Appendix_6_-_Stormwater_Study_-_Final.pdf

STORMWATER STUDY

CARGO APRON RECONSTRUCTION AND

REPLACEMENT FOR RUNWAY 9-27 WITH A

TAXIWAY

Prepared for:

Prepared by:

4 2 1 1 W . B O Y S C O U T B L V D . , S U I T E 5 0 0

T A M P A , F L 3 3 6 0 7

MAY 2022

CARGO APRON RECONSTRUCTION AND REPLACEMENT STORMWATER STUDY

FOR RUNWAY 9-27 WITH A TAXIWAY

CONTENTS

I. INTRODUCTION

PROJECT DESCRIPTIONS

REPORT OBJECTIVES AND LIMITATIONS

II. EXISTING DRAINAGE CONDITIONS

DRAINAGE OUTFALLS

SITE DESCRIPTION - PROJECT AREA 1

SITE DESCRIPTION - PROJECT AREA 2

DOCUMENT COMPARISON

DOCUMENT COMPARISON - PROJECT AREA 1

DOCUMENT COMPARISON - PROJECT AREA 2

III. STORMWATER MANAGEMENT CRITERIA

IV. PROPOSED DRAINAGE CONVEYANCE APPROACH

PROJECT AREA 1

PROJECT AREA 2 – TAXIWAY C (WEST)

PROJECT AREA 2 – TAXIWAY C (EAST)

PROJECT AREA 2 - TAXIWAY A4

V. STORMWATER MANAGEMENT ALTERNATIVES

ALTERNATIVE 1

ALTERNATIVE 2

ALTERNATIVES 1 AND 2

ALTERNATIVE 3

ALTERNATIVE 4

ALTERNATIVES 3 AND 4

VI. CONCLUSION AND RECOMMENDATIONS

EXHIBITS

Exhibit 3-1 - Existing Basin map

Exhibit 3-2 - Proposed Stormsewer Layout Changes

Exhibit 3-3 - Treatment Alternative 2

Exhibit 3-4 - Treatment Alternative 3

Exhibit 3-5 - Treatment Alternative 4A

Exhibit 3-6 - Treatment Alternative 4B

Exhibit 3-7 – Terminal Outfall – Pipe Depth Entering Pond 4A

Exhibit 3-8 – Groundwater Elevations

I. INTRODUCTION

Airfield improvements are being proposed at the St. Pete-Clearwater International Airport

(Airport). This includes reconstructing an existing aircraft parking apron (Project Area 1) and reconfiguring airfield pavements north of the terminal apron (Project Area 2) in preparation for a future east concourse terminal expansion (Figure 1.1).

Figure 1.1 – Project Areas

PROJECT DESCRIPTIONS

Project Area 1 will reconstruct the existing asphalt pavement and concrete hardstands north of the Allegiant Airlines building with new concrete.

Project Area 2 will demolish the decommissioned Runway 9-27 west of Runway 18-36 and

Taxiway D. Project Area 2 will also construct a new Taxiway C along the northern edge of, and parallel to, Runway 9-27. New Taxiway A4 will also be constructed as part of Project Area 2.

Taxiway A4 will be perpendicular to Runway 18-36 and Taxiway A, connecting between them.

The layout of Taxiway C and Taxiway A4 is in accordance with the approved 2020 Airport

Layout Plan (ALP).

REPORT OBJECTIVES AND LIMITATIONS

Michael Baker International, Inc. (Michael Baker) was contracted by the Airport to perform the final design and permitting phase for this project. The purpose of this study is to establish a conceptual drainage design approach to support this project that is cost-effective and technically viable. The approach will also be compatible with the future east concourse terminal expansion.

To accomplish this, we have:

• Reviewed and compared relevant data found in as-built drawings and other documents, establishing accurate existing conditions

• Established the governing stormwater design standards and permitting agency requirements

• Compared the existing site drainage patterns, basin boundaries, and stormwater layouts to the proposed and future condition, and

• Developed four (4) stormwater management alternatives, recommending the preferred alternative for the project.

A full analysis and calculations have not been completed for each alternative. However, enough analysis has been performed to indicate each alternative is feasible. A final analysis will be completed for the preferred stormwater management alternative.

II. EXISTING DRAINAGE CONDITIONS

DRAINAGE OUTFALLS

The project site currently drains to four (4) outfalls. For the purposes of this report, Michael

Baker has named each of these outfalls as the South Cross Bayou outfall, the Middle Cross

Bayou outfall, the North Cross Bayou outfall, and the Tampa Bay outfall (Figure 1.2).

Figure 1.2 – Cross Bayou and Tampa Bay Outfalls

SITE DESCRIPTION - PROJECT AREA 1

Project Area 1 is about 3.2 acres, all of which is impervious. This area consists of asphalt and concrete pavements north and east of the Allegiant Maintenance Facility (Figure 1.3). The surface elevations range from 9.5-ft to 10.8-ft in elevation (NAVD88).

Figure 1.3 – Project Area 1

MC Squared, Inc. performed a geotechnical investigation in February of 2022. At that time, the ground water table in Project Area 1 was observed 4-5 ft below existing ground and the seasonal high water table (SHWT) is estimated to be 2-3-ft below ground (Exhibit 3-8). The geotechnical report is available under separate cover.

There is a basin divide along the vehicle service road. Runoff north of the service road flows north across Taxiway T to the existing stormwater pond north of Taxiway T. Runoff south of the service road flows into a single inlet near the north-central part of the apron.

SITE DESCRIPTION - PROJECT AREA 2

Project Area 2 is about 13 acres (excluding any proposed pond footprint) and consists of both asphalt pavement and maintained turf. This area is bound by Taxiway B to the west and

Runway 18-36 to the east, and generally lies overtop existing Runway 9-27 (Figure 1.4). The existing surface elevations range from 8.0-ft to 9.8-ft in elevation.

Figure 1.4 – Project Area 2

In February 2022, the ground water table in Project Area 2 was observed at an average depth of

4 ft. below existing ground, and the seasonal high (SHWT) is estimated to be 2 ft. below ground

(Exhibit 3-8). This was estimated by reviewing historical monitoring well data from a nearby site to the north against the water table levels observed during the February investigation. The geotechnical report is available under separate cover.

Runoff from the western half of Project Area 2 is collected by several inlets on the north and south side of Runway 9-27. This system drains west, parallel to the runway.

The eastern half of Project Area 2 includes the eastern one-third of proposed Taxiway C and all of proposed Taxiway A4. This area is conveyed by a system of drainage pipes and structures and drains east under Taxiway A and Runway 18-36.

A Pre-Development Drainage Map of both project areas is included as Exhibit 3-1.

DOCUMENT COMPARISON

As part of this study, we reviewed the following documents from previous studies and nearby past projects including:

• As-Built Drawings o Taxiway A Relocation, 1994 o Taxiway Rehabilitation Phase 1, 2014 o Taxiway Rehabilitation Phase 2, 2015 o Allegiant Maintenance Facility, 2018

• Stormwater Master Plan (SWMP), 2020

The as-built drawings and the survey performed for this project were used to layout the existing drainage infrastructure in AutoCAD. The updated drainage layout and flow directions were compared to the SWMP nodal diagram and ICPR model, and the following discrepancies were identified.

DOCUMENT COMPARISON - PROJECT AREA 1

Runoff from Project Area 1 currently discharges without treatment. The Allegiant Facility plans show Basins 018190, 18180, and 18200 (Project Area 1) draining directly west around the north end of the Allegiant Building and then draining southwest to the South Cross Bayou outfall. The same basins are also shown to drain north though an 18-inch pipe that runs parallel to, and east of Taxiway B (redundant outfalls). This northward outfall continues north of Runway 9-27 until it intersects the east-west pipe network that drains to the Middle Cross Bayou Outfall (Figure 2.1).

The SWMP shows the same basins only draining to the South Cross Bayou outfall (as opposed to both the Middle and South Cross Bayou outfalls). However, the drainage route shown in the

SWMP to the South Cross Bayou outfall is different than the South Cross Bayou outfall route described in the prior paragraph. This route goes north briefly, draining into the existing pond north of Taxiway T, then discharging west out of the pond control structure (Figures 2.1). The

SWMP nodal diagram has been corrected to match the Allegiant Facility plans, the Taxiway

Rehabilitation Phase 2 plans, and the survey.

Figure 2.1 – Project Area 1 Model Discrepancies

DOCUMENT COMPARISON - PROJECT AREA 2

For Project Area 2, discrepancies also exist when comparing the Taxiway Rehabilitation Phase

1 and 2 plans and the survey performed for this project with the SWMP nodal diagram (and

ICPR model). In the SWMP nodal diagram, Basin 02146 is shown to drain both west to the existing pond and north across Taxiway A and Runway 18-36 to the Tampa Bay outfall

(redundant outfalls). Instead, this basin actually drains only north to the Tampa Bay outfall.

Additionally, in the SWMP, Basin 17070 (triangular infield area) is shown to drain both west and north as well (redundant outfalls). However, this area only drains west to the existing pond, discharging to the South Cross Bayou outfall. Finally, Basin B21145 is shown in the SWMP nodal diagram to drain north then west to a Cross Bayou outfall that is north of the North Cross

Bayou outfall. Instead, about half of this basin actually drains into an inlet just north of Taxiway

H then drains south under Taxiway H. From there, this area drains east under Taxiway A and

Runway 18-36 to the Tampa Bay outfall (Figure 2.2). The SWMP nodal diagram and ICPR model have been corrected accordingly.

Figure 2.2 – Project Area 2 Model Discrepancies

Most of the runoff from Project Area 2 discharges without treatment. A narrow, linear dry retention pond (about 2 ft. deep) exists south of Project Area 2. This pond treats only about ten

(10) percent of Project Area 2 (runoff from Taxiway D and the triangular infield area described above), a mainly treats runoff from Taxiway T. There is a control structure at the west end of the pond that discharges under Taxiway B. This pond was permitted and constructed in 1994.

Figure 2.3 – Existing Linear Pond

III. STORMWATER MANAGEMENT CRITERIA

This section presents the governing standards and permitting criteria for the proposed stormwater management alternatives. These criteria are based on our review of the SWFWMD

Applicant’s Handbook Volumes I and II, Pinellas County Stormwater Manual, and pre-application meetings with both these agencies. The pre-application meeting minutes are available under separate cover. The project-specific stormwater criteria are listed in Table 3.1 below.

Table 3.1 – STORMWATER MANAGEMENT CRITERIA

AGENCY DESIGN CRITERIA IMPORTANT MEETING NOTES

SWFWMD An on-line retention treatment system shall treat the first one-half inch of run-off.

Total treatment volume shall again be available within 72 hours, with a factor of safety of 2.

Projects discharging directly into Outstanding

Florida Waters (OFW) shall be required to provide treatment for a volume 50 percent more than required for the selected treatment system

A net increase in flow rates to the Bay is allowed as long as the hydraulic grade line in the model does not cause onsite or offsite flooding

No treatment is required if a net reduction in impervious area is achieved within the same Basin

Additional treatment or storage provided than what is required for this project can be documented and applied to a future project.

Pinellas

County

Impaired water treatment requires a 55% reduction in Nitrogen and 80% reduction in Phosphorus.

The pond bottom shall be at least 2 feet above the estimated SHGWT; unless the applicant demonstrates, based on plans, test results, calculations, or other information, that an alternative design is appropriate for the specific site conditions.

Ponds shall recover the treatment volume within

24 to 72 hours

Pond sides and bottoms shall be stabilized with vegetation or other approved materials.

Provide cup-for-cup floodplain compensation.

Watersheds within Pinellas County are considered impaired

The rate of runoff leaving the site shall not cause adverse off-site impacts

Water Quantity requirements: Post-

Development discharge rates cannot exceed Pre-Development rates.

FDOT

Statewide

Airport

Stormwater

BMP

Manual

Contributing pavement area is not more than 50% larger than the overland flow area.

Overland flow distance shall be 25 feet or greater.

Soils on the site are silty sands, or sands with organics, with stabilized infiltration rates greater than 0.5 inches/hour and horizontal hydraulic conductivities greater than 10 feet/day

Topography permits flat to moderate (0.5% -5%) transverse slopes

SHGWT elevations are between 2 feet beneath the ground surface

Discharge is available for underdrains, if needed and ground water contributions of nutrient load do not increase total nutrient loading significantly

N/A

FAA

Advisory

Circular

150/5320–

Airport

Drainage

Design

Avoid Wet Ponds

The dry stormwater detention facility shall be designed to follow FAA AC 150/5200-33C guidance for a maximum 48-hour detention period following a storm even and remain completely dry between storm events. The dry detention facility

(bottom and side slopes) will be mowed and maintained similar to the airfield turf.

N/A

SWFWMD criteria was used to preliminarily size and locate the ponds representing Alternatives

3 and 4 described later in the report. Ultimately, treatment requirements will be calculated for

SWFWMD and Pinellas County design criteria, and the most stringent volume requirement will be used as the basis of design.

During the pre-application meeting with Pinellas County, it was noted that treatment may be required for Project Area 1 as any “redevelopment” over 3,000 sq. ft. needs to be brought up to current standards set by Pinellas County. However, direct (or in-line) treatment for Project Area

1 is not viable because there is no place for a treatment facility downstream along the South

Cross Bayou outfall. Instead, an exemption for treating Project Area 1 is being sought under the

Pinellas County code. If an exemption is not granted for Project Area 1, compensating treatment or direct treatment will be considered under one of the proposed alternatives discussed later.

The Cross Bayou and Tampa Bay outfalls are considered Outstanding Florida Waters (OFWs) and Impaired Water Bodies. Consequently, SWFWMD requires that any future treatment volume meets the additional treatment requirements for an OFW which is 50% additional volume above the presumptive treatment requirement.

IV. PROPOSED DRAINAGE CONVEYANCE APPROACH

As part of this study, a conceptual inlet and pipe layout was developed for this project (Exhibit

3-2). A conceptual grading plan with proposed inlet and drainage pipe locations was also developed for the future east terminal concourse expansion (Exhibit 3-5). These layouts were used in developing the proposed drainage approach and the evaluation of the proposed stormwater management alternatives. The following section describes the proposed drainage approach which focuses more on stormwater conveyance. Section V. describes each of the proposed stormwater management alternatives.

PROJECT AREA 1

Proposed surface grading will generally match existing grades. However, minor grading changes may be made to meet NFPA 407 grading requirements for apron fueling operations.

Fueling operations in Project Area 1 would require a minimum slope of 1% for a minimum of 50-ft south and east of the Allegiant Building and the removal of the trench drains within 50-ft on the building. This would add a small amount of runoff area to the apron outfall piping. The redundant outfall pipe to the north could possibly be capped and abandoned or removed to make space for a new pond. However, a complex leg of the South Cross Bayou outfall would have to be modeled with this additional runoff area to confirm the removal of the redundant pipe will not cause onsite flooding. Instead, if a new pond is built over this pipe, the pipe could be trimmed and outfall into this pond, directly treating runoff from Project Area 1. In this case, the southwestern outfall pipe would likely remain as well to maintain the current water quantity capacity.

PROJECT AREA 2 – TAXIWAY C (WEST)

For Project Area 2, it is proposed to convey runoff from the entire length of Taxiway C west

(instead of the eastern one-third of Taxiway C being conveyed east). This will be accomplished by swales on the north and south sides of the Taxiway that may have ditch bottom inlets with piping beneath the swales (orange arrows, Figure 4.1). This is to avoid jack and bore beneath

Taxiway A that would be required to maintain the Tampa Bay outfall that currently serves the eastern portion of Project Area 2.

At the west end of Taxiway C, the drainage will be conveyed south under Taxiway C to a new pond and then on to the control structure at Node N17030 (or a new pond control structure).

This is proposed to avoid another jack and bore under Taxiway B by making use of the existing outfall pipe leaving the existing control structure (orange arrows, Figure 4.1).

Figure 4.1 – Proposed Westerly Conveyance

This change will result in an increased flow rate to the South Cross Bayou outfall and a decreased flow rate to the Middle Cross Bayou outfall. Therefore, drainage conveyances from the site to both of those outfalls will be modeled to confirm it will not cause onsite or offsite flooding.

PROJECT AREA 2 – TAXIWAY C (EAST)

North of Taxiway H, runoff from Basin 021145 will no longer be able to flow east under Taxiway

A and Runway 18-36. This is due to the removal of the eastward flowing pipe network. Instead, runoff from Basin 021145 will daylight to the proposed swale north of Taxiway C and flow west to a pond proposed for with this project.

PROJECT AREA 2 - TAXIWAY A4

In the proposed condition, Taxiway A4 will drain the same way as the predevelopment condition. Runoff will sheet flow north and south from Taxiway A4, draining to existing inlets located in the infield grassed areas (Basins 02070 and 02085) which convey stormwater to the

Tampa Bay outfall.

V. STORMWATER MANAGEMENT ALTERNATIVES

Four (4) alternatives for providing stormwater treatment and attenuation have been developed.

For each alternative, design criteria, environmental considerations, maintainability, compatibility with future development, and costs were considered. In our evaluation of costs, we considered the significant need for onsite borrow to replace the removed Runway 9-27 and Taxiway D pavements. The four alternatives are:

1. Demonstrate a net reduction in impervious area and do not provide a stormwater management facility.

2. Use overland flow for water quality treatment.

3. Construct a dry retention pond sized for the project.

4. Construct a dry retention pond sized for the project and the future terminal expansion project.

ALTERNATIVE 1

Alternative 1 was developed to provide no water quality treatment for the proposed improvements. For this alternative, the total amount of impervious area is being reduced, therefore improving water quality. Runoff from the site currently drains offsite with very little treatment. By reducing the pavement area in the proposed condition, the net pollutant loads are reduced. Per discussions with SWFWMD, no stormwater treatment is required for the project as long as there is a net reduction in impervious area (with similar land use).

However, for Pinellas County, proof of a net reduction in impervious area will not be sufficient.

Credit for the reduction in impervious area will only be accepted through pre- and post-development pollutant load calculations. Therefore, pollutant loading for the proposed net impervious area will be calculated. This will be compared against County criteria to confirm enough pavement was removed to meet a 55% and 80% reduction for Nitrogen and

Phosphorus. If the target reduction is not met, other BMPs will be added to meet the target pollutant load reductions.

ALTERNATIVE 2

Alternative 2 was developed in accordance with the guidelines for overland flow treatment as presented in the FDOT Statewide Airport Manual (Airport Manual) and allowed per General

Permit Rule 62-330.449. Typically, runways and taxiways are surrounded by large, grassed surfaces on both sides. This alternative would use overland flow as a BMP where runoff moves off the runway or taxiway and sheet flows over the adjacent grass, allowing some or all of the stormwater to infiltrate into the ground. Alternative 2 is a safe and environmentally friendly option for Taxiway A4, since construction of a retention pond near the runway is not permitted due to bird strike concerns. Both SWFWMD and Pinellas County consider overland flow an acceptable treatment method. The County refers to this BMP as a Vegetative Natural Buffer

(VNB).

Pinellas County requirements for overland flow are similar to the requirements outlined in the

Airport Manual. However, the Airport Manual has established Event Mean Concentrations

(EMC) of Total Nitrogen and Total Phosphorus for use in calculating stormwater pollutant loadings from airfield pavement. Airfield pavements are typically cleaner than commercial sites.

Therefore, Pinellas County agreed that the values listed in Airport Manual can be used in the pre/post pollutant loading analysis (Table 5.1).

Table 5.1 – Airside and Natural Nutrient

Event Mean Concentration (antilog mean log) mg/L

AIRSIDE TYPE OR FEATURE Total Nitrogen (TN) Total Phosphorus (TP)

General Aviation Apron 0.335 0.051

Airline Terminal Apron 0.398 0.057

T-Hangar Apron 0.551 1.836

Air Cargo Apron 0.259 0.053

General Aviation Runway 0.365 0.081

Air Carrier Runway 0.401 0.049

Taxiways 0.569 0.11

Natural Vegetative

Community

0.93 0.10

ALTERNATIVES 1 AND 2

For both Alternatives 1 and 2, the east-west pipe network currently north of Runway 9-27 will be removed to allow for construction of Taxiway C. As a result, the other pipes and drainage structures upstream of this system (south of Runway 9-27) will also be removed. Basin 02148

(one of the terminal apron basins) will then lose connectivity to the Tampa Bay outfall and runoff will instead be directed west. This will be achieved by shortening the pipe from Basin 02148 and discharging it into the existing linear treatment pond just north of Taxiway T, ultimately draining to the South Cross Bayou outfall.

ALTERNATIVE 3

Alternative 3 proposes a dry retention pond just south of Taxiway C. The pond would be sized to treat and attenuate runoff from Taxiway C only (no future development). Due to the high-water table, the pond could only be 1 foot deep without underdrains. Therefore, underdrains are being proposed to increase the pond depth up to 3.5-ft. The proposed pond under Alternative 3 would yield approximately 6,000 cubic yards borrow material at a depth of 3.5-ft.

As mentioned previously, Pinellas County may require compensating treatment for Project Area

1. This would be done by treating a portion of the Taxiway B expansion constructed under the taxiway rehabilitation project in 2015. This portion of the taxiway (Basin B17030) is currently not being treated. Direct treatment may also be possible by terminating and discharging the north outfall pipe from Project Area 1 into Pond 3.

Per Pinellas County, raising any site elevations or filling in the existing pond would require volume compensation cup-for-cup. Floodplain compensation would be at least partially provided with Alternative 3, if required.

ALTERNATIVE 4

Alternative 4 proposes a much larger dry retention pond, sized to treat, and attenuate runoff from Taxiway C and the future east concourse terminal expansion. Alternative 4 has been split up into Alternatives 4A and 4B, to evaluate two different large pond locations. These two locations have their own pros and cons which are outlined in Section VI.

The pond for Alternative 4A would occupy most of the green space bounded by Taxiway C, Taxiway B, Taxiway T, and the west side of the apron for the future terminal expansion (Exhibit

3-5). Project Area 1 would also discharge into and be treated by Pond 4A.

The pond for Alternative 4B would be located just west of the service road that lies west of

Taxiway B and north of the existing Strawberry Lot (Exhibit 3-6). One drawback to Alternative

4B is that it is cost-prohibitive to pursue treatment compensation or direct treatment for Project

Area 1.

A benefit to either Alternative 4A or 4B is that floodplain compensation would be provided, if required.

Like Alternative 3, the use of underdrains is recommended for Alternatives 4A and 4B to lower the water table, allowing for a deeper pond. For Pond 4A, the depth was estimated by the lowest underdrain elevation required to maintain a positive discharge. Based on the existing 29

X 45-in outfall pipe invert at Node N17030, it was determined that the pond’s maximum depth can be about 3.5 ft. (~ Elevation 4.5-ft NAVD88). This is based on underdrains being installed 1-ft below the pond bottom. In addition, the preliminary apron grades and piping system for the future terminal expansion were developed to estimate future pipe depths. The flow rate through the pipes outfalling to the new pond from the terminal expansion is estimated to require triple 29

X 45 elliptical pipes. A pond depth of 3.5-ft would allow these pipes to enter the pond without being sumped (Exhibit 3-7).

The proposed pond under Alternatives 4A and 4B would yield approximately 14,000 cubic yards of usable fill based on a depth of 3.5-ft.

ALTERNATIVES 3 AND 4

For both Alternatives 3 or 4, the same revised stormwater routing for Basin 02148 will be used that is described in the “Alternatives 1 and 2” section above. However, the existing linear pond would be converted to conveyance, discharging to the new larger pond to the west associated with Alternates 3, 4A, or 4B. Converting this existing pond to conveyance will avoid the need to provide more pond capacity with the future ERP Minor Modification associated with the terminal expansion. That is because the terminal expansion will require what is left of the existing pond

(after this project) to be removed.

Runoff from Taxiway A4 would not drain to the proposed pond associated with Alternatives 3, 4A, or 4B. Therefore, if stormwater treatment is required for Taxiway A4 it would be achieved using Alternative 2. Alternative 1 would be used in combination with Alternative 2 to take advantage of credits for the net reduction of impervious area.

VI. CONCLUSION AND RECOMMENDATIONS

The matrix below presents the advantages of each stormwater management alternative. Based on the number of advantages, a score was assigned to each alternative.

Table 6.1 – MATRIX OF STORMWATER TREATMENT ALTERNATIVES

As a result of this evaluation, Michael Baker recommends Alternative 4A in combination with Alternatives 1 and 2, where applicable. This recommendation is pending a complete stormwater analysis. Alternative 4A offers best balance of initial cost, long-term cost, operational impact during construction, and future permitting and construction efforts.

Runway 9-27 and Taxiway D will be removed with this project. This will result in a need for a large amount of borrow material (estimated at 27,000 cubic yards) to backfill this area.

Alternative 4A provides much of the fill needed for the project, generating a cost savings by minimizing the hauling of offsite borrow material. This alternative also reduces FOD risk and operational impacts associated with hauling large quantities of soil across Taxiway B.

Preliminary analysis indicates that Pond 4A will have the capacity to treat and attenuate runoff from this project and the future terminal expansion project. Additional treatment and attenuation capacity beyond this may be available for a future expansion of the Strawberry Lot. The pond volume available for the Strawberry Lot expansion would be quantified with the final analysis.

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 X X X X X X X X X 9

2 X X X X X X X X 8

3 X X X X X X X X X 9

4A X X X X X X X X X X X X 12

4B X X X X X X X X X 9

LEGEND

1 Lower upfront cost. 9 Minimizes future terminal expansion permitting.

2 Lower long-term cost. 10 Provides cost-effective floodplain compensation.

3 Shorter construction duration. 11 Floodplain compensation possible.

4 Lower impact to aircraft operations. 12 Pond treats east terminal and Sheriff Hangar developments.

5 Lower FOD risk (less hauling across Taxiway B) 13 Direct or compensating treatment provided.

6 Lower maintenance requirements. 14 Does not conflict with east terminal expansion.

7 Easier to permit up front. 15 Does not conflict with west terminal expansion.

8 Airfield compatible, does not attract birds 16 Does not conflict with the Strawberry Lot expansion.

ADVANTAGE PROVIDED (INDICATED BY "X")

ALTERNATIVES SCORES

For Alternative 4A, the extra available treatment and attenuation would be catalogued using a ledger system.

Alternative 4A will result in a simple ERP Minor Modification through the SWFWMD when the future projects are implemented. Alternative 4A provides cost-effective compensating treatment or direct treatment for Project Area 1 if Pinellas County determines that to be required.

However, Airport staff has selected Alternative 3 for this project in combination with

Alternatives 1 and 2, where applicable. Alternative 3 will:

• Produce some of the borrow soil needed for the project

• Provide the minimum treatment and attenuation for the project to meet both SWFWMD and Pinellas County requirements

• Treat and attenuate runoff from Project Area 1 (if required by Pinellas County)

• Reduce the FOD risk and aircraft taxi impact associated with hauling material across Taxiway B

• Provide cost-effective floodplain compensation (if required by Pinellas County), and

• Will not conflict with the east terminal expansion or Strawberry Lot expansion

With Alternative 3, only the pond size represented by Alternative 3 will be permitted. The

Alternative 4A pond will not be permitted nor its attenuation and treatment credits recognized.

That is because there would be a 5-year time limit to build Alternative 4A to avoid a future major permit modification. Pond modeling and BMP trains calculations will need to be done in the future for Alternative 4A as part of that future major modification. Additional borrow material will be available at a later date for the east terminal expansion by expanding the pond like what was proposed for Alternative 4A.

EXHIBITS

24" RCP

18" RCP18

" R

C P

" R

C P

24" RCP 18" RCP

18" RCP

29"X45" RCP

42" RCP

" R

C P

" R

C P

24" RCP 24" RCP 18" RCP

" R

C P

18" RCP

15" RCP

15" RCP

18" RCP

" R

CP

" R C

P

24" RCP

18" RCP

" R

C P

" R

CP

18" RCP

12" RCP

12" RCP

B18160B

B17070 B17030

B18110

B19070

B02170

B02070

TAXIWAY T

TA

XI

W

AY

A

TA

XI

W

AY

B

EXISTING POND

B02085TA

XIW

AY D

MIDDLE CROSS

BAYOU OUTFALL

B18120BB18120A B02130

B18160A B18160C

B18160D

B02120A

B02120C

B02120B

DECOMISSIONED

RUNWAY 9-27

R U

N W

AY

8-

B21145

B02172B02146B18180 B02148B18200

B18190

NORTH CROSS

BAYOU OUTFALL

SOUTH CROSS

BAYOU OUTFALL

SOUTH CROSS

BAYOU OUTFALL

29"X45" RCP

29"X45" RCP

18" RCP

18" RCP

(2) 19"X30" RCP

" R

C P

18" RCP18" RCP

" R

CP

" R C

P

" R

CP

" R

CP

18" RCP

18" RCP

" R

CP

" R

C P

" R

C P

" R

C P

Existing Basin Map Exhibit 3-1 0

GRAPHIC SCALE IN FEET

20010050

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

BASIN OUTLINE

EXISTING STORM MANHOLE

EXISTING STORM PIPE

EXISTING STORM INLET

STORM FLOW DIRECTION

PIPE FLOW DIRECTION

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EXISTING POND

MIDDLE CROSS

BAYOU OUTFALL

24" RCP

18" RCP18

" R

C P

24" RCP 18" RCP

18" RCP

29"X45" RCP

42" RCP

" R

C P

24" RCP 24" RCP 18" RCP

" R

C P

18" RCP

15" RCP

15" RCP

18" RCP

" R

CP

" R C

P

24" RCP

18" RCP

" R

C P

" R

CP

18" RCP

12" RCP

12" RCP

29"X45" RCP

29"X45" RCP

18" RCP

18" RCP

(2) 19"X30" RCP

" R

C P

18" RCP18" RCP

" R

CP

" R C

P

" R

CP

" R

C P

" R

CP

18" RCP

18" RCP

" R

CP

" R

C P

N19070

N19060

N19040

B02172B02146B02148B18200B18180

B17030

B18110

B02170

B02070

TA

XI

W

AY

A

TA

XI

W

AY

B

B02085TA

XIW

AY D

R U

N W

AY

8-

DECOMISSIONED

RUNWAY 9-27 TAXIWAY A4

PROPOSED SWALE

PROPOSED SWALE

B21145

B18190

B17030

B19070

B02170

B02070

TAXIWAY T

TA

XI

W

AY

A

TA

XI

W

AY

B

B02085TA

XIW

AY D

B18160A

B18160D

R U

N W

AY

8-

NORTH CROSS

BAYOU OUTFALL

SOUTH CROSS

BAYOU OUTFALL

SOUTH CROSS

BAYOU OUTFALL

B18120

TAMPA BAY

OUTLET

TAMPA BAY

OUTLET

PROJECT AREA 2

PROJECT AREA 1

NORTH CROSS

BAYOU OUTFALL

" R

C P

EXISTING POND

" R

C P

" R

C P

Proposed Stormsewer Layout Changes Exhibit 3-2 0

GRAPHIC SCALE IN FEET

20010050

Fi le

P at h:

Y

:\P ro je ct s\ St

. P et eC lw tr\

_C ar go A pr on a nd

R un w ay

C on ve rs io n\

D oc um en ts \2

D es ig n\ 2m

. S to rm w at er

\IC

PR

R un w ay

C on ve rs io n\

M ap

La ye rs \B as in

\3 -2 a nd

-3

.d w g D at e:

/2

2/

0:

A M

DEMO EXISTING STORM INLET

EXISTING STORM MANHOLE

EXISTING STORM PIPE

EXISTING STORM INLET

DRAINAGE FLOW DIRECTION

PIPE FLOW DIRECTION

PROPOSED SWALE

DEMO EXISTING STORM PIPE

PROPOSED STORM PIPE

PROPOSED STORM INLET

EXISTING POND

PROPOSED TAXIWAY

PAVEMENT

DEMOLISH TAXIWAY/

RUNWAY PAVEMENT

ASPHALT MILL & OVERLAY

OR FULL-DEPTH CONCRETE

HEAVY DUTY CONCRETE

LIGHT DUTY CONCRETE

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

BASIN OUTLINE

MIDDLE CROSS

BAYOU OUTFALL

24" RCP

18" RCP18

" R

C P

24" RCP 18" RCP

18" RCP

29"X45" RCP

42" RCP

24" RCP

18" RCP

15" RCP

15" RCP

" R

CP

" R C

P

24" RCP

18" RCP

" R

C P

18" RCP

12" RCP

12" RCP

29"X45" RCP

29"X45" RCP

18" RCP

18" RCP

" R

C P

" R

CP

" R

C P

" R

CP

18" RCP

18" RCP

" R

CP

" R

C P

B02172B02146B02148B18200B18180

B17030

B18110

B02170

B02070

TA

XI

W

AY

A

TA

XI

W

AY

B

B02085TA

XIW

AY D

R U

N W

AY

8-

DECOMISSIONED

RUNWAY 9-27 TAXIWAY A4

PROPOSED SWALE

PROPOSED SWALE

B21145

B18190

B17030

B19070

B02170

B02070

TAXIWAY T

TA

XI

W

AY

A

TA

XI

W

AY

B

B02085TA

XIW

AY D

B18160A

B18160D

R U

N W

AY

8-

NORTH CROSS

BAYOU OUTFALL

SOUTH CROSS

BAYOU OUTFALL

SOUTH CROSS

BAYOU OUTFALL

B18120

TAMPA BAY

OUTLET

TAMPA BAY

OUTLET

PROJECT AREA 2

PROJECT AREA 1

NORTH CROSS

BAYOU OUTFALL

EXISTING POND

" R

C P

" R

C P

Stormwater Management Alternative 2 Exhibit 3-3 0

GRAPHIC SCALE IN FEET

20010050

Fi le

P at h:

Y

:\P ro je ct s\ St

. P et eC lw tr\

_C ar go A pr on a nd

R un w ay

C on ve rs io n\

D oc um en ts \2

D es ig n\ 2m

. S to rm w at er

\IC

PR

R un w ay

C on ve rs io n\

M ap

La ye rs \B as in

\3 -2 a nd

-3

.d w g D at e:

/2

2/

0:

A M

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

BASIN OUTLINE

EXISTING STORM MANHOLE

EXISTING STORM PIPE

EXISTING STORM INLET

DRAINAGE FLOW DIRECTION

PIPE FLOW DIRECTION

PROPOSED SWALE

PROPOSED STORM PIPE

PROPOSED STORM INLET

EXISTING POND

PROPOSED TAXIWAY

PAVEMENT

DEMOLISH TAXIWAY/

RUNWAY PAVEMENT

ASPHALT MILL & OVERLAY

OR FULL-DEPTH CONCRETE

HEAVY DUTY CONCRETE

LIGHT DUTY CONCRETE

24" RCP

18" RCP18

" R

C P

24" RCP 18" RCP

18" RCP

29"X45" RCP

18" RCP

15" RCP

15" RCP

" R

CP

" R C

P

24" RCP

18" RCP

" R

C P

18" RCP

12" RCP

12" RCP

29"X45" RCP

29"X45" RCP

18" RCP

18" RCP

" R

C P

" R

CP42" RCP

" R

C P

" R

CP

18" RCP

18" RCP

" R

CP

N19070

N19060

N19040

B02172B02146B02148B18200B18180

B17030

B18110

B02170

B02070

TA

XI

W

AY

A

TA

XI

W

AY

B

B02085TA

XIW

AY D

R U

N W

AY

8-

DECOMISSIONED

RUNWAY 9-27

TAXIWAY A4

PROPOSED SWALE

PROPOSED SWALE

B21145

B18190

B17030

B19070

B02170

B02070

TAXIWAY T

TA

XI

W

AY

A

TA

XI

W

AY

B

B02085TA

XIW

AY D

B18160A

B18160D

R U

N W

AY

8-

NORTH CROSS

BAYOU OUTFALL

SOUTH CROSS

BAYOU OUTFALL

SOUTH CROSS

BAYOU OUTFALL

B18120

EXISTING POND

TAMPA BAY

OUTFALL

TAMPA BAY

OUTFALL

PROPOSED POND

1.73 ACRES

MIDDLE CROSS

BAYOU OUTFALL

24" RCP

" R

C P

" R

C P

" R

C P

Stormwater Management Alternative 3 Exhibit 3-4 0

GRAPHIC SCALE IN FEET

20010050

Fi le

P at h:

Y

:\P ro je ct s\ St

. P et eC lw tr\

_C ar go A pr on a nd

R un w ay

C on ve rs io n\

D oc um en ts \2

D es ig n\ 2m

. S to rm w at er

\IC

PR

R un w ay

C on ve rs io n\

M ap

La ye rs \B as in

\3 -4

.d w g D at e:

/2

2/

0:

A M

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

BASIN OUTLINE

EXISTING STORM MANHOLE

EXISTING STORM PIPE

EXISTING STORM INLET

DRAINAGE FLOW DIRECTION

PIPE FLOW DIRECTION

PROPOSED TAXIWAY

PAVEMENT

DEMOLISH TAXIWAY/

RUNWAY PAVEMENT

ASPHALT MILL & OVERLAY

OR FULL-DEPTH CONCRETE

HEAVY DUTY CONCRETE

LIGHT DUTY CONCRETE

PROPOSED SWALE

PROPOSED STORM PIPE

PROPOSED STORM INLET

PROPOSED POND

" R

C P

24" RCP

18" RCP18

" R

C P

24" RCP 18" RCP

18" RCP

29"X45" RCP

18" RCP

15" RCP

15" RCP

" R

CP

" R C

P

24" RCP

18" RCP

" R

C P

12" RCP

12" RCP

29"X45" RCP

29"X45" RCP

18" RCP

18" RCP

" R

C P

" R

C P

42" RCP

" R

C P

" R

CP

18" RCP

18" RCP

" R

CP

N19070

N19060

N19040

B02172B02146AB02148

B18200

B18180

B18110

B02170

B02070

TA

XI

W

AY

A

TA

XI

W

AY

B

B02085

R U

N W

AY

8-

TAXIWAY A4

PROPOSED SWALE

B21145

B18190

B19070

B02170

B02070

TAXIWAY T

TA

XI

W

AY

A

TA

XI

W

AY

B

B02085

B18160A

R U

N W

AY

8-

SOUTH CROSS

BAYOU OUTFALL

SOUTH CROSS

BAYOU OUTFALL

B18120

B30001P

B30002P

B30003P

B30004P

B30005P

B30006P

B30007P B30008P

PROPOSED POND

2.90 ACRES

B02146B

TAMPA BAY

OUTFALL

TAMPA BAY

OUTFALL

NORTH CROSS

BAYOU OUTFALL

MIDDLE CROSS

BAYOU OUTFALL

24" RCP

" R

C P

" R

C P

Stormwater Management Alternative 4A Exhibit 3-5 0

GRAPHIC SCALE IN FEET

20010050

Fi le

P at h:

Y

:\P ro je ct s\ St

. P et eC lw tr\

_C ar go A pr on a nd

R un w ay

C on ve rs io n\

D oc um en ts \2

D es ig n\ 2m

. S to rm w at er

\IC

PR

R un w ay

C on ve rs io n\

M ap

La ye rs \B as in

\3 -5

.d w g D at e:

/2

2/

1:

A M

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

BASIN OUTLINE

EXISTING STORM MANHOLE

EXISTING STORM PIPE

EXISTING STORM INLET

DRAINAGE FLOW DIRECTION

PIPE FLOW DIRECTION

PROPOSED TAXIWAY

PAVEMENT

DEMOLISH TAXIWAY/

RUNWAY PAVEMENT

ASPHALT MILL & OVERLAY

OR FULL-DEPTH CONCRETE

HEAVY DUTY CONCRETE

LIGHT DUTY CONCRETE

PROPOSED SWALE

PROPOSED STORM PIPE

PROPOSED STORM INLET

CFM56-7

CFM56-7

737-800W

737-800W

CFM56-7CFM56-7

737-800W

737-800W

" R

C P

24" RCP

18" RCP

" R

C P

24" RCP 18" RCP

18" RCP

29"X45" RCP

18" RCP

15" RCP

15" RCP

" R

CP

" R C

P

24" RCP

18" RCP

" R

C P

12" RCP

12" RCP

29"X45" RCP

29"X45" RCP

18" RCP

18" RCP

" R

C P

42" RCP

PROPOSED POND

2.86 ACRES

" R

CP

18" RCP

18" RCP

" R

CP

24" RCP

" R

C P

B02172B02146AB02148

B18200

B18180

B18110

B02170

B02070

TA

XI

W

AY

A

TA

XI

W

AY

B

B02085

R U

N W

AY

8-

TAXIWAY A4

PROPOSED SWALE

B21145

B18190

B19070

B02170

B02070

TAXIWAY T

TA

XI

W

AY

A

TA

XI

W

AY

B

B02085

B18160A

R U

N W

AY

8-

SOUTH CROSS

BAYOU OUTFALL

SOUTH CROSS

BAYOU OUTFALL

B18120

B30001P

B30002P

B30003P

B30004P

B30005P

B30006P

B30007P

B30008P

B02146B

TAMPA BAY

OUTFALL

TAMPA BAY

OUTFALL

NORTH CROSS

BAYOU OUTFALL

" R

C P

" R

C P

Stormwater Management Alternative 4B Exhibit 3-6 0

GRAPHIC SCALE IN FEET

20010050

Fi le

P at h:

Y

:\P ro je ct s\ St

. P et eC lw tr\

_C ar go A pr on a nd

R un w ay

C on ve rs io n\

D oc um en ts \2

D es ig n\ 2m

. S to rm w at er

\IC

PR

R un w ay

C on ve rs io n\

M ap

La ye rs \B as in

\3 -6

.d w g D at e:

/2

2/

2:

P M

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

BASIN OUTLINE

EXISTING STORM MANHOLE

EXISTING STORM PIPE

EXISTING STORM INLET

DRAINAGE FLOW DIRECTION

PIPE FLOW DIRECTION

PROPOSED TAXIWAY

PAVEMENT

DEMOLISH TAXIWAY/

RUNWAY PAVEMENT

ASPHALT MILL & OVERLAY

OR FULL-DEPTH CONCRETE

HEAVY DUTY CONCRETE

LIGHT DUTY CONCRETE

PROPOSED SWALE

PROPOSED STORM PIPE

PROPOSED STORM INLET

TAXIWAY T

TA

XIW

AY D

TA

X

IW

A

Y A

C

FM

-7

C

FM

-7 737-800W

7-

0W

C

FM

-7

C

FM

-7 737-800W

7-

0W

CFM

-7

CFM

-7

737-800W

737-800W

CFM56-7CFM56-7

737-800W

737-800W

CFM56-7

CFM56-7

737-800W

737-800W

C

FM

56-7 C

FM

56-773

7-

0W

737-800W

C

FM

56-7 C

FM

56-773

7-

0W

737-800W

9.60

9.00

10.00

9.

8.

.6

.0

9.40

11.00

8.60

8.

8.

8.40

7.20

7.60

9.60

8.00

8.00

8.

8.00

DECOMISSIONED RUNWAY 9-27

TO BE DEMOLISHED

TAXIWAY C

TAXIWAY T

0+00

1+00

1+81

BP: 0+00.00

EP: 1+81.07

STA 0+00.00

DESIG

N SPEED = 60 m i/h

A

A

POND INLET

PIPE FL 4.5'

PROP

INLET (TYP)

Terminal Outfall - Pipe Depth Entering Pond 4A Exhibit 3-7

Fi le

P at h:

Y

:\P ro je ct s\ St

. P et eC lw tr\

_C ar go A pr on a nd

R un w ay

C on ve rs io n\

D oc um en ts \2

D es ig n\ 2m

. S to rm w at er

\IC

PR

R un w ay

C on ve rs io n\

M ap

La ye rs \B as in

\3 -7

.d w g D at e:

5/

/2

:5

AM

0 30 60 120

HORIZONTAL SCALE IN FEET

0 3 6 12

VERTICAL SCALE IN FEET

SECTION A-A

PLAN

AutoCAD SHX Text

SD

AutoCAD SHX Text

SD

AutoCAD SHX Text

SD

AutoCAD SHX Text

SD

AutoCAD SHX Text

POND ELEV 4.5'

AutoCAD SHX Text

PROP GRADE

AutoCAD SHX Text

EXIST GROUND PROFILE (TYP)

AutoCAD SHX Text

PROP INLET

AutoCAD SHX Text

POND INLET PIPE

AutoCAD SHX Text

EXIST. ELEVATION (TYP)

AutoCAD SHX Text

PROP. ELEVATION (TYP)

AutoCAD SHX Text 8.38

AutoCAD SHX Text 8.09

TAXIWAY A4

TAXIWAY T

TA

XI

W

AY

A

TA

XI

W

AY

B

TA

XIW

AY D

PB-1

EXISTING GROUND EL= 10.23'

OBSERVED GWT EL=3.83'

ESTIMATED SHGWT EL= 5.93'

PB-2

EXISTING GROUND EL= 9.42'

OBSERVED GWT EL= 3.92'

ESTIMATED SHGWT EL= 6.02'

PB-6

EXISTING GROUND EL= 9.96'

OBSERVED GWT EL= 4.26'

ESTIMATED SHGWT EL= 6.36'

PB-3

EXISTING GROUND EL= 9.63'

OBSERVED GWT EL=3.93'

ESTIMATED SHGWT EL=6.03'

PB-5

EXISTING GROUND EL= 10.71'

OBSERVED GWT EL= 4.21'

ESTIMATED SHGWT EL= 6.31'

PB-9

EXISTING GROUND EL= 10.68'

OBSERVED GWT EL= 4.48'

ESTIMATED SHGWT EL= 6.58'

PB-10

EXISTING GROUND EL= 10.61'

OBSERVED GWT EL= 4.71'

ESTIMATED SHGWT EL= 6.81'

PB-11

EXISTING GROUND EL= 10.52'

OBSERVED GWT EL= 4.32'

ESTIMATED SHGWT EL= 6.52'

PB-7

EXISTING GROUND EL= 10.03'

OBSERVED GWT EL=4.73'

ESTIMATED SHGWT EL= 6.83'

PB-4

EXISTING GROUND EL= 10.43'

OBSERVED GWT EL=4.43'

ESTIMATED SHGWT EL= 6.53'

PB-8

EXISTING GROUND EL= 11.16'

OBSERVED GWT EL= 4.26'

ESTIMATED SHGWT EL= 6.36'

PB-12

EXISTING GROUND EL= 10.73'

OBSERVED GWT EL= 4.43'

ESTIMATED SHGWT EL= 6.53'

TB-2

EXISTING GROUND EL= 7.70'

OBSERVED GWT EL=3.41'

ESTIMATED SHGWT EL= 5.47'

TB-1

EXISTING GROUND EL= 7.71'

OBSERVED GWT EL=3.42'

ESTIMATED SHGWT EL= 5.56'

TB-3

EXISTING GROUND EL= 7.39'

OBSERVED GWT EL= 2.51'

ESTIMATED SHGWT EL= 4.60'

TB-4

EXISTING GROUND EL= 7.90'

OBSERVED GWT EL= 3.61'

ESTIMATED SHGWT EL= 5.71'

TB-5

EXISTING GROUND EL= 7.76'

OBSERVED GWT EL= 3.16'

ESTIMATED SHGWT EL= 5.28'

TB-6

EXISTING GROUND EL= 7.81'

OBSERVED GWT EL= 3.25'

ESTIMATED SHGWT EL= 5.31'

TB-7

EXISTING GROUND EL= 7.74'

OBSERVED GWT EL= 3.03'

ESTIMATED SHGWT EL= 5.14'

TB-8

EXISTING GROUND EL= 7.24'

OBSERVED GWT EL= 2.61'

ESTIMATED SHGWT EL= 4.74'

TB-9

EXISTING GROUND EL= 8.47'

OBSERVED GWT EL= 2.47'

ESTIMATED SHGWT EL= 4.58'

TB-10

EXISTING GROUND EL= 7.65'

OBSERVED GWT EL= 2.82'

ESTIMATED SHGWT EL= 4.94'

TB-11

EXISTING GROUND EL= 8.09'

OBSERVED GWT EL= 1.80'

ESTIMATED SHGWT EL= 3.88'

TB-12

EXISTING GROUND EL= 8.82'

OBSERVED GWT EL=4.01'

ESTIMATED SHGWT EL= 6.15'

TB-13

EXISTING GROUND EL= 7.82'

OBSERVED GWT EL= 3.90'

ESTIMATED SHGWT EL= 6.05'

TB-14

OBSERVED GWT EL= 4.73'

ESTIMATED SHGWT EL= 2.63'

PROPOSED TAXIWAY C

DECOMMISSIONED

RUNWAY 9-27

Groundwater Elevations Exhibit 3-8 0

GRAPHIC SCALE IN FEET

1608040

Fi le

P at h:

V

:\P ro je ct s\ St

. P et eC lw tr\

_C ar go A pr on a nd

R un w ay

C on ve rs io n\

C

AD

D -d w g\

G ro un dw at er

E le va tio ns

Ex hi bi t 3

-8 .d w g

D at e:

/2 0/

1:

A

M

PROPOSED TAXIWAY

PAVEMENT

DEMOLISH TAXIWAY/

RUNWAY PAVEMENT

ASPHALT MILL & OVERLAY

OR FULL-DEPTH CONCRETE

HEAVY DUTY CONCRETE

LIGHT DUTY CONCRETE

BORING LOCATION