9-11.0-7511-23-161 Craig Park Seawall Geotechnical Report SS.pdf

6011 Benjamin Road, Suite 106 • Tampa, Florida 33634 813-993-0093 • www.TSFGeo.com

State of Florida Registration No. 28073

June 22, 2023

Stantec 380 Park Place Blvd, Suite 300 Clearwater, FL 33759

Attn: Christopher Gamache, P.E.

RE: Geotechnical Report Craig Park Seawall

Tarpon Springs, Florida TSF Project No.: 7511-23-161

Tierra South Florida, Inc. (TSFGeo) has completed a geotechnical exploration for the above-referenced project. Stantec authorized our services through a sub-agreement dated May 3, 2023.

PROJECT DESCRIPTION

It is our understanding that approximately 5,100 lineal feet of seawall will be replaced along the Spring Branch of Whitcomb Bayou in Tarpons Springs, Florida.

SCOPE OF SERVICES

The study was performed to obtain information on the existing subsurface conditions along the proposed seawall alignment to assist in the design and preparation of construction plans. The following services were provided:

1. Performed eleven (11) Standard Penetration Test (SPT) borings to depths of 30 feet below existing grades for the proposed seawall.

2. Visually classified and stratified the samples in the laboratory using the Unified Soil Classification System (USCS).

3. Performed laboratory testing on select soil samples.

4. Prepared this geotechnical engineering report summarizing the field and laboratory data, subsurface conditions encountered, and geotechnical recommendations for the proposed seawall.

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Geotechnical Report Page 2 Craig Park Seawall Tarpon Springs, Florida TSF Project No.: 7511-23-161

FIELD EXPLORATION

Subsurface conditions along the proposed seawall alignment were explored by 11 SPT borings to depths of 30 feet below existing grades. The approximate locations of the borings are presented in the Appendix on the Report of Core Borings. The borings were marked in the field by TSFGeo personnel using a hand-held GPS system. The SPT borings were drilled using a truck-mounted drill rig with an automatic hammer, and mud rotary procedures. Samples of the in-place materials were obtained continuously in the upper 10 feet and at a 5-foot interval thereafter. The SPT sampling was performed in accordance with ASTM D 1586.

The soil samples were returned to our laboratory for classification by a geotechnical engineer.

Representative soil samples collected from the borings were classified and stratified in general accordance with the Unified Soil Classification System (USCS) for structures.

LABORATORY TESTING

Representative soil samples from the borings were selected for laboratory testing to verify visual classifications. The laboratory tests performed include moisture content (ASTM D 2216), grain-size sieve analysis (ASTM C 136), organic content (ASTM D 2974), and Atterberg limits (ASTM D 4318). The laboratory test results are provided in the attachments.

SUBSURFACE CONDITIONS

The general subsurface conditions encountered within the borings was an upper layer of very loose sands followed by very soft highly weathered limestone and then hard to very hard limestone. The highly weathered and weathered limestone was mixed with sand and/or clay. The depth of limestone varied from 12 to 27 feet. Representative soil samples collected from the borings were classified and stratified in general accordance with the Unified Soil Classification System (USCS). A Geotechnical Engineer bases soil stratification on a visual review of the recovered samples, laboratory testing, and interpretation of the field boring logs. The boring stratification lines represent the approximate boundaries between soil types of significantly different engineering properties; however, the actual transition may be gradual. In some cases, small variations in properties not considered pertinent to our engineering evaluation may have been abbreviated or omitted for clarity. The boring profile represents the conditions at that location, variations do occur and should be expected between borings.

Based on the Subsidence Incident Report Map, provided by the Florida Department of Environmental Protection, sinkholes within this portion of Pinellas County are numerous, of varying size, and develop abruptly. Cover-collapse sinkholes dominate. There are numerous sinkholes shown within a mile of the project area.

Geotechnical Report Page 3

Tarpon Springs, Florida TSF Project No.: 7511-23-161

Groundwater Conditions The groundwater level was measured following the termination of drilling. The groundwater table was encountered at a depth of 2 to 5 feet below the existing ground surface. The groundwater table was not measured in boring B-05 due to the introduction of drilling mud and the use of casing in the upper 10 feet due to a void beneath the concrete sidewalk. The groundwater table information is presented on the soil profiles in the Appendix.

The water table in this area will vary with tidal influences. Also, groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences (i.e., existing canals, swells, drainage ponds, underdrains, and areas of covered soils like paved parking lots and sidewalks). Fluctuation should be anticipated. We recommend that the Contractor determine the actual groundwater levels at the time of construction to determine groundwater impact on his construction procedures.

DESIGN RECOMMENDATIONS

Sheet Pile Wall Design Soil Parameters It is our understanding that the Structural Engineer will perform the seawall design and analyses. The soil subsurface soil conditions were highly variable. Design soil parameters for each of the soil types encountered are provided below.

Soil Type Depths

Encountered* (feet)

Soil Parameters

Soil Density

(Sat) (pcf)

Soil Density (Sub) (pcf)

Soil Friction Angle

(degrees)

Ultimate Unit Skin Friction

(psf)

Wall Friction Angle

(degrees)

Coefficient of Lateral Earth

Pressure

Ka Kp

Sand (SP/SP-SM) and Highly Weathered Limestone

(N < 20)

0 - 30 105 42.6 29 - 10 0.347 2.88

Weathered Limestone (N = 20 to 50) 12 - 30 115 52.6 34 - 11 0.283 3.54

Limestone (N > 50) 12 – 30 135 72.6 - 10,000 - 1.00 1.00

*Depth below the existing ground surface at the back of the wall.

Environmental Classification Environmental classification tests were not performed. However, due to the brackish water of the bayou, the environmental classification is extremely aggressive for both concrete and steel.

Geotechnical Report Page 4

Tarpon Springs, Florida TSF Project No.: 7511-23-161

CONSTRUCTION CONSIDERATIONS

Limestone was encountered in the borings performed. The limestone may be difficult to penetrate. The Contractor should be prepared for difficult excavation conditions and may need to utilize special construction procedures and mobilize specialized equipment to excavate or penetrate the hard limestone material. Predrilling is recommended prior to pile driving to reach the required pile tip elevation. Walls and piles should not bear /or tip on organic material.

It is recommended that the below note is included in the general notes of the construction plans.

The borings encountered highly variable subsurface soil conditions including hard limestone.

Predrilling to the plan pile tip elevation and nonvibratory installation methods are required to install the sheet piles due to the hard installation conditions anticipated and to protect adjacent structures from excessive vibrations.

It is recommended that the plans are provided to us for a geotechnical review to check that our recommendations were applied appropriately or if additional geotechnical recommendations are appropriate.

MONITORING OF EXISTING STRUCTURES

There are historic residences near the seawall alignment. Vibration-producing construction activities such as pile driving, sheet pile installation and extraction, drilled shaft casing installation and extraction, drilled shaft excavations, and compaction with vibratory rollers can cause vibration and vibration-induced settlement and damage to the adjacent structures. Inspection and vibration and settlement monitoring of existing structures may be required per the FDOT Standard Specifications Section 108.

REPORT LIMITATIONS

Upon the discovery of any site or subsurface conditions during construction, which appears to deviate from the data obtained during this geotechnical exploration, please contact us immediately so that we may visit the site, observe the differing conditions, and evaluate the new information with regard to our evaluation contained herein.

Geotechnical Report Page 5

Tarpon Springs, Florida TSF Project No.: 7511-23-161

If you have any questions or comments regarding this report, please contact our office at your earliest convenience.

Sincerely, TSF, Inc This document has been digitally signed and sealed by:

Amy L. Guisinger, P.E. Ramkumar Vedula, P.E.

Principal Engineer Principal Engineer FL License No. 63989 FL License No. 54873 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.

ATTACHMENTS: Boring Location Plan Soil Profiles Laboratory Test Results

ATTACHMENTS

Boring Location Plan Soil Profiles

B-1

B-2

B-3

B-4

B-5

B-6

B-7

B-8

B-9

B-10

B-11

N

Approximate Location of SPT Boring

JO

NTS 7511-23-161

6/26/2023

TARPON SPRINGS, FLORIDA

DRAWN BY:

CHECKED BY:

APPROVED BY:

DATE:

ENGINEER OF RECORDS PROJECT NUMBER:SCALE:

SHEET NO.

/2

/2

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TIERRA SOUTH FLORIDA

6011 BENJAMIN ROAD, SUITE 106

TAMPA, FL 3363463989

FLORIDA LICENSE NO.:

AMY GUISINGER, P.E.

RV

EJ SEAWALL

CRAIG PARK

BORING LOCATION PLAN

N

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-01

6/7/2023

Y. OVIEDO

AUTO

CME-75

28.14845

-82.7613

TOPSOIL

BROWN SAND (SP/SP-SM)

BROWN SAND WITH

TRACE TO SOME

ORGANICS (SP/SP-SM/OL)

BROWN SAND (SP/SP-SM)

HIGHLY WEATHERED

LIMESTONE WITH

SAND AND CLAY

LIMESTONE

WEATHERED LIMESTONE WITH

SAND AND CLAY

Boring Terminated at Depth of 30ft

Casing Length 27ft

WOH

50/2"

N

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-02

6/7/2023

Y. OVIEDO

AUTO

CME-75

28.14782

-82.76083

TOPSOIL

BROWN SAND (SP/SP-SM)

HIGHLY WEATHERED

LIMESTONE WITH

SAND AND CLAY

LIMESTONE

WEATHERED LIMESTONE

WITH SAND AND CLAY

Boring Terminated at Depth of 30ft

Casing Length 27ft

WOH

50/2"

50/2"

N

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-03

6/13/2023

Y. PINO

AUTO

B57

28.14744

-82.76001

TOPSOIL

BROWN SAND (SP/SP-SM)

BROWN SAND WITH WOOD

FIBERS (SP/SP-SM)

HIGHLY WEATHERED

LIMESTONE WITH

SAND AND CLAY

LIMESTONE

Boring Terminated at Depth of 30ft

WOH

50/4"

N

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-04

6/13/2023

Y. PINO

AUTO

CME-25

28.14715

-82.75915

CONCRETE

BROWN SAND (SP/SP-SM)

BROWN SAND WITH LIMESTONE

(SP/SP-SM)

BROWN SAND (SP/SP-SM)

BROWN SAND WITH LIMESTONE

(SP/SP-SM)

BROWN SAND (SP/SP-SM)

WEATHERED LIMESTONE

WITH SAND AND CLAY

LIMESTONE

Boring Terminated at Depth of 30ft

Casing Length 20ft

50/3"

50/1"

N

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-05

6/13/2023

Y. PINO

AUTO

CME-25

28.1464

-82.75875

CONCRETE

BROWN SAND (SP/SP-SM)

BROWN SAND WITH TRACE TO SOME

ORGANICS (SP/SP-SM/OL)

BROWN SAND (SP/SP-SM)

BROWN SAND WITH LIMESTONE

(SP/SP-SM)

LIMESTONE

GNE

Boring Terminated at Depth of 30ft

Casing Length 10ft

50/5"

50/4"

50/3"

50/3"

N

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-06

6/8/2023

Y. OVIEDO

AUTO

CME-75

28.14591

-82.75937

TOPSOIL

BROWN SAND (SP/SP-SM)

HIGHLY WEATHERED LIMESTONE

WITH SAND AND CLAY

WEATHERED LIMESTONE WITH

SAND AND CLAY

Boring Terminated at Depth of 30ft

Casing Length 27ft

WOH

WOH

D E

P T

H

F E

E T

D E

P T

H

F E

E T

NOTES

ENCOUNTERED GROUNDWATER TABLE

LEGEND

APPROXIMATE.

ACTUAL LOCATIONS AND THEIR COORDINATES ARE

USING A HANDHELD GPSMap GARMIN 78s.

BORING LOCATIONS WERE MARKED IN THE FIELD

GROUND SURFACE

DEPTH SHOWN ARE IN FEET FROM EXISTING

FOR DESIGN PURPOSE.

OBTAIN EQUIVALENT SAFETY HAMMER N-VALUES

N-VALUES NEED TO BE MULTIPLIED BY 1.24 TO

HAMMERS N-VALUES. HENCE, THE ABOVE

CORRELATIONS AND PROGRAMS USE SAFETY

USING AUTOMATIC HAMMERS. GENERALLY DESIGN

SPT N-VALUES SHOWN ABOVE WERE OBTAINED

1.

2.

3.

CASING

GNE GROUNDWATER NOT ENCOUNTERED IN UPPER 10 FEET

WOH WEIGH OF HAMMER

50/2" DENOTES 50 BLOWS FOR 2 INCHES PENETRATION

AND PERMEABILITY.

DIFFICULT TO DEWATER DUE TO ITS HIGH POROSITY

LAYERS. THESE LIMESTONE LAYERS A RE ALSO

EXCAVATE AND DRILL WITHIN THESE LIMESTONE

AND BREAKING TOOLS ARE TYPICALLY REQUIRED TO

EXCAVATION AND DRILLING. SPECIAL EQUIPMENT

THAT TYPICALLY OFFER HIGH RESISTANCE TO

PROJECT SITE CORRESPOND TO ROCK FORMATION

THE LIMESTONE STRATA ENCOUNTERED WITHIN THE

EXCAVATE AND STABILIZE EXCAVATIONS.

AND/OR PROCEDURES MAY BE REQUIRED TO

AND LEAD TO CAVING SOILS. SPECIAL EQUIPMENT

LIMESTONE THAT COULD OFFER HIGH RESISTANCE

SOMETIMES MIXED WITH CEMENTED SAND AND

THE SAND STRATA ENCOUNTERED IN THIS AREA IS

4.

5.Topsoil

Concrete/

Asphalt /

Sand

Gravelly Sand

Sand Organic

Limestone Soft

Limestone Hard

JO

NTS 7511-23-161

6/26/2023

TARPON SPRINGS, FLORIDA

DRAWN BY:

CHECKED BY:

APPROVED BY:

DATE:

ENGINEER OF RECORDS PROJECT NUMBER:SCALE:

SHEET NO.

/2

/2

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M jo li v a

TIERRA SOUTH FLORIDA

6011 BENJAMIN ROAD, SUITE 106

TAMPA, FL 3363463989

FLORIDA LICENSE NO.:

AMY GUISINGER, P.E.

RV

EJ SEAWALL

CRAIG PARK

SOIL PROFILES

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-07

6/7/2023

Y. OVIEDO

AUTO

CME-75

28.14651

-82.75992

N

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-08

6/12/2023

Y. PINO

AUTO

B57

28.14682

-82.76065

TOPSOIL

BROWN SAND (SP/SP-SM)

WEATHERED LIMESTONE

WITH SAND AND CLAY

LIMESTONE

WEATHERED LIMESTONE

WITH SAND AND CLAY

Boring Terminated at Depth of 30ft

Casing Length 27ft

50/3"

N

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-09

6/7/2023

Y. OVIEDO

AUTO

CME-75

28.1461

-82.76094

TOPSOIL

BROWN SAND (SP/SP-SM)

LIMESTONE

HIGHLY WEATHERED LIMESTONE

WITH SAND AND CLAY

Boring Terminated at Depth of 30ft

Casing Length 27ft

WOH

50/4"

50/4"

N

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-10

6/7/2023

Y. OVIEDO

AUTO

CME-75

28.14704

-82.76155

TOPSOIL

BROWN SAND (SP/SP-SM)

BROWN SAND WITH TRACE TO SOME

ORGANICS (SP/SP-SM/OL)

BROWN SAND (SP/SP-SM)

LIMESTONE

HIGHLY WEATHERED LIMESTONE

WITH SAND AND CLAY

WEATHERED LIMESTONE WITH

SAND AND CLAY

Boring Terminated at Depth of 30ft

Casing Length 27ft

50/2"

N

Bore #

Date

Driller

Hammer

Rig

Latitude

Longitude

B-11

6/7/2023

Y. OVIEDO

AUTO

CME-75

28.1461

-82.76199

TOPSOIL

BROWN SAND TRACE LIMEROCK /

SHELL / ROOTS (FILL)

BROWN SAND (SP/SP-SM)

HIGHLY WEATHERED LIMESTONE

WITH SAND AND CLAY

WEATHERED LIMESTONE

WITH SAND AND CLAY

Boring Terminated at Depth of 30ft

Casing Length 27ft

WOH

D E

P T

H

F E

E T

D E

P T

H

F E

E T

N

TOPSOIL

BROWN SAND (SP/SP-SM)

BROWN SAND WITH TRACE TO SOME

ORGANICS (SP/SP-SM/OL)

BROWN SAND (SP/SP-SM)

HIGHLY WEATHERED LIMESTONE WITH

SAND AND CLAY

WEATHERED LIMESTONE

WITH SAND AND CLAY

LIMESTONE

WEATHERED LIMESTONE

WITH SAND AND CLAY

Boring Terminated at Elev. -30ft

Casing Length 27ft

WOH

50/2"

NOTES ENCOUNTERED GROUNDWATER TABLE

LEGEND

APPROXIMATE.

ACTUAL LOCATIONS AND THEIR COORDINATES ARE

USING A HANDHELD GPSMap GARMIN 78s.

BORING LOCATIONS WERE MARKED IN THE FIELD

GROUND SURFACE

DEPTH SHOWN ARE IN FEET FROM EXISTING

FOR DESIGN PURPOSE.

OBTAIN EQUIVALENT SAFETY HAMMER N-VALUES

N-VALUES NEED TO BE MULTIPLIED BY 1.24 TO

HAMMERS N-VALUES. HENCE, THE ABOVE

CORRELATIONS AND PROGRAMS USE SAFETY

USING AUTOMATIC HAMMERS. GENERALLY DESIGN

SPT N-VALUES SHOWN ABOVE WERE OBTAINED

1.

2.

3.

CASING

GNE GROUNDWATER NOT ENCOUNTERED IN UPPER 10 FEET

WOH WEIGH OF HAMMER

50/2" DENOTES 50 BLOWS FOR 2 INCHES PENETRATION

AND PERMEABILITY.

DIFFICULT TO DEWATER DUE TO ITS HIGH POROSITY

LAYERS. THESE LIMESTONE LAYERS A RE ALSO

EXCAVATE AND DRILL WITHIN THESE LIMESTONE

AND BREAKING TOOLS ARE TYPICALLY REQUIRED TO

EXCAVATION AND DRILLING. SPECIAL EQUIPMENT

THAT TYPICALLY OFFER HIGH RESISTANCE TO

PROJECT SITE CORRESPOND TO ROCK FORMATION

THE LIMESTONE STRATA ENCOUNTERED WITHIN THE

EXCAVATE AND STABILIZE EXCAVATIONS.

AND/OR PROCEDURES MAY BE REQUIRED TO

AND LEAD TO CAVING SOILS. SPECIAL EQUIPMENT

LIMESTONE THAT COULD OFFER HIGH RESISTANCE

SOMETIMES MIXED WITH CEMENTED SAND AND

THE SAND STRATA ENCOUNTERED IN THIS AREA IS

4.

5.

Sand

Gravelly Sand

Sand Organic

Limestone Soft

Limestone Hard

CIRCULATION LOSS AND PERCENT OF LOSS

Topsoil

Concrete/

Asphalt /

JO

NTS 7511-23-161

6/26/2023

TARPON SPRINGS, FLORIDA

DRAWN BY:

CHECKED BY:

APPROVED BY:

DATE:

ENGINEER OF RECORDS PROJECT NUMBER:SCALE:

SHEET NO.

/2

/2

J

T a m p a D o c u m e n ts \7

P r o je c ts

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P

M jo li v a

TIERRA SOUTH FLORIDA

6011 BENJAMIN ROAD, SUITE 106

TAMPA, FL 3363463989

FLORIDA LICENSE NO.:

AMY GUISINGER, P.E.

RV

EJ SEAWALL

CRAIG PARK

SOIL PROFILES

Laboratory Test Results

3/4" 3/8" #4 #10 #40 #60 #100 #200 Liquid Limit

Plastic Limit

Plasticity Index

B-1 2 TO 4 SP-SM 100 100 100 100 93 74 24 5 DARK BROWN SAND WITH TRACE

ORGANICS

- - - 2.8 40.5

B-1 6 TO 8 SP 100 100 100 100 93 74 22 3 DARK BROWN SAND WITH TRACE

ORGANICS

- - - 1.6 21.4

B-1 20 SM 100 100 100 100 99 98 81 38 GRAY SILTY SAND N/P N/P N/P - 52.8

B-2 15 ML 100 100 100 100 98 95 85 53 BROWN SILTY SAND N/P N/P N/P - 59.7

B-6 15 SM 100 100 100 100 94 80 51 24 LIGHT GRAY SILTY SAND N/P N/P N/P - 30.2

B-6 20 CL 100 100 100 100 99 99 98 77 GRAY CLAY 34.1 20.7 13.4 - 54.5

B-7 15 CL 100 100 100 100 99 98 95 72

GRAY SILTY SAND AND TRACE

LIMESTONE 29.3 19.9 9.4 - 48.6

B-9 2 TO 4 SP 100 100 100 100 96 76 20 2 BROWN SAND - 22.8

B-10 6 TO 8 SP 100 100 100 100 93 71 17 2 DARK BROWN SAND WITH TRACE

ORGANICS

- - - 2.1 26.5

B-11 25 CL 100 100 100 100 98 97 96 70

CALCAREOUS CLAY WITH SILT,

SAND AND TRACE SHELL 33.0 21.9 11.1 - 26.8

Organic Content (%)

Natural Moisture

Content (%)

SUMMARY OF LABORATORY TESTS

Craig Park Seawall

Tarpon Springs, Florida TSFGeo Project No. 7511-23-161

Boring Number

Sample Depth (ft)

Unified Symbol

Sieve Analysis, Percentage Passing Written Description

Atterberg Limits

DATE: 6/12/2023

ASTM D 2487 Classification of Soil for Engineering Purposes Coarse Sand < #4 and > #10

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-1 SAMPLE # 3 DEPTH (ft): 2 TO 4

STRATUM: 3

SOIL CLASSIFICATION: SP

MC% 40.5

OC% 2.82

-200% 5

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 2.3

GRAIN SIZE DATA SHEET

Craig Park Seawall

Tarpon Springs, Florida TSFGeo Project No. 7511-23-161

Cc = (D30)^2 / (D10 x D60) =1.2

DARK BROWN SAND WITH TRACE ORGANICS

0.010.1110100

PE

RC

EN

T

PA

SS

IN

G

SIEVE OPENING SIZE (mm)

GRAIN SIZE DISTRIBUTION CURVE

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-1 SAMPLE # 5 DEPTH (ft): 6 TO 8

STRATUM: 3

SOIL CLASSIFICATION: SP

MC% 21.4

OC% 1.65

-200% 3

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 2

GRAIN SIZE DATA SHEET

Craig Park Seawall

Tarpon Springs, Florida TSFGeo Project No. 7511-23-161

Cc = (D30)^2 / (D10 x D60) =1.3

0.010.1110100

PE

RC

EN

T

PA

SS

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-1 SAMPLE # 8 DEPTH (ft): 20.00

STRATUM: 4

SOIL CLASSIFICATION: SM

MC% 52.8

OC%

-200% 38

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 1.3

GRAIN SIZE DATA SHEET

Craig Park Seawall

Tarpon Springs, Florida TSFGeo Project No. 7511-23-161

Cc = (D30)^2 / (D10 x D60) =0.7

GRAY SILTY SAND

N/P N/P N/P

0.010.1110100

PE

RC

EN

T

PA

SS

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-2 SAMPLE # 6 DEPTH (ft): 15.00

STRATUM: 4

SOIL CLASSIFICATION: SM

MC% 59.7

OC%

-200% 53

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 1.2

GRAIN SIZE DATA SHEET

Craig Park Seawall

Tarpon Springs, Florida TSFGeo Project No. 7511-23-161

Cc = (D30)^2 / (D10 x D60) =0.8

BROWN SILTY SAND

N/P N/P N/P

0.010.1110100

PE

RC

EN

T

PA

SS

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-6 SAMPLE # 6 DEPTH (ft): 15.00

STRATUM: 4

SOIL CLASSIFICATION: SM

MC% 30.2

OC%

-200% 24

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 2.3

GRAIN SIZE DATA SHEET

Craig Park Seawall

Tarpon Springs, Florida TSFGeo Project No. 7511-23-161

Cc = (D30)^2 / (D10 x D60) =0.6

LIGHT GRAY SILTY SAND

N/P N/P N/P

0.010.1110100

PE

RC

EN

T

PA

SS

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-6 SAMPLE # 7 DEPTH (ft): 20.00

STRATUM: 6

SOIL CLASSIFICATION: CL

MC% 54.5

OC%

-200% 77

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 3.7

GRAIN SIZE DATA SHEET

Craig Park Seawall

Tarpon Springs, Florida TSFGeo Project No. 7511-23-161

Cc = (D30)^2 / (D10 x D60) =0.3

GRAY CLAY

34.1 20.7 13.4

0.010.1110100

PE

RC

EN

T

PA

SS

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-7 SAMPLE # 6 DEPTH (ft): 15.00

STRATUM: 6

SOIL CLASSIFICATION: CL

MC% 48.6

OC%

-200% 72

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 3.7

GRAIN SIZE DATA SHEET

Craig Park Seawall

Tarpon Springs, Florida TSFGeo Project No. 7511-23-161

Cc = (D30)^2 / (D10 x D60) =0.3

GRAY SILTY SAND AND TRACE LIMESTONE

29.3 19.9 9.4

0.010.1110100

PE

RC

EN

T

PA

SS

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-9 SAMPLE # 2 DEPTH (ft): 2 TO 4

STRATUM: 3

SOIL CLASSIFICATION: SP

MC% 22.8

OC%

-200% 2

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 2

GRAIN SIZE DATA SHEET

Craig Park Seawall Tarpon Springs, Florida

TSFGeo Project No. 7511-23-161

Cc = (D30)^2 / (D10 x D60) =1.1

BROWN SAND

0.010.1110100

PE

RC

EN

T

PA

SS

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-10 SAMPLE # 4 DEPTH (ft): 6 TO 8

STRATUM: 3

SOIL CLASSIFICATION: SP

MC% 26.5

OC% 2.14

-200% 2

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 2

GRAIN SIZE DATA SHEET

Craig Park Seawall Tarpon Springs, Florida

TSFGeo Project No. 7511-23-161

Cc = (D30)^2 / (D10 x D60) =1.1

0.010.1110100

PE

RC

EN

T

PA

SS

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-11 SAMPLE # 10 DEPTH (ft): 25.00

STRATUM: 6

SOIL CLASSIFICATION: CL

MC% 26.8

OC%

-200% 70

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 3.7

GRAIN SIZE DATA SHEET

Craig Park Seawall Tarpon Springs, Florida

TSFGeo Project No. 7511-23-161

Cc = (D30)^2 / (D10 x D60) =0.3

CALCAREOUS CLAY WITH SILT, SAND AND TRACE SHELL

33.0 21.9 11.1

0.010.1110100

PE

RC

EN

T

PA

SS