Attachment_B_-_Geotechnical_Report.pdf

REPORT OF GEOTECHNICAL EXPLORATION

Nandivada Stormwater Treatment Project

Merritt Island, Brevard County, Florida

Prepared for:

Brevard County

Prepared by:

Wood Environment & Infrastructure Solutions, Inc.

6256 Greenland Road

Jacksonville, Florida 32258

(904) 396-5173

May 23, 2022

Wood Project No. 600731X1

May 23, 2022

Mr. Matt Culver

Boating & Waterways Program Coordinator

Brevard County

2725 Judge Fran Jamieson Way

Building A, Room 219

Viera, FL 32940

Matt.culver@brevardfl.gov

Subject: Report of Geotechnical Exploration

Merritt Island, Brevard County, Florida

Project No. 600731X1

Dear Mr. Culver:

Wood Environment & Infrastructure Solutions, Inc. (Wood) has performed a geotechnical exploration for the subject project in general accordance with our Proposal dated September 9, 2020. You provided authorization for our services as documented in our Professional Services Agreement (Task Order No.

20-4651-002-DSR SOIRL) dated January 28, 2021. We have attached for your review important information prepared by the Geoprofessional Business Association (GBA) regarding geotechnical studies of the type performed in this project.

In summary, the subsurface conditions encountered by the borings generally consisted of fine sands, with varying quantities of shell fragments below depths of 4 to 8 feet. We consider the subsurface conditions in the explored areas adequate for support of the planned roadway and vegetated berm. Site preparation will consist of stripping of vegetation and topsoils, surface water and groundwater control, surficial soil densification by vibratory compaction, and structural fill placement and compaction in controlled lifts where necessary for roadways. The sandy soils encountered in the upper 10 feet by the borings performed in the areas of the proposed stormwater pond are generally considered to be acceptable for re-use as structural fill. Detailed recommendations for site preparation are presented in the Recommendations section of this report.

6256 Greenland Road

Jacksonville, Florida 32258

Phone: 904.396.5173 ● Fax: 904.396.5703 www.woodplc.com

We have enjoyed assisting you and look forward to serving as your geotechnical consultant on the remainder of this project and on future projects. If you have any questions concerning this report, please contact us.

Sincerely, THIS ITEM HAS BEEN DIGITALLY SIGNED AND

SEALED BY

ON THE DATE ADJACENT TO THE SEAL

PRINTED COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED AND THE

SIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

WOOD ENVIRONMENT & INFRASTRUCTURE

SOLUTIONS, INC.

6256 GREENLAND ROAD

JACKSONVILLE, FLORIDA 32258

REGISTRY NO. 5392

MICHAEL B. WOODWARD, P.E. NO. 42814

Leah G. Torres, P.E.

Geotechnical Engineer

Florida License No. 86641

Michael B. Woodward, P.E.

Principal Geotechnical Engineer

Florida License No. 42814

Distribution: Brevard County – Mr. Matt Culver (email)

Wood – Mr. Lance Lumbard (email)

File (1)

Page i

C O N T E N T S

1.0 PROJECT INFORMATION ............................................................................................................... 1-1

2.0 FIELD EXPLORATION AND LABORATORY TESTING ........................................................................ 2-1

2.1 Field Exploration ............................................................................................................... 2-1

2.2 Laboratory Testing ........................................................................................................... 2-2

3.0 SITE AND SUBSURFACE CONDITIONS........................................................................................... 3-1

3.1 Site Conditions ................................................................................................................. 3-1

3.2 Subsurface Conditions ...................................................................................................... 3-1

3.2.1 General ................................................................................................................ 3-1

3.2.2 Soils ..................................................................................................................... 3-1

3.2.3 Groundwater ....................................................................................................... 3-2

4.0 RECOMMENDATIONS ................................................................................................................... 4-1

4.1 Basis for Recommendations ............................................................................................. 4-1

4.2 Vegetated Earthen Berm .................................................................................................. 4-1

4.3 Site Preparation Recommendations ................................................................................. 4-1

4.3.1 Surface Stripping ................................................................................................. 4-1

4.3.2 Surface Water Control ......................................................................................... 4-2

4.3.3 Shallow Groundwater Control ............................................................................. 4-2

4.3.4 Surficial Soil Compaction ..................................................................................... 4-2

4.3.5 Structural Filling and Backfilling .......................................................................... 4-3

4.3.6 Pavement Subgrade Preparation and Other Design Considerations ................... 4-3

4.3.7 General Construction Monitoring and Testing Guidelines .................................. 4-4

4.3.8 Construction Plans and Specifications Review .................................................... 4-4

T A B L E S

Table 1: Summary of Field Exploration Services ......................................................................................... 2-1

Table 2: Recommended Field Density Test Frequencies………………………………………………….…….4-4

A P P E N D I X

Site Location Map

Field Exploration Plan

Generalized Subsurface Profile

Soil Test Boring Records

Summary of Laboratory Test Results

Grain Size Distribution Reports

Field and Laboratory Procedures

Key to Symbols and Descriptions

Important Information about This Geotechnical Engineering Report

1.0 Project Information and Structural Conditions

Page 1-1

1.0 PROJECT INFORMATION

The purpose of this exploration was to develop information concerning the site and subsurface conditions in order to evaluate site preparation requirements for the planned dry stormwater pond, roadway, and vegetated berm in Merritt Island, Brevard County, Florida. This report briefly describes the field and laboratory testing activities and presents the findings. The enclosed guideline recommendations for site preparation and roadway construction represent approaches we feel would be appropriate for the planned construction.

Project information was provided by Lance Lumbard through his coordination with Brevard

County during the period of August 24, 2021, to April 11, 2022. We were furnished with the following items:

• Aerial Photograph Overlaid with Utilities (email)

Provided by: City of Cocoa

Date Furnished: August 24, 2021

• Description of Proposed Structures (email)

Prepared by: Timothy Kelly

Date Furnished: April 11, 2022

As shown on the Site Location Map and Field Exploration Plan presented in the Appendix, the site is located west of North Banana River Drive, near its intersection with Phyllis Drive in Merritt Island, Florida. The site is bordered to the north by a residential community, and to the south by a stormwater pond associated with a commercial property occupied by a

Walmart store. The site currently comprises 11 acres of undeveloped, partially cleared land.

The west end of the property contains vegetated wetlands and is bounded by Sykes Creek.

In general, the proposed construction will include a stormwater pond, an access roadway, and vegetated earthen berm as a noise barrier. We understand that the earthen berm will be constructed along the north side of the property, where the site is adjacent to a residential community. Exact berm dimensions have not been provided, however a typical sketch was provided by Timothy Kelly (Wood) on April 11, 2022 showing an 8-foot-wide vegetated earthen berm, built to a height of 4 feet above the existing grade. The vegetated earthen berm will serve as a noise barrier.

1.0 Project Information and Structural Conditions

Page 1-2

We understand that the access roadway will be a 6-inch concrete surface, or a 1½-inch SP-

12.5 asphalt roadway with a 6-inch base and stabilized subgrade. The orientation and placement of the roadway has not been provided by the time of this writing. We understand that the proposed stormwater pond will be un-lined, shallow, and likely dry, with typical FDOT structures for controlling the water entering into and flowing out of the site for treatment of the stormwater. We understand that an outfall discharge structure will be installed via directional drilling or jack-and-bore methods near the northeast corner of the property, allowing for the discharge of treated waters beneath North Banana River

Drive to the east. Additional details on the stormwater pond and discharge pipelines have not been provided at this time.

We assume that no more than 3 feet of earthwork fill (and no significant cut) will be required to bring the proposed roadway to the desired grades. We have not been provided with a design depth for the dry pond; however we understand that it is desired to utilize the materials excavated from the pond as fill material in the areas of the proposed roadway and earthen berm.

2.0 Field Exploration and Laboratory Testing

Page 2-1

2.0 FIELD EXPLORATION AND LABORATORY TESTING

2.1 Field Exploration

In order to explore the subsurface conditions in the area of the planned construction, 12

Standard Penetration Test (SPT) borings were drilled to depths of approximately 9 to 30 feet below the existing ground surface. Table 1 presents the quantities and depths of the borings.

Table 1: Summary of Field Exploration Services

Boring

Type

Depth Below

Existing Grade

(ft)

Boring

Designations

SPT1 10 B-1

SPT 30 B-2

SPT 10 B-3

SPT 30 B-4

SPT 10 B-5

SPT 10 B-6

SPT 10 B-7

SPT 30 B-8

SPT 9 B-9

SPT 10 B-10

SPT 10 B-11

SPT 30 DO-1

1 Standard Penetration Testing (ASTM D1586)

The approximate SPT boring locations are shown on the Field Exploration Plan in the

Appendix. These locations were selected by Lance Lumbard and staked in the field by a

Wood field technician using a hand-held GPS device. The boring locations were selected based on the proposed roadway and pond location at the time of field exploration. Two additional borings on the east side of North Banana River Drive, corresponding to possible discharge pipelines within a public easement, were ultimately not drilled due to utility conflicts.

2.0 Field Exploration and Laboratory Testing

Page 2-2

Borings were drilled during the period of February 2-3, 2022, by Amdrill, Inc. (Amdrill) under subcontract to Wood. The borings were logged in the field by a Wood geologist.

Ground surface elevations at the boring locations were neither furnished to us nor determined by our personnel.

The Soil Test Boring Records, in the Appendix, present the soil descriptions for each soil type encountered in the SPT Borings. The depth designations on the boring records represent the approximate boundaries between soil types and densities. In some instances, the transition between soil types may be gradual. Brief descriptions of the exploratory drilling and sampling techniques used are presented in the Field and

Laboratory Procedures section of the Appendix.

2.2 Laboratory Testing

In order to aid in classifying the soils and to help quantify and correlate engineering properties, laboratory index property and classification tests were performed on representative soil samples obtained from the borings. In addition to classification tests, a permeability test was conducted on a composite soil sample. The laboratory testing consisted of the following:

• 1 water content test

• 16 grain size distribution tests

• 4 organic content (loss on ignition) tests

• 3 Atterberg limits tests

• 1 Permeability (constant head) test

The results of these tests are presented on the Summary of Laboratory Test Results sheet in the Appendix. Brief descriptions of the laboratory test procedures used are presented in the Field and Laboratory Procedures section in the Appendix.

3.0 Site and Subsurface Conditions

Page 3-1

3.0 SITE AND SUBSURFACE CONDITIONS

3.1 Site Conditions

The existing site conditions were observed by a Wood geologist during the period of

August 24-26, 2021. At the time of our visit, the ground cover primarily consisted of underbrush (including some palmetto underbrush), few pine trees, and grass. Some clearing had taken place, primarily on the east end of the property. The west boundary of the property contained vegetated wetlands, adjacent to Sykes Creek. The topography encountered was relatively flat and level, sloping gently toward the west end of the property. No standing surface water was observed on the subject property at the time of our visit. The surface soils (where exposed) generally consisted of brown to gray fine sands.

Slightly organic soils were observed among the surface soils, in some locations. Existing nearby development includes the Glen Haven residential community to the north, and a

Walmart Supercenter to the south. The southeast corner of the property is adjacent to the

Merritt Island Co-Op apartment complex.

3.2 Subsurface Conditions

3.2.1 General

A pictorial representation of the subsurface conditions encountered in the proposed construction area is shown on the Generalized Subsurface Profile presented in the

Appendix. The profile and the soil conditions outlined below highlight the major subsurface stratification. The Soil Test Boring Records, in the Appendix, should be consulted for detailed descriptions of the subsurface conditions encountered at each boring location. When reviewing the boring records and the subsurface profile, it should be understood that soil conditions may vary between and away from the boring locations.

3.2.2 Soils

The subsurface conditions at the site consisted of variations of brown to gray fine sands (Unified

Soil Classification System symbols: SP, SP-SM, and SP-SC), silty fine to medium sand (SM), and clayey fine sand (SC) to the maximum depth explored of 30 feet below the ground surface.

Varying quantities of shell fragments were intermixed with the sands beginning at depths of about 4 to 8 feet.

In Borings B-6 and B-8, organic soils were identified from 2 to 4 feet below the ground surface.

Organic content (loss on ignition) tests conducted on these samples indicate organic contents between 7.0% and 9.6% by weight. In Borings D-01 and B-10 slightly organic fine sands and

3.0 Site and Subsurface Conditions

Page 3-2 trace organics, respectively, were identified between 4 and 6 feet below the ground surface.

Organic content tests for these samples from D-01 and B-10 indicate organic contents between

3.8% and 1.0% by weight, respectively.

3.2.3 Groundwater

The depth to groundwater was measured at the boring locations at the time of drilling.

The groundwater table was encountered at depths ranging from about 5 feet to 6½ feet below the existing ground surface at the time of drilling. Fluctuation in groundwater levels should be expected due to seasonal climatic changes, construction activity, rainfall variations, surface water runoff, and other site-specific factors. Since groundwater level variations are anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based on the assumption that variations will occur.

4.0 Recommendations for Roadway Site Preparation

Page 4-1

4.0 RECOMMENDATIONS

4.1 Basis for Recommendations

The following recommendations are based upon the previously presented project information along with the data obtained in this exploration. The field and laboratory data have been compared with previous performances of roadways and berms constructed on soils similar to those encountered at this site. If the project information is incorrect, or if the site layout is changed, please contact us so that our recommendations may be reviewed. The discovery of any site and/or subsurface condition during construction that deviates from the data obtained in this exploration should also be reported to us for our evaluation. The assessment of site environmental conditions or the presence of pollutants in the soil, rock or groundwater of the site is beyond the proposed scope of this geotechnical exploration. Our proposed scope of services did not involve design of the pavements, vegetated berm or pond and did not include the preparation of design drawings or specifications.

4.2 Vegetated Earthen Berm

Although we did not perform any stability calculations, it is our opinion that the subsurface conditions at this site are suitable for support of the proposed vegetated earthen berm.

Berm settlements could be on the order of 1 to 2 inches, which should occur almost immediately following placement of the berm fill.

4.3 Site Preparation Recommendations

4.3.1 Surface Stripping

All vegetation, tree stumps, topsoils, root concentrations, and other surficial organic zones should be stripped and removed from the earthen berm area and from all areas to be paved. The depth to which stripping will be required will vary to some degree. Some localized areas may require more than 18 inches of stripping to remove significant root zones, tree stumps, and other unacceptable materials, whereas other areas may require 6 inches or less. Care should be exercised in the stripping process to remove the root and stump systems of existing and previously timbered trees, as well as the root systems of the palmetto plants. This may require root raking.

Page 4-2

4.3.2 Surface Water Control

The need for surface water runoff control should be anticipated during the site preparation and roadway construction process. Construction areas should be graded to drain stormwater runoff away from the immediate area of preparation. This is particularly important during wetter climatic seasons. Lack of proper controls could result in ponding of surface water on compaction surfaces. The ponded water, combined with machine or foot traffic during construction operations or other activities, could disturb otherwise acceptable soils or previously compacted existing soils, causing instability, pumping, and generally unacceptable conditions. The ponded water will also impede or prevent necessary soil compaction operations and make construction trafficability difficult.

4.3.3 Shallow Groundwater Control

The need for significant groundwater control is not anticipated. If required due to wet climatic conditions at the time of construction or in areas of lower elevation, groundwater can generally be lowered 1 to 3 feet for short periods by pumping from barrel sumps located in perimeter ditches or pits if gravity drainage cannot be established. All sump inlets should be located outside of the proposed pavement areas to avoid loosening of the fine sandy subgrade soils due to upward seepage pressures. Groundwater should be maintained at least 1 foot below the bottom of any excavations made during construction and 2 feet below the surface of any vibratory compaction operations. Prior to initiating dewatering operations, the surrounding hydrogeology should be assessed, and the appropriate regulatory authority should be conferred with, in order to avoid possible negative impacts to this site and to surrounding properties.

4.3.4 Surficial Soil Compaction

Following stripping, and after the site grades have been reasonably leveled, the exposed sandy soils at the stripped surface in the proposed roadway and earthen berm areas should be compacted with overlapping passes of a moderate weight vibratory drum roller having a total operating static weight (including fuel and water) of about 3 to 4 tons and a drum diameter of about 3 to 4 feet. A density equivalent to at least 95 percent of the Modified

Proctor maximum dry density (ASTM D1557) should be uniformly obtained to a depth of at least 12 inches below the compacted surface. Regardless of the degree of compaction achieved, a minimum of eight complete coverages should be made in the pavement and earthen berm areas with the roller in order to increase the density and improve the uniformity of the underlying sandy soils.

Page 4-3

Leveling fills may be necessary to backfill isolated areas of deeper stripping so that a relatively uniform graded surface can be achieved for the operation of the compaction equipment.

4.3.5 Structural Filling and Backfilling

Structural fill, as required for roadway and earthen berm construction, may then be placed in lifts not exceeding 12 inches in loose thickness when using the vibratory roller described previously. If the overlapping tracks of a bulldozer or lightweight vibratory compaction equipment are utilized, the fill loose lift thickness should be reduced to 6 inches. Each lift should be thoroughly compacted with the compaction equipment until densities equivalent to at least 95 percent of the Modified Proctor maximum dry density are uniformly obtained.

Ideally, structural fill should consist of an inorganic, non-plastic, granular soil containing less than 12 percent material passing the No. 200 mesh sieve (relatively clean sand with a

Unified Soil Classification of SP, SP-SM, or SP-SC). The soils encountered by the borings in the upper approximate 10 feet of the subsurface profile within the explored areas are generally considered to be acceptable for re-use as structural fill. Although it would be acceptable to utilize soils with fines contents greater than 12 percent as fill materials such as the layers of silty sands (SM) that were encountered by the borings, these soils will be more difficult to compact than the cleaner sands due to their moisture sensitivity. Soils excavated from below the water table will require stockpiling and drying to facilitate compaction.

4.3.6 Pavement Subgrade Preparation and Other Design Considerations

Pavement subgrades should be compacted to a density of at least 98 percent of the

Modified Proctor maximum dry density to a depth at least 12 inches below the bottom of the pavement base course. The vibratory compaction equipment discussed previously should be used to densify the sandy subgrade soils.

It is generally desirable to maintain the highest normal annual groundwater level at least

18 to 24 inches below the bottom of the pavement base or subbase course depending upon the wheel loads anticipated. Pavement grading design should maintain this minimum separation whenever possible. If this separation cannot be maintained, then a permanent groundwater control system (underdrains) may be required.

Page 4-4

4.3.7 General Construction Monitoring and Testing Guidelines

Prior to initiating compaction operations, we recommend that representative samples of the structural fill/backfill material to be used and acceptable exposed in-place soils be collected and tested to determine their compaction and classification characteristics. The maximum dry density, optimum moisture content, gradation and plasticity characteristics should be determined. These tests are needed for compaction quality control of the structural fill/backfill and existing soils and to determine if the fill/backfill material is acceptable.

A representative number of in-place field density tests should be performed in the compacted existing soils and in each lift of structural fill or backfill to confirm that the required degree of compaction has been obtained. We recommend the following minimum density testing frequency:

Table 2: Recommended Field Density Test Frequencies

Area Recommended Minimum Density Test Frequency

Roadway Pavement Subgrade Soils

One test per 200 lineal feet along the proposed roadway alignment in compacted existing soils and in each lift of structural fill or backfill

Earthen Berm

One test per 200 lineal feet along the proposed berm alignment in compacted existing soils and in each lift of structural fill or backfill

4.3.8 Construction Plans and Specifications Review

We recommend that this office be provided the opportunity to make a general review of the earthwork plans and specifications prepared from the recommendations presented in this report. We would then suggest any modifications such that our recommendations are properly interpreted and implemented. Our report has been written in a guideline recommendation format and is not appropriate for use as a specification without in-part being reworded into a specification-type format. We recommend that this report be included with the contract documents. It should be understood by prospective constructors, however, that this report is included for informational purposes only. In the event of a conflict between the project specifications and this report, it should be clear in the contract documents that the specifications will govern.

Page 4-5

The evaluation of conditions that may be encountered in construction requires engineering judgment and interpretation. For this reason, we recommend that Wood remain involved with this project during the roadway construction operations. If we are not retained during construction, we cannot assume responsibility for misinterpretation of our recommendations, or for unfavorable pavement performance as a result of judgments rendered by others.

REFERENCE: Topographic Map; Cocoa, Florida U.S. Geological Survey Dated: 2021

SITE

FLORIDA

QUADRANGLE LOCATION

Infrastructure Solutions, Inc.

6256 Greenland Road

Jacksonville, Florida 32258

Wood Environment &

SITE LOCATION MAP

Nandivada Stormwater Treatment Project Merritt Island, Brevard County, Florida

JP 5/4/22

600731X1 1"=2000'

APPROX.LGT

LEGEND

REFERENCE: Aerial Photograph Obtained from FDOT A Plus Website (https://fdotewp1.dot.state.fl.us/aerialphotolookupsystem) Aerial dated: 2021

SOIL TEST BORING LOCATION

Infrastructure Solutions, Inc.

6256 Greenland Road

Jacksonville, Florida 32258

Wood Environment &

FIELD EXPLORATION PLAN

Nandivada Stormwater Treatment Project Merritt Island, Brevard County, Florida

JP 5/4/22

600731X1 1"=120'

APPROX.

B-1

B-3

B-2 B-4

B-6

B-5 B-7

B-8

B-9

B-11

B-10

N. BANANA

RIVER

DRIVE

N

BUCCANEER AVENUE

BO

U N

TY

S

TR

EE

T

TR

EA

SU

RE

S

TR

EE

T

PHYLLIS DRIVE

D-01

LGT

SPT-1

SPT-2

SPT-3

SPT-4

SPT-5

VERY LOOSE to LOOSE yellowish brown fine SAND with silt (SP-SM) with a trace of roots from 0-2'

MEDIUM DENSE yellowish brown fine SAND with silt

(SP-SM)

BORING TERMINATED

1-1-1

3-3-4

3-3-3

4-5-9

4-7-7

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-1

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 2, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SOIL TEST BORING RECORD

SPT-3

SPT-4

SPT-5

SPT-6

SPT-7

SPT-8

SPT-9

VERY LOOSE to LOOSE brownish yellow to yellowish brown to dark grayish brown fine SAND with silt (SP-SM) with a trace of roots from 0-2'

VERY LOOSE dark grayish brown to yellowish brown fine SAND (SP) with a trace of shell fragments from 9.8'-12'

MEDIUM DENSE very pale brown fine SAND with silt (SP-SM) with a few shell fragments

VERY LOOSE light gray to gray fine SAND with silt (SP-SM) with a few shell fragments

MEDIUM DENSE very pale brown fine SAND with silt (SP-SM) with a trace of shell fragments

BORING TERMINATED

1-1-1

2-2-3

5-4-6

3-3-3

1-1-1

9-10-9

8-1-2

3-1-2

14-15-8

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-2

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 2, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SPT-3

SPT-4

SPT-5

VERY LOOSE to LOOSE light gray to yellowish brown fine

SAND (SP)

LOOSE yellowish brown silty fine SAND (SM)

BORING TERMINATED

1-1-1

2-3-3

2-4-5

4-5-5

2-3-3

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-3

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 2, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SPT-3

SPT-4

SPT-5

SPT-6

SPT-7

SPT-8

SPT-9

VERY LOOSE light gray to dark brown to dark yellowish brown fine SAND with silt (SP-SM) with traces of organics (0-0.5') and shell fragments (5.9'-6.0')

MEDIUM DENSE to LOOSE light gray to brownish yellow to very pale brown fine to medium SAND (SP), mostly shell fragments

DENSE gray fine SAND with silt (SP-SM) with a trace of shell fragments

VERY DENSE dark gray fine SAND with silt (SP-SM) with a few shell fragments

VERY LOOSE dark gray clayey fine SAND (SC)

BORING TERMINATED

1-1-2

2-2-2

1-1-1

5-13-10

4-5-11

4-4-3

7-19-16

13-28-38

2-2-2

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-4

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 3, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SPT-3

SPT-4

SPT-5

VERY LOOSE light gray fine SAND (SP)

LOOSE to MEDIUM DENSE brown to very dark yellowish brown fine SAND (SP) with a trace of organics from 3.8'-4'

VERY LOOSE dark yellowish brown fine SAND with silt

(SP-SM)

MEDIUM DENSE very pale brown fine to medium SAND with silt (SP-SM), mostly shell fragments

BORING TERMINATED

WOH-1-1

2-4-5

4-5-6

2-2-2

6-12-14

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-5

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 2, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SPT-3

SPT-4

SPT-5

VERY LOOSE brown slightly organic fine SAND (SP)

VERY LOOSE dark brown organic fine SAND with clay (SP-SC) (Organic Content = 7.0%)

VERY DENSE light brownish gray silty fine SAND (SM)

VERY DENSE very pale brown fine SAND with silt (SP-SM)

MEDIUM DENSE light brownish gray fine SAND with silt (SP-SM), mostly shell fragments

BORING TERMINATED

1-2-2

2-2-2

39-50/5"

27-27-28

7-9-15

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-6

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 3, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SPT-3

SPT-4

SPT-5

VERY LOOSE very dark grayish brown fine SAND with silt

(SP-SM)

LOOSE brown slightly organic silty fine SAND (SM)

VERY DENSE dark yellowish brown fine SAND (SP)

VERY DENSE to DENSE very pale brown fine SAND with silt (SP-SM) with a few shell fragments from 6'-8'

BORING TERMINATED

1-2-2

3-3-3

9-17-50/5"

34-50/5"

11-16-20

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-7

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 3, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SPT-3

SPT-4

SPT-5

SPT-6

SPT-7

SPT-8

SPT-9

VERY LOOSE very dark grayish brown fine SAND with silt (SP-SM) with a trace of organics

LOOSE to VERY LOOSE brown to dark yellowish brown organic fine SAND with silt (SP-SM) (Organic Content = 9.6%)

DENSE grayish brown fine SAND with silt (SP-SM) with little shell fragments

MEDIUM DENSE to DENSE light gray to gray fine to coarse SAND (SP), mostly shell fragments

MEDIUM DENSE dark gray fine to medium SAND (SP) with a few shell fragments

BORING TERMINATED

1-2-2

2-5-5

1-1-0

(1,1,WOH=6")

39-14-31

5-11-11

7-15-19

8-17-18

8-11-12

2-8-12

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-8

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 3, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SPT-3

SPT-4

SPT-5

VERY LOOSE grayish brown fine SAND with silt (SP-SM) with a trace of roots

LOOSE to VERY LOOSE brown to brownish yellow silty fine SAND (SM) with a trace of roots from 2'-4'

LOOSE brownish yellow silty fine SAND (SM) with little shell fragments

VERY DENSE light gray fine to coarse SAND (SP), mostly shell fragments

BORING TERMINATED

1-1-2

3-4-5

2-2-2

2-3-7

13-50/5"

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-9

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 3, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SPT-3

SPT-4

SPT-5

VERY LOOSE very dark brown to grayish brown fine SAND with silt (SP-SM) with traces of shell fragments and roots

LOOSE brown fine SAND (SP) with trace organic content (Organic Content = 1.0%)

DENSE light gray fine to medium SAND (SP), mostly shell fragments

BORING TERMINATED

WOH-1-1

2-2-2

3-5-6

18-26-24

18-24-24

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-10

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 3, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SPT-3

SPT-4

SPT-5

VERY LOOSE brown slightly organic silty fine SAND (SM)

MEDIUM DENSE brown slightly organic silty fine SAND

(SM)

VERY DENSE yellowish brown fine to coarse SAND (SP), mostly shell fragments from 6'-7.5'

MEDIUM DENSE very pale brown fine to coarse SAND (SP), mostly shell fragments

BORING TERMINATED

WOH-1-2

2-5-6

5-35-50/4"

15-50/5"

7-8-7

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: B-11

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 3, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

SPT-3

SPT-4

SPT-5

SPT-6

SPT-7

SPT-8

SPT-9

VERY LOOSE grayish brown fine SAND with silt (SP-SM) with a few roots

MEDIUM DENSE brown slightly organic fine SAND with silt

(SP-SM)

LOOSE brown slightly organic fine SAND (SP) (Organic Content = 3.8%)

VERY DENSE to MEDIUM DENSE brown to very pale brown to light brownish gray medium to coarse SAND (SP) with some shell fragments

DENSE to MEDIUM DENSE pale brown to gray fine to medium SAND (SP), mostly shell fragments

BORING TERMINATED

1-2-2

3-5-7

3-3-4

14-50/4"

11-16-14

4-7-7

11-17-17

9-10-10

9-9-10

1s t 6

2n d

6"

3r d

6"

N-COUNT

E L E V

(ft)

I D E N T

SAMPLES

SEE KEY SYMBOL SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS BELOW.

0 10 20 30 40 50 60 70 80 90 100

SOIL CLASSIFICATION

AND REMARKS

CONTRACTOR:

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

PL (%) NM (%) LL (%)

FINES (%)

SPT (bpf)

Boring No.: D-01

L E G E N D

Drilled:

Amdrill Chris/Trent (Wood field rep.: E. Marks)

CME 45

T Y P E

10 20 30 40 50 60 70 80 90 100

D E P T H

(ft)

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

Checked By:

Nandivada Stormwater Treatment Project

February 3, 2022 600731X1

Project:

Coord N:

Coord E:

Proj. No.:

S O

IL

W O

O D

1L

O G

S .G

P J

L A

W _G

IB

B

.G D

T

/2 0/

Depth Unified Soil Water Liquid Plastic Plasticity Liquidity Grain Size

Range Classification Content Limit, Limit, Index, Index Gravel Sand Fines

(ft) System Symbol wn (%) LL PL PI LI (%) (%) (%)

8.0

10.0

18.0

20.0

6.0

8.0

18.0

20.0

28.0

30.0

2.0

4.0

2.0

4.0

4.0

6.0

2.0

4.0

13.0

15.0

28.0

30.0

0.0

2.0

6.0

8.0

4.0

6.0

8.0

10.0 4.0

6.0

18.0

20.0

Non Plastic Reviewed by:

Date:

SP 1.97

SP 0.0

SP-SC

2.0

0.0 96.0

7.0 0.0 93.4

3.5

1.0 0.4

6.6

SP

SP

4.0

3.3 93.2

96.0 3.6

B-9

B-10 3 SP

15.1 67.7 17.2

0.0 95.6 4.4

4 SM NP NP NP

3.2 94.7 2.1

9 SP NP* NP NP

9.6 0.0 5.2

6 SP

North Banana River Drive

600731.X1

Project No.

B-5

B-6

B-7

4.4

92.80.3

66.5

93.1

3.097.0

D-01

3.8

Organic

Content

B-2

SP

Boring

No.

B-3

8 SP-SM

3 SP

B-9

B-10

B-11

D-01

B-11 5

2 SP-SM

SP-SM

0.0 95.6

94.8

3.4

28.6

98.7 1.3

6.9

3082.2

Jacksonville, Florida

4.99 SC 59 29

0.0

Sample

No.

0.05

Wood Environment & Infrastructure Solutions, Inc.

4 SP

96.1

SUMMARY OF LABORATORY TEST RESULTS

Nandivada Stormwater Treatment Project

Merritt Island, Brevard County, Florida

96.6

0.0

B-8

6.9

B-4

7 SP-SM

1.8

Hydraulic

Conductivity

(cm/sec)

2.4 x 10 -3

Sheet No.

5/23/22

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.5 36.4 59.7 3.4 in in in

½ in in

¾ in

½ in

/8 in

Test Results (ASTM 6913 & ASTM D 1140)

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Location: B-2 Sample Number: 5 Depth: 8' - 10'

Client:

Project:

Project No: Figure

Dark grayish brown to yellowish brown sand, trace of shell

3/8" #4 #10 #20 #40 #60

#100 #200

100.0 100.0

99.5 97.9 63.1 14.4

4.6 3.4

SP A-3

0.6488 0.5820 0.4108

0.3710 0.3039 0.2524

0.2082 1.97 1.08

2/15/2022 2/22/2022

T. Hudson

Leah Torres

Geotech. Engineer

02/02/2022

Brevard County

Nandivada Stormwater Treatment Project

600731X1

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

* (no specification provided)

Wood E&I

Jacksonville, Florida

E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.3 2.8 25.4 64.6 6.9 in in in

½ in in

¾ in

½ in

/8 in

Test Results (ASTM 6913 & ASTM D 1140)

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Location: B-2 Sample Number: 8 Depth: 18' - 20'

Client:

Project:

Project No: Figure

Light gray to gray fine sand with silt, few shell

3/8" #4 #10 #20 #40 #60

#100 #200

100.0 99.7 96.9 89.7 71.5 42.6 26.1

6.9

SP-SM A-3

0.8698 0.6401 0.3432

0.2886 0.1742 0.0998

0.0836 4.11 1.06

2/15/2022 2/22/2022

T. Hudson

Leah Torres

Geotech. Engineer

02/02/2022

Brevard County

Nandivada Stormwater Treatment Project

600731X1

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

* (no specification provided)

E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 29.3 69.4 1.3 in in in

½ in in

¾ in

½ in

/8 in

Test Results (ASTM 6913 & ASTM C 117)

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Location: B-3 Sample Number: 4 Depth: 6' - 8'

Client:

Project:

Project No: Figure

Light gray to yellowish brown fine sand

3/8" #4 #10 #20 #40 #60

#100 #200

100.0 100.0 100.0

98.8 70.7 16.9

2.9 1.3

SP

0.5758 0.5187 0.3813

0.3480 0.2897 0.2432

0.2220 1.72 0.99

2/15/2022 2/22/2022

T. Hudson

Leah Torres

Geotech. Engineer

02/02/2022

Brevard County

Nandivada Stormwater Treatment Project

600731X1

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

* (no specification provided)

E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 1.3 12.4 79.4 6.9 in in in

½ in in

¾ in

½ in

/8 in

Test Results (ASTM 6913 & ASTM D 1140)

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Location: B-4 Sample Number: 7 Depth: 18' - 20'

Client:

Project:

Project No: Figure

Gray fine sand w/ silt, trace of shell

3/8" #4 #10 #20 #40 #60

#100 #200

100.0 100.0

98.7 96.3 86.3 64.5 32.4

6.9

SP-SM A-3

0.4996 0.4060 0.2318

0.1986 0.1434 0.0991

0.0839 2.76 1.06

2/15/2022 2/22/2022

T. Hudson

Leah Torres

Geotech. Engineer

02/03/2022

Brevard County

Nandivada Stormwater Treatment Project

600731X1

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

* (no specification provided)

E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 4.9 12.8 35.1 18.6 28.6 in in in

½ in in

¾ in

½ in

/8 in

Test Results (ASTM 6913 & ASTM D 1140)

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Location: B-4 Sample Number: 9 Depth: 28' - 30'

Client:

Project:

Project No: Figure

Dark gray clayey sand

3/8" #4 #10 #20 #40 #60

#100 #200

100.0 95.1 82.3 60.9 47.2 40.9 36.2 28.6

29 59 30

SC A-2-7(3)

3.0735 2.2823 0.8174

0.5059 0.0848

2/15/2022 2/22/2022

T. Hudson

Leah Torres

Geotech. Engineer

02/03/2022

Brevard County

Nandivada Stormwater Treatment Project

600731X1

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

* (no specification provided)

E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 37.6 59.4 3.0 in in in

½ in in

¾ in

½ in

/8 in

Test Results (ASTM 6913 & ASTM D 1140)

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Location: B-5 Sample Number: 2 Depth: 2' - 4'

Client:

Project:

Project No: Figure

Brown to very dark yellowish brown fine sand

3/8" #4 #10 #20 #40 #60

#100 #200

100.0 100.0 100.0

96.9 62.4 15.0

4.8 3.0

SP

0.6680 0.5954 0.4137

0.3723 0.3032 0.2498

0.2250 1.84 0.99

2/15/2022 2/22/2022

T. Hudson

Leah Torres

Geotech. Engineer

02/2/2022

Brevard County

Nandivada Stormwater Treatment Project

600731X1

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

* (no specification provided)

E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.9 35.2 57.3 6.6 in in in

½ in in

¾ in

½ in

/8 in

Test Results (ASTM 6913 & ASTM D 1140)

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Location: B-6 Sample Number: 2 Depth: 2' - 4'

Client:

Project:

Project No: Figure

Dark brown slightly organic fine sand with clay

3/8" #4 #10 #20 #40 #60

#100 #200

100.0 100.0

99.1 94.3 63.9 23.9 11.2

6.6

SP-SC A-3

0.7154 0.6207 0.4036

0.3564 0.2758 0.1967

0.1303 3.10 1.45

2/15/2022 2/22/2022

T. Hudson

Leah Torres

Geotech. Engineer

02/03/2022

Brevard County

Nandivada Stormwater Treatment Project

600731X1

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

* (no specification provided)

E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.1 29.9 66.0 4.0 in in in

½ in in

¾ in

½ in

/8 in

Test Results (ASTM 6913 & ASTM D 1140)

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Location: B-7 Sample Number: 3 Depth: 4' - 6'

Client:

Project:

Project No: Figure

Dark yellowish brown fine sand

3/8" #4 #10 #20 #40 #60

#100 #200

100.0 100.0

99.9 96.3 70.0 19.9

6.1 4.0

SP

0.6126 0.5382 0.3811

0.3455 0.2831 0.2300

0.2017 1.89 1.04

2/15/2022 2/22/2022

R. Giordano

Troy Hudson

Lab Manager

02/03/2022

Brevard County

Nandivada Stormwater Treatment Project

600731X1

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

* (no specification provided)

E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.8 31.0 63.0 5.2 in in in

½ in in

¾ in

½ in

/8 in

Test Results (ASTM 6913 & ASTM D 1140)

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Location: B-8 Sample Number: 2 Depth: 2' - 4'

Client:

Project:

Project No: Figure

Brown to dark yellowish brown organic fine sand with silt

3/8" #4 #10 #20 #40 #60

#100 #200

100.0 100.0

99.2 95.5 68.2 19.9

7.9 5.2

SP-SM A-3

0.6424 0.5589 0.3876

0.3500 0.2848 0.2280

0.1927 2.01 1.09

2/15/2022 2/22/2022

T. Hudson

Leah Torres

Geotech. Engineer

02/03/2022

Brevard County

Nandivada Stormwater Treatment Project

600731X1

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

* (no specification provided)

E

R C

E…