,Please contact our permitting ac3tninistrative manager Dylan Washburn located in our West Palm Beach corporate office ifyou have any questions,request and/or concerns, Elizer Cruz Praject Manager Office: 561-588-6559 Fax:a61-585-9088 Cell: 813-344-9684 Email:elizerc@jcromp�onelecfic.corn Sincerely, Sincerely, � ��� Michael Poirier Jona n Crompton 1290 Old Congress Ave.West Palm Seach,FL 33409 4901-D Rio Vista Ave Tampa,FL 33634 561-588-6559—561-585-9088 � Senric[ng a114f v��r telae�mmanl�Uons and commerrP�l needs www.Jcramptonelectric.co m Senior Project Manager President and Electrical Contractor STATE OF FLORIDA COUNTY OF:_ Zephvrhills Sworn to(or affirmed)and subscribed before me this_z4_day of_January .2017,by Michael Poirier Personally known X or has produced identification(#) ,.-IB .hR� . iN�'+G ED�ftIARD P+I�ORRIS '�ICLt/k �Gu✓U�G('�dv1/La� ��Q.'.'�� ��'�TARY PUSLIC � ��� �STA7E OF FLORIDA �; ~ Y• �Ccmm�°FF037S05 Notary Public-State of Florida ``%:r,;oe�"`��S�res 7/2'9/2017 STATE OF FLORIDA COUNTY OF: Zephyrhills Sworn to(or affirmed)and subscribed before me this_24_day of January .2017,by Jonathan�romnion Personally known X or has proauced ideniiiicaiion(#) �a,vk C��,t,.J�'Y �/oitMo ,.s:R:j.��n ���Ea�vaRD nnoRa�is `s'::� `�'�'„ �10 i ARY PUBLiC �,< , •• �.� Notary Publio-State of Florida �� �5����T�OF FLORtDA �F:: _,< �'Cansnfk FF037�05 °�~�1�5`=�-''' �-.:.xpires 7/2112017 1290 O�d Congress Ave.West Palm Beach,FL 33409 4901-D Rio Vista Ave Tampa,FL 33634 561-588-6559—561-585-9088 Servicfng all of your telecommunications and commerclal ne2ds www.Jcromptonelectric.com � CITY OF ZEPHYRHILLS, FLORIDA - , 5335 8TH STREET CONTRACTORS COMPLETION NAME: Telecommunications Technical Service DATE: June 7, 2017 ADDRESS 38122 Henry Dr PARCEL I.D. 02-26-21-0080-OOA00-0070 SUBDIVISION : City of Zephyrhills TYPE OF BUILDING : Commercial PERMIT`(s) 18195 REMARKS : Final Inspection : 6/7/2017 � � . BILL BURGESS BUILDING OFFICIAL/ JB � t ; �- � ;V �tl n� Date: October 10, 201,6 ��; - FL CA#30978 Timothy Liebrock . Tower Engineering Professionals Crown Castle 326 Tryon Road 12725 Morris Road Extension, Suite 400 _ -. Raleigh, NC 27603 Alpharetta, GA 30004 (919) 661-6351 (770)375-4941 crown(a�tepqroup.net Subject: Structural Analysis Report—Revision 1 , Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: TA70XC110 Carrier Site Name: N/A Crown Castle Designation: Crown Castle BU Number: 826548 Crown Castle Site Name: Pasco County(VS) Crown Castle JDE Job Number: 400401 Crown Castle Work Order Number: 1308210 Crown Castle Application Number: 364433 Rev. 0 Engineering Firm Designation: TEP Project Number: 48167.99008 Site Data: 38122 Henry Drive, Zephyrhills, Pasco County, FL 33540 -Latitude 28° 14'52.9'; Longitude-82°99'9.4" 190 Foot—Self-Supporting Tower Dear Timothy Liebrock, Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 955680, in accordance with application 364433, revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved + Proposed Equipment SufFicient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. The analysis has been performed in accordance with the. 2014 Florida Buildinq Code, 5th Edition (2012 International Buildinq Code) based upon an ultimate 3-second gust wind speed of 137 mph converted to a nominal 3-second gust wind speed of 106 mph per Section 16.09.3.1 as required for 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. � _ All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances listed in Tables 1 and 2 and the attached drawing for the determined available structural capacity to be effective. We at Tower Engineering Professiona/s appreciate� the opportunity of providing our continuing professional services to you and Crown Cast/e. If you have any questions or need further assistance on this or any other projects please give us a call. � - Structural analysis prepared by: Jay W. Balk/DAR � �� � Respectfully submitted by: `�`\�S� GE N �)�'p���, �o��r�� � pP � �� � �Q � - — No. 77387 .- _ *:; i� = ;Revision#I = Dete Issued _F �„ �_ Uescription - _ � = * ` ' '' " � STATE�OF � = 0 October 7,2016 Original Structural Analysis Report i '� �/,� 1 October 10,2016 Revised to Include Sprint Site ID on Cover Page �j��� F��R�pP ��'�`� /��/����5/pNAI.EN�\\� �iriiiii�� .::: _ � - - - � October 10, 2016 • ` 190-ft Self-Supporting Tower Structural Analysis Report—Revision 9 CCI BU No 826548 _ TEP Project Number 48167.99008,Application 364433, Revision 0 Page 3 , TABLE OF CONTENTS 1) INTRODUCTION . 2)ANALYSIS CRITERIA - Table 1 - Proposed Antenna and Cable Information Table 2- Existing and Reserved Antenna and Cable Infiormation � Table 3- Design Antenna and Cable Information 3)ANALYSIS PROCEDURE -Table 4-Documents Provided - 3.1)-Analysis �lethod 3.2)Assumptions 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Table 6-Tower Component Stresses vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output . 6)APPENDIX B Base Level Drawing - 7)APPENDIX C Additional Calculations � II1 .���.���N FT�o��'�1b�a�� `� � 2� � � No. 77387 � I : * *= . * . , � STA7E'OF ��` '����.r FCOR10P ����� � /��//�SS�ONA��?���` �iir�ni�� _ tnxTower Report-version 7.0.5.1 �� .�...�_ - October 10,2016 190-ft Se1f-Supporting Tower Structura!Analysis Reparf—Revision 1 CCI BU IVo 826�48 TEP Project Number 48167.99008,Application 364433, Revision 0 Page 3 1) IN7RODUCTION This tower is a 190-ft self-supporting tawer designed by Va(mont Microflect in January of 1998. The tower was ariginai{y designed for a wind speed of 105 mph per EIA/TIA-222-F for the appurtenances listed in Table 3. The tower has been madified per reinforcement drawEngs prepared by Tower Enginsering Prafessionals in 3u1y of 2013.TEP visited the site in November af 2013 to perfarm a post-modification inspection.All information provided to TEP was assumed to be accurate and camplete. 2}ANALYSIS CRITERIA The analysis has been performed in accordance with the Ah1Sf�fiA-222-G-2-2009 Struc#ural S#andard for Antenna Supporting Structures and Antennas—Addendum 2 using a nominal 3-second gust wind speed of 106 mph with no ice and 60 mph under service loads with the following design criteria: �qe of Analysis: Rigoraus Structural Analysis Classificatian a#Structure: Class 11 Exposure Cateaorv: Exposure C To�,oqraphic Cateqory: Categary 1 Earthquake Cateqarv: Not Considered Earthquake effects may be ignared per this standard for site lacations where Ss does not exceed 1.0. (Pasco County Max Ss=Q.10). 7able 1 -Propased Antenna and Gable Information Center Number 'Number ��e�' � Mounting: Line Antenna Line: of � -Antenna Model � af Feed`� ; Note l.evet.(ft}= Eleuation; Manufacturer - Size � _ �ft� Antennas: , , - Lines � tin� 1 3 Alpha Wireless Ltd. AW3286 3 17164 150.0 150.0 3 Nokia FWHR 3 1/4 1 1 Box Enclosures g�N_�2P 1 7!8 and Assembly Notes: 1) See"Appendix B—Base Levei Drawing"for assumed feed line configuration. Table 2-Existing and Reserved Antenna and Cable Information Center ; -� - � - - - - , -- ' Feed' Number . - - Num6er Line i Mounting' L.ine Anterina + ; � Levei(ft}; Elevation. �# . - Mantifacturer ; - Antenna Madel , of Feerl� ��z�i Note �ft� Antennas� _ ; Liiies � �i�) �: 4 Commscope CBC1921-DF-DG6X g �-�/g j 4 Nokia FHFB 1 i-3/5 4 Andrew SBNHH-1 D65C w/Mount Pipe 194.0 4 ����max CMA-BDHH/6521/E0-6 Technologies w/Mount Pipe . 2 Nokia FRIE 190.0 2 Nokia NSN COVP 1 Nokia FRIG � �-�f$ 2 8 Andrew ECC1920-VPUB 190.0 3 Nokia �RIG 3 Nokia FXFB 1 Tower Mounts Plafform Mount[LP 715-1j tnxTower Report-versian 7.Q.5.1 October i0,20i6 190-ft Se/f-Supporting Tower Structural Ana/ysis Report—Revision 1 CCI BU No 826548 TEP Project Number 48i 67.99008,Application 364433, Revision 0 Page 4 '; Center ¶; Numbe� � ` � "" ` � _ i Feed,, Mounting Line � :Antenna -- 1 Number Line; of Antenna Model of Feed' Nofe Level (ft); Elevation. ` Manufacturer ; , . - -_ � - � Size ; (ft) _ Antennas _ Lines � ���� , . 9 Andrew DBXNH-6565B-R2M 175.0 w/Mount Pipe 3 Andrew SBNHH-1 D65B w/Mount Pipe 9 Andrew E15S09P78 12 1-5/8 6 7/8 171.0 6 Ericsson RRUS-11 3 5/16 2 3 Ericsson RRUS A2 Module 2 3/4 171.0 2 Raycap DC2-48-60-0-9E 1 3/8 1 Raycap DC6-48-60-18-8F 1 Tower Mounts Sector Mount[SM 502-3] 6 CSS CAP-FRO-656 w/Mount Pipe 160.0 160.0 3 CSS X7C-FRO-860 w/Mount Pipe 12 1-5/8 2 1 Tower Mounts Pipe Mount[PM 601-3] 1 Tower Mounts Sector Mount[SM 1305-3] 3 RFS Celwave APXVERRI8-C w/Mount Pipe 9 RFS Celwave ACU-A20-N 150.0 150.0 3 Ericsson RRUS 31 625 3 1-3/16 2 3 Ericsson RRUS-11800MHz 3 Ericsson 800MHz SMR Filter 1 Tower Mounts Sector Mount[SM 402-3] 140.0 140.0 3 Commun ations HB-X-AW-23-33-OOT 6 1-5/8 3 1 Tower Mounts Sector Mount[SM 402-3] Notes: 1) Reserved equipment 2) Existing equipment 3) Abandoned equipment;considered in this analysis Table 3-Design Antenna and Cable Information - � � Center Number� � - - � Number Feed Mounting� Line Antenna � � ' of ! Aritenna'Model of Feed Line ° Le.vel (ft) Elevation; � Manufacturer : - ft _ ;Antennas! _ _ _ Lines • Size(in). .'� ). - _ 190.0 190.0 12 CSA Wireless PCS A 060-19 - - 175.0 175.0 12 CSA Wireless PCS A 060-19 - - 155.0 155.0 12 CSA Wireless PCS A 060-19 - - tnxTower Report-version 7.0.5.1 October 10,2016 190-ft Self-Supporting Tower Strucfural Analysis Report—Revision.l CCI BU No 826548 TEP Project Number48i67.99008,Application 364433; Revision 0 Page 5 3)ANALYSIS PROCEDURE Table 4-Documents Provided _. , - - Document ; Remarks _ - Reference ; Source _ _ � Geotechnical Report Nodarse&Associates, Inc. 3497292 CCISites Tower Foundation Drawing Valmont Microflect 3497291 CCISites Tower Manufacturer Drawings ; Valmont Microflect 3675014 CCISites Tower Reinforcement Drawings Tower Engineering Professionals 3946359 CCISites Post-Modification Inspection � Tower Engineering Professionals 4460699 CCISites 3.1) Analysis Method tnxTower (version 7.0.5.1), 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) The tower and foundation were built in accordance with the manufacturer's specifications. 2) The tower and foundation have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and "Appendix B—Base Level Drawing". 4) All tower components are in sufficient condition to carry their full design capacity. 5) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. 6) All antenna mounts and mounting hardware are structurally sufficient to carry the full design capacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications. It is the carrier's responsibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. TEP did not perform a site visit to verify the size, condition or capacity of the antenna mounts and did not analyze antennas supporting mounts as part of this structural analysis report. 7) The following material grades were assumed: a) Tower legs:ASTM A53-B-46 b) Tower bracing:ASTM A36 c) Anchor rods:ASTM A615-75 This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section' " ? Component = ` Critical - % 'i EleVation(ft) �Siie ! Element I P��b) 9 �Pe�"'(Ib) Ca aci Pass/';Fail No. � TYPe P tY; - Ti 190-180 Leg Pipe 2.5 STD 1 -15051.30 53865.90 27.9 Pass T2 180-160 Leg PIPE 3.5 STD 19 -63658.10 96872.30 65.7 Pass T3 160-140 Leg Pipe 5 STD 49 -124806.00 157400.00 79.3 Pass T4 140-120 Leg Pipe S STD 73 -193406.00 330771.00 58.5 Pass T5 120-113.333 Leg Pipe 8 STD 97 -215902.00 330771.00 65.3 Pass T6 113.333-106.667 Leg Pipe 8 STD 109 -238662.00 330771.00 72.2 Pass tnxTower Report-version 7.0.5.1 Octaber 10,20 i 6 190-ft Self-Supporting Tawer�frucfura!Analysis F�eport-Revision i GCI BU Na 826548 TEP Project Number48i67.99008,Applicafion 364433,.Revision 0 Page 6 Section ; Component Critical�; i %a �o. Etevation{ft) � TyP� Size. ElemenC P(Ib) �Pau�w(Ib) ��pacity� Pass/Fail T7 106.667-100 Leg Pipe 8 STD 118 -259648.q0 330777.00 78.5 Pass T8 100-80 Leg Pipe 10 STD{SGH4p} 127 -320241.00 461312.00 69.4 Pass T9 80-70 Leg Pipe 10 STQ(SCH40) 145 -353028.00 461312.00 76.5 Pass T10 70-60 Leg Pipe 1d STD{SGH40} 157 -3854&3.00 4Si312.04 83.5 Pass T11 60-40 Leg Pipe 12 STD 166 -451288.00 ,573746.00 78J Pass Ti2 40-30 �eg Pipe 12 S7D 184 -483818.00 573746A0 84.3 Pass T13 30-20 Leg Pipe 12 STD 196 -515950.00 573746.00 89.9 Pass Tl4 24-d �eg Pipe 12 XN 205 -580802.40 756510.40 78.8 Pass Ti 190-180 Diagonal L1 3/4x1 3/4x3/16 12 -4176.00 6583.67 63.4 Pass T2 180-160 D'sagana! L2�x3116 30 -8493.49 9562.73 88.8 Pass 73 160-140 Diagonal 2L21/2x2 60 -11384.$0 39879.30 2a'5 Pass 1/2x3/16x3/8 81.1 (b) T4 140-120 Diagonal L3x3x9/16 84 -12566.20 16272.00 g0.5(b) pass � T5 120-113.333 Diagor�a! L3x3x3116 1Q8 -12851.90 15534.40 &2.7 Pass T6 113.333-106.667 Diagonal L3x3x3/16 117 -12799.10 14802.00 86.5 Pass 3"7 106.867-100 Diaganal 2L3x3x3t16xit2 i26 -14384.80 46822.94 30'7 Pass 45.7{b} T8 100-SO Diagonal L3 1/2x3 1/2x1/4 138 -16926.00 20524.30 82.5 Pass T9 aa-7a Diagonal L31/2x31/2xi14 i58 -1fi34d.90 i9d94.00 85.6 Pass T10 70-60 Diagonal 2L3 1/2x3 1/2x1/4x1/2 165 -18594.10 65929.00 28'2 Pass 39.3(bj T11 60-40 Diagonal L3 1l2x3 1/2x3/8 177 -19409.10 23249.90 83.5 Pass T12 40-34 Diagana( �3 1t2x3 tl2x3(8 i95 -78463.40 21848.60 84.5 Pass T13 30-20 Diagonal 2L3 1/2x3 1/2x3/8x1/2 204 -21453.00 8065A.50 31.3(b) Pass Ti4 20-d piagona) L4x4x318 2'(6 -21779,50 264442d 82.4 Pass T1 190-180 Top Girt L3 1/2x3 1/2x1/4 5 -1687.10 22313.50 21 2{b) pass T2 180-160 Top Girt L3 1/2x3 1/2x1/4 22 33.36 50038.60 0.4(b) Pass T3 160-iA0 Top Girt L3 1J2x3 112x3/8 53 -212.58 33376.40 1 9�b� Pass T4 140-12Q Top Girt �3 112x3 112x318 7? -2424.82 22854.0� 10"6 Pass 22.7(b) T5 120-113.333 Top Girt L4x4x3/8 101 -2003.92 25883.30 18 2�b� Pass TS 100-80 Top Girt L4x4x3/8 131 -3913.93 19314.30 2d'3 Pass 23.7(b) T9 8d-70 Top Girt L5x5x5/i 6 149 -4067.64 25667.64 j�'$ Pass 34.5(b) T11 60-40 Top Cirt L5x5x5l16 i 70 -5526.18 2042920 37 1 {b} pass T12 40-30 Top Girt L5x5x5/16 18$ -5196.07 16908.10 30'7 Pass 34.9(b) T14 2q-0 Top Girt L5x5x5J16 208 -5455.50 13973.70 39.0 Pass Summary Leg(T13} 89.5 Pass Diagonal $8& Pass (1'2} Top Girt 39.0 Pass (T14) tnxTawer Report-version 7.0.5.1 " October 10,2016 i 90-ft Self-Supporting Tower Siructural Analysis Report—Revision i CCI BU No 826548 TEP Project Number 48i 67.99008,Application 364433, Revision 0 Page 7 S Nt�ion Elevation(ft) � Co TYPeent - Size � >Critical.� P(Iti) ` �Peoow(Ib); P° y; Pass/Fail - Element Ca acit - Bolt g3.8 Pass Checks Rating= 89.9 Pass Table 6-Tower Component Stresses vs. Capacity Notes; Component , ; Elevation (ft)_; , %Capacity _ Pass/Fail _ _ . ` __. ; ... . _ _ - . i _ : -. . - ._ .. . 1 Anchor Rods - 40.3 Pass 1 Base Foundation Soil Interaction - 83.9 Pass 1 Base Foundation Structural - 32.7 Pass Structure Rating�(max from all components)- . •� �89:9% Notes: � 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed. 4.1) Recommendations 1) If the load differs from that described in Tables 1 and 2 of this report, "Appendix B—Base Level Drawing" or the provisions of this analysis are found to be invalid, another structural analysis should be performed. 2) The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 7.0.5.1 � October i0,2016 i90-ft Se1f-Supporting Tower Strucfural Analysis Reporf—Revisron 1 CC!BU No 826548 TEP Projecf Number 48167.99008,Application 364433, Revision 0. Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.7 iso_o rc o , � � i nj Q F _ ��—a�� � DESIGNED APPURTENANCE LOADING a - TYPE ! ELEVATION TYPE ELEVATION � CBC7921-DF-DG6X 190 RRliSA2MODULE 171 ` @I (2)CBC7921-DFDC-6X I 190 RFlL6 A2 MOIXAE 771 � � i 7gp pRUSA2MODl.LE 171 y � � � _ CBC7921-DF-DG6X � `3 � (2)FI-FB '� 190 DC2-48-6bo-9E 171 w '� FHfB I� �gp DC2-48-60-a9E 171 — �B ` 1gp DCG48-6D-1&BF 177 CMA-B�F}V6521/E46 w/MowR Pipe 190 Seclor MoiuR[SM 502-3] 171 i60.01t (2)CMA-BDFRY6521/EO-6 w/Moird Pipe 790 (2)CAP-FRO-656 w/Moiad Pipe ifi0 — CMA-BO WV6521/E0.6 w/MaurC Pipe 190 (2)CAP-FR6656 w/Maiad Pipe 160 (2)SBMi+1D65C w/Mauit Pipe 190 (2)CAP-FRO-656 w/Mo�ad Ppe 160 � SBM#1D65C w/Mowd Pipe 790 X7GFR0.8fi0 w/Movd Ppe ib� F � SBM#1D65C w/Maurd Pipe 190 X7GFA68fi0 w/Maiad Pipe 160 N '�S (2)ECC792o-VPU0 19D X7GFA0-8fi0 w/Mourt P�e 160 C � � a � (2)ECC792aVPUB 790 Sector Mowl ISM 73053] 1fi0 (4)ECC7920-VR19 190 Pipe Mastt IPM 601-31 1� � m (3J FRIG 190 APXVERRI&C w/Moirt Pq�e 150 e � FRIG 190 APXVEFlR7&Cw/MoiurtPipe 150 �� 140_Ofl FxFB �gp APXVERR7&Cw/MoiatPpe 150 � (2)�Fg 190 AW32% 150 `3 . FRIE 190 AWd286 150 , FRIE 190 AN3286 150 fySNCOVP 190 RR15-11800MFiz 1`.� �� � ' 190 FR11S11800MFtr 150 . f�6N COVP (312.4'x4ft ' 190 RRIS-11800MFtr 1`� � (3)2.4'x 4R pipe 190 (3)ACLLP20-N 1`� N � 120_0 il (3)2.4'x 4fl piPe 190 (3)ACllA20-N 150 2.4'D�a x Git P�pe 190 (3)ACLLA20-N 1� 01 � n 2.4'D�a x 6ft Pipe 190 BOOMFtr SMR Fli ter 1 W � a v � � � 173.31t (Z)2.4��iaxGRP e 790 BOOMFtrSMRFtlter 1`� — 8'Ladder 190 800MFtrSMRFliter 1� " PlatlortnMaurtILP71S1� 19� ��31�'` 1� 90 � ' ` (3)DBxN+6565&R2M w/Moud Ppe 171 RFlL6 31 B25 1� Q 106_7 il (3)�BxN-Ffi565&R2M w!Mowtt Pipe 171 RRUS 31 B25 1`� z 150 (3)DBXN+65658-P�1 w/Mour9 Pipe 171 �R F m � � SBN-0-F1D658w/Mo�IPipe 171 FWHR 150 100_Ofl SBf�9-0+1D65Bw/MourdPi 171 FWHR 1W SBM�9-F1�658w/Mourd Pipe 171 BEN92P 1`� m �n Q (3)E75509P78 171 Seclor Moimt[SM 402-3J 150 � a (3)E15S09P78 171 FB-X-AW-23-3300T - 140 a � �+ (3)E15S09P78 171 F&X-AW-23-33-OOT 140 � � 9 (2)RRUS�11 171 FB-X-AW-23-33-OOT 140 � (p)qq�.77 171 Seclor Moud[SM 402-3] 140 _ � (2)RRUS-11 171 F � eo.on SYMBOL LIST `� MARK SIZE MARK SIZE � c 2ia tma�r�vaxv2 � � � A L1 3�4x7 3/4�L3/16 3 — u�' , 8 2L3�4i�i6x1/2 D 2L31/DO1laLi�BxV2 �o.o n � MATERIAL STRENGTH � � d "� . GRADE F Fu GRADE F Fu z . p53-B-06 46 ksi 67 Nsi !36 36 ksi F�8 ksl 60.0 f� TOWER DESIGN NOTES 1 Tower is located in Pasco County,Rorida. � 2.Tower designed for F�osure C to the T1A-222-G Standard. � � 3.Tower designed for a 106 mph basic wind in accordance with the TIA-222�Standard. � 4. Deflections are based upon a 60 mph wind. A � 5.Tower Structure Gass II. ! • 6.Topographic Category 1 with Crest Height of 0.00 ft F � � . 7 TOWER RA71NG:89.9% N � ao.o n a ALL REACTIOIVS F � - ` ARE FACTORED so.o u MAX.CORNER REACTIONS AT BASE: DOWN:597&5016 ' o z � SHEAR:5946416 p��h UPLIFT•-53133416 -., � SNEAR:53662Ib _ '�„ � AX1AL " � a � 755221b . a J � SHEAR MOMFM 9618916 10576812I6-R o.a n � ` . � — TORQUE i75B01b-R REACTIONS-106 mph WIND � � c� � � � a � _" 3 – – � � � � a � g � N � � O O f LL �i Tower Engineering Professionals °b�Pasco Count (VS)(BU 826548) � 326 Tryon Rd. P'0���TEP No.48167.990oB �'�' R2lelgh,NC 27603 coerc:CrownCastle Drawnby:�B nr�'a: 7ower ergireering Pro(essiore�s Phone:(919)661�351 �e:11A_222-G oue:10/10/16 �e:NTS I FAX: 919 661�350 Pazn: °�`�g�'�E-� Job Page ������� Pasco County (VS) (BU 826548) 1 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client � Designed by Phone:(919)661-6351 Crown Castle �WB FAX:(919)661-6350 Tower Input Data The main tower is a 3x free standing tower with an overall height of 190.00 ft above the ground line. T'he base of the tower is set at an elevation of 0.00 ft above the ground line. � T'he face width of the tower is 8.000 ft at the top and 21.333 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. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Dis[ribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned � Calculate Redundant Bracing Forces Consider Moments-Diagonals � Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification � Use Clear Spans For Wind Area SR Leg B olts Resist Compression � Use Code Stress Ratios 1� Use Clear Spans For I{IJr All Leg Panels Have Same Allowable � Use Code Safety Factors-Guys Retension Guys To Initial Tension - Offset Girt At Foundation Escalate Ice � Bypass Mast StabIlity Checks � Consider Feed Line Torque Always Use Ma�c Kz � Use Azimuth Dish Coefficients � Include Angle Block Shear Check Use Special Wind Profile � Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.Fxemp[ion � Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Secrion Add IBC.6D+W Combination Poles �� � Secondary Horizontal Braces Leg � Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric . l - ' Job � Page ����'��� , Pasco County (VS) (BU 826548) 2 of 34 ,. r , TowerEngineering Project Date , � Professionals TEP No. 48167.99008 09:39:06 10/10/16 - 326 Tryan Rd. ` Raleigh,NC 27603 Client Designed by � � Phone:(919)661-6351 Crown Castle �WB - • FAX:(919)661-6350 � Wind 180 ,r, Leg A Win-� � � Q`a � Leg C , Z �_ Face C Wind Normal Trianaular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections h h h T1 190.00-180.00 5.000 1 10.00 . T2 180.00-160.00 8.000 1 20.00 T3 160.00-140.00 8.000 1 20.00 T4 140.00-120.00 9.667 1 20.00 TS 120.00-113.33 11333 1 6.67 T6 11333-106.67 11.889 1 6.67 T7 106.67-100.00 12.444 1 6.67 T8 100.00-80.00 13.000 1 20.00 T9 80.00-70.00 14.667 1 10.00 T10 70.00�0.00 15.500 1 10.00 Tl l 60.00110.00 16.333 1 20.00 T12 40.00-30.00 18.000 1 10.00 T13 30.00-20.00 18.833 1 10.00 T14 20.00-0.00 19.667 1 20.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Gin Sectron Elevation Spacing Type KBrace Horizontals O,�jset Offset End ft ft Panels in in Tl 190.00-180.00 5.000 X Brace No No 0.000 0.000 Job Page ����'��� Pasco County (VS) (BU 826548) 3 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Client Designedby Phone:(919)66]-6351 Cro.wn Castle �WB FAX:(919)661-6350 Tower Tawer Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Of}'set End ft fr Panels in in T2 180.00-160.00 5.000 X Brace No No 0.000 0.000 T3 160.00-140.00 6.667 X Brace No No 0.000 0.000 T4 140.00-120.00 6.667 X Brace No No 0.000 0.000 TS 120.00-11333 6.667 X Brace No No 0.000 0.000 T6 11333-106.67 6.667 X Brace No No 0.000 0.000 T7 106.67-100.00 6.667 X Brace No No 0.000 0.000 T8 100.00-80.00 10.000 X Brace No No 0.000 0.000 T9 80.00-70.00 10.000 X Brace No No 0.000 0.000 T10 70.00-60.00 10.000 X Brace No No 0.000 0.000 TI 1 60.00�0.00 10.000 X Brace No No 0.000 0.000 T12 40.00-30.00 10.000 XBrace No No 0.000 0.000 T13 30.00-20.00 10.000 XBrace No No 0.000 0.000 T14 20.00-0.00 10.000 XBrace No No 0.000 0.000 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevarion Type Size Grade Type Size Grade � Tl 190.00-180.00 Pipe Pipe 2.5 STD A53-B-46 Equal Angle Ll 3/4x1 3/4x3/16 A36 (46 ksi) (36 ksi) T2 180.00-160.00 Pipe PIPE 3.5 STD A53-B�6 Equal Angle L2x2x3/16 A36 (46 ksi) (36 ksi) T3 160.00-140.00 Pipe Pipe 5 STD A53-B-06 Double Equal 2L2 1/2�c2 1/2x3/16x3/8 A36 (46 ksi) Angle (36 ksi) T4 140.00-120.00 Pipe Pipe 8 STD A53-B-46 Equal Angle L3�x3/16 A36 (46 ksi) (36 ksi) TS 120.00-113.33 Pipe Pipe 8 STD A53-B-46 Equal Angle L3x3x3/16 A36 (46 ksi) (36 ksi) T6 113.33-106.67 Pipe Pipe 8 STD A53-B�6 Equal Angle L3x3x3/16 A36 (46 ksi) (36 ksi) T7 106.67-100.00 Pipe Pipe 8 STD A53-B�6 Double Equal 2L3ac3x3/16x1/2 A36 (46 ksi) Angle (36 ksi) T8 100.00-80.00 Pipe Pipe 10 STD(SCH40) A53-B-46 Equal Angle L3 1/2x3 1/2x1/4 A36 , (46 ksi) (36 ksi) T9 80.00-70.00 Pipe Pipe 10 STD(SCH40) A53-B-46 Equal Angle L3 1/2x3 1/2x1/4 A36 (46 ksi) (36 ksi) T10 70.00-60.00 Pipe Pipe 10 STD(SCH40) A53-B-46 Double Equal 2L3 1/2x3 1/2x1/4x1/2 A36 . - (46 ksi) Angle (36 ksi) Tl l 60.00�0.00 Pipe Pipe 12 STD A53-B-46 Equal Angle L3 1/2ac3 1l2x3/8 A36 (46 ksi) (36 ksi) T12 40.00-30.00 Pipe Pipe 12 STD A53-B-46 Equal Angle L3 1/2x3 1l2x3/8 A36 (46 ksi) (36 ksi) T13 30.00-20.00 Pipe Pipe 12 STD A53-B�6 Double Equal 2L3 1/2x3 1/2x3/8x1/2 A36 (46 ksi) Angle (36 ksi) T14 20.00-0.00 Pipe Pipe 12 XH A53-B�6 Equal Angle IAx4x3/S A36 (46 ksi) (36 ksi) Tower Section Geometry (cont'd) � Job Pag� ����"��'� Pasco County{VS} {BU 826548} 4 of 34 2'ower Ertgineering project Date Professionals TEP No.4$167.99008 09:39:06 1 011 011 6 326 Tryon Rd. RaZeigh,NC27603 Glient Designed by Phone:(919)66I-6351 Crown Castle �WB FAX. (919)661-6350 Tower Top Girt Tap Girt Top Girt Bottam Girt Battom Girt Bottom Girt Eteva2ion Type Size Grade Type Size Grade � Tl 19Q.00-180.00 Equal An$le L3 1l2x3 1/2x]/4 A36 Solid Round A36 (36 ksi} (36 ksi} T2 180.00-160.00 Equal Angle L3 1/2x3 1/2x1/4 A36 Solid Round A36 (36 ksi) (36 ksi) T3 160.60-140.04 Equal Angle L3 1J2ac3 1t2x3t8 A36 SoIid Round A36 (36 ksi) (36 ksi) ; T4 140.00-120.00 Equal Angle L3 1/2x3 1/2x3/8 A36 Solid Round A36 (36 ksi} (36 ksi) TS 120.00-11333 Equal Angle L4x4x3/8 A36 Solid Round A36 (36 ksi) (36 ksi) T8 lOQ.Od-8D.00 Equal Angle L4x4x3t$ A36 Solid Round A36 (36 ksi) (36 ksi} T9 80.00-70.00 Equal Angle L5x5�c5/16 A36 Solid Round A36 (36 ksi} {36 ksi) Tl 1 60.00-4d.00 EquaI Angle LS�c5x5/16 A36 Sotid Round A36 (3G ksi) (36 ksi) TI2 40A4-30.04 Bquai Angie LS7c5x5fi6 A36 Solid Round A36 (36 ksi} (36 ksi} T14 20.00-0.00 Equal Angle LSx5x5/16 A36 Solid Raund A36 j {36 ksi) {36 ksi) Tower Section Geometry (cont'd) ITower Gusset Gusset Gusset Crade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Pactor Stitch Bolt Stitch Balt Slitch Bolt (perface) A, Spacin$ Spacing Spacing Diagonals HarizontaCs Redundants , ft ftz in in in in � Ti 4.d4 0.375 A36 1.03 I I.45 O.OQd 0.044 36.000 190.00-180.00 (36 ksi) T2 0.00 0.375 A36 1.03 ] 1.05 0.000 0.000 36.000 180.Od-160.00 (36 ksi} , T3 0.00 0.3?5 A36 1.03 1 1.OS Third-Pt 0.000 36.000 160.00-140.00 (36 ksi) T4 d.4Q QS00 A3b lA3 1 1.45 O.d00 0.000 36.ddd 140.00-120.00 (36 ksi) T5 p.00 O.S00 A36 1.03 1 1.p5 0.000 0.000 36.000 120.00-113.33 (36 ksi} T6 0.00 0.500 A36 1.03 I 1.05 d.000 O.00a 36.000 i 113.33-106.67 (36 ksi) - • T7 d.4d d.500 A36 1.03 1 1.05 Third-Pt o.000 36.400 106.67-IOQ.00 (3b ksi} ' T8 0.00 O.S00 A36 1.03 1 I.p5 O.00q 0.000 36.000 104A0-80.00 {36 ksi) T9 80.00-70.00 0.00 0.500 A36 1.Q3 1 1.05 o.aao a.aao 36.00Q (36 ksi) T14 Q.00 0.500 A36 1.03 1 1.05 Third-Pt 0.000 36.000 ?O.Od-6Q.04 {36 ksi} Tll 0.00 O.S00 A36 1.03 1 1.05 0.000 0.000 36.000 60.00110.00 (36 ksi) I T12 4.Q0 O.S00 A36 1.03 I 1.05 4.000 4.0(IQ 36A00 4q.00-30.00 (36 ksi) T13 Q.00 0.500 A36 1.03 1 1.q5 Third-Pt 0.000 36.000 34.04-20.04 (3b ksi} T1420.00-0.00 0.00 0.500 A36 1.03 1 1.d5 0.000 0.000 36.000 (36 ks�i) Job Page ��T���� Pasco County (VS) (BU 826548) 5 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle �WB FA]C. (919)661-6350 Tower Section Geometry (cont'd) K Factor.sl Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X f� Y Y Y Y Y Y Y Tl Yes No 1 1 1 1 1 1 1 1 190.00-I80.00 1 1 1 1 1 1 1 T2 Yes No 1 1 1 1 - I 1 1 1 180.00-160.00 1 1 1 1 1 1 1 T3 Yes No 1 1 1 1 1 1 1 1 160.00-140.00 1 1 1 1 1 1 1 T4 Yes No 1 1 1 1 1 1 1 1 _ 140.00-120.00 1 1 1 1 1 1 1 TS Yes No 1 1 1 1 1 1 1 1 120.00-113.33 1 1 1 1 1 1 1 T6 Yes No 1 1 1 1 1 1 1 1 11333-106.67 1 1 1 1 1 1 1 T7 Yes No 1 1 1 1 1 1 1 1 106.67-100.00 1 1 1 1 1 1 1 T8 Yes No 1 1 1 1 1 1 1 1 100.00-80.00 1 1 1 1 1 1 1 T9 Yes No 1 1 1 1 1 1 1 I 80.00-70.00 1 1 1 1 1 1 1 T10 Yes No 1 1 1 1 1 1 1 1 70.00-60.00 1 1 1 1 1 1 1 Tll Yes No 1 1 1 1 1 1 1 1 60.00-40.00 1 1 1 I 1 1 1 T12 Yes No 1 1 1 1 1 1 1 1 40.00-30.00 1 1 1 1 1 1 1 T13 Yes No 1 1 1 1 1 1 1 1 30.00-20.00 1 1 1 1 1 1 1 T14 Yes No 1 1 1 1 1 1 1 1 20.00-0.00 1 1 1 I 1 1 1 �Note.Kfactors are applied to member segment lengths.K-braces without inner supponing members will have the Kfactor in the out-of-plane direction applied to , the overall length. - Tower Section Geometry (cont'd) Tower Leg Diagonal Top Gin Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation h Net Width U Net Wrdth U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in Tl 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 190.00-180.00 T2 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 180.00-160.00 T3 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 160.00-140.00 T4 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 140.00-120.00 Job Page ���Q'��� Pasco County (VS) (BU 826548) 6 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Client Designedby Phone:(919)661-6351 Crown Castle FAX.•(919)661-6350 �W B Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation h Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deducr Deduct Deduct in in in in T5 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 120.00-11333 T6 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 11333-106.67 T7 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 106.67-100.00 T8 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 100.00-80.00 T9 80.00-70.0 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T10 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 70.00-60.00 Tll 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 60.00�0.00 T12 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 40.00-30.00 T13 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 30.00-20.00 T 14 20.00-0.00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long HoriZonta! Short Horizontal Elevation Connection fi Type - Bolt Size No. Bolt SiZe No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in Tl Flange 0.750 4 0.500 2 0.500 1 0.625 0 0.625 0 0.625 0 0.625 0 190.00-180.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.875 4 0.500 2 0.500 1 0.625 0 0.625 0 0.625 0 0.625 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T3 Flange 1.000 6 0.750 1 0.750 1 0.000 0 0.625 0 0.625 0 0.625 0 160.00-140.00 A325N A325X A325N A325N A325N A325N A325N T4 Flange 1.500 4 0.625 2 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 140.00-120.00 A325N A325N A325N A325N A325N A325N A325N TS Flange 1.500 0 0.625 2 0.625 1 0.000 0 0.625 0 0.625 0 0.625 0 120.00-113.33 A325N A325N A325N A325N A325N A325N A325N T6 Flange 1.500 0 0.625 2 0.625 0 0.000 0 0.625 0 0.625 0 0.625 0 11333-106.67 A325N A325N A325N A325N A325N A325N A325N T7 Flange 1.500 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 106.67-100.00 A325N A325X A325N A325N A325N A325N A325N T8 F7ange 1.500 6 0.750 2 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 100.00-80.00 A325N A325N A325N A325N A325N A325N A325N T9 80.00-70.00 F1ange 1.500 0 0.625 2 0.625 1 0.000 0 0.625 0 0.625 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T10 F1ange 1.500 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 70.00-60.00 A325N A325X A325N A325N A325N A325N A325N Tll Flange 1.500 6 0.'750 2 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 60.00-40.00 A325N A325N A325N A325N A325N A325N A325N T12 Flange 1.500 0 0.750 2 0.750 1 0.000 0 0.625 �0 0.625 0 0.625 0 40.00-30.00 A325N A325N A325N A325N A325N A325N A325N T13 Flange 1.500 6 0.750 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 30.00-20.00 A325N A325X A325N A325N A325N A325N A325N Pa e ��T���� Job Pasco County (VS) (BU 826548) 9 7 of 34 Tower Engineering Project � Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 . 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-635] Crown Castle �WB FAX:(919)66]-6350 Totiver Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long HoriZontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt SiZe No. Bolt Size No. in in in in in in in T14 20.00-0.00 Flange 2.250 0 0.750 2 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 A615-75 A325N A325N A325N A325N A325N A325N Feed Line/Linear A purtenances - Entered As Round Or Flat Descrip6on Face Allow Component P[acement Face Lateral # _# Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Rotiv in in in plf **Safety** Safety Line B No Ar(CaAa) 190.00-0.00 -8.000 0.45 1 1 0375 0.375 0.220 3/8 Climbing B No Af(CaAa) 190.00-0.00 -8.000 0.45 1 1 3.000 3.000 4.000 Ladder(P,� **A Face** . TSZ 999 A No Ar(CaAa) 150.00-0.00 0.000 0.45 3 2 0.500 1.190 1.070 067/�xM-8A WG(1-3/16") TYPE SOOW A No Ar(CaAa) 150.00-0.00 0.000 0.42 1 1 0.500 0.880 0.510 12/9(7/8'� 2"Flexible A No Ar(CaAa) 150.00-0.00 0.000 0.44 1 1 0.500 2.000 0.340 Conduit Feed Line A No Af(CaAa) 150.00-0.00 0.000 0.45 1 1 3.000 3.000 4.000 Ladder *** LCF158-SOJL( A No Ar(CaAa) 160.00-0.00 0.000 0 12 12 0.500 1.980 0.520 1 5/8'� Feed Line A No Af(CaAa) 160.00-0.00 0.000 0 1 1 3.000 3.000 4.000 Ladder **B Face** LDF7-50A(1- B No Ar(CaAa) 171.00-0.00 0.000 -03 12 12 0.500 1.980 0.820 5/8") LDFS-50A(7/ B No Ar(CaAa) 171.00-0.00 2.500 -0.25 6 6 0.500 1.030 0330 8") Feed Line B No Af(CaAa) 171.00-0.00 0.000 -0.3 1 1 3.000 3.000 4.000 Ladder **C Face** LDF7-SOA(1- C No Ar(CaAa) 140.00-0.00 0.000 0.45 6 6 0.500 1.980 0.820 5/8") . Feed Line C No Af(CaAa) 140.00-0.00 0.000 0.45 1 1 3.000 3.000 4.000 Ladder �** , LDF7-SOA(1- C No Ar(CaAa) 190.00-0.00 0.000 -0.025 12 12 0.500 1.980 0.820 5/8") ((6)E+(6)R) ASU9325TYP C No Ar(CaAa) 190.00-0.00 2.500 0 1 1 0.500 1.584 1.614 O1(1-3/5'� Feed Line C No Af(CaAa) 190.00-0.00 0.000 -0.03 1 1 3.000 3.000 4.000 Ladder r** Feed Line/Linear Appurtenances - Entered As Area Job Page ����'��� Pasco County (VS) (BU 826548) 8 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Ciient Designed by Phone:(919.)661-6351 Crown Castle �WB FAX. (919).661-6350 � Placement Face Lateral �f C,tAA Weight Descripkon Face Allow Component or Shield Type Offset Offset �g ft in (Frac FW) f��1t Pf 7919A(17/64") A No CaAa(In Face) 150.00-0.00 0.000 0.44 3 No Ice 0.00 0.030 004E6F-31331 A No CaAa(In Face) 150.00-0.00 0.000 0.44 3 No Ice 0.00 0.021 -29(1/4'� ATCB-BO 1(5/ B No CaAa(In Face) 171.00-0.00 2.500 -0.35 3 No Ice 0.00 0.075 16") WR-VG86ST- B No CaAa(In Face) 171.00-0.00 2.500 -0.32 1 No Ice 0.00 0.584 BRD(3/4'� WR-VG86ST- B No CaAa(In Face) 171.00-0.00 2.500 -037 1 No Ice 0.00 0.584 BRD(3/4'� 12 PAIR( B No CaAa(In Face) 171.00-0.00 2.500 -0.27 1 No Ice 0.00 0.080 I 3/8") **� Feed Line/Linear Appurtenances Section Areas Tower Totiver Face AR AF C,{A,� C,{AA Weight I� Section Elevation In Face Out Face ft ftz ftZ ftz ftz Ib Tl 190.00-180.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 5375 0.000 42.20 C 0.000 0.000 30344 0.000 154.54 T2 180.00-160.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 49.184 0.000 274.62 C 0.000 0.000 60.688 0.000 309.08 T3 160.00-140.00 A 0.000 0.000 68.970 0.000 286.93 i B 0.000 0.000 80.630 0.000 430.26 C 0.000 0.000 60.688 0.000 309.08 T4 140.00-120.00 A 0.000 0.000 80.420 0.000 369.06 B 0.000 0.000 80.630 0.000 430.26 C 0.000 0.000 94.448 0.000 487.48 ' TS 120.00-11333 A 0.000 0.000 26.807 0.000 123.02 I B 0.000 0.000 26.877 0.000 143.42 C 0.000 0.000 31483 0.000 162.49 I T6 11333-106.67 A 0.000 0.000 26.807 0.000 123.02 B 0.000 0.000 26.877 0.000 143.42 C 0.000 0.000 31.483 0.000 162.49 T7 106.67-100.00 A 0.000 0.000 26.807 0.000 123.02 B 0.000 0.000 26.877 0.000 143.42 C 0.000 0.000 31.483 0.000 162.49 T8 100.00-80.00 A 0.000 0.000 80.420 0.000 369.06 B 0.000 0.000 80.630 0.000 430.26 C 0.000 0.000 94.448 0.000 487 48 T9 80.00-70.00 A 0.000 0.000 40.210 0.000 184.53 B 0.000 0.000 40315 0.000 215.13 C 0.000 0.000 47.224 0.000 243.74 T10 70.00-60.00 A 0.000 0.000 40.210 0.000 184.53 - B 0.000 0.000 40315 0.000 215.13 C 0.000 0.000 47.224 0.000 243.74 Tll 60.00-40.00 A 0.000 0.000 80.420 - 0.000 369.06 B 0.000 0.000 80.630 0.000 430.26 C 0.000 0.000 94.448 0.000 487 48 T12 40.00-30.00 A 0.000 0.000 40.210 0.000 184.53 B 0.000 0.000 40.315 0.000 215.13 C 0,000 0.000 47.224 0.000 243.74 T13 30.00-20.00 A 0.000 0.000 40.210 0.000 184.53 B 0.000 0.000 40315 0.000 215.13 C 0.000 0.000 47.224 0.000 243.74 Pa e ��T���� Job Pasco County (VS) (BU 826548) 9 9 of 34 Tower Engineering Project Date . Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. , Raleig{:,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 - �W B Tower Tower Face AR AF C,�A,� C,{AA Weight Section Elevation In Face Out Face jr ftZ frz ftZ ftZ lb T14 20.00-0.00 A 0.000 0.000 80.420 0.000 369.06 B 0.000 0.000 80.630 0.000 430.26 C 0.000 0.000 94.448 0.000 487 48 Feed Line Center of Pressure Section Elevation CPx CPZ CPx CPZ Ice Ice ft in in in in Tl 190.00-180.00 1324 4.996 1.975 5.927 T2 180.00-160.00 1.686 0.979 2.218 1390 T3 160.00-140.00 -0.152 -2.290 0.028 -2.466 T4 140.00-120.00 -1.682 -1760 -1.811 -1.903 TS 120.00-113.33 -1.785 -1.880 -1.918 -2.036 T6 11333-106.67 -1.943 -2.052 -2.085 -2.223 T7 106.67-100.00 -2.022 -2.142 -2.169 -2.321 T8 100.00-80.00 -2.112 -2.247 -2261 -2.437 T9 80.00-70.00 -2.223 -2.375 -2376 -2.578 T10 70.00-60.00 -2.441 -2.614 -2.606 -2.839 Tll 60.00�0.00 -2.492 -2.677 -2.657 -2.909 T12 40.0030.00 -2.583 -2.783 -2.752 -3.026 T13 30.00-20.00 -2.833 -3.057 -3.016 -3.325 T14 20.00-0.00 -2.875 -3.109 -3.058 -3.383 Shielding Factor Ka Tower Feed Line Description Feed Line K I� Section Record No. Se ment Elev. No Ice Ice Tl 2 Safety Line 3/8 180.00- 0.6000 0.6000 190.00 Tl 3 Climbing Ladder(A� 180.00- b.6000 0.6000 190.00 Tl 29 LDF7-SOA(1-S/8") 180.00- 0.6000 0.6000 190.00 Tl 30 ASU9325TYP01(13/5") 180.00- 0.6000 0.6000 190.00 Tl 31 Feed Line Ladder 180.00- 0.6000 0.6000 190.00 T2 2 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 ' - T2 3 Climbing Ladder(A� 160.00- 0.6000 0.6000 180.00 T2 15 LDF7-SOA(1-5/8") 160.00- 0.6000 0.6000 171.00 T2 16 LDFS-50A(7!8") 160.00- 0.6000 0.6000 171.00 T2 17 ATCB-BOl(5/16") 160.00- 0.6000 0.6000 171.00 T2 18 WR-VG86ST-BRD(3/4") 160.00- 0.6000 0.6000 171.00 T2 19 WR-VG86ST-BRD(3/4") 160.00- 0.6000 0.6000 171.00 ' Pa e ��T���� Job Pasco County (VS) (BU 826548) 9 10 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)66I-6351 Crown Castle FAX. (919)661-6350 �W B Tower Feed Line Description Feed Line K I� Section Record No. Se ment Elev No Ice Ice T2 20 12 PAIR(3/8") 160.00- 0.6000 0.6000 ' 171.00 T2 21 Feed Line Ladder 160.00- 0.6000 0.6000 171.00 T2 29 LDF7-SOA(1-5/8") 160.00- 0.6000 0.6000 180.00 _ T2 30 ASU9325TYP01(1-3/5") 160.00- 0.6000 0.6000 180.00 T2 31 Feed Line Ladder 160.00- 0.6000 0.6000 180.00 T3 2 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T3 3 Climbing Ladder(A� 140.00- 0.6000 0.6000 160.00 T3 5 TSZ 999 140.00- 0.6000 0.6000 067/xxacM-8AWG(1-3/16") 150.00 T3 6 7919A(17/64") 140.00- 0.6000 0.6000 150.00 T3 7 004E6F-31331-29(1/4") 140.00- 0.6000 0.6000 150.00 T3 8 TYPE SOOW 12/9(7/8") 140.00- 0.6000 0.6000 150.00 T3 9 2"Flexible Conduit 140.00- 0.6000 0.6000 150.00 - T3 10 Feed Line Ladder 140.00- 0.6000 0.6000 150.00 T3 12 LCFI58-50JL(1 5/8") 140.00- 0.6000 0.6000 160.00 T3 13 Feed Line Ladder 140.00- 0.6000 0.6000 160.00 T3 15 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 16 LDFS-SOA(7!8") 140.00- 0.6000 0.6000 - 160.00 T3 17 ATCB-BOl(5/16") 140.00- 0.6000 0.6000 160.00 T3 18 WR-VG86ST-BRD(3/4") 140.00- 0.6000 0.6000 160.00 T3 19 WR-VG86ST-BRD(3/4") 140.00- 0.6000 0.6000 160.00 T3 20 12 PAIR(3/8") 140.00- 0.6000 0.6000 160.00 T3 21 Feed Line Ladder 140.00- 0.6000 0.6000 160.00 T3 29 LDF7-SOA(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 30 ASU9325TYP01(1-3/5") 140.00- 0.6000 0.6000 160.00 T3 31 Feed Line Ladder 140.00- 0.6000 0.6000 160.00 T4 2 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T4 3 Climbing Ladder(A� 120.00- 0.6000 0.6000 140.00 T4 5 TSZ 999 120.00- 0.6000 0.6000 067/x�acM-8AWG(1-3/16") 140.00 T4 6 7919A(17/64") 120.00- 0.6000 0.6000 140.00 T4 7 004E6F31331-29(1/4") 120.00- 0.6000 0.6000 140.00 T4 8 TYPE SOOW 12/9(7/8") 120.00'- 0.6000 0.6000 140.00 � ������� Jab Page Pasco County (VS) (BU 826548) 11 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-635I Crown Castle FAX. (919)66I-6350 �W B Tower Feed Line Description Feed Line K ICa Secrion Record No. Se ment Elev No Ice Ice T4 9 2"Flexible Conduit 120.00- 0.6000 0.6000 140.00 T4 10 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 � T4 12 LCF158-SOJL(1 5/8") 120.00- 0.6000 0.6000 I 140.00 T4 13 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 T4 15 LDF7-SOA(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 16 LDFS-SOA(7/8") 120.00- 0.6000 0.6000 140.00 T4 17 ATCB-BO1(5/16") 120.00- 0.6000 0.6000 140.00 T4 18 WR-VG86ST-BRD(3/4") 120.00- 0.6000 0.6000 140.00 T4 19 WR-VG86ST-BRD(3/4") 120.00- 0.6000 0.6000 140.00 T4 20 12 PAIR(3/8") 120.00- 0.6000 0.6000 140.00 T4 21 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 T4 23 LDF7-SOA(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 24 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 T4 29 LDF7-SOA(1-5/8") 120.00- 0.6000 0.6000 � 140.00 T4 30 ASU9325TYP01(1-3/5") 120.00- 0.6000 0.6000 140.00 T4 31 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 TS 2 Safety Line 3/8 11333- 0.6000 0.6000 120.00 TS 3 Climbing Ladder(A� 113.33- 0.6000 0.6000 120.00 TS 5 TSZ 999 11333- 0.6000 0.6000 067/x�M-8AWG(1-3/16") 120.00 TS 6 7919A(17/64") 11333- 0.6000 0.6000 120.00 TS 7 004E6F-31331-29(1/4") 113.33- 0.6000 0.6000 120.00 TS 8 TYPE SOOW 12/9(7/8") 113.33- 0.6000 0.6000 120.00 TS 9 2"Flexible Conduit 113.33- 0.6000 0.6000 120.00 T5 10 Feed Line Ladder 113.33- 0.6000 0.6000 120.00 T5 12 LCF158-SOJL(1 S/8") 113.33- 0.6000 0.6000 120.00 TS 13 Feed Line Ladder 113.33- 0.6000 0.6000 120.00 TS 15 LDF7-SOA(1-5/8") 113.33- 0.6000 0.6000 120.00 TS 16 LDFS-50A(7/8") 11333- 0.6000 0.6000 120.00 T5 17 ATCB-BOl(5/16") 113.33- 0.6000 0.6000 ' 120.00 TS 18 WR-VG86ST-BRD(3/4") 113.33- 0.6000 0.6000 120.00 T5 19 WR-VG86ST-BRD(3/4") 11333- 0.6000 0.6000 120.00 Job Page ��T�'��� Pasco County (VS) (BU 826548) 12 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 �W B Tower Feed Line Description Feed Line K K Section Record No. Se ment Elev. No Ice Ice T5 20 12 PAIR(3/8") 113.33- 0.6000 0.6000 120.00 T5 21 Feed Line Ladder 113.33- 0.6000 0.6000 120.00 " TS 23 LDF7-SOA(1-5/8") 113.33- 0.6000 0.6000 120.00 TS 24 Feed Line Ladder 11333- 0.6000 0.6000 120.00 TS 29 LDF7-SOA(1-5/8") 113.33- 0.6000 0.6000 120.00 TS 30 ASU9325TYP01(1-3/5") 113.33- 0.6000 0.6000 120.00 TS 31 Feed Line Ladder 113.33- 0.6000 0.6000 120.00 T6 2 Safety Line 3/8 106.67- 0.6000 0.6000 113.33 T6 3 Climbing Ladder(A� 106.67- 0.6000 0.6000 113.33 T6 5 TSZ 999 106.67- 0.6000 0.6000 067/x�M-8AWG(1-3/16") 113.33 T6 6 7919A(17/64") 106.67- 0.6000 0.6000 11333 T6 7 004E6F-31331-29(1/4") 106.67- 0.6000 0.6000 I 1333 T6 8 TYPE SOOW 12l9(7/8") 106.67- 0.6000 0.6000 113.33 T6 9 2"Flexible Conduit 106.67- 0.6000 0.6000 113.33 T6 10 Feed Line Ladder 106.67- 0.6000 0.6000 11333 T6 12 LCF158-SOJL(1 5/8") 106.67- 0.6000 0.6000 113.33 T6 13 Feed Line Ladder 106.67- 0.6000 0.6000 113.33 ' T6 15 LDF7-SOA(1-5/8") 106.67- 0.6000 0.6000 113.33 T6 16 LDFS-SOA(7/8") 106.67- 0.6000 0.6000 11333 T6 17 ATCB-BOl(5/16") 106.67- 0.6000 0.6000 113.33 T6 18 WR-VG86ST-BRD(3/4") 106.67- 0.6000 0.6000 113.33 T6 19 WR-VG86ST-BRD(3/4") 106.67- 0.6000 0.6000 113.33 T6 20 12 PAIR(3/8") 106.67- 0.6000 0.6000 113.33 T6 21 Feed Line Ladder 106.67- 0.6000 0.6000 11333 T6 23 LDF7-SOA(1-5/8") 106.67- 0.6000 0.6000 113.33 T6 24 Feed Line Ladder 106.67- 0.6000 0.6000 113.33 T6 29 LDF7-SOA(1-5/8") 106.67- 0.6000 0.6000 113.33 T6 30 ASU9325TYP01(1-3/5") 106.67- 0.6000 0.6000 11333 T6 31 Feed Line Ladder 106.67- 0.6000 0.6000 113.33 I T7 2 Safety Line 3/8 100.00- 0.6000 0.6000 106.67 I T7 3 Climbing Ladder(A� 100.00- 0.6000 0.6000 106.67 Job Page ������� Pasco County (VS) (BU 826548) 13 of 34 Tower Engineering Project Date ' Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle �WB FA7C.•(919)661-6350 Tower Feed Line Description Feed Line K I� Section Record No. Se ment Elev. No Ice Ice T7 5 TSZ 999 100.00- 0.6000 0.6000 067/�cxM-8AWG(1-3/16") 106.67 T7 6 7919A(17/64") 100.00- 0.6000 0.6000 106.67 T7 7 004E6F-31331-29(1/4") 100.00- 0.6000 0.6000 106.67 T7 8 TYPE SOOW 12/9(7/8") 100.00- 0.6000 0.6000 106.67 T7 9 2"Flexible Conduit 100.00- 0.6000 0.6000 106.67 T7 10 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 12 LCF158-SOJL(1 5/8") 100.00- 0.6000 0.6000 106.67 T7 13 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 15 LDF7-SOA(1-5/8") 100.00- 0.6000 0.6000 106.67 T7 16 LDFS-SOA(7/8") 100.00- 0.6000 0.6000 106.67 T7 17 ATCB-BOl(5/16") 100.00- 0.6000 0.6000 106.67 T7 18 WR-VG86ST-BRD(3/4") 100.00- 0.6000 0.6000 106.67 T7 19 WR-VG86ST-BRD(3/4") 100.00- 0.6000 0.6000 106.67 T7 20 12 PAIR(3/8") 100.00- 0.6000 0.6000 106.67 T7 21 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 23 LDF7-SOA(1-5/8") 100.00- 0.6000 0.6000 106.67 T7 24 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 29 LDF7-SOA(1-5/8") 100.00- 0.6000 0.6000 . 106.67 T7 30 ASU9325TYP01(1-3/5") 100.00- 0.6000 0.6000 106.67 T7 31 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 TS 2 Safety Line 3/8 80.00-100.00 0.6000 0:6000 T8 3 Climbing Ladder(A� 80.00-100.00 0.6000 0.6000 T8 5 TSZ 999 80.00-100.00 0.6000 0.6000 067/xxxM-8AWG(1-3/16") T8 6 7919A(17/64") 80.00-100.00 0.6000 0.6000 T8 7 004E6F-31331-29(1/4") 80.00-100.00 0.6000 0.6000 T8 8 TYPE SOOW 12l9(7/8") 80.00-100.00 0.6000 0.6000 T8 9 2"Flexible Conduit 80.00-100.00 0.6000 0.6000 T8 10 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T8 12 LCF158-SOJL(1 5/8") 80.00-100.00 0.6000 0.6000 T8 13 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T8 15 LDF7-SOA(1-5/8") 80.00-100.00 0.6000 0.6000 T8 16 LDFS-SOA(7/8") 80.00-100.00 0.6000 0.6000 T8 17 ATCB-BO1(5/16") 80.00-100.00 0.6000 0.6000 T8 18 WR-VG86ST-BRD(3/4") 80.00-100.00 0.6000 0.6000 T8 19 WR-VG86ST-BRD(3/4") 80.00-100.00 0.6000 0.6000 T8 20 12 PAIR(3/8") 80.00-100.00 0.6000 0.6000 T8 21 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T8 23 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000 T8 24 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T8 29 LDFI-50A(1-5/8") 80.00-100.00 0.6000 0.6000 T8 30 ASU9325TYP01(1-3/5") 80.00-100.00 0.6000 0.6000 Page ������� Job Pasco County (VS) (BU 826548) 14 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)66]-6351 Crown Castle �WB FAX:(919)661-6350 Tower Feed Line Description Feed Line K K � , Sectiors Record No. Se ment Elev. No Ice Ice T8 31 Feed Line Ladder 80.00-100.00 0.6000 0.6000 T9 2 Safety Line 3/8 70.00-80.00 0.6000 0.6000 T9 3 Climbing Ladder(A� 70.00-80.00 0.6000 0.6000 T9 5 TSZ 999 70.00=80.00 0.6000 0.6000 067/xxxM-8AWG(1-3/16") T9 6 7919A(17/64") 70.00-80.00 0.6000 0.6000 T9 7 004E6F-31331-29(1/4") 70.00-80.00 0.6000 0.6000 T9 8 TYPE SOOW 12/9(7/8") 70.00-80.00 0.6000 0.6000 T9 9 2"Flexible Conduit 70.00-80.00 0.6000 0.6000 T9 10 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 12 LCF158-SOJL(1 5/8") 70.00-80.00 0.6000 0.6000 T9 13 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 15 LDFI-SOA(1-5l8") 70.00-80.00 0.6000 0.6000 T9 16 LDFS-SOA(7/8") 70.00-80.00 0.6000 0.6000 T9 17 ATCB-BOl(5/16") 70.00-80.00 0.6000 0.6000 T9 18 WR-VG86ST-BRD(3/4") 70.00-80.00 0.6000 0.6000 T9 19 WR-VG86ST-BRD(3/4") 70.00-80.00 0.6000 0.6000 T9 20 12 PAIR(3/S") 70.00-80.00 0.6000 0.6000 T9 21 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 23 LDF7-50A(1-5/8") 70.00-80.00 0.6000 0.6000 T9 24 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T9 29 LDF7-SOA(1-5/8") 70.00-80.00 0.6000 0.6000 T9 30 ASU9325TYP01(1-3/5") 70.00-80.00 0.6000 0.6000 T9 31 Feed Line Ladder 70.00-80.00 0.6000 0.6000 T10 2 Safety Line 3/8 60.00-70.00 0.6000 0.6000 T10 3 Climbing Ladder(A� 60.00-70.00 0.6000 0.6000 , T10 5 TSZ 999 60.00-70.00 0.6000 0.6000 067/xx�cM-8AWG(1-3/16") T10 6 7919A(17/64") 60.00-70.00 0.6000 0.6000 ' T10 7 004E6F-31331-29(1/4") 60.00-70.00 0.6000 0.6000 T10 8 TYPESOOW 12/9(7/8") 60.00-70.00 0.6000 0.6000 T10 9 2"FlexibleConduit 60.00-70.00 0.6000 0.6000 T 10 10 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T10 12 LCF158-SOJL(1 5/8") 60.00-70.00 0.6000 0.6000 T 10 13 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T10 15 LDF7-SOA(1-5/8") 60.00-70.00 0.6000 0.6000 T10 16 LDFS-50A(7/8") 60.00-70.00 0.6000 0.6000 T10 17 ATCB-BOl(5/16") 60.00-70.00 0.6000 0.6000 T10 18 WR-VG86ST-BRD(3/4") 60.00-70.00 0.6000 0.6000 T10 19 WR-VG86ST-BRD(3/4") 60.00-70.00 0.6000 0.6000 T10 20 12 PAIR(3/8"9 60.00-70.00 0.6000 0.6000 T10 21 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T10 23 LDF7-50A(1-5/8") 60.00-70.00 0.6000 0.6000 T10 24 Feed Line Ladder 60.00-70.00 0.6000 0.6000 T10 29 LDF7-SOA(1-5/8") 60.00-70.00 0.6000 0.6000 T10 30 ASU9325TYP01(1-3/5") 60.00-70.00 0.6000 0.6000 T10 31 Feed Line Ladder 60.00-70.00 0.6000 0.6000 Tl l 2 Safety Line 3!8 40.00-60.00 0.6000 0.6000 Tl l 3 Climbing Ladder(P.t) 40.00-60.00 0.6000 0.6000 Tl l 5 TSZ 999 40.00-60.00 0.6000 0.6000 067/xxxM-8AWG(1-3/16") Tll 6 7919A(17/64") 40.00-60.00 0.6000 0.6000 Tll 7 004E6F-31331-29(1/4") 40.00-60.00 0.6000 0.6000 T11 8 TYPE SOOW 12/9(7/8") 40.00-60.00 0.6000 0.6000 Tl l 9 2"Flexible Conduit 40.00-60.00 0.6000 0.6000 T 11 10 Feed Line Ladder 40.00-60.00 0.6000 0.6000 T11 12 LCF158-SOJL(1 5/8") 40.00-60.00 0.6000 0.6000 i Tl l 13 Feed Line Ladder 40.00-60.00 0.6000 0.6000 � Tll 15 LDF7-SOA(1-S/8") 40.00-60.00 0.6000 0.6000 Tl l 16 LDFS-SOA(7/8") 40.00-60.00 0.6000 0.6000 Tl I 17 ATCB-BO1(5/16") 40.00-60.00 0.6000 0.6000 Tl l 18 WR-VG86ST-BRD(3/4") 40.00-60.00 0.6000 0.6000 Job Pa9e ' ������� Pasco County (VS) (BU 826548) 15 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Ra[eigh,NC27603 Client Designedby Phone:(919)661-6351 CfOWII CaStIB �WB � FAX. (919)661-6350 Tower Feed Line Description Feed Line K I� Section Record No. Se ment Elev. No Ice Ice Tl l 19 WR-VG86ST-BRD(3/4") 40.00-60.00 0.6000 0.6000 T I 1 20 12 PAIR(3/8") 40.00-60.00 0.6000 0.6000 Tl l 21 Feed Line Ladder 40.00-60.00 0.6000 0.6000 T11 23 LDF7-SOA(1-5/8") 40.00-60.00 0.6000 0.6000 T 11 24 Feed Line Ladder 40.00-60.00 0.6000 0.6000 Tll 29 LDF7-SOA(1-5/8") 40.00-60.00 0.6000 0.6000 T11 30 ASU9325TYP01(1-3/5") 40.00-60.00 0.6000 0.6000 Tl l 31 Feed Line Ladder 40.00-60.00 0.6000 0.6000 T12 2 Safety Line 3/8 30.00-40.00 0.6000 0.6000 T12 3 Climbing Ladder(A� 30.00-40.00 0.6000 0.6000 T12 5 TSZ 999 30.00-40.00 0.6000 0.6000 067/xx�cM-8 AW G(1-3/16") T12 6 7919A(17/64") 30.00-40.00 0.6000 0.6000 T12 7 004E6F-31331-29(1/4") 30.00-40.00 0.6000 0.6000 T12 8 TYPESOOW 12/9(7/8") 30.00-40.00 0.6000 0.6000 T12 9 2"Flexible Conduit 30.00-40.00 0.6000 0.6000 T 12 10 Feed Line Ladder 30.00-40.00 0.6000 0.6000 T12 12 LCF158-SOJL(15/8") 30.00-40.00 0.6000 0.6000 T 12 13 Feed Line Ladder 30.00-40.00 0.6000 0.6000 T12 15 LDF7-SOA(1-5/8")' 30.00-40.00 0.6000 0.6000 T12 16 LDFS-SOA(7/8") 30.00-40.00 0.6000 0.6000 T 12 17 ATCB-BOl(5/16") 30.00-40.00 0.6000 0.6000 ' T12 18 WR-VG86ST-BRD(3/4") 30.00-40.00 0.6000 0.6000 T12 19 WR-VG86ST-BRD(3/4") 30.00-40.00 0.6000 0.6000 T 12 20 12 PAIR(3/8") 30.00-40.00 0.6000 0.6000 T 12 21 Feed Line Ladder 30.00-40.00 0.6000 0.6000 T12 23 LDF7-SOA(1-5/8") 30.00-40.00 0.6000 0.6000 T12 24 Feed Line Ladder 30.00-40.00 0.6000 0.6000 T12 29 LDF7-SOA(1-5/8") 30.00-40.00 0.6000 0.6000 T12 30 ASU9325TYP01(1-3/5") 30.00-40.00 0.6000 0.6000 T12 31 Feed Line Ladder 30.00-40.00 0.6000 0.6000 T13 2 Safety Line 3!8 20.00-30.00 0.6000 0.6000 T13 3 Climbing Ladder(.A� 20.00-30.00 0.6000 0.6000 T 13 5 TSZ 999 20.00-30.00 0.6000 0.6000 067/xx�cM-8AWG(1-3/16") T13 6 7919A(17/64") 20.00-30.00 0.6000 0.6000 , T13 7 004E6F-31331-29(1/4") 20.00-30.00 0.6000 0.6000 T13 8 TYPESOOW 12/9(7/8") 20.00-30.00 0.6000 0.6000 T13 9 2"Fleacible Conduit 20.00-30.00 0.6000 0.6000 T13 10 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 12 LCF158-50JL(15/8") 20.00-30.00 0.6000 0.6000 T13 13 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 15 LDF7-SOA(1-5/8") 20.00-30.00 0.6000 0.6000 T13 16 LDFS-SOA(7/8") 20.00-30.00 0.6000 0.6000 T13 17 ATCB-BO1(5/16") 20.00-30.00 0.6000 0.6000 T13 18 WR-VG86ST-BRD(3/4") 20.00-30.00 0.6000 0.6000 T13 19 WR-VG86ST-BRD(3/4") 20.00-30.00 0.6000 0.6000 T13 20 12 PAIR(3/8") 20.00-30.00 0.6000 0.6000 T13 21 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 23 LDF7-SOA(1-5/8") 20.00-30.00 0.6000 0.6000 T13 24 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T13 29 � LDF7-50A(1-5/8") 20.00-30.00 0.6000 0.6000 T13 30 ASU9325TYP01(1-3/5") 20.00-30.00 0.6000 0.6000 T13 31 Feed Line Ladder 20.00-30.00 0.6000 0.6000 T 14 2 Safe[y Line 3/8 0.00-20.00 0.6000 0.6000 T14 3 Climbing Ladder(?.t) 0.00-20.00 0.6000 0.6000 T14 5 TSZ 999 0.00-20.00 0.6000 0.6000 067/xxxM-8 AWG(1-3/16") T14 6 7919A(17/64") 0.00-20.00 0.6000 0.6000 T14 7 004E6F-31331-29(1/4") 0.00-20.00 0.6000 0.6000 T14 8 TYPESOOW 12/9(7/8") 0.00-20.00 0.6000 0.6000 T14 9 2"Flexible Conduit 0.00-20.00 0.6000 0.6000 Job Page �'������ Pasco County (VS) (BU 826548) 16 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle �WB _ FAX. (919)661-6350 Tower Feed Line Description Feed Line K I� Section Record No. Se ment Elev. No Ice Ice T14 10 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T14 12 LCF158-SOJL(1 5/8") 0.00-20.00 0.6000 0.6000 T14 13 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T14 15 LDF7-SOA(1-5/8") 0.00-20.00 0.6000 0.6000 T14 16 LDFS-50A(7/8") 0.00-20.00 0.6000 0.6000 T14 17 ATCB-BOl(5/16") 0.00-20.00 0.6000 0.6000 T14 18 WR-VG86ST-BRD(3/4") 0.00-20.00 0.6000 0.6000 T14 19 WR-VG86ST-BRD(3/4") 0.00-20.00 0.6000 0.6000 T14 20 12 PAIR(3/8") 0.00-20.00 0.6000 0.6000 T14 21 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T14 23 LDF7-SOA(1-5/8") 0.00-20.00 0.6000 0.6000 T14 24 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T14 29 LDF/-SOA(1-5/8") 0.00-20.00 0.6000 0.6000 T14 30 ASU9325TYP01(1-3/5") 0.00-20.00 0.6000 0.6000 T14 31 Feed Line Ladder 0.00-20.00 0.6000 0.6000 Discrete Tower Loads Description Face Offset Offsets: AZimuth Placement C,�AA C,;AA Weight or Type Hon Adjusiment Front Side Leg Latera! Ven ft ° ft fzz ftZ lb It h �*i90�** CBC1921-DF-DC-6X A From 4.00 0.000 190.00 No Ice 3.21 1.15 55.00 Centroid-Fa 0.000 ce 4.000 (2)CBC1921-DF-DC-6X B From 4.00 0.000 190.00 No Ice 3.21 1.15 55.00 Centroid-Fa 0.000 ce 4.000 CBC1921-DF-DC-6X C From 4.00 0.000 190.00 No Ice 3.21 1.15 55.00 Centroid-Fa 0.000 ce 4.000 (2)FHFB A From 4.00 0.000 190.00 No Ice 2.64 1.67 51.00 Centroid-Fa 0.000 ce 4.000 FHFB B From 4.00 0.000 190.00 No Ice 2.64 1.67 51.00 Centroid-Fa 0.000 ce 4.000 FHFB C From 4.00 0.000 190.00 No Ice 2.64 1.67 51.00 Centroid-Fa 0.000 ce 4.000 CMA-BDHH/6521/EO-6 w/ A From 4.00 0.000 190.00 No Ice 11 78 6.53 109 74 Mount Pipe Centroid-Fa 0.000 ce 4.000 (2)CMA-BDHI3/6521/EO-6 B From 4.00 0.000 190.00 No Ice 11.78 6.53 109.74 w/Mount Pipe Centroid-Fa 0.000 ce 4.000 CMA-BDHH/6521/EO-6 w/ C From 4.00 0.000 190.00 No Ice 11.78 6.53 109.74 Mount Pipe Cenoroid-Fa 0.000 ce 4.000 (2)SBNHH-1D65C w/ A From 4.00 0.000 190.00 No Ice 11.59 9.79 98.99 Mount Pipe Centroid-Fa 0.000 Pa e ���Q��� �ob Pasco County (VS) (BU 826548) 9 17 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Ciient Designedby Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 �WB Description Face OJjset Offsets: AZimuth Placement C,IAA C,{AA Weight ar Type Horz Adjushnent Front Side Leg Lateral Uen ft ° ft ftZ ftz Ib It h ce 4.000 SBNHH-1D65C w/Mount B From 4.00 0.000 190.00 No Ice 11.59 9.79 98.99 Pipe Cenh�oid-Fa 0.000 ce 4.000 SBNHH-1D65C w/Mount C From 4.00 0.000 190.00 No Ice 11.59 9 79 98.99 Pipe Centroid-Fa 0.000 ce 4.000 (2)ECC1920-VPUB A From 4.00 0.000 190.00 No Ice 0.46 0.17 7.90 Centroid-Fa 0.000 ce 0.000 (2)ECC1920-VPUB B From 4.00 0.000 190.00 No Ice 0.46 0.17 7.90 Centroid-Fa 0.000 ce 0.000 (4)ECC1920-VPUB C From 4.00 0.000 190.00 No Ice 0.46 0.17 7.90 Centroid-Fa 0.000 ce 0.000 (3)FRIG B From 4.00 0.000 190.00 No Ice 239 0.97 5732 Centroid-Fa 0.000 ce 0.000 FRIG C From 4.00 0.000 190.00 No Ice 239 0.97 57.32 Centroid-Fa 0.000 ce 4.000 FXFB A From 4.00 0.000 190.00 No Ice 3.54 1.02 55.12 Centroid-Fa 0.000 ce 0.000 (2)FXFB C From 4.00 0.000 190.00 No Ice 3.54 1.02 55.12 Centroid-Fa 0.000 ce 0.000 FRIE A From 4.00 0.000 190.00 No Ice 3.54 1.01 55.10 Centroid-Fa 0.000 ce 4.000 FRIE C From 4.00 0.000 190.00 No Ice 3.54 I.Ol 55.10 Centroid-Fa 0.000 ce 4.000 NSN COVP A From 4.00 0.000 190.00 No Ice 0.71 039 1 I.00 Centroid-Fa 0.000 ce 4.000 NSN COVP B From 4.00 0.000 190.00 No Ice 0.71 039 11.00 Centroid-Fa 0.000 ce 4.000 (3)2.4"x 4-fr pipe A From 4.00 0.000 190.00 No Ice 0.00 0.87 14.67 Centroid-Fa 0.000 ce 2.000 (3)2.4"x 4-ft pipe B From 4.00 0.000 190.00 No Ice 0.00 0.87 14.67 Cenoroid-Fa 0.000 ce 2.000 (3)2.4"x 4-fr pipe C From 4.00 0.000 190.00 No Ice 0.00 0.87 14.67 Centroid-Fa 0.000 ce 2.000 2.4"Dia x 6-ft Pipe A From 4.00 0.000 190.00 No Ice 1.43 1.43 21.96 Cen�oid-Fa 0.000 ce 3.000 2.4"Dia x 6-ft Pipe B From 4.00 0.000 190.00 No Ice 1.43 1.43 21.96 Centroid-Fa 0.000 ce 3.000 (2)2.4"Dia x 6-ft Pipe C From 4.00 0.000 190.00 No Ice 1.43 1.43 21.96 Centroid-Fa 0.000 ' Job Page ��T���'� Pasco County (VS) (BU 826548) 18 of 34 � Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39'06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle �WB FAX:(919)661-6350 DescripHon Face Ofjset Offsets: Azimuth Placement C,�Aa C,LA,� Weight or Type Horz Adjushnent Front Side Leg Lateral Uert h ° n .f� .t� rb n � ce 3.000 8'Ladder A From 2.00 0.000 190.00 No Ice 1.53 533 97.20 ' Cenhoid-Fa 0.000 ce 1t.000 Platform Mount[LP 715-1] C None 0.000 190.00 No Ice 44.21 44.21 1775.00 **171'** (3)DBXNH-6565B-R2M w/ A From Leg 4.00 0.000 171.00 No Ice 8.51 7.16 79.98 Mount Pipe 0.000 4.000 ' (3)DBXNH-6565B-R2M w/ B From Leg 4.00 0.000 171.00 No Ice 8.51 7.16 79.98 Mount Pipe 0.000 4.000 (3)DBXNH-6565B-R2M w/ C From Leg 4.00 0.000 171.00 No Ice 8.51 7.16 79.98 Mount Pipe 0.000 4.000 SBNI�II3-1D65B w/Mount A From Leg 4.00 0.000 171.00 No Ice 8.65 7.64 86.92 Pipe 0.000 ' 4.000 ' SBNHH-1D65B w/Mount B From Leg 4.00 0.000 171.00 No Ice 8.65 7.64 86.92 Pipe 0.000 ' 4.000 SBNHH-1D65B w/Mount C From Leg 4.00 0.000 171.00 No Ice 8.65 7.64 86.92 - Pipe 0.000 4.000 (3)E15S09P78 A From Leg 4.00 0.000 171.00 No Ice 0.75 0.34 17.40 0.000 0.000 (3)E15S09P78 B From Leg 4.00 0.000 171.00 No Ice 0.75 0.34 17 40 0.000 0.000 (3)E15S09P78 C From Leg 4.00 0.000 171.00 No Ice 0.75 034 17 40 0.000 0.000 (2)RRUS-11 A From Leg 4.00 0.000 171.00 No Ice 2.79 1.19 50.00 0.000 0.000 (2)RRUS-11 B From Leg 4.00 0.000 171.00 No Ice 2.79 1.19 50.00 ' 0.000 0.000 (2)RRUS-11 C From Leg 4.00 0.000 171.00 No Ice 2.79 1.19 50.00 o.000 o.000 RRUS A2 MODLTI.E A From Leg 4.00 0.000 171.00 No Ice 1.60 038 21.16 0.000 0.000 RRUS A2 MODULE B From Leg 4.00 0.000 171.00 No Ice 1.60 038 21.16 0.000 0.000 RRUS A2 MODiJLE C From Leg 4.00 0.000 171.00 No Ice 1.60 038 21.16 0.000 0.000 DC2�8-60-0-9E A From Leg 4.00 0.000 171.00 No Ice 0.99 0.60 16.00 0.000 0.000 DC2�8-60-0-9E C From Leg 4.00 0.000 171.00 No Ice 0.99 0.60 16.00 _ 0.000 0.000 Job Pa9e ������� Pasco County (VS) (BU 826548) 19 of 34 Tower Engineering Project �ate Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 �W B Description Face Offset Offsets: Azimuth Placement C,�AA C,tAA Weight or Type Horz Adjushnent Front Side Leg Iateral Yen fi ° ft f1z ftZ lb h � DC6-48-60-18-8F A From Leg 4.00 0.000 171.00 No Ice 0.92 0.92 - 18.90 0.000 0.000 Sector Mount[SM 502-3] C None 0.000 171.00 No Ice 33.02 33.02 1673.10 **160'** (2)CAP-FRO-656 w/Moun[ A From Leg 4.00 0.000 160.00 No Ice 5.09 5.01 39.67 Pipe 0.000 0.000 (2)CAP-FRO-656 w/Mount B From Leg 4.00 0.000 160.00 No Ice 5.09 5.01 39.67 Pipe 0.000 0.000 (2)CAP-FRO-656 w/Mount C From Leg 4.00 0.000 160.00 No Ice 5.09 5.01 39.67 Pipe 0.000 0.000 X7C-FRO-860 w/Mount A From Leg 4.00 0.000 160.00 No Ice 13.73 10.94 95.51 Pipe 0.000 0.000 X7C-FRO-860 w/Mount B From Leg 4.00 0.000 160.00 No Ice 13.73 10.94 95.51 Pipe 0.000 0.000 X7C-FRO-860 w/Mount C From Leg 4.00 0.000 160.00 No Ice 13.73 10.94 95.51 Pipe 0.000 0.000 Sector Mount[SM 1305-3) C None 0.000 160.00 No Ice 34.80 34.80 1251.00 Pipe Mount[PM 601-3] C None 0.000 160.00 No Ice 4.39 439 195.00 **150'** APXVERRI8-C w/Mount A From Leg 3.00 0.000 150.00 No Ice 8.26 6.95 75.55 Pipe 0.000 0.000 APXVERRI8-C w/Mount B From Leg 3.00 0.000 I50.00 No Ice 8.26 6.95 75.55 Pipe 0.000 0.000 APXVERRI8-C w/Mount C From Leg 3.00 0.000 150.00 No Ice 8.26 6.95 75.55 Pipe 0.000 0.000 ' AW3286 A From Leg 3.00 0.000 150.00 No Ice 3.65 230 17.60 0.000 0.000 AW3286 B From Leg 3.00 0.000 150.00 No Ice 3.65 2.30 17.60 0.000 0.000 AW3286 C From Leg 3.00 0.000 150.00 No Ice 3.65 230 17.60 0.000 0.000 RRUS-11 800MI-Iz A From Leg 3.00 0.000 150.00 No Ice 2.52 1.30 54.00 0.000 0.000 RRUS-11 800MHz B From Leg 3.00 0.000 150.00 No Ice 2.52 130 54.00 0.000 0.000 RRUS-11 800MHz C From Leg 3.00 0.000 150.00 No Ice 2.52 130 54.Q0 0.000 0.000 (3)ACU-A20-N A From Leg 3.00 0.000 150.00 No Ice 0.07 0.12 1.04 0.000 0.000 (3)ACU-A20-N B From Leg 3.00 0.000 150.00 No Ice 0.07 0.12 1.04 I Job Page ������� ` Pasco County (VS) (BU 826548) 20 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Rnleigh,NC 27603 Ciient Designed by Phone:(919)661-6351 Crown Castle �WB FAX. (919)661-6350 Description Face Offset Offsets: Azimuth Placernent C,�Aa C,tAa Weight or Type Hon Adjustment Front Side Leg Lateral uen ft � ft ,{tz ftZ Ib � ft - o.000 o.000 (3)ACU-A20-N C From Leg 3.00 0.000 150.00 No Ice 0.07 012 1.04 I 0.000 0.000 ' 800MHz SMR Filter A From Leg 3.00 0.000 150.00 No Ice 0.65 0.22 8.82 0.000 0.000 800MHz SMI2 Filter B From Leg 3.00 0.000 150.00 No Ice 0.65 0.22 8.82 0.000 0.000 800MHz SMR Filter C From Leg 3.00 0.000 150.00 No Ice 0.65 0.22 8.82 0.000 0.000 RRUS 31 B25 A From Leg 3.00 0.000 150.00 No Ice 1.62 1.28 56.10 0.000 0.000 RRUS 31 B25 B From Leg 3.00 0.000 150.00 No Ice 1.62 1.28 56.10 0.000 0.000 RRUS 31 B25 C From Leg 3.00 0.000 150.00 No Ice 1.62 1.28 56.10 0.000 0.000 FWHR A - From Leg 3.00 0.000 150.00 No Ice 1.03 0.51 26.45 0.000 0.000 FWHR B From Leg 3.00 0.000 150.00 No Ice 1.03 0.51 26.45 0.000 0.000 FWHR C From Leg 3.00 0.000 150.00 No Ice 1.03 0.51 26.45 0.000 , 0.000 BEN-92P C From Leg 3.00 0.000 150.00 No Ice 0.65 0.42 2.20 0.000 0.000 Sec[or Mount[SM 402-3] A None 0.000 150.00 No Ice 18.91 18.91 850.68 **140'** HB-X-AW-23-33-0OT A From Leg 3.00 0.000 140.00 No Ice 3.52 3.52 44.10 ' 0.000 0.000 HB-X-AW-23-33-0OT B From Leg 3.00 0.000 140.00 No Ice 3.52 3.52 44.10 � 0.000 ' 0.000 - HB-X-AW-2333-OOT C From Leg 3.00 0.000 140.00 No Ice 3.52 3.52 44.10 0.000 0.000 Sector Mount[SM 402-3] A None 0.000 140.00 No Ice 18.91 18.91 850.68 *��** Load Combinations Job Page ����'��� Pasco County (VS) (BU 826548) 21 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Client Designed by Phone:(919)66]-6351 Crown Castle �WB FAJL (919)661-6350 Comb. Descriptinn 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 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice " 15 0.9 Dead+1.6 Wind 180 de -No Ice g ' 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 V✓ind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 Dead+Wind 0 deg-Service 27 Dead+Wind 30 deg-Service ' 28 Dead+Wind 60 deg-Service 29 Dead+Wind 90 deg-Service 30 Dead+Wind 120 deg-Service 31 Dead+Wind 150 deg-Service 32 Dead+Wind 180 deg-Service 33 Dead+Wind 210 deg-Service 34 Dead+Wind 240 deg-Service 35 Dead+Wind 270 deg-Service 36 Dead+Wind 300 deg-Service 37 Dead+Wind 330 deg-Service Maximum Member Forces Section Elevation Component Corsdition Gov fLcial MajorAxis MinorAxis , No. fi Type Load Moment Moment Camb. lb lb-ft lb-ft Tl 190-180 Leg Max Tension 7 1183032 �7.09 11.46 � Max.Compression 18 -15051.27 63.06 -25.75 Max.M�c 8 -1958.25 -87.39 -7.44 Max.My 4 -1916.88 �9.84 101.06 Max.Vy 20 2939.24 0.00 0.00 Max.Vx 3 2921.91 0.00 0.00 Diagonal Max Tension 4 4164.49 0.00 0.00 Max.Compression 16 �176.00 0.00 0.00 Max.Mac 18 331435 11.64 -0.83 Max.My 4 -3728.68 3.72 1.34 Max.Vy 18 -7.80 11.64 -0.83 Max.Vx 4 0.28 0.00 0.00 Top Girt Max Tension 19 1664.88 0.00 0.00 Max.Compression 6 -1687.10 0.00 0.00 Ma�c.1vLY 2 -868.87 -57.97 0.00 Max.Vy 2 28.98 0.00 0.00 � Job Page ������� Pasco County (VS) (BU 826548) 22 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Client Designed by Phone:(919)66]-6351 Crown Castle �WB FAX. (919)661-6350 Section Elevation Component Condition Gov. Axial MajorAris MinorAxis No. ft Type Load Moment Moment Comb. 16 16-ft lb-ft T2 180-160 Leg Max Tension 7 56019.04 164.85 -105.81 Max.Compression 18 -63658.10 630.69 -382.27 Max.Mx 8 -250730 1227.04 -16.13 Max.My 2 12975.17 126.17 -1135.06 Ma�c.Vy 20 -1713.53 ?8033 -246.55 Max.Vx 2 -1775.17 1.42 925.18 Diagonal Max Tension 5 8432.43 0.00 0.00 Max.Compression 16 -8493 49 0.00 0.00 Max.Mx 16 3985.77 29.79 -2.08 Max.My 4 -8141.61 -534 5.46 Max.Vy 16 -12.45 29 79 -2.08 Max.Vx 4 1.16 0.00 0.00 Top Girt Ma�c Tension 6 34 40 0.00 0.00 Max.Compression 19 �.99 0.00 0.00 Max.M�c 2 25.71 -57.97 0.00 Max.Vy 2 28.98 0.00 0.00 i T3 160-140 Leg Max Tension 7 111480.45 -1018.91 20.47 Max.Compression 18 -124806.09 443.40 -1.97 Max.Mx 6 109960.59 -1030.96 20.57 Max.My 8 -7140.43 -45.87 1556.73 Max.Vy 14 -1526.51 -641.11 �.OS Ma�c.Vx 20 -1408.73 29.64 -138.14 Diagonal Ma�c Tension 5 10963.97 0.00 0.00 Max.Compression 16 -11384 76 0.00 0.00 Max.Mx 18 7936.26 -116.60 26.32 Max.My 4 -9627.30 30.83 -31.09 I Max.Vy 18 38.45 -116.60 2632 Max.Vx 4 6.53 0.00 0.00 Top Girt Max Tension 6 346.01 0.00 0.00 Max.Compression 19 -212.58 0.00 0.00 Max.M�c 2 231.86 -85.04 0.00 Max.My 2 -184.52 0.00 2.05 Max.Vy 2 42.52 0.00 0.00 Ma�c.Vx 2 -1.02 0.00 0.00 T4 140-120 Leg Max Tension 7 174226.86 -1194.70 16.72 Max.Compression 18 -193405.87 2564.96 -6.62 Max.M�c 18 -193405.87 2564.96 -6.62 Max.My 4 -8688.17 -64.50 -2484 72 Maac.Vy 14 -340.32 -306.24 3.42 Max.Vx 8 �9839 -30.36 1983.91 . Diagonal Max Tension 17 1238623 0.00 0.00 Max.Compression 16 -12566.22 0.00 0.00 Max.M�c 18 9728.23 65.80 -6.91 Max.My 8 11969.95 55 78 736 Max.Vy 18 -23.04 65.80 -6.91 Max.Vx 4 -1.55 0.00 0.00 Top Girt Max Tension 6 2814 75 0.00 0.00 _ _ Max.Compression 19 -2420.82 0.00 0.00 Ma�c.M�c 2 1572.92 -124.16 0.00 Max.My 2 -2347.85 0.00 2.99 Max.Vy 2 5138 0.00 0.00 Max.Vx 2 -1.24 0.00 0.00 TS 120-113.333 Leg Max Tension 7 194790.62 -2312.23 7.25 Max.Compression 18 -215902.11 111932 -2.66 Mas.Mx 18 -215647.50 2564.96 -6.62 Max.My 4 -9530.63 -55.86 -2259 71 ' - Max.Vy 18 337.89 2564.96 -6.62 Max.Vx 8 1L29.92 -49.26 2232.08 Diagonal Max Tension 17 12662.81 0.00 0.00 Max.Compression 16 -12851.90 0.00 0.00 Max.M�c 6 10656.35 64.43 -1.08 Job Page ������� Pasco County (VS) (BU 826548) 23 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle �WB FAX:(919)661-6350 Secrion Elevation Component Condition Gov Axia1 MajarAxis MinorAxis No. ft Type Load Moment Moment Comb. Ib I6-ft lb-ft Max.My 4 -12757.07 -12.57 9.24 Max.Vy 6 23.29 64 43 -1.08 Max.Vx 4 -1 78 0.00 0.00 Top Girt Max Tension 6 2256:35 0.00 0.00 Max.Compression 19 -2003.92 0.00 0.00 Max.M�c 2 1241.63 -196.82 0.00 Max.My 2 -1957.09 0.00 4.73 Ma�c.Vy 2 69 47 0.00 0.00 Max.Vx 2 -1.67 0.00 0.00 T6 113333- Leg Max Tension 7 215537.61 -1186.76 6.32 106.667 Max.Compression 18 -238662.35 3189.84 -81.15 Max.Mx 6 212908.40 -3243.63 85.14 Ma�c.My 20 -895939 -97.20 �734 78 Max.Vy 19 �27.80 3211.17 -81.86 Max.Vx 20 495 78 -97.20 11734 78 Diagonal Max Tension 16 12905.68 0.00 0.00 Max.Compression 17 -12799.13 0.00 0.00 Max.Mx 18 10925.41 67.72 -3.49 Max.My 18 -10986.90 -17.51 11.37 Max.Vy 18 -23.88 67.72 -3.49 Max.Vx 18 1.02 0.00 0.00 T'7 106.667-100 Leg Max Tension 7 234977.23 -322230 84.43 Max.Compression 18 -259647.58 3037.44 2031 Max.Mx 6 232473.16 -3243.63 85.14 Max.My 20 -9084.50 -97.20 -4734 78 Ma�c.Vy 14 -21937 -3237.43 -56.59 Max.Vx 20 -1017.59 -97.20 -4734.78 Diagonal Max Tension 17 14076.42 0.00 0.00 Max.Compression 16 -14384.81 0.00 0.00 Max.Mx 18 10643.06 -14837 20.49 Max.My 20 13499.91 -129.11 21.75 Max.Vy 18 50.18 -14837 20.49 Max.Vx 20 -3.89 0.00 0.00 T8 100-80 Leg Ma�c Tension 7 289430.57 -2362.17 66.47 Max.Compression 18 -320200.70 5733.03 3.79 Max.Mac 18 -320200.70 5733.03 3.79 � Ma�c.My 20 -10554.20 -391.25 -8719.93 Max.Vy 18 -594.01 5733.03 3.79 Max.Vx 20 -1311.63 -391.25 -8719.93 Diagonal Max Tension 16 16769.69 0.00 0.00 , Max.Compression 16 -16925.95 0.00 0.00 Max.Mx 18 12990.19 154.36 -19.18 , Max.My 4 -15144.47 -23.47 22.97 Max.Vy 18 -4332 154.36 -19.18 Max.Vx 4 -3.54 0.00 0.00 Top G'ut Max Tension 6 4240.95 0.00 0.00 Max.Compression 19 -3913.93 0.00 0.00 , Max.Mx 2 2315.25 -258.97 0.00 Max.My 2 -3844.60 0.00 6.23 Maac.Vy 2 79.68 0.00 0.00 Ma�c.Vx 2 -1.92 0.00 0.00 T9 80-70 Leg Max Tension 7 318804.87 �888.90 -7.61 Max.Compression 18 -353027.60 3355.95 -142.86 , Ma�c.Mx 18 352491.32 5733.03 3.79 Max.My 20 -12740.56 �48.78 -11793.80 Max.Vy 18 440.79 5733.03 3.79 Mas.Vx 20 1619.51 A48.78 -11793.80 Diagonal Max Tension 17 16119 41 0.00 0.00 Max.Compression 16 -16340.93 0.00 0.00 Max.Mx 6 13376.68 151.44 -3.32 • Job Page ������� Pasco County (VS) (BU 826548) 24 of 34 TowerEngineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone. (919)661-635] Crown Castle �WB FAX:(919)661-6350 Section Elevation Component Condition Gov. Axial MajorAxis MinorAxis No. ft Type Load Moment Moment Comb. lb Ib-ft Ib-ft Max.My 4 -16171.00 -13.90 23.92 Max.Vy 6 44.36 151 44 -3.32 Ma�c.Vx 4 -3.49 0.00 0.00 Top Girt Max Tension 6 4291.71 0.00 0.00 Max.Compression 19 4067.64 0.00 0.00 Max.Mx 2 2315.20 -349.22 0.00 Max.My 2 -4013.06 0.00 8.40 Max.Vy 2 95.24 0.00 0.00 Max.Vx 2 2.29 0.00 0.00 T10 70-60 Leg Max Tension 7 347802.49 -3937.87 155.85 Max.Compression 18 -385463.09 5788.76 50.20 Max.Mx 18 -385463.09 5788.76 50.20 ' ' Max.My 20 -13304 48 �48.78 -11793.80 Max.Vy 18 1t30.11 5788.76 50.20 Maac.Vx 20 -1663.80 �48.78 -11793.80 Diagonal Max Tension 16 18282.65 0.00 0.00 Max.Compression 16 -18594.09 0.00 0.00 Max.Mx 18 13818.22 -333.26 61.90 Max.My 20 17434.40 -286.72 67.16 Max.Vy 18 92.47 -333.26 61.90 Max.Vx 20 -8.93 0.00 0.00 Tl l 60-40 Leg Max Tension 7 405539.83 �023.51 73.54 Ma�c.Compression 18 �51287.52 8211.42 17 74 Max.Mx 18 -451287.52 8211 42 17 74 � Max.My 4 -16579.20 -554 43 -12504.29 Max.Vy 18 -709.07 8211.42 17.74 Max.Vx 20 1756.52 -568.36 -12498.13 Diagonal Max Tension 16 19203.25 0.00 0.00 Max.Compression 16 -19409.10 0.00 0.00 Max.Mx 18 14797.12 22638 -2237 - Max.My 4 -17344.56 22.01 25.83 Max.Vy 18 -68.54 226.38 -22.37 Max.Vx 4 -3.93 0.00 0.00 TopGirt MaxTension 6 5854.45 0.00 0.00 Max.Compression 19 -5526.18 0.00 0.00 Max.Mx 2 315135 -433.09 0.00 Ma�c.My 2 -544626 0.00 10.42 Max.Vy 2 106.06 0.00 0.00 Ma�c.Vx 2 -2.55 0.00 0.00 T12 40-30 Leg Max Tension 7 433882.57 -7027.01 -19.52 Max.Compression 18 -483817.50 6227.22 -195.55 Max.Mx 18 -483169.52 8211.42 17 74 Max.My 20 -18332.46 -570.25 -16412.90 Max.Vy 18 401 40 8211.42 17.74 Max.Vx 20 2028.26 -570.25 -16412.90 Diagonal Max Tension 16 18162.02 0.00 0.00 Max.Compression 16 -18463.42 0.00 0.00 Max.Mx 6 14795.20 229 70 6.05 Max.My 4 -18153.41 40.08 27.85 Max.Vy 6 71.48 229.70 6.05 Max.Vx 4 �.03 0.00 0.00 Top Girt Ma�c Tension 6 550438 0.00 0.00 Max.Compression 19 -5196.07 0.00 0.00 Max.M�c 2 2995.14 -525.99 0.00 Max.My 2 -5121.53 0.00 12.65 Ma�c.Vy 2 116.89 0.00 0.00 Max.Vx 2 -2.81 0.00 0.00 T13 30-20 Leg Max Tension 7 461776.51 -6867.08 213.52 Ma�c.Compression 18 -515949.68 5570.03 138.31 Max.Mx 6 456728.86 -7005.89 21739 Ma�c.My 20 -1916633 -570.25 -16412.90 Job Page ������'� Pasco County (VS) (BU 826548) 25 of 34 � Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Client Designed by Phone. (919)661-6351 Crown Castle �WB F.9JL (919)661-6350 Section Elevation Component Condition Gov. tLrial MajarAxis MinorAxis No. ft Type Load Moment Moment Comb. Ib [b-ft lb-ft Max.Vy 14 -445.73 -7000.55 -164 49 Ma�c.Vx 20 -2231.23 -570.25 -16412.90 Diagonal Max Tension 16 20995.28 0.00 0.00 Max.Compression 16 -21453.00 0.00 0.00 Ma�c.Mx 18 1581134 �9039 67.86 Maac.My 20 19950.22 �42.79 71.54 Max.Vy 18 146.49 �9039 67.86 Max.Vx 20 -9.46 0.00 0.00 T14 20-0 Leg Max Tension 7 516870.80 -5595.62 71.66 Max.Compression 18 -58080224 0.00 0.04 Max.Mx 6 483975.61 -5725.28 7625 Max.My 4 -23790.25 -515.63 -13522.67 Ma�c.Vy 14 -753.02 -5714.29 -70.30 Mas.Vx 20 1933.29 -530.52 -13522.40 Diagonal Max Tension 16 2146639 0.00 0.00 Max.Compression 16 -21779.54 0.00 0.00 Max.Mx 18 16341.01 308.06 -33.79 Max.My 20 2014430 281.92 -34.85 Ma�c.Vy 18 -89.94 308.06 -33.79 Max.Vx 20 4.74 0.00 0.00 Top Girt Max Tension 6 5886.85 0.00 0.00 Max.Compression 19 -5455.50 0.00 0.00 Ma�c.Mx 2 3222.77 -627.90 0.00 Max.My 2 -5359.06 0.00 15.10 Ma�c.Vy 2 127 71 0.00 0.00 Maac.Vx 2 -3.07 0.00 0.00 Maximum Reactions Location Condition Gov. Yenical Horizontal,X Horizontal,Z I.oad Ib 16 lb Comb. Leg C Max.Vert 18 597650.02 51251.64 -30153.93 Max.Hx 18 597650.02 51251.64 -30153.93 Max.H� 5 -476043.17 -40078.24 27317.20 Min.Vert 7 -531333.88 �6250.55 27211.17 Min.Hx 7 -531333.88 136250.55 27211.17 Min.H� 18 597650.02 51251.64 -30153.93 Leg B Max.Vert 10 594093.06 -51231.26 -29778.32 Max.Hx 23 -528830.18 46231.63 26868.18 Max.Hz 23 -528830.18 46231.63 26868.18 Min.Vert 23 -528830.18 46231.63 26868.18 Min.Hx 10 594093.06 -51231.26 -2977832 Min.H� 10 594093.06 -51231.26 -29778.32 Leg A Max.Vert 2 597428.47 315.60 59412.93 ' Max.Hx 21 17688.62 6713.12 1223.86 , Max.H� 2 597428.47 -315.60 59412.93 Min.Vert 15 -529839.18 288.08 -53589.22 i Min.Hx 8 27565.78 -6723.27 1895.06 Min.H� 15 -529839.18 288.0H -53589.22 Tower Mast Reaction Summary Pa e ���,���� �ob Pasco County (VS) (BU 826548) 9 26 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 �W B Load [�ertical Shea s Shear� Overturning Overturning Torgue Combination Moment,M Moment,M� Ib Ib Ib Ib-ft Ib ft lb ft Dead Only 62935.06 -0.00 0.00 -10556.04 5349.90 -0.00 ' 1.2 Dead+1.6 Wind 0 deg-No 75522.07 168.07 -96097.72 -10572520.15 -25101.13 -11476.29 Ice , 0.9 Dead+1.6 Wind 0 deg-No 56641.55 168.07 -96097.72 -1056935333 -26706.10 -11476.29 Ice 1.2 Dead+1.6 Wind 30 deg-No 75522.07 47832.90 -82744.17 -9145781.80 -5278275.69 -16638.86 Ice � 0.9 Dead+1.6 Wind 30 deg-No 56641.55 47832.90 -82744.17 -9142614.99 -5279880.66 -16638.86 Ice 1.2 Dead+1.6 Wind 60 deg-No 75522.07 79205.11 -45862.63 -5113570.79 -8785808.87 -16636.23 Ice 0.9 Dead+1.6 Wind 60 deg-No 56641.55 79205.11 -45862.63 -5110403.98 -8787413.84 -16636.23 Ice - 12 Dead+1.6 Wind 90 deg-No 75522.07 95374.70 -168.07 -44188.25 -10508375.27 -13402.47 Ice 0.9 Dead+1.6 Wind 90 deg-No 56641.55 95374 70 -168.07 111021.44 -10509980.24 -13402.47 Ice 1.2 Dead+1.6 Wind 120 deg- 75522.07 83075.80 4790331 5239961.20 -9111646.15 -6121.65 No Ice 0.9 Dead+1.6 Wind 120 deg- 56641.55 83075.80 47903.31 5243128.02 -9113251.12 -6121.65 No Ice 1.2 Dead+1.6 Wind 150 deg- 75522.07 47541.80 82576.11 9088926.29 -5223679 71 2983.63 No Ice 0.9 Dead+1.6 Wind 150 deg- 56641.55 47541.80 82576.11 9092093.11 -5225284.68 2983.63 No Ice 1.2 Dead+1.6 Wind 180 deg- 75522.07 -168.07 91434.16 10134543.85 37940.88 10834.48 No Ice 0.9 Dead+1.6 Wind 180 deg- 56641.55 -168.07 91434.16 10137710.66 36335.91 10834.48 No Ice � 1.2 Dead+1.6 Wind 210 deg- 75522.07 �7832.90 82744.17 912044730 5291115 44 16638.86 No Ice 0.9 Dead+1.6 Wind 210 deg- 56641.55 -47832.90 82744.17 9123614.11 5289510.47 16638.86 _ No Ice 1.2 Dead+1.6 Wind 240 deg- 75522.07 -83243.87 48194 41 5294557.18 9156006.91 17579.53 No Ice 0.9 Dead+1.6 Wind 240 deg- 56641.55 -83243.87 48194 41 5297724.00 9154401.94 17579.53 No Ice 1.2 Dead+1.6 Wind 270 deg- 75522.07 -95374.70 168.07 18853.75 10521215.02 13402.47 No Ice 0.9 Dead+1.6 Wind 270 deg- 56641.55 -95374.70 168.07 22020.56 10519610.05 13402.47 No Ice 1.2 Dead+1.6 Wind 300 deg- 75522.07 -79037.04 �5571.53 -5058974.81 8767127.62 5820.17 No Ice 0.9 Dead+1.6 Wind 300 deg- 56641.55 -79037.04 �5571.53 -5055808.00 8765522.65 5820.17 No Ice 1.2 Dead+1.6 Wind 330 deg- 75522.07 �7541.80 -82576.11 -9114260.80 5236519.46 -2983.63 No Ice 0.9 Dead+1.6 Wind 330 deg- 56641.55 �7541.80 -82576.11 -9111093.98 5234914.49 -2983.63 No Ice Dead+Wind 0 deg-Service 62935.06 33.65 -19243.49 -2125158.13 -962.16 -2298.12 Dead+Wind 30 deg-Service 62935.06 _ 9578.50 -16569.45 -1839454.91 -1052906.16 -3331.92 Dead+Wind 60 deg-Service 62935.06 15860.76 -9183.96 -1032007.89 -1755286.87 -333139 Dead+Wind 90 deg-Service 62935.06 19098.71 -33.65 -16868.10 -2100229.41 -2683.83 Dead+Wind 120 deg-Service 62935.06 16635.86 9592.60 1041278.60 -1820535.52 -1225.86 Dead+Wind 150 deg-Service 62935.06 9520.21 16535.80 1812030.77 -104197336 597 47 Dead+Wind 180 deg-Service 62935.06 -33.65 18309.62 2021414.85 11661.95 2169.60 � � Dead+Wind 210 deg-Service 62935.06 -9578.50 16569 45 1818342.83 1063605.95 3331.92 Dead+VJind 240 deg-Service 62935.06 -16669.52 9650.89 1052211.40 1837547.37 3520.29 Dead+Wind 270 deg-Service 62935.06 -19098.71 33.65 11243.99 2'1-10929.20 2683.83 Dead+Wind 300 deg-Service 62935.06 -15827.13 -9125.66 -1021075.09 1759678.66 1165.59 Dead+Wind 330 deg-Service 62935.06 -9520.21 -16535.80 -1833142.86 1052673.15 -597.47 Job Page ��T�'��� Pasco County (VS) (BU 826548) 27 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39'06 10/10/16 326 Tryan Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 � (',I'OWfI �'i8St�8 FAX. (919)661-6350 �WB Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. Ib Ib lb Ib Ib Ib 1 0.00 -62935.06 0.00 0.00 62935.06 -0.00 0.000% 2 168.07 -75522.07 -96097.73 -168.07 75522.07 96097 72 0.000% 3 168.07 -56641.55 -96097.73 -168.07 56641.55 96097 72 0.000% 4 47832.90 -75522.07 -82744.18 147832.90 75522.07 82744.17 0.000% 5 47832.90 -56641.55 -82744.18 �7832.90 56641.55 82744.17 0.000% 6 79205.11 -75522.07 -45862.63 -79205.11 75522.07 45862.63 0.000% 7 79205.11 -56641.55 �5862.63 -79205.1] 56641.55 45862.63 0.000% 8 95374 70 -75522.07 -168.07 -95374.70 75522.07 168.07 0.000% 9 95374.70 -56641.55 -168.07 -95374.70 56641.55 168.07 0.000% 10 83075.80 -75522.07 4790331 -83075.80 75522.07 �7903.31 0.000% 11 83075.80 -56641.55 47903.31 -83075.80 56641.55 -4790331 0.000% 12 47541.80 -75522.07 82576.11 �7541.80 75522.07 -82576.11 0.000% 13 47541.80 -56641.55 82576.11 �7541.80 56641.55 -82576.11 0.000% 14 -168.07 -75522.07 91434.17 168.07 75522.07 -91434.16 0.000% 15 -168.07 -56641.55 91434.17 168.07 56641.55 -91434.16 0.000% 16 -47832.90 -75522.07 82744.18 47832.90 75522.07 -82744.17 0.000% 17 -47832.90 -56641.55 82744.18 47832.90 56641.55 -82744.17 0.000% 18 -83243.87 -75522.07 48194 41 83243.87 75522.07 �8194.41 0.000% 19 -83243.87 -56641.55 48194.41 83243.87 56641.55 �8194.41 0.000%a 20 -95374.70 -75522.07 168.07 95374 70 75522.07 -168.07 0.000% 21 -95374.70 -56641.55 168.07 95374 70 56641.55 -168.07 0.000% 22 -79037.05 -75522.07 -45571.54 79037.04 75522.07 45571.53 0.000% 23 -79037.05 -56641.55 -45571.54 79037.04 56641.55 45571.53 0.000% 24 -47541.80 -75522.07 -82576.11 47541.80 75522.07 82576.11 0.000% 25 -47541.80 -56641.55 -82576.11 47541.80 56641.55 82576.11 0.000% 26 33.65 -62935.06 -19243.49 -33.65 62935.06 19243.49 0.000% 27 9578.50 -62935.06 -16569.46 -9578.50 62935.06 16569.45 0.000% 28 15860.76 -62935.06 -9183.96 -15860.76 62935.06 9183.96 0.000% 29 19098.71 -62935.06 -33.65 -19098:71 62935.06 33.65 0.000% 30' 16635.86 -62935.06 9592.60 -16635.86 62935.06 -9592.60 0.000% 31 9520.21 -62935.06 16535.80 -9520.21 62935.06 -16535.80 0.000% 32 -33.65 -62935.06 18309.62 33.65 62935.06 -18309.62 0.000% 33 -9578.50 -62935.06 16569 46 9578.50 62935.06 -16569.45 0.000%a 34 -16669.52 -62935.06 9650.89 16669.52 62935.06 -9650.89 0.000% 35 -19098.71 -62935.06 33.65 19098.71 62935.06 -33.65 0.000% 36 -15827.13 -62935.06 -9125.66 15827.13 62935.06 9125.66 0.000% 37 -9520.21 -62935.06 -16535.80 9520.21 62935.06 16535.80 0.000% Maximum Tower Deflections - Service Wind Section Elevation HorZ. Gov Tilt Twist No. DeJlection Laad ft in Camb. ° ° Tl 190-180 4.764 27 0.231 0.007 T2 180-160 4.273 27 0.226 0.006 T3 160-140 3332 27 0.201 0.006 T4 140-120 2.538 26 0.167 0.005 TS 120-113333 1.849 26 0.143 0.004 T6 113333-106.667 1.641 26 0.134 0:004 T7 106.667-100 1.446 26 0.124 0.003 T8 100-80 1.273 26 0.113 0.003 I Job Page ������� Pasco County(VS) (BU 826548) 28 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 �W B Section Elevatian HorZ. Gov Tilt Twist No. De}lection Load ft in Comb. ° ° T9 80-70 0.815 26 0.090 0.002 T10 70-60 0.620 26 0.077 0.002 Tl l 60-40 0.465 26 0.064 0.002 T12 40-30 0.215 26 0.042 0.001 T13 30-20 0.124 26 0.030 0.001 T14 20-0 0.066 26 0.018 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twisi Radius of Load Curvature ft Comb. in ° ° ft 190.00 CBC1921-DF-DC-6X 27 4.764 0.231 0.007 418403 171.00 (3)DBXNH-6565B-R2M w/Mount 27 3.837 0.217 0.006 49256 Pipe 160.00 (2)CAP-FRO-656 w/Mount Pipe 27 3.332 0.201 0.006 26724 150.00 APXVERRI8-C w/Mount Pipe 26 2.918 0.183 0.005 34616 140.00 HB-X-AW-23-33-0OT 26 2.538 0.167 0.005 52680 Maximum Tower Deflections - Design Wind Section Elevaaon Hon. Gov Tilt Twist �I No. De,flection Laad ft in Comb. ° o Tl 190-180 23.734 4 1.151 0.035 T2 180-160 21.286 4 1.127 0.032 T3 160-140 16.603 19 1.003 0.028 T4 140-120 12.645 19 0.831 0.026 TS 120-113333 9212 19 0.711 0.021 T6 113333-106.667 8.173 19 0.665 0.019 T7 106.667-100 7.204 19 0.616 0.017 T8 100-80 6.342 19 0.564 0.016 T9 80-70 4.060 19 0.448 0.012 T10 70-60 3.091 19 0.385 0.010 T l l 60-40 2316 19 0.320 0.009 T12 40-30 1.073 19 0.209 0.006 T13 30-20 0.617 19 0.151 0.004 - T14 20-0 0331 19 0.091 0.003 Critical Deflections and Radius of Curvature- Design Wind Elevation Appunenance Gov. Deflection Tilt Twist Radius of Laad Curvature ft Comb. in ° ° ft 190.00 CBC1921-DF-DC-6X 4 23.734 1.151 0.035 85124 171.00 (3)DBXNH�565B-R2M w/Mount 4 19.115 1.083 0.029 9834 Pipe 160.00 (2)CAP-FRO-656 w/Mount Pipe 19 _ 16.603 1.003 0.028 5348 150.00 APXVERRI8-C w/Mount Pipe 19 14.537 0.914 0.027 6950 Job Page ������Y Pasco County (VS) (BU 826548) 29 of 34 Tower Engineering Project Date � Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle �WB FAX. (9l9)661-6350 Elevation Appurtenance Gav Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ° ft 140.00 HB-X-AW-23-33-0OT 19 12.645 0.831 0.026 10609 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Rdtio Allawable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt Ib Allowable Ib Tl 190 Leg A325N 0.750 4 2957.58 29820.60 0.099 1 Bolt Tension Diagonal A325N 0.500 2 2082.24 4995.70 0.417 1 Member Block Shear Top Girt A325N 0.500 1 1687.10 7952.16 0.212 1 Bolt Shear T2 180 Leg A325N 0.875 4 14004.80 40589.10 0.345 1 Bolt Tension Diagonal A325N 0.500 2 4216.22 5505.47 0.766 1 Member Block Shear Top Girt A325N 0.500 1 34.40 7952.16 0.004 1 Bolt Shear T3 160 Leg A325N I.000 6 18580.10 53014 40 0.350 1 Bolt Tension Diagonal A325X 0.750 1 10964.00 17943.80 0.611 1 Member Block Shear Top Girt A325N 0.750 1 346.01 17892.40 0.019 1 Bolt Shear T4 140 Leg A325N 1.500 4 43556.70 119282.00 0.365 1 Bolt Tension Diagonal A325N 0.625 2 6193.11 7697.46 0.805 1 Member Block Shear Top Girt A325N 0.625 1 2814 75 12425.20 0.227 1 Bolt Shear TS 120 Diagonal A325N 0.625 2 6331.40 7697 46 0.823 1 Member Block Shear Top Girt A325N 0.625 1 225635 12425.20 0.182 1 Bolt Shear T6 113.333 Diagonal A325N 0.625 2 6452.84 7697 46 0.838 1 Member Block Shear T7 106.667 Leg A325N 1.500 6 39162.90 119282.00 0.328 1 Bolt Tension Diagonal A325X 0.625 2 7038.21 15394.90 0.457 1 MemberBlock Shear T8 100 Leg A325N 1.500 6 48238.40 119282.00 0.404 1 Bolt Tension Diagonal A325N 0.750 2 8384.85 1250630 0.670 1 MemberBlock Shear Top Girt A325N 0.750 1 4240.95 17892.40 0.237 1 Bolt Shear T9 80 Diagonal A325N 0.625 2 8059 70 11622.70 0.693 1 Member Block Shear Top Girt A325N 0.625 1 4291.71 12425.20 0.345 1 Bolt Shear ' T10 70 Leg A325N 1.500 6 5796710 119282.00 0.486 1 BoltTension Diagonal A325X 0.625 2 9141.32 23245.30 0393 1 MemberBlock Shear Tll 60 Leg A325N 1.500 6 67590.00 119282.00 0.567 1 BoltTension � Diagonal A325N 0.750 2 9704.55 17892.40 0.542 1 Bolt Shear Top Girt A325N 0.750 1 5854.45 15768.80 0.371 1 Member Bearing T12 40 Diagonal A325N 0.750 2 9231 71 17892.40 0.516 1 Bolt Shear Top Girt A325N 0.750 1 550438 15768.80 0349 1 Member Bearing T13 30 Leg A325N 1.500 6 76962.80 119282.00 0.645 1 Bolt Tension Diagonal A325X 0.750 2 10497.60 33495.00 0313 1 Gusset Bearing T14 20 Diagonal A325N 0.750 2 10889.80 17892.40 0.609 1 Bolt Shear Top Girt A325N 0.750 1 5886.85 15768.80 0.373 1 Member Bearing I I Job Page ��T��'�� Pasco County (VS) (BU 826548) 30 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Ciient Designed by Phone:(919)661-6351 Crown Castle �WB FAX. (9I9)661-6350 Com ression Checks - Leg Design Data (Compression) Section Elevation SiZe L L„ KUr A P �P„ Ratio No. P� ft ft ft inZ lb Ib �p� Tl 190-180 Pipe 2.5 STD 10.00 5.00 633 1 704 -1505130 53865.90 0.279' K=1.00 T2 180-160 PIPE 3.5 STD 20.00 5.00 44.9 2.680 -63658.10 96872.30 0.657' K=1.00 T3 160-140 Pipe 5 STD 20.02 6.67 42.7 4.297 -124806.00 157400.00 0.793' K=1.00 T4 140-120 Pipe 8 STD 20.02 6.67 27.3 8399 -193406.00 330771.00 0.585 I K=1.00 TS 120-113333 Pipe 8 STD 6.67 6.67 273 8399 -215902.00 330771.00 0.653' K=1.00 T6 113.333- Pipe 8 STD. 6.67 6.67 273 8.399 -238662.00 330771.00 0.722 1 106.667 K=1.00 T7 106.667-100 Pipe 8 STD 6.67 6.67 27.3 8.399 -259648.00 330771.00 0.785' K=1.00 T8 100-80 Pipe 10 STD(SCH40) 20.02 10.01 32.5 11.966 -320201.00 461312.00 0.694' K=1.00 T9 80-70 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 -353028.00 461312.00 0.765 i x=i.00 T10 70-60 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 -385463.00 461312.00 0.836' K=1.00 Tl l 60-40 Pipe 12 STD 20.02 10.01 27.4 14.579 �51288.00 573746.00 0.787 1 K=1.00 T12 40-30 Pipe 12 STD 10.01 10.01 27.4 14.579 1183818.00 573746.00 0.843 1 K=1.00 T13 30-20 Pipe 12 STD 10.01 10.01 27.4 14.579 -515950.00 573746.00 0.899 1 K=1.00 T14 20-0 Pipe 12 XH 2O.02 10.01 27.7 19.242 -580802.00 756510.00 0.768 1 � K=1.00 1 P� /�P„cont[ols Diagonal Design Data (Com ression). Section Elevation Size L L„ KUr A P„ �P Ratio No. P„ ft ft ft inZ lb Ib �p„ ' Tl 190-180 L13/4x13/4�c3/16' 9.43 4.41 146.0 0.621 11176.00 6583.67 0.634' K=0.95 T2 180-160 L2x2x3/16 9 43 4.35 129.6 0.715 -8493.49 9562.73 0.888 1 �i K=0.98 I � T3 160-140 2L21/2x21/2x3/16x3/8 11.52 5.51 85.0 1.800 -11384.80 3987930 0.285' K=1.00 T4 140-120 L3�c3x3/16 12.91 6.00 120.7 1.090 -12566.20 16272.00 0.772 1 K=1.00 TS 120-113.333 L3x3x3/16 13.39 6.24 124.4 1.090 -12851.90 15534.40 0.827' K=0.99 T6 113333- L3x3�l16 13.87 6.49 128.1 1.090 -12799.10 14802.00 0.865' 106.667 K=0.98 T7 106.667-100 2L3�c3ac3/16x1/2 14.36 6.74 86.0 2.180 -14384.80 46822.90 0307 1 Jab � Page ��T���� Pasco County (VS) (BU 826548) 31 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 �W B Section Elevation Size L L„ KUr A P„ �P„ Ratio No. P„ ft ft ft inz lb Ib �p� K=1.00 T8 100-80 L3 1/2x3 1/2x1/4 17.41 8.18 136.4 1.690 -16926.00 2052430 0.825' K=0.96 T9 80-70 L31/2x31/2x1/4 18.10 8.56 141.4 1.690 -16340.90 19094.00 0.8561 K=0.96 T10 70-60 2L3 1/2x3 1/2x1/4x1/2 18.80 8.92 98.0 3.375 -18594.10 65929.00 0.282 i K=1.00 Tll 60-40 L31/2x31/2x3/8 20.23 9.51 155.2 2.480 -19409.10 23249.90 0.835' K=0.93 T12 40-30 L31/2x31/2x3/8 20.96 9.88 160.1 2.480 -18463.40 21848.60 0.845' K=0.93 T13 30-20 2L3 1/2x3 1/2x3/8x1/2 21.69 10.25 114.6 4.969 -21453.00 80654.50 0.266 1 K=1.00 T14 20-0 IAx4x3/8 23.19 11.01 156.3 2.860 -21779.50 26444.20 0.824 1 K=0.93 1 P� /$Pn cont[ols Top Girt Design Data (Compression) Section Edevation Size L L„ Kl/r A P„ �P„ Ratio No. P„ ft ft ft inz Ib Ib �p„ Tl 190-180 L3 1/2x3 1/2x1/4 8.00 7.55 130.6 1.690 -1687.10 22313.50 0.076� K=1.00 T2 180-160 L3 1/2x3 1l2x1/4 8.00 7.55 130.6 1.690 -4.99 22313.50 0.000' K=1.00 T3 160-140 L3 1/2x3 1/2x3/8 8.00 7.40 129.2 2.480 -212.58 33376.40 0.006� K=1.00 T4 140-120 L3 1/2x3 1/2x3/8 9.67 8.96 156.6 2.480 -2420.82 22854.00 0.106' K=1.00 TS 120-113.333 L4x4x3/8 1133 10.38 158.0 2.860 -2003.92 25883.30 0.077' K=1.00 T8 100-80 L.4x4x3/8 13.00 12.01 182.9 2.860 -3913.93 19314.30 0.203' K=1.00 T9 80-70 LS�c5x5/16 14.67 13.53 1633 3.030 -4067.64 25667.60 0.1581 K=1.00 Tll 60-40 L5x5ac5/16 1633 15.16 183.0 3.030 -5526.18 20429.20 0.271' K=1.00 T12 40-30 LSx5x5/16 18.00 16.67 201.2 3.030 -5196.07 16908.10 0.307' K=1.00 KL,/R>200(C)-188 T14 20-0 LSx5x5/16 19.67 18.33 2213 3.030 -5455.50 13973.70 0390 1 K=1.00 KL/R>200(C)-209 1 P y /�P�controls Tension Checks I�, � Job Page ��T���� Pasco County (VS) (BU 826548) 32 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 �W B Leg Design Data (Tension) Section Elevatiore Size L L„ KUr A P„ �P„ Ratio No. P„ ft fi ft in� Ib 16 �p� Tl 190-180 Pipe 2.5 STD 10.00 5.00 63.3 1.704 11830.30 70547 70 0.168' T2 180-160 PIPE 3.5 STD 20.00 5.00 44.9 2.680 56019.00 110933.00 0.505� T3 160-140 Pipe 5 STD 20.02 6.67 42.7 4.297 111480.00 177914.00 0.627' T4 140-120 Pipe 8 STD 20.02 6.67 27.3 8399 174227.00 347729.00 0.501 ' TS 120-113.333 Pipe 8 STD 6.67 6.67 273 8399 194791.00 347729.00 0.560' T6 113.333- Pipe 8 STD 6.67 6.67 273 8399 215538.00 347729.00 0.620' 106.667 I T'7 106.667-100 Pipe 8 STD 6.67 6.67 273 8399 234977.00 347729.00 0.676' T8 100-80 Pipe 10 STD(SCH40) 20.02 10.01 32.5 11.966 289431.00 495377.00 0.584' , T9 80-70 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 318805.00 495377.00 0.644' T10 70-60 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.966 347803.00 495377.00 0.702' Tl l 60-40 Pipe 12 STD 20.02 10.01 27.4 14.579 405540.00 603569.00 �0.672 i T12 40-30 Pipe 12 STD 10.01 10.01 27 4 14.579 433883.00 603569.00 0.719 1 T13 30-20 Pipe 12 STD 10.01 10.01 27 4 14.579 461777.00 603569.00 0.765' , T14 20-0 Pipe12XH 2O.02 10.01 27.7 19.242 516871.00 796629.00 0.649' 1 P„ I�P„COIIti'OIS Diagonai Design Data (Tension) Section Elevation Srze L L„ KI/r A P„ �P„ Ratio No. P„ ft ft ft inz Ib I6 �p� Tl 190-180 Ll 3/4x1 3/4x3/16 9 43 4 41 102.3 0.378 4164 49 16439.90 0.253' T2 180-160 L2x2x3/16 9.43 4.35 87.9 0.448 8432.43 19503.60 0.432' T3 160-140 2L21/2x2 1/2x3/16x3/8 11.52 5.51 87.1 1.104 10964.00 48019.90 0.228 1 T4 140-120 L3x3x3/16 12.91 6.00 79.2 0.712 12386.20 30973.40 0.400' TS 120-113.333 L3x3ac3/16 13.39 6.24 82.3 0.712 12662.80 30973.40 0.409' T6 113333- L3x3x3/16 13.87 6.49 85.4 0.712 12905.70 30973 40 0.417� 106.667 T7 106.667-100 2L3x3x3/16x1/2 1436 6.74 88.6 1.424 14076.40 61936.50 0.227 1 T8 100-80 L3 1/2x3 1/2x1/4 17 41 8.18 92.6 1.103 16769 70 47999.50 0.349 1 T9 80-70 L31/2x31/2x1/4 18.10 8.56 96.4 1.127 1611940 49019.10 0.329' TIO 70-60 2L31/2x31/2x1/4x1/2 18.80 8.92 100.2 2.250 18282.60 97875.00 0.187' Tll 60-40 L31/2x31/2x3/8 20.23 9.51 109.3 1.614 19203.20 70204.90 0.274' T12 40-30 L3 1/2x3 1/2x3/8 20.96 9.88 113.4 1.614 18162.00 70204.90 0.259' T13 30-20 2L3 1/2x3 1/2x3/8x1/2 21.69 10.25 117.1 3.234 2099530 140695.00 0.149 1 T14 20-0 Islx4x3/8 23.19 11.01 109.6 1.899 21466.40 82602.40 0260 1 1 P„ l�P„CO[1L[O1S Top Girt Design Data (Tension) Section Elevation Size L L„ K[/r A P„ �P„ Ratio No. P„ ft ft ft inz 16 Ib �p� Tl 190-180 L3 1/2x3 1/2x1/4 8.00 7.55 85.4 1.150 1664.88 50038.60 0.033 1 T2 180-160 L3 1/2x3 1/2x1/4 8.00 7.55 85.4 1.150 34 40 50038.60 0.001 i Pa e ���,���� �ob Pasco County (VS) (BU 826548) 9 33 of 34 TowerEngineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle F,4X. (9I9)661-6350 �W B Section Elevation SiZe L L„ Kl/r A P„ �P„ Ratio , No. p� ft ft ft inz 16 Ib �prt T3 160-140 L3 1/2x3 1/2x3/8 8.00 7.40 86.0 1.614 346.01 70204.90 0.005 1 T4 140-120 L3 1/2x3 1/2x3/8 9.67 8.96 103.2 1.649 2814 75 71734.20 0.039' TS 120-113333 L4x4x3/8 11.33 10.38 103.6 1.934 225635 84131 70 0.027' T8 100-80 IAx4x3l8 13.00 12.01 119.8 1.899 4240.95 82602.40 0.051 ' T9 80-70 LSx5x5/16 14.67 13.53 105.2 2.097 4291 71 9120730 0.047 i Tl l 60-40 LSx5x5/16 16.33 15.16 118.0 2.067 5854 45 89932.90 0.065 I T12 40-3� ISx5�c5/16 18.00 16.67 129.5 2.067 5504.38 89932.90 0.061' T14 20-0 ISx5x5/16 19.67 18.33 142.2 2.067 5886.85 89932.90 0.065' 1 P„ I�P„CORCCOIS Section Capacity Table Section Elevation Component Size Critical P �Pai�„. %a Pass No. n Type Element lb lb Capaciry Fai[ Tl 190-180 Leg Pipe 2.5 STD 1 -15051.30 53865.90 27.9 Pass T2 180-160 Leg PIPE 3.5 STD 19 -b3658.10 96872.30 65.7 Pass T3 160-140 Leg Pipe 5 STD 49 -124806.00 157400.00 79.3 Pass T4 140-120 Leg Pipe 8 STD 73 -193406.00 330771.00 58.5 Pass TS 120-113.333 Leg Pipe 8 STD 97 -215902.00 330771.00 653 Pass T6 113333- Leg Pipe 8 STD 109 -238662.00 330771.00 72.2 Pass 106.667 T7 106.667-100 Leg Pipe 8 STD 118 -259648.00 330771.00 78.5 Pass T8 100-80 Leg Pipe 10 STD(SCH40) 127 -320201.00 461312.00 69 4 Pass T9 80-70 Leg Pipe 10 STD(SCH40) 145 -353028.00 461312.00 76.5 Pass T10 70-60 Leg Pipe 10 STD(SCH40) 157 -385463.00 461312.00 83.6 Pass Tl l 60-40 Leg Pipe 12 STD 166 -451288.00 573746.00 78.7 Pass T12 40-30 Leg Pipe 12 STD 184 �83818.00 573746.00 84.3 Pass T13 30-20 Leg Pipe 12 STD 196 -515950.00 573746.00 89.9 Pass T14 20-0 Leg Pipe 12 XH 205 -580802.00 756510.00 76.8 Pass Tl 190-180 Diagonal Ll 3/4x1 3/4x3/16 12 �176.00 6583.67 63.4 Pass T'2 180-160 Diagonal L2�2�c3/16 30 -8493.49 9562.73 88.8 Pass T3 160-140 Diagonal 2L2 1/2x2 1/2x3/16x3/8 60 -11384.80 39879.30 28.5 Pass 61.1(b) T4 140-120 Diagonal L3x3x3/16 84 -12566.20 16272.00 77.2 Pass 80.5(b) TS 120-113333 Diagonal L3x3x3/16 108 -12851.90 15534.40 82.7 Pass T6 113333- Diagonal L3x3x3/16 117 -12799.10 14802.00 86.5 Pass 106.667 T7 106.667-100 Diagonal 2L3x3x3/16x1/2 126 -14384.80 46822.90 30.7 Pass I 45.7(b) - T8 100-80 Diagonal L3 1/2x3 1/2x1/4 138 -16926.00 20524.30 82.5 Pass T9 80-70 Diagonal L31/2�c31/2x1/4 156 -16340.90 19094.00 85.6 Pass T10 70-60 Diagonal 2L31/2x31/2x1/4x1/2 165 -18594.10 65929.00 28.2 Pass 39.3(b) Tll 60-40 Diagonal L31/2x31/2x3/8 177 -19409.10 23249.90 83.5 Pass T12 40-30 Diagonal L3 1/2x3 1/2x3/8 195 -18463.40 21848.60 84.5 Pass � T13 30-20 Diagonal 2L31l2x31/2x3/Sxl/2 204 -21453.00 80654.50 26.6 Pass 313(b) T14 20-0 Diagonal L4x4x3/8 216 -21779.50 26444.20 82.4 Pass Tl 190-180 Top Girt L3.1/2x3 1/2x1/4 5 -1687.10 22313.50 7.6 Pass 21.2(b) " T2 180-160 Top Girt L3 1/2x3 1/2x1/4 22 33.36 50038.60 0.2 Pass 0.4(b) T3 160-140 Top Girt L3 1/2x3 1/2x3/8 53 -212.58 33376.40 0.6 Pass 1.9(b) Pa e • ���,���� �ob Pasco County (VS) (BU 826548) 9 34 of 34 Tower Engineering Project Date Professionals TEP No. 48167.99008 09:39:06 10/10/16 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle ' F,9X:(919)661-6350 �W B Section Elevation Component Size Critical P pPai�a„. % Pass No. .� Type Element Ib !b Capaciry Fail T4 140-120 Top Girt L3 1/2x3 1/2x3/8 77 -2420.82 22854.00 10.6 Pass 22.7(b) TS 120-113.333 Top Girt LAx4x3/8 101 -2003.92 2588330 7.7 Pass . 18.2(b) I T8 100-80 Top Girt LAx4x3/8 131 -3913.93 1931430 20.3 Pass 23.7(b) T9 80-70 Top Girt ISx5x5/16 149 �067.64 25667.60 15.8 Pass 34.5(b) T11 60-40 TopGirt LSx5x5/16 170 -5526.18 20429.20 27.1 Pass 37.1(b) �� T12 40-30 Top Girt ISx5x5/16 188 -5196.07 16908.10 30.7 Pass ' 34.9(b) T14 20-0 Top Girt ISx5x5/16 209 -5455.50 13973.70 39.0 Pass Summary Leg(T13) 89.9 Pass Diagonal 88.8 Pass (T2) • Top Girt 39.0 Pass (T14) Bolt Checks 83.8 Pass Rating= 89.9 Pass Program Version 7.0.5.1-2/1/2016 File:C:/[Jsers/jwbalk/Desktop/Structures/Crown SAs/59247_99008_826548-Pasco County(VS) SA1tnxTower/826548_LC7.eri October f 0,20 i6 190-ft Self-Supporting Tower Structura/Analysis Report—Revision 1 CCl BU No 826548 TEP Project Number 48167.99008,Application 364433, Revision 0 Page 9 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 � �� � � ��0s � � (PROPOSED-IN CONDUIT) � (3) 1/4" TO 750 FT LEVEL (3) 17/64" TO 150 FT LEVEL , (PROPOSED) (1) 7/8" TO 15D FT LEVEL (INSTALLED) (INSTALLED) (12) 1-5/8" TO 160 FT LEVEL (3) 1-3/16" TO 150 FT LEVEL � LEC C • • • • • • • • • p�� � LEGA •� (INSTALLED) � �; (3) 5/76" TO 171 FT LEVEL • . � (1) 3/B" TO 771 FT LEVEL (ABANDONED) � •�� (2) 3/4" TO 171 FT LEVEL (6) 1-5/B" TO 140 FT LEVEL • ••. (6) 7/B" TO 771 FT LEVEL (72) 1-5/8" TO 171 FT LEVEL • •• � . :�� • � • • . O � �O (RESERVED) (1) 1-3/5" TO 190 FT LEVEL Q , (6) 7-5/B" TO 190 FT LEVEL (INSTALLED) O (6) 7-5/8' TO 790 FT LEVEI � � � LEG B BUSINESS UNIT 826548 TOWER ID: C_BASELEVEL October i0,20 i6 190-ft Self-Supporting Tower Structura/Ana/ysis Report—Revision 1 CCI BU No 826548 TEP Project Number 48167.99008,Application 364433, Revision 0 Page 10 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 � Anchor Rod Check for Self Supporting Towers ��� C � N TIA-222-G,Section 4.9.9 Rev.6.1 ��J � ���� �..� Site Data Reactions BU#: 826548 Eta Factor, 0.55 Detail T e Site Name: Pasco Coun S U lift,Pu: 531.334 ki s ' A #: 364433 Rev.0 Shear,Vu: 53:662 ki s Anchor Rod Data a�� in - Qty: 6 MU=0 65'la�*V„ ft-klpS Diam: 2.25 in Rod Material: Other Stren th Fu : 100 ksi Anchor Rod Results: Yield F : 75 ksi Max Rod(Cu+Vu/rj): 104.8 Kips � Design Axial, �*Fu*Anet: 260.0 Kips "Rod Circle: in Anchor Rod Stress Ratio: 40.3% 'e: in "#of Rods 1 or 2 If Applicable; Mu=Pu x e: ft-ki s Anchor Rod Results with Bendin Considered: ''Only enter rod circle, offset(e)and number When fhe clear distance from the fop of concrete to the bottom of anchor rods at the extreme frber fo of/evel nut excceeds 1.0 times the diameter of the anchor rod, I consider if eccentric load due to leg fhe following interaction equation shall also be satisfied(see reinforcement exist. Figure 4-4 of Rev. G)� �Vu��Rnv)z+I�Pu��Rnt)+�Mu��Rnm��2�=1 ig� aI �c �3 � ,��}� �Rnv=�*0.45*F�b*Ay= klpS ' O`C• � ��� F�' A 6 ' =°v��" —�e �Rnt=�*Fu*Anet= klps , �`""a-� `'*t-.�<-..�.'' �Rnm=�*Fy*Z= ft-kips � Car.s�r-� � �ar.�s:s-� ���' i7'""" �� � SWC31C)i+: A-�t Scs�."T!t'.�� 3-5 �etail Typ�{a) Qeiail i YP� �6) �Z-d.�� r��d.�c c����� � , s D+� �d �. � ��a �, � �..� � .�� sn SArr�c r.�.a o;o:i �.=� �`��' ca,��-,„�.:;. _. ,�Y �W...._............._.._� SE£`i S�G'dJ C't"i S�GTEt�3ti Cl'� ._ Qet�il Ty��e{c) t}�tai!Ty�n (d) Maximum Acceptable Ratio: 105 % �e o.ss ts�a ra��7�s�,� ryar�.sd Governing Stress Ratio: 40.3% �ass Figure 4-4 of TIA-222-G SST Anchor Rod Check For Rev G-Rev 6.1 091912 -- - •��: . . � � � � . r�� � � � ..� . ������� ��� � F:� � ` • � � �M �'_-�•; . P� � � � � � ; •.• i��. ' -=' �k _�:, +�'� ' �r :! i � ``,' . 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PASS PASS