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HomeMy WebLinkAbout18-20105 CITY OF ZEPHYRHILLS 5335-STH STREET (813)780-0020 20 405 BUILDING PERMIT SINGLE FAMILY RESIDENTIAL PERMIT INFORMATION -LOCATION INFORMATION Permit#:20105 Issued: 8/14/2018 Address: 38522 A AVE Permit Type: GENERAL BUILDING PERMIT ZEPHYRHILLS, FL. Class of Work: ADD/ALT COMMERCIAL Township: Range: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Sq. Feet: Est. Value: Book: Page: Cost: 95,029.00 Total Fees: 780.00 Subdivision: CITY OF ZEPHYRHILLS Amount Paid: 780.00 Date Paid: 8/14/2018 Parcel Number: 14-26-21-0010-01700-0060 CONTRACTOR INFORMATION OWNER INFORMATION Name: GOFF COMMUNICATIONS INC Name: CROWN CASTLE GT COMPANY LLC Addr: 6711 26TH COURT E Address: 4017 WASHINGTON RD SARASOTA, FL. 34243 ' MC MURRAY, PA. 15317-2520 Phone: (813)342-3852 Lic: Phone: (813)342-3853 Work Desc: INSTALL STRUCTURAL MODIFICATIONS TO EXISTING TOWER - APPLICATION FEES, " BUILDING FEE 780.00 Ins ections Re wired FOOTER 2ND ROUGH PLUMB MISGI I INSULATION CEILING FOOTER BOND DUCTS INSULATED SEWLft 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: (c)With respect to Reinspection fees will comply with Florida Statute 553.80 (2)(c)the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection,whichever is greater,for each such subsequent reinspection.REINSPECTION FEES: 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 and Must Accompany Application. All work shall be performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. CONTRACTORS SIGNATURE PERMIT OFFIJEA i PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTIO 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 816298_MOD Date Received Phone Contact for Permitting 813 342 3852 Crown Castle USA Inc. 813-342-3852 \ Owner's Name Owner Phone Number \ Owner's Address 4511 N Himes Ave Ste 210 Tampa,FL 33614 Owner Phone Number Fee Simple Titleholder Name I Crown Castle GT Company Owner Phone Number Fee Simple Titleholder Address 4511 N Himes Ave Ste 210 Tampa, FL 33614 JOB ADDRESS 38522 A Ave.,Zephyrhills, FL 33542 LOT# SUBDIVISION PARCEL ID# 14-26-21-0010-01700-0060 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED NEW CONSTR ADD/ALT = SIGN = = DEMOLISH e INSTALL e REPAIR PROPOSED USE = SFR 0 COMM = OTHER TYPE OF CONSTRUCTION = BLOCK 0 FRAME = STEEL = DESCRIPTION OF WORK Install strucutral modifications to existing tower. BUILDING SIZE So FOOTAGE HEIGHT =BUILDING $95 029.00 VALUATION OF TOTAL CONSTRUCTION =ELECTRICAL $ AMP SERVICE = PROGRESS ENERGY = W.R.E.C. =PLUMBING $ =MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION vK =GAS = ROOFING 0 SPECIALTY = OTHER FINISHED FLOOR ELEVATIONS OD ZONE AREA =YES NO 1 94— VAMPANY®r�U BUILDER Goff Communications Inc SIGNATURE REGISTERED / N FEE CURREK I CYJ/N Addre 64 P land Drive ra ta,FL 34243 License# I CGCO58267 ELECTRICIA COMPANY SIGNATURE REGISTERED I Y/ N FEE CURREA Address I icense# PLUMBER COMPANY SIGNATURE REGISTERED I Y/ N FEE CURREN Y/N Address I License# MECHANICAL COMPANY SIGNATURE REGISTERED Y/ N FEE CURREA Y/N Address I License# OTHER COMPANY SIGNATURE REGISTERED Y/ N FEE CURREK Y/N Address License# IIIIIIIIIIIIIIIIIIIIIIIIIIIIIItllllllllllllllllllllllllllllllllllll 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 subdivisionsAarge 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. (A/C upgrades over$7500) Agent(for the contractor)Or Power of Attomey(for the owner)would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(Plot/Survey/Footage) Driveways-Not over Counter if on public roadways..needs ROW • 816298 89059 ` 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 COMMENCEMENT MAY RES YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTENDTO OBT A G ONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NO I E OF MEN FLORIDA JURAT(F.S.117.0 OWNER OR AGENT eoe CONTRACTO b d swam`o(o affi}rmed)bef�[e•(ne thh' Subscribed a swam to off ed)before s c by Pr-4 1 r7 CrLGL P.r/Qi 7M)201e by jam-: .� Who is/are personally known to me or has/have produced Who is/are p rsonall nown to me or has e p duced as identification. as id tification. Notary Public `+���i /_ Notary Public Commission No. Commission No.GG12M99 K81°y Y.Rey KATHY Y.REY MR.ie of tarptyped,pinted mped Name of Notary typed,printed or stamped ,;2` ��; Notary Public-State of Florida ;.,,��;avP�o , o TI=RRI a1.IVELLO commission oa. MY COMMISSION#FF1 88523 '''Fa�a° ' 2021 eandComm.Fixpires Jul edthrough National NcaryAsn. EXPIRES January 11,2019 """ WNW \ (407)39P-0153 FloriduNotaryService.com `OWN' _._MONN __ 6448 Parkland Drive•Sarasota,FL 34243 (941)955-7106 Office•(941)308-3103 Fax AGENT AUTHORIZATION LETTER August 14, 2018 From: Goff Communications 6648 Parkland Drive Sarasota, FL 34243 To: City of Zephyrhills Building Department 5335 8th Street Zephyrhills,FL 33542 I, James E. Goff,the President of Goff Communications, Inc. hereby name, constitute, and appoint Steve Jessop,my authorized agent for the purposes of picking up the permit for w at site address 3 8522 A Avenue. ames . Go esident STATE OF FLORIDA COUNTY OF MANATEE Subscribed to and sworn before me this day of A ty-,�, 20 /-9 . Notary P i Seal: KATHREY = Notary P blic YSta:e of Florida Commiss:orl-GG 120393 . My Comm.'xo=,es Jul 28,2021 oK (tarA�dtr:�c^NatioralNotaryAssn. O� City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: (Q ( jam,(.Li1 ry Date Received: Site: "3 Permit Type: 5-�kaU4,a mo t Approved w/no comments:C I Approved w/the below comments: ❑ Denied w/the below comments: ❑ This comment sheet shall be kept with the permit and/or plans. Kalvin Switzer—P 's Examiner Date Contractor and/or Homeowner (Required when comments are present) All Date: June 4,2018 s\ FL COA#31011 Emilio Castro Tower Engineering Professionals Crown Castle 326 Tryon Road 8000 Avalon Blvd, Suite 700 Raleigh, NC 27603 Alpharetta, GA 30009 (919)661-6351 Subject: Structural Modification Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: A2G0757A Carrier Site Name: N/A Crown Castle Designation: Crown Castle BU Number: 816298 Crown Castle Site Name: Zephyrhills Crown Castle JDE Job Number: 467549 Crown Castle Work Order Number: 1522943 Crown Castle Order Number: 412641 Rev. 1 Engineering Firm Designation: TEP Project Number: 26146.157540 Site Data: 38622 A Ave.,Zephyrhills, Pasco County, FL 33642 Latitude 28013'40.63", Longitude-82010'45.60" 288 Foot-Self-Supporting Tower Dear.Emilio Castro, 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 1138238, in accordance with order 412641, revision 1. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4: Modified Structure with Existing + Proposed Equipment Sufficient Capacity Note:See Table I and Table 11 for the proposed and existing loading,respectively. This analysis has been performed in accordance with the 2017 Florida Building Code, 6th Edition (2015 International Building Code) based upon an ultimate 3-second gust wind speed of 137 mph converted to a nominal 3-second gust wind speed of 106 mph per Section 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 assljt n t i ny other projects please give us a call. \�1 /�� Structural analysis prepared by: Jessica R. Moebs, P.E./AJO \,NC ENS Respectfully submitted by: No. 77387 �. STATE OF Adam M.Amortnont, P.E. - %,;���•�� •oIORIOA i�,�'��� r/j j� 91VAL June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 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 Design Drawings tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 3 1) INTRODUCTION This tower is a 288-ft self-supporting tower mapped by IETS Engineering Services in October of 2004. The original design standard and wind speed'are unknown. The tower has been modified multiple times in the past to accommodate additional loading, however the leg modifications were not considered structurally in this analysis. TEP visited the site in July of 2008 to perform a post modification inspection. All information provided to TEP was assumed to be accurate and complete. 2)ANALYSIS CRITERIA The analysis has been performed in accordance with the ANSIfi-IA-222-G-2-2009 Structural Standard for Antenna Supporting Structures and Antennas—Addendum 2 using a nominal 3-second gust wind speed of 106 mph with no ice and 60 mph under service loads with the following design criteria: Type of Analysis: Rigorous Structural Analysis Classification of Structure: Class II Exposure Category: Exposure C Topographic Category: Category 1 Earthquake Category: Not Considered Earthquake effects may be ignored per this standard for site locations where Ss does not exceed 1.0. (Pasco County Max 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 Antennas Manufacturer Lines Size(in) (ft) I - - 2 Commscope SBNHH-1D45C w/Mount Pipe 197.0 1 Nokia FHFB I 195.0 1 Nokia FRIJ 2 1-1/4 1 i 2 Commscope r CBC1921-DF-DC-6X i 195.0 3 SitePro 1 MSFAA Mount I 3 SitePro 1 VFA12-HD Mount Notes: 1) See"Appendix B-Base Level Drawing"for assumed feed line configuration. tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 4 Table 2-Existing Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) 290.0 DBS 2 —_- - --` pectra DS8A1OF36U-D 1 5/8 283.0 1 DBSpectra ATS8TMA10 1 7/8 1 283.0 2 Tower Mounts Side Arm Mount 1 1-5/8 [SO 306-1] 1 RFS Celwave PAD8-65AC 277.0 277.0 1 EW63 1 1 Tower Mounts Pipe Mount[PM 601-1] TTTT65AP-1 XR 206.0 3 Commscope w/Mount Pipe 3 Nokia FZHJ-RRH j205.0 1 Ericsson ANT2 0.6 11 HPX JR) 2 Ericsson TN11/2X 248T/256X HP 2 RFS Celwave APXV9ERR18-C w/Mount Pipe 2 3/8 203.0 APXVERR18-C 3 1-3/16 1 204.0 1 RFS Celwave w/Mount Pipe 1 1-3/8 3 Ericsson RRUS 31 B25 3 Ericsson RRUS 11 B26A 9 RFS Celwave ACU-A20-N 203.0 3 Tower Mounts Pipe Mount[PM 601-1] 3 Tower Mounts Sector Mount[SM 503-11 2 Commscope SBNH-1 D65C-SR 198.0 p w/Mount Pipe 1 Commscope SBNH-1D65C-SR 1 1-5/8 1 Andrew TMBXX-6517-A2M 2 1 1-1/4 197.0 5 Andrew TMBXX-6517-A2M 1 1 1-1/4 1 w/Mount Pipe 9 1-5/8 195.0 195.0 3 Tower Mounts Sector Mount'[SM 307-1] - - 2 3 Tower Mounts Pipe Mount[PM 601-1] 2 Nokia FHFB 194.0 3 Raycap ASU9338TYPOl 3 Nokia FRIG 3 Commscope TMAT19211378-21A i 190.0 1 Nokia FHFB i 6 Antel LPD7905/8 X7C-FRO-860-VRO 6 CSS w/Mount Pipe 1 1-3/8 177.0 177.0 3 Ericsson RRUS 32 12 1-5/8 1 I 3 Raycap RHSDC-3315-PF-48 l3 Tower Mounts Sector Mount[SM 402-1] Notes: 1) Existing equipment 2) Existing equipment to be removed;not considered in this analysis tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CCI BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 5 Table 3-Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line (ft) Level (ft) Elevation Antennas Manufacturer Lines Size(in) Unknown 3)ANALYSIS PROCEDURE Table 4-Documents Provided F_ Document Remarks Reference Source Geotechnical Report Golder Associates Inc. 403319 CCISites j Foundation Mapping EGSci 1 7318394 CCISites Tower Mapping Drawings Tower Engineering Professionals 7323090 1 CCISites Tower Reinforcement Drawings B &T Engineering 106378 1 CCISites Post Modification Inspection Tower Engineering Professionals 2280102 CCISites Tower Reinforcement Drawings IETS Engineering Services 1136789 CCISites Post Modification Inspection IETS Engineering Services 2508399 CCISites Previous Structural Analysis Tower Engineering Professionals 7261117 CCISites 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower and foundation were built in accordance with the manufacturer's specifications. 2) The tower and foundation have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and"Appendix B—Base Level Drawing". 4) All tower components are in sufficient condition to carry their full design capacity. 5) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. 6) All antenna mounts and mounting hardware are structurally sufficient to carry the full design capacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications. It is the carrier's responsibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. TEP did not analyze antennas supporting mounts as part of this structural analysis report. 7) The tower leg reinforcement plates from 0-ft to 150-ft were not considered structurally in this analysis due to missing information regarding the modification details and no PMI having been performed on the modifications. 8) The existing base plate grout was not considered in this analysis. tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 6 9) The following material grades were assumed: a) Connection bolts: A325N b) Anchor bolts:A36 c) Leg grade: A572-50 d) Bracing grade:A36 e) g) Concrete compressive strength: f'c= 3 ksi h) Foundation reinforcement(ties): fy=40 ksi i) Foundation flexural reinforcement: fy=40 ksi 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 Elevation(ft) Component Size Critical P(lb) 4)pa110 (lb) % Pass/Fail No. Type Element Capacity T1 287.667-280.084 Leg L5x5x5/16 r 3 957 68151 1 4 r Pass I I I I T2 4-272.5 Leg L5x5x5/16 25 -2397 68151 3.5 Pass 5.1 (b) T3 272.5-247.333 Leg L5x5x1/2 46 -13545 138404 9.8 Pass T4 247.333-232.583 Leg L8x8x5/8 114 -31737 343201 9.2 Pass T5 232.583-222.166 Leg L8x8x5/8 152 -39779 385363 10.3 Pass 18.5(b) T6 222.166-209.583 Leg L8x8x5/8 189 1 -52050 365491 14.2 Pass T7 209.583-197 Leg L8x8x5/8 226 -68352 365491 18.7 Pass 23.4(b) TS 197-181.3 Leg L8x8xl 1/8 263 -89646 574459 15.6 Pass T9 181.3-170.833 Leg L8x8xl 1/8 300 -118735 666923 17.8 Pass 30.5(b) T10 170.833-146.75 Leg L8x8xl 1/8 337 -141863 567438 25.0 Pass 37.2(b) T11 146.75-121.667 Leg L8x8x3/4 398 -193756 381148 50.8 Pass T12 121.667-96.5843 Leg LSx8x1 459 -252609 497680 50.8 Pass T13 96.5843-71.5 Leg L8x8xl 1/8 520 -313836 554066 56.6 Pass T14 71.5-51.417 Leg L8x8xl 1/8 581 -379528 615134 61.4 Pass T15 51.417-31.334 Leg L8x8xl 1/8 654 -432981 618134 1 70.0 Pass T16 31.334-0 Leg L8x8xl 1/8 729 -416546 575107 72.4 Pass T1 287.667-280.084 Diagonal 2L2 1/2x2x3/16x5/16 19 -1033 22393 4.6 Pass T2 280.084-272.5 Diagonal 21-2 1/2x2x3/16x5/16 33 -3322 21328 15.6 Pass T3 272.5-247.333 Diagonal 21-21/2x21/2x1/4x5/16 71 -8102 24116 33.6 Pass T4 247.333-232.583 Diagonal 2L3x2 1/2x1/4x1/4 133 -8102 36624 22.1 Pass T5 232.583-222.166 Diagonal 21-2 1/2x3x1/4x1/4 170 -10625 42679 24.9 Pass T6 222.166-209.583 Diagonal 21-2 1/2x3 1/2x1/4x5/16 207 -12934 41469 31.2 Pass T7 209.583-197 Diagonal 21-2 1/2x3 1/2x1/4x5/16 250 -15539 39835 39.0 Pass T8 197-181.3 Diagonal 21-3 1/2 x 4 x 1/4 x 1/4 281 -23424 51755 45.3 r Pass T9 181.3-170.833 Diagonal 2L 3 x 3 1/2 x 1/4 x 1/4 318 -22067 49651 44.4 Pass T10 170.833-146.75 Diagonal 21-3 1/2x5x5/16x5/16 365 -38893 88823 43.8 Pass T11 146.75-121.667 Diagonal 21-3 1/2x5x5/16x5/16 426 -43795 82639 53.0 Pass T12 121.667-96.5843 Diagonal 2L3 1/2x5x5/16x5/16 487 -47010 79555 59.1 Pass T13 96.5843-71.5 Diagonal 2L3 1/2x5x5/16x5/16 548 -51935 76300 68.1 Pass tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 7 Section Elevation(ft) Component Size Critical P(lb) op,, w(Ib) % Pass/Fail No. Type Element Capacity T14 71.5-51.417 ( Diagonal I 2L 3 1/2 x 4 x 1/4 x 1/4 I 613 ( -47704 53656 88.9 Pass T15 51.417-31.334 Diagonal 21-3 1/2x4x5/l6xl/2 686 -49751 67547 73.7 Pass T16 31.334-0 Diagonal 2L5x5x3/8 x1/2 775 -94125 144191 65.3 Pass T2 280.084-272.5 Horizontal 21-2 1/2x2x3/16x5/16 32 -1978 29914 6.6 Pass T3 272.5-247.333 Horizontal 2L2x2x3/16x5/16 70 -4045 21274 19.0 Pass T4 247.333-232.583 Horizontal 21-2 1/2x2x3/16x5/16 132 -5907 26070 22.7 Pass T5 232.583-222.166 Horizontal 2L5x3 1/2x5/16x5/16 169 -6803 121635 5.6 Pass 10.1 (b) T6 222.166-209.583 Horizontal 2L3x2x3/16x5/16 206 7873 23997 32.8 Pass T8 197-181.3 Horizontal 2L5x3x5/16x5/16 280 -13725 65215 21.0 Pass T9 181.3-170.833 Horizontal 2L6x3.5x5/16"x5/16" 317 -16552 97350 17.0 Pass 24.3(b) T10 170.833-146.75 Horizontal 21-31/2x21/2xl/4x5/16 364 -19296 34325 56.2 Pass T11 146.75-121.667 Horizontal 2L5x3 1/2x5/16x5/16 425 22727 82937 27.4 Pass �� 33.4(b) 712 121.667-96.6843 Horizontal 2L4x3xl/4x1/4 486 -26085 35919 72.6 Pass T13 96.5843-71.5 Horizontal 2L4x3 1/2x5/16xl/4 547 -30700 47676 64.4 Pass T14 71.5-51.417 Horizontal 21-3 1/2x2 1/2x1/4 612 -33293 47720 69.8 Pass T15 51.417-31.334 Horizontal 21-3 1/2x2 1/2x1/4 685 -35939 43373 82.9 Pass T16 31.334-0 Horizontal 2L6x4x7/16xl/2 798 -72972 142997 51.0 Pass 54.4(b) T1 287.667-280.084 Top Girt L3x2 1/2x1/4 7 -548 21969 1 2.5 Pass T3 272.5-247.333 Top Girt L5x3xl/4 49 -3024 29559 10.2 Pass T4 247.333-232.583 Top Girt 21-3 1/2x2 1/2xl/4x5/16 119 5317 59488 8.9 Pass 12.8(b) T7 209.583-197 Top Girt 2L3x2x3/16x5/16 231 -9460 20890 45.3 I Pass T3 272.5-247.333 Redund Horz L2 1/2x2x3/16 79 -241 14792 1.6 Pass 1 Bracing T5 232.583-222.166 Redund Horz L2 1/2xl 1/2x3/16 178 -768 8020 9.6 Pass 1 Bracing T6 222.166-209.583 Redund Horz L2 1/2x2x3/16 215 -915 12457 7.3 Pass 1 Bracing T7 209.583-197 Redund Horz L2 1/2x2x3/16 254 -1369 10964 12.5 Pass 1 Bracing T8 197-181.3 Redund Horz 2L2 1/2x2x3/16x1/4 289 -1400 35270 4.0 Pass 1 Bracing T9 181.3-170.833 Redund Horz L2 1/2x2x3/16 329 -1973 7785 25.3 Pass 1 Bracing T10 170.833-146.75 (Redund Horz L2 1/2xl 1/2x3/16 347 -2154 8583 25.1 Pass 1 Bracing T11 146.75-121.667 Redund Horz L2 1/2xl 1/2x3/16 408 -2937 6691 43.9 Pass 1 Bracing T12 121.667-96.5843 Redund Horz L21/2x1 1/2x3/16 493 -3816 5315 71.8 Pass 1 Bracing T13 96.5843-71.5 Redund Horz L2 1/2x2x3/16 554 -4738 8338 56.8 Pass 1 Bracing T14 71.5-51.417 Redund Horz L2 1/2x2x3/16 592 -5728 8073 70.9 Pass 1 Bracing T15 51.417-31.334 Redund Horz 21-2 1/2x2x3/16xl/4 665 -6532 30173 21.6 Pass 1 Bracing T16 31.334-0 Redund Horz L2 1/2x2 1/2x1/4(rz) 783 -6309 27022 23.3 Pass 1 Bracing T10 170.833-146.75 Redund Horz L2 1/2x2 1/2x3/16 348 -2154 5682 37.9 Pass 2 Bracing T11 146.75-121.667 Redund Horz L3x3x3/16 409 -2937 7838 37.5 Pass 2 Bracing tnxTower Report-version 7.0.5.1 June 4, 2018 286-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 8 Section Elevation(ft) Component Size Critical P(lb) mean°„ (lb) % Pass/Fail No. Type Element Capacity T12 (121.667-96.5843 Redund Horz L3x3x3/16 502 -3816 6278 60.8 Pass 2 Bracing T13 96.5843-71.5 Redund Horz L3x3x1/4 555 1 -4738 6701 70.7 Pass 2 Bracing T14 71.5-51.417 Redund Horz 2L21/2x21/2x3/16 593 F7iii8 7139 80.2 Pass 2 Bracing T15 51.417-31.334 Redund Horz 2L2 1/2 x 2 1/2 x 3/16 x 666 -6532 10583 61.7 Pass 2 Bracing 5/16 T16 31.334-0 Redund Horz L2 1/2x2 1/2x1/4(rz) 801 -6309 9020 69.9 Pass 2 Bracing T16 31.334-0 Redund Horz 2L3x3xl/4x1/2 786 -6309 34650 18.2 Pass 3 Bracing T3 272.5-247.333 Redund Diag L2 1/2x2x3/16 80 -246 5506 4.5 Pass 1 Bracing T5 232.583-222.166 Redund Diag L2 1/2x2x3/16 175 -587 6546 9.0 Pass 1 Bracing T6 222.166-209.583 Redund Diag L2 1/2x2 1/2x3/16 205 -756 7213 10.5 Pass 1 Bracing T7 209.583-197 Redund Diag L2 1/2x2 1/2x3/16 255 -1078 6709 16.1 Pass 1 Bracing T8 197-181.3 Redund Diag 21-2 1/2x2x3/16xl/4 279 -1229 21542 5.7 Pass 1 Bracing T9 181.3-170.833 Redund Diag L2 1/2x2 1/2x3/16 313 -1294 6858 18.9 Pass 1 Bracing T10 170.833-146.75 Redund Diag 21-2 1/2x2x3/16xl/4 349 -2328 23648 9.8 Pass 1 Bracing T11 146.75-121.667 Redund Diag 21-2 1/2x2x3/16xl/4 410 -2991 20984 14.3 Pass 1 Bracing T12 121.667-96.5843 Redund Diag 2L2 1/2x2x3/16x1/4 503 -3580 20192 17.7 Pass 1 Bracing T13 96.5843-71.5 Redund Diag 2L2 1/2x2x3/16xl/4 556 -4145 19014 21.8 Pass 1 Bracing T14 71.5-51.417 Redund Diag 21-2 1/2x2x3/16xl/4 594 -4122 22052 18.7 Pass 1 Bracing T15 51.417-31.334 Redund Diag 2L2 1/2x2x3/16x1/4 667 -4540 21307 21.3 Pass 1 Bracing T16 31.334-0 Redund Diag L2 1/2x2 1/2xl/4(rz) 802 -7341 7564 97.1 Pass 1 Bracing T10 170.833-146.75 Redund Diag 2L2 1/2x2x3/16xl/4 350 -1468 14156 10.4 Pass 2 Bracing T11 146.75-121.667 Redund Diag 21-2 1/2x2x3/16xl/4 411 1932 11948 16.2 Pass 2 Bracing T12 121.667-96.5843 Redund Diag 21-2 1/2x2x3/16xl/4 496 -2398 10477 22.9 Pass 2 Bracing T13 96.5843-71.5 Redund Diag 2L2 1/2x2x3/16x1/4 565 -2872 9219 31.1 Pass 2 Bracing i T14 71.5-51.417 Redund Diag 21-2 1/2x2x3/16xl/4 602 -3791 12503 30.3 Pass 2 Bracing T15 51.417-31.334 Redund Diag 21-2 1/2x2x3/16xl/4 675 -4293 11424 37.6 Pass 2 Bracing T16 31.334-0 Redund Diag L3x3x3/16(rz) 787 -4503 6033 74.6 Pass 2 Bracing T16 31.334-0 Redund Diag 2L 5x3.5x5/16"x3/8" 812 -60683 92618 65.5 Pass 3 Bracing T16 31.334-0 Redund Hip 1 21-2 1/2 x 2 1/2 x 3/16 x 766 -652 42014 1.6 Pass Bracing 5/16 T10 170.833-146.75 Redund Hip 2 L3 1/2x3 1/2x1/4 388 -90 9624 0.9 Pass Bracing T11 146.75-121.667 Redund Hip 2 2L2 1/2x2 1/2x3/16x5/16 449 -143 10271 1.4 Pass Bracing T12 121.667-96.5843 Redund Hip 2 2L2 1/2x3xl/4x1/4 510 -110 11277 1.0 Pass Bracing tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 9 Section Elevation(ft) Component Size Critical P(lb) (OP.,,.(Ib) °7° Pass/Fait No. Type Element Capacity T13 96.5843-71.5 Redund Hip 21 21-2 1/2x3xl/4xl/4 I 571 ( -114 9293 r 1.2 [ Pass Bracing T14 71.5-51.417 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 640 65 13665 0.5 Pass Bracing T15 51.417-31.334 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 713 -66 11989 0.6 Pass Bracing T16 31.334-0 Redund Hip 2 21-2 1/2 x 2 1/2 x 3/16 x 791 -389 16234 2.4 Pass Bracing 5/16 T16 31.334-0 Redund Hip 3 21-2 1/2x3xl/4xl/4 816 -204 9814 2.1 Pass Bracing T10 170.833-146.75 Redund Hip L3 1/2x3 1/2x1/4 389 -151 4487 3.4 Pass Diagonal 2 Bracing T11 146.75-121.667 Redund Hip L3 1/2x3 1/2x1/4 450 -161 3686 4.4 Pass Diagonal 2 Bracing T12 121.667-96.5843 Redund Hip 21-21/2x2x3/16xl/4 511 -126 3874 3.2 Pass Diagonal 2 Bracing T13 96.5843-71.5 Redund Hip 21-2 1/2x2x3/16xl/4 572 -127 3296 3.8 Pass Diagonal 2 Bracing T14 71.5-51.417 Redund Hip 21-2 1/2x2x3/16xl/4 641 -76 2972 2.6 Pass Diagonal 2 Bracing T15 51.417-31.334 Redund Hip 21-2 1/2x2x3/16xl/4 714 -70 2637 2.7 Pass Diagonal 2 Bracing T16 31.334-0 Redund Hip 21-2 1/2x2x3/16xl/4 817 -362 6732 5.4 Pass Diagonal 2 Bracing T16 31.334-0 Redund Sub 2L5x5x3/8 813 -61937 110127 56.2 Pass Harz Bracing T16 31.334-0 Redund Sub 21-5x3 1/2x5/16x3/8 794 -64095 110962 57.8 Pass Diagonal Bracing T1 287.667-280.084 Inner Bracing L3x3x3/16 13 -9 6074 0.2 Pass T2 280.084-272.5 Inner Bracing L3x3x3/16 42 -2 5078 0.2 Pass T3 272.5-247.333 Inner Bracing L3x3x3/16 55 -47 4308 1.1 Pass T4 247.333-232.583 Inner Bracing L4x4xl/4 125 -84 8568 1.0 Pass T5 232.583-222.166 Inner Bracing L4x4x1/4 187 -4 6811 0.4 Pass T6 222.166-209.583 Inner Bracing L4x4xl/4 224 -5 5876 0.4 Pass T7 209.583-197 Inner Bracing 2L3x2x3/16x5/16 237 -147 5168 2.8 Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 -11 17736 0.6 Pass T9 181.3-170.833 Inner Bracing L3 1/2x2 1/2x1/4 333 -39 4570 0.9 Pass T10 170.833-146.75 Inner Bracing L3x3x3/16 394 -69 5051 1.4 Pass T11 146.75-121.667 Inner Bracing L5x3xl/4 454 -88 6006 1.5 Pass T12 121.667-96.5843 Inner Bracing 21-3 1/2x3 1/2xl/4x5/16 518 -14 13660 0.6 Pass T13 96.6843-71.5 Inner Bracing 2L2x2-1/2x3/16x5/16 576 -70 6326 1.1 Pass T14 71.5-51.417 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 646 -59 5439 1.1 Pass T15 51.417-31.334 Inner Bracing 21-2 1/2x3xl/4xl/4 721 -14 5166 0.8 Pass T16 31.334-0 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 828 -78 4220 1.8 Pass Summary Leg(T16) 72.4 Pass Diagonal 88.9 Pass (T14) tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 10 Section Elevation(ft) Component Size Critical P(lb) 0P.11.(lb) % Pass/Fail No. Type Element Capacity rHorizontal 82 9 Pass Top Girt 45.3 Pass (T7) Redund 71.8 Pass Horz 1 Bracing (T12) Redund 80.2 Pass Harz 2 Bracing (T14) Redund 18.2 Pass Horz 3 Bracing (T16) Redund 97.1 Pass Diag 1 Bracing (T16) Redund 74.6 Pass Diag 2 Bracing (T16) Redund 65.5 Pass Diag 3 Bracing (T16) Redund Hip 1.6 Pass 1 Bracing (T16) Redund Hip 2.4 Pass 2 Bracing (T16) Redund Hip 2.1 Pass 3 Bracing (T16) Redund Hip 5.4 Pass Diagonal 2 Bracing (T16) Redund 56.2 Pass Sub Harz Bracing (T16) Redund 57.8 Pass Sub Diagonal Bracing (T16) Inner 2.8 Pass Bracing (T7) Bolt 70.8 Pass Checks RATING= 97.1 Pass tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CCI.BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 11 Table 6-Tower Component Stresses vs. Capacity—LC4 Notes Component Elevation (ft) % Capacity Pass/Fail 1 Anchor Rods - 70.4 + Pass j 1 Base Foundation Soil Interaction - 76.7 Pass 1 Base Foundation Structural - 55.0 Pass Structure Rating (max from all components)= 97.1% 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 Design Drawings" shall be installed and, upon completion, inspected. The tower and its foundation have-sufficient capacity to carry the proposed load configuration once the proposed modifications are installed. tnxTower Report-version 7.0.5.1 June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 12 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 287 7It 280.1ft ' x 2 2 ^ = Z O N 272 5It SYMBOL LIST MARK SIZE MARK SIZE co "' x ,`t°, A 21-21/2x2x3/16x5/16 M 2L5x3x5/16x5116 C x 00 x [V N B 212 1/2x2 112xl/4x5/16 N 21-W.5x5/16x5/16" J J % @� „ c 2L3x2112x1/40/4 O L2112x11/2x3116 c�+ N D 21-21/2x3x1/4xl/4 P 2L21/xW/160/4 247.3 ft E 21-21/2x3 112x1/45/16 o L21/2x2x3/16 m F 2L 31/2 x 4 x 114 x 1/4 R L21/2x21/24116 U ¢Z Z n m G 2L 3 x 31/2 x V4 x 1/4 s L31/2x21/2x1/4 „ 2326 ftft H 21-3112x4x5/160/2 T 2131/2x3 lr2xl/4x5/l6 N L3721/90/4 U 2L21/2x21P2c3/16x5116 ❑ J O O x tO> J 2L3 1/2x2 112x1/4x5/16 V 1@ 10.4166 6 222.2 ft K 2L3x20/164/16 w 1 10.4667 J 2 / L 2LSx31I2x5/16x5116 , n MATERIAL STRENGTH e w 209.6ft GRADE Fy Fu GRADE Fy F. A572-50 50 ksi 65 ksi A36 136 ksi 158 ksl C Y lz� Y pj N 1970ft _ TOWER DESIGN NOTES m c'! 1. Tower is located in Pasco County,Florida. LL s a a < N1Z 2. Tower designed for Exposure C to the TIA-222-G Standard. J 3. Tower designed for a 106 mph basic wind in accordance with the TIA-222-G Standard. 181.3It _ _ 4. Deflections are based upon a 60 mph wind. - 5. Tower Structure Class II. 0 z or(K w 3 6. Topographic Category 1 with Crest Height of 0.00 ft m 170.8ft 7. TOWER RATING:97.1% J O � 2 2 n N M � - J 0 146.8 ft J - N J 121.7ft N _ P 1 N O � M � / ~J 10 J - ' N N f 4 N 96.6 ft N N O 71.5 It ci \ n LL ALL REACTIONS — AREFACTORED N N 51.4 ft MAX.CORNER REACTIONS AT BASE: x DOWN: 5713951b „-9 = N o ❑ N / SHEAR., 104145lb UPLIFT., -456646lb 3t6n SHEAR., 88191lb g` ^ x o AXIAL x m mXM a 262443/b N N N SHEAR MOMENT N y 2498291b /�.11 32582228 lb-ft N 0.0 ft ' TORQUE 143364 lb-ft a m REACTIONS-106 mph WIND w2 _ ox❑ = g = yam �oc� Nxoin m' m — � a N J J❑ ❑H=K K K K S 11 it Tower Engineering Professionals ob Zephyrhills(BU 816298) 326 Tryon Road Project:TEP No.26146.157540 Raleigh, NC 27603 °rent'Crown Castle Drawn ITaobregon App'd TEP Phone:(919)661-6351 code: TIA-222-G Date:06/04/18 Scale: NTS FAX: 919 661-6350 Pam' ivy N0'E-1 2877 ftft x Z ft 280_1 ftZ Z Z` o = 2725ft DESIGNED APPURTENANCE LOADING m TYPE ELEVATION TYPE ELEVATION Ix 1l2"x 4'LRod 287.7 FHFB 195 4.5"Dia x 16.5-ft Pipe 287.7 FHFB 195 x m R Platfrom Rail 287.7 FHFB 195 Platfrom Rail 287.7 FRIJ 195 247.3 ft 12"x 24"Beacon 285 FHFB 195 DSBAtOF36U-D 283 CBC1921-0E-DG6X 195 i DSBA10F36U-D 283 CBC1921-0E-DG6X 195 O ' ¢Z Z 3 ATS8TMA10 283 Site Pro 1 VFA12-HD 195 232.6 ft Side Arm Mount[SO 306-11 283 Site Pro 1 VFA12-HD 195 3 x N 1.7'x 8'Stab Arm 283 Site Pro 1 VFA12-HD 195 ❑ o o q > a Side Arm Mount[SO 306-11 283 Site Pro 1 MSFAA 195 2222 ft 1.T'x V Stab Arm 283 Site Pro 1 MSFAA 195 Pipe Mount[PM 601-1] 277 Site Pro 1 MSFAA 195 x'r° .6 m L 1.9"dia x 10'long Stabilizer 277 (2)TMBXX-6517-A2M wl Mount Pipe 195 z Q 209.6 It2.4"dia.x T 6"Stabilizer 277 SBNHH-1 D45C wl Mount Pipe 195 S w tl a� PA08.65AC 277 SBNHH-1 D46C w/Mount Pipe 195 A m Platfrom Rail 247 ASU9338TYP01 195 197.0 It Platfrom Rail 247 TMBXX-6517-A2M wl Mount Pipe 195 c Platfrom Rail 247 (2)TMBXX-6517-AZM w/Mount Pipe 195 m ry r - Pipe Mount[PM 601-1] 235 SBNH-1D65GSR w/Mount Pipe 195 u_ 2 a a o APXVERRI B-Cw/Mount Pipe 203 SBNH-1065C-SR w/Mount Pipe 195 APXV9ERR18-C w/Mount Pipe 203 4"Dia.x 5"Sidelight 183 181 3 ftft _ _ _ FZHJ-RRH 203 RHSDG3315.PF-48 177 m 3 0 Z O a m m FZHJ-RRH 203 RHSDG3315-PF-48 177 2 170.8 ft FZHJ-RRH 203 RHSDG3315-PF-48 177 RRUS 31 B25 203 Sector Mount[SM 402-1] 177 o RRUS 31 B25 203 Sector Mount ISM 402-1] 177 N RRUS 31 B25 203 Sector Mount ISM 402-1] 177 o m Z Z '4 i RRUS 11 826A 203 (2)LPO-790518 177 RRUS 11 B26A 203 (2)LPD-790518 177 RRUS 11 826A 203 (2)LPD-7905/8 177 14<'8ft 3 ACU-A20-N 203 N c ----- - .--- -- O (2)VC-FRO w/Mount Pipe 177 (3)ACU-A20-N 203 (2)X7C-FRO.860.VRO w/Mount Pipe 177 (3)ACU-A2D-N 203 (2)X7GFRO-860•VRO w/Mount Pope 177 / (2)TN1172X 248T/256X HP 203 RRUS 32 177 wx w J 2.4"x 8'Pipe 203 RRUS 32 177 J o ,.,k' (2)2.4"x 8'Pipe 203 RRUS 32 177 i 6121.7 ft 2.4"x 8'Pipe 203 (2)2L25x2.5x3/16"mid panel 159 a Sector Mount ISM 503-11 203 redundant g '�? Sector Mount ISM 503.1] 203 (2)21-25x2.5x3/16"mid panel 159 Sector Mount ISM 503-1] 203 redundant g (2)21-2.5x254/16"mid panel 159 Pipe Mount[PM 601-1] _ 203 redundant �i;jPipe Mount[PM 601-1] 203 Pipe Mount[PM 601-1 203 (2)2L25x2.5x3116"mid panel 159 x ] redundant Z 96.6 It _ __ _ APXV9ERR18-C w/Mount Pipe 203 (Z)2L25x2.5x3/16"mid panel 134.25 v m m 7TTT65AP-lXR w/Mount Pipe 203 redundant x ;p o 7TTT65AP-1XR wl Mount Pipe 203 (2)21-25X1.50116"mid panel 134.25 o TT7T65AP-lXR w/Mount Pipe 203 redundant N 2L25)0-64116"mid panel 134.25 ANT2 O.6 11 HPX(TR) 203 re k' �! f Zephyrhills Platform 197 redundant N x, Platfrom Rail 197 (2)2L2.5x2.5x3/16"mid panel 134.25 71.5 ft redundant Platfrom Rail 197 c 4"Dia.x 5"Sidelight 105 / ASU9338TYP0l 195 4"Dia.x 5"Sidelight 105 ASU9338TYP01 195 Zephyrhills Platform 97 a - FRIG 195 Zephyrhils Platform 97 m Q mo FRIG 195 WG11 7.67 lV N 51.4fl FRIG 195 x' TMAT1921878-21A 195 WG12 17.67 TMAT1921878-21A 195 x `"o_ ❑ TMAT1921878.21A 195 31.3fl SYMBOL LIST ° MARK SIZE MARK SIZE b N m y A 21-21/2x2XJ/16x5/16 M 21.5x3x5116x5/16 x `^ ' B 212112x212 L6x3 x1/4x5116 N 2 .5x5/16'k5/16" x / C 2L3x2 112OMA/4 O L2 112x1 1/2x3116 x ry n �( fl / D 21-2112x3x1/4x114 P 21-2112x2x3ll6xl/4 E 21-21126112x1/4x5/16 O L21/2x2x3116 J N N F 2L 3112 x 4 x 1/4 x 1/4 R L2112x2112X3116 O.Ofl G 2L 3 x 312 x 1/4 x 1/4 S L3112x212x1/4 NH 2L31/2x4x5/16xl/2 T 21-31/2x312x114x5116 0 c I L3x212x1/4 U 2L21/2x212x3/16x5/16 J 2L31JW 1r0d/4x5/16 V 1(t7J 10.4166 2 _ K 2L3x2K3/16x5/16 W 1 10.4667 ='m - .6-6 "fb L 21-54 V26116x5/16 z o=`❑ m' v'rm� m o o Tower Engineering Professionals °b Zephyrhil/s(BU 816298) 326 Tryon Road Profect:TEP No.26146.157540 Raleigh, NC 27603 Client'Crown Castle °r,n'Y:aobregon App'd: TEP Phone:(919)661-6351 Code: TIA-222-G °ate:06/04/18 scale: NTS FAX: 919 661-6350 Path. tnxTOWer Job Zephyrhills (BU 816298) Page of 52 Project Date Professionals Tower ionals ineerirrg TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle on aobre FAX:(919)661-6350 9 Tower Input Data The main tower is a 4x free standing tower with an overall height of 287.67 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 10.00 ft at the top and 45.54 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Pasco County, Florida. Basic wind speed of 106 mph. Structure Class 11. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Les Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals -NI Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable 4 Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice Bypass Mast Stability Checks \I Consider Feed Line Torque Always Use Max Kz Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile \I Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TI_A-222-G Tension_Splice Exemption Lee Bolts Are At Top Of Section Add IBC.6D+W Combination Poles 4 Secondary Horizontal Braces Leg -\I Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric e W xTOWer Job Zephyrhills (BU 816298) Page 2 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 Leg A Leg B Face B Wind 90 X - U f7 LT 0 (7 Le D Face D Le Wind 0 Square Tower Tower Section Geometry Tower Toirer Assembly Description Section Number Section Section Elevation Database Width of Length Sections r Al r Tl 287.67-280.08 10.00 l 7.58 T2 280.08-272.50 10.94 1 7.58 T3 272.50-247.33 11.87 1 25.17 T4 247.33-232.58 14.98 1 14.75 T5 232.58-222.17 16.81 1 10.42 T6 222.17-209.58 18.09 1 12.58 T7 209.58-197.00 19.65 1 12.58 T8 197.00-181.30 21.20 1 15.70 T9 181.30-170.83 23.14 l 10.47 TIO 170.83-146.75 24.43 1 24.08 T11 146.75-121.67 27.41 1 25.08 T12 121.67-96.58 30.51 1 25.08 T13 96.58-71.50 33.61 1 25.08 T14 71.50-51.42 36.71 l 20.08 T15 51.42-31.33 39.19 1 20.08 T16 31.33-0.00 41.67 l 31.33 Tower Section Geometry cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Hori=ontals Offset Offset End It jt Panels in in Tl 287.67-280.08 7.58 K Brace Down No Yes 0.00 0.00 T2 280.08-272.50 7.58 K Brace Down No Yes 0.00 0.00 T3 272.50-247.33 12.58 Kl Down No Yes 0.00 0.00 tnx, Job Page Zephyrhills (BU 816298) 3 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle aobre on FI (919)661-6350 9 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Gin Section Elevation Spacing Type K Brace Horizontals Offset Offset End _ fit ft Panels in in T4 247.33-232.58 7.38 K Brace Down No Yes 0.00 0.00 TS 232.58-222.17 10.42 K 1 Down No Yes 0.00 0.00 T6 222.17-209.58 12.58 K1 Down No Yes 0.00 0.00 T7 209.58-197.00 12.58 KI Down No Yes 0.00 0.00 T8 197.00-181.30 15.70 KI Down No Yes 0.00 0.00 T9 181.30-170.83 10.47 KI Down No Yes 0.00 0.00 T1O 170.83-146.75 24.08 K2 Down No Yes 0.00 0.00 T11 146.75-121.67 25.08 K2 Down No Yes 0.00 0.00 T12 121.67-96.58 25.08 K2 Down No Yes 0.00 0.00 T13 96.58-71.50 25.08 K2 Down No Yes 0.00 0.00 T14 71.50-51.42 20.08 K2A Down No Yes 0.00 0.00 T15 51.42-31.33 20.08 K2A Down No Yes 0.00 0.00 T16 31.33-0.00 31.33 Portal No Yes 0.00 0.00 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type size Grade f TI 287.67-280.08 Equal Angle L5x5x5/16 A572-50 Double Angle 2L2 1/2x2x3/16x5/16 A36 (50 ksi) (36 ksi) T2 280.08-272.50 Equal Angle L5x5x5/16 A572-50 Double Angle 21-2 1/2x2x3/16x5/16 A36 (50 ksi) (36 ksi) T3 272.50-247.33 Equal Angle L5x5x1/2 A572-50 Double Equal 2L2 1/2x2 1/2xl/4x5/16 A36 (50 ksi) Angle (36 ksi) T4 247.33-232.58 Equal Angle L8x8x5/8 A572-50 Double Angle 2L3x2 1/2xl/4xl/4 A36 (50 ksi) (36 ksi) T5 232.58-222.17 Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 1/2x3xl/4xl/4 A36 (50 ksi) (36 ksi) T6 222.17-209.58 Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 1/2x3 1/2xl/4x5/16 A36 (50 ksi) (36 ksi) T7 209.58-197.00 Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 1/2x3 1/2xl/4x5/16 A36 (50 ksi) (36 ksi) T8 197.00-181.30 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L 3 1/2 x 4 x 1/4 x 1/4 A36 (50 ksi) (36 ksi) T9 181.30-170.83 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L 3 x 3 1/2 x 1/4x 1/4 A36 (50 ksi) (36 ksi) TIO Equal Angle L8x8x1 1/8 A572-50 Double Angle 2L3 1/2x5x5/l6x5/16 A36 170.83-146.75 (50 ksi) (36 ksi) T11 Equal Angle L8x8x3/4 A572-50 Double Angle 2L3 1/2x5x5/16x5/16 A36 146.75-121.67 (50 ksi) (36 ksi) T12 121.67-96.58 Equal Angle L8x8xI A572-50 Double Angle 2L3 1/2x5x5/16x5/16 A36 (50 ksi) (36 ksi) T13 96.58-71.50 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L3 1/2x5x5/16x5/16 A36 (50 ksi) (36 ksi) T14 71.50-51.42 Equal Angle L8x8xl 1/8 A572-50 Double Angle 2L3 1/2 x 4 x 1/4 x 1/4 A36 (50 ksi) (36 ksi) T15 51.42-31.33 Equal Angle L8x8xl 118 A572-50 Double Angle 2L3 1/2x4x5/16xl/2 A36 (50 ksi) (36 ksi) T16 31.33-0 00 Equal Angle L8x8xl 1/8 A572-50 Double Equal 2L5x5x3/8 xl/2 A36 (50 ksi) Angle (36 ksi) Job Page MxTower Zephyrhills (BU 816298) 4 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Ttpon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Tower Section Geometry cont'd Tower -Top Girt Top Gin Top Girl Bottom Girt Bottom Girt Bottom Girt Elevation Type Sire Grade Type Size Grade ft T3 272.50-247.33 Single Angle L5x3x1/4 A36 Flat Bar A36 (36 ksi) (36 ksi) T4247.33-232.58 Double Angle 2L3 1/2x2 1/2xl/4x5/16 A36 Flat Bar A36 (36 ksi) (36 ksi) T7 209.58-197.00 Double Angle 2L3x2x3/16x5/16 A36 Flat Bar A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower No. Mid Girt I id Girt Mid Girt Horizonual Horizontal Horizontal Elevation of Type Sire Grade Tjpe Size Grade I id ft Gins T1 287.67-280.08 None Flat Bar A36 Single Angle L3x2 1/2xl/4 A36 (36 ksi) (36 ksi) T2 280.08-272.50 None Flat Bar A36 Double Angle 2L2 1/2x2x3/16x5/16 A36 (36 ksi) (36 ksi) T3 272.50-247,33 None Flat Bar A36 Double Equal 2L2x2x3/16x5/16 A36 (36 ksi) Angle (36 ksi) T4 247.33-232.58 None Flat Bar A36 Double Angle 2L2 1/2x2x3/16x5/16 A36 (36 ksi) (36 ksi) T5 232.58-222.17 None Flat Bar A36 Double Angle 2L5x3 1/2x5/l6x5/16 A36 (36 ksi) (36 ksi) T6 222.17-209.58 None Flat Bar A36 Double Angle 2L3x2x3/16x5/16 A36 (36 ksi) (36 ksi) T7 209.58-197.00 None Flat Bar A36 Double Angle 2L3x2x3/16x5/16 A36 (36 ksi) (36 ksi) T8 197.00-181.30 None Flat Bar A36 Double Angle 2L5x3x5/16x5/16 A36 (36 ksi) (36 ksi) T9 181.30-170.83 None Flat Bar A36 Double Angle 2L6x3.5x5/16x5/l6" A36 (36 ksi) (36 ksi) T10 None Flat Bar A36 Double Angle 2L3 1/2x2 1/2xl/4x5/16 A36 170.83-146.75 (36 ksi) (36 ksi) TI 1 None Flat Bar A36 Double Angle 2L5x3 1/2x5/16x5/16 A36 146.75-121.67 (36 ksi) (36 ksi) T12 121.67-96.58 None Flat Bar A36 Double Angle 2L4x3xl/4x1/4 A36 (36 ksi) (36 ksi) T13 96.58-71.50 None Flat Bar A36 Double Angle 2L4x3 1/2x5/16xl/4 A36 (36 ksi) (36 ksi) T14 71.50-51.42 None Flat Bar A36 Double Angle 2L3 1/2x2 1/2xl/4 A36 (36 ksi) (36 ksi) T15 51.42-31.33 None Flat Bar A36 Double Angle 2L3 1/2x2 1/2xl/4 A36 (36 ksi) (36 ksi) T16 31.33-0.00 None Flat Bar A36 Double Angle 2L6x4x7/l6xl/2 A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd Job Page WxTower Zephyrhills (BU 816298) 5 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobre F.4. On(919)661-6350 9 Tower Secondary Secondary Hot-Lontal Secondary Inner Bracing Inner Bracing Sipe Inner Bracing Elevation Hori_onral Type Sire Horkontal Type Grade Grade t Tl 287.67-280.08 Equal Angle A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T2 280.08-272.50 Equal Angle A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T3 272.50-247.33 Equal Angle A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T4 247.33-232.58 Equal Angle A36 Equal Angle L4x4x1/4 A36 (36 ksi) (36 ksi) T5 232.58-222.17 Equal Angle A36 Equal Angle L4x4x1A A36 (36 ksi) (36 ksi) T6 222.17-209.58 Equal Angle A36 Equal Angle L4x4x1/4 A36 (36 ksi) (36 ksi) T7 209.58-197.00 Equal Angle A36 Double Angle 2L3x2x3/16x5/16 A36 (36 ksi) (36 ksi) T8 197.00-181.30 Equal Angle A36 Single Angle L7x4x3/8 A36 (36 ksi) (36 ksi) T9 18130-170.83 Equal Angle A36 Single Angle L3 1/2x2 1/2x1/4 A36 (36 ksi) (36 ksi) T10 Equal Angle A36 Equal Angle L3x3x3/16 A36 170.93-146.75 (36 ksi) (36 ksi) Tl 1 Equal Angle A36 Single Angle L5x3xl/4 A36 146.75-121.67 (36 ksi) (36 ksi) T12 121.67-96.58 Equal Angle A36 Double Equal 2L3 1/2x3 1/2xl/4x5/16 A36 (36 ksi) Angle (36 ksi) T13 96.58-71.50 Equal Angle A36 Double Angle 2L2x2-1/2x3/16x5/l6 A36 (36 ksi) (36 ksi) T14 71.50-51.42 Equal Angle A36 Double Equal 21-2 1/2x2 1/2x3/16x5/l6 A36 (36 ksi) Angle (36 ksi) T15 51.42-31.33 Equal Angle A36 Double Angle 21-2 1/2x3xl/4xl/4 A36 (36 ksi) (36 ksi) T16 3133-0.00 Equal Angle A36 Double Equal 2L2 1/2x2 1/2x3/16x5/16 A36 (36 ksi) Angle (36 ksi) Tower Section Geometry cont'd Tower Redundant Redundant Redundant K Factor Elevation Bracing Tvpe Sire Grade fl T3 A36 Horizontal(1) Single Angle L2 1/2x2x3/16 I 272.50-247.33 (36 ksi) Diagonal(l) Single Angle L2 1/2x2x3/16 I T5 A36 Horizontal(1) Single Angle L21/2xl 1/2x3/16 1 232.58-222.17 (36 ksi) Diagonal(l) Single Angle L2 1/2x2x3/16 1 T6 A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 222.17-209.58 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 I T7 A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 20958-197.00 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 I T8 A36 Horizontal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 197.00-181.30 (36 ksi) Diagonal(1) Double Angle 21-2 1/2x2x3/16xl/4 l T9 A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 181.30-170.83 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 l T10 A36 Horizontal(1) Single Angle L2 1/2xl 1/2x3/16 1 170.83-146.75 (36 ksi) Horizontal(2) L2 I/2x2 1/2x3/16 Diagonal(1) Double Angle 21-21/2x2x3/16x1/4 1 Diagonal(2) 21-2 1/2x2x3/16xl/4 b inxT®wer Jo Zephyrhills (BU 816298) Page6 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Ti)-on Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX-(919)661-6350 Tourer Redundant Redundant Redundant KFactor Elevation Bracing Tj pe Size Grade ft Tll A36 Horizontal(1) Single Angle L21/2xl 1/2x3/16 1 146.75-121.67 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 2L21/2x2x3/16x1A 1 Diagonal(2) 2L2 1/2x2x3/16xl/4 T12 A36 Horizontal(1) Single Angle L2 1/2xl 1/2x3/16 1 121.67-96.58 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 2L21/2x2x3/16xl/4 I Diagonal(2) 2L2 1/2x2x3/16x1/4 T13 A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 96.58-71.50 (36 ksi) Horizontal(2) L3x3xl/4 Diagonal(1) Double Angle 2L2 1/2x2x3/16x 1/4 1 Diagonal(2) 2L2 1/2x2x3/16x 1 A T14 A36 Horizontal(1) Arbitrary Shape L2 1/2x2x3/16 1.3 71.50-51.42 (36 ksi) Horizontal(2) 2L2 1/2x2 1/2x3/16 Diagonal(1) Double Angle 2L21/2x2x3/16xl/4 1 Diagonal(2) 2L2 1/2x2x3/16x1/4 T15 A36 Horizontal(1) Double Angle 2L2 1/2x2x3/16x 1 A 1 51.42-3I.33 (36 ksi) Horizontal(2) 2L2 1/2 x 2 1/2 x 3/16 x 5/16 Diagonal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 Diagonal(2) 21_2 1/2x2x3/16xl/4 T16 A36 Horizontal(1) Arbitrary Shape L2 1/2x2 1/2xl/4(rz) 1 31.33-0.00 (36 ksi) Horizontal(2) L2 1/2x2 1/2xl/4(rz) Horizontal(3) 2L3x3xl/4xl/2 Diagonal(1) Arbitrary Shape L2 1/2x2 1/2x1/4(rz) 1 Diagonal(2) L3x3x3/16(rz) Diagonal(3) 2L 5x3.5x5/l6"x3/8" Sub-Diagonal Double Angle 2L5x3 1/2x5/16x3/8 1 Sub-Horizontal Double Equal Angle 2L5x5x3/8 I Hip(1) Double Angle 2L2 1/2 x 2 1/2 x 3/16 x 5/16 1 Hip(2) 2L2 1/2 x 2 1/2 x 3/16 x 5/16 Hip(3) 21L2 1/2x3xl/4xl/4 Tower Section Geometry cont'd Tower Gusset Gusset Gusset Grade Adjust Factor Adjust. Weigle Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundams fi fill in in in in TI 0.00 0.31 A36 1.03 1 1.05 24.00 25.50 0.00 287.67-280.08 (36 ksi) T2 0.00 0.31 A36 1.03 1 1.05 24.00 25.50 0.00 280.08-272.50 (36 ksi) T3 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 0.00 272.50-247.33 (36 ksi) T4 0.00 0.31 A36 1.03 1 1.05 22.50 25.50 0.00 247.33-232.58 (36 ksi) T5 0.00 0.31 A36 1.03 1 1.05 19.50 26.50 0.00 232.58-222.17 (36 ksi) T6 0.00 0.31 A36 1.03 I 1.05 25.00 24.00 0.00 222.17-209.58 (36 ksi) T7 0.00 0.31 A36 1.03 1 1.05 25.00 24.00 0.00 209.58-197.00 (36 ksi) T8 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 23.00 197.00-181.30 (36 ksi) T9 0.00 0.31 A36 1.03 1 1.05 22.00 22.00 24.00 181.30-170.83 (36 ksi) MxTower Job Page Zephyrhills (BU 816298) 7 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao g Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight ilLhdt. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (pet-face) A, Spacing Spacing Spacing Diagonals Horcontals Redundanis fit fl1 in in in in T10 0.00 0.31 A36 1.03 1 1.05 26.50 24.00 24.00 170.83-146.75 (36 ksi) T11 0.00 0.31 A36 1.03 1 1.05 21.00 24.00 26.00 146.75-121.67 (36 ksi) T12 0.00 0.31 A36 1.03 1 LOS 22.00 24.00 25.00 121.67-96.58 (36 ksi) - T13 0.00 0.31 A36 1.03 1 1.05 24.00 22.00 24.00 96.58-71.50 (36 ksi) T14 0.00 0.31 A36 1.03 1 1.05 21.00 22.00 25.50 71.50-51.42 (36 ksi) T15 0.00 0.31 A36 1.03 1 1.05 23.00 25.50 24.50 51.42-31.33 (36 ksi) T16 31.33-0.00 0.00 0.50 A36 1.03 1 1.05 18.00 25.00 26.00 (36 ksi) Tower Section Geometry cont'd K Factors' Tower Calc Calc Legs X K Single Girts Hors. Sec. Inner Elevation K K Brace Brace Diags Hari=. Brace Single Solid Diags Diags Angles Rounds r X N x x Ar x f }' }' 3' Y Y Y Y TI Yes Yes l 1 1 1 1 1 1 1 287.67-280.08 1 1 1 1 1 1 1 T2 Yes Yes I 1 1 1 1 1.2 1 1 280.08-272.50 1 1 1 1 1.2 1 1 T3 Yes Yes 1 1 1 I 1 I 1 1 272.50-247.33 1 1 1 1 1 1 1 T4 Yes Yes I I 1 1 I 1 I l 247.33-232.58 1 1 l 1 1 1 1 T5 Yes Yes l 1 1 1 1 1 1 1 232.58-222.17 1 1 1 1 1 1 I T6 Yes Yes 1 1 1 1 1 1 1 l 222.17-209.58 1 1 1 1 1 1 1 T7 Yes Yes 1 1 I I I 1 1 1 209.58-197.00 1 1 1 1 1 1 1 T8 Yes Yes l 1 1 1 1 1.2 1 0.5 197.00-181.30 1 1 1 1 1.2 1 1 T9 Yes Yes 1 I 1 1 l 1 1 0.5 181.30-170.83 1 1 1 1 1 1 1 TIO Yes Yes 1 I I I 1 1 1 0.5 170.83-146.75 1 1 1 1 1 1 1 TI1 Yes Yes 1 I l I I 1 1 0.5 146.75-121.67 1 1 1 1 1 1 1 T12 Yes Yes 1 I I 1 I 1 1 0.5 121.67-96.58 1 1 1 1 1 1 1 T13 Yes Yes 1 1 I 1 1 1 1 0.5 96.58-71.50 1 1 1 1 1 1 1 T14 Yes Yes 1 1 1 1 i 1 1 0.5 71.50-51.42 1 1 1 1 0.5 l 1 T15 Yes Yes 1 1 1 1 1 1 1 0.5 51.42-31.33 1 1 1 1 0.5 1 1 T16 Yes Yes 1 I l 1 1 1 1 0.5 31.33-0.00 1 2 1 1 1 1 1 tnxTower Job Zephyrhills (BU 816298) Page8 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Note:Kfactors are applied to member segment lengths.K-braces without inner supporting members ivill have the Kfactor in the out-of-plane direction applied to the overall length. Tower Section Geometry cont'd Tower Leg Diagonal Top Girt Bottom Girl Mid Girt Long Horizontal Short Horizontal Elevation ft 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 Tl 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 287.67-280.08 T2 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 280.08-27250 T3 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 272.50-247.33 T4 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 247.33-232.58 T5 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 232.58-222.17 T6 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 222.17-20958 T7 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 209.58-197.00 T8 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 197.00-181.30 T9 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.73 0.00 0.75 0.00 0.75 181.30-170.83 T10 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 170.83-146.75 T11 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 146.75-121.67 T12 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 121.67-96.58 T13 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 96.58-71.50 T14 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 71.50-51.42 T15 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 51.42-31.33 T16 31.33-0.001 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 Tower Section Geometry cont'd Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Si=e No. in in in in in in in TI Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 287.67-280.08 A325N A325N A325N A325N A325N A325N A325N T2 Sleeve DS 0.75 4 0.75 2 0.75 0 0.00 0 0.63 0 0.75 2 0.63 0 280.08-272.50 A325N A325N A325N A325N A325N A325N A325N MxTower Job Zephyrhills (BU 816298) Page9 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobre F.91: on(919)661-6350 g Toirer Leg Leg Diagonal Top Girt Bottom Girt i14id Girt Long Hori_ontal Short Hori_ontal Elevation Connection ft Type Boll Size No. Bolt Sire No. Boll Size No. Bolt Sire No. Bolt Size No. Boll Size No. Bolt Sire No. in in in in in in in T3 Sleeve DS 0.75 8 0.75 2 0.75 2 0.00 0 0.63 0 075 2 0.63 0 272.50-247.33 A325N A325N A325N A325N A325N A325N A325N T4 Sleeve DS 0.75 0 0.75 2 0.75 2 0.00 0 0.63 0 0.75 2 0.63 0 247.33-232.58 A325N A325N A325N A325N A325N A325N A325N T5 Sleeve DS 0.75 12 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 232.58-222.17 A325N A325N A325N A325N A325N A325N A325N T6 Sleeve DS 0.88 0 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 222.17-209.58 A325N A325N A325N A325N A325N A325N A325N T7 Sleeve DS 0.88 12 0.75 3 0.75 3 0.00 0 0.63 0 0.75 3 0.63 0 209.58-197.00 A325N A325N A325N A325N A325N A325N A325N T8 Sleeve DS 0.88 0 0.75 4 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 197.00-18130 A325N A325N A325N A325N A325N A325N A325N T9 Sleeve DS 0.88 16 0.75 4 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 181.30-170.83 A325N A325N A325N A325N A325N A325N A325N T10 Sleeve DS 1.00 12 0.75 6 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 170.83-146.75 A325N A325N A325N A325N A325N A325N A325N Tl 1 Sleeve DS 1.00 16 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 146.75-121.67 A325N A325N A325N A325N A325N A325N A325N T12 Sleeve DS 1.00 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 121.67-96.58 A325N A325N A325N A325N A325N A325N A325N T13 Sleeve DS 1.13 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 96.58-71.50 A325N A325N A325N A325N A325N A325N A325N T14 Sleeve DS 1.13 20 0.75 5 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 71.50-51.42 A325N A325N A325N A325N A325N A325N A325N T15 Sleeve DS 1.13 20 0.75 3 0.75 0 0.00 0 0.63 0 0.75 3 0.63 0 51.42-31.33 A325N A325N A325N A325N A325N A325N A325N T16 31.33-0.00 Sleeve DS 1.13 20 0.88 5 0.75 0 0.00 0 0.63 0 0.75 4 0.63 0 A325N A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face .411ou Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter _ Leg ft in (Frac FIV) Rom, in in in ph' Ladder Rails A No Af(CaAa) 197.00-0.00 -12.00 0.45 2 2 16.00 2.50 2.44 (L2.5x2x3/16) 3.00 Ladder Runss A No Ar(CaAa) 197.00-0.00 -12.00 0.45 1 1 3.00 1.00 2.00 (3/4"SR2 16" wide, 12"step) Ladder Rails D No Af(CaAa) 287.67-197.00 -12.00 0.45 2 2 16.00 2.50 2.44 (L2.5x2x3/16) 3.00 Ladder Runss D No Ar(CaAa) 287.67-197.00 -12.00 0.45 1 1 3.00 1.00 2.00 (3/4"SR,16" wide, 12"step) **A-Face** 1 3/8" A No Ar(CaAa) 177.00-11.00 0.00 -0.27 1 1 1.38 1.38 0.35 Feedline LDF7-50A(1- A No Ar(CaAa) 177.00-11.00 0.00 -0.25 12 6 0.50 1.98 0.82 5/8) 5/8"Cable A No Ar(CaAa) 287.67-10.00 -2.00 0.46 1 1 0.63 0.63 0.30 (Lights) 7/16"Cable A No Ar(CaAa) 183.00-10.00 -2.00 0.48 1 1 0.44 0.44 0.30 (Lights) 1"Rigid A No Ar(CaAa) 287.67- 10.00 -2.00 0.48 1 1 1.00 1.00 1.13 Page MxTower Job 'Zephyrhills (BU 816298) 10 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Try on Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown,Castle FAX-(919)661-6350 aobregon Description Face Allow Component Placement Face Lateral ' 9 # Gear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Roiv in in in plf Conduit WG6 Rungs A No Af(CaAa) 285.00-25.00 0.00 425 1 1 3.00 3.08 5.01 WG6 Rails A No Af(CaAa) 285.00-25.00 0.00 -0.25 2 2 41.00 2.50 4.10 3.00 Cage Rail A No Af(CaAa) 33.00-11.00 -0.40 0 1 1 0.00 4.00 7.20 Cage Grate A No Af(CaAa) 33.00-11.00 -0.40 0 1 1 0.00 4.50 5.00 Cage Rail A No Af(CaAa) 33.00-11.00 0.20 0 1 1 0.00 4.00 7.20 Cage Grate A No Af(CaAa) 33.00-11.00 0.20 0 1 1 0.00 4.50 5.00 Cage Rail A No Af(CaAa) 33.00-11.00 0.30 0 1 1 0.00 4.00 7.20 Cage Grate A No Af(CaAa) 33.00-11.00 0.30 0 1 1 0.00 4.50 5.00 Cage Rail A No Af(CaAa) 33.00-11.00 0.40 0 1 1 0.00 4.00 7.20 Cage Grate A No Af(CaAa) 33.00-11.00 0.40 0 1 1 0.00 4.50 5.00 **B-Face** 1 3/16"Hybrid B No Ar(CaAa) 203.00-0.00 0.00 -0.2 3 3 1.19 1.19 0.38 Cable LDF2-50(3/8) B No Ar(CaAa) 203.00-0.00 0.00 -0.15 2 2 0.44 0.44 0.08 1 3/8" B No Ar(CaAa) 203.00-0.00 0.00 -0.1 1 1 1.38 1.38 0.35 Feedline WG1 Runes B No Af(CaAa) 200.00-0.00 0.00 -0.15 1 1 3.00 0.41 2.30 WGl Rails B No Af(CaAa) 200.00-0.00 0.00 -0.15 2 2 22.00 1.50 1.23 3.00 EW63 B No At(CaAa) 277.00-0.00 0.00 -0.08 1 1 2.01 2.01 0.51 561(1-5/8) B No Ar(CaAa) 283.00-0.00 0.00 -0.05 1 1 0.50 1.63 1.35 7/8"Coax B No Ar(CaAa) 283.00-0.00 0.00 -0.04 1 1 0.88 0.88 0.26 5/8"dia.coax B No Ar(CaAa) 283.00-0.00 0.00 -0.03 1 1 0.63 0.63 0.15 WG2 Rungs B No Af(CaAa) 285.00-0.00 0.00 -0.05 1 1 3.00 1.63 1.11 WG2 Rails B No Af(CaAa) 285.00-0.00 0.00 -0.05 2 2 26.00 2.00 1.65 3.00 L3x3x3/16" B No Af(CaAa) 122.00-32.00 0.00 0.35 1 1 3.00 3.00 3.71 L3x3x3/16" B No Af(CaAa) 150.00-32.00 0.00 0.25 1 1 3.00 3.00 3.71 L3x3x3/16" B No Af(CaAa) 184.00-32.00 0.00 0.15 1 1 3.00 3.00 3.71 **C-Face** EC7-50(1-5/8) C No Ar(CaAa) 195.00-7.00 0.00 -0.25 5 3 2.00 1.97 1.01 0.50 EC7-50(1-5/8) C No Ar(CaAa) 195.00-7.00 0.00 -0.35 4 2 2.00 1.97 1.01 0.50 ASU9323TYP C No Ar(CaAa) 195.00-7.00 0.00 -0.23 3 3 0.50 1.24 1.05 O1(1-1/4) WG3 Runes C No Af(CaAa) 200.00-12.00 0.00 -0.25 1 1 3.00 1.63 1.11 WG3 Rails C No Af(CaAa) 200.00-12.00 0.00 -0.25 2 2 26.00 2.00 1.65 3.00 WG4 Runes C No Af(CaAa) 200.00-15.00 0.00 0.25 1 1 3.00 1.54 1.23 WG4 Rails C No Af(CaAa) 200.00-15.00 0.00 0.25 2 2 37.00 1.50 1.23 3.00 **D-Face** WG5 Rungs D No Af(CaAa) 226.00-11.00 0.00 0.25 1 1 3.00 1.63 1.11 WG5 Rails D No Af(CaAa) 226.00-11.00 0.00 0.25 2 2 26.00 2.00 1.65 3.00 L3x3x3/16" D No Af(CaAa) 122.00-32.00 0.00 -0.35 1 1 3.00 3.00 ,3.71 L3x3x3/16" D No Af(CaAa) 150.00-32.00 0.00 -0.25 1 1 3.00 3.00 3.71 L3x3x3/16" D No Af(CaAa) 184.00-32.00 0.00 -0.15 1 1 3.00 3.00 3.71 Feed Line/Linear Appurtenances - Entered As Area tnx,Tower Job Zephyrhills (BU 816298) Page 11 of 52 Project Date Profesessi Tower Engineering a TEP No. 26146.157540 16:21:19 06/04/18 ls 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao 9 Descriplion Face Allow Component Placement Total C0., Weight or Shield Tvpe Number Leg fi ft'f/i plf **Leg Plates** PL 0.5x8 A No CaAa(Out Of 146.80-96.60 2 No lee 0.00 13.61 Face) PL 0.5x8 B No CaAa(Out Of I46.80-96.60 2 No Ice 0.00 13.61 Face) PL MA C No CaAa(Out Of 146.80-96.60 2 No Ice 0.00 13.61 Face) PL 0.5x8 D No CaAa(Out Of 146.80-96.60 2 No Ice 0.00 13.61 Face) PL 0.625x8 A No CaAa(Out Of 96.60-51.40 2 No Ice 0.00 17.01 Face) PL 0.625x8 B No CaAa(Out Of 96.60-51.40 2 No Ice 0.00 17.01 Face) PL 0.625x8 C No CaAa(Out Of 96.60-51.40 2 No Ice 0.00 17.01 Face) PL 0.625x8 D No CaAa(Out Of 96.60-51.40 2 No Ice 0.00 17.01 Face) *** *** PL 0.75x8 A No CaAa(Out Of 51.40-31.30 2 No Ice 0.00 20.42 Face) PL 0.75x8 B No CaAa(Out Of 51.40-31.30 2 No Ice 0.00 20.42 Face) PL 0.75x8 C No CaAa(Out Of 51.40-31.30 2 No Ice 0.00 20.42 Face) PL 0.75x8 D No CaAa(Out Of 51.40-3130 2 No Ice 0.00 20.42 Face) PL 0.875x8 A No CaAa(Out Of 31.30-0.00 2 No Ice 0.00 23.82 Face) PL 0.875x8 B No CaAa(Out Of 31.30-0.00 2 No Ice 0.00 23.82 Face) PL 0.875x8 C No CaAa(Out Of 31.30-0.00 2 No Ice 0.00 23.82 Face) PL 0.875x8 D No CaAa(Out Of 31.30-0.00 2 No Ice 0.00 23.82 Face) Feed Line/Linear Appurtenances Section Areas Tower Tower Face As AF. C1A;, CIA., Weight Section Elevation In Face Out Face ft f' fr fP f' lb Tl 287.67-280.08 A 0.000 0 000 7.849 0.000 76 B 0.000 0.000 5.521 0.000 27 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 7.078 0.000 52 T2 280.08-272.50 A 0.000 0.000 11.438 0.000 111 B 0.000 0.000 10.384 0.000 49 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 7.078 0.000 52 T3 272.50-247.33 A 0.000 0.000 37.960 0.000 369 B 0.000 0.000 36.517 0.000 168 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 23.489 0.000 173 T4 247.33-232.58 A 0.000 0.000 22.248 0.000 216 B 0.000 0.000 21,402 0.000 99 b W xTOWer Jo ZephyrhillIs (BU 816298) Page12 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX (919)661-6350 Tower Tower Face AR AF C,,A:, C,,A., Weight Section Elevation In Face Out Face ft f' fr f z fit-, lb C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 13.767 0.000 101 TS 232.58-222.17 A 0.000 0.000 15.712 0.000 153 B 0.000 0.000 15.114 0.000 70 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 13316 0.000 89 T6 222.17-209.58 A 0.000 0.000 18.980 0.000 184 B 0.000 0.000 18.258 0.000 84 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 23.541 0.000 142 T7 209.58-197.00 A 0.000 0.000 18.980 0.000 184 B 0.000 0.000 23.455 0.000 108 C 0.000 0.000 5.083 0.000 24 D 0.000 0.000 23.541 0.000 142 T8 197.00-181.30 A 0.000 0.000 38.409 0.000 338 B 0.000 0.000 42.194 0.000 216 C 0.000 0.000 55.977 0.000 295 D 0.000 0.000 16.069 0.000 79 T9 181.30-170.83 A 0.000 0.000 41.514 0.000 291 B 0.000 0.000 32.462 0.000 176 C 0.000 0.000 40.177 0.000 213 D 0.000 0.000 15.046 0.000 85 T10 I70.83-146.75 A 0.000 0.000 120.389 0.000 772 B 0.000 0.000 76.318 0.000 418 C 0.000 0.000 92.444 0.000 491 D 0.000 0.000 36.244 0.000 209 T11 146.75-121.67 A 0.000 0.000 125.388 0.000 1486 B 0.000 0.000 90.503 0.000 1199 C 0.000 0.000 96.282 0.000 1193 D 0.000 0.000 48.765 0.000 981 T12 121.67-96.58 A 0.000 0.000 125.388 0.000 1486 B 0.000 0.000 102.878 0.000 1290 C 0.000 0.000 96.282 0.000 1193 D 0.000 0.000 61.140 0.000 1073 T13 96.58-71.50 A 0.000 0.000 125.394 0.000 1657 B 0.000 0.000 102.883 0.000 1461 C 0.000 0.000 96.287 0.000 1364 D 0.000 0.000 61.143 0.000 1243 T14 71.50-51.42 A 0.000 0.000 100.393 0.000 1326 B 0.000 0.000 82.370 0.000 1170 C 0.000 0.000 77.090 0.000 1092 D 0.000 0.000 48.952 0.000 995 T15 51.42-31.33 A 0.000 0.000 109.834 0.000 1544 B 0.000 0.000 81.371 0.000 1299 C 0.000 0.000 77.090 0.000 1228 D 0.000 0.000 47.953 0.000 1125 T16 31.33-0.00 A 0.000 0.000 208.505 0.000 3028 B 0.000 0.000 81.515 0.000 1903 C 0.000 0.000 82.664 0.000 1936 D 0.000 0.000 19.063 0.000 1582 Feed Line Center of Pressure Section Elevation CPa- CPz CPa• CPz Ice Ice fl in in in in T1 287.67-280.08 -5.59 0.81 -8.83 1.72 T2 280.08-272.50 -6.46 -0.27 -10.26 0.43 WxTower Job Zephyrhills (BU 816298) Page13 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao g Section Elevation CP.v CPZ CFV CPz Ice Ice f in in in in T3 272.50-247.33 -7.09 -0.44 -11.24 0.37 T4 247.33-232.58 -7.22 -0.38 -11.44 0.49 T5 232.58-222.17 -7.61 0.66 -12.10 2.20 T6 222.17-209.58 -9.12 2.54 -14.58 5.42 T7 209.58-197.00 -8.13 1.17 -12.73 3.69 T8 197.00-181.30 0.70 -7.09 -0.93 -8.19 T9 181.30-170.83 -0.80 -5.36 -1.90 -6.31 TIO 170.83-146.75 -2.44 -4.97 -3.55 -6.01 TII 146.75-121.67 -1.60 -5.20 -2.12 -6.29 T12 121.67-96.58 -0.09 -5.49 0.43 -6.64 T13 96.58-71.50 -0.11 -5.95 0.44 -7.20 T14 71.50-51.42 -0.13 -6.02 0.43 -7.28 T15 51.42-31.33 -2.43 -6.27 -1.95 -7.59 T16 31.33-0.00 -19.42 -9.26 -20.69 -12.34 Shielding Factor Ka Toiver Feed Line Description Feed Line K. & Section Record No. No Ice Ice Tl 6 Ladder Rails(L2.5x2x3/16) 280.08- 0.6000 0.6000 287.67 Tl 7 Ladder Rungs(3/4"SR,16" 280.08- 0.6000 0.6000 wide, 12"step) 287.67 Tl 16 5/8"Cable(Lights) 280.08- 0.6000 0.6000 287.67 Tl 18 1"Rigid Conduit 280.08- 0.6000 0.6000 287.67 Tl 24 WG6 Rungs 280.08- 0.6000 0.6000 285.00 Tl 25 WG6 Rails 280.08- 0.6000 0.6000 285.00 Tl 44 561(1-5/8) 280.08- 0.6000 0.6000 283.00 Tl 45 7/8"Coax 280.08- 0.6000 0.6000 283.00 Tl 47 5/8"dia.coax 280.08- 0.6000 0.6000 283.00 TI 50 WG2 Rungs 280.08- 0.6000 0.6000 285.00 Tl 51 WG2 Rails 280.08- 0.6000 0.6000 285.00 T2 6 Ladder Rails(L2.5x2x3/16) 272.50- 0.6000 0.6000 280.08 T2 7 Ladder Rungs(3/4"SR,16" 272.50- 0,6000 0.6000 wide, 12"step) 280.08 T2 16 5/8"Cable(Lights) 272.50- 0.6000 0.6000 280.08 T2 18 I"Rigid Conduit 272.50- 0.6000 0.6000 280.08 T2 24 WG6 Rungs 272.50- 0.6000 0.6000 280.08 T2 25 WG6 Rails 272.50- 0.6000 0.6000 280.08 T2 43 EW63 272.50- 0.6000 0.6000 277.00 Job Page WxTowe� Zephyrhills (BU 816298) 14 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobre90n Tower Feed Line Description Feed Line Ko K. Section Record No. Segment Elev. No Ice Ice T2 44 561(1-5/8) 272.50- 0.6000 0.6000 280.08 T2 45 7/8"Coax 272.50- 0.6000 0.6000 280.08 T2 47 5/8"dia.coax 272.50- 0.6000 0.6000 280.08 T2 50 WG2 Rungs 272.50- 0.6000 0.6000 280.08 T2 51 WG2 Rails 272.50- 0.6000 0.6000 280.08 T3 6 Ladder Rails(L2.5x2x3/16) 247.33- 0.6000 0.6000 272.50 T3 7 Ladder Rungs(3/4"SR, 16" 247.33- 0.6000 0.6000 wide,12"step) 272.50 T3 16 5/8"Cable(Lights) 247.33- 0.6000 0.6000 272.50 T3 18 1"Rigid Conduit 247.33- 0.6000 0.6000 272.50 T3 24 WG6 Rungs 247.33- 0.6000 0.6000 272.50 T3 25 WG6 Rails 247.33- 0.6000 0.6000 272.50 T3 43 EW63 247.33- 0.6000 0.6000 272.50 T3 44 561(1-5/8) 247.33- 0.6000 0.6000 272.50 T3 45 7/8"Coax 247.33- 0.6000 0.6000 272.50 T3 47 518"dia.coax 247.33- 0.6000 0.6000 272.50 T3 50 WG2 Rungs 247.33- 0.6000 0.6000 272.50 T3 51 WG2 Rails 247.33- 0.6000 0.6000 272.50 T4 6 Ladder Rails(L2.5x2x3/16) 232.58- 0.6000 0.6000 247.33 T4 7 Ladder Rungs(3/4"SR, 16" 232.58- 0.6000 0.6000 wide, 12"step) 247.33 T4 16 5/8"Cable(Lights) 232.58- 0.6000 0.6000 247.33 T4 18 1"Rigid Conduit 232.58- 0.6000 0.6000 247.33 T4 24 WG6 Rungs 232.58- 0.6000 0.6000 247.33 T4 25 WG6 Rails 232.58- 0.6000 0.6000 247.33 T4 43 EW63 232.58- 0.6000 0.6000 247.33 T4 44 561(1-5/8) 232.58- 0.6000 0.6000 247.33 T4 45 7/8"Coax 232.58- 0.6000 0.6000 247.33 T4 47 518"dia.coax 232.58- 0.6000 0.6000 247.33 T4 50 WG2 Rungs 232.58- 0.6000 0.6000 247.33 T4 51 WG2 Rails 232.58- 0.6000 0.6000 247.33 T5 6 Ladder Rails(L2.5x2x3/16) 222.17- 0.6000 0.6000 232.58 T5 7 Ladder Rungs(3/4"SR, 16" 222.17- 0.6000 0.6000 wide, 12"step) 232.58 inxT®wer Job Zephyrhills (BU 816298) Page15 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle b FAX.- aoreon(919)661-6350 9 Tower Feed Line Description Feed Line K K" Seclion Record No. Se meal Elei. No Ice Ice T5 16 5/8"Cable(Lights) 222.17- 0.6000 0.6000 232.58 T5 18 1"Rigid Conduit 222.17- 0.6000 0.6000 232.58 T5 24 WG6 Rungs 222.17- 0.6000 0.6000 232.58 T5 25 WG6 Rails 222.17- 0.6000 0.6000 232.58 T5 43 EW63 222.17- 0.6000 0.6000 232.58 T5 44 561(1-5/8) 222.17- 0.6000 0.6000 232.58 T5 45 7/8"Coax 222.17- 0.6000 0.6000 232.58 T5 47 5/8"dia.coax 222.17- 0.6000 0.6000 232.58 T5 50 WG2 Rungs 222.17- 0.6000 0.6000 232.58 T5 51 WG2 Rails 222.17- 0.6000 0.6000 232.58 T5 78 WG5 Rungs 222.17- 0.6000 0.6000 226.00 T5 79 WG5 Rails 222.17- 0.6000 0.6000 226.00 T6 6 Ladder Rails(L2.5x2x3/16) 209.58- 0.6000 0.6000 222.17 T6 7 Ladder Rungs(3/4"SR,16" 209.58- 0.6000 0.6000 wide, 12"step) . 222.17 T6 16 5/8"Cable(Lights) 209.58- 0.6000 0.6000 222.17 T6 18 1"Rigid Conduit 209.58- 0.6000 0.6000 222.17 T6 24 WG6 Rungs 209.58- 0.6000 0.6000 222.17 T6 25 WG6 Rails 209.58- 0.6000 0.6000 222.17 T6 43 EW63 209.58- 0.6000 0.6000 222.17 T6 44 561(1-5/8) 209.58- 0.6000 0.6000 222.17 T6 45 7/8"Coax 209.58- 0.6000 0.6000 222.17 T6 47 5/8"dia.coax 209.58- 0.6000 0.6000 222.17 T6 50 WG2 Rungs 209.58- 0.6000 0.6000 222.17 T6 51 WG2 Rails 209.58- 0.6000 0.6000 222.17 T6 78 WG5 Rungs 209.58- 0.6000 0.6000 222.17 T6 79 WG5 Rails 209.58- 0.6000 0.6000 222.17 T7 6 Ladder Rails(L2.5x2x3/16) 197.00- 0.6000 0.6000 209.58 T7 7 Ladder Rungs(3/4"SR,16" 197.00- 0.6000 0.6000 wide, 12"step) 209.58 T7 16 5/8"Cable(Lights) 197.00- 0.6000 0.6000 209.58 T7 18 1"Rigid Conduit 197.00- 0.6000 0.6000 209.58 T7 24 WG6 Rungs 197.00- 0.6000 0.6000 209.58 b ea WxTower Jo Zephyrhills (BU 816298) Page of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 Tower Feed Line Description Feed Line K K. Section Record No. Se rent Elev. No Ice Ice T7 25 WG6 Rails 197.00- 0.6000 0.6000 209.58 T7 37 1 3/16"Hybrid Cable 197.00- 0.6000 0.6000 203.00 T7 38 LDF2-50(3/8) 197.00- 0.6000 0.6000 203.00 T7 39 1 3/8"Feedline 197.00- 0.6000 0.6000 203.00 T7 41 WGI Rungs 197.00- 0.6000 0.6000 200.00 T7 42 WGI Rails 197.00- 0.6000 0.6000 200.00 T7 43 EW63 197.00- 0.6000 0.6000 209.58 T7 44 561(1-5/8) 197.00- 0.6000 0.6000 209.58 T7 45 7/8"Coax 197.00- 0.6000 0.6000 209.58 T7 47 5/8"dia.coax 197.00- 0.6000 0.6000 209.58 T7 50 WG2 Rungs 197.00- 0.6000 0.6000 209.58 T7 51 WG2 Rails 197.00- 0.6000 0.6000 209.58 T7 66 WG3 Rungs 197.00- 0.6000 0.6000 200.00 T7 67 WG3 Rails 197.00- 0.6000 0.6000 200.00 T7 72 WG4 Rungs 197.00- 0.6000 0.6000 200.00 T7 73 WG4 Rails 197.00- 0.6000 0.6000 200.00 T7 78 WG5 Rungs 197.00- 0.6000 0.6000 209.58 T7 79 WG5 Rails 197.00- 0.6000 0.6000 209.58 T8 2 Ladder Rails(1-2.5x20/16) 181.30- 0.6000 0.6000 197.00 T8 3 Ladder Rungs(3/4"SR, 16" 181.30- 0.6000 0.6000 wide,12"step) 197.00 T8 16 5/8"Cable(Lights) 181.30- 0.6000 0.6000 197.00 T8 17 7/16"Cable(Lights) 181.30- 0.6000 0.6000 183.00 T8 18 1"Rigid Conduit 181.30- 0.6000 0.6000 197.00 T8 24 WG6 Rungs 181.30- 0.6000 0.6000 197.00 T8 25 WG6 Rails 181.30- 0.6000 0.6000 197.00 T8 37 1 3/16"Hybrid Cable 181.30- 0.6000 0.6000 197.00 T8 38 LDF2-50(3/8) 181.30- 0.6000 0.6000 197.00 T8 39 1 3/8"Feedline 181.30- 0.6000 0.6000 197.00 T8 41 WGI Rungs 181.30- 0.6000 0.6000 197.00 T8 42 WGI Rails 181.30- 0.6000 0.6000 197.00 T8 43 EW63 181.30- 0.6000 0.6000 197.00 WxTower Job Zephyrhills (BU 816298) Page17 of 52 Toiver Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Toirer Feed Line Description Feed Line K. K. Section Record No. Segment Elen. No Ice Ice T8 44 561(1-5/8) 181.30- 0.6000 0.6000 197.00 T8 45 7/8"Coax 181.30- 0.6000 0.6000 197.00 T8 47 5/8"dia.coax 181.30- 0.6000 0.6000 197.00 T8 50 WG2 Rungs 181.30- 0.6000 0.6000 197.00 T8 51 WG2 Rails 181.30- 0.6000 0.6000 197.00 T8 54 L3x3x3/16" 181.30- 0.6000 0.6000 184.00 T8 56 EC7-50(1-5/8) 181.30- 0.6000 0.6000 195.00 T8 57 EC7-50(1-5/8) 181.30- 0.6000 0.6000 195.00 T8 61 ASU9323TYP01(1-1/4) 181.30- 0.6000 0.6000 195.00 T8 66 WG3 Rungs 181.30- 0.6000 0.6000 197.00 T8 67 WG3 Rails 181.30- 0.6000 0.6000 197.00 T8 72 WG4 Rungs 181.30- 0.6000 0.6000 197.00 T8 73 WG4 Rails 181.30- 0.6000 0.6000 197.00 T8 78 WGS Rungs 181<30- 0.6000 0.6000 197.00 T8 79 WG5 Rails 181.30- 0.6000 0.6000 197.00 T8 82 L3x3x3/16" 181.30- 0.6000 0.6000 184.00 T9 2 Ladder Rails(L2.5x2x3/16) 170.83- 0.6000 0.6000 181.30 T9 3 Ladder Rungs(3/4"SR, 16" 170.83- 0.6000 0.6000 wide, 12"step) 181.30 T9 10 1 3/8"Feedline 170.83- 0.6000 0.6000 177.00 T9 1 l LDF7-50A(I-5/8) 170.83- 0.6000 0.6000 177.00 T9 16 5/8"Cable(Lights) 170.83- 0.6000 0.6000 181.30 T9 17 7/16"Cable(Lights) 170.83- 0.6000 0.6000 181.30 T9 18 1"Rigid Conduit 170.83- 0.6000 0.6000 181.30 T9 24 WG6 Rungs 170.83- 0.6000 0.6000 181.30 T9 25 WG6 Rails 170.83- 0.6000 0.6000 181.30 T9 37 1 3/16"Hybrid Cable 170.83- 0.6000 0.6000 181.30 T9 38 LDF2-50(3/8) 170.83- 0.6000 0.6000 181.30 T9 39 1 3/8"Feedline 170.83- 0.6000 0.6000 181.30 T9 41 WGI Rungs 170.83- 0.6000 0.6000 181.30 T9 42 WGI Rails 170.83- 0.6000 0.6000 181.30 T9 43 EW63 170.83- 0.6000 0.6000 181.30 Job Page tnxTower Zephyrhills (BU 816298) 18 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Ttyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 Tower Feed Line Description Feed Line K. K. Section Record No. Segment Elev. No Ice Ice T9 44 561(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 45 7/8"Coax 170.83- 0.6000 0.6000 181.30 T9 47 5/8"dia.coax 170.83- 0.6000 0.6000 181.30 T9 50 WG2 Rungs 170.83- 0.6000 0.6000 181.30 T9 51 WG2 Rails 170.83- 0.6000 0.6000 181.30 T9 54 L3x3x3/16" 170.83- 0.6000 0.6000 181.30 T9 56 EC7-50(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 57 EC7-50(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 61 ASU9323TYP01(1-1/4) 170.83- 0.6000 0.6000 181.30 T9 66 WG3 Rungs 170.83- 0.6000 0.6000 181.30 T9 67 WG3 Rails 170.83- 0.6000 0.6000 181.30 T9 72 WG4 Rungs 170.83- 0.6000 0.6000 181.30 T9 73 WG4 Rails 170.83- 0.6000 0.6000 181.30 T9 78 WG5 Rungs 170.83- 0.6000 0.6000 181.30 T9 79 WG5 Rails 170.83- 0.6000 0.6000 181.30 T9 82 L3x3x3/16" 170.83- 0.6000 0.6000 181.30 T10 2 Ladder Rails(L2.5x2x3/16) 146.75- 0.6000 0000 170.83 TIO 3 Ladder Rungs(3/4"SR,16" 146.75- 0.6000 0.6000 wide, 12"step) 170.83 T10 10 1 3/8"Feedline 146.75- 0.6000 0.6000 170.83 TIO 11 LDF7-50A(1-5/8) 146.75- 0.6000 0.6000 170.83 TIO 16 5/8"Cable(Lights) 146.75- 0.6000 0.6000 170.83 TIO 17 7/16"Cable(Lights) 146.75- 0.6000 0.6000 170.83 T10 18 l"Risid Conduit 146.75- 0.6000 0.6000 170.83 TIO 24 WG6 Rungs 146.75- 0.6000 0.6000 170.83 TIO 25 WG6 Rails 146.75- 0.6000 0.6000 170.83 TIO 37 1 3/16"Hybrid Cable 146.75- 0.6000 0.6000 170.83 TIO 38 LDF2-50(3/8) 146.75- 0.6000 0.6000 170.83 TIO 39 1 3/8"Feedline 146.75- 0.6000 0.6000 170.83 TIO 41 WGI Rungs 146.75- 0.6000 0.6000 170.83 TIO 42 WG1 Rails 146.75- 0.6000 0.6000 170.83 TIO 43 EW63 146.75- 0.6000 0.6000 170.83 tnx,Tower Job Page Zephyrhills (BU 816298) 19 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle on aobre FAX:(919)661-6350 9 Tower Feed Line Description Feed Line K. K. Seclion Record No. Se Wren!E1er. No Ice Ice TIO 44 561(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 45 7/8"Coax 146.75- 0.6000 0.6000 170.83 TIO 47 5/8"dia.coax 146.75- 0.6000 0.6000 170.83 T10 50 WG2 Rungs 146.75- 0.6000 0.6000 170.83 TIO 51 WG2 Rails 146.75- 0.6000 0.6000 170.83 T10 53 L3x3x3/16" 146.75- 0.6000 0.6000 150.00 T10 54 L3x3x3/16" 146.75- 0.6000 0.6000 170.83 T10 56 EC7-50(1-5/8) 146.75- 0.6000 0.6000 170.83 TIO 57 EC7-50(1-5/8) 146.75- 0.6000 0.6000 170.83 TIO 61 ASU9323TYP01(1-1/4) 146.75- 0.6000 0.6000 170.83 T10 66 WG3 Rungs 146.75- 0.6000 0.6000 170.83 T10 67 WG3 Rails 146.75- 0.6000 0.6000 170.83 T10 72 WG4 Rungs 146.75- 0.6000 0.6000 170.83 TIO 73 WG4 Rails 146.75- 0.6000 0.6000 170.83 T10 78 WG5 Rungs 146.75- 0.6000 0.6000 170.83 TIO 79 WG5 Rails 146.75- 0.6000 0.6000 170.83 T10 81 L3x3x3/16" 146.75- 0.6000 0.6000 150.00 T10 82 L3x3x3/16" 146.75- 0.6000 0.6000 170.83 Tl I 2 Ladder Rails(L2.5x2x3/16) 121.67- 0.6000 0.6000 146.75 TI I 3 Ladder Rungs(3/4"SR,16" 121.67- 0.6000 0.6000 wide, 12"step) 146.75 Tll 10 1 3/8"Feedline 121.67- 0.6000 0.6000 146.75 Tll I LDF7-50A(I-5/8) 121.67- 0.6000 0.6000 146.75 TI 1 16 5/8"Cable(Lights) 121.67- 0.6000 0.6000 146.75 Tl 1 17 7/16"Cable(Lights) 121.67- 0.6000 0.6000 146.75 TI t 18 1"Rigid Conduit 121.67- 0.6000 0.6000 146.75 TI 1 24 WG6 Rungs 121.67- 0.6000 0.6000 146.75 TI l 25 WG6 Rails 121.67- 0.6000 0.6000 146.75 Tl I 37 1 3/16"Hybrid Cable 121.67- 0.6000 0.6000 146.75 TI l 38 LDF2-50(3/8) 121.67- 0.6000 0.6000 146.75 Tl l 39 1 3/8"Feedline 121.67- 0.6000 0.6000 146.75 T11 41 WG1 Rungs 121.67- 0.6000 0.6000 146.75 tnxTower Job Zephyrhills (BU 816298) Page20 of 52 Tower Engineering Project Date Professionals TEP No. 26146;157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX-(919)661-6350 a0t)regOCl Tower Feed Line Description Feed Line K. Ka Section Record No. 5e nrent Elect No Ice Ice Tl I 42 WGI Rails 121.67- 0.6000 .0.6000 146.75 Tl 1 43 EW63 121.67- 0.6000 0.6000 146.75 Tll 44 561(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 45 7/8"Coax 121.67- 0.6000 0.6000 146.75 TI 1 47 5/8"dia.coax 121.67- 0.6000 0.6000 146.75 TI 1 50 WG2 Rungs 121.67- 0.6000 0.6000 146.75 T11 51 WG2 Rails 121.67- 0.6000 0.6000 146.75 TII 52 L3x3x3/16" 121.67- 0.6000 0.6000 122.00 Tll 53 L3x30/16" 121.67- 0.6000 0.6000 146.75 Tl I 54 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 Tll 56 EC7-50(1-5/8) 121.67- 0.6000 0.6000 146.75 TlI 57 EC7-50(1-5/8) 121.67- 0.6000 0.6000 146.75 TII 61 ASU9323TYP01(I-1/4) 121.67- 0.6000 0.6000 146.75 Tl I 66 WG3 Rungs 121.67- 0.6000 0.6000 146.75 Tl I 67 WG3 Rails 121.67- 0.6000 0.6000 146.75 Tll 72 WG4Rungs 121.67- 0.6000 0.6000 146.75 Tll 73 WG4Rails 121.67- 0.6000 0.6000 146.75 TI 1 78 WG5 Rungs 121.67- 0.6000 0.6000 146.75 TI 1 79 WG5 Rails 121.67- 0.6000 0.6000 146.75 T11 80 L3x3x3/16" 121.67- 0.6000 0.6000 122.00 TII 81 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 TII 82 L3x30/16" 121.67- 0.6000 0.6000 146.75 T12 2 Ladder Rails(L2.5x2x3/16) 96.58-121.67 0.6000 0.6000 T12 3 Ladder Rungs(3/4"SR,16" 96.58-121.67 0.6000 0.6000 mride. 12"step) T12 10 1 3/8"Feedline 96.58-121.67 0.6000 0.6000 T12 I I LDF7-50A(I-5/8) 96.58-121.67 0.6000 0.6000 T12 16 518"Cable(Lights) 96.58-121.67 0.6000 0.6000 T12 17 7/16"Cable(Lights) 96.58-121.67 0.6000 0.6000 T12 18 1"Rigid Conduit 96.58-121.67 0.6000 0.6000 T12 24 WG6 Rungs 96.58-121.67 0.6000 0.6000 T12 25 WG6 Rails 96.58-121.67 0.6000 0.6000 T12 37 1 3/16"Hybrid Cable 96.58-121.67 0.6000 0.6000 T12 38 LDF2-50(3/8) 96.58-121.67 0.6000 0.6000 T12 39 1 3/8"Feedline 96.58-121.67 0.6000 0.6000 T12 41 WGI Rungs 96.58-121.67 0.6000 0.6000 T12 42 WGI Rails 96.58- 121.67 0.6000 0.6000 T12 43 EW63 96.58-121.67 0.6000 0.6000 T12 44 561(1-5/8) 96.58-121.67 0.6000 0.6000 T12 45 7/8"Coax 96.58-121.67 0.6000 0.6000 tnxTower Job Zephyrhills (BU 816298) Page21 of 52 Toiver EitgMeeri ig Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao 9 Tower Feed Line Description Feed Line K K Section Record No. Se nient Elev. No Ice Ice T12 47 5/8"dia.coax 96.58-121.67 0.6000 0.6000 T12 50 WG2 Rungs 96.58-121.67 0.6000 0.6000 T12 51 WG2 Rails 96.58-121.67 0.6000 0.6000 T12 52 L3x3x3/16" 96.58-121.67 0.6000 0.6000 T12 53 L3x3x3/16" 96.58-121.67 0.6000 0.6000 T12 54 L3x3x3/16" 96.58-121.67 0.6000 0.6000 T12 56 EC7-50(1-5/8) 96.58-121.67 0.6000 0.6000 T12 57 EC7-50(1-5/8) 96.58-121.67 0.6000 0.6000 T12 61 ASU9323TYP01(1-1/4) 96.58-121.67 0.6000 0.6000 T12 66 WG3 Rungs 96.58-121.67 0.6000 0.6000 T12 67 WG3 Rails 96.58-121.67 0.6000 0.6000 T12 72 WG4 Rungs 96.58-121.67 0.6000 0.6000 T12 73 WG4 Rails 96.58-121.67 0.6000 0.6000 T12 78 WG5 Rungs 96.58-121.67 0.6000 0.6000 T12 79 WG5 Rails 96.58-121.67 0.6000 0.6000 T12 80 L3x3x3/16" 96.58-121.67 0.6000 0.6000 T12 81 L3x3x3/16" 96.58-121.67 0.6000 0.6000 T12 82 L3x3x3/16" 96.58-121.67 0.6000 0.6000 T13 2 Ladder Rails(L2.5x2x3/16) 71.50-96.58 0.6000 0.6000 T13 3 Ladder Rungs(3/4"SR, 16" 71.50-96.58 0.6000 0.6000 wide, 12"step) T13 10 1 3/8"Feedline 71.50-96.58 0.6000 0.6000 T13 1 I LDF7-50A(I-5/8) 71.50-96.58 0.6000 0.6000 T13 16 5/8"Cable(Lights) 71.50-96.58 0.6000 0.6000 T13 17 7/16"Cable(Lights) 71.50-96.58 0.6000 0.6000 T13 18 1"Rigid Conduit 71.50-96.58 0.6000 0.6000 T13 24 WG6 Rungs 71.50-96.58 0.6000 0.6000 T13 25 WG6 Rails 71.50-96.58 0.6000 0.6000 T13 37 1 3/16"Hybrid Cable 71.50-96.58 0.6000 0.6000 T13 38 LDF2-50(3/8) 71.50-96.58 0.6000 0.6000 T13 39 13/8"Feedline 71.50-96.58 0.6000 0.6000 T13 41 WGl Rungs 71.50-96.58 0.6000 0.6000 T13 42 WGl Rails 71.50-96.53 0.6000 0.6000 T13 43 EW63 71.50-96.58 0.6000 0.6000 T13 44 561(1-5/8) 71.50-96.58 0.6000 0.6000 T13 45 7/8"Coax 71.50-96.58 0.6000 0.6000 T13 47 518"dia.coax 71.50-96.58 0.6000 0.6000 T13 50 WG2 Rungs 71.50-96.58 0.6000 0.6000 T13 51 WG2 Rails 71.50-96.58 0.6000 0.6000 T13 52 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T13 53 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T13 54 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T13 56 EC7-50(1-5/8) 71.50-96.58 0.6000 0.6000 T13 57 EC7-50(1-5/8) 71.50-96.58 0.6000 0.6000 T13 61 ASU9323TYP01(1-1/4) 71.50-96.58 0.6000 0.6000 T13 66 WG3 Rungs 71.50-96.58 0.6000 0.6000 T13 67 WG3 Rails 71.50-96.58 0.6000 0.6000 T13 72 WG4 Rungs 71.50-96.58 0.6000 0.6000 T13 73 WG4 Rails 71.50-96.58 0.6000 0.6000 T13 78 WG5 Rungs 71.50-96.58 0.6000 0.6000 T13 79 WG5 Rails 71.50-96.58 0.6000 0.6000 T13 80 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T13 81 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T13 82 L3x3x3/16" 71.50-96.58 0.6000 0.6000 T14 2 Ladder Rails(L2.5x2x3/16) 51.42-71.50 0.6000 0.6000 T14 3 Ladder Rungs(3/4"SR, 16" 51.42-71.50 0.6000 0.6000 wide,12"step) T14 10 1 3/8"Feedline 51.42-71.50 0.6000 0.6000 T14 l I LDF7-50A(I-5/8) 51.42-71.50 0.6000 0.6000 T14 16 5/8"Cable(Lights) 51.42-71.50 0.6000 0.6000 T14 17 7/16"Cable(Lights) 51.42-71.50 0.6000 0.60011 T14 18 1"Rigid Conduit 51.42-71.50 0.6000 0.6000 Job Page WxTOWer Zephyrhills (BU 816298) 22 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Ttyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Tower Feed Line Description Feed Line K. K" Section Record No. Segment Elev. No Ice Ice T14 24 WG6 Rungs 51.42-71.50 0.6000 0.6000 T14 25 WG6 Rails 51.42-71.50 0.6000 0.6000 T14 37 1 3/16"Hybrid Cable 51.42-71.50 0.6000 0.6000 T14 38 LDF2-50(3/8) 51.42-71.50 0.6000 0.6000 T14 39 13/8"Feedline 51.42-71.50 0.6000 0.6000 T14 41 WG1 Rungs 51.42-71.50 0.6000 0.6000 T14 42 WG1 Rails 51.42-71.50 0.6000 0.6000 T14 43 EW63 51.42-71.50 0.6000 0.6000 T14 44 561(1-5/8) 51.42-71.50 0.6000 0.6000 T14 45 7/8"Coax 51.42-71.50 0.6000 0.6000 T14 47 5/8"dia.coax 51.42-71.50 0.6000 0.6000 T14 50 WG2 Rungs 51.42-71.50 0.6000 0.6000 T14 51 WG2 Rails 51.42-71.50 0.6000 0.6000 T14 52 L3x3x3/16" 51.42-71.50 0.6000 0.6000 T14 53 L3x3x3/16" 51.42-71.50 0.6000 0.6000 T14 54 1-300/16" 51.42-71.50 0.6000 0.6000 T14 56 EC7-50(1-5/8) 51.42-71.50 0.6000 0.6000 T14 57 EC7-50(1-5/8) 51.42-71.50 0.6000 0.6000 T14 61 ASU9323TYP01(1-1/4) 51.42-71.50 0.6000 0.6000 T14 66 WG3 Rungs 51.42-71.50 0.6000 0.6000 T14 67 WG3 Rails 51.42-71.50 0.6000 0.6000 T14 72 WG4 Rungs 51.42-71.50 0.6000 0.6000 T14 73 WG4 Rails 51.42-71.50 0.6000 0.6000 T14 78 WGS Rungs 51.42-71.50 0.6000 0.6000 T14 79 WG5 Rails 51.42-71.50 0.6000 0.6000 T14 80 L3x3x3/16" 51.42-71.50 0.6000 0.6000 T14 81 L3x3x3/16" 51.42-71.50 0.6000 0.6000 T14 82 1-300/16" 51.42-71.50 0.6000 0.6000 T15 2 Ladder Rails(L2.5x2x3/16) 31.33-51.42 0.6000 0.6000 T15 3 Ladder Rungs(3/4"SR, 16" 31.33-51.42 0.6000 0.6000 Nvide, 12"step) T15 10 1 3/8"Feedline 31.33-51.42 0.6000 0.6000 T15 I 1 LDF7-50A(I-5/8) 31.33-51.42 0.6000 0.6000 Tl S 16 5/8"Cable(Lights) 31.33-51.42 0.6000 0.6000 T15 17 7/16"Cable(Lights) 31.33-51.42 0.6000 0.6000 T15 18 1"Rigid Conduit 31.33-51.42 0.6000 0.6000 T15 24 WG6 Rungs 31.33-51.42 0.6000 0.6000 T15 25 WG6 Rails 31.33-51.42 0.6000 0.6000 T15 27 Cage Rail 31.33-33.00 1.0000 1.0000 T15 28 Case Grate 31.33-33.00 1.0000 1.0000 T15 29 Cage Rail 31.33-33.00 1.0000 1.0000 TI S 30 Cage Grate 31.33-33.00 1.0000 1.0000 T15 31 Cage Rail 31.33-33.00 1.0000 1.0000 T15 32 Case Grate 31.33-33.00 1.0000 1.0000 T15 33 Cage Rail 31.33-33.00 1.0000 1.0000 T15 34 Cage Grate 31.33-33.00 1.0000 1.0000 T15 37 1 3/16"Hybrid Cable 31.33-51.42 0.6000 0.6000 T15 38 LDF2-50(3/8) 31.33-51.42 0.6000 0.6000 T15 39 1 3/8"Feedline 31.33-51.42 0.6000 0.6000 T1S 41 WG1 Rungs 31.33-51.42 0.6000 0.6000 T15 42 WGI Rails 31.33-51.42 0.6000 0.6000 T15 43 EW63 31.33-51.42 0.6000 0.6000 T15 44 561(1-5/8) 31.33-51.42 0.6000 0.6000 T15 45 7/8"Coax 31.33-51.42 0.6000 0.6000 T15 47 5/8"dia.coax 31.33-51.42 0.6000 0.6000 T15 50 WG2 Rungs 31.33-51.42 0.6000 0.6000 T15 51 WG2 Rails 31.33-51.42 0.6000 0.6000 T15 52 1-300/16" 32.00-51.42 0.6000 0.6000 T15 53 L3x3x3/16" 32.00-51.42 0.6000 0.6000 T15 54 1-300/16" 32.00-51.42 0.6000 0.6000 T15 56 EC7-50(1-5/8) 31.33-51.42 0.6000 0.6000 T15 57 EC7-50(1-5/8) 31.33-51.42 0.6000 0.6000 tnxTower Job Zephyrhills (BU 816298) Page23 of 52 Project Date Etig Professia:ais Tower essi a TEP No. 26146.157540 16:21:19 06/04/18 ls 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle aobre on FAX:(919)661-6350 9 Tower Feed Line Description Feed Line K. K. Section Record No. Se meat Elev. No Ice Ice T15 61 ASU9323TYP01(I-1/4) 31.33-51.42 0.6000 0.6000 T15 66 WG3 Rungs 31.33-51.42 0.6000 0.6000 T15 67 WG3 Rails 31.33-51.42 0.6000 0.6000 T15 72 WG4 Rungs 31.33-51.42 0.6000 0.6000 T15 73 WG4 Rails 31.33-51.42 0.6000 0.6000 T15 78 WG5 Rungs 31.33-51.42 0.6000 0.6000 T15 79 WG5 Rails 31.33-51.42 0.6000 0.6000 T15 80 L3x3x3/16" 32.00-51.42 0.6000 0.6000 T15 81 L3x3x3/16" 32.00-51.42 0.6000 0.6000 T15 82 L3x3x3/16" 32.00-51.42 0.6000 0.6000 T16 2 Ladder Rails(L2.5x2x3/16) 0.00-31.33 0.6000 0.6000 T16 3 Ladder Rungs(3/4"SR,16" 0.00-31.33 0.6000 0.6000 wide, 12"step) T16 10 1 3/8"Feedline 11.00-31.33 0.6000 0.6000 T16 1 I LDF7-50A(1-5/8) 11.00-31.33 0.6000 0.6000 T16 16 5/8"Cable(Lights) 10.00-31.33 0.6000 0.6000 T16 17 7/16"Cable(Lights) 10.00-31.33 0.6000 0.6000 T16 18 1"Rigid Conduit 10.00-31.33 0.6000 0.6000 T16 24 WG6 Rungs 25.00-31.33 0.6000 0.6000 T16 25 WG6 Rails 25.00-31.33 0.6000 0.6000 T16 27 Cage Rail 11.00-31.33 1.0000 1.0000 T16 28 Cage Grate 11.00-31.33 1.0000 1.0000 T16 29 Cage Rail 11.00-31.33 1.0000 1.0000 T16 30 Cage Grate 11.00-31.33 1.0000 1.0000 T16 31 Cage Rail 11.00-31.33 1.0000 1.0000 T16 32 Cage Grate 11.00-31.33 1.0000 1.0000 T16 33 Cage Rail 11.00-31.33 1.0000 1.0000 T16 34 Cage Grate 11.00-31.33 1.0000 1.0000 T16 37 1 3/16"Hybrid Cable 0.00-31.33 0.6000 0.6000 T16 38 LDF2-50(3/8) 0.00-31.33 0.6000 0.6000 T16 39 1 3/8"Feedline 0.00-3 L33 0.6000 0.6000 T16 41 WGI Rungs 0.00-31.33 0.6000 0.6000 T16 42 WGI Rails 0.00-31.33 0.6000 0.6000 T16 43 EW63 0.00-31.33 0.6000 0.6000 T16 44 561(1-5/8) 0.00-31.33 0.6000 0.6000 T16 45 7/8"Coax 0.00-31.33 0.6000 0.6000 T16 47 518"dia.coax 0.00-31.33 0.6000 0.6000 T16 50 WG2 Rungs 0.00-31.33 0.6000 0.6000 T16 51 WG2 Rails 0.00-31.33 0.6000 0.6000 T16 56 EC7-50(1-5/8) 7.00-31.33 0.6000 0.6000 T16 57 EC7-50(1-5/8) 7.00-31.33 0.6000 0.6000 T16 61 ASU9323TYP01(I-1/4) 7.00-31.33 0.6000 0.6000 T16 66 WG3 Rungs 12.00-31.33 0.6000 0.6000 T16 67 WG3 Rails 12.00-31.33 0.6000 0.6000 T16 72 WG4 Rungs 15.00-31.33 0.6000 0.6000 T16 73 WG4 Rails 15.00-31.33 0.6000 0.6000 T16 78 WG5 Rungs 11.00-31.33 0.6000 0.6000 T16 79 WG5 Rails 11.00-31.33 0.6000 0.6000 Discrete Tower Loads Job Page WxTower Zephyrhills (BU 816298) 24 of 52 Tower Enngineerinng Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle aobre on FAX:(919)661-6350 g Description Face Offset Offsets: A=imath Placement CO.] Cu9.i Weight a• Type Hor_ Adjustment Front Side Leg Lateral Vert ft o ft ft1 fr lh ft ft 1/2"x 4'LRod B From Les 0.00 0.00 287.70 No ice 0.20 0.20 3 0.00 1200 4.5"Dia x 16.5-ft Pipe B From Leg 0.00 0.00 287.70 No ice 7.42 7.42 178 0.00 5.00 12"x 24"Beacon B From Leg 0.00 0.00 285.00 No Ice 1.00 1.00 30 0.00 10.00 4"Dia.x 5"Sidelight A From Leg 0.50 0.00 183.00 No Ice 0.08 0.08 10 0.00 0.00 4"Dia.x 5"Sidelight B From Leg 0.50 0.00 105.00 No Ice 0.09 0.09 10 0.00 0.00 4"Dia.x 5"Sidelight D From Leg 0.50 0.00 105.00 No Ice 0.09 0.09 10 0.00 0.00 **285** **283** DS8A1 OF36U-D B From Les 4.00 0.00 283.00 No Ice 4.43 4.43 40 0.00 7.00 DS8AIOF36U-D C From Leg 4.00 0.00 283.00 No Ice 4.43 4.43 40 0.00 7.00 ATS8TMA10 B From Les 0.50 0.00 283.00 No Ice 0.99 2.35 25 0.00 0.00 Side Arm Mount[SO 306-1] B From Leg 2.00 0.00 283.00 No Ice 0.98 2.18 42 0.00 0.00 1.7"x 8'Stab Arm B From Leg 2.00 0.00 283.00 No Ice 1.36 1.36 18 0.00 0.00 Side Arm Mount[SO 306-1] C From Leg 2.00 0.00 283.00 No Ice 0.98 2.18 42 0.00 0.00 1.7"x 8'Stab Arm C From Leg 2.00 0.00 283.00 No Ice 1.36 1.36 18 0.00 0.00 **277** Pipe Mount[PM 601-I] A From Leg 0.50 -30.00 277.00 No Ice 3.00 0.90 65 0.00 0.00 1.9"dia x 10'long Stabilizer B From Face 0.50 0.00 277.00 No Ice 1.90 0.03 96 0.00 0.00 2.4"dia.x 7 6"Stabilizer A From Lea 0.50 0.00 277.00 No Ice 1.80 0.05 27 0.00 0.00 **203** TTTT65AP-I XR w/Mount A From Leg 4.00 -15.00 203.00 No Ice 7.47 5.50 80 Pipe -6 00 3.00 TTTT65AP-I XR w/Mount B From Leg 4.00 15.00 203.00 No Ice 7.47 5.50 80 Pipe -6.00 tnxTOwer Job Zephyrhills (BU 816298) Page25 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh.NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle on aobre FAX:(919)661-6350 9 Description Face Offset Offsets: A_hnulh Placement CO., C,A., Weight or Type Hor_ Adjustment Front Side Leg Lateral Vert A o ft fr ft' lb ft n 3.00 TTTT65AP-IXRw/Mount C From Leg 4.00 45.00 203.00 No Ice 7.47 5.50 80 Pipe -6.00 3.00 APXV9ERRI8-C w/Mount A From Leg 4.00 -15.00 203.00 No Ice 8.26 6.95 76 Pipe 0.00 1.00 APXVERR 18-C�v/Mount B From Leg 4.00 15.00 203.00 No Ice 8.26 6.95 76 Pipe -2.00 1.00 APXV9ERRI S-C w/Mount C From Leg 4.00 45.00 203.00 No Ice 8.26 6.95 76 Pipe 6.00 1.00 FZHJ-RRH A From Leg 4.00 -15.00 203.00 No Ice 1.26 1.01 55 -6.00 3.00 FZHJ-RRH B From Leg 4.00 15.00 203.00 No Ice 1.26 1.01 55 -6.00 3.00 FZHJ-RRH C From Lee 4.00 45.00 203.00 No Ice 1.26 1.01 55 -6 00 3.00 RRUS 31 B25 A From Lee 4.00 -15.00 203.00 No Ice 1.62 1.28 56 0.00 1.00 RRUS 31 B25 B From Lee 4.00 15.00 203.00 No Ice 1.62 1.28 56 -2.00 1.00 RRUS 31 B25 C From Lee 4.00 45.00 203.00 No Ice 1.62 1.28 56 6.00 1.00 RRUS 1 I B26A A From Leg 4.00 -15.00 203.00 No Ice 1.64 1.26 44 0.00 1.00 RRUS 1 I B26A B From Leg 4.00 15.00 203.00 No Ice 1.64 1.26 44 -2.00 1.00 RRUS 11 B26A C From Lee 4.00 45.00 203.00 No Ice 1 64 1.26 44 6.00 1.00 (3)ACU-A20-N A From Leg 4.00 -15.00 203.00 No Ice 0.07 0.12 1 0.00 1.00 (3)ACU-A20-N B From Leg 4.00 15.00 203.00 No Ice 0.07 0.12 1 -2.00 1 00 (3)ACU-A20-N C From Leg 4.00 45.00 203.00 No Ice 0.07 0.12 1 6.00 1.00 (2)TN 1/2X 248T/256X HP B From Leg 4.00 25.00 203.00 No Ice 1.07 0.40 11 6.00 2.00 2.4"x 8'Pipe A From Leg 4.00 0.00 203.00 No Ice 1.90 1.90 29 6.00 0.00 (2)2.4"x 8'Pipe B From Lee 4.00 0.00 203.00 No Ice 1.90 1.90 29 3.00 WxTowep Job Page Zephyrhills (BU 816298) 26 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Description Face Offset Offsets: A_inuth Placement CiAj CAA, Weight or Tj pe Hor_ Adjustment Fi•ont Side Leg Lateral Vert f10 ft ft2 ft2 lb f f 0.00 2.4"x 8'Pipe C From Leg 4.00 0.00 203.00 No Ice 1.90 1.90 29 0.00 0.00 Sector Mount[SM 503-I1 A From Leg 2.00 -15.00 203.00 No Ice I5.90 I4.00 564 0.00 0.00 Sector Mount[SM 503-11 B From Leg 2.00 15.00 203.00 No Ice 15.90 14.00 564 0.00 0.00 Sector Mount[SM 503-11 C From Leg 2.00 45.00 203.00 No Ice 15.90 14.00 564 0.00 0.00 Pipe Mount[PM 601-11 A From Leg 0.50 -15.00 203.00 No Ice 3.00 0.90 65 0.00 0.00 Pipe Mount[PM 601-1] B From Leg 0.50 15.00 203.00 No Ice 3.00 0.90 65 0.00 0.00 Pipe Mount[PM 601-1] C From Leg 0.50 45.00 203.00 No Ice 3.00 0.90 65 0.00 0.00 **195** (2)TMBXX-6517-A2M w/ B From Leg 4.00 -15.00 195.00 No Ice 8.77 6.96 71 Mount Pipe 0.00 2.00 TMBXX-6517-A2M w/ C From Leg 4.00 15.00 195.00 No Ice 8.77 6.96 71 Mount Pipe 0.00 2.00 (2)TMBXX-6517-A2M w/ D From Leg 4.00 45.00 195.00 No Ice 8.77 6.96 71 Mount Pipe 0.00 2.00 SBNH-I D65C-SR w/Mount B From Leg 4.00 -15.00 195.00 No Ice 11.68 9.84 83 Pipe 0.00 3.00 SBNH-1 D65C-SR cv/Mount D From Leg 4.00 45.00 195.00 No Ice 11.68 9.84 83 Pipe 0.00 3.00 SBNHH-1 D45C%v/Mount C From Leg 4.00 15.00 195.00 No Ice 16.13 9.70 112 Pipe -6.00 2.00 SBNHH-1D45C w/Mount C From Leg 4.00 75.00 195.00 No Ice 16.13 9.70 112 Pipe 0.00 2.00 ASU9338TYP0I B From Leg 4.00 -15.00 195.00 No Ice 3.20 1.03 15 0.00 -1.00 ASU9338TYP0I C From Les 4.00 15.00 195.00 No Ice 3.20 1.03 15 0.00 -1.00 ASU9338TYP0I D From Leg 4.00 45.00 195.00 No Ice 3.20 1.03 15 0.00 -1.00 FRIG B From Leg 4.00 -15.00 195.00 No Ice 2.39 0.97 57 0.00 -1.00 FRIG C From Leg 4.00 15.00 195.00 No Ice 2.39 0.97 57 MxT®wer Job Page Zephyrhills (BU 816298) 27 of 52 Tower Engineering Project Date Professiaials TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao 9 Description Face Offset Offsets: A=innuh Placement C0.1 CIA., Weight or Type Hor_ Adjustment Front Side Leg Lateral Vert fto fi fr' fr' lb ft ft 0.00 -1.00 FRIG D From Leg 4.00 45.00 195.00 No Ice 2.39 0.97 57 0.00 -1.00 TMAT19211378-21A B From Leg 4.00 -15.00 195.00 No Ice 0.65 0.30 18 0.00 -1.00 TMATI 921 B78-21 A C From Leg 4.00 15.00 195.00 No Ice 0.65 030 18 0.00 -1.00 TMAT1921 B78-21 A D From Leg 4.00 45.00 195.00 No Ice 0.65 0.30 18 0.00 -1.00 FHFB B From Leg 4.00 -15.00 I95.00 No Ice 2.64 1.67 51 0.00 -1.00 FHFB C From Leg 4.00 15.00 195.00 No Ice 2.64 1.67 51 0.00 -1.00 FHFB D From Leg 4.00 45.00 195.00 No Ice 2.64 1.67 51 0.00 -5.00 FRIJ C From Leg 4.00 15.00 195.00 No Ice 2.42 152 69 0.00 2.00 FHFB D From Leg 4.00 45.00 195.00 No Ice 2.64 1.67 51 0.00 2.00 CBC1921-DF-DC-6X C From Leg 4.00 15.00 195.00 No Ice 3.21 1.15 55 0.00 2.00 CBC1921-DF-DC-6X D From Lea 4.00 45.00 195.00 No Ice 3.21 1.15 55 0.00 2.00 Site Pro I VFA12-HD B From Lee 2.00 -15.00 195.00 No Ice 13.20 9.20 658 0.00 0.00 Site Pro 1 VFA12-HD C From Lee 2.00 15.00 195.00 No Ice 13.20 9.20 658 0.00 0.00 Site Pro 1 VFA12-HD D From Les 2.00 45.00 195.00 No Ice 13.20 9.20 658 0.00 0.00 Site Pro 1 MSFAA D From Lee 0.50 45.00 19500 No Ice 3.00 0.90 65 0.00 0.00 Site Pro 1 MSFAA B From Les 0.50 -15.00 195.00 No Ice 3.00 0.90 65 0.00 0.00 Site Pro I MSFAA C From Les 0.50 15.00 195.00 No Ice 3.00 0.90 65 0.00 0.00 **177** (2)LPD-7905/8 A From Leg 4.00 -15.00 177.00 No Ice 5.97 9.42 49 0.00 0.00 Job Page tnxTower Zephyrhills (BU 816298) 28 of 52 Project Date Professcatals Tower En oi i�rg TEP No. 26146.157540 16:21:19 06/04/18 :rrl 326 T07on Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 Description Face Offset Offsets: A=iinuth Placement CIA., CIA.I Weight or Tj pe Hor= Adjusbnent Front Side Leg Lateral Vert ft ft fie ft' lb ft rt (2)LPD-7905/8 B From Leg 4.00 15.00 177.00 No Ice 5.97 9.42 49 0.00 0.00 (2)LPD-7905/8 D From Leg 4.00 -45.00 177.00 No Ice 5.97 _ 9.42 49 0.00 0.00 (2)X7C-FRO-860-VRO w/ A From Leg 4.00 -15.00 177.00 No Ice 13.68 10.65 83 Mount Pipe 0.00 0.00 (2)X7C-FRO-860-VRO w/ B From Leg 4.00 15.00 177.00 No Ice 13.68 10.65 83 Mount Pipe 0.00 0.00 (2)X7C-FR0-860-VR0 xv/ D From Leg 4.00 -45.00 177.00 No Ice 13.68 10.65 83 Mount Pipe 0.00 0.00 RRUS 32 A From Leg 4.00 -I5.00 177.00 No Ice 2.86 1.78 55 -2.00 0.00 RRUS 32 B From Leg 4.00 15.00 177.00 No Ice 2.86 1.78 55 -2.00 0.00 RRUS 32 D From Leg 4.00 -45.00 177.00 No Ice 2.86 1.78 55 -2.00 0.00 RHSDC-3315-PF-48 A From Leg 4.00 -15.00 177.00 No Ice 3.36 2.19 32 -2.00 0.00 RHSDC-3315-PF-48 B From Leg 4.00 15.00 177.00 No Ice 3.36 2.19 32 2.00 0.00 RHSDC-3315-PF-48 D From Leg 4.00 -45.00 177.00 No Ice 3.36 2.19 32 2.00 0.00 Sector Mount[SM 402-1] A From Lee 2.00 -15.00 177.00 No Ice 9.76 7.05 284 0.00 0.00 Sector Mount[SM 402-1] B From Lea 2.00 15.00 177.00 No Ice 9.76 7.05 284 0.00 0.00 Sector Mount[SM 402-1] D From Leg 2.00 -45.00 177.00 No Ice 9.76 7.05 284 0.00 0.00 Pipe Mount[PM 601-11 C From Face 0.50 0.00 235.00 No Ice 3.00 0.90 65 0.00 000 Zephyrhills Platform A From Face 0.00 0.00 197.00 No Ice 68.00 20.00 642 0.00 0.00 Platfrom Rail B From Face 0.00 0.00 197.00 No Ice 16.00 2.00 156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 197.00 No Ice 16.00 2.00 156 0.00 0.00 Zephyrhills Platform A From Face 0.00 0.00 97.00 No Ice 100.00 18.00 960 0.00 tnx, Job Page Tower Zephyrhills (BU 816298) 29 of 52 Project Date Profeessionals Tower srgi ials rg TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao 9 Description Face Offset Offsets: A=hnuth Placement CO., C114.1 Weight or Tipe Hor_ Adjustment Fran Side Leg Lateral Vert ft o ft ft-' ft-' lb ft ft 0.00 Zephyrhills Platform B From Face 0.00 0.00 97.00 No Ice 100.00 18.00 960 0.00 0.00 Platfrom Rail A From Face 0.00 0.00 247.00 No Ice 12.00 2.00 156 0.00 0.00 Platfrom Rail B From Face 0.00 0.00 247.00 No Ice 12.00 2.00 156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 247.00 No Ice 12.00 2.00 156 0.00 0.00 Platfrom Rail A From Face 0.00 0.00 287.70 No Ice 9.80 3.00 156 0.00 0.00 Platfrom Rail C From Face 0.00 0.00 287.70 No Ice 9.80 3.00 156 0.00 0.00 *** WG1 I A From Face 0.00 0.00 7.67 No Ice 128.80 3.50 1355 0.00 0.00 WG12 D From Face 0.00 0.00 7.67 No Ice 128.80 3.50 1355 0.00 0.00 ***Ineffective RH3*** (2)2L2.5x2.5x3/l6"mid A From Face 0.00 0.00 134.25 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid B From Face 0.00 0.00 134.25 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/l6"mid C From Face 0.00 0.00 134.25 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/l6'mid D From Face 0.00 0.00 134.25 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 (2)21-2.5x2.5x3/16"mid A From Face 0.00 0.00 159.00 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 (2)212.5x2.5x3/16"mid B From Face 0.00 0.00 159.00 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid C From Face 0.00 0.00 159.00 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/l6"mid D From Face 0.00 0.00 159.00 No Ice 2.88 0.03 292 panel redundant 0.00 0.00 b tnx,Tower Jo Zephyrhills (BU 816298) Page 30 of 52 Tower Engineering Project Date Professioi:als TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Dishes Description Face Dish Offset Offsets: A_inntth 3 dB Elevation Outside Aperture Weight or Type Type Ha= Adjustment Beam Diameter Area Leg Lateral Width I'ert fit o o fit ft ft•' lb **277** PAD8-65AC A Paraboloid From 1.00 -30.00 277.00 8.00 No Ice 50.27 290 w/Radome Leg 0.00 0.00 **203** ANT2 0.6 11 HPX B Paraboloid From 4.00 25.00 203.00 2.17 No Ice 3.72 30 (TR) w/Shroud(HP) Leg 6.00 2.00 *** 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 45 deg-No Ice 5 0.9 Dead+1.6 Wind 45 deg-No Ice 6 1.2 Dead+1.6 Wind 90 deg-No Ice 7 0.9 Dead+1.6 Wind 90 deg-No Ice 8 1.2 Dead+1.6 Wind 135 deg-No Ice 9 0.9 Dead+1.6 Wind 135 deg-No Ice 10 1.2 Dead+1.6 Wind 180 deg-No Ice 11 0.9 Dead+1.6 Wind 180 deg-No Ice 12 1.2 Dead+1.6 Wind 225 deg-No Ice 13 0.9 Dead+1.6 Wind 225 deg-No Ice 14 1.2 Dead+1.6 Wind 270 deg-No Ice 15 0.9 Dead+1.6 Wind 270 deg-No Ice 16 1.2 Dead+1.6 Wind 315 deg-No Ice 17 0.9 Dead+1.6 Wind 315 deg-No Ice 18 Dead+Wind 0 deg-Service 19 Dead+Wind 45 deg-Service 20 Dead+Wind 90 deg-Service 21 Dead+Wind 135 deg-Service 22 Dead+Wind 180 deg-Service 23 Dead+Wind 225 deg-Service 24 Dead+Wind 270 deg-Service 25 Dead+Wind 315 deg-Service Maximum Tower Deflections - Service Wind Section Elevation Hoir. Gov. Tilt Tirist No. Deflection Load ft in Comb. o ° Tl 287.667-280.084 2.31 25 0.05 0.01 T2 280.084-272.5 2.23 25 0.05 0.01 T3 272.5-247.333 2.15 25 0.05 0.00 T4 247.333-232.583 1.88 25 0.05 0.00 T5 232.583-222.166 1.72 25 0.05 0.00 tnx,Tower Job Page Zephyrhills(BU 816298) 31 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao g Section Elevation Hor-. Gov. Tilt Tivist No. Deflection Load fi in Comb. o ° T6 222.166-209.583 1.61 25 0.05 0.00 T7 209.583-197 1.48 25 0.05 0.00 T8 197-181.3 1.35 25 0.04 0.00 T9 181.3-170.833 1.19 25 0.04 0.00 T10 170.833-146.75 1.03 25 0.04 0.00 Tl I 146.75-121.667 0.85 25 0.04 0.00 T12 121.667-965843 0.64 25 0.03 0.00 Tl 3 96.5843-71.5 0.46 25 0.03 0.00 T14 71.5-51.417 0.31 21 0.02 0.00 T15 51.417-31.334 0.19 21 0.01 0.00 T16 31.334-0 0.10 21 0.01 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurleramce Gov. Deflection Tilt Tivist Radius of Load Curvature ft Comb. in o oft 287.70 1/2"x 4'LRod 25 2.31 0.05 0.01 351708 285.00 12"x 24"Beacon 25 2.29 0.05 0.01 351708 283.00 DS8AIOF36U-D 25 2.26 0.05 0.01 351708 277.00 PAD8-65AC 25 2.20 0.05 0.01 316939 247.00 Platfrom Rail 25 1.87 0.05 0.00 Ittf 235.00 Pipe Mount[PM 601-11 25 1.74 0.05 0.00 515160 205.00 ANT2 0.6 11 HPX(TR) 25 1.43 0.04 0.00 661794 203.00 TTTT65AP-1XR w/Mount Pipe 25 1.41 0.04 0.00 611043 197.00 Zephyrhills Platform 25 1.35 0.04 0.00 526566 195.00 (2)TMBXX-6517-A2M w/Mount 25 1.33 0.04 0.00 560378 Pipe 193.00 4"Dia.x 5"Sidelight 25 1.21 0.04 0.00 Inf 177.00 (2)LPD-7905/8 25 1.15 0.04 0.00 Inf 159.00 (2)2L2.5x2.5x3/16"mid panel 25 0.97 0.04 0.00 313341 redundant 134.25 (2)21-2.5x2.50/16"mid panel 25 0.74 0.03 0.00 240920 redundant 105.00 4"Dia.x 5"Sidelight 25 0.52 0.03 0.00 216756 97.00 Zephyrhills Platform 25 0.46 0.03 0.00 179065 7.67 WGII 21 0.02 0.00 0.00 799323 Maximum Tower Deflections - Design Wind Section Elevation Hor. Gov. Tilt Tivist No. DeJlection Load ft in Comb. o ° TI 287.667-280.084 11.47 9 0.25 0.03 T2 290.084-272.5 11.08 9 0.25 0.03 T3 272.5-247.333 10.68 9 0.25 0.03 T4 247.333-232.583 9.32 9 0.24 0.02 T5 232.583-222.166 8.53 9 0.24 0.02 T6 222.166-209.583 7.99 9 0.23 0.02 T7 209.583-197 7.33 9 0.22 0.02 T8 197-181.3 6.69 9 0.22 0.01 T9 181.3-170.833 5.90 9 0.21 0.01 I Job Page inxTower Zephyrhills (BU 816298) 32 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Ttyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Section Elevation Ha_. Gov. Tilt Tirist No. Deflection Load ft in Comb. o ° T10 170.833-146.75 5.38 9 0.20 0.01 Tl 1 146.75-121.667 4.23 9 0.19 0.01 T12 121.667-96.5843 3.20 9 0.15 0.01 T13 96.5843-71.5 2.29 9 0.12 0.01 T14 71.5-51.417 1.53 8 0.09 0.01 T15 51.417-31.334 0.94 8 0.07 0.00 T 16 31.334-0 0.49 8 0.04 0.00 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Tirist Radius of Load Cmi,ature ft Comb. in ° ° f 287.70 1/2"x 4'LRod 9 11.47 0.25 0.03 73714 285.00 12"x 24"Beacon 9 11.34 0.25 0.03 73714 283.00 DS8AIOF36U-D 9 11.23 0.25 0.03 73714 277.00 PAD8-65AC 9 10.92 0.25 0.03 68494 247.00 Platfrom Rail 9 9.30 0.24 0.02 210163 235.00 Pipe Mount(PM 601-1] 9 8.66 0.24 0.02 105519 205.00 ANT2 0.6 11 HPX(TR) 9 7.10 0.22 0.01 130448 203.00 TTTT65AP-1XR w/Mount Pipe 9 6.99 0.22 0.01 123689 197.00 Zephyrhills Platform 9 6.69 0.22 0.01 113848 195.00 (2)TMBXX-6517-A2M w/Mount 9 6.59 0.21 0.01 121247 Pipe 183.00 4"Dia.x 5"Sidelight 9 5.99 0.21 0.01 368003 177.00 (2)LPD-7905/8 9 5.69 0.21 0.01 655500 159.00 (2)2L2.5x2.5x3/l6"mid panel 9 4.80 0.20 0.01 63283 redundant 134.25 (2)2L2.5x2.5x3/16"mid panel 9 3.70 0.17 0.01 48400 redundant 105.00 4"Dia.x 5"Sidelight 9 2.58 0.13 0.01 44179 97.00 Zephyrhills Platform 9 2.30 0.13 0.01 36571 7.67 WG11 8 0.11 0.01 0.00 167734 Bolt Design Data Section Elevation Component Bolt Boll Size Number Maxinnun Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Alloirable lb T1 287.667 Diagonal A325N 0.75 2 428 15701 0.027 1 Member Block Shear Top Girt A325N 0.75 2 259 11147 0.023 1 Member Block Shear T2 280.084 Leg A325N 0.75 4 1199 23461 0.051 1 Bearing Diagonal A325N 0.75 2 1560 15701 0.099 1 Member Block Shear Horizontal A325N 0.75 2 990 15701 0.063 1 Member Block Shear T3 272.5 Leg A325N 0.75 8 3386 35785 0.095 1 Bolt DS Diagonal A325N 0.75 2 3900 20934 0.186 1 Member Block Shear tnx,Tower Job Zephyrhills (BU 816298) Page33 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle Orlbre FAX:(919)661-6350 ao g Section Elevation Component Boll Bolt Si=e Number Marinnan Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Boll 16 Alloivahle lb Horizontal A325N 0.75 2 2019 13662 0.148 1 Member Block Shear Top Girt A325N 0.75 2 1517 15225 0.100 1 Member Block Shear T4 247.333 Diagonal A325N 0.75 2 3808 20934 0.182 1 Gusset Bearing Horizontal A325N 0.75 2 3010 15701 0,192 1 Member Block Shear Top Girt A325N 0.75 2 2685 20934 0.128 1 Gusset Bearing T5 232583 Leg A325N 0.75 12 6630 35785 0.185 1 Bolt DS Diagonal A325N 0.75 3 3354 19938 0.168 I Member Block Shear Horizontal A325N 0.75 3 2277 22656 0.101 1 Gusset Bearing T6 222.166 Diagonal A325N 0.75 3 4172 19938 0.209 1 Member Block Shear Horizontal A325N 0.75 3 2635 15633 0.169 1 Member Block Shear T7 209.383 Leg A325N 0.88 12 11392 48707 0.234 1 Bolt DS Diagonal A325N 0.75 3 4984 19938 0.250 1 Member Block Shear Top Girt A325N 0.75 3 3166 15633 0.203 1 Member Block Shear T8 197 Diagonal A325N 0.75 4 5621 21478 0.262 1 Member Block Shear Horizontal A325N 0.75 3 4577 22656 0.202 1 Gusset Bearing T9 181.3 Leg A325N 0.88 16 14842 48707 0.305 1 Bolt DS Diagonal A325N 0.75 4 5290 20119 0.263 1 Member Block Shear Horizontal A325N 0.75 3 5516 22656 0.243 1 Gusset Bearing TI O 170.833 Leg A325N 1.00 12 23644 63617 0.372 1 Bolt DS Diagonal A325N 0.75 6 6357 24378 0.261 1 Gusset Bearing Horizontal A325N 0.75 3 6423 22656 0.284 1 Gusset Bearing TI 1 146.75 Leg A325N 1.00 16 24180 63617 0.380 1 Bolt DS Diagonal A325N 0.75 5 8511 24034 0.354 1 Gusset Bearing Horizontal A325N 0.75 3 7567 22656 0.334 l Gusset Bearing T12 121.667 Leg A325N 1.00 20 25231 63617 0.397 1 Bolt DS Diagonal A325N 0.75 5 9106 24034 0.379 1 Gusset Bearing Horizontal A325N 0.75 3 8683 22656 0.383 1 Member Block Shear T13 96.5843 Leg A325N 1.13 20 31358 80516 0.389 1 Bolt DS Diagonal A325N 0.75 5 10121 24034 0.421 1 Gusset Bearing Horizontal A325N 0.75 3 10222 22656 0.451 1 Gusset Bearing T14 71.5 Leg A325N 1.13 20 37953 80516 0.471 1 Bolt DS Diagonal A325N 0.75 5 9267 20771 0.446 1 Member Block Shear Horizontal A325N 0.75 3 11092 22656 0.490 1 Gusset Bearing T15 51.417 Les A325N 1.13 20 43298 80516 0.538 l Bolt DS Diagonal A325N 0.75 3 16035 22656 0.708 1 Gusset Bearing Horizontal A325N 0.75 3 11974 22656 0.528 1 Member Block Shear T16 31334 Leg A325N 1.13 20 41340 80516 0.513 1 Bolt DS Diagonal A325N 0.88 5 16382 38416 0.426 1 Member Block Shear Horizontal A325N 0.75 4 19479 35785 0.544 1 Bolt Shear Compression Checks Job Page WxTower Zephyrhills (BU 816298) 34 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Leg Design Data (Compression) Section Elevation Sire L L„ KUr A P„ rpP Ratio No. P„ ft ft ft i112 lb lb gyp„ Tl 287.667- L5x5x5/16 7.61 7.61 91.9 3.03 -957 68151 0.014' 280.084 K=1.00 T2 280.084- L5x5x5/16 7.61 7.61 91.9 3.03 -2397 68151 0.035'' 272.5 K=1.00 T3 272.5- L5x5xl/2 25.26 6.32 77.1 4.75 -13545 138404 0.098' 247.333 K=1.00 T4 247.333- L8x8x5/8 14.81 7.40 56.2 9.61 -31737 343201 0.092' 232.583 K=1.00 T5 232.583- L8x8x5/8 10.46 5.23 39.7 9.61 -39779 385363 0.103 ' 222.166 K=1.00 T6 222.166- L8x8x5/8 12.63 6.32 48.0 9.61 -52050 365491 0.142' 209.583 K=1.00 T7 209.583-197 ! L8x8x5/8 12.63 6.32 48.0 9.61 -68352 365491 0.187' K=1.00 T8 197-181.3 L8x8x 1 1/8 13.76 7.88 60.6 16.70 -89646 574459 0.156' K=1.00 T9 181.3- L8x8xl 1/8 10.51 5.25 40.4 16.70 -118735 666923 0.178' 170.833 K=1.00 Tl0 170.833- L8x8x11/8 24.17 8.06 62.0 16.70 -141863 567438 0.250' 146.75 K=1.00 T11 146.75- L8x8x3/4 25.18 8.39 63.7 11.40 -193756 381148 0.508' 121.667 K=1.00 T12 121.667- L8x8xl 25.18 8.39 64.6 15.00 -252609 497680 0.508' 96.5843 K=1.00 T13 96.5843-71.5 L8x8x11/8 25.18 8.39 64.6 16.70 -313836 554066 0.566' K=l.00 T14 71.5-51.417 L8x8x1 1/8 20.16 6.72 51.7 16.70 -379528 618134 0.614' K=1.00 T15 51.417- L8x8xl 1/8 20.16 6.72 51.7 16.70 -432981 618134 0.700' 31.334 K=1.00 T 16 31.334-0 L8x8x 1 1/8 31.45 7.86 60.5 16.70 -416546 575107 0.724' K=l.00 P„ /rP„controls Diagonal Design Data (Compression) Section Elevation Sce L L„ KUr A P„ Ratio No. P. ft fi ft iir' lb lb V. TI 287.667- 2L21/2x2x3/16x5/16 9.36 8.55 127.1 1.62 -1033 22393 0.046' 280.084 K=1.00 T2 280.084- 2L21/2x2x3/16x5/16 9.64 8.85 130.7 1.62 -3322 21328 0.156' 272.5 K=l.00 T3 272.5- 2L2 1/2x2 1/2xl/4x5/16 14.67 13.80 149.2 2.38 -8102 24116 0.336' 247.333 K=1.00 T4 247.333- 21-3x2 1/2xl/4x1/4 11.19 10.29 126.5 2.63 -8102 36624 0.221 ' 232.583 K=0.97 T5 232.583- 21-2 1/2x3xl/4xl/4 13.81 12.66 114.4 2.63 -10625 42679 0.249' 222.166 K=1.00 T6 222.166- 2L2 1/2x3 1/2xl/4x5/16 15.98 7.67 124.0 2.88 -12934 41469 0,312' WxTower Job Zephyrhills (BU 816298) Page35 of 52 Tower Engineering Project Date Professimals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Section Elevation Sire L L„ Kl/r A P„ r p Ratio No. P„ ft ft ft in= lb ib gyp" 209.583 K=0.99 T7 209.583-197 2L2 1/2x3 1/2xl/4x5/16 16.47 7.91 127.0 2.88 -15539 39835 0.390' K=0.98 T8 197-181.3 2L 3 1/2 x 4 x 1/4 x 1/4 19.53 18.13 124.2 3.63 -23424 51755 0.453 ' K=1.00 T9 181.3- 2L 3 x 3 1/2 x 1/4 x 1/4 16.10 14.83 116.3 3.13 -22067 49651 0.444' 170.833 K=1.00 TIO 170.833- 2L31/2x5x5/l6x5/16 27.75 9.25 107.7 5.12 -38893 88823 0.438' 146.75 K=1.00 TII 146.75- 21-31/2x5x5/16x5/16 29.40 9.80 114.1 5.12 -43795 82639 0.530' 121.667 K=1.00 T12 121.667- 2L31/2x5x5/16x5/16 30.23 10.08 117.3 5.12 47010 79555 0.591 ' 96.5843 K=1.00 T13 965843-71.5 2L3 1/2x5x5/16x5/16 31.12 10.37 120.8 5.12 -51935 76300 0.681 ' K=1.00 T14 71.5-51.417 2L 3 1/2 x 4 x 1/4 x 1/4 28.09 17.74 121.3 3.63 47704 53656 0.889' K=1.00 T15 51.417- 2L31/2x4x5/16x1/2 28.96 18.52 120.8 4.49 -49751 67547 0.737' 31.334 K=1.00 T16 31.334-0 2L5x5x3/8x1/2 26.59 8.86 95.9 7.22 -94125 144191 0.653' K=2.00 P„ /�P„controls Horizontal Design Data (Compression) Section Elevation Sire L L„ Klb• A P„ VII Ratio No. P„ ft ft ft in' lb lb gyp„ T2 280.084- 21-21/2x2x3/16x5/16 10.94 5.26 103.2 1.62 -1978 29914 0.066' 272.5 K=L20 T3 272.5- 2L2x2x3/16x5/16 13.43 6.28 121.6 1.43 -4045 21274 0.190' 247.333 K=1.00 T4 247.333- 2L2 1/2x2x3/16x5/16 15.89 7.33 115.2 1.62 -5907 26070 0.227' 232.583 K=1.00 T5 232.583- 2L5x31/2x5/16x5/16 16.81 7.75 73.6 5.12 -6803 121635 0.056' 222.166 K=1.00 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 129.7 1.80 -7873 23997 0.328 ' 209.583 K=1.00 T8 197- 181.3 2L5x3x5/16x5/16 21.20 10.27 128.2 4.80 -13725 65215 0.210' K=1.20 T9 181.3- 2L6x3.5x5/16"x5/16" 23.14 10.91 100.7 5.74 -16552 97350 0.170' 170.833 K=1.00 TIO 170.833- 2L3 1/W 1/2xl/4x5/16 24.44 11.56 137.6 2.88 -19296 34325 0.562' 146.75 K=1.00 Tl 1 146.75- 2L5x3 1/2x5/16x5/16 27.41 13.05 113.8 5.12 -22727 82937 0.274' 121.667 K=1.00 T12 121.667- 2L4x3x1/4x1/4 30.51 14.60 145.7 3.38 -26085 35919 0.726' 96.5843 K=1.00 T13 96.5843-71.5 2L4x31/2x5/16x1/4 33.61 16.15 145.9 4.49 -30700 47676 0.644' K=0.95 T14 71.5-51.417 2L31/2x21/2xl/4 36.71 18.02 112.9 2.88 -33293 47720 0.698' K=0.50 T15 51.417- 21-3 1/2x2 1/2xl/4 39.19 19.26 120.6 2.88 -35939 43373 0.829` 31.334 K=0.50 T16 31.334-0 2L6x4x7/16x1/2 41.67 14.88 1102 8.37 -72972 142997 0.510' tnx Tower Job Page 36 of 52 Zephyrhills (BU 816298) Toiver Engineering Project Date Professimals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Section Elevation Size L L„ K/Ir A P„ OP Ratio No. P„ ft ft ft in, lb lh �pn K=1.00 P„ /op,,controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kill- A P„ op" Ratio No. P ft ft ft in' lb !b opn TI 287.667- L3x21/2x1/4 10.00 4.56 111.8 1.31 -548 21969 0.025' 280.084 K=1.08 T3 272.5- L5x3x1/4 11.87 5.50 109.8 1.94 -3024 29559 0.102' 247.333 K=1.10 T4 247.333- 2L3 1/2x2 1/2xl/4x5/16 14.98 7.05 92.3 2.88 -5317 59488 0.089' 232.583 K=1.00 T7 209.583- 197 2L3x2x3/16x5/16 19.65 9.17 139.7 1.80 -9460 20890 0.453' K=1.00 P„ /�P„controls Redundant Horizontal 1 Design Data (Compression) Section Elevation Size L L„ Kl/r A P. op Ratio No. P„ ft ft ft in= lb lb OP„ T3 272.5- L2 1/2x2x3/16 3.36 3.15 104.2 0.81 -241 14792 0.016' 247.333 K=1.18 T5 232.583- L2 1/2x1 1/2x3/16 4.20 3.87 141.9 0.71 -768 8020 0.096' 222.166 K=1.00 T6 222.166- L21/2x2x3/16 4.52 4.19 118.9 0.81 -915 12457 0.073' 209.583 K=1.01 T7 209.583- 197 L2 1/2x2x3/16 4.91 4.58 128.7 0.81 -1369 10964 0.125' K=1.00 T8 197-181.3 2L2 1/2x2x3/16x1/4 5.30 4.97 86.7 1.62 -1400 35270 0.040' K=1.00 T9 181.3- L21/2x2x3/16 5.79 5.45 153.2 0.81 -1973 7785 0.253' 170.833 K=1.00 T10 170.833- L2 1/2x1 1/2x3/16 4.07 3.74 137.2 0.71 -2154 8583 0.251 ' 146.75 K=1.00 Tll 146.75- L21/2x11/2x3/16 4.57 4.24 155.4 0.71 -2937 6691 0.439' 121.667 K=1.00 T12 121.667- L21/2xl 1/2x3/16 5.08 4.75 174.3 0.71 -3816 5315 0.718 ' 96.5843 K=1.00 T13 96.5843-71.5 L2 1/2x2x3/16 5.60 5.27 148.0 0.81 -4738 8338 0.568!' K=1.00 T14 71.5-51.417 L2 1/2x2x3/16 6.12 5.78 150.5 0.81 -5728 8073 0.709' K=1.30 T15 51.417- 2L21/2x2x3/16xl/4 6.53 6.20 102.4 1.62 -6532 30173 0.216' 31.334 K=1.00 T16 31.334-0 L21/2x21/2xl/4(rz) 3.63 3.30 82.2 1.19 -6309 27022 0.233' K=1.00 WxTower Job Zephyrhills (BU 816298) Page37 of 52 Project Date Tower Engineering ProfessionalsTEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle Orl aobre FAX:(919)661-6350 g Section Elevation Sire L L„ K!/r A P„ VII Ratio No• P. ft ft ft in= lb lb �p P„ /OP„controls Redundant Horizontal 2 Design Data (Compression) Section Elevation Si=e L L„ K1/r A P. Ratio No. P„ ft ft ft 1.112 lb lb gyp„ TIO 170.833- L2 1/2x2 1/2x3/16 8.14 7.81 189.4 0.90 -2154 5682 0.379' 146.75 K=1.00 T11 146.75- L3x3x3/16 9.14 8.80 177.3 1.09 -2937 7838 0.375' 121.667 K=1.00 T12 121.667- L3x3x3/16 10.17 9.84 198.1 1.09 -3816 6278 0.608' 96.5843 K=1.00 T13 96.5843-71.5 L3x3x 114 11.20 10.87 220.3 1.44 -4738 6701 0.707' K=1.00 T14 71.5-51.417 2L21/2x21/2x3/16 12.24 11.90 238.7 1.80 -5728 7139 0.802' K=1.30 T15 51.417- 21-2 1/2 x 2 1/2 x 3/16 x 13.06 12.73 196.3 1.80 -6532 10583 0.617' 31.334 5/16 K=1.00 T16 31.334-0 L2 1/2x2 1/2x 1/4(rz) 7.27 6.93 172.6 1.19 -6309 9020 0.699' K=1.00 P„ /�P„controls Redundant Horizontal 3 Design Data (Compression) Section Elevation Si=e L L„ KlAr A P„ VII Ratio No. P„ ft ft ft in= lb lb OP„ T16 31.334-0 2L3x3xl/4xl/2 10.90 10.37 137.6 2.90 -6309 34650 0.182' K=1.00 P„ /�P„controls Redundant Diagonal 1 Design Data (Compression) Section Elevation Si=e L L„ K1h• A P„ �P„ Ratio No. P„ ft ft ft in' lb lb �P" T3 272.5- L2 1/2x2x3/16 6.97 - 6.48 182.2 0.81 -246 5506 0.045' 247.333 K=1.00 T5 232.583- L2 1/2x2x3/16 6.50 5.95 167.1 0.81 -587 6546 0.090' 222.166 K=1.00 T6 222.166- L2 1/2x2 1/2x3/16 7.54 6.93 168.1 0.90 -756 7213 0.105' 209.583 K=1.00 T7 209.583-197 L2 1/2x2 1/2x3/16 7.76 7.19 174.3 0.90 -1078 6709 0.161 ' Job Page WxTowef Zephyrhills (BU 816298) 38 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle on aobre FAX:(919)661-6350 g Section Elevation Sire L L„ Kl/r A P„ Ratio No. P. ft ft ft in, lb lh gyp" K=1.00 T8 197-181.3 2L2 1/2x2x3/16xl/4 9.22 8.59 129.9 1.62 -1229 21542 0.057' K=1.00 T9 181.3- L2 1/2x2 1/2x3/16 7.57 7.11 172.4 0.90 -1294 6858 0.189' 170.833 K=1.00 T10 170.833- 2L2 1/2x2x3/16xl/4 8.80 7.99 122.9 1.62 -2328 23648 0.098' 146.75 K=1.00 Tll 146.75- 2L2 1/2x2x3/16x 1/4 9.31 8.55 131.8 1.62 -2991 20984 0.143 ' 121.667 K=1.00 T12 121.667- 2L2 1/2x2x3/16x 1/4 9.54 8.85 134.5 1.62 -3580 20192 0.177' 96.5843 K=1.00 T13 96.5843-71.5 2L2 1/2x2x3/16xl/4 9.80 9.16 138.6 1.62 -4145 19014 0.218' K=1.00 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 8.80 8.29 128.2 1.62 -4122 22052 0.187' K=1.00 T15 51.417- 2L2 1/2x2x3/16xl/4 9.08 8.58 130.7 1.62 -4540 21307 0.213' 31.334 K=1.00 T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 8.46 7.57 188.5 1.19 -7341 7564 0.971 ' K=1.00 P„ 1 gyp„controls Redundant Diagonal 2 Design Data Compression Section Elevation Sire L L„ K!/r .9 P„ rpP Ratio No. p„ ft ft ft in= lb lb gyp" T10 170.833- 21-2 1/2x2x3/16xl/4 11.10 10.62 160.7 1.62 -1468 14156 0.104' 146.75 K=1.00 Tll 146.75- 2L2 1/2x2x3/16x 1/4 12.02 11.56 174.9 1.62 -1932 11948 0.162' 121.667 K=1.00 T12 121.667- 21-21/2x2x3/16x1A 12.78 12.34 186.7 1.62 -2398 10477 0.229' 96.5843 K=1.00 T13 96.5843-71.5 2L2 1/2x2x3/16xl/4 13.58 13.16 199.1 1.62 -2872 9219 0.311 ' K=1.00 T14 71.5-51.417 21-21/2x2x3/16x1/4 11.70 11.30 170.9 1.62 -3791 12503 0.303' K=1.00 T15 51.417- 2L2 1/2x2x3/16xl/4 12.22 11.82 178.8 1.62 -4293 11424 0376' 31.334 K=1.00 T16 31.334-0 L3x3x3/16(rz) 10.37 9.87 202.0 1.09 -4503 6033 0.746' K=1.00 P„ /r P„controls Redundant Diagonal (3) Design Data Compression Section Elevation Sire L L„ Kl/r A P. Op. Ratio No. p„ ft ft ft in' lb lb Op" T16 31.334-0 2L 5x3.5x5/16"x3/8" 13.04 12.63 105.2 5.12 -60683 92618 0.655' K=1.00 tnXTower Job Zephyrhills (BU 816298) Page39 of 52 Project Date Professionals To Engineering TEP No. 26146.157540 16:21:19 06/04/18 Professionals 326 Tipon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Section Elevation Size L L„ KUr A P„ +P„ Ratio No. ft ft ft in p„ ' lb lb P„ /rP„controls Redundant Hi 1 Design Data (Compression) Section Elevation Si_e L L„ Ur A p„ +p„ Ratio No, p„ ft ft ft ill= lb Ib W, T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 5.14 5.14 79.2 1.80 -652 42014 0.016' 5/16 K=1.00 P„ /+P„controls Redundant Hi 2 Design Data (Compression) Section Elevation Size L L Kl/r A P„ +p„ Ratio ,Va. P„ ft ft ft in' lb lb +p„ T10 170.833- L31/2x31/2x1/4 11.52 11.52 199.2 1.69 -90 9624 0.009' 146.75 K=1.00 Tll 146.75- 2L2 1/2x2 1/2x3/16x5/l6 12.92 12.92 199.2 1.80 -143 10271 0.014' 121.667 K=1.00 T12 121.667- 2L21/2x3xl/4xl/4 14.38 14.38 229.3 2.63 -110 11277 0.010' 96.5843 K=1.00 T13 96.5843-71.5 2L2 1/2x3x1/4xl/4 15.84 15.84 252.6 2.63 -114 9293 0.012' K=1.00 KL/R>250(C)-571 T14 71.5-51.417 2L 3 x 3 1/2 x 1/4 x 1/4 17.30 17.30 227.3 3.13 -65 13665 0.005' K=1.00 T15 51.417- 2L 3 x 3 1/2 x 1/4 x 1/4 18.47 18.47 242.7 3.13 -66 11989 0.006' 31.334 K=1.00 T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 10.28 10.28 158.5 1.80 -389 16234 0.024' 5/16 K=1.00 P„ /¢P„controls Redundant Hi 3 Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ +p Ratio No. p„ ft ft ft in' Ib lb +p T16 31.334-0 2L21/2x3xl/4xl/4 15.42 15.42 245.8 2.63 -204 9814 0.021 ' K=1.00 P„ /�P„controls e WxTower Job Zephyrhills (BU 816298) Page 40 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon Redundant Hip Diagonal 2 Design Data (Compression) Section Elevation Size L L„ KlIr A P„ Ratio No. P„ f1 fi fi in' lb Ib W, T10 170.833- L31/2x31/2xl/4 16.87 16.87 291.7 1.69 -151 4487 0.034' 146.75 K=1.00 KUR>250(C)-389 TI 1 146.75- L3 1/2x3 1/2x1/4 18.61 18.61 321.9 1.69 -161 3686 0.044' 121.667 K=1.00 KUR>250(C)-450 T12 121.667- 2L21/2x2x3/16xl/4 20.29 20.29 307.1 1.62 -126 3874 0.032' 96.5843 K=1.00 KUR>250(C)-511 T13 96.5843-71.5 2L21/2x2x3/16xl/4 22.00 22.00 332.9 1.62 -127 3296 0.038' K=l.00 KUR>250(C)-572 T14 71.5-51.417 2L2 1/2x2x3/16xl/4 23.17 23.17 350.6 1.62 -76 2972 0.026' K=1.00 KL/R>250(C)-641 T15 51.417- 2L21/2x2x3/16xl/4 24.60 24.60 372.2 1.62 -70 2637 0.027' 31.334 K=1.00 KUR>250(C)-714 T16 31.334-0 2L21/2x2x3/16xl/4 15.40 15.40 233.0 1.62 -362 6732 0.054' K=1.00 P„ controls Redundant Sub-Horizontal Design Data (Compression) Section Elevation Size L L„ KUr A P„ r pll Ratio No. P„ ft fi ft in= Ib lb W, T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.22 -61937 110127 0.562' K=1.00 ' P„ /�P„controls Redundant Sub Diagonal Design Data (Compression) Section Elevation Size L L„ Klhr A P„ r pll Ratio No. ft ft ft in P„ ' Ib lb T16 31.334-0 2L5x31/2x5/16x3/8 9.42 9.42 85.0 5.12 -64095 110962 0.578' K=l.00 ' P„ /�P„controls MxTower Job Page Zephyrhills (BU 816298) 41 of 52 Project Date Tower Professionals TEP No. 26146.157540 16:21:19 06/04/18 Professioi:als 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao g Inner Bracing Design Data (Compression) Section Elevation Sire L L„ Kl/r A P„ r P„ Ratio No. P„ ft ft ft in' lb lb Wp Tl 287.667- L3x3x3/16 10.00 10.00 201.3 1.09 -9 6074 0.002' 280.084 K=1.00 T2 280.084- L3x3x3/16 7.73 7.73 155.7 1.09 -8 10156 0.001 ' 272.5 K=1.00 T3 272.5- L3x3x3/16 11.87 11.87 239.1 1.09 -47 4308 0.011 ' 247.333 K=1.00 T4 247.333- L4x4x1/4 14.98 14.98 226.2 1.94 -84 8568 0.010' 232.583 K=1.00 T5 232.583- L4x4x1/4 11.88 11.88 179.4 1.94 -29 13622 0.002' 222.166 K=I.00 T6 222.166- L4x4x1/4 12.79 12.79 193.1 1.94 -21 11753 0.002' 209.583 K=1.00 T7 209.583-197 2L3x2x3/16x5/16 19.65 19.65 280.9 1.80 -147 5168 0.028' K=1.00 KL/R>250(C)-237 T8 197-181.3 L7x4x3/8 14.99 14.99 159.2 3.98 45 35473 0.001 ' K=1.00 T9 181.3- L3 1/2x2 1/2xl/4 16.36 16.36 266.8 1.44 -39 4570 0.009' 170.833 K=1.00 KL/R>250(C)-333 T10 170.833- L3x3x3/16 17.28 17.28 220.8 1.09 -69 5051 0.014' 146.75 K=1.00 Tll 146.75- L5x3x1/4 19.38 19.38 270.1 1.94 -88 6006 0.015' 121.667 K=1.00 KL/R>250(C)-454 T12 121.667- 2L3 1/2x3 1/2xl/4x5/16 21.57 21.57 168.8 3.38 -70 26747 0.003' 96.5843 K=1.00 T13 96.5843-71.5 2L2x2-1/2x3/16x5/16 23.76 23.76 2403 1.62 -70 6326 0.011 ' K=1.00 T14 71.5-51.417 2L2 1/2x2 1/2x3/16x5/16 25.96 25.96 273.8 1.80 -39 5439 0.011 ' K=1.00 KL/R>250(C)-646 T15 51.417- 2L21/2x3xl/4xl/4 27.71 27.71 242.0 2.63 -65 10126 0.006' 31.334 K=1.00 T16 31.334-0 2L2 1/2x2 1/2x3/16x5/16 29.47 29.47 310.8 1.80 -78 4220 0.018' K=1.00 KL/R>250(C)-828 ' P„ /r P„controls Tension Checks Leg Design Data Tension Section Elevation Size L L„ Kl/r A P„ Ratio No. P„ ft ft ft in= lb 1b OPn T1 287.667- L5x5x5/16 7.61 7.61 58.2 3.03 310 136350 0.002' 280.084 T2 280.084- L5x5x5/16 7.61 7.61 58.2 2.48 827 121052 0.007' 272.5 e MxTower Job Zephyrhills (BU 816298) Page 42 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Section Elevation Si=e L L„ Kl/r A P„ �Pn Ratio No. P„ ft ft ft in1 lb lb VP T3 272.5- L5x5x1/2 25.26 6.32 49.2 3.88 9463 188906 0.050' 247.333 T4 247.333- L8x8x5/8 14.81 7.40 35.7 9.61 24437 432450 0.057' 232.583 T5 232.583- L8x8x5/8 10.46 5.23 25.2 8.52 30564 415167 0.074' 222.166 T6 222.166- L8x8x5/8 12.63 6.32 30.4 9.61 40415 432450 0.093' 209.583 T7 209.583-197 L8x8x5/8 12.63 6.32 30.4 8.36 53128 407550 0.130' T8 197-181.3 L8x8xl 1/8 15.76 7.88 39.1 16.70 67546 751500 0.090' T9 181.3- L8x8xl 1/8 10.51 5.25 26.0 14.45 92020 704438 0.131 ' 170.833 T10 170.833- L8x8xl 1/8 24.17 8.06 40.0 14.17 109602 690727 0.159' 146.75 T11 146.75- L8x8x3/4 25.18 8.39 40.8 9.71 152958 473484 0.323' 121.667 T12 121.667- L8x8x1 25.18 8.39 41.3 12.75 201001 621563 0.323 ' 96.5843 T13 96.5843-71.5 L8x8x1 1/8 25.18 8.39 41.6 13.89 250462 677016 0.370' T14 71.5-51.417 L8x8x11/8 20.16 6.72 33.3 13.89 305708 677016 0.452' T15 51.417- L8x8xl 1/8 20.16 6.72 33.3 13.89 349413 677016 0.516' 31.334 T16 31.334-0 L8x8xl 1/8 31.45 7.86 39.0 13.89 333540 677016 0.493 ' ' P„ /r P„controls Diagonal Design Data Tension Section Elevation Si_e L L„ Kl/r A P �P Ratio No. P„ ft ft ft in' lb !b �P. T1 287.667- 2L21/2x2x3/16x5/16 9.36 8.55 136.3 0.97 855 42056 0.020' 280.084 T2 280.084- 2L21/2x2x3/16x5/16 9.64 8.85 140.8 0.97 3120 42056 0.074' 272.5 T3 272.5- 21-21/2x21/2x1/4x5/16 14.67 13.80 147.0 1.45 7801 63211 0.123' 247.333 T4 247.333- 2L3x2 1/2xl/4x1/4 11.19 10.29 136.4 1.64 7616 71367 0.107' 232.583 TS 232.583- 2L2 1/2x3x1/4xl/4 13.81 12.66 113.8 1.64 10063 71367 0.141 ' 222.166 T6 222.166- 2L2 ILA 1/2xl/4x5/16 15.98 7.67 130.4 1.83 12515 79523 0.157' 209.583 T7 209.583- 197 21-2 1/2x3 1/2xl/4x5/16 16.47 7.91 134.4 1.83 14951 79523 0.188' T8 197-181.3 2L 3 1/2 x 4 x 1/4 x 1/4 1953 18.13 126.1 2.39 22484 103992 0.216' T9 181.3- 2L 3 x 3 1/2 x 1/4 x 1/4 16.10 14.83 117.2 2.02 21162 87680 0.241 ' 170.833 T10 170.833- 21-31/2x5x5/16x5/16 27.75 8.65 107.7 3.43 38144 149106 0.256' 146.75 Tll 146.75- 21-31/2x5x5/16x5/16 29.40 9.29 114.1 3.43 42555 149106 0.285' 121.667 T12 121.667- 21-31/2x5x5/16x5/16 30.23 9.57 117.3 3.43 45529 149106 0.305' 96.5843 T13 96.5843-71.5 21-3 1/2x5x5/16x5/16 31.12 9.86 120.8 3.43 50604 149106 0.339' T14 71.5-51.417 2L 3 1/2 x 4 x 1/4 x 1/4 28.09 17.74 121.3 2.39 46336 103992 0.446' T15 51.417- 2L31/2x4x5/16xl/2 28.96 18.52 118.6 2.96 48105 128716 0.374' tnxTower Job Zephyrhills (BU 816298) Page43 of 52 Project Date Tower Engineering ProfessionalsTEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao g Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. P. ft ft ft i,r' lb lb Op 31.334 T16 31.334-0 2L5x5x3/8 x 1/2 26.59 8.86 68.3 4.85 81911 211043 0.383' P„ /�P„controls Horizontal Design Data Tension Section Elevation Size L L„ Kl/r A P„ Op„ Ratio No. P" ft ft ft in= lb lb Op„ T2 280.084- 2L21/2x2x3/16x5/16 10.94 5.26 79.6 0.97 1981 42056 0.047' 272.5 T3 272.5- 2L2x2x3/16x5/16 13.43 6.28 126.5 0.83 4038 35939 0.112' 247.333 T4 247.333- 2L2 1/2x2x3/16x5/16 15.89 7.38 115.2 0.97 6020 42056 0.143' 232.583 T5 232.583- 2L5x3 1/2x5/16x5/16 16.81 7.75 67.6 3.43 6832 149106 0.046' 222.166 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 122.2 1.11 7904 48173 0.164' 209.583 T8 197-18 L3 2L5x3x5/16x5/16 21.20 10.27 103.1 3.19 13730 138911 0.099•' T9 181.3- 2L6x3.5x5/16"x5/16" 23.14 10.91 99.4 3.90 16548 169497 0.098' 170.833 T10 170.833- 2L3 1/2x2 1/2xl/4x5/16 24.44 1156 133.9 1.83 19270 79523 0.242' 146.75 T11 146.75- 2L5x3 1/2x5/16x5/16 27.41 13.05 112.1 3.43 22700 149106 0.152' 121.667 T12 121.667- 2L4x3xl/4xl/4 30.51 14.60 144.1 2.20 26050 95836 0.272' 96.5843 T13 96.5843-71.5 2LAx3 1/2x5/16x1/4 33.61 16.15 157.0 2.96 30665 128716 0.238' T14 71.5-51.417 2L3 1/2x2 1/2xl/4 36.71 18.02 225.7 1.93 33277 79687 0.418' T15 51.417- 2L31/2x21/2x1/4 39.19 19.26 241.3 1.83 35921 79687 0.451 ' 31.334 T16 31.334-0 2L6x4x7/16xl/2 41.67 14.88 109.4 5.70 77915 248001 0314' P„ /�P„controls Top Girt Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ pP Ratio No. p„ ft ft j� in' 16 lb �P" TI 287.667- L3x21/2xl/4 10.00 4.56 76.5 0.82 518 35602 0.015' 280.084 T3 272.5- L5x3x1/4 11.87 5.50 79.8 1.29 3035 56156 0.054' 247.333 T4 247.333- 2L3 I/2x2 1/2xl/4x5/16 14.98 7.05 82.1 1.83 5369 79523 0.068' 232.583 T7 209.583-197 2L3x2x3/16x5/16 19.65 9.17 133.1 1.11 9498 48173 0.197' Job Page MxTowe� Zephyrhills (BU 816298) 44 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX:(919)661-6350 P„ /rpP„controls Redundant Horizontal 1 Design Data Tension Section Elevation Sire L L„ Klb• A P. �P„ Ratio No. P. ft ft ft in' lb lb �P T3 272.5- L2 1/2x2x3/16 3.36' 3.15 63.0 0.81 236 26212 0.009' 247.333 T5 232.583- L21/2x11/2x3/16 4.20 3.87 109.9 0.71 753 23161 0.033' 222.166 T6 222.166- L2 1/2x2x3/16 4.52 4.19 83.8 0.81 902 26212 0.034' 209.583 T7 209.583-197 L2 1/2x2x3/16 4.91 4.58 91.6 0.81 1365 26212 0.052' T8 197-181.3 21,2 1/2x2x3/16xl/4 5.30 4.97 75.2 1.62 1404 52397 0.027' T9 181.3- L2 1/2x2x3/16 5.79 5.45 109.1 0.81 1972 26212 0.075' 170.833 T10 170.833- L21/2xl 1/2x3/16 4.07 3.74 106.3 0.71 2154 23161 0.093 ' 146.75 T11 146.75- L21/2xl 1/2x3/16 4.57 4.24 120.3 0.71 2937 23161 0.127' 121.667 T12 121.667- L21/2x11/2x3/16 5.08 4.75 135.0 0.71 3816 23161 0.165' 96.5843 T13 96.5843-71.5 L2 1/2x2x3/16 5.60 5.27 105.4 0.81 4738 26212 0.181 ' T14 71.5-51.417 L2 1/2x2x3/16 6.12 5.78 115.7 0.81 5728 26212 0.219' T15 51.417- 21-21/2x2x3/16xl/4 6.53 6.20 93.8 1.62 6532 52397 0.125' 31.334 T16 31.334-0 L2 1/2x2 1/2xl/4(rz) 3.63 3.30 82.2 1.19 6309 38556 0.16V P„ l�P„controls Redundant Horizontal 2 Design Data Tension Section Elevation Sire L L„ Kl/t• A P. Ratio No. P„ ft ft ft in= lb lb �P„ T10 170.833- L2 1/2x2 1/2x3/16 8.14 7.81 120.5 0.90 2154 29225 0.074' 146.75 T11 146.75 L3x3x3/16 9.14 8.80 112.5 1.09 2937 35316 0.083 ' 121.667 T12 121.667- L3x3x3/16 10.17 9.84 125.7 1.09 3816 35316 0.108' 96.5843 T13 96.5843-71.5 L3x3x1/4 11.20 10.87 140.3 1.44 4738 46656 0.102' T14 71.5-51.417 2L2 1/2x2 1/2x3/16 12.24 11.90 183.6 1.80 5728 58320 0.098' T15 51.417- 21-2 1/2 x 2 1/2 x 3/16 x 13.06 12.73 196.3 1.80 6532 58472 0.112 31.334 5/16 T16 31.334-0 L21/2x21/2x1/4(rz) 7.27 6.93 172.6 1.19 6309 38556 0.164' P„ /r P„controls Redundant Horizontal 3 Design Data Tension tnxTower Job Page Zephyrhills(BU 816298) 45 of 52 Project Date Tower Engineering Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao g Section Elevation Si_e L L„ KIh• A P„ �P„ Ratio No. P„ ft ft ft in' Ib lb �P T16 31.334-0 2L3x3xl/4xl/2 10.90 10.57 137.6 2.90 6309 94074 0.067' P„ /¢P„controls Redundant Diagonal 1 Design Data Tension Section Elevation Sire L L„ Kib- A P„ Ratio No. P ft jt ft in' lb 1b �P� T3 272.5- L2 1/2x2x3/16 6.97 6.48 129.7 0.81 277 26212 0.011 ' 247.333 T5 232.583- L21/2x2x3/16 6.50 5.95 119.0 0.81 599 26212 0.023' 222.166 T6 222.166- L21/2x21/2x3/16 7.54 6.93 106.9 0.90 766 29225 0.026' 209.583 T7 209.583-197 L2 1/2x2 1/2x3/16 7.76 7.19 110.9 0.90 1081 29225 0.037' T8 197-181.3 2L2 1/2x2x3/16x 1 A 9.22 8.59 129.9 1.62 1225 52397 0.023' T9 181.3- L2 1/2x2 1/2x3/16 7.57 7.11 109.7 0.90 1295 29225 0.044' 170.833 TIO 170.833- 2L2 1/2x2x3/16xl/4 8.80 7.99 120.9 1.62 2328 52397 0.044' 146.75 TI 1 146.75- 2L2 1/2x2x3/16x 1 A 9.31 8.55 129.3 1.62 2991 52397 0.057' 121.667 T12 121.667- 2L2 1/2x2x3/16xl/4 9.54 8.85 133.9 1.62 3580 52397 0.068' 96.5843 T13 96.5843-71.5 21-2 1/2x2x3/16xl/4 9.80 9.16 138.6 1.62 4145 52397 0.079' T14 71.5-51.417 2L2 1/2x2x3/16xl/4 8.80 8.29 125.5 1.62 4122 52397 0.079' T15 51.417- 2L2 1/2x2x3/16xl/4 9.08 8.58 129.9 1.62 4540 52397 0.087' 31.334 T16 31.334-0 L21/2x21/2x1/4(rc) 8.46 7.57 188.5 1.19 7341 38556 0.190' P„ /OP„controls Redundant Diagonal 2 Design Data Tension Section Elevation Si_e L L„ Kill- A P„ Ratio No. P„ ft ft jt in= lb Ib ON T10 170.833- 21-2 1/2x2x3/16xl/4 11.10 10.62 160.7 1.62 1605 52397 0.031 ' 146.75 Tl1 146.75- 21-21/2x2x3/16x1/4 12.02 11.56 174.9 1.62 2024 52397 0.039' 121.667 T12 121.667- 2L2 1/2x2x3/16x 1/4 12.78 12.34 186.7 1.62 2460 52397 0.047' 96.5843 T13 96.5843-715 2L21/2.x2x3/16x1/4 1358 13.16 199.1 1.62 2932 52397 0.056' T14 71.5-51.417 21-21/2x2x3/16x1/4 11.70 11.30 170.9 1.62 3652 52397 0.070' T15 51.417- 2L2 1/2x2x3/16xl/4 12.22 11.82 178.8 1.62 4073 52397 0.078' 31.334 T16 31.334-0 L3x3x3/16(rz) 10.37 9.87 202.0 1.09 4503 35316 0.127' Job Page WxTowe� Zephyrhills (BU 816298) 46 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tq-on Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aObregOn ' P„ /�P„controls Redundant Diagonal 3 Design Data Tension Section Elevation Size L L„ Kl/r A P. qlP„ Ratio No. P„ ft ft ft in' !b lb V. T16 31.334-0 2L 5x3.5x5/16"x3/8" 13.04 12.63 105.2 5.12 54949 165888 0.331 ' ' P„ /�P„controls Redundant Hi 1 Design Data Tension Section Elevation Size L L„ Ur A P. �P„ Ratio No. P„ jt ft ft in' !b lb V,I T16 31.334-0 21-2 1/2 x 2 1/2 x 3/16 x 5.14 5.14 79.2 1.80 828 58472 0.014' 5/16 'P„ /OP„controls Redundant Hi 2) Design Data (Tension) Section Elevation Size L L„ KUr A P„ 4)P„ Ratio No. P„ f ft jt in lb lb V"' T10 170.833- L3 1/2x3 1/2x1/4 11.52 11.52 126.8 1.69 35 54756 0.001 ' 146.75 Tl 1 146.75- 21-2 1/2x2 1/2x3/16x5/16 12.92 12.92 199.2 1.80 94 58472 0.002'' 121.667 T12 121.667- 21-21/2x3x1/4xl/4 14.38 14.38 229.3 2.63 45 85050 0.001 ' 96.5843 T13 96.5843-71.5 21-2 1/2x3x1/4x1/4 15.84 15.84 252.6 2.63 41 85050 0.000' T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 10.28 10.28 158.5 1.80 233 58472 0.004' 5/16 ' P„ /r P„controls Redundant Hi 3 Design Data (Tension) Section Elevation Size L L„ Ur A P. �P„ Ratio No. P. ft ft ft in' lb lb 41p" T16 31.334-0 2L21/2x3xl/4xl/4 15.42 15.42 245.8 2.63 52 85050 0.001 ' in Tower Job Zephyrhills (BU 816298) Page of 52 Tower Engineerit:g Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao g P„ /�P„controls Redundant Hip Diagonal 2 Design Data Tension Section Elevation Sire L L„ Klb• A P. �P„ Ratio No. p„ ft ft ft in' lb lb gyp„ T10 170.833- L3 1/2x3 1/2x 1 A 16.87 16.87 185.7 1.69 140 54756 0.003 ' 146.75 T11 146.75- L31/2x31/2x1/4 18.61 18.61 204.9 1.69 148 54756 0.003' 121.667 T12 121.667- 2L21/2x2x3/16xl/4 20.29 20.29 307.1 1.62 112 52397 0.002' 96.5843 T13 96.5843-71.5 2L21/2x2x3/16xl/4 22.00 22.00 332.9 1.62 113 52397 0002' T14 71.5-51.417 2L2 1/2x2x3/16xl/4 23.17 23.17 350.6 1.62 63 52397 0.001 ' T15 51.417- 2L21/2x2x3/16xl/4 24.60 24.60 372.2 1.62 56 52397 0.001 ' 31.334 T16 31.334-0 2L2 1/2x2x3/16x1/4 15.40 15.40 233.0 1.62 322 52397 0.006 r r P„ /�P„controls Redundant Sub-Horizontal Design Data Tension Section Elevation Sire L L„ Ur A P„ +P„ Ratio No. P„ ft ft ft irr' lb lb gyp„ T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.22 48837 233928 0.209' P„ /�P„controls Redundant Sub Diagonal Design Data Tension Section Elevation Sire L L„ Kl/r A P„ �P„ Ratio No. P„ ft fi ft in-, lb lb +p„ T16 31.334-0 21,501/2x5/16x3/8 9.42 9.42 78.0 5.12 62544 165888 0.377' P„ /+P„controls Inner Bracing Design Data Tension Section Elevation Sire L L„ KlAr A P„ Ratio No. p„ fi ft ft in= lb 1b W, TI 287.667- L3x3x3/16 7.07 7.07 90.4 1.09 12 35316 0.000 r 280.084 T3 272.5- L3x3x3/16 8.40 8.40 107.3 1.09 65 35316 0.002' Job Page WxTower Zephyrhills (BU 816298) 48 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX..-(919)661-6350 aobregon Section Elevation Si_e L L„ Kl/r A P„ Ratio No. P„ fr ft ft 1. 112 lb lb 247.333 T4 247.333- L4x4x 1/4 10.59 10.59 101.7 1.94 102 62856 0.002' 232.583 T7 209.583-197 2L3x2x3/16x5/16 13.89 13.89 194.8 1.80 201 58472 0.003' TIO 170.833- L3x3x3/16 17.28 17.28 220.8 1.09 26 35316 0.001 ' 146.75 Tl 1 146.75- L5x3x1/4 19.38 19.38 270.1 1.94 15 62856 0.000' 121.667 T13 96.5843-71.5 2L2x2-1/2x3/16x5/16 23.76 23.76 475.0 1.62 2 52397 0.000' T14 71.5-51.417 2L2 1/2x2 1/2x3/16x5/16 25.96 25.96 400.2 1.80 1 58472 0.000' P„ /�P„controls Section Capacity Table Section Elevation Component Ske Critical P opalk,,. % Pass No. ft Type Element lb lb Capacit), Fail Tl 287.667- Leg L5x5x5/16 3 -957 68151 1.4 Pass 280.084 T2 280.084-272.5 Leg L5x5x5/16 25 -2397 68151 3.5 Pass' 5.1(b) T3 272.5-247.333 Leg L5x5x1/2 46 -13545 138404 9.8 Pass T4 247.333- Leg L8x8x5/8 114 -31737 343201 9.2 Pass 232.583 T5 232.583- Leg L8x8x5/8 152 -39779 385363 103 Pass 222.166 18.5(b) T6 222.166- Leg L8x8x5/8 189 -52050 365491 14.2 Pass 209.583 T7 209.533- 197 Leg L8x8x5/8 226 -68352 365491 18.7 Pass 23.4(b) T8 197-181.3 Leg L8x8x 1 1/8 263 -89646 574459 15.6 Pass T9 181.3-170.833 Leg L8x8xl 1/8 300 -118735 666923 17.8 Pass 30.5(b) TIO 170.833-146.75 Leg L8x8xl 1/8 337 -141863 567438 25.0 Pass 37.2(b) Tl I 146.75-121.667 Leg L8x8x3/4 398 -193756 381148 50.8 Pass T12 121.667- Leg L8x8xl 459 -252609 497680 50.8 Pass 96.5843 T13 96.5843-71.5 Leg L8x8xl 1/8 520 -313836 554066 56.6 Pass T14 71.5-51.417 Leg L8x8xl 1/8 581 -379528 618134 61.4 Pass T15 51.417-31.334 Leg L8x8xl 1/8 654 -432981 618134 70.0 Pass T16 31.334-0 Leg L8x8x11/8 729 -416546 575107 72.4 Pass TI 287.667- Diagonal 2L2 1/2x2x3/16x5/16 19 -1033 22393 4.6 Pass 280.084 T2 280.084-272.5 Diagonal 2L2 1/2x2x3/16x5/16 33 -3322 21328 15.6 Pass T3 272.5-247.333 Diagonal 21-21/2x21/2xl/4x5/16 71 -8102 24116 33.6 Pass T4 247.333- Diagonal 2L3x21/2xl/4xl/4 133 -8102 36624 22.1 Pass 232.583 T5 232.583- Diagonal 2L2 1/2x3x 1/4x 1/4 170 -10625 42679 24.9 Pass 222.166 T6 222.166- Diagonal 2L2 1/2x3 1/2xl/4x5/16 207 -12934 41469 31.2 Pass 209.583 T7 209.583-197 Diagonal 21-2 1/2x3 1/2xl/4x5/16 250 -15539 39835 39.0 Pass T8 197-181.3 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 281 -23424 51755 45.3 Pass T9 181.3-170.833 Diagonal 2L 3 x 3 1/2 x 1/4 x 1/4 318 -22067 49651 44.4 Pass TIO 170.833-146.75 Diagonal 2L3 1/2x5x5/16x5/16 365 -38893 88823 43.8 Pass Job Page WxTower Zephyrhills (BU 816298) 49 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tiyon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle onbre FAX:(919)661-6350 ao 9 Section Elevation Component Sire Critical P oP"11,,,,, % Pass No ft Type Element lb lb Capacity Fail Tl 1 146.75-121.667 Diagonal 2L3 1/2x5x5/16x5/16 426 -43795 92639 53.0 Pass T12 121.667- Diagonal 2L31/2x5x5/16x5/16 487 -47010 79555 59.1 Pass 96.5843 T13 96.5843-715 Diagonal 2L31/2x5x5/l6x5/16 548 -51935 76300 68.1 Pass T14 71.5-51.417 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 613 -47704 53656 88.9 Pass T15 51.417-31.334 Diagonal 2L31/2x4x5/16xl/2 686 -49751 67547 73.7 Pass T16 31.334-0 Diagonal 2L5x5x3/8xl/2 775 -94125 144191 65.3 Pass T2 280.084-272 5 Horizontal 2L2 1/2x2x3/16x5/16 32 -1978 29914 6.6 Pass T3 272.5-247.333 Horizontal 2L2x2x3/16x5/16 70 -4045 21274 19.0 Pass T4 247.333- Horizontal 2L2 1/2x2x3/16x5/16 132 -5907 26070 22.7 Pass 232.583 T5 232.583- Horizontal 2L5x3 1/2x5/16x5/16 169 -6803 121635 5.6 Pass 222.166 10.1(b) T6 222.166- Horizontal 2L3x2x3/16x5/16 206 -7873 23997 32.8 Pass 209.583 T8 197-181.3 Horizontal 2L5x3x5/16x5/16 280 -13725 65215 21.0 Pass T9 181.3-170.833 Horizontal 2L6x3.5x5/l6"x5/l6" 317 -16552 97350 17.0 Pass 24.3(b) T10 170.833-146.75 Horizontal 2L3 1/2x2 1/2xl/4x5/16 364 -19296 34325 56.2 Pass TI I 146.75-121.667 Horizontal 2L5x3 1/2x5/16x5/l6 425 -22727 82937 27.4 Pass 33.4(b) T12 121.667- Horizontal 2L4x3xl/4xl/4 486 -26085 35919 72.6 Pass 96.5843 T13 965843-715 Horizontal 2L4x3 1/2x5/16xl/4 547 -30700 47676 64.4 Pass T14 71.5-51.417 Horizontal 2L3 1/2x2 1/2xl/4 612 -33293 47720 69.8 Pass T15 51.417-31.334 Horizontal 2L31/2x21/2x1/4 685 -35939 43373 82.9 Pass T16 31.334-0 Horizontal 2L6x4x7/16xl/2 798 -72972 142997 51.0 Pass 54.4(b) Tl 287.667- Top Girt L3x21/2xl/4 7 -548 21969 2.5 Pass 280.084 T3 272.5-247.333 Top Girt L5x3xl/4 49 -3024 29559 10.2 Pass T4 247.333- Top Girt 2L3 1/2x2 l/2xl/4x5/16 119 -5317 59488 8.9 Pass 232.583 12.8(b) T7 209583- 197 Top Girt 2L3x2x3/16x5/16 231 -9460 20890 45.3 Pass T3 272.5-247.333 Redund Horz 1 L2 1/2x2x3/16 79 -241 14792 1.6 Pass Bracing T5 232.583- Redund Horz I L2 1/2xl 1/2x3/16 178 -768 8020 9.6 Pass 222.166 Bracing T6 222.166- Redund Horz I L2 1/2x2x3/16 215 -915 12457 7.3 Pass 209.583 Bracing T7 209583-197 Redund Horz 1 L2 1/2x2x3/16 254 -1369 10964 12.5 Pass Bracing T8 197-181.3 Redund Harz 1 2L2 1/2x2x3/16x1/4 289 -1400 35270 4.0 Pass Bracing T9 181.3-170.833 Redund Horz 1 L2 1/2x2x3/16 329 -1973 7785 25.3 Pass Bracing T10 170.833-146.75 Redund Horz I L2 1/2x1 1/2x3/16 347 -2154 8583 25.1 Pass Bracing Tl 1 146.75-121.667 Redund Horz I L2 1/2xl 1/2x3/16 408 -2937 6691 43.9 Pass Bracing T12 121.667- Redund Horz I L21/2xl 1/2x3/16 493 -3816 5315 71.8 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Horz I L2 1/2x2x3/16 554 -4738 8338 56.8 Pass Bracing T14 71.5-51.417 Redund Horz I L2 1/2x2x3/16 592 -5728 8073 70.9 Pass Bracing TIS 51.417-31.334 Redund Horz 1 2L2 1/2x2x3/16xl/4 665 -6532 30173 21.6 Pass Bracing T16 31.334-0 Redund Horz 1 L2 1/2x2 1/2xl/4(rz) 783 -6309 27022 233 Pass Bracing TI O 170.833-146.75 Redund Horz 2 L2 1/2x2 1/2x3/16 348 -2154 5682 37.9 Pass e tnxTower Job Zephyrhills Pa(BU 816298) g 50 of 52 Tower Engineering Project Date Professionals TEP No. 26146.157540 16:21:19 06/04/18 326 Tgon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 aobregon Section Elevation Component Size Critical P op"11- % Pass No. /t T}pe Element lh lh Capach)5 Fail Bracing Tl 1 146.75-121.667 Redund Harz 2 L3x3x3/16 409 -2937 7838 37.5 Pass Bracing T12 121.667- Redund Harz 2 L3x3x3/16 502 -3816 6278 60.8 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Harz 2 L3x3x1/4 555 -4738 6701 70.7 Pass Bracing T14 71.5-5l 417 Redund Harz 2 2L2 1/2x2 1/2x3/16 593 -5728 7139 80.2 Pass Bracing T15 51.417-31.334 Redund Harz 2 2L2 1/2 x 2 1/2 x 3/16 x 5/16 666 -6532 10583 61.7 Pass Bracing T16 31.334-0 Redund Harz 2 L21/2x21/2x1/4(rz) 801 -6309 9020 69.9 Pass Bracing T16 31.334-0 Redund Harz 3 2L3x3xl/4xl/2 786 -6309 34650 18.2 Pass Bracing T3 272.5-247.333 Redund Diag 1 L2 1/2x2x3/16 80 -246 5506 4.5 Pass Bracing T5 232.583- Redund Diag I L2 1/2x2x3/16 175 -587 6546 9.0 Pass 222.166 Bracing T6 222.166- Redund Diag l L2 1/2x2 1/2x3/16 205 -756 7213 10.5 Pass 209.583 Bracing T7 209.583- 197 Redund Diag 1 L2 1/2x2 1/2x3/16 255 -1078 6709 16.1 Pass Bracing T8 197-181.3 Redund Diag 1 2L2 1/2x2x3/16xl/4 279 -1229 21542 5.7 Pass Bracing T9 181.3-170.833 Redund Diag I L2 1/2x2 1/2x3/16 313 -1294 6858 18.9 Pass Bracing T10 170.833-146.75 Redund Diag I 2L2 1/2x2x3/16xl/4 349 -2328 23648 9.8 Pass Bracing T11 146.75-121.667 Redund Diag I 2L2 1/2x2x3/16xl/4 410 -2991 20984 14.3 Pass Bracing T12 121.667- Redund Diag 1 2L2 1/2x2x3/16xl/4 503 -3580 20192 17.7 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 1 2L2 1/2x2x3/16x 1/4 556 -4145 19014 21.8 Pass Bracing T14 71.5-51.417 Redund Diag l 2L2 1/2x2x3/16xl/4 594 -4122 22052 18.7 Pass Bracing T15 51.417-31.334 Redund Diagl 2L2 1/2x2x3/16xl/4 667 -4540 21307 21.3 Pass Bracing T16 31.334-0 Redund Diag 1 L2 1/2x2 1/2xl/4(rz) 802 -7341 7564 97.1 Pass Bracing T10 170.833-146.75 Redund Diag 2 2L2 1/2x2x3/16xl/4 350 -1468 14156 10.4 Pass Bracing Tl 1 146.75-121.667 Redund Diag 2 2L2 1/2x2x3/16x 1 A 411 -1932 11948 16.2 Pass Bracing T12 121.667- Redund Diag 2 2L2 1/2x2x3/16xl/4 496 -2398 10477 22.9 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 2 2L2 1/2x2x3/16x 1 A 565 -2872 9219 31.1 Pass Bracing T14 71.5-51.417 Redund Diag 2 2L2 1/2x2x3/16xl/4 602 -3791 12503 30.3 Pass Bracing T15 51.417-31.334 Redund Diag l 2L2 1/2x2x3/16xl/4 675 -4293 11424 37.6 Pass Bracing T16 31.334-0 Redund Diag 2 L3x3x3/16(rz) 787 -4503 6033 74.6 Pass Bracing T16 31.334-0 Redund Diag 3 2L 5x3.5x5/16"x3/8" 812 -60683 92618 65.5 Pass Bracing T16 31.334-0 Redund Hip I 2L2 1/2 x 2 1/2 x 3116 x 5/16 766 -652 42014 1.6 Pass Bracing T10 170.833-146.75 Redund Hip 2 L3 1/2x3 1/2x1/4 388 -90 9624 0.9 Pass Bracing tIZXTOIVVe/' Job Page Zephyrhills (BU 816298) 51 of 52 Tower Engineering Project Date Professiotais TEP No. 26146.157540 16:21:19 06/04/18 326 Tipon Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle signed by FAX:(919)661-6350 9on Section Elevation Component SLe G•ilical P OP 11,,,,, % Pass No. It Tj pe Element lb lb Capachy Fail TI 1 146.75-121.667 Redund Hip 2 21-2 1/2x2 1/2x3/16x5/16 449 -143 10271 1.4 Pass Bracing T12 121.667- Redund Hip 2 2L21/2x3xl/4xl/4 510 -110 11277 1.0 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Hip 2 21-21/2x3xl/4xl/4 571 -114 9293 1.2 Pass Bracing T14 71.5-51.417 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 640 -65 13665 0.5 Pass Bracing T15 51.417-31.334 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 713 -66 11989 0.6 Pass Bracing T16 31.334-0 Redund Hip 2 21-2 1/2 x 2 1/2 x 3/16 x 5/16 791 -389 16234 2.4 Pass Bracing T16 31.334-0 Redund Hip 3 21-21/2x3xl/4xl/4 816 -204 9814 2.1 Pass Bracing Tl0 170.833-146.75 Redund Hip Diagonal L3 1/2x3 1/2xl/4 389 -151 4437 3.4 Pass 2 Bracing Tl 1 146.75-121.667 Redund Hip Diagonal L3 1/2x3 1/2xl/4 450 -161 3686 4.4 Pass 2 Bracing T12 121.667- Redund Hip Diagonal 21-2 1/2x2x3/16xl/4 511 -126 3874 3.2 Pass 96.5843 2 Bracing T13 96.5843-71.5 Redund Hip Diagonal 21-2 1/2x2x3/16xl/4 572 -127 3296 3.8 Pass 2 Bracing T14 71.5-51.417 Redund Hip Diagonal 21-2 1/2x2x3/16xl/4 641 -76 2972 2.6 Pass 2 Bracing T15 51.417-31.334 Redund Hip Diagonal 21-21/2x2x3/16xl/4 714 -70 2637 2.7 Pass 2 Bracing T16 31.334-0 Redund Hip Diagonal 21-2 1/2x2x3/16xl/4 817 -362 6732 5.4 Pass 2 Bracing T16 31.334-0 Redund Sub Horz 2LSx5x3/8 813 -61937 110127 56.2 Pass Bracing T16 31.334-0 Redund Sub 2L5x3 l/2x5/l6x3/8 794 -64095 110962 S7.8 Pass Diagonal Bracing TI 287.667- Inner Bracing L3x3x3/16 13 -9 6074 0.2 Pass 280.084 T2 280.084-272.5 Inner Bracing L3x3x3/16 42 -2 5078 02 Pass T3 272.5-247.333 Inner Bracing L3x3x3/16 55 47 4308 1.1 Pass T4 247.333- Inner Bracing L4x4x1A 125 -84 8568 1.0 Pass 232.583 T5 232.583- Inner Bracing L4x4x1/4 187 -4 6811 0.4 Pass 222.166 T6 222.166- Inner Bracing L4x4x1A 224 -5 5876 0.4 Pass 209.583 T7 209.583-197 Inner Bracing 2L3x2x3/16x5/16 237 -147 5168 2.8 Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 -1 1 17736 0.6 Pass T9 181.3-170.833 Inner Bracing L3 1/2x2 1/2xl/4 333 -39 4570 0.9 Pass Tl0 170.833-146.75 inner Bracing L3x3x3/16 394 -69 5051 1.4 Pass Tl 1 146.75-121.667 Inner Bracing L5x3xl/4 454 -88 6006 1.5 Pass T12 121.667- Inner Bracing 21-31/2x31/2xl/4x5/16 518 -14 13660 0.6 Pass 96.5843 T13 96.5843-71.5 Inner Bracing 2L2x2-1/2x3/16x5/16 576 -70 6326 1.1 Pass T14 71.5-51.417 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 646 -59 5439 1.1 Pass T15 51.417-31.334 Inner Bracing 2L2 1/2x3xl/4xl/4 721 -14 5166 0.8 Pass T16 31.334-0 Inner Bracing 21-2 1/2x2 1/2x3/16x5/16 828 -78 4220 1.8 Pass Summary Leg(T16) 72.4 Pass Diagonal 88.9 Pass (T14) Horizontal 82.9 Pass (T15) Top Girt 45.3 Pass (T7) WxTower Job Zephyrhills (BU 816298) Page52 of 52 Tower Engineering Project Date Professiat:ais TEP No. 26146.157540 16:21:19 06/04/18 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle aobregon FAX. (919)661-6350 Section Elevation Component Size Critical P oP„Ho", % Pass No. f Type Element lb lb Capacity Fail Redund 71.8 Pass Horz I Bracing (Tl2) Redund 80.2 Pass Horz 2 Bracing (T14) Redund 18.2 Pass Horz 3 Bracing (T16) Redund 97.1 Pass Diag I Bracing (T16) Redund 74.6 Pass Diag 2 Bracing (T16) Redund 65.5 Pass Diag 3 Bracing (T16) Redund Hip 1.6 Pass I Bracing (T16) Redund Hip 2.4 Pass 2 Bracing (T16) Redund Hip 2.1 Pass 3 Bracing (T16) Redund Hip 5.4 Pass Diagonal 2 Bracing (T16) Redund Sub 56.2 Pass Horz Bracing (T16) Redund Sub 57.8 Pass Diagonal Bracing (T16) Inner 2.8 Pass Bracing(T7) Bolt Checks 70.8 Pass RATING= 97.1 Pass Program Version.7.0.5.1-2/1/2016 File:C:/Users/aobregon/DocumentsfM runs/Zephyrhills 26146 SDD/98252_157540_816298 ZEPHYRHILLS SDD/tnxTower/816298 LC4.eri June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 616298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 13 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 (INSTALLED) (1) 1-3/8" TO 177 FT LEVEL (12) 1-5/8" TO 177 FT LEVEL *08 9 (INSTALLED) - LIGHTS (1) 7/16" TO 176 FT LEVEL (1) 5/8" TO 288 FT LEVEL (1) 1" M.C. TO 288 FT LEVEL LEG D LEG A %0, (INSTALLED) (2) 3/8" TO 203 FT LEVEL (3) 1-3/16" TO 203 FT LEVEL (1) 1-3/8" TO 203 FT LEVEL (INSTALLED) (1) EW63 TO 277 FT LEVEL (INSTALLED) (1) 5/8" TO 283 FT LEVEL �(1) 7/8" TO 283 FT LEVEL (1) 1-5/8" TO 283 FT LEVEL (PROPOSED) (2) 1-1/4" TO 195 FT LEVEL (INSTALLED-TO BE REMOVED) LEG C 001'. �0000 (1) 1-1/4" TO 195 FT LEVEL LEG B (1) 1-3/8" TO 195 FT LEVEL (1) 1-5/8" TO 195 FT LEVEL (INSTALLED) (1) 1-1/4" TO 195 FT LEVEL BUSINESS UNIT:816298 TOWER ID:C_BASELEVEL (9) 1-5/8" TO 195 FT LEVEL June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CCI BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 14 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 Anchor Rod Check for Self Supporting Towers / CA OWN TIA-222-G, Section 4.9.9 Rev. 6.1 61 AS T'L E Site Data Reactions BU#: 816298 Eta Factor, q 0.5 Detail Type Site Name: Zephyrhills Down load, Pu: 571.395 kips App#: 412641 Rev.1 Shear,Vu: 104.145 kips Anchor Rod Data ar in Qty: 4 �Mu =0.65*la,*Vu ft-kips Diam: 3.5 in Rod Material: A36 Strength Fu): 58 ksi Anchor Rod Results: Yield F ):1 36 ksi Max Rod (Cu+Vu/r)): 194.9 Kips Design Axial, O*Fu*Anet: 277.0 Kips * Rod Circle: in Anchor Rod Stress Ratio: 70.4% *e: in *#of Rods 1 or 2 If Applicable; Mu= Pu x e: ft-kips 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): (Vu/�RJ+ I(P./�Rnt)+ (Mu/�Rnm))2<= 1 � ®ro-� �Rnv�*0.45*Fub*Ab= kips Be �Rnt=�*Fu*Anet= kips �Rnm=0*Fy*Z= ft-kips Cancrata� Cori—etal SECT ION A-A SECTION B-B Detail Type (a) Detail Type(b) rw C Lam. Lo C D ( D "-PjW srimbt i Gmul Cuic tm -rz Cmae[a- �7�1 SECTION C-C SECTION D-D Detail Type(c) Detail Type (d) Maximum Acceptable Ratio: 105 % O.SS (See Note I below) Governing Stress Ratio: 70.4% Pass Figure 4-4 of TIA-222-G 11 SST Anchor Rod Check For Rev G-Rev 6.1 091912 I �r PASS PASS_ Zephyrhills(BU#i 816298) Results Summary: LC1 LC2 TEP#: 26146.157540 Soil Interaction: 66.3% 76.7% Analysis: JRM 6/4/2018 Drilled Caisson Tool-Input Foundation Structural: 44.5% 55.0% Check: AJO 6/4/2018 Code Revisions:' 7IA-222-G ACI318-111 Tower Type:,, Self Support j LCl LC2 Shaft Information Moment: i kip-ft Diameter:: 5.00 ft Axial(download): 571.40 kip Projection: 1.25 ft Shear: 104.15 88.19 kip Caisson Length:. 24.00 �ft Axial(uplift):` !� 456.65 kip f'c:; 3.000 ksi Max ec: 0.003 in/in Axial Safety Factors q,all:'y 18.000.0_ psf(Gross)1 Bearing:~' 1.0 ----- -- S.F.:;. __1_._0 Cage 1 Reinforcement - Tie Bar Size:' 5 I(fy=40.0 ksi) Clear Cover to Tie: 3.00 in(Cage 0=51.34in) Tie Bar Spacing:' 18,00 t in Vertical Bar Size:; 11 Vertical Bar Quantity: 30 +�+(p=1.655%) fy: 40.0 I ksi E:. 29,000 'ksi Design Parameters Soil Soil Type Depth(ft) Eff.Unit Weight Cohesion Friction Angle 4) All.Skin Friction(psf) Layer from to (Pcf) (psf) (°) Download Uplift 1 Clay 0.00 3.00 100.0 0 }i'if`i '??;iRii}}1}'?i; 0 0 2 Sand 3.00 5.00 100.0 44 jFii 28.0 0 0 3 Sand 5.00 5.50 37.6 ,iii-'`t3;t;?;�'tiy: 28.0 0 0 4 Clay 5.50 6.33 52.6 2000 0 0 5 Clay 6.33 8.50 52.6 2000 `;9i',,;=9'is`��":•3'°'•-•:}'}'.i 1100 1100 6 Clay 8.50 14.00 47.6 1500 , ,y,3`i+;•yi:?%i;'„„}; 850 850 7 Clay 14.00 21.50 52.6 2000 ,q�ii'j;;3§�'s,�hs'�,Sj„ifsj; 1100 1100 8 Clay 21.50 22.80 47.6 1750 ; i};;.1e�;„'s,;i213�e;;'?'sz 950 950 •ii+%naF;;ii:?,i?.:F:+?;;y 950 950 9 Clay 22.80 23.50 47.6 1750 };i4}}!?i}i,i+Eji}<:;} ;; 10 Clay 23.50 25.00 47.6 1750 �iyiiF:,;}i,'?�'T;Ti'il} 950 950 11 Sand 25.00 28.50 47,6 30.0 600 600 12 Clay 28.50 38.00 42.6 750 i;;;,_'s?,1.;}s+�;;'iv}?y,',;'•� 400 400 :,=i}iii};i. 3}'is4}?i?_:i}9siit•-...:I;'h11i3 :ui Ri}S� ,::j13•},t.1};.,.ii?i f?4"*.':,.: .i s:;i%v.v,:,•?,:.: .}.v, sSsc.:.•..,:•,. :•lf'.s.,.i.1v,, - 7??,}ti79. ,.ili,._s.' 1• .,3 i1::,iSS3ileS5iiys?v.. _ ..�a•:�,_? ?.i...�:� •%si'1S•$iS`? ii6s•� ?,}�}?s}i}.^„ y,'}}7'};Si='i:t:.4ii"' .i 4i%ai;:q •:,j:is?i';js:- 'i1':..?'' .i s.ssSFt. �S"i+9}S''-. 3i, ,t..i? 3 .n.1.,.,,5.... 7�.s:.::s.,:},}t:j,,49 s;:,.s::..;:�t.iSi:}j�.tl:n,.:,s74}'.v::,,s.:: :-ssli,.i�.fl }?4.. ,.n�};i•!�7)}i3%iii::S,.:,.5,�41's::i.x?a}si:}v}i7f:7,_. 3' ''}:'so''.}iii ':'•y,??}3;?%. .,;?i;?i}7'},9',y.}+?}9i19 i' 1}4'siS9i}9'q}3?''i''1,':}li:igi:sini}n}l+': ii;9F:: ;;: ,.i;. .• }n �11i}i�,.v ..:i::,, �n :,ill?, i .s:33 9 i 7 } ?'}' ?'3?i9;ciS4 y'i�i ;7f'}'?a'?Siity?:: °5;? : t ?i }4} ? } ..,.5„ ., ._,.?;Ss:{ ...,.::.,<...,.+,3�i:l }v...•..,. :1.? ::}4ss .x.f,.v E FL'.it�.�>;i•:,7a:7•. - :ii'siie:-SF;i:si�ii9' 1:s+lFt:tii�i§ilt;'ii?:i:jl is i:si.:,si: csii'x.il:'•SFi,?31:.. :qi:r:F:s;i:..s::: :.,��:�7' :s:§t:i:::;;:,:? s.�S:i :"?Eii z}i ((. �} �y-, y.,}f.;..�.n n..l �ii M?',:s:;E:,,�7. +l i`•? i�3%11�_S.a+fi}s•i ijj,3 %'.:s`S ii4�j,;:�ifz,i9:::.ii?,.?.,,} {y.,. 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S .%�Ci%9.v iis`p}`e}il:}i?y , s.4•,?i?}' s}y i`? iydi�?� .k .S �•S:si,:,,;i•,i,s:{ .v 3v,:liS,•79:+s• 'S�?St v i.s:?i:n*•,....k..,.i.°...},`t54S 5}.....,<vi:+i it:.';i'3'E'?:? ii}'g;iy}i"iS's'•s;l,:::s• :4:Si?i?t�:4.4::s.,::,.,,.:,i:=s:jl;'}._ ii v:9..s::,.s:S,..::,e: '.}liik,.?,: Notes: 1)Neglect lateral soil strength to a depth of: iii) Geotech Recommendation=3.00ft 2)Neglect axial soil strength to a depth of:5.00ft 3)Groundwater=5.00ft 5 :v Zephyrhills(BU#816298) ��/ PpOso TEP#: 26146.157540 Analysis: JRM 6/4/2018 Soil Interaction:LC1 Check: NO 6/4/2018 Shear Diagram (k) Moment Diagram (k-ft) 0 -200 -150 -100 -50 50 10 150 400 600 800 1000 -1 -2 3 4 5 6 7 8 -9 -10 -11 -12 -13 14— 14 15 161— 16 17 -18 -19 -20 -21 -22 23 24 Max Unfactored Moment: 868.3 kip-ft @ 9.67 ft below grade Additional Factor of Safety: 3.40 Capacity= 39.2% PASS .o� ate` EER"R Zephyrhills(BU#816298) TEP#: 26146.157540 Analysis: 1RM 6/4/2018 Sail Interaction:LC2 Check: NO 6/4/2018 Shear Diagram (k) Moment Diagram (k-ft) 0 -150 -100 -50 50 100 00 400 600 800 -1 -2 -3 4 5 6 -7 -8 Oor 9 -10 -11 -12 iB 13 14 14 is 15 16 17 _$— -18 19 �fl -20 --- -21 -22 -23 24 24 Max Unfactored Moment: 735.3 kip-ft @ 9.67 ft below grade Additional Factor of Safety: 4.01 Capacity= 33.2% PASS 3 N U Zephyrhills(BU#816298) ENGINEERING awos,3s,oNas TEP#: 26146.157540 Analysis: JRM 6/4/2018 Soil Interaction:Uplift/Download Capacity Check: AJO 6/4/2018 Ultimate Skin Concrete Layer Area Friction(k) �Fs �Fs Cowt. wt. z Replaced (ft)J Down Uplift Down Uplift (kips) P from to load load (kips) 0.00 3.00 0.00 0.00 0.00 0.00 0.00 12.52 6.63 3.00 5.00 0.00 0.00 0.00 0.00 0.00 5.89 1.96 5.00 5.50 0.00 0.00 0.00 0.00 0.00 0.86 0.49 5.50 6.33 0.00 0.00 0.00 0.00 0.00 1.43 0.57 6.33 8.50 34.09 37.49 37.49 28.12 28.12 3.73 1.49 8.50 14.00 86.39 73.43 73.43 55.08 55.08 9.46 4.32 14.00 21.50 117.81 129.59 129.59 97.19 97.19 12.90 5.15 21.50 22.75 19.63 18.65 18.65 13.99 13.99 2.15 0.98 :=:s;1•td i wi;-...ti?,'„ti,;,•;'n i'•x isi`.;k; t Sii:.st;:..e' i4 tisu w - -<':xtS•t�.l ;n;.,,?1r;:�k:}y,:?a?i?; ?k'•.?}:t ' ' b r'.i: }v..,}:i.} ; .:tt y:a?}:.•l;,sk, }}:r `.' i. ;;.,. ?�.. --kS'§Y::.ik:s•?4}:z. .:s.s;,•?"+:;z-;::sit.s.4,'E•,{ {{}}!} - - :•iltv;.v.z•i,.s=:s:}:. tz,:! !!:.?} s ii 1, iiiS:zi iii.t::•}scs;?s., s+Y:•,.; ,k.t}:€'.t, :i?kik:si!�!:i?'.iiSikl?izf?k°tS}' -..?l,.s .Gi}t?{ : ,:}q. }:,.iUi:g'•.z i;,}qq 4•i,;}:,.,i?1;`:?:'•;it}}} t 1}it!::?},� =?;'y:',i,,;9?}t 7.i;, ,s1?}:i;?i`t!,3;i}i?iti?}? kt.ir.,,:;!}}�.y.s7;ti?ti:,1•:;,;?'•k}.,,: kv+i- s},,.s.., ;I1'1..i iS•Is'E;'ik i."t?s}�•f!i'}`i{i iis.s y;ii.}}ilki tlI?4: ki: �s: ,t 3'3::. }}}}S.':`i'.:.,}i, s:-}. 1.,;.. },5y 1 3}t I}.}. ly �, i f ,i1s;}z.i}:ii}3' ,'i z9�he's}}4 z..Si}t ik•Sk�S' =i{?:.t�:t1':•i'v�i?{3,3:i} �} ti ,iii514}}4ti' {!y:S 111{ }, :;ilz,iS i.• .,,�Y,}?'.}?s t:f'.1•q'e4�,{{!tssi}i,{e ti,}}:.cis}!�3 i?l�,{z.z}}s :�?k i•} :i it;}}. 3�.?:iikii�fi[?,i.iiS}:z §t:��+ti;!i??zi i:{!1'•i`•gi�qY 96ii *.iis3 i.kik S�?kii 4,z '._?i,i;;'ti!siz}.,.is?,si.s;iY:3�?';.?,ti;•? _� } S ::.},,jt}:. 4;ii ey -'}•Sk}k izis?"SS�i 'y;i }q z.,�t:f?'zt:'y{, i?.ii.: ;,.aS;•itik.:k3zt?':t'z }ist}k 1y. 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Siik t;}jii.,:,...•i}?,,1 i;=: :;li',,}i}i'.,l,i:}'•1;?'ti';i'lii 5} iSi3tx;l,ii}+,zickit - 'iiii.'•yy lki4tkiyi t}?'z,ik3isi {!k}si`3�ii}•:= S•Ei•i i':E'•k?iiii•}iv',sk3€k,s:}t,sk k.s{.s:?F.z::}•zi.ttii'tis5};sit t,:}.zit,.s,S s.i}S4,}.,:?z-z::z.} .::}„}I?zs.:}i::s }tz:?5:,:{:: s:s:3ktS;i..-isz{{it{tsi;si+} Concrete Collar: Concrete Grade Beam: Shape:,;,:,Square Length:t � 33.5�ft t� . Width:,' 12 ft Width:i'::.`-r,.•'`. ,;`". 9 ft Thickness: 6 ft Thickness:k Bearing Depth: `' 6.33 ft Q'all at 6.33-ft, 900J psf Pier Pier Pu= 8.95 3.17 ksf (�Pn= 13.50 6.75 ksf LC1 LC2 Uu= 0.0 149.1 kip 4)Un= 194.4 194.4 kip Download Capacity= 66.3% 47.0% Uplift Capacity= 0.0% 76.7% PASS PASS Dowel Capacity= 131.5 kips , +O� Zephyrhills(BU##816298) TEP M 26146.157540 Analysis: JRM 6/4/2018 Reinforcement Capacity Check: AJO 6/4/2018 • • 2.0 • • • 1.0 • 0.9 .0 •2.0 -1.0 00J102,000 30 • 1.0• • -2.0 3.0 LC1 LC2 Vu= 139.3 118.0 kip Vc= 341.0 209.7 kip fy,tie=,— 40.0-, Vs= 76.5 76.5 kip �J 4)Vn= 313.2 214.6 kip Capacity= 44.5% 55.0% PASS PASS LC1 LC2 Mu= 868.3 735.3 kip-ft c�Mn= 3993.5 2473.6 kip-ft Capacity=1 21.7% 1 29.7% PASS PASS June 4, 2018 288-ft Self-Supporting Tower Structural Modification Analysis Report CC/BU No 816298 TEP Project Number 26146.157540, Order 412641, Revision 1 Page 15 APPENDIX D STRUCTURAL DESIGN DRAWINGS tnxTower Report-version 7.0.5.1 Tower Engineering Professionals 6604 Harney Road, Suite A Tampa, FL 33610 (813) 358-3033 (Office) cthomason tegarouD.net A �1r Date: October 16, 2018 �r 1*1 Mr. Eric Cuthbert Crown Castle, USA 4511 N. Himes Ave, Suite 210 T.C) W E R ENGINfEE -1. Tampa, FL 33614 _: PRO S510:P LS (813) 817-1717 Eric.Cuthbert0crowncastle.com Subject: Modification Inspection Report Crown Castle Designation: BU Number: 816298 Site Name: Zephyrhills Job Number: 467549 Engineering Firm Designation: TEP Project Number: 26146-164854 Site Data: 38522 A Ave Zephyrhills, Pasco County, FL 33542 Latitude N 28013'40.63'; Longitude W 820 10'45.60" 288 Foot—Self Support Tower Tower Engineering Professionals is pleased to submit this "Modification Inspection Report" (MI Report) to Crown Castle for the modification/reinforcement to the subject structure. This Modification Inspection (MI) was performed in accordance with Crown Castle CED-SOW-10007 Modification Inspection SOW, Contract Documents, and Crown Castle Purchase Order number 1212956. The purpose.of this MI is to confirm that the modification installation configuration and workmanship are in accordance with the contract document(s) listed in Table 2. The MI is not a review of the adequacy or effectiveness of the modification/reinforcement solution. Table 1 -General Information :. mpa �D tes-o ny- .Contact..' �a ite=.. �• •_ . . M1 Christopher M. - Tower Engineering MI Vendor,'-` Thompson, P.E., N/A Professionals C.W.I. Tower Engineering MI Crew Lead Thomas McFadden 9/25/2018 Professionals I Assistant.l,nspector Tower Engineering Professionals Dustin Birmingham 9/25/2018 - ® Independent ❑ FOR i i i i i i t � Table 2— Documents Document(s) Remarks,s- Source Creator of Drawings: EOR:Adam M.Amortnont, P.E. CClsites Drawing File: Tower Engineering Professionals Date: June 4,2018 7583548 Job#: 26146.157540 Job#: 26146.157540 Based on our inspection, Tower Engineering Professionals determines this project: ® PASSING MI The configuration, materials and/or workmanship of the modifications are installed in accordance with the Contract Documents. © No deviations from the original design or MI checklist were discovered. ❑ The as-built conditions vary from the original design drawings. Changes were approved. ❑ FAILING MI The configuration, materials and/or workmanship of the modifications are NOT installed in accordance with the Contract Documents. The rejection is based on non-conformance in the following area(s): ❑ Materials(see detail below) ❑Workmanship (see detail below) ❑ Configuration (see detail below) Table 3— Modification Scope of Work Item Descriptiori"`y- , =< Reference . 1 Reinstall missing redundant horizontal bracing on AB face at 150-ft S-2 2 Reinforce existing tower foundation S-3 thru S-5 Respectfully submitted, OFAL Christopher M. Thompson, P.E., C.W.I. FL COA#30978 i i i i i i r' 1 Table of Contents PAGE NO. PRE-CONSTRUCTION 41 9.2.1 MI CHECKLIST DRAWING 5I 9.2.2 FOR APPROVED SHOP DRAWINGS 71 9.2.3 FABRICATION INSPECTION 91 9.2.4 FABRICATOR CERTIFIED WELD INSPECTION N/A 9.2.5 MATERIAL TEST REPORT(MTR) 11 9.2.6 FABRICATOR NDE INSPECTION N/A 9.2.7 NDE REPORT OF MONOPOLE BASE PLATE N/A 9.2.8 PACKING SLIPS 23 CONSTRUCTION 30 9.3.1 FOUNDATION INSPECTIONS 31 9.3.2 POST INSTALLED ANCHOR ROD VERIFICATION N/A 9.3.3 BASE PLATE GROUT VERIFICATION N/A 9.3.4 FIELD CERTIFIED WELD INSPECTION N/A 9.3.5 ON SITE COLD GALVANIZING VERIFICATION 70 9.3.6 GUY WIRE TENSION REPORT N/A 9.3.7 GC AS-BUILT DOCUMENTS 73 POST-CONSTRUCTION 96 9.4.1 CONSTRUCTION COMPLIANCE LETTER 97 9.4.2 POST_INSTALLED'ANCHOR ROD PULL-OJT TESTING N/A 9.4.3 PHOTOGRAPHS 99 9.4.4 BOLT INSTALLATION VERIFICATION REPORT 103 9.4.5 PUNCHLIST DEVELOPMENT AND CORRECTION DOCUMENTATION 106 9.4.6 MI INSPECTOR REDLINE OR RECORD DRAWING(S) 168 i i PRE-CONSTRUCTION MI CHECKLIST PUNS INSPECTION NOTES: PREPARED FOR: GENERAL ro as CROWN CASTLE PRE-CONSTRUCTION Soso AVALov BLVD..SUItE rro x y—T ayolC )Ix6 p(ov9i dALL H rnu9m x ra �•� r oww 9rxa•m4•M•5 cmom a M BIxmI Q amm ALFHMIMA,CA]0c09 ® D-w m-—nm MAnwc rs D—m Nm mm TO r• o x.M mm•cim mAu NI9H9c mA9m.smear mA.xm Aw •9E m rAIAF. ®•xE xoi u9a rq• Iw aL64etFyrNi m1ma.tlm. 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I�"�„ w a a m�TM„c m-xrz TOWER ENGINEERING PROFESSIONALS 316 TRYON ROAD NA E•RM9aat srrmwp Im-sNr-Im« itw are-I9I.m suLL a Ns�cm Axs•Pxrolm m•acrzoaaAE omvml NIB nls.rs rautm Al P.xr s M rax9Atrox .�m�Pc n a.wve®m x.K M m.n y Pocrm sm RALEIGH,NO 27603 Iuaana�mr•9aiWO iwE mraw pc rw9mAum amuml wcm"'°slue a xalcm u rAnr v M raxmAnm r M m `:�n°'o OFRCE:(919)661-6351 NA --U/n9m Aww - «r®ceml :oiw N�xnm Ircmaaoln•nE x9na a Msc m"m.cr omr m NiOi M y °p"` rxnvtepgroup.net 1¢rcr�ton rasa wrw ��ro N•aam•x¢as m9sl xEmudpn.wo A xrwr suu a mvaom m M REQUIRED�PHOTOS NA - -I yLmaxwl AiA FL COAk31011 NA B•SE PNrz Omr Vfwm•tltrl _ _ M a]mIK Wvi9AClal 9y,1 xrowa rm tx•i mltxtS MAT M aaLl x.15 Lmorm•I0/m M9rN,®w i��� SEAL do sm Iam• ,�,�Nm Brow rcaNcxoln x0°°w"numrrA w tic n raxyaai m,/ lest rm.ax mlap9•u xm®uns scam N srAwxm - \\t`�,%.AMORp' NA Im ISRIma rm e®rctlm de-sm-Iaw mAomA¢�N srsAmi�Ecums�ea"ni swr.a Rw.m.rme m Im tins slru aE Prmoam As aon Br crow `\ r O E N H / Imc Dalai SF Oy i % w srz as rxvAyme.v9rr.•nvI - °°°°ra taaxu maNn.r•tw m M y vlsPeerw vamv.c rx•r.xr m-sec mIn ®-sm•iaa9 mvN x sCOM•wira Pp'il.xls•cnumL�srimrsmxs m rwuc•ac s— No.77307 NA ®-�-Ime� M im suM aromc A aawr a ARmn•x¢ym Awlr�slc srAx9Ams II9aNddc rdsm r.sr Ny aula - Im r•aII ra.I9m M amo sau a —k »— tamm�r pa aa� mACrm a•Nl smut•Incelc roPr Ir M aewu ma9l m•yxrs dxd sigma vrsrAum As cE9crm•m wmw Axr ralml® �xoora t STATE OF mz.` x a As-maT 9oandn sl+-t ac u I�"`T10"'°Br •dw°Ma°.rar ae°d"f°sr.r`aums/i°'mw "rE"Avn`�'0N."c•I.wxm vya 9c slmrm Nn M r�ITT—,M.Iao.m a.rus xaz xva m m« APO .mtlmu rzsrao•rm 9®relmr� - /�'N�OS�OFtIOP' S70NAL NA //l1 II110 � w — POSTLONSTRUCTION X aaS1R9Caal Olval•x2 IEIIEa CfD-Sm-Iaa9r A, �,,,�a0 A�parxp�K pp trap IK y A,yiq p�w/�/x¢.M oroV51m SrAIroN05 u0 RESF NA as PmL TE9n ®-NC-I9119 �At-�iNILD Axpa11g05 9wt S tESiFa BY A CIOw I.PPR9�Ru 16f N9'fCrm w0•4POIr 9Wl R xlTtm xacAmC 1[9rwC O 06-04-Id 1—IFICATION D2ANTNGS IREVI DATE I ISSUED FOR: X _ _I ro 1 fcl t6 Ms mamlr uL ayss v M Evalwerva M Pwms suu eE mc"a�a A DRAM W. EN CHECKED By. NO r iAymM.•T G9Lr adm�xs ra dK X Iw xm vraL'naI ®-9]9_I PALL M ra nm1,R4 Im O AIL Ilnn aE-rzx9aldm Ban—I—•9 P•ar a M x9alm•ImK SHEET RRE: a6wi rNiA mar M.wA1M"�i�14r��I��VIi M WT�YFIdfY M BOL}IME SIS•xD LOxPMx E In R6wi 91"L OIINI M aI:REIEfI BIT M Sy4nnnxG amlasaw¢ xa A r"m ®�') N aaoarsr aaam9 xl Amm ac"x a s)and mE9 xro ra x ®a99x xa•x m MI CHECKLIST AND NOTES % 9yar°��Iea9a m F[mA _ ,�y�m,S,•u,rB9AIE AM IRPmT.Nr Il�.xa3 4,rEB.M LWmACimS aan¢mn.vS NY M•aVu NURLm yla�) •9aMvu metro•x9 aSSn9QIS - SHEET NUMBER: REN40N: N N-1 TEP oao�io A 9o00P"c"aN rm Hao129Imr M a9 REPwT ° y.26146.I Sr540 4 I 1 j I I I r r r r r 9.2.2 FOR APPROVED SHOP DRAWINGS I i 1 1 j 1 1 1 NOTES: Bill of Material USA 1. Ref:T.E.P.#26146.157640;Dated 08/042018 STRUCTURAL Piece Mark Part# City Description Length Material Grade Wgt(ea)(Ib) Remarks 2. All Holes To Match Existing(In accordance with Sheet#S-2j 6711 261h Cl East 3. Tolerances:a.Fractions±Vie 1A1 1 L2 W x 2%"x o/e" 10'-0" ASTM A572-50 31.03 To Be Feld Fabricated Sarasota,FI 34243 b.Angle±16 Degree Field Bolts Ph:(941)747-7038 c.Decimals±0.010- Fax:(941)747-1781 4. Finished Material Shall Be Hot-Dipped City Description Length Material Grade Remarks _ Galvanized Per ASTM A123. 2 '/"Hex BoB 2�/" A325 w/Hardware 2 / j ���;CERTIFIED T +�I�C���FASkIG1TO.i 'Hex Bolt A325 w/Hardware —2 %"Hex Bolt 1 1 Y4" A325 w/Hardware PREPARED FOR Crown Castle SITE NUMBER $16298 SITE NAME Zephyrhills SITE INFORMATION 288 Self Supported Tower 38522 A Ave. Zephyrhills,FL 33542 I I I I I I 3/s" 2'1" I I I I L o - W •itIR11E8tSFEtllIDPiDitmm ®AC[EPrFo m 'aMY()NR„AD, ❑i ACCEPTED AS IIOTFD o 19UW.AC . ' 7!i031.63iORla1rx _ O RE.[cTEo a c a, AMA DATE: 7123/18 o DRAWING INFORMATION IN DOCUMENT TIA5 RZMEnEO FOR GENERAL COdOW44CE.10-mE Drawn by: RC DCSION RCOAREUENTS III ACCOROAIja.MTH ME NFORMATION OVEN IN THE CONIRACT COCUMENTS, THE CONTRACT W 15 N[SPONSSLE Checked by: AE FOR CONFLQUNG AND GCRRELATNG ALL OLIANTMkS AND OMEN90NS, Drawing Date: 7/9/2018 rAORICANON PROCESSES AND TECHNIOJES OF CONSTRUCTION. COORONAiIOI .NTH[ NORx, miN OTHFR TRADES AND THE SA85L'ACToRr PERrORMAN[[OF lay WORD,. DRAWING TITLE Plate Details PROJECT NUMBER 816298.0718.01.0 Final QC SHEET 1 1 1 1 1 1 1 I I I i 9.2.3 FABRICATION INSPECTION i i i i i I a USA STRUCTURAL 7/31/2018 Subject: Fabrication Inspection Letter Sit@ID 816298 Site Name: Zephyrhills Drawings: TEP 26'146.157540; Dated 06/04/2018 To Whom It May Concern: The workmanship performed on the above reference site conforms to industry standards, the construction documents noted, state and local regulations, OSHA, AISG, AWS D1.1, and engineering standards. Feel free to contact us:at-USA Structural with any questions or concerns.. Regards, gseph B smith aci EXP..10/1120.19 `Joseph Smith USA Structural 6711 26th Ct East Sarasota;;Fl 34243 (941)747-703B office (941)747-1781 fax i i i i i i J s l I I I 1 9.2.5 MATERIAL TEST REPORT(MTR) i i i i i i i c 0 c We hereby certily that the test results presented here D CMC STEEL SOUTH CAROLINA CERTIFIED MILL TEST REPORT are accurate and eonlorm to the reported grade specification co). 3 310 Now State Road For additional copies call C ..ri Cayce SC 29033.37-04 800-6373227 �. ' 0 Z CMC ® Richard S.Ray-CMC Steel SC 1SERIES-8PS Quality Assurance Managor r r NEAT N0,:21152303 S' Infra-Metals•Florida S Infra-Metals-Florida De'liverytt:81840515 SECTION:ANG 2 X 20164WV O H BOW171692323 A36152950 L 5208 24th Ave S I 5208 24th Ave S CUST PON:TAS74764 GRADE:ASTM A36.141A529.05 Or 50 D Tampa FL P Tampa FL CUST PIN: ROLL DATE:0611612016 US 33619.5365 US 33619.536S OLVRY LBS 1 HEAT;8784.000 LB MELT DATE:06/02016 T 8136266005 T 8136266005 DLVRY PCS I HEAT:90 EA O 0. wo 0 W C N Characteristic Value Characteristic Value Characteristic Value w 3 C 0.14% Elongation Gage Lgth test 1 SIN � Mn 0.67%. Yield to tensile ratiq testl, 0.74 0 P 0.012% Yield Stmngth lost 2 58.6ksl � S 0.026216 Tensile Strength test 2 78.Oksi Si 0.20% Elongationtest2 25% Cu 0.35% Elongation Gage Lgth test 2 SIN Cr 0.13%. Yield to tensile ratio tost2 0:75 Ni 0.13% C+(Mn113) 0.25%, Me, 0.037%. V 0.000%. Cb 0.009%. Sn 0.012% to At 0.000%. � ? TI 0.001% v V A N 0.0067% V1 Carbon Eq A529. 0.351A 'Yield Strength test 1 57.7ksi ?� Tensilo.Sirength test 1 78.4ksi o Elongation last 1 23%. to c0 Z THIS MATERIAL IS FULLY KILLED,'100%MELTED AND MANUFACTURED IN THE USA.WITH NO WELD REPAIR OR MERCURY CONTAMINATION IN THE PROCESS. i� 3 REMARKS: Cr 1 ALSO MEETS AST GRADE A36 REV-03A,A529 GR.50,AST2.2015 GR.50,A709 GR.36.A709 G1150.A992,AASHTO GRADE M270 GR.35,R1270GR.50,CSA G40.21.04 GRACE 44W, 50WASME SA-36 2008A ADDEND A. 0710712016 08:53:59 Pogo 1 OF 1 1 1 1 1 1 1 i J AA, Stelfast Inc. Regort of Chemical �nd Physical Proper#ies wii 22979 Stelfast Parkway Strongsville,Ohio 44149. Issued To: Liglttning Volt cS Screw, Inc. 2604 Tampa Fast Blvd Purchase Order: 4160 3 TAMPA FL 33619 Stelfast Orders SU 3�10515 Certificate 9: 724,906 Ouantity: 425 Lot Number: ATL.VHTl27l-067 Vail 9: M83007502750CSK Heat Number: 1721672 Description: 314-tttx2.314 Hvy,Fix Strmittraa Bolt A325 HDG Country of Origin: CN SICCBKcg Chemical Analysis j C Mn P S Si Cr Mo V B Ni Cis 0.35 0.72 0.012 0,001 0.24 -Medhanicti Properties � Ilardness.(Corc) 28 -30 HRC Tensile Strefigth 139400- 141200 PSI Yield Strength 92000 -93000 PSI Proof Load 56900 PSI Grade Markings ASTM A3250 0)-TYPE 1 j i We hereby certify that the above data is a true copy of the data fitrnished to its by the roducing mill or the data m � resulting fro tests per-forrned in approved laboratories.Stelfast does not certify to customer's part numbers; E This certificate applies to the product shotivn on this-document,as supplied by Stelfast Inc. Alterations to the � product by our customer or a third party will retailer this certificate void. David Biss u»tlit. Manager i f t A 3 , July-2S,2013 S i �. P'agc I of I x IF"7". iT3 E iterprise Co.,Ltd., r.�,:rca;s Ica sr,x slicsft IN F:0 PApxSiulY&;TAnVAMR.0.C: TFl.r+BE!�ft}716:e^4c"":17 �i7Xi•8!w.�(t171G2:37:0••Lail�1;6:7t5L•3 CERTINCATE.OF INSPECTION CUSTOMER NAME :BRIGHTQN-BEST REPORTING 1FEI WTH,12003 CUSTO,%iEWS ADDRESS:NO.l22.YIL1N.Rn..rtF,tiI3E.DIST.:CAIAAN CI T Y REPORT DA :2(1110:0 1M%dXVA:N1717 BOLT LOTNL! :9174143101 AOI:rf M','TERI'AL :10333 CRDERNUIMBSt :1-145809 BO1:1 HEATH :NS0,63 PART NUt4iBER :497220% NUT LOTNO DESCRIPTION :AST1•I F312-5 GRADFi A325 STRUCTURfi1136L.T TYPE 1.HD NUT 1tATERI'L LMAR A325 M- NUT:HEATN IJ.ASHF.R. ,OTt 10 SIZE. :314-10?L?NC WASHER I,A7--'RIAL FINISH :II.T.POT DIP GAL WASHER.Ii a��NO. SHIP QUA\lTt'Y :132M ASSaIBLY NO' BOLT NIFR. :JUNK HER NITERPRISE CO.,I:FD. 3QLT'urn.DATE _017i1o"W's NUT IMM, NUT 19FR.DATE :1'ASI•IFR LMR. , AWASHEP WR DATE HOLT Q1?•IEiS10*NAL INVECTION WSPECTION: io�tI r SrKIFICATEON:ASAIE 31Q2.6.20I1 SretilFi_INfiST:iN??,iRD: riS+iE I31S 1L I1 C?AnACr 1TI5T is TEST:IEMOD STANDARD VNM TEST VALUE SAMPLE ACC RFJ :irlQTH ACROSS CORNERS IN B1071-10 35.13-': 65 tom 35.6MS 67 E 6 0 wturli ACROSS FLATS AS E1071-10 nun 31.OS-_1?3. 6 a ;I MIGHT iS fi107l-I4 l 1.5G-12.2r mm 12.I3-1?3•t G 5U BODY DIA. Ms BI071-10 1262-19.50 tern 18.95-19.M 6 5 0 BODY LENGTH fIS Cs107i-10 MiV 9.3•J7 mm 10M.103. 15 IS (! GRIP LF-\'G7j H I:S R107140 I,X%15.74 tntn 14,2 14.411 .15 t5 0' l s?NGTEI 3IS 11I071-10 45.99-50.50 r tm 363u:9.70 15 i5 0 T11R&dD i+$ASE$e -2(07 NO"NT- NIA PASS 6 5 0 90171 h9cCH iNWAL it SPECTION INSPECCi0,1: 2017AW13 SPECIFICATION:ASTM 512545 SA.1PLiNG STANDARD: -AST.M F147&I2 CHARACMRIS 11C TEST 1 ETHOD 57FANDARD UNIT TEST VALUE S,:.L,PLF. - `ACC Mt j CORE HARDNESS' AStT.i F3125-15 25.0-34.0 ARC' 30.31 6 G' 0 TENSILL STRENM ASTM F3125 i5 MIN*120. W 140-143' 4 41 . 0 PROOF LOAD AM-1.F?12.5.15 "'IIN 85:0: L$' PASS 1 4, 4, G SOLT'FINISH INSPECTION IN5I'iGi IQi\: ZOI',�$!26 SPECfFFCATIOt:ASfM E g"s29•Is. SAh1PLINGSTA,NDARD= AMM F14r0-12 CHARACTERISTIC TFSTtiIvmw STANDARD UNIT TESTVALUE SAMPLE ACC RIJ PRESE.MCE FINISF'. ASTIM MS29 NONTF Nfix PASS 24 29 0 THICKNESS OF CON-LING AST@d i*2329 ?1311r 50.0 tt7n 57-66 15 15 0 ADHESiONTEST AS N-2329. NONE NIX .'PASS 4 4 0 RMJ APPEAPANCE L\!SPECTION INSPEMON: 2017A)6P--6 SPECIFICATION:ASTtd r•73E•13 SAu MMU STANDARD:' ASME-'H3 I&I I CHARACiL•RISTIC TEST MEMOD STANDARD UNIT 77 S"T VALUE SXMPLE ACC R 1 GE�'AtV.tVORKMANSYIP ?.tARI�?i:G VISION NONE :VA PASS• t 24 24 U ChE MICAL.Ai7AL3SI5 4 HE;rz. XC C-x100 M.1-400 P-x100T 1--xI000 SI-s200 CO-x109 R -r.100 CRw-XM) X0-u100 AL-7t10 n 13-5e1o000 V-x100 VS463 33 88 13' 3 20 L 1 12 29 22 I kats of steel,hmhcg the cicments listed in seetiota 6.5 of ASTM 173125.inaendattally added.were not useGl to prodltce she LYtsIs a•s•. BOLT MARKWNG Rona:: l.Lab is accred-hell xcoaling w ISf11IEC17025 requirer=nts,This ccnifieatc is valid with!ig ture of Wen-Da,Ts 2.This test certificate is responsible for de-ignatetl samples only.This cat'cenif irate only,telates to tke items listed a.d tmed.iCs not alloi%,M to he pr(iilly used_ 3.Theabove composition is quutcd from original inill'eetts which rs nut in the scope afl.u1 A'ccrclilacion. 4.This test ceriilicsic'in accw4mcc}vilh EN 10204 type 11. S.Unless sp.di.sed by th£cttstomu.the latest version of tl:e testing spies'was uvd. C.Quatity System conforms to 1.90 900I'requiramentsand cettifed lty TUV. LM38W 497220 B174r iIG1 i i i i i i 9 P Certified Material Test Report to BS EN 10204 2004 3.3 FOR ASME S.A 1.94 AS TM A194-1 5 GRADE 2H 111 Y HEX NUTS FACTORY. NINGBO HAIR a MARDWA,E CO._LTD. MAY.66.2011 ADDRESS: Xfjl-NGT N01:UOTUO NTN B-OO,Z[-IEJIA GG 31520S ''.II� CUL3NTI�Y OE OR IN: -CFIIIVA CHINA MFG L.OT NUiMBER:5I2277000I _. . CUSTOMER: RRIGi-tTON-BESTINTERNe TIONALfTAIWAN INTC PONQ:J11rIBER: MILL Qt`1TY.-`SHIPPED: I80.1600MPCS PAR T NO.313200 SAMPLE SIZE,: ACC.'T0'ASME 318. 16. 1 - I I: ,YIANLJFA-QTORER DATE. 201714/2Oi SIZE K DESCRIPTION: 3/4-10+0.020"(10 ) FINISH.I-IKT&I6t- ,DIP GAL PER_..ASTY1 A"1 1a 09/ASTI FM29-13 STEEL PROPERTIES: STEEL GRADE: SWRt_ 114aI4 + SiZE1. 30mm HEr TNO: 331610400 CmEmISTRY C04IPOSITION: j CHEMIST C IvIn% P`>fv t S% . Si% Cr% Ni% Cu 41. Ma% OTFIE1tS SPE. MRI\1 MAX. MAX 'MAX IMAX 0.40 1.06 0.04 110.05 0A0 TEST: 0.46 1 0.69 0.013 0,007 1 0.11 1 DIMENSIONAL.NSPECTIONS i� SPECIFICATION:ASME,.ANSI, BI3 . .2.2015 CHARACTERISTICS TEST Mli IHOD SPECIFIED ACTUAL RESULT' ACC. REJ. .ascs'r•.akaur�ma?,t:,�M tk�3iK:+k #=fk:k::x:t,!a '+4a+.��rk#�.. titik:i;¢.�;#:tta.}::tsac* #MKk:ssu#k�##��ie,a .#x.e:�%:3 irwM+iexa:�.# I: APPEARANCE AS'1'ltii F �I"2=12 PISSED 100 0 WIDTH A/F 1.21r,-1: 50" 1233"-1.243" 32 0 WIDTH A/C 1.382"-IA43 1.395"-1.434" 32 0 THREAD ASME 13 1--Q-3 PASSED '8 0 HEIGHT 0.710 f58" 0.736"-0.752'0 32 0 MARK 2I-IZN' Lint PASSED. 100 0 HDG THICKNISS ASTM A 1 5349j 1STIM F2329-I3 miti;43urn 53UM-651JIM 20 0- MF-CKANICAL Pk6PERTTCS: TO 1-1/2"in SPECIFICATIOi`}: A' iSME A1941SAI94-I6 1 C14AR.AC' ERISTICS TEST 1•IE 140D SPECir.Ir-D ACTUAL'Rttsuur ACC. REJ" HARD LESS ASTyi ,. 3-12 24-35HRC 14RC29-30 5 0 .1 PROOF LOAD ASTm r , -I I MIN584501-13 58,150LBr 5 0 HARDNESS AFTER 241-1 AT 5400C AST,v1 A1.94 MIN 89 HRB 14RB 96-98 5 0 TEIMPERING TLMI'1;R`ATURE�Iirt455oC 6 PASSED(5200 ) MACROETCH ASTMEJJ-"12 S11R1/CI—S41R4/C4 S21R2/C2 5 0 PAR T S-ARE MANUFACTURED AND TES ED IN ACCORDANCE WITH ASTIVI1ASME A 1941SA 194-16, ALL TFS"I'S IN ACCORDANCE WIT14 TI-I Ib1ETHODS P'RESCRISED.SPECIFICATION, FE CERTIFY THAT T141S DATA JS A TRUC REPRESFN I'ATION OF INFORMATION PROVIDED BY THE ivMA'I'ERIAL SUPPLIER,AND OUR TESTING LA130RA 'ORY. 3 All harts meet the requirements"of FQA andff reeorclS of compliance are on file. iYlaltc.r's i50 00t09Q21I593R0M/3302 ,I! .-•----.�,, � iSltsA";1lal�I: tr)1``�'.`1,t a`,�1 i1'Pt .I• j d KANGZH ;IS G WASHER CO.,LTD fJLIALITY rES:CE fi fiIFICATE OF, SPRING LOCK WIA ST LE R t Standard: AS,tiE 0 18.21.1-'200 ' Contract No.. 17tlZW12565� Order No., PO B171102065 Invoice No.: I4SHI)Olil Chemical C i 111, p S Cr, 11 Cta Composition { ) 0.64 0.19 0.63 0.012 0.00E 0.05 010a 1 0.08 Material Type, Heat No. V e1,90202703 Specification iiEG[1UIR UELICAL LOCK TVASHM 3,t4" HOG Quantity M 4 M Lot No. 1711614 COMM OF ORIGMCHIMI Part No. ;350006 Testing,Item Acfn Noun Result R<Icct Nornt Res it Reject Insole Diameter ....s,tCa .19.33 19.86� 1'3,46-19.74 0 Outside Diiametei t/n Rax32.93 u1ax32. 16 0 Width 1/32 Minh.04 Min&_11, 0 Thickness i1:sa -4.88-5.33 5.06-5.2 0 Height Section Surface Defects MOO hone ,'lone -0 Hardness aPt MC38-46 IMC39--40.5 0 Springing Toughness 018 Qualified � Qualified 0 Zinc Coating ots lllbMum Uin59.gum 0 Zin;Coating Standard of. AS` M I`1941 2015 r.r,29. l Customer Natne, B R to HTON BEST.1 NTE KNATJ UNTAL(TA INNIAN) C. f General: The spring lock washers are con!`orniecl with the:standai d of ASME B 18 21.1-2009. QUALIFIED. 1 Inspector_ Sheny i 1 in Qual ity Inspection Date: 2018.034)l Chi E i s s Report of Chemical and Physical Proporties CHIAIti1G SHIN Test Dale Jun.08,2016_ Customer STELFAST INC.; Fasteners tndustries Ltd. Purchase Order No. PO 0 202051 Description ASTM A325 Hex Boll!Nutt Washer ` No.111,Wanii Road,Gangshan District, Ship Quantity 11700 Fcs Size 314-IOX1314 I809001 Kaohsiung 82050,Taman Manufacturer Chiang Shia AssemtO SetLo1No. L16040061-2 ISO/TS 16949 TO*886.7,621-99a9 FAX:488E-7.621.990•t Surface Finish " °P�lrri"n"$'" ISO 17025 LAB v.rynv.chian shingpiTil Chemical Specification and Competition-{y4} Mechanical Properties-Bolt Division Matatial C Si I Mri P S Cr Ma Ni Cu V 'Ti At 1 B Lot No. L16040061.2 Heat No. X106 X1000 X1O0 X1OOO acoss Grade ASTM A325 SAE 28 8 57 48 58 5 Spec. Unit Result Avg, Spea. Bolt 10833 55 32 Min.Max. Max. 30 25-34 ttRO 3 1Ho63 Peat No, 36 21 64 20 611 Hardness 30.5 3i.8 Tensile 48,632 47,965 Nut Spec. strength a6,t00tdln LBS 47,297 ticat No. �� 28,aaar4fa. L8S 2$,$1$ 28,$18 Spec. 28,817 Washer Coating Avg.53 ,iem 58.4pm Heat Ra, Mechanical Propertles-Nut Mechanical Proporlies-Washer Lot No. Lot No. Grade .Grade Spec. Unit Result Avg. Speer Unit Result Avg. Marking Visual,01oionsionat,and Thread inspections Bolt_ Nut Washor Olmonslons OK v,wu opnrmbna,owT"w Bolt A325� Nut Washer ,„,,,. OK Thread OK Authorized Signature 64an�ncr..f 1.1A C1ena.fmani 1 i i� chicang shin Fa"gtenert Indus es LTD. U& 111 1Flranti Ro d' - Garigsh2in Township , Kaobsiirng,Caunly.$2050 , T-�JWan (R.O.C) TES.: 886-7 ( 21 9909 FAX: 8867 621-9904 E-MAIL:: ailed@dhian§shin.com CERTIFICATE OFINSP.ECTFOR ASSMEBLE LOT,: ^ - - CCISTOlitER: STELFAST DATE: J_un.08, 2016 INVOICE NO: P10 NO.: P0:0 202051. OESGRIPTION;-. A325 Str cduiiai Boit. PART NP.: ; !l 3G07501750CSK- . -- 314-103C1'314 toanwatturq Date= 201615�23 QUANTIW. i 1700 P`s MAT-MiAL: SAE 10833 HEAT iVCO.: 1 1063, SPEGTIFICATIUN: Drawig N_ ASME 618.2.6-2010 LOT NO L16040061-2 SAMPLING PLAN'.' ASiV_t B t3.1'8 Cafegocy 2-Z01 fi FINISH:, . . Hdt-DiP.Galvanized(ASTK.F2329) C I'/in P S . Si - B CHdm`eat analysi ii- [.04l1�$eXt. 8% Ux �.{8- }.32l G:OQOS-O.C.0 3€ a0;5?I a Actual result 0_36%1 0.84% 0..0200/ 0.006% 0.21% 0,9011% DIMENSIONAL INSPE9TION (10EASUREMENT BY'INCI IES•OR rVIM} t'PAI' ®YES 0 NO STANDARD ACTUAL RESULT NO. CHARACTERISTICS JUDGMENT . MIN, tutAX. MIN. 1 Appearand ASTf�i F788.ZQ13 O.OK'J NG 2 ; Marking _ `,. �` .�A325 0, NO: `3;' .GOINOGO gapga ! Fit Nuts -(}K 13NO 4' Maior diameter 03482 0.7358 0.747 0,738 21.0K 'D NG 5 Width A1F 1.250 1..2i2. 1.244 1.228 Q.0({ Q NO 6: Width A/C 1.443 1.383. 1 A23 1.416 01 6K E] NG 7 Head Height. 0.483 0.455 6..477 0:460 Q OK El NO 8 Scretivdength 1.75 3.56 1.875 1.645 [D QK _.3 NG 9: Fillet.radius 0,062 0.0il, 0:05'1 0:040 21 OK 0<.NO 1.0..1'ts)I Size Body,Diamete _ D K (� Ott;. 11 Thread length -- -- 0 OK ® 'NG . Q OK NO ❑.OK Q A.G EI-OK C3 NG ❑ OK 0 NO 0 NO ❑OK0 PtG. MECHANICAL PERI=OftMA CE REQUIRI=M N't S: t EST METHtJfO SI?EC dFiCAT C7N: S ECTIFICATION:ASTM A t2010 ; AstM 172329-2013. Hardness and Tensile Strength:ASTM F6061606M-201.4a ACTUAL RESt1LT . NG< CHARACTERISTICS, 'S'TANDARtO JUDGMENT MAX: MIN'., 1 Core'Hardness i 25-.34.FiRG 32:6 30.5 C]:QK NG 2 Tensile strength - 40,100 Min. LSS '48;632: - 47,2917 O'QK Q--'NG _ '3, Proof load. 28,4D0 M'+,n: LBS 2 ;I�1s 28,t3 i7. n.OK E NO: i 4, ' Coating LAST JUDGMENT REASON 2,bk. :]._NG; i CIIli Tlrn:O MAI 1711AL T-Vr REVOR 1 Pr.•C 1:1 . �,p�t��p,pq,, t� it'�16StEC5/tlP nt CLSIU1(LC UILL TO NI(AllF. afLil'I '.mil/f t)(iCl'}IC•1:1'itl, p ia�.apf�f! AU ROISE.CAG•ADIi A ILVEN6 W ASL C%SCAIIL BUILDING Rrfnls1Ut?]Si?S2 L{#nMtsh� '�1lilMa!a6 @.3`EE��.. .MIN GRIA \I[AIERiA - 141XWIS(11S1' {Ii\(;TR ll l.l(:111 uFit:OAlllt U11-ML-)ACKSOKI>ILL@ CA\IPA\Iy lll'.\I t[,kL}3.x:+.1::a ,\iLAV1A,fi.1 U+lid l$')' a,l?I 113 16770 Rebat Ruad SALFSORt11:R� CI.STOMIR MATHUAL Nm SPLCrrtCAnu.•11M r,`:REVISION t )ACKSG\\%II.LF.FI.'_:�7 � USA (AW?}S CtI1 S1n 151�!lols'.vd!?:•:u C1i5T0\IIER PCdI'NASF.ORDOMU\IItLR Rll.l.+k'1..\IM-14 1D l:ZN17 l?:btaq�ll taG?i �m,:a:olg Sp I ('ll(NlCAL1•'O�IPOSRIOS ' Wil 1.0_` 0.1111 11.1146 U.iS t+S1 0.12 0.12 Put: 0,¢I5 WON, I:CClIAMICALPROPF.R,IFN ! tt� �T XA- 4.: IYSI kli''{i ftnit inn 651160 476 IWO; tot 9!34!1 bbl.P 66'J00 461 :OII:LXl 692 8,001) [7LAILMOPERIllia 1I VO 1lg { 11.30 (31: } RIC CIIARAC11:PJar.Ci "*.I ipin lkl'Rt• Rt:cy a;i�lwc Ie�y t,.� 1�•h COMMENTS•S(i TES 1 'Iheal.xc fipn�arc>rnili;:l0.--1w.1ph},i.-T!c.tta.rt::n wout-dm:R.• mulch Of C'mvjwy.%kv Cdlif'0.:1 m :law ute.;eC vA u5 a',arp3uace•.ill. •p::i2iid)2uF2i!cnxtt(>Iltl>ItLV[IA3I,4:Clcdi�.:aS:ldC;:..•>;�t�;Itn!acJ nuna:arua�l n 1^.:•1�`:.(a17R on:;Rc.+cnf11.N In+u:3, /[�j_ `/ !Hi.t�R:K j,ll il�4"a 11!:' ;.tl\Ml�•1>(u _!`L`.1Fi1S'i•P1,i:G � ,;:t lltl:l;�:{�a'•11.1k.0 t•�•':'�P�;,tl.+Aliria FrrtDf•Iln�.:u Y01 m: l--.�j'n(.�al:a(:•n� I"<VI:.•.YK�•r+«;µ> IrI�.l;l'.-..r,tl.�Y,y,..' ;e1.w:CrY I I STRAIGHT BILL OF LADING -SHORT FORM ORIGINAL-NOT NEGOTIABLE Trailer No: Carrier: Our Truck Load No:.547504 BOL No:520619 RECEIVED,Subject to the classifications and tariffs in effect on the date of the issue of this Bill of Lading. From: Infra-Metals Co. -TAMPA Date: 0713012016 5208 24th Ave,-South Tampa, FL 33619 Page 1 of 3 Phone: 800-693-1361 —The>ra9eltlf deiratbtd be aw,it aP�frenl lFod c�:er.axce6tas rg9ea f�areeraiaw CCneIWt 6!w-1rrrt Gpe:knn ultreanl.ma'tcQ ec"ti rd,and eenimel as IneS:�ntf ew.mtiih Sid Curer(uleeto(d camer hcnq wd"good Lyougtq,,t the m*act as RlNha,'(J ahl etfEMIXa'(pGritiatt la pouoisian of iht[aaa[dY ondttlhac?�nCta�,'M[optryla dtuWal yR9&rQ'Ylasaid dplihi119ftv'e cn ds ra CtInWxID Ce'�r•r Sa atlwYr errlee on the mlRe to saC drs;�a;.ate.Il n rnAaalty e,�-M..as to ea;A cf,nu al all u artlrol tmde.ery setiirs W ee:erlarme9 hceuSOn stall le suaera:a at thr lams and wn':iarss Of Le UrZn eomeslla'.i1rD jm U,i or Mna s!t rod I r C.(1)In fi'Ipal:.Otihrm,V.brfcm—4 tYra;f r+c+ple aaktEeaiatst le enCet 41 the ero hV.CV,L!tr'a I•a nil or a m} er ww IN;—m,er(2}in Me appkzwe rotor C m datVhcaUau G tatilf it eis is Yrt.Pptr 7rreCY a4tzat ttyy twS IS famliirwdh s11fete:�srtl GatAtiattt at the Vla t%l 01 I.tdep.4W x;rp Itutq Od p+o b+Iek LL:etN1.7s4 fonh In w patsEeatirm tii?M1iYJt 1;arefes Inc�respa�laien of I"is stF:ftienl.an0 Sold To:USA STRUCTURAL Ship To:USA STRUCTURAL 6448 PARKLAND DR 6711 26TH CT EAST SARASOTA, FL 34243 SARASOTA, FL 34243 Phone: 941-955-7106 Phone:941-955-7106 Quantilx Description Width Len th Wei ht Cust PO:30673 Sales Order:929775 Inside Salesperson:Cheryl Faulkner .I --'=C,4i101-C"? 2 f` 3/'6 _ 40.0 6 ASTM A572 G_R 50 Heat Numbers: '�202399( j: Net Wt.:686 Cust PO:30673 Sales Order:929775 Inside Salesperson:Cheryl Faulkner 6 ANCrLE 11,112 X 2-1/'i_X X16 40'0" 737 ASTM-A572 6K 50 Heat Numbers: (DL1.4103338(6j) Net Wt.:737 Cust PO:30673 Sales Order:929775 Inside Salesperson:Cheryl Faulkner 18 _,],r:cL•t_f'r�'.f.^. ., 2 .,`�.:�.c;116 20' 1,800 0" 1 ` ys.rm -A572 GR 50 Heat Numbers: lDL1.510394(.18) Net Wt,:1,800 Cust PO:30673 Sates Order:929775 Inside Salesperson:.Cheryl Faulkner 12 �, b! E-_3-1/2 X.3-112.X_ :51:16 40'0" 3,456 ASTM'-'A572_GR-50' _.. Heat Numbers: D�L1.6,1-01:1c78(.12)> Net Wt.:3,456 Cust PO:30673 Sales Order:929775' Inside Salesperson:Cheryl Faulkner 12 ;:�t.�:3-:i;i -1:= 1,+4 -4 0�� 2e7�. ASTM--A572 GR 50 Heat.Numbers: (LIQ4958(I2}, i i i i i Net Wt.:,2,744 Trailer No: toad No:547504 SOL No:520619 t Lightning Bolt & Screw; - 2604.Tamp,East Blvd.Suite A i •� Invoice Number. 65159 813-630-2Ei58_FAXr,873-630-0182 Invoice Date: Ju125, 2018 Tampa,FL 336-19-3059 �- - Page: 1 Voice: 813-630-2658 Fax: 813=630-0182 Bill To: �— Ship to: i I USA STRUCTURAL STEEL&FOUNDATIONS 6711 267H COURT EAST i 6448.PARKLAND DRIVE SARASOTA,FL 34243 i SARASOTA,FL 34243 USA USA Customer ID Customer P.O Payment Terms . GOF1 _ 34556 Net 30 Days Safes-Rep 16� w 4 Shipping Method Ship Date Duo Date RA - I Ups Ground 7/25118 8/24/18 Order Qty Item Description Shipped Prior f This Shipment Corrections ,5:00 A325G12088 3/4 X 2 314 A325 HEX BOLT GALV 5.00 �5.00 A325G12064 314 X 2 A325 HEX BOLT GALV y.00 5.00 A325GI2056 3/4 X 1 3/4 A325 HEX BOLT GALV 5.00 15.00 NUT2HG12 3/4-10 2H HVY HEX NUT GAU/ 15.06 15.00 HRWG12 3/4 F436 HRW GALV 15.001 15.00 LWG12 3/4 I=GALV 15,00 l l a ' Wahtnihn: Bolt& Screw, Inc. Sates Order bate Jul-24,2018 Voice: 813-630-2658 Ship By; Jul 25. 2018 Fax: 8113�630-0182 Page: 1 Ship To. FOUNDATIONS SARASOTA.FL 3424 6448 PARKLAND DRIVE USA USA Customer Contact Shipping Method Pairment Terms Ups'-Ground Net 30 Days Quantity Itern T_70ip kd-Prior I This Shipment / . 2 19.00!,LIAIG12 314 LAM GAL IL ` H _ -aC Hilti Inc. 5400 South 122nd East Ave. TULSA,OK 74146 Bill-To Address Delivery Address USA COMSERV INC USA COfA$ERV INC 6448 PARKLAND DR 6448 PARKLAND OR SARASOTA FL 34243-4038 SARASOTA FL .34243-4038 Standard Order 580849552 Page 1(1) Order Type: Standard Order Customer Number: 23052246 09114/2018 Purchase Order No.: 15571 Order Date: 09/14/2018 Your Reference: Our Contact: Matthew Tyler Your Main Contact: SIvi1TH Stavros Your Main Contact Tel.: : 941-915-18b4 'Your Delivery Contact:: DOUG SMITH Item No. Description Ordered Quantity Net Price/Unit Net Value 2123407 E ooxy adh RE 500-V3 47.3oJ1400m1 3 BOX of 4 EA=12 EA BOX Line';o±al FREIGHT Sales.Tax Final To-Lai USQ All' ales Subject to Hilti`Ter?ns and-Conditions. Prici;subject to change without notice. Phone 1-300=879.8000 Fax 1-800-879-700D R &W DISTRIBUTORS, INC. INVOICE * � Number: Proposal - Invoice Date: 08/31/2018 Account- USA/CO Page: I Sit # SA-HO Order#: Bill To: Ship To- USA COMSERV, INC. USA COMSERV, INC. . 6448 PARKLAND DRIVE 6448 PARKLAND DRIVE SARASOTA, FL 34243 SARASOTA, FL 34243 Description Order Date Customer PO Number Shipping Instructions Invoice 08/31/2018 Quantity UM Description Price Amount 192.00 FT 8-RAW STEEI. 410 ad Terms: PLEASE PAY B;'DUE DATE "' T Remit Payment to. R&W DISTRIBUTORS, INC. Subtotal 598 BELL ROAD Tax (7% SALES): SARASOTA, FL 34240 Freight : $0:00 i (941) 377-5.735- i i Less Deposit i $0.00 Amount Due Mann October 12, 2018 � L COA#30978 Mr. Eric Cuthbert Tower Engineering Professionals, Inc. Crown Castle 6604 Harney Road, Suite A 4511 N. Himes Ave, Suite 210 Tampa, FL 33610 Tampa, FL 33614 (813) 358-3033 (office) (813) 817-1717 (919) 661-6350 (fax) Eric.Cuthbert(ab-Crown castle.com cthompson(CDtepgroup.net Subject: Modified Foundation Inspection Report Client Designation: Crown Site Number: 816298 Crown Site Name: Zephyrhills Engineering Firm Designation: TEP Project Number: 26146-188757 Site Data: 36822 A Ave. Zephyrhills, Pasco County, FL 33642 Latitude N 280 13'40.63", Longitude W 82' 10'45.60" 288 Foot—Self Support Tower Dear Mr. Cuthbert, Tower Engineering Professionals, Inc. is pleased to submit this "Modified Foundation Inspection Report" to observed modifications performed to the existing communication tower foundation and to verify accordance with project drawings and project specifications. This report has been prepared in accordance with generally accepted engineering practice for specific application to this project. The report is based on the applicable standards of TEP's practice in this geographic area at the time this report was prepared. No other warranty, express or implied, is made. We at Tower Engineering Professionals, Inc. 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. Report Prepared by: Justin Vigo ( ''-'` fu' '7eAr Respectfully submitted by: ` -a%ram�`J=r'`3~• ,`�_ NG. T, Tower Engineering Professionals, Inc. (TEP) ` i 'sY Christopher M. Thompson, P.E., C.W.I. r-. \ .' ` 4r 0. �(itlllllt.i�� TABLE OF CONTENTS 1) PROJECT DESCRIPTION 2)SCOPE OF SERVICES 3) PARTICIPATING PERSONNEL 4) INSPECTION &TESTING 5) EXECUTIVE SUMMARY 6) PHOTOGRAPHS 7)APPENDIX A As Built Drawings 8)APPENDIX B Reinforcing steel Material Certifications and Packing slips 9)APPENDIX C Correspondence i i i i i i October 12, 2018 Modified Foundation Inspection Report Zephyrhills, BU 816298 Project Number 26146-188757 Page 3 1) PROJECT DESCRIPTION The objective of the inspection was to observe installation of new rebar into the existing tower foundation and verify that it was performed in accordance with Modification Design Drawings by Tower Engineering Professionals, Job No. 26146.157540, Dated June 4, 2018. 2)SCOPE OF SERVICES Observe foundation modification in accordance with project specifications to include: • Cored hole dimensions and locations • Hole roughening and cleaning • Epoxy mixing and use • Reinforcing steel size and placement • Material compliance • Prepare a report of inspection observations 3) PARTICIPATING PERSONNEL Owner: Eric Cuthbert Crown Castle 4511 N. Himes Ave. St 210 Tampa, FL 33614 Engineer of Record: Adam M.Amortnont, P.E. Tower Engineering Professionals. 326 Tryon Road Raleigh, NC 27603 Consulting Engineer: Christopher M. Thompson, P.E., C.W.I. Tower Engineering Professionals, Inc. (TEP) 6604 Harney Road, Suite A Tampa, FL 33610 Contractor: USA Structural 6711 261'Court East Sarasota, FL 34243 . Foundation Inspector: Dustin Birmingham Tower Engineering Professionals, Inc. (TEP) 6604 Harney Road, Suite A Tampa, FL 33610 i i i i i i October 12, 2018 Modified Foundation Inspection Report Zephyrhills, BU 816298 Project Number 26146-188757 Page 4 4) INSPECTION &TESTING Tower Engineering Professionals, Inc. (TEP) representatives performed the inspections at the site. The results of the inspections are as follows: September 14, 17, 20,2018—Zephyrhills, FIL • Onsite inspection(s) were performed by Dustin Birmingham of TEP on September.14, 17, and 20, 2018. • Cored hole dimensions and locations.were found to be in accordance with the FOR drawings. 1-1/2" holes were used to install the #10 rebar. Holes were roughened and cleaned of debris and water prior to the installation of the new rebar. • Reinforcing steel bars utilized for the caisson were found to conform to ASTM A615, grade 60. Reinforcing steel was found to be. placed in accordance with the FOR drawings. Existing vertical rebar in the leg foundations was obstructing the placement of the new dowels. FOR approved cutting of up to (2) vertical rebar per leg to allow for dowel installation. Reinforcing steel was inspected for size, location, spacing, quantity, and clearances prior to concrete placement. Reinforcing steel mill certifications are included in the Appendix. • Epoxy placement for the new rebar was performed using an epoxy pumping gun and in accordance with ACI-301 and ACI-318. Placement consisted of HILTI RE500 adhesive. This was approved by the EOR. See Appendix C for Correspondence. i i i i i i October 12, 2018 Modified Foundation Inspection Report Zephyrhills, BU 816298 Project Number 26146-188757 Page 5 5) EXECUTIVE SUMMARY Photographs Observations Item 1: Observation: , ' •�� New (12) #10 Grade 60 x 11'-6" rebar was installed in 1-1/2" diameter by 11'-9" deep roughened cored holes as detailed on pages S-3 through S-5 of the referenced drawings This was completed . in accordance with the modified foundation drawings provided by Tower Engineering Professionals dated �— June 4, 2018, with the noted provisions below. Note: Drawings did not specify a hole size for the #10 rebar -�--- --=-�ram;---r±--�-'"gym-r,�+---•�---—�--^ -'~ so 1-1/2" holes were used. Up to (2) vertical rebar _ _-._ _-:=s_:..• were cut per caisson as needed to allow for the drilling of the holes for the new#10 rebar. (1) vertical rebar was cut on Legs A and B, (1-1/2) was cut on 7 Leg C, and (2) were cut on Leg D. Thi.s was approved by the EOR. See Appendix C for Correspondence. _ _-�-r_'�9' - �"'j.ram �•,t A _ October 12, 2018 Modified Foundation Inspection Report Zephyrhills, BU 816298 Project Number 26146-188757 Page 6 6) PHOTOGRAPHS � r 1 ;rya •+, - --q _ s.-�: "•�� y.Lr:`:.,.tea .. � r = ;f-' i�•�' ���.�ti '': :',",«: eTrJFgitir�}7il-jiJ : _-' . -_ �' -_},Wit•: ;�1�:� -�.' ru ��, 3. zi :raw M"' _�',�, ..s.. �'��'++�v�,�y��+�.i�9i�"� �'�-'�y•� «..F -J�'. ��."-- `.,�' _ � t•'-.e .y "�,y- �'x r ,' v,��t e+''`w`v.' `� ���w;'w x'n_ma's{ 'r...•�'i�"`__..i� yr'•"%a_ry�''���,��,�.. - r �� _ 1^ .�.'�I -- � �',~;u��g'''Sq��j:U *.!- i IP�"�b�. �� '- P rt a,f� 'y„ "fit"'• �.� _-_ ",••,;. p �' Y��3 . .,�R;�`Jr 'e, �b''':r: ,,•a-1� �' fir_ _ _: - fl�v; - _ `ram.:�.q-Mw — F _ ;�':- ;1 � .: _.-- _•'�'.._. tt"t•- '; 1400 ml%1980 p � ::� �����h '��t•t 47,3 8.0z/8Q.8 uz e --Pam;;`Y:�.�- :;�•,� . .'�_i���� s � �-':'�;.ti,j,. t�:. ° �. - �' - -" - �&� �ti''F- ray'" P'y S s��in�t f r J��' t• - ��s �.� �+ a'lit,a;`s�l'� ��"•-' :�s �- ,l '-.•��'.: - .' �..;!}•t'Cs•t f I 1:'•ri' ix liP ISI PI�I le r tjfJf rjtyir�:1aPaJaaiJ 14 yr a-► ,,,SSY Ish--i_ r,f rf�s{r:I;�Htlt�116 aw t` 1 1• 1 t October 12, 2018 Modified Foundation Inspection Report Zephyrhills, BU 816298 Project Number 26146-188757 Page 7 IL I fw 14 i" I •�,�T �A. v I• � t October 12, 2018 Modified Foundation Inspection Report Zephyrhills, BU 816298 Project Number 26146-188757 Page 8 ..t., a . AV pow Laic— „T �� ,�'Y��.W n. r.:e., �u. 1 „�9a•�.,r�# s. .r' 7iyy,,fAs ',�5 - _ October 12, 2018 Modified Foundation Inspection Report Zephyrhills, BU 616298 Project Number 26146-188757 Page 9 7)APPENDIX A: AS BUILT DRAWINGS i i i i i i MANS FWAM I'm STRUCTURAL DESIGN DRAWINGS SITE NAME' CROWN CASTLE ZEPHYRHILLS mm AINLON 9LVD`S`X TOO A{pNARETTA CA CROWN CASTLE SU NUMBER- PLANS PREPARED,ft 816298 SITE ADDRESS: 38522 A AVE. kN ZEPHYRHIL.LS, FL 33542 AS BUILT 326TRYONRGhl). (PASCO COUNTY) RU*K X 2M N28013140.63", W8201014.5.60" IISASTRUciii�k. F MODIFICATION PROVISIONS J INDEX OF SHEETS F_ _�ROjECT INFORmA-no!!-, THE MODIFICATIONS OEPCTED ON THESE DRAWINGS ARE RAM ON "M SKEET TITLE REV TOWER HEIG.T. zea-rr AM THE RECOMMENDATIONS OUTLINED IN,THE STRUCTURAL 10CIFICITION TOWER. . 1-0-0- ANALYSIS RVIORT COVPLETED BY TEF�JOO Na:20-1— T-1 TITLE SHEET 0 TOWER WAPM BY. TEPt GO OOOLVENT.7323M DATED NNE 04.2018(m 0). ATTENTION All. CONTRACTORS.ANYTIME YOU ACCESS A CROWN H-I AN CHECKLIST AND NOTES 0 WORK ORDER NO- 1522S4 No. — - ORDER NO4 412"1 REV.I SITE FOR ANY REASON YOU ARE TO CALL THE CROWN HOC-UPON N-2 PRO=NOTES 1 0 A, ARRIVAL AND DEPARROM CALY AT WO-788-7011. — DESIGN SMONG CODE, MIFF FLORIDA BUILDING CODE i-o STATEOF OUAUM ENGWEXRNG SERMCES ARE AVAILABLE FROM TEP TO N-3 PROJM NOTES 0 DESIGN STANDARD; ANSVDA-222-C-2-2009 I ASSIST CONTRACTORS IN CLASS V RIGGING PLAN REV;M FOR S-1 TOWER ELEVATION AND MODIPWIDN SCHEDULE 0 ORIO REQUESTED CliAlIM ENGNEERING SEWACES.CONTACT TEP FOR QVDTE AT R(OGINGOTEP(MOURNET S-2 REOLMAN-T BRACING DEtAkS 0 AL 5-1- COMPOLAID-DETAL 0 X1. S-- F(APIGATION'RDWONCIVAIDIT"I"1 0 PROJECT TEAM 5-3 rOUPIDATI011,REINFORCEMENT DVAASA 0 CC[MODIFICATION PROJECT MANAGER: SAFETY CLIMB:'LOOK UP' WANE CROWN CASTLE 1 0 _­,61 f.towc-ml M­=, CONTACT ERIC Curhm" THE pmcRn of THE WIRE ROPE SAFELY CLAM SYSTEM SHALL BE CONSIDERED DURING ALL STAGES MAX Nii I DRAWN Ely: tA,I CHECKED By. Aa OF DESCH. INSTALLATION.AND f`SKGf`GH W*tR RE"0111CMENTS AND MOMENT INIMR11ATION1 I CCI MODIFICATION CONSTRUCTION MANAGER: MOXT WIVIROUISE THE INTEGRITY OR NAME CROWN CASTLE SWAT lIrLr. USE OF ANY WRE ROPE SAFETY CLUB CONTACT KCK41L Porm THIS SHALL INCLUDE MIT Not P"OA 624 3478 ELF; �gnsr"InmCHNG OF THE WIRE WE, HANOCROWTIC CON LOOX DOE LE V(8=1391 Asnr_ TITLE SHEET 8piBENDING OF THE WROPERE R FROM ITS SUPPORTS, DIRECT CONTACT OR CLOSE PRDxwfy TO THE WME ENGINEERING FIRM PROJECT MANAGER., ROPE MC" My CAUSE.FRICTIONAL EAR. ON NAWE TOWER Na PROFESSIONALS.INC. WAPACI TO THE ANCHORAGE POWTS IN&� MY CONTACT JES$CA R.MOM P.E. REt&GN, AND CO.-RD.ISED SUM CLUB MUST Be PHONE 91=1511, SHEET IRETOM TO YOUR CROWN POC FOR RESOLUTION. 0 *ICWDW.E]OSTINC OWORIONS. TT MODIFICATION INSPECTION NOTES: PUNS PR_rPARED Put MI CHECKLIST - GENERAL CROWN CASTLE , PRE-CONSTRUCTION C[aw�i uu..]`¢i•murn4md.wci n rRpn .b 1000 AY11DN�t0,9mS i00 X GD-f4u•Wmr p6 OQauist M4L a nOYYD w K r aro11. � K trnW.m 4MD fypN.gE{}A u,y1C� 0G K rK-uOnlY.,am uYreC 4 tL uO 0Ra1 m fiBud00t n!W,m«r0u 9uu wlmi[arY[D.4O4t Ou'amtl u.Nr d roc.u.ubua lMar Tw,v,d¢+v rm d•mci ors"Ti;.ro.aa n Mr,drm w.wu.c aver m�a.ar.fammi cmra c.rwa,c+s omrw.aos •mm.�ia<s ram'o:as ra mrma�s v P;xro.¢cr rswuanGY: X cw enem P,ro oa•ro aa:�.-rmsr son soir. vets,sac awf uo•w oxa,rmu.va lave.o.w.erca e,o[eaDa ncrrufm v scorruems .:maaw1O4iorn ornusa w n°rsrt:aroaa4"'nnm m na toe rw.rwnwi•mmm••s[,aaav urws sw[ea aa.nm m ns,. _ ZEPHYRHILLS x rrorcan.—ccM m-sn«amr'swai01er r.a K nexr..d,s,.wf wooawn a anxrsra¢.a.musm zr.rews.M ra ms,«cr ooaam,rs. `c9Ot°`°"'°° B(J#'816298 frwaos ro>K r wcrccrna is`.suave n ,.mdi s,a� «ma*� inn-so—ram•ergsesseeT.e r[Ruc a w:•enia•e r4vatRs ow s mvswcd•rarrw Rvdr e,r4 a o+dgn m oc r 'Qp41� i0 °tlP" v NA aR1uKa uaD efli4aN mD-SA_wow nlr[ WY5d e M r arPoar. 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LOCATW IN ME AISC ANNUAL OF STEEL CONSTRUCTION.ALL SNUG TIGHT BOLTS SHALL BE INSTALLED WITH IbPED PORTION DO NOT COPE BEYOND A NUT-LOCKING DEVICE OR MCC14 MSIA SUCH AS.BUT NOT UUInio TO.LOCK NUTS.LOCI(WASHERS.OR OF UNCLE. THIS LINE,TW. V PALNUM TO PREVENT LOOSO -_---- - ALPH OTN ARETTA.GA 30009 . 2. WHEN SPECIFIED IN THE DRAWINGS CONNECTION_BOLTS SMALL BE INSTALLED .AND TIGHTENED AS PER - SEC TKN 8.2A Of THE AISC SPECIFICATION FOR STRUCTURAL JDN15 USING A325 OR A490 BOLTS.LOCATED �T HOLE,_.q PROJECT INFORMATION- IN THE AISC UANUAL OF STEEL CONSTRUCTION, THE INSTALLATION PROCEDURE IS PARAPHRASED.AS FOLLOWS; ". ZEPHYRHILLS ISM TURN-0lff F-T •NUT7ICHTENING LS%L COPED PORTION BU#:816298 LL BOLTS SHALL BE INSTALLED IN A HOLES OF ME CONNECTION AND BROUGHT TO A SNUG TIGHT emu ON OF ANGLE. AS DEFINED IN SECTOR B3.UNTIL ALL THE BOLTS ARE SIMULTANEOUSLY SNUG TIGHT AND THE CONNECTION Mom' 38522 A FIVE IS FULLY COLA ACTED.rouOriTTG AIRS RUTULL IN TIR OPERATION ALL BOLTS E COAMCCf10N SHALL BE TIGHTENED ZEPHYRHRLS FL 33542 FURTHER BY THE APPLICABLE AMOUNT OF ROTATION SPECIFIED BELOW.OURNG ME TIGHTENING OPERATION (PASCO COUNTY) SSTEMATICCAAL Y,F BE ROM ME MOST MOD PART OF THE JOINT IN A u�ERMiHAiT WLL uvAUIZE Rl=(S ' SECTION AT CENTER AND WORKABLE GAGES PLANS PREPARED e+: oc T NSIONEDP�EVIOUSL OLTS AS roPEC BE O 'STITCH CONNECTION 1 PRE N OF THE Ur M TH D.USING ON ME DRAIMNOS SHALL BE TIGHTENED IN ACCORDANCE YAM RISC- LEG 4 3K 3 2Yi 2 1� t1 •1lATN OF THC N1U7•METHOD.USING ME MM7 BELOW, 1 BOLT LENGTHS UP TO AND INCLUDING FOUR DNA: G 2 •19L IK IX I .4 W BOLTS UP TO AND INCLUDING 2.0 MINI LENGTH +K TURN BEYOND SING TINT MQ E TRACE IT A\' W BOLTS TIP TO ANO INCLUDING 2.5 INCH LENGTH +K TURN BEYOND SNUG TIGHT PROPOSED BRACE/ �IF G• -K TU OH WORKABLE GAGES ♦V W BOLTS UP TO AND INCLUDatG 10 INCH LENGTH +YN TURN BEYOND SNUG TIGHT STITM BOLE ftM _ I \, 36• BOLTS UP TO AND INCLUDING 3.5 INCH LENGTH + RN BEYOND SNUG nI =1 ISINCHES I 'I' BOLTS UP TO AND INCLUDING 4.0 INCH LENGTH +K TURN BEYOND SNUG TIGHT I PROPOSED RINCi1LL, A U AP�W1C B E \•H / A BOLT LENGTHS OVER FOUR DIA.BUT NOT EXCEEDING EIGHTDIA TO MAIM GUSSET THICKNESS. '•K• BOLTs 2.Z73 TO 3.0 INCH LENGTH,: +K TURN BEYONO.6NUG'TIGHT TOflEAE366MMIF1mR33WNALS" 9S BOLTS 2.T9 Ip 3.0 INCH LENGTH rK TURN BEYORO-SNUG TIGHT NOTE: 3Y9TRYOtIROAD V BOLTS I TO 6.0 INN LENGTH +K TURN BEYOND SNUG TIGHT- NOMINAL HOLE ' W BOLTS 3.75 TO 7.0 INCH LENGTH +K TURN BE SNUG TIGHT all STITCH WASHERS ARE TO BE NEW AST. RALM.IIC 2J6Ui I• BOLTS 4.25 TO&O INN LENGTH. 4-4 TURN BEYOND SNUG TIGHT A36'MATERNAL AND BE OF COUAL,SIZE TO THE DIMENSIONS DFRCE191%661§i61 ANGLE LEG HEIGHT. THIPINESS TO MAIM w"temIOItQUEt C ALL ONE-SOW BOLTS SHALL BE TIGHTENED IN ACCORDANCE NTH MANUFACTURER RECOMMENDATIONS COSMIC GUSSET/LEG TMOINESS BOLT STANDA SHORT' S.BUILT DIAMETER HOLE SLOT FLCOA931D11 !f' ) Of ,i C'O �/5 1 tE x4. x.IT x SEA Ai"aA�o _ _ . . III MOENs BOLT DETAILS %_ are ly.IT 1w T 7 tx.X b - No..7T38 SINGLE SHEAR CONNECTIONS: DOUBLE SHEAR CONNECTIONS: * Yr= 1. DIMENSIONS OVEN IN INCHES A325-%DOLT, A325-X BOLn •ci STATEOF. Qr� iTIOWG OSHEAR�PLAANE BOLT PASSES UNHRIaGH WEAR�M BOAT PASSES 2, OR Punam HOLES sHAu BE oRUW ,� A�ORIDP /,'/////�O L,N sf F436 MT WASHER F43a FLAT WASHER BOLT.THREADS BOLT EDGE AND SPACING. �� n.."''ION A5 RFWWEO, As REOVUKD. LDCK WASNCR, LOCK WASHER• BOLT.. THREAD,," BOLT MIN.EDGE SPACING, j-A553 HEAVY HEX A563 HEAVY HEX DIAMETER' LENGTH DIAMETER / NUT. NUT. O OCL4•IP MOGNCATKKI DRAWYK.3 BOLT HEAD. 4 BOLT NEAR. _]>-- K•0 I' K tf 1K REV DATE rswED FOR: I I I ,16.0 IYT 95 116 119. DRAWN BY: CAI CHECKED BC AID Of 90:Ei DTLC: ' UNTNREABED }i 1XREADW UNMR� THREADED b-o TK• 1K 21( PGLnav of LENGTH of twrtnoN.or LENGTH or I t9: 3 PROJECT NOTES 11 BOLT. BOLT.SEE .BOL7. BOLE SEE I.0 CHART. CHART. GMP THREAD GRP THREAD IA'e' 2' L G M LENGTH IENGM ICNOTII 1Y.•v 2• - SHEET NUMBER: "SOW. BOLT LENGTH - -BOLT LENGTH SPACING Ih-� =SlWON55 O N�� 'TEPP 241AC.157540 2LTa•N: zea'-Q•: r/roNn PUNS PREPARED FM c IF.N.-N'-T-j _ MODIFICATION SCHEDULE z7xs t ELEVATION CROWN CASTLE \ NO. 410DIFICA11ON DESCRIPTION (FT.) SHEET \ IDOO AY7LOR AWR sort 700 i O REINSTALL UISSNG REDUNDANT.HORIZONTAL BRACING ON AS FACE 147-171 S-2 A(➢ALON BJ CA SUITE tArt O REINFORCE EXISTING FORM FOUNDATION. - S-O TKRU PROJECT F8'ORUATION: � S-5 CROON CASTLE NLL CONTRACT NTH A THM PARTY VENDOR TO ZEPHYRHILLS OPERFORM THE UDOEIGTIOH NSPECTOL THE CONTRACTOR SMALL _ N_L BU#•816298 COORDINATE T11E INSPECTION NTH THE UDORIGTM INSPECTOR AND CROM CASTLE PRO{CT MANAGER. 322'! SB523 A AVE. ZEPH3522,iL SSSNI NOTES: (PASCO COUNTY) +, DUE i0 THE UOQ5IGTIORS ITEMIZED.CONTINUOUS INSPECTIONS AND UAIEIDAL TESTING NU.NEED PLANS PREPARED BY: TO BE PERFORMED. [) 1S LLEN r2 2 PRIOR TO FABRICATION,CONTRACTOR SHALL FIELD%VhFY A LENGTHS AND mmDTIES'GrvEN. `1 LENGTHS AND QUANTITIES PROVIDED ARE FOR QUOTING PURPOSES ONLY AND SHALL NOT BE USED \ FOR FABRICATION3. ANTENNAS AIM OTHER ` TN1E INSTALLATION Di THE YRONF14µ�ON5 910m+ABOVE TDUPOtARaT RELOVEO OR MOVED OURWG ;a, r171 s r r ♦. CONTRACTOR SHALL VDbFY COAX IS CONFIGURED AS SHONN N BASE LEVEL ORAN'NG,CONTAICT TEP \� AND CRDLrN CASTLE IF THERE ARE ASCREPANOES. O5. ALL BOLTS ARE TO BE GRADE A325 NTH THREADS EXCLUDED FROU SHEAR PLANE(11335-x) ToFAEAGHIERSWI'RNFESIO�ALf, UNLESS NOTED OTHERNSE SEE SHEET.N-O FOR BOLT DETAILS. 326TRY064ROAD urt - - RA(WHJI)C 27603 OFRCE(91.9661-6351 E�LpFw) NOTE: wm.t +zz'x BASE LEIRM DRAU:NG PROVIDED BY CRONR CASTLE- FLCOA931011 SEA` ANY \ M'AMOK ' sr, No.77987 t Fr Tt= �. ,, 0 AS BUILT \ � /)//Ir ..a.— OL T•IO N.t00171GTgR1 ORA'.vnXiS OI•t //jf]% i?F.U� r!� 11REVIDATE IISSVED FOR: USA TR1ICNRAL HNC, DRANK BY. TnI CHECKED BY: AK) \,/l S+EET TITLE: \ TOWER ELEVATION o T-E.- > „w AND MODIFICATION T CONCRETE y. �.�...,--_•-tea-.;. — T SCHEDULE `Y-STIED LArTQ%TONFA '.l (�+ ��%'✓IsF'/' —_�_• _w SHEET NUUBEih RENSON: mixD 52 D+ BASE LEVEL DRAWING p SCALE IN FEET SCALE:N.T.S. S-1 1EPN 26+A6.1575•'C NOTES: PLAINS PREPARED FDt REDUNDANT HORIZONTAL BRACING SCHEDULE 1. SEE SHEET TfR FOR WIZ.BOLT SPACING,UU AL LOGE INSTANCE COPES.CENTER CGNNECMLY, AND HAIGYUY ALLOWABLE ANQE GROWN CASTLE COPES, ELEVATION EXISTWG REDUNDANT HORIZONTAL BRACE BOLTS 2. PRIOR 70 FAIIPWATIGN AND INSTALLATION. CONTRACTOR SRAM 9EC.tl FACE TOWER PROPOSED AVERAGE BOLT-LENG7N BOLTcLENGM �AVALON aun.sure Too FIELD VORTY ALL LENGTRS MIT QUANTITIES QI EN.A\TRACE LENGTH BOTTOM TOP LEG ASTM A572.50 1 FUGTN O7Y lASTh1A125-7L) GTY (ASTNIA325-%} OTM AIDRAREtTA GA SomD AND OANTITES PROVOEO ARE FOR QUOTING PURPOSES ONLY.AND SHAM NOT BE USED FOR moo cAnc.% 7 147 171 AS L8.8Ak' L2Y,.27).Ni A.i f i $'o•t}L' 2 'rP A 2)C 2 pRa-CT LKCRUAnav: OETARUEYD By THEhSTEEL FABRMY IC TOR AILED N Accam THESE PwNCE MTH THE ZEPHYRHILLS RISC STEEL CONSTRUCTION UANUAL SEE SHEET H-2 FOR OETAIRS. BU#•816298 A. ALL HOLES TO BE MMED OR PUNCHED. 18522 A AVE. D A ZEPHYRH YLS.FL 31542 -______._____._._._-- (PASCO COUNTY) PLANS PREPARED BY; EMSTING q HowzavrAL snag. I I 40N, SEE O T- O\� T/s crRIN Ell G TOWER LEG Y1IF.dIQ �6G( 59 'W TYR SEE CHART FOR DETAAS EIDSTNG REDUNDANT I I R�eHM.IIX2= DIAGONAL BRACE. ORkE9]66146351 RLOA631011 EXISTING RFQU'JDAYi PLAN VIEW `TA HO ZONTAL BRACE. SCALE: N.T.S. SEAL .�(�UI1f/[ M• FIY vLGENSF O.y No.71387 E%ISTNG IOMR LEG TIP. TAl BRACE, �' ` •O STATE OF • YY�` PROPOSED BRACE TO ! EIfISING DIAGONAL PROPOSED BRACE BOLL �, TP.CONTRACTOR T C, INSTALL ACE BOLTS j�•C "COR,10 BRACE TV. TV.SEE CHANT FOR I i OLL'E SnKG BOLT �jii �roMl EIDS7NG LEG SPLICE DETAI1 )v(PT.rota TV. PROPOSED R PROPOSED REDUNDANT HORIZONTAL BRACE BRACE TO TO HORIZONTAL BRACE LNG,STALLED HHRRE DISSnvG CC CHART FOR ` 4ATCM LLE: O OGLttO I.F^,¢tICATIp'1IX.At'nllCS DETAILS EAI�T�G�— TYP. Rory DATE ISSUED FOR: SEE SECTION OJUNN BY: CAT OIEO(ED DY: A» `"�' L SHEET nil(: REDUNDAN B A l)A ✓ BRACING DETAILS USA STRUCTURAL,INC. SHEET NUUBER: RCYIStaN: SECTION ELEVATION O _ -e �+®�f 0 SCAM.`ifi I'-0" SCALE IN FEET 67 G RP(L 2GIA-5:Y0 I I 1 I I PLANS PREPARED FOR: - ATTENTION .PROPOSED FOUNDATION CROWN CASTLE CONTRACTOR SMALL TARE ALL NECESSARY PRECAUTIONS REINFORCEMENT;TYP.SEE TO AVOD DAUAGNG THE COSTING ANCHOR BOLTS AND SHEET S-5 FOR OETAM1S. EIDSTLNG DOWELS DURING DRILLING OPERATIONS CONTACT aDOO AVALW AW..SIXTE 700 TEP.IMMEOIATrLY IF INE EPSTNG ANCHOR BOLTS.OR e • ALPHARETTA.CIA 30M EMS DOWELS ARE ENCOUNTERED AND INTERFERE MITI ' THE PROPOSED UOOTCATION,LNOR ADJUSTMENTS r0 THE • A . t PROPOSED LOCATIONS.O THE NEW DONEL9 MAY BE `�J' . • 4 ° PROECI INFORUAMRO TTAA ✓ ZEPHYRHILLS wLL N NOTES: AATN e + —'-•K'---- -•—'—•— DIR t n OF o o — —-- —'—" o oMIAUAHON BU#:816296 1. IN E REINFORCING STEEL SHALL OONFORU TO THE . ° • + , •• a YRRIL A FL 3 REOLIMENTS OF ASM A-615.GRADE 6O IT SHALL DE 2EPNYPoIILS R D.LSR7 DEFORMED AND SPLICES SHALL Rol BE ALLOWED UNLESS I I (PASCO CWNTY) OTHERWISE NOTED. -- - PLANS PREPARED BY: 1. WELLING IS PRONSTED ON RENFORONG STEEL AND • 11°+ D A ° .. EMBEDUENTS. I I c I O CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING +'I + .I .. A EOIAPUENT NIOR TO CONSTRUCTION. COORDINATE WITH TONER DINNER ANY REQUIRED RELOCATION OF ECUPMENT THAT WY INTERFERE MTN THE FOUNDATION I u I 1\\ RELNCORCDLFNT. a. CONTRACTOR SHALL VER" AS-BUILT DWEHSMS OF R FROSTING FOUNDATION PRIOR TO CONSTRUCTION: 5. CONTRACTOR SHALL SECURE.PROPOSED REBAR.(NTO THE - .EXISTING CAISSON AND PAS CAP)USNG NRA-9Y-2O"IZE500 TOflFHERdIIEERWGiA0FF590,4A15 AONE9L_ FOLLOW THE MFG'S RECOMMENDATIONS FOR ° I a 9'IO'• P326TWO Z/S03 NSTALLADOV. FOLLOW MFCS'SPECIFICATIONS FOR HOLE m PREPARATION NCLUDNG ROUGHENING AND CLEANNG THE S. _ -I° r11P. OFFlCEU+I9J$51{3J7 I n I rNN.hp¢agtwl EXISTING SELF-SUPVOgr a - e HILTI RE500 IS ACCEPTABLE. TOWER mnuaNL- I .I FLCOA831U11 SEE RFI FOR FOR APPROVAL "SING GRADE BEAM A• �• I � SEAU rw. •AI l I ORr+ .i • • ;a� v,GGNgF o y •I I e No.77387 EXISTING CONCRETE I * W CAISSON.TIP. I C B S7AlEOF :tom A I• On` FGOR10�' _/ •• A a ° 'n. AL •a _ o o' en ��/1111111111� h„N:Pu 1 O G-0A•10 M1ODJ GI DIDRAY N69 EVSTNG COYCRElC ° +n • • . • REV DATE 65UED FOR:CAP,TYP. [DRAM BY. EN CHECNEO BY: JAI • It-or SWEET IIXU AS BUILT FOUNDATION 11�ll� 9_ REINFORCEMENT usASTRU-WRAL,INC. `7' DETAILS .. SHEET NUMOER,. REVISION,- EXISTING FOUNDATION PLAN VIEW ° B 18 S-�+ 0 SCALE:X• 1'-0'' SCALE INFEET v7 TEPk 26146.1575d0 I I I I I I D ATTENTION NOTE: PUNS PREPAM FOR REFER TO CO DOC N F 1136765 FOR PREVIOUS FILE CAP AND GRADE BEAU MODIFICATION DETAILS. CROWN CASTLE COYfRAC1TN SMALL fAl�ALL NECESSARY PRECAUTIONS T0,AMD DAYACIIG THE OnTNG ANCHOR BOLTS AND EnSiNC 00#1S'OWING ORI UNG OPERATIONS CONTACT UP ROWELYATEIY IF THE EWSM4 ANCHOR BauS Oft EDSINL OaAEtS ARE ENCOUNTERED AND NTERTLTS NTH THE PROPOSED UWACAD N,NNOR I!IXG AVALON BUIM.SUITE TOO AONSNENTS Ta RITE wtOPOSED LOCATIONS OF THE NEW DOWELS NAY BE REDLAQW. 1 172')'TOLE DIAMETER FOR I At7NARCTU°W 30WV 910 REBAR. AS QUILT PROECT NFORUAibPL NOTES: SEE RFI FOR FOR APPROVAL ZEPHYRH[LLS_ t. THE REVB'OL D STEEL SHALL OT GE iD Tiff R SS OTHERWISE Of TEO. A-615.GRADE fi0.R SHALL DE 1 ��/� / �0. �(7 BU#•81629$ 9£fORM(T}AND SPT7CE5 SHALL NOT DE ALLOWfO UttLE55 DTFIFRtMSE NOTED. f 1 1^ CC!/ d S. WELDING IS PRO 3TEO ON RENFORCNG STEEL AND EUSEDNENTS. llSASTRUCNRAL,INC. 3a522 A AVE. I CONTRACTOR SHALL VERIFY DIE LOCATION OF ALL COSTING EOLRPNENT MM TO CONSTRUCTION,COORDINATE ZEPMWTHLIIs FL 33542, NTH TOWER OWNER ANY REQUIRED RELOCATI N OF EOUO'1041 THAT NAY INTERFERE MIN THE FONOATRTN (PASCa COWiIt� REINFORCEMENT. CT65TNG 3Tf-M ANCHOR ^j ' ;I. CONTRACTOR SHML VERIFY AS-CULT DODNSIONS O'EWI NG FOUNDATION PTIKR TO CONSTRUCTION. BOLES ISLE ATTEHnO1 PLANS PREPAttEO Sr ETOSmtG�TAMER EIAX. Rj3jgt) ��' b0 BRACING NOT SHOWN f ,S.,CONTRACTOR SHALL SECURE PRCPOSED REBAR.(INTO THE.DOS RNG CA550N ANO PILE CAP) USING-LTL rI00 FOR OAIO Y. n HT-YOD-H AOfESrvE.FOLLOW ME 66G'S RECOLOICN(IAhO'15 i0A NSSAWnON.FOLLOW NFCS SPEC1FlCAnON5 lop EXISTING pA FOR HOLE PREPARATION NCLLONG ROUOFERNG AND CLEANING THE MES it PROPOSED#10 REBAR ��0 RENFCRCFXENT CANS. A7,1 (ri'-b-tWVL)TO 8E T a'U N57AL1ID RULOVON EAISTNG CONCRETE CAP EDSING PRE CAP DOWELS EMBEOOEE N10 CAISSON.(A PER lE0) EWSTNC Cw_,ft ;\l wTmTOW NCJUSSON ORM , SEE ATTQinaN NO1E 3 ''ry , \ AND - EDSENG..GRADE 1DtsTAA'f02"iFOiFSAAMMtS 3265TRf'INFOAD 3 Cut /% \ /� „ r-3•RN. ", RALEIOR,LC 27603 Em. Ga®AR \\�\%/\ \ \% +T+' •.- -•a. rTP. Or'FlCE;(919)E611i35f s i MtimlapgHAE>N wSTwLLEa THROGcsT Eft o o o CAP AND CAISSON. \/ \� "-------------- ME _.li RC0A331011 gill: _ (4 PER LEG)SEE / /' I I ATTENTION NOTE AND \ \\ \\ \ . �;___yr��, y NOTEa ��i// r\�i,.�:\\ _.-r__ s... ,1� `, sE^p f} .c, ---.�_-�.—Ta` 0 .} ^g� � }/j�/�/ij�//�/�/j�{{b �. - � ,i `���a7'f4 Ell >y,�\}\\`'l\�/'=�/ 3F TTP—� NT'"•'----------- Nr EXCAVATION • - '!\ h: STATEOF a` P o-° _ _ PROPOSED EPozr, LIMITS E1CIS11NG CONCRETC ' . ii %O SHALL COMPLETELY FILL EMSTNG V-0-6 jj.................er �V`\\ GRAM t EnSTNC'_ HOLE AND f#WSKCD FLUSH OF CONCRETE. �TYP m TNG, 'p CAISSON ATIOt/. Sff Na1E ';..:._._.«...._.." L.EDST4iGB CONCRETE ff'I IGHI It ��a`„ocmn ANb10R Bars ;� I� CAP.SEE NOTE. ' SEE ATTENTION hl HILTIRE500IS ACCEPTABLE. "o� r)-«---•-----.__ ^ "l 0 --aL'AD�NCATA21 1/Nti 05 SEE RFi FOR FOR APPROVAL REv aATE ISSUED DRAM ft. EN CHECKED By. 9l EIaSiWG CONCRETE CAP, SHEET TITLE: EDSaNG GRADE - FOUNDATION BEAN.M. - ,• REINFORCEMENT DETAILS II NU1t$ETO RE4TSiDTt WESCALE. 3('FOUNDATION PLAN VIEW AT TOWER LEG TYP.FOUNDATION ELEVATION AT TOWER LEG WS S.5 0 SCALE. n V-0' SCALES $§•.1'-0' - -. - a� I TEPP,24I4GA57540 I October 12, 2018 Modified Foundation Inspection Report Zephyrhills, BU 816298 Project Number 26146-188757 Page 10 t 8)APPENDIX B: REINFORCING STEEL MATERIAL CERTIFICATIONS AND PACKING SLIPS i i i i i i �� .r.,:,r•1rfo.�...:ysy:c•i+ r , .ss^•,,'ntt-::r.F. __ __.._..--- tu0",.Jc}pa„i•an.v rtnT+s+i'->:1 ti0YdC+:•it,a,..}! �t . . n. •,2 r.�:3e1:-.Y � un..tmu tl:r:6,'r"'� n�y.t lr� ,nn»tn+:Y:.a.Y•.1m1 'c".�''�dr�-?7•„.},,(/ . :+•:I,t Y.:S 4s•„••q.f.+>'>21U5.1 trc't�4}crp>1S:1.r,rc.rr!>t::lc/tnt)ena'rtatlrlriftlupn;nl.rtar:ars RgE�•x-u..+:rtttn�!snaCl { t•cx••u«risx•J a;(+a•'.�.+..,•.•...__. .:rke.ilsu.,,.+,Uis+a6cro1„.len,,,ltrrn.+�;u.•.1..#f WSa,svt:tT?+t•>Ju++�.v f,s7lc• :e+c'.p:.rlaafre:sN,pxtrfr.�.+,:,,.3.1.Narye ayt S 7 1113\ tif'(11YI50J l s,a xs •.��IN,'.N'Ni 11 l,firt�/111f�•,I xa esr; f�alpmU 'fueli ^S7L'adu:ct^':;yilRlJiF , r irfwl OU]'Q, :il + UII6Stit 1SY ` C7s5•3 / u(M OJkti lY,: 1106511I S4r Iiit�I� �' null grlq rd15 ICt r.i�ti Iz.- tllt3 T:[Wd3J-it i4f.O 'IIJf: '};t)q N'fn Ills i•:'t) lrl$ .';1'11 Il((1l) iGI h:%p W _ _tie);IfK(e K00 lt,i.N414i '<I I):1:Mit• -_ >i'Ir1,11(14:Pr�C1 Gtlait a 'i 1Va •` !t;3M-1 Of')lilt a tt't 2t:u;Iff!S*f 1svff.]1t,2.t tIlINULS:i.) . j •)rns:«Y•.nt n�,v ti:i 17uuti.;lx1; VSf1 :+Pl>t.ud•.r:LLt•a'Spll\'?ti111t5 u�1t71611.V;<1:'ihnlr'IJ lldaNiJ�J'Itg 1'li:i'iJ`'ll}ANC)Sy�:'( :ti'iSti trt9s' Itl il,Y',:� ,:kStr i/,St•;Cf�lf l'!i L`StiY)1:' ,':GI•hvtil'i rti.tt'311 t?idt',E15rri :i'i'ti.:uti�:i.)t/(%Ili"5:'1 ' auto tt-u1� lftt)Iatt� 111!}V'il IS I7I GI.W' MCI: t Vttl;U t'15 t'ilt;iJ Gii� ��mp ry :`atl N:l.l dCl4.ibt 11Vi))i !f�itl'li'it#;iar.7cr,}:Ititt'tly 8[ :Siril,.tr,tr ryS;C:ilr17- Jc#•`il .8iT3+P) oqp i\.Ift.'LNItl 771$:ldt'ff$ aaV)i!) • •tS iNHNflaltSi,} nt gf,C"s;t➢fwftl., . `1%111111 Vli(111,411U;11 R&W DISTRIBUTORS, INC. * '` z INVOICE * Number: Proposal- Invoice Date: 08/31/2018 Account: USA/CO Page: 1 Slm t# :SA-HO Order 4: Bill To: Ship To: USA COMSERV, INC. USACONISERV, INC. 6448 PARKLAND DRIVE 6448 PARKLAND DRIVE SARASOTA, FL 34243 SARASOTA, FL .34-243 Description Order Date Customer PO dumber Shipping Instructions Invoice 08/31/2018 Quantity UM Description Price Amotint 192.00 FT S-RAW STEEL 410 Terms: PLEASE PAY BY DUE DATE Remit Payment to: R&W DISTRIBUTORS, INC. Subtotal 698 BELL ROAD Tax (7% SALES): SARASOTA; FL,34240 Freight (941) 377-573.5 ; ; Less Deposit ; Amount Due October 12, 2018 Modified Foundation Inspection Report Zephyrhills, BU 816298 Project Number 26146-188757 Page 11 9)APPENDIX C: CORRESPONDENCE i i i i i CROWN CROWN CASTLE MODIFICATION CASTLE FOR RFI FORM Version No.1 General Information Name: =1 Anthony Eldridge Date Submitted: « 8/27/18 Company: USA Structural Steel and Foundations Phone#: 941-747-7038 Email: USAmods@usa-structural.com Contractor Project#: ttOR: Adam Amortnont EO' P Mct#: 26146.15754o Site Name: Zephyrhills gLT#�: 816298 WO#: 1522943 Cro"Castle PM: Eric Cuthbert Instructions Contractor to Complete Engineering Issue Box—This space should contain an explanation of the question for the engineer of record along with any other information that he/she might need to competently and completely answer the enquiry. As part of this description, please provide any information regarding why any action in the field was taken. Drawing Review Waiver—Check this box if you are requesting the shop drawing review to be waived. Drawing Approval/No Deviation—Check this box if a shop drawing review is requested and the drawings do not deviate from the original design drawings. Drawing Approval/Deviation—Check this box if a shop drawing review is requested and deviates from the original design drawings. The drawings should highlight any and all deviations from the original drawings. In addition,in the Engineering Issue box a description of the changes should be given with a reason for the deviation. Clarification—Check this box if a further explanation of the design is needed to properly fabricate or install the modification as intended. MI Review—Check this box if seeking approval for a modification inspection issue. In the engineering issue box an explanation of why the deviation occurred should be given. Direction—Check this box if a course of action is needed from the engineer of record to proceed with the installation of the modifications as designed. Interference/Field Issue—Check this box if there is a fit up issue with the modification as designed due to a field condition. Other—Check this box for all other enquiries. Attachments—If this box is checked Yes'a short description should be given of what is attached;e.g.photos,sketches,shop drawings,etc. Engineer to Complete Resolution Box—This space should contain the resolution from the engineer of record the enquiry. Drawing Change Needed—If this box is check`Yes'then a drawing revision is required based upon the resolution to the enquiry. Crown Approval Needed—If this box is checked`Yes'then Crown Castle must be contacted for approval of the issue or resolution. Sketch/Drawing Attached—If this box is checked`Yes'then there is an illustration attached as part of the resolution. ESP#—Associated ESP#should be included,if applicable. Prepared By—The first and last name of the engineer who prepared the resolution should be entered with the date. Approved By—The first and last name of the engineer of record that approved the resolution should be entered with the date. Notes:This RFI form is for the purpose of addressing technical and construction related questions and issues.Final work authorization shall be approved by client and/or client's representative prior to proceeding with any work that deviates from the originals design,scope,price and/or schedule.This form is not an authorization of a change order. The Foundation for dMireless World. 1 I P a g e CrownCastlecom CROWN CROWN CASTLE MODIFICATION CASTLE FOR RFI FORM Version No.1 Engineering Issue.. r,.Drawing Review Waiver: Gl ML'Review: x.;. Action Required? 'Dawin A roval No.Devidtion: Direction: : .. Drawing A roval Deviation: B Interference Field Issues:- 1-3 Clarification: C7 Other: Attachments: Yes D No [J. Description: Will it be acceptable to utilize Hilti RE500 instead of the RE200 for the rebar installation? Resolution Date Resolved: Drawing Change: Yes E-j No i✓l Crown Approval Needed: Yes G No f7 Sketch Dra ng Attached: Yes r,' No -I ESP#(If Applicable): This is acceptable. Pre ared:B : ''Charlene Garcia Date: 8/24/18 _A roved By: , Jessica Moebs I-Date: 08-28-18 Submit this form to the Modification Inspector to be included in the Post Modification Inspection Report. The Foundation for'aWireless World: 2 1 P a g e CrownCastle.com CROWN CROWN CASTLE MODIFICATION CASTLE FOR RFI FORM �,O Version No.1 Engineering Issue �_ � ® -II,Review'Drawin Review Waiver:; _ a�_ Ej - V rawin A roval,1QDeviRion: 0- Directi'on:, 0` Action RequiTred t ;y oq Drawin A royal Deviation: 0 Interference:Fiel'd.Issues• Clarification: El Other: 0 Attachments: Yes (--j I No r I Description: Reference A/S-5 will a 11/2"hole be acceptable for the#io Rebar which is to be installed through the existing pile cap and caisson? Resolution Date Resolved: Drawin Change:_. Yes CI I No - Crown A roval'.Needed: Yes Ej- I No fj Sketch Drawin Attached: Yes El No F1 ESP#(If Applicable): 1-1/2"diameter holes are acceptable for installing the#10 rebar through pile cap and caisson Pre aredtB - _ Luke Drazek I-Date' 9/4/l8 ApprovedZy. . Jessica Moebs Date 09-05-18 Submit this form to the Modification Inspector to be included in the Post Modification Inspection Report. The Foundatlon fora Wireless World. 3 1 P a g e CrownCastid.com Charlene Garcia To: Jessica Moebs;Luke Drazek;Adam Amortnont Cc: RJ Kroot;Anthony Eldridge;Jason Bogdan;Cuthbert, Eric; Michael.Pvtvin@ crown castle.coni';,SDII Subject: RE:816298 Zephyrhills 'From:Jessica Moebs[mailto:jmoebs@tepgroup.het] Sent:Wednesday,September 05, 201811:13 PiVI To: Luke Drazek<Luke,brazelc@usa-structural.c_om>;Charlene Garcia<Charlene.Garcia@usa-structural.com>;Adam Amortnont<aarnortnont@tepgroup.net> Cc: RJ Kroot<RJ.Kroot@usa-structural.com>;Anthony Eldridge<Anthony.Eldridge@ Lisa-structural.com>;.Jason Bogdan <Jason.Bogdan@usa-structuraLcom>;Cuthbert, Eric<Eric.Cuthbert@crowncastle.com>; 'Michael.Potvin@ eripwncastle.com'<Michael.Potvin@crowncastlexom>;SDD<SDD@tepgroup.net> Subject:RE:816298 Zephyrhills Luke, 1-1/2" diameter holes'are acceptable for installing the#10 rebarthrough pile cap and caisson.Update RFI attached.Let "us know if you need anything else. From: Luke Drazek[naailto:Ltdke.Drazek0usa-strurt;ural,,cnill) Sent:Tuesday,September 4,201812:03 PM, To:Jessica Moebs<Iitluebs(cJtetic rOui).nzt>;Charlene Garcia<Charienc:.Gizrciar-a�usa-strtictur�i.conl>;Adam Amortnont <aarnortnontPteaRrOup.net> Cc:RJ Kroot<RJ.KrobtCc.rtrsa-structufal.conl>;Anthony Eldridge<Anthony.Eldridge 041sa-stryctur-a[,conI>;Jason Bogdan <4.'son:BogidanaUsa-structtiral:com>;Cuthbert,Eric >; 'Michael.Potvin@crowncastle.com'<Michael;Potviil(o)crowncasfie.corils;SDD'<S0D tegRrotrcl.net> Subject:RE:816298 Zephyrhills Jess., llc]�SI; ' ol']. ["f' !_'fend �-'q will aI X. he-; . For -'tie s. IO 14 tc' be instC k'r' dl�'Di gh {Ile 0 exisiial,w Pile cap and +_aissnn? Tkard, t tit: 1.u1. . L ra: 4k Preside nc 1 SA t L.,ttlrr:l From:Jessica Moebs'[mailto:imoebsra►teperouri':r etl Sent:Tuesday,Septe'tnber 04,201811:35 AM To:Luke Drazek<Luke-Drazek(@usa-structurAcotn>;Charlene Garcia<Charlene.Garciatt�,busa-structuraLcorn>;Adam Amortnont<aai-nortnont,Pteog(oup'.net> Cc:RJ Kroot<RJ.Kro2I&sa=Aructural.com>;Anthony-Eldridge<Anthonv Eldrideeteusa-.structuraLcct€t3>;Jason Bogdan Jsi�t .aodanf�.sa-strilcteiral.ee,rn>;Cuthbert,:Eric<Eric.Cutttberttcrawrrrtcatle.ccsm>;. 'Michael.Potvin6c.rowncastle.com'<Michael_PrjtvinPCrown stle.coni>;.SDD<SDDrP teaerouf).net>. Subject:RE:816298 Zephyrhills Luke, We will approve cutting up to 2 vertical rebar per caisson. yl)'� `t;' C:II_;� ",n•';F{11�f„ ���;�'.j;.±�C,`_:�',i, lit. 'VJ\YVJ.I�]ZC7UI7.11_9_� . _ ii _ ill\:il�l.`?..i,r"'��. ..._ .•to � ��' .. ._�"w'�:�Ir`.'_/'fJ`�=_ . TA261,46«$252 .ft 7540 8162.99 trPHYRHII.g.S-DD From:Luke Drazek[mailto:LllE<e;Dr�iz:kPLIsa-structural.cotnI Sent:tuesday,.August 28,2018 5:07 PM To:Jessica Moebs t n2 ebsrfteuCr,auu.net>;Charlene Garcia com>;Ada_ni Amortnont +{Gtatt�ortr�on"�tA'.'ltf;�rouo.rtet> _ a RJ Kroot<Rl Krodt(a gusa-strurturalxom>;Anthony Eldridge<Anthonv.Eld ridge(a)tasa=strut ural.eam>;Jason Bogdan <Jason Raedaii@uss-structLt~4i.c0111>;Cuthbert fric<Eric.Cutlibect(@croeiin'castie.coni>; 'Michael.Potvin@crowncastle.cam'<tvltchael:PdtvinrDdrgy)ncasgle.cgm>,SaD<SDD teas,ioura.net>' Subject:RE:816298 Zephyrhills Ssr_X1�iiiiC'�i i; a« I-t FIlti fii L�}_S :_=_ _,S}#e";'4'#11=� Sod.+Clung tllla?coi`t 1;11-ij Ctuts i�i:31�• :)�, •,J. ,.�:I �ii- ''Lir:lf 1().l •rlicll;i"1 ;�:: %1lC:li-�l, ...1i ui51[`'..".I's �>itr 'i '._'r -i1 1,17!> repr c:SenI' (hl i y'sIdz �':lY'r#.1?�ti``_i;1.7r� - rtiiia?I?.`,? kn— re.iar. Lep A sirip 2 4ivill hit vertical Leg?side -; vAll t:V;verti'c:I reI)IIC. Leg e side 2 pos'i6ly,nidl vl:.'rti•:al rebar. Leg C side 1.Ml(-Kit vOtical rebar, 2 Thank you! Could you please complete page 2 of the attached RFI form documenting the below approval? 6711 260,Co6rt'Enst'-. Sarasota,FL 34243 Office: (941)747-7038 Lail: (941)539-77.13 . Fax:(941)747-1781 0,1-_Charlene.CuvciaC�-usa-struct�ral.com. USA ,STRUCTURAL From:Jessica Moebs fnLailto iriioebsr�tet)i:roi.in:hetl Sent:Monday,,August 27,2018 1:15 PM To:Charlene Garcia<Charlene.Garcia@usa--sirt,rcti-rral.ccrtz>;Adam Amortnont<aarnartnnntrr tereresur�:rir:t> Cc:RJ Kroot<RJ,I(ragtng usa-strLlctur�l.com>;Anthony Eldridge<AnttionvIldride? a uS�=strucwral.com>;Luke Draxek . <Lol,ie,araxel,,0'6sa-strtreturcll.coni>;Jason Bogdan<lasor►-Boe Eaairi`+rasa strsi tural.ea It>;Cuthbert,Erie <Eric.C.uthbert(@trowncastle.corn>;'Michael.Potvin@crowncastle.corn'<MicGael.PotviriiMcrot,wncastli.emm>;SDD, <SDDP(ep21'6LI 3.ne,t> ,Subject:RE::816298.'Zephyrhills Charlene, That is acceptable.i F r,F. a:,,`?k'K r'.IC 27F; ..=,�,)i._.; T:1g2 i1, �.9F62a� 1S?5 f1 -81.6298 ZE-PHYRIiILLS5Dp From:Charlene Garcia frriaflto:CharlcriaGarclat�risa-scructurl.c!�i�i] Sent:Monday,,August 27,201811:35 AM To:Adam Amortnont«atr+ortnontAteoeroLiD.riet>;Jessica Moebs<irnoebst@.teobrbup.nM> Cc:RJ KrooC<R].'Kr6otf@uaa=structur:il:coni>;Anthony Eldridge'<Antli61i+1.EldiridLer@uia-itr ucturaf.coni>;.Luke Drazek <Luil<O.Di,azekousa=structtiral:con3>;Jason Bogdan<Jason.66%,dan r Lisa-st(ticturaf corm> Cuthbert,Eric <Eric CaLthisert cx cr_owncastle:ecim>;'Michael.Potvin@crowncastle.com'<Mictiael.Po2vi[i a'erotic nc_asde' .corn>;SDD <SDC(Mteoero-ur).net> Subject:RE:81629.9 2ephyrhills Good morning Jessica, Have you.,-had all opportunity-to..review,the below comment? i i i i i -Thank.you,. 6711.26�1 Court East Sarasota,FL 34243 Off e:(9.11)747-7038 Cell:(941) 539-7713; Fax, (941'}747-1781 Charlene.Garcia�usa=strt�ctural.com USA iSTRt �CTURAL From:Charlene Garcia Sent:Friday,August 24,20181:06 PM To:Adam Amortnont<aarrnoi,tho6t@teggrciil:rip.t>; 'Jessica Moebs'<iinoerlxsrfnte:ncirari2lgik� Cc:RJ Kroot<PJ.I(root L)usa-structur�il.comn Anthony Eldridge<Antliotiv,:ldrideeOusa-sti-uctural.cori)>;Luke Drazek <Luke-Drazek(@Llsa-strLictural.com>;Jason Bogdan dasoi1.(3opclanIOusa-structur�l.com>;Cuthbert,.Eric <Eric.Cuthbertrucrowncastle.com?;ti+iic(is£(,Pptvin@cro-Nncast(e.eorrs;SDD<5C�E7t tesierr�ur<.nct> Subject:RE:816298 Zephyrhills Good afternoon Jessice, Will it 5e acceptable to utilize I SiltI RF500 instead of'the.RE200 forth-e rehar ih tallaticn? Thank you, 6711 261n Court v asl Sarasni2. FL 34243. Office:(941) 747-7038 Call: (941)539-7713 Fax:(94-1)747-1731 Char(ene.Garciaiausa-stntctu'ral.caIII V A RUCTURAL From:Adam Aniortnont<aam6rt66niPte6Fr_aap.iiet> Sent:Monday,July23,2018 3:02.PM To:Anthony Eldridge<Aiitliosiv:Eldridgefausa-st.ructural:coiii>;RJ-Kroot.<RJ:Kroot(•)rasa=sttLicttiral.coaii>;Jessica Moebs- <imbcbsPiepgrouia.net>;SDD<SDOI teba iotiiw et> Cc;Luke Drazek<Luke.Draze'. usa-strui tural.ean7>; Eric Cuthbert(Eric.Cuthbert(@crowncastie.coiz1) <Eric.GutllbertOCtO vncastle.com>;.michael.riot'Vin0crownCastle.cbrii;Alexis.kubertPcrowncastlL�xom Subject:RE:"816298 Zephyrhills Anthony, l apologize for theIdelay. Please.findjeviewed shop drawings attached: 5