TABLE OF CONTENTS WUSF RIVERVIEW TOWER REPLACEMENT ITN# 15-08 GC

1,000-FT GUYED TOWER SPECIFICATIONS

Intro ......................................................................................................................Summary Section 1 ...................................................................................................... Site Conditions Section 2 ............................................................................................ Design Specifications Section 3 ..................................................................................... Fabrication Specifications Section 4 ................................................................................... Construction Specifications Section 5 ............................................................................... Dismantling of Existing Tower Appendix A ....................................................................... Antenna and Equipment Loading Appendix B (Provided Under Separate Cover by WUSF) ..................................... Site Criteria Drawings Appendix C (Provided Under Separate Cover by WUSF) ................. Preliminary Geotechnical Report Appendix D ........................................................................................................... ERI Analysis & Report Appendix E ....................................................................................... Proposed Cost – ITN# 15-08 GC

SUMMARY WUSF RIVERVIEW TOWER REPLACEMENT ITN# 15-08 GC

The University of South Florida desires to replace its existing 1083-ft guyed tower with a new 1000-ft guyed tower as described herein. The University is seeking a single contractor to provide turnkey services for a fully functional tower as described in the summary of the Scope of Work below and further in this document. A summary of the scope of work is as follows: ♦ Design, furnish, permit, construct, and erect new 1,000-ft guyed tower and foundations ♦ Provide complete geotechnical report for foundation design ♦ Design, furnish and install electrical lighting and lightning/grounding protection for the new

tower ♦ Furnish and install new WUSF FM Broadcast antenna and feedline. ♦ Relocate as required existing antennas and equipment from existing 1,083-ft tower to new

1,000-ft tower ♦ Design, furnish and install new ice bridge ♦ Expand compound and fencing ♦ Dismantle and remove existing 1,083-ft tower ♦ Provide tower analysis and erection drawings for new 1,000-ft tower ♦ Provide tower analysis, reinforcement plan and rigging plan for dismantling existing 1,083-

ft tower ♦ Provide Construction drawings for the site and obtain all applicable permits.

It is noted that the existing 1,083-ft tower is in poor condition and will likely require reinforcing prior to disassembly. The existing tower was manufactured by Stainless, Inc. in 1966 and has been reinforced several times since its erection. The tower exhibits moderate to severe corrosion throughout its height. Each bidder is required to evaluate the tower based on the following reports performed by ERI: Analysis dated 11/01/2013 and Inspection dated 09/05/2014 and provide a preliminary reinforcing plan and rigging plan for bidding purposes of dismantling the existing 1,083-ft tower. The successful bidder will be required to climb and evaluate the existing 1,083-ft tower in order to develop a detailed reinforcing and rigging plan to safely dismantle the tower. Prior to decommissioning the existing 1,083-ft tower, the successful bidder shall submit to the owner a detailed structural analysis of the tower for EACH Jin Pole lift point in accordance with ANSI/TIA-1019-A-2012 Standard for Installation, Alteration and Maintenance of Antenna Supporting Structures and Antennas, and a Rigging Plan in compliance with the ANSI/TIA-1019-A-2012 Standard, with emphasis on Section 2 Table 2-1 Class IV Scope of Work. Bidders will be required to provide documentation of at least ten years of tall tower (700-ft or greater) experience. This includes, but is not limited to, the fabrication and installation of tall towers, tall tower maintenance, installation of broadcast antennas on tall towers, and tall tower inspections. All tower structural analysis shall be performed using tnxTower software and stamped by an engineer registered in the state of Florida. Note: The sequence of the new tower erection and exposure to the existing FM antenna to be coordinated with WUSF-FM to minimize RF exposure to tower workers.

SECTION 1: SITE CONDITIONS 1.1. Site Survey

1.1.1. WUSF Radio Tower by SurvTech Solutions, Inc. is provided in Appendix B for information in preparing the bid documents.

1.1.2. The Contractor shall employ a registered land surveyor, licensed by the State of Florida, to layout, stake, and install work hubs for use in establishing the location, alignment, and elevation of all foundations. The survey work is to be accomplished prior to any foundation excavation. The surveyor shall provide signed and sealed documentation of the as-built location, alignment, and elevation for all foundation work points. Owner reserves the right to have independent verification.

1.2. Geotechnical Report

1.2.1. The preliminary Geotechnical Report (Provided Under Separate Cover by WUSF) is for the Contractor's convenience, and the information is for the Contractor's interpretation. The Contractor shall be responsible for any conclusions to be drawn from this information.

1.2.2. The Contractor shall obtain a complete geotechnical soils report with borings at the tower mast and each guy anchor at his expense, prior to final foundation design.

1.3. Site Clearing

1.3.1. If site clearing is required by the Contractor, or if additional roadway material is needed, it shall be provided by the Contractor.

1.3.2. The Contractor shall be responsible for erosion control and protection of any designated sensitive areas, and shall be liable for any un-permitted encroachment into jurisdictional areas.

1.4. Erosion Control

1.4.1. The Contractor shall be responsible for the installation and maintenance of all erosion control devices as may be required. Any fines, penalties or legal fees associated with a failure to maintain adequate erosion control during this project are to be the sole responsibility of the Contractor.

1.4.2. Upon completion of the project and prior to final acceptance, the Contractor shall seed all disturbed areas within the Contractor's limits of construction. All erosion control devices are to be removed upon stabilization of all denuded areas. Final payment will not be released until the requirements of this subsection have been satisfactorily completed.

--- End of Section 1 ---

SECTION 2: DESIGN SPECIFICATIONS 2.1 Design Codes and Standards

2.1.1. The design, manufacture, and installation of the tower and auxiliary equipment shall meet or exceed applicable local and state building codes, all applicable industry standards and government rules and regulations, including, but not limited to, the following:

2.1.1.1. The 2010 Florida Building Code, IBC 2009 (2009 International Building Code) 2.1.1.2. ACI, “Building Code Requirements for Structural Concrete”, ACI 318-05, American

Concrete Institute, 2005 2.1.1.3. AISC, “Load and Resistance Factor Design Specification for Structural Buildings,

AISC-LRFD-99, Third Edition, American Institute of Steel Construction, 2001 2.1.1.4. ANSI, “Standard for Installation, Alteration and Maintenance of Antenna Supporting

Structures and Antennas”, ANSI/TIA-1019-A-2012 2.1.1.5. ANSI, “Structural Standard for Antenna Supporting Structures and Antennas –

Addendum 2”, ANSI/TIA-222-G-2 2009 2.1.1.6. ASCE, “Minimum Design Loads for Buildings and Other Structures”, SEI/ASCE 7-

05, American Society of Civil Engineers, New York, NY 2.1.1.7. ASTM, Material specifications, ASTM International, West Conshohocken, PA 2.1.1.8. AWS, “Structural Welding Code – Steel, ANSI/AWS D1.1, American Welding

Society 2.1.1.9. FAA, “Obstruction Marking and Lighting”, AC 70/7460-1K, 2007 2.1.1.10. IEEE, “Grounding of Industrial and Commercial Power Systems”, IEEE 142-1991,

Institute of Electrical and Electronics Engineers, 1991

2.2. Tower Design Requirements

2.2.1. It is the intent of the Contract that the Contractor shall design, manufacture, and erect a 1,000-ft. AGL multi-antenna triangular guyed tower structure as required by these specifications. The tower shall be designed, fabricated, and erected in strict accordance with state and/or local building codes having jurisdiction and, as a minimum, meet the requirements of the ANSI/TIA-222-G-2 standard for the following site parameters:

2.2.1.1. 125 mph Basic Wind Speed Without Ice, V 2.2.1.2. Structure Classification II 2.2.1.3. Exposure Category C 2.2.1.4. Topographic Category 1

2.2.2. A preliminary Structural Analysis (in tnxTower format), with the tnxTower file and calculations, shall be submitted with your response. Analysis provided in any other format shall constitute the bid being non-compliant.

2.2.2.1. In tnxTower, the option for “Bypass Mast Stability Checks” shall be checked. 2.2.2.2. Moments shall be considered in the tower leg design.

2.2.3. The tower shall have three guy anchor paths equally spaced at 120 degrees apart. 2.2.4. The tower shall be designed to support the equipment listed in Appendix A of these

Specifications along with any additional equipment required to comply in full with the Contract Documents.

2.2.5. The design of the tower and foundations shall incorporate the applicable dead, live, wind, seismic, auxiliary, and collateral loads, such as the additional antenna, platforms, ladders, and mechanical system, in accordance with the load application methods and design standards prescribed and recommended in the referenced codes and standards.

2.2.6. It is the Bidder’s obligations to provide a complete pricing proposal to also include, design documents, structural Rigorous analysis, engineering calculations and drawings detailing the tower, tower foundations, tower lighting system, tower electrical grounding system, cathodic tower anchor shaft protection system; each sealed by a qualified registered Professional Engineer with a valid license to practice in the State of Florida.

2.2.7. The tower shall utilize a bracing scheme that shall provide adequate stiffness, with regards to both twist and sway, to meet operational requirements set forth by the individual antenna manufacturers. The serviceability requirements, as defined in Section 2.8 and ANNEX D of the ANSI/TIA-222-G-2 Standard, shall be required throughout the tower.

2.2.8. All structural bolted connections shall utilize high-strength ASTM A325 Type I bolts with ASTM 563 Grade DH, or ASTM 195 Grade 2H, nuts with locking devices. The use of lock washers, palnuts, or other nut locking devices shall be used on structural load-carrying members. All hardware shall be hot-dip galvanized in accordance with ASTM 153.

2.2.9. Guy cables shall be ASTM A586 Grade 1 or 2 Class A galvanized structural strand with factory attached ASTM A148 fittings. All guy cables shall be pre-stressed and proof-loaded after fabrication. The closed strand bridge sockets shall utilize 72 inch take-ups. Fine threads are not to be used on the closed strand bridge socket take-ups. Cotter pins for the open strand sockets shall be AISI Type 305, or 316 stainless steel. A corrosion-retarding agent (such as Pre-Lube 19HV, manufactured by Grignard Company, Inc. of Port Reading, New Jersey) shall be applied to the individual wires of the strand during the strand manufacturing process. For cables 1 inch or less in size, wire strand may be of Extra High Strength (EHS) meeting ASTM A475, and may utilize Preformed Line Products Big-Grip Dead-End terminations. Other types of cables must be listed as alternates with technical details provided to the Owner, and may only be used with special acceptance by the Owner.

2.2.10. The tower shall be furnished with members to support vertical and horizontal rigid and flexible transmission line runs according to the manufacturer's recommendations. Supporting flexible lines on the tower legs, climbing ladder, or lighting conduit is not acceptable. Contractor shall provide structural attachments for all specified transmission lines in accordance with manufacturer specifications. If lines are attached to the structural girts or diagonal tower members, the effects of both axial and bending stresses shall be considered in accordance with Chapter H of the AISC Manual of Steel Construction, Third Edition.

2.2.11. The tower shall be designed to account for constructional loads during tower erection. Specific constructional loads imposed by the crane, gin pole assembly, and any other rigging shall be defined and coordinated with the installing contractor. Minimum design tensile strengths for the tower leg connections shall comply with Section 4.9.7 of the ANSI/TIA-222-G-2 standard.

2.2.12. It is the Contractor's obligation to provide complete project design drawings, structural and electrical, signed and sealed by a qualified registered professional engineer with a valid license to practice in the State of Florida.

2.2.13. The tower design and fabrication and foundation design shall be under the daily, direct supervision of a Professional Engineer experienced in tall tower design and licensed in the State of Florida. The bidder shall designate the supervising engineer and his credentials.

2.2.14. A complete tower design and structural analysis shall be submitted with the proposal. Revisions in this design shall not be made without the approval of the Owner. Along with the structure analysis, the following information shall be provided:

2.2.14.1. A plan and profile view of the structure showing overall height, tower face width, guy anchor locations, and position of appurtenances included in the design.

2.2.14.2. A sketch showing the layout of transmission lines, conduits, and similar linear appurtenances. Their size along with their location within or around the tower

structure shall be specified. Wake interference may be used for linear appurtenances located within the “face zone”; however, no direct wind shielding shall be permitted.

2.2.14.3. Details of the sizes of all tower members and guy wires shall be provided. The specific grades of materials and/or specified minimum yield strengths shall be provided for all main structural members.

2.2.14.4. Preliminary base and guy anchor foundation design details shall be provided.

2.2.15. Owner may elect to conduct independent analyzes on submitted tower designs. Should the Owner’s analysis require modifications to the Contractor’s design, any costs associated with such modifications shall be the responsibility of the Contractor. Disagreements in the results of the Owner's and Contractor's analyzes shall be resolved by a mutually agreed upon qualified professional engineer acting as a third party. If required, the Owner and Contractor shall share the cost of the third party analysis equally.

2.3. Climbing Facilities and Rest Platforms

2.3.1. An access ladder with an approved safety-climbing device meeting ANSI A14.3 and Section 12.0 of the ANSI/TIA-222-G-2 standard, with two complete sets of approved body harnesses, shall be provided. The climbing ladder up the tower mast shall be on the inside, and shall meet requirement for a “Class A” climbing facility per the ANSI/TIA-222-G-2 standard.

2.3.2. Interval rest platforms shall be located at each light level, at each outside platform location, and at a maximum spacing of 150-ft. Intermittent rest platforms shall be positioned far enough away from the climbing ladder as to prevent incidental contact by climbers, but close enough to be easily reached by such a climber. These platforms as well as grated walkways shall be designed to support a minimum uniform loading of 100 psf as well as a point load of 300 lbs at any location. Factors of safety shall be in accordance with AISC.

2.4. Transmission Bridge 2.4.1. The Contractor shall furnish and erect a transmission line bridge approximately 80-ft in

length, 10-ft in height, and at least 3-ft wide. The transmission line bridge shall include an overhead structure with grating to protect the transmission lines from ice and other falling objects. The overhead structure shall be designed to support a live load of at least 100 psf in addition to its dead weight and the anticipated weight of the transmission lines. Top mounted grating for ice protection shall be designed for reasonable removal and replacement. Factors of safety shall be in accordance with AISC. This design shall be arranged for support of the number and type of transmission lines as described in this specification. Specific connections in accordance with line manufacturer requirements shall be provided with this structure. Drawings describing the arrangement of line placement with installation instructions shall be provided to the Owner for approval prior to fabrication.

2.5. Antenna Mounts 2.5.1. Mounts for antennas specified to be provided in Appendix A shall be designed for wind

loads as specified for the Tower Structure. Due consideration for antenna twist, sway, and radius of curvature requirements shall be the responsibility of the Contractor. The tower structure shall provide adequate stiffness, with regards to both twist and sway, to meet operational requirements set forth by the individual antenna manufacturers.

2.6. Tower Lighting and Electrical

2.6.1. A Dual Medium Intensity lighting system conforming to FAA Advisory Circular 70/7460-1K Change 2, or the most current Advisory Circular, and any other applicable FAA documents, shall be furnished and installed by the Contractor. The Contractor shall

maintain the lighting system in good working order and indemnify Owner during construction and prior to Owner acceptance of tower. The Bid Documents shall specifically identify the supplier and manufacturer of the obstruction light system. The Owner reserves the right to specify a lighting system and manufacturer. The electrical drawings shall be signed and sealed, certifying compliance with state and local building codes, by a qualified professional engineer with a valid license to practice in the State of Florida.

2.6.2. All primary runs of wiring shall be contained within galvanized rigid metal conduit; where flexible conduit is used for secondary branches, it shall be Liquid Tight flexible metal conduit, or approved equal.

2.6.3. Suitable protection from falling objects shall be provided for all light enclosures. 2.6.4. The light enclosures shall be mounted in a manner that will permit them to be readily

repositioned in order to provide access from within the tower for maintenance purposes. 2.6.5. Contractor shall be responsible for connecting and maintaining temporary tower lighting

in accordance with all applicable state, local, and federal requirements during the construction process.

2.6.6. Contractor shall provide electrical access for the tower lighting to the permanent electrical panel in the transmitter building, and other necessary electrical connections for the proper operation of the Owner’s tower facility.

2.7. Grounding, Bonding, and Lightning Deterrent System

2.7.1. The Contractor shall furnish the necessary material and labor to install a lightning deterrent system for the tower in accordance with the ANSI/TIA-222-G-2 standard. The ground system shall be tested and documented by a method acceptable to the Owner.

2.7.2. The lightning deterrent system proposed by the Contractor shall be fully described in the Bid Documents and shall cover all applicable specifications.

2.7.3. See Appendix B for the Site Criteria Drawings, Sheet E2 for the civil site grounding. Drawings provided by WUSF.

2.8. Vibration Dampers

2.8.1. The Bid Documents shall specifically identify and describe, in words and/or drawings, the type and manufacturer of the various components of the damper systems to be used. The Contractor shall install damper systems including their foundations. Final drawings shall be provided detailing the damper systems along with their correct installation locations and procedures.

2.8.2. The tower shall be equipped with high frequency type guy dampers for all guy levels. The size and number of individual dampers shall be verified by calculations from the tower design engineer.

2.8.3. The tower shall be provided with low frequency dampers on all guy cables, unless the manufacturer’s calculations show they would be of limited use on certain levels in which case the Bid Documents shall clearly state which levels have been excluded along with a written statement by the tower design engineer. The calculated installed location and installation procedures shall be provided by the tower design engineer.

2.9. Civil Site Construction and Permit Drawings

2.9.1. The Contractor shall use the Site Criteria Drawings provided in Appendix B of this document as a basis to provide complete Construction Drawings suitable to build and permit the construction of the site. These drawings shall be completed and approved by the owner and his engineer prior to starting any work. These drawings shall contain at a minimum the drawings listed below:

2.9.1.1. Cover Sheet- Title, vicinity map, list of applicable codes, contact information, scope of work, index of drawings.

2.9.1.2. Specification sheet- specifications for civil, electrical, grounding, fencing etc. 2.9.1.3. Overall Site Plan- Plan showing the overall tract, with existing tower, structures,

road, improvements etc. The new tower should be shown along with the new guy paths, fencing, easements etc.

2.9.1.4. Enlarged Site Plan- Enlarged plan view of the existing compound and the new compound around the new tower. This drawing shall contain detailed dimensions and callouts of all elements of the new site. This drawing shall also contain a profile view of the new tower showing heights of all antennas and appurtenances to be installed.

2.9.1.5. Grading and Erosion Control Plan- This sheet shall show any proposed grading and Erosion Control measures and BMP’s per Florida Erosion Controls Manual.

2.9.1.6. Grading and Erosion Control Details- This sheet will show details related to the grading and erosion control measures per the Florida Erosion Control manual.

2.9.1.7. Utility Plan- This sheet shows location and size of all new utilities and references the detail numbers.

2.9.1.8. Grounding Plan- This sheet shows the location of the ground ring and all grounding leads and connections. Grounding detail may be shown on this sheet or referenced to the misc. detail sheets.

2.9.1.9. Fencing Details- This sheet contains fencing drawings with all details, and sizing of the components for the compound and guy anchor fencing shown.

2.9.1.10. Miscellaneous Details- Sheets contain all misc. details that are referenced in the previous plans sheets.

2.9.2. The Construction drawings shall be in an 11” x17” format and completed using AutoCAD. The final drawings shall be signed and sealed by a Professional Engineer licensed in the state of Florida.

2.9.3. The contractor shall be responsible for obtaining all required permits and submitting the cost as a pass through with no markup to the tower owner.

--- End of Section 2 ---

SECTION 3: FABRICATION SPECIFICATIONS 3.1. All fabrication shall be done by an AISC Certified Fabricator, and the Contractor shall submit their

Quality Assurance Program to the Owner for review and acceptance prior to production of any materials. The fabrication shall be under the direct supervision of a qualified registered professional engineer experienced in the construction of tall broadcast towers, and with exceptional understanding of critical structural aspects of tower design and manufacture.

3.2. Vertical (leg) member end connections shall be milled, or cut to a high degree of precision, to allow for full bearing across the leg or the combination leg and flange of mating parts.

3.3. Structural steels selected for use shall conform to the pre-qualified steels designated in Table 5-1 of the ANSI/TIA-222-G-2 standard, or shall be conform to the non pre-qualified steel requirements specified in Section 5.4.2 of the ANSI/TIA-222-G standard.

3.4. For all non pre-qualified steel, the Contractor shall complete and document all requirements specified in 3.4.1 through 3.4.5. All documentation shall be submitted to the Owner and must be approved by the Owner, or the Owner’s representative, prior to production of any materials.

3.4.1. The steel mill producing the material shall be required to provide a process flow chart or diagram. This document shall contain process details related to the production of the steel. Such items as the rolling tolerances per size purchased, cooling procedures, straightening methods, and any heat treatment processing parameters, if performed, shall be included.

3.4.2. A description of the test scheme used to determine the tensile characteristics shall include the number, size, and orientation of the specimen, along with the location within the product from which all test coupons will be taken. Test results will be used to certify the steel’s capabilities to meet the minimum physical requirements of the specification.

3.4.3. Two sample areas per heat shall be taken as longitudinal tensile specimens. Coupon location shall be across the section, at the quarter point, and in the center.

3.4.4. Only sections straightened to the special straightness requirement of a maximum curvature of 1/8 inch in any 5 feet shall be used as tower leg members.

3.4.5. A set of welding tests completed on a representative sample, including the largest size used, shall be qualified. Qualification shall include a metallurgical investigation, by a metallurgical engineer approved by the Owner, with an evaluation report on the welded steel areas taken from coupons cut from samples that have not been galvanized and on samples after galvanizing.

3.5. The structure shall have all structural steel members’ hot-dip galvanized after fabrication in accordance with ASTM 123. All auxiliary components for the tower such as feed supports, platforms, bridges, antenna mounts, ice shields, ladders, walkways, etc. shall be of hot-dip galvanized finishes, or equal. The welding and galvanizing procedure for steel sections 5 inches thick and greater shall be qualified by acceptable test samples provided to, and approved by, the Owner’s representative. Alternate coating systems may be submitted for the Owner's consideration of acceptance, and may be subject to special tests as required by the Owner. A documented Quality Assurance Program shall be required for the hot-dip galvanizing and/or special coating process.

3.6. Hole sizes for all internal mast member connections shall be in accordance with AISC (1/16 inch maximum over the bolt size). Design and fabrication precision of all tower members shall be such that it can be erected in the field by trained crews without the use of supplementary field processes such as welding, drilling, cutting, burning, grinding, or reaming. If any loose or bowing members are found during final assembly in the field, only repairs suitable to the Owner’s representative shall be allowed. The practice of drilling oversized holes or slots in order to accommodate connection of members shall not be allowed.

3.7. Correction of Defective Work

3.7.1. The Contractor shall immediately report to the Owner any tower erection issues including, but not limited to, damaged tower components, fit-up problems, missing parts, etc. The Contractor shall follow-up with the proposed Corrective Action for review and approval by the Owner prior to implementation.

3.7.2. In the event that anchor bolts, bed plates, anchor assemblies, or any other embedded items are not set properly, or if any portion of the Contractor's work is found to be defective, the Contractor shall correctly reset the item or remedy the defect.

3.7.3. Any damaged areas to galvanized or other finished surfaces shall be corrected in accordance with ASTM A780 and utilizing only repair procedures approved by the Owner.

3.8. All proposed Corrective Actions by the Contractor shall be submitted in writing to, and receive the approval of, the Owner prior to implementation. The Contractor shall bear all direct and indirect costs for such Corrective Actions.

--- End of Section 3 ---

SECTION 4: CONSTRUCTION SPECIFICATIONS 4.1. Tower Erection and Construction Tolerances

4.1.1. The Contractor, or the designated Tower Erector, shall provide the necessary qualified labor and sufficient equipment for the successful erection of the tower and the equipment mounted thereon as required by the Contract Documents. It shall be the responsibility of the Contractor to visit the tower site and become fully aware of all man-made obstructions and topographical features of the proposed site. It will be the Contractor’s responsibility to have all foundations properly staked out and verified that they are within existing property lines and easements.

4.1.2. The Contractor shall be responsible to become familiar with all local building codes, ordinances and licenses required to erect the tower. The Contractor shall hold a valid Florida Contractors License. Procedures shall be in accordance with the safety rules and regulations of the industry at all times.

4.1.3. The tower shall be erected in accordance with the construction drawings as provided and approved by the EOR. Under no circumstances shall the drawings or tower construction be altered or modified without the specific permission of the EOR and the Owner.

4.1.4. The Contractor shall provide a written rigging plan of erection verifying that the installation procedures and equipment used to erect the tower will keep all structural tower members within their design strength limits as defined by AISC. Consideration should be given to the potential of a wire slipping in its gripping connection during the pulling of wires and up to the time the guy wires are properly positioned in their factory manufactured fittings. Guidelines on the use of temporary guy cables or tower support members shall be provided and clearly explained to the Tower Erector.

4.1.5. Prior to commencement of the tower field assembly, the Contractor shall provide the Owner with a timeline which delineates when each item of Owner furnished equipment will be required to be available to the Contractor.

4.1.6. Erection of the tower shall include off-loading of tower material and all components, assembly of the tower material and all components, erection of tower complete with all appurtenances, transmission bridge, platforms, ice shields, lights, associated electrical work and miscellaneous components as noted in this specification.

4.1.7. When handling tower sections, all possible precautions shall be taken to prevent the bottom of the section from contacting the ground surface. Mud, dirt and other foreign matter shall be washed off with potable water prior to erecting the steel to ensure conductivity.

4.1.8. Erection of flexible coaxial cables shall include labor for installing grounding kits and hoisting grips per the manufacturer's recommendations.

4.1.9. The Contractor shall insure proper routing and support of the transmission lines and conduits, design of structural support and deicing provisions for all antennas to be erected, erection of all antennas, transmission lines and other devices identified within these specifications to be erected, all required lighting, and all interfaces between the transmitter building, the transmission line bridge, the guy cables, and any other portion of the structure called for in these specifications or reasonably expected to be a part of a tower structure.

4.1.10. The Contractor shall coordinate with the vendors providing antennas, transmission lines, the transmitter building construction, and any item purchased by the Owner for installation by the Contractor to insure that the Contractor and the vendors prepare their designs and installations for proper integration into the total system of all components.

4.1.11. The tower in its final erected position shall be surveyed for plumbness. It shall be verified with a written report the amount of variation from true vertical throughout the tower mast, including any top mounted antennas. The tower shall be plumb in regards to overall straightness, and straightness between any two points, within 2.5 parts in 1000. The twist

between any two elevations shall not exceed 0.5 degrees in 10 feet, with the total twist not to exceed 5 degrees.

4.1.12. The Contractor shall verify to the Owner guy tensions are within ±5% of the tower’s approved design initial tensions. Final tensions will be accepted by the “Tangent Intercept Method”, or approved equal, described in Annex K of the ANSI/TIA-222-G-2 Standard. Accurate charts shall be provided by the Contractor at 10º F intervals from 30º F to 90º F.

4.1.13. The final position of the guys at the design specified initial tensions shall leave turnbuckles, or closed bridge socket assemblies, with at least ±12 inches of adjustment for potential future guy re-tensioning.

4.2. Foundation Design, Construction and Testing

4.2.1. The Contractor shall furnish anchor bolts with complete templates along with any other concrete embedment required for structure attachment. These items are considered as part of the tower and shall be provided in the tower portion of the quote. The Contractor shall provide a plan with drawings detailing all dimensions with applicable tolerances necessary to install foundations.

4.2.2. Foundations for the tower base, guy anchors, transmission line bridge, and low frequency vibration dampers are to be designed and constructed by the Contractor. Provisions for attaching erection rigging shall be provided at the tower base and each guy anchor. These items shall be designed and material provided by the Contractor.

4.2.3. Tower foundation types shall be selected and designed taking into consideration the long-term effects of sub-soil corrosion and deterioration. Foundation anchor rods, steel pilings, or other steel parts shall not be designed to be in direct contact with the soil. A foundation design shall take into consideration reasonable methods to provide ultrasonic inspection of critical steel parts when practical. In the event power-installed screw anchors or similar earth anchors are the preferred method of anchorage, a plan for long term corrosion, an inspection procedure, and a method for repair or replacement shall be provided for consideration of their use in the design.

4.2.4. The Contractor will be responsible to obtain the approval on the interpretation of any soil strength parameters used within their design from the Geotechnical Engineer. The Contractor will be responsible for all structural aspects of the foundations. When a geotechnical investigation report contains specific recommendations on the type of foundations to be used, this type shall be used in the quoted design. Alternative foundation types can be provided in addition to the specified design, but should be clearly marked as an alternative and have supporting documentation provided for their consideration

4.2.5. The Contractor shall be responsible for locating the guy anchors to alleviate interference with other structures, roads, or terrain features. The Contractor shall have the official surveyor properly mark the location of all anchor work points with at minimum durable driven stakes. Each stake, or other acceptable visible marker, shall clearly identify its proper reference in relation to foundation plan drawings. A final survey of the exact location of each guy anchor point in reference to the tower mast base foundation shall be the responsibility of the Contractor. This information shall be used for a final plan submitted to the Owner. It shall detail as-built distances and elevations of all foundation work points, and shall be used by the Contractor for exact guy lengths necessary for proper fit-up.

4.2.6. The elevation of the tower baseplate shall be held to a tolerance of ±1 inch, and the baseplate shall be leveled to within 0°-10'-00" as measured in any two perpendicular directions.

4.2.7. The Contractor shall be responsible for removal of excavated material and spoil in a manner approved by the Owner. It may be acceptable to spread spoil at the site if a written plan submitted by the Contractor is approved by the Owner as well as by local authorities.

4.2.8. All backfill or approved site fill shall be placed with finished grades shown on drawings and arranged for positive drainage away from the structure by using a minimum grade of 6 inches in the first ten feet. Fill placement and grade shall take into consideration for settlement potential, and shall be arranged for overall site drainage suitable to the Owner. Any fill used in soil areas supporting foundation loads must be compacted as specified in the Geotechnical Report or to a minimum of 95% of the soil's standard Procter density as defined by ASTM D698.

4.2.9. The Contractor shall retain a qualified independent testing agency to conduct concrete tests and perform inspections of the foundations at the site. The Contractor shall submit the testing agency's qualifications to the Owner, as well as the agency’s detailed plan as to what will be tested, how the testing will be performed, items to be documented, methods of approval, and specific site inspections to be performed. The selection of the testing agency shall be subject to the approval of the Owner.

4.2.10. The Contractor shall contact the Geotechnical Engineer, and the Owner, in a timely fashion relating to items requiring inspection as described in the Geotechnical Report. The Geotechnical Engineer and the Owner shall be immediately contacted in the event excavation finds soil conditions vary from conditions described in the Geotechnical Report, or in the event alterations are to be made in the foundation design.

4.2.11. Final as-built foundation installation drawings shall be approved and stamped by the EOR. These drawings shall give the precise instructions for installation including all elevations, distances, sizes, and tolerances.

4.2.12. A TIA inspection shall be performed and documented in accordance with the ANSI/TIA-222-G-2 standard, section 14, Annex J, and Annex K.

4.3. Equipment Installation

4.3.1. All equipment specified as “Install” in Appendix A shall be included in the Tower Contactor’s proposed scope of work and shall be installed directly after tower erection. The Contractor is also responsible for providing the necessary holes, access, and means for ease of installation of all other specified antennas and feed equipment. The tower and transmission line bridge drawings shall show the intended location of all future equipment and lines.

4.4. Fencing 4.4.1. The Contractor shall furnish the necessary material and labor to install 6-ft + 1-ft barb

wire tall, galvanized, chain link security fencing around the new tower and each guy anchor. The new tower fencing shall tie into the existing compound fence and the existing fencing between shall be removed. A man gate for access on all guy anchors shall be provided on each enclosure. A minimum of 15-ft clearance shall be provided between the ground and the lowest guy wires.

4.5. Concurrent Work

4.5.1. The Contractor shall have the right to let sub-contracts in connection with this work. The Contractor shall afford other contractors reasonable opportunity for the introduction and storage of their materials and the execution of their work.

4.5.2. It shall be the responsibility of the Contractor to provide full design and construction coordination with other vendors supplying products and materials to be mounted on the tower to insure that the tower is properly designed and constructed to accept those devices without requiring tower design modifications on site. Such items shall include, but not be limited to, antennas, transmission lines and support devices, transmitter buildings, and the transmission line bridge/transmitter building interface. Such coordination may include, but is not limited to, accepting shipments, unloading and temporary storage of antennas, transmission lines, etc. It shall also include providing conduit and wiring as needed for telephone, power and deicing equipment, and other interface items needed by

suppliers of equipment such that the Owner shall be supplied with a full and functional product.

4.5.3. Should the Contractor require information for the design and erection of the tower that is not forthcoming from the vendor providing the material or service, it shall be the responsibility of the Contractor to notify the Owner and the uncooperative supplier in writing of the lack of information or material.

4.5.4. If any portion of the Contractor's work depends upon proper execution or results of any other provider, the Contractor shall promptly inspect and report to the Owner any deficiencies that render the work unsuitable for the Contractor's use. Failure to so inspect and report shall constitute an acceptance of the other provider's work as fit and proper for the reception of the Contractor's work.

4.6. Safety Plan

4.6.1. Special consideration shall be given to worker safety while building and tower constructions are both in progress. It shall be the responsibility of the Contractor to develop a Job Hazard Analysis and formulate a written safety plan with the building general contractor, after which copies shall be distributed to all prime contractors, subcontractors, the Owner, architect, Owner's Engineer and any other companies or personnel which may be required to be on site during the construction of this project.

--- End of Section 4 ---

SECTION 5: EXISTING TOWER REMOVAL 5.1. Dismantling of Existing Tower

5.1.1. The Contractor shall disassemble and dispose of the existing tower and appurtenances. 5.1.2. The Contractor shall submit to the Owner and the Owner’s Engineer a Rigging Plan in

compliance with Section 2.2 Table 2-1 Class IV Scope of Work of the ANSI/TIA-1019-A-2012, Standard for Installation, Alteration and Maintenance of Antenna Supporting Structures and Antennas detailing the means and methods to be used for the dismantling of the existing 1,083-ft tower and guy anchors.

5.1.3. The Contractor shall collaborate with the Owner and the Owner’s Engineer to obtain an Engineering Approved Rigging Plan prior to initiating the tower disassembly.

5.1.4. The existing 1,083-ft tower is a guyed tower manufactured by Stainless Tower consisting of steel legs and inner members.

5.1.5. The existing tower height is 1,083 feet AGL. 5.1.6. The anchors consist of two concentric rings, each ring containing three inner and three

outer “dead-man” style anchors, dimensions are unknown. 5.1.7. The tower base construction is unknown. 5.1.8. The existing tower is to be dismantled after the new tower is erected. 5.1.9. See Appendix A for the existing appurtenances which are to be relocated from the 1,083-

ft existing tower, new FM broadcast antenna and new future cellular antennas; with the following exception.

5.1.9.1. The existing TV broadcast antenna from 970.3 feet to 1019.6 feet and the existing FM broadcast antenna from 894 feet to 962 feet are to be removed.

5.1.10. All other existing appurtenances and tower members including guy wires are to be dismantled, removed from the site, and disposed in accordance with requirements of the tower owner.

5.1.11. The existing tower guy anchor (rods) shafts are to be disconnected and totally removed to a minimum depth of two (2) feet below grade. The concrete anchor block may remain in place.

5.1.12. The existing tower base foundation may remain in place.

--- End of Section 5 ---

APPENDIX A

ANTENNA AND EQUIPMENT LOADING

WUSF RIVERVIEW TOWER

REPLACEMENT ITN# 15-08 GC

1,000-FT GUYED TOWER

(12 DECEMBER 2014)

(REVISION 1.1)

ANTENNA AND EQUIPMENT LOADING

Item Appurtenance Elevation (ft)

EPA Front (ft2)

EPA Side (ft2)

Weight (lbs)

TX/RX Lines

1 ERI: 1193-8CP FM Panel Antenna Includes Mounts

912.6 – 997.6 531 531 11,867 3-1/8”

2 ERI: SHP-12AC-Radomes 700 – 820.2 55.80 56.50 1,420 3-1/8”

3 # Omni Antenna with Standoff Mount

570 - 590 5.00 2.50

5.00 11.20

50 225

1-5/8”

4 # PSI FMT-1A-6DB Includes Mount

560 4.00 0.80

4.00 2.60

50 75

1-1/4”

5 # DB304L with Standoff Mount

530 6.00 0.05

6.00 4.10

75 75

7/8”

6 aFuture Cell Carrier 315 105 (35 ea face)

105 (35 ea face)

1,900 b12ea 1-5/8” (Stacked 6 on 6)

7 aFuture Cell Carrier 300 105 (35 ea face)

105 (35 ea face)

1,900 b12ea 1-5/8” (Stacked 6 on 6)

8 aFuture Cell Carrier 285 105 (35 ea face)

105 (35 ea face)

1,900 b12ea 1-5/8” (Stacked 6 on 6)

9 aFuture Cell Carrier 270 105 (35 ea face)

105 (35 ea face)

1,900 b12ea 1-5/8” (Stacked 6 on 6)

10 # DB589-Y with Standoff Mount

245 1.50 0.70

1.50 3.30

25 75

7/8”

11 # Andrew D6E-6 (6-ft Solid Dish) with Pipe Mount

222 6.375-ft OD 31.919

N/A 285 7/8”

12 # Mark P972C (6-ft Grid Dish) with Pipe Mount

200 6.208-ft OD 30.272

N/A 130 7/8”

13 # (2) Yagi Antennas with Pipe Mount

142 0.30 1.30

3.40 1.30

50 25

2ea 1/2”

* : Frequencies of microwave antennas to be provided prior to final design. # : Antenna and Mount to be relocated from the existing 1,083-ft guyed tower. a : Future antennas, mounts, and connections to be provided by future cell carrier. b : Future coax, coax ladder, and connections to be provided by future cell carrier.

APPENDIX B

(Under Separate Cover)

SITE CRITERIA DRAWINGS

WUSF RIVERVIEW TOWER REPLACEMENT ITN# 15-08 GC

1,000-FT GUYED TOWER

(25 NOVEMBER 2014)

(REVISION 1.0)

APPENDIX C

(Under Separate Cover)

PRELIMINARY GEOTECHNICAL REPORT

WUSF RIVERVIEW TOWER

REPLACEMENT ITN# 15-08 GC

1,000-FT GUYED TOWER

(25 NOVEMBER 2014)

(REVISION 1.0)

APPENDIX D

ERI ANALYSIS & REPORT

WUSF RIVERVIEW TOWER REPLACEMENT ITN# 15-08 GC

1,083-FT GUYED TOWER

(ANALYSIS DATED: 11/01/2013)

(REPORT DATED: 09/05/2014)

(REVISION 1.0)

STRUCTURAL ANALYSIS REPORT

NOVEMBER 1, 2013

ERI PROJECT 31728 1,023’ GUYED TOWER

RIVERVIEW, FL (HILLSBOROUGH COUNTY) ASRN 1040220

Prepared For:

Attn: Max Sitero WUSF Public Broadcasting

4202 East Fowler Ave, TVB100 Tampa, FL 33620 T) 954.235.7055

E) maxsitero@atlanticradio.cc

Prepared By:

James M. Ruedlinger, P.E. Vice President – Structural Division

Electronics Research, Inc. 7777 Gardner Road Chandler, IN 47610

T) 812.925.6000 ext.282 F) 812.925.4030

E) jruedlinger@eriinc.com

7777 Gardner RoadChandler, IN 47610-9219USA

+1 812 925-6000 (tel)+1 812 925-4030 (fax)877 ERI-LINE (toll-free)

Sales@eriinc.comCustomerSupport@eriinc.comwww.eriinc.com

2

TABLE OF CONTENTS

A ........................................................................RESULTS B .............................................METHOD OF ANALYSIS C ........................................................ TOWER HISTORY D ...................................CURRENT DESIGN CRITERIA E...................................ASSUMPTIONS/LIMITATIONS F................LOADING CONDITIONS INVESTIGATED G ....................................................INSPECTION NOTES H .....................................................TOWER SUMMARY I...............................................................CONCLUSIONS J.................................................. RECOMMENDATIONS K .................................................................... SUMMARY

APPENDICES

I................TOWER DRAWINGS AND STRESS PLOTS II .............................................................SITE PICTURES III ...........................SEVERE CORROSION SUMMARY

3

A. RESULTS This analysis was performed by ERI to review the present structure’s condition and capability to comply with past and present design standards to determine the feasibility of modifying/repairing versus decommissioning. This report details the tower history, the present design code requirements and application, and the impact of the wind speed and appurtenances on the structure. The ERI analysis finds:

1. Severe corrosion was noted throughout the tower mast. A summary of the critical locations found during the climbing inspection conducted October 23-24, 2013, are summarized in Appendix II, Pictures 45-92, and in Appendix III. All locations highlighted in red in Appendix III should immediately be replaced or have temporary bracing installed due to the severity of material loss. In addition, ERI strongly recommends at least (6) additional replacement diagonals and at least (12) additional horizontal reinforcement assemblies be provided for bracing additional locations which may be noted once the structure is rigged. Also, all missing and corroded u-bolt assemblies used to secure the climbing ladder should be installed/replaced to provide safe climbing access and all unused equipment should be removed from the tower to reduce imposed loading until the tower is decommissioned.

2. Plans should be made to deconstruct the existing tower as soon as possible to ensure the

structure may be safely destacked utilizing “normal” construction practices without substantial risk of potential damage to adjacent properties. The level and extent of corrosion noted throughout the mast coupled with design limitations (i.e. pipe members experiencing internal corrosion which cannot be mitigated reliably) makes potential reinforcement of the structure complex and unreliable without bearing enormous financial expenditures.

3. Considering only the existing equipment as specified in Section F of this report and

assuming all structural members intact with no strength reductions considered due to current condition, the structure is NOT within compliance of the original EIA-RS-222, Structural Standards for Steel Transmitting Antennas, Supporting Steel Towers for Transmitting Antennas and Steel Microwave Relay System Towers (effective from 1959 to October 1966) for a constant wind pressure of 50 pounds per square foot. Please note, all structural analyzes and subsequent modifications performed should have been conducted in direct accordance with current design standards at the time the evaluations were conducted. The latest study provided to ERI for reference was done in 2008, and should have reviewed the structure in accordance with the ANSI/TIA-222-G standard.

4. In order to determine if structural upgrades should be pursued for the existing tower to

prolong the serviceable life, ERI also reviewed the tower in accordance with the current 2010 Florida Building Code and ANSI/TIA-222-G, Structural Standard for Antenna Supporting Structures and Antennas, for an ultimate design wind speed of 140 mph (Risk Category II, Exposure Category C, and Topographic Category 1). Results of this review confirm upgrading the existing tower to meet current Florida Building Code requirements is NOT a viable option.

4

B. METHOD OF ANALYSIS We have analyzed this tower based upon the following information:

1. ERI tower inspection conducted 10/23-24/2013 (no. 31728). 2. Structural Analysis by Stainless, LLC, dated 1/3/2008 (no. 174510).

3. Tower Erection Drawings by Stainless, Inc., dated 2/2/1966 (no. 1745).

4. Tower Calculations by Stainless, Inc., dated 1/19/1966 (no. 1745). 5. Written and oral communication with Max Sitero representing WUSF Public

Broadcasting. 6. Published data for antenna/appurtenance loading.

C. TOWER HISTORY The tower was originally designed and manufactured by Stainless, Inc., in 1966. The structure was originally designed under the EIA-RS-222, Structural Standards for Steel Transmitting Antennas, Supporting Steel Towers for Transmitting Antennas and Steel Microwave Relay System Towers (effective from 1959 to October 1966) for a constant wind pressure of 50 pounds per square foot. *In May of 1980, the tower was modified by Stainless per order number 174503, which included reinforcement of the vertical tower leg members in (4) bays from 817.1’-848.0’. *In November of 1994, the tower was modified by Stainless per order number 174507, which included replacement of the lower two guy levels, adjustments to guy tensions, and replacement of (4) bays of diagonal inner members from 133.8’-142.1’ and 267.1-292.1’. *In September of 2006, the tower was modified by Stainless per order number 174509, which included adjustments to guy tensions. The 2008 Stainless analysis considered the addition of the top Dielectric DCR-M8 FE87N10T5P, and ultimately recommended only adjustments to guy tensions in order to retain a uniform 50 psf wind load rating. As previously stated, ALL structural analyzes and subsequent modifications performed should have been conducted in direct accordance with current design standards at the time the evaluations were conducted. *NOTE: Historical information based upon the 2008 Stainless analysis report (no. 174510).

5

D. CURRENT DESIGN CRITERIA The current design criteria based upon the 2010 Florida Building Code and the ANSI/TIA-222-G, Structural Standard for Antenna Supporting Structures and Antennas, is summarized in the following table. Applicable design parameters were established through communication with the customer and a review of the local site topography.

Current 2010 FBC & ANSI/TIA-222-G Criteria Design Wind Speed 140 mph (Ultimate)

108.4 mph (Nominal) Service Wind Speed 60 mph (Nominal) Risk Category II Exposure Category Category C Topographic Category Category 1

The tower owner or their representative is required to contact state and/or local building officials to verify the design parameters comply with all local standards and codes. E. ASSUMPTIONS/LIMITATIONS This analysis is based on the theoretical capacity of the structure. It is not a condition assessment of the tower. In offering this report, the following assumptions/limitations apply due to insufficient provided documentation, and/or omission from the contracted scope of work:

1. Customer supplied information assumed accurate and correct. The Discrete (appurtenant) Tower Loads are shown on the following pages. Antenna and appurtenance loading is also portrayed on drawing E-1. These should be checked for accuracy and any corrections communicated to ERI.

2. Transmission lines assumed distributed on the tower as portrayed in Figure 1 and

drawing E-7. Feed distributions should be checked for accuracy and any corrections communicated to ERI, as deviation would result in wind-loading not considered in this analysis.

3. Analyzed steel minimum yield strengths (Fy) were based upon specifications provided in

the 1966 Stainless structural analysis and typical steel grades used by Stainless during the time this structure was manufactured. ERI can make no certain determination as to the actual steel grades used in this particular structure without reviewing individual steel mill certificates, and strongly recommends the customer contact the original tower manufacturer for verification. Steel strengths used in this analysis are as follows:

Description Minimum Yield Strength

(ksi) Tower Leg Members: Pipe (Wall Thickness < 3/8”) 50 Pipe (Wall Thickness > 3/8”) 60 Tower Inner Members: Solid Rod 60 Pipe 50 Angle/Channel 36 Structural Bolts: (A325)

6

4. Tower mast and supported pylons assumed plumb with no twist. As-built plumb and

twist should be checked and corrected as necessary to within the tolerances designated in Section 13.0 of the ANSI/TIA-222-G standard.

5. Guy wires assumed properly tensioned to the values specified in this report. Please note,

the initial tension settings have a significant impact on the overall stability and distributed stresses within the main lattice mast under design wind and ice loads. As-built guy tensions must be verified and adjusted as needed to validate the results of this study. Initial guy tension settings shall be within ±10% for guy cables up to and including 1”Ø, and ±5% for cables greater than 1”Ø.

6. This analysis assumes the structure was erected and maintained in accordance with the

manufacturer’s plans and specifications and those contained in the latest version of the ANSI/TIA standard. The tower and foundations are assumed to be in good condition and without defect.

7. The extent of work for the subject structural analysis is limited to the overall stability and

adequacy of the main lattice tower structure. A rigorous analysis was specifically not conducted on the following items due to lack of provided information, and/or omission from the scope due to the level of overstress found in the primary structural elements:

a. Bolted joints (assumed to carry the full capacity of the connected members) b. Welded joints (assumed to carry the full capacity of the connected members) c. Supporting foundations and soil conditions d. Supported antennas and mounts

7

F. LOADING CONDITIONS INVESTIGATED The existing structure was analyzed under the following loading scenario:

a. As Stands – Existing tower loads only. The equipment loads considered in this evaluation are provided in the following Tables, and the individual appurtenance loading is summarized in sections F1 and F2.

Table 1. Equipment Inventory Item Appurtenance TX Line Height

(feet) Status

1 RCA TFU-24JDA (Ch.16) 6-1/8” Rigid 970.3-1,019.6

N/C

2 Dielectric DCR-M8 FE87N10T5P

3-1/8” Rigid 894-962 (928 COR)

N/C

3 Lightning Brushes - 860 N/C 4 Red Side Lights Conduit 859 N/C 5 ERI SHP-12AC 3-1/8” Rigid 734.9-855.1

(795 COR) N/C

6 Red Side Lights Conduit 762 N/C 7 Omni Antenna With Standoff

Mount 1-5/8” 685-705 N/C

8 DB212 (DEAD) 655 N/C 9 DB212 (DEAD) 635 N/C

10 DB212 (DEAD) 615 N/C 11 PSI FMT-1A-6DB 1-1/4” 604 N/C 12 Mid Beacon Conduit 584.3 N/C 13 DB304L With Standoff Mount 7/8” 453 N/C 14 Lightning Brushes - 448 N/C 15 Red Side Lights Conduit 447 N/C 16 Mid Beacon Conduit 292.6 N/C 17 DB589-Y With Standoff Mount 7/8” 245 N/C 18 Andrew D6E-6 (6’ Solid Dish)

With Pipe Mount 7/8” 222 N/C

19 Mark P972C (6’ Grid Dish) With Pipe Mount

7/8” 200 N/C

20 Red Side Lights Conduit 145 N/C 21 (2) Yagi Antennas With Pipe

Mount (2) 1/2” 142 N/C

8

Figure 1. Analyzed Transmission Line Distribution

Table 2. Transmission Line Identification Table

Item Line Type Antenna Feed Height (feet)

Status

1 1/2” Yagi 141 N/C 2 1/2” Yagi 143 N/C 3 1-1/4” PSI FMT-1A-6DB 604 N/C 4 7/8” DB304L 453 N/C 5 7/8” DB589-Y 245 N/C 6 6-1/8” Rigid RCA TFU-24JDA (Ch.16) (Top) N/C 7 3-1/8” Rigid Dielectric DCR-M8

FE87N10T5P 928 N/C

8 3-1/8” Rigid ERI SHP-12AC 789 N/C 9 1-1/4” GRC Lighting (TOS) N/C

10 7/8” 6’ Grid Dish 200 N/C 11 7/8” 6’ Solid Dish 222 N/C 12 1-5/8” Omni 685 N/C

APPROX. NORTH

FACE A

LEG A

LEG BLEG C

FACE B

FACE C

1-2

3

45

67

8

11

12

CLIMBING LADDER WITH SAFETY CABLE

10 9

9

F1. Antenna Design Data

Antenna Pole Forces RCA TFU-24JDA (Ch.16) - 6-1/8'' Rigid Antenna Height

ft

Beacon/Lightning Prot. Height

ft

Overall Height

ft

CAAA

ft2

Weight

K 45.300 4.000 49.300 32.000 3.000

Discrete Tower Loads

Description Face or

Leg

Offset Type

Horiz Offset

ft

Placement

ft

CAAA Front

ft2

CAAA Side ft2

Weight

K Dielectric DCR-M8 FE87N10T5P

(3-1/8'' Rigid) C From

Centroid-Face3.000 962.000 - 894.000 50.000 50.000 1.000

Lightning Brushes C None 860.000 2.000 2.000 0.025 Red Side Lights (Conduit) C None 859.000 2.000 2.000 0.025

ERI SHP-12AC (3-1/8'' Rigid) C From Leg 1.500 855.100 - 734.900 55.800 56.500 1.420 Red Side Lights (Conduit) C None 762.000 2.000 2.000 0.025

Omni Antenna (1-5/8'') B From Leg 2.000 705.000 - 685.000 5.000 5.000 0.050 Standoff Mount C From Face 0.000 705.000 - 685.000 2.500 11.200 0.225 DB212 (DEAD) A From Leg 1.000 655.000 1.800 2.200 0.025 DB212 (DEAD) B From Leg 1.000 635.000 1.800 2.200 0.025 DB212 (DEAD) C From Leg 1.000 615.000 1.800 2.200 0.025

PSI FMT-1A-6DB (1-1/4) A From Leg 5.500 604.000 4.000 4.000 0.050 Standoff Mount A From Leg 2.500 604.000 0.800 2.600 0.075

Mid Beacon (Conduit) C None 584.300 3.000 3.000 0.075 DB304L (7/8'') C From Leg 2.500 453.000 6.000 6.000 0.075 Standoff Mount C From Face 0.000 453.000 0.000 4.100 0.075

Lightning Brushes C None 448.000 2.000 2.000 0.025 Red Side Lights (Conduit) C None 447.000 2.000 2.000 0.025

Mid Beacon (Conduit) C None 292.600 3.000 3.000 0.075 DB589-Y B From Leg 6.500 245.000 1.500 1.500 0.025

Standoff Mount (7/8'') B From Leg 3.500 245.000 0.700 3.300 0.075 Pipe Mount C From Leg 1.000 222.000 0.000 2.300 0.100 Pipe Mount C From Leg 1.000 200.000 3.000 2.300 0.100

Red Side Lights (Conduit) C None 145.000 2.000 2.000 0.025 Yagi Antenna (1/2'') B From Leg 2.000 143.000 0.300 3.400 0.025 Yagi Antenna (1/2'') B From Leg 2.000 141.000 0.300 3.400 0.025

Pipe Mount B From Leg 0.500 142.000 1.300 1.300 0.025 Pole Ladder Brackets C None 964.000 2.200 2.200 0.200 Pole Ladder Brackets C None 954.000 2.200 2.200 0.200 Pole Ladder Brackets C None 937.000 2.200 2.200 0.200 Pole Ladder Brackets C None 920.000 2.200 2.200 0.200 Pole Ladder Brackets C None 903.000 2.200 2.200 0.200 Pole Ladder Brackets C None 886.000 2.200 2.200 0.200 Pole Ladder Brackets C None 869.000 2.200 2.200 0.200

Top Index (Weight Only) C None 864.000 0.000 0.000 0.750 Bottom Index (Weight Only) C None 845.458 0.000 0.000 0.750

Dishes

Description Face or

Leg

Offset Type

Horiz Offset

ft

Elevation

ft

Outside Diameter

ft

Aperture Area

ft2

Weight

K 6' Solid Dish (7/8'') C From Leg 2.500 222.000 6.375 31.919 0.285

6' Grid (7/8'') C From Leg 2.000 200.000 6.208 30.272 0.130

10

F2. Transmission Line Design Data

Feed Line/Linear Appurtenances Description Face

or Leg

Component Type

Placement

ft

Width or Diameter

in

Weight

plf 1/2'' Coax

(Yagi) C Ar (CaAa) 141.000 - 8.500 0.600 0.250

1/2'' Coax (Yagi)

C Ar (CaAa) 143.000 - 8.500 0.600 0.250

1 1/4'' Coax (FMT-1A-6DB)

C Ar (CaAa) 604.000 - 8.500 1.550 0.700

7/8'' Coax (DB304L)

C Ar (CaAa) 453.000 - 8.500 1.150 0.550

7/8'' Coax (DB589-Y)

C Ar (CaAa) 245.000 - 8.500 1.150 0.550

6 1/8'' Rigid (TFU-24JDA)

C Ar (CaAa) 864.000 - 8.500 6.150 7.150

3 1/8'' Rigid (DCR-M8)

C Ar (CaAa) 864.000 - 8.500 3.150 2.800

3 1/8'' Rigid (SHP-12AC)

C Ar (CaAa) 789.000 - 8.500 3.150 2.800

1 1/4'' Conduit (Lighting)

C Ar (CaAa) 864.000 - 8.500 1.660 2.270

7/8'' Coax (6' Grid Dish)

C Ar (CaAa) 200.000 - 8.500 1.150 0.550

7/8'' Coax (6' Solid Dish)

C Ar (CaAa) 222.000 - 8.500 1.150 0.550

1 5/8'' Coax (Omni)

C Ar (CaAa) 685.000 - 8.500 2.000 1.050

Description Face

or Leg

Component Type

Placement

ft

CAAA

ft2/ft

Weight

plf Internal Tower Climbing Ladder With Safety

Cable C CaAa

(In Face) 840.000 - 10.500 0.243 5.400

External Tower Climbing Ladder C CaAa (In Face)

864.000 - 834.250 0.205 5.000

External Pole Climbing Ladder With Safety Cable

C CaAa (Out Of Face)

965.000 - 864.000 0.424 6.800

3 1/8'' Rigid (DCR-M8)

C CaAa (Out Of Face)

928.000 - 864.000 0.315 2.800

11

G. INSPECTION NOTES The following list identifies the maintenance issues noted during ERI’s site climbing inspection done October 23-24. 2013, along with the proposed corrective actions (CA):

1. ISSUE: Primary structural tower members exhibit moderate to severe corrosion throughout the tower mast. Active corrosion is most prominent in the orange banded sections in the upper 3/4’s of the lattice structure. The following table summarizes the locations throughout the tower mast where structural members have experienced significant material loss which would require reinforcement/replacement should the structure be modified for continued use:

LOCATION NO. OF COMPROMISED LOCATIONS Top RCA TV Pole (Base Flange Bolts Severely Corroded)

Wedding Cake Interface (Material Loss Noted on Leg/Inner Members) Top FM Support Pole (Isolated Rust Locations on Pole Mast & Rusted Index Plate) Tower Section Legs (2) Locations With Corrosion & Dent Noted in Section 34 (Has Reinforcement)

Tower Section Diagonals (196) Members of Which (7) Require Immediate Replacement Tower Section Girts Approx (97) Members of Which (27) Require Immediate Reinforcement

REF. PICTURE(S): 45-89 PROPOSED CA: The noted (7) diagonal inner members and (27) horizontal girts should be replaced/reinforced immediately due to their severely degraded condition. In addition, ERI recommends at least (6) additional replacement diagonals and at least (12) additional horizontal reinforcement assemblies be provided for bracing additional locations which may be flagged once the structure is rigged. If the serviceable life of the structure is to be extended beyond the next year, all remaining structural members with moderate corrosion should be replaced or reinforced, and ERI strongly recommends ALL pipe horizontal inner members be replaced due to their inherent thin steel walls and questionable integrity.

2. ISSUE: Approximately (4) Ø1/2”x3-1/8” u-bolts used to secure the ladder angle brackets to the pipe horizontal girts are severely corroded, and approximately (40) Ø3/8”x1-1/2” u-bolts used to secure the ladder rails to the ladder angle brackets are missing or severely corroded. REF. PICTURE(S): 90-92 PROPOSED CA: All missing and severely corroded u-bolt assemblies should be replaced.

3. ISSUE: The existing Ø3/8” safety cable is moderately corroded. REF. PICTURE(S): 93 PROPOSED CA: A new safety cable should be installed.

4. ISSUE: The existing paint in many areas throughout the mast and the upper orange bands have blistered/peeling paint which is holding moisture and accelerating the corrosion rate of the structural members. In addition, numerous partial to complete blockages were noted at drilled weep holes in the pipe horizontal girts which prevents moisture drainage and positive air ventilation. REF. PICTURE(S): 94-95 PROPOSED CA: The structure should be thoroughly cleaned to remove loose/peeling paint and rust, cold-galvanized at locations experiencing active corrosion, and repainted in accordance with ASTM A780 and FAA regulations.

12

5. ISSUE: Loose wrap locks used to secure the diagonal crossover points were noted

throughout the structure. REF. PICTURE(S): 96 PROPOSED CA: All wrap locks should be removed and replaced with new stainless steel hose clamps to properly tie the diagonals.

6. ISSUE: Grease on all guy cables is degraded and wires in levels 3-6 show signs of surface rust and initial pitting where grease has worn off (primarily at tower end) REF. PICTURE(S): 97 PROPOSED CA: All guy cables should be adequately cleaned and re-greased.

7. ISSUE: Guy anchor fan plates are partially buried at the inner and outer NE anchors and moderate rust was noted on the underneath side of the plates from being in direct contact with the ground. REF. PICTURE(S): 98-99 PROPOSED CA: Anchor fan plates should be cleared and affected rust areas treated and cold galvanized in accordance with ASTM A780.

8. ISSUE: Grounding systems at the tower base and all guy anchor points (with the exception of the outer NW anchor) are in poor condition with inadequate electrical connections and many locations read open loops. REF. PICTURE(S): 100 PROPOSED CA: New grounding systems should be installed exhibiting a maximum ground resistance of 10Ω at the tower base (5Ω or less is preferred) and 25Ω at each guy anchor location (10Ω or less is preferred) to provide adequate protection from potential lightning currents. New ground system leads at the tower base should utilize all exothermic welds, and additional leads should be provided from the guy anchor fan plates to the driven electrodes again utilizing exothermic welds in addition to the drop leads connected to the guy cables.

9. ISSUE: Very little take-up is available for adjusting guy tensions in level 3 at the NW anchor point, and no take-up is available in level 3 at the S anchor point. REF. PICTURE(S): 102-103 PROPOSED CA: No CA is warranted unless guy tensions need to be increased in guy level 3 which would necessitate installing new end terminations at the NW and S anchors.

10. ISSUE: Loose, disconnected, and/or missing transmission line attachment hardware was noted throughout the structure. REF. PICTURE(S): N/A PROPOSED CA: All active lines should be thoroughly inspected and attachment repaired or replaced as needed.

11. ISSUE: The tower currently supports several unused/nonoperational pieces of equipment including antennas, transmission lines, etc. REF. PICTURE(S): N/A PROPOSED CA: All inactive equipment should be identified and removed from the structure to relieve unnecessary loading on the tower.

13

12. ISSUE: The top TV antenna is out-of-plumb. REF. PICTURE(S): 29-30 PROPOSED CA: The top Ch.16 RCA antenna is inactive and should be removed, or plumbed if it is to remain on the structure.

14

H. TOWER SUMMARY Appendix I contains stress results for the tower when reviewed under the original design criteria of 50 psf. Reference Sections C & D of this report for further discussion on previous design criteria as well as current requirements. Please note, the existing tower does NOT meet original nor current design criteria for Hillsborough County even when all structural components are considered without defect. The following provides a general description of the primary structural elements in the tower mast.

1. Guy Wire

The existing guying system consists of Extra High Strength (EHS) and Bridge Strand (BS) grade cables ranging from Ø3/4” to Ø1-1/8”. The following chart provides the individual wire sizes per level.

Guy

Level Guy Elevation

(feet)

Guy Type and Diameter

6 864.0 Ø1-1/8” BS 5 734.3 Ø7/8” EHS 4 584.3 Ø1” EHS 3 434.3 Ø1” EHS 2 284.3 Ø1” EHS 1 134.3 Ø3/4” EHS

2. Top FM Support Pole The existing top 101’ FM support pole is an old GE TY-50-F VHF bury-mount antenna with all batwing elements and feed harnessing stripped off. The pole steps from Ø24” at 864’ down to Ø14” at the top and has been retrofitted with an external climbing ladder and safety climb device. 3. Tower Leg Members

The vertical tower leg members consist uniformly of Ø5” pipe with wall thicknesses varying from 0.203” to 0.625”. The following chart provides leg sizes for each section of the main tower mast.

Section

No. Section

Elevation (feet)

Leg Size Section No.

Section Elevation

(feet)

Leg Size

34 835.5-864 Ø5”x0.203” 16 385.5-410.5 Ø5”x0.5” 33 810.5-835.5 Ø5”x0.203” 15 360.5-385.5 Ø5”x0.5” 32 785.5-810.5 Ø5”x0.203” 14 335.5-360.5 Ø5”x0.5” 31 760.5-785.5 Ø5”x0.203” 13 310.5-335.5 Ø5”x0.5” 30 735.5-760.5 Ø5”x0.3” 12 285.5-310.5 Ø5”x0.5” 29 710.5-735.5 Ø5”x0.3” 11 260.5-285.5 Ø5”x0.5” 28 685.5-710.5 Ø5”x0.3” 10 235.5-260.5 Ø5”x0.5” 27 660.5-685.5 Ø5”x0.3” 9 210.5-235.5 Ø5”x0.5”

15

26 635.5-660.5 Ø5”x0.3” 8 185.5-210.5 Ø5”x0.5” 25 610.5-635.5 Ø5”x0.3” 7 160.5-185.5 Ø5”x0.5” 24 585.5-610.5 Ø5”x0.375” 6 135.5-160.5 Ø5”x0.625” 23 560.5-585.5 Ø5”x0.375” 5 110.5-135.5 Ø5”x0.625” 22 535.5-560.5 Ø5”x0.375” 4 85.5-110.5 Ø5”x0.625” 21 510.5-535.5 Ø5”x0.375” 3 60.5-85.5 Ø5”x0.625” 20 485.5-510.5 Ø5”x0.375” 2 35.5-60.5 Ø5”x0.625” 19 460.5-485.5 Ø5”x0.375” 1 10.5-35.5 Ø5”x0.625” 18 435.5-460.5 Ø5”x0.5” TB 0.5-10.5 Ø5”x0.625” 17 410.5-435.5 Ø5”x0.5”

4. Horizontal Inner Members Typical horizontal inner members consist of Ø2” pipe with a 0.12” wall thickness and back-to-back L2-1/2x2-1/2x3/16 at the lower five guy levels (top guy level supported by C10x25 bracing). 5. Diagonal Inner Members Typical diagonal inner members consist of Ø5/8” and Ø7/8” solid rod bars designed for tension-only bracing. 6. Bolted Joints Typical section-to-section flange joints consist of 7-1/2” square plates by 1-1/4” thick with (4) Ø3/4” A325 galvanized high strength bolts per splice. Typical inner members utilize (2) Ø5/8” A325 galvanized high strength bolts per end connection.

16

I. CONCLUSIONS 1. Severe corrosion was noted throughout the tower mast. A summary of the critical

locations found during the climbing inspection conducted October 23-24, 2013, are summarized in Appendix II, Pictures 45-92, and in Appendix III. All locations highlighted in red in Appendix III should immediately be replaced or have temporary bracing installed due to the severity of material loss. In addition, ERI strongly recommends at least (6) additional replacement diagonals and at least (12) additional horizontal reinforcement assemblies be provided for bracing additional locations which may be noted once the structure is rigged. Also, all missing and corroded u-bolt assemblies used to secure the climbing ladder should be installed/replaced to provide safe climbing access and all unused equipment should be removed from the tower to reduce imposed loading until the tower is decommissioned.

2. Plans should be made to deconstruct the existing tower as soon as possible to ensure the

structure may be safely destacked utilizing “normal” construction practices without substantial risk of potential damage to adjacent properties. The level and extent of corrosion noted throughout the mast coupled with design limitations (i.e. pipe members experiencing internal corrosion which cannot be mitigated reliably) makes potential reinforcement of the structure complex and unreliable without bearing enormous financial expenditures.

3. Considering only the existing equipment as specified in Section F of this report and

assuming all structural members intact with no strength reductions considered due to current condition, the structure is NOT within compliance of the original EIA-RS-222, Structural Standards for Steel Transmitting Antennas, Supporting Steel Towers for Transmitting Antennas and Steel Microwave Relay System Towers (effective from 1959 to October 1966) for a constant wind pressure of 50 pounds per square foot. Please note, all structural analyzes and subsequent modifications performed should have been conducted in direct accordance with current design standards at the time the evaluations were conducted. The latest study provided to ERI for reference was done in 2008, and should have reviewed the structure in accordance with the ANSI/TIA-222-G standard.

4. In order to determine if structural upgrades should be pursued for the existing tower to

prolong the serviceable life, ERI also reviewed the tower in accordance with the current 2010 Florida Building Code and ANSI/TIA-222-G, Structural Standard for Antenna Supporting Structures and Antennas, for an ultimate design wind speed of 140 mph (Risk Category II, Exposure Category C, and Topographic Category 1). Results of this review confirm upgrading the existing tower to meet current Florida Building Code requirements is NOT a viable option.

J. RECOMMENDATIONS

1. All assumptions made in this analysis should be carefully reviewed and any discrepancies or corrections communicated to ERI for comprehensive assessment.

2. All structural changes made to the tower should be performed by professionally trained

individuals in tower erection and post-erection modifications.

17

3. This analysis does not consider localized stresses on tower members resulting from the use of lifting equipment, rigging, or modifications which may be necessary during the course of installing new appurtenances on the structure. For maximum concern to safety and tower service life, ERI recommends an engineering review for all proposed lifting plans and/or special construction considerations prior to the commencement of work.

4. An ongoing tower maintenance program should be implemented for this site until the

structure can be decommissioned. Ground inspections should be conducted at least weekly, and thorough climbing inspections should be conducted after any significant tower loading event associated with moderately high winds (i.e. above 60 mph), heavy rigging, vandalism, etc. A complete list of the standard maintenance and inspection procedures is contained in Annex J of the ANSI/TIA-222-G standard.

K. SUMMARY ERI has over a 60 year history of providing superior products and engineering services to broadcasters. We are pleased to be able to extend the benefits of our experience to your company. Please contact ERI if you have any questions or comments concerning this analysis and report.

Appendix I:

TOWER DRAWINGS AND STRESS PLOTS

(AS STANDS)

1,023’ GUYED TOWER

RIVERVIEW, FL (HILLSBOROUGH COUNTY)

FCC ASRN 1040220

ERI PROJECT 31728

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-1

1 1/8 BS

LC=1064.518 ft IT=10%

R=620.000 ft

7/8 EHS LC

=961.632 ft IT=10%

1 EHS LC=851.881 ft IT=10%

1 EH

S LC

=526.268 ft IT=10%

R=300.000 ft

1 EHS LC=410.990 ft IT=10%

3/4 EHS LC=325.448 ft IT=10%

3/4 EHS LC=325.448 ft IT=10%

970.3 ft965.0 ft

930.0 ft

913.0 ft

895.5 ft

878.5 ft

864.0 ft857.3 ft

845.5 ft

834.3 ft

825.9 ft

817.6 ft

809.3 ft

784.3 ft

759.3 ft

734.3 ft

709.3 ft

684.3 ft

659.3 ft

634.3 ft

609.3 ft

584.3 ft

559.3 ft

534.3 ft

509.3 ft

484.3 ft

459.3 ft

434.3 ft

409.3 ft

384.3 ft

359.3 ft

334.3 ft

309.3 ft

300.9 ft

292.6 ft

284.3 ft

275.9 ft

267.6 ft

259.3 ft

234.3 ft

209.3 ft

184.3 ft

159.3 ft

150.9 ft

142.6 ft

134.3 ft

125.9 ft

117.6 ft

109.3 ft

84.3 ft

59.3 ft

34.3 ft

25.9 ft

17.6 ft10.5 ft

0.5 ft

1019.6 ft

445 K (Axial)

5 K80 K

69 K

106 K88 K

100 K

133 K

S

ect

ion

L1L2

L3L4

L5L6

T1

T2

T3

T4

T5

T6

T7

T8

T9

T10

T11

T12

T13

T14

T15

T16

T17

T18

T19

T20

T21

T22

T23

T24

T25

T26

T27

T28

T29

T30

T31

T32

T33

T34

T35

T36

T37

T38

T39

T40

T41

T42

T43

T44

T45

T46

T47

T48

T49

T50

T51

L

eg

sA

P1

4x.

75

BC

P2

2x1

DE

FP

5x.

20

3P

5x.

3P

5x0

.37

5P

5x0

.5P

5x0

.62

5

L

eg

Gra

de

A3

6A

57

2-5

0A

57

2-6

0

D

iag

on

als

N.A

.G

SR

5/8

SR

7/8

SR

5/8

HI

SR

5/8

JK

D

iag

on

al G

rad

eN

.A.

A3

6A

57

2-6

0A

57

2-5

0A

57

2-6

0L

A5

72

-60

M

T

op

Gir

tsN

.A.

NO

NP

2x0

.12

N.A

.P

2x0

.12

N.A

.P

2x0

.12

N.A

.P

2x0

.12

PP

2x0

.12

PP

2x0

.12

Q

H

ori

zon

tals

N.A

.P

2x0

.12

N.A

.P

2x0

.12

N.A

.P

2x0

.12

N.A

.Q

T

op

Gu

y P

ull-

Off

sN

.A.

ON

.A.

NN

.A.

NN

.A.

NN

.A.

NN

.A.

NN

.A.

F

ace

Wid

th (

ft)

2.1

25

1.1

66

67

1.3

33

33

1.5

1.8

33

33

26

.96

87

5

#

Pa

ne

ls @

(ft

)N

.A.

N.A

.N

.A.

N.A

.N

.A.

N.A

.R

ST

U9

9 @

8.3

33

33

VW

W

eig

ht

(K)

0.2

4.6

2.6

3.5

4.8

4.5

3.1

2.4

2.5

1.1

0.8

0.7

0.7

0.4

1.3

1.3

1.7

1.8

1.7

1.7

1.7

1.7

2.0

2.1

2.0

2.0

2.0

2.0

2.5

2.6

2.5

2.5

2.5

2.5

0.8

0.8

0.9

1.0

0.9

0.8

2.5

2.5

2.5

2.5

1.0

1.0

1.0

2.4

1.0

1.0

2.9

2.9

2.9

1.0

1.0

0.9

1.7

10

7.9

PLANR=620.000 ft (-4.2) R=620.000 ft (3.2)

R=620.000 ft (0.6)

R=620.000 ft (-4.2) R=620.000 ft (3.2)

R=620.000 ft (0.6)

R=620.000 ft (-4.2) R=620.000 ft (3.2)

R=620.000 ft (0.6)

R=300.000 ft (-0.9) R=300.000 ft (2.6)

R=300.000 ft (0.6)

R=300.000 ft (-0.9) R=300.000 ft (2.6)

R=300.000 ft (0.6)

R=300.000 ft (-0.9) R=300.000 ft (2.6)

R=300.000 ft (0.6)

Pole Ladder Brackets 964 Dielectric DCR-M8 FE87N10T5P (3-1/8" Rigid) 962 - 894 Pole Ladder Brackets 954 Pole Ladder Brackets 937 Pole Ladder Brackets 920 Pole Ladder Brackets 903 Pole Ladder Brackets 886 Pole Ladder Brackets 869 Top Index (Weight Only) 864 Lightning Brushes 860 Red Side Lights (Conduit) 859 ERI SHP-12AC (3-1/8" Rigid) 855.1 - 734.9 Bottom Index (Weight Only) 845.458 Red Side Lights (Conduit) 762 Omni Antenna (1-5/8") 705 - 685 Standoff Mount 705 - 685 DB212 (DEAD) 655 DB212 (DEAD) 635 DB212 (DEAD) 615 PSI FMT-1A-6DB (1-1/4) 604 Standoff Mount 604 Mid Beacon (Conduit) 584.3 DB304L (7/8") 453 Standoff Mount 453 Lightning Brushes 448 Red Side Lights (Conduit) 447 Mid Beacon (Conduit) 292.6 Standoff Mount (7/8") 245 DB589-Y 245 Pipe Mount 222 6' Solid Dish (7/8") 222 Pipe Mount 200 6' Grid (7/8") 200 Red Side Lights (Conduit) 145 Yagi Antenna (1/2") 143 Pipe Mount 142 Yagi Antenna (1/2") 141DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

Pole Ladder Brackets 964

Dielectric DCR-M8 FE87N10T5P (3-1/8" Rigid) 962 - 894

Pole Ladder Brackets 954

Pole Ladder Brackets 937

Pole Ladder Brackets 920

Pole Ladder Brackets 903

Pole Ladder Brackets 886

Pole Ladder Brackets 869

Top Index (Weight Only) 864

Lightning Brushes 860

Red Side Lights (Conduit) 859

ERI SHP-12AC (3-1/8" Rigid) 855.1 - 734.9

Bottom Index (Weight Only) 845.458

Red Side Lights (Conduit) 762

Omni Antenna (1-5/8") 705 - 685

Standoff Mount 705 - 685

DB212 (DEAD) 655

DB212 (DEAD) 635

DB212 (DEAD) 615

PSI FMT-1A-6DB (1-1/4) 604

Standoff Mount 604

Mid Beacon (Conduit) 584.3

DB304L (7/8") 453

Standoff Mount 453

Lightning Brushes 448

Red Side Lights (Conduit) 447

Mid Beacon (Conduit) 292.6

Standoff Mount (7/8") 245

DB589-Y 245

Pipe Mount 222

6' Solid Dish (7/8") 222

Pipe Mount 200

6' Grid (7/8") 200

Red Side Lights (Conduit) 145

Yagi Antenna (1/2") 143

Pipe Mount 142

Yagi Antenna (1/2") 141

SYMBOL LISTMARK MARKSIZE SIZE

A (31728) Wedding Cake Interface

B P16x0.75

C P18x7/8

D P24x1

E P5x.203

F (31728) P5x0.203 With (3) 1x1 Bar Rein

G 2L3x3x1/4x1/2

H SR 7/8

I (31728) (2) 5/8

J SR 1

K 3x1/2

L A572-50

M A36

N 2L2 1/2x2 1/2x3/16x1/2

O C10x25

P N.A.

Q L3x3 1/2x1/2

R 1 @ 6.66667

S 1 @ 5.79167

T 1 @ 6.08333

U 1 @ 2.875

V 1 @ 7.08333

W 2 @ 5

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-50 50 ksi 65 ksi

A36 36 ksi 58 ksi

A572-60 60 ksi 75 ksi

TOWER DESIGN NOTES1. Tower designed for Zone A - 42.87,50.015,57.16 psf to the RS-222 Standard.2. Wind pressure multiplier is 1.429 for the non-ice condition.3. 49.300 ft RCA TFU-24JDA (Ch.16) - 6-1/8" Rigid is included for load transfer only.4. Tower manufactured by Stainless, Inc., in 1966 (no. 1745).5. ASRN 1040220.

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-2

Base Elev=0.500 ft

R=620.000 ft, 240 deg Azimuth (-4.200 ft) R=620.000 ft, 120 deg Azimuth (3.200 ft)

R=620.000 ft, 0 deg Azimuth (0.600 ft)

R=300.000 ft, 240 deg Azimuth (-0.900 ft) R=300.000 ft, 120 deg Azimuth (2.600 ft)

R=300.000 ft, 0 deg Azimuth (0.600 ft)

15.000 15.000

1103.872

536.936 536.936

96

0.0

00

15

.00

01

5.0

00

31

0.0

00

62

0.0

00

Plot PlanTotal Area - 24.33 Acres

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-3

<- Minimum -0 Maximum ->

<- Minimum -0 Maximum ->

-500

-500

500

500

RS-222

Leg Capacity Leg Compression (K)

970.333 970.333965.000 965.000

930.000 930.000

913.000 913.000

895.500 895.500

878.500 878.500

864.000 864.000851.542 851.542

834.250 834.250

817.583 817.583

784.250 784.250

759.250 759.250

734.250 734.250

709.250 709.250

684.250 684.250

659.250 659.250

634.250 634.250

609.250 609.250

584.250 584.250

559.250 559.250

534.250 534.250

509.250 509.250

484.250 484.250

459.250 459.250

434.250 434.250

409.250 409.250

384.250 384.250

359.250 359.250

334.250 334.250

309.250 309.250

292.583 292.583

275.917 275.917

259.250 259.250

234.250 234.250

209.250 209.250

184.250 184.250

159.250 159.250

142.583 142.583

125.917 125.917

109.250 109.250

84.250 84.250

59.250 59.250

34.250 34.250

17.583 17.583

0.500 0.500

Ele

vati

on

(ft

)

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-4

0

0

50

50

Global Mast Shear (K)970.333965.000

930.000

913.000

895.500

878.500

864.000851.542

834.250

817.583

784.250

759.250

734.250

709.250

684.250

659.250

634.250

609.250

584.250

559.250

534.250

509.250

484.250

459.250

434.250

409.250

384.250

359.250

334.250

309.250

292.583

275.917

259.250

234.250

209.250

184.250

159.250

142.583

125.917

109.250

84.250

59.250

34.250

17.583

0.500

Ele

va

tio

n (

ft)

0

0

500

500

1000

1000

Global Mast Moment (kip-ft)970.333965.000

930.000

913.000

895.500

878.500

864.000851.542

834.250

817.583

784.250

759.250

734.250

709.250

684.250

659.250

634.250

609.250

584.250

559.250

534.250

509.250

484.250

459.250

434.250

409.250

384.250

359.250

334.250

309.250

292.583

275.917

259.250

234.250

209.250

184.250

159.250

142.583

125.917

109.250

84.250

59.250

34.250

17.583

0.500

RS-222 Maximum Values

Vx Vz Mx Mz

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-5

RS-222 - Zone A - Maximum Values

0

0

50

50

100

100

Deflection (in)

970.333965.000

930.000

913.000

895.500

878.500

864.000851.542

834.250

817.583

784.250

759.250

734.250

709.250

684.250

659.250

634.250

609.250

584.250

559.250

534.250

509.250

484.250

459.250

434.250

409.250

384.250

359.250

334.250

309.250

292.583

275.917

259.250

234.250

209.250

184.250

159.250

142.583

125.917

109.250

84.250

59.250

34.250

17.583

0.500

Ele

vati

on

(ft

)

0

0

5

5

Tilt (deg)0

0

0.5

0.5

1

1

1.5

1.5

Twist (deg)

970.333965.000

930.000

913.000

895.500

878.500

864.000851.542

834.250

817.583

784.250

759.250

734.250

709.250

684.250

659.250

634.250

609.250

584.250

559.250

534.250

509.250

484.250

459.250

434.250

409.250

384.250

359.250

334.250

309.250

292.583

275.917

259.250

234.250

209.250

184.250

159.250

142.583

125.917

109.250

84.250

59.250

34.250

17.583

0.500

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-6

970.3 ft965.0 ft

930.0 ft

913.0 ft

895.5 ft

878.5 ft

864.0 ft851.5 ft

834.3 ft

817.6 ft

784.3 ft

759.3 ft

734.3 ft

709.3 ft

684.3 ft

659.3 ft

634.3 ft

609.3 ft

584.3 ft

559.3 ft

534.3 ft

509.3 ft

484.3 ft

459.3 ft

434.3 ft

409.3 ft

384.3 ft

359.3 ft

334.3 ft

309.3 ft

292.6 ft

275.9 ft

259.3 ft

234.3 ft

209.3 ft

184.3 ft

159.3 ft

142.6 ft

125.9 ft

109.3 ft

84.3 ft

59.3 ft

34.3 ft

17.6 ft

0.5 ft

445 K (Axial)

5 K

79 K

ELEVATION

68 K41 deg

79 K

2 K

PLAN

104 K

864'

734'3"

584'3"

434'3"

284'3"

134'3"

1 EHS, SF = 2.69, Tmax = 38.883 K, Lc = 525.028 ft, Lu = 524.462 ft, Ls = 526.230 ft

R=300.000 ft

1 EHS, SF = 2.82, Tmax = 37.088 K, Lc = 409.951 ft, Lu = 409.544 ft, Ls = 410.865 ft

3/4 EHS, SF = 3.50, Tmax = 16.670 K, Lc = 324.828 ft, Lu = 324.552 ft, Ls = 325.396 ft

Guy Tensions and Tower ReactionsRS-222

Maximum Values

Anchor 'A'@300 ft Azimuth 0 deg Elev 0.6 ft

Plane through centroid of tower

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-6

970.3 ft965.0 ft

930.0 ft

913.0 ft

895.5 ft

878.5 ft

864.0 ft851.5 ft

834.3 ft

817.6 ft

784.3 ft

759.3 ft

734.3 ft

709.3 ft

684.3 ft

659.3 ft

634.3 ft

609.3 ft

584.3 ft

559.3 ft

534.3 ft

509.3 ft

484.3 ft

459.3 ft

434.3 ft

409.3 ft

384.3 ft

359.3 ft

334.3 ft

309.3 ft

292.6 ft

275.9 ft

259.3 ft

234.3 ft

209.3 ft

184.3 ft

159.3 ft

142.6 ft

125.9 ft

109.3 ft

84.3 ft

59.3 ft

34.3 ft

17.6 ft

0.5 ft

445 K (Axial)

5 K

79 K

ELEVATION

68 K41 deg

79 K

2 K

PLAN

104 K

864'

734'3"

584'3"

434'3"

284'3"

134'3"

1 EHS, SF = 2.69, Tmax = 38.910 K, Lc = 523.377 ft, Lu = 522.813 ft, Ls = 524.577 ft

R=300.000 ft

1 EHS, SF = 2.84, Tmax = 36.852 K, Lc = 408.569 ft, Lu = 408.164 ft, Ls = 409.473 ft

3/4 EHS, SF = 3.51, Tmax = 16.629 K, Lc = 324.010 ft, Lu = 323.735 ft, Ls = 324.575 ft

Guy Tensions and Tower ReactionsRS-222

Maximum Values

Anchor 'B'@300 ft Azimuth 120 deg Elev 2.6 ft

Plane through centroid of tower

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-6

970.3 ft965.0 ft

930.0 ft

913.0 ft

895.5 ft

878.5 ft

864.0 ft851.5 ft

834.3 ft

817.6 ft

784.3 ft

759.3 ft

734.3 ft

709.3 ft

684.3 ft

659.3 ft

634.3 ft

609.3 ft

584.3 ft

559.3 ft

534.3 ft

509.3 ft

484.3 ft

459.3 ft

434.3 ft

409.3 ft

384.3 ft

359.3 ft

334.3 ft

309.3 ft

292.6 ft

275.9 ft

259.3 ft

234.3 ft

209.3 ft

184.3 ft

159.3 ft

142.6 ft

125.9 ft

109.3 ft

84.3 ft

59.3 ft

34.3 ft

17.6 ft

0.5 ft

445 K (Axial)

5 K

80 K

ELEVATION

69 K41 deg

80 K

2 K

PLAN

106 K

864'

734'3"

584'3"

434'3"

284'3"

134'3"

1 EHS, SF = 2.67, Tmax = 39.086 K, Lc = 526.268 ft, Lu = 525.700 ft, Ls = 527.482 ft

R=300.000 ft

1 EHS, SF = 2.77, Tmax = 37.697 K, Lc = 410.990 ft, Lu = 410.582 ft, Ls = 411.929 ft

3/4 EHS, SF = 3.42, Tmax = 17.052 K, Lc = 325.448 ft, Lu = 325.171 ft, Ls = 326.036 ft

Guy Tensions and Tower ReactionsRS-222

Maximum Values

Anchor 'C'@300 ft Azimuth 240 deg Elev -0.9 ft

Plane through centroid of tower

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-6

970.3 ft965.0 ft

930.0 ft

913.0 ft

895.5 ft

878.5 ft

864.0 ft851.5 ft

834.3 ft

817.6 ft

784.3 ft

759.3 ft

734.3 ft

709.3 ft

684.3 ft

659.3 ft

634.3 ft

609.3 ft

584.3 ft

559.3 ft

534.3 ft

509.3 ft

484.3 ft

459.3 ft

434.3 ft

409.3 ft

384.3 ft

359.3 ft

334.3 ft

309.3 ft

292.6 ft

275.9 ft

259.3 ft

234.3 ft

209.3 ft

184.3 ft

159.3 ft

142.6 ft

125.9 ft

109.3 ft

84.3 ft

59.3 ft

34.3 ft

17.6 ft

0.5 ft

445 K (Axial)

5 K

88 K

ELEVATION

99 K48 deg

88 K

4 K

PLAN

132 K864'

734'3"

584'3"

434'3"

284'3"

134'3"

1 1/8 BS, SF = 2.31, Tmax = 67.468 K, Lc = 1060.607 ft, Lu = 1059.819 ft, Ls = 1063.677 ft

R=620.000 ft

7/8 EHS, SF = 2.53, Tmax = 31.486 K, Lc = 957.951 ft, Lu = 957.334 ft, Ls = 960.726 ft

1 EHS, SF = 2.71, Tmax = 38.622 K, Lc = 848.572 ft, Lu = 848.088 ft, Ls = 850.915 ft

Guy Tensions and Tower ReactionsRS-222

Maximum Values

Anchor 'A'@620 ft Azimuth 0 deg Elev 0.6 ft

Plane through centroid of tower

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-6

970.3 ft965.0 ft

930.0 ft

913.0 ft

895.5 ft

878.5 ft

864.0 ft851.5 ft

834.3 ft

817.6 ft

784.3 ft

759.3 ft

734.3 ft

709.3 ft

684.3 ft

659.3 ft

634.3 ft

609.3 ft

584.3 ft

559.3 ft

534.3 ft

509.3 ft

484.3 ft

459.3 ft

434.3 ft

409.3 ft

384.3 ft

359.3 ft

334.3 ft

309.3 ft

292.6 ft

275.9 ft

259.3 ft

234.3 ft

209.3 ft

184.3 ft

159.3 ft

142.6 ft

125.9 ft

109.3 ft

84.3 ft

59.3 ft

34.3 ft

17.6 ft

0.5 ft

445 K (Axial)

5 K

88 K

ELEVATION

99 K48 deg

88 K

4 K

PLAN

133 K864'

734'3"

584'3"

434'3"

284'3"

134'3"

1 1/8 BS, SF = 2.32, Tmax = 67.343 K, Lc = 1058.491 ft, Lu = 1057.705 ft, Ls = 1061.548 ft

R=620.000 ft

7/8 EHS, SF = 2.52, Tmax = 31.637 K, Lc = 955.961 ft, Lu = 955.346 ft, Ls = 958.747 ft

1 EHS, SF = 2.69, Tmax = 38.788 K, Lc = 846.786 ft, Lu = 846.303 ft, Ls = 849.137 ft

Guy Tensions and Tower ReactionsRS-222

Maximum Values

Anchor 'B'@620 ft Azimuth 120 deg Elev 3.2 ft

Plane through centroid of tower

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-6

970.3 ft965.0 ft

930.0 ft

913.0 ft

895.5 ft

878.5 ft

864.0 ft851.5 ft

834.3 ft

817.6 ft

784.3 ft

759.3 ft

734.3 ft

709.3 ft

684.3 ft

659.3 ft

634.3 ft

609.3 ft

584.3 ft

559.3 ft

534.3 ft

509.3 ft

484.3 ft

459.3 ft

434.3 ft

409.3 ft

384.3 ft

359.3 ft

334.3 ft

309.3 ft

292.6 ft

275.9 ft

259.3 ft

234.3 ft

209.3 ft

184.3 ft

159.3 ft

142.6 ft

125.9 ft

109.3 ft

84.3 ft

59.3 ft

34.3 ft

17.6 ft

0.5 ft

445 K (Axial)

5 K

88 K

ELEVATION

100 K48 deg

88 K

4 K

PLAN

133 K864'

734'3"

584'3"

434'3"

284'3"

134'3"

1 1/8 BS, SF = 2.31, Tmax = 67.500 K, Lc = 1064.518 ft, Lu = 1063.726 ft, Ls = 1067.599 ft

R=620.000 ft

7/8 EHS, SF = 2.50, Tmax = 31.831 K, Lc = 961.632 ft, Lu = 961.012 ft, Ls = 964.454 ft

1 EHS, SF = 2.68, Tmax = 38.966 K, Lc = 851.881 ft, Lu = 851.394 ft, Ls = 854.257 ft

Guy Tensions and Tower ReactionsRS-222

Maximum Values

Anchor 'C'@620 ft Azimuth 240 deg Elev -4.2 ft

Plane through centroid of tower

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-7

Feed Line Distribution Chart10'6" - 970'4"

Round Flat App In Face App Out Face Truss Leg

Face A965.000

930.000

913.000

895.500

878.500

864.000851.542

834.250

817.583

784.250

759.250

734.250

709.250

684.250

659.250

634.250

609.250

584.250

559.250

534.250

509.250

484.250

459.250

434.250

409.250

384.250

359.250

334.250

309.250

292.583

275.917

259.250

234.250

209.250

184.250

159.250

142.583

125.917

109.250

84.250

59.250

34.250

17.58310.500

970.333

Ele

vati

on

(ft

)

Face B

840.000834.250

864.000864.000

965.000

141.000143.000

604.000

453.000

245.000

864.000864.000864.000

928.000

789.000

864.000

200.000

222.000

685.000

Face C965.000

930.000

913.000

895.500

878.500

864.000851.542

834.250

817.583

784.250

759.250

734.250

709.250

684.250

659.250

634.250

609.250

584.250

559.250

534.250

509.250

484.250

459.250

434.250

409.250

384.250

359.250

334.250

309.250

292.583

275.917

259.250

234.250

209.250

184.250

159.250

142.583

125.917

109.250

84.250

59.250

34.250

17.58310.500

970.333

840.000834.250

864.000864.000

965.000

141.000143.000

604.000

453.000

245.000

864.000864.000864.000

928.000

789.000

864.000

200.000

222.000

685.000

Inte

rna

l To

we

r C

limb

ing

La

dd

er

With

Sa

fety

Ca

ble

Ext

ern

al T

ow

er

Clim

bin

g L

ad

de

r

Ext

ern

al P

ole

Clim

bin

g L

ad

de

r W

ith S

afe

ty C

ab

le

1/2

" C

oa

x (Y

ag

i)

1/2

" C

oa

x (Y

ag

i)

1 1

/4"

Co

ax

(FM

T-1

A-6

DB

)

7/8

" C

oa

x (D

B3

04

L)

7/8

" C

oa

x (D

B5

89

-Y)

6 1

/8"

Rig

id (

TF

U-2

4JD

A)

3 1

/8"

Rig

id (

DC

R-M

8)

3 1

/8"

Rig

id (

DC

R-M

8)

3 1

/8"

Rig

id (

SH

P-1

2A

C)

1 1

/4"

Co

nd

uit

(Lig

htin

g)

7/8

" C

oa

x (6

' Gri

d D

ish

)

7/8

" C

oa

x (6

' So

lid D

ish

)

1 5

/8"

Co

ax

(Om

ni)

Established 1943 AISC Certified Fabricator

Electronics Research Inc. 7777 Gardner Road Chandler, IN 47610 Phone: (812) 925-6000 FAX: (812) 925-4030

Job: 31728 - As Stands (RS-222 ~ 50PSF) Project: Riverview, FL (Hillsborough County) Client: WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:

Code: RS-222 Date: 11/01/13 Scale: NTS Path:

J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri Dwg No. E-9

Wind PressuresRS-222

0

0

10

10

20

20

30

30

40

40

50

50

Pressure - No Ice (psf)970.333965.000

930.000

913.000

895.500

878.500

864.000851.542

834.250

817.583

784.250

759.250

734.250

709.250

684.250

659.250

634.250

609.250

584.250

559.250

534.250

509.250

484.250

459.250

434.250

409.250

384.250

359.250

334.250

309.250

292.583

275.917

259.250

234.250

209.250

184.250

159.250

142.583

125.917

109.250

84.250

59.250

34.250

17.583

0.500

Appendix II:

SITE PICTURES

(TAKEN 10/23-24/2013)

1,023’ GUYED TOWER

RIVERVIEW, FL (HILLSBOROUGH COUNTY)

FCC ASRN 1040220

ERI PROJECT 31728

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 1: Posted ASRN

Picture 2: Tower Base

Picture 3: N Tower Face (Ground)

Picture 4: N Tower Face (Tower)

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 5: SE Tower Face (Ground)

Picture 6: SE Tower Face (Tower)

Picture 7: SW Tower Face (Ground)

Picture 8: SW Tower Face (Tower)

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 9: NE Guy Path

Picture 10: NE Inner Anchor

Picture 11: NE Outer Anchor

Picture 12: S Guy Path

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 13: S Inner Anchor

Picture 14: S Outer Anchor

Picture 15: NW Guy Path

Picture 16: NW Inner Anchor

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 17: NW Outer Anchor

Picture 18: Guy Level 1 Torque Arm Assembly

Picture 19: Typical Guy Leg Attachment (Levels 2-6)

Picture 20: Typical Leg Flange Connection

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 21: Internal Climbing Ladder With Safety Cable

Picture 22: Base Safety Cable Bracket

Picture 23: Top Safety Cable Bracket

Picture 24: Internal Transmission Line Runs

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 25: Base Transmission Bridge

Picture 26: Line Wall Ports

Picture 27: Top Tower Leg Weep Holes

Picture 28: Base Tower Leg Weep Holes

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 29: Top RCA TFU24JDA Ch.16 Antenna

Picture 30: Top RCA TFU24JDA Ch.16 Antenna

Picture 31: Dielectric DCR-M8 FE87N10T5P (928’ COR)

Picture 32: Dielectric DCR-M8 FE87N10T5P (928’ COR)

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 33: ERI SHP-12AC (795’ COR)

Picture 34: Omni Antenna (685’-705’)

Picture 35: DB212 (X3 ~ 615’, 635’, & 655’)

Picture 36: PSI FMT-1A-6DB (604’)

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 37: DB304L (453’)

Picture 38: DB589-Y (245’)

Picture 39: Andrew D6E-6 (222’)

Picture 40: Mark P972C (200’)

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 41: Yagi Antennas (141’ & 143’)

Picture 42: Typ Mid Beacon (292.6’ & 584.3’)

Picture 43: Typ Side Lights (145’, 447’, 762’, & 859’)

Picture 44: Typ Lightning Brushes (448’ & 860’)

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 45: Top RCA TV Flange Bolts

Picture 46: 5’-4” Wedding Cake Interface

Picture 47: Corroded Leg on Wedding Cake

Picture 48: Corroded Inner Member on Wedding Cake

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 49: Top FM Support Pole

Picture 50: Isolated Rust on FM Support Pole

Picture 51: Isolated Rust on FM Support Pole

Picture 52: Corroded Index Plate

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 53: Dented Pipe Leg

Section 34 * Bay 1 * S Leg

Picture 54: Severe Leg Corrosion

Section 31 * Bay 1 * NW Leg

Picture 55: Severe Leg Corrosion (Close-Up)

Section 31 * Bay 1 * NW Leg

Picture 56: Moderate Leg Corrosion

Section 24 * Bay 3 * S Leg

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 57: Severe Corrosion

Girt * Section 33 * Bay 3 * SW Face

Picture 58: Severe Corrosion

Girt * Section 33 * Bay 1 * SE Face

Picture 59: Severe Corrosion

Girt * Section 33 * Bay 1 * SW Face

Picture 60: Severe Corrosion

Girt * Section 32 * Bay 3 * N Face

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 61: Severe Corrosion

Girt * Section 32 * Bay 2 * N Face

Picture 62: Severe Corrosion

Girt * Section 32 * Bay 2 * SW Face

Picture 63: Severe Corrosion

Girt * Section 32 * Bay 1 * SW Face

Picture 64: Severe Corrosion

Diagonals * Section 26 * Bay 3 * N Face

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 65: Severe Corrosion

Girt * Section 26 * Bay 1 * N Face

Picture 66: Severe Corrosion

Girt * Section 25 * Bay 3 * N Face

Picture 67: Severe Corrosion

Girt * Section 25 * Bay 1 * N Face

Picture 68: Severe Corrosion

Girt * Section 25 * Bay 1 * SW Face

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 69: Severe Corrosion

Diagonals * Section 25 * Bay 1 * SW Face

Picture 70: Severe Corrosion

Diagonals * Section 24 * Bay 1 * SE Face

Picture 71: Severe Corrosion

Girt * Section 23 * Bay 1 * SW Face

Picture 72: Severe Corrosion

Girt * Section 19 * Bay 3 * N Face

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 73: Severe Corrosion

Girt * Section 18 * Bay 3 * N Face

Picture 74: Severe Corrosion

Girt * Section 18 * Bay 2 * N Face

Picture 75: Severe Corrosion

Girt * Section 18 * Bay 2 * SW Face

Picture 76: Severe Corrosion

Girt * Section 17 * Bay 1 * SW Face

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 77: Severe Corrosion

Girt * Section 16 * Bay 2 * N Face

Picture 78: Severe Corrosion

Girt * Section 16 * Bay 2 * SW Face

Picture 79: Severe Corrosion

Diagonal * Section 15 * Bay 1 * N Face

Picture 80: Severe Corrosion

Girt * Section 14 * Bay 2 * N Face

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 81: Severe Corrosion

Girt * Section 14 * Bay 2 * SE Face

Picture 82: Severe Corrosion

Girt * Section 13 * Bay 3 * SE Face

Picture 83: Severe Corrosion

Girt * Section 13 * Bay 1 * SE Face

Picture 84: Severe Corrosion

Girt * Section 10 * Bay 2 * SE Face

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 85: Severe Corrosion

Girt * Section 9 * Bay 3 * SW Face

Picture 86: Severe Corrosion

Girt * Section 9 * Bay 1 * SW Face

Picture 87: Severe Corrosion (Previously Reinforced)

Girt * Section 6 * Bay 3 * SE Face

Picture 88: Example of Moderate Corrosion

Girt

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 89: Example of Moderate Corrosion

Diagonals

Picture 90: Corroded Ladder Bracket U-Bolt

(Ø1/2”x3-1/8” U-Bolt)

Picture 91: Missing Ladder Rail U-Bolt

(Ø3/8”x1-1/2” U-Bolt)

Picture 92: Corroded Ladder Rail U-Bolt

(Ø3/8”x1-1/2” U-Bolt)

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 93: Safety Cable Condition

Picture 94: Blistered/Peeling Paint

Picture 95: Plugged Weep Hole

Picture 96: Loose Diagonal Wrap Lock

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 97: Guy Cable Condition

Picture 98: Inner NE Anchor Fan Plate Partially Buried

Picture 99: Outer NE Anchor Fan Plate Partially Buried

Picture 100: Tower Base Grounding Condition

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 101: Very Little Take-Up Available in Level 3

NW Inner Anchor

Picture 102: No Take-Up Available in Level 3

S Inner Anchor

Picture 103: Damaged Gate at Inner S Anchor

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 104: Tower Elevation Picture (1 of 5)

1

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 105: Tower Elevation Picture (2 of 5)

2

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 106: Tower Elevation Picture (3 of 5)

3

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 107: Tower Elevation Picture (4 of 5)

4

ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013

Picture 108: Tower Elevation Picture (5 of 5)

6

5

Appendix III:

SEVERE CORROSION SUMMARY

1,023’ GUYED TOWER

RIVERVIEW, FL (HILLSBOROUGH COUNTY)

FCC ASRN 1040220

ERI PROJECT 31728

;INDICATES AREA WITH SIGNIFICANT CORROSION AND MODERATE MATERIAL LOSS

;INDICATES AREA WITH SIGNIFICANT CORROSION AND SEVERE MATERIAL LOSS

SEC BAY SEC BAYNO NO NO NO

N SE SW N SE SW N SE SW N SE SW5 3 X4 2 X X X X X3 1 X X X X2 3 X X X X X1 X X X 2 X X X X3 X X X X X X 1 X2 X X X X X X 3 X X X X X1 X X X X X X 2 X3 X X X X X X 1 X2 X X X X X X 31 X X X X X X 2 X X3 X X X X X X 1 X2 X X X X X X 3 X1 X X X X X X 23 X X X X X X 1 X X2 X X X X X X 31 X X X X X X 2 X3 1 X2 31 23 1 X2 X 31 X 2 X X3 X 1 X X X2 3 X X X1 X 2 X3 X X 1 X X X2 X X X X 3 X X X1 X X X 2 X X3 X X X 1 X2 X X X X X X 31 X X X X 23 X X X X 12 X X X X 3 X1 X X X 23 X 12 X X X X X 31 X X X X 23 12 X 31 23 X 12 31 X 23 12 X 31 X 23 X 12 X 31 X 23 X X X 12 X X X X X 21 X X X X X X 1

CORROSION SUMMARY * PROJECT 31728 * RIVERVIEW, FL (WUSF)

DIAGONALS GIRTSFACE FACE

2

1

TB

6

5

4

3

10

9

8

7

14

13

12

11

18

17

16

15

22

21

20

19

26

25

24

23

30

29

28

27

34

33

32

31

DIAGONALSFACE

GIRTSFACE

TOWER INSPECTION REPORT

SEPTEMBER 5, 2014

ERI PROJECT 32819 1,023’ GUYED TOWER

RIVERVIEW, FL (HILLSBOROUGH COUNTY) ASRN 1040220

Prepared For:

Max Sitero Director of Engineering

WUSF Public Media 4202 East Fowler Ave, TVB100

Tampa, FL 33620 T) 813.974.8703

E) msitero1@wusf.org

Prepared By:

James M. Ruedlinger, P.E. Vice President – Structural Division

Electronics Research, Inc. 7777 Gardner Road Chandler, IN 47610

T) 812.925.6000 ext.282 F) 812.925.4030

E) jruedlinger@eriinc.com

7777 Gardner RoadChandler, IN 47610-9219USA

+1 812 925-6000 (tel)+1 812 925-4030 (fax)877 ERI-LINE (toll-free)

Sales@eriinc.comCustomerSupport@eriinc.comwww.eriinc.com

2

TABLE OF CONTENTS

TOWER INSPECTION SUMMARY..................................PG. 3

APPENDICES

I ..........................................................GENERAL SITE LAYOUT II ..................................................... EQUIPMENT INVENTORY III.............................. TRANSMISSION LINE DISTRIBUTION IV ........................................................................ SITE PICTURES

3

TOWER INSPECTION SUMMARY Based upon the ERI inspection performed August 29, 2014, and previous inspection and analysis conducted in October/November of 2013 (ERI project 31728/A), the current condition of the tower warrants complete replacement as soon as possible. It is imperative the structure be decommissioned while it is still safe to rig to allow the tower to be destacked utilizing “normal” construction practices without substantial risk of potential damage to adjacent properties. Until the tower is safely deconstructed, an ongoing maintenance program should be implemented. General ground inspections should be conducted at least weekly, and thorough climbing inspections should be conducted after any significant tower loading event associated with moderately high winds (i.e. above 60 mph), heavy rigging, vandalism, etc. A complete list of the standard maintenance and inspection procedures is contained in Annex J of the ANSI/TIA-222-G standard. The following items highlight the main structural issues noted during the recent onsite climbing and ground inspections (reference previous ERI analysis report 31728 dated November 1, 2013, for additional information):

ISSUE 1. Primary structural tower members exhibit moderate to severe corrosion throughout the tower mast. Active corrosion is most prominent in the orange banded sections in the upper 3/4’s of the lattice structure. A total of (39) horizontal braces and (13) replacement diagonals were previously installed in February of 2014. An additional (18) horizontal braces and (8) replacement diagonals are needed due to progressive material loss since last year. The following table identifies the noted locations requiring reinforcement:

SECTION

NO. BAY NO.

FACE NO. HORIZ’S

NO. DIAG’S

REF. PIC’S

32 1 N X1 - 19 31 1 SE/SW X2 - 20-21 30 2 SE X1 - 22 27 1 N X1 - 23 26 2 SE/SW X2 - 24-25

1 SW X1 - 26 25 3 SE X1 - 27 24 3 N X1 - 28 23 2 N/SE/SW X3 - 29-31

1 N X1 - 32 21 2 N X1 - 33 18 3 N X1 - 34

1 N - X2 35 17 2 N/SW - X4 36-37 16 2 N X1 - 38 13 1 SW X1 - 39 11 1 N - X2 40

4

ISSUE 2. Tower members in many areas throughout the mast and the upper orange bands

have blistered/peeling paint which is holding moisture and accelerating the corrosion rate of the members. In addition, numerous partial to complete blockages were noted at drilled weep holes in the pipe horizontal girts which prevents moisture drainage and positive air ventilation. REF: Pic 41

ISSUE 3. Loose wrap locks used to secure the diagonal crossover points were noted

throughout the structure. REF: Pic 42

ISSUE 4. Loose, disconnected, and/or missing transmission line attachment hardware was

noted throughout the structure. REF: N/A

ISSUE 5. The tower currently supports several unused/nonoperational pieces of equipment

including antennas, transmission lines, etc. REF: N/A

ISSUE 6. The existing Ø3/8” safety cable is moderately corroded.

REF: Pic 43

ISSUE 7. Grease on all guy cables is degraded and wires in levels 3-6 show signs of surface rust and initial pitting where grease has worn off (primarily at tower end) REF: Pic 44

ISSUE 8. Guy anchor fan plates are partially buried at the inner and outer NE anchors and

moderate rust was noted on the underneath side of the plates from being in direct contact with the ground. REF: Pic 45-46

ISSUE 9. Grounding systems at the tower base and all guy anchor points (with the

exception of the outer NW anchor) are in poor condition with inadequate electrical connections and many locations read open loops. REF: Pic 47

ISSUE 10. Very little take-up is available for adjusting guy tensions in level 3 at the NW anchor point, and no take-up is available in level 3 at the S anchor point. REF: Pic 48-49

ISSUE 11. The top TV antenna is out-of-plumb.

REF: Pic 50

ISSUE 12. Anchor fencing and entry gate at the inner SE anchor point is damaged. REF: Pic 51-52

5

APPENDIX I

GENERAL SITE LAYOUT

WUSF Tower Less Than 500 ft From WEDU Tower

WUSF Tower Roughly 375 ft From Boyette Rd

WUSF Tower (ASRN 1040220)

WEDU TOWER (ASRN 1211242)

6

APPENDIX II

EQUIPMENT INVENTORY

Item Appurtenance TX Line Height (feet)

Status

1 RCA TFU-24JDA (Ch.16) - 970.3-1,019.6

N/C

2 Dielectric DCR-M8 FE87N10T5P

3-1/8” Rigid 894-962 (928 COR)

N/C

3 Lightning Brushes - 860 N/C 4 Red Side Lights Conduit 859 N/C 5 ERI SHP-12AC 3-1/8” Rigid 734.9-855.1

(795 COR) N/C

6 Red Side Lights Conduit 762 N/C 7 Omni Antenna With Standoff

Mount 1-5/8” 685-705 N/C

8 DB212 (DEAD) 655 N/C 9 DB212 (DEAD) 635 N/C

10 DB212 (DEAD) 615 N/C 11 PSI FMT-1A-6DB 1-1/4” 604 N/C 12 Mid Beacon Conduit 584.3 N/C 13 DB304L With Standoff Mount 7/8” 453 N/C 14 Lightning Brushes - 448 N/C 15 Red Side Lights Conduit 447 N/C 16 Mid Beacon Conduit 292.6 N/C 17 DB589-Y With Standoff Mount 7/8” 245 N/C 18 Andrew D6E-6 (6’ Solid Dish)

With Pipe Mount 7/8” 222 N/C

19 Mark P972C (6’ Grid Dish) With Pipe Mount

7/8” 200 N/C

20 Red Side Lights Conduit 145 N/C 21 (2) Yagi Antennas With Pipe

Mount (2) 1/2” 142 N/C

7

APPENDIX III

TRANSMISSION LINE DISTRIBUTION

Item Line Type Antenna Feed Height

(feet) Status

1 1/2” Yagi 141 N/C 2 1/2” Yagi 143 N/C 3 1-1/4” PSI FMT-1A-6DB 604 N/C 4 7/8” DB304L 453 N/C 5 7/8” DB589-Y 245 N/C 7 3-1/8” Rigid DCR-M8 FE87N10T5P 928 N/C 8 3-1/8” Rigid ERI SHP-12AC 789 N/C 9 1-1/4” GRC Lighting (TOS) N/C

10 7/8” 6’ Grid Dish 200 N/C 11 7/8” 6’ Solid Dish 222 N/C 12 1-5/8” Omni 685 N/C

APPROX. NORTH

FACE A

LEG A

LEG BLEG C

FACE B

FACE C

1-2

3

45

78

11

12

CLIMBING LADDER WITH SAFETY CABLE

10 9

8

APPENDIX IV

SITE PICTURES

Picture 1: Posted ASRN

Picture 2: Tower Base

Picture 3: N Tower Face (Ground)

Picture 4: N Tower Face (Tower)

10

Picture 5: SE Tower Face (Ground)

Picture 6: SE Tower Face (Tower)

Picture 7: SW Tower Face (Ground)

Picture 8: SW Tower Face (Tower)

11

Picture 9: NE Guy Path

Picture 10: NE Inner Anchor

Picture 11: NE Outer Anchor

Picture 12: S Guy Path

12

Picture 13: S Inner Anchor

Picture 14: S Outer Anchor

Picture 15: S Outer Anchor ~ Interlaced Guy Cables

Picture 16: NW Guy Path

13

Picture 17: NW Inner Anchor

Picture 18: NW Outer Anchor

Picture 19: Girt * Section 32 * Bay 1 * N Face

Picture 20: Girt * Section 31 * Bay 1 * SE Face

14

Picture 21: Girt * Section 31 * Bay 1 * SW Face

Picture 22: Girt * Section 30 * Bay 2 * SE Face

Picture 23: Girt * Section 27 * Bay 1 * N Face

Picture 24: Girt * Section 26 * Bay 2 * SE Face

15

Picture 25: Girt * Section 26 * Bay 2 * SW Face

Picture 26: Girt * Section 26 * Bay 1 * SW Face

Picture 27: Girt * Section 25 * Bay 3 * SE Face

Picture 28: Girt * Section 24 * Bay 3 * N Face

16

Picture 29: Girt * Section 23 * Bay 2 * N Face

Picture 30: Girt * Section 23 * Bay 2 * SE Face

Picture 31: Girt * Section 23 * Bay 2 * SW Face

Picture 32: Girt * Section 23 * Bay 1 * N Face

17

Picture 33: Girt * Section 21 * Bay 2 * N Face

Picture 34: Girt * Section 18 * Bay 3 * N Face

Picture 35: Diag * Section 18 * Bay 1 * N Face

Picture 36: Diag * Section 17 * Bay 2 * N Face

18

Picture 37: Diag * Section 17 * Bay 2 * SW Face

Picture 38: Girt * Section 16 * Bay 2 * N Face

Picture 39: Girt * Section 13 * Bay 1 * SW Face

Picture 40: Diag * Section 11 * Bay 1 * N Face

NOT PICTURED

19

Picture 41: Plugged Weep Hole

Picture 42: Loose Diagonal Wrap Lock

Picture 43: Safety Cable Condition

Picture 44: Guy Cable Condition

20

Picture 45: Outer NE Anchor Fan Plate Partially Buried

Picture 46: Inner NE Anchor Fan Plate Partially Buried

Picture 47: Tower Base Grounding Condition

Picture 48: No Take-Up Available in Level 3

S Inner Anchor

21

Picture 49: Very Little Take-Up Available in Level 3

NW Inner Anchor

Picture 50: Top TV Out Of Plumb

Picture 51: Damaged Fence at Inner S Anchor

Picture 52: Damaged Gate at Inner S Anchor

APPENDIX E

PROPOSED COST

WUSF RIVERVIEW TOWER REPLACEMENT ITN# 15-08 GC

1,000-FT GUYED TOWER

(12 DECEMBER 2014)

(REVISION 1.0)

ITEM # ITEM DESCRIPTION COST

1Cost for complete and detailed Construction Drawings in order to obtain all required permits including: survey, complete Geotechnical report in order to design tower foundations, etc.

2Cost for tower material, including: all antenna mounts, cable ladders, lightning protection system on tower, delivery and unloading.

3

Cost to erect new tower, install antenna mounts, tower lighting, cable ladders, feed lines and coax, new broadcast antenna and relocated existing antennas. Include all misc. appurtenances to provide a fully functional tower including: material cost of FAA approved tower lighting system, cost for tower and guy anchor foundations including materials and installation, material cost of the new broadcast antenna and feed line, cost for ice bridge installed, cost for civil site work to include the grounding and electrical systems, and cost of fencing per the criteria drawings.

4Cost to disassemble and remove existing 1083 foot tower including cost to climb, analyze and reinforce existing 1083 foot tower for disassembly.

5General Conditions Cost including supervision, insurance bonds, temporary facilities, etc.

6 Overhead and profit

7 Contingency

8 Grand Total

ITN #15-08-GC - WUSF Riverview Tower ReplacementUniversity of South Florida

Proposal Cost Form