Statement of Work - Site Stabilization Services ORL VOR.pdf

STATEMENT OF WORK

SITE STABILIZATION SERVICES - FY2019

VERY HIGH FREQUENCY (VHF) OMNIDIRECTION RANGE (VOR)

ORLANDO EXECUTIVE AIRPORT (ORL)

Orlando, Florida December 19, 2018

1. GENERAL

This performance-based acquisition task order sets forth the requirements for design-build services for primarily stabilizing the ORL VOR site in Orlando, Florida (JCN 18064332). The purpose of this contract is to provide turnkey, fast-track design and construction support, furnishing all labor, materials, tools, equipment, and other related services necessary to complete this work.

The Contractor shall comply with the terms and conditions of this Statement of Work and direction by FAA including requirements from applicable local, state, and federal regulations governing air traffic, best management practices, and other applicable standards for projects at FAA facilities.

Specific services shall include directives specified herein with associated attachments. Final price proposal is requested by: Thursday, 4:30 PM on February 28, 2019.

The design shall be in accordance with the following:

a) FAA Orders, Advisory Circulars, Operational Risk Management (ORM) requirements, and other

Guidelines and referenced codes contained within the “Terminal Facilities Standard Designs, A/E Project Manual” (June 2016 Edition).

b) Existing ORL VOR as-built documents.

c) Florida Building Code, Sixth Edition, 2017.

2. EXPLORATION

Contractor shall perform an initial site survey and refine project scope with sufficient level of detail necessary to complete the work and general execution of this project. Immediately report any additions, changes, and/or modifications to this scope to the designated Local FAA Facilities Representative before finalizing fee proposal.

3. SCOPE:

The following list summarizes key elements of the work. It is provided for the purpose of revealing the general nature of the work involved and should not be used solely as a basis for contractor’s proposal. The contractor is responsible for accomplishing all items of work in accordance with the applicable drawings (as-builts), previous reports/specifications, building codes, industry standards, and general conditions of the contract. Any additional labor, materials, equipment, and/or appurtenances not specifically detailed or specified, but required to complete the project, shall be provided by the contractor as an integral part of the scope of work specified.

This work is to include but not be limited to the following:

General Conditions:

a) Contractor is responsible for any Federal, State or FAA permits required for the work. Submit all necessary information and/or documentations to the FAA prior to and during proposed execution of this scope of work.

b) Contractor shall provide confirmed project schedule outlining all phases and sub-phases of the work and their impact on the facility. All work will need to be scheduled and performed in such a manner as to minimize the impact to the facility. Work hours and days affecting access/escort shall be coordinated with local FAA facilities personnel.

c) Contractor shall provide general construction services, including but not necessarily limited to proper tools, equipment, site superintendent, dumpster/disposal services, barriers/barricades, protection of work and property, general product and equipment submittals, construction cleaning and closeout procedures, interim life safety measures for facilities under construction, and general requirements for work.

d) Contractor shall locate and avoid underground utilities as deemed necessary.

e) Construction noise, dust and debris must not interfere with the operations of the facility.

f) Contractor shall maintain a clean site and remove all temporary equipment from site. This includes immediate removal of any debris that may become wind borne.

g) Contractor shall submit to the FAA a proposed plan regarding precautions for properly containing loose particles/dust/debris generated during construction (when applicable), demolition/removal, and general cleaning before commencing work.

h) Contractor shall repair any damages caused by work performed at no additional cost to the government and further covered by minimum locally required liability insurance.

i) Contractor shall provide heavy equipment plan with current supporting documentation and associated operator certifications at least one week prior to any heavy equipment mobilization (if applicable).

j) Contractor shall field verify dimensions affected by the work. Remedial actions based on contract documents.

k) Realign counterpoise deck in strategic locations, mostly encompassing (lakeside) half of deck, settling up to 6-

8” maximum true vertical elevation drop. Some exposed anchor bolt projections may be sufficient to accommodate for these necessary elevation adjustments using additional steel plate shims and/or leveling nuts embedded in high-strength, non-shrink grout beds. However, in more extreme cases, existing anchor bolts may require new couplers with threaded rod extensions in order to achieve proper elevations. Refer to the enclosed Typical Anchor Bolt Repair Detail and corresponding Typical Anchor Bolt Repair Couplers for additional information. In addition, refer to enclosed Site Photos 2, 4, & 11.

l) Realign main electrical transformer located due west of the VOR facility (coordinate with utility company as required – Site Photo 1).

m) Realign TACAN antenna (out of plumb several inches – Site Photos 9 & 10).

n) Strip and remove asphalt pavement (15’ wide x VOR equipment building perimeter long). Refer to existing as-built documents and Site Photo 14 for additional information).

o) Remove 7’-0” square x 8” thick and 10’-0” square x 16” thick reinforced concrete pads (West side of facility –

Site Photos 2 & 3).

p) Remove and discard existing DX condensing unit (outside) and air handler with associated ductwork (inside).

Refer to enclosed Site Photos 12 & 13 for additional information.

q) Replace existing (approximately 1” diameter) LPL gas line with new matching gas line. Include new 3” diameter PVC outer jacket sleeve for entire run (from holding tank to building – approximately 50 LF). Refer to Site Photos 2 & 3 for additional information.

r) Resleeve East power service line with new 1.5” diameter CPVC conduit. Extend run to 1 foot beyond the counterpoise deck boundary (Site Photos 7 & 8).

s) Resleeve West telecom service line with new 2” diameter PVC conduit. Extend run to 1 foot beyond counterpoise deck boundary (Site Photos 5 & 6).

t) Stabilize site utilizing shallow permeation chemical grouting or chemically-treated cement grouting method most suitable for existing subsurface soil conditions. Acceptable chemical grout admixtures include:

polyurethanes, N-Methalo-acrylamides (NMA’s), silicates, carbonates, bentonite/bentonilic gels with or without bituminous or TEA emulsifiers. Use water cement ratio of 1.0 (as deemed applicable).

u) Permeation grout ports of 1.25 to 2.0 inch diameter each, spaced up to 6 feet on center, each way maximum, shall cover the entire site footprint, achieving extended probe depths of 12 to 20 feet below finished grade.

Contractor shall provide a preliminary site plan illustrating the specific grout port layout of choice for further review, discussion, and approval.

v) Alternative, (economical) “Jet Grouting” method(s) may be considered, utilizing minimum 4000 PSI applied pump pressure with grout port withdraw rates of one (1) foot per minute (optional).

w) High organic (PEAT) subsurface soils previously identified 2-8 feet below finished grade shall be properly consolidated and stabilized accordingly.

x) Initially install a preliminary grout curtain around the entire site boundary area (at least one foot beyond the counterpoise deck perimeter) before applying interior (field) grout to ensure proper confinement of remaining pressure grouting applications.

y) Properly Grade and compact free surface top soils for improved drainage and place 4” thick #67 gravel subbase on geotextile filter fabric from VOR equipment building to 1’-0” beyond counterpoise deck boundary.

z) Pressure wash entire VOR facility and repaint entire VOR equipment building, including soffits and eaves.

Refer to the enclosed Aviation Orange and White Paint Specifications for additional information.

Design:

a) The design submittal (deliverables) shall properly accommodate as-built conditions. See enclosed as-built documents, site photos, and geotechnical reports for additional information.

b) The design submittal (deliverables) shall consist of drawings and specifications signed and sealed by a professional engineer registered in the State of Florida.

c) Design drawings shall include applicable loading conditions, general notes, symbols and abbreviations list with scaled/dimensioned construction plans, elevations, sections, details, and material descriptions as deemed appropriate. Include profiles and finishes for each type of new system, component, and accessory proposed for use.

d) Include supplemental shop drawings and manufacturer’s cut sheets for all proposed proprietary (commercial/industrial) systems and products.

Construction:

a) A Pre-installation Conference shall be conducted at the project site.

b) For quality assurance purposes, the Installer’s Qualifications shall include an entity with employed installers and supervisors properly trained and approved by the pressure grout manufacturer.

c) The Geotechnical Engineer of Record shall assist with periodic site inspections, construction monitoring, and reporting during the construction phase.

d) Soil stabilization services shall include general field quality control and assurance (QC/QA) procedures including, but not necessarily limited to: subsurface conditions, laboratory tests, and field trials.

e) Subsurface conditions include: soil stratigraphy (continuous sampling in critical areas to be grouted);

Soil/Water Chemistry, ensuring grout and in situ conditions are compatible; and seepage velocity study to ensure the proposed grout is not washed out during installation (special grout additives and densities may be custom-tailored accordingly).

f) Laboratory Tests may include early unconfined strength testing to determine an accurate amount of injected cement actually required for producing a prescribed soilcrete strength of proper soil, water, cement grout composition, establishing associated calibration curves accordingly.

g) Preliminary field trials shall determine optimum grouting parameters (applied pressure, lifting speed (if applicable), flow rate(s), grout column diameters, soilcrete strength, etc.). And determine submerged grout column characteristics for grout applications below the water table. This may require drilling observation wells at various distances from designated grouting ports to determine the actual time (rate) required for the grout stream to reach subject observation well(s).

h) Continuous field monitoring of the soil stabilization process, enabling the overall actual effectiveness of the proposed soil treatment is further required. This includes: real-time monitoring of the proposed drilling and grout application processes. Any mechanical malfunctioning (i.e. drop of pressure, flow rate, port clogs, etc.) shall be immediately detected and addressed. The geotechnical engineer shall be informed of any observed changes in soil conditions and modify the grouting process accordingly. This includes, but is not limited to the presence of voids, cavities, fissures, and/or other subsurface anomalies discovered at certain depths and locations, where the engineer may decide to increase or perhaps decrease specific treatment(s) within specific zones.

i) Post-installed grouting, non-destructive quality control tests shall include either strategic Borehole Camera Investigations in select zones and or Ground Penetration Radar (GPR) scans to provide a reasonable understanding (confirmation) of what was actually accomplished below grade. This may perhaps require drilling through grouted soils, continuously recording grouted profile parameters and/or scanning the free surface along carefully plotted transect lines (TBD). In addition, Pressure Meter Testing should be further executed before and after grouting to obtain reduced compressibility data of the grouted soils.

j) Construction staging, deliveries, storage, and handling of materials shall be field coordinated with local facilities personnel.

k) Stabilize site in general accordance with the applicable building codes, industry standards, and manufacturer’s recommendations.

l) Contractor shall maintain a clean and organized site during construction. Upon passing (satisfying) final Construction Acceptance Inspection (CAI), Contractor must clean up and demobilize without disruption.

Note: The contractor may be required to perform portions of the work at night and/or during non-peak operational hours with limitations as to the number of hours that may be worked in any given shift. Contractor shall coordinate these work hours with FAA local facilities personnel accordingly.

4. SPECIAL PRECAUTIONS and SAFETY:

Project facilities are United States Government, Federal Aviation Administration (FAA) facilities used in Air Traffic Control. Loss of Human Life may result from service interruption. Any person who interferes with Air Traffic Control or damages or trespasses on this property will be prosecuted under Federal law. All persons, vendors or suppliers requiring facility access shall coordinate entry with the facility Security Department at least 24 hours in advance.

5. FAA RESPONSIBILITIES:

The following FAA Responsibilities applicable to this SOW include:

a) Access – The FAA will provide proper escort services and onsite access to the subject facility.

b) Supervision – The FAA will provide Local Facilities Representative oversight for all site activities associated with this contact.

c) Document Review – The FAA will review a draft copy of the Design Submittal (with manufacturing cut sheets for all proprietary products and materials) and provide the contractor one set of review comments (if applicable) for general response prior to final issuance of the final (signed and sealed) draft copy design submittal to be used for permitting and construction purposes. The FAA will also review the final (post-construction) as-built submittal with documented field changes and adjustments, providing insight with associated review comments before final acceptance.

d) Coordinated Work – FAA local technical operations personnel will assist with the disconnections of the subject power service, telecom, and gas lines scheduled for service.

6. BACKGROUND:

Ground penetration radar (GPR) scans (attached) illustrate both onsite substrata and corresponding lithology changes/deformations, usually indicative of ongoing sinkhole activity with two documented (independent) anomalies. This recent discovery prompted the need to procure subsequent geotechnical (subsurface exploration) services, including Standard Penetration Tests (SPT) with Split Spoon Auger Soil Borings. This activity provided the necessary geotechnical engineering properties of the existing soils. Two independent soil borings reached competent limestone refusal at approximately 100 feet below finished grade. The subsurface exploration report (also attached) includes valuable soil boring information at each specific location, other specifics concerning actual subsidence issues (fortunately not sinkhole related), and preliminary recommendations and conclusions for site stabilization.

In summary, two documented subsurface soil conditions of concern exist plus one undocumented, inherently obvious soil erosion and subsidence concern exists. These specific conditions include the following:

1) High organic content (PEAT) soil stratum located at 2-8 feet below finished grade.

2) Very loose, soft, low-density soil stratum located at 55-70 feet below finished grade, perhaps resulting of manmade disturbances and/or ambient conditions (weight of Hammer and Rod observed at this level).

3) Greatest shallow stratum subsidence on lakefront side of facility likely caused by radically changing (lowering) water levels on the order of several feet within adjacent Lake Underhill.

There is no previously reported karst activity onsite, the existing VOR equipment building remains stable, and the subject VOR facility overall remains operational.

7. TASK ORDER SUBMITTALS:

Initial Draft Copy of Design Submittal

Provide in accordance with the A/E Project Manual. Prepare for FAA review comments. The initial deliverables shall include:

• Three (3) hard copies of design submittal with associated shop drawings and manufacturer’s cut sheets

• One (1) copy of Electronic PDF file of design submittal with shop drawings and manufacturer’s cut sheets

Final Draft Submittal

Provide in accordance with the A/E Project Manual for the Final Design Submittal. Submit written responses to received comments (separate cover). Final Deliverable must be signed and sealed by the principal engineer of record, registered in the State of Florida as appropriate. The deliverables shall include:

• Three (3) signed/sealed hard copies of final design submittal with associated shop drawings and manufacturer’s cut sheets

• One (1) copy of signed/sealed Electronic PDF file of final design submittal with shop drawings and manufacturer’s cut sheets

Final As-built Submittal (post-construction)

Upon completion of all onsite construction activities, the contractor shall immediately update the design deliverables with all field-related changes and adjustments. The final as-built deliverables shall include:

• Three (3) signed/sealed hard copies of final as-built documents

• One (1) signed/sealed Electronic PDF file copy of final as-built documents

• One (1) Electronic CAD (.dwg and/or .dgn) file copy of final as-built documents

8. SCHEDULE:

Critical Design Milestones are indicated below. Project schedule shall accommodate indicated submittals by these dates. Anticipate the FAA document review period to be completed within 5 working (business) days of document receipt.

• Initial Site Visit No later than February 28, 2019 On Site – ORL VOR

• Initial Submittal 03/29/2019 (Anticipate Review Comments)

• Final Submittal 04/19/2019 (Completed Design Phase)

• Complete Permits/Mobilize 05/13/2019 (Construction Phase)

• CAI/Clean up/Demobilize 06/28/2019

9. CONTACTS:

The following is a list of primary contracts involved in the project:

FAA REGIONAL & DISTRICT OFFICE CONTACTS

Jonathan Kreiner, ZJX TSOG (904)-845-1681 George Beasley, UIS PIM (404)-305-7127 Chris Parker, ZJX NIM (334)-324-1718

Orlando Executive Airport (ORL), FL FAA AIRPORT TRAFFIC CONTACTS Ken Sexton, ORL Env SSCM (407)-852-7845 Dave Woolridge, ORL Nav/Comm SSCM (407)-852-7801 Eligio Colon, ORLTOM (407)-487-7151 ORL Air Traffic Manager

10. ATTACHMENTS (To be transmitted):

a) 20180133 Orlando Executive Airport Figures

b) 20180133 Ornaldo Executive Airport GPR Survey

c) ORL VOR Errossion Pic 1 05-25-17

d) ORL VOR Errossion Pic 3 05-25-17

e) ORL VOR As-Built Sheets C01 though C09

f) Orlando Executive Airport – Geotechnical Exploration Report

g) Orlando Executive Airport – Standard Penetration Test Report

h) Typical Anchor Bolt Repair Couplers

i) Typical Anchor Bolt Repair Detail

j) Aviation Orange and White Paint Specifications

k) ORL VOR Site Photos 1-14

No work shall be initiated without the expressed written authority of the Contracting Officer or designated FAA Representative.

****END****

Figure "1" Orlando Executive Airport

365 Rickenbacker Dr, Orlando FL 32803

Survtech solutions, Inc. surveyors and mappers

0' 20' 40' 60'

Scale: 1" = 20'

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SHEET: 1 OF 3

AutoCAD SHX Text 10220 U.S. Highway 92 East, Tampa, FL 33610

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DRAFTED BY:JLM

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FIELD BOOK/PAGE: 2017-5/64

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FIELD DATE: 04/24/18

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Jonathan Kreiner Text Box Indicates desired SPT soil boring - (depth to existing (competent) limestone substrate).

Center each SPT boring directly over each documented anomaly - (typical at 2 locations).

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Jonathan Kreiner Text Box Indicates desired SPT soil boring - (depth to existing (competent) limestone substrate).

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Figure "2"

365 Rickenbacker Dr, Orlando FL 32803

Survtech solutions, Inc. surveyors and mappers

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AutoCAD SHX Text 10220 U.S. Highway 92 East, Tampa, FL 33610

AutoCAD SHX Text phone: (813)-621-4929, fax: (813)-621-7194, Licensed Business #7340

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DRAFTED BY:JLM

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PROJECT NO.: 20180133

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FIELD BOOK/PAGE: 2017-5/64

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FIELD DATE: 04/24/18

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365 Rickenbacker Dr, Orlando FL 32803

Survtech solutions, Inc. surveyors and mappers

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SHEET: 3 OF 3

AutoCAD SHX Text 10220 U.S. Highway 92 East, Tampa, FL 33610

AutoCAD SHX Text phone: (813)-621-4929, fax: (813)-621-7194, Licensed Business #7340

AutoCAD SHX Text email: sbrown@survtechsolutions.com http://www.survtechsolutions.com

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DRAFTED BY:JLM

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PHASE: 1

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PROJECT NO.: 20180133

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FIELD BOOK/PAGE: 2017-5/64

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FIELD DATE: 04/24/18

AutoCAD SHX Text APPROVED BY:J. Hertzog www.arehna.com

5012 W. Lemon Street, Tampa, Florida 33609 Ph 813.944.3464 │ Fax 813.944.4959

July 31, 2018

Dave Woolridge Federal Aviation Administration – MCO ATCT 9685 Jeff Fuqua Boulevard North Orlando, FL 32827

Subject: Report of Geotechnical Exploration Orlando Executive Airport – VOR Building 365 Rickenbacker Drive Orlando, Florida AREHNA Project B-18-058

Dear Mr. Woolridge:

AREHNA Engineering, Inc. is pleased to submit this report of our geotechnical exploration for the referenced project. The purpose of our geotechnical study was to obtain information regarding the subsurface soil conditions in relation to subsurface soil/lithologic interfaces and associated anomalies identified in a Ground Penetrating Radar (GPR) survey performed at the project site.

PROJECT INFORMATION

The project site is located at the Orlando Executive Airport in Orlando, Florida, as shown on the Project Location Map, Figure 1 in Appendix A. The VOR facility at the site is experiencing some settlement, and a GPR survey performed by Survtech Solutions identified two subsurface anomalies that may be related to karst activity.

AREHNA performed a site visit on June 18, 2018. Cracking and settlement of up to approximately 5 inches of the asphalt pavement surrounding the existing VOR building and settlement of an exterior antenna structure surrounding the building were observed. No significant damage or indicators of settlement were observed to the VOR building itself.

SCOPE OF SERVICES

The purpose of our geotechnical exploration was to assess the subsurface soil conditions at the site to identify possible causes for the formation of the void. The following services were performed to achieve the above-outlined objectives:

Performed a floor elevation survey of the existing building to measure and evaluate floor slab variations.

Coordinated utility location services with Sunshine811 and Survtech Solutions.

Report of Geotechnical Exploration AREHNA Project B-18-058 Orlando Executive Airport – VOR Building July 31, 2018

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Performed two Standard Penetration Test (SPT) borings within the two identified GPR anomalies to depths of 100 and 110 feet. Samples were collected, and Standard Penetration Test resistances were measured at intervals of two feet for the top ten feet and at approximate intervals of five feet thereafter.

Performed four shallow hand augers borings extending to depths of 7 feet around the perimeter of the existing building.

Visually classified and stratified soil samples in the laboratory using the Unified Soil Classification System (USCS). A laboratory testing program consisting of natural moisture content and organic content tests was performed on representative samples.

Reported the results of the field exploration, laboratory testing, and engineering analyses. The results of the subsurface exploration are presented in this written report, signed and sealed by a professional engineer.

FIELD EXPLORATION

The SPT borings were performed with the use of a Power Drill Rig using Bentonite “Mud” drilling procedures.

Samples were collected and Standard Penetration Test resistances were measured at approximate intervals of two feet for the top ten feet and at approximate intervals of five feet thereafter. The upper four feet of the borings were advanced using a manual auger to avoid possible conflicts with buried utilities. The soil sampling was performed in general accordance with ASTM Test Designation D-1586, entitled “Penetration Test and Split-Barrel Sampling of Soils.”

The hand auger borings were performed by manually advancing a 3-inch diameter, 6-inch long sampler into the soil until the sampler was full. The sampler was then retrieved, and the soils in the sampler were removed and visually classified.

Representative portions of these soil samples were sealed in glass jars, labeled and transferred for appropriate classification.

Figure 2 in Appendix A provides a field exploration plan showing the approximate locations of the soil borings in relation to existing features at the site. The borings were located in the field relative to existing site features.

LABORATORY TESTING

The laboratory testing program included natural moisture content and organic content tests. The results are presented in Appendix B.

USGS TOPOGRAPHIC DATA

The topographic survey map published by the United States Geological Survey was reviewed for ground surface features at the site (Figure 3, Appendix A). Based on this review, the natural ground surface elevation is approximately +100 to +110 feet.

Report of Geotechnical Exploration AREHNA Project B-18-058 Orlando Executive Airport – VOR Building July 31, 2018

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USDA NATURAL RESOURCES CONSERVATION SERVICE DATA

A review of the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) survey for Orange County, attached as Figure 4, Appendix A, indicates that the natural soils at the project site consist of Urban land (mapping unit 50). The NRCS published profiles typically report soils extending to 80 inches below the ground surface. An excerpt from the published Soil Survey is provided below for reference:

Characteristics of Urban land: This miscellaneous area is covered by such urban facilities as shopping centers, parking lots, industrial buildings, houses, streets, sidewalks, airport, and related urban structures.

The natural soil cannot be observed. The slopes are dominantly less than 2 percent but range to 5 percent.

FLOOR SLAB ELEVATION SURVEY

Relative floor elevation measurements of the floor slab surface were collected within accessible portions of the existing building to assess the relative state of level of the floor slab and foundation systems. A maximum elevation difference of 0.5 inches was measured across the floor slab of the main portion of the structure. An elevation difference of 0.3 inches was measured in a separate room in the northwest portion of the structure. The amounts of gradient change were well within normal tolerance for commercial and residential construction in this region and suggest that there has not been significant settlement of the building. The results of the floor slab elevation survey are presented in Figure 5 in Appendix C

SUBSURFACE SOIL CONDITIONS

A pictorial representation of the subsurface soil conditions encountered in the borings is shown on the General Subsurface Profile, Figure 6 in Appendix B. These profiles and the following soil conditions highlight the general subsurface stratification. The Soil Test Boring Records in Appendix B should be consulted for a detailed description of the subsurface soil conditions encountered at each boring location. When reviewing the boring records, it should be understood that soil conditions may vary between and away from boring locations.

Boring B-01 encountered slightly silty fine (SP) to a depth of approximately 2 feet and organic silt/peat (PT) to a depth of approximately 4 feet. These soils were underlain by slightly silty fine sand (SP-SM) to a depth of 6 feet and fine sand (SP) to a depth of 58 feet. Standard Penetration Test (SPT) resistance values (N-values) ranged from 4 to 28 blows per foot, indicating the relative density of these soils is very loose to medium dense.

Between 58 and 68 feet, the boring encountered fine sand with clay (SP-SC) and clayey fine sand (SC). N-values of weight of hammer (WOH) and 2 blows per foot indicate these soils are very loose. The boring then encountered soft weathered limestone (WLS) with an N-value of 18 blows per foot to a depth of 73 feet. The limestone was underlain by loose to very dense fine sand (SP), slightly silty fine sand (SP-SM), and fine sand with clay (SP-SC) to the termination depth of 100 feet. N-values ranged from 6 to 63 blows per foot

Boring B-02 encountered slightly silty fine (SP) to a depth of approximately 2 feet and organic silt/peat (PT) to a depth of approximately 8 feet. N-values of WOH and 2 blows per foot in the organic silt/peat indicate the consistency is very soft. These soils were underlain by fine sand (SP) and slightly clayey fine sand (SP- SC) to a depth of 63 feet. N-values varied between WOH and 24 blows per foot, indicating the relative density

Report of Geotechnical Exploration AREHNA Project B-18-058 Orlando Executive Airport – VOR Building July 31, 2018

4 | P a g e is very loose to medium dense. A zone was encountered between 63 and 68 feet where a soil sample was not recovered. An N-value of 3 blows per foot was recorded. Between 68 and 73 feet, the boring encountered soft highly weathered limestone (WLS) with an N-value of 7 blows per foot. The limestone was underlain by loose to very dense fine sand (SP), slightly silty fine sand (SP-SM), and slightly clayey fine sand (SP-SC) to the termination depth of 110 feet. N-values ranged between 6 and 60 blows per foot.

The hand auger borings encountered slightly silty fine sand (SP-SM) from the ground surface to depths of approximately 3 feet underlain by organic silt/peat (PT) to depths of approximately 6 feet. Slightly silty fine sand (SP-SM) was encountered below the silt/peat to the termination depth of 7 feet. Laboratory testing consisting of natural moisture content and organic content tests was performed on representative samples of the silt/peat soils collected in the hand auger borings and resulted in moisture contents of 220.3 to 469.9 percent and organic contents of 36.3 to 81.0 percent. These values indicate the silt/peat is highly organic.

Highly organic soils are typically very compressible and are also subject to decay over extended periods of time. This can result in settlement of structures supported by these soils. Soils with organic contents exceeding 5 percent are considered unsuitable for support of structures.

The ground water level was encountered in the SPT and hand auger borings at depths of approximately 4 to 6 feet. Fluctuations in ground water levels should be expected due to seasonal climatic changes, rainfall variations, surface water runoff, and other site-specific factors.

A page defining the terms and classification symbols used in the boring profiles is included in Appendix B of this report.

GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS

Sinkhole activity consists of the presence of zones of very loose or very soft soils that extend a significant distance upward from a limestone interface that is weak and contains voids where overburden soils that have raveled downward into the voids may be encountered. Very loose or very soft overburden soils are evidenced by relatively low standard penetration resistance values (N-values) in the SPT borings, particularly N-values of weight of rod (WOR) and weight of hammer (WOH). Losses of drilling fluid circulation while performing the SPT borings suggest the presence of voids that also may indicate sinkhole activity, especially when they occur in the overburden soils above the limestone interface.

Raveling zones of very loose or very soft soils originating in the limestone formation and extending a significant distance upward toward the ground surface were not observed in either SPT boring. Some relatively low N-values, including intervals of WOH, were encountered between depths of approximately 58 and 68 feet in both SPT borings. However, the presence of the relatively low N-values at similar depths in both borings suggests an ambient condition of the soils at these depths unrelated to sinkhole activity. In addition, losses of drilling fluid circulation suggesting the presence of voids were not observed in either SPT boring.

Based on the results of the SPT borings performed at the site, it is the opinion of AREHNA that sinkhole activity is not the cause of the cracking and settlement of the asphalt pavement surrounding the building.

Instead, it appears that the cracking and settlement were caused by compression of the highly organic soils

Report of Geotechnical Exploration AREHNA Project B-18-058 Orlando Executive Airport – VOR Building July 31, 2018

5 | P a g e encountered in the borings at depths of approximately 2 to 3 feet and extending to approximately 4 to 8 feet deep. Since there was no significant damage to or settlement of the building itself, it appears the organic soils were either removed from beneath the building prior to construction or were otherwise remediated.

No significant damage was observed to the antenna structure surrounding the building. However, there is a possibility that some settlement has occurred. If necessary, the foundations of the antenna structure can be underpinned to provide adequate support and to restore previous structure elevations. Underpinning is typically performed by attaching minipiles to the structure foundations and extending the minipiles to a suitable bearing layer beneath the organic soils. An underpinning plan should be developed by a qualified structural engineer.

Before repaving or replacing the existing asphalt pavement, the organic soils will need to be removed and replaced with suitable granular fill in order to adequately support the new pavement. Excavation of the organic soils should not be performed with approximately 5 feet of existing foundation elements of the building or antenna structure unless they have been previously underpinned. Alternatively, the organic soils may be remediated using soil mixing, grouting, or other method. A specialty foundation contractor should be consulted to develop a remediation program.

The analyses and recommendations submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated. Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that conditions between borings will be different from those at specific boring locations and that conditions will not be as anticipated by the designers or contractors. AREHNA is not responsible for the conclusions, opinions or recommendations made by others based on the data presented in this report.

Report of Geotechnical Exploration AREHNA Project B-18-058 Orlando Executive Airport – VOR Building July 31, 2018

6 | P a g e

CLOSING

AREHNA appreciates the opportunity to have assisted you on this project. Should you have any questions with regards to this report, or if we can be of any further assistance, please contact this office.

Respectfully Submitted, AREHNA ENGINEERING, INC.

FLORIDA BOARD OF PROFESSIONAL ENGINEERS CERTIFICATE OF AUTHORIZATION NO. 28410

Joseph E. Prendergast, P.E. Sonia R. Florence Senior Geotechnical Engineer Senior Geotechnical Engineer Florida Registration No. 50774 Florida Registration No. 68671

APPENDIX A

Project Location Map – Figure 1

Field Exploration Plan – Figure 2 USGS Topographic Map – Figure 3 USDA Soil Survey Map – Figure 4 Floor Slab Elevation Survey – Figure 5

APPENDIX B

General Subsurface Profile – Figure 6 Soil Boring Records Key to Soil Classification Symbols

APPENDIX C

Summary of Laboratory Test Results – Table 1 Field and Laboratory Procedures

Joseph E Prendergast 2018.07.31 10:44:08 -04'00'

APPENDIX A

• Figure 1 – Project Location Map

• Figure 2 – Field Exploration Plan

• Figure 3 – USGS Topographic Map

• Figure 4 – USDA Soil Survey Map

• Figure 5 – Floor Slab Elevation Survey

FIG NO.

PROJECT LOCATION MAP

PROJECT NO.

Engineering,Inc.AREHNA 5012 West Lemon Street, Tampa, FL 33609 Phone 813.944.3464 Fax 813.944.4959

Certificate of Authorization No. 28410

PROJECT NAME

DATE

B-18-05807/2018

Orlando Executive Airport

VOR Building

SITE LOCATION

B-01

B-02

HA-02

HA-03

HA-01

HA-04

APPROXIMATE PLAN SCALE

0 20'

FIG NO.

FIELD EXPLORATION PLAN

PROJECT NO.

Engineering,Inc.AREHNA 5012 West Lemon Street, Tampa, FL 33609 Phone 813.944.3464 Fax 813.944.4959

Certificate of Authorization No. 28410

PROJECT NAME

DATE

B-18-05807/2018

Orlando Executive Airport

VOR Building

Orlando, Florida

LEGEND

Approximate Location of Hand Auger Boring

Approximate Location of Standard Penetration Test (SPT) Boring

APPROXIMATE PLAN SCALE

0 N.T.S.

FIG NO.

USGS TOPOGRAPHIC MAP

PROJECT NO.

Engineering,Inc.AREHNA

Certificate of Authorization No. 28410

PROJECT NAME

DATE

5012 West Lemon Street, Tampa, FL 33609 Phone 813.944.3464 Fax 813.944.4959

SITE LOCATION

B-18-05807/2018

Orlando Executive Airport

VOR Building

FIG NO.

USDA SOIL SURVEY MAP

PROJECT NO.

Engineering,Inc.AREHNA 5012 West Lemon Street, Tampa, FL 33609 Phone 813.944.3464 Fax 813.944.4959

Certificate of Authorization No. 28410

PROJECT NAME

DATE

SOIL MAPPING UNITS

50—Urban land 99—Water

B-18-05807/2018

Orlando Executive Airport

VOR Building

SITE LOCATION

APPENDIX B

• Figure 6 – General Subsurface Profile

• Soil Boring Records

• Key to Soil Classifications Symbols

Drawn By: LEF Checked By: SRF

Poorly-graded Sand with Silt Peat Poorly-graded Sand

Poorly-graded Sand with Clay Clayey Sand Weathered LimestoneExecutive Airport

Orlando, FL

Soil Classification Key

D ep th (f t)

GENERALIZED SUBSURFACE PROFILE

Figure 6 Date: 6/25/2018 Prepared for

Survtech Solutions, Inc.5012 West Lemon Street Tampa, FL 33609 Project No.: B-18-058

BORING

TERMINATED

100 ft

SP-SM

PT

SP-SM

SP

SP-SC

SC

WLS

SP-SC

SP-SC

SP

SP-SC

SP-SM

N= 7 N= 6

N= 7

N= 15

N= 20

N= 10

N= 12

N= 20

N= 23

N= 28

N= 15

N= 2

N=0

N= 18

N= 6

N= 9

N= 18

N= 11

N= 43

N= 63

BORING

TERMINATED

110 ft

SP-SM

PT

PT

SP-SC

SP

SP

SP-SC

WLS

SP-SM

SP-SC

SP

SP

SP-SC

SP

N=0 N= 2 N= 20

N= 7

N= 13

N= 17

N= 10

N= 10

N= 12

N= 20

N= 24

N= 11

N=0

N= 7

N= 9

N= 6

N= 8

N= 15

N= 60

N= 38

N= 26

N= 38

BORING

TERMINATED

7 ft

SP-SM

PT

SP-SM

BORING

TERMINATED

7 ft

SP-SM

PT

SP-SM

BORING

TERMINATED

7 ft

SP-SM

PT

SP-SM

BORING

TERMINATED

7 ft

SP-SM

PT

SP-SM

N=4

N=3

B-01 7/11/2018

B-02 7/11/2018

HA-01

6/25/2018

HA-02

6/25/2018

HA-03

6/25/2018

HA-04

6/25/2018

AU

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

1-WOH-4-4

2-2-5-6

2-4-2-2

2-2-5

5-5-10

8-9-11

3-5-5

4-5-7

5-8-12

9-11-12

11-12-16

5-6-9

Brown slightly silty fine SAND (SP-SM)

Black organic SILT/PEAT (PT)

Very loose dark brown slightly silty fine SAND (SP-SM)

Loose to medium dense light brown to brown dark gray fine SAND

(SP) 7

Remarks:

Ground Water Level:

At Time of Drilling: 4 ft below existing grade

Date Drilled: 7/11/18 Drilled By: AREHNA Method: Auger Boring

FINES CONTENT (%)

20 40 60 80

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

FINES CONTENT (%)

20 40 60 80

W A

TE

R

L E

V E

L SPT N VALUE

20 40 60 80

D E

P

TH

(ft

S A

M P

LE

T

Y P

E

S P

T B

LO

W

C O

U N

TS

G R

A P

H

IC

LO

GSOIL DESCRIPTION AND REMARKS

N -V

A

LU

E

Drawn By: LEF Checked By: SRF

SOIL BORING LOG

Boring B-01

Date: 6/25/2018

ORLANDO, FL

AREHNA Project No.: B-18-058AREHNA Project No.: B-18-058 Survtech Solutions, Inc.

EXECUTIVE AIRPORT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

1-1-1

WOH-WOH-

WOH

12-10-8

2-3-3

4-4-5

7-8-10

6-5-6

14-18-25

18-28-35

Loose to medium dense light brown to brown dark gray fine SAND (SP) (continued)

Very loose dark gray fine SAND with clay (SP-SC)

Very loose dark gray clayey fine SAND (SC)

Soft gray highly weathered limestone with trace shell (WLS)

Loose dark gray fine SAND with clay (SP-SC)

Loose gray fine SAND with clay and trace phosphate (SP-SC)

Medium dense gray fine SAND (SP) with trace phosphate

Medium dense gray fine SAND with clay and trace shell (SP-SC)

Dense to very dense gray slightly silty fine SAND (SP-SM) with trace shell

Bottom of borehole at 100.0 feet.

FINES CONTENT (%)

20 40 60 80

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

FINES CONTENT (%)

20 40 60 80

W A

TE

R

L E

V E

L SPT N VALUE

20 40 60 80

D E

P

TH

(ft

S A

M P

LE

T

Y P

E

S P

T B

LO

W

C O

U N

TS

G R

A P

H

IC

LO

GSOIL DESCRIPTION AND REMARKS

N -V

A

LU

E

Drawn By: LEF Checked By: SRF

SOIL BORING LOG

Boring B-01

Date: 6/25/2018

ORLANDO, FL

AREHNA Project No.: B-18-058AREHNA Project No.: B-18-058 Survtech Solutions, Inc.

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

WOH-WOH-

WOH-3

1-1-1-1

9-11-9-9

1-3-4

4-5-8

4-7-10

3-4-6

4-4-6

3-5-7

6-8-12

8-12-12

4-3-8

Light brown slightly silty fine SAND (SP-SM)

Black organic SILT/PEAT (PT)

Soft to very soft black organic SILT/PEAT (PT)

Medium dense brown slightly clayey fine SAND (SP-SC)

Loose to medium dense light brown to dark gray fine SAND (SP)

Medium dense dark gray fine SAND (SP) with trace phosphate

Remarks:

Ground Water Level:

At Time of Drilling: 4 ft below existing grade

Date Drilled: 7/11/18 Drilled By: AREHNA Method: Auger Boring

FINES CONTENT (%)

20 40 60 80

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

FINES CONTENT (%)

20 40 60 80

W A

TE

R

L E

V E

L SPT N VALUE

20 40 60 80

D E

P

TH

(ft

S A

M P

LE

T

Y P

E

S P

T B

LO

W

C O

U N

TS

G R

A P

H

IC

LO

GSOIL DESCRIPTION AND REMARKS

N -V

A

LU

E

Drawn By: LEF Checked By: SRF

SOIL BORING LOG

Boring B-02

Date: 6/25/2018

ORLANDO, FL

AREHNA Project No.: B-18-058AREHNA Project No.: B-18-058

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

WOR-WOH-

WOH

WOR-WOH-

7-4-3

4-6-3

3-3-3

4-4-4

4-6-9

35-25-35

16-20-18

10-11-15

16-20-18

Medium dense dark gray fine SAND (SP) with trace phosphate (continued)

Very loose dark gray slightly clayey fine SAND (SP-SC)

No Recovery

Soft light gray highly weathered LIMESTONE (WLS)

Loose gray slightly silty fine SAND (SP-SM) with trace shell

Loose gray slightly clayey fine SAND (SP-SC)

Medium dense gray fine SAND (SP) with few shell and trace phosphate

Dense to very dense gray fine SAND (SP) with trace phosphate

Medium dense gray slightly clayey fine SAND (SP-SC) with trace phosphate

Dense gray fine SAND (SP) with trace phosphate

Bottom of borehole at 110.0 feet.

FINES CONTENT (%)

20 40 60 80

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

FINES CONTENT (%)

20 40 60 80

W A

TE

R

L E

V E

L SPT N VALUE

20 40 60 80

D E

P

TH

(ft

S A

M P

LE

T

Y P

E

S P

T B

LO

W

C O

U N

TS

G R

A P

H

IC

LO

GSOIL DESCRIPTION AND REMARKS

N -V

A

LU

E

Drawn By: LEF Checked By: SRF

SOIL BORING LOG

Boring B-02

Date: 6/25/2018

ORLANDO, FL

AREHNA Project No.: B-18-058AREHNA Project No.: B-18-058 Survtech Solutions, Inc.

Gray slightly silty fine SAND (SP-SM)

Black organic SILT/PEAT (PT)

@ 4': Organic Content: 55.6%, Moisture Content 256.1%

@ 5.5': Organic Content: 71.6%, Moisture Content 433.3% Dark brown slightly silty fine SAND (SP-SM)

Bottom of borehole at 7.0 feet.

Remarks:

Ground Water Level:

At Time of Drilling: 6 ft below existing grade

Date Drilled: 6/25/18 Drilled By: AREHNA Method: Auger Boring

D E

P

TH

(ft

S A

M P

LE

T

Y P

E

G R

A P

H

IC

LO

G

W A

TE

R

L E

V E

L

SOIL DESCRIPTION AND REMARKS

Drawn By: LEF Checked By: SRF

SOIL BORING LOG

Boring

HA-01

Date: 6/25/2018

ORLANDO, FL

AREHNA Project No.: B-18-058AREHNA Project No.: B-18-058

Black organic SILT/PEAT (PT)

@ 4': Organic Content: 43.5%, Moisture Content 259.3%

@ 5.5': Organic Content: 81%, Moisture Content 469.9% Dark brown slightly silty fine SAND (SP-SM)

Bottom of borehole at 7.0 feet.

Remarks:

Ground Water Level:

At Time of Drilling: 6 ft below existing grade

Date Drilled: 6/25/18 Drilled By: AREHNA Method: Auger Boring

D E

P

TH

(ft

S A

M P

LE

T

Y P

E

G R

A P

H

IC

LO

G

W A

TE

R

L E

V E

L

SOIL DESCRIPTION AND REMARKS

Drawn By: LEF Checked By: SRF

SOIL BORING LOG

Boring

HA-02

Date: 6/25/2018

ORLANDO, FL

AREHNA Project No.: B-18-058AREHNA Project No.: B-18-058

Black organic SILT/PEAT (PT)

@ 4': Organic Content: 36.3%, Moisture Content 220.3%

@ 5.5': Organic Content: 78.8%, Moisture Content 445.7% Dark brown slightly silty fine SAND (SP-SM)

Bottom of borehole at 7.0 feet.

Remarks:

Ground Water Level:

At Time of Drilling: 6 ft below existing grade

Date Drilled: 6/25/18 Drilled By: AREHNA Method: Auger Boring

D E

P

TH

(ft

S A

M P

LE

T

Y P

E

G R

A P

H

IC

LO

G

W A

TE

R

L E

V E

L

SOIL DESCRIPTION AND REMARKS

Drawn By: LEF Checked By: SRF

SOIL BORING LOG

Boring

HA-03

Date: 6/25/2018

ORLANDO, FL

AREHNA Project No.: B-18-058AREHNA Project No.: B-18-058

Black organic SILT/PEAT (PT)

@ 4': Organic Content: 65.9%, Moisture Content 326.8%

@ 5.5': Organic Content: 74.3%, Moisture Content 369% Dark brown slightly silty fine SAND (SP-SM)

Bottom of borehole at 7.0 feet.

Remarks:

Ground Water Level:

At Time of Drilling: 6 ft below existing grade

Date Drilled: 6/25/18 Drilled By: AREHNA Method: Auger Boring

D E

P

TH

(ft

S A

M P

LE

T

Y P

E

G R

A P

H

IC

LO

G

W A

TE

R

L E

V E

L

SOIL DESCRIPTION AND REMARKS

Drawn By: LEF Checked By: SRF

SOIL BORING LOG

Boring

HA-04

Date: 6/25/2018

ORLANDO, FL

AREHNA Project No.: B-18-058AREHNA Project No.: B-18-058

CLIENT Survtech Solutions, Inc.

PROJECT NUMBER B-18-058

PROJECT NAME Executive Airport

PROJECT LOCATION Orlando, FL

SAMPLER SYMBOLSLITHOLOGIC SYMBOLS

(Unified Soil Classification System)

KEY TO SYMBOLS

Hand Auger

Standard Penetration Test

Standard Penetration Resistances

SP-SM: Poorly-graded Sand with Silt

PT: Peat

SP: Poorly-graded Sand

SP-SC: Poorly-graded Sand with Clay

SC: Clayey Sand

WLS: Weathered Limestone

ABBREVIATIONS SOIL BOUNDARY CLASSIFICATIONS

Coarse Cobbles

No. of Blows 0 - 2 3 - 4 5 - 8

16 - 30

Very Soft Soft Firm Stiff

Very Stiff

No. of Blows 10 - 20 21 - 50

51 - 50/3"

Relative Density

Consistency Soft

WOR = Weight of Rod

Water Level at Time Drilling, or as Shown

Water Level After 24 Hours, or as Shown

SILT or CLAY

GRAVEL

Greater than 30 Hard

Medium Hard

Very Hard

LIMESTONE

Greater than 50/3"

LIMESTONE

WOH = Weight of Hammer

SAND

Fine Fine CoarseMedium

FINE

GRAINED

SOILS

#40 Sieve

COARSE GRAINED SOILS

3-inch 12-inch3/4-inch#4 Sieve

# 200 Sieve

#10 Sieve

Ground Water Level Measurements

LL

PI

W

DD

NP

-200

PP

LIQUID LIMIT (%)

PLASTICITY INDEX (%)

MOISTURE CONTENT (%)

DRY DENSITY (PCF)

NON PLASTIC

PERCENT PASSING NO. 200 SIEVE

POCKET PENETROMETER (TSF)

Boulders

0 - 4 5 - 10

11 - 30 31 - 50

Greater than 50

Very Loose Loose

Medium Dense Dense

Very Dense

SAND &

GRAVEL

No. of Blows

9 - 15

Consistency

SILT &

CLAY

APPENDIX C

• Summary of Laboratory Results – Table 1

• Field and Laboratory Procedures

TABLE 1

SUMMARY OF LABORATORY TEST DATA

Orlando Executive Airport

Orlando, FL

AREHNA Project B-18-058

Boring No.

Sample

Depth (feet)

Percent

Moisture

Content