report of exploratory test pits - unf.edu 19-01... · the test pit excavations were performed from...

Report of Exploratory Test Pits

UNF Transportation Projects

Stockpile Investigation

Osprey Ridge Road Extension

Jacksonville, Florida

CSI Geo Project No.: 71-17-135-20

Arcadis Project No.: JK017002.0001

Prepared by

CSI Geo, Inc.

2394 St. Johns Bluff Road S., Suite 200

Jacksonville, FL 32246

Tel: (904) 641-1993

Fax: (904) 641-0057

Prepared for

Arcadis U.S., Inc.

April 11, 2018

UNF Transportation Projects – Stockpile Investigation Page i of i

TABLE OF CONTENTS

SECTION PAGE NUMBER

1.0 Project Information .............................................................................. 1

1.1 General Project Information

1.2 Existing Site Conditions

2.0 Geotechnical Exploration ..................................................................... 5

2.1 Field Exploration

2.2 Laboratory Testing

3.0 Soil Conditions ...................................................................................... 6

4.0 Geotechnical Engineering Evaluation ................................................. 10

4.1 Basis of Evaluation & Recommendations

4.2 Suitability of Stockpiled Soils for Construction

5.0 Report Limitations ................................................................................ 12

APPENDIX

� Site Location Map

� Field Exploration Plan

� Test Pit Logs

� Summary of Laboratory Test Results

� Key to Soil Classification

� Laboratory Test Procedures

UNF Transportation Projects – Stockpile Investigation Page 1 of 12

1.0 PROJECT INFORMATION

1.1 General Project Information

This geotechnical exploration report was prepared for the existing stockpiled material located

just north of the end of Osprey Ridge Road at the University of North Florida (UNF). The

geotechnical scope of work consisted of performing exploratory test pits to evaluate the

stockpiled soils in order to determine the suitability of the soils for use select material.

This report describes the field and laboratory testing activities and presents the findings. Our

evaluation required the collection of subsurface data and the performance of geotechnical

engineering review of the collected data.

Information about this project has been provided to us by Mr. Erik van Zanden, P.E. of Arcadis,

U.S., Inc. (Arcadis). The following related documents have been furnished to us electronically:

• Overall Concept Roll Plot

Prepared by: Arcadis

Received: 12-13-2017

• Electronic Design Files

Prepared by: Arcadis

Received: 12-19-2017

1.2 Existing Site Conditions

The existing stockpile is within the limits of the roadway corridor of the proposed extension of

Osprey Ridge Road to Varsity Lane. A site location map is included in the Appendix. The

existing site conditions consist of relatively flat wooded grounds with an existing retention pond

to the east of the stockpile. The stockpiled soils are located in two large piles, approximately 13

to 17 feet in height and about 1,000 feet in total length. From visual observation, the stockpile

appeared to consist of granular material with small trees, brush, and vegetation growing on the

surface. Seemingly random scattered construction debris material consisting of broken concrete,


brick, PVC pipes, and silt fencing were visible at the surface. The following are photos taken on

December 19th 2017 showing the existing site conditions.

Photo No. 01 –Southern end of stockpile looking north

Photo No. 02 – Stockpile looking north


Photo No. 03 – Stockpile looking south

Photo No. 04 – Northern end of stockpile, looking west


Photo No. 05 – Stockpile showing surficial debris


2.0 GEOTECHNICAL EXPLORATION

2.1 Field Exploration

On February 22, 2018, a total of six test pits (TP-1 through TP-6) were performed by CSI Geo.

The test pit excavations were performed from the side of the stockpiles and samples were

collected from the top to the bottom of the existing stockpile surface. Soil samples obtained

during the field exploration program were visually classified in the field and then reviewed and

reclassified, as needed, by a geotechnical engineer. After completion, each test pit was

photographed by a geotechnical engineer. Care was taken during the field exploration not to

excavate test pits to depths below the existing natural ground surface.

2.2 Laboratory Testing

Quantitative laboratory testing was performed on selected samples of the soils recovered from

the field exploration. The laboratory testing was necessary to better define the physical

composition of the soils encountered. Laboratory tests were performed to determine the fines

content, grain size distribution, organic content, and natural moisture content of the selected soil

samples. The results of the laboratory testing are shown on the Summary of Laboratory Test

Results presented in the Appendix. The laboratory testing procedures used are also briefly

presented in the Laboratory Test Procedures presented in the Appendix.


3.0 SOIL CONDITIONS

The results of our exploration indicate that the stockpile generally consists of slightly silty fine

sands (AASHTO Classification A-3) and silty fine sands (A-2-4). Roots, and other vegetation,

were encountered across the surface of the stockpile. The samples recovered from the stockpile

were very consistent among all test pits.

It should be noted that soils mixed with varying amounts of debris consisting of PVC pipe, silt

fencing, broken concrete, bricks, and clothing were encountered in test pits TP-4 through TP-6.

For a detailed description of the soils and materials encountered during the excavation process,

refer to the Test Pit logs presented in the Appendix. The Test Pit logs are presented in depth

from the top to bottom at the specific locations tested. The following are photos of the test pits

taken during the excavation process:

Photo No. 06 – Test Pit No. TP-1


Photo No. 11– Test Pit No. TP-6


4.0 GEOTECHNICAL ENGINEERING EVALUATION

4.1 Basis of Evaluation and Recommendations

Our geotechnical evaluation and recommendations are based on our visual observations, field

and laboratory test data obtained in the course of this exploration program as well as the project

information described previously in this report. Field and laboratory test data was used to

evaluate the stockpiled soils. It is important that the discovery of any site conditions during

construction that deviates from the findings of this exploration should be reported to us for our

evaluation.

4.2 Suitability of Stockpiled Soils for Construction

Based on our geotechnical findings the majority of the stockpiled soils generally consist of

slightly silty fine sands (A-3) and silty fine sands (A-2-4), with traces of roots. This material can

be considered suitable for use in roadway construction. The slightly silty sands (A-3) are

considered as suitable select material and can be used in roadway construction. The silty fine

sands (A-2-4) can also be treated as select material; however, this stratum may retain excess

moisture and may be difficult to dry and to compact and should be used in the embankment

above the groundwater level at the time of construction.

A certain degree of stripping will be required to remove and separate the surficial vegetation

from the suitable stockpiled soils. Varying amounts of construction debris consisting of PVC

pipe, silt fencing, broken concrete, bricks, and clothing were encountered in test pits TP-4

through TP-6. However, debris was visually observed at the surface in other areas, and therefore

it is cautioned that debris may be present in other areas of the stockpile between test locations.

These surficial soils mixed with construction debris should be regarded as unsuitable for

construction.

Based on our findings and visual observation, we recommend an allowance of approximately

10% to 15% of the estimated volume of stockpiled soils should be made to account for

unsuitable construction debris materials. Therefore, we anticipate that 85% to 90% of the


estimated volume of stockpile soils can be regarded as suitable fill for use in roadway

construction.

We recommend that the stockpiled soils should be segregated to separate any debris material

consisting of organic soils, large tree roots and limbs, and other vegetation or organic matter

from otherwise suitable soils. The separated unsuitable soils and construction debris materials

should be disposed of appropriately.


5.0 REPORT LIMITATIONS

This exploration program including our evaluation and recommendations was performed in

general accordance of accepted geotechnical engineering principles and standard practices. CSI

Geo is not responsible for any independent conclusions, opinions, or interpretations made by

others based on the data presented in this report.

This report does not reflect any variations that may occur adjacent or between test pits. The

discovery of any conditions during construction that deviates from the findings and data as

presented in this report should be reported to CSI Geo for evaluation.

APPENDIX

BROWN FINE SAND (A-3) WITH TRACE OF ORGANICS

Boring Terminated at 13.0 feet.

DATE STARTED 2/22/18

GROUND WATER LEVELS:

ESHWL ---

GWT ---

EXCAVATION CONTRACTOR CSI Geo, Inc.COMPLETED 2/22/18

GROUND ELEVATION

DE

PT

H(f

t)

0

5

10

DE

PT

H(f

t)

0

5

10

SA

MP

LE T

YP

EN

UM

BE

R

GR

AP

HIC

LOG

MATERIAL DESCRIPTION

PAGE 1 OF 1TEST PIT NO. TP-1

CLIENT Arcadis

PROJECT NUMBER 71-17-135-20

PROJECT NAME UNF Transportation Improvements-Stockpile Investigation

PROJECT LOCATION University of North Florida, Jacksonville, Florida

CSI Geo, Inc.





ESHWL ---

GWT ---


GROUND ELEVATION

DE

PT

H(f

t)

0

5

10

15

DE

PT

H(f

t)

0

5

10

15

SA

MP

LE T

YP

EN

UM

BE

R

GR

AP

HIC

LOG



CLIENT Arcadis




CSI Geo, Inc.

BROWN FINE SAND (A-3)

BROWN FINE SAND (A-3) WITH FEW PIECES OF BROKEN PVC PIPE





ESHWL ---

GWT ---


GROUND ELEVATION

DE

PT

H(f

t)

0

5

10

15

DE

PT

H(f

t)

0

5

10

15

SA

MP

LE T

YP

EN

UM

BE

R

GR

AP

HIC

LOG



CLIENT Arcadis




CSI Geo, Inc.

BROWN FINE SAND (A-3) WITH TRACE OF ROCKS, CONCRETE, AND ORGANICS

BROWN FINE SAND (A-3) WITH FEW PIECES OF BROKEN PVC PIPE AND CLOTHING

BROWN FINE SAND (A-3) WITH TRACE OF ROCKS, CONCRETE, AND ORGANICS




ESHWL ---

GWT ---


GROUND ELEVATION

DE

PT

H(f

t)

0

5

10

15

DE

PT

H(f

t)

0

5

10

15

SA

MP

LE T

YP

EN

UM

BE

R

GR

AP

HIC

LOG



CLIENT Arcadis




CSI Geo, Inc.


BROWN FINE SAND (A-3) WITH FEW BROKEN CONCRETE FRAGMENTS

BROWN FINE SAND (A-3)




ESHWL ---

GWT ---


GROUND ELEVATION

DE

PT

H(f

t)

0

5

10

15

DE

PT

H(f

t)

0

5

10

15

SA

MP

LE T

YP

EN

UM

BE

R

GR

AP

HIC

LOG



CLIENT Arcadis




CSI Geo, Inc.

#4 #10 #40 #60 #100 #200 LL Pl

TP-1 1 0.0 - 1.0 5 1 4 A-3

TP-2 2 3.0 - 8.0 5 1 3 A-3

TP-3 1 5.0 - 10.0 6 1 4 A-3

TP-4 1 5.0 - 10.0 6 2 2 A-3

TP-5 2 1.0 - 5.0 5 1 2 A-3

TP-6 6 3.0 - 5.0 5 1 2 A-3

SUMMARY OF LABORATORY TEST RESULTS

UNF Transportation Projects

Jacksonville, Florida

Percent Passing Sieve Size (%) Atterberg LimitsBoring No.

Stockpile Investigation

Sample

No.Approximate Depth (ft)

Natural

Moisture

Content

(%)

Organic

Content

(%)

Soil

Classification

Symbol

G:\Projects\2017\71-GEO\71-17-135-20, UNF Transportation Projects\Lab\Master Labsum - Test Pits.xls

KEY TO SOIL CLASSIFICATION

Correlation of Penetration Resistance with Relative Density and Consistency

Granular Materials Silts and Clays

Relative

Density

Safety Hammer

SPT N-Value

(Blows/foot)

Automatic Hammer

SPT N-Value

(Blows/foot)

Consistency

Safety Hammer

SPT N-Value

(Blows/foot)

Automatic

Hammer SPT N-

Value (Blows/foot)

Very Loose Less than 4 Less than 3 Very Soft Less than 2 Less than 1

Loose 4 – 10 3 – 8 Soft 2 – 4 1 – 3

Medium Dense 10 - 30 8 - 24 Firm 4 - 8 3 - 6

Dense 30 - 50 24 - 40 Stiff 8 - 15 6 - 12

Very Dense Greater than 50 Greater than 40 Very Stiff 15 - 30 12 - 24

Hard Greater than 30 Greater than 24

Particle Size Identification (Unified Soil Classification System)

Boulders: Diameter exceeds 8 inches

Cobbles: 3 to 8 inches diameter

Gravel: Coarse - 3/4 to 3 inches in diameter

Fine - 4.76 mm to 3/4 inch in diameter

Sand: Coarse - 2.0 mm to 4.76 mm in diameter

Medium - 0.42 mm to 2.0 mm in diameter

Fine - 0.074 mm to 0.42 mm in diameter

Modifiers

These modifiers provide our estimate of the amount of fines (silt or clay size particles) in soil samples.

Approximate Fines Content Modifiers

5% Fines 12% Slightly silty or slightly clayey

12% Fines 30% Silty or clayey

30% Fines 50% Very silty or very clayey

These modifiers provide our estimate of shell, rock fragments, or roots in the soil sample.

Approximate Content, By Weight Modifiers

1% to 5% Trace

5% to 12% Few

12% to 30% Some

30% to 50% Many

These modifiers provide our estimate of organic content in the soil sample.

Organic Content Modifiers

1% to 3% Trace

3% to 5% Slightly Organic

5% to 20% Organic

20% to 75% Highly Organic (Muck)

> 75% Peat

LABORATORY TEST PROCEDURES

Percent Fine Content – To determine the percentage of soils finer than No. 200 sieve, the dried

samples were washed over a 200 mesh sieve. The material retained on the sieve was oven dried

and then weighed and compared with the unwashed dry weight in order to determine the weight

of the fines. The percentage of fines in the soil sample was then determined as the percent of

weight of fines in the sample to the weight of the unwashed sample. This test was conducted in

accordance with ASTM D 1140.

Grain Size Distribution - The grain size tests were performed to determine the particle size and

distribution of the samples tested. Each sample was dried, weighed, and washed over a No. 200

mesh sieve. The dried sample was then passed through a standard set of nested sieves to

determine the grain size distribution of the soil particles coarser than the No. 200 sieve. This test

is similar to that described by FM I - T 088.

Natural Moisture Content – The water content is the ratio, expressed as a percentage, of the

weight of water in a given mass of soil to the weight of the solid particles. This test was

conducted in the general accordance with ASTM D2216.

Percent Organic Content

This test is based on the percent of organics by weight of the total sample. This test was

conducted in accordance with ASTM D2974.

SERVICES OFFERED

Geotechnical & Foundations Engineering

Construction Materials Testing (CMT)

Construction Engineering & Inspection (CEI)

2394 St. Johns Bluff Road, Suite 200. • Jacksonville, FL 32246

(904) 641-1993 Phone • (904) 645-0057 Fax

www.csi-geo.com

report of exploratory test pits - unf.edu 19-01... · the test pit excavations were performed from...

Documents