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HomeMy WebLinkAbout13-14821 CITY OF ZEPHYRHILLS ./ 5335-8TH STREET (813)780-0020 14821 BUILDING PERMIT Permit Number: 14821 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: 02-26-21-0080-00A00-0070 Improv. Cost: 15,000.00 1' j#,::. Date Issued: 12/18/2013 Name: CITY OF ZEPHYRHILLS Total Fees: 202.50 Address: 38122 HENRY DR Amount Paid: 202.50 ZEPHYRHILLS, FL. 33542 Date Paid: 12/18/2013 Phone: Work Desc: REPLACE ANTENNA & CABLES /VERIZON NEW TELECOM CABINET 1, .5e - . .1.10 E.M.ENTERPRISES GENERAL CONTRAC J .4' ( 4 1114 r I has s ,,.,,:" Y I s I . FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL, MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC.. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80(2)(c)when extra inspection trips are necessary due to any one of the following reasons: a)wrong address b)condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d)work not ready for inspection when called e) permit not posted on job site f) plans not at job site g) work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your 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 performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFO: C.O. 7 //e(4/1- it) -:/' A CONT" • TOR SIGNATURE PERMIT OFFI FR • ERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department Date Received - /3 i in �' 6 1 J � -- (b"') /� Gj (3 Phone Contact for Perm1 1 u 1_i 1 1 1 1 ) 1 1 1 1 1 1 1 1 Verizon Wireless Owner's Name Owner Phone Number Owner's Address 14055 Riveredge Dr., Suite 600,Tampa, 33637 Owner Phone Number City of Zephyrhills Owner Phone Number Fee Simple Titleholder Name Fee Simple Titleholder Address 5335 8th Street, Zephyrhills, FL 33542 . JOB ADDRESS 38122 Henry Drive, Zephyrhills, FL 33542 LOT# SUBDIVISION PARCEL ID# 02-26-21-0080-00A00-0070 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED NEW CONSTR _ ADD/ALT X SIGN n n DEMOLISH INSTALL REPAIR PROPOSED USE n SFR IT COMM OTHER IC1rC.L1o'E0../ I TYPE OF CONSTRUCTION n BLOCK n FRAME STEEL n I I DESCRIPTION OF WORK Replacement of antenna and coaxial cables on existing communication tower I,L��A)!r144.1 NG0 C<-GEC.,° OLLW AbAhrt BUILDING SIZE SQ FOOTAGE HEIGHT BUILDING $ 12,000.00 VALUATION OF TOTAL CONSTRUCTION ELECTRICAL $ 000--' AMP SERVICE PROGRESS ENERGY n W.R.E.C. nPLUMBING $ e �/ MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION j 4 ( El GAS n ROOFING IT SPECIALTY OTHER I FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA nYES NO 111111111111111111IIIIII1111tp IIIIIIIIIIII11111111111111111111111111 BUILDER , / j\ 'I o-. COMPARNY 6EE CURRE1tu L I Y/N SIGNATURE V /J l Address 3615 E LP kit fin, -F�' J z/6 License# C,(3 Ciq 4o' t3 i - �, EGG COMPANY Col 1'.�V L r��/ SIGNATURE �2� E /� REGISTERED I Y/ N I FEE CURREI� I Y/N I Address �p 1' l� Ae 4.1L License# (..Z i 3005i 72- PLUMBER COMPANY SIGNATURE REGISTERED I Y/ N I FEE CURREIN I Y/N I Address License# MECHANICAL COMPANY SIGNATURE REGISTERED I Y/ N I FEE CURREN I Y/N I Address License# OTHER COMPANY SIGNATURE REGISTERED I Y/ N I •FEE CURREN I Y/N I Address License# 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(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 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. Directions: Fill out application completely. Owner&Contractor sign back of application,notarized If over$2500,a Notice of Commencement is required. (NC 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(Plot/Survey/Footage) Driveways-Not over Counter if on public roadways..needs ROW NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to"deed" restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work, they may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work, they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847- 8009. Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the "contractor Block" of this application for which they will be responsible. If you, as the owner sign as the contractor, that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County. TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings, change of use in existing buildings, or expansion of existing buildings, as specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands, that such fees, as may be due, will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a "certificate of occupancy" or final power release. If the project does not involve a certificate of occupancy or final power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due, they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW(Chapter 713, Florida Statutes, as amended): If valuation of work is $2,500.00 or more, I certify that I, the applicant, have been provided with a copy of the "Florida Construction Lien Law—Homeowner's Protection Guide" prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the"owner", I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner" prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction, zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other government agencies may apply to the intended work, and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not limited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands, Water/Wastewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. - Army Corps of Engineers-Seawalls, Docks, Navigable Waterways. - Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone"V" unless expressly permitted. - If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a "compensating volume" will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction, I certify that fill will be used only to fill the area within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lots less than one (1) acre which are elevated by fill, an engineered drainage plan is required. If I am the AGENT FOR THE OWNER, I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate, cancel, alter, or set aside any provisions of the technical codes, nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans, construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a period of six(6) months after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a period not to exceed ninety (90) days and will demonstrate justifiable cause for the extension. If work ceases for ninety(90) consecutive days, the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEM T MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO • =/ AIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NO I r E OF !i MME, CEMENT. FLORIDA JURAT(F. 03) / OWNER OR AGENT �tia, 1 -' CONTRACTO: A , W Sub ib d and swo to(or affirmed)befor��..mt�e,,��hi Sub rib-d - • . .' to • affirme. .e ore me this 2 by PAIMA 1lJ11-1-1 10 L by " i. !/ ._ ado! Who is/ re personally known to me or has/have produced Who is/-re personally known to me or has/have produced as identification. as identification. `4.-11`/`!1` Notary Public 114.4 Li /_./L A. .//l .L Notary Public Commission No. /CFO II 1 1p Z Commission No. F-F-c C(4,a Name of _.__ • -• • -u•ed Name of Nota - •„• .fit”'.'$ DAVINA HENDERSON t'I"„„ DAVlNA ..: ,., .. MY COMMISSION i FF 011182 ,�u HENDE7i"01 `+, = MY COMMISSION s FF 011162 v,--,,,--," EXPIRES:August 6,2014 �'�i�ti EXPIRES:August 6,2014 aL., • Bonded Thru Nobly Public Undenerare '4;p A;qW Bonded Thru Notary Pubk Underwriters —_-- - WIRf/Z City of Zephyrhills BUILDING PLAN REVIEW COMMENTS tra omeowner: / C7 } Date Received: /�2' -j Site: 5/ cY (2 Permit Type: 1- 4 /.__./if :. .41° i‘_I/ eal-4 �Y) t.• '. ,4,,,,u nE6� 1s 1 `,4�r. � Uf - Approved wino comments Approved w/the below comments: ❑ Denied w/the below colirfiliffk` 1 This comment sheet shall be kept with the permit and/or plans. Alie ) r2-- -7-} Kalvin S.'ice .7" : s 'xaminer Date Contractor and/or Homeowner (Required when comments are present) Date: July 26, 2013 ore- Ryan Shaffer Tower Engineering Professionals Crown Castle 3703 Junction Blvd. 12725 Morris Road Extension, Suite 400 Raleigh, NC 27603 Alpharetta, GA 30004 (919) 661-6351 (678) 366-1233 crown(atepgroup.net Subject: Structural Modification Analysis Report Carrier Designation: Verizon Wireless Co-Locate Carrier Site Number: 86775 Carrier Site Name: APT Zephyrhills Crown Castle Designation: Crown Castle BU Number: 826548 Crown Castle Site Name: Pasco County (VS) Crown Castle JDE Job Number: 230408 Crown Castle Work Order Number: 633834 Crown Castle Application Number: 185469 Rev. 4 Engineering Firm Designation: TEP Project Number: 48167.7359 Site Data: 38122 Henry Dr.,Zephyrhills, Pasco County, FL 33540 Latitude 28° 14'52.90", Longitude-82°11'9.42' 190 Foot-Self Support Tower Dear Ryan Shaffer, Tower Engineering Professionals is pleased to submit this "Structural Modification 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 564046, in accordance with application 185469, revision 4. 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: LC4.5: Existing + Proposed Equipment with Proposed Modifications Sufficient Capacity Note: See Table I and Table II for the proposed and existing loading, respectively. The analysis has been performed in accordance with the 2010 Florida Building Code based upon an ultimate 3- second gust wind speed of 137 mph converted to a nominal 3-second gust wind speed of 108 mph per section 1609.3.1 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 drawings for the determined available structural capacity to be effective. We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. ,�.,���� f� Structural analysis prepared by: Jarred Wallace, E.I. / ESA Z` z�Y nf! h ;'l' y. ;'=r�, , ,,, Respectfully submitted b ;� . , 6"N- �; 74102 • William H. Martin, P.E., S.E. a_. I S TF OF / t 'a L \\` 11\� July 26, 2013 190-ft Self Support Tower Structural Modification Analysis CCI BU No 826548 TEP Project Number 48167.7359,Application 185469, Revision 4 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5- Section Capacity (Summary) Table 6 -Tower Component Stresses vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations 8)APPENDIX D Structural Modification Drawings \ 1i 1 41 NO. 74102 ro u E STATE OF r Z. ( •�i t _� tnxTower Report-version 6.0.4.0 ���7��� ;N,;��A L ,sy.. �' i6, 1 1 r , July 26,2013 190-ft Self Support Tower Structural Modification Analysis CCl BU No 826548 TEP Project Number 481677359,Application 185469, Revision 4 Page 3 1) INTRODUCTION This tower is a 190-ft self-support tower designed by Valmont Microflect in January of 1998. The tower was originally designed for a wind speed of 105 mph per EIA/TIA-222-F for the appurtenances listed in Table 3. TEP did not visit the site. All information provided to TEP was assumed to be accurate and complete. 2) ANALYSIS CRITERIA The analysis has been performed in accordance with the 2010 Florida Building Code based upon an ultimate 3- second gust wind speed of 137 mph converted to a nominal 3-second gust wind speed of 108 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1 with the following design criteria: 1) Type of Analysis: Rigorous Structural Analysis 2) Classification of Structure: Class II Definition: Structures used for services that due to height, use or location represent a significant hazard to human life and/or damage to property in the event of failure and/or used for services that may be provided by other means. 3) Exposure Category: Exposure C Definition: Open terrain with scattered obstructions having heights generally less than 30-ft. This category includes flat, open country, grasslands and shorelines in hurricane prone regions. 4) Topographic Category: Category 1 Definition: No abrupt changes in general topography, e.g. flat or rolling terrain, no wind speed-up consideration shall be required. 5) Earthquake Category: Not Considered Commentary: Earthquake effects may be ignored per this standard for site locations where Ss does not exceed 1.0. (Pasco County Ss =0.10). Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Manufacturer (ft) Antennas Lines Size(in), 160.0 160.0 6 CSS CAP-FRO-656 w/Mount Pipe l - - i - Table 2- Existing Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Note Level(ft) Elevation of Manufacturer Lines Size(in) 9 Andrew ECC1920-VPUB 4 Andrew ETW190VS12UB � I 9 Cellmax 1 CMA-BDHH/6521/E0-6 1940 f Technologies w/Mount Pipe . 190.0 2 Nokia FRIE 14 1-5/8 1 5 Nokia FRIG 3 Nokia [ FXFB 1 Raycap OVP_DC1-48-60-0-15D 190.0 1 Tower Mounts Platform Mount[LP 715-1]1 tnxTower Report-version 6.0.4.0 , July 26,2013 190-ft Self Support Tower Structural Modification Analysis CCI BU No 826548 TEP Project Number 48167.7359,Application 185469, Revision 4 Page 4 Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Manufacturer (ft) Antennas Lines Size(in) 12 Andrew i DBXNH-6565B-R2M 1 i w/ Mount Pipe 8 Andrew ECC1920-VPUB ! 18 1-5/8 4 Andrew ETW190VS12UB 2 E 3/8 175.0 �._.._ e.. 171.0 2 Nokia FRIE 1 ( 2 1 4 Nokia FRIG 3 5/16 3 Nokia ± FXFB 1 25/32 1 Raycap OVP_DC1-48-60-0-15D 171.0 ( 1 Tower Mounts Sector Mount[SM 104-3] 6 Kathrein ; AP17-1900/090D ' 2- -i w/ Mount Pipe 3 160.0 160.0 3 CSS [ X7C FRO 860 I w/ Mount Pie 1 Tower Mounts Sector Mount [SM 602-3] 6 Decibel 950G65RCZE-M 3 E Ericsson I 800 MHZ SMR 3 Ericsson RRUS A2 MODULE 1 6 Ericsson 1 RRUS-11 1900MHz 150.0 150.0 3 Ericsson RRUS-11 800MHz 3 1-1/4 1 9 i RFS Celwave i ACU A20 N 6 1 5/8 3 RFS Celwave APXVERR18-C w/Mount Pipe 1 Tower_Mounts Sector Mount [SM 402-3] KMW 140.0 140.0 3 Communications HB X AW 23 33 OOT 6 1-5/8 1 1 i Tower Mounts E Sector Mount[SM 402-3] Notes: 1) Existing equipment 2) Existing equipment;to be removed Table 3- Design Antenna and Cable Information Center Number Number Feed Mounting Line ,.., Antenna Model of Feed Line Level(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 j - - tnxTower Report-version 6.0.4.0 July 26,2013 190-ft Self Support Tower Structural Modification Analysis CCI BU No 826548 TEP Project Number 48167.7359,Application 185469, Revision 4 Page 5 3) ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks Reference Source Geotechnical Report Nodarse &Associates, Inc. 3497292 CCISites Foundation Drawings ( Valmont Microflect 3497291 1 CCISites Tower Manufacturer Drawings Valmont Microflect 1 3675014 CCISites Previous Structural Analysis J Tower Engineering Professionals 3914934 -? CCISites 3.1) Analysis Method tnxTower (version 6.0.4.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower 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) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by the standard. 5) All tower components are in sufficient condition to carry their full design capacity. 6) 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. 7) 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. 8) The following material grades were assumed: a) Legs: ASTM A53-B-46 b) Bracing: ASTM A36 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 No. Elevation(ft) „Type Size Element P(K) eP„k,(K) cacity Pass/Fail T1 190-180 Leg P2.5x 203 2 15.028 53.866 27.9 Pass i T2 180-160 ' Leg P3.5x.226 20 3 -64.569 96.872 66.7 Pass T3 160 140 Leg P5x.258 50 9 -128.241 157.510 81.4 Pass 1.T4 140-120 Leg P8x.322 74 -202.020 330.771 61.1 ' Pass T5 1120- 113.333 1 Leg P8x.322 98 ' -226.348 330.771 ' 68.4 I Pass T6 113.333 3 106.667 Leg P8x.322 110 -250.973 330.771 75.9 Pass tnxTower Report-version 6.0.4.0 July 26,2013 190-ft Self Support Tower Structural Modification Analysis CCI BU No 826548 TEP Project Number 481677359,Application 185469, Revision 4 Page 6 Section Component Critical % Elevation ft No. O Type Size Element P(K) °Paibw(K) Capacity Pass f Fail T7 106.667-100 J Leg P8x.322 119 -273.774 ! 330.771 82.8 Pass • T8 100-80 Leg P10x.365 j 128 339.531 _ 458.786 74.0 f Pass T9 80-70 1 Leg P10x.365 146 I -375.244 458.786 81.8 Pass • T10 70-60 1 Leg . P10x.365 158 i -410.545 458.786 89.5 Pass T11 i 60-40 J Leg P12x.375 r 167 ~-482.179 573.746 84.0 Pass T12 40 30 Leg P12x.375 ( 185 -517.591 573.746 90.2 Pass T13 I 30-20 Leg P12x.375 197 I -552.570 573.746 96.3 Pass T14 20-0 1 Leg P12x.5 206 -623.100 ___ 756.510 i 82.4 Pass P - Ti 190- 180 Diagonal L1 3/4x1 3/4x3/16 7 8 1 -4.163 6.584 63.2 € Pass T2 1 180 160 1 Diagonal i L2x2x3/16 26 -8.700 9.563 ; 91.0 Pass T3 160-140 Diagonal 2L2 1/2x2 1/2x3/16x3/8 57 -12.151 1 36.726 33'1 Pass 65.4(b) j T4 140-120 Diagonal L3x3x3/16 81 , -13.335 16.272 81'9 Pass 85.4(b) T5 ;120-113.333; Diagonal j L3x3x3/16 ( 105 j -13.614 j 15.534 I 87.6 g Pass 113.333- T6 Diagonal L3x3x3/16 114 -13.530 ; 14.802 ; 91.4 Pass 106.667 T7 106.667-100 Diagonal 2L3x3x3/16x1/2 126 -15.230 43.311 35.2 Pass � _._ 8.4 T8 100-80 Diagonal L3 1/2x3 1/2x1/4 138 -18.016 ' 20.514 . 87.8 Pass 1 T9 80-70 I Diagonal L3 1/2x3 1/2x1/4 1 5 6 1 7.4 5 3 1 9 085 ` 91 4 Pass T10 70-60 . Diagonal 2L3-1/2x3-1/2x1/4x1/2 165 -19.856 62.184 II 31.9 Pass 42.0(b) T11 I 60-40 1 Diagonal j L3 1/2x3 1/2x3/8 ? 177 I -20.792 1 23.250 89A Pass T12 j 40-30 Diagonal L3 1/2x3 1/2x3/8 195 ' -19.809 ; 21.849 I 90.7 Pass T13 30-20 I Diagonal 2L3 1/2x3 1/2x3/8x1/2 204 -23.001 79.339 33.6(b) Pass Et m._.., m T14 I 20-0 I Diagonal L4x4x3/8 216 I -23.379 1 26.444 I 88.4 Pass T1 I 190- 180 1 Top Girt 1 L3 1/2x3 1/2x1/4 6 I -1.620 i 22.314 20.4(b) Pass T2 j 180-160 j Top Girt L3 1/2x3 1/2x1/4 23 0.023 i 50.039 ; 0.4(b) 1 Pass T3 ` 160 140 P To Girt L3 1/2x3 1/2x3/8 53 -0.272 33.376 22(b) Pass T4 , 140-120 Top Girt L3 1/2x3 1/2x3/8 78 ' -2.518 I 22.855 11 ( Pass 23.3(b) 8 T5 ;120 113.333 Top Girt L4x4x3/8 102 -2.090 25.883 Pass 1 18.9(b) T8 100-80 Top Girt L4x4x3/8 132 -4.147 19.314 25 j fib) Pass T9 80-70 Top Girt L5x5x5/16 150 -4.310 : 25.652 i 16.8 Pass +. 36.6(b) 28 T11 t 60 40 Top Girt L5x5x5/16 171 -5.898 i 20.418 Pass 9 39.7 b T12 40-30 Top Girt L5x5x5/16 189 -5.567 16.908 32 9 37.5(b) Pass T14 20-0 Top Girt L5x5x5/16 210 j -5.870 1 13.974 I 42.0 I Pass ;Summary . .. ., Leg(T13) 1 96 3 Pass Diagonal I (T9) 1 91.4 Pass Top Girt r 42.0 Pass T14 ;Bolt Checks I 88.6 Pass j Rating= i 96.3 Pass tnxTower Report-version 6.0.4.0 July 26,2013 190-ft Self Support Tower Structural Modification Analysis CCI BU No 826548 TEP Project Number 48167.7359,Application 185469, Revision 4 Page 7 Table 6-Tower Component Stresses vs. Capacity Notes Component Elevation(ft) %Capacity Pass/Fail 1 Anchor Rods I 43.6 Pass 1 Base Foundation Soil Interaction 1 89.5 Pass 1 Base Foundation Structural - I 30.8 Pass Structure Rating(max from all components)'= 96,3% 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 modifications depicted in "Appendix D—Structural Modification Drawings"shall be installed and, upon completion, inspected. The tower and its foundation have sufficient capacity to carry the existing and proposed loads once the proposed modifications are installed. tnxTower Report-version 6.0.4.0 July 26,2013 190-ft Self Support Tower Structural Modification Analysis CCI BU No 826548 TEP Project Number 48167.7359,Application 185469, Revision 4 Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.0.4.0 �..-- 190.0 ft iii 7 u; ^ jai o 6o.olt DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION I m @, (3)CMA BDHH/6521/EO-6 w/Mount 1190 '(4)ETW 190VS12UB 171 m m 8 m Pipe iu m ..._ _._..._ _ Sector Mount[SM 104-3] 171 a h cu D ^ (3)CMA-BDHH/6521/E0-6 w/Mount 190 X7C-FRO860 w/Mount Pipe 160 -, Pipe w.__ X7C-FRO-860 w/Mount Pipe .........- 160.___-- ___ a X7C-FRO-860 w!Mount Pie 160 (31 CMA-BDHW6521/EO-6 w/Mount 190 --I Pie P '' (3)ECC1920-VPUB 1 9p (2)CAP-FRO-656 w/Mount Pipe 160 160,0 ft_. (3)ECC1920-VPUB - 190 -1(2)CAP-FRO-656 w/Mount Pipe 1160 F3 • • (3)ECC1920-VPUB 1190 (2) Fo w/Mount Pipe 160 N w I III FX FRIE FB __— ...... �-190.--- ....._ _ 2)950G65RCZE-M 2 3J 150 ERIE ,� (2)950G65RCZE-M 150 FXFB 190 - (2)950G65RCZE M 150 a 1 x FXFB 190 APXVERR18 C w/Mount Pipe 150 (3)FRIG '190 APXVERR18 C w/Mount Pipe 150 % r—� 140.0 ft (2)FRIG 190 j APXVERR18 Cw/Mount Ppe 150 I es-1 11111I ._—__._.. ._....._._ 2 OVP_DC7-48-60-0 15D 190 (2)RRUS-11 1900MHz 150 2 °' n I (3)ETW190VS12UB 190 _- — (2)RRUS-11 1900MHz 150 __...... _____...... - ._.___-- _....__—__I .. • 150 ETW790VS72UB 190 • ` 7'x 2"Pipe Mount 190 RRUS-11 800MHz 150 m •RRUS-11 800MHz 150 t m 1 T x 2"Pipe Mount 190 m x IT x 2"Pipe Mount 190 RRUS-it 800MHz 150 I 1 of Platform Mount[LP 715-1] 190 CU A20 N---- _ - --- -- - - _----� x - 150 (4)A I120.0 ft 4_...... 5 8- ...__ n (2)ACU A2 N 150... " ()DBXNH 65658-R2M w/Mount Pipe 171 '" �I1 a w m I (4)DBXNH-6565B-R2M w/Mount Pipe 1171 ( - 0-N 150 113.3 ft 1. - (4)DBXNH-65658-R2M w/Mount Pipe 171 (2)800 MHZ SMR 150 m , 1 (3)ECC1920-VPUB 1171 800 MHZ SMR..______ 150....___ (3)ECC1920-VPUB 1 171 RRUS A2 MODULE 150 F ¢ ., i.....__ 106.7 ft I - (2)ECC1920-VPUB 171 RRUS A2 MODULE 150 ' ze _--_..._. °v (4)FRIG ""----_-- -171--—_---- - I RRUS A2 MODULE 150 --.....l ~ m FXFB 171 Sector Mount[SM 402-3] 150 1 m 100.0 ft FXFB 171 • 140 g 1 ,FXFB i 171 HB X_AW 23 33-00T __.._. 140 m ¢ 171 i HB-X-AW 23-33-00T 140 I (2)FRIE m OVP_DC7-48-60-0-15D 171 Sector Mount[SM 402-3] 140 y e I J I SYMBOL LIST 80.0 ft MARK lu 34x1 30x316 SIZE MARK 12L3w2x31/2x3�exi SIZE --- a 8 m : B 2L3x3x3/16x1/2 --- J x 2 ■ _... .....E— IL4x4x3/8 a ----- -----.--- of 213-1/2x3-1/2x1/4x1/2 ----_ 70.0 ft I MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu 'I A53-8-46 46 ksi 67 ksi i A36 36 ksi •58 ksi 1 � U 60.0ft I TOWER DESIGN NOTES M 1. Tower is located in Pasco County,Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 108 mph basic wind in accordance with the TIA-222-G Standard. 2 4. Deflections are based upon a 60 mph wind. m 2 I I 5. Tower Structure Class II. 8 2 6. Topographic Cate o Category 1 with Crest Height of 0.00 Oft x m 7. TOWER RATING:96.3% x 40.0 ft I ALL REACTIONS I ARE FACTORED a MAX.CORNER REACTIONS AT BASE: m 30.0ft_ I DOWN: 642 K " SHEAR: 64 K o a 0 • 2 m UPLIFT: -574 K • 20.0 ft SHEAR: 58 K ml I j I AXIAL I 80 K E 104K MOMENT 104 K 11367 kip-ft --61 .._.__ _. 0,011-I. I 1 TORQUE 22 kip-ft REACTIONS-108 mph WIND Ia a _ • 2 I , @/ Y m I, . o U a Tower Engineering Professionals job'Pasco County(VS)(BU 826548) 3703 Junction Blvd. Protect TEP No.48167.7359 .)--- Raleigh, NC 27603 Client.Crown Castle Drawn by:jLW App•d: Tower Engineering Professionals Phone:(919)661-6351 Code: TIA-222-G Dote:07/26/13 Scale: NTS FAX:(919)661-6350 Path: Dwg No _ mea:,P.886,r ,,:.816,2558 KO-826508-Pasco Cp,m(VSIVv .rorerI9t65.8 LC.1 E-1 inxTower Job Page Pasco County(VS) (BU 826548) 1 of 30 Project Date Tower Engineering Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 J LW Tower Input Data The main tower is a 3x free standing tower with an overall height of 190.000 ft above the ground line. The base of the tower is set at an elevation of 0.000 ft above the ground line. The 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 108 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 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,feedline supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals V Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification l Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios / Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension '/ All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz v Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile V Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Ai Secondary Horizontal Braces Leg i■ Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Job Page illd�'Ttl14�e1" j Pasco County(VS) (BU 826548) 2 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 J LW Wind 180 i IPIA Wind 90 AILL'' Leg C Leg B . • Face C Wind Normal Triangular To wer Tower Section Geometry I Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 190.000-180.000 8.000 1 10.000 T2 180.000-160.000 8.000 1 20.000 T3 160.000-140.000 8.000 1 20.000 T4 140.000-120.000 9.667 1 20.000 T5 120.000-113.333 11.333 1 6.667 T6 113.333-106.667 11.889 1 6.667 17 106.667-100.000 12.444 1 6.667 T8 100.000-80.000 13.000 1 20.000 T9 80.000-70.000 14.667 1 10.000 T10 70.000-60.000 15.500 1 10.000 T11 60.000-40.000 16.333 1 20.000 T12 40.000-30.000 18.000 1 10.000 T13 30.000-20.000 18.833 1 10.000 T14 20.000-0.000 19.667 1 20.000 Tower Section Geometry (cont'd) I Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in Tl 190.000-180.000 5.000 X Brace No No 0.000 0.000 Job Page tnxTower Pasco County(VS) (BU 826548) 3 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 J L W Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T2 180.000-160.000 5.000 X Brace No No 0.000 0.000 T3 160.000-140.000 6.667 X Brace No No 0.000 0.000 T4 140.000-120.000 6.667 X Brace No No 0.000 0.000 T5 120.000-113.333 6.667 X Brace No No 0.000 0.000 T6 113.333-106.667 6.667 X Brace No No 0.000 0.000 T7 106.667-100.000 6.667 X Brace No No 0.000 0.000 T8 100.000-80.000 10.000 X Brace No No 0.000 0.000 T9 80.000-70.000 10.000 X Brace No No 0.000 0.000 T10 70.000-60.000 10.000 X Brace No No 0.000 0.000 T11 60.000-40.000 10.000 X Brace No No 0.000 0.000 T12 40.000-30.000 10.000 X Brace No No 0.000 0.000 T13 30.000-20.000 10.000 X Brace No No 0.000 0.000 T14 20.000-0.000 10.000 X Brace No No 0.000 0.000 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft Ti Pipe P2.5x.203 A53-B-46 Equal Angle Ll 3/4x1 3/4x3/16 A36 190.000-180.000 (46 ksi) (36 ksi) T2 Pipe P3.5x.226 A53-B-46 Equal Angle L2x2x3/16 A36 180.000-160.000 (46 ksi) (36 ksi) T3 Pipe P5x.258 A53-B-46 Double Equal 2L2 1/2x2 1/2x3/16x3/8 A36 160.000-140.000 (46 ksi) Angle (36 ksi) T4 Pipe P8x.322 A53-B-46 Equal Angle L3x3x3/16 A36 140.000-120.000 (46 ksi) (36 ksi) T5 Pipe P8x.322 A53-B-46 Equal Angle L3x3x3/16 A36 120.000-113.333 (46 ksi) (36 ksi) T6 Pipe P8x.322 A53-B-46 Equal Angle L3x3x3/16 A36 113.333-106.667 (46 ksi) (36 ksi) 17 Pipe P8x.322 A53-B-46 Double Equal 2L3x3x3/16x1/2 A36 106.667-100.000 (46 ksi) Angle (36 ksi) T8 Pipe P10x.365 A53-B-46 Equal Angle L3 1/2x3 1/2x1/4 A36 100.000-80.000 (46 ksi) (36 ksi) T9 80.000-70.000 Pipe PlOx.365 A53-B-46 Equal Angle L3 1/2x3 1/2x1/4 A36 (46 ksi) (36 ksi) T10 Pipe PlOx.365 A53-B-46 Double Equal 2L3-1/2x3-1/2x1/4x1/2 A36 70.000-60.000 (46 ksi) Angle (36 ksi) Ti 1 Pipe P12x.375 A53-B-46 Equal Angle L3 1/2x3 1/2x3/8 A36 60.000-40.000 (46 ksi) (36 ksi) T12 Pipe P12x.375 A53-B-46 Equal Angle L3 1/2x3 1/2x3/8 A36 40.000-30.000 (46 ksi) (36 ksi) T13 Pipe P12x.375 A53-B-46 Double Equal 2L3 1/2x3 1/2x3/8x1/2 A36 30.000-20.000 (46 ksi) Angle (36 ksi) T14 20.000-0.000 Pipe P12x.5 A53-B-46 Equal Angle L4x4x3/8 A36 (46 ksi) (36 ksi) Tower Section Geometry (cont'd) � ����� Job Page Pasco County(VS) (BU 826548) 4 of 30 Project Date Tower Engineering Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft Tl Equal Angle L3 1/2x3 1/2x1/4 A36 Solid Round A36 190.000-180.000 (36 ksi) (36 ksi) T2 Equal Angle L3 1/2x3 1/2x1/4 A36 Solid Round A36 180.000-160.000 (36 ksi) (36 ksi) T3 Equal Angle L3 1/2x3 1/2x3/8 A36 Solid Round A36 160.000-140.000 (36 ksi) (36 ksi) T4 Equal Angle L3 1/2x3 1/2x3/8 A36 Solid Round A36 140.000-120.000 (36 ksi) (36 ksi) T5 Equal Angle L4x4x3/8 A36 Solid Round A36 120.000-113.333 (36 ksi) (36 ksi) T8 Equal Angle L4x4x3/8 A36 Solid Round A36 100.000-80.000 (36 ksi) (36 ksi) T9 80.000-70.000 Equal Angle L5x5x5/16 A36 Solid Round A36 (36 ksi) (36 ksi) T11 Equal Angle L5x5x5/16 A36 Solid Round A36 60.000-40.000 (36 ksi) (36 ksi) T12 Equal Angle L5x5x5/16 A36 Solid Round A36 40.000-30.000 (36 ksi) (36 ksi) T14 20.000-0.000 Equal Angle L5x5x5/16 A36 Solid Round A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ftz in in in Tl 0.000 0.375 A36 1.03 1 1.05 0.000 0.000 190.000-180.0 (36 ksi) 00 T2 0.000 0.375 A36 1.03 1 1.05 0.000 0.000 180.000-160.0 (36 ksi) 00 T3 0.000 0.375 A36 1.03 1 1.05 22.036 0.000 160.000-140.0 (36 ksi) 00 T4 0.000 0.500 A36 1.03 1 1.05 0.000 0.000 140.000-120.0 (36 ksi) 00 T5 0.000 0.500 A36 1.03 1 1.05 0.000 0.000 120.000-113.3 (36 ksi) 33 T6 0.000 0.500 A36 1.03 1 1.05 0.000 0.000 113.333-106.6 (36 ksi) 67 T7 0.000 0.500 A36 1.03 1 1.05 26.940 0.000 106.667-100.0 (36 ksi) 00 T8 0.000 0.500 A36 1.03 1 1.05 0.000 0.000 100.000-80.00 (36 ksi) 0 T9 0.000 0.500 A36 1.03 1 1.05 0.000 0.000 80.000-70.000 (36 ksi) T10 0.000 0.500 A36 1.03 1 1.05 35.676 0.000 70.000-60.000 (36 ksi) • * ����� Job Page R Pasco County (VS) (BU 826548) 5 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 l W Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft .f2 in in in T11 0.000 0.500 A36 1.03 1 1.05 0.000 0.000 60.000-40.000 (36 ksi) T12 0.000 0.500 A36 1.03 1 1.05 0.000 0.000 40.000-30.000 (36 ksi) T13 0.000 0.500 A36 1.03 1 1.05 41.016 0.000 30.000-20.000 (36 ksi) T14 0.000 0.500 A36 1.03 1 1.05 0.000 0.000 20.000-0.000 (36 ksi) Tower Section Geometry (cont'd) K Factors' Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1 Yes No 1 1 1 1 1 1 1 1 190.000-180.0 1 1 1 1 1 1 1 00 T2 Yes No 1 1 1 1 1 1 1 1 180.000-160.0 1 1 1 1 1 1 1 00 T3 Yes No 1 1 1 1 1 1 1 1 160.000-140.0 1 1 1 1 1 1 1 00 T4 Yes No 1 1 1 1 1 1 1 1 140.000-120.0 1 1 1 1 1 1 1 00 T5 Yes No 1 1 1 1 1 1 1 1 120.000-113.3 1 1 1 1 1 1 1 33 T6 Yes No 1 1 1 1 1 1 1 1 113.333-106.6 1 1 1 1 1 1 1 67 T7 Yes No 1 1 1 1 1 1 1 1 106.667-100.0 1 1 1 1 1 1 1 00 T8 Yes No 1 1 1 1 1 1 1 1 100.000-80.00 1 1 1 1 1 1 1 0 T9 Yes No 1 1 1 1 1 1 1 1 80.000-70.000 1 1 1 1 1 1 1 T10 Yes No 1 1 1 1 1 1 1 1 70.000-60.000 1 1 1 1 1 1 1 T11 Yes No 1 1 1 1 1 1 1 1 60.000-40.000 1 1 1 1 1 1 1 T12 Yes No 1 1 1 1 1 1 1 1 40.000-30.000 1 1 1 1 1 1 1 T13 Yes No 1 1 1 1 1 1 1 1 30.000-20.000 1 1 1 1 1 1 1 T14 Yes No 1 1 1 1 1 1 1 1 20.000-0.000 1 1 1 1 1 1 1 'Note:Kfactors are applied to member segment lengths.K-braces without inner supporting members will have the Kfactor in the out-of-plane direction applied to the overall length. Job Page tnxTower Pasco County(VS) (BU 826548) 6 of 30 Project Date Tower Engineering TEP No. 48167.7359 14:45:23 07/26/13 Professionals 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle JLW FAX:(919)661-6350 Tower Section Geometry (cont'd) Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Net Width U Net Width U Net Width U Net U Net U . Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 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 0.75 190.000-180.0 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 0.75 180.000-160.0 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 0.75 160.000-140.0 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 0.75 140.000-120.0 00 T5 0.000 I 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 120.000-113.3 33 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 0.75 113.333-106.6 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 0.75 106.667-100.0 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 0.75 100.000-80.00 0 T9 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 80.000-70.000 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 70.000-60.000 T11 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 60.000-40.000 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 40.000-30.000 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 30.000-20.000 T14 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 20.000-0.000 Tower Section Geometry (cont'd) Job Page m xTower Pasco County(VS) (BU 826548) 7 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Tower Leg Leg Diagonal Top Girt T 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 T1 Flange 0.750 4 0.500 2 0.500 1 0.625 0 0.625 0 0.625 0 0.625 0 190.000-180.0 A325N A325N A325N A325N A325N A325N A325N 00 1 T2 Flange 0.875 4 0.500 2 0.500 1 0.625 0 0.625 0 0.625 0 0.625 0 180.000-160.0 A325N A325N A325N A325N A325N A325N A325N 00 T3 Flange 1.000 6 0.750 1 0.750 1 0.000 0 0.625 0 0.625 0 0.625 0 160.000-140.0 A325N A325X A325N A325N A325N A325N A325N 00 T4 Flange 1.500 4 0.625 2 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 140.000-120.0 A325N A325N A325N A325N A325N A325N A325N 00 T5 Flange 1.500 0 0.625 2 0.625 1 0.000 0 0.625 0 0.625 0 0.625 0 120.000-113.3 A325N A325N A325N A325N A325N A325N A325N 33 T6 Flange 1.500 0 0.625 2 0.625 0 0.000 0 0.625 0 0.625 0 0.625 0 113.333-106.6 A325N A325N A325N A325N A325N A325N A325N 67 T7 Flange 1.500 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 106.667-100.0 A325N ; A325X A325N A325N A325N A325N A325N 00 T8 Flange 1.500 6 0.750 2 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 100.000-80.00 A325N A325N A325N A325N A325N A325N A325N 0 T9 Flange 1.500 0 0.625 2 0.625 1 0.000 0 0.625 0 0.625 0 0.625 0 80.000-70.000 A325N A325N A325N A325N A325N A325N A325N T10 Flange 1.500 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 70.000-60.000 A325N A325X A325N A325N A325N A325N A325N T11 Flange 1.500 6 0.750 2 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 60.000-40.000 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 40.000-30.000 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 30.000-20.000 A325N A325X A325N A325N A325N A325N A325N T14 Flange 0.000 0 0.750 2 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 20.000-0.000 A36 A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in klf ***Face A *** LDF7-50A(1- A No Ar(CaAa) 150.000-0.000 0.000 0.45 9 5 0.750 1.980 0.001 5/8") 0.500 Feedline A No Af(CaAa) 150.000-0.000 0.000 0.45 1 1 3.000 3.000 0.008 Ladder(At) *** LCF158-50JL( A No Ar(CaAa) 160.000-0.000 0.000 -0.3 12 12 0.750 1.980 0.001 1 5/8") 0.500 Feedline A No Af(CaAa) 160.000-0.000 0.000 -0.3 1 1 3.000 3.000 0.008 Ladder(Af) *** * ����� Job Page b Pasco County(VS) (BU 826548) 8 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in klf *** ***Face B *** ATCB-B01(5/ B No Ar(CaAa) 171.000-0.000 2.500 -0.28 3 3 0.315 0.315 0.000 16) LDF7-50A(1- B No Ar(CaAa) 171.000-0.000 0.000 -0.3 19 12 0.750 1.980 0.001 5/8 ) 0.500 7710A(25/32") B No Ar(CaAa) 171.000-0.000 2.500 -0.27 1 1 0.770 0.770 0.000 9114(3/8") B No Ar(CaAa) 171.000-0.000 2.500 -0.26 2 2 0.750 0.750 0.000 Feedline B No Af(CaAa) 171.000-0.000 0.000 -0.3 1 1 3.000 3.000 0.008 Ladder(Af) *** *** ***Face C *** LDF7-50A(1- C No Ar(CaAa) 140.000-0.000 0.000 0.45 6 6 0.750 1.980 0.001 5/8") 0.500 Feedline C No Af(CaAa) 140.000-0.000 0.000 0.45 1 1 3.000 3.000 0.008 Ladder(Af) *** LDF7-50A(1- C No Ar(CaAa) 190.000-0.000 0.000 0 14 14 0.750 1.980 0.001 5/8") 0.500 Feedline C No Af(CaAa) 190.000-0.000 0.000 0 1 1 3.000 3.000 0.008 Ladder(Af) *** Safety Line B No Ar(CaAa) 190.000-0.000 -8.000 0.45 1 1 0.375 0.375 0.000 3/8 Thin Flat Bar B No Af(CaAa) 190.000-0.000 -8.000 0.45 1 1 2.000 2.000 0.004 Climbing Ladder *** Thin Flat Bar B No Af(CaAa) 190.000- 184.000 24.000 0 1 1 2.000 2.000 0.004 Climbing Ladder *** Feed Line/Linear Appurtenances - Entered As Area I Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft'/ft klf *** *** *** *** *** Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 K Tl 190.000-180.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 5.708 0.000 0.066 Job Page tnxTower Pasco County(VS) (BU 826548) 9 of 30 Project Date Tower Engineering TEP No. 48167.7359 14:45:23 07/26/13 Professionals 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle JLW FAX:(919)661-6350 Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 fr2 ft2 K C 0.000 0.000 32.720 0.000 0.199 T2 180.000-160.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 57.835 0.000 0.354 C 0.000 0.000 65.440 0.000 0.398 T3 160.000-140.000 A 0.000 0.000 80.340 0.000 0.451 B 0.000 0.000 99.087 0.000 0.574 C 0.000 0.000 65.440 0.000 0.398 T4 140.000-120.000 A 0.000 0.000 103.160 0.000 0.608 B 0.000 0.000 99.087 0.000 0.574 C 0.000 0.000 99.200 0.000 0.664 T5 120.000-113.333 A 0.000 0.000 34.387 0.000 0.203 B 0.000 0.000 33.029 0.000 0.191 C 0.000 0.000 33.067 0.000 0.221 T6 113.333-106.667 A 0.000 0.000 34.387 0.000 0.203 B 0.000 0.000 33.029 0.000 0.191 C 0.000 0.000 33.067 0.000 0.221 T7 106.667-100.000 A 0.000 0.000 34.387 0.000 0.203 B 0.000 0.000 33.029 0.000 0.191 C 0.000 0.000 33.067 0.000 0.221 T8 100.000-80.000 A 0.000 0.000 103.160 0.000 0.608 B 0.000 0.000 99.087 0.000 0.574 C 0.000 0.000 99.200 0.000 0.664 T9 80.000-70.000 A 0.000 0.000 51.580 0.000 0.304 B 0.000 0.000 49.543 0.000 0.287 C 0.000 0.000 49.600 0.000 0.332 T10 70.000-60.000 A 0.000 0.000 51.580 0.000 0.304 B 0.000 0.000 49.543 0.000 0.287 C 0.000 0.000 49.600 0.000 0.332 T11 60.000-40.000 A 0.000 0.000 103.160 0.000 0.608 B 0.000 0.000 99.087 0.000 0.574 C 0.000 0.000 99.200 0.000 0.664 T12 40.000-30.000 A 0.000 0.000 51.580 0.000 0.304 B 0.000 0.000 49.543 0.000 0.287 C 0.000 0.000 49.600 0.000 0.332 T13 30.000-20.000 A 0.000 0.000 51.580 0.000 0.304 B 0.000 0.000 49.543 0.000 0.287 C 0.000 0.000 49.600 0.000 0.332 T14 20.000-0.000 A 0.000 0.000 103.160 0.000 0.608 B 0.000 0.000 99.087 0.000 0.574 C 0.000 0.000 99.200 0.000 0.664 Feed Line Center of Pressure Section Elevation CPx CPx CPx CPx Ice Ice ft in in in in T1 190.000-180.000 1.069 4.579 1.737 5.154 T2 180.000-160.000 1.367 0.141 1.695 0.416 T3 160.000-140.000 -0.975 -2.035 -1.007 -2.091 T4 140.000-120.000 -2.322 -2.007 -2.619 -2.037 T5 120.000-113.333 -2.484 -2.146 -2.799 -2.180 T6 113.333-106.667 -2.695 -2.326 -3.035 -2.364 T7 106.667-100.000 -2.810 -2.425 -3.163 -2.465 T8 100.000-80.000 -2.956 -2.550 -3.325 -2.594 T9 80.000-70.000 -3.130 -2.699 -3.518 -2.747 T10 70.000-60.000 -3.425 -2.952 -3.848 -3.005 T11 60.000-40.000 -3.521 -3.034 -3.954 -3.090 T12 40.000-30.000 -3.668 -3.160 -4.118 -3.219 tnxTower Job Page G ll Pasco County(VS) (BU 826548) 10 of 30 Project Date Tower Engineering TEP No. 48167.7359 14:45:23 07/26/13 Professionals 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in T13 30.000-20.000 -4.005 -3.449 -4.494 -3.515 T14 20.000-0.000 -4.090 -3.521 -4.588 -3.589 Shielding Factor Ka Tower Feed Line Description Feed Line Ka K Section Record No. Segment Elev. No Ice Ice T1 23 LDF7-50A(1-5/8") 180.00- 0.6000 0.6000 190.00 Tl 24 Feedline Ladder(Af) 180.00- 0.6000 0.6000 190.00 Tl 26 Safety Line 3/8 180.00- 0.6000 0.6000 190.00 T1 27 Thin Flat Bar Climbing 180.00- 0.6000 0.6000 Ladder 190.00 Ti 29 Thin Flat Bar Climbing 184.00- 0.6000 0.6000 Ladder 190.00 T2 11 ATCB-B01(5/16) 160.00- 0.6000 0.6000 171.00 T2 12 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 171.00 T2 13 7710A(25/32") 160.00- 0.6000 0.6000 171.00 T2 14 9114(3/8") 160.00- 0.6000 0.6000 171.00 T2 16 Feedline Ladder(At) 160.00- 0.6000 0.6000 171.00 T2 23 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 180.00 T2 24 Feedline Ladder(Af) 160.00- 0.6000 0.6000 180.00 T2 26 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T2 27 Thin Flat Bar Climbing 160.00- 0.6000 0.6000 Ladder 180.00 T3 3 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 150.00 T3 4 Feedline Ladder(Af) 140.00- 0.6000 0.6000 150.00 T3 6 LCF158-50JL( 1 5/8") 140.00- 0.6000 0.6000 160.00 T3 7 Feedline Ladder(Af) 140.00- 0.6000 0.6000 160.00 T3 11 ATCB-B01(5/16) 140.00- 0.6000 0.6000 160.00 T3 12 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 13 7710A(25/32") 140.00- 0.6000 0.6000 160.00 T3 14 9114(3/8") 140.00- 0.6000 0.6000 160.00 T3 16 Feedline Ladder(Af) 140.00- 0.6000 0.6000 160.00 T3 23 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 Job Page Newer Pasco County (VS) (BU 826548) 11 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Tower Feed Line Description Feed Line Ku Ka Section Record No. Segment Elev. No Ice Ice T3 24 Feedline Ladder(At) 140.00- 0.6000 0.6000 160.00 T3 26 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T3 27 Thin Flat Bar Climbing 140.00- 0.6000 0.6000 Ladder 160.00 T4 3 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 4 Feedline Ladder(Af) 120.00- 0.6000 0.6000 140.00 T4 6 LCF158-50JL(1 5/8") 120.00- 0.6000 0.6000 140.00 T4 7 Feedline Ladder(At) 120.00- 0.6000 0.6000 140.00 T4 11 ATCB-B01(5/16) 120.00- 0.6000 0.6000 140.00 T4 12 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 13 7710A(25/32") 120.00- 0.6000 0.6000 140.00 T4 14 9114(3/8") 120.00- 0.6000 0.6000 140.00 T4 16 Feedline Ladder(At) 120.00- 0.6000 0.6000 140.00 T4 20 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 21 Feedline Ladder(At) 120.00- 0.6000 0.6000 140.00 T4 23 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 24 Feedline Ladder(At) 120.00- 0.6000 0.6000 140.00 T4 26 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T4 27 Thin Flat Bar Climbing 120.00- 0.6000 0.6000 Ladder 140.00 T5 3 LDF7-50A(1-5/8") 113.33- 0.6000 0.6000 120.00 T5 4 Feedline Ladder(At) 113.33- 0.6000 0.6000 120.00 T5 6 LCF158-50JL(1 5/8") 113.33- 0.6000 0.6000 120.00 T5 7 Feedline Ladder(Af) 113.33- 0.6000 0.6000 120.00 T5 11 ATCB-B01(5/16) 113.33- 0.6000 0.6000 120.00 T5 12 LDF7-50A(1-5/8") 113.33- 0.6000 0.6000 120.00 T5 13 7710A(25/32") 113.33- 0.6000 0.6000 120.00 T5 14 9114(3/8") 113.33- 0.6000 0.6000 120.00 T5 16 Feedline Ladder(Af) 113.33- 0.6000 0.6000 120.00 T5 20 LDF7-50A(1-5/8") 113.33- 0.6000 0.6000 120.00 T5 21 Feedline Ladder(At) 113.33- 0.6000 0.6000 120.00 T5 23 LDF7-50A(1-5/8") 113.33- 0.6000 0.6000 120.00 T5 24 Feedline Ladder(At) 113.33- 0.6000 0.6000 120.00 Pa ge tnxTower Job Pasco County (VS) (BU 826548) 12 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment Elev. No Ice Ice T5 26 Safety Line 3/8 113.33- 0.6000 0.6000 120.00 T5 27 Thin Flat Bar Climbing 113.33- 0.6000 0.6000 Ladder 120.00 T6 3 LDF7-50A(1-5/8") 106.67- 0.6000 0.6000 113.33 T6 4 Feedline Ladder(At) 106.67- 0.6000 0.6000 113.33 T6 6 LCF158-50JL( 1 5/8") 106.67- 0.6000 0.6000 113.33 T6 7 Feedline Ladder(Af) 106.67- 0.6000 0.6000 113.33 T6 11 ATCB-B01(5/16) 106.67- 0.6000 0.6000 113.33 T6 12 LDF7-50A(1-5/8") 106.67- 0.6000 0.6000 113.33 T6 13 7710A(25/32") 106.67- 0.6000 0.6000 113.33 T6 14 9114(3/8") 106.67- 0.6000 0.6000 113.33 T6 16 Feedline Ladder(Af) 106.67- 0.6000 0.6000 113.33 T6 20 LDF7-50A(1-5/8") 106.67- 0.6000 0.6000 113.33 T6 21 Feedline Ladder(At) 106.67- 0.6000 0.6000 113.33 T6 23 LDF7-50A(1-5/8") 106.67- 0.6000 0.6000 113.33 T6 24 Feedline Ladder(At) 106.67- 0.6000 0.6000 113.33 T6 26 Safety Line 3/8 106.67- 0.6000 0.6000 113.33 T6 27 Thin Flat Bar Climbing 106.67- 0.6000 0.6000 Ladder 113.33 T7 3 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 106.67 T7 4 Feedline Ladder(At) 100.00- 0.6000 0.6000 106.67 T7 6 LCF158-50JL(1 5/8") 100.00- 0.6000 0.6000 106.67 T7 7 Feedline Ladder(At) 100.00- 0.6000 0.6000 106.67 17 11 ATCB-B01(5/16) 100.00- 0.6000 0.6000 106.67 17 12 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 106.67 T7 13 7710A(25132") 100.00- 0.6000 0.6000 106.67 17 14 9114(3/8") 100.00- 0.6000 0.6000 106.67 17 16 Feedline Ladder(At) 100.00- 0.6000 0.6000 106.67 17 20 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 106.67 T7 21 Feedline Ladder(At) 100.00- 0.6000 0.6000 106.67 17 23 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 106.67 T7 24 Feedline Ladder(At) 100.00- 0.6000 0.6000 106.67 17 26 Safety Line 3/8 100.00- 0.6000 0.6000 106.67 * ����� Job Page G Pasco County(VS) (BU 826548) 13 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment Elev. No Ice Ice 17 27 Thin Flat Bar Climbing 100.00- 0.6000 0.6000 Ladder 106.67 T8 3 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000 T8 4 Feedline Ladder(Af) 80.00-100.00 0.6000 0.6000 T8 6 LCF158-50JL(1 5/8") 80.00-100.00 0.6000 0.6000 T8 7 Feedline Ladder(Af) 80.00-100.00 0.6000 0.6000 T8 11 ATCB-B01(5/16) 80.00-100.00 0.6000 0.6000 T8 12 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000 T8 13 7710A(25/32") 80.00-100.00 0.6000 0.6000 T8 14 9114(3/8") 80.00-100.00 0.6000 0.6000 T8 16 Feedline Ladder(At) 80.00-100.00 0.6000 0.6000 T8 20 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000 T8 21 Feedline Ladder(Af) 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 Feedline Ladder(Af) 80.00-100.00 0.6000 0.6000 T8 26 Safety Line 3/8 80.00-100.00 0.6000 0.6000 T8 27 Thin Flat Bar Climbing 80.00-100.00 0.6000 0.6000 Ladder T9 3 LDF7-50A(1-5/8") 70.00-80.00 0.6000 0.6000 T9 4 Feedline Ladder(At) 70.00-80.00 0.6000 0.6000 T9 6 LCF158-50JL(1 5/8") 70.00-80.00 0.6000 0.6000 T9 7 Feedline Ladder(Af) 70.00-80.00 0.6000 0.6000 T9 11 ATCB-B01(5/16) 70.00-80.00 0.6000 0.6000 T9 12 LDF7-50A(1-5/8") 70.00-80.00 0.6000 0.6000 T9 13 7710A(25/32") 70.00-80.00 0.6000 0.6000 T9 14 9114(3/8") 70.00-80.00 0.6000 0.6000 T9 16 Feedline Ladder(Af) 70.00-80.00 0.6000 0.6000 T9 20 LDF7-50A(1-5/8") 70.00-80.00 0.6000 0.6000 T9 21 Feedline Ladder(Af) 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 Feedline Ladder(Af) 70.00-80.00 0.6000 0.6000 T9 26 Safety Line 3/8 70.00-80.00 0.6000 0.6000 T9 27 Thin Flat Bar Climbing 70.00-80.00 0.6000 0.6000 Ladder T10 3 LDF7-50A(1-5/8") 60.00-70.00 0.6000 0.6000 TI O 4 Feedline Ladder(At) 60.00-70.00 0.6000 0.6000 T10 6 LCF158-50JL( 1 5/8") 60.00-70.00 0.6000 0.6000 T10 7 Feedline Ladder(Af) 60.00-70.00 0.6000 0.6000 T10 11 ATCB-B01(5/16) 60.00-70.00 0.6000 0.6000 T10 12 LDF7-50A(1-5/8") 60.00-70.00 0.6000 0.6000 T10 13 7710A(25/32") 60.00-70.00 0.6000 0.6000 T10 14 9114(3/8") 60.00-70.00 0.6000 0.6000 T10 16 Feedline Ladder(Al) 60.00-70.00 0.6000 0.6000 T10 20 LDF7-50A(1-5/8") 60.00-70.00 0.6000 0.6000 T10 21 Feedline Ladder(Af) 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 Feedline Ladder(Af) 60.00-70.00 0.6000 0.6000 T10 26 Safety Line 3/8 60.00-70.00 0.6000 0.6000 T10 27 Thin Flat Bar Climbing 60.00-70.00 0.6000 0.6000 Ladder T11 3 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 T11 4 Feedline Ladder(Af) 40.00-60.00 0.6000 0.6000 Tl 1 6 LCF158-50JL( 1 5/8") 40.00-60.00 0.6000 0.6000 Tl 1 7 Feedline Ladder(At) 40.00-60.00 0.6000 0.6000 Ti! 11 ATCB-B01(5/16) 40.00-60.00 0.6000 0.6000 Tl l 12 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 T11 13 7710A(25/32") 40.00-60.00 0.6000 0.6000 TI1 14 9114(3/8") 40.00-60.00 0.6000 0.6000 TI l 16 Feedline Ladder(Af) 40.00-60.00 0.6000 0.6000 TN 20 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 T11 21 Feedline Ladder(Af) 40.00-60.00 0.6000 0.6000 Tl 1 23 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 Page Pa g m xTower Job Pasco County (VS) (BU 826548) 14 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle JLW FAX:(919)661-6350 Tower Feed Line Description Feed Line Ka K, Section Record No. Segment Elev. No Ice Ice Ti 1 24 Feedline Ladder(At) 40.00-60.00 0.6000 0.6000 Ti 1 26 Safety Line 3/8 40.00-60.00 0.6000 0.6000 Ti 1 27 Thin Flat Bar Climbing 40.00-60.00 0.6000 0.6000 Ladder T12 3 LDF7-50A(1-5/8") 30.00-40.00 0.6000 0.6000 T12 4 Feedline Ladder(Af) 30.00-40.00 0.6000 0.6000 T12 6 LCF158-50JL(1 5/8") 30.00-40.00 0.6000 0.6000 Tl 2 7 Feedline Ladder(Af) 30.00-40.00 0.6000 0.6000 T12 11 ATCB-B01(5/16) 30.00-40.00 0.6000 0.6000 T12 12 LDF7-50A(1-5/8") 30.00-40.00 0.6000 0.6000 T12 13 7710A(25/32") 30.00-40.00 0.6000 0.6000 T12 14 9114(3/8") 30.00-40.00 0.6000 0.6000 T12 16 Feedline Ladder(Al) 30.00-40.00 0.6000 0.6000 T12 20 LDF7-50A(1-5/8") 30.00-40.00 0.6000 0.6000 T12 21 Feedline Ladder(Al) 30.00-40.00 0.6000 0.6000 T12 23 LDF7-50A(1-5/8") 30.00-40.00 0.6000 0.6000 T12 24 Feedline Ladder(Al) 30.00-40.00 0.6000 0.6000 T12 26 Safety Line 3/8 30.00-40.00 0.6000 0.6000 T12 27 Thin Flat Bar Climbing 30.00-40.00 0.6000 0.6000 Ladder T13 3 LDF7-50A(1-5/8") 20.00-30.00 0.6000 0.6000 T13 4 Feedline Ladder(Af) 20.00-30.00 0.6000 0.6000 T13 6 LCF158-50JL( 1 5/8") 20.00-30.00 0.6000 0.6000 T13 7 Feedline Ladder(Al) 20.00-30.00 0.6000 0.6000 T13 11 ATCB-B0l(5/16) 20.00-30.00 0.6000 0.6000 T13 12 LDF7-50A(1-5/8") 20.00-30.00 0.6000 0.6000 T13 13 7710A(25/32") 20.00-30.00 0.6000 0.6000 T13 14 9114(3/8") 20.00-30.00 0.6000 0.6000 T13 16 Feedline ladder(Al) 20.00-30.00 0.6000 0.6000 T13 20 LDF7-50A(1-5/8") 20.00-30.00 0.6000 0.6000 T13 21 Feedline Ladder(Al) 20.00-30.00 0.6000 0.6000 T13 23 LDF7-50A(1-5/8") 20.00-30.00 0.6000 0.6000 T13 24 Feedline Ladder(Af) 20.00-30.00 0.6000 0.6000 T13 26 Safety Line 3/8 20.00-30.00 0.6000 0.6000 T13 27 Thin Flat Bar Climbing 20.00-30.00 0.6000 0.6000 Ladder T14 3 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T14 4 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000 T14 6 LCF158-50JL(1 5/8") 0.00-20.00 0.6000 0.6000 T14 7 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000 T14 11 ATCB-B01(5/16) 0.00-20.00 0.6000 0.6000 T14 12 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T14 13 7710A(25/32") 0.00-20.00 0.6000 0.6000 T14 14 9114(3/8") 0.00-20.00 0.6000 0.6000 T14 16 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000 T14 20 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T14 21 Feedline Ladder(Al) 0.00-20.00 0.6000 0.6000 T14 23 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T14 24 Feedline Ladder(Al) 0.00-20.00 0.6000 0.6000 T14 26 Safety Line 3/8 0.00-20.00 0.6000 0.6000 T14 27 Thin Flat Bar Climbing 0.00-20.00 0.6000 0.6000 Ladder Discrete Tower Loads t 'Towe Job Page Pasco County (VS) (BU 826548) 15 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft (3)CMA-BDHH/6521/E0-6 A From 4.000 0.000 190.000 No Ice 11.884 6.944 0.103 w/Mount Pipe Centroid-Fa 1.000 ce 4.000 (3)CMA-BDHH/6521/E0-6 B From 4.000 0.000 190.000 No Ice 11.884 6.944 0.103 w/Mount Pipe Centroid-Fa 1.000 ce 4.000 (3)CMA-BDHH16521/E0-6 C From 4.000 0.000 190.000 No Ice 11.884 6.944 0.103 w/Mount Pipe Centroid-Fa 1.000 ce 4.000 (3)ECC1920-VPUB A From 4.000 0.000 190.000 No Ice 0.539 0.192 0.008 Centroid-Fa 1.000 ce 4.000 (3)ECC1920-VPUB B From 4.000 0.000 190.000 No Ice 0.539 0.192 0.008 Centroid-Fa 1.000 ce 4.000 (3)ECC1920-VPUB C From 4.000 0.000 190.000 No Ice 0.539 0.192 0.008 Centroid-Fa 1.000 ce 4.000 FRIE A From 4.000 0.000 190.000 No Ice 4.128 1.112 0.055 Centroid-Fa -7.000 ce 4.000 FRIE B From 4.000 0.000 190.000 No Ice 4.128 1.112 0.055 Centroid-Fa 7.000 ce 4.000 FXFB A From 4.000 0.000 190.000 No Ice 4.128 1.123 0.055 Centroid-Fa -7.000 ce 4.000 FXFB B From 4.000 0.000 190.000 No Ice 4.128 1.123 0.055 Centroid-Fa -7.000 ce 4.000 FXFB C From 4.000 0.000 190.000 No Ice 4.128 1.123 0.055 Centroid-Fa -7.000 ce 4.000 (3)FRIG A From 4.000 0.000 190.000 No Ice 2.793 1.103 0.057 Centroid-Fa 1.000 ce 4.000 (2)FRIG C From 4.000 0.000 190.000 No Ice 2.793 1.103 0.057 Centroid-Fa 4.000 ce 4.000 OVP_DC1-48-60-0-15D A From 4.000 0.000 190.000 No Ice 0.400 0.309 0.005 Centroid-Fa 7.000 ce 4.000 (3)ETW190VS12UB B From 4.000 0.000 190.000 No Ice 0.664 0.367 0.015 Centroid-Fa 0.000 ce 4.000 ETW190VS12UB C From 4.000 0.000 190.000 No Ice 0.664 0.367 0.015 Centroid-Fa -7.000 ce 4.000 7'x 2"Pipe Mount A From 4.000 0.000 190.000 No Ice 1.663 1.663 0.026 Centroid-Fa -3.000 ce 2.000 7'x 2"Pipe Mount B From 4.000 0.000 190.000 No Ice 1.663 1.663 0.026 Centroid-Fa -3.000 ce 2.000 7'x 2"Pipe Mount C From 4.000 0.000 190.000 No Ice 1.663 1.663 0.026 Centroid-Fa -3.000 ce 2.000 ,�� �� Job Page Pasco County (VS) (BU 826548) 16 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Phone:(919)661-6351 Designed by FAX (919)661-6350 Crown Castle JLW Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft .112 ft2 K ft ft Platform Mount[LP 715-1] C None 0.000 190.000 No Ice 44.210 44.210 1.775 ***** (4)DBXNH-6565B-R2M w/ A From Leg 4.000 -60.000 171.000 No Ice 8.729 7.160 0.080 Mount Pipe 0.000 4.000 (4)DBXNH-6565B-R2M w/ B From Leg 4.000 -60.000 171.000 No Ice 8.729 7.160 0.080 Mount Pipe 0.000 4.000 (4)DBXNH-6565B-R2M w/ C From Leg 4.000 -60.000 171.000 No Ice 8.729 7.160 0.080 Mount Pipe 0.000 4.000 (3)ECC1920-VPUB A From Leg 4.000 -60.000 171.000 No Ice 0.539 0.192 0.008 -2.000 4.000 (3)ECC1920-VPUB B From Leg 4.000 -60.000 171.000 No Ice 0.539 0.192 0.008 -1.000 4.000 (2)ECC1920-VPUB C From Leg 4.000 -60.000 171.000 No Ice 0.539 0.192 0.008 1.000 4.000 (4)FRIG A From Leg 4.000 -60.000 171.000 No Ice 2.793 1.103 0.057 0.000 4.000 FXFB A From Leg 4.000 -60.000 171.000 No Ice 4.128 1.123 0.055 6.000 4.000 FXFB B From Leg 4.000 -60.000 171.000 No Ice 4.128 1.123 0.055 2.000 4.000 FXFB C From Leg 4.000 -60.000 171.000 No Ice 4.128 1.123 0.055 -2.000 4.000 (2)FRIE B From Leg 4.000 -60.000 171.000 No Ice 4.128 1.112 0.055 -4.000 4.000 OVP_DC1-48-60-0-15D B From Leg 4.000 -60.000 171.000 No Ice 0.400 0.309 0.005 -2.000 4.000 (4)ETWI90VS12UB C From Leg 4.000 -60.000 171.000 No Ice 0.664 0.367 0.015 0.000 4.000 Sector Mount[SM 104-3] C None 0.000 171.000 No Ice 30.020 30.020 0.953 ***** X7C-FRO-860 w/Mount A From Leg 4.000 -60.000 160.000 No Ice 13.914 10.943 0.096 Pipe 0.000 0.000 X7C-FRO-860 w/Mount B From Leg 4.000 0.000 160.000 No Ice 13.914 10.943 0.096 Pipe 0.000 0.000 X7C-FRO-860 w/Mount C From Leg 4.000 -40.000 160.000 No Ice 13.914 10.943 0.096 Pipe 0.000 0.000 (2)CAP-FRO-656 w/Mount A From Leg 4.000 -60.000 160.000 No Ice 5.094 5.006 0.040 Pipe 0.000 0.000 (2)CAP-FRO-656 w/Mount B From Leg 4.000 0.000 160.000 No Ice 5.094 5.006 0.040 Pipe 0.000 Page tnxTower Job Pasco County (VS) (BU 826548) 17 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle JLW FAX:(919)661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft' fr' x ft ft 0.000 (2)CAP-FRO-656 w/Mount C From Leg 4.000 -40.000 160.000 No Ice 5.094 5.006 0.040 Pipe 0.000 0.000 Sector Mount[SM 602-3] C None 0.000 160.000 No Ice 33.110 33.110 1.541 (2)950G65RCZE-M A From Leg 2.000 0.000 150.000 No Ice 3.993 2.778 0.015 0.000 0.000 (2)950G65RCZE-M B From Leg 2.000 0.000 150.000 No Ice 3.993 2.778 0.015 0.000 0.000 (2)950G65RCZE-M C From Leg 2.000 0.000 150.000 No Ice 3.993 2.778 0.015 0.000 0.000 APXVERR18-C w/Mount A From Leg 2.000 0.000 150.000 No Ice 8.498 6.946 0.076 Pipe 0.000 0.000 APXVERR18-C w/Mount B From Leg 2.000 0.000 150.000 No Ice 8.498 6.946 0.076 Pipe 0.000 0.000 APXVERR18-C w/Mount C From Leg 2.000 0.000 150.000 No Ice 8.498 6.946 0.076 Pipe 0.000 0.000 (2)RRUS-11 1900MHz A From Leg 2.000 0.000 150.000 No Ice 2.942 1.190 0.044 -3.000 0.000 (2)RRUS-11 1900MHz B From Leg 2.000 0.000 150.000 No Ice 2.942 1.190 0.044 0.000 0.000 (2)RRUS-11 1900MHz C From Leg 2.000 0.000 150.000 No Ice 2.942 1.190 0.044 3.000 0.000 RRUS-11 800MHz A From Leg 2.000 0.000 150.000 No Ice 2.942 1.521 0.054 6.000 0.000 RRUS-11 800MHz B From Leg 2.000 0.000 150.000 No Ice 2.942 1.521 0.054 0.000 0.000 RRUS-11 800MHz C From Leg 2.000 0.000 150.000 No Ice 2.942 1.521 0.054 -6.000 0.000 (4)ACU-A20-N A From Leg 2.000 0.000 150.000 No Ice 0.078 0.136 0.001 0.000 0.000 (3)ACU-A20-N B From Leg 2.000 0.000 150.000 No Ice 0.078 0.136 0.001 0.000 0.000 (2)ACU-A20-N C From Leg 2.000 0.000 150.000 No Ice 0.078 0.136 0.001 -3.000 0.000 (2)800 MHZ SMR A From Leg 2.000 0.000 150.000 No Ice 0.274 0.292 0.013 -3.000 0.000 800 MHZ SMR B From Leg 2.000 0.000 150.000 No Ice 0.274 0.292 0.013 -6.000 0.000 Page• tnxTower� Job Pasco County (VS) (BU 826548) 18 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft RRUS A2 MODULE A From Leg 2.000 0.000 150.000 No Ice 1.867 0.423 0.021 6.000 0.000 RRUS A2 MODULE B From Leg 2.000 0.000 150.000 No Ice 1.867 0.423 0.021 0.000 0.000 RRUS A2 MODULE C From Leg 2.000 0.000 150.000 No Ice 1.867 0.423 0.021 -6.000 0.000 Sector Mount[SM 402-3] C None 0.000 150.000 No Ice 18.910 18.910 0.851 HB-X-AW-23-33-00T A From Leg 2.000 -60.000 140.000 No Ice 4.871 4.871 0.044 -6.000 0.000 HB-X-AW-23-33-00T B From Leg 2.000 -60.000 140.000 No Ice 4.871 4.871 0.044 -6.000 0.000 HB-X-AW-23-33-00T C From Leg 2.000 -60.000 140.000 No Ice 4.871 4.871 0.044 -6.000 0.000 Sector Mount[SM 402-3] C None 0.000 140.000 No Ice 18.910 18.910 0.851 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 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 deg-No Ice 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 Wind 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 Page Job tnxTower Pasco County (VS) (BU 826548) 19 of 30 Date Project 14:45:23 07/26/13 Tower Engineering TEP No. 48167.7359 Professionals 3703 Junction Blvd. Designed by Raleigh.NC 27603 Client Phone:(919)661-6351 Crown Castle JLW FAX:(919)661-6350 Comb. Description No. 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 Condition Gov. Axial Major Axis Minor Axis Load Moment Moment No. ft Type Comb. K kip ft kip ft Tl 190-180 Leg Max Tension 23 12.071 0.047 0.016 Max.Compression 10 -15.028 -0.062 -0.024 Max.Mx 20 -1.522 0.092 -0.007 Max.My 4 -1.605 -0.050 0.100 Max.Vy 8 -2.838 0.000 0.000 Max.Vx 3 2.787 0.000 0.000 Diagonal Max Tension 20 4.147 0.000 0.000 Max.Compression 8 -4.163 0.000 0.000 Max.Mx 10 3.575 0.012 -0.000 Max.My 20 -3.595 0.005 0.001 Max.Vy 10 -0.008 0.012 -0.000 Max.Vx 20 -0.000 0.008 0.001 Top Girt Max Tension 11 1.597 0.000 0.000 Max.Compression 22 -1.620 0.000 0.000 Max.Mx 2 -0.786 -0.058 0.000 Max.Vy 2 0.029 0.000 0.000 T2 180-160 Leg Max Tension 23 57.223 -0.169 -0.114 Max.Compression 10 -64.569 -0.626 -0.375 Max.Mx 8 -1.593 1.358 -0.016 Max.My 2 12.809 -0.146 -1.243 Max.Vy 8 1.794 -0.426 0.018 Max.Vx 2 -1.816 0.053 0.939 Diagonal Max Tension 21 8.641 0.000 0.000 Max.Compression 8 -8.700 0.000 0.000 Max.Mx 8 4.079 0.030 -0.002 Max.My 12 8.277 0.016 0.006 Max.Vy 8 -0.012 0.030 -0.002 Max.Vx 12 -0.001 0.000 0.000 Top Girt Max Tension 14 0.029 0.000 0.000 Max.Compression 1 0.000 0.000 0.000 Max.Mx 2 0.018 -0.058 0.000 Max.Vy 2 0.029 0.000 0.000 T3 160-140 Leg Max Tension 23 114.733 -1.199 -0.017 Max.Compression 10 -128.241 0.373 -0.005 Max.Mx 22 113.201 -1.212 -0.018 Max.My 8 -5.668 -0.055 1.751 Max.Vy 22 -1.488 -0.640 -0.012 Max.Vx 20 -1.424 0.037 -0.121 Diagonal Max Tension 25 11.734 0.000 0.000 Max.Compression 12 -12.151 0.000 0.000 Pa ge tnxTower Job Pasco County (VS) (BU 826548) 20 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max.Mx 10 8.867 -0.119 0.024 Max.My 12 -9.871 0.031 -0.032 Max.Vy 10 0.039 -0.119 0.024 Max.Vx 12 0.007 0.000 0.000 Top Girt Max Tension 6 0.401 0.000 0.000 Max.Compression 19 -0.272 0.000 0.000 Max.Mx 2 0.253 -0.085 0.000 Max.My 2 -0.249 0.000 0.002 Max.Vy 2 0.043 0.000 0.000 Max.Vx 2 -0.001 0.000 0.000 T4 140-120 Leg Max Tension 23 182.674 -1.226 0.003 Max.Compression 10 -202.020 2.678 0.001 Max.Mx 10 -202.020 2.678 0.001 Max.My 20 -9.675 -0.062 -2.584 Max.Vy 14 -0.390 -0.224 -0.028 Max.Vx 8 -0.528 -0.048 2.053 Diagonal Max Tension 25 13.143 0.000 0.000 Max.Compression 12 -13.334 0.000 0.000 Max.Mx 10 10.939 0.068 -0.005 Max.My 24 -12.088 -0.016 -0.008 Max.Vy 10 -0.023 0.068 -0.005 Max.Vx 24 0.002 0.000 0.000 Top Girt Max Tension 22 2.890 0.000 0.000 Max.Compression 11 -2.518 0.000 0.000 Max.Mx 2 1.564 -0.124 0.000 Max.My 2 -2.415 0.000 0.003 Max.Vy 2 0.051 0.000 0.000 Max.Vx 2 -0.001 0.000 0.000 T5 120-113.333 Leg Max Tension 23 205.067 -2.419 -0.002 Max.Compression 10 -226.348 1.159 -0.014 Max.Mx 10 -226.187 2.678 0.001 Max.My 24 -10.868 -0.048 2.330 Max.Vy 10 0.356 2.678 0.001 Max.Vx 20 0.451 -0.048 -2.329 Diagonal Max Tension 13 13.409 0.000 0.000 Max.Compression 12 -13.614 0.000 0.000 Max.Mx 22 11.684 0.067 0.002 Max.My 24 -13.498 -0.014 -0.009 Max.Vy 22 0.024 0.067 0.002 Max.Vx 24 0.002 0.000 0.000 Top Girt Max Tension 22 2.345 0.000 0.000 Max.Compression 11 -2.090 0.000 0.000 Max.Mx 2 1.252 -0.197 0.000 Max.My 2 -2.022 0.000 0.005 Max.Vy 2 -0.069 0.000 0.000 Max.Vx 2 -0.002 0.000 0.000 T6 113.333- Leg Max Tension 23 227.661 -1.223 0.008 106.667 Max.Compression 10 -250.973 3.420 0.029 Max.Mx 22 225.119 -3.475 -0.033 Max.My 20 -11.684 -0.079 -5.012 Max.Vy 11 -0.463 3.442 0.030 Max.Vx 20 0.530 -0.079 -5.012 Diagonal Max Tension 12 13.645 0.000 0.000 Max.Compression 12 -13.530 0.000 0.000 Max.Mx 10 11.980 0.070 0.003 Max.My 18 -11.733 0.006 -0.004 Max.Vy 10 -0.024 0.070 0.003 Max.Vx 18 0.001 0.000 0.000 T7 106.667-100 Leg Max Tension 23 248.903 -3.453 -0.032 Max.Compression 10 -273.774 3.165 -0.012 Job Page g Pa tnxTower Pasco County (VS) (BU 826548) 21 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle JLW FAX:(919)661-6350 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max.Mx 22 246.395 -3.475 -0.033 Max.My 20 -11.964 -0.079 -5.012 Max.Vy 14 -0.243 -3.448 -0.003 Max.Vx 20 -1.080 -0.079 -5.012 Diagonal Max Tension 17 14.909 0.000 0.000 Max.Compression 16 -15.230 0.000 0.000 Max.Mx 10 12.089 -0.153 0.016 Max.My 20 14.546 -0.133 0.022 Max.Vy 10 0.051 -0.153 0.016 Max.Vx 20 -0.004 0.000 0.000 T8 100-80 Leg Max Tension 23 308.485 -2.465 0.001 Max.Compression 10 -339.531 6.010 0.003 Max.Mx 10 -339.531 6.010 0.003 Max.My 20 -14.327 -0.388 -9.157 Max.Vy 10 -0.623 6.010 0.003 Max.Vx 20 -1.381 -0.388 -9.157 Diagonal Max Tension 16 17.845 0.000 0.000 Max.Compression 16 -18.016 0.000 0.000 Max.Mx 10 14.755 0.161 -0.017 Max.My 4 -16.204 -0.027 0.023 Max.Vy 10 -0.044 0.161 -0.017 Max.Vx 4 -0.004 0.000 0.000 Top Girt Max Tension 22 4.488 0.000 0.000 Max.Compression 11 -4.147 0.000 0.000 Max.Mx 2 2.388 -0.259 0.000 Max.My 2 -4.046 0.000 0.006 Max.Vy 2 0.080 0.000 0.000 Max.Vx 2 -0.002 0.000 0.000 T9 80-70 Leg Max Tension 23 340.684 -5.145 -0.000 Max.Compression 10 -375.244 3.586 0.025 Max.Mx 10 -374.848 6.010 0.003 Max.My 20 -16.318 -0.452 -12.446 Max.Vy 10 0.456 6.010 0.003 Max.Vx 20 1.711 -0.452 -12.446 Diagonal Max Tension 17 17.222 0.000 0.000 Max.Compression 16 -17.453 0.000 0.000 Max.Mx 22 14.846 0.158 0.005 Max.My 4 -17.396 -0.017 0.025 Max.Vy 22 0.045 0.158 0.005 Max.Vx 4 -0.004 0.000 0.000 Top Girt Max Tension 22 4.554 0.000 0.000 Max.Compression 11 -4.310 0.000 0.000 Max.Mx 2 2.436 -0.349 0.000 Max.My 2 -4.227 0.000 0.008 Max.Vy 2 0.095 0.000 0.000 Max.Vx 2 0.002 0.000 0.000 T10 70-60 Leg Max Tension 23 372.483 -4.185 -0.034 Max.Compression 10 -410.545 6.085 -0.018 Max.Mx 10 -410.545 6.085 -0.018 Max.My 20 -17.079 -0.452 -12.446 Max.Vy 10 -0.447 6.085 -0.018 Max.Vx 20 -1.759 -0.452 -12.446 Diagonal Max Tension 16 19.524 0.000 0.000 Max.Compression 16 -19.856 0.000 0.000 Max.Mx 10 15.771 -0.348 0.058 Max.My 20 18.539 -0.297 0.071 Max.Vy 10 0.094 -0.348 0.058 Max.Vx 20 -0.009 0.000 0.000 T11 60-40 Leg Max Tension 23 435.862 -4.308 0.005 Max.Compression 10 -482.179 8.740 -0.004 Max.Mx 10 -482.179 8.740 -0.004 Pa • • tl Tower Pasco County(VS) (BU 826548) Page 22 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 LW Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max.My 20 -20.320 -0.574 -13.281 Max.Vy 10 -0.750 8.740 -0.004 Max.Vx 20 1.866 -0.574 -13.281 Diagonal Max Tension 16 20.567 0.000 0.000 Max.Compression 16 -20.792 0.000 0.000 Max.Mx 10 16.881 0.234 -0.020 Max.My 4 -18.391 0.015 0.027 Max.Vy 10 -0.069 0.234 -0.020 Max.Vx 4 -0.004 0.000 0.000 Top Girt Max Tension 22 6.258 0.000 0.000 Max.Compression 11 -5.898 0.000 0.000 Max.Mx 2 3.381 -0.433 0.000 Max.My 2 -5.785 0.000 0.010 Max.Vy 2 0.106 0.000 0.000 Max.Vx 2 -0.003 0.000 0.000 T12 40-30 Leg Max Tension 23 466.994 -7.515 0.005 Max.Compression 10 -517.591 6.750 0.038 Max.Mx 10 -517.080 8.740 -0.004 Max.My 20 -22.731 -0.580 -17.510 Max.Vy 10 0.414 8.740 -0.004 Max.Vx 20 2.161 -0.580 -17.510 Diagonal Max Tension 16 19.495 0.000 0.000 Max.Compression 16 -19.809 0.000 0.000 Max.Mx 22 16.495 0.237 -0.004 Max.My 4 -19.736 0.039 0.029 Max.Vy 22 0.072 0.237 -0.004 Max.Vx 4 -0.004 0.000 0.000 Top Girt Max Tension 22 5.910 0.000 0.000 Max.Compression 11 -5.567 0.000 0.000 Max.Mx 2 3.148 -0.526 0.000 Max.My 2 -5.463 0.000 0.013 Max.Vy 2 0.117 0.000 0.000 Max.Vx 2 -0.003 0.000 0.000 T13 30-20 Leg Max Tension 23 497.641 -7.432 -0.046 Max.Compression 10 -552.570 5.885 -0.048 Max.Mx 22 492.565 -7.579 -0.048 Max.My 20 -23.729 -0.580 -17.510 Max.Vy 14 -0.487 -7.552 -0.107 Max.Vx 20 -2.381 -0.580 -17.510 Diagonal Max Tension 16 22.517 0.000 0.000 Max.Compression 16 -23.001 0.000 0.000 Max.Mx 10 18.081 -0.506 0.063 Max.My 20 21.432 -0.453 0.074 Max.Vy 10 0.148 -0.506 0.063 Max.Vx 20 -0.010 0.000 0.000 T14 20-0 Leg Max Tension 23 558.202 -6.020 0.004 Max.Compression 10 -623.100 0.000 -0.000 Max.Mx 22 552.214 -6.159 0.002 Max.My 20 -26.892 -0.531 -14.415 Max.Vy 6 -0.800 -6.128 0.008 Max.Vx 20 2.062 -0.531 -14.415 Diagonal Max Tension 16 23.042 0.000 0.000 Max.Compression 16 -23.379 0.000 0.000 Max.Mx 10 18.643 0.317 -0.031 Max.My 20 21.981 0.282 -0.036 Max.Vy 10 -0.091 0.317 -0.031 Max.Vx 20 0.005 0.000 0.000 Top Girt Max Tension 22 6.337 0.000 0.000 Max.Compression 11 -5.870 0.000 0.000 Max.Mx 2 3.429 -0.628 0.000 Max.My 2 -5.747 0.000 0.015 Job Page • t Tower Pasco County(VS) (BU 826548) 23 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max.Vy 2 0.128 0.000 0.000 Max.Vx 2 -0.003 0.000 0.000 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg C Max.Vert 18 640.500 55.292 -32.621 Max.H, 18 640.500 55.292 -32.621 Max.H, 7 -569.946 -50.078 29.526 Min.Vert 7 -569.946 -50.078 29.526 Min.H, 7 -569.946 -50.078 29.526 Min.H, 18 640.500 55.292 -32.621 Leg B Max.Vert 10 641.517 -55.648 -32.330 Max.H, 23 -574.157 50.451 29.313 Max.H, 23 -574.157 50.451 29.313 Min.Vert 23 -574.157 50.451 29.313 Min.H, 10 641.517 -55.648 -32.330 Min.H, 10 641.517 -55.648 -32.330 Leg A Max.Vert 2 639.692 -0.412 64.114 Max.H, 21 22.301 7.265 1.513 Max.H, 2 639.692 -0.412 64.114 Min.Vert 15 -568.295 0.354 -58.037 Min.H, 8 25.906 -7.296 1.756 Min.H, 15 -568.295 0.354 -58.037 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip ft kip ft kip ft Dead Only 66.544 0.000 0.000 -14.314 16.225 0.000 1.2 Dead+1.6 Wind 0 deg-No 79.852 -0.169 -103.973 -11326.688 49.783 -14.600 Ice 0.9 Dead+1.6 Wind 0 deg-No 59.889 -0.169 -103.973 -11322.394 44.916 -14.600 Ice 1.2 Dead+1.6 Wind 30 deg-No 79.852 50.959 -88.111 -9652.018 -5559.090 -20.063 Ice 0.9 Dead+1.6 Wind 30 deg-No 59.889 50.959 -88.111 -9647.724 -5563.958 -20.063 Ice . 1.2 Dead+1.6 Wind 60 deg-No 79.852 86.087 -49.419 -5431.465 -9446.487 -20.269 Ice 0.9 Dead+1.6 Wind 60 deg-No 59.889 86.087 -49.419 -5427.171 -9451.355 -20.269 Ice 1.2 Dead+1.6 Wind 90 deg-No 79.852 102.210 0.169 13.136 -11190.155 -15.287 Ice 0.9 Dead+1.6 Wind 90 deg-No 59.889 102.210 0.169 17.430 -11195.022 -15.287 Ice 1.2 Dead+1.6 Wind 120 deg- 79.852 90.449 52.132 5663.831 -9847.832 -6.298 No Ice 0.9 Dead+1.6 Wind 120 deg- 59.889 90.449 52.132 5668.125 -9852.700 -6.298 No Ice tarTower Job Page Pasco County(VS) (BU 826548) 24 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Phone:(919)661-6351 Crown Castle Designed by FAX:(919)661-6350 JLW Load Vertical Shear, Shear Combination Overturning Overturning Torque Moment,111, Moment,M, K K K 1.2 Dead+I.6 Wind 150 deg- 79.852 51.251 kip-ft kip ft kip ft No Ice 88.279 9647.978 -5611.594 4.841 0.9 Dead+1.6 Wind 150 deg- 59.889 51.251 88.279 No Ice 9652.272 -5616.461 4.841 1.2 Dead+1.6 Wind 180 deg- 79.852 0.169 99.131 No Ice 10863.904 -10.842 13.590 0.9 Dead+1.6 Wind 180 deg- 59.889 0.169 99.131 10868.198 No Ice -15.710 13.590 1.2 Dead+1.6 Wind 210 deg- 79.852 -50.959 88.111 No Ice 9617.665 5598.031 20.063 0.9 Dead+1.6 Wind 210 deg- 59.889 -50.959 88.111 No Ice 9621.959 5593.164 20.063 1.2 Dead+1.6 Wind 240 deg- 79.852 -90.281 51.840 No Ice 5611.328 9856.460 21.535 0.9 Dead+1.6 Wind 240 deg- 59.889 -90.281 51.840 5615.622 No Ice 9851.593 21.535 1.2 Dead+1.6 Wind 270 deg- 79.852 -102.210 -0.169 No Ice -47.489 11229.096 15.287 0.9 Dead+1.6 Wind 270 deg- 59.889 -102.210 -0.169 -43.195 11224.228 15.287 No Ice 1.2 Dead+1.6 Wind 300 deg- 79.852 -86.256 -49.711 No Ice -5483.969 9515.741 6.042 0.9 Dead+1.6 Wind 300 deg- 59.889 -86.256 -49.711 No Ice 5479.674 9510.873 6.042 1.2 Dead+1.6 Wind 330 deg- 79.852 -51.251 -88.279 No Ice 9682.331 5650.535 -4.841 0.9 Dead+1.6 Wind 330 deg- 59.889 -51.251 -88.279 No Ice -9678.037 5645.667 -4.841 Dead+Wind 0 deg-Service 66.544 -0.033 -20.056 -2872.883 22.073 -3.810 Dead+Wind 30 deg-Service 66.544 9.830 -16.997 -1872.887 -1059.886 -3.870 Dead+Wind 60 deg-Service 66.544 16.606 -9.533 -1058.737 Dead+Wind 90 deg-Service 66.544 19.717 - 146. 25 -3.910 .717 0.033 -8.466 -2146.1125 -2.949 Dead+Wind 120 deg-Service 66.544 17.448 10.056 1081.560 -1887.189 -1.215 Dead+Wind 150 deg-Service 66.544 9.886 17.029 1850.106 -1070.014 0.934 Dead+Wind 180 deg-Service 66.544 0.033 19.122 Dead+Wind 210 deg-Service 66.544 2084.660 10.378 3.871 Dead+Wind 240 deg-Service 66.544 -9.830 16.997 1844.259 1092.337 3.870 -17.415 10.000 1071.432 1913.793 4.154 Dead+Wind 270 deg-Service 66.544 -19.717 -0.033 Dead+Wind 300 deg-Service 66.544 -20.161 2178.576 2.166 Dead+Wind 330 deg-Service 66.544 -16.639 -9.589 -1068.865 1848.068 1.166 -9.886 -17.029 -1878.734 1102.465 -0.934 1 Solution Summary 1 Sum of Applied Forces Sum of Reactions Load PX PY PZ Comb. K K K K K K% a Error 1 0.000 -66.544 K 2 0.000 0.000 66.544 0.000 0.000% 0.169 -79.852 -103.973 0.169 79.852 103.973 0.000% 3 -0.169 -59.889 -103.973 0.169 59.889 103.973 0.000% 4 50.959 -79.852 -88.111 -50.959 79.852 88.111 5 50.959 -59.889 -88.111 -50.959 0.000% 6 86.087 -79.852 -49.419 79.852 49.419 0.000% 7 86.087 -86.087 79.852 49.419 0.000% -59.889 -49.419 -86.087 59.889 49.419 8 102.210 -79.852 0.169 -102.210 79.852 0.000% -0.169 0.000% 9 102.210 -59.889 0.169 -102.210 59.889 -0.169 0.000% 10 90.449 -79.852 52.132 -90.449 79.852 -52.132 11 90.449 -59.889 52.132 -90.449 0.000% 12 51.251 -79.852 88.279 79.852 -52.132 0.000% -51.251 79.852 -88.279 0.000% Page tmxTower Job Pasco County (VS) (BU 826548) 25 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle JLW FAX:(919)661-6350 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 13 51.251 -59.889 88.279 -51.251 59.889 -88.279 0.000% 14 0.169 -79.852 99.131 -0.169 79.852 -99.131 0.000% 15 0.169 -59.889 99.131 -0.169 59.889 -99.131 0.000% 16 -50.959 -79.852 88.111 50.959 79.852 -88.111 0.000% 17 -50.959 -59.889 88.111 50.959 59.889 -88.111 0.000% 18 -90.281 -79.852 51.840 90.281 79.852 -51.840 0.000% 19 -90.281 -59.889 51.840 90.281 59.889 -51.840 0.000% 20 -102.210 -79.852 -0.169 102.210 79.852 0.169 0.000% 21 -102.210 -59.889 -0.169 102.210 59.889 0.169 0.000% 22 -86.256 -79.852 -49.711 86.256 79.852 49.711 0.000% 23 -86.256 -59.889 -49.711 86.256 59.889 49.711 0.000% 24 -51.251 -79.852 -88.279 51.251 79.852 88.279 0.000% 25 -51.251 -59.889 -88.279 51.251 59.889 88.279 0.000% 26 -0.033 -66.544 -20.056 0.033 66.544 20.056 0.000% 27 9.830 -66.544 -16.997 -9.830 66.544 16.997 0.000% 28 16.606 -66.544 -9.533 -16.606 66.544 9.533 0.000% 29 19.717 -66.544 0.033 -19.717 66.544 -0.033 0.000% 30 17.448 -66.544 10.056 -17.448 66.544 -10.056 0.000% 31 9.886 -66.544 17.029 -9.886 66.544 -17.029 0.000% 32 0.033 -66.544 19.122 -0.033 66.544 -19.122 0.000% 33 -9.830 -66.544 16.997 9.830 66.544 -16.997 0.000% 34 -17.415 -66.544 10.000 17.415 66.544 -10.000 0.000% 35 -19.717 -66.544 -0.033 19.717 66.544 0.033 0.000% 36 -16.639 -66.544 -9.589 16.639 66.544 9.589 0.000% 37 -9.886 -66.544 -17.029 9.886 66.544 17.029 0.000% Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T1 190 Leg A325N 0.750 4 3.018 29.821 0.101 1 Bolt Tension Diagonal A325N 0.500 2 2.073 4.996 0.415 1 Member Block Shear Top Girt A325N 0.500 1 1.620 7.952 0.204 1 Bolt Shear T2 180 Leg A325N 0.875 4 14.306 40.589 0.352 1 Bolt Tension Diagonal A325N 0.500 2 4.321 5.505 0.785 1 Member Block Shear Top Girt A325N 0.500 1 0.029 7.952 0.004 1 Bolt Shear T3 160 Leg A325N 1.000 6 19.122 53.014 0.361 1 Bolt Tension Diagonal A325X 0.750 1 11.734 17.944 0.654 1 Member Block Shear Top Girt A325N 0.750 1 0.401 17.892 0.022 1 Bolt Shear T4 140 Leg A325N 1.500 4 45.669 119.282 0.383 1 Bolt Tension Diagonal A325N 0.625 2 6.572 7.697 0.854 1 Member Block Shear Top Girt A325N 0.625 1 2.890 12.425 0.233 1 Bolt Shear T5 120 Diagonal A325N 0.625 2 6.705 7.697 0.871 1 Member Block Shear Top Girt A325N 0.625 1 2.345 12.425 0.189 1 Bolt Shear T6 113.333 Diagonal A325N 0.625 2 6.823 7.697 0.886 1 Member Block Shear T7 106.667 Leg A325N 1.500 6 41.484 119.282 0.348 1 Bolt Tension Diagonal A325X 0.625 2 7.454 15.395 0.484 1 Member Block Shear Job Page tnxTower Pasco County (VS) (BU 826548) 26 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T8 100 Leg A325N 1.500 6 51.414 119.282 0.431 1 Bolt Tension Diagonal A325N 0.750 2 8.922 12.506 0.713 1 Member Block Shear Top Girt A325N 0.750 1 4.488 17.892 0.251 1 Bolt Shear T9 80 Diagonal A325N 0.625 2 8.611 11.623 0.741 1 Member Block Shear Top Girt A325N 0.625 1 4.554 12.425 0.366 1 Bolt Shear T10 70 Leg A325N 1.500 6 62.081 119.282 0.520 1 Bolt Tension Diagonal A325X 0.625 2 9.762 23.245 0.420 1 Member Block Shear T11 60 Leg A325N 1.500 6 72.644 119.282 0.609 1 Bolt Tension Diagonal A325N 0.750 2 10.396 17.892 0.581 1 Bolt Shear Top Girt A325N 0.750 1 6.258 15.769 0.397 1 Member Bearing T12 40 Diagonal A325N 0.750 2 9.905 17.892 0.554 1 Bolt Shear Top Girt A325N 0.750 1 5.910 15.769 0.375 1 Member Bearing T13 30 Leg A325N 1.500 6 82.940 119.282 0.695 1 Bolt Tension Diagonal A325X 0.750 2 11.259 33.495 0.336 1 Gusset Bearing T14 20 Diagonal A325N 0.750 2 11.690 17.892 0.653 1 Bolt Shear Top Girt A325N 0.750 1 6.337 15.769 0.402 1 Member Bearing Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ •P„ Ratio No. P. ft ft ft inz K K OP„ Tl 190-180 P2.5x.203 10.000 5.000 63.3 1.704 -15.028 53.866 0.279' K=1.00 T2 180-160 P3.5x.226 20.000 5.000 44.9 2.680 -64.569 96.872 0.667' K=1.00 T3 160-140 P5x.258 20.023 6.674 42.7 4.300 -128.241 157.510 0.814' K=1.00 T4 140-120 P8x.322 20.023 6.674 27.3 8.399 -202.020 330.771 0.611 ' K=1.00 T5 120-113.333 P8x.322 6.674 6.674 27.3 8.399 -226.348 330.771 0.684' K=1.00 T6 113.333- P8x.322 6.674 6.674 27.3 8.399 -250.973 330.771 0.759' 106.667 K=1.00 T7 106.667-100 P8x.322 6.674 6.674 27.3 8.399 -273.774 330.771 0.828' K=1.(X1 T8 100-80 PlOx.365 20.023 10.012 32.7 11.908 -339.531 458.786 0.740' K=1.00 T9 80-70 PlOx.365 10.012 10.012 32.7 11.908 -375.244 458.786 0.818' K=1.00 T10 70-60 PlOx.365 10.012 10.012 32.7 11.908 -410.545 458.786 0.895' K=1.00 T11 60-40 P12x.375 20.023 10.012 27.4 14.579 -482.179 573.746 0.840' K=1.00 T12 40-30 P12x.375 10.012 10.012 27.4 14.579 -517.591 573.746 0.902' K=1.00 T13 30-20 P12x.375 10.012 10.012 27.4 14.579 -552.570 573.746 0.963 1 Page tnxTower Job Pasco County (VS) (BU 826548) 27 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JLW Section Elevation Size L L. Kl/r A P. 4P„ Ratio No. P ft ft ft in' K K OPn K=1.00 T14 20-0 P12x.5 20.023 10.012 27.7 19.242 -623.100 756.510 0.824' K=1.00 1 P u /cP,,controls Diagonal Design Data (Compression) Section Elevation Size L L. Kl/r A P. $Pn Ratio No. P. ft ft ft in' K K OP. T1 190-180 LI 3/4x1 3/4x3/16 9.434 4.409 146.0 0.621 -4.163 6.584 0.632' K=0.95 T2 180-160 L2x2x3/16 9.434 4.354 129.6 0.715 -8.700 9.563 0.910' K=0.98 T3 160-140 2L2 1/2x2 1/2x3/16x3/8 11.516 5.509 93.7 1.800 -12.151 36.726 0.331 ' K=1.10 T4 140-120 L3x3x3/16 12.911 6.000 120.7 1.090 -13.335 16.272 0.819' K=1.00 T5 120-113.333 L3x3x3/16 13.390 6.243 124.4 1.090 -13.614 15.534 0.876' K=0.99 T6 113.333- L3x3x3/16 13.874 6.488 128.1 1.090 -13.530 14.802 0.914' 106.667 K=0.98 T7 106.667-100 2L3x3x3/16x1/2 14.364 6.735 94.5 2.180 -15.230 43.311 0.352' K=1.10 T8 100-80 L3 1/2x3 1/2x1/4 17.410 8.183 136.4 1.690 -18.016 20.514 0.878' K=0.96 T9 80-70 L3 1/2x3 1/2x1/4 18.099 8.564 141.4 1.690 -17.453 19.085 0.914' K=0.96 T10 70-60 2L3-1/2x3-1/2x1/4x1/2 18.799 8.919 103.5 3.375 -19.856 62.184 0.319' K=1.06 T11 60-40 L3 1/2x3 1/2x3/8 20.229 9.514 155.2 2.480 -20.792 23.250 0.894' K=0.93 T12 40-30 L3 1/2x3 1/2x3/8 20.958 9.882 160.1 2.480 -19.809 21.849 0.907' K=0.93 T13 30-20 2L3 1/2x3 1/2x3/8x1/2 21.694 10.254 115.9 4.969 -23.001 79.339 0.290' K=1.01 T14 20-0 L4x4x3/8 23.185 11.006 156.3 2.860 -23.379 26.444 0.884' K=0.93 P. I(pP,controls Top Girt Design Data (Compression) Section Elevation Size L L. Kl/r A P. OP„ Ratio No. P. ft ft ft in' K K OP T1 190-180 L3 1/2x3 1/2x1/4 8.000 7.552 130.6 1.690 -1.620 22.314 0.073' K=1.00 T3 160-140 L3 1/2x3 1/2x3/8 8.000 7.396 129.2 2.480 -0.272 33.376 0.008' K=1.00 Job e g Pa tnxTower Pasco County(VS) (BU 826548) 28 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle LW FAX:(919)661-6350 Section Elevation Size L L. Kl/r A P. jP„ Ratio No. P. ft ft ft in2 K K (OP,, T4 140-120 L3 1/2x3 1/2x3/8 9.667 8.963 156.6 2.480 -2.518 22.855 0.110' K=1.00 T5 120-113.333 L4x4x3/8 11.333 10.375 158.0 2.860 -2.090 25.883 0.081 ' K=1.00 T8 100-80 L4x4x3/8 13.000 12.010 182.9 2.860 -4.147 19.314 0.215 ' K=1.00 T9 80-70 L5x5x5/16 14.667 13.531 163.4 3.030 -4.310 25.652 0.168' K=1.00 T11 60-40 L5x5x5/16 16.333 15.167 183.1 3.030 -5.898 20.418 0.289' K=1.00 T12 40-30 L5x5x5/16 18.000 16.667 201.2 3.030 -5.567 16.908 0.329' K=1.00 KLIR>200(C)-189 T14 20-0 L5x5x5/16 19.667 18.333 221.3 3.030 -5.870 13.974 0.420' K=1.00 KL/R>200(C)-210 1 P. /4P„controls Tension Checks Leg Design Data (Tension) Section Elevation Size L L. Kl/r A P. OP,, Ratio No. P. ft ft ft in2 K K OP. Tl 190-180 P2.5x.203 10.000 5.000 63.3 1.704 12.071 70.548 0.171 ' T2 180-160 P3.5x.226 20.000 5.000 44.9 2.680 57.223 110.933 0.516' T3 160-140 P5x.258 20.023 6.674 42.7 4.300 114.733 178.014 0.645' T4 140-120 P8x.322 20.023 6.674 27.3 8.399 182.675 347.729 0.525' T5 120-113.333 P8x.322 6.674 6.674 27.3 8.399 205.067 347.729 0.590' T6 113.333- P8x.322 6.674 6.674 27.3 8.399 227.661 347.729 0.655' 106.667 T7 106.667- 100 P8x.322 6.674 6.674 27.3 8.399 248.903 347.729 0.716' T8 100-80 PlOx.365 20.023 10.012 32.7 11.908 308.485 493.003 0.626' T9 80-70 PlOx.365 10.012 10.012 32.7 11.908 340.684 493.003 0.691 ' T10 70-60 PlOx.365 10.012 10.012 32.7 11.908 372.483 493.003 0.756' Tl l 60-40 P12x.375 20.023 10.012 27.4 14.579 435.862 603.569 0.722' T12 40-30 P12x.375 10.012 10.012 27.4 14.579 466.994 603.569 0.774 1 T13 30-20 P12x.375 10.012 10.012 27.4 14.579 497.641 603.569 0.824' T14 20-0 P12x.5 20.023 10.012 27.7 19.242 558.202 796.629 0.701 ' P. /OP,controls Diagonal Design Data (Tension) Section Elevation Size L L. Kl/r A P. (OP Ratio No. P. ft ft ft in2 K K 4)P ' Job Page tnxTower Pasco County(VS) (BU 826548) 29 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle JLW FAX:(919)661-6350 Section Elevation Size L L„ KUr A Pu 9P. Ratio No. P„ ft ft ft in' K K 913■ T1 190-180 Ll 3/4x1 314x3/16 9.434 4.409 102.3 0.378 4.147 16.440 0.252' T2 180-160 L2x2x3/16 9.434 4.354 87.9 0.448 8.641 19.504 0.443' T3 160-140 2L2 112x2 1/2x3/16x3/8 11.516 5.509 87.1 1.104 11.734 48.020 0.244' T4 140-120 L3x3x3/16 12.911 6.000 79.2 0.712 13.144 30.973 0.424' T5 120-113.333 L3x3x3/16 13.390 6.243 82.3 0.712 13.409 30.973 0.433' T6 113.333- L3x3x3/16 13.874 6.488 85.4 0.712 13.645 30.973 0.441 1 106.667 T7 106.667-100 2L3x3x3/16x1/2 14.364 6.735 88.6 1.424 14.909 61.937 0.241 1 T8 100-80 L3 1/2x3 1/2x1/4 17.410 8.183 92.6 1.103 17.845 47.999 0.372' T9 80-70 L3 1/2x3 1/2x1/4 18.099 8.564 96.5 1.127 17.222 49.019 0.351 ' T10 70-60 2L3-1/2x3-1/2x1/4x1/2 18.799 8.919 100.2 2.250 19.525 97.875 0.199 1 T11 60-40 L3 1/2x3 1/2x3/8 20.229 9.514 109.3 1.614 20.567 70.205 0.293 1 T12 40-30 L3 1/2x3 1/2x3/8 20.958 9.882 113.4 1.614 19.495 70.205 0.278' T13 30-20 2L3112x31/2x3/8x1/2 21.694 10.254 117.1 3.234 22.517 140.695 0.160' T14 20-0 L4x4x3/8 23.185 11.006 109.6 1.899 23.042 82.602 0.279' 1 P u /iP„controls Top Girt Design Data (Tension) Section Elevation Size L L. KUr A P. 4iP„ Ratio No. Pu ft ft ft in2 K K (OP„ T1 190-180 L3 1/2x3 1/2x1/4 8.000 7.552 85.4 1.150 1.597 50.039 0.032' T2 180-160 L3 1/2x3 1/2x1/4 8.000 7.552 85.4 1.150 0.029 50.039 0.001 ' T3 160-140 L3 1/2x3 1/2x3/8 8.000 7.396 86.0 1.614 0.401 70.205 0.006' T4 140-120 L3 1/2x3 1/2x3/8 9.667 8.963 103.2 1.649 2.890 71.734 0.040' T5 120-113.333 L4x4x3/8 11.333 10.375 103.6 1.934 2.345 84.132 0.028 1 T8 100-80 L4x4x3/8 13.000 12.010 119.8 1.899 4.488 82.602 0.054' T9 80-70 L5x5x5/16 14.667 13.531 105.3 2.097 4.554 91.207 0.050' T11 60-40 L5x5x5/16 16.333 15.167 118.0 2.067 6.258 89.933 0.070 1 T12 40-30 L5x5x5/16 18.000 16.667 129.5 2.067 5.910 89.933 0.066 1 T14 20-0 L5x5x5/16 19.667 18.333 142.2 2.067 6.337 89.933 0.070 1 1 P u /op,controls Section Capacity Table Section Elevation Component Size Critical P OPalmw % Pass No. ft Type Element K K Capacity Fail Tl 190-180 Leg P2.5x.203 2 -15.028 53.866 27.9 Pass T2 180-160 Leg P3.5x.226 20 -64.569 96.872 66.7 Pass T3 160- 140 Leg P5x.258 50 -128.241 157.510 81.4 Pass T4 140-120 Leg P8x.322 74 -202.020 330.771 61.1 Pass T5 120-113.333 Leg P8x.322 98 -226.348 330.771 68.4 Pass T6 113.333- Leg P8x.322 110 -250.973 330.771 75.9 Pass 106.667 17 106.667-100 Leg P8x.322 119 -273.774 330.771 82.8 Pass T8 100-80 Leg PlOx.365 128 -339.531 458.786 74.0 Pass T9 80-70 Leg PlOx.365 146 -375.244 458.786 81.8 Pass T10 70-60 Leg PlOx.365 158 -410.545 458.786 89.5 Pass Job Page t Tower Pasco County (VS) (BU 826548) 30 of 30 Tower Engineering Project Date Professionals TEP No. 48167.7359 14:45:23 07/26/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 LW Section Elevation Component Size Critical P OPailow % Pass No. ft Type Element K K Capacity Fail T11 60-40 Leg P12x.375 167 -482.179 573.746 84.0 Pass T12 40-30 Leg P12x.375 185 -517.591 573.746 90.2 Pass T13 30-20 Leg P 12x.375 197 -552.570 573.746 96.3 Pass T14 20-0 Leg P12x.5 206 -623.100 756.510 82.4 Pass Tl 190-180 Diagonal Ll 3/4x1 3/4x3/16 8 -4.163 6.584 63.2 Pass T2 180-160 Diagonal L2x2x3/16 26 -8.700 9.563 91.0 Pass T3 160-140 Diagonal 2L2 1/2x2 1/2x3/16x3/8 57 -12.151 36.726 33.1 Pass 65.4(b) T4 140-120 Diagonal L3x3x3/16 81 -13.335 16.272 81.9 Pass 85.4(b) T5 120-113.333 Diagonal L3x3x3/16 105 -13.614 15.534 87.6 Pass T6 113.333- Diagonal L3x3x3/16 114 -13.530 14.802 91.4 Pass 106.667 T7 106.667-100 Diagonal 2L3x3x3/16x1/2 126 -15.230 43.311 35.2 Pass 48.4(b) T8 100-80 Diagonal L3 1/2x3 1/2x1/4 138 -18.016 20.514 87.8 Pass T9 80-70 Diagonal L3 1/2x3 1/2x1/4 156 -17.453 19.085 91.4 Pass T10 70-60 Diagonal 2L3-1/2x3-1/2x1/4x1/2 165 -19.856 62.184 31.9 Pass 42.0(b) Ti 1 60-40 Diagonal L3 1/2x3 1/2x3/8 177 -20.792 23.250 89.4 Pass T12 40-30 Diagonal L3 1/2x3 1/2x3/8 195 -19.809 21.849 90.7 Pass T13 30-20 Diagonal 2L3 1/2x3 1/2x3/8x1/2 204 -23.001 79.339 29.0 Pass 33.6(b) T14 20-0 Diagonal L4x4x3/8 216 -23.379 26.444 88.4 Pass T1 190-180 Top Girt L3 1/2x3 1/2x1/4 6 -1.620 22.314 7.3 Pass 20.4(b) T2 180-160 Top Girt L3 1/2x3 1/2x1/4 23 0.023 50.039 0.2 Pass 0.4(b) T3 160-140 Top Girt L3 1/2x3 1/2x3/8 53 -0.272 33.376 0.8 Pass 2.2(b) T4 140-120 Top Girt L3 1/2x3 1/2x3/8 78 -2.518 22.855 11.0 Pass 23.3(b) T5 120-113.333 Top Girt L4x4x3/8 102 -2.090 25.883 8.1 Pass 18.9(b) T8 100-80 Top Girt L4x4x3/8 132 -4.147 19.314 21.5 Pass 25.1(b) T9 80-70 Top Girt L5x5x5/16 150 -4.310 25.652 16.8 Pass 36.6(b) T11 60-40 Top Girt L5x5x5/16 171 -5.898 20.418 28.9 Pass 39.7(b) T12 40-30 Top Girt L5x5x5/16 189 -5.567 16.908 32.9 Pass 37.5(b) T14 20-0 Top Girt L5x5x5/16 210 -5.870 13.974 42.0 Pass Summary Leg(T13) 96.3 Pass Diagonal 91.4 Pass (T9) Top Girt 42.0 Pass (T14) Bolt Checks 88.6 Pass RATING= 96.3 Pass Program Version 6.0.4.0-1/27/2012 Fil e://tep-vm-file01/Towers/4 8 1 67/73 59_SDD-826548-Pasco County(VS)/tnxTower/826548_LC5.eri July 26,2013 190-ft Self Support Tower Structural Modification Analysis CCI BU No 826548 TEP Project Number 48167.7359,Application 185469, Revision 4 Page 9 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.0.4.0 �^�0 rIr I ^o r^ P m^ 9..... "' F2 q N n tV_iV U q 1 00 •• •• •• Of '•• •• J W dN< • 0 • b • • 1 • • m N • m •• •••• m • •0 ••• • •• U WU J O m $ o a r p o r r ZN W�.{n y I , 3r411 • July 26,2013 190-ft Self Support Tower Structural Modification Analysis CCI BU No 826548 TEP Project Number 48167.7359,Application 185469, Revision 4 Page 10 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.0.4.0 Anchor Rod Check for Self Supporting Towers CROWN TIA-222-G, Section 4.9.9 Rev. 6.1 (\n t`1 S l L E Site Data Reactions BU#: 826548 Eta Factor, n 0.55 Detail Type Site Name: Pasco County(VS) Uplift, Pu: 574 kips App#: 185469 Rev 4 Shear,Vu: 58 kips Anchor Rod Data lar: in Qty: 6 Mu =0.65*lar*Vu ft-kips Diam: 2.25 in Rod Material: Other Strength (Fu): 100 ksi Anchor Rod Results: Yield(Fy): 75 _ksi Max Rod(Cu+Vu/r1): 113.2 Kips Design Axial, *Fu*Anet: 260.0 Kips * Rod Circle: in Anchor Rod Stress Ratio: 43.6% *e: in *#of Rods 1 or 2 If Applicable; Mu=Pu x e:I Ift-kips I Anchor Rod Results with Bending Considered: *Only enter rod circle, offset(e)and number When the clear distance from the top of concrete to the bottom of anchor rods at the extreme fiber to of level nut excceeds 1.0 times the diameter of the anchor rod, consider if eccentric load due to leg the following interaction equation shall also be satisfied(see reinforcement exist. Figure 4-4 of Rev. G): (VARnv)2+[(Pu/$Rnt)+(Mu/Y'Rnm)]2<= 1 Q_4 R *0.45*F *A R :a,-) A o o i nv=� ub b kips + mi B L...,._ 8 O8 ORnt=0*Fu*Anal= kips $Rnm=$*Fy*Z= ft-kips c c-- -. SECTION 4.-A SECTION s-3 Detail Type (a) Detail Type(b) 1Z=4.qO ?E.V.7&) ,^+!sen Strtaw _ CO t��.^s'u s+d..i„, v°Cr.c :o..rza . #- SECTION C-C SECTION D-D Detail Type(c) Detail Type(d) Maximum Acceptable Ratio: 105 % 'rj-el.g S (Sat Nolo 1 below) J?*v.so Governing Stress Ratio:I 43.6% I Pass Figure 4-4 of TIA-222-G SST Anchor Rod Check For Rev G-Rev 6.1 091912 . iY 47;24:7:71 PASS PASS Pasco County(VS)(BU 826548) Results Summary: LC1 LC2 TEP#: 48167.7359 Soil Interaction: 89.5% 72.7% Analysis: JLW 7/26/2013 Drilled Caisson Tool-Input Foundation Structural: 16.6% 30.8% Check: ESA 7/26/2013 Code Revisions: 'l - Tower Type: LC1 LC2 Shaft Information Moment:" 41` kip-ft a° `eft E ;�\, a, Diameter: $ a a .� Axial(download) ":41::;:„--'5;4;:;,7,14%,,,.„',; ki kip Pro ection r Shear: �i f „ . ft E .kip Caisson Length - ft Axial(uplift): , ... i,t,''kip f c 40 :ksi Max Sc: 0.003 in/in Axial Safety Factors 9,all .'Sk° ..(Net) r Bearing 4C Cage 1 Reinforcement S F a Tie Bar Size: (fy=60.0 ksi) Clear Cover to Tie: its ,,in(Cage 0=63.87inj Tie Bar Spacing:6.--,,,, t: in Vertical Bar Size Vertical Bar Quantity: =0.639%) fy e o ksi E ksi Design Parameters Soil Soil Type Depth(ft) Eff.Unit Weight Cohesion Friction Angle 4, Al Skin Friction(PO) Layer from to (pd) (Psf) (*) Download Uplift 1 Clay 0.00 3.00 110.0 0 0 0 2 Sand 3.00 12.00 110.0 �� 30.0 250 175 3 Sand 12.00 30.00 115.0 25.0 750 525 4 Clay 30.00 40.00 100.0 500 1000 750 5 Clay 40.00 42.00 1.00.0 500 / 1000 750 %%/%% /% /% /////iii%///%///%%%%%///%% ///%%/%///AV//%%%A %%/////A V A %%% ///i ////%% %//////%%%%/v. ///ice% �i /% /%/// %%%%%%////////%%%%%///// //////ice %%%%% % a % A Ar AV AV A7 Notes: 1)Neglect lateral soil strength to a depth of: i)1/2 Pier 0=6.00ft/2=3.00ft if - - - - -- '- iii)6ept -Ii o a 2)Neglect axial soil strength to a depth of:3.00ft 3)Groundwater=N/A o E R " Pasco County(VS)(BU 826548) """ °6'°"°9 TEP#: 48167.7359 Analysis: JLW 7/26/2013 Soil Interaction:LC1 Check: ESA 7/26/2013 Shear Diagram (k) Moment Diagram (k-ft) • 0 , -1ri - i t i „ -1 o 200 400 600 800 -4 • 6 -7 ` — -7 -- • -9 _ -11 1. -12 1 -- 14 - -- — -14 • -16 -17 • -18 -19 20 20 1 21 ` _21 -22 -23 -24 -25 -27 -28 • -29 • -30 32. .......__ -32 • -33 -34 -35 — -37 - —.. -39 ------40 '-- - -40 1 -41 -42 . _43....._.............................._............................................_...................... 43 -E.._........._...._............................._................................_._.........._........-.........._........._..................._._............._..................._._. 44 • -44 — 45 _45 Max Unfactored Moment: 740.3 kip-ft @ 16.56 ft below grade Additional Factor of Safety: 11.27 Capacity= 11.8% PASS Pasco County(VS)(BU 826548) PROFESSIONALS TEP p: 48167.7359 Analysis: JLW 7/26/2013 Soil Interaction:LC2 Check: ESA 7/26/2013 Shear Diagram (k) Moment Diagram (k-ft) -100---" — 1 0 50 100 _2 0 200 400 600 -800 2 4 ; -4 _ 6 i -6 f -7 — — -7 t 0 i -9 11 , -11 -12 -12 13 €...___.. 13 — — — 14 ' -14 E _ ............. 15 I 16 -16 17 , -17 - -18 9 i -19 21 i -21 __ 22 1 -22 - 23 ! -23 24 ' 24 25 `. -25 - 27 ; -27 28 ` 29 -29 if - 30 -30 -31 ` -32 -32 3 33 4 , -34 5 -35 »- -- _-3. — -37 — - — 39 -39 -40- - - -- -40 - 41 ' -41 42 . -42 -43...__.........._..__........_...... ` -43 ` ---44 `. -44 J. 45 ` -45 Max Unfactored Moment: 670.9 kip-ft @ 16.56 ft below grade Additional Factor of Safety: 12.43 Capacity= 10.7% PASS . i Pasco County(VS)(BU 826548) PRO`�fi TEP#: 48167.7359 Analysis: JLW 7/26/2013 Soil Interaction:Uplift/Download Capacity Check: ESA 7/26/2013 Ultimate Skin Concrete Layer Area Friction(k) (I)Fs �Fs Concrete Wt (ft2) Down Down Replaced from to load Uplift load Uplift (kips) (kips) 0.00 3.00 56.55 0.00 0.00 0.00 0.00 14.84 5.51 3.00 12.00 169.65 84.82 59.38 63.62 44.53 38.17 10.18 12.00 30.00 339.29 508.94 356.26 381.70 267.19 76.34 17.81 30.00 40.00 188.50 376.99 282.74 282.74 212.06 42.41 14.14 40.00 42.00 37.70 75.40 56.55 56.55 42.41 8.48 2.83 A A AA A A. , A A LC1 LC2 Pu= 702.6 60.6 kip •Pn= 784.6 784.6 kip Uu= 0.0 411.8 kip 4Un= 566.2 566.2 kip Download Capacity= 89.5% 7.70 Uplift Capacity= 0.0% 72.7% PASS PASS Pasco County(VS)(BU 826548) ' PROFESSIONALS"° ALS TEP#: 48167.7359 Analysis: JLW 7/26/2013 Reinforcement Capacity Check: ESA 7/26/2013 3.5 • • • 2.5 • • • • • 1.5 • • • • 0.5 -3.5 -2.5 -1.5 -0.5 0.5 1.5 2.5 3 5 • -0.5 - • • • -1.5 - • • • • • -2.5 - • • • 3.5 LC1 LC2 Vu= 82.0 74.3 kip Vc= 555.6 369.8 kip fy,tie= ': Vs= 101.6 101.6 kip �Vn= 492.9 353.5 kip Capacity=I 16.6% I 21.0% I PASS PASS LC1 LC2 Mu= 740.3 670.9 kip-ft •Mn= 4856.6 2181.7 kip-ft Capacity= 15.2% l 30.8% PASS PASS • July 26,2013 190-ft Self Support Tower Structural Modification Analysis CCI BU No 826548 TEP Project Number 48167.7359,Application 185469, Revision 4 Page 11 APPENDIX D STRUCTURAL MODIFICATION DRAWINGS tnxTower Report-version 6.0.4.0 Prepared By: Kurt Jurado— EM Enterprises GC,Inc. PO Box 11707 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIII Tampa,FL 33680-1707 2013212860 Permit No. Rcpt,:1569914 Rec: 10.00 DS: 0.00 IT: 0.00 Tax FolioNo. 2, - , 21' 0080 6Q,400 •0070 12/18/13 K. Kraengel , Dpty Clerk NOTICE OF COMMENCEMENT PAULA S.O'NEIL,Ph.D.PRSCO CLERK & COMPTROLLER State of Florida 12/18/13 09:43am 1 of 1 County of PA S GO OR BK 8972 PG 561 The undersigned hereby gives notice that improvement will be made to certain real property,an in accordance with Chapter 713.13 of the Florida Statutes,the following information is provided is this NOTICE OF COMMENCEMENT. ' 1. Legal description of property(include street Address,If available) 381 2 Z l-I f%,N,tv 6,2 SEcTtoN 2 , -GiNS N,p 26 R>4ntlz 21 - J soA1 Sag P8 / P6 is 2. General Description of Improvements Il r/Yt o y l; A N ,A/pt��E p r4,Ce: 4Iv-r[✓ IA/A- S DA/ Ekl ST/Al9 CELL Tow 1=.K - A a 6 �E w FQ u � Ave �+A/me Dm Ek I S"rMlq PA p 3a. Owner Name—Verizon Wireless Owner Address—14055 River/edge Drive Temple Terrace,FL 33637 3b. Owner's Interest in Property Le SS 3c. Fee Simple Title Holder Name(If Other Than Owner) C l t L( 0 F 2' p N y k fl I S Address 5335 St-14 Sf 2cpNYk ((1/L5 F( 335e-fZ 4. Contractor Name—Keith M.Jurado-E M Enterprises General Contractors,Inc. Address—3615 East Lake Ave, Tampa, FL 33610 5. Surety Name(If Any) /1611 Amount of Bond$ Surety Address 6. Lender Name /I/-4 Lender Address 7. Person within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7.,Florida Statutes: Name: /✓,4 Address 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b).,Florida Statutes: Name: 7114 Address Expiration date of Notice of Commencement(the expiration date is 1 year from the date of recording unless a different date is specified). WARNING TO OWNER:ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPORVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION.IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signature of Owner STATE OF FLORIDA COUNTY OF HILLSBOROUGH The fore, T ent was ac qw d cJ Lte ite me this '7 day of dJ� by J (/(/( ( �](�`( ,who is ers_nal 2013, has p o m u ed ,_ �Y1�o�to=e or who ,and who did/did not take an oath. 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