09 Attachment 03 Complete Report.pdf

SITE ASSESSMENT REPORT

WARROAD MINNESOTA TOWER REPLACEMENT

LMR TOWER REPLACEMENTS

FOR

FAA AERONAUTICAL CENTER

BUILDING 014 – AHQ, ROOM 233A

OKLAHOMA CITY, OKLAHOMA 73125

CONTRACT NO. 6973GH-19-C-00086

PREPARED BY

The Johnson-McAdams Firm, P.A.

108 West Market Street Greenwood, MS 38930 https://wiki.borderconnect.com/index.php/File:USCBP.png https://www.google.com/imgres?imgurl=https%3A%2F%2Fupload.wikimedia.org%2Fwikipedia%2Fcommons%2Fc%2Fc8%2FSeal_of_the_United_States_Federal_Aviation_Administration.svg&imgrefurl=https%3A%2F%2Fcommons.wikimedia.org%2Fwiki%2FFile%3ASeal_of_the_United_States_Federal_Aviation_Administration.svg&docid=Mxv4gZKggB_YJM&tbnid=Uqn638CyJ3NOtM%3A&vet=10ahUKEwjXh5f5nd3kAhW3UxUIHbCSCpAQMwhgKAAwAA..i&w=768&h=768&bih=977&biw=1680&q=faa%20logo&ved=0ahUKEwjXh5f5nd3kAhW3UxUIHbCSCpAQMwhgKAAwAA&iact=mrc&uact=8

SITE ASSESSMENT REPORT

WARROAD MINNESOTA TOWER REPLACEMENT

LMR TOWER REPLACEMENTS

FOR

FAA AERONAUTICAL CENTER

CONTRACT NO. 6973GH-19-C-00086

Prepared for:

FAA Aeronautical Center

Building 014 – AHQ, Room 233A Oklahoma City, Oklahoma 73125

By:

108 West Market Street Greenwood, Mississippi 38930

October 2019

LMR Tower Replacements Site Assessment Report Contract No. 6973GH-19-C-00086 Warroad, Minnesota

The Johnson McAdams Firm, P.A. Page i Greenwood, Mississippi

EXECUTIVE SUMMARY

A three-sided, self-supported tower with a design height of 220 feet will be located approximately

30-40 feet east of the existing tower and 130 feet south of the paved road. The structural components of the tower will be sized for a utilization ratio of 0.5 (plus or minus 10 percent) to allow for future expansion. The existing VHS antenna will be transferred from the existing tower to the new tower. Additionally, three new government furnished antennas will be added. An FAA obstruction light will be provided and the tower painted in accordance with FAA requirements.

Due to soil conditions at the site, the new tower will be supported by 44-inch diameter drilled piers bearing a minimum of 40 feet below finished grade. Concrete grade beams connecting the piers will be provided near finished grade.

A new pre-cast concrete equipment building will be provided adjacent to the tower. An ice bridge will connect the tower to the equipment building and protect the cabling connecting the two. The equipment building will house all existing and planned radio equipment as well as a back-up generator. The equipment building will be supported by 18-inch drilled piers bearing 25 feet below grade and grade beams.

The existing tower will be kept operational until the new tower and equipment is constructed.

Upon approval of a Contractor furnished cutover plan, the Contractor will transfer the antennas and equipment to the new facilities. This transfer will necessitate an outage of approximately 2-4 days.

The estimated construction cost of the new facility is approximately $800,000.

Table of Contents

Executive Summary

Section Title Page No.

1.0 General 1

2.0 Site Description 1

3.0 Existing Site Improvements 2

4.0 Proposed Improvements 3

5.0 Tower Mounted Equipment 4

6.0 Obstruction Lighting and Painting 4

7.0 Geotechnical Report 4

8.0 Structural Design of Tower and Foundation 4

9.0 Design Concerns and Conclusions 7

10.0 Equipment Transfer 7

11.0 Permitting 8

12.0 Estimated Construction Cost 8

Appendices

Appendix A AE Scope of Work Appendix B Site Investigation Report Appendix C Tax Map of Site Appendix D Geotechnical Report Appendix E Tower Analysis Appendix F Foundation Calculations Appendix G Preliminary Cost Estimate

Plates

Plate 1 Coversheet Plate 2 Site Layout Plate 3 Typical Sections

The Johnson McAdams Firm, P.A. Page 1 of 9

1.0 General

The work provided for under this contract with the Federal Aviation Administration (FAA) is for the preparation of construction documents to replace five Land Mobile Radio (LMR) towers for the Customs and Border Patrol (CBP) Division of Homeland Security. Two of these towers are on the northern border and three are located along the southern border. The work is authorized by the FAA contract for “Site Surveys and Construction Packages for Five Land Mobile Radio (LMR)

Sites”, Contract No. 6973GH-19-C-00086. This specific Site Assessment Report addresses the tower at Warroad, Minnesota. The remaining four sites are addressed under separate reports.

The initial site investigation was made on September 10, 2019 by representatives of CBP, FAA and The Johnson-McAdams Firm, P.A. (JMc). Contact information for the individuals participating in the investigation is provided below. A Site Investigation Report is provided in

Appendix B.

Name Representing Email Telephone

Anders Nelson CBP N.A. 701-775-6259

Corey Yeager FAA corey.yeager@faa.gov 405-394-7090

Tom Tollison JMc tom.tollison@jmcfirm.com 662-455-4943

Alan Barger JMc alan.barger@jmcfirm.com 662-455-4943

Vish Naik JMc vnaik@thepowersource.us 662-455-4943

2.0 Site Description

The existing Warroad Tower is located on a four-acre site owned by the U.S. Department of Justice and borders on the south side of 350th Street in Warroad, Roseau County, Minnesota. This site is depicted in Appendix C. No metes and bounds description of the property was provided and no boundary work was required by the AE’s Scope of Work (SOW). The legal description obtained from the Roseau County government site reads as follows; “Section 35, Township 153, Exempt

Property, Subdivision ID 15158”.

mailto:corey.yeager@faa.gov mailto:tom.tollison@jmcfirm.com mailto:alan.barger@jmcfirm.com mailto:vnaik@thepowersource.us

The Johnson McAdams Firm, P.A. Page 2 of 9

The site is primarily wooded with an unimproved access trail to the tower. Slopes at the site vary from approximately 5 percent to 10 percent. The existing tower is in the north central part of the site and is located approximately 130 feet south of 350th Street in Warroad, Roseau County, Minnesota.

3.0 Existing Site Improvements

Improvements at the site consist of a 200 feet tall guyed tower, a pre-formed metal sided equipment shelter (approximately 8 feet x 10 feet) on a concrete slab with a pole mounted transformer. The existing shelter has an underground feed to an existing pole mounted transformer owned by Roseau

Electric Cooperative. The 100-amp panel in the existing equipment building is fed from this transformer via an underground service. An underground communication line was also identified to be serving the existing equipment building.

Photos of Existing Improvements

The Johnson McAdams Firm, P.A. Page 3 of 9

4.0 Proposed Improvements

The improvements scheduled for this site include a new 200 feet self-supporting tower (SST) designed to be expandable up to 220 feet and a new 12 feet x 20 feet (approximately) prefabricated concrete equipment shelter. As the existing antenna will remain operational while the new tower is under construction, the new tower will be constructed approximately 30 - 40 feet east of the existing tower to avoid existing guy wires and equipment.

The existing electrical power to the site is provided by an underground primary feed, looped, to the transformer pole. This service will be maintained for new construction. A new propane powered generator will be provided for back-up electrical power.

The prefabricated building will be constructed of pre-cast concrete and will be approximately 12 feet x 20 feet x 9 feet. Both the electrical equipment and the back-up generator will be housed in this building. The building will be complete with concrete walls, roof and floor slab. The exterior finish of the walls will be exposed aggregate and the interior will be covered with fiberglass reinforced plastic (FRP). The electrical service will be 120/240V, 200-amp single phase service complete with a main disconnect, surge suppression, main breaker panel, automatic transfer switch and duplex receptacles. Interior and exterior lighting will be LED. The back-up generator will be provided with the building and is initially estimated to be a 25-kw unit complete with generator base, wall louvers, intake/exhaust hoods, exhaust fans and temperature control. The building will be provided with (2) 4-ton HVAC units with 48,000 BTU heat strips. A 3 kw, thermostatically controlled, base board heater will be provided in the generator room.

A new 7 feet high security fence will be provided around the tower and equipment building. A 12 feet wide vehicle gate along with a 4 feet wide personnel gate will be provided in the fence.

Ground cover consisting of crushed stone will be provided within the fenced area. The location of the proposed improvements is provided on Plate 2.

The Johnson McAdams Firm, P.A. Page 4 of 9

5.0 Tower Mounted Equipment

The two existing antennas that are currently mounted on the existing tower will be transferred to the new tower once it is constructed. Three additional government furnished antennas (two Omni’s and one Yagi) will be added to the tower at some time in the future. The mounting location and elevations of the antennas are shown in the “Tower Mounted Equipment Schedule” on Plate 2. In addition, an FAA obstruction light will be required.

6.0 Obstruction Lighting and Painting

An FAA approved obstruction lighting will be provided at the top of the tower. The tower will be painted to conform to FAA requirements.

7.0 Geotechnical Report

The geotechnical investigation report for this site was completed on October 11, 2019. The report recommended drilled piers or mat foundations for the tower and made recommendations regarding construction on-site. A copy is provided in Appendix D.

8.0 Structural Design of Tower and Foundation

The proposed tower at Warroad, Minnesota, is scheduled to be a three-sided, Self-Supporting

Tower (SST) with an overall design height of 220 feet. During initial construction, the tower will be constructed to a height of 200 feet with the remaining height added later. Analysis of the tower was done using “tnxTower”, a three-dimensional, finite element program produced by Tower

Numerics, Inc. Reactions from the tower analysis were used for design of the foundations.

The tower was designed to the most stringent load requirements of TIA Standard, TIA-222-H, “Structural Standard for Antenna Supporting Structures and Antennas”, the Office of Technology

Innovation and Acquisition “OTIA Tower Site Design Guide”, ASCE 7 “Hazards Report” and the attached Geotechnical Report. The basic design parameters used are provided in the table below.

The Johnson McAdams Firm, P.A. Page 5 of 9

Tower Design Criteria

Risk Category III(2)

Basis Wind Speed (V) 115 mph(1,3)

Basic Wind Speed with Ice (V1) 100 mph(1,3)

Design Frost Depth 100 inches(3)

Ice Thickness 1 inch (3)

Ice importance Factor 1.2(5)

Ground Snow Load 60 psf(3)

Site Soil Classification D(4)

Ss 0.04(3)

S1 0.14(3)

Allowable Soil Bearing Capacity 3,000 psf (4)

Notes:

(1) All wind speeds are Ultimate.

(2) TIA-222H

(3) ASCE 7 Hazards Report

(4) Geotechnical Report

(5) OTIA Tower Site Design Guide

Individual elements of the tower will be designed to meet the most stringent of the above criteria using TIA load combinations. A maximum utilization factor of 0.5 (plus or minus 10 percent) will control individual element selection to allow for future growth.

The 220 feet tower was designed with a minimum tower width of 4 feet at the top and a height to base width ratio of 8. This resulted in a base width of 27’-6”. Different geometric configurations were considered for the tower. While increasing the height to width ratio reduces the footprint of the structure, the overturning moment on the foundation is increased, requiring a more robust

The Johnson McAdams Firm, P.A. Page 6 of 9 foundation and increased loads on the legs. Preliminary review indicated that the tower design produced by this tower top width and height to width ratio appeared to be economically justifiable.

The foundation for the tower is based upon the recommendations provided in the geotechnical report (Appendix D) and the reactions taken from the tower analysis (Appendix E). The foundation loads from the tower design are based upon the ultimate wind loads shown in the table above. The reactions generated by the analysis are factored reactions resulting from the load combinations provided in the “tnxTower” analysis. As the tower itself was designed based upon a maximum utilization factor of approximately 0.5, the factored loads were used for design of the foundations to ensure a capability for expansion similar to that used for the tower.

The geotechnical report provides two recommendations for the tower foundation; drilled piers and a structural mat. The mat was eliminated as an alternative due to the required depth of construction to avoid frost heave (100 inches). Construction of a concrete mat at this depth would require the subgrade to be exposed for an extended period and would make it susceptible to adverse environmental conditions. The drilled pier alternative would mitigate these factors. The recommendations for this tower are a 44-inch diameter pier with a minimum embedment depth of

40 feet. Above grade, the three piers would be connected by a grade beam to provide additional stiffness.

The proposed equipment building will be a pre-cast concrete structure approximately 12 feet x 20 feet with an approximate weight of 67 kips. This structure will be supported by piers 18-inches in diameter with an estimated depth of 25 feet. The piers will be connected by a void form supported grade beam and slab. A void form will be provided below the grade beam and slab foundation to prevent frost heave.

Calculations documenting the design of the piers are provided in Appendix F. Typical sections are provided on Plate 3

The Johnson McAdams Firm, P.A. Page 7 of 9

9.0 Design Concerns and Conclusions

The proposed tower location will be within approximately 130 feet south of an existing paved road

(350th Street). In the event of a catastrophic failure of the tower, the road could be blocked or a collision between a vehicle and the fallen tower could occur. JMc contacted local and state regulatory agencies and researched federal/state code requirements and found little published information that addresses this issue. A record of these contacts and research is provided in the table below. Based upon this research, no current regulations appear to control the location of the tower in respect to adjacent roads.

Agency/Publication Point of Contact/ Code Section

Conclusion

Roseau County Planning Commission

Jeff Polowski

(218) 463-3750

Roseau County has no regulations regarding the siting of towers Minnesota Building Code Section 3108 Code addresses guy wires but is silent on location of towers in respect to other structures

US CBP OTIA Tower Site Design Guide

Not Applicable Document is silent on location of towers with respect to other structures TIA-222-G Not Applicable Document is silent on location of towers with respect to other structures

IBC 2016 Section 3108 Code addresses guy wires but is silent on location of towers in respect to other structures ASCE 7-16 Not Applicable Document is silent on location of towers with respect to other structures

10.0 Equipment Transfer

Customs and Border Patrol (CBP) desires to minimize the time the site is out of service by keeping the existing tower functioning until the new tower and equipment building is constructed and in place. In order to provide a zero-outage transfer, new equipment would have to be installed in the new equipment building and accepted prior to any demolition of the existing facilities. As no new

The Johnson McAdams Firm, P.A. Page 8 of 9 equipment is anticipated for this project, an interruption of service will be required while existing antennas and equipment are transferred to the new facilities. This transfer will be done by the

Contractor in conjunction with CBP supervisory personnel. Prior to removing and re-installing any equipment, the Contractor will be required to submit a cut over plan to FAA/CBP for approval.

This plan will include a detailed schedule and work plan for transferring the existing antennas and electrical equipment to the new facilities. It is estimated that the site will be out of service for approximately two to four days while equipment is relocated and installed.

11.0 Permitting

A FAA “Hazards to Air Navigation Determination” will be filed to document the obstruction lighting requirements. The findings from this determination will be incorporated into the final design documents.

Operations of the site facilities after construction will consist of no activities that should require air, water or waste permitting. As the disturbed area during construction will be less than one acre, no Sediment and Erosion Control Permit is required. Best Management Practices will be followed during construction to mitigate sediment and erosion control. The practices will consist of silt fences, a rock entrance, waste concrete control and temporary and permanent erosion control practices.

12.0 Estimated Construction Cost

The cost estimate included in this report is intended to provide an approximate value of the recommended improvements and is based upon the preliminary information provided by this report. For this estimate, it is assumed that the construction methods will be as recommended; the project will be scheduled to optimize contractor mobilization and demobilization; the project will be completed without major interruptions to schedule; and the contract will be awarded through a competitive bid process. Changes to these assumptions would affect the accuracy of the cost estimate.

The Johnson McAdams Firm, P.A. Page 9 of 9

The estimated construction cost of the new tower and equipment building is estimated to be approximately $800,000. A copy of the preliminary estimate is provided in Appendix G.

-End of Report-

APPENDIX A

AE SCOPE OF WORK

STATEMENT OF WORK

For

LMR Tower Replacements

1.0 Scope of Work

The contractor will provide labor, travel, permits/application fees, mobilization costs and tools for technicians to travel to each of the respective sites to perform a site condition assessment to gather information to complete construction packages for 5 separate Land Mobile Radio (LMR) sites located in Winterhaven, CA (Araz-Winterhaven), Cactus City, CA (Cactus City), Warroad, MN (Warroad), East Cameron, TX (Abney) & Republic, WA (Klondike). During the site condition assessments, the contractor will be required to perform a site survey, geotechnical investigation, and data collection to facilitate production of a construction package for each site. Site survey will be used for the purpose of developing a scope for the construction package that will be used to bid the replacement of the tower system and infrastructure of the existing owned or leased Customs and Border Protection (CBP) properties for each of the 5 LMR tower sites. The construction package must show the proposed site layout and any recommendations based upon information gathered to replace the tower, shelter, primary and/or backup power at each site per table below. The construction packages must be signed, sealed and dated by a registered professional engineer in the state in which the tower resides.

Physical Scope Requirements Matrix

Site Existing System Proposed System

CA0103: Araz-Winterhaven

Lat. 32.7476 Long. -114.7050

Tower: 160 ft guyed (Fallen); 80 ft mobile COW Shelter: 8x40 ft sheet metal clad on frame Primary Power: Utility grid Back-up Power: Hydrogen fuel cell

Tower: 180 ft SST (expandable to 200 ft) Shelter: 12x24 pre-fab concrete Primary Power: Utility grid Back-up Power: External generator and propane tank

CA14062: Cactus City

Lat. 33.6584 Long. -115.9862

Tower: 50 ft SST Shelter: 8x16 ft molded plastic Primary Power: Utility grid Back-up Power: None (provided by others)

Tower: 80 ft SST (expandable to 100 ft) Shelter: 12x16 ft pre-fab concrete Primary Power: Utility grid Back-up Power: External generator and propane tank

MN13485: Warroad

Lat. 48.9006 Long. -95.3937

Tower: 200 ft guyed Shelter: 6x10 ft and 8x10 ft metal clad on frame Primary Power: Utility grid Back-up Power: None

Tower: 200 ft SST (expandable to 220 ft) Shelter: 12x16 ft pre-fab concrete Primary Power: Utility grid Back-up Power: External generator and propane tank

TX14217: Abney

Lat. 26.1351 Long. -97.3496

Tower: 260 ft guyed Shelter: 8x18 ft pre-fab concrete Primary Power: Utility grid Back-up Power: Internal generator and propane tank

Tower: 280 ft SST (expandable to 320 ft) Shelter: 12x20 ft pre-fab concrete Primary Power: Utility grid Back-up Power: External generator and propane tank

WA13786: Klondike

Lat. 48.6752 Long. -118.7302

Tower: 52 ft wood monopole Shelter: 8x15 ft molded plastic Primary Power: Utility grid Back-up Power: None (provided by others

Tower: 60 ft SST (expandable to 80 ft) Shelter: 10x12 ft pre-fab concrete Primary Power: Utility grid Back-up Power: External generator and propane tank

The contractor will be required for providing a construction package that includes engineering studies, construction specification and construction drawings detailing the site, and placement of the tower, shelter, engine generator and propane tank, as it relates to the removal and replacement of existing and replacement structures. Contractor will be expected to conduct a site survey along with the FAA to obtain more specific requirements on site configuration, functionality and other information to determine existing and future operational requirements. Any or all of the 5 sites may only be accessible by 4x4 vehicle and in a remote location of the mountains.

Completion of the work will include other items as noted in this Statement of Work (SOW) and Section 4.0. All work items denoted in Section 3.0 may require additional effort for items not specifically detailed and/or described in this SOW to meet standard practice and delivery of engineering supportive services.

1.1 Objectives

This agreement shall achieve the following specific objectives:

Conduct a site survey to collect data, develop conceptual layout and refine operational requirements.

The tower shall be designed to meet structural design in accordance with TIA-222-H as a Class III structure to have a 50% loading capacity with the existing and any proposed appurtenances at the expandable height.

Shelter shall be designed to accommodate an approximate 50% rack space utilization capacity with the existing and any proposed equipment installed.

Back-up generator design shall be sized to have a power rating of no more than 75% capacity based upon the calculated peak power usage at the site.

File a Hazard to Air Navigation Determination with the FAA to determine OB Lighting requirements and incorporate findings into the drawing package Design a grounding, bonding, surge protection and lightning protection system.

1.2 References

All applicable documents referenced in this SOW are listed below.

1) Government furnished documents.

2) Applicable Federal, State, and Local Requirements.

3) Applicable Standard Industry Quality and Safety Requirements

2.0 Requirements

Contractor will:

Provide all necessary labor (or sub-contract labor) of appropriate skill to accomplish all tasks with this SOW Travel as necessary to accomplish all tasks in this SOW.

Provide specialized services to accomplish all tasks specified in this SOW.

Must submit and clear a law enforcement clearance through the local CBP sector office for all personnel including sub-contractor personnel Complete all tasks as required in Section 3.0 Provide deliverables as required in Section 3.1 Schedule and coordinate as required by Section 4.0 Provide progress/compliance as required in section 4.0.

3.0 Tasks

The tasks to be performed under this SOW are described below in several categories. Where conflicts arise between documents this document shall supersede.

1) Phase I: Security Clearance

a) All contractor personnel shall submit personal information to the Government for the purposes of submitting to a security clearance check. Security clearance check will be performed by DHS-CBP. All personal and private information (PPI) will be submitted on Attachment A and submitted directly to DHS- CBP. Point of contact for receipt of PPI will be provided upon submission of project schedule after award.

Security clearance must be completed within 2 calendar days after contract award to allow for the typical 3 week processing time prior to construction start date or any requested site visit.

2) Phase II: Site Survey Visit

a) Contractor will participate in a site visit along with a FAA representative to access the site conditions and to obtain more specific requirements to complete a construction package. Site visit is anticipated to be conducted within 30 days after contract award. Provide complete project schedule that denotes start dates, end dates and duration of all major activities. Project schedule may include as many lines and work activities as necessary for the contractor to control and manage the project.

3) Phase III: Construction Package

a) Contractor will prepare and submit a construction package that will facilitate the replacement of the tower, shelter, engine generator and propane tank. The construction package will include construction drawings, construction specifications and engineering studies for geotechnical investigation, structural analysis, power system design, grounding design with rolling sphere and other engineering necessary to support complete installation of all proposed and site survey identified site features.

b) Construction package will be submitted in pdf. and digital format (i.e. AutoCAD, etc.) for the future development of as-built drawings for each site.

c) For each submission of the construction package a review and comment period will be established to allow FAA and other stakeholders opportunity to view the documents and any issues will be resolved prior to moving forward or closing out the task.

3.1 End Results/Deliverables

The deliverables to be completed and submitted under this SOW are site survey with report and drawings at 90% & 100% that reflect the milestones of this agreement and are agreed upon by all parties at the site survey visit. Basic requirements are, but not limited to, geotechnical report, site layout, structural analysis, electrical designs and other engineering studies for each individual site shall be completed. A minimum of 1 week should be allowed for FAA and CBP review at each design submission. Construction package content will be submitted in pdf. format on 8.5X11 paper size for reports and specifications and 11X17 paper size for all construction drawings and should include the following.

Complete Construction Package:

General G-1: Cover Page, Project Data, Location, Title Block and Sheet Index G-2: General Notes, Abbreviations, Codes and Standards, Key, etc.

Civil C-1: Overall Site Layout Plan and Survey (inc. existing location of assets to be demo’d) C-2: Elevation (inc. proposed antennas, lightning rod and terminals. Reference FAA Aeronautical Study 2017-ANM-1494- OE and Tower Mfr drawings for tower design). Show rolling sphere method (150 foot radius) to determine location of air terminals on tower and adjacent buildings as necessary.

C-3: Foundation and concrete pad (for shelter, generator, tank, etc) construction details.

Electrical E-1: Grounding Plan (per FAA 19e and/or Motorola R56) – Copper cable and all copper terminals; two lightning rods with parallel homerun conductors. Tie all lightning protection, tower components, shelter, power systems, and ice bridge into grounding system and bus. (The Tower Mfr generally does not meet CBP grounding requirements in their own set of tower drawings) E-2: Grounding Details including ice bridge grounding connections.

E-3: Single line drawing for power to the site. Wire schedule and other details for the shelter structure and electrical construction are not needed for this effort.

Attachments A-1: Foundation Design - TOWER Mfr A-2: Tower Structural and Permit Package – TOWER Mfr A-2: Tower Detail Design and BOM– TOWER Mfr A-4: Ice Bridge – NEED MFG DATA SHEETS A-5: Shelter – MFG DATA SHEETS A-6: Power System – MFG DATA SHEETS

3.2 List of Deliverables by Task

The deliverables to be completed and submitted for each task under this SOW are described below. Acceptance of the work will be based on conformance with requirements of this agreement and other government furnished information provided by FAALC/AML-2000.

1) Security clearance

2) Schedule

3) Site Survey Report

4) Construction Package

4.0 Schedules/Milestones

The schedule will consist of 1 site assessment visit, weather permitting, at each of the 5 sites and will be scheduled within 10 working days of award and executed within 30 days of contract award.

Deliverables, as stated in Section 3.1, for Araz-Winterhaven, Cactus City and Warroad sites shall be submitted within 45 days of the execution of the site assessment. Entire duration of this effort not to extend more than 90 days after the execution of the contract.

Deliverables, as stated in Section 3.1, for Abney and Klondike sites shall be submitted within 120 days of the execution of the site assessment. Entire duration of this effort not to extend more than 150 days after the execution of the contract.

5.0 Other Considerations

All personnel shall be required to submit and clear a law enforcement clearance through the centralized CBP office.

Consideration for the transfer of the existing technology/appurtenances from the existing tower to the newly constructed tower will be part of the construction process and should be noted in the construction package.

A note should be included in the construction package/drawings regarding the decommissioning of any old assets.

“As-built” drawings based upon the redlines will be part of the construction process so a note shall be included in the construction package annotating this requirement to be completed 30 days after receipt of the redline drawings.

6.0 Progress/Compliance

The following will be coordinated with FAA-AML-2000 in order to monitor progress and ensure compliance (identify action):

Security clearance paperwork Prework Meeting Site visit details Submission Documents in Sections 3.1 & 4.0

7.0 Period of performance

After contract is awarded, the awarded contractor should be prepared to submit the site access found in “Attachment A” within 2 calendar days and to attend site visit within 30 days after award. A kickoff meeting will be scheduled within 7 calendar days prior to the site visit. Site visit hours may be constricted due to allowable working hours for Government Escort. Working hours are typically Monday through Friday 8 am to 5 pm unless otherwise approved. All weekend work must be approved with agency of Government Escort.

8.0 Place of performance

Site one is located at Araz-Winterhaven (Latitude 32.7476, Longitude -114.7050) Site two is located at Cactus City (Latitude 33.6584, Longitude -115.9862) Site three is located at Warroad (Latitude 48.9006, Longitude -95.3937) Site four is located at Abney (Latitude 26.1351, Longitude -97.3496) Site five is located at Klondike (Latitude 48.6752, Longitude -118.7302)

APPENDIX B

SITE INVESTIGATION REPORT

108 WEST MARKET ST. P.O. BOX 513 GREENWOOD, MS 38935-0513 PHONE (662) 455-4943 FAX (662) 455-3381 Architects Licensed in Mississippi: Robin Henry, Jerry Martin, Rebecca Palmer

ENVIRONMENTAL SERVICES

Warroad, MN Site Visit

Contract No. 6973GH-19-C-00086

September 10, 2019

Attendees Corey Yeager FAA Anders Nelson CBP Tom Tollison JMc Alan Barger JMc Vishwajeet Naik JMc

Points of Discussion

1. CBP/FAA to confirm if existing tower needs to remain in operation during construction of new tower.

2. New tower to be no closer to road than existing. See attached sketch for proposed location.

3. Re-location of existing utilities is not anticipated.

4. Tower Contractor to be responsible for moving antennas from existing tower to new tower.

5. JMc was provided with plat showing approximate boundaries of tower site.

6. JMc survey to extend 30 feet beyond existing tower guys.

7. No additional antennas, dishes or heavy appurtenances scheduled to be added to tower at this time.

8. A security fence will be provided around tower and equipment building.

9. No upgrades to access road will be made.

10. Fuel capacity for new generator shall be sufficient for 100 hours.

108 WEST MARKET ST. P.O. BOX 513 GREENWOOD, MS 38935-0513 PHONE (662) 455-4943 FAX (662) 455-3381 Architects Licensed in Mississippi: Robin Henry, Jerry Martin, Rebecca Palmer

(Warroad Site Visit Report, Continued)

11. Antenna information provided by FAA in “Structural and Condition Assessment Report” is accurate.

12. JMc to require all tower components to be designed for a maximum utilization factor of 0.50.

-End of Report-

APPENDIX C

TAX MAP OF SITE

APPENDIX D

GEOTECHNICAL REPORT

REPORT C OVER PAGE

Geotechnical Engineering Report

MN13485 – Warroad Self-Supporting Tower

Warroad, Minnesota

October 11, 2019 Terracon Project No. M5195056

Prepared for:

The Johnson-McAdams Firm. P.A.

Greenwood, Missouri

Prepared by:

Terracon Consultants, Inc.

Grand Forks, North Dakota

Terracon Consultants, Inc. 1555 N 42 nd Street, Unit B Grand Forks, North Dakota 58203

P [701] 772 2832 F [701] 772 2633 terracon.com

REPORT C OVER LETTER TO SIGN

The Johnson-McAdams Firm. P.A.

P.O. Box 513 Greenwood, MS 38935

Attn: Mr. Tom Tollison, P.E., VP P: (662) 455 4943 E: tom.tollison@jmcfirm.com

Re: Geotechnical Engineering Report LMR Tower Replacements MN13485 – Warroad Self-Supporting Tower Warroad, Minnesota Terracon Project No. M5195056

Dear Mr. Tollison:

We have completed the Geotechnical Engineering services for the above referenced project. This study was performed in general accordance with Terracon Proposal No. P88195133 dated September 3, 2019. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Jonathan J. Malaterre, EI William R. Olson, PE Staff Engineer Geotechnical Department Manager

Responsive ■ Resourceful ■ Reliable 1

REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL OVERVIEW

EARTHWORK

DRILLED PIER FOUNDATIONS

MAT FOUNDATIONS

SEISMIC CONSIDERATIONS

GENERAL COMMENTS

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the GeoReport logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS

SUPPORTING INFORMATION

Note: Refer to each individual Attachment for a listing of contents.

http://client.terracon.com/

Responsive ■ Resourceful ■ Reliable 1

INTRODUCTION

Geotechnical Engineering Report

LMR Tower Replacements

MN13485 – Warroad Self-Supporting Tower

Warroad, Minnesota

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed tower to be located near the intersection of Highway 11 and County Road 46 near Warroad, Minnesota. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil conditions ■ Foundation design and construction

■ Groundwater conditions ■ Seismic site classification per IBC

■ Site preparation and earthwork

The geotechnical engineering Scope of Services for this project included the advancement of one test boring to a depth of 41 feet below existing site grades.

Maps showing the site and boring location is shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring log and as separate graphs in the Exploration Results section.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available topographic maps.

Item Description

Parcel Information

The projects is located at the border patrol station near Warroad, Minnesota.

Approximate coordinates:

48.9005° N, 95.3935° W See Site Location

Existing

Improvements

Active Border Patrol Station and self-support tower Heavily wooded area

Current Ground Cover Grasses areas and trees

LMR Tower Replacements ■ Warroad, Minnesota October 11, 2019 ■ Terracon Project No. M5195056

Responsive ■ Resourceful ■ Reliable 2

Item Description

Existing Topography Relatively flat and level

PROJECT DESCRIPTION

Our understanding of the project conditions is as follows:

Item Description

Information Provided by

Mr. Tom Tollison, P.E. with The Johnson-McAdams Firm. P.A. on August 26, 2019.

Project Description Three-sided (self-support) relay telecommunications tower and a prefabricated shelter.

Proposed Structures

The proposed system (tower, shelter, primary power and backup power) at each site consists of the following structures:

■ 200 ft. self-support tower (SST) expandable to 220 ft

■ Prefabricated 12 ft. x 16 ft. concrete shelter

Foundation Type We anticipate that the new structures may be supported by a drilled pier or mat foundations.

Assumed Maximum

Loads

■ Vertical: 200 kips

■ Lateral: 20 kips per leg

Grading/Slopes Up to 1 foot of fill may be required to develop final grade.

GEOTECHNICAL CHARACTERIZATION

We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. The log can be found in the Exploration Results section.

Depth, ft. Soil Type General Description

0 – ½ Topsoil – Silty sand Fine to medium grained, dark brown

½ - 19 ½ Silty Sand Fine to medium grained, light brown, loose to medium dense

19 ½ - 24 ½ Lean clay with sand Light brown, soft

24 ½ - 34 ½ Silty sand Fine to medium grained, light brown, dense

34 ½ – 41 Clayey sand Fine to medium grained, gray, dense

Responsive ■ Resourceful ■ Reliable 3

Groundwater Conditions

The borehole was observed while drilling and after completion for the presence and level of groundwater. Groundwater was measured at approximately 18 feet while drilling and at approximately 28 feet upon completion of drilling.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

GEOTECHNICAL OVERVIEW

Supporting the tower and equipment shelter on drilled piers or a mat foundation bearing on the natural, inorganic soils is feasible. We recommend the drilled piers extend well below frost depth to prevent movement from frost action. The Drilled Pier Foundations and Mat Foundations section provides recommendations for foundation design and construction.

The soils encountered at the site are susceptible to frost heaving. Exterior slabs and shallow drilled piers may be subject to movement. However, based on the soil conditions encountered at the site, we anticipate the movement would be minimal. We recommend drilled piers that extend to a minimum of 12 feet below the final exterior grade to minimize the potential for movement. The Drilled

Pier Foundations section addresses recommendations to reduce the potential for frost jacking of drilled piers and seasonal movement of drilled piers.

Groundwater was measured at 18 feet below existing grade while drilling and at 28 feet at the completion of drilling. If the drilled piers terminate above the groundwater level, we recommend using temporary casing. Drilling fluid should be used in drilled pier excavation that extend below the groundwater level.

The General Comments section provides an understanding of the report limitations.

EARTHWORK

Earthwork is anticipated to include excavations and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for foundations for the proposed tower.

Responsive ■ Resourceful ■ Reliable 4

Site Preparation

Prior to placing engineered fill or concrete, we recommend all vegetation, topsoil and any otherwise unsuitable materials be excavated from the proposed foundation area. The exposed soils should be surface compacted a minimum of 3 passes with appropriate compaction equipment prior to placement of engineered fill or concrete.

Fill Material Types

Earthen materials used for engineered fill should meet the following material property requirements:

Soil Type

USCS Classification Acceptable location for placement

Select Granular Fill

SP, SP-SM, SP-SC,

SW, SW-SM, SW-SC

(P200<12%)

Support of foundations

Inorganic on-site native soils

SM Foundation backfill and utility trench backfill 2

1. Engineered fill should consist of approved materials that are free of particles larger than about 3 inches, organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to use on this site.

2. Utility trenches should be backfilled with native soils to minimize the potential for differential frost heave

Fill Compaction Requirements

Engineered fill should meet the following compaction requirements.

Item Description

Fill Lift Thickness

9 inches or less in loose thickness when heavy, self-propelled compaction equipment is used 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used

Minimum compaction requirements 1 98% in all locations and elevations

Moisture Content Granular Material 2 Workable moisture levels

1. Compaction levels are relative to the maximum dry density as determined ASTM D698

2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without cohesionless fill material pumping when proofrolled.

Utility Trench Backfill

Excavations should be performed in accordance with governing safety regulations. All vehicles and soil piles should be kept back from the crest of excavation slopes. The stability of excavation

Responsive ■ Resourceful ■ Reliable 5 slopes should be reviewed continuously by qualified personnel. The responsibility for excavation safety and temporary construction slopes lies solely with the contractor. Trenches that remain open for an extended period of time should be protected by changes in moisture by covering with plastic sheeting or another suitable method.

Grading and Drainage

All grades must provide effective drainage away from the structures during and after construction.

Exposed ground should be sloped at a minimum of 5 percent away from the structure for at least 10 feet beyond the perimeter of the structure. After construction and landscaping, we recommend verifying final grades to document that effective drainage has been achieved. Grades around the structure should also be periodically inspected and adjusted as necessary, as part of the structure’s maintenance program.

Earthwork Construction Considerations

If the soils become disturbed, we recommend that they be surface compacted prior to placing engineered fill or concrete.

Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, or disturbed, the affected material should be removed prior to foundation construction. Fill should not be placed on frozen subgrades.

Temporary excavations will be required during grading operations. The grading contractor, by his contract, is usually responsible for designing and constructing stable, temporary excavations and should shore, slope or bench the sides of the excavations as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards.

Terracon should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; placement and compaction of compacted structural fill; backfilling of excavations into the completed subgrade.

DRILLED PIER FOUNDATIONS

Drilled pier foundations are feasible for support of both the proposed tower and equipment shelter.

Design recommendations for drilled piers are provided in the following sections.

Responsive ■ Resourceful ■ Reliable 6

Drilled Pier Design Recommendations

The drilled piers should extend well below frost depth to prevent movement from frost action. We recommend the drilled piers extend to a minimum depth of 12 feet below the exterior grade. We recommend a frost depth grade beam or a void form be provided below the equipment shelter to reduce the potential for movement due to frost action.

Soil parameters which may be used in the design of the drilled piers are presented in the following table. The values provided in the tables are based on our analysis of the existing subsurface conditions and were estimated using generally accepted engineering correlations. The values are based on undisturbed soil conditions. We recommend neglecting the upper 6 feet of soils due to softening during spring thaw. We expect settlement of the drilled piers of less than one inch.

Depth (feet)

Description and Soil

Model Type

Wet Unit Weight

(pcf)

Submerged Unit

Weight (pcf)

Allowable Skin

Friction (psf)

Allowable End

Bearing Pressure

(psf)

Internal Angle of Friction

(degrees)

Cohesion (psf)

Soil Modulus

Parameter k (pci)

Soil Strain Parameter E50 (in/in)

0 – 7 Frost Zone 120 58 Ignore Ignore Ignore Ignore Ignore Ignore

7 – 20 Silty Sand 125 63 200 3,000 32 0 50 N/A

20 – 25 Lean Clay w/Sand 115 53 300 2,500 0 750 100 0.010

25 – 35 Silty Sand 125 63 400 7,500 34 0 200 N/A

35 – 41 Clayey Sand 125 63 450 8,500 36 0 125 N/A

The soil modulus parameter and soil strain parameter are for use in lateral and moment load analysis using the computer program L-PILE. These values are not factored (i.e., they represent the ultimate soil parameters with no factor of safety applied). However, the skin friction and bearing pressure each have a factor of safety of 2 and 3, respectively. Terracon can provide additional lateral and moment load analysis for individual piers and pier groups once detailed foundation design information becomes available.

Drilled Pier Foundation Construction Considerations

The drilling equipment should be adequately sized to penetrate the soils encountered at the site.

Conventional drilling equipment should be capable of excavating the native soils. The methods and equipment used for drilled shaft installation should leave the side and bottom of the shaft free of loose and disturbed material. The drilled shaft construction should be conducted in accordance with applicable portions of ACI 336.3R or other similar, approved specification.

Groundwater was measured at 18 feet below existing grade while drilling and at 28 feet at the completion of drilling. If the drilled piers terminate above the groundwater level, we recommend using temporary casing. Drilling fluid should be used in drilled pier excavation that extend below the groundwater level. The geotechnical engineer should be notified if the subsurface conditions

Responsive ■ Resourceful ■ Reliable 7 differ from those encountered at our test boring location. We recommend a geotechnical engineer or his representative be on site during construction to observe the drilled pier excavations.

MAT FOUNDATIONS

In our opinion, supporting the proposed tower on a mat foundation is feasible. Design recommendations are presented in the following sections:

Mat Foundation Design Parameters

Design recommendations for a mat foundation for the proposed tower are presented in the following table. For horizontal loads, we recommend neglecting the upper 6 feet of soils due to softening during spring thaw. We estimate total settlement of less than one inch for the spread foundations. Differential settlement at the base of the tower foundation could approach one-half of the total settlement.

Depth

(feet)

Allowable Contact Bearing Pressure (psf)

Allowable Passive Pressure

(psf)

Coefficient of Friction

Vertical Modulus of Subgrade

Reaction (psi/in)

0 – 7 Ignore Ignore Ignore Ignore

Below 7 3,000 1,500 0.30 20

The spread foundation should extend through the existing fill and bear on natural, undisturbed sands. The tower foundation should bear at least 7 feet below final surrounding grade to provide adequate frost protection.

Mat Foundation Construction Considerations

The base of all foundation excavations should be free of water and loose soil prior to placing concrete. We recommend the excavation be completed by a backhoe with a smooth cutting surface. Care should be taken to prevent disturbance of the underlying soils. The exposed soils should be surface compacted a minimum of 3 passes with appropriate compaction equipment prior to placement of engineered fill or concrete.is recommended that Terracon be retained to observe and test the soil foundation bearing materials.

SEISMIC CONSIDERATIONS

The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure.

The…