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 1,083ft 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/TIA1019-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.
1.1.2.
1.2.
Geotechnical Report
1.2.1.
1.2.2.
1.3.
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.
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.
Site Clearing
1.3.1.
1.3.2.
1.4.
WUSF Radio Tower by SurvTech Solutions, Inc. is provided in Appendix B for
information in preparing the bid documents.
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.
If site clearing is required by the Contractor, or if additional roadway material is needed, it
shall be provided by the Contractor.
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.
Erosion Control
1.4.1.
1.4.2.
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.
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.
2.1.1.2.
The 2010 Florida Building Code, IBC 2009 (2009 International Building Code)
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 705, 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.
2.2.1.2.
2.2.1.3.
2.2.1.4.
2.2.2.
125 mph Basic Wind Speed Without Ice, V
Structure Classification II
Exposure Category C
Topographic Category 1
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.
2.2.7.
2.2.8.
2.2.9.
2.2.10.
2.2.11.
2.2.12.
2.2.13.
2.2.14.
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.
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.
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.
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 proofloaded 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 corrosionretarding 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.
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.
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.
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.
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.
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.
2.3.2.
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-222G-2 standard.
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
2.6.2.
2.6.3.
2.6.4.
2.6.5.
2.6.6.
2.7.
Grounding, Bonding, and Lightning Deterrent System
2.7.1.
2.7.2.
2.7.3.
2.8.
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.
The lightning deterrent system proposed by the Contractor shall be fully described in the
Bid Documents and shall cover all applicable specifications.
See Appendix B for the Site Criteria Drawings, Sheet E2 for the civil site grounding.
Drawings provided by WUSF.
Vibration Dampers
2.8.1.
2.8.2.
2.8.3.
2.9.
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.
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.
Suitable protection from falling objects shall be provided for all light enclosures.
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.
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.
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.
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.
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.
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.
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.
2.9.1.2.
2.9.1.3.
2.9.1.4.
2.9.1.5.
2.9.1.6.
2.9.1.7.
2.9.1.8.
2.9.1.9.
2.9.1.10.
Cover Sheet- Title, vicinity map, list of applicable codes, contact information,
scope of work, index of drawings.
Specification sheet- specifications for civil, electrical, grounding, fencing etc.
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.
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.
Grading and Erosion Control Plan- This sheet shall show any proposed grading
and Erosion Control measures and BMP’s per Florida Erosion Controls Manual.
Grading and Erosion Control Details- This sheet will show details related to the
grading and erosion control measures per the Florida Erosion Control manual.
Utility Plan- This sheet shows location and size of all new utilities and references
the detail numbers.
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.
Fencing Details- This sheet contains fencing drawings with all details, and sizing
of the components for the compound and guy anchor fencing shown.
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.
3.4.2.
3.4.3.
3.4.4.
3.4.5.
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.
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.
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.
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.
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.
3.7.2.
3.7.3.
3.8.
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.
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.
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.
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.
4.2.2.
4.2.3.
4.2.4.
4.2.5.
4.2.6.
4.2.7.
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.
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.
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.
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
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.
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.
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/TIA222-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.
4.5.2.
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.
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
4.5.3.
4.5.4.
4.6.
suppliers of equipment such that the Owner shall be supplied with a full and functional
product.
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.
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.
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.
5.1.2.
The Contractor shall disassemble and dispose of the existing tower and appurtenances.
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-A2012, 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 1,083ft 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)
1
ERI: 1193-8CP
FM Panel Antenna
Includes Mounts
ERI: SHP-12AC-Radomes
# Omni Antenna
with Standoff Mount
# PSI FMT-1A-6DB
Includes Mount
# DB304L
with Standoff Mount
a
Future Cell Carrier
2
3
4
5
6
7
8
9
10
11
12
13
a
Future Cell Carrier
a
Future Cell Carrier
a
EPA
Side
(ft2)
531
Weight
(lbs)
TX/RX
Lines
912.6 – 997.6
EPA
Front
(ft2)
531
11,867
3-1/8”
700 – 820.2
55.80
56.50
1,420
3-1/8”
570 - 590
5.00
2.50
4.00
0.80
6.00
0.05
105
(35 ea face)
105
(35 ea face)
105
(35 ea face)
105
(35 ea face)
1.50
0.70
6.375-ft OD
31.919
5.00
11.20
4.00
2.60
6.00
4.10
105
(35 ea face)
105
(35 ea face)
105
(35 ea face)
105
(35 ea face)
1.50
3.30
N/A
50
225
50
75
75
75
1,900
1-5/8”
b
1,900
(Stacked 6 on 6)
b
1,900
(Stacked 6 on 6)
b
1,900
(Stacked 6 on 6)
b
25
75
285
7/8”
200
6.208-ft OD
30.272
N/A
130
7/8”
142
0.30
1.30
3.40
1.30
50
25
2ea 1/2”
560
530
315
300
285
Future Cell Carrier
270
# DB589-Y
with Standoff Mount
# Andrew D6E-6
(6-ft Solid Dish)
with Pipe Mount
# Mark P972C
(6-ft Grid Dish)
with Pipe Mount
# (2) Yagi Antennas
with Pipe Mount
245
222
1-1/4”
7/8”
12ea 1-5/8”
12ea 1-5/8”
12ea 1-5/8”
12ea 1-5/8”
(Stacked 6 on 6)
* : 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.
7/8”
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 Road
Chandler, IN 47610-9219
USA
+1 812 925-6000 (tel)
+1 812 925-4030 (fax)
877 ERI-LINE (toll-free)
Sales@eriinc.com
CustomerSupport@eriinc.com
www.eriinc.com
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
2
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.
3
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).
4
D. CURRENT DESIGN CRITERIA
The current design criteria based upon the 2010 Florida Building Code and the ANSI/TIA-222G, 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”)
Pipe (Wall Thickness > 3/8”)
Tower Inner Members:
Solid Rod
Pipe
Angle/Channel
Structural Bolts:
5
50
60
60
50
36
(A325)
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
6
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
Status
Conduit
1-5/8”
Height
(feet)
970.31,019.6
894-962
(928 COR)
860
859
734.9-855.1
(795 COR)
762
685-705
(DEAD)
(DEAD)
(DEAD)
1-1/4”
Conduit
7/8”
Conduit
Conduit
7/8”
7/8”
655
635
615
604
584.3
453
448
447
292.6
245
222
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
7/8”
200
N/C
Conduit
(2) 1/2”
145
142
N/C
N/C
1
RCA TFU-24JDA (Ch.16)
6-1/8” Rigid
2
Dielectric DCR-M8
FE87N10T5P
Lightning Brushes
Red Side Lights
ERI SHP-12AC
3-1/8” Rigid
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
Red Side Lights
Omni Antenna With Standoff
Mount
DB212
DB212
DB212
PSI FMT-1A-6DB
Mid Beacon
DB304L With Standoff Mount
Lightning Brushes
Red Side Lights
Mid Beacon
DB589-Y With Standoff Mount
Andrew D6E-6 (6’ Solid Dish)
With Pipe Mount
Mark P972C (6’ Grid Dish)
With Pipe Mount
Red Side Lights
(2) Yagi Antennas With Pipe
Mount
Conduit
3-1/8” Rigid
7
N/C
N/C
N/C
N/C
N/C
N/C
N/C
Figure 1. Analyzed Transmission Line Distribution
1-2
LEG A
3
APPROX.
NORTH
CLIMBING LADDER
WITH SAFETY CABLE
FACE A
FACE B
11
10
9
8
7
6
LEG B
LEG C
12
5
FACE C
Table 2. Transmission Line Identification Table
Item
Line Type
Antenna Feed
1
2
3
4
5
6
7
1/2”
1/2”
1-1/4”
7/8”
7/8”
6-1/8” Rigid
3-1/8” Rigid
8
9
10
11
12
3-1/8” Rigid
1-1/4” GRC
7/8”
7/8”
1-5/8”
Yagi
Yagi
PSI FMT-1A-6DB
DB304L
DB589-Y
RCA TFU-24JDA (Ch.16)
Dielectric DCR-M8
FE87N10T5P
ERI SHP-12AC
Lighting
6’ Grid Dish
6’ Solid Dish
Omni
8
Height
(feet)
141
143
604
453
245
(Top)
928
Status
789
(TOS)
200
222
685
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
4
F1. Antenna Design Data
Antenna Pole Forces RCA TFU-24JDA (Ch.16) - 6-1/8'' Rigid
Antenna Height
ft
45.300
Beacon/Lightning Prot.
Height
ft
4.000
Overall Height
Weight
CAAA
2
ft
49.300
K
3.000
ft
32.000
Discrete Tower Loads
Description
Dielectric DCR-M8 FE87N10T5P
(3-1/8'' Rigid)
Lightning Brushes
Red Side Lights (Conduit)
ERI SHP-12AC (3-1/8'' Rigid)
Red Side Lights (Conduit)
Omni Antenna (1-5/8'')
Standoff Mount
DB212 (DEAD)
DB212 (DEAD)
DB212 (DEAD)
PSI FMT-1A-6DB (1-1/4)
Standoff Mount
Mid Beacon (Conduit)
DB304L (7/8'')
Standoff Mount
Lightning Brushes
Red Side Lights (Conduit)
Mid Beacon (Conduit)
DB589-Y
Standoff Mount (7/8'')
Pipe Mount
Pipe Mount
Red Side Lights (Conduit)
Yagi Antenna (1/2'')
Yagi Antenna (1/2'')
Pipe Mount
Pole Ladder Brackets
Pole Ladder Brackets
Pole Ladder Brackets
Pole Ladder Brackets
Pole Ladder Brackets
Pole Ladder Brackets
Pole Ladder Brackets
Top Index (Weight Only)
Bottom Index (Weight Only)
Face
or
Leg
C
C
C
C
C
B
C
A
B
C
A
A
C
C
C
C
C
C
B
B
C
C
C
B
B
B
C
C
C
C
C
C
C
C
C
Offset
Type
From
Centroid-Face
None
None
From Leg
None
From Leg
From Face
From Leg
From Leg
From Leg
From Leg
From Leg
None
From Leg
From Face
None
None
None
From Leg
From Leg
From Leg
From Leg
None
From Leg
From Leg
From Leg
None
None
None
None
None
None
None
None
None
Horiz
Offset
ft
3.000
1.500
2.000
0.000
1.000
1.000
1.000
5.500
2.500
2.500
0.000
6.500
3.500
1.000
1.000
2.000
2.000
0.500
CAAA
Side
ft2
50.000
Weight
ft
962.000 - 894.000
CAAA
Front
ft2
50.000
860.000
859.000
855.100 - 734.900
762.000
705.000 - 685.000
705.000 - 685.000
655.000
635.000
615.000
604.000
604.000
584.300
453.000
453.000
448.000
447.000
292.600
245.000
245.000
222.000
200.000
145.000
143.000
141.000
142.000
964.000
954.000
937.000
920.000
903.000
886.000
869.000
864.000
845.458
2.000
2.000
55.800
2.000
5.000
2.500
1.800
1.800
1.800
4.000
0.800
3.000
6.000
0.000
2.000
2.000
3.000
1.500
0.700
0.000
3.000
2.000
0.300
0.300
1.300
2.200
2.200
2.200
2.200
2.200
2.200
2.200
0.000
0.000
2.000
2.000
56.500
2.000
5.000
11.200
2.200
2.200
2.200
4.000
2.600
3.000
6.000
4.100
2.000
2.000
3.000
1.500
3.300
2.300
2.300
2.000
3.400
3.400
1.300
2.200
2.200
2.200
2.200
2.200
2.200
2.200
0.000
0.000
0.025
0.025
1.420
0.025
0.050
0.225
0.025
0.025
0.025
0.050
0.075
0.075
0.075
0.075
0.025
0.025
0.075
0.025
0.075
0.100
0.100
0.025
0.025
0.025
0.025
0.200
0.200
0.200
0.200
0.200
0.200
0.200
0.750
0.750
Elevation
Outside
Diameter
ft
6.375
6.208
Aperture
Area
ft2
31.919
30.272
Weight
Placement
K
1.000
Dishes
Description
6' Solid Dish (7/8'')
6' Grid (7/8'')
Face
or
Leg
C
C
Offset
Type
From Leg
From Leg
Horiz
Offset
ft
2.500
2.000
9
ft
222.000
200.000
K
0.285
0.130
F2. Transmission Line Design Data
Feed Line/Linear Appurtenances
Description
1/2'' Coax
(Yagi)
1/2'' Coax
(Yagi)
1 1/4'' Coax
(FMT-1A-6DB)
7/8'' Coax
(DB304L)
7/8'' Coax
(DB589-Y)
6 1/8'' Rigid
(TFU-24JDA)
3 1/8'' Rigid
(DCR-M8)
3 1/8'' Rigid
(SHP-12AC)
1 1/4'' Conduit
(Lighting)
7/8'' Coax
(6' Grid Dish)
7/8'' Coax
(6' Solid Dish)
1 5/8'' Coax
(Omni)
Description
Internal Tower Climbing Ladder With Safety
Cable
External Tower Climbing Ladder
External Pole Climbing Ladder With Safety
Cable
3 1/8'' Rigid
(DCR-M8)
Face
or
Leg
C
Component
Type
Ar (CaAa)
C
Weight
ft
141.000 - 8.500
Width or
Diameter
in
0.600
Ar (CaAa)
143.000 - 8.500
0.600
0.250
C
Ar (CaAa)
604.000 - 8.500
1.550
0.700
C
Ar (CaAa)
453.000 - 8.500
1.150
0.550
C
Ar (CaAa)
245.000 - 8.500
1.150
0.550
C
Ar (CaAa)
864.000 - 8.500
6.150
7.150
C
Ar (CaAa)
864.000 - 8.500
3.150
2.800
C
Ar (CaAa)
789.000 - 8.500
3.150
2.800
C
Ar (CaAa)
864.000 - 8.500
1.660
2.270
C
Ar (CaAa)
200.000 - 8.500
1.150
0.550
C
Ar (CaAa)
222.000 - 8.500
1.150
0.550
C
Ar (CaAa)
685.000 - 8.500
2.000
1.050
Face
or
Leg
C
Component
Type
Placement
CAAA
Weight
ft
840.000 - 10.500
2
ft /ft
0.243
plf
5.400
864.000 - 834.250
0.205
5.000
965.000 - 864.000
0.424
6.800
928.000 - 864.000
0.315
2.800
C
C
C
CaAa
(In Face)
CaAa
(In Face)
CaAa
(Out Of Face)
CaAa
(Out Of Face)
10
Placement
plf
0.250
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
Top RCA TV Pole
Wedding Cake Interface
Top FM Support Pole
Tower Section Legs
Tower Section Diagonals
Tower Section Girts
NO. OF COMPROMISED LOCATIONS
(Base Flange Bolts Severely Corroded)
(Material Loss Noted on Leg/Inner Members)
(Isolated Rust Locations on Pole Mast & Rusted Index Plate)
(2) Locations With Corrosion & Dent Noted in Section 34 (Has Reinforcement)
(196) Members of Which (7) Require Immediate Replacement
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.
11
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.
12
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.
13
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
Guy Type and
Diameter
(feet)
864.0
734.3
584.3
434.3
284.3
134.3
6
5
4
3
2
1
Ø1-1/8” BS
Ø7/8” EHS
Ø1” EHS
Ø1” EHS
Ø1” EHS
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.
34
33
32
31
30
29
28
27
Section
Elevation
(feet)
835.5-864
810.5-835.5
785.5-810.5
760.5-785.5
735.5-760.5
710.5-735.5
685.5-710.5
660.5-685.5
Leg Size
Section
No.
Ø5”x0.203”
Ø5”x0.203”
Ø5”x0.203”
Ø5”x0.203”
Ø5”x0.3”
Ø5”x0.3”
Ø5”x0.3”
Ø5”x0.3”
16
15
14
13
12
11
10
9
14
Section
Elevation
(feet)
385.5-410.5
360.5-385.5
335.5-360.5
310.5-335.5
285.5-310.5
260.5-285.5
235.5-260.5
210.5-235.5
Leg Size
Ø5”x0.5”
Ø5”x0.5”
Ø5”x0.5”
Ø5”x0.5”
Ø5”x0.5”
Ø5”x0.5”
Ø5”x0.5”
Ø5”x0.5”
26
25
24
23
22
21
20
19
18
17
635.5-660.5
610.5-635.5
585.5-610.5
560.5-585.5
535.5-560.5
510.5-535.5
485.5-510.5
460.5-485.5
435.5-460.5
410.5-435.5
8
7
6
5
4
3
2
1
TB
Ø5”x0.3”
Ø5”x0.3”
Ø5”x0.375”
Ø5”x0.375”
Ø5”x0.375”
Ø5”x0.375”
Ø5”x0.375”
Ø5”x0.375”
Ø5”x0.5”
Ø5”x0.5”
185.5-210.5
160.5-185.5
135.5-160.5
110.5-135.5
85.5-110.5
60.5-85.5
35.5-60.5
10.5-35.5
0.5-10.5
Ø5”x0.5”
Ø5”x0.5”
Ø5”x0.625”
Ø5”x0.625”
Ø5”x0.625”
Ø5”x0.625”
Ø5”x0.625”
Ø5”x0.625”
Ø5”x0.625”
4. Horizontal Inner Members
Typical horizontal inner members consist of Ø2” pipe with a 0.12” wall thickness and backto-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.
15
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.
16
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.
17
Appendix I:
TOWER DRAWINGS AND STRESS PLOTS
(AS STANDS)
1,023’ GUYED TOWER
RIVERVIEW, FL (HILLSBOROUGH COUNTY)
FCC ASRN 1040220
ERI PROJECT 31728
N.A.
0.2
4.6
2.6
3.5
4.8
834.3 ft
825.9 ft
R=300.000 ft (-0.9)
817.6 ft
809.3 ft
R=300.000 ft (2.6)
R=620.000 ft (-4.2)
R=620.000 ft (3.2)
PLAN
%
4.5
1.3
N.A.
845.5 ft
10
IT=
P2x0.12
864.0 ft
857.3 ft
t
0.4 0.7 0.7 0.8 1.12.5 2.4 3.1
1.16667 2.125
N.A.
N.A.
N.A.
U T S R N.A. N.A.
N.A.
A
O
2 1.83333 1.5 1.33333
N.A.
NO N
G
A36
6.96875
N.A.
N.A.
N.A.
A36
L1
L2
B
C
L4
L5
P22x1
D
L6
T3 T2 T1
T5
F
878.5 ft
8f
T8
895.5 ft
.5 1
T9
913.0 ft
64
T7
T6
930.0 ft
0
=1
LC
P5x.203
R=300.000 ft (0.6)
BS
784.3 ft
1.3
T10
970.3 ft
965.0 ft
/8
T4
R=620.000 ft (0.6)
11
E
L3
P14x.75
1019.6 ft
1.7
T11
759.3 ft
734.3 ft
1.8
N
EH
N.A.
7 /8
T12
Dielectric
Pole
Top
ERI
Bottom
Omni
DB212
PSI
DB304L
Lightning
Mid
Standoff
DB589-Y
6'
Red
Pipe
Yagi
Solid
Grid
Beacon
Index
FMT-1A-6DB
SHP-12AC
Side
Antenna
Ladder
Mount
Antenna
(7/8")
(DEAD)
Index
Dish
(7/8")
Mount
Brushes
Lights
DCR-M8
(Weight
(Conduit)
Brackets
(7/8")
(1/2")
(Weight
(1-5/8")
(7/8")
(3-1/8"
(Conduit)
(1-1/4)
Only)
FE87N10T5P
Only)
Rigid)
(3-1/8" Rigid)
32
P5x.3
.6
1.7
61
=9
T13
LC
684.3 ft
ft
A572-50
0%
1.7
=1
IT
1.7
634.3 ft
1.7
T16
T15
P2x0.12
659.3 ft
N.A.
T14
TYPE
S
709.3 ft
2.0
T17
609.3 ft
584.3 ft
2.1
N
2.0
N.A.
P2x0.12
SR 5/8
T18
P5x0.375
604
Dielectric DCR-M8 FE87N10T5P (3-1/8" Rigid)
Pole Ladder Brackets
962 - 894
954
Standoff Mount
Mid Beacon (Conduit)
604
584.3
Pole Ladder Brackets
Pole Ladder Brackets
937
920
DB304L (7/8")
Standoff Mount
453
453
Pole Ladder Brackets
Pole Ladder Brackets
903
886
Lightning Brushes
Red Side Lights (Conduit)
448
447
Pole Ladder Brackets
Top Index (Weight Only)
869
864
Mid Beacon (Conduit)
Standoff Mount (7/8")
292.6
245
Lightning Brushes
Red Side Lights (Conduit)
860
859
DB589-Y
Pipe Mount
245
222
ERI SHP-12AC (3-1/8" Rigid)
Bottom Index (Weight Only)
855.1 - 734.9
845.458
6' Solid Dish (7/8")
Pipe Mount
222
200
Red Side Lights (Conduit)
Omni Antenna (1-5/8")
762
705 - 685
6' Grid (7/8")
Red Side Lights (Conduit)
200
145
Standoff Mount
DB212 (DEAD)
705 - 685
655
Yagi Antenna (1/2")
Pipe Mount
143
142
DB212 (DEAD)
DB212 (DEAD)
635
615
Yagi Antenna (1/2")
141
SYMBOL LIST
MARK
2.0
2.0
N.A.
P2x0.12
T21
2.0
T22
484.3 ft
2.5
2.6
99 @ 8.33333
N
T24
2.5
8
.26
26
A36
B
C
P16x0.75
P18x7/8
N
O
2L2 1/2x2 1/2x3/16x1/2
C10x25
D
E
P24x1
P5x.203
P
Q
N.A.
L3x3 1/2x1/2
F
G
(31728) P5x0.203 With (3) 1x1 Bar Rein
2L3x3x1/4x1/2
R
S
1 @ 6.66667
1 @ 5.79167
H
I
SR 7/8
(31728) (2) 5/8
T
U
1 @ 6.08333
1 @ 2.875
J
K
SR 1
3x1/2
V
W
1 @ 7.08333
2@5
L
A572-50
Fy
Fu
50 ksi
65 ksi
A36
36 ksi
58 ksi
0%
2.5
GRADE
A572-60
Fy
60 ksi
Fu
75 ksi
TOWER DESIGN NOTES
1
IT=
2.5
N.A.
M
A572-50
1.
2.
3.
4.
5.
359.3 ft
P2x0.12
SIZE
(31728) Wedding Cake Interface
ft
T26
MARK
A
MATERIAL STRENGTH
384.3 ft
Tower designed for Zone A - 42.87,50.015,57.16 psf to the RS-222 Standard.
Wind pressure multiplier is 1.429 for the non-ice condition.
49.300 ft RCA TFU-24JDA (Ch.16) - 6-1/8" Rigid is included for load transfer only.
Tower manufactured by Stainless, Inc., in 1966 (no. 1745).
ASRN 1040220.
334.3 ft
P5x0.5
2.5
T28
T27
SIZE
GRADE
=5
LC
T25
434.3 ft
HS
1E
N.A.
T23
459.3 ft
409.3 ft
ELEVATION
PSI FMT-1A-6DB (1-1/4)
0%
=1
IT
534.3 ft
TYPE
964
509.3 ft
0.8 0.9 1.0 0.9 0.8 0.8
N
N.A.
P
SR 7/8
292.6 ft
284.3 ft
275.9 ft
267.6 ft
90
.9
10
=4
LC
259.3 ft
A572-60
209.3 ft
2.5
N.A.
P2x0.12
P2x0.12
SR 5/8
2.5
234.3 ft
A572-60
T36
0%
=1
IT
T37
ft
2.5
T35
300.9 ft
S
EH
A572-50
309.3 ft
1
T34 T33 T32 T31 T30 T29
ELEVATION
Pole Ladder Brackets
ft
T19
81
.8
51
=8
LC
T20
S
EH
A572-60
1
559.3 ft
964 - 685
962
954
937
920
903
886
869
864
860
859
855.1
845.458
762
705
655
635
615
604
584.3
453
448
447
292.6
245
222
200
145
143
142
141
894
- 734.9
DESIGNED
APPURTENANCE LOADING
2.5
T38
184.3 ft
1.0 1.0 2.4 1.0 1.0 1.0
N
N.A.
150.9 ft
142.6 ft
134.3 ft
125.9 ft
117.6 ft
P5x0.625
2.9
109.3 ft
3/43/4
EHEH
S LS L
C=C=
32532
.454.44
8 ft8 f
ItT=IT
10=10
%%
2.9
N.A.
P2x0.12
P2x0.12
A572-60
SR 5/8
84.3 ft
59.3 ft
2.9
T47
T46
T45
I
P
L
H
T44 T43 T42 T41 T40 T39
159.3 ft
0.5 ft
5K
10
6
80 K
100 K
K
88 K
R=620.000 ft
Weight (K)
R=300.000 ft
# Panels @ (ft)
Top Guy Pull-Offs
69 K
445 K (Axial)
Face Width (ft)
Horizontals
Top Girts
Diagonal Grade
Diagonals
Leg Grade
Legs
17.6 ft
10.5 ft
K
Section
25.9 ft
3
13
107.9
1.7 0.9 1.0 1.0
W V
Q
Q
K J
M
N.A.
T51 T50 T49 T48
34.3 ft
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-1
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Plot Plan
15.000
Total Area - 24.33 Acres
620.000
R=620.000 ft, 0 deg Azimuth (0.600 ft)
960.000
R=300.000 ft, 0 deg Azimuth (0.600 ft)
R=300.000 ft, 120 deg Azimuth (2.600 ft)
R=620.000 ft, 120 deg Azimuth (3.200 ft)
R=620.000 ft, 240 deg Azimuth (-4.200 ft)
15.000
15.000
R=300.000 ft, 240 deg Azimuth (-0.900 ft)
310.000
Base Elev=0.500 ft
536.936
536.936
15.000
1103.872
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-2
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
RS-222
Leg Capacity
Leg Compression (K)
Elevation (ft)
500
970.333
965.000
<- Minimum -0 Maximum ->
-500
970.333
965.000
930.000
930.000
913.000
913.000
895.500
895.500
878.500
878.500
864.000
851.542
864.000
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
500
<- Minimum -0 Maximum ->
-500
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-3
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Elevation (ft)
Maximum Values
Mx
Mz
RS-222
Vx
Vz
Global Mast Shear (K)
0
970.333
965.000
Global Mast Moment (kip-ft)
50
0
500
1000
970.333
965.000
930.000
930.000
913.000
913.000
895.500
895.500
878.500
878.500
864.000
851.542
864.000
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
0
50
0
500
1000
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-4
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Maximum Values
RS-222 - Zone A -
Deflection (in)
Elevation (ft)
0
50
Tilt (deg)
100
Twist (deg)
0
5
0
0.5
1
1.5
970.333
965.000
970.333
965.000
930.000
930.000
913.000
913.000
895.500
895.500
878.500
864.000
851.542
878.500
864.000
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
0
50
100
0
5
0
0.5
1
1.5
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-5
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Guy Tensions and Tower Reactions
RS-222
Maximum Values
Anchor 'A'@300 ft Azimuth 0 deg Elev 0.6 ft
Plane through centroid of tower
970.3 ft
965.0 ft
930.0 ft
913.0 ft
895.5 ft
878.5 ft
864.0 ft
851.5 ft
864'
834.3 ft
817.6 ft
784.3 ft
759.3 ft
734.3 ft
734'3"
709.3 ft
684.3 ft
659.3 ft
634.3 ft
609.3 ft
584.3 ft
584'3"
559.3 ft
534.3 ft
509.3 ft
484.3 ft
459.3 ft
434.3 ft
434'3"
409.3 ft
1E
HS
,S
F
384.3 ft
359.3 ft
=
2.6
9,
Tm
ax
=
334.3 ft
38
.8
309.3 ft
292.6 ft
275.9 ft
284'3"
259.3 ft
1E
HS
,S
234.3 ft
F=
2.8
2, T
ma
x
209.3 ft
83
K,
L
=3
7.0
88
c=
52
5.0
28
f
K,
Lc
184.3 ft
=4
t, L
u=
09.
951
159.3 ft
142.6 ft
125.9 ft
134'3"
109.3 ft
3/4 EH
S, SF
=
3.50,
Tmax
= 16.6
84.3 ft
59.3 ft
70 K ,
Lc = 3
2K
52
4.4
62
f
ft, L
u=
24.82
t, L
409
.
8 ft, L
s=
544
79 K
52
6.2
30
ft
ft, L
s
u = 32
=4
4.552
34.3 ft
PLAN
10.
865
ft, Ls
ft
= 325
.396 ft
104
K
68 K
17.6 ft
41 deg
R=300.000 ft
0.5 ft
5K
445 K (Axial)
79 K
ELEVATION
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-6
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Guy Tensions and Tower Reactions
RS-222
Maximum Values
Anchor 'B'@300 ft Azimuth 120 deg Elev 2.6 ft
Plane through centroid of tower
970.3 ft
965.0 ft
930.0 ft
913.0 ft
895.5 ft
878.5 ft
864.0 ft
851.5 ft
864'
834.3 ft
817.6 ft
784.3 ft
759.3 ft
734.3 ft
734'3"
709.3 ft
684.3 ft
659.3 ft
634.3 ft
609.3 ft
584.3 ft
584'3"
559.3 ft
534.3 ft
509.3 ft
484.3 ft
459.3 ft
434.3 ft
434'3"
409.3 ft
1E
HS
,S
F
384.3 ft
=2
359.3 ft
.69
,T
ma
x
334.3 ft
=3
8 .9
10
309.3 ft
292.6 ft
275.9 ft
284'3"
259.3 ft
1E
HS
,
SF
=
2.8
4
234.3 ft
, Tm
ax
209.3 ft
=3
K,
L
6.8
52
c=
K,
52
3
Lc
184.3 ft
.37
7f
=4
08.
569
159.3 ft
142.6 ft
125.9 ft
134'3"
109.3 ft
3/4 EH
S, SF
=
3.51,
Tmax
=
16.62
84.3 ft
59.3 ft
t, L
u=
9 K, L
2K
52
2.8
13
ft,
Ls
=
ft, L
u
c = 32
=4
08.
4.010
164
ft, Lu
52
79 K
4.5
77
f
ft, L
s=
= 323
PLAN
t
409
.47
3 ft
.735 ft
, Ls =
34.3 ft
324.5
104
K
75 ft
68 K
17.6 ft
41 deg
R=300.000 ft
0.5 ft
5K
79 K
445 K (Axial)
ELEVATION
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-6
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Guy Tensions and Tower Reactions
RS-222
Maximum Values
Anchor 'C'@300 ft Azimuth 240 deg Elev -0.9 ft
Plane through centroid of tower
970.3 ft
965.0 ft
930.0 ft
913.0 ft
895.5 ft
878.5 ft
864.0 ft
851.5 ft
864'
834.3 ft
817.6 ft
784.3 ft
759.3 ft
734.3 ft
734'3"
709.3 ft
684.3 ft
659.3 ft
634.3 ft
609.3 ft
584.3 ft
584'3"
559.3 ft
534.3 ft
509.3 ft
484.3 ft
459.3 ft
434.3 ft
434'3"
409.3 ft
384.3 ft
359.3 ft
1E
HS
,S
F
=
2.6
7,
Tm
ax
=
334.3 ft
39
.0
309.3 ft
292.6 ft
275.9 ft
284'3"
259.3 ft
234.3 ft
1E
HS
,S
F=
2.7
7
, Tm
ax
209.3 ft
86
K,
L
=3
7.6
97
c=
52
6.2
68
f
K,
Lc
184.3 ft
t, L
=4
10.
990
159.3 ft
142.6 ft
125.9 ft
134'3"
109.3 ft
84.3 ft
3/4 E
HS, S
F = 3.4
2, Tm
ax = 1
7.052
K, Lc
=
59.3 ft
u=
2K
52
5.7
00
f
ft, L
u=
325.4
t, L
410
48 ft,
s=
.58
80 K
52
7.4
82
ft
2 ft
, Ls
Lu = 3
=4
PLAN
11.
929
25.17
1 ft, L
34.3 ft
ft
s = 32
6.036
106
ft
K
69 K
17.6 ft
41 deg
R=300.000 ft
0.5 ft
5K
445 K (Axial)
80 K
ELEVATION
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-6
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Guy Tensions and Tower Reactions
RS-222
Maximum Values
Anchor 'A'@620 ft Azimuth 0 deg Elev 0.6 ft
Plane through centroid of tower
970.3 ft
965.0 ft
930.0 ft
913.0 ft
895.5 ft
864'
/8
11
878.5 ft
864.0 ft
851.5 ft
834.3 ft
BS
,S
817.6 ft
F
=
2.3
784.3 ft
=
ax
Tm
1,
759.3 ft
734.3 ft
734'3"
.4
67
684.3 ft
F
c=
,S
,L
S
EH
K
68
8
7/
709.3 ft
=
ax
t
7f
309.3 ft
284'3"
Lu
=
ft
334.3 ft
ft,
6
72
0.
96
84
8.
57
2
s=
=
L
ft,
Lc
359.3 ft
275.9 ft
.67
63
10
K,
4
33
7.
95
38
.6
22
384.3 ft
292.6 ft
s=
=
=
2.
71
,T
m
ax
u
409.3 ft
=
L
ft,
434'3"
F
t, L
9f
.81
59
10
459.3 ft
,S
1
95
7.
95
484.3 ft
u=
509.3 ft
EH
S
=
Lc
534.3 ft
1
K,
559.3 ft
6
584'3"
8
.4
31
609.3 ft
434.3 ft
t, L
7f
m
,T
53
2.
634.3 ft
584.3 ft
.60
60
10
=
659.3 ft
84
8.
08
8
ft,
Ls
=
85
0.
91
5
ft
259.3 ft
4K
234.3 ft
209.3 ft
88 K
184.3 ft
PLAN
159.3 ft
142.6 ft
125.9 ft
134'3"
109.3 ft
13
2
84.3 ft
K
59.3 ft
34.3 ft
17.6 ft
48 deg
R=620.000 ft
0.5 ft
5K
99 K
445 K (Axial)
88 K
ELEVATION
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-6
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Guy Tensions and Tower Reactions
RS-222
Maximum Values
Anchor 'B'@620 ft Azimuth 120 deg Elev 3.2 ft
Plane through centroid of tower
970.3 ft
965.0 ft
930.0 ft
913.0 ft
895.5 ft
864'
/8
11
878.5 ft
864.0 ft
851.5 ft
834.3 ft
,
BS
817.6 ft
SF
=
2.3
784.3 ft
a
Tm
2,
759.3 ft
x=
734.3 ft
734'3"
3K
.34
67
8
7/
EH
709.3 ft
,L
SF
S,
=
334.3 ft
309.3 ft
292.6 ft
275.9 ft
284'3"
Lu
=
ft
359.3 ft
ft,
7
74
8.
95
384.3 ft
=
84
6.
78
6
s
=
t
Lc
L
ft,
K,
8f
.54
61
10
38
.7
88
6
34
5.
95
=
=
ax
s=
t, L
409.3 ft
f
05
434'3"
2.
69
,T
m
Lu
ft,
434.3 ft
.7
57
10
459.3 ft
=
1
96
5.
95
484.3 ft
SF
=
509.3 ft
EH
S,
Lc
534.3 ft
1
K,
559.3 ft
7
584'3"
3
.6
31
609.3 ft
584.3 ft
u=
t, L
ax
m
634.3 ft
f
91
,T
52
2.
659.3 ft
.4
58
10
=
c=
684.3 ft
84
6.
30
3
ft,
Ls
=
84
9.
13
7
ft
259.3 ft
4K
234.3 ft
209.3 ft
88 K
184.3 ft
PLAN
159.3 ft
142.6 ft
125.9 ft
134'3"
109.3 ft
3
13
84.3 ft
K
59.3 ft
34.3 ft
17.6 ft
48 deg
R=620.000 ft
0.5 ft
5K
99 K
445 K (Axial)
88 K
ELEVATION
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-6
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Guy Tensions and Tower Reactions
RS-222
Maximum Values
Anchor 'C'@620 ft Azimuth 240 deg Elev -4.2 ft
Plane through centroid of tower
970.3 ft
965.0 ft
930.0 ft
913.0 ft
895.5 ft
864'
/8
11
878.5 ft
864.0 ft
851.5 ft
834.3 ft
BS
,S
817.6 ft
F
=
2.3
784.3 ft
=
ax
Tm
1,
759.3 ft
734.3 ft
734'3"
.5
67
684.3 ft
F
c=
,S
,L
S
EH
K
00
8
7/
709.3 ft
=
=
ax
309.3 ft
284'3"
Lu
=
ft
334.3 ft
ft,
4
45
4.
96
85
1.
88
1
s=
=
359.3 ft
275.9 ft
t
9f
Lc
L
ft,
K,
2
01
1.
96
38
.9
66
=
=
384.3 ft
292.6 ft
.59
67
10
u
m
ax
s=
2.
68
,T
L
ft,
409.3 ft
=
t, L
6f
.72
63
10
434'3"
F
2
63
1.
96
459.3 ft
u=
484.3 ft
,S
=
Lc
509.3 ft
EH
S
K,
534.3 ft
1
1
584'3"
559.3 ft
3
.8
31
609.3 ft
434.3 ft
t, L
8f
634.3 ft
584.3 ft
.51
64
10
m
,T
50
2.
659.3 ft
85
1.
39
4
ft,
Ls
=
85
4.
25
7
ft
259.3 ft
4K
234.3 ft
209.3 ft
88 K
184.3 ft
159.3 ft
142.6 ft
125.9 ft
PLAN
134'3"
109.3 ft
3
13
84.3 ft
K
59.3 ft
34.3 ft
17.6 ft
0.5 ft
48 deg
R=620.000 ft
5K
100 K
445 K (Axial)
88 K
ELEVATION
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-6
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Feed Line Distribution Chart
10'6" - 970'4"
App In Face
Face A
930.000
App Out Face
Truss Leg
Face B
965.000
965.000
928.000
928.000
External Tower Climbing Ladder
913.000
895.500
878.500
864.000
851.542
834.250
864.000
864.000
840.000
834.250
840.000
834.250
817.583
789.000
784.250
789.000
Face C
970.333
965.000
3 1/8" Rigid (DCR-M8)
970.333
965.000
Flat
External Pole Climbing Ladder With Safety Cable
Round
930.000
913.000
895.500
878.500
864.000
851.542
834.250
817.583
784.250
759.250
759.250
734.250
734.250
709.250
709.250
685.000
684.250
684.250
659.250
659.250
634.250
634.250
609.250
604.000
609.250
604.000
584.250
584.250
559.250
559.250
534.250
534.250
309.250
292.583
275.917
259.250
245.000
245.000
222.000
222.000
200.000
200.000
234.250
209.250
184.250
159.250
143.000
141.000
142.583
143.000
141.000
1/2" Coax (Yagi)
109.250
84.250
59.250
34.250
1/2" Coax (Yagi)
125.917
1 1/4" Conduit (Lighting)
434.250
409.250
1 5/8" Coax (Omni)
334.250
459.250
384.250
359.250
334.250
309.250
292.583
275.917
259.250
234.250
209.250
184.250
17.583
10.500
7/8" Coax (6' Solid Dish)
359.250
484.250
7/8" Coax (6' Grid Dish)
384.250
3 1/8" Rigid (SHP-12AC)
409.250
3 1/8" Rigid (DCR-M8)
453.000
6 1/8" Rigid (TFU-24JDA)
453.000
434.250
7/8" Coax (DB589-Y)
459.250
509.250
1 1/4" Coax (FMT-1A-6DB)
484.250
7/8" Coax (DB304L)
509.250
Internal Tower Climbing Ladder With Safety Cable
Elevation (ft)
685.000
159.250
142.583
125.917
109.250
84.250
59.250
34.250
17.583
10.500
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-7
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Wind Pressures
RS-222
Pressure - No Ice (psf)
0
970.333
965.000
10
20
30
40
50
10
20
30
40
50
930.000
913.000
895.500
878.500
864.000
851.542
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
0
Electronics Research Inc. Job: 31728 - As Stands (RS-222 ~ 50PSF)
7777 Gardner Road
Chandler, IN 47610
Established 1943
AISC Certified Fabricator
Phone: (812) 925-6000
FAX: (812) 925-4030
Project: Riverview,
FL (Hillsborough County)
WUSF Public Broadcasting Drawn by: James M. Ruedlinger App'd:
Date:
Scale:
Code:
RS-222
11/01/13
NTS
Path:
Dwg No.
E-9
J:\Analysis\31728-Riverview, FL-JMR\tnxTower Files\31728-222-v1.eri
Client:
Appendix II:
SITE PICTURES
(TAKEN 10/23-24/2013)
1,023’ GUYED TOWER
RIVERVIEW, FL (HILLSBOROUGH COUNTY)
FCC ASRN 1040220
ERI PROJECT 31728
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
Picture 54: Severe Leg Corrosion
Section 34 * Bay 1 * S Leg
Picture 55: Severe Leg Corrosion (Close-Up)
Section 31 * Bay 1 * NW Leg
Picture 56: Moderate Leg Corrosion
Section 31 * Bay 1 * NW Leg
Section 24 * Bay 3 * S Leg
ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013
Picture 57: Severe Corrosion
Picture 58: Severe Corrosion
Girt * Section 33 * Bay 3 * SW Face
Picture 59: Severe Corrosion
Girt * Section 33 * Bay 1 * SE Face
Picture 60: Severe Corrosion
Girt * Section 33 * Bay 1 * SW Face
Girt * Section 32 * Bay 3 * N Face
ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013
Picture 61: Severe Corrosion
Picture 62: Severe Corrosion
Girt * Section 32 * Bay 2 * N Face
Picture 63: Severe Corrosion
Girt * Section 32 * Bay 2 * SW Face
Picture 64: Severe Corrosion
Girt * Section 32 * Bay 1 * SW Face
Diagonals * Section 26 * Bay 3 * N Face
ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013
Picture 65: Severe Corrosion
Picture 66: Severe Corrosion
Girt * Section 26 * Bay 1 * N Face
Picture 67: Severe Corrosion
Girt * Section 25 * Bay 3 * N Face
Picture 68: Severe Corrosion
Girt * Section 25 * Bay 1 * N Face
Girt * Section 25 * Bay 1 * SW Face
ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013
Picture 69: Severe Corrosion
Picture 70: Severe Corrosion
Diagonals * Section 25 * Bay 1 * SW Face
Picture 71: Severe Corrosion
Diagonals * Section 24 * Bay 1 * SE Face
Picture 72: Severe Corrosion
Girt * Section 23 * Bay 1 * SW Face
Girt * Section 19 * Bay 3 * N Face
ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013
Picture 73: Severe Corrosion
Picture 74: Severe Corrosion
Girt * Section 18 * Bay 3 * N Face
Picture 75: Severe Corrosion
Girt * Section 18 * Bay 2 * N Face
Picture 76: Severe Corrosion
Girt * Section 18 * Bay 2 * SW Face
Girt * Section 17 * Bay 1 * SW Face
ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013
Picture 77: Severe Corrosion
Picture 78: Severe Corrosion
Girt * Section 16 * Bay 2 * N Face
Picture 79: Severe Corrosion
Girt * Section 16 * Bay 2 * SW Face
Picture 80: Severe Corrosion
Diagonal * Section 15 * Bay 1 * N Face
Girt * Section 14 * Bay 2 * N Face
ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013
Picture 81: Severe Corrosion
Picture 82: Severe Corrosion
Girt * Section 14 * Bay 2 * SE Face
Picture 83: Severe Corrosion
Girt * Section 13 * Bay 3 * SE Face
Picture 84: Severe Corrosion
Girt * Section 13 * Bay 1 * SE Face
Girt * Section 10 * Bay 2 * SE Face
ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013
Picture 85: Severe Corrosion
Picture 86: Severe Corrosion
Girt * Section 9 * Bay 3 * SW Face
Picture 87: Severe Corrosion (Previously Reinforced)
Girt * Section 9 * Bay 1 * SW Face
Picture 88: Example of Moderate Corrosion
Girt * Section 6 * Bay 3 * SE Face
Girt
ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013
Picture 89: Example of Moderate Corrosion
Picture 90: Corroded Ladder Bracket U-Bolt
Diagonals
Picture 91: Missing Ladder Rail U-Bolt
(Ø1/2”x3-1/8” U-Bolt)
Picture 92: Corroded Ladder Rail U-Bolt
(Ø3/8”x1-1/2” 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 103: Damaged Gate at Inner S Anchor
Picture 102: No Take-Up Available in Level 3
S Inner 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
ERI Project 31728 * Riverview, FL * Inspected 10/23-24/2013
Appendix III:
SEVERE CORROSION SUMMARY
1,023’ GUYED TOWER
RIVERVIEW, FL (HILLSBOROUGH COUNTY)
FCC ASRN 1040220
ERI PROJECT 31728
CORROSION SUMMARY * PROJECT 31728 * RIVERVIEW, FL (WUSF)
;INDICATES AREA WITH SIGNIFICANT CORROSION AND MODERATE MATERIAL LOSS
;INDICATES AREA WITH SIGNIFICANT CORROSION AND SEVERE MATERIAL LOSS
SEC
NO
34
33
32
31
30
29
28
27
26
25
24
23
22
21
20
19
18
BAY
NO
5
4
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
DIAGONALS
FACE
N
SE
SW
N
GIRTS
FACE
SE
SW
SEC
NO
17
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
16
15
14
13
12
11
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
9
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
6
5
2
X
X
X
X
7
3
X
X
X
8
4
X
X
X
10
1
X
X
X
TB
BAY
NO
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
3
2
1
2
1
DIAGONALS
FACE
N
SE
SW
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
N
GIRTS
FACE
SE
SW
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
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 Road
Chandler, IN 47610-9219
USA
+1 812 925-6000 (tel)
+1 812 925-4030 (fax)
877 ERI-LINE (toll-free)
Sales@eriinc.com
CustomerSupport@eriinc.com
www.eriinc.com
TABLE OF CONTENTS
TOWER INSPECTION SUMMARY .................................. PG. 3
APPENDICES
I ..........................................................GENERAL SITE LAYOUT
II ..................................................... EQUIPMENT INVENTORY
III.............................. TRANSMISSION LINE DISTRIBUTION
IV ........................................................................ SITE PICTURES
2
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/TIA222-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.
32
31
30
27
26
25
24
23
21
18
17
16
13
11
BAY
NO.
1
1
2
1
2
1
3
3
2
1
2
3
1
2
2
1
1
FACE
N
SE/SW
SE
N
SE/SW
SW
SE
N
N/SE/SW
N
N
N
N
N/SW
N
SW
N
NO.
HORIZ’S
X1
X2
X1
X1
X2
X1
X1
X1
X3
X1
X1
X1
X1
X1
-
3
NO.
DIAG’S
X2
X4
X2
REF.
PIC’S
19
20-21
22
23
24-25
26
27
28
29-31
32
33
34
35
36-37
38
39
40
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
4
APPENDIX I
GENERAL SITE LAYOUT
WUSF Tower
(ASRN 1040220)
WUSF Tower Roughly
375 ft From Boyette Rd
WUSF Tower Less Than
500 ft From WEDU Tower
WEDU TOWER
(ASRN 1211242)
5
APPENDIX II
EQUIPMENT INVENTORY
Item
Appurtenance
1
RCA TFU-24JDA (Ch.16)
2
Dielectric DCR-M8
FE87N10T5P
Lightning Brushes
Red Side Lights
ERI SHP-12AC
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
Red Side Lights
Omni Antenna With Standoff
Mount
DB212
DB212
DB212
PSI FMT-1A-6DB
Mid Beacon
DB304L With Standoff Mount
Lightning Brushes
Red Side Lights
Mid Beacon
DB589-Y With Standoff Mount
Andrew D6E-6 (6’ Solid Dish)
With Pipe Mount
Mark P972C (6’ Grid Dish)
With Pipe Mount
Red Side Lights
(2) Yagi Antennas With Pipe
Mount
TX Line
Status
Conduit
1-5/8”
Height
(feet)
970.31,019.6
894-962
(928 COR)
860
859
734.9-855.1
(795 COR)
762
685-705
(DEAD)
(DEAD)
(DEAD)
1-1/4”
Conduit
7/8”
Conduit
Conduit
7/8”
7/8”
655
635
615
604
584.3
453
448
447
292.6
245
222
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
7/8”
200
N/C
Conduit
(2) 1/2”
145
142
N/C
N/C
3-1/8” Rigid
Conduit
3-1/8” Rigid
6
N/C
N/C
N/C
N/C
N/C
N/C
N/C
APPENDIX III
TRANSMISSION LINE DISTRIBUTION
1-2
3
LEG A
APPROX.
NORTH
CLIMBING LADDER
WITH SAFETY CABLE
FACE A
FACE B
11
10
9
8
7
LEG B
LEG C
12
5
FACE C
Item
Line Type
Antenna Feed
1
2
3
4
5
7
8
9
10
11
12
1/2”
1/2”
1-1/4”
7/8”
7/8”
3-1/8” Rigid
3-1/8” Rigid
1-1/4” GRC
7/8”
7/8”
1-5/8”
Yagi
Yagi
PSI FMT-1A-6DB
DB304L
DB589-Y
DCR-M8 FE87N10T5P
ERI SHP-12AC
Lighting
6’ Grid Dish
6’ Solid Dish
Omni
7
Height
(feet)
141
143
604
453
245
928
789
(TOS)
200
222
685
Status
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
N/C
4
APPENDIX IV
SITE PICTURES
8
Picture 1: Posted ASRN
Picture 2: Tower Base
Picture 3: N Tower Face (Ground)
Picture 4: N Tower Face (Tower)
Picture 5: SE Tower Face (Ground)
Picture 6: SE Tower Face (Tower)
Picture 7: SW Tower Face (Ground)
Picture 8: SW Tower Face (Tower)
10
Picture 9: NE Guy Path
Picture 10: NE Inner Anchor
Picture 11: NE Outer Anchor
Picture 12: S Guy Path
11
Picture 13: S Inner Anchor
Picture 14: S Outer Anchor
Picture 15: S Outer Anchor ~ Interlaced Guy Cables
Picture 16: NW Guy Path
12
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
13
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
14
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
15
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
16
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
17
Picture 37: Diag * Section 17 * Bay 2 * SW Face
Picture 38: Girt * Section 16 * Bay 2 * N Face
NOT PICTURED
Picture 39: Girt * Section 13 * Bay 1 * SW Face
Picture 40: Diag * Section 11 * Bay 1 * N Face
18
Picture 41: Plugged Weep Hole
Picture 42: Loose Diagonal Wrap Lock
Picture 43: Safety Cable Condition
Picture 44: Guy Cable Condition
19
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
20
Picture 49: Very Little Take-Up Available in Level 3
Picture 50: Top TV Out Of Plumb
NW Inner Anchor
Picture 51: Damaged Fence at Inner S Anchor
Picture 52: Damaged Gate at Inner S Anchor
21
APPENDIX E
PROPOSED COST
WUSF RIVERVIEW TOWER
REPLACEMENT ITN# 15-08 GC
1,000-FT GUYED TOWER
(12 DECEMBER 2014)
(REVISION 1.0)
ITN #15-08-GC - WUSF Riverview Tower Replacement
University of South Florida
Proposal Cost Form
ITEM #
1
ITEM DESCRIPTION
Cost 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.
2
Cost 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.
4
Cost to disassemble and remove existing 1083 foot tower including cost to climb,
analyze and reinforce existing 1083 foot tower for disassembly.
5
General Conditions Cost including supervision, insurance bonds, temporary facilities,
etc.
6
Overhead and profit
7
Contingency
8
Grand Total
COST
0