Northern Kentucky University's Tower Repairs for WNKU

REQUEST FOR PROPOSALS NKU-10-16 Tower Repairs for WNKU

Northern Kentucky University’s Tower Repairs for WNKU

June 13, 2016 TOWER REPAIRS FOR WNKU REQUEST FOR PROPOSAL RFP – NKU-10-16

Proposal NO: NKU-10-16 RETURN ORIGINAL COPY OF PROPOSAL TO: Issue Date: 6/13/2016 Title: Tower Repairs for WNKU Northern Kentucky University Procurement Services Purchasing Officer: Blaine Gilmore 1 Nunn Drive Phone: 859.572.6449 617 Lucas Administrative Center Highland Heights, KY 41099

IMPORTANT: PROPOSALS MUST BE RECEIVED BY: 7/5/2016 BEFORE 2:00 P.M. HIGHLAND HEIGHTS, KY time.

NOTICE OF REQUIREMENTS 1. The University’s General Terms and Conditions and Instructions to Bidders, viewable at http://procurement.nku.edu/policies/terms-and- conditions.html, apply to this Request for Proposal. 2. Contracts resulting from this RFP must be governed by and in accordance with the laws of the Commonwealth of Kentucky. 3. Any agreement or collusion among Offerors or prospective Offerors, which restrains, tends to restrain, or is reasonably calculated to restrain competition by agreement to bid at a fixed price or to refrain from offering, or otherwise, is prohibited. 4. Any person who violates any provisions of KRS 45A.325 shall be guilty of a felony and shall be punished by a fine of not less than five thousand dollars nor more than ten thousand dollars, or be imprisoned not less than one year nor more than five years, or both such fine and imprisonment. Any firm, corporation, or association who violates any of the provisions of KRS 45A.325 shall, upon conviction, may be fined not less than ten thousand dollars or more than twenty thousand dollars. AUTHENTICATION OF BID AND STATEMENT OF NON-COLLUSION AND NON-CONFLICT OF INTEREST I hereby swear (or affirm) under the penalty for false swearing as provided by KRS 523.040: 1. That I am the offeror (if the offeror is an individual), a partner, (if the offeror is a partnership), or an officer or employee of the bidding corporation having authority to sign on its behalf (if the offeror is a corporation); 2. That the attached proposal has been arrived at by the offeror independently and has been submitted without collusion with, and without any agreement, understanding or planned common course of action with, any other Contractor of materials, supplies, equipment or services described in the Request for Proposal, designed to limit independent bidding or competition; 3. That the contents of the proposal have not been communicated by the offeror or its employees or agents to any person not an employee or agent of the offeror or its surety on any bond furnished with the proposal and will not be communicated to any such person prior to the official closing of the RFP: 4. That the offeror is legally entitled to enter into contracts with the Northern Kentucky University and is not in violation of any prohibited conflict of interest, including those prohibited by the provisions of KRS 45A.330 to .340, 164.390, and 5. That the Offeror, and its affiliates, are duly registered with the Kentucky Department of Revenue to collect and remit the sale and use tax imposed by Chapter 139 to the extent required by Kentucky law and will remain registered for the duration of any contract award 6. That I have fully informed myself regarding the accuracy of the statement made above. SWORN STATEMENT OF COMPLIANCE WITH FINANACE LAWS In accordance with KRS45A.110 (2), the undersigned hereby swears under penalty of perjury that he/she has not knowingly violated any provision of the campaign finance laws of the Commonwealth of Kentucky and that the award of a contract to a bidder will not violate any provision of the campaign finance laws of the Commonwealth of Kentucky. CONTRACTOR REPORT OF PRIOR VIOLATIONS OF KRS CHAPTERS 136, 139, 141, 337, 338, 341 & 342 The Contractor by signing and submitting a proposal agrees as required by 45A.485 to submit final determinations of any violations of the provisions of KRS Chapters 136, 139, 141, 337, 338, 341 and 342 that have occurred in the previous five (5) years prior to the award of a contract and agrees to remain in continuous compliance with the provisions of the statutes during the duration of any contract that may be established. Final determinations of violations of these statutes must be provided to the University by the successful Contractor prior to dthe awar of a contract. CERTIFICATION OF NON-SEGREGATED FACILITIES The Contractor, by submitting a proposal, certifies that he/she is in compliance with the Code of Federal Regulations, No. 41 CFR 60-1.8(b) that prohibits the maintaining of segregated facilities.

SIGNATURE REQUIRED: This proposal cannot be considered valid unless signed and dated by an authorized agent of the offeror. Type or print the signatory's name, title, address, phone number and fax number in the spaces provided. Offers signed by an agent are to be accompanied by evidence of his/her authority unless such evidence has been previously furnished to the issuing office. Your signature is acceptance to the Terms and conditions above.

DELIVERY TIME: NAME OF COMPANY: DUNS #

PROPOSAL FIRM THROUGH: ADDRESS: Phone/Fax:

PAYMENT TERMS: CITY, STATE & ZIP CODE: E-MAIL:

SHIPPING TERMS: F.O.B. DESTINATION - TYPED OR PRINTED NAME: WEB ADDRESS: PREPAID AND ALLOWED

FEDERAL EMPLOYER ID NO.: SIGNATURE: DATE:

NORTHERN KENTUCKY UNIVERSITY 2 TOWER REPAIRS FOR WNKU REQUEST FOR PROPOSAL RFP – NKU-10-16

Issue Date: June 13, 2016

Deadline for Questions: June 20, 2016 @ Noon

Response Deadline (Proposals Due): July 5, 2016 @ 2pm

Award Date (Projected) July 15, 2016

The respondent shall submit, via US Postal Service, courier or other delivery service, five bound copies, one unbound original, and one digital copy of its proposal in a sealed package by July 5, 2015 @ 2pm. Failure to provide the required number of copies and an unbound original will result in the submittal being considered non-responsive and disqualified from the selection process. Submittals shall be addressed to:

Jeff Strunk Director, Procurement Services Lucas Administrative Center, Suite 617 1 Nunn Drive Northern Kentucky University Highland Heights, KY 41099 [email protected]

NOTE: Northern Kentucky University, as an Agency of the Commonwealth of Kentucky, is subject to Kentucky's Open Records Laws (KRS 61.870-61.884). As such, a bidder's entire offer and resulting contract cannot be deemed "confidential".

Proposals submitted in response to an RFP will remain confidential throughout the evaluation process, however, after negotiations are concluded and a contract has been entered into, all proposals become a matter of public record. Bidders may mark sections of their responses as confidential if the information provided would be considered financially sensitive or trade secrets. The university will make every effort to honor such requests, but may conduct discussions with the bidders concerning the release of said information.

DO NOT contact the committee members relative to this project. Contacting the selection committee members may result in disqualification of the proposer. All requests for information, questions or comments relative to this project should be directed to:

Ryan Straus Bid Specialist Northern Kentucky University Lucas Administrative Center, 617 Highland Heights, KY 41099 Email: [email protected] Phone: 859.572.6605 FAX: 859.572.6995

NOTE: Information relative to this project obtained from other sources, including other university administration, faculty or staff may not be accurate, will not be considered binding and could adversely affect the potential for selection of your proposal.

NORTHERN KENTUCKY UNIVERSITY 3 TOWER REPAIRS FOR WNKU REQUEST FOR PROPOSAL RFP – NKU-10-16

I. General Background for RFP

A. General Scope:

Supply all material and labor to accomplish the following upgrades and repairs as specified in ERI #32273B Reinforcing Design Analysis dated May 5, 2016 and ERI #32273B Modification Drawings and specifications dated May 17, 2016. Please see the attached appendices for Project Description / Scope of Work, Tower Inspection Report, Tower Reinforcement Analysis, Tower Modification Drawings and Specifications.

The subject tower ASR #1015302, is located in a 17 acre field at 4507 Sophie Avenue, Middletown, Ohio. A plot plan is attached. Bidders may make arrangements to inspect the site by contacting the WNKN Chief Engineer, Jim Stitt, at 513-289-6277 or [email protected].

II. Northern Kentucky University

Northern Kentucky University, located in the Greater Cincinnati metropolitan area about 7 miles south of downtown Cincinnati, was founded in 1968. The first building on the new campus in Highland Heights opened in August 1972. The campus sits on rolling land near the intersection of I-275 and I-471. Due to topography, many locations on campus have attractive views, including views of the Cincinnati skyline. The university today enrolls more than 15,000 undergraduate, graduate and doctoral students, with about 1,850 students residing on campus. The university expects enrollment to continue to grow over time, with a build-out of enrollment in the 24-25,000 range possible. The university is noted for its commitment to excellence in the classroom, nationally ranked academic programs and unparalleled regional stewardship. When President Geoffrey S. Mearns took office in August 2012, he inherited one of the fastest growing institutions in Kentucky.

NKU offers 76 undergraduate, 21 master’s programs, two professional doctorates and a juris doctor. The university features six colleges – the College of Arts and Sciences, the Haile/US Bank College of Business, the College of Education and Human Services, the College of Health Professions, the College of Informatics and the Salmon P. Chase College of Law.

NKU’s educational quality is at an all-time high. With an average class size of just 24 and a student/faculty ratio of 17:1, NKU’s hallmark is small classes with up-close and personal attention to student needs. The Princeton Review has named NKU’s College of Business among America’s best, and Chase law graduates routinely outperform their peers on the Kentucky and Ohio Bar Exams. The average ACT score for incoming NKU freshmen is 23.3 – up significantly since the adoption of new admission standards and higher than the Kentucky and national averages. It’s little wonder why Forbes magazine has ranked NKU among America’s Best Colleges six-straight years.

NKU owns about 420 acres and has 3.3 million GSF. Since 2008, the following building has been completed or is in- progress: • New Student Union - $37 million • BB&T Arena (10,000 seat multi-purpose arena) - $67 million • Parking Garage #3 and Welcome Center - $15.4 million • Residence Hall Renovation (former nursing home conversion, 443 beds) - $14.5 million • Center for Informatics (Griffin Hall) - $52.5 million • Health Innovation Center - $97 million (completion set for mid-2017)

Northern is now the second largest university in the Greater Cincinnati area.

NORTHERN KENTUCKY UNIVERSITY 4 TOWER REPAIRS FOR WNKU REQUEST FOR PROPOSAL RFP – NKU-10-16

III. Project Objective

A. General

The objective of this project is to make the repairs and modifications required to bring the WNKN tower ASR #1015302 into compliance with TIA-222-G and good engineering practice as specified in the referenced reports, drawings, and specifications. Please see appendices.

B. Timeline

The owner’s objective is to complete this project during the 2016 calendar year.

IV. Proposal

A. Preparation and Submission of Proposal

The proposal shall be prepared on 8 ½” x 11” paper, with all text clear of binding. Text type size shall be a minimum of 10 point font. The proposals must be indexed, tabbed and all pages sequentially numbered throughout or by section. Binders and covers will be at the respondent’s discretion, however, elaborate graphics and expensive paper and binding are not necessary, nor encouraged. All text and exhibits should be concise and entirely relevant to the RFP requirements.

The RFP Response should be organized as follows:

Tab Content Page Maximum

1 Cover Letter 2

2 Evaluation Criteria n/a

3 Certificate of Insurance (see below or minimum requirements) n/a Signed and Notarized Authentication of Bid, Statement of Non- 4 1 Collusion, Non-Conflict of Interest and Bidder Certifications

NOTE: Submittals that do NOT contain the above items will be deemed a non-responsive proposal and disqualified from the selection for this project.

NORTHERN KENTUCKY UNIVERSITY 5 TOWER REPAIRS FOR WNKU REQUEST FOR PROPOSAL RFP – NKU-10-16

1. Cover Letter

The cover letter shall serve as an introduction to the Respondent’s qualifications and capabilities. The letter of no more than 2 pages shall be addressed to Jeff Strunk, Director of Procurement Services, and must, at a minimum, contain the following: a. Identification of Contractor. b. A statement of experience from the contractor (years in business, similar projects.). c. An email address d. Acknowledgement of receipt of RFP addenda, if any; and, e. Signature of person authorized to bind the offering firm to the terms of the Proposal.

2. Qualification and Evaluation Criteria

All work for this project shall be performed by qualified tower erectors with appropriate credentials and demonstrated experience in tower erection and post erection modifications. The following criteria shall be used to evaluate bidder qualifications.

Provide the following items as part of the bid submission:

• List of projects in the last 10 years involving erection or repair of guyed towers over 500 feet in height • List of references for at least 3 of those projects • Description of their major equipment (winch, gin pole) • Foreman and crew qualifications, certifications, and length of time on the job • Requirement that job will not be sub-contracted to other tower crews • List any accidents or job injuries in the last 5 years • Warranties • Turn-key Price

The criteria listed above are not ranked in order of importance.

3. Certificate of Insurance

Provide Certificate of Insurance for a Comprehensive Commercial Liability policy covering personal injury and property damage in the amount of at least $5 million naming as additional insureds: NKU, its trustees, officers, directors, employees, agents; and JMS & Associates, Inc. as well as listing Northern Kentucky University as a certificate holder.

4. Signed and Notarized Authentication of Bid, Statement of Non-Collusion, Non-Conflict of Interest and Bidder Certifications

Please see page 2

NORTHERN KENTUCKY UNIVERSITY 6 TOWER REPAIRS FOR WNKU REQUEST FOR PROPOSAL RFP – NKU-10-16

Proposals shall be evaluated based on the following criteria:

Points Past Performance 50 Team Experience (Qualifications, 40 Experience, etc. Pricing 30

Warranties 20

Accident Report 20

References 40

TOTAL 200

B. Addenda/Clarifications

Any university changes to this RFP will be made by written addendum. Verbal modifications will not be binding.

C. Confidentiality

In accordance with KRS 45A.085 Competitive Negotiation, all proposals received or information derived therefrom remain confidential until a contract is awarded or all proposals are rejected.

D. Proposal Evaluation Process

All proposals received will be reviewed by the University Procurement Services office for completeness of items requested in this RFP. All complete proposal responses will be afforded equal consideration by the members of the Selection Committee as created by KRS 45A.810 and whose members are identified above. All complete proposals will be evaluated using a numerical rating system designed to afford each Selection Committee member a reasonable, individual, objective standard to equate the qualifications of the Respondents.

E. Pre-Contractual Expenses

Pre-contractual expenses are defined as expenses incurred by the respondent in: 1. preparing its proposal in response to this RFP; 2. submitting its qualifications to the university; 3. negotiating with the university any matter related to this submittal; or, 4. any other expenses incurred by a respondent prior to the date of award of a contract to the selected respondent. The university shall not, in any event, be liable for any pre-contractual expenses incurred by the respondents in the preparation of their submittals.

NORTHERN KENTUCKY UNIVERSITY 7 TOWER REPAIRS FOR WNKU REQUEST FOR PROPOSAL RFP – NKU-10-16

F. Contract Award

Issuance of this RFP, receipt of proposals, and completion of the selection process does not commit the university to award a contract. The university reserves the right to postpone opening for its own convenience, to accept or reject any or all proposals received in response to their RFP; to negotiate with other than the selected respondent should negotiations with the selected firm be unsuccessful or terminated; to negotiate with more than one respondent simultaneously; to cancel all or part of the RFP; and to waive technicalities.

G. Electronic Responses

Electronic responses are not permitted.

J. Foreign Corporations

1. Foreign Corporations are defined as corporations that are organized under laws other than the laws of the Commonwealth of Kentucky. Foreign Corporations doing business within the Commonwealth of Kentucky are required to be registered with the Secretary of State, New Capitol Building, Frankfort, Kentucky and must be in good standing. 2. The Foreign Corporate Proposer, if not registered with the Secretary of State at the time of the Bid submittal, shall be required to become registered and be declared in good standing prior to the issuance or receipt of a contract. 3. Domestic Corporations. Domestic corporations are required to be in good standing with the requirements and provisions of the Office of the Secretary of State.

K. Occupational License

Northern Kentucky University was annexed by the City of Highland Heights in 2008. All contractors performing work for NKU must possess a Campbell County Occupational License and a City of Highland Heights Occupational License (administered by Campbell County) and must also pay applicable payroll taxes. For further information, call 859.292.3884 or log onto: http://www.campbellcountyky.org/home/services/occupational-license.htm.

I. PCI DSS REQUIREMENT

If vendor is involved in the processing, transmission or storage of card holder data (credit or debit cards) as part of this agreement with NKU, vendor agrees to comply with current Payment Card Industry Data Security Standards for the securing of such data within the merchant’s scope. Additionally, vendor must provide valid PCI DSS documentation (Report on Compliance or Attestation of Compliance) prior to contract this being executed.

NORTHERN KENTUCKY UNIVERSITY 8 TOWER REPAIRS FOR WNKU REQUEST FOR PROPOSAL RFP – NKU-10-16

CONTRACTUAL ADDENDUM

Requirement to Protect Credit Card Information

In order to ensure the security of credit card holder information and data accessed by Vendor in connection with the Agreement and this Addendum (collectively, "Cardholder Data"), Vendor hereby agrees to adhere to all applicable Payment Card Industry (“PCI”) data security standards and requirements with respect to Cardholder Data, including, without limitation, the following provisions:

(i) Vendor must be compliant with the PCI Data Security Standards (“PCI DSS”) compliance level 2 or better at all times. This specifically includes the annual PCI DSS Compliance Self- Assessment and the quarterly Compliant Perimeter Scan. (ii) Vendor acknowledges and agrees that it is responsible for the security of all Cardholder Data; (iii) Vendor acknowledges that it has no ownership interest in the Cardholder Data and that all Cardholder Data is the property of the applicable payment card brand, acquirer or merchants ("Card Company Affiliates"); (iv) Vendor shall only use Cardholder Data for assisting Card Company Affiliates in completing transactions, supporting loyalty programs, providing fraud control services or for other uses specifically required by law; (v) Vendor represents and warrants that it has a system in place to ensure the continuity of its business and the security of all Cardholder Data in the event of a major disruption, disaster or failure; (vi) Vendor agrees that, upon Northern Kentucky University's request in the event of a security intrusion, Vendor will provide a representative or a PCI approved third party designated by Northern Kentucky University with full cooperation and access to conduct a thorough security review, which review shall include, at a minimum, validation of Vendor's compliance with the PCI DSS for protecting Cardholder Data; and (vii) Vendor agrees that, notwithstanding anything to the contrary in the Agreement or the Addendum, Northern Kentucky University may terminate the Agreement immediately upon notice to the Vendor in the event Vendor fails to maintain the requisite confidentiality of any Cardholder Data. (vii) Vendor agrees to abide by Northern Kentucky University’s merchant services contract. All transactions must be sent to the University’s contracted merchant services provider for settlement, the use of any other processor is prohibited. This does not preclude middleware gateways such as Authorize.net, or another PCI DSS approved gateway.

NORTHERN KENTUCKY UNIVERSITY 9 TOWER REPAIRS FOR WNKU REQUEST FOR PROPOSAL RFP – NKU-10-16

REFERENCES

Bidder Qualifications: The bidder is required to submit a list of completed projects where he has performed similar work to that specified herein.

Organization:______Contact Name:______Phone Number:______Date Work Completed:______Value of Contract:______Project Manager assigned to this project: ______Brief Project Description: ______Organization:______Contact Name:______Phone Number:______Date Work Completed:______Value of Contract:______Project Manager assigned to this project: ______Brief Project Description: ______

Organization:______Contact Name:______Phone Number:______Date Work Completed:______Value of Contract:______Project Manager assigned to this project: ______Brief Project Description: ______

NORTHERN KENTUCKY UNIVERSITY 10 WNKN Tower Repair and Upgrade Project - 2016

ERI Project #32273 Tower Inspection Report dated May 9, 2014 ERI Project # 32273A Reinforcing Design Analysis dated July 15, 2014 ERI Project #32273B Reinforcing Design Analysis dated May 5, 2016 ERI Project 32273B Modification Drawings dated May 17, 2016 WNKN Good Engineering Practice criteria Northern Kentucky University and Commonwealth of Kentucky criteria Applicable local city, county and state codes. Obtain all required permits.

The owner’s objective is to complete this project during the 2016 calendar year.

Background - The bottom 365ft of tower was originally manufactured by Dresser- Ideco in 1966 (Dresser Project #32547). The upper 120 ft of lattice tower and 60 ft top pole was designed and fabricated by Utility Tower in 1973. The tower is used as an AM radiator for WPFB-AM (1 KW Day, 100 watts Night), and supports a 6 bay ERI antenna for WNKN-FM (50 KW) and 2 bay Shively antenna WOXY-FM (3 KW). Broadcast outages to be minimized and coordinated with the respective stations.

The subject tower ASR #1015302 is located in a 17 acre field at 4507 Sophie Avenue, Middletown, Ohio. A plot plan is attached. Bidders may make arrangements to inspect the site by contacting the WNKN Chief Engineer at 513- 289-6277 [email protected].

Bidders to submit the following no later than ______July 5, 2016______:

1) Turn-key price for all materials and labor to perform the specified work. 2) Time to complete the project from receipt of signed contract. 3) Any and all exceptions to the drawings and specifications. 4) Bidder qualifications and references contained in “Evaluation Criteria” 5) Certificate of Insurance for a Comprehensive Commercial Liability policy covering personal injury and property damage and completed operations in the amount of at least $5 million naming as additional insureds: Northern Kentucky University, its trustees, officers, directors, employees, agents; and JMS & Associates, Inc.

Scope of Work

1. Replace the guy wires, primary and secondary insulators, and attachment hardware of all guy levels. 2. Reinforce the tower legs in Sections 20 – 25 (365’ – 485’). 3. Reinforce the horizontal bracing in Sections 20 – 25 (365’ – 485’). 4. Install new transmission line support brackets from 11’ – 485’. Transmission line brackets shall be supported on standoff insulators from 11’ – 271’ and on non-insulated hangers from 271’ – 485’. 5. Remove the existing tower lighting system and conduit and install the new specified TWR dual lighting system and conduit on the tower. 6. Install a messenger conduit on the tower for transmission line support and attach all existing transmission lines to the messenger conduit and lighting conduit. The 3” Heliax to the WNKN antenna is intended to be replaced subsequent to repairs being completed. 7. Replace all step bolts on the top pole and install safety tie-offs on the replacement step bolts. 8. Replace the existing lightning rod at the top of the tower with an ERI A-1 Spur. 9. Remove the existing bolt-on buss bar in Section 12 and install a new specified galvanized buss bar at the same location. The replacement buss bar is to be welded to the tower and welded areas are to be cleaned and cold-galvanized per ASTM A780. Re- attach all feed line grounding cables to the new buss bar. Replace the grounding kits of the 3” coax to the WNKN-FM antenna and install proper weatherseal to the jacket. 10. Replace the (18) tower leg bolts at 351.5’ AGL. 11. Inspect and tighten, as needed, all other tower leg bolts from 331.5’ to the base of the tower. 12. Replace the (12) bolts connecting the pole base plate to the top flanges of Section 25 at 485’. 13. Clean and cold galvanize the rusted areas on the base insulator rain shield, areas of legs A and B in Section 18, rusted areas on the flanges at 351.5’, rusted areas of the tower legs in Section 24, the underside of the pole base plate at 485’, and the rusted areas of the guy ears of the top guy level. 14. Remove all unused brackets in Sections 15, 18, and 19 (ref ‘Issue 9’ of ERI Tower Inspection Report dated May 9, 2014). 15. Relocate the NiComm BKG 1-bay FM antenna and 1-5/8” feedline from 392’ to 318’. 16. Replace the mounts on the Shively 6813-2 FM antenna due to the installation of leg reinforcement at the mounting location. Maintain the antenna position and orientation. 17. Properly support the 3” coax where it exits the tower cross-section to feed the input of the top FM antenna. 18. Repair the ground system strap connections at the tower base.

WNKN Tower new lighting System Specifications

TWR P/N-LK1E2/3DB2 FAA E2 120VAC Medium Intensity Dual L- 864(Strobe)/L-865(Strobe) lighting system including, (3) Dual Strobe L-864/865 Beacons, E2/3DB2 controller with photocell and Form-C dry contact alarm points, **no side markers per current FAA standards**, beacon mounts and ice shields, cabling for a 540-ft tower and all miscellaneous installation hardware. Reference TWR drawing #601-06.

TOWER INSPECTION REPORT

MAY 9, 2014

ERI PROJECT 32273 539’ GUYED TOWER MIDDLETON, OH (BUTLER CO.) WPFB-AM (910 kHz) * ASRN 1015302

Prepared For:

Jeff Johnson Northern Kentucky University 101 Landrum Hall Highland Heights, KY 41099 T) 859.572.6500 E) [email protected]

Prepared By:

James M. Ruedlinger, P.E. VP – Structural Division Electronics Research, Inc. 7777 Gardner Road Chandler, IN 47610 T) 812.925.6000 ext.282 F) 812.925.4030 E) [email protected]

7777 Gardner Road +1 812 925-6000 (tel) [email protected] Chandler, IN 47610-9219 +1 812 925-4030 (fax) [email protected] USA 877 ERI-LINE (toll-free) www.eriinc.com

TABLE OF CONTENTS

A ...... STRUCTURE CONDITION B ...... TOWER FINISH C ...... LIGHTING CONDITION D ...... GROUNDING E...... ANTENNAS AND TRANSMISSION LINES F...... OTHER APPURTENANCES G ...... BASE INSULATOR H ...... GUY ASSEMBLIES I...... TOWER BASE FOUNDATION J...... GUY ANCHOR FOUNDATIONS K ...... TOWER ALIGNMENT

APPENDICES

I...... TOWER ELEVATION DETAILS II ...... EQUIPMENT INVENTORY III ...... TRANSMISSION LINE DISTRIBUTION IV...... MEASURED PLUMB/TWIST V ...... SITE PICTURES

TOWER INSPECTION SUMMARY

Following is a summary of the maintenance related issues noted along with their respective proposed corrective actions (CA):

ISSUE 1. Section A.2 ~ Posted Antenna Structure Registration Number (ASRN) signage is in poor condition and there were no visible RF warning signs posted. CA: A new ASRN sign should be made and conspicuously posted at the tower base along with RF warning signs. REF: Pic 1, Appendix V

ISSUE 2. Section A.3 ~ Numerous bowed/bent tower inner members were noted in Sections 20-25 (365’-485’). Also, the vertical legs in Sections 20-25 has a visible dog–leg. CA: The noted inner member deformations in the upper sections are inherent to the all–welded tension-only bracing design utilized. This type of bracing system does not permit for any pre-tensioning of the diagonal cross members which forces these members to carry significant compressive loads prior to the adjacent members fully carrying the imposed shear loads in tension. This initial compressive loading results in permanent yielding of the members over time. Based upon the noted damage, ERI strongly recommends a rigorous analysis of the tower be conducted to determine the appropriate corrective action based upon the current strength rating. REF: Pic’s 26-28, Appendix V

ISSUE 3. Section B.1 ~ Tower paint is moderately faded. CA: Tower should be repainted in the near future to fully comply with FAA marking regulations. REF: (ref all pictures in Appendix V for general condition)

ISSUE 4. Section B.2 ~ Chain assemblies utilized to attach the top WNKN FM antenna to the Ø10-3/4” pole are rusted. CA: Surface prepare and cold-galvanize existing chains in accordance with ASTM A780, or completely replace chain assemblies. REF: Pic 29, Appendix V

ISSUE 5. Section C.1/2 ~ The existing incandescent lighting system is in poor condition. Light fixture seals and latches are degraded and/or broken throughout, the vertical conduit runs are rusted and pieced together, and open areas were found in the system which is allowing moisture to infiltrate. CA: Based upon the condition of the existing system, plans should be made to fully replace the lighting system in the near future. REF: Pic’s 30-34, Appendix V

ISSUE 6. Section D.1 ~ Top mounted lightning rod is severely corroded and loose. CA: The top lightning protection should be replaced immediately. REF: Pic’s 35-36, Appendix V 3

ISSUE 7. Section D.2 ~ (1) broken ground strap was noted at the tower base pier. CA: The broken strap should be repaired. REF: Pic 37, Appendix V

ISSUE 8. Section E.1 ~ Arm securing insulators on the top WNKN FM array are dry-rotted and fraying. CA: Based upon sale’s records, the ERI FM array was sold in 1982. Given the age and current condition of the top FM, plans should be made to repair or replace the top WNKN array in the near future. REF: Pic 38, Appendix V

ISSUE 9. Section E.1 ~ Abandoned/unused brackets have been left on tower in sections 15, 18, and 19. CA: All used equipment should be removed from the structure. REF: N/A

ISSUE 10. Section E.2 ~ Transmission line hangers are poorly attached to the tower mast and are not installed at appropriate intervals to secure the lines in accordance with manufacturer’s recommendations. The top 3” flex line does not have a hoisting grip permanently attached to support the weight of the line. Most of the line ground kits are poorly done. CA: All transmission lines should be installed in accordance with manufacturer’s recommendations. Messenger conduit(s) could be utilized to provide secure means for attaching standard line hangers. REF: Pic’s 39-41, Appendix V

ISSUE 11. Section F.1 ~ Top pole step bolt are severely rusted and do not provide any positive anchorage tie-off point for climbing. CA: Replace all Ø3/4” step bolts with high strength step bolts which have an integrated tie-off lug similar to the product shown below.

REF: Pic 42, Appendix V

ISSUE 12. Section G.5 ~ The top flange on the base insulator is rusted/pitted. CA: The top flange should be properly surface prepared and cold-galvanized in accordance with ASTM A780. REF: Pic 43, Appendix V 4

ISSUE 13. Section H.2/3/4 ~ The existing guy assemblies are in extremely poor condition. Steel guy cables in levels 1-3 are rusted. Anchor hardware is rusted. All fiberglass insulators are severely degraded and the top (2) levels are gouged from apparent contact with hoisting cables. CA: All guy assemblies should be completely replaced due to the condition of the existing assemblies. In addition, ERI strongly recommends a rigorous analysis be conducted to determine appropriate guy cable sizes for the replacement assemblies as properly sized cables can dramatically reduce stresses within the main lattice tower mast. In addition, porcelain guy strain insulators should be utilized for all secondary insulators as this type of insulator provides a “fail-safe” mechanism to the overall guy assembly in the event of local insulator failures. REF: Pic’s 44-48, Appendix V

ISSUE 14. Section J.4.b ~ Ground foliage is overgrown within all fenced guy anchor points. CA: Ground foliage should be thoroughly cleared within all fenced guy anchors. REF: Pic’s 10, 12, & 14, Appendix V

ISSUE 15. Section J.5.b ~ Fence gates at the guy anchor points do not fully open due to ground obstructions. CA: Soil and ground cover around the gates should be cleared and the gates should be serviced to allow open access for ongoing inspections. REF: N/A

GENERAL RECOMMENDATIONS:

1. ERI strongly recommends a rigorous structural analysis be conducted to determine appropriate repairs to the upper tower sections and to size replacement guy assemblies.

2. An ongoing tower maintenance program should be implemented for this site, if not already in place, to ensure safety and extend the structure’s serviceable life. Ground inspections should be conducted at least annually and complete climbing inspections should be performed at a minimum of every three years by authorized personnel experienced in climbing and tower maintenance. In addition, complete climbing inspections should be conducted after any major tower loading event associated with high winds and/or ice loading, heavy rigging, vandalism, etc. A complete list of the recommended maintenance and inspection procedures is contained in Annex J of the ANSI/TIA-222-G standard.

A. STRUCTURE CONDITION 1) Site clean, organized, and free from fallen hardware and/or equipment? 2) Antenna Structure Registration Number (ASRN) and general safety

signage posted, visible, and in good condition? 3) All structural tower members in good condition without any noted

damage? 4) No loose and/or missing members noted? 5) No loose and/or missing bolts and/or nut locking devices noted? 6) No visible cracks in welded joints noted? 7) Transmission line bridge secure and in good condition? N/A

B. TOWER FINISH 1) Galvanizing and/or paint in good condition? 2) No rust and/or corrosion noted on mast, mounts, hardware, etc.? 3) Color bands in accordance with FAA regulations? 4) No standing water noted on painted members, drainage holes present and unobstructed on hollow steel sections, and no potential areas noted where moisture could collect without proper drainage?

C. LIGHTING CONDITION 1) Conduit, junction boxes, and fasteners weather-tight, secure, and in good

condition? 2) Light fixtures intact and in good condition? 3) Light lenses intact and in good condition? 4) All lights operating?

D. GROUNDING 1) Lightning rods installed, secured, and in good condition? 2) Tower base grounding secure and in good condition? 3) Guy anchor grounding secure and in good condition? N/A

E. ANTENNAS AND TRANSMISSION LINES 1) Installed antennas secure and in good condition? 2) Installed transmission line(s) condition secure and in good condition?

F. OTHER APPURTENANCES (Climbing Facility, Platforms, Ice Shields, Etc.) 1) Climbing facility properly installed, secure, and in good condition? 2) Safety cable secure and in good condition? N/A 3) All other appurtenances secure and in good condition? N/A

G. BASE INSULATOR 1) All insulator hardware installed and in good condition? 2) Insulator porcelain/ceramic clean (i.e. no paint, dirt, oil, debris present on

surface)? 3) Insulator in good condition with no apparent cracks and/or chips? 4) Spark gaps installed and set properly? 6

5) Insulator flanges in good condition?

H. GUY ASSEMBLIES 1) Guy initial tension settings measured, documented, and within tolerance? N/A 2) All guy strands in good condition (i.e. no rust, breaks, nicks, kinks, etc.)? 3) Guy hardware secure and in good condition? 4) Guy insulators secure and in good condition? 5) Guy dampers secure and in good condition? N/A

I. TOWER BASE FOUNDATION 1) Base concrete in good condition? 2) Soil condition: a) No settlement, movement, and/or earth cracks noted? b) No erosion concerns noted? c) No nearby trees within falling distance and/or no potential root

concerns noted? d) Proper grading to allow adequate drainage away from base

foundation? e) No standing water noted? 3) Anchorage condition: a) Anchor bolts and mating hardware secure and in good condition? b) Grout in good condition? N/A 4) Security: a) Fence installed around tower base? b) Gates and locks secure and in good condition?

J. GUY ANCHOR FOUNDATIONS 1) Exposed concrete in good condition? 2) Soil condition: a) No settlement, movement, and/or earth cracks noted? b) No erosion concerns noted? c) No nearby trees within falling distance and/or no potential root

concerns noted? d) Proper grading to allow adequate drainage away from foundations? e) No standing water noted? 3) Anchor rod and steel fanplate in good condition? 4) Accessibility: a) Guy paths adequately cleared with available turnaround behind

outermost anchors? b) Ground foliage cleared around guy anchors? 5) Security: a) Fences installed around all guy anchors? b) Gates and locks secure and in good condition?

K. TOWER ALIGNMENT 1) Tower plumb and twist measured, documented, and within tolerance?

(REFERENCE ‘APPENDIX IV’) 7

Additional Notes: Due to the required re-guying of the structure, accurate as-built guy tensions were not measured during ERI’s inspection. Once new guy assemblies are installed, final guy tensions should be set to the values specified in direct accordance with the current ANSI/TIA-222-G standard.

APPENDIX I

TOWER ELEVATION DETAILS

9 545.0 ft R=350.000 ft (-5) L1 0.9 N.A.

525.0 ft

9 /1 6

0.9 E N.A. N.A. N.A. N.A. N.A. N.A. H S 0.895833 P10x.365 A53-B-35 505.0 ft L C = 6 2 L3

0.9 7 N.A. N.A. .9 6 485.0 ft 6 f t

IT = T1 0.7 1 0 465.0 ft % SR 1 5/8 T2 0.7

445.0 ft

1 /2 E T3 1.0 H S 5x3/8 L 425.0 ft C= R=340.000 ft (5) R=345.000 ft 5

SR 5/8 SR 7/8 SR 7/8 SR 7/8 6 PLAN

A572-50 A572-50 1

24 @ 4.75 . T4

1.0 2 6 4 f 405.0 ft t

IT SR 2 = 1 0 T5 1.0 % N.A. 385.0 ft SYMBOL LIST T6 1.0 MARK SIZE MARK SIZE

365.0 ft A SR 1 1/2 E 8 @ 1.65104

3 /4 B N.A. F 2 @ 1.73958 E D T7 2.7 E H 351.5 ft S C C12x30 G 1 @ 1.875 L C = D L6x4x3/8 4 T8 3.7 9 9 .3 5 MATERIAL STRENGTH 331.5 ft 3 f t GRADE Fy Fu GRADE Fy Fu IT = A572-50 50 ksi 65 ksi A7-33 33 ksi 60 ksi T9 3.7 1 0 % A36 36 ksi 58 ksi 311.5 ft 3.7 T10 N.A. 291.5 ft 3.7 T11 271.5 ft 3.7 T12 251.5 ft

3 4 /4 E

3.9 H T13 S LC L6x4x3/8 231.5 ft =4 23 .0 55 f

3.7 t T14 IT =1 211.5 ft 0% 3.7 T15 191.5 ft SR 1 SR 1 N.A. SR 4 A7-33 A7-33 3.7 T16 N.A. SR 1 1/2 171.5 ft 204 @ 1.64236 3.7 T17 151.5 ft 3.7 T18 131.5 ft

3/4 EHS LC 3.9

T19 = 365 .840 L6x4x3/8 111.5 ft ft IT= 10% 3.7 T20 91.5 ft 3.7 T21 71.5 ft 3.7 T22

N.A. 51.5 ft 3.7 T23 31.5 ft 3.7 T24 11.5 ft F B T25 0.7 6.0 ft A C G T26 0.8 76.1 R=345.000 ft Section Legs Bottom Girts Horizontals Weight (K) Face Width (ft) Leg Grade Diagonal Grade Top Guy Pull-Offs Diagonals Top Girts # Panels @ (ft) Electronics Research Inc. Job: 32273 7777 Gardner Road Project: Middleton, OH (Butler County) Chandler, IN 47610 Client: Northern Kentucky University Drawn by: James M. Ruedlinger App'd: Code: Date: Scale: Established 1943 AISC Certified Fabricator Phone: (812) 925-6000 TIA-222-G 05/09/14 NTS Path: Dwg No. FAX: (812) 925-4030 J:\Analysis\INSPECTION REPORTS\32273-Middleton, OH-JMR\tnxTower Files\32273-222G-v1.eri E-1 Plot Plan Total Area - 7.90 Acres

R=350.000 ft, 0 deg Azimuth (-5.000 ft) 15.000 350.000 552.500

Base Elev=6.000 ft 172.500

R=340.000 ft, 240 deg Azimuth (5.000 ft) R=345.000 ft, 120 deg Azimuth (0.000 ft) 15.000

15.000 294.449 298.779 15.000

623.227

Electronics Research Inc. Job: 32273 7777 Gardner Road Project: Middleton, OH (Butler County) Chandler, IN 47610 Client: Northern Kentucky University Drawn by: James M. Ruedlinger App'd: Code: Date: Scale: Established 1943 AISC Certified Fabricator Phone: (812) 925-6000 TIA-222-G 05/09/14 NTS Path: Dwg No. FAX: (812) 925-4030 J:\Analysis\INSPECTION REPORTS\32273-Middleton, OH-JMR\tnxTower Files\32273-222G-v1.eri E-2

APPENDIX II

EQUIPMENT INVENTORY

Item Appurtenance TX Line Height Tenant Status (feet) 1 Top Beacon With Lightning Rod (Conduit) 545 - Existing 2 ERI SHP-6AC 3” 493.7-540 WNKN Existing 3 Shively 6813-2R-SS-PS 1-5/8” 455-460 WOXY Existing 4 Red OBS Lights (Conduit) 401 - Existing 5 1-Bay FM 1-5/8” 392 ? Existing 6 Omni Antenna 7/8” 300-320 ? Existing 7 Mid Beacon (Conduit) 271.5 - Existing 8 Red OBS Lights (Conduit) 139 - Existing

APPENDIX III

TRANSMISSION LINE DISTRIBUTION

LEG A

1 2 3-5

APPROX

NORTH FACE A FACE B

CLIMBING LADDER

FACE C

LEG C LEG B 6

Item Line Type Antenna Feed Height Status (feet) 1 3” ERI SHP-6AC 510.9 Existing 2 1-1/2” GRC (Lighting) 480 Existing 3 1-5/8” Shively 6813-2R-SS-PS 447 Existing 4 1-5/8” 1-Bay FM 392 Existing 5 7/8” Omni Antenna 300 Existing 6 1” GRC (Lighting) 139-Top Existing

APPENDIX IV

MEASURED PLUMB/TWIST

14 Electronics Research, Inc. Job: 32273 7777 Gardner Road Project: Middleton, OH Chandler, IN 47610-9637 Client: Northern Kentucky University (WPFB-AM) Phone: (812) 925-6000 User: jmr FAX: (812) 925-4030 Date: 4/23/2014 version 4.6 © 2013

Twist and Out-Of-Plumb Determination For Triangular Towers

Site Information: Date Measured:4/23/2014 Wind:Calm ;mph Temperature: ~45 F Wind Direction: N/A

OBSERVED MAST DATA Mast Span Face Leg D1 D2 D3 D1 D2 D3 Elevation Size (A) Size (leg ratio) (leg ratio) (leg ratio) (feet) (feet) (in) (in) (in) (in) (in) 128.1 128.1 48 4 -0.5 0 0 -2 0 0 248.1 120 48 4 -0.625 -0.4375 -0.25 -2.5 -1.75 -1 363.2 115.1 48 4 -1 -0.4375 -0.25 -4 -1.75 -1 444.5 81.3 48 2 -1.75 -1.75 0.5 -3.5 -3.5 1 525 80.5 48 10.75 -0.5 -0.25 0.1875 -5.375 -2.6875 2.015625

Calculations: CALCULATED TWIST CALCULATED CALCULATED OUT-OF-PLUMB TOLERANCES  Mast d e  xyrr'2%R 3T Elevation (feet) (in) (deg) (in) (in) (in) (in) (deg/10') 128.1 -0.667 -0.024 -1.378 0.000 -1.333 1.333 1.333 0.087% 0.108 OKAY 248.1 -1.750 -0.063 -3.621 -0.433 -0.750 0.866 0.726 0.050% 0.187 OKAY 363.2 -2.250 -0.081 -4.657 -0.433 -1.750 1.803 1.000 0.072% 0.090 OKAY 444.5 -2.000 -0.072 -4.139 -2.598 -1.500 3.000 2.179 0.223% 0.064 OKAY 525 -2.016 -0.073 -4.171 -2.715 -3.359 4.320 1.863 0.193% 0.004 OKAY Electronics Research, Inc. Job: 32273 7777 Gardner Road Project: Middleton, OH Chandler, IN 47610-9637 Client: Northern Kentucky University (WPFB-AM) Phone: (812) 925-6000 User: jmr FAX: (812) 925-4030 Date: 4/23/2014 version 4.6 © 2013

Twist and Out-Of-Plumb Determination For Triangular Towers

Notes:

Nomenclature: A:= Tower Face Size ;(in) d:= (D1+D2+D3)/3 ;(in) e:= (d3)/A  sin-1(e) < 5º ;(deg) x:= (D2-D3)/3 ;(in) y:= (2*D1-D2-D3)/3 ;(in) r:= x2+y2) ;(in) r':= Δx2+Δy2) ;(in) Span:= Span Between Two Elevations %R:= (r'/Span)*100 < 0.25% ;Plumb Percent Ratio T:= /Span)*10 < 0.5º ;(deg) Twist per 10 ft X

1 D1 r + Tower Cross-Section At Base Tower Leg

Tower Cross-Section Sited Target Being Observed Y Negative Positive  + + (-) (+) D2 True Vertical Center on Leg 2 (c) 3 2 D3 +

NOTES: (1) Twist and out-of-plumb calculated in accordance with the ANSI/TIA-222-G, Annex J: Maintenance and Condition Assessment (Normative), Figure J-1. (2) Allowable PLUMB limited to 0.25 percent of the vertical distance between two elevations for lattice towers and0.50 percent for tubular pole structures per the ANSI/TIA-222-G, Section 13.3.3. (3) Allowable TWIST limited to 0.5 degrees in 10 feet and the total twist of the structure may not exceed 5 degrees per the ANSI/TIA-222-G, Section 13.3.4.

APPENDIX V

SITE PICTURES

Picture 1: Posted ASRN Picture 2: Tower Base

Picture 3: NE Tower Face (Ground) Picture 4: NE Tower Face (Tower)

Picture 5: SE Tower Face (Ground) Picture 6: SE Tower Face (Tower)

Picture 7: W Tower Face (Ground) Picture 8: W Tower Face (Tower)

Picture 9: E Guy Path Picture 10: E Guy Anchor

Picture 11: SW Guy Path Picture 12: SW Guy Anchor

Picture 13: NW Guy Path Picture 14: NW Guy Anchor

Picture 15: Guy Level 1 Picture 16: Guy Level 2

Picture 17: Guy Level 3 Picture 18: Guy Level 4

Picture 19: Guy Level 5 Picture 20: Base Insulator

Picture 21: Top 6-Bay FM (WNKN-FM) Picture 22: Top 6-Bay FM (WNKN-FM)

(493.7’-540’) (493.7’-540’) Picture 23: 2-Bay FM (WOXY-FM) Picture 24: 1-Bay FM

(455’-460’) (392’)

Picture 25: Omni Antenna Picture 26: Bent/Bowed Inner Members (S20-S25)

(300’-320’) Picture 27: Bent/Bowed Inner Members (S20-S25) Picture 28: Bent/Bowed Inner Members (S20-S25)

Picture 29: Moderate Rust on FM Chains Picture 30: Side Marker Fixture (Wire Tied Shut)

Picture 31: Lighting J-Box (Not Weather-Tight) Picture 32: Side Marker Fixture (Dry Rotted Seal)

Picture 33: Top Beacon (SO Cable Dry Rotted) Picture 34: Lighting Conduit Run (Rusted)

Picture 35: Lightning Rod Base (Severely Corroded) Picture 36: Lightning Rod Tip (Dulled)

Picture 37: Base Ground Strap (Broken) Picture 38: FM Arm Securing Insulator (Dry Rotted)

Picture 39: Line Ground Kit (No Weather-Proofing) Picture 40: Lines Attachments (5’ Spacing in Upper Sections)

Picture 41: 3” Line (No Hoisting Grip Installed) Picture 42: Pole Step (Rusted With No Tie-Off Pt)

(Tied Off With Rope) Picture 43: Base Insulator (Top Flange Rusted) Picture 44: Fiberglass Insulator (Dry Rotted)

Picture 45: Fiberglass Insulator (Gouged & Dry Rotted) Picture 46: Fiberglass Insulator (Dry Rotted)

Picture 47: Fiberglass Insulator (Dry Rotted) Picture 48: Guy Hardware (Rusted)

TABLE OF CONTENTS

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

APPENDICES

I ...... Tower Elevation Drawings and Stress Plots

2 A. RESULTS

This reinforcing design analysis was performed by ERI to determine the modifications required to bring the present structure into compliance with the ANSI/TIA-222-G, Structural Standard for Antenna Supporting Structures and Antennas, while considering the equipment changes proposed by the customer.

This report details the tower history, the present design code history and application, and the impact of the design wind speed, design ice load, and appurtenances on the structure. The ERI analysis finds:

1. Upon completion of the specified modifications, the tower will comply with the requirements of the ANSI/TIA-222-G, Structural Standard for Antenna Supporting Structures and Antennas, for a three second gust wind speed of 90 mph without ice and for a 30 mph wind speed concurrent with a design ice thickness of ¾”, as specified for the tower’s location in Butler County, OH. The following site-specific parameters were utilized for this analysis: Structure Class II, Exposure Category C, and Topographic Category 1 (see ‘Assumptions’ and ‘Recommendations’).

2. The required reinforcements include the replacement of all guy wires, insulators, and hardware, reinforcement of the tower legs and horizontal braces in six sections, replacement of the section splice bolts at two elevations, and rectification of several maintenance issues. A complete scope of work can be found on page 10.

3. No additional loading should be installed between 485’ – 365’ due to the poor bracing pattern used in these sections. Further explanation of the reasoning behind this recommendation can be found on page 13.

B. METHOD OF ANALYSIS

We have analyzed this tower based upon the following information:

1. ERI site inspection and associated inspection report conducted April 23, 2014 (ERI Project #32273).

2. Previous preliminary reinforcing design analysis by ERI dated July 15, 2014 (ERI Project #32273A).

3. Partial set of tower drawings by Utility Tower Company dated 1973 (Utility project #804-73) and original Dresser-Ideco tower drawings dated 1966 (Dresser project #32547).

4. Site visit by ERI engineer Doug Lampert and technician Troy Knotts on April 17, 2016.

5. Foundation mapping by ETS dated January 28, 2016 (ETS Project 160197.01) and commentary on the soil properties at the site by Joe Borrelli, PE, of Delta Oaks Group.

6. Written and oral communication with Jim Stitt of Northern Kentucky University and Edward Nezic of Austin Insulators.

7. Published data for antenna/appurtenance loading. 3 C. TOWER HISTORY

The bottom 365’ of the structure was originally manufactured by Dresser-Ideco in 1966. In 1973, Utility Tower added an additional 120’ of latticed tower and a 60’ long top pole. The Utility Tower modifications were designed for a constant wind pressure of 50 pounds per square foot, with no consideration being given to ice loading.

D. ANALYSIS CRITERIA

This reinforcing design analysis was performed in accordance with the current ANSI/TIA-222- G, Structural Standard for Antenna Supporting Structures and Antennas. The following table summarizes the design parameters utilized in this analysis with regards to the ANSI/TIA-222-G. Applicable design parameters were established through communication with the customer and a review of the local site topography.

Analyzed ANSI/TIA-222-G Parameters Design Wind Speed 90 mph (three second gust) Design Ice Thickness ¾” Design Concurrent Wind 30 mph Speed With Ice (three second gust) Service Wind Speed 60 mph (three second gust) Structure Classification II Exposure Category Category C Topographic Category Category 1 Height of Crest Above Not applicable to Surrounding Terrain Topographic Category 1

The tower owner or their representative shall be responsible for contacting state and/or local building officials to verify that the design parameters listed above comply with all local standards and codes. Any variation from the analyzed parameters shown above should be communicated to ERI for comprehensive assessment.

4 E. ASSUMPTIONS/LIMITATIONS

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. Analyzed antenna and appurtenance loading is also portrayed on drawing E-1 in Appendix I. These should be checked for accuracy and any corrections communicated to ERI.

2. All transmission lines have been considered fully exposed under subcritical wind flow conditions utilizing wind-shielding principles based upon the ANSI/TIA 222-G Standard.

3. Analyzed steel minimum yield strengths (Fy) were based upon data contained in the original manufacturers’ drawings provided to ERI by the tower owner.

4. Tower mast 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% of the specified values for the cable sizes utilized on this tower.

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. This study assumes there has been no damage or modifications to the original design and materials either by man or nature, either gradual or sudden, except where may be disclosed elsewhere in this report. Loose bolts, bent members, cracked welds, corrosion, and other tower defects have not been considered.

8. The extent of work for the subject structural analysis is limited to the overall stability and adequacy of the main lattice tower structure including all bolted connections, guy cables, and supporting foundations. A rigorous analysis was specifically not conducted on the following items due to lack of provided information, and/or omission from the contracted scope of work: a. Welded joints (connections assumed to carry the full capacity of the connected member) b. Supported antennas and mounts

5 F. LOADING CONDITIONS INVESTIGATED

The existing structure was analyzed under the following loading scenario: Reinforced Design – All tower loading specified by the customer along with the necessary modifications required to bring the tower into compliance with the design criteria listed above.

The equipment loads considered in this evaluation are provided in the following Tables, and the individual appurtenance loading is summarized in sections F1 and F2.

Table 1. Equipment Inventory Item Appurtenance TX Line Height Status (feet) 1 ERI A-1 Lightning Spur -- 545 Proposed 2 Dual LED Beacon 1” Conduit 545 Proposed 3 ERI SHP-6AC (WNKN 105.9 Mhz) 3” Coax 540 – 493.7 Existing 4 Shively 6813-2R-SS-PS (WOXY 97.7 MHz) HJ7-50A 460 – 455 Existing 5 ERI SHPX-4AE (WNKN Aux) HJ8-50B 356.1 – 328.6 Reserved 6 Omni and mounts 7/8” Coax 320 – 300 Existing 7 NiCom BKG77-1 HJ7-50A 318 Relocated 8 (2) Mid-Beacon Ice Shields -- 278.5 Proposed 9 (2) Dual LED Beacons and Mounts 1” Conduit 275.5 Proposed

6 Item Line Type Antenna Feed Height Status (feet) 1 3" Coax SHP‐6AC (WNKN‐FM) 510.9 Existing 2 3" Coax SHPX‐4AE (WNKN Aux) 322.6 Reserved 3 1‐5/8" Coax Shively 6813‐2R‐SS‐PS (WOXY‐FM) 447 Existing 4 7/8" Coax Omni 300 Existing 5 2" Conduit Messenger 485 Proposed 6 1‐5/8" Coax NiComm BKG‐77‐1 318 Relocated 7 1" Conduit Lighting System 485 Proposed F1. Antenna Design Data

Discrete Tower Loads

Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horizontal Adjustment Front Side Leg Lateral Vertical ft ° ft ft2 ft2 K A-1 Lightning Spur C None 0.000 545.000 No Ice 2.000 2.000 0.024 1/2'' Ice 3.500 3.500 0.045 1'' Ice 5.000 5.000 0.085 TWR L550-864-865 Dual LED Beacon C None 0.000 545.000 No Ice 0.950 0.850 0.030 (Conduit) 1/2'' Ice 1.100 1.100 0.045 1'' Ice 1.250 1.250 0.062 ERI SHP-6AC (WNKN-FM 105.9 MHz) A From 2.000 -20.000 540.000 - No Ice 34.000 35.200 0.700 (FMHA/430) Centroid- 0.000 493.700 1/2'' Ice 43.700 45.800 1.140 (3'' Coax) Leg 0.000 1'' Ice 52.100 56.300 1.640 Shively 6813-2R-SS-PS B From Leg 2.500 -30.000 460.000 - No Ice 6.700 7.800 0.170 (WOXY-FM 97.7 MHz) 0.000 455.000 1/2'' Ice 8.000 9.800 0.330 (HJ7-50A) 0.000 1'' Ice 9.000 11.200 0.505 Reserved ERI SHPX-4AE A From Leg 1.500 0.000 328.625 - No Ice 20.000 21.000 0.450 (WNKN-FM Aux.) 0.000 356.127 1/2'' Ice 25.500 27.000 0.740 (HJ8-50B (3'')) 0.000 1'' Ice 31.000 33.000 1.075 NiCom BKG77 1-bay FM Antenna B From Leg 1.500 -30.000 318.000 No Ice 2.150 3.600 0.030 (RELOCATED) 0.000 1/2'' Ice 3.200 4.800 0.060 (HJ7-50A) 0.000 1'' Ice 4.200 5.900 0.105 Omni Antenna A From Leg 3.000 0.000 320.000 - No Ice 5.000 5.000 0.050 (7/8'' Coax) 0.000 300.000 1/2'' Ice 7.000 7.000 0.085 0.000 1'' Ice 9.100 9.100 0.135 Omni Mounts A From Face 0.000 0.000 300.000 - No Ice 0.000 3.800 0.050 0.000 320.000 1/2'' Ice 0.000 6.500 0.090 0.000 1'' Ice 0.000 9.300 0.140 ERI Mid-Beacon Ice Shield A From Leg 1.000 -30.000 278.500 No Ice 1.400 1.200 0.045 0.000 1/2'' Ice 1.800 1.500 0.075 0.000 1'' Ice 2.200 1.800 0.115 ERI Mid-Beacon Ice Shield B From Leg 1.000 30.000 278.500 No Ice 1.400 1.200 0.045 0.000 1/2'' Ice 1.800 1.500 0.075 0.000 1'' Ice 2.200 1.800 0.115 TWR L550-864-865 Dual LED Beacon A From Leg 1.000 -30.000 275.500 No Ice 1.550 3.100 0.060 and Mount 0.000 1/2'' Ice 1.800 3.500 0.095 (Conduit) 0.000 1'' Ice 2.050 3.900 0.130 TWR L550-864-865 Dual LED Beacon B From Leg 1.000 30.000 275.500 No Ice 1.550 3.100 0.060 and Mount 0.000 1/2'' Ice 1.800 3.500 0.095 (Conduit) 0.000 1'' Ice 2.050 3.900 0.130

8 F2. Transmission Line Design Data

Feed Line/Linear Appurtenances Description Face Allow Component Placement Total Number Clear Width or Weight or Shield Type Number Per Row Spacing Diameter Leg ft in in plf HJ7-50A (1-5/8 AIR) B No Ar (CaAa) 447.000 - 6.000 1 1 1.980 1.980 1.040 (Shively 6813-2R-SS-PS (WOXY)) HJ7-50A (1-5/8 AIR) B No Ar (CaAa) 318.000 - 6.000 1 1 1.980 1.980 1.040 (RELOCATED NiCom BKG77) 7/8'' Coax B No Ar (CaAa) 300.000 - 6.000 1 1 1.150 1.150 0.550 (Omni) HJ8-50B (3 AIR) B No Ar (CaAa) 322.625 - 6.000 1 1 3.010 3.010 1.780 (Reserved SHPX-4AE (WNKN aux)) 1'' Conduit B No Ar (CaAa) 485.000 - 6.000 1 1 3.000 1.315 1.930 (New Lighting System) 2'' Conduit B No Ar (CaAa) 485.000 - 17.000 1 1 3.000 2.375 3.500 (Messenger Conduit)

Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf Climbing Ladder (S1-S19) C No CaAa (In Face) 365.000 - 8.000 1 No Ice 0.191 4.200 1/2'' Ice 0.431 6.400 1'' Ice 0.671 10.500 Climbing Ladder (S20-S25) C No CaAa (In Face) 485.000 - 365.000 1 No Ice 0.213 3.100 1/2'' Ice 0.463 5.500 1'' Ice 0.713 9.900 3'' Coax A No CaAa (In Face) 485.000 - 6.000 1 No Ice 0.305 1.800 (SHP-6AC (WNKN-FM)) 1/2'' Ice 0.405 3.950 1'' Ice 0.505 6.748 3'' Coax A No CaAa (Out Of 510.900 - 485.000 1 No Ice 0.305 1.800 (SHP-6AC (WNKN-FM)) Face) 1/2'' Ice 0.405 3.950 1'' Ice 0.505 6.748 Leg Reinf. Additional Weight C No CaAa (In Face) 445.000 - 485.000 1 No Ice 0.000 6.500 1/2'' Ice 0.000 6.500 1'' Ice 0.000 6.500 Leg Reinf. Additional Weight C No CaAa (In Face) 365.000 - 445.000 1 No Ice 0.000 7.500 1/2'' Ice 0.000 7.500 1'' Ice 0.000 7.500 SO Cable C No Inside Pole 545.000 - 485.000 1 No Ice 0.000 0.250 (Top Beacon) 1/2'' Ice 0.000 0.250 1'' Ice 0.000 0.250 Horizontal Reinf. Add'l Weight C No CaAa (In Face) 365.000 - 485.000 1 No Ice 0.000 7.500 1/2'' Ice 0.000 7.500 1'' Ice 0.000 7.500 Insulated TX Line Supports B No CaAa (In Face) 266.000 - 12.000 1 No Ice 0.180 3.200 1/2'' Ice 0.220 4.900 1'' Ice 0.270 7.300 Non-Insulated TX Line Supports B No CaAa (In Face) 365.000 - 266.000 1 No Ice 0.170 2.000 1/2'' Ice 0.200 3.100 1'' Ice 0.230 4.600 Non-Insulated TX Line Supports B No CaAa (In Face) 485.000 - 365.000 1 No Ice 0.200 2.400 (Utility Sections) 1/2'' Ice 0.240 3.800 1'' Ice 0.270 5.600

9 G. STRENGTH ANALYSIS SUMMARY

The analyzed ‘Reinforced Design’ considered the present, or “as is”, tower geometry and loading in accordance with the ANSI/TIA-222-G Standard. The structural model was then theoretically modified by adding tower member reinforcements and/or modifications, where necessary, to obtain compliance with the current standard, while considering the increased wind forces and redistributed structural reactions imposed by the new reinforcing members and modifications.

The following list summarizes the proposed reinforcements/modifications required to bring the existing structure into compliance with the ANSI/TIA-222-G Standards for a 90 mph design wind speed and a 30 mph design wind speed concurrent with a design ice thickness of ½”. 1. Replace the guy wires, primary and secondary insulators, and attachment hardware of all guy levels. 2. Reinforce the tower legs in Sections 20 – 25 (365’ – 485’). 3. Reinforce the horizontal bracing in Sections 20 – 25 (365’ – 485’). 4. Install new transmission line support brackets from 11’ – 485’. Transmission line brackets shall be supported on standoff insulators from 11’ – 271’ and on non-insulated hangers from 271’ – 485’. 5. Remove the existing tower lighting system and conduit and install a new dual lighting system on the tower. 6. Install a messenger conduit on the tower for transmission line support and attach all existing transmission lines to the messenger conduit and lighting conduit. 7. Replace all step bolts on the top pole and install safety tie-offs on the replacement step bolts. 8. Replace the existing lightning rod at the top of the tower with an ERI A-1 Spur. 9. Remove the existing bolt-on buss bar in Section 12 and install a new galvanized buss bar at the same location. The replacement buss bar is to be welded to the tower and welded areas are to be cleaned and cold-galvanized per ASTM A780. Re-attach all feed line grounding cables to the new buss bar. Replace the grounding of the 3” coax to the WNKN-FM antenna and install proper weatherseal to the jacket. 10. Replace the (18) tower leg bolts at 351.5’ AGL. 11. Inspect and tighten, as needed, all other tower leg bolts from 331.5’ to the base of the tower. 12. Replace the (12) bolts connecting the pole base plate to the top flanges of Section 25 at 485’. 13. Clean and cold galvanize the rusted areas on the base insulator rain shield, areas of legs A and B in Section 18, rusted areas on the flanges at 351.5’, rusted areas of the tower legs in Section 24, the underside of the pole base plate at 485’, and the rusted areas of the guy ears of the top guy level. 14. Remove all unused brackets in Sections 15, 18, and 19 (ref ‘Issue 9’ of ERI Tower Inspection Report dated May 9, 2014). 15. Relocate the NiComm BKG 1-bay FM antenna from 392’ to 318’. 16. Replace the mounts on the Shively 6813-2 FM antenna due to the installation of leg reinforcement at the mounting location. 17. Properly support the 3” coax where it exits the tower cross-section to feed the input of the top FM antenna.

10 The following structural capacities listed for the ‘Reinforced Design’ loading configuration only apply once all proposed tower modifications have been properly installed.

Based upon the analyzed structure, ERI feels it is consistent with good engineering practices to accept an overstress of up to 5%, or 105% of capacity, with regards to the maximum analyzed stress condition. This +/- 5% allowable tolerance with respect to the analysis of existing structures is typical throughout the tower industry to account for the time proven integrity of the tower in consideration, as well as inherent error tolerances associated with the calculations of applied forces and allowable structural steel member capacities.

1. Guy Wire

Following is a table of guy wire capacities. A capacity of 100% would represent the guy wire is at full capacity when considering the required safety factor. Any amount the capacity is under 100% represents surplus capacity. Any amount over 100% represents the amount of an overstressed condition. Upon completion of the specified reinforcements, all guy wires are adequate to support the analyzed loads.

Guy Guy Guy Type Initial Tension Reinforced Level Elevation and @ 60°F Design (feet) Diameter (lbs) Percent Capacity 5 525.0 7/16” EHS 2,080 92 % 4 444.5 9/16” EHS 3,500 98 % 3 363.2 5/8” EHS 4,240 94 % 2 248.1 5/8” EHS 4,240 86 % 1 128.1 9/16” EHS 3,500 67 %

2. Base Insulator

The existing base insulator is an Austin model A-4698C. Conversation with Austin’s engineer Edward Nezic revealed that this is the only example of this insulator that they manufactured, and as such, strength rating information for the insulator was not available in their files. Mr. Nezic recommended using the strength rating published for their current model A-3663-B, which has an ultimate download rating of 1125 kips. The chart below provides the rated design strength versus maximum analyzed load for the loading configurations considered. The base insulator possesses adequate strength to support the maximum analyzed loads.

Insulator Ultimate Design REINFORCED Model No Download Download DESIGN Rating Rating Percent Capacity (kips) (kips) A-4698C 1125 450 72 %

11 3. Tower Leg Members

The following chart depicts the location and percent of leg capacity with 100% representing full capacity when considering appropriate safety factors. Any amount the capacity is under 100% represents surplus capacity. An amount over 100% would represent the amount of an overstressed condition. A plot comparing the leg stresses under the investigated loading scenario to leg capacity is provided on drawing E-3 in Appendix I. Upon completion of the specified reinforcements, all leg members will be adequate to support the analyzed loads.

Section Section Reinforced No. Elevation Design (feet) Percent Capacity 28 (Pole) 545 - 525 11 % 27 (Pole) 525 – 505 52 % 26 (Pole) 505 – 485 66 % 25 485 – 465 32 % 24 465 – 445 56 % 23 445 – 425 45 % 22 425 – 405 32 % 21 405 – 385 46 % 20 385 – 365 72 % 19 365 – 351.5 25 % 18 351.5 – 331.5 18 % 17 331.5 - 311.5 15 % 16 311.5 – 291.5 16 % 15 291.5 – 271.5 22 % 14 271.5 – 251.5 31 % 13 251.5 – 231.5 33 % 12 231.5 – 211.5 26 % 11 211.5 – 191.5 22 % 10 191.5 – 171.5 23 % 9 171.5 – 151.5 24 % 8 151.5 – 131.5 24 % 7 131.5 – 111.5 26 % 6 111.5 – 91.5 28 % 5 91.5 – 71.5 29 % 4 71.5 – 51.5 29 % 3 51.5 – 31.5 29 % 2 31.5 – 11.5 29 % 1 11.5 – 6 45 %

4. Horizontal Inner Members

A plot representing the tower mast shear under the investigated loading scenario is provided on drawing E-4 in Appendix I. Upon completion of the specified reinforcements, all horizontal members will be adequate to support the analyzed loads.

12 5. Diagonal Inner Members

A plot representing the tower mast shear under the investigated loading scenario is provided on drawing E-4 in Appendix I. All diagonal bracing has adequate strength to support the analyzed loads. Please note that because of the bracing design used in the tower sections provided by Utility Tower Company, most of the diagonals in these sections are bent and bowed. The manufacturer used a “tension-only” bracing scheme in these sections, meaning that the diagonals are designed to resist only the tension forces applied to them. Hence, they used long, slender members for these braces. Because the sections are of an all-welded design, these members cannot be pre-loaded with tension. Therefore, significant compressive forces are applied to one diagonal of each pair before the other diagonal of the pair can resist tension, which causes partial yielding and buckling of the member that is resisting compression forces. Because of this design flaw, it is ERI’s recommendation that no additional loading be installed on the tower in the top six latticed tower sections that were provided by Utility Tower.

6. Deflection, Tilt and Twist

The tower’s deflection, slope/tilt, and twist are portrayed as a function of elevation on drawing E-5 in Appendix I. The following chart summarizes the maximum calculated deflection, slope/tilt, and twist at a service wind speed of 60 mph with no ice.

Loading Maximum Maximum Maximum Configuration Deflection Slope/Tilt Twist (inches) (degrees) (degrees) Reinforced Design 10.9 0.6 1.1

7. Bolted Connections

All bolted connections are adequate to support the analyzed loads.

8. Welded Joints

Welded joints were not rigorously reviewed due to inadequate access to measure certain weld sizes along with lack of documentation regarding joint preparation and filler metal grade. All welded joints were consequently assumed capable of achieving the maximum strength of the connected member or corresponding bolts as normally designed.

9. Tower Foundation

Foundation mapping services were utilized to determine the existing base and guy anchor foundation sizes prior to the receipt of the original foundation drawings for the structure by Dresser-Ideco. Comparison of the results of the mapping with the original foundation drawings indicates that the foundations were enlarged at some time in the past, possibly when Utility tower extended the height of the tower in 1973.

As for soil strength parameters, the tower owner did not want to perform borings at the site due to the copper grounding system for the AM station at the site. Hence, the foundations were analyzed using 222-G “Presumptive Clay” soil parameters.

Using the available soil and foundation data, the foundations are found to be adequate to support the analyzed loads.

13 H. CONCLUSIONS

I. 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 individuals professionally trained in tower erection and post-erection modifications.

3. It is our recommendation that owners of guyed towers containing fiberglass insulator rods have annual inspections done to check the integrity of the fiberglass assemblies. The expected serviceable life for these products can be as little as 10 years depending upon the application, local environment, and loading conditions. At minimum, the following items should be closely monitored and any concerns reported back to an experienced engineer for disposition: a. Check UV protective coating/sheathing for any compromised areas which directly expose the fiberglass to the elements. Minor imperfections in rods which utilize white epoxy for the sheathing may be repaired using basic white appliance epoxy spray paint (such as Krylon 3201 Appliance Epoxy Spray Paint). b. Inspect rod for any marks, chips, splinters, or cracks in the glass. c. Verify all end fittings are tight and properly made. Check end fittings for corrosion and verify all shear pins are securely installed with cotter pins in place. d. Check interface between end fitting and rod for any gaps or signs of separation and ensure all seals are intact to prevent any potential for moisture intrusion.

4. 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.

14 5. An ongoing tower maintenance program should be implemented for this site, if not already in place, to ensure safety and extend the structure’s serviceable life. Ground inspections should be conducted at least annually and complete climbing inspections should be performed at a minimum of every three years by authorized personnel experienced in climbing and tower maintenance. In addition, complete climbing inspections should be conducted after any major tower loading event associated with high winds and/or ice loading, heavy rigging, vandalism, etc. A complete list of the recommended maintenance and inspection procedures is contained in Annex J of the ANSI/TIA-222-G Standard.

J. SUMMARY

ERI has over a 60 year history of providing superior products and engineering services to broadcasters. We are pleased to be able to extend the benefits of our experience to your company.

Please contact ERI if you have any questions or comments concerning this analysis and report.

Appendix I: Tower Elevation Drawings and Stress Plots Reinforced Design 545’ Guyed Tower WNKN-FM and WPFB-AM Middletown (Butler County), OH FCC ASR #1015302

ERI Project #32273B

545.0 ft R=348.340 ft (-12.256) L1 0.9 N.A.

525.0 ft

7 /1 6

L2 0.9 E N.A. N.A. N.A. N.A. N.A. N.A. H S 0.895833 A53-B-35 P10x.365 505.0 ft L C = 6 4 L3

0.9 0 . N.A. N.A. 0 5 485.0 ft 7

IT = T1 1.2 1 0 465.0 ft % A T2 1.2

445.0 ft

9 /1 6

1.6 E H 5x3/8 S 425.0 ft L R=336.290 ft (5.544) R=344.010 ft (-5.856) C =

SR 5/8 5 PLAN

A572-50 A572-50 7

24 @ 4.75 3 T4 1.5 .0 3 0 405.0 ft f B t

IT = 1 T5 1.5 0

N.A. %

(32273B) 7/8" SR with L2x2x5/16 (8")(32273B) 7/8" L2x2x5/16 SR with (8")(32273B) 7/8" L2x2x5/16 SR with (8")(32273B) 7/8" L2x2x5/16 SR with 385.0 ft A-1TWRERIShivelyReservedOmniNiCom LightningSHP-6ACMid-Beacon L550-864-865AntennaMounts BKG776813-2R-SS-PS ERI Spur SHPX-4AE (WNKN-FM(7/8"1-bay Ice Coax)DualShield FM (WOXY-FM AntennaLED (WNKN-FM105.9 Beacon MHz) 97.7 Aux.)and545540460356.127320318278.5275.5 - 493.7455300 - 328.625 (Conduit)(FMHA/430)MHz)(HJ8-50B(RELOCATED)Mount (HJ7-50A) (Conduit) (3")) (3" (HJ7-50A)Coax) DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION T6 1.5 A-1 Lightning Spur 545 Omni Mounts 320 - 300 365.0 ft TWR L550-864-865 Dual LED Beacon 545 NiCom BKG77 1-bay FM Antenna 318 5 /8

T7 F G (Conduit) (RELOCATED) (HJ7-50A) 2.7 E 351.5 ft H S ERI SHP-6AC (WNKN-FM 105.9 MHz) 540 - 493.7 ERI Mid-Beacon Ice Shield 278.5 L C (FMHA/430) (3" Coax) = ERI Mid-Beacon Ice Shield 278.5 5 T8

3.8 1 0 Shively 6813-2R-SS-PS (WOXY-FM 97.7460 - 455 TWR L550-864-865 Dual LED Beacon and275.5 .5 9 MHz) (HJ7-50A) 331.5 ft 4 Mount (Conduit) f t Reserved ERI SHPX-4AE (WNKN-FM Aux.)356.127 - 328.625 TWR L550-864-865 Dual LED Beacon and275.5 IT = (HJ8-50B (3"))

T9 Mount (Conduit)

3.8 1 0 % Omni Antenna (7/8" Coax) 320 - 300 311.5 ft 3.8 T10

N.A. SYMBOL LIST 291.5 ft MARK SIZE MARK SIZE A (32273B) 1.625" SR with L3x3x3/8 (18") F L6x4x3/8 3.8 T11 B (32273B) 2.00" SR with L3.5x3.5x3/8 (18") G 8 @ 1.65104 271.5 ft C SR 1 1/2 H 2 @ 1.73958 D N.A. I 1 @ 1.875 3.8 T12 E C12x30 251.5 ft

5 MATERIAL STRENGTH

4 / 8 EH GRADE Fy Fu GRADE Fy Fu 4.0 T13 S LC A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi L6x4x3/8 231.5 ft =4 33 .0 20 ft 3.8 T14 IT TOWER DESIGN NOTES =1 211.5 ft 0% 1. Tower designed for Exposure C to the TIA-222-G Standard. 2. Tower designed for a 90.0 mph basic wind in accordance with the TIA-222-G Standard. 3.8 T15 3. Tower is also designed for a 30.0 mph basic wind with 0.75 in ice. Ice is considered to increase in 191.5 ft thickness with height.

SR 1 4. Deflections are based upon a 60.0 mph wind. A36 A36 SR 1 N.A. SR 4 3.8 T16

SR 1 1/2 N.A. 5. Tower Structure Class II. 171.5 ft 6. Topographic Category 1 with Crest Height of 0.000 ft 204 @ 1.64236 7. Base 359' tower manufactured by Dresser-Ideco in 1967. 3.8 T17 8. Top 180' of mast/pole manufactured Utility Tower in 1973. 151.5 ft 9. ASRN 1015302. 3.8 T18 131.5 ft

9/ 16 E HS

4.0 L

T19 C =37 3.40 L6x4x3/8 111.5 ft 1 ft IT= 10% 3.8 T20 91.5 ft 3.8 T21 71.5 ft 3.8 T22

N.A. 51.5 ft 3.8 T23 31.5 ft

59 K 3.8 T24 11.5 ft D H 0.7

T25 I 6.0 ft C E T26 0.8 8 2 K 7 K 80.6 65 K 324 K (Axial) R=348.340 ft 4 kip-ft (Torque)

ALL REACTIONS ARE FACTORED # Panels @ (ft) # Panels Top Guy Pull-Offs Top Guy Face Width (ft) Face Width Weight (K) Weight Leg Grade Section Legs Diagonal Grade Diagonal Diagonals Top Girts Bottom Girts Bottom Horizontals Electronics Research, Inc.Job: 32273B - Reinforced Design 7777 Gardner Road Project:Middleton, OH (Butler County) Chandler, IN 47610-9637 Client: Northern Kentucky University Drawn by:Doug A. Lampert App'd: Code: Date: Scale: Established 1943 AISC Certified Fabricator Phone: (812) 925-6000 TIA-222-G 05/05/16 NTS Path: Dwg No. FAX: (812) 925-4030 J:\Analysis\32273B-Middletown, OH - DL\tnxTower Files\32273B_0.25 in tens takeup_reinf-1_v3.eri E-1 Plot Plan Total Area - 7.82 Acres

R=348.340 ft, 0 deg Azimuth (-12.256 ft) 15.000 348.340 550.345

Base Elev=6.000 ft 172.005

R=336.290 ft, 240 deg Azimuth (5.544 ft) R=344.010 ft, 120 deg Azimuth (-5.856 ft) 15.000

15.000 291.236 297.921 15.000

619.157

Electronics Research, Inc.Job: 32273B - Reinforced Design 7777 Gardner Road Project:Middleton, OH (Butler County) Chandler, IN 47610-9637 Client: Northern Kentucky University Drawn by:Doug A. Lampert App'd: Code: Date: Scale: Established 1943 AISC Certified Fabricator Phone: (812) 925-6000 TIA-222-G 05/05/16 NTS Path: Dwg No. FAX: (812) 925-4030 J:\Analysis\32273B-Middletown, OH - DL\tnxTower Files\32273B_0.25 in tens takeup_reinf-1_v3.eri E-2 TIA-222-G - 90.0 mph/30.0 mph 0.750 in Ice Exposure C Leg Capacity Leg Compression (K)

500 <- Minimum -0 Maximum -> -500 545.000 545.000

525.000 525.000

505.000 505.000

485.000 485.000

465.000 465.000

445.000 445.000

425.000 425.000

405.000 405.000

385.000 385.000

365.000 365.000

351.500 351.500

331.500 331.500

311.500 311.500

291.500 291.500 on (ft) 271.500 271.500

251.500 251.500 Elevati

231.500 231.500

211.500 211.500

191.500 191.500

171.500 171.500

151.500 151.500

131.500 131.500

111.500 111.500

91.500 91.500

71.500 71.500

51.500 51.500

31.500 31.500

11.500 11.500 6.000 6.000

500 <- Minimum -0 Maximum -> -500

Electronics Research, Inc.Job: 32273B - Reinforced Design 7777 Gardner Road Project:Middleton, OH (Butler County) Chandler, IN 47610-9637 Client: Northern Kentucky University Drawn by:Doug A. Lampert App'd: Code: Date: Scale: Established 1943 AISC Certified Fabricator Phone: (812) 925-6000 TIA-222-G 05/05/16 NTS Path: Dwg No. FAX: (812) 925-4030 J:\Analysis\32273B-Middletown, OH - DL\tnxTower Files\32273B_0.25 in tens takeup_reinf-1_v3.eri E-3 TIA-222-G - 90.0 mph/30.0 mph 0.750 in Ice Exposure C Maximum Values Vx Vz Mx Mz

Global Mast Shear (K) Global Mast Moment (kip-ft) 0 5 10 0 500 545.000 545.000

525.000 525.000

505.000 505.000

485.000 485.000

465.000 465.000

445.000 445.000

425.000 425.000

405.000 405.000

385.000 385.000

365.000 365.000

351.500 351.500

331.500 331.500

311.500 311.500

291.500 291.500 on (ft) 271.500 271.500

251.500 251.500 Elevati

231.500 231.500

211.500 211.500

191.500 191.500

171.500 171.500

151.500 151.500

131.500 131.500

111.500 111.500

91.500 91.500

71.500 71.500

51.500 51.500

31.500 31.500

11.500 11.500 6.000 6.000

0 5 10 0 500

Deflection (in) Tilt (deg) Twist (deg) 0 5 10 15 0 0.5 1 0 0.5 1 1.5 545.000 545.000

525.000 525.000

505.000 505.000

485.000 485.000

465.000 465.000

445.000 445.000

425.000 425.000

405.000 405.000

385.000 385.000

365.000 365.000

351.500 351.500

331.500 331.500

311.500 311.500

291.500 291.500 on (ft) 271.500 271.500

251.500 251.500 Elevati

231.500 231.500

211.500 211.500

191.500 191.500

171.500 171.500

151.500 151.500

131.500 131.500

111.500 111.500

91.500 91.500

71.500 71.500

51.500 51.500

31.500 31.500

11.500 11.500 6.000 6.000

0 5 10 15 0 0.5 1 0 0.5 1 1.5

Electronics Research, Inc.Job: 32273B - Reinforced Design 7777 Gardner Road Project:Middleton, OH (Butler County) Chandler, IN 47610-9637 Client: Northern Kentucky University Drawn by:Doug A. Lampert App'd: Code: Date: Scale: Established 1943 AISC Certified Fabricator Phone: (812) 925-6000 TIA-222-G 05/05/16 NTS Path: Dwg No. FAX: (812) 925-4030 J:\Analysis\32273B-Middletown, OH - DL\tnxTower Files\32273B_0.25 in tens takeup_reinf-1_v3.eri E-5 Feed Line Distribution Chart 6' - 545' Round Flat App In Face App Out Face Truss Leg

545.000 Face A Face B Face C 545.000

525.000 525.000

510.900 510.900 505.000 505.000

485.000 485.000 485.000 (Top Cable SO Beacon) 485.000

465.000 465.000 3" Coax (SHP-6AC (WNKN-FM)) (SHP-6AC Coax 3" ility Sections) 445.000 445.000447.000 445.000447.000 445.000 Leg Reinf. Additional Weight Additional Leg Reinf. 425.000 425.000

405.000 405.000 Climbing Ladder (S20-S25) Climbing Horizontal Reinf. Add'l Weight Add'l Reinf. Horizontal 385.000 385.000 Leg Reinf. Additional Weight Additional Leg Reinf. 365.000 365.000 (Ut Supports TXNon-Insulated Line 365.000 365.000

351.500 351.500

331.500 331.500 322.625 322.625 318.000 318.000 311.500 311.500

300.000 300.000 291.500 291.500 Non-Insulated TX Line Supports TXNon-Insulated Line on (ft) 271.500 271.500 266.000 266.000

251.500 251.500 Elevati

231.500 231.500

211.500 (Messenger2" Conduit) Conduit 211.500 3" Coax (SHP-6AC (WNKN-FM)) (SHP-6AC Coax 3" 1" Conduit (New System) 1" Conduit Lighting

191.500 191.500

171.500 171.500 HJ7-50A (1-5/8 AIR) (Shively 6813-2R-SS-PSHJ7-50A (1-5/8 (WOXY)) AIR) (Shively

151.500 Ladder (S1-S19) Climbing 151.500

131.500 (Omni) 7/8" Coax 131.500

111.500 111.500 Insulated TX Line Supports TX Line Insulated HJ8-50B (3 AIR) (WNKN (Reserved SHPX-4AE aux)) HJ7-50A (1-5/8 AIR) (RELOCATED NiCom BKG77) 91.500 91.500

71.500 71.500

51.500 51.500

31.500 31.500

17.000 17.000 11.500 12.000 12.000 11.500 6.000 8.000 8.000 6.000

4 3 2 1 2. SEEFORLOADING. TOWER2. DRAWINGE-1L 1. SEE DRAWING E-1N FOR DESIGN NOTES. NOTES: 11.5' 31.5' 51.5' 71.5' 91.5' 111.5' 131.5' 151.5' 171.5' 191.5' 211.5' 231.5' 251.5' 271.5' 291.5' 311.5' 331.5' 351.5' 365.0' 385.0' 405.0' 425.0' 445.0' 465.0' 485.0' 505.0' 525.0' 545.0' 0.0' 6.0' 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 2 3 4 5 6 7 8 9 128.1' 248.1' SEE NOTE 3H SEE NOTE 3J SEE NOTE 3G NOTE SEE SEE NOTE 3LSEE NOTE SEE NOTES 3B 3B & 3C NOTES SEE

B B

H 20'-0" /

8 S

TYPICAL TOWER SECTION

L E

H 19.7"

5 V S

E 18) - 2 (SECTIONS

" TYP.

E L

E S S

2 EV

3 4'-0"

7 H

20'-0"

TYPICAL TOWER SECTION TOWER TYPICAL 4'-9"

(SECTIONS 20 - 25) - 20 (SECTIONS TYP.

4'-0"

A 348.340' = R A

PROJECT NO. 32273B/1 7777 GARDNER Rd.

SEE NOTE3A ELECTRONICS RESEARCHCHANDLER, IN INC. ERI APPROVAL NAME DATE ESTABLISHED 1943 47610-9219 PHONE: (812) 925-6000 DRAWN BY CLR 5/10/2016 R FAX: (812) 925-4030 TITLE: DRAFTING TOWER ELEVATION DESIGN MGR. REINFORCEMENT DESIGN ENG. DL 5/16/2016 MATERIAL FINISH This document/drawing contains information considered confidential by TOLERANCES Electronics Research, Inc. ("ERI"). This information is disclosed on a THIRD ANGLE PROJECTION OVERALL-NOT CUMULATIVE 1 PLACE DECIMAL ± .1 MANUF. MIDDLETOWN, OH confidential basis and only authorized for use in the installation, operation, UNLESS OTHERWISE SPECIFIED, 2 PLACE DECIMAL ± .03 and maintenance of ERI tower and antenna equipment, as appropriate. ALL DIMENSIONS ARE IN INCHES 3 PLACE DECIMAL ± .010 EXT. APPROVAL SIZE CAGE CODE DWG NO. REV. Reproduction, transmission or disclosure to others, or unauthorized use, AND APPLICABLE AT 20°C (68°F) ANGULAR ± .5° without the express written consent of ERI, is strictly prohibited. SUPERSEDES PART NO. B OZNS1 E-1 FRACTIONAL ± 1/16" UNAUTHORIZED DUPLICATION, REPRODUCTION, OR DISCLOSURE OF SCALE : WEIGHT: SHEET: THIS INFORMATION IS A VIOLATION OF FEDERAL LAW. INTERPRET DIMENSIONS AND TOLERANCES PER ASME Y14.5M-1994 FILE NAME: 32273B_E-1.idw AS NOTED 1 OF 1 COPYRIGHT 2016 ERI, ELECTRONICS RESEARCH INC. 3 2 1

4 3 2 1 NOTES: 2 1. REUSE EXISTING Ø1-5/8" ANCHOR PINS OF GUY LEVELS 1, 2, AND 3. L5 2. DO NOT REUSE THE COTTER PINS ON THE Ø1-5/8" PINS OF GUY LEVELS 1, 2, AND 3. B L4

1 L3 3

Ø1-5/8" PIN 5 L2 1 L1 B 1 A

B B 4

SECTION A-A 5 SCALE 1 / 4 (LEVELS 1, 2, AND 3) 1

A 5

4 8 10 PURCHASE 1/2" X 5" COTTER PIN (McMASTER CARR 98401A755) NOT SHOWN 7 12 32273B-RW RIGGING WASHERS ON DRAWING 6 1 32273B-206 3" X 18-1/2" RIGGING PIN 5 30 PURCHASE 1/2" X 4" COTTER PIN (McMASTER CARR 98401A754) 4 24 32273B-W1 ANCHOR SPACER WASHER 5 3 3 32273B-AP4 ANCHOR PIN (LEVELS 4 & 5) 2 2 3 32273B-LP2 ANCHOR LINK PLATE (LEVELS 4 & 5) 1 9 32273B-LP1 ANCHOR LINK PLATE (LEVELS 1, 2, & 3) A A ITEM QTY PART NUMBER DESCRIPTION BILL OF MATERIAL PROJECT NO. 32273B/1 7777 GARDNER Rd. ELECTRONICS RESEARCHCHANDLER, IN INC. ERI APPROVAL NAME DATE ESTABLISHED 1943 47610-9219 SECTION B-B PHONE: (812) 925-6000 DRAWN BY CLR 4/11/2016 R FAX: (812) 925-4030 SCALE 1 / 4 TITLE: (LEVELS 4 AND 5) DRAFTING ANCHOR DETAIL DESIGN MGR. MIDDLETOWN, OH ENG. DL 5/16/2016 MATERIAL FINISH This document/drawing contains information considered confidential by TOLERANCES Electronics Research, Inc. ("ERI"). This information is disclosed on a THIRD ANGLE PROJECTION OVERALL-NOT CUMULATIVE 1 PLACE DECIMAL ± .1 MANUF. confidential basis and only authorized for use in the installation, operation, UNLESS OTHERWISE SPECIFIED, 2 PLACE DECIMAL ± .03 and maintenance of ERI tower and antenna equipment, as appropriate. ALL DIMENSIONS ARE IN INCHES 3 PLACE DECIMAL ± .010 EXT. APPROVAL SIZE CAGE CODE DWG NO. REV. Reproduction, transmission or disclosure to others, or unauthorized use, AND APPLICABLE AT 20°C (68°F) ANGULAR ± .5° without the express written consent of ERI, is strictly prohibited. SUPERSEDES PART NO. B OZNS1 C-3 FRACTIONAL ± 1/16" UNAUTHORIZED DUPLICATION, REPRODUCTION, OR DISCLOSURE OF SCALE : WEIGHT: SHEET: THIS INFORMATION IS A VIOLATION OF FEDERAL LAW. INTERPRET DIMENSIONS AND TOLERANCES PER ASME Y14.5M-1994 FILE NAME: 32273B_ANCHOR-1.idw AS NOTED 1 OF 1 COPYRIGHT 2016 ERI, ELECTRONICS RESEARCH INC. 3 2 1

4 3 2 1 NOTES: LEG REINFORCEMENT SCHEDULE 1. UNIT OF MEASURE IS EACH UNLESS OTHERWISE NOTED. SECTION SECTION ELEVATION EXISTING LEG REINFORCEMENT 2. NOTE REQUIRED ORIENTATION OF REINFORCING ANGLES ON LEGS. NUMBER (ft) LEG SIZE ANGLE PART NUMBER 20 365.0 - 385.0 Ø2.00 32273B-A200 21 385.0 - 405.0 Ø2.00 32273B-A200 22 405.0 - 425.0 Ø2.00 32273B-A200 23 425.0 - 445.0 Ø2.00 32273B-A200 24 445.0 - 465.0 Ø1.625 32273B-A1625 25 465.0 - 485.0 Ø1.625 32273B-A1625

B B

18.00 MAX. 3 U-BOLT SPACING TOWER LEG

AA 1 2

20' 2 2

LEG ORIENTATION SECTION A-A (SECTIONS 20 - 25) SCALE 1 / 2

1 6 32273B-A1625 SECTIONS 24 & 25 LEG REINFORCEMENT 21232273B-A200 SECTIONS 20, 21, 22 & 23 LEG REINFORCEMENT 3 252 UB0813-0262GA Ø1/2"-13 X 2-5/8" C/C U-BOLT W/ NUT, LW & FW A 4 504 WT06SS-N001 TAPERED WASHER A ITEM QTY PART NUMBER DESCRIPTION BILL OF MATERIAL PROJECT NO. 32273B/1 7777 GARDNER Rd. ELECTRONICS RESEARCHCHANDLER, IN INC. ERI APPROVAL NAME DATE ESTABLISHED 1943 47610-9219 ELEVATION VIEW PHONE: (812) 925-6000 DRAWN BY CLR 4/7/2016 R FAX: (812) 925-4030 SCALE 1 / 35 TITLE: DRAFTING LEG REINFORCEMENT DETAILS DESIGN MGR. MIDDLETOWN, OH ENG. DL 5/17/2016 MATERIAL FINISH This document/drawing contains information considered confidential by TOLERANCES Electronics Research, Inc. ("ERI"). This information is disclosed on a THIRD ANGLE PROJECTION OVERALL-NOT CUMULATIVE 1 PLACE DECIMAL ± .1 MANUF. confidential basis and only authorized for use in the installation, operation, UNLESS OTHERWISE SPECIFIED, 2 PLACE DECIMAL ± .03 and maintenance of ERI tower and antenna equipment, as appropriate. ALL DIMENSIONS ARE IN INCHES 3 PLACE DECIMAL ± .010 EXT. APPROVAL SIZE CAGE CODE DWG NO. REV. Reproduction, transmission or disclosure to others, or unauthorized use, AND APPLICABLE AT 20°C (68°F) ANGULAR ± .5° SUPERSEDES PART NO. A-1 without the express written consent of ERI, is strictly prohibited. B OZNS1 UNAUTHORIZED DUPLICATION, REPRODUCTION, OR DISCLOSURE OF FRACTIONAL ± 1/16" INTERPRET DIMENSIONS AND TOLERANCES SCALE : WEIGHT: SHEET: THIS INFORMATION IS A VIOLATION OF FEDERAL LAW. FILE NAME: PER ASME Y14.5M-1994 32273B_A-1.idw AS NOTED 1 OF 1 COPYRIGHT 2016 ERI, ELECTRONICS RESEARCH INC. 3 2 1

4 3 2 1 NOTES: 1. UNIT OF MEASURE IS EACH UNLESS OTHERWISE NOTED. 1 2. REINFORCING ANGLES MAY BE ORIENTED IN ANY DIRECTION ON THE HORIZONTALS, BUT EXISTING HORIZONTAL BRACE PREFERABLY WITH THE THREADED ENDS OF THE U-BOLTS ON THE OUTSIDE OF THE TOWER. C

4 3

B B SECTION A-A SCALE 1 / 2 3 3 1 2

F " A C " C E E " C A A F "

A FACE "B"

C A 4 B B

4 30 32273B-HRA2 FACE B REINFORCMENT ANGLE VIEW B-B VIEW C-C 3 60 32273B-HRA1 FACE A & C REINFORCMENT ANGLE 2 960 WT06SS-N001 TAPER WASHER SCALE 1 / 45 SCALE 1 / 45 1 480 UB0616-0162GA Ø3/8"-16 X 1-5/8" C/C U-BOLT W/ NUT, LW & FW A A ITEM QTY PART NUMBER DESCRIPTION BILL OF MATERIAL PROJECT NO. 32273B/1 7777 GARDNER Rd. ELECTRONICS RESEARCHCHANDLER, IN INC. ERI APPROVAL NAME DATE ESTABLISHED 1943 47610-9219 PHONE: (812) 925-6000 DRAWN BY CLR 5/9/2016 R FAX: (812) 925-4030 TITLE: DRAFTING HORIZONTAL REINFORCEMENT DETAILS DESIGN MGR. FOR SECTIONS 20 - 25 ENG. DL 5/16/2016 MATERIAL FINISH This document/drawing contains information considered confidential by TOLERANCES Electronics Research, Inc. ("ERI"). This information is disclosed on a THIRD ANGLE PROJECTION OVERALL-NOT CUMULATIVE 1 PLACE DECIMAL ± .1 MANUF. MIDDLETOWN, OH confidential basis and only authorized for use in the installation, operation, UNLESS OTHERWISE SPECIFIED, 2 PLACE DECIMAL ± .03 and maintenance of ERI tower and antenna equipment, as appropriate. ALL DIMENSIONS ARE IN INCHES 3 PLACE DECIMAL ± .010 EXT. APPROVAL SIZE CAGE CODE DWG NO. REV. Reproduction, transmission or disclosure to others, or unauthorized use, AND APPLICABLE AT 20°C (68°F) ANGULAR ± .5° without the express written consent of ERI, is strictly prohibited. SUPERSEDES PART NO. B OZNS1 A-2 FRACTIONAL ± 1/16" UNAUTHORIZED DUPLICATION, REPRODUCTION, OR DISCLOSURE OF SCALE : WEIGHT: SHEET: THIS INFORMATION IS A VIOLATION OF FEDERAL LAW. INTERPRET DIMENSIONS AND TOLERANCES PER ASME Y14.5M-1994 FILE NAME: 32273B_A-2.idw AS NOTED 1 OF 1 COPYRIGHT 2016 ERI, ELECTRONICS RESEARCH INC. 3 2 1

4 3 2 1 NOTES: 1. THIS SHEET COVERS ITEMS NOT SPECIFICALLY SHOWN ON A DRAWING IN THIS PACKAGE. 2. THE E-1N NOTE THAT EACH PART BELOW PERTAINS TO IS LISTED IN THE "REF. E-1N".

BILL OF MATERIAL ITEM QTY PART NUMBER DESCRIPTION REF. E-1N B 11 Purchase Galvanized Buss Bar 12"x4"x1/4" (SitePro p/n HDG41227) 3-I B 212 SC1210H0350GA 3/4" x 3.50" A325 Galv. Bolt 3-L 3 12 NLA1210GA 3/4" Anco Nut, Galv. 3-L 4 18 SC1608H0625GA 1" x 6.25" A325 Galv. Bolt 3-J 5 18 NLA1608GA 1" Anco Nut, Galv. 3-J 6 24 CUS0032-0400 4" Copper Strap 3-R 7 2 PT0008 Spray-on ZRC 3-M 8 2 PT0009 Brush-on ZRC 3-I and 3-M 9 8 PT0022 2" Wide Paint Brush 3-I and 3-M 10 58 Purchase 3/4" x 7" Step Bolt, Galv. 3-G 11 58 NU1210GA 3/4" Nut, Galv. 3-G 12 58 Purchase Step Bolt Anchor Lug (Tuf-Tug p/n 115-154-45Y) 3-G 13 1 LR0062-4800 C-1 Lightning Spur 3-H 14 1 Purchase FAA E2 Med. Intensity Dual L-864/L-865 LED Lighting System 3-E 15 2 BPB0001 Mid-Beacon Mounts 3-E 16 2 IS0005 Mid-Beacon Ice Shields 3-E 17 64 UB0616-0200GA 3/8"x2" c/c u-bolts, galv. 3-E 18 480' ED0200GRC 2" Galvanized Rigid Conduit 3-F 19 64 UB0616-0287GA 3/8"x2.875" c/c u-bolts, galv. 3-F 20 50 31766A-11 3" Coax Standard Hangers (5' spacing) (WNKN) 3-F 21 50 HC0040 #40 Hose Clamp (WNKN) 3-F 22 2 26985A 3" Hoisting Grip Kit (WNKN) 3-F and 3-Q 23 1 223700-724 3" Coax Standard Grounding Kit (WNKN) 3-I 24 110 42396A-2 1-5/8" Coax Standard Hangers (4' Spacing) (WOXY) 3-F 25 110 HC0040 #40 Hose Clamp (WOXY) 3-F 26 2 24312A 1-5/8" Hoisting Grip Kit (WOXY) 3-F 27 80 42396A-2 1-5/8" Coax Standard Hangers (4' Spacing) (NiComm FM) 3-F 28 80 HC0040 #40 Hose Clamp (NiComm FM) 3-F 29 2 24312A 1-5/8" Hoisting Grip Kit (NiComm FM) 3-F 30 70 42396A-5 7/8" Coax Standard Hangers (4' Spacing) (Omni) 3-F 31 70 HC0040 #40 Hose Clamp (Omni) 3-F 32 2 19256B 7/8" Coax Hoisting Grip Kit 3-F

A A

PROJECT NO. 7777 GARDNER Rd. ELECTRONICS RESEARCHCHANDLER, IN INC. ERI APPROVAL NAME DATE ESTABLISHED 1943 47610-9219 PHONE: (812) 925-6000 DRAWN BY CLR 5/11/2016 R FAX: (812) 925-4030 TITLE: DRAFTING MISC. BILL OF MATERIAL DESIGN MGR. MIDDLETOWN, MD ENG. DL 5/16/2016 MATERIAL FINISH This document/drawing contains information considered confidential by TOLERANCES Electronics Research, Inc. ("ERI"). This information is disclosed on a THIRD ANGLE PROJECTION OVERALL-NOT CUMULATIVE 1 PLACE DECIMAL ± .1 MANUF. confidential basis and only authorized for use in the installation, operation, UNLESS OTHERWISE SPECIFIED, 2 PLACE DECIMAL ± .03 and maintenance of ERI tower and antenna equipment, as appropriate. ALL DIMENSIONS ARE IN INCHES 3 PLACE DECIMAL ± .010 EXT. APPROVAL SIZE CAGE CODE DWG NO. REV. Reproduction, transmission or disclosure to others, or unauthorized use, AND APPLICABLE AT 20°C (68°F) ANGULAR ± .5° SUPERSEDES PART NO. ABOM without the express written consent of ERI, is strictly prohibited. B OZNS1 UNAUTHORIZED DUPLICATION, REPRODUCTION, OR DISCLOSURE OF FRACTIONAL ± 1/16" INTERPRET DIMENSIONS AND TOLERANCES SCALE : WEIGHT: SHEET: THIS INFORMATION IS A VIOLATION OF FEDERAL LAW. FILE NAME: PER ASME Y14.5M-1994 32273B_ABOM.idw AS NOTED 1 OF 1 COPYRIGHT 2016 ERI, ELECTRONICS RESEARCH INC. 3 2 1

Electronics Research, Inc. Job: 32273B - Middletown, TN 7777 Gardner Road Project: 545' Guyed Tower Chandler, IN 47610-9637 Client: Northern Kentucky University Date: Phone: (812) 925-6000 5/16/2016 User: FAX: (812) 925-4030 dl version 3.9

Guy Tension Charts - EAST ANCHOR

Guy Level 1 (128.069 feet)

Guy Size: 9/16" EHS Height: 128.069 ;ft Breaking Strength: 35 ;kips Radius: 348.34 ;ft Guy Weight: 0.719 ;plf Chord Length: 375.542 ;ft Guy Area: 0.1943 ;in2 Transit Offset: 10 ;ft Guy Modulus: 21,000 ;ksi Ambient/Measured Temperature: 60 ;ºF

Temp. Stressed Percent Tension Intercept Hyd Gauge5 Cable Length Tension at Anchor at Transit Reading (ºF) (feet) at Anchor (lbs) (feet) (psi) 30 375.591 11.51% 4,028 11.744 390 40 375.600 10.99% 3,845 12.290 373 50 375.610 10.48% 3,669 12.868 356 60 375.620 10.00% 3,500 13.475 339 70 375.631 9.54% 3,338 14.112 323 80 375.643 9.10% 3,185 14.776 309 90 375.655 8.69% 3,040 15.462 295

Guy Level 2 (248.069 feet)

Guy Size: 5/8" EHS Height: 248.069 ;ft Breaking Strength: 42.4 ;kips Radius: 348.34 ;ft Guy Weight: 0.868 ;plf Chord Length: 434.868 ;ft Guy Area: 0.2356 ;in2 Transit Offset: 10 ;ft Guy Modulus: 21,000 ;ksi Ambient/Measured Temperature: 60 ;ºF

Temp. Stressed Percent Tension Intercept Hyd Gauge5 Cable Length Tension at Anchor at Transit Reading (ºF) (feet) at Anchor (lbs) (feet) (psi) 30 434.908 11.15% 4,726 16.078 458 40 434.923 10.75% 4,559 16.647 442 50 434.939 10.37% 4,397 17.241 426 60 434.955 10.00% 4,240 17.858 411 70 434.972 9.64% 4,088 18.498 396 80 434.989 9.30% 3,942 19.161 382 90 435.007 8.96% 3,801 19.844 368 Electronics Research, Inc. Job: 32273B - Middletown, TN 7777 Gardner Road Project: 545' Guyed Tower Chandler, IN 47610-9637 Client: Northern Kentucky University Date: Phone: (812) 925-6000 5/16/2016 User: FAX: (812) 925-4030 dl version 3.9

Guy Tension Charts - EAST ANCHOR

Guy Level 3 (363.203 feet)

Guy Size: 5/8" EHS Height: 363.203 ;ft Breaking Strength: 42.4 ;kips Radius: 348.34 ;ft Guy Weight: 0.860 ;plf Chord Length: 512.162 ;ft Guy Area: 0.2356 ;in2 Transit Offset: 10 ;ft Guy Modulus: 21,000 ;ksi Ambient/Measured Temperature: 60 ;ºF

Temp. Stressed Percent Tension Intercept Hyd Gauge5 Cable Length Tension at Anchor at Transit Reading (ºF) (feet) at Anchor (lbs) (feet) (psi) 30 512.193 10.85% 4,602 22.512 446 40 512.215 10.56% 4,479 23.106 434 50 512.238 10.28% 4,358 23.718 422 60 512.261 10.00% 4,240 24.349 411 70 512.285 9.73% 4,125 24.998 400 80 512.308 9.46% 4,012 25.665 389 90 512.332 9.20% 3,903 26.349 378

Guy Level 4 (444.5 feet)

Guy Size: 9/16" EHS Height: 444.5 ;ft Breaking Strength: 35 ;kips Radius: 348.34 ;ft Guy Weight: 0.723 ;plf Chord Length: 574.427 ;ft Guy Area: 0.1943 ;in2 Transit Offset: 10 ;ft Guy Modulus: 21,000 ;ksi Ambient/Measured Temperature: 60 ;ºF

Temp. Stressed Percent Tension Intercept Hyd Gauge5 Cable Length Tension at Anchor at Transit Reading (ºF) (feet) at Anchor (lbs) (feet) (psi) 30 574.456 10.69% 3,742 29.085 363 40 574.484 10.46% 3,660 29.704 355 50 574.512 10.23% 3,579 30.339 347 60 574.541 10.00% 3,500 30.989 339 70 574.569 9.78% 3,422 31.654 332 80 574.598 9.56% 3,346 32.333 324 90 574.627 9.35% 3,272 33.027 317 Electronics Research, Inc. Job: 32273B - Middletown, TN 7777 Gardner Road Project: 545' Guyed Tower Chandler, IN 47610-9637 Client: Northern Kentucky University Date: Phone: (812) 925-6000 5/16/2016 User: FAX: (812) 925-4030 dl version 3.9

Guy Tension Charts - EAST ANCHOR

Guy Level 5 (525 feet)

Guy Size: 7/16" EHS Height: 525 ;ft Breaking Strength: 20.8 ;kips Radius: 348.34 ;ft Guy Weight: 0.430 ;plf Chord Length: 640.301 ;ft Guy Area: 0.1156 ;in2 Transit Offset: 10 ;ft Guy Modulus: 21,000 ;ksi Ambient/Measured Temperature: 60 ;ºF

Temp. Stressed Percent Tension Intercept Hyd Gauge5 Cable Length Tension at Anchor at Transit Reading (ºF) (feet) at Anchor (lbs) (feet) (psi) 30 640.325 10.58% 2,200 36.316 213 40 640.358 10.38% 2,160 36.959 209 50 640.392 10.19% 2,120 37.616 205 60 640.425 10.00% 2,080 38.285 202 70 640.459 9.81% 2,041 38.968 198 80 640.493 9.63% 2,003 39.663 194 90 640.528 9.45% 1,965 40.371 190 NOTES: (1) For initial erection tensioning of non-socketed wires, add 10% to the specified design values to compensate for initial wire stretch. (2) ERI recommends guy tensions be checked annually and re-tensioned, as necessary, to maintain a maximum deviation of +/- 10% for guy wires up to and including 1" diameter and +/- 5% for guy wires greater than 1" diameter. (3) Guy tensions should be checked during a calm day (i.e. ground wind speed less than 10 mph) with no ice present on the structure or guys. (4) Calculations based upon paper by D.L. Dean titled "Static and Dynamic Analysis of Guy Cables", Journal of the Structural Division, Proceedings of the American Society of Civil Engineers, Vol. 87, No. ST1, January 1961.