CC-5513-24_Geotechnical_Report.pdf

TIERRA

591 Susan B. Britt Court Winter Garden, Florida 34787

Phone (407) 877-1354 Fax (407) 654-7347 Florida Certificate No. 6486

May 20, 2022

Pegasus Engineering, LLC.

301 West State Road 434, Suite 309 Winter Springs, Florida 32708

Attn: Mr. Fursan S. Munjed, P.E.

Principal/Project Manager

RE: Geotechnical Engineering Services Report

Central Boulevard Improvements – Phase I Seminole County, Florida County CIP No. 00265503 Tierra Project No.: 5511-21-015

Mr. Munjed:

Tierra, Inc. (Tierra) has completed a Geotechnical Engineering Services Report for the above referenced project. The results of our field exploration program, laboratory testing, and subsequent geotechnical recommendations are presented in this report.

Tierra appreciates the opportunity to be of service to Pegasus Engineering, LLC on this project.

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

Respectfully Submitted, TIERRA, INC.

Luis Almodovar, P.E. Jeremy A. Sewell, P.E.

Geotechnical Engineer Senior Geotechnical Engineer Florida License No. 93273 Florida License No. 62951

This item has been digitally signed and sealed by Jeremy A. Sewell, P.E.

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.

Table of Contents

1.0 PROJECT INFORMATION

1.1 Project Authorization

1.2 Project Description

1.3 General Site Conditions

2.0 PURPOSE AND SCOPE OF SERVICES

3.0 REVIEW OF PUBLISHED DATA

3.1 Review of USDA Soil Survey

3.2 Review of USGS Quadrangle Map

3.3 Potentiometric Surface Elevation

4.0 SUBSURFACE EXPLORATION

4.1 Boring Location Plan and Utility Clearance

4.2 Soil Borings

4.2.1 Roadway Borings

4.2.2 SPT Borings

4.3 Asphalt Cores

4.4 Permeability Testing

5.0 LABORATORY TESTING

5.1 General

5.2 Test Designation

6.0 RESULTS OF SUBSURFACE EXPLORATION

6.1 General Soil Conditions

6.2 Groundwater

6.3 Seasonal High Groundwater Estimates

6.4 Organic Soils

7.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS

7.1 General

7.2 Cut and Fill Slopes

7.3 Excavations

7.4 Groundwater Control

7.5 On-Site Soil Suitability

7.6 General Roadway Construction

7.7 Pavement Design Considerations

8.0 REPORT LIMITATIONS

Table of Contents

APPENDIX A

USDA Soil Survey Map (1 Sheet) USGS Quadrangle Map (1 Sheet) Roadway Boring Location Plan (3 Sheets) Roadway Soil Profiles (2 Sheets) Pond Soil Survey (2 Sheets) Muck Delineation Plan (1 Sheet)

APPENDIX B

Summary of USDA NRCS Soil Survey of Seminole County, Florida – Table 1 Summary of Seasonal High Groundwater Table Estimates – Table 2 Summary of Laboratory Test Results for Soil Classification - Table 3 Summary of Laboratory Test Results for Environmental Classification - Table 4

APPENDIX C

Pavement and Base Material Data Sheet Photographs of Pavement Cores (4 Sheets)

Geotechnical Engineering Services Report Central Boulevard Improvements – Phase I Seminole County, Florida County CIP No. 00265503 Tierra Project No. 5511-21-015

1.0 PROJECT INFORMATION

1.1 Project Authorization

Authorization to proceed with this project was issued by Pegasus Engineering, LLC (Pegasus) in accordance with a Subconsultant Agreement dated February 25, 2021.

1.2 Project Description

The project consists of improvements to Lake Minnie Drive and Eslinger Way in Seminole County, Florida. Based on the information provided by Pegasus, we understand the improvements will consist of the realignment of portions of Eslinger Way and the widening and addition of a right-turn lane to Lake Minnie Drive. Other improvements will include a stormwater pond located on the west end of Lake Minnie Drive, and improvements to the existing stormwater pond located on the south side of Eslinger Way approximately 1,100 feet west of US 17/92 (S. Orlando Drive). It is our understanding that the parcel located to the north of the Seminole County Sherriff’s Office parking lot and south of Lake Minnie Drive is being considered for future development/site expansion.

We also understand the project is planned to be designed/constructed in two separate phases.

Phase I will include the widening/improvements to Lake Minnie Drive and the realignment and widening/improvements to the northern portion of Eslinger Way from US 17/92 (S. Orlando Drive) for approximately 3,200 feet. Phase 2 will comprise the realignment of the southern portion of Eslinger Way for approximately 1,200 feet, the realignment of County Home Road (west of US 17/92), and improvements to College Drive at the Campus Lane entrance to Seminole State College. The Phase 2 portion of the project will be submitted under a separate cover.

1.3 General Site Conditions

The proposed improvements are located within Seminole County’s Five Points Operation Complex, and portion of Lake Minnie Drive. The surrounding areas within the project improvement limits consist primarily of County and State facilities and offices (i.e. animal services, public safety, correctional center, etc.) and a residential community.

2.0 PURPOSE AND SCOPE OF SERVICES

This study was performed to obtain information on the existing subsurface conditions at the project site to assist the design team in developing design and construction plans. The following services were provided:

1. Reviewed soil information from the Soil Survey of Seminole County, Florida published by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS). Reviewed topographic and potentiometric information obtained from the “Sanford, Florida” and “Casselberry, Florida” Quadrangle Maps and the “Potentiometric Surface of the Upper Floridan Aquifer, West-Central Florida” map published by the USGS, respectively.

Seminole County, Florida County CIP No. 00265503

2. Performed site reconnaissance and coordinated utility clearances via Sunshine State One Call.

3. Executed a program of subsurface exploration consisting of soil borings, subsurface sampling and field testing:

Performed forty (40) hand auger borings to depths ranging from approximately

2.5 to 5 feet below existing grades within the proposed roadway improvement limits.

Performed seven (7) Standard Penetration Test (SPT) borings to depths of 20 feet below existing grades within the proposed roadway widening limits.

Performed five (5) Standard Penetration Test (SPT) borings to depths of 20 feet below existing grades within the footprint of the new and existing stormwater ponds.

Performed four (4) full depth pavement cores to identify the existing pavement type and thickness.

Completed four (4) field permeability tests at depths of approximately 1 to 2 feet below existing site grades within the limits of the new and existing stormwater ponds.

Performed a series of manual probes and hand auger borings to delineate the approximate vertical and horizontal limits of any unsuitable soils within the proposed future development parcel.

4. Visually classified and stratified the recovered soil samples in the laboratory. Performed laboratory tests on selected representative samples to develop the soil legend for the project in accordance with the American Association of State Highway and Transportation Officials (AASHTO) Soil Classification System.

5. Collected groundwater level measurements. Estimated the depth to the seasonal high groundwater level at the roadway boring locations.

6. Prepared this engineering report, which summarizes the course of study pursued, the field and laboratory data generated, and the subsurface conditions encountered.

3.0 REVIEW OF PUBLISHED DATA

3.1 Review of USDA Soil Survey

Based on a review of the “Soil Survey of Seminole County, Florida” published by the USDA, it appears that there are six (6) primary soil-mapping units noted within the project improvement limits. A reproduction of the USDA Vicinity Map is illustrated in Appendix A and the soil mapping units are summarized in Table 1 in Appendix B.

Seminole County, Florida County CIP No. 00265503

It should be noted that information contained in the USDA Soil Survey may not be reflective of actual soil and groundwater conditions, particularly if recent development in the project vicinity has modified soil conditions or surface/subsurface drainage.

3.2 Review of USGS Quadrangle Map

Based on a review of the United States Geological Survey (USGS) quadrangle maps of “Sanford, Florida” and “Casselberry, Florida”, it appears that the natural ground surface elevations along the project alignment generally range from approximately +35 feet to +50 feet National Geodetic Vertical Datum of 1929 (NGVD 29). This is reasonably consistent with the site specific boring elevation data provided to us by the project surveyor indicating elevations ranging from approximately +38.3 feet to +49.2 feet North American Vertical Datum of 1988

(NAVD88).

3.3 Potentiometric Surface Elevation

Based on a review of the “Potentiometric Surface of the Upper Floridan Aquifer, West-Central Florida” maps, the potentiometric surface elevation of the Upper Floridan Aquifer in the project vicinity could potentially range from approximately +30 to +40 feet, NGVD 29. As indicated in Section 3.2, the ground surface elevation along the project alignments at the boring locations ranges from approximately +38.3 to +49.2 feet, NAVD88. Artesian flow conditions were not encountered during our field explorations.

4.0 SUBSURFACE EXPLORATION

4.1 Boring Location Plan and Utility Clearance

Prior to commencing our subsurface explorations, a boring location plan for the proposed improvements was produced. This boring location plan was generated based on project information provided by, and coordinated with, Pegasus. Upon finalizing the boring location plan, Tierra personnel staked and performed the borings in the field. Generally, the borings were performed at the proposed boring locations. When not possible, due to access or utility constraints, the boring locations were altered and the offsets were recorded on the field boring logs.

Utility clearances were coordinated by Tierra and updated as required prior to performing the soil borings in order to reduce the potential for damage to any underground utilities during the drilling process. Subsurface explorations were also conducted in general compliance with the applicable FDOT Roadway and Traffic Design Standards.

4.2 Soil Borings

4.2.1 Roadway Borings

To evaluate the subsurface conditions and groundwater table levels along the roadway widening limits, forty (40) hand auger borings were advanced to depths ranging from approximately 2.5 to 5 feet below the existing ground surface.

Seminole County, Florida County CIP No. 00265503

The hand auger borings were performed by manually twisting and advancing a bucket auger into the ground, typically in 4 to 6 inch increments. As each soil type was revealed, representative samples were collected and returned to our office for confirmation of the field classification by a geotechnical engineer.

4.2.2 SPT Borings

To evaluate the subsurface conditions and groundwater table levels along the proposed improvement limits, Standard Penetration Test (SPT) borings were advanced to depths of 20 feet below the existing ground surface. More specifically, seven (7) SPT borings were performed along the roadway widening limits, and five (5) SPT borings were performed within the footprint of the new and existing stormwater ponds.

The SPT borings were performed with the use of a drill rig using Bentonite Mud drilling procedures. The soil sampling was performed in general accordance with ASTM D-1586 “Penetration Test and Split-Barrel Sampling of Soils”. The initial 4 feet of some of the borings were performed using manual hand auger methods to verify utility clearance.

SPT resistance N values were then taken continuously to a depth of 10 feet and on intervals of 5 feet thereafter.

Soil stratification was determined based on a review of recovered samples, laboratory test results, and interpretation of field boring logs. Stratification lines represent approximate boundaries between soil layers of different engineering properties; however actual transitions between layers may be gradual. In some cases, small variations in properties that were not considered pertinent to our engineering evaluation may have been abbreviated or omitted for clarity. The soil profiles represent the conditions at the particular boring location and variations do occur among the borings. Specific details about subsurface conditions and materials encountered at each test location can be obtained from the Roadway Soil Profiles and Pond Soil Survey sheets presented in Appendix A.

4.3 Asphalt Cores

Tierra performed four (4) pavement cores. Three (3) were performed along the northern portion of Eslinger Way/Springs Road and one (1) was performed along the eastern portion of Lake Minnie Drive. The purpose of the coring was to determine the pavement and base type/thickness at the core locations. The results of our pavement cores are presented in the Pavement and Base Material Data Sheet in Appendix C.

The pavement cores were performed with the use of a 3.5 inch outside diameter core bit. The resulting core holes were backfilled with asphalt patch to the existing pavement surface. The asphalt patch was placed in approximately 2-inch lifts which were compacted through the use of a 10-pound hand-held rammer. The hand-held rammer is the same device used by Tierra in the Modified Proctor Test (ASTM D-1557). The pavement cores and soil samples were transported to our laboratory for visual classification. The pavement cores were visually classified using FDOT asphalt mixture nomenclature.

Seminole County, Florida County CIP No. 00265503

4.4 Permeability Testing

Tierra also performed four (4) field permeability tests. Two (2) tests were performed within the footprint of each, new and existing, stormwater ponds. The tests were performed at depths of approximately 1 to 2 feet below the existing ground surface and were completed in general accordance with the open-end pipe hydraulic conductivity test procedure (1974, U.S. Bureau of Reclamation Test Designation E-18).

The following table presents the results of the field testing and our interpretation of the results with respect to the hydraulic conductivity of the in-situ soils at each test location:

Boring/Test Location Stratum Tested

Test Depth (feet)

In-situ Vertical Unsaturated Hydraulic Conductivity, (feet/day)

Existing Pond

PB-1 2 2 < 1

PB-2 1 1 < 1

Proposed New Pond

PB-4 1 2 > 30

PB-5 1 2 > 30

Stormwater System

Based on the results of our borings and field permeability tests performed in the area of the proposed new stormwater pond, we are recommending the following parameters be used to model the shallow effective aquifer in the pond recovery analysis.

Parameter Value Unit

Coefficient of Vertical Permeability* Coefficient of Horizontal Permeability* SHGWT Depth Base of Aquifer Depth** Fillable Porosity of Shallow Aquifer

1.5

20.0 feet per day feet per day feet feet percent

* These rates are unfactored. The designer should employ an appropriate reduction/safety factor.

** Base of aquifer depth corresponds to the termination depth of borings.

Seminole County, Florida County CIP No. 00265503

The performance of a given stormwater system is dependent on the soil permeability as well as the groundwater table, system bottom elevation, system geometry, confining layer and water level in the system. We recommend a commercially available computer program such as PONDS or MODRET be used by an engineer experienced in groundwater modeling to evaluate the proposed stormwater system. The system should be designed and constructed in accordance with St. Johns River Water Management District and local City/County requirements. The provided coefficients of permeability are unfactored. The project drainage engineer should apply a factor of safety that is appropriate for the project design.

5.0 LABORATORY TESTING

5.1 General

Representative soil samples collected from the borings were classified and stratified in general accordance with the AASHTO Soil Classification Systems. Our classification was based on visual observations, using the results from the laboratory testing as confirmation.

5.2 Test Designation

The following list summarizes the laboratory tests currently being performed and respective test methods.

Grain-Size Analyses/Fines Content - The grain-size analyses and fines content tests were conducted in general accordance with the AASHTO test designation T-088 (ASTM test designation D-422).

Atterberg Limits - The liquid limit and the plastic limit tests ("Atterberg Limits") were conducted in general accordance with the AASHTO test designations T-089 and T-090, respectively (ASTM test designation D-4318).

Natural Moisture Content - The moisture content tests were conducted in general accordance with the AASHTO test designation T-265 (ASTM test designation D-2216).

Environmental Corrosion - The environmental corrosion tests were conducted in general accordance with the FDOT test designations FM 5-550, FM 5-551, FM 5-552 and FM 5- 553.

A summary of the laboratory test results for each soil stratum encountered along the project alignments is presented on the Roadway Soil Survey and Pond Soil Survey sheets in Appendix A. The Roadway Soils Survey sheet include ranges of laboratory test results for the soil samples collected from roadway and stormwater pond borings included in this report. A detailed summary of the laboratory test results performed for this report is presented in Appendix B.

Seminole County, Florida County CIP No. 00265503

6.0 RESULTS OF SUBSURFACE EXPLORATION

6.1 General Soil Conditions

Specific information of each auger boring performed is provided on the Roadway Soil Profiles and Pond Soil Survey sheets in Appendix A.

The soil strata encountered in the roadway borings performed at the project site are summarized in the following table:

Roadway Soil Strata

Stratum Number

Typical Soil Description

AASHTO

Classification

Light Brown to Brown, and Gray to Light Gray SAND to

SAND with Silt A-3

Brown to Gray-Brown Silty SAND, occasionally with clayey sand seams A-2-4

3 Gray to Gray-Brown Clayey SAND A-2-6

The subsurface soil stratification is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles included in Appendix A should be reviewed for specific information at individual boring locations. These profiles include soil descriptions and stratifications. The SPT boring profiles also include penetration resistances (i.e. SPT N-Values). The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations did occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.

6.2 Groundwater

The groundwater table was recorded, if encountered, at each of the boring locations during our field exploration. The depths to the groundwater table along the project alignment were found to range from at the ground surface to a depth of approximately 6.5 feet below the existing ground surface at the locations of the borings where the groundwater was encountered. The groundwater table measured at each of the boring locations is presented on the Roadway Soil Profiles and Pond Soil Survey sheets in Appendix A. The groundwater table was not encountered within the boring depths of the majority of the hand auger borings. GNE (groundwater not encountered) is indicated on the soil profiles of these borings.

Seminole County, Florida County CIP No. 00265503

Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences (i.e.

existing water management canals, swales, drainage ponds, underdrains and areas of covered soils, such as paved parking lots and sidewalks).

6.3 Seasonal High Groundwater Estimates

The seasonal high groundwater table (SHGWT) levels are estimated to range from at or above existing grade to depths greater than 5 feet below existing grades. A summary of these estimates is presented in Table 2 in Appendix B.

In general, the seasonal high groundwater table levels estimated along the project alignments were based on soil stratigraphy, the Seminole County, Florida USDA Soil Survey information and past experience with similar soil conditions.

6.4 Organic Soils

As previously noted, the parcel located north of the Seminole County Sherriff’s Office parking lot and south of Lake Minnie Drive is being considered for future development/site expansion. The parcel has been reported to have wetland features. As such, it was requested that a field exploration be performed within the limits of the parcel consisting of a series manual muck probes and hand auger borings to delineate the approximate vertical and horizontal limits of organic soils, if encountered. The results of our exploration program are presented in the Muck Delineation Plan sheet in Appendix A.

7.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS

7.1 General

In general, the existing shallow subsurface soils encountered in the borings performed are suitable for supporting the proposed roadway improvements after proper subgrade preparation.

If buried organic soils, debris or unsuitable fills are encountered during construction, they should be removed and replaced with clean, compacted, sandy (SELECT) soils in accordance with the FDOT Standard Plans.

The removal and utilization of plastic soils, top-soils and other surficial organic soils should be accomplished in accordance with the current FDOT Standard Plans. Site preparation should consist of normal clearing and grubbing followed by compaction of subgrade soils. Backfill should consist of materials conforming to FDOT Standard Plans. Clearing and grubbing and compaction should be accomplished in accordance with Sections 110 and 120 of the FDOT Standard Specifications for Road and Bridge Construction (SSRBC), latest edition.

7.2 Cut and Fill Slopes

We anticipate that fill and/or cuts will be required for the proposed improvements. Assuming proper subgrade preparation and adequate fill materials are utilized, we recommend that all side slopes be constructed on 2 horizontal to 1 vertical (2H:1V) or flatter. Once cross sectional information becomes available then critical slopes can be analyzed as appropriate.

Seminole County, Florida County CIP No. 00265503

7.3 Excavations

Excavations and temporary side slopes should comply with the Occupational Safety and Health Administration’s (OSHA) trench safety standards, 29 C.F.R., s. 1926.650, Subpart P, all subsequent revisions or updates of OSHA’s referenced standard adopted by the Department of Labor and Employment Security and Florida’s Trench Safety Act, Section 553.62, Florida Statutes. Excavated materials should not be stockpiled at the top of the slope within a horizontal distance equal to the excavation depth.

7.4 Groundwater Control

Depending upon groundwater levels and depths of excavations at the time of construction, some form of dewatering may be required for the anticipated construction activities. Tierra recommends that the Contractor determine the actual groundwater levels at the time of the construction to determine groundwater impacts on the planned construction procedure.

7.5 On-Site Soil Suitability

The general suitability of the soils encountered during our geotechnical exploration will be presented on the Roadway Soil Survey sheet in a future submittal. The FDOT Standard Plans should be consulted to determine the specific use/suitability of the soil types present within the project limits.

7.6 General Roadway Construction

The overall site preparation and mechanical densification work for the construction of the proposed roadway should be in accordance with the FDOT Specifications and Standard Index requirements.

7.7 Pavement Design Considerations

Grades for this type of roadway should be set to provide a minimum separation in accordance with the FDOT Plans and Preparation Manual (PPM) between the bottom of the base and the estimated seasonal high groundwater levels. Correspondingly, the base should remain at the minimum separation above sustained water levels in roadside ditches, making positive drainage of the ditches important.

The design of the pavement section should be in accordance with the FDOT flexible pavement manual and the FDOT PPM. The seasonal high groundwater table estimates provided in this report should be carefully reviewed and incorporated into the project pavement design. Tierra has also provided existing pavement section information in Appendix C.

Seminole County, Florida County CIP No. 00265503

8.0 REPORT LIMITATIONS

Our services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices at the time of this report. Our geotechnical engineering evaluation of the site and subsurface conditions with respect to the planned roadway improvements are based upon the following: (1) site observations, (2) the field exploratory test data obtained during the geotechnical study, and

(3) our understanding of the project information and anticipated grades as presented in this report. This company is not responsible for the conclusions, opinions or recommendations made by others based on these data.

The scope of the exploration was intended to evaluate soil conditions within the influence of the proposed roadway improvements. The analyses and recommendations submitted in this report are based upon the anticipated location and type of construction and data obtained from the soil borings performed at the locations indicated and does not reflect any variations which may occur among these borings. If any variations become evident during the course of construction, a re-evaluation of the recommendations contained in this report will be necessary after we have had an opportunity to observe the characteristics of the conditions encountered.

The scope of services, included herein, did not include any environmental assessment for the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater, air, on the site, below and around the site. Any statements in this report or on the boring logs regarding odors, colors, unusual or suspicious items and conditions are strictly for the information of Pegasus and Seminole County.

APPENDIX A

• USDA Soil Survey Map (1 Sheet)

• USGS Quadrangle Map (1 Sheet)

• Roadway Soil Survey Sheet

• Roadway Boring Location Plan (3 Sheets)

• Roadway Soil Profiles (2 Sheets)

• Pond Soil Survey (2 Sheets)

• Muck Delineation Plan (1 Sheet)

ENGINEERING DIVISION

ROAD NAME COUNTY CIP NO.

P.E. LICENSE NUMBER 62951

WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

00265503N/A

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P.E. LICENSE NUMBER 62951

WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

00265503N/A

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WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

00265503N/A

DATE BY

REVISIONS

DESCRIPTION

NO.

SHEET

ROADWAY SOIL SURVEY

SURVEY ENDS STA. : SURVEY BEGINS STA. :

MATERIALS AND RESEARCH

DEPARTMENT OF TRANSPORTATION

STATE OF FLORIDA

CROSS SECTION SOIL SURVEY FOR THE DESIGN OF ROADS

CONTENT

ORGANIC

CONTENT

MOISTURE

PERCENT PASS (%)

SIEVE ANALYSIS RESULTS

MESH

MESH

LIMIT

LIQUID

DATE OF SURVEY:

SURVEY MADE BY:

SUBMITTED BY: COUNTY:

ROAD NO.:

DISTRICT:

REFERENCE:

LIMITS (%)

ATTERBERG

TESTS

NO. OF

INDEX

PLASTIC

GROUP

AASHTO

CONTENT

MOISTURE DESCRIPTION

TESTS

NO. OF

CORROSION TEST RESULTS

pH

2-6 98-100 -- --10 89-94 33-38 -- 97-99 -- 6 13,000-46,000 30-45 <5-15 6.8-8.3 -- -- 1 --

EMBANKMENT AND SUBGRADE MATERIAL

GNE - GROUNDWATER NOT ENCOUNTERED

A-3

TIERRA, INC.

MESH

MESH

MESH

TESTS

NO. OF

TESTS

NO. OF

ORGANIC

TESTS

NO. OF

NO.

STRATUM

ohm-cm

RESISTIVITY

ppm

CHLORIDE

ppm

SULFATES

18-32 100 1 88-98 36-73 10 99-100 27 2 A-2-4

25-31 100 16-24 4 4 91-94 47-54 12-21 99 30-38 -- 4 3 -- A-2-6

N/A

SEMINOLEJEREMY A. SEWELL, P.E

SEMINOLE COUNTY CIP NO.: 00265503

NOTES:

COMPACT.

STRATUM 2 MAY RETAIN EXCESS MOISTURE AND MAY BE DIFFICULT TO DRY AND

PLANS, INDEX 120-001.

STRATUM 3 SHALL BE TREATED AS PLASTIC (P) IN ACCORDANCE WITH STANDARD

STANDARD PLANS, INDEX 120-001.

STRATA 1 AND 2 SHALL BE TREATED AS SELECT (S) IN ACCORDANCE WITH

THE SYMBOL "-" REPRESENTS AN UNMEASURED PARAMETER.

ESTIMATING EARTHWORK ONLY AND DO NOT INDICATE ACTUAL STRATUM LIMITS.

BORING LOCATION ONLY. ANY SUBSOIL CONNECTING LINES SHOWN ARE FOR

STRATA BOUNDARIES ARE APPROXIMATE AND REPRESENT SOIL STRATA AT EACH

5.

4.

3.

2.

1.

15 8 -- 1-- -- -- -- -- --

TO SAND WITH SILT

LIGHT BROWN TO BROWN, AND GRAY TO LIGHT GRAY SAND

CLAYEY SAND SEAMS

BROWN TO GRAY-BROWN SILTY SAND, OCCASIONALLY WITH

GRAY TO GRAY-BROWN CLAYEY SAND

PROJECT NAME: CENTRAL BOULEVARD IMPROVEMENTS- PHASE I

APRIL 2021 TO NOVEMBER 2021

525+08.28 551+92.47 CENTERLINE OF CONSTRUCTION OF CENTRAL BOULEVARD

- ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

- GROUNDWATER TABLE ENCOUNTERED

SURVEY ENDS STA. : SURVEY BEGINS STA. : REFERENCE:29+00 43+00 CENTERLINE OF CONSTRUCTION OF LITTLE LAKE MINNIE DRIVE

1 STORY MASONRY BUILDING

VISITATION & RELEASE CENTER

1.3'

G A

T E

GATE

GATE

10'X12' EASEMENT

ORB 2930, PAGE 1202

10' UTILITY EASEMENT

ORB 7156, PAGE 1049

FFE=45.43

FFE=45.41

AB-33

AB-34

AB-36

AB-37

AB-38

AB-39

AB-41

AB-43 AB-44

AB-45

AB-46

AB-47

AB-48

AB-49

AB-50

AB-51

AB-53

AB-54B-52

B-42

B-40

B-35

E S

L I N

G

Y

C

AM

PU

S LAN

E

C O

L L E

G

D

IV

E

ANIMAL SERVICES

SEMINOLE COUNTY

FACILITY

CORRECTIONAL

JOHN E. POLK

¡ CONST. CENTRAL BLVD

ENGINEERING DIVISION

ROAD NAME COUNTY CIP NO.

P.E. LICENSE NUMBER 62951

WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

APPROXIMATE SPT BORING LOCATION

APPROXIMATE AUGER BORING LOCATION

LEGEND

APPROXIMATE PAVEMENT CORE LOCATION

00265503N/A

"M A

T C

H L

IN

E

A

N

Feet

100200

DATE BY

REVISIONS

DESCRIPTION

NO.

SHEET

BORING LOCATION PLAN (1)

545 550

IN

GRES

S/

EGRES

S

EAS

EM

ENT

ORB

PAGE

ORB

PAGE

ORB

PAGE

ORB

PAGE

ORB

PAGE

ORB

PAGE

TE

RM

IN

ATI

ON

OF

EAS

EM

ENT

ORB

PAGE

ORB

PAGE

IN

GRES

S/

EGRES

S

UTI

LI

TY

EAS

EM

ENT

ORB

PAGE

EAS

EM

ENT

ORB

PAGE

IN

GRES

S/

EGRES

S

EAS

EM

ENT

ORB

PAGE

EAS

EM

ENT

ORB

PAGE

SEMINOLE COUNTY SHERIFF OFFICE

3 STORY MASONRY BUILDING

FF

E=

.8

FF

.0

G A

T E

W

AB-55

AB-56

AB-58 AB-59

AB-60 AB-61

AB-63

AB-64

AB-65

B-62

B-57

C-4 C-5

C-6

U S

-9

SHERIFF'S OFFICE

SEMINOLE COUNTY

ESLINGER WAY

¡ CONST. CENTRAL BLVD

ENGINEERING DIVISION

ROAD NAME COUNTY CIP NO.

P.E. LICENSE NUMBER 62951

WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

APPROXIMATE SPT BORING LOCATION

APPROXIMATE AUGER BORING LOCATION

LEGEND

APPROXIMATE PAVEMENT CORE LOCATION

00265503N/A

M

A T

C H

L I N

N

Feet

100200

DATE BY

REVISIONS

DESCRIPTION

NO.

BORING LOCATION PLAN (2)

1 STORY METAL BUILDING

SHED SHED SHED

SHED

C A R P

O R T

BUILDING

BRICK

1 STORY

TR

AILE

R

S H E D

S H E D

TR

A

IL

E R

T R

A

IL

E R

TR

A

IL

E R

TR

AILE

R

T R

A

IL

E R

S H E D

C

AR

P O R T

S H

ED

S H

E D

APPROXIMATE WATER

ELEVATION=34.3

DATE 11/11/2021

B U

IL

D

IN

G S

H E D

S H

ED

B U

IL

D

IN

G

F R

A M

E

B

U

IL

D

IN

G

S T O

Y

O

O D

S H E D

INGRESS EGRESS AND UTILITY EASEMENT

PLAT BOOK 41, PAGES 74-77

ORB 2111, PAGE 340

FF=40.84

FF=41.14

FOUND 1/2" IRON ROD

NO ID

AB-66

AB-67

AB-68

AB-69

C-7

LAKE MINNIE DRIVE

B-70

AB-78

AB-79

AB-77

AB-76

AB-75

AB-74

AB-73

AB-72

AB-71

¡ CONST. LITTLE LAKE MINNIE DR

ENGINEERING DIVISION

ROAD NAME COUNTY CIP NO.

P.E. LICENSE NUMBER 62951

WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

APPROXIMATE SPT BORING LOCATION

APPROXIMATE AUGER BORING LOCATION

LEGEND

APPROXIMATE PAVEMENT CORE LOCATION

00265503N/A

N

Feet

100200

DATE BY

REVISIONS

DESCRIPTION

NO.

BORING LOCATION PLAN (3)

12 to 24

6 to 12

24 to 40

8 to 24

(BLOWS/FT.)

(BLOWS/FT.)

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6

1 to 3

3 to 8

8 to 15

30 to 50

10 to 30

4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8

2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER AUTOMATIC HAMMER

GROUNDWATER NOT ENCOUNTEREDGNE

LEGEND

FIELD EXPLORATIONS

GROUNDWATER LEVEL ENCOUNTERED DURING

SPT N-VALUE

SPT N-VALUE SPT N-VALUE

15 to 30

MEDIUM DENSE

HA

N

A-3

GRAY TO GRAY-BROWN CLAYEY SAND (A-2-6)

WITH CLAYEY SAND SEAMS (A-2-4)

BROWN TO GRAY-BROWN SILTY SAND, OCCASIONALLY

GRAY SAND TO SAND WITH SILT (A-3)

LIGHT BROWN TO BROWN, AND GRAY TO LIGHT

3.

2.

1.

HAND AUGERED TO VERIFY UTILITY CLEARANCE

(UNLESS OTHERWISE NOTED).

SPT VALUE FOR 12 INCHES OF PENETRATION

NUMBERS TO THE LEFT OF BORINGS INDICATE

BY VISUAL REVIEW.

AASHTO GROUP SYMBOL AS DETERMINED

PHASE I

ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

P.E. LICENSE NUMBER 62951

WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

00265503N/A

¡ MINNIE

¡ CONST.

MINNIE DRIVE

CENTERLINE OF CONSTRUCTION OF LITTLE LAKE

BOULEVARD

CENTERLINE OF CONSTRUCTION OF CENTRAL

P

TABLE

PERCHED ESTIMATED SEASONAL HIGH GROUNDWATER

NOTE:

BORING WHERE NO SYMBOL IS SHOWN.

ESTIMATED WITHIN THE EXPLORED DEPTH OF THE

THE SEASONAL HIGH GROUNDWATER TABLE IS NOT

ROAD NAME COUNTY CIP NO.

ENGINEERING DIVISION

AB-33

STA. 523 + 46

28' RT.

4/14/2021

GNE

AB-34

STA. 524 + 47

7' LT.

4/9/2021

GNE

B-35

STA. 525 + 39

40' RT.

4/27/2021

N

HA

HA

AB-36

STA. 526 + 43

24' LT.

4/9/2021

GNE

AB-37

STA. 527 + 74

2' RT.

4/9/2021

GNE

AB-38

STA. 528 + 32

12' RT.

4/9/2021

GNE

AB-39

STA. 529 + 36

2' RT.

4/9/2021

GNE

B-40

STA. 530 + 69

11' LT.

4/27/2021

N

HA

HA

AB-43

STA. 531 + 61

14' LT.

4/14/2021

GNE

AB-41

STA. 532 + 39

54' LT.

4/14/2021

GNE

AB-46

STA. 532 + 64

122' RT.

4/14/2021

GNE

AB-44

STA. 532 + 77

42' RT.

4/14/2021

GNE

AB-45

STA. 533 + 72

52' RT.

4/14/2021

GNE

B-42

STA. 534 + 21

24' LT.

4/28/2021

N

AB-47

STA. 534 + 86

24' RT.

4/14/2021

GNE

AB-48

STA. 536 + 00

71' LT.

4/9/2021

GNE

AB-49

STA. 536 + 54

16' LT.

4/9/2021

GNE

AB-50

STA. 536 + 66

81' RT.

4/14/2021

GNE

AB-51

STA. 537 + 31

23' RT.

4/14/2021

GNE

B-52

STA. 538 + 27

7' RT.

4/28/2021

N

HA

HA

AB-53

STA. 539 + 19

41' LT.

4/9/2021

GNE

AB-54

STA. 540 + 26

6' RT.

4/14/2021

GNE

AB-55

STA. 541 + 33

44' LT.

4/9/2021

GNE

AB-56

STA. 542 + 28

28' RT.

4/14/2021

GNE

B-57

STA. 543 + 21

3' LT.

4/27/2021

N

HA

HA

AB-58

STA. 544 + 44

47' RT.

4/14/2021

GNE

AB-59

STA. 545 + 37

46' RT.

4/14/2021

GNE

AB-60

STA. 546 + 34

14' LT.

4/9/2021

GNE

AB-61

STA. 547 + 47

16' LT.

4/9/2021

GNE

B-62

STA. 547 + 95

43' RT.

4/27/2021

N

HA

HA

¡ CONST.

¡ CONST.

¡ CONST.

¡ CONST.¡ CONST. ¡ CONST.

¡ CONST.

¡ CONST. ¡ CONST.

¡ CONST.

¡ CONST. ¡ CONST.

¡ CONST. ¡ CONST.

¡ CONST.¡ CONST.

¡ CONST. ¡ CONST.

¡ CONST.

¡ CONST.

¡ CONST.¡ CONST.

¡ CONST.

¡ CONST.

¡ CONST.

¡ CONST.

¡ CONST.

¡ CONST.

¡ CONST.¡ CONST.

D E

P T

H

I N

F

E E

T

D E

P T

H

I N

F

E E

T

D E

P T

H

I N

F

E E

T

D E

P T

H

I N

F

E E

T

D E

P T

H

I N

F

E E

T

D E

P T

H

I N

F

E E

T

DATE BY

REVISIONS

DESCRIPTION

NO.

SHEET

ROADWAY SOIL PROFILES (1)

P P

P

GNA

P

P

P P

P

P

L:\5511\2021\2021 Projects\5511-21-015 5 Points Complex\Microstation\Geotech\ABORRDProf_Phase1_01.dgnbgarcia 5/20/2022 10:29:32 AM Default

12 to 24

6 to 12

24 to 40

8 to 24

(BLOWS/FT.)

(BLOWS/FT.)

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6

1 to 3

3 to 8

8 to 15

30 to 50

10 to 30

4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8

2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER AUTOMATIC HAMMER

GROUNDWATER NOT ENCOUNTEREDGNE

LEGEND

FIELD EXPLORATIONS

GROUNDWATER LEVEL ENCOUNTERED DURING

SPT N-VALUE

SPT N-VALUE SPT N-VALUE

15 to 30

MEDIUM DENSE

HA

N

A-3

GRAY TO GRAY-BROWN CLAYEY SAND (A-2-6)

WITH CLAYEY SAND SEAMS (A-2-4)

BROWN TO GRAY-BROWN SILTY SAND, OCCASIONALLY

GRAY SAND TO SAND WITH SILT (A-3)

LIGHT BROWN TO BROWN, AND GRAY TO LIGHT

3.

2.

1.

HAND AUGERED TO VERIFY UTILITY CLEARANCE

(UNLESS OTHERWISE NOTED).

SPT VALUE FOR 12 INCHES OF PENETRATION

NUMBERS TO THE LEFT OF BORINGS INDICATE

BY VISUAL REVIEW.

AASHTO GROUP SYMBOL AS DETERMINED

PHASE I

ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

P.E. LICENSE NUMBER 62951

WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

00265503N/A

¡ MINNIE

¡ CONST.

MINNIE DRIVE

CENTERLINE OF CONSTRUCTION OF LITTLE LAKE

BOULEVARD

CENTERLINE OF CONSTRUCTION OF CENTRAL

P

TABLE

PERCHED ESTIMATED SEASONAL HIGH GROUNDWATER

NOTE:

BORING WHERE NO SYMBOL IS SHOWN.

ESTIMATED WITHIN THE EXPLORED DEPTH OF THE

THE SEASONAL HIGH GROUNDWATER TABLE IS NOT

ROAD NAME COUNTY CIP NO.

ENGINEERING DIVISION

AB-63

STA. 549 + 31

40' RT.

4/14/2021

GNE

AB-64

STA. 550 + 32

43' LT.

4/9/2021

GNE

AB-65

STA. 551 + 12

36' RT.

4/14/2021

GNE

AB-71

STA. 30 + 84

4' RT.

11/2/2021

AB-72

STA. 33 + 16

11' LT.

11/2/2021

AB-73

STA. 33 + 96

53' RT.

11/2/2021

AB-74

STA. 34 + 92

3' LT.

11/2/2021

AB-75

STA. 35 + 90

35' RT.

11/2/2021

AB-76

STA. 37 + 59

39' RT.

11/2/2021

AB-77

STA. 39 + 17

17' RT.

11/2/2021

AB-79

STA. 41 + 46

38' RT.

11/2/2021

AB-78

STA. 41 + 69

19' LT.

11/2/2021

AB-69

STA. 42 + 10

341' RT.

4/9/2021

GNE

AB-67

STA. 42 + 23

104' RT.

4/9/2021

AB-66

STA. 42 + 64

19' RT.

4/9/2021

AB-68

STA. 42 + 64

218' RT.

4/9/2021

B-70

STA. 42 + 85

419' RT.

5/7/2021

N

HA

HA

¡ CONST. ¡ CONST. ¡ CONST. ¡ MINNIE¡ MINNIE¡ MINNIE

¡ MINNIE ¡ MINNIE

¡ MINNIE¡ MINNIE¡ MINNIE

¡ MINNIE¡ MINNIE¡ MINNIE

¡ MINNIE

¡ MINNIE ¡ MINNIE

D E

P T

H

I N

F

E E

T

D E

P T

H

I N

F

E E

T

D E

P T

H

I N

F

E E

T

D E

P T

H

I N

F

E E

T

DATE BY

REVISIONS

DESCRIPTION

NO.

SHEET

ROADWAY SOIL PROFILES (2)

P

L:\5511\2021\2021 Projects\5511-21-015 5 Points Complex\Microstation\Geotech\ABORRDProf_Phase1_01.dgnbgarcia 5/20/2022 10:29:33 AM Default

PB-1

PB-2 ESLIN

G

ER W

AY

¡ CONST. CENTRAL BLVD

¡ CONST.

BOULEVARD

CENTERLINE OF CONSTRUCTION OF CENTRAL

N

BOR # PB-1

STA. 540+37

REF.

OFF. 261' RT.

ELEV. 39.6

DATE 4/26/2021

HAMMER AUTOMATIC

RIG D-25

N

BOR # PB-2

STA. 540+42

REF.

OFF. 124' RT.

ELEV. 39.7

DATE 4/26/2021

HAMMER AUTOMATIC

RIG D-25

¡ CONST. ¡ CONST.

E L E

V A

T I O

N

I N

F

E E

T

N

A V

D

ELEVATION 19.6 FT (NAVD 88)

BORING TERMINATED AT

ELEVATION 19.7 FT (NAVD 88)

BORING TERMINATED AT

E L E

V A

T I O

N

I N

F

E E

T

N

A V

D

12 to 24

6 to 12

24 to 40

8 to 24

(BLOWS/FT.)

(BLOWS/FT.)

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6

1 to 3

3 to 8

8 to 15

30 to 50

10 to 30

4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8

2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER AUTOMATIC HAMMER

APPROXIMATE SPT BORING LOCATION

LEGEND

FIELD EXPLORATIONS

GROUNDWATER LEVEL ENCOUNTERED DURING

SPT N-VALUE

SPT N-VALUE SPT N-VALUE

15 to 30

MEDIUM DENSE

ENGINEERING DIVISION

ROAD NAME COUNTY CIP NO.

P.E. LICENSE NUMBER 62951

WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

GRAY TO GRAY-BROWN CLAYEY SAND (A-2-6)

WITH CLAYEY SAND SEAMS (A-2-4)

BROWN TO GRAY-BROWN SILTY SAND, OCCASIONALLY

SAND TO SAND WITH SILT (A-3)

LIGHT BROWN TO BROWN, AND GRAY TO LIGHT GRAY

3.

2.

1.

N/A 00265503

NORTH AMERICAN VERTICAL DATUM OF 1988

HAND AUGERED TO VERIFY UTILITY CLEARANCE

(UNLESS OTHERWISE NOTED).

SPT VALUE FOR 12 INCHES OF PENETRATION

NUMBERS TO THE LEFT OF BORINGS INDICATE

BY VISUAL REVIEW.

AASHTO GROUP SYMBOL AS DETERMINED

NAVD 88

HA

N

A-3

ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

BORING LOCATION PLAN

N

DATE BY

REVISIONS

DESCRIPTION

NO.

SHEET

POND SOIL SURVEY (1)

Feet

0 50 b g a r c ia

:1 :0

P

M D e f a u lt

L

1\

P r o j e c t s -2

1-

P o in m p le x

M ic r o s t a t io n

G e o t e c h P

B O

R R

D 1.

d

38.00

39.00

36.25

CWL = 35.50 36.25

= 1.53 AC-FT

1.02 AC (@ 36.25 EL.)

1.5' (37.0-35.5) X

PROVIDED POND VOLUME (+/- 275'X220')

= 1.35 AC-FT

2.5 AC (ROAD IMP 1.5AC + POND 1 AC)

75% (PRE/POST) X

8.6" (25YR/24 HR) X

REQUIRED POND VOLUME

39.00

38.00

33.50

29.50

¡ CONST. LITTLE LAKE MINNIE DR

PB-3

PB-4

PB-5

PB-6

PB-7

¡ MINNIE

MINNIE DRIVE

CENTERLINE OF CONSTRUCTION OF LITTLE LAKE

N

BOR # PB-3

STA. 32+21

REF.

OFF. 76' LT.

ELEV. 39.1

DATE 4/28/2021

HAMMER AUTOMATIC

RIG D-25

N

BOR # PB-4

STA. 32+35

REF.

OFF. 275' LT.

ELEV. 37.9

DATE 4/28/2021

HAMMER AUTOMATIC

RIG D-25

N

BOR # PB-5

STA. 32+18

REF.

OFF. 454' LT.

ELEV. 39.4

DATE 4/28/2021

HAMMER AUTOMATIC

RIG D-25

N

HA

HA

BOR # PB-6

STA. 30+74

REF.

OFF. 263' LT.

ELEV. 40.1

DATE 5/16/2022

HAMMER AUTOMATIC

RIG D-25

N

HA

HA

BOR # PB-7

STA. 30+40

REF.

OFF. 118' LT.

ELEV. 39.5

DATE 5/16/2022

HAMMER AUTOMATIC

RIG D-25

¡ MINNIE ¡ MINNIE ¡ MINNIE ¡ MINNIE ¡ MINNIE

E L E

V A

T I O

N

I N

F

E E

T

N

A V

D

ELEVATION 19.1 FT (NAVD 88)

BORING TERMINATED AT

ELEVATION 17.9 FT (NAVD 88)

BORING TERMINATED AT ELEVATION 19.4 FT (NAVD 88)

BORING TERMINATED AT

ELEVATION 20.1 FT (NAVD 88)

BORING TERMINATED AT

ELEVATION 19.5 FT (NAVD 88)

BORING TERMINATED AT

E L E

V A

T I O

N

I N

F

E E

T

N

A V

D

12 to 24

6 to 12

24 to 40

8 to 24

(BLOWS/FT.)

(BLOWS/FT.)

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6

1 to 3

3 to 8

8 to 15

30 to 50

10 to 30

4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8

2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER AUTOMATIC HAMMER

APPROXIMATE SPT BORING LOCATION

LEGEND

FIELD EXPLORATIONS

GROUNDWATER LEVEL ENCOUNTERED DURING

SPT N-VALUE

SPT N-VALUE SPT N-VALUE

15 to 30

MEDIUM DENSE

ENGINEERING DIVISION

ROAD NAME COUNTY CIP NO.

P.E. LICENSE NUMBER 62951

WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

GRAY TO GRAY-BROWN CLAYEY SAND (A-2-6)

WITH CLAYEY SAND SEAMS (A-2-4)

BROWN TO GRAY-BROWN SILTY SAND, OCCASIONALLY

SAND TO SAND WITH SILT (A-3)

LIGHT BROWN TO BROWN, AND GRAY TO LIGHT GRAY

3.

2.

1.

N/A 00265503

NORTH AMERICAN VERTICAL DATUM OF 1988

HAND AUGERED TO VERIFY UTILITY CLEARANCE

(UNLESS OTHERWISE NOTED).

SPT VALUE FOR 12 INCHES OF PENETRATION

NUMBERS TO THE LEFT OF BORINGS INDICATE

BY VISUAL REVIEW.

AASHTO GROUP SYMBOL AS DETERMINED

NAVD 88

HA

N

A-3

ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

BORING LOCATION PLAN

N

Feet

0 50 b g a r c ia

:1 :1

P

M D e f a u lt

L

1\

P r o j e c t s -2

1-

P o in m p le x

M ic r o s t a t io n

G e o t e c h P

B O

R R

D .d g n

DATE BY

REVISIONS

DESCRIPTION

NO.

POND SOIL SURVEY (2)

P.E. LICENSE NUMBER 62951

WINTER GARDEN, FLORIDA 34787

591 SUSAN B. BRITT COURT

TIERRA, INC.

JEREMY A. SEWELL, P.E.

00265503N/A

N

Feet

100200

LEGEND

ORGANICS NOT ENCOUNTERED TO 5.0 FEET BELOW EXISTING GRADE

NORTHLAKE DR.

U S

-9

NE-5.0 NE-5.0 NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0 NE-5.0 NE-5.0

NE-5.0 NE-5.0

NE-5.0

NE-5.0 NE-5.0 NE-5.0NE-5.0

NE-5.0 NE-5.0 NE-5.0 NE-5.0NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0NE-5.0

NE-5.0 NE-5.0

NE-5.0 NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0

NE-5.0 NE-5.0 NE-5.0

NE-5.0 NE-5.0 NE-5.0 NE-5.0

NE-5.0NE-5.0

3.0-4.0

NE-20.0

NE-20.0

NE-20.0

DATE BY

REVISIONS

DESCRIPTION

NO.

SHEET

MUCK DELINEATION PLAN

NE-5.0

3.0-4.0

ORGANICS ENCOUNTERED 3.0 TO 4.0 FEET BELOW EXISTING GRADE

APPENDIX B

• Summary of USDA NRCS Soil Survey of Seminole County, Florida – Table 1

• Summary of Seasonal High Groundwater Table Estimates – Table 2

• Summary of Laboratory Test Results for Soil Classification - Table 3

• Summary of Laboratory Test Results for Environmental Classification - Table 4

Depth

(in)

USCS AASHTO

Permeability

(in/hr)

Depth

(feet) Months Uncoated Steel Concrete

0-80 SP, SP-SM A-3 20.0-40.0 4.5-6.5 > 6.0 Jan-Dec Low Moderate

0-64 SP, SP-SM A-3 6.0-20.0 4.5-6.0

64-80 SM-SC, SC A-2-4, A-2-6, A-4, A-6 0.6-2.0 4.5-6.0

0-80 SP, SP-SM A-3, A-2-4 6.0-20.00 3.5-7.3 +2.0-0.0 June-Dec High Moderate

0-2 SP, SP-SM A-3, A-2-4 6.0-20.0 3.5-6.5

2-15 SP, SP-SM A-3 6.0-20.0 3.5-6.5

15-25 SP-SM, SM A-3, A-2-4 0.6-6.0 3.5-6.5

25-80 SP, SP-SM A-3 6.0-20.0 3.5-6.5

0-9 SP-SM A-3, A-2-4 6.0-20.0 3.5-6.0

9-36 SP, SP-SM A-3, A-2-4 6.0-20.0 3.5-6.0

36-55 SP-SM, SM A-3, A-2-4 0.6-2.0 3.5-6.0

55-80 SP-SM, SM A-3, A-2-4 6.0-20.0 3.5-6.0

0-4 SP-SM A-3 20.0-43.5 4.0-6.0

4-55 SP-SM A-3 20.0-43.5 4.5-6.0

55-67 SP-SM A-2-4 0.6-6.0 4.0-6.0

67-80 SP-SM A-3, A-2-4 0.6-6.0 4.0-6.0

0-80 SP-SM, SM A-3, A-2-4 6.0-20.0 3.5-6.0 3.5-6.0 June-Nov Low High

0-6 SP-SM, SM, SM-SC A-2-4 6.0-20.0 4.5-6.5

6-64 SP-SM, SM A-2-4 6.0-20.0 4.5-6.5

64-76 SM-SC, SC A-4 2.0-6.0 4.5-6.0

76-80 SM-SC, SC, CL A-4, A-6 0.1-2.0 4.5-6.0

(34)

Urban land, 0 to 2 percent slopes

0-80 --- --- --- --- --- --- --- ---

TABLE 1

Summary of USDA NRCS Soil Survey of Seminole County

Tierra Project No: 5511-21-015

Central Boulevard Improvements - Phase I

Seminole County, Florida

County CIP No. 00265503

USDA Map Symbol and Soil Name

(6)

Astatula-Apopka fine sands, 0 to 5 percent slopes

Risk of CorrosionSeasonal High Water TableSoil Classification pH

> 6.0 Jan-Dec Moderate High

(11)

Basinger and

Smyrna fine sands, depressional +2.0-0.0 June-Dec High High

High

(27)

Pomello fine sand, 0 to 5 percent slopes

2.0-3.5 July-Nov Low High

(16)

Immokalee sand, 0 to 2 percent slopes

0.5-1.5 June-Nov High

3.5-5.0 LowJune-Oct High

(31)

Tavares-Millhopper complex, 0 to 5 percent slopes

Depth Below Elevation Soil SHGWT Depth Below Elevation

Ground NAVD 88 Map Depth

(3) Ground NAVD 88

Station Offset Surface Unit Surface

(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet)

AB - 34 524+47 7 LT 5.0 49.2 GNE

(5) < 44.2 04/09/2021 34 --- < 5.0 < 44.2

AB - 39 529+36 2 RT 5.0 47.8 GNE

(5) < 42.8 04/09/2021 31 3.5-5.0 < 5.0 < 42.8

AB - 44 532+77 42 RT 5.0 48.0 GNE

(5) < 43.0 04/14/2021 31 3.5-5.0 < 5.0 < 43.0

AB - 48 536+00 71 LT 5.0 40.7 GNE

(5) < 35.7 04/09/2021 16 0.5-1.5 2.0

(P) 38.7

AB - 50 536+66 81 RT 5.0 44.2 GNE

(5) < 39.2 04/14/2021 16 0.5-1.5 > 5.0 < 39.2

PB - 2 540+42 124 RT 20.0 39.7 2.0 37.7 04/26/2021 16 0.5-1.5 1.0 38.7

AB - 55 541+33 44 LT 5.0 44.0 GNE

(5) < 39.0 04/09/2021 16 0.5-1.5 > 5.0 < 39.0

AB - 60 546+34 14 LT 5.0 43.1 GNE

(5) < 38.1 04/09/2021 16 0.5-1.5 > 5.0 < 38.1

AB - 65 551+12 36 RT 5.0 42.0 GNE

(5) < 37.0 04/14/2021 16 0.5-1.5 4.0

(P) 38.0

PB - 7 30+40 118 LT 20.0 39.5 5.0 34.5 05/16/2022 16 0.5-1.5 1.5 38.0

PB - 6 30+74 263 LT 20.0 40.1 5.0 35.1 05/16/2022 11 +2.0-0.0 2.0 38.1

PB - 3 32+21 76 LT 20.0 39.1 3.0 36.1 04/28/2021 11 +2.0-0.0 1.0 38.1

AB - 76 37+59 39 RT 5.0 39.5 3.8 35.7 11/02/2021 16 0.5-1.5 1.5 38.0

AB - 68 42+64 218 RT 5.0 38.9 5.0 33.9 04/09/2021 16 0.5-1.5 0.8 38.1

(1)

Boring locations (Northing and Easting) and ground elevations were provided by the project surveyor. The Northing and Easting coordinates were then used to determine station and offset of the boring location using the design files provided by Pegasus Engineering, LLC.

(2)

Depth below existing grades at time of field services.

(3)

Seasonal high groundwater table depth reported in the Soil Survey of Seminole County, Florida published by the USDA/NRCS.

(4)

Seasonal high groundwater table depth estimated based on soil stratigraphy, measured groundwater levels from the borings, the USDA NRCS Soil Survey information, and surrounding topography.

(5)

GNE: Groundwater not encountered within the depth of the soil boring.

(P)

Seasonal high groundwater table estimated to be in a perched condition.

TABLE 2

Summary of Seasonal High Groundwater Table Estimates

Central Boulevard Improvements - Phase I

Seminole County, Florida

C/L of Construction of Little Lake Minnie Drive

C/L of Construction of Central Boulevard

County CIP No. 00265503

Ground (1)

Surface

Elevation

Measured GWT Estimated SHGWT (4)

Tierra Project No: 5511-21-015

Boring

Number

Boring Location

(1) Boring

Depth (2)

Date

Groundwater

Table

Recorded

USDA Soil Survey

#10 #40 #60 #100 #200 Liquid

Limit

Plastic

Limit

Plasticity

Index

PB-5 4.0 - 6.0 1 A-3 100 99 94 38 2 - - - - -

AB-36 1.0 - 5.0 1 A-3 - - - - 3 - - - - -

AB-43 0.0 - 5.0 1 A-3 100 99 91 33 4 - - - - -

AB-45 1.0 - 3.0 1 A-3 100 99 90 35 6 - - - - -

AB-53 0.0 - 5.0 1 A-3 98 97 89 34 4 - - - - -

AB-56 2.0 - 5.0 1 A-3 100 99 92 33 2 - - - - -

AB-58 0.5 - 5.0 1 A-3 100 99 93 34 2 - - - - -

AB-60 0.0 - 5.0 1 A-3 100 99 92 36 4 - - - - -

AB-66 1.5 - 2.5 1 A-3 100 99 93 34 3 - - - - -

AB-67 4.0 - 5.0 1 A-3 100 99 93 36 3 - - - - -

PB-1 2.0 - 4.0 2 A-2-4 100 99 92 36 18 - - - - -

PB-2 4.0 - 6.0 2 A-2-4 100 99 94 50 22 - - - - -

PB-3 13.5 - 15.0 2 A-2-4 100 99 91 45 18 - - - - -

B-40 4.0 - 8.0 2 A-2-4 100 99 88 46 21 27 17 10 - 15

AB-41 2.5 - 5.0 2 A-2-4 100 99 91 48 22 - - - - -

AB-48 0.0 - 2.0 2 A-2-4 100 99 93 54 25 - - - - -

AB-50 0.5 - 5.0 2 A-2-4 100 99 93 53 26 - - - - -

B-62 13.5 - 15.0 2 A-2-4 100 100 98 73 32 - - - - -

B-35 4.0 - 8.0 3 A-2-6 100 99 91 53 26 31 18 13 - 17

AB-37 3.5 - 5.0 3 A-2-6 100 99 91 54 31 38 17 21 - 16

B-42 0.0 - 4.0 3 A-2-6 100 99 91 47 25 30 18 12 - 18

AB-65 4.0 - 5.0 3 A-2-6 100 99 94 54 30 30 15 15 - 24

TABLE 3

Central Avenue Improvements - Phase I

Atterberg Limits Organic

Content

Seminole County, Florida

Natural

Moisture

Content

Summary of Laboratory Test Results for Soil Classification

Tierra Project No: 5511-21-015

Boring

Number

Stratum

Number

AASHTO

Symbol

Sieve Analysis Sample Depth

(ft)

County CIP No. 00265503

Steel Concrete

PB-4 2.0 - 6.0 1/A-3 6.8* 46,000 30 < 5 Moderately Aggressive Slightly Aggressive

AB-38 0.0 - 3.0 1/A-3 7.9 21,000 30 < 5 Slightly Aggressive Slightly Aggressive

B-52 0.0 - 4.0 1/A-3 8.3 17,000 30 < 5 Slightly Aggressive Slightly Aggressive

B-57 2.0 - 6.0 1/A-3 8.1 15,000 45 < 5 Slightly Aggressive Slightly Aggressive

B-62 0.0 - 4.0 1/A-3 7.8 15,000 45 15 Slightly Aggressive Slightly Aggressive

B-70 0.0 - 4.0 1/A-3 7.9 13,000 40 < 5 Slightly Aggressive Slightly Aggressive

TABLE 4

Summary of Laboratory Test Results for Environmental Classification

Central Avenue Improvements - Phase I

Seminole County, Florida

Tierra Project No: 5511-21-015

County CIP No. 00265503

* Indicates governing factor(s) for environmental classification.

Environmental Classification

(Soil) Boring

Number/Sample

Location

Sample

Depth

(ft) pH

(FM 5-550)

Resistivity

(ohm-cm)

(FM 5-551)

Chlorides

(ppm)

(FM 5-552)

Sulfates

(ppm)

(FM 5-553)

Stratum No./

AASHTO

Symbol

APPENDIX C

• Pavement and Base Material Data Sheet

•…