February 2026 39-13-25-01/102

REPORT OF

GEOTECHNICAL INVESTIGATION

WET WELL CONSTRUCTION

PUMP STATION 92

TALLAHASSEE, FLORIDA

Prepared For:

MOORE BASS CONSULTING, INC.

805 NORTH GADSDEN STREET

TALLAHASSEE, FLORIDA 32303

Prepared By:

ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.

3676 HARTSFIELD ROAD

TALLAHASSEE, FLORIDA 32303

(850) 386-1253

February 10, 2026

EGS File: 39-13-25-01/102

Moore Bass Consulting, Inc.

805 North Gadsden Street Tallahassee, Florida 32303

ATTN: Jessica Gillispie, P.E.

Civil Engineer/Project Manager

SUBJECT: Report of Geotechnical Investigation

Wet Well Foundation Pump Station 92 Tallahassee, Florida

Dear Jessica:

Environmental and Geotechnical Specialists, Inc. (EGS) has completed the Geotechnical Investigation, as authorized by Moore Bass Consulting, Inc. (MB) and the City of Tallahassee (COT), in connection with planned improvements to the City of Tallahassee’s Pump Station 92. This geotechnical investigation was conducted to characterize the subsurface materials within the area of the proposed wet well, at the locations designated by MB. This report includes summaries of the subsurface investigation and laboratory test data, groundwater measurements, estimated “normal” seasonal high groundwater levels, and geotechnical design and construction recommendations.

SCOPE OF SERVICES

The Scope of Services authorized for this investigation consisted of the following:

Installation of 4 Standard Penetration Test (SPT) soil borings and 1 hand-auger soil boring at the locations designated by MB;

Conducting 1 Double Ring Infiltration (DRI) test at the location designated by MB;

Measuring the depth to groundwater and estimating “normal” seasonal high groundwater levels;

Reviewing the Natural Resources Conservation Service (NRCS) Soil Survey for the project area and correlating the soil borings installed for this study with the subsurface conditions reported in the NRCS Soil Survey;

Conducting laboratory testing for engineering classification of the subsoils and estimation of material strength and compressibility parameters for design;

Developing geotechnical design parameters, and design and construction recommendations; and, Preparation of this Report.

Report of Geotechnical Investigation Wet Well Foundation

SITE LOCATION AND EXISTING CONDITIONS

The project site is located in northwest Tallahassee, Florida along the north side of Buck Lake Road, just south of Walden Road. A Project Location Map is provided as Figure 1 of this Report.

An Aerial View Map, which has been provided as Figure 2, shows the United States Geological Survey (USGS) topographic contours overlaid on an aerial image of the project area. The USGS contours indicate that the general topography within the project area slopes down gently from east to west. Within the project area, ground surface elevations are on the order of elevation (EL) of 50 to 60 feet, as referenced to the North American Vertical Datum of 1988 (NAVD 88).

As part of this investigation, EGS reviewed the NRCS Soil Survey for the project area, which has been superimposed on the Aerial View Map in Figure 2. The NRCS Soil Survey reports that the shallow soils within the project area are primarily Fine Sand underlain by Sandy Loam. The NRCS reported depth to seasonal high groundwater has also been included on this Figure as a color-coded system. According to the NRCS Soil Survey, the seasonal high groundwater is reported to exist in a “perched” condition at a depth of about 5 to 6 feet below the existing ground surface. It should be noted that the NRCS Soil Mapping was likely performed before development occurred within the area.

Photographs of the existing site conditions have been included in Figures 3A and 3B. As shown in the photographs, the existing ground surface at the proposed wet well foundation location is flat and paved with asphalt.

SUBSURFACE INVESTIGATION

The subsurface investigation for this project was conducted by EGS in March and June of 2025. Kevin Sweeney, P.E. served as the Project Engineer and Engineer of Record.

Additional project oversight and QA/QC was provided by Craig Dunkelberger, P.E., EGS Chief Geotechnical Engineer.

EGS installed 4 SPT soil borings, labeled TPS-1 through TPS-4, to depths ranging from 41½ feet to 71½ feet below the existing ground surface for the subsurface investigation included in this Report. Additionally, hand-auger Soil Boring DRI-1 was installed to a depth of 5½ feet below the existing ground surface. A summary of the soil boring labels, depths, and approximate elevations and locations are provided in TABLE 1. A plan view of the soil boring locations is shown in the Soil Boring Location Map provided as Figure 4.

In order to evaluate the relative strength and uniformity of the subsurface materials, the following sampling/testing were performed at the SPT soil boring locations:

Soil Boring Approximate Depth (feet)

Sampling / Testing Type

TPS-1 0 to 12 SPT with split-spoon sampling, continuous

12 to 41½ SPT with split-spoon sampling, 2½-foot intervals

TPS-2 0 to 12 SPT with split-spoon sampling, continuous

12 to 44 SPT with split-spoon sampling, 2½-foot intervals

TPS-3 0 to 12 SPT with split-spoon sampling, continuous

12 to 45 SPT with split-spoon sampling, 2½-foot intervals

45 to 71½ “Wireline” Rock Coring (ASTM D2113), 60-inch

TPS-4 0 to 12 SPT with split-spoon sampling, continuous

12 to 47 SPT with split-spoon sampling, 2½-foot intervals

47 to 66½ “Wireline” Rock Coring (ASTM D2113), 60-inch

The SPT soil borings were installed in accordance with ASTM D1586 using an automatic hammer. All soil borings were hand-augered within the top 5½ feet coupled with static hand Cone Penetration Index (CPI) tests conducted on 1-foot intervals. Sampling was performed on a maximum of 2½-foot intervals to the boring termination depth. CPI values were converted to equivalent SPT “N” values using the correlation N=CPI/4.

As recommended by the FDOT Soils and Foundations Handbook (SFH), at least 1 SPT sample was conducted between each successive 60-inch (5 foot) core run. All rock coring samples were preserved and transported in accordance with ASTM D5079. The laboratory testing performed on rock cores consisted of unconfined compressive strength (UCC) and splitting tensile strength testing. The rock core photos, coring data, and testing data have been included in APPENDIX D.

Soil samples were collected and visually classified in the field by EGS personnel, placed in sealed bags, and transported to the EGS laboratory for classification testing. The testing performed for this investigation included water content, grain-size distribution, and Atterberg Limits tests. The subsoils encountered in the SPT soil borings have been classified with respect to the Unified Soil Classification System (USCS). The subsoils encountered in Soil Boring DRI-1 have been classified with respect to the American Association of State Highway and Transportation Officials (AASHTO) soil classification system. Laboratory test results have been provided on the Report of Soil Borings plan sheets provided in APPENDIX A. Soil Boring Logs and Soil Classification Data sheets are provided in APPENDICES B and C, respectively.

To better evaluate the strength characteristics of clay and silt material encountered, EGS collected undisturbed “Shelby Tube” samples at several SPT soil boring locations. These samples were sealed in the field to prevent moisture loss prior to transport to the EGS laboratory where they were processed for advanced testing, which included unit weight, unconfined compressive strength, and one-dimensional consolidation tests. Select test results are provided on the Report of Soil Borings plan sheets with the testing data sheets included in APPENDIX D.

Field Permeability Tests - EGS conducted 1 DRI test adjacent to the location of hand-auger Soil Boring DRI-1. The DRI test was conducted approximately 24 inches below the existing ground surface. The approximate test location is provided in TABLE 1 and is shown on the Soil Boring Location Map provided as Figure 4.

SUBSURFACE CONDITIONS

Soils - As can be seen on the “Generalized” Design Soil Profile provided in Figure 5 and the Report of Soil Borings plan sheets provided in APPENDIX A, the encountered subsurface materials within about 25 feet of the existing ground surface were variable and generally consisted of Loose to Medium Dense Clayey Fine Sand and Highly Plastic Clayey Sand (SC) and Very Soft to Stiff Highly Plastic Silt and Clay (MH and CH). Below a depth of approximately 25 feet, the soils consisted of Very Soft Highly Plastic Silt and Clay with lenses of Very Loose to Loose Silty and Clayey Sand (SM and SC) to a depth of about 40 feet. Below a depth of approximately 40 feet the encountered subsurface materials consisted of Moderately Hard to Hard Weathered Limestone.

Of note, circulation loss of the drilling fluid occurred in all SPT soil borings at depths ranging from about 35 to 41 feet below the ground surface. The loss of circulation of the drilling fluid is an indication of hydraulic connection to the underlying limestone and can be indicative of active soil erosion.

Groundwater - The depth to groundwater was not apparent within the vertical reaches of the soil borings due to the introduction of drilling fluid into the borings. TABLE 1 provides a summary of the groundwater measurements and the estimated “normal” seasonal high groundwater levels.

It should be recognized that the groundwater data reflects limited measurements and is therefore considered to be preliminary. Fluctuations in groundwater levels should be anticipated throughout the year in response to rainfall, surrounding development and changes to drainage from urbanization. EGS recommends use of piezometers if more detailed groundwater data is needed.

NRCS Soil Survey - The soils encountered in this investigation are generally consistent with those reported in the NRCS Soil Survey for this area. It should be noted that the NRCS Soil Survey mapping is an approximation of likely soils that exist within the project area. Variations in soil properties will occur when comparing data from the NRCS Soil Survey and data obtained by soil sampling.

Pertinent NRCS Soil Survey data has been summarized in TABLE 2 and copies of select tables have been provided in APPENDIX E.

Potential Karst Features - During the time of the field study, no visible surface depressions were observed within the project area; however, a Tallahassee-Leon County (TLC-GIS) mapped “potential karst feature,” which has been identified as a solution sinkhole, is located approximately ¼-mile southeast of the project site. The TLC-GIS “potential karst feature” locations in Leon County are based on the compilation of high-fidelity bare-earth digital elevation models derived from LiDAR point cloud data and only provide information as to the possibility of karst conditions in a general area.

The noted low-strength soil conditions and drill fluid circulation losses are considered to be indicators that there is a high likelihood that “active” subsoil erosion into the porous weathered limestone formation is occurring. EGS cautions that, if left unaddressed, the subsoil erosion could result in the undermining and settlement of the proposed wet well structure over time.

GEOTECHNICAL DESIGN RECOMMENDATIONS

The geotechnical design recommendations made by EGS in this Report are based on the following wet well design criteria provided by the Jonhson and Milner, Inc. (J&M), the project Structural Engineer:

Base Width: 19.333 feet

Length: 27.333 feet

Depth of Foundation: 25.67 feet

Factored Structure and Slurry Weight: ≈ 874 tons

The wet well will be constructed with cast-in-place, reinforced concrete. EGS anticipates that the wet well excavation will be temporarily supported with steel sheet piling and will be fully dewatered.

Settlement - Based on the proposed bearing elevation of the wet well, the structure will bear on Very Soft Highly Plastic Silt and Clay, which are highly compressible soils. Using the results of the installed SPT soil borings and the one-dimensional consolidation laboratory test performed, EGS estimated the settlement of the proposed structure based on the dimensions and loadings provided by J&M. Based on the settlement analysis performed, long-term settlement of the wet well is expected to be on the order of about 3½ inches if no ground improvement or deep foundation system is used.

A “Generalized” Design Soil Profile has been provided in Figure 5. Design computations are provided in APPENDIX F.

Due to the anticipated settlement of the proposed wet well, as well as the low-strength soil conditions and noted drill fluid circulation losses (i.e., high likelihood for active soil erosion), EGS recommends the proposed wet well be supported by a deep foundation to distribute the structural loads to the deeper, stronger Weathered Limestone encountered below a depth of about 40 feet.

Due to the depth of the proposed construction, anticipated limited working room, and relatively small foundation footprint, EGS recommends the use of small diameter (8-inch to 10-inch) micropiles to support the proposed wet well.

Micropile Capacities - Using the results of the rock coring performed at the locations of Soil Borings TPS-3 and TPS-4, EGS estimated the allowable axial capacities of 8-inch and 10-inch diameter micropile foundations for various rock socket lengths. The estimated allowable axial capacities are one-half of the ultimate values, and neglect the contribution of skin friction from the soils encountered above the Weathered Limestone.

The following table includes the estimated allowable axial capacities for 8-inch and 10-inch diameter micropile foundations for rock socket lengths of 15, 20, and 25 feet:

Micropile Allowable Axial Capacity

8-inch Diameter 10-inch Diameter

R o ck S o ck et

L en g th

15 feet 69 tons 86 tons

20 feet 92 tons 114 tons

25 feet 115 tons 143 tons

Design computations are provided in APPENDIX F. A copy of a Technical Special Provision (TSP) for the design and installation of Micropile Foundations has been provided in APPENDIX G.

Micropile Settlement - If micropiles are used to support the proposed wet well, EGS estimates settlement of the wet well to be approximately 1-inch or less.

Excavation and Structure Base Preparation - Due to the presence of very weak and compressible Highly Plastic Silt and Clay, and the high likelihood that active soil erosion (active karst) exists beneath the planned wet well, EGS recommends the wet well bearing surface be prepared as follows:

The structure should be founded on 24 inches of compacted No. 57 stone stiffened with 2 layers of Tensar BX 1500 geogrid. One layer of the geogrid should be place at the bottom of the stone and the other layer 12 inches above the bottom of the No 57 stone. The No. 57 stone should be placed in 6-inch thick lifts with each lift being thoroughly compacted with a heavy walk-behind sled compactor. The No. 57 stone should be fully wrapped (i.e., under the bottom, along all sides and across the top) with a Mirafi FW 404 geotextile.

It should be noted that if the recommended structure base preparation is performed prior to the installation of micropiles, temporary casing will be needed to ensure the proposed micropile locations remain unobstructed by the No. 57 Stone and geosynthetic layers.

A copy of a Technical Special Provision (TSP) for the Coarse Aggregate Base has been provided in APPENDIX G.

Material Reuse - Based on a review of the soils encountered in this investigation and the requirements of the COT Technical Specifications for Water and Sewer Construction, the existing Silty Sand (SM) and Clayey Sand (SC) meet the requirements for Suitable Backfill (Specification Section 4.2.2). While the Silty and Clayey Sands meet the Suitable Backfill criteria per the COT Technical Specifications, EGS does not recommend reuse of these materials due to their plasticity and moisture sensitivity.

Reuse of these materials, in the opinion of EGS, is likely to result in construction difficulties and/or result in poorly compacted backfill.

The Highly Plastic Silt and Clay (MH and CH) do not meet the COT specification for Suitable Backfill and should not be reused as backfill.

Permeability Estimates - Permeability estimates for the encountered soils at the location of Soil Boring DRI-1 have been provided in TABLE 3. These permeability estimates were developed by comparing values reported by the NRCS Soil Survey, results of the field testing conducted by EGS, and values obtained using grain-size distribution parameters with the empirical correlations developed by Byron Prugh (as reported by Powers, et. al., 2007).

It should be noted that the Prugh method is an empirical formulation that provides approximate permeability estimates and may reflect a permeability that is significantly higher than that of the in-place soils.

DRI test data, and grain-size distribution curves used to estimate the permeability rates are presented in APPENDIX H. It should be noted that the permeability values provided in TABLE 3 do not account for the effects of groundwater mounding, clogging with fines, nor do they include a factor of safety.

PLANS PREPARATION

EGS recommends the following be included in the Plans:

Report of Soil Borings included in APPENDIX A;

Technical Special Provision for Coarse Aggregate Base included in APPENDIX G;

Technical Special Provision for Micropile Foundations included in APPENDIX G;

Soil boring location shown in plan view.The electronic files and soil boring location data needed to include the recommended information above has been provided along with this Report.

Additionally, EGS also recommends the following notes be added to the Plans:

All construction shall be performed in the dry. Dewatering and groundwater control during construction should be anticipated. The presence of limestone can impact dewatering efforts and the Contractor should anticipate that more than normal efforts will be required; and, The presence of clay and silt should be considered by the Contractor for design, and installation and removal of temporary excavation support, such as steel sheet piling. The Contractor should anticipate that bracing, shoring or other means may be necessary for excavation support.

CLOSURE

The data and results presented in this Report are intended for the use by Moore Bass Consulting, Inc. and the City of Tallahassee for the proposed Pump Station 92 improvements, as identified herein. This data may not be used without the expressed written consent of Moore Bass Consulting, Inc. and the City of Tallahassee. This Report is not intended for any other use and will likely not be applicable. This Report shall not be reproduced, except in full, without the written approval of Environmental and Geotechnical Specialists, Inc. The data and recommendations presented in this Report are based on the borings made at the specific locations and depths noted. Subsurface conditions at other locations may vary significantly from those presented herein. Should data become available which is different from the data presented herein, Environmental and Geotechnical Specialists, Inc. requests the opportunity to review the data and make any modifications to the design recommendations that may be appropriate.

If you have any questions concerning the information provided in this Report, please do not hesitate to me at (850) 536-8365.

Sincerely, Environmental & Geotechnical Specialists, Inc.

Certificate of Authorization: 6222

Kevin T. Sweeney, P.E.

Geotechnical Project Manager FL P.E. No.: 89538

THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY KEVIN

SWEENEY 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.

TABLES

BORING BORING GROUND MEASURED ESTIMATED

LABEL DEPTH 1 SURFACE GROUNDWATER "NORMAL"

ELEVATION 2 DEPTH SEASONAL HIGH

GROUNDWATER

DEPTH

TPS-1 41.5 51.5 532494 2072794 GNA 4 > 10.5 5.0 5

TPS-2 44.0 52.0 532494 2072827 GNA 4 > 14.0 5.0 5

TPS-3 71.5 52.0 532505 2072843 GNA 4 > 10.0 5.0 5

TPS-4 66.5 52.0 532487 2072838 GNA 4 > 10.5 5.0 5

DRI-1 5.5 52.0 532535 2072876 > 5.5 5.0 5

NOTES: 1. DEPTH MEASURED BELOW EXISTING GROUND SURFACE.

NOTES: 2. ELEVATIONS ARE APPROXIMATE AND WERE ESTIMATED USING USGS TOPOGRAPHIC CONTOURS AND GOOGLE EARTH.

NOTES: 3. BORING LOCATIONS ARE APPROXIMATE AND BASED ON GPS MEASUREMENTS RECORDED USING A TRIMBLE GEOEXPLORER XH HANDHELD UNIT.

NOTES: 4. GROUNDWATER NOT APPARENT DUE TO THE INTRODUCTION OF DRILLING FLUID INTO THE BOREHOLE AT THE NOTED DEPTH.

NOTES: 5. ESTIMATED "NORMAL" SEASONAL HIGH GROUNDWATER BELIEVED TO EXIST IN A PERCHED CONDITION.

DRI HAND-AUGER

PUMP STATION / WET WELL SPT SOIL BORINGS

NORTHING EASTING

(FEET)

TABLE 1

(FEET) (FEET) (FEET) (FEET)

SOIL BORING LOCATION AND GROUNDWATER DATA

PUMP STATION 92

TALLAHASSEE, FLORIDA

(FEET)

STATE PLANE COORDINATES 3

(FLORIDA NORTH)

WET WELL CONSTRUCTION

NRCS SOIL

REFERENCE

NUMBER

MATERIAL

NAME

DEPTH

MATERIAL

DESCRIPTION

REACTION

DEPTH TO

SEASONAL

HIGH

GROUNDWATER

(INCHES) (FEET)

0 - 7 FINE SAND SP-SM A-2-4, A-3 4.5 - 5.5

7 - 52 FINE SAND SP-SM A-2-4, A-3 4.5 - 5.5

52 - 80

SANDY CLAY LOAM,

FINE SANDY LOAM

SC, SC-SM

SM

A-2-4, A-2-6, A-4, A-6

4.5 - 5.5

0 - 5 FINE SAND SM, SP-SM A-2 4.5 - 6.0

5 - 26

FINE SAND,

LOAMY FINE SAND

SM, SP-SM A-2 4.5 - 6.0

26 - 80

SANDY CLAY LOAM,

FINE SANDY LOAM

SC, SC-SM

A-2, A-4, A-6

4.5 - 5.5

0 - 17 FINE SAND SM, SP-SM

A-2-4, A-3

4.5 - 6.0

17-61 FINE SAND SM, SP-SM

A-3, A-2-4

4.5 - 5.5

61-80

SANDY LOAM,

SANDY CLAY LOAM,

FINE SANDY LOAM

SC, SC-SM,

SM

A-2-6, A-2-4

4.5 - 5.5

0 - 17 FINE SAND SM, SP-SM

A-2-4, A-3

4.5 - 6.0

17 - 61 FINE SAND SM, SP-SM

A-3, A-2-4

4.5 - 5.5

61 - 80

SAND LOAM,

SANDY CLAY LOAM,

FINE SANDY LOAM

SC, SC-SM,

SM

A-2-4, A-2-6

4.5 - 5.5

NOTES: 1. BASED ON THE NRCS SOIL SURVEY REPORT FOR LEON COUNTY, FLORIDA.

NOTES: 2. SEE APPENDIX E FOR DETAILED NRCS SURVEY INFORMATION.

PLUMMER FINE

SAND, NON-

HYDRIC

HIGH

HIGH

BLANTON FINE

SAND, 0 TO 5

PERCENT

SLOPES

5 LOW

LUCY FINE SAND,

0 TO 5 PERCENT

SLOPES

24 MODERATE

PLUMMER FINE

SAND, HYDRIC

HIGH 0.0

HIGH 0.5

CONCRETE

HIGH 5.0

MODERATE > 6.0

TABLE 2

NRCS SOIL SURVEY DATA

PUMP STATION 92

TALLAHASSEE, FLORIDA

MATERIAL

CLASSIFICATION

CORROSION

POTENTIAL

WET WELL CONSTRUCTION

UNIFIED AASHTO (pH)

UNCOATED

STEEL

STRATUM

LETTER NRCS CITY OF LABORATORY FIELD

SOIL SURVEY TALLAHASSEE GRAIN-SIZE PERMEABILITY

USCS AASHTO ESTIMATE 1 ESTIMATE 2 ESTIMATE 3 ESTIMATE 4

A SM

A-2-4

(< 20% PASSING

NO. 200 SIEVE)

LOAMY FINE

SAND

2.0 - 6.0 1.18 - 4.74 5.7 5.3 5.0 7.5

B SC

A-2-6

(LL < 50)

SANDY CLAY

LOAM

0.4 - 2.0 0.06 - 1.18 0.9 - - 0.4 0.6

NOTES: 1. REPORTED IN NRCS SOIL SURVEY FOR LEON COUNTY, FLORIDA.

NOTES: 2. REPORTED IN THE CITY OF TALLAHASSEE LAND DEVELOPMENT CODE.

NOTES: 3. ESTIMATED FROM GRAIN-SIZE DISTRIBUTION CURVES PROVIDED IN APPENDIX G.

NOTES: 4. MEASURED FROM DOUBLE RING INFILTRATION (DRI) TESTS PERFORMED BY EGS. DETAILED TEST RESULTS ARE PROVIDED IN APPENDIX G.

NOTES: 5. THE SATURATED PERMEABILITY VALUES SHOWN ARE NOT INFILTRATION VALUES SINCE THEY DO NOT INCLUDE THE EFFECTS OF GROUNDWATER

NOTES: 4. MOUNDING, CLOGGING WITH FINES, OR A FACTOR OF SAFETY.

USDA

TEXTURAL

PERMEABILITY VALUES 5

(IN/HR) (IN/HR) (IN/HR) (IN/HR)

SATURATED

VERTICAL

SATURATED

HORIZONTAL

(IN/HR)

TABLE 3

SOIL PERMEABILITY ESTIMATES

TALLAHASSEE, FLORIDA

PUMP STATION 92

CLASSIFICATION SOIL PERMEABILITY VALUES

WET WELL CONSTRUCTION

FIGURES

DRAWN:

D. CARNOTO

CHECKED:

F. SANDERS, P.E.

ENVIRONMENTAL AND GEOTECHNICAL

SPECIALISTS, INC.

3676 HARTSFIELD ROAD

TALLAHASSEE, FLORIDA 32303

OFFICE #: (850) 386-1253

TITLE:

PROJECT LOCATION MAP

WET WELL CONSTRUCTION

PUMP STATION 92

TALLAHASSEE, FLORIDA

ENGINEER:

K. SWEENEY, P.E.

CLIENT:

MOORE BASS CONSULTING, INC.

PROJ. NO.:

39-13-25-01/102

SCALE:

NOT TO SCALE

DATE:

AUGUST 2025

FIGURE NO.:

NOT TO SCALE

PROJECT LOCATION

K. SWEENEY, P.E.

BUCK LAKE RD

WALDEN RD

DRAWN:

ENGINEER:

CLIENT:

CHECKED:

PROJ. NO.: SCALE: DATE: FIGURE NO.:

TITLE:

ENVIRONMENTAL AND GEOTECHNICAL

SPECIALISTS, INC.

3676 HARTSFIELD ROAD

TALLAHASSEE, FLORIDA 32303

OFFICE #: (850) 386-1253

AUGUST 2025 2

AERIAL VIEW MAP

WET WELL CONSTRUCTION

PUMP STATION 92

TALLAHASSEE FLORIDA

F. SANDERS, P.E.D. CARNOTO

MOORE BASS CONSULTING, INC.

39-13-25-01/102

Legend Project Location USGS Elevation Contours (10-feet)

NRCS Map Unit Symbol, Map Unit Name 5, Blanton Fine Sand, 0 to 5 percent slopes 24, Lucy Fine Sand, 0 to 5 percent slopes 41, Plummer Fine Sand

AS SHOWN

0 100

Feet

FIGURE 3A: EXISTING SITE CONDITIONS

(FACING NORTH / NORTHWEST)

FIGURE 3B: EXISTING SITE CONDITIONS

(FACING SOUTHWEST)

K. SWEENEY, P.E.

A

A

A

A A

TPS-2TPS-1

DRI-1

TPS-3

TPS-4

DRAWN:

ENGINEER:

CLIENT:

CHECKED:

PROJ. NO.: SCALE: DATE: FIGURE NO.:

TITLE:

ENVIRONMENTAL AND GEOTECHNICAL

SPECIALISTS, INC.

3676 HARTSFIELD ROAD

TALLAHASSEE, FLORIDA 32303

OFFICE #: (850) 386-1253

AUGUST 2025 4

SOIL BORING LOCATION MAP

WET WELL CONSTRUCTION

PUMP STATION 92

TALLAHASSEE, FLORIDA

F. SANDERS, P.E.D. CARNOTO

MOORE BASS CONSULTING, INC.

39-13-25-01/102

Legend A Approximate Soil Boring Location

AS SHOWN

0 30

Feet

"GENERALIZED" DESIGN SOIL PROFILE

REVISED:

CHECKED:

ENGINEER:

PROJ. NO.:

SCALE:

FIGURE NO.:

DATE:AS SHOWN

PREPARED:

K. SWEENEY, P.E.

D. CARNOTO

OFFICE #: (850) 386-1253

TALLAHASSEE, FLORIDA 32303

3676 HARTSFIELD ROAD

SPECIALISTS, INC.

ENVIRONMENTAL AND GEOTECHNICAL

AUGUST 2025

K. SWEENEY, P.E.

C. DUNKELBERGER, P.E.

39-13-25-01/102

PUMP STATION 92

TALLAHASSEE, FLORIDA

WET WELL CONSTRUCTION

"GENERALIZED" DESIGN SOIL PROFILE

WET WELL CONSTRUCTION - PUMP STATION 92

N

N N

*13

*10

*10

*8

*5

ST

ST

WOH

WOH

50/3"

N

*13

*9

*10

*7

*2

ST

ST

WOH

50/4"

50/4"

50/5"

*7

*7

ST

WOH

*13

*13

*10

WOH

WOH

WOH

ST

WOH

WOH

ST

WOH

WOH

WOH

50/5"

*13

*8

*5

*7

*5

CORE #1

CORE #2

CORE #3

(100%) (30%)

A P

P R

O X I

M A

T E

E

L E

V A

T I O

N

(F

E E

T

N

V D

-5

-10

-15

-20

A P

P R

O X I

M A

T E

E

L E

V A

T I O

N

(F

E E

V D

-5

-10

-15

-20

(100%)

CORE #1

CORE #2

CORE #3

CORE #4

GNA > 10.5 FEET

GNA > 14.0 FEET

GNA > 10.0 FEET

GNA > 10.5 FEET

51.5 FEET

2072794

532494

TPS-1

52.0 FEET

2072827

532494

TPS-2

52.0 FEET

2072843 532505

TPS-3

52.0 FEET

2072838 532487

TPS-4

ELEVATION

EASTING

NORTHING

BOR #

ELEVATION

EASTING

NORTHING

BOR #

ELEVATION

EASTING

NORTHING

BOR #

ELEVATION

EASTING

NORTHING

BOR #

(100%)

BEARING ELEVATION

APPROXIMATE STRUCTURE

(MH & CH)

HIGHLY PLASTIC SILT & CLAY

VERY SOFT TO FIRM

WEATHERED LIMESTONE

MODERATELY HARD TO HARD

5.

4.

3.

2.

1.

EXISTING GROUND SURFACE

GNA GROUNDWATER NOT APPARENT (NOTE 3)

*N N-VALUE EQUIVALENT (NOTE 2)

DESIGN GROUNDWATER LEVEL

COMPUTATIONS ARE PROVIDED IN APPENDIX F.

ADVANCED TESTING DATA IS PROVIDED IN APPENDIX D. DESIGN

TOPOGRAPHIC MAPS AND GOOGLE EARTH.

ELEVATIONS ARE APPROXIMATE AND ARE BASED ON USGS

NOTED DEPTH.

INTRODUCTION OF DRILLING FLUID INTO THE BOREHOLD AT THE

GNA INDICATES "GROUNDWATER NOT APPARENT" DUE TO THE

STATIC HAND CONE PENTROMETER TESTS.

N-VALUES DENOTED WITH AN ASTERISK (*) WERE DERIVED FROM

TEST (SPT) N VALUES OR EQUIVALENT.

NUMBERS TO LEFT OF BORING INDICATE STANDARD PENETRATION

(MH & CH)

HIGHLY PLASTIC SILT & CLAY

VERY SOFT TO STIFF

HIGHLY PLASTIC CLAYEY SAND (SC)

CLAYEY FINE SAND TO

LOOSE TO MEDIUM DENSE

(SC)

CLAYEY FINE SAND

LOOSE TO MEDIUM DENSE

NOTES

LEGEND

APPENDIX A

GEOTECHNICAL PLAN SHEETS

SOIL BORING LOCATION MAP

DATE BY DESCRIPTION DATE DESCRIPTION

NO.

SHEET

PROJECT TITLE

MOORE BASS CONSULTING, INC.

REVISIONS SEAL:

EGS

Environmental & Geotechnical Specialists, Inc.BY

P.E. NO.: 49932

CRAIG E. DUNKELBERGER, P.E.

PUMP STATION 92

CITY OF TALLAHASSEEOFFICE (850) 386-1253

TALLAHASSEE, FLORIDA 32303

3676 HARTSFIELD ROAD REPORT OF SOIL BORINGS

NOTES

SPLIT-SPOON:

HAMMER WEIGHT: 140 lbs.

AVG. HAMMER DROP: 30.0 in.

OUTSIDE DIAMETER: 2.0 in.

INSIDE DIAMETER: 1.375 in. HARD

VERY STIFF

STIFF

FIRM

SOFT

VERY SOFT

UNDISTURBED SAMPLES

COMPRESSION (KSF)

UNCONFINED

CONSISTENCY

SILTS AND CLAYS

GREATER THAN 8.0

4.0 - 8.0

2.0 - 4.0

1.0 - 2.0

0.5 - 1.0

LESS THAN 0.5

GREATER THAN 24

12 - 24

6 - 12

3 - 6

1 - 3

LESS THAN 1

CONSISTENCY

SILTS AND CLAYS

(BLOWS/12 IN.)

SPT

HARD

VERY STIFF

STIFF

FIRM

SOFT

VERY SOFT

GREATER THAN 40

24 - 40

8 - 24

3 - 8

LESS THAN 3

RELATIVE DENSITY

GRANULAR MATERIALS

(BLOWS/12 IN.)

SPT

VERY DENSE

DENSE

MEDIUM DENSE

LOOSE

VERY LOOSE

AUTOMATIC HAMMER

GREATER THAN 50/3"

50 - 50/3"

30 - 50

10 - 30

3 - 10

0 - 3

CONSISTENCY

LIMESTONE

(BLOWS/12 IN.)

SPT

VERY HARD

HARD

MODERATELY HARD

MODERATELY SOFT

SOFT

VERY SOFT

9.

8.

7.

6.

5.

4.

3.

2.

1.

-200=

PI=

LL=

PLASTICITY INDEX

LIQUID LIMIT

-200 SIEVE

LEGEND

WATER CONTENT (%) Wc=

GNA

SILTY FINE SAND (SM)

STSHELBY TUBE

USCS SOIL CLASSIFICATION GROUP SYMBOL (SM)

UNCONFINED COMPRESSION (KSF) UCC=

WOH

NATURAL DENSITY (PCF ϒ=

WEIGHT OF HAMMER

HIGH GROUNDWATER LEVEL

ESTIMATED "NORMAL" SEASONAL

HIGHLY WEATHERED LIMESTONE

HARD WEATHERED LIMESTONE

HIGHLY PLASTIC CLAY (CH)

HIGHLY PLASTIC SILT (MH)

HIGHLY PLASTIC CLAYEY SAND (SC)

CLAYEY FINE SAND TO

ASPHALT

LIMEROCK BASE

FLUID LOSS (PERCENT LOSS)

GROUNDWATER NOT APPARENT (NOTE 3)

N-VALUE EQUIVALENT (NOTE 2) *N

AASHTO SOIL CLASSIFICATION GROUP SYMBOL (A-2-4)

GROUNDWATER NOT ENCOUNTERED GNE

LABORATORY TESTING RESULTS

A P

P R

O X I

M A

T E

E

L E

V A

T I O

N

(F

E E

V D

A P

P R

O X I

M A

T E

E

L E

V A

T I O

N

(F

E E

V D

N

RIG

HAMMER

DRILLER

DATE

ELEVATION

EASTING

NORTHING

BOR #

LL=13

PI=23

-200=22

Wc=14

*12

*10

*10

*10

*10

-200=13

Wc=10

-200=23

Wc=9

AT ELEV. 46.5 FEET

BORING TERMINATED

GNE

CLAYEY FINE SAND (A-2-6)

MEDIUM DENSE BROWN

SILTY FINE SAND (A-2-4)

MEDIUM DENSE BROWN

HAND-AUGER

CPI

J. NELSON

6/19/2025

52.0 FEET

2072876

532535

DRI-1

AND GOOGLE EARTH.

ELEVATIONS ARE APPROXIMATE AND ARE BASED ON USGS TOPOGRAPHIC CONTOURS

CORING PRESSURE IS THE DOWNHOLE DRILLING PRESSURE APPLIED TO THE CORE BIT.

RQD IS THE ROCK QUALITY DESIGNATION.

RECOVERY IS THE PERCENT OF CORE RECOVERED BASED ON TOTAL CORE RUN.

EXTRAPOLATION.

LOCATIONS IS THE SOLE RESPONSIBILITY OF THE PERSON PERFORMING THE

THE LOCATIONS OF THE SOIL BORING. EXTRAPOLATION OF THE SOIL DATA TO OTHER

FOR THE SOIL BORING ONLY AND MAY NOT APPLY TO ANY OTHER LOCATIONS EXCEPT AT

SOIL DESCRIPTIONS, TEST DATA, AND STANDARD PENETRATION VALUES SHOWN ARE

SHOULD BE ANTICIPATED.

DURING THE SUBSURFACE INVESTIGATION. GROUNDWATER LEVEL FLUCTUATIONS

MEASURED GROUNDWATER LEVEL SHOWN IS THE GROUNDWATER LEVEL ENCOUNTERED

DRILLING FLUID INTO THE BOREHOLE, AT THE NOTED DEPTH.

GNA INDICATES "GROUNDWATER NOT APPARENT" DUE TO THE INTRODUCTION OF

PENETROMETER INDEX (CPI) VALUES.

ASTERISK (*) INDICATES EQUIVALENT SPT N-VALUES CONVERTED FROM CONE

FOR 12 INCH PENETRATION (UNLESS OTHERWISE NOTED).

NUMBERS LEFT OF BORING INDICATE STANDARD PENETRATION TEST (SPT) N-VALUES

SOIL BORING LOCATION

N

Feet

BUCK LAKE ROAD

TPS-2TPS-1

EQUIPMENT

EXISTING PUMP STATION

CONSTRUCTION

PROPOSED WET WELL

TPS-3

TPS-4

DRI-1

NO.

SHEET

PROJECT TITLE

MOORE BASS CONSULTING, INC.

REVISIONS SEAL:

EGS

Environmental & Geotechnical Specialists, Inc.BY

P.E. NO.: 49932

CRAIG E. DUNKELBERGER, P.E.

PUMP STATION 92

CITY OF TALLAHASSEEOFFICE (850) 386-1253

TALLAHASSEE, FLORIDA 32303

3676 HARTSFIELD ROAD REPORT OF SOIL BORINGS

N

CLAYEY FINE SAND (SC)

MEDIUM DENSE GRAY

CLAYEY FINE SAND (SC)

LOOSE GRAY

HIGHLY PLASTIC CLAY (CH) WITH SAND

STIFF ORANGE AND GRAY

HIGHLY PLASTIC CLAY (CH) WITH SAND

VERY SOFT TO SOFT ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY (CH)

STIFF TO VERY STIFF ORANGE AND GRAY

SILTY FINE SAND (SM)

MEDIUM DENSE ORANGE AND GRAY

SILTY FINE SAND (SM)

VERY LOOSE ORANGE AND GRAY

HIGHLY PLASTIC SANDY SILT (MH)

VERY SOFT ORANGE AND GRAY

HIGHLY WEATHERED LIMESTONE

MODERATELY SOFT WHITE

HIGHLY WEATHERED LIMESTONE

MODERATELY HARD WHITE

N

CLAYEY FINE SAND (SC)

MEDIUM DENSE GRAY

CLAYEY FINE SAND (SC)

LOOSE GRAY

CLAYEY FINE SAND (SC)

VERY LOOSE GRAY

HIGHLY PLASTIC SANDY SILT (MH)

VERY SOFT ORANGE AND GRAY

HIGHLY PLASTIC CLAYEY SAND (SC)

MEDIUM DENSE/STIFF GRAY

HIGHLY PLASTIC SANDY CLAY (CH)

SOFT TO FIRM ORANGE AND GRAY

SILTY FINE SAND (SM)

LOOSE BROWN

HIGHLY PLASTIC SANDY CLAY (CH)

VERY SOFT ORANGE AND GRAY

WEATHERED LIMESTONE

HARD WHITE

RIG

HAMMER

DRILLER

DATE

ELEVATION

EASTING

NORTHING

BOR #

D-25

AUTOMATIC

B. GUERRA

3/3/2025

51.5 FEET

2072794

532494

TPS-1

RIG

HAMMER

DRILLER

DATE

ELEVATION

EASTING

NORTHING

BOR #

D-25

AUTOMATIC

B. GUERRA

3/3/2025

52.0 FEET

2072827

532494

TPS-2

-200=23

Wc=21

LL=122

PI=94

-200=72

Wc=43

LL=71

PI=58

-200=51

Wc=28

-200=33

Wc=36

LL=151

PI=94

-200=60

Wc=114

*7

*7

ST

WOH

*13

*13

*10

WOH

WOH

WOH

ST

WOH

WOH

ST

WOH

WOH

WOH

50/5"

*13

*8

*5

*7

*5

AT ELEV. 10 FEET

AT ELEV. 8 FEET

GNA > 14.0 FEET

LL=23

PI=12

-200=24

Wc=12

LL=116

PI=79

-200=59

Wc=73

-200=20

Wc=50

-200=65

Wc=47

-200=24

Wc=14

LL=117

PI=88

-200=76

Wc=45

HIGHLY PLASTIC CLAY (CH) WITH SAND

VERY SOFT ORANGE AND GRAY

HIGHLY PLASTIC SILT (MH) WITH SAND

STIFF TO VERY STIFF ORANGE AND GRAY

(100%)

A P

P R

O X I

M A

T E

E

L E

V A

T I O

N

(F

E E

V D

A P

P R

O X I

M A

T E

E

L E

V A

T I O

N

(F

E E

V D

UCC=4.1

LL=80

PI=36

-200=75

Wc=37

UCC=3.4

LL=56

PI=32

-200=46

Wc=32

UCC=6.6

LL=80

PI=51

-200=66

Wc=45

(100%)

SHEET

PROJECT TITLE

MOORE BASS CONSULTING, INC.

REVISIONS SEAL:

EGS

Environmental & Geotechnical Specialists, Inc.BY

P.E. NO.: 49932

CRAIG E. DUNKELBERGER, P.E.

PUMP STATION 92

CITY OF TALLAHASSEEOFFICE (850) 386-1253

TALLAHASSEE, FLORIDA 32303

3676 HARTSFIELD ROAD REPORT OF SOIL BORINGS

A P

P R

O X I

M A

T E

E

L E

V A

T I O

N

(F

E E

V D

-5

-10

-15

-20

A P

P R

O X I

M A

T E

E

L E

V A

T I O

N

(F

E E

V D

-5

-10

-15

-20

N 1.7-INCHES ASPHALT

4.0-INCHES LIMEROCK BASE

SILTY FINE SAND (SM)

MEDIUM DENSE BROWN

SILTY FINE SAND (SM)

LOOSE BROWN

CLAYEY FINE SAND (SC)

LOOSE TO MEDIUM DENSE GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND (SC)

MEDIUM DENSE GRAY AND ORANGE

HIGHLY PLASTIC SANDY SILY (MH)

STIFF GRAY

HIGHLY PLASTIC CLAYEY SAND (SC)

LOOSE GRAY AND ORANGE

HIGHLY PLASTIC SILT (MH)

SOFT GRAY AND ORANGE

HIGHLY PLASTIC SILT (MH)

STIFF GRAY AND ORANGE

HIGHLY PLASTIC SILT (MH)

VERY SOFT GRAY AND ORANGE

HIGHLY WEATHERED LIMESTONE

WEATHERED WHITE

WEATHERED LIMESTONE

HARD WHITE

HIGHLY WEATHERED LIMESTONE

WEATHERED WHITE

*13

*10

*10

*8

*5

ST

ST

WOH

WOH

50/3"

RIG

HAMMER

DRILLER

DATE

ELEV.

OFF.

STA.

BOR #

CME-550

AUTOMATIC

B. GUERRA

6/17/2025

52.0 FEET

2072843 532505

TPS-3

CASING LENGTH 45 FEET

AT ELEV. -19.5 FEET

GNA > 10.0 FEET

CORE #1

CORE #2

CORE #3

CORE #4

LL=23

PI=7

-200=30

Wc=12

-200=15

Wc=5

LL=31

PI=13

-200=30

Wc=17

LL=58

PI=35

-200=40

Wc=27

-200=43

Wc=34

-200=41

Wc=45

(100%)

ROCK CORE DATA

SOIL BORING TPS-3

CORE (HR:MIN:SEC)

CORING TIME

RECOVERY

RQD

(LB/IN )

PRESSURE

CORE

45.0 - 50.0

(LB/FT )

COMPRESSION

UNCONFINED

2 (LB/FT )

TENSILE

SPLITTING

2 (LB/IN )

COMPRESSION

UNCONFINED

2 (LB/IN )

TENSILE

SPLITTING

22(FEET)

DEPTH

350 35

-- -- -- --51.0 - 56.0 350 42

7058.0 - 63.0 38

300 3800:05:37 63

5,32900:16:45 56

00:35:44 88

00:12:04

65.0 - 70.0

21,830 - 27,941

16,795

152 - 194

53,390 - 92,680 117371 - 644

UCC=2.5

LL=73

PI=37

-200=63

Wc=44

UCC=2.7

LL=188

PI=113

-200=91

Wc=138

ROCK CORE DATA

SOIL BORING TPS-4

CORE (HR:MIN:SEC)

CORING TIME

RECOVERY

RQD

(LB/IN )

PRESSURE

CORE

47.0 - 52.0

(LB/FT )

COMPRESSION

UNCONFINED

2 (LB/FT )

TENSILE

SPLITTING

2 (LB/IN )

COMPRESSION

UNCONFINED

2 (LB/IN )

TENSILE

SPLITTING

22(FEET)

DEPTH

300 66

53.0 - 58.0 300 28

3359.5 - 64.5 20350

00:13:52

00:14:34

00:14:05

32,472

1,460 10 226

DATE BY DESCRIPTION DATE DESCRIPTION

NO.

SHEET

PROJECT TITLE

MOORE BASS CONSULTING, INC.

REVISIONS SEAL:

EGS

Environmental & Geotechnical Specialists, Inc.BY

P.E. NO.: 49932

CRAIG E. DUNKELBERGER, P.E.

PUMP STATION 92

CITY OF TALLAHASSEEOFFICE (850) 386-1253

TALLAHASSEE, FLORIDA 32303

3676 HARTSFIELD ROAD REPORT OF SOIL BORINGS

A P

P R

O X I

M A

T E

E

L E

V A

T I O

N

(F

E E

V D

-5

-10

-15

-20

A P

P R

O X I

M A

T E

E

L E

V A

T I O

N

(F

E E

V D

-5

-10

-15

-20

N

6.0-INCHES LIMEROCK BASE

SILTY FINE SAND (SM)

MEDIUM DENSE GRAY

CLAYEY FINE SAND (SC)

VERY LOOSE TO LOOSE GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND (SC)

MEDIUM DENSE GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND (SC)

LOOSE GRAY AND ORANGE

HIGHLY WEATHERED LIMESTONE

SOFT WHITE

HIGHLY WEATHERED LIMESTONE

MODERATELY HARD WHITE

WEATHERED LIMESTONE

HARD WHITE

HIGHLY WEATHERED LIMESTONE

MODERATELY HARD WHITE

*13

*9

*10

*7

*2

ST

ST

WOH

50/4"

50/4"

50/5"

RIG

HAMMER

DRILLER

DATE

ELEV.

OFF.

STA.

BOR #

CME-550

AUTOMATIC

B. GUERRA

6/18/2025

52.0 FEET

2072838 532487

TPS-4

CASING LENGTH 45 FEET

AT ELEV. -14.5 FEET

1.7-INCHES ASPHALT

CORE #1

CORE #2

CORE #3

-200=22

Wc=9

-200=32

Wc=22

-200=48

Wc=25

LL=54

PI=37

-200=36

Wc=27

LL=75

PI=41

-200=45

Wc=51

LL=152

PI=112

-200=77

Wc=93

HIGHLY PLASTIC CLAY (CH) WITH SAND

VERY SOFT TO SOFT GRAY AND ORANGE

(30%)

APPENDIX B

SOIL BORING LOGS

2.5

7.5

MEDIUM DENSE

GRAY

CLAYEY FINE SAND

LOOSE

GRAY

CLAYEY FINE SAND

STIFF

ORANGE AND GRAY

HIGHLY PLASTIC CLAY WITH SAND

VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC CLAY WITH SAND

SOFT

ORANGE AND GRAY

HIGHLY PLASTIC CLAY WITH SAND

STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

VERY STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

VERY STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

MEDIUM DENSE

ORANGE AND GRAY

SILTY FINE SAND

VERY LOOSE

ORANGE AND GRAY

SILTY FINE SAND

VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY SILT

SC

SC

CH

CH

CH

CH

CH

CH

CH

SM

SM

MH

-200%=23

-200%=72

LL=122

PI=94

-200%=51

LL=71

PI=58

-200%=66

LL=80

PI=51

-200%=33

-200%=60

LL=151

PI=94

ST

WOH

ST

WOH

PROJECT: PUMP STATION 92 HAMMER TYPE: AUTOMATIC

CLIENT: MOORE BASS CONSULTING, INC. NORTHING: 532494

PROJECT NO.: 39-13-25-01/102 EASTING: 2072794

PROJECT LOCATION: TALLAHASSEE, FLORIDA ELEVATION (FEET): 51.5

BORING NO.: TPS-1 DATE: 3/3/2025

DRILLER: B. GUERRA FLUID LOSS: 100% @ 35.0'

DEPTH TO WATER (FEET): INITIAL: > 10.5' 24 HR: N/M CASING DEPTH (FEET):NONE

NOTES: N/M MEANS NOT MEASURED

N/A MEANS NOT AVAILABLE

D E

P T

H

M E

T E

R S

D E

P T

H

F E

E T

S A

M P

L E

S Y

M B

O L

DESCRIPTION USCS

TEST

RESULTS

Wc

Wc (%)

N

N-Value

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic it iv e o f th e s it e

12.5

17.5

MODERATELY SOFT

WHITE

HIGHLY WEATHERED LIMESTONE

MODERATELY HARD

WHITE

HIGHLY WEATHERED LIMESTONE

PROJECT: PUMP STATION 92 HAMMER TYPE: AUTOMATIC

CLIENT: MOORE BASS CONSULTING, INC. NORTHING: 532494

PROJECT NO.: 39-13-25-01/102 EASTING: 2072794

PROJECT LOCATION: TALLAHASSEE, FLORIDA ELEVATION (FEET): 51.5

BORING NO.: TPS-1 DATE: 3/3/2025

DRILLER: B. GUERRA FLUID LOSS: 100% @ 35.0'

DEPTH TO WATER (FEET): INITIAL: > 10.5' 24 HR: N/M CASING DEPTH (FEET):NONE

NOTES: N/M MEANS NOT MEASURED

N/A MEANS NOT AVAILABLE

D E

P T

H

M E

T E

R S

D E

P T

H

F E

E T

S A

M P

L E

S Y

M B

O L

DESCRIPTION USCS

TEST

RESULTS

Wc

Wc (%)

N

N-Value

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic it iv e o f th e s it

7.5

MEDIUM DENSE

GRAY

CLAYEY FINE SAND

LOOSE

GRAY

CLAYEY FINE SAND

VERY LOOSE

GRAY

CLAYEY FINE SAND

VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC CLAY WITH SAND

VERY STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SILT WITH SAND

STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SILT WITH SAND

VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY SILT

MEDIUM DENSE/STIFF

GRAY

HIGHLY PLASTIC CLAYEY SAND

FIRM

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

LOOSE

BROWN

SILTY FINE SAND

VERY SOFT

SC

SC

SC

CH

MH

MH

MH

SC

CH

CH

SM

-200%=24

LL=23

PI=12

-200%=24

-200%=76

LL=117

PI=88

-200%=75

LL=80

PI=36

-200%=65

-200%=46

LL=56

PI=32

-200%=20

-200%=59

LL=116

PI=79

WOH

WOH

WOH

ST

WOH

WOH

ST

WOH

WOH

WOH

WOH

WOH

ST

WOH

WOH

ST

WOH

WOH

PROJECT: PUMP STATION 92 HAMMER TYPE: AUTOMATIC

CLIENT: MOORE BASS CONSULTING, INC. NORTHING: 532494

PROJECT NO.: 39-13-25-01/102 EASTING: 2072827

PROJECT LOCATION: TALLAHASSEE, FLORIDA ELEVATION (FEET): 52.0

BORING NO.: TPS-2 DATE: 3/3/2025

DRILLER: B. GUERRA FLUID LOSS: 100% @ 38.0'

DEPTH TO WATER (FEET): INITIAL: > 14.0' 24 HR: N/M CASING DEPTH (FEET):NONE

NOTES: N/M MEANS NOT MEASURED

N/A MEANS NOT AVAILABLE

D E

P T

H

M E

T E

R S

D E

P T

H

F E

E T

S A

M P

L E

S Y

M B

O L

DESCRIPTION USCS

TEST

RESULTS

Wc

Wc (%)

N

N-Value

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic it iv e o f th e s it

17.5

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

HARD

WHITE

WEATHERED LIMESTONE

CH

WOH

50/5"

WOH

50/5"

PROJECT: PUMP STATION 92 HAMMER TYPE: AUTOMATIC

CLIENT: MOORE BASS CONSULTING, INC. NORTHING: 532494

PROJECT NO.: 39-13-25-01/102 EASTING: 2072827

PROJECT LOCATION: TALLAHASSEE, FLORIDA ELEVATION (FEET): 52.0

BORING NO.: TPS-2 DATE: 3/3/2025

DRILLER: B. GUERRA FLUID LOSS: 100% @ 38.0'

DEPTH TO WATER (FEET): INITIAL: > 14.0' 24 HR: N/M CASING DEPTH (FEET):NONE

NOTES: N/M MEANS NOT MEASURED

N/A MEANS NOT AVAILABLE

D E

P T

H

M E

T E

R S

D E

P T

H

F E

E T

S A

M P

L E

S Y

M B

O L

DESCRIPTION USCS

TEST

RESULTS

Wc

Wc (%)

N

N-Value

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic it iv e o f th e s it

7.5

1.7-INCHES ASPHALT

4.0-INCHES LIMEROCK BASE

MEDIUM DENSE

BROWN

SILTY FINE SAND WITH LIMEROCK

MEDIUM DENSE

BROWN

SILTY FINE SAND

LOOSE

BROWN

SILTY FINE SAND

MEDIUM DENSE

GRAY AND ORANGE

CLAYEY FINE SAND

LOOSE

GRAY AND ORANGE

CLAYEY FINE SAND

MEDIUM DENSE

GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND

STIFF

GRAY

HIGHLY PLASTIC SANDY SILY

LOOSE

GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND

SOFT

GRAY AND ORANGE

HIGHLY PLASTIC SILT

STIFF

GRAY AND ORANGE

HIGHLY PLASTIC SILT

SM

SM

SM

SC

SC

SC

MH

SC

MH

MH

-200%=30

LL=23

PI=7

-200%=15

-200%=30

LL=31

PI=13

-200%=40

LL=58

PI=35

-200%=43

-200%=63

LL=73

PI=37

-200%=41

-200%=91

LL=188

PI=113

ST

ST

ST

ST

PROJECT: PUMP STATION 92 HAMMER TYPE: AUTOMATIC

CLIENT: MOORE BASS CONSULTING, INC. NORTHING: 532505

PROJECT NO.: 39-13-25-01/102 EASTING: 2072843

PROJECT LOCATION: TALLAHASSEE, FLORIDA ELEVATION (FEET): 52.0

BORING NO.: TPS-3 DATE: 6/17/2025

DRILLER: B. GUERRA FLUID LOSS: 100% @ 41.0'

DEPTH TO WATER (FEET): INITIAL: > 10.0' 24 HR: N/M CASING DEPTH (FEET): 45.0

NOTES: N/M MEANS NOT MEASURED

N/A MEANS NOT AVAILABLE

D E

P T

H

M E

T E

R S

D E

P T

H

F E

E T

S A

M P

L E

S Y

M B

O L

DESCRIPTION USCS

TEST

RESULTS

Wc

Wc (%)

N

N-Value

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic it iv e o f th e s it

17.5

VERY SOFT

GRAY AND ORANGE

HIGHLY PLASTIC SILT

WEATHERED

WHITE

HIGHLY WEATHERED LIMESTONE

HARD

WHITE

WEATHERED LIMESTONE

CORE #1

REC=56%

RQD=35%

HARD

WHITE

WEATHERED LIMESTONE

CORE #2

REC=88%

RQD=42%

HARD

WHITE

WEATHERED LIMESTONE

CORE #3

REC=70%

RQD=38%

HARD

WHITE

WEATHERED LIMESTONE

CORE #4

REC=63%

RQD=38%

WEATHERED

WHITE

HIGHLY WEATHERED LIMESTONE

MH

WOH

WOH

50/3"

WOH

WOH

50/3"

PROJECT: PUMP STATION 92 HAMMER TYPE: AUTOMATIC

CLIENT: MOORE BASS CONSULTING, INC. NORTHING: 532505

PROJECT NO.: 39-13-25-01/102 EASTING: 2072843

PROJECT LOCATION: TALLAHASSEE, FLORIDA ELEVATION (FEET): 52.0

BORING NO.: TPS-3 DATE: 6/17/2025

DRILLER: B. GUERRA FLUID LOSS: 100% @ 41.0'

DEPTH TO WATER (FEET): INITIAL: > 10.0' 24 HR: N/M CASING DEPTH (FEET): 45.0

NOTES: N/M MEANS NOT MEASURED

N/A MEANS NOT AVAILABLE

D E

P T

H

M E

T E

R S

D E

P T

H

F E

E T

S A

M P

L E

S Y

M B

O L

DESCRIPTION USCS

TEST

RESULTS

Wc

Wc (%)

N

N-Value

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic it iv e o f th e s it

7.5

1.7-INCHES ASPHALT

6.0-INCHES LIMEROCK BASE

MEDIUM DENSE

GRAY

SILTY FINE SAND

LOOSE

GRAY AND ORANGE

CLAYEY FINE SAND

VERY LOOSE

GRAY AND ORANGE

CLAYEY FINE SAND

LOOSE

GRAY AND ORANGE

CLAYEY FINE SAND

MEDIUM DENSE

GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND

LOOSE

GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND

LOOSE

ORANGE

HIGHLY PLASTIC CLAYEY SAND

LOOSE

GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND

SOFT

GRAY AND ORANGE

HIGHLY PLASTIC CLAY WITH SAND

SM

SC

SC

SC

SC

SC

CH

-200%=22

-200%=32

-200%=48

-200%=36

LL=54

PI=37

-200%=45

LL=75

PI=41

-200%=77

LL=152

PI=112

ST

ST

ST

ST

PROJECT: PUMP STATION 92 HAMMER TYPE: AUTOMATIC

CLIENT: MOORE BASS CONSULTING, INC. NORTHING: 532487

PROJECT NO.: 39-13-25-01/102 EASTING: 2072838

PROJECT LOCATION: TALLAHASSEE, FLORIDA ELEVATION (FEET): 52.0

BORING NO.: TPS-4 DATE: 6/18/2025

DRILLER: B. GUERRA FLUID LOSS: 30% @ 41.0'

DEPTH TO WATER (FEET): INITIAL: > 10.5' 24 HR: 16.8' CASING DEPTH (FEET): 45.0

NOTES: N/M MEANS NOT MEASURED

N/A MEANS NOT AVAILABLE

D E

P T

H

M E

T E

R S

D E

P T

H

F E

E T

S A

M P

L E

S Y

M B

O L

DESCRIPTION USCS

TEST

RESULTS

Wc

Wc (%)

N

N-Value

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic it iv e o f th e s it

17.5

VERY SOFT

GRAY AND ORANGE

HIGHLY PLASTIC CLAY WITH SAND

SOFT

WHITE

HIGHLY WEATHERED LIMESTONE

MODERATELY HARD

WHITE

HIGHLY WEATHERED LIMESTONE

HARD

WHITE

WEATHERED LIMESTONE

CORE #1

REC=85%

RQD=66%

HARD

WHITE

WEATHERED LIMESTONE

CORE #2

REC=53%

RQD=28%

HARD

WHITE

WEATHERED LIMESTONE

CORE #3

REC=33%

RQD=20%

MODERATELY HARD

WHITE

HIGHLY WEATHERED LIMESTONE

CH

WOH

50/4"

50/4"

50/5"

WOH

50/4"

50/4"

50/5"

PROJECT: PUMP STATION 92 HAMMER TYPE: AUTOMATIC

CLIENT: MOORE BASS CONSULTING, INC. NORTHING: 532487

PROJECT NO.: 39-13-25-01/102 EASTING: 2072838

PROJECT LOCATION: TALLAHASSEE, FLORIDA ELEVATION (FEET): 52.0

BORING NO.: TPS-4 DATE: 6/18/2025

DRILLER: B. GUERRA FLUID LOSS: 30% @ 41.0'

DEPTH TO WATER (FEET): INITIAL: > 10.5' 24 HR: 16.8' CASING DEPTH (FEET): 45.0

NOTES: N/M MEANS NOT MEASURED

N/A MEANS NOT AVAILABLE

D E

P T

H

M E

T E

R S

D E

P T

H

F E

E T

S A

M P

L E

S Y

M B

O L

DESCRIPTION USCS

TEST

RESULTS

Wc

Wc (%)

N

N-Value

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic it iv e o f th e s it

0.5

1.5

MEDIUM DENSE

BROWN

CLAYEY FINE SAND

MEDIUM DENSE

BROWN

SILTY FINE SAND

A-2-6

A-2-4

-200%=23

-200%=22

LL=23

PI=13

-200%=13

PROJECT: PUMP STATION 92 HAMMER TYPE: CPI

CLIENT: MOORE BASS CONSULTING, INC. NORTHING: 532535

PROJECT NO.: 39-13-25-01/102 EASTING: 2072876

PROJECT LOCATION: TALLAHASSEE, FLORIDA ELEVATION (FEET): 52.0

BORING NO.: DRI-1 DATE: 6/19/2025

DRILLER: J. NELSON FLUID LOSS: N/A

DEPTH TO WATER (FEET): INITIAL: > 5.5' 24 HR: > 5.5' CASING DEPTH (FEET):NONE

NOTES: N/M MEANS NOT MEASURED

N/A MEANS NOT AVAILABLE

D E

P T

H

M E

T E

R S

D E

P T

H

F E

E T

S A

M P

L E

S Y

M B

O L

DESCRIPTION AASHTO

TEST

RESULTS

Wc

Wc (%)

N

N-Value

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic it iv e o f th e s it

APPENDIX C

SOIL CLASSIFICATION DATA

0.0-0.5 14 -- SC MEDIUM DENSE

GRAY

CLAYEY FINE SAND

1.0-1.5 21 97 96 95 86 69 41 23 13 SC MEDIUM DENSE

GRAY

CLAYEY FINE SAND

2.0-2.5 6 13 SC MEDIUM DENSE

GRAY

CLAYEY FINE SAND

3.0-3.5 7 10 SC MEDIUM DENSE

GRAY

CLAYEY FINE SAND

4.0-4.5 8 7 SC LOOSE

GRAY

CLAYEY FINE SAND

5.0-5.5 9 7 SC LOOSE

GRAY

CLAYEY FINE SAND

6.0-7.5 12 5 SC LOOSE

GRAY

CLAYEY FINE SAND

7.5-9.0 14 3 SC LOOSE

GRAY

CLAYEY FINE SAND

9.0-10.5 43 100 100 100 98 96 88 72 122 94 12 CH STIFF

ORANGE AND GRAY

HIGHLY PLASTIC CLAY WITH SAND

10.5-12.0 26 1 CH VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC CLAY WITH SAND

12.5-14.0 54 2 CH SOFT

ORANGE AND GRAY

HIGHLY PLASTIC CLAY WITH SAND

15.0-16.5 29 11 CH STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

17.5-19.0 44 11 CH STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.

SOIL CLASSIFICATION DATA

Project: PUMP STATION 92

Client: MOORE BASS CONSULTING, INC. Project No.: 39-13-25-01/102

Boring: TPS-1 Location: TALLAHASSEE, FL

DEPTH

(FEET)

Wc

-4

-10

-20

-40

-60

-100

-200

LL PI

Org.

N Value

USCS Description

20.0-21.5 28 100 100 100 98 93 66 51 71 58 13 CH VERY STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

22.5-24.0 47 7 CH STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

24.5-26.5 45 100 100 100 100 99 92 66 80 51 ST CH VERY STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

27.5-29.0 36 100 100 100 100 99 90 33 7 SM MEDIUM DENSE

ORANGE AND GRAY

SILTY FINE SAND

30.0-31.5 48 2 SM VERY LOOSE

ORANGE AND GRAY

SILTY FINE SAND

32.5-34.0 114 100 100 100 100 99 96 60 151 94 WOH MH VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY SILT

35.0-36.5 81 1 MH VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY SILT

38.0-40.0 -- 18 -- MODERATELY SOFT

WHITE

HIGHLY WEATHERED LIMESTONE

40.0-41.5 -- 36 -- MODERATELY HARD

WHITE

HIGHLY WEATHERED LIMESTONE

ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.

SOIL CLASSIFICATION DATA

Project: PUMP STATION 92

Client: MOORE BASS CONSULTING, INC. Project No.: 39-13-25-01/102

Boring: TPS-1 Location: TALLAHASSEE, FL

DEPTH

(FEET)

Wc

-4

-10

-20

-40

-60

-100

-200

LL PI

Org.

N

0.0-0.5 12 -- SC MEDIUM DENSE

GRAY

CLAYEY FINE SAND

1.0-1.5 12 100 99 98 88 70 43 24 23 12 13 SC MEDIUM DENSE

GRAY

CLAYEY FINE SAND

2.0-2.5 22 8 SC MEDIUM DENSE

GRAY

CLAYEY FINE SAND

3.0-3.5 22 5 SC LOOSE

GRAY

CLAYEY FINE SAND

4.0-4.5 12 7 SC LOOSE

GRAY

CLAYEY FINE SAND

5.0-5.5 13 5 SC LOOSE

GRAY

CLAYEY FINE SAND

6.0-7.5 34 1 SC VERY LOOSE

GRAY

CLAYEY FINE SAND

7.5-9.0 11 WOH SC VERY LOOSE

GRAY

CLAYEY FINE SAND

9.0-10.5 14 97 96 94 84 67 42 24 WOH SC VERY LOOSE

GRAY

CLAYEY FINE SAND

10.5-12.0 45 100 100 100 99 96 84 76 117 88 WOH CH VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC CLAY WITH SAND

12.0-14.0 37 100 100 99 98 95 88 75 80 36 ST MH VERY STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SILT WITH SAND

15.0-16.5 43 12 MH STIFF

ORANGE AND GRAY

HIGHLY PLASTIC SILT WITH SAND

17.5-19.0 38 WOH MH VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY SILT

ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.

SOIL CLASSIFICATION DATA

Project: PUMP STATION 92

Client: MOORE BASS CONSULTING, INC. Project No.: 39-13-25-01/102

Boring: TPS-2 Location: TALLAHASSEE, FL

DEPTH

(FEET)

Wc

-4

-10

-20

-40

-60

-100

-200

LL PI

Org.

N

20.0-21.5 47 100 100 100 99 97 85 65 WOH MH VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY SILT

22.5-24.5 32 100 100 100 99 98 96 46 56 32 ST SC MEDIUM DENSE/STIFF

GRAY

HIGHLY PLASTIC CLAYEY SAND

25.0-26.5 33 6 CH FIRM

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

27.5-29.0 38 2 CH SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

30.0-31.5 50 100 100 100 100 99 59 20 4 SM LOOSE

BROWN

SILTY FINE SAND

32.5-34.0 73 100 100 100 100 99 99 59 116 79 WOH CH VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

35.0-36.5 78 WOH CH VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

38.0-40.0 57 WOH CH VERY SOFT

ORANGE AND GRAY

HIGHLY PLASTIC SANDY CLAY

40.0-41.5 -- 64 -- HARD

WHITE

WEATHERED LIMESTONE

42.5-44.0 -- 50/5" -- HARD

WHITE

WEATHERED LIMESTONE

ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.

SOIL CLASSIFICATION DATA

Project: PUMP STATION 92

Client: MOORE BASS CONSULTING, INC. Project No.: 39-13-25-01/102

Boring: TPS-2 Location: TALLAHASSEE, FL

DEPTH

(FEET)

Wc

-4

-10

-20

-40

-60

-100

-200

LL PI

Org.

N

0.0-0.1 -- -- -- 1.7-INCHES ASPHALT

0.1-0.4 -- -- -- 4.0-INCHES LIMEROCK

0.4-0.5 13 -- SM MEDIUM DENSE

BROWN

SILTY FINE SAND WITH LIMEROCK

1.0-1.5 8 13 SM MEDIUM DENSE

BROWN

SILTY FINE SAND

2.0-2.5 12 100 98 96 87 72 48 30 23 7 10 SM MEDIUM DENSE

BROWN

SILTY FINE SAND

3.0-3.5 5 100 100 98 87 65 37 15 10 SM MEDIUM DENSE

BROWN

SILTY FINE SAND

4.0-4.5 7 8 SM LOOSE

BROWN

SILTY FINE SAND

4.5-6.0 8 5 SM LOOSE

BROWN

SILTY FINE SAND

6.0-7.5 8 7 SM LOOSE

BROWN

SILTY FINE SAND

7.5-9.0 11 7 SM LOOSE

BROWN

SILTY FINE SAND

9.0-10.5 17 100 100 99 89 72 49 30 31 13 9 SC MEDIUM DENSE

GRAY AND ORANGE

CLAYEY FINE SAND

10.5-12.0 20 4 SC LOOSE

GRAY AND ORANGE

CLAYEY FINE SAND

12.5-14.0 27 100 100 100 99 96 59 40 58 35 11 SC MEDIUM DENSE

GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND

15.0-16.5 21 14 SC MEDIUM DENSE

GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND

17.5-19.0 30 11 SC MEDIUM DENSE

ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.

SOIL CLASSIFICATION DATA

Project: PUMP STATION 92

Client: MOORE BASS CONSULTING, INC. Project No.: 39-13-25-01/102

Boring: TPS-3 Location: TALLAHASSEE, FL

DEPTH

(FEET)

Wc

-4

-10

-20

-40

-60

-100

-200

LL PI

Org.

N

GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND

20.0-21.5 34 100 100 99 94 82 56 43 18 SC MEDIUM DENSE

GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND

22.5-24.0 45 8 SC MEDIUM DENSE

GRAY AND ORANGE

HIGHLY PLASTIC CLAYEY SAND

25.0-27.0 44 100 100 100 100 100 98 63 73 37 ST MH STIFF

GRAY

HIGHLY PLASTIC SANDY SILY

27.5-29.0 45 100 100 100 100 100 97 41 5 SC…