Exhibit_A-Netting_Permit_Information_Original_06.2015.pdf

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MINI MI Ardaman & Associates, Inc.

Geotechnical, Environmental and

Materials Consultants

Bentley Architects + Engineers 665 W. Warren Avenue

Longwood, Florida 32750

Attention: Ms. Molly deVivero, P.E.

Subject: Subsurface Soil Exploration Proposed Drainage Improvements Eastmonte Training Center

Altamonte Springs, Seminole County, Florida

Dear Ms. deVivero:

May 7, 2015

File No. 14-6500

As requested and authorized, we have completed a shallow subsurface soil exploration for the subject project. The purposes of performing this exploration were to explore the general soil stratigraphy and groundwater levels at locations requested by you. In addition, we have preliminarily estimated the normal seasonal high groundwater level at the boring locations and performed three soil permeability tests. This data report documents our findings.

SITE LOCATION AND SITE DESCRIPTION

The subject site is located at the Eastmonte Training Center in Altamonte Springs, Seminole

County, Florida ( Section 18, Township 21 South, Range 30 East). The general site location is shown superimposed on the Casselberry, Florida U.S.G.S. quadrangle map presented on Figure

1.

The site is currently developed with the existing Eastmonte Training Center. The areas for the proposed stormwater storage are grassy and the areas proposed for artificial turf are currently natural grass covered ball fields.

REVIEW OF SOIL SURVEY MAPS

Based on the 1990 Soil Survey for Seminole County, Florida, as prepared by the U.S. Department of Agriculture Soil Conservation Service, the site is located in an area mapped as the " Myakka and EauGallie fine sand" soil series and the "Pomello fine sand, 0 to 5 percent slopes" soil series.

The " Myakka and EauGallie fine sand" soil series is located throughout the majority of the site and consists of nearly level soils on broad plains on the flatwoods. The soils are typically sandy in the top sixty inches underlain by sandy to sandy clay loam soils to a depth of eighty inches.

The internal drainage of the " Myakka and EauGallie fine sand" is poor and the soil permeability is rapid in the surface and subsurface layers, and moderate to moderately rapid in the sandy part of the subsoil, and moderately slow in the loamy part of the subsoil. According to the Soil Survey, 8008 S. Orange Avenue (32809), Post Office Box 593003, Orlando, Florida 32859-3003 Phone ( 407) 855-3860 FAX ( 407) 859-8121

Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach

Louisiana: Alexandria, Baton Rouge, Monroe, New Orleans, Shreveport

EXHIBIT A

Subsurface Soil Exploration Proposed Drainage Improvements

Eastmonte Training Center

Altamonte Springs, Seminole County, Florida

Ardaman & Associates, Inc.

OFFICES

Orlando — 8008 S. Orange Avenue, Orlando Florida 32809 — Phone ( 407) 855-3860

Alexandria — 3609 Mac Lee Drive, Alexandria, Louisiana 71302 — Phone ( 318) 443-2888

Bartow — 1525 Centennial Drive, Bartow, Florida 33830 — Phone (863) 533-0858

Baton Rouge — 316 Highlandia Drive, Baton Rouge, Louisiana 70884 — Phone ( 225) 752-4790

Cocoa — 1300 N. Cocoa Blvd., Cocoa, Florida 32922 — Phone ( 321) 632-2503

Fort Myers — 9970 Bavaria Road, Fort Myers, Florida 33913 — Phone ( 239) 768-6600

Miami — 2608 W. 84th Street, Hialeah, Florida 33016 — Phone ( 305) 825-2683

Monroe — 1122 Hayes Street, West Monroe, Louisiana 71292 — Phone ( 318) 387-4103

New Orleans —1305 Distributors Row, Suite I, Jefferson, Louisiana 70123 — Phone ( 504) 835-2593

Port St. Lucie — 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986 — Phone ( 772) 878-0072

Sarasota — 78 Sarasota Center Blvd., Sarasota, Florida 34240 — Phone ( 941) 922-3526

Shreveport — 7222 Greenwood Road, Shreveport, Louisiana 71119 — Phone ( 318) 636-3673

Tallahassee — 3175 West Tharpe Street, Tallahassee, Florida 32303 — Phone ( 850) 576-6131

Tampa — 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619 — Phone ( 813) 620-3389

West Palm Beach — 2200 North Florida Mango Road, Suite 101, West Palm Beach, Florida 33409 — Phone ( 561) 687-8200

MEMBERS:

A.S.F.E.

American Concrete Institute

ASTM International

Florida Institute of Consulting Engineers

T

GRAIN

SIZE

DISTRIBUTION

CURVE

PercentPassing

100% 90% 80% 70% 60% 50%40%30% 20%10%0% t7

N

N

CZ

co

Z

Z

I.

Z

N Z fh Z

8 -?

Z

Z

Z

Z z

8 O Z

0 N Z

Grain Size ( mm)

0.01

0 .

GRAVEL

SAND

SILT

CLAY

Coarse to

Medium

Fine

Project Name:

Pro ject Location:

Client Name:

Eastmonte Park Drainage Improvements

Eastmonte Park

Bentley Architects + Engineers

Sample No.:

1 (

0 -

3.5 ft)

Sample

Locatio n:

HAB-3

SampleDescription :

SP -

Brown Fine Sand

Percent Passing

No.

Siev e =

3.

1%

AEA

File Number:

14-6500

LL:

Not Tested

PL:

Not Tested

PI:

Not Tested o v AiARDAMAN & ASSOCIATES, INC .

Orland o

Branch

SIZE

DISTRIBUTION

CURVE

100%90%80% 70% 60% a C

50% tv c.)w

40% a

30% 20% 10% 0%

0)

N

4 •

0 Z

Z

Z

N Z

Z

Z

Z

Z o

0 Z

Z

O Z

8N

N

Z z

Grain Size ( mm)

0 .

0.001

GRAVEL

SAND

SILT

CLAY

Coarse to

Medium

Fine

Project Name:

Project Location:

Client Name:

Eastmonte Park Drainage Improvements

Eastmonte Park

Bentley Architects + Engineers

Sample No.:

1 (

0 -

3.5 ft)

Sample Location:

HAB-2

SampleDescriptio n:

SP -

Light Gray Fine Sand

A&A File Number:

14-6500

Percent Passing No.

Sieve =

2. 4%

LL:

No t

Tested

PL:

Not Tested

PI:

Not

Te sted

D dMAI

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MAN & ASSOCIATES,

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Orland o

Bra nch

SIZE

DISTRIBUTION

CURVE

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Z

Z

Z

Z

Z

100% r

090%80% C

70%

N CD

60% a C

50%

CD C.)16

40% a

30% 20% 10% 0%

0 .

0.001

Grain Size ( mm)

SAND

SILT

CLAY

GRAVEL

Coarse to

Medium

Fine

Project Name:

Eastmonte Park Drainage

Improv ements

A&A File Number:

QMAI ARDAMAN & ASSOCIATES,

INC.

Orlando Branch

Project Location:

Eastmonte Park

14-6500

Client Name:

Bentley Architects + Engineers

Sample No.:

1 (

0 -ft)

Sample

Lo cation:

HAB-1

Sample Description:

SP -

Bro wn

Fine Sand

Percent Passing No.

Sieve =

3.

6%

LL:

Not Tested

PL:

Not Tested

PI:

Not Tested

APPENDIX II

Grain Size Distribution Curves

HAND AUGER BORINGS

Auger borings are used when a relatively large, continuous sampling of soil strata close to ground surface is desired. A 3 -inch diameter, hand-held bucket auger with a cutting head at its end is screwed into the ground in 1 - foot sections. The sample is recovered by withdrawing the auger out of the ground without rotating it. The soil sample so obtained, is classified and representative samples put in bags or jars and brought back to the laboratory for classification testing.

AUGER BORINGS

Auger borings are used when continuous sampling of soil strata close to ground surface is desired. A 4 -inch diameter, continuous flite, helical auger with a cutting head at its end is screwed into the ground in 5 -foot sections. It is powered by the rotating action of the Kelly bar of a rotary drill rig. The sample is recovered by withdrawing the auger out of the ground without rotating it.

The soil sample so obtained, is classified and representative samples put in bags or jars and brought back to the laboratory for classification testing.

APPENDIX I

Auger and Hand Auger Boring Procedures

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5 10 15

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WITH TRACE ROOTS

SOIL

DESCRIPTIONS

LEGEND

FINE

SAND (

SP)

FINE

SAND

WITH

SILT (

SPSM)

p

FINE

SAND

WITH

CLAY (

SP -

SC)

CLAYEY

FINE

SAND (

SC)

AB HAB 200

SP,SPSM SM,SC,CH

AB -

04/27/15

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AB -

04/27/15 0 to 0

ORGANIC

2C

STAINED

AB -

04/27/15 0 0

HAB-1 04/27/15

Ox

ORGANIC

4-

STAINED

HAB-2 0427/15

HAB-3 04/27/15

COLORS

OA

UGHT

BROWN

TO

BROWN

OB

DARK

BROWN

OR

DARK

GRAY

O

VERY

DARK

GRORAYWN

OR

VERY

DARK

B

O

UGHT

GRAY

TO

GRAY

AUGER

BORING

HAND

AUGER

BORING

GROUNDWATER

LEVEL

MEASUREDON

DATE

DRILLED ESTIMATEDNORM

AL

SEASO

NAL

HIGH

GROUNDWATER

LEVEL

PERCENT

PASSING

NO.

SIEVE

SIZE (

PERCENT

FINES)(ASTM

D-1140)

UNIFIED

SOIL

CLASSIFICATION

SYSTEM (

ASTM

D-2487)

OORGANIC

2C

SINNED

N

OTE: UPON

CO

MPLETIONOF

EACH

AUGER

BORING,

THE

BOREHOLE

WAS

BACKFILLED

WITH

SOIL

CUTTINGS.

WHILE

THE

BORINGS

ARE

REPRESENTATIVE

OF

SUBSURFACE

CONDITI

ONS

AT

THEIR

RESPECTIVE

LOCATIONS

AND

FOR

THEIR

RESPECTIVE

VERTICAL

REACHES.

L

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V

ARIATIONS

CHARACTERISTIC

OF

THE

SUBSURFACE

MATERIALS

OF

THE

REGION

ARE

ANTICIPATED

AN

D

MAY

BE

ENCOUNTERED.

THE

BORING

LOGS

AND

RELATED

INFORMATION

ARE

BASED

ON

THE

DRILLER'S

LOGS

AND

VISUAL

EXA

MINATION

OF

SELECTED

SAMPLES

IN

THE

LABORATORY. THE

DELINEATION

BETWEEN

SOIL

TYPES

SHOWN

ON

THE

LOGS

IS

APPROXIMATE

AND

THE

DESCRIPTIO

N

REPRESENTS

OUR

INTERPRETATION

OF

SUBSURFACE

CONDITIONS

AT

THE

DESIGNATED

BO

RING

LOCATIO

NS

ON

THE

PARTICULAR

DATE

DRILLED.

GROUNDWATER

ELEVATIONS

SHOWN

ON

THE

B

ORING

L

OGS

REPRESENT

GROUNDWATER

SURFACES

ENCOUNTERED

ON

THE

DATES

SHOWN.

FLUCTUATIONS

IN

WA

TE R

TABLE

LEVELS

SHOULD

BE

AN

TICIPATED

THROUGHOUT

THE

YEAR .

5 10 15 20

SOIL

BORING

PROFILES

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Associates, Inc.

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SECTION 18

TOWNSHIP 21 SOUTH

RANGE 30 EAST

OBTAINED FROM U.S.G.S. QUAD MAP: CASSELBERRY, FLORIDA

PHOTOREVISED 1994)

0 1000 2000

APPROXIMATE SCALE: 1"=2000'

QUADRANGLE LOCATION

SITE LOCATION MAP

FIN Ardaman & Associates, Inc.

Geotechnical, Environmental and

Materials Consultants

SUBSURFACE SOIL EXPLORATION

PROPOSED DRAINAGE IMPROVEMENTS

EASTMONTE TRANNG CENTER

ALTAMONTE SPRINGS, SEMINOLE COUNTY, FLORIDA

DRAWN Ft CD I04ECKED BY: I DATE: 05/01/15

RE NO. APPROVED BY: MUM

14-6500 1

Bentley Architects + Engineers File No. 14-6500 - 5-

We recommend that a maximum permeability rate of 21 feet/day be used relative to design of the ball field drainage systems.

It is noted that a suitable factor of safety should be used with these values, including a higher factor of safety for the permeability values based on correlation to sieve size only. In addition, for the type of soils tested, a transformation ratio of 1 horizontal to 1 vertical is appropriate ( i.e; the estimated ratio of horizontal to vertical permeability).

CLOSURE

The information submitted herein is based on the data obtained from the soil borings presented on Figure 3. This data report does not reflect any variations which may occur adjacent to or between the borings. The nature and extent of the variations between the borings may not become evident until during further exploration and/or construction. •

This study is based on a relatively shallow exploration and is not intended to be an evaluation for sinkhole potential. This study does not include an evaluation of the environmental ( ecological or hazardous/toxic material related) condition of the site and subsurface.

This data report has been prepared for the exclusive use of Bentley Architects + Engineers in accordance with generally accepted geotechnical engineering practices for the subject project.

No other warranty, expressed or implied, is made.

We are pleased to be of assistance to you on this phase of the project. When we may be of further service to you or should you have any questions, please contact us.

Very truly yours, ARDAMAN & ASSOCIATES, INC.

Certificate ofAuthorization No. 5950

Virginia A. Goff, E.I.

Assistant Project Engineer

VAG/ZCB/jj/nfm 14-6500 EaslmorM. Drainage ( 2015 Caso)

I7/s _ ate%ir.0 _

Sew+ gineer

File No. 14-6500 - 4-

The seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, the land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level.

Based on our interpretation of the site conditions using our boring logs, we estimate the normal seasonal high groundwater level at the boring locations to be approximately at the levels indicated on Figure 3.

Soil Profile and Soil Permeability

The fine sand and fine sand with silt ( Strata 1 and 2 on Figure 3) are generally considered to be relatively permeable. The underlying fine sand with clay and clayey fine sand ( Strata 3 and 4 on

Figure 3) are less permeable than the fine sand and fine sand with silt, and should be considered to be aquitards for retention pond drawdown evaluation.

The results of the falling head field permeability tests are presented in the following table:

Test Location Test Depth feet)

Measured Permeability feet/day)

AB -1 3-4 11.8

AB -2 2 — 3 28.9

AB -3 2-3 33.9

In addition, sieve analysis tests were performed on samples of the fine sand (Stratum 1 on Figure

3) from each of the three hand auger borings conducted relative to the ball field artificial turf in order to help approximate the permeability values of the soils. To estimate the permeability, the

Correlation of Hydraulic Conductivity with Fraction by Weight Passing the US No. 200 Sieve" graph provided in SJRWMD Special Publication SJ93-SP10 was used. Values should be considered rough approximations only. Actual permeability may be much higher or lower.

Our review of the graph indicates roughly correlated permeability rates as presented in the following table:

Test Location Depth ( feet)

Percent

Passing No.

200 Sieve

Correlated

Permeability feet/day)

F Sample

HAB-1 0 — 2 4 21

HAB-2 0 — 3.5 2 32

HAB-3 0 — 3.5 3 28

File No. 14-6500 - 3-

LABORATORY PROGRAM

Representative soil samples obtained during our field sampling operation were packaged and transferred to our laboratory for further visual examination and classification. The soil samples were visually classified in general accordance with the. Unified Soil Classification System ( ASTM

D-2488). The resulting soil descriptions are shown on the soil boring profiles presented on Figure 3.

In addition, we conducted three grain size analyses ( ASTM D421) and one percent fines analyses ASTM D1140) on selected soil samples obtained from the borings. The results of these tests are presented adjacent to the sample depth on the boring profiles on Figure 3. Grain size distribution curves are presented in Appendix II.

GENERAL SUBSURFACE CONDITIONS

General Soil Profile

The results of the field exploration and laboratory programs are graphically summarized on the soil boring profiles presented on Figure 3. The stratification of the boring profiles represents our interpretation of the field boring logs and the results of laboratory examinations of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied_

The results of the borings indicate a general soil profile of fine sand ( SP) and fine sand with silt

SP-SM) to a depth of 6 feet, underlain by fine sand with varying amounts of silt and clay ( SP, SP-SM, SP -SC, SC) to the boring termination depths.

The above soil profile is outlined in general terms only. Please refer to Figure 3 for soil profile details.

Groundwater Level

The groundwater level was measured in the boreholes on the day drilled after stabilization of the downhole water level. As shown on Figure 3, groundwater was encountered at depths ranging from 4.3 to 6.6 feet below the existing ground surface on the date indicated. Fluctuation in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted.

NORMAL SEASONAL HIGH GROUNDWATER LEVEL

The normal seasonal high groundwater level each year is the level in the August -September period at the end of the rainy season during a year of normal ( average) rainfall. The water table elevations associated with a higher than normal rainfall and in the extreme case, flood, would be higher to much higher than the normal seasonal high groundwater level. The normal high water levels would more approximate the normal seasonal high groundwater levels.

File No. 14-6500 - 2-the seasonal high water table for the " Myakka and EauGallie fine sand" soil series is typically within 12 inches of the natural ground surface.

The " Pomello fine sand, 0 to 5 percent slopes" soil series is located in the southeast portion of the site and consists of nearly level to gently sloping sandy soil on low ridges and knolls on the flatwoods. The internal drainage of the " Pomello fine sand, 0 to 5 percent slopes" is described as moderate and the soil permeability is very rapid in the surface and subsurface layers, moderately rapid in the subsoil and rapid in the substratum. According to the Soil Survey, the seasonal high water table for the " Pomello fine sand, 0 to 5 percent slopes" soil series is typically within 36 to 40 inches of the natural ground surface.

FIELD EXPLORATION PROGRAM

Auger Borings

The field exploration program included performing four auger borings and three hand auger borings. The auger borings were drilled using a truck -mounted, 4 -inch diameter, continuous flight auger to a depth of 20 feet below the ground surface. A summary of this field procedure is included in Appendix I. Representative soil samples were recovered from the auger borings and transported to our laboratory for further analysis.

The hand auger borings were conducted using a 3'/2 -inch diameter manual bucket auger to a depth of 7 feet below the existing ground surface. A summary of the hand auger boring procedure is included in Appendix I. Representative soil samples were recovered from the hand auger borings and transported to our laboratory for further analysis.

The groundwater level at each of the boring locations was measured during drilling. The borings were backfilled with soil cuttings upon completion.

Field Permeability Tests

A field permeability test was performed adjacent to three of the auger borings. The field permeability tests were performed by installing a solid -walled PVC casing snugly fit into a 4 -inch diameter auger borehole. The bottom of the pipe was open and raised 1 foot above the bottom of the borehole. The bottom 1 foot of the borehole was gravel -packed. The pipe was then filled to the top with water. The test was performed as a " falling head" test in which the rate of water drop within the pipe was measured.

Test Locations

The approximate locations of the borings are schematically illustrated on a site plan shown on

Figure 2. The permeability tests were conducted adjacent to Borings AB -1, AB -2, and AB -3.

These locations were determined in the field by Ardaman & Associates based on information provided by you and located by estimating distances from existing site features. Boring locations should be considered accurate only to the degree implied by the method of measurement used.

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L—

4'„Y}L

3 ` to

DBL

HELIX

30'

APPROX.

GRADE30'DBL

HELIX

Q•

ANCHOR

ANCHOR

7,--

15'

CO -

F'

EMBED,TYP

POLE

SPACING,

TYP.

15'

EMBED,TYP

J

X

48 "

DIA .

HOLE,

BACKFILL

W/

CRUSHED

CD

48" DIA.

HOLE,

BACKFILL

W/

CRUSHED

STONE

HYDRAULICALLY

TAM

PED

STONE

HYDRAULICALLYTAMPED

CD `" ,„' '

NETTING

ELEVATION

1J 1, v

SCALE:

NO

SCALE

11)a)< o'