Addendum_#1_-_MAE_Report-Radar_Road_Improvements-Strain_Poles-digi.pdf

Report of Geotechnical Exploration

For

Radar Road Improvements – US 17 Strain Poles

MAE Project No. 0006-0041A July 26, 2024

Prepared for:

England, Thims & Miller, Inc.

14775 Old St. Augustine Road

Jacksonville, Florida 32258

Prepared by:

3728 Philips Highway, Suite 208

Jacksonville, Florida 32207 Phone (904) 519-6990

Fax (904) 519-6992

3728 Philips Highway, Suite 208, Jacksonville, Florida 32207

p. 904.519.6990 www.MeskelEngineering.com

July 26, 2024

England-Thims & Miller 14775 Old St. Augustine Road Jacksonville, Florida 32258

Attention: Mr. Brian Landeweer, P.E.

Subject: Report of Geotechnical Exploration Radar Road Improvements – US 17 Strain Poles Fleming Island, Florida MAE Project No. 0006-0041A

Dear Mr. Landeweer:

Meskel & Associates Engineering, PLLC (MAE) has completed a geotechnical exploration for the subject project. Our work was authorized and performed in general accordance with our revised proposal dated May 8, 2024. The geotechnical exploration was performed to evaluate the general subsurface conditions at the strain pole locations, and to provide recommendations for design and site preparation.

As further discussed in this report, the boring encountered a surficial topsoil layer approximately 6 inches in thickness, underlain by medium dense to dense silty fine sand (SM), or clayey fine sand (SC), and fine sand with clay (SP-SC), followed by loose to medium dense fine sand (SP), and fine sand with silt (SP-SM) to the boring termination depth of approximately 30 feet below existing grade. The groundwater level was encountered at each of the boring locations and recorded at the time of drilling at depths varying from 3 feet 5 inches to 3 feet 10 inches below the existing ground surface.

This report presents our understanding of the proposed construction, describes the field exploration and laboratory testing, and presents the data obtained from the field. Our field exploration was performed in general accordance with FDOT procedures to evaluate the general subsurface conditions within the planned signals.

We appreciate this opportunity to be of service as your geotechnical consultant on this phase of the project. If you have any questions, or if we may be of any further service, please contact us.

Sincerely, MESKEL & ASSOCIATES ENGINEERING, PLLC

MAE FL Registry No. 28142

Marlon C. Verceles, E.I. Brett H. Harbison, P.E.

Staff Engineer Director, Geotechnical Services

Licensed, Florida No. 74679

Distribution: Brian Landeweer, P.E.– England-Thims & Miller Inc. 1 pdf http://www.meskelengineering.com/ rodney Text Box Brett H. Harbison, State of Florida, Professional Engineer, License No. 74679. This item has been electronically signed and sealed by Brett H. Harbison, P.E. on 07/26/2024 using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

Page | i

TABLE OF CONTENTS

Subject Page No.

1.0 PROJECT INFORMATION

1.1 General

1.2 Project Description

1.3 Purpose and Scope of Study

2.0 FIELD EXPLORATION

2.1 SPT Boring

3.0 LABORATORY TESTING

3.1 Soil Classification

3.2 Index Testing

3.3 Corrosion Series Test

4.0 GENERAL SUBSURFACE CONDITIONS

4.1 General Soil Profile

4.2 Groundwater Level

4.3 Review of the USDA Web Soil Survey Map

4.4 Seasonal High Groundwater Level

5.0 DESIGN RECOMMENDATIONS

5.1 Soil Suitability for Strain Pole

5.2 Strain Pole Structure Recommendations

5.3. Environmental Classification

6.0 REPORT LIMITATIONS

TABLES

Table 1. Summary of Laboratory Index Test Results Table 2. Summary of Corrosion Series Test Results Table 3. Soil Design Parameters for Signal Structure

FIGURES

Figure 1. Site Vicinity / Topographic Map Figure 2. Soil Survey Map Figure 3. Report of Core Borings

APPENDICES

Appendix A. Field Exploration Procedures Key to Soil Classification Appendix B. Laboratory Test Procedures

Page | 1

1.0 PROJECT INFORMATION

1.1 General

Project information was provided to us by Mr. Chase Wilkinson, P.E., and Mr. Brian Landeweer, P.E., with England Thims & Miller, Inc (ETM). We were provided with a PDF and an aerial showing the locations of the proposed strain pole structures.

1.2 Project Description

The site for the subject project is located at the intersection of US 17 and Radar Road in Fleming Island, Clay County, Florida. The general site location is shown on Figure 1.

We understand that two strain pole signalization structures will be constructed at the aforementioned intersection. Furthermore, we understand these structures will be supported on drilled shaft foundations.

If the final project design differs from the details described above, then the recommendations in this report may need to be re-evaluated. Any changes in the design should be provided so the need for re-evaluation of our recommendations can be assessed.

1.3 Purpose and Scope of Study

The purpose of this study was to explore the subsurface conditions at the proposed strain pole foundations. This exploration was performed to provide field data to guide design and construction of the drilled shaft foundations. We accomplished these purposes by:

1. Reviewing aerial photographs and published data such as USGS Quadrangle Maps and USDA Soil Survey Maps,

2. Locating soil borings in the area of the planned structures subject to any conflicts with underground or overhead utilities,

3. Performing two Standard Penetration Test (SPT) borings, obtaining soil samples, and measuring the groundwater level encountered at the boring location,

4. Classifying the recovered soil samples and performing tests in the laboratory on selected samples to aid in classification,

5. Analyzing and interpreting the field and laboratory test data and,

6. Performing engineering analyses and recommending soil parameters for use by others for the design of the proposed strain pole structure foundations.

2.0 FIELD EXPLORATION

A field exploration was performed on June 16, 2024. The boring location was selected by ETM and shown in a Google Earth file and site plan. The borings coordinates were downloaded from Google Earth and were marked in the field by MAE personnel. Prior to starting our field exploration, a utility locate request was submitted to Sunshine State One Call (SSOC) of Florida.

Once the site utilities were located and marked, our field crew mobilized to the site. The boring locations were adjusted to safely avoid utility conflicts. GPS coordinates for the final boring locations were obtained in the field at the time of drilling using Garmin GPSMAP78 hand-held receiver. The final boring locations

Page | 2 are shown on the Report of Core Borings sheet, Figure 3, and should be considered approximate based on the method of layout and the equipment used.

2.1 SPT Boring

To explore the subsurface conditions within the area of the proposed strain poles, we located and performed two Standard Penetration Test (SPT) borings advanced to a depth of approximately 30 feet each below the existing pavement surface in general accordance with the methodology outlined in ASTM D 1586. Split-spoon soil samples recovered during performance of the boring were visually described in the field and representative portions of the samples were transported to our laboratory for classification and testing.

3.0 LABORATORY TESTING

3.1 Soil Classification

Representative soil samples obtained during our field exploration were visually classified by a geotechnical engineer using the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. A key to the soil classification system is included in Appendix A.

3.2 Index Testing

Quantitative laboratory testing was performed on selected samples of the soils encountered during the field exploration to better define the composition of the soils encountered and to provide data for correlation to their anticipated strength and compressibility characteristics. The laboratory testing determined the percent passing a U.S. No. 200 sieve (percent fines), the natural moisture content of selected soil samples, Atterberg limits. The results of the laboratory testing are shown in the Summary of Laboratory Index Test Results, Table 1, and on the Report of Core Boring sheet, Figure 3, at the respective depths from which the tested samples were recovered. The laboratory test procedures used in the laboratory testing are included in Appendix B.

3.3 Corrosion Series Test

Two bulk soil samples were collected for corrosion property testing adjacent to boring location between depths of 2 to 4 feet below the existing ground surface. The testing included pH, resistivity, and chloride and sulfate contents. The test results are discussed in Section 5.2 and test results are presented on the Summary of Corrosion Series Test Results, Table 2, and on the Report of Core Borings sheet, Figure 3.

4.0 GENERAL SUBSURFACE CONDITIONS

4.1 General Soil Profile

Graphical presentation of the generalized subsurface conditions is presented on the Report of Core Boring sheet, Figure 3. When reviewing the soil profiles, it should be understood that the soil conditions will vary between the boring locations. The following table summarizes the soil conditions encountered.

Page | 3

Generalized Soil Profile – Boring B-1

Approximate Depth1

(feet)

Approximate Elevation 2

(feet) Soil Description USCS 3

From To From To

0 0.5 +20 +19.5 Topsoil ---

0.5 2 +19.5 +18 Dense silty fine sand, with clay, trace organic material and root fragments. SM

2 4 +18 +16 Medium dense clayey fine sand. SC

4 6 +16 +14 Medium dense fine sand with clay. SP-SC

6 11 +14 +11 Medium dense clayey fine sand. SC

11 30 +1 -10 Loose to medium dense fine sand and fine sand with silt.

SP,

SP-SM

1. Depth below existing pavement surface.

2. Elevation approximated in Google Earth.

3. Unified Soil Classification System

4.2 Groundwater Level

The groundwater level was encountered at the boring locations and recorded at the time of drilling at depths varying from 3 feet 5 inches to 3 feet 10 inches below the existing ground surface. However, it should be anticipated that the groundwater level will fluctuate seasonally and with changes in climate. As such, we recommend that the water table be measured prior to construction. The measured groundwater levels are shown on the Report of Core Borings sheet, Figure 3.

Generalized Soil Profile – Boring B-2

Approximate Depth1

(feet)

Approximate Elevation 2

(feet) Soil Description USCS 3

From To From To

0 0.5 +20 +19.5 Topsoil ---

0.5 8 +19.5 +12 Medium dense fine sand and fine sand with silt or clay

SP,

SP-SM,

SP-SC

8 11 +12 +9 Medium dense clayey fine sand. SC

11 21 +9 -1 Loose silty fine sand and silty fine sand with clay SM

21 30 -1 -10 Medium dense to dense fine sand. SP

Page | 4

4.3 Review of the USDA Web Soil Survey Map

A review of the USDA Soil Survey Conservation Service (SSCS) Web Soil Survey of Clay County shows that there is one predominant soil map unit at the project site as tabulated below. The soil drainage class, hydrological group, and estimated seasonal high groundwater levels reported in the Soil Survey are as follows:

Map Unit Symbol Map Unit Name Drainage Class Hydrologic

Group Depth to the Water

Table1 (inches)

8 Sapelo fine sand Poorly Drained B/D 6 to 18

1. The “Water table” above refers to a saturated zone in the soil which occurs during specified months, typically the summer wet season. Estimates of the upper limit shown in the Web Soil Survey are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table.

4.4 Seasonal High Groundwater Level

In estimating seasonal high groundwater level, several factors are taken into consideration including antecedent rainfall, soil redoximorphic features (i.e., soil mottling), stratigraphy (including presence of hydraulically restrictive layers), vegetative indicators, effects of development, and relief points such as drainage ditches, low-lying areas, etc.

Based on our interpretation of the current site conditions, including the boring logs and review of published data, we estimate the seasonal high groundwater level at the SPT boring location to be as shown on the Report of Core Borings sheet, Figure 3.

It is possible that higher groundwater levels may exceed the estimated seasonal high groundwater level as a result of significant or prolonged rains. Therefore, we recommend that design drawings and specifications account for the possibility of groundwater level variations, and construction planning should assume that such variations will occur.

5.0 DESIGN RECOMMENDATIONS

5.1 Soil Suitability for Strain Pole

Our geotechnical engineering evaluation of the site and subsurface soil conditions is based on the results of our geotechnical field exploration, the laboratory test data obtained, and our understanding of the project information and structural conditions as presented in this report.

Should the location of the strain pole structures be changed, a review of our recommendations will be required. Also, the discovery of any site or subsurface conditions during construction that deviates from the data obtained during this geotechnical exploration should also be reported to us for our evaluation.

5.2 Strain Pole Structure Recommendations

Based on the result of the borings, we consider the subsurface conditions at the project site to be favorable for support of the proposed signal pole structures, when constructed according to FDOT specifications. Soil parameters, which can be used in design for the proposed structures, were estimated

Page | 5 based on the encountered subsurface conditions and are presented in Table 3. These parameters are based on empirical correlations between average SPT N-values and various soil properties, and our experience with similar conditions.

For design purposes, we recommend that the groundwater level be assumed to be at existing grade. We recommend a value of 0.35 be used for the cast-in-place concrete/soil interface coefficient of friction in the design of the foundations.

Installation of the drilled shaft foundations for the strain pole structures should be performed in accordance with the latest edition of the FDOT Standard Specifications for Road and Bridge Construction.

It should be anticipated that full depth casing may be necessary during construction of the drilled shafts due to the granular nature of the fine sands encountered in the borings.

5.3. Environmental Classification

The samples obtained from each strain pole structure locations were classified in accordance with FDOT procedures contained in Section 1.3.2, C-1 of the January 2024 edition of the FDOT Structures Design Guidelines. Based on the results of these tests, the encountered soils were classified as Slightly Aggressive for both concrete and steel substructures. Sample locations and test results are presented on Table 2.

6.0 REPORT LIMITATIONS

This report has been prepared for the exclusive use of Kimley-Horn and the FDOT for specific application to the design and construction of the Radar Road Improvements – US 17 Strain Poles project. An electronically signed and sealed version, and a version of our report that is signed and sealed in blue ink, may be considered an original of the report. Copies of an original should not be relied on unless specifically allowed by MAE in writing. Our work for this project was performed in accordance with generally accepted geotechnical engineering practice. No warranty, express or implied, is made.

The analyses and recommendations contained in this report are based on the data obtained from this project. This testing indicates subsurface conditions only at the specific locations and times, and only to the depth explored. These results do not reflect subsurface variations that may exist away from the boring locations and at depth below the boring termination depth. Subsurface conditions and water levels at other locations may differ from conditions occurring at the tested locations. In addition, the passage of time may result in a change in the conditions at the tested locations. If variations in subsurface conditions from those described in this report are observed during construction, the recommendations in this report must be re-evaluated.

The scope of our services did not include any environmental assessment or testing for the presence or absence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the subject site. Any statements made in this report, and/or notations made on the generalized soil profiles or boring logs, regarding odors or other potential environmental concerns are based on observations made during execution of our scope of services and as such are strictly for the information of our client.

No opinion of any environmental concern of such observations is made or implied. Unless complete environmental information regarding the site is already available, an environmental assessment is recommended.

If changes in the design or location of the signal structures occur, the conclusions and recommendations contained in this report may need to be modified. We recommend that these changes be provided to us for our consideration. MAE is not responsible for conclusions, interpretations, opinions, or recommendations made by others based on the data contained in this report.

Tables

Boring No.

Sample No.

Approximate Depth

(ft) (1)

Moisture Content

Percent Passing #200

Liquid Limit

Plasticity Index

Organic Content

USCS (2)

Classification

B-1 4 6 to 8 22 19 70 53 --- SC

B-1 8 16 to 17.5 30 5 --- --- --- SP-SM

B-2 5 8 to 10 22 24 65 49 --- SC

B-2 11 23.5 to 25 26 3 --- --- --- SP

TABLE 1

Jacksonville, Florida

(2) Unified Soil Classification System

Summary of Laboratory Index Test Results Radar Road Improvements - US 17 Strain Poles

MAE Project No.: 0006-0041A

(1) Feet below existing ground surface.

Meskel and Associates Engineering, PLLC 3728 Phillips Highway, Suite 208 Jacksonville, Florida, 32207

Steel Substructure Concrete

Substructure

B-1/Bulk 30° 5'30.97"N 81°42'23.10"W 2 to 4 9.4 5,300 45 197 Slightly Aggressive Slightly Aggressive

B-2/Bulk 30° 5'32.11"N 81°42'21.41"W 2 to 4 9.6 17,000 15 79 Slightly Aggressive Slightly Aggressive

Radar Road Improvement - US 17 Strain Poles

TABLE 2

pH

Summary of Corrosion Series Test Results

Jacksonville, Florida MAE Project No.: 0006-0041A

Approximate Sample Location

Approximate Test Depth

(ft)(1)

Resistivity (ohm-cm)

Chlorides (ppm)

Sulfates (ppm)

Environmental Classification (2)

GPS Coordinates Latitude and Longitude

(1) Feet below existing ground surface.

(2) Environmental Classification based on FDOT Structures Design Guidelines Section 1.3.2, Subsection C.1

Boring: B‐1 Station: Offset:

From To From To At Rest (Ko) 3 Active (Ka)

4 Passive (Kp)

SM 0 2 20 18 0 43 28 0 0.53 0.36 2.77

SC 2 4 18 16 11 60 31 1023 0.48 0.32 3.12

SP‐SC 4 6 16 14 20 63 33 0 0.46 0.29 3.39

SC 6 11 14 9 12 61 31 1116 0.48 0.32 3.12

SP‐SM 11 21 9 ‐1 5 45 30 0 0.50 0.33 3.00

SP 21 30 ‐1 ‐10 23 63 34 0 0.44 0.28 3.54

Notes:

1. Elevation approximated from Google Earth.

2. In accordance with the FDOT Soils and Foundation Handbook , the groundwater level was assumed at the ground surface for design purposes.

3. Ko = 1 ‐ sin (ɸ)

4. Ka = tan

2 (45 ‐ ɸ / 2)

5. Kp = tan

2 (45 + ɸ / 2)

Soil Design Parameters for Signal Structure

TABLE 3

Radar Road Improvements – US 17 Strain Poles

MAE Project No. 0006‐0041A

Soil Type

Approximate Elevation1 (ft) Average N‐Value

Effective Unit

Weight, γ (pcf) 2

Friction Angle, ɸ (Degrees)

Cohesion, c (psf)

Recommended Earth Pressure Coefficients

Financial Project ID No.: TBD

Approximate Depth (ft)

Meskel and Associates Engineering, PLLC

Jacksonville, Florida 32207 Page 1 of 2

Boring: B‐2 Station: Offset:

From To From To At Rest (Ko) 3 Active (Ka)

4 Passive (Kp)

SP, SP‐SM 0 8 20 12 11 55 31 0 0.48 0.32 3.12

SC 8 11 12 9 10 58 31 930 0.48 0.32 3.12

SM 11 21 9 ‐1 4 49 29 0 0.52 0.35 2.88

SP 21 26 ‐1 ‐6 19 63 33 0 0.46 0.29 3.39

SP 26 30 ‐6 ‐10 26 63 35 0 0.43 0.27 3.69

Notes:

1. Elevation approximated from Google Earth.

2. In accordance with the FDOT Soils and Foundation Handbook , the groundwater level was assumed at the ground surface for design purposes.

3. Ko = 1 ‐ sin (ɸ)

4. Ka = tan

2 (45 ‐ ɸ / 2)

5. Kp = tan

2 (45 + ɸ / 2)

TABLE 3

Soil Design Parameters for Signal Structure

Radar Road Improvements – US 17 Strain Poles Financial Project ID No.: TBD MAE Project No. 0006‐0041A

Friction Angle, ɸ (Degrees)

Cohesion, c (psf)

Recommended Earth Pressure Coefficients

Soil Type

Approximate Depth (ft) Approximate Elevation1 (ft) Average N‐Value

Effective Unit

Weight, γ (pcf) 2

Meskel and Associates Engineering, PLLC

Jacksonville, Florida 32207 Page 2 of 2

Figures

Site Vicinity / Topographic Map

PREPARED BY PROJECT NAME

Meskel & Associates Engineering, PLLC FL. Registry No. 28142

3728 Philips Highway, Suite 208, Jacksonville, FL 32207

Radar Road Improvements –US 17 Strain Poles Clay County, Florida

REFERERENCE SCALE

USGS 7.5” Saint Augustine, FL Quadrangle 1” = 2000’

PREPARED FOR MAE PROJECT NO. FIGURE NO.

England-Thims & Miller 0006-0041A 1

Approximate Site Location

0’ 1000’ 2000’

GRAPHIC SCALE

Soil Survey Map

PREPARED BY PROJECT NAME

Meskel & Associates Engineering, PLLC FL. Registry No. 28142

3728 Philips Highway, Suite 208, Jacksonville, FL 32207

Radar Road Improvements – US 17 Strain Poles Clay County, Florida

REFERERENCE SCALE

NRCSS 1” = 2000’

PREPARED FOR MAE PROJECT NO. FIGURE NO.

England-Thims & Miller 0006-0041A 2

Approximate Site Location

0’ 250’ 500’

GRAPHIC SCALE

N

Rig

Hammer

Driller

Date

Elevation

Offset

Station

Reference

Bore #

CME-55

Auto

T.Biscardi

6/12/2024

20'

TBD

TBD

TBD

B-1

Topsoil (6")

(SM)

and root fragments, poorly graded.

with clay, trace organic material

Dark grayish brown silty fine SAND

SAND, poorly graded (SC)

Light brownish gray clayey fine clay, poorly graded. (SP-SC)

Light brownish gray fine SAND with poorly graded. (SC)

Gray to brownish clayey fine SAND, SAND, poorly graded. (SC)

Gray to brownish gray clayey fine poorly graded. (SP-SM)

Light brown fine SAND with silt, graded. (SP-SM)

Gray fine SAND with silt, poorly poorly graded. (SP)

Light grayish brown fine SAND, at Elev. -10ft and Capped with Asphalt Cold Patch

Boring Grouted Upon Termination

WOH/12"

N

Rig

Hammer

Driller

Date

Elevation

Offset

Station

Reference

Bore #

CME-55

Auto

T.Biscardi

6/12/2024

20'

TBD

TBD

TBD

B-2

Topsoil (6") graded. (SP)

Light brown fine SAND, poorly silt, poorly graded. (SP-SM)

Light grayish brown fine SAND with graded. (SP-SM)

Gray fine SAND with silt, poorly with clay, poorly graded. (SP-SC)

Gray to grayish brown fine SAND poorly graded. (SC)

Gray to brown clayey fine SAND, (SM)

SAND with clay, poorly graded.

Brown to light brown silty fine poorly graded. (SM)

Gray silty fine SAND with clay, graded. (SM)

Dark gray silty fine SAND, poorly poorly graded. (SP)

Light grayish brown fine SAND, graded. (SP)

Grayish brown fine SAND, poory at Elev. -10ft and Capped with Asphalt Cold Patch

Boring Grouted Upon Termination

E L

E V

A T

IO

N

F

E E

T

-5

-10

E L

E V

A T

IO

N

(F E

E T

-5

-10

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEETSTATE OF FLORIDA

DEPARTMENT OF TRANSPORTATION

ROAD NO. FINANCIAL PROJECT IDCOUNTY

CLAY

US-17

/2

/2

C

W o r k s e ts

\F D

O T

\0

A \G e o te c h n ic a l\

R P

T B

R D

.d g n

:1

:3

A M a s e lf r id g e

32003 FLORIDA, JACKSONVILLE

3728 PHILIPS HIGHWAY, SUITE 208

MESKEL & ASSOCIATES ENGINEERING

P.E. NO.: 74679LICENSE NUMBER:

BRETT H. HARBISON, P.E.

F A

C N

O T

E

PROFESSIONAL TYPE

Feet

Feet

N 12030

NOTE:

LOCATION PLAN

APPROXIMATE LOCATION OF STANDARD

ONLY AND MAY NOT BE INDICATIVE OF

FINAL CONTRACT PLANS.

PLAN AS SHOWN IS PRELIMINARY FOR

RIG TYPE: CME-55

PENETRATION TEST BORING

LEGEND

B-1

GREATER THAN 24

2)

REPRESENT SOIL LAYERS AT THE TEST

VERY STIFF

6-12

1-3

REPRESENTATION OF BORING LOCATION

HOLE LOCATION ONLY. SUBSURFACE VARIATIONS

OUTSIDE THE BORING LOCATION SHOULD BE

ANTICIPATED.

SUPERSTRUCTURE: SLIGHTLY AGGRESSIVE

CONCRETE: SLIGHTLY AGGRESSIVE

SUBSTRUCTURE:

STEEL: SLIGHTLY AGGRESSIVE

SILTS AND CLAYS

STANDARD PENETRATION TEST DATA

(BLOWS/FT.)

RELATIVE

LESS THAN 3

(BLOWS/FT.)DENSITY

CONSISTENCY

VERY DENSE GREATER THAN 40

VERY LOOSE

DENSE

LOOSE

SPOON INSIDE DIA.

SPOON OUTSIDE DIA.

AVG. HAMMER DROP

HAMMER WEIGHT

24-40

SPT

3-8

8-24

SPT

2 IN.

30 IN.

MEDIUM DENSE

SOFT

FIRM

STIFF

N

BLOWS PER FOOT

SYMBOL

12-24

3-6

GRANULAR MATERIALS

LESS THAN 1

HARD

VERY SOFT

140 LBS.

1 3/8 IN.

BORING TERMINATION DEPTHBT

HAMMER TYPE: AUTOMATIC HAMMER

ENVIRONMENTAL CLASSIFICATION:

1)

STANDARD PENETRATION RESISTANCE IN

UNIFIED SOIL CLASSIFICATION SYSTEM

(SP-SM)

LAYER BOUNDARIES ARE APPROXIMATE AND

NOTES:

ENCOUNTERED GROUNDWATER LEVEL

MEASURED AT TIME OF DRILLING

6/12/2024

FINE SAND

FINE SAND WITH CLAY

FINE SAND WITH SILT

AT THE TIME OF DRILLING.

HAND-HELD GPS DEVICE (GAMRIN GPSMAP 78)

LATITUDE AND LONGITUDE WERE OBTAINED USING

CLAYEY SAND

REPORT OF CORE BORINGS

SILTY SAND

B-1

B-2

TOPSOIL

WOH/12"

SAMPLER 12 INCHES.

WEIGHT OF HAMMER DROVE SPLIT SPOON

WATER TABLE

ESTIMATED SEASONAL HIGH GROUND

LL = 70

PI = 53

-200 = 19 w% = 22

Sample @ 6' to 8'

-200 = 5 w% = 30

Sample @ 16' to 17.5'

LL = 65

PI = 49

-200 = 24 w% = 22

Sample @ 8' to 10'

-200 = 3 w% = 26

Sample @ 23.5' to 25'

Appendix A

FIELD EXPLORATION PROCEDURES

Standard Penetration Test (SPT) Borings

The Standard Penetration Test (SPT) boring(s) were performed in general accordance with the latest revision of ASTM D 1586, “Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils.” The borings were advanced by rotary drilling techniques. A split-barrel sampler was inserted to the borehole bottom and driven 18 to 24 inches into the soil using a 140-pound hammer falling an average of 30 inches per hammer blow. The number of hammer blows for the final 12 inches of penetration (18” sample) or for the sum of the middle 12 inches of penetration (24” sample) is termed the “penetration resistance, blow count, or N-value.” This value is an index to several in-situ geotechnical properties of the material tested, such as relative density and Young’s Modulus.

After driving the sampler, it was retrieved from the borehole and representative samples of the material within the split-barrel were containerized and sealed. After completing the drilling operations, the samples for each boring were transported to the laboratory where they were examined by a geotechnical engineer to verify the field descriptions and classify the soil, and to select samples for laboratory testing.

Once the boring is complete and the groundwater level is measured, the borehole is backfilled with soil, or it is backfilled from bottom to top with a lean cementitious grout.

Prefix: G = Gravel, S = Sand, M = Silt, C = Clay, O = Organic Suffix: W = Well Graded, P = Poorly Graded, M = Silty, L = Clay, LL < 50%, H = Clay, LL > 50%

Unified Soil Classification System (USCS) (from ASTM D 2487)

Major Divisions Group Symbol Typical Names

Coarse-Grained Soils More than 50% retained on the 0.075 mm (No. 200) sieve

Gravels 50% or more of coarse fraction retained on the 4.75 mm (No. 4) sieve

Clean Gravels

GW Well-graded gravels and gravel-sand mixtures, little or no fines

GP Poorly graded gravels and gravel-sand mixtures, little or no fines

Gravels with Fines

GM Silty gravels, gravel-sand-silt mixtures

GC Clayey gravels, gravel-sand-clay mixtures

Sands 50% or more of coarse fraction passes the 4.75 (No. 4) sieve

Clean Sands

SW Well-graded sands and gravelly sands, little or no fines

SP Poorly graded sands and gravelly sands, little or no fines

Sands with Fines

SM Silty sands, sand-silt mixtures

SC Clayey sands, sand-clay mixtures

Fine-Grained Soils More than 50% passes the 0.075 mm (No. 200) sieve

Silts and Clays Liquid Limit 50% or less

ML Inorganic silts, very fine sands, rock four, silty or clayey fine sands

CL Inorganic clays of low to medium plasticity, gravelly/sandy/silty/lean clays

OL Organic silts and organic silty clays of low plasticity

Silts and Clays Liquid Limit greater than 50%

MH Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts

CH Inorganic clays or high plasticity, fat clays

OH Organic clays of medium to high plasticity

Highly Organic Soils PT Peat, muck, and other highly organic soils

Appendix B

LABORATORY TEST PROCEDURES

Percent Fines Content

The percent fines or material passing the No. 200 mesh sieve of the sample tested was determined in general accordance with the latest revision of ASTM D 1140. The percent fines are the soil particles in the silt and clay size range.

Natural Moisture Content

The water content of the tested sample was determined in general accordance with the latest revision of ASTM D 2216. The water content is defined as the ratio of “pore” or “free” water in a given mass of material to the mass of solid material particles.

Atterberg Limits

The Atterberg Limits consist of the Liquid Limit (LL) and the Plastic Limit (PL). The LL and PL were determined in general accordance with the latest revision of ASTM D 4318. The LL is the water content of the material denoting the boundary between the liquid and plastic states. The PL is the water content denoting the boundary between the plastic and semi-solid states. The Plasticity Index (PI) is the range of water content over which a soil behaves plastically and is denoted numerically by the difference between the LL and the PL. The water content of the sample tested was determined in general accordance with the latest revision of ASTM D 2216.

The water content is defined as the ration of “pore” or “free” water in a given mass of material to the mass of solid material particles.