Geotechnical_Report.pdf

Geotechnical Services for Roadway Analysis TSFGeo NW 1st Street from Bryan Road to Federal Highway Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161

Revised1 August 21, 2025 August 13, 2025

Kimley-Horn and Associates, Inc.

8201 Peters Road, Suite 2200 Plantation, FL 33324

Attn: Mr. George Balaban, P.E.

Email: George.Balaban@kimley-horn.com

RE: Geotechnical Services for Roadway Analysis NW 1st Street from Bryan Road to Federal Highway Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161

Dear George:

Tierra South Florida, Inc. (TSFGeo) has completed a roadway soil survey for the subject project.

The soil survey was performed in general accordance with FDOT procedures. The results of our exploration program and subsequent geotechnical recommendations are presented in this report.

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

Sincerely, TIERRA SOUTH FLORIDA, INC.

Ramakumar Vedula, P.E. Esvard Janvier Principal Engineer Staff Engineer FL Registration No. 54873 mailto:George.Balaban@kimley-horn.com

Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161

TABLE OF CONTENTS

1.0 PROJECT DESCRIPTION

1.1 Scope of Services

2.0 REVIEW OF AVAILABLE SUBSURFACE INFORMATION

2.1 Geological Information

2.2 Review of Geologic Map of Broward County, Florida Geologic Survey, 1993

2.3 USDA Soil Survey

3.0 RESULTS OF SUBSURFACE EXPLORATION

3.1 Field Exploration

3.2 General Soil Conditions

3.3 Asphalt Pavement Cores

3.4 Borehole Permeability (BHP) Tests

4.0 LABORATORY CLASSIFICATION TESTING

4.1 Classification Testing

4.2 Environmental Classification Testing

5.0 GROUNDWATER CONDITIONS

5.1 Groundwater

6.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS

6.1 General

6.2 Permanent Cut and Fill Slopes

6.3 Excavations

6.4 Groundwater Control

6.5 Pavement Design Considerations

6.6 Concrete Sidewalk and Architectural Pavers

6.7 On-Site Soil Suitability

6.8 Vibration and Settlement Monitoring and Pre & Post Construction Survey

7.0 REPORT LIMITATIONS

APPENDIX A APPENDIX B

Site Geological Map Summary of Exfiltration Test Results Site Topography Map Summary of Laboratory Tests USDA Soil Survey Map Grain Size Data Sheets Roadway Soil Survey Summary of Corrosion Test Results Boring Location Plan APPENDIX C Roadway Soil Profiles Pavement and Base Material Data Sheet Core Photos

Pavement Evaluation Coring and Condition Data By FDOT

Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161

1.0 PROJECT DESCRIPTION

The project includes approximately 0.75 miles along NW 1st Street from Bryan Road to Federal Highway. The proposed improvements include roadway milling and resurfacing, drainage improvements, sidewalk repairs, and sidewalk harmonization in Broward County, Florida.

The purpose of this study was to provide geotechnical (i.e., soils and groundwater) input to the design team to assist in the design and construction of the proposed roadway improvements.

1.1 Scope of Services

The study was performed to obtain information on the existing subsurface conditions at the proposed project site to assist in the design of construction plans for the proposed construction.

The following services were provided:

1. Reviewed readily available published topographic and soils information. This information was obtained from the Soil Survey of Broward County, Florida, published by the United States Department of Agriculture (USDA) Natural Resources Conservation Services (NRCS), and USGS Maps.

2. Performed a Geotechnical field study that included twelve (12) Standard Penetration Test (SPT) Borings to depths of approximately 6 to 20 feet below existing grade.

3. Performed a total of three (3) Borehole Permeability (BHP) Tests per South Florida Water Management District Standards.

4. Classified soil samples using the AASHTO Soil Classification System and performed a limited laboratory testing to establish the soil properties. The laboratory testing included grain-size analysis (AASHTO T27), moisture content (AASHTO T265), organic content (AASHTO T267), Atterberg Limits (AASHTO T89/AASHTO T90) and corrosion series testing: pH (FM 5-550), resistivity (FM 5-551), sulfate (FM 5-553), and chloride content

(FM 5-552).

5. Prepared this Geotechnical Services Report for the project.

2.0 REVIEW OF AVAILABLE SUBSURFACE INFORMATION

2.1 Geological Information

The geological information available was reviewed for the general soil information in Broward County, Florida, from the USGS. The following geological information is presented.

Shelly sediments of Plio-Pleistocene age (Pliocene/Pleistocene) at surface, covers 51% of this area

Tertiary-Quaternary Fossiliferous Sediments of Southern Florida - Molluskbearing sediments of southern Florida contain some of the most abundant and diverse fossil faunas in the world. The origin of these accumulations of fossil mollusks is imprecisely known (Allmon, 1992). The shell beds have attracted much attention due to the abundance and preservation of the fossils but the https://mrdata.usgs.gov/geology/state/sgmc-unit.php?unit=FLPOPSsu%3B0

Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161 biostratigraphy and lithostratigraphy of the units has not been well defined (Scott, 1992). Scott and Wingard (1995) discussed the problems associated with biostratigraphy and lithostratigraphy of the Plio-Pleistocene in southern Florida. These "formations" are biostratigraphic units. The "formations" previously recognized within the latest Tertiary-Quaternary section of southern Florida include the latest Pliocene - early Pleistocene Caloosahatchee Formation, the early Pleistocene Bermont formation (informal) and the late Pleistocene Fort Thompson Formation. This section consists of fossiliferous sands and carbonates. The identification of these units is problematic unless the significant molluscan species are recognized. Often exposures are not extensive enough to facilitate the collection of representative faunal samples to properly discern the biostratigraphic identification of the formation. In an attempt to alleviate the inherent problems in the biostratigraphic recognition of lithostratigraphic units, Scott (1992) suggested grouping the latest Pliocene through late Pleistocene Caloosahatchee, Bermont and Fort Thompson Formations in to a single lithostratigraphic entity, the Okeechobee formation (informal). In mapping the shelly sands and carbonates, a generalized grouping as Tertiary-Quaternary shell units (TQsu) was utilized. This is equivalent to the informal Okeechobee formation. The distribution of the Caloosahatchee and Fort Thompson Formation are shown on previous geologic maps by Cooke (1945), Vernon and Puri (1964) and Brooks (1982). The Nashua Formation occurs within the Pliocene - Pleistocene in northern Florida. However, it crops out or is near the surface is an area too small to be shown on a map of this scale. Lithologically these sediments are complex, varying from unconsolidated, variably calcareous and fossiliferous quartz sands to well indurated, sandy, fossiliferous limestones (both marine and freshwater). Clayey sands and sandy clays are present.

These sediments form part of the surficial aquifer system

Miami Limestone (Pleistocene) at surface, covers 49 % of this area

The Miami Limestone (formerly the Miami Oolite), named by Sanford (1909), occurs at or near the surface in southeastern peninsular Florida from Palm Beach County to Dade and Monroe Counties. It forms the Atlantic Coastal Ridge and extends beneath the Everglades where it is commonly covered by thin organic and freshwater sediments. The Miami Limestone occurs on the mainland and in the southern Florida Keys from Big Pine Key to the Marquesas Keys. From Big Pine Key to the mainland, the Miami Limestone is replaced by the Key Largo Limestone. To the north, in Palm Beach County, the Miami Limestone grades laterally northward into the Anastasia Formation. The Miami Limestone consists of two facies, an oolitic facies and a bryozoan facies (Hoffmeister et al. [1967]). The oolitic facies consists of white to orangish gray, poorly to moderately indurated, sandy, oolitic limestone (grainstone) with scattered concentrations of fossils. The bryozoan facies consists of white to orangish gray, poorly to well indurated, sandy, fossiliferous limestone (grainstone and packstone). Beds of quartz sand are also present as unindurated sediments and indurated limey sandstones. Fossils present include mollusks, bryozoans, and corals. Molds and casts of fossils are common. The highly porous and permeable Miami Limestone forms much of the Biscayne Aquifer of the surficial aquifer system.

Anastasia Formation (Pleistocene) at surface, covers < 0.1 % of this area https://mrdata.usgs.gov/geology/state/sgmc-unit.php?unit=FLPSm%3B0 https://mrdata.usgs.gov/geology/state/sgmc-unit.php?unit=FLPSa%3B0

Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161

The Atlantic Coastal Ridge is underlain by the Anastasia Formation from St. Johns County southward to Palm Beach County. Excellent exposures occur in Flagler County in Washington Oaks State Park, in Martin County at the House of Refuge on Hutchinson Island and at Blowing Rocks in Palm Beach County. An impressive exposure of Anastasia Formation sediments occurs along Country Club Road in Palm Beach County (Lovejoy, 1992). The Anastasia Formation generally is recognized near the coast but extends inland as much as 20 miles (32 kilometers) in St. Lucie and Martin Counties. The Anastasia Formation, named by Sellards (1912), is composed of interbedded sands and coquinoid limestones. The most recognized facies of the Anastasia sediments is an orangish brown, unindurated to moderately indurated, coquina of whole and fragmented mollusk shells in a matrix of sand often cemented by sparry calcite. Sands occur as light gray to tan and orangish brown, unconsolidated to moderately indurated, unfossiliferous to very fossiliferous beds. The Anastasia Formation forms part of the surficial aquifer system.

2.2 Review of Geologic Map of Broward County, Florida Geologic Survey, 1993

The Geologic Map of the area was reviewed. The project area appears to be in the general geological unit as described below:

Qm – Miami Limestone – White to light gray limestone, variably fossiliferous, oolitic and pelletal.

Variable percentages of quartz sand ranging from a sandy limestone to a calcareous quartz sand.

2.3 USDA Soil Survey

Based on a review of the Broward County Soil Survey, the project corridor includes the following map units:

Map Unit 3 - Arents, organic substratum-Urban land complex

Component: Arents, organic substratum component makes up 55 percent of the Map Unit.

Slopes are 0 to 2 percent. This component is on fills, rises on marine terraces on coastal plains. The parent material consists of sandy dredge spoils over organic material over sandy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is somewhat poorly drained. Water movement in the most restrictive layer is high. Available water to a depth of 60 inches (or restricted depth) is moderate. Shrink-swell potential is low. This soil is not flooded. It is not ponded. A seasonal zone of water saturation is at 30 inches during June, July, August, September, October, November.

Organic matter content in the surface horizon is about 0 percent.

Component: Urban land – The Urban land Map Unit is a miscellaneous area. No soils data exists for miscellaneous areas.

Map Unit 11 - Dade-Urban land complex

Component Dade - The Dade component makes up 55 percent of the Map Unit. Slopes are 0 to 2 percent. This component is on rises on marine terraces on coastal plains. The parent material consists of sandy marine deposits over soft limestone. Depth to a root restrictive

Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161 layer, bedrock, paralithic, is 20 to 40 inches. The natural drainage class is well drained.

Water movement in the most restrictive layer is high. Available water to a depth of 60 inches (or restricted depth) is very low. Shrink-swell potential is low. This soil is not flooded. It is not ponded. A seasonal zone of water saturation is at 66 inches during June, July, August, September. Organic matter content in the surface horizon is about 0 percent Component: Urban land complex - The Urban land is a miscellaneous area. No soil data exists for miscellaneous areas.

Component - Urban land - The Urban land is a miscellaneous area. No soils data is available for miscellaneous areas.

Map Unit 20 - Matlacha, limestone substratum-Urban land complex

Component - Matlacha, limestone substratum - The Matlacha, limestone substratum component makes up 50 percent of the Map Unit. Slopes are 0 to 2 percent. This component is on flats, coastal plains. The parent material consists of sandy mine spoil or earthy fill over limestone. Depth to a root restrictive layer, bedrock, lithic, is 40 to 60 inches. The natural drainage class is somewhat poorly drained. Water movement in the most restrictive layer is high. Available water to a depth of 60 inches (or restricted depth) is very low.

Shrink-swell potential is low. This soil is not flooded. It is not ponded. A seasonal zone of water saturation is at 30 inches during June, July, August, September, October. Organic matter content in the surface horizon is about 1 percent.

Component - Urban land - The Urban land is a miscellaneous area. No soils data is available for miscellaneous areas.

Map Unit 40 - Urban land, 0 to 2 percent slopes.

Urban land is a miscellaneous area. No soil data is available for miscellaneous areas.

Map Unit 99 – Water.

Water is a miscellaneous area. No soil data is available for miscellaneous areas.

A portion of the USDA map for the project area is included as Soil Map – Broward County, Florida, East Part.

3.0 RESULTS OF SUBSURFACE EXPLORATION

3.1 Field Exploration

The subsurface conditions along the project corridor were explored with a total of twelve (12) Standard Penetration Test (SPT) borings to depths of approximately 6 to 20 feet below existing grade, and three (3) Borehole Permeability (BHP) tests to a depth of approximately 10 feet below existing grade.

Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161

The boring field locations were determined by TSFGeo personnel using a hand-held GPS system.

The SPT borings were drilled using a truck-mounted CME-45 drill rig and mud-rotary procedures.

In the SPT boring process sampling, the in-place materials were obtained continuously in the upper 10 feet and at 5-foot intervals thereafter. The SPT sampling was performed in accordance with

ASTM D 1586.

Approximate locations of the borings performed are presented in the Boring Location Plan included in Appendix A. The soil samples were returned to our laboratory for classification by a geotechnical engineer. The samples were visually classified in the laboratory in general accordance with the AASHTO classification system.

3.2 General Soil Conditions

The soil types encountered in the borings have been assigned a stratum number. The stratum numbers and soil types encountered are listed below.

Table 1 – Soil Strata Stratum Number Typical Soil Description AASHTO

Classification FDOT Soil Designation

1 TOPSOIL A-8 Unsuitable 2 ASPHALT - Unsuitable 3 CONCRETE - Unsuitable

4 LIGHT BROWN TO BROWN, LIGHT GRAY

TO GRAY SAND A-3 Select

5 DARK BROWN TO BROWN SILTY SAND A-2-4 Select 6 DARK BROWN ORGANIC SAND A-8 Unsuitable 7 DARK BROWN ORGANIC SILTY SAND A-8 Unsuitable 8 GRAY CLAY A-6 Unsuitable 9 LIGHT BROWN LIMESTONE - Select

Note - Alpha characters added to the right of stratum numbers on the cross-section profiles are included to note observances of trace materials in the soils as follows: A – with limerock, B – with limestone, C – few limestone, D – little limestone, E – trace limestone, F – with silt, G – trace shell, H – with sand, I – trace roots, J – with roots, K – trace organics.

* - See notes on the Soil Survey Sheet for additional limitations.

Soil profiles encountered in the borings are presented in the Appendix.

A Geotechnical engineer bases soil stratification on a visual review of the recovered samples, laboratory testing, and interpretation of the field boring logs. The boring stratification lines represent the approximate boundaries between soil types of significantly different engineering properties; however, the actual transition may be gradual. In some cases, small variations in properties not considered pertinent to our engineering evaluation may have been abbreviated or

Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161 omitted for clarity. The boring profiles represent the conditions at the particular boring location and variations do occur and should be expected among the borings.

3.3 Asphalt Pavement Cores

A total of two (2) asphalt pavement cores were obtained at locations shown on the Boring Location Plan in the Appendix. The asphalt pavement thickness for each visible location was estimated. The summary data for the coring process is included in the Pavement and Base Material Data Sheet.

Photos of the cores in the laboratory were obtained and are included as Pavement Core Photos in the Appendix. Milling and resurfacing recommendations data sheet provided by FDOT is included in the Appendix.

3.4 Borehole Permeability (BHP) Tests

Three (3) BHP tests were performed using the South Florida Water Management District (SFWMD) usual open-hole, constant head methodology. The holes were advanced to approximately 10 feet below the existing grade and were drilled with a hollow stem auger so that soil samples could be retrieved for visual classification by an engineer. The borings were completed as open well with gravel pack (6-20 silica sand). The well-screen slot widths were 0.020 inches. Water from the drill rig tank was then pumped into the open well, and the amount of water required to maintain a constant head was recorded. The test results are attached as Summary of Exfiltration Test Results.

4.0 LABORATORY CLASSIFICATION TESTING

4.1 Classification Testing

Representative soil samples collected from the borings were classified and stratified in general accordance with the AASHTO Soil Classification System. Our classification was based on visual inspection, using the results from the laboratory testing as confirmation. The laboratory tests performed included: natural moisture content, grain size analysis, Atterberg Limits Testing, and organic content testing. Laboratory test results are presented in the Appendix. Tests were performed in general accordance with the test methods noted Table 4.1 below.

Table 4.1 – Soil Sample Testing Methods Test Type Test Method

Sieve Analysis ASTM C 136 (AASHTO T 27) Moisture Content ASTM D 2216 (AASHTO T 265) Atterberg Limits Liquid Limit: ASTM D 4318 (AASHTO T 89)

Plastic Limit: ASTM D 4318 (AASHTO T 90) Organic Content ASTM D 2974 (AASHTO T 267)

4.2 Environmental Classification Testing

Environmental corrosion tests were performed on selected soil samples recovered from borings completed along the project alignment. Environmental corrosion tests include parameters such as

Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161 pH, resistivity, chloride, and sulfate content. These laboratory test results were used to perform the environmental classification in accordance with Section 1.3 of FDOT Structures Design Guidelines. Tests were performed in general accordance with test methods noted in Table 4.2 below. The test results are provided in the Appendix as Summary of Corrosion Test Results.

Table 4.2 Test Methods for Corrosion Series Test Type Test Method pH of Soils FM 5-550

Chloride Ion in Soil FM 5-552 Sulfates in Soil FM 5-553

Electrical Resistance of Soil FM 5-551

5.0 GROUNDWATER CONDITIONS

5.1 Groundwater

Encountered groundwater depth was measured at the boring locations following termination of drilling. The groundwater table measured in borings ranged from approximately 4½ feet to 5½ feet below the existing grades. Encountered groundwater depths measured in the borings are presented in the Roadway Soil Profiles in the Appendix.

Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences (i.e., existing canals, swells, drainage ponds, under drains, and areas of covered soils, like paved parking lots and sidewalks). Fluctuation should be anticipated. We recommend that the contractor determine the actual groundwater levels at the time of construction to determine groundwater impact on his construction procedure.

6.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS

6.1 General

In general, the existing shallow subsurface soils encountered in the borings are suitable for supporting the proposed improvements after proper subgrade preparation. Site preparation should consist of normal clearing and grubbing followed by compaction of subgrade soils.

The removal of topsoil, where required, should be accomplished in accordance with the Florida Department of Transportation (FDOT) Standard Specifications Section 120 – Excavation and Embankment. Encountered buried organic soils, plastic soils, debris, or unsuitable fills encountered during construction (which are not shown on the boring profiles) should be removed and replaced with properly compacted suitable fill. The removal of organic soils and plastic soils, where required, should be accomplished in accordance with FDOT Standard Plans Index 120-002.

Backfill should consist of materials conforming to FDOT Standard Plans Index 120-001 and compacted in accordance with Section 120-9 of the Standard Specification for Road and Bridge Construction, latest edition.

Dania Beach, Florida

FPID 443949-1-58-01

TSFGeo File No. 7111-25-161

6.2 Permanent Cut and Fill Slopes

We anticipate that fills will be required for the proposed roadway improvements. Assuming proper subgrade preparation and adequate fill materials are utilized, we recommend that all proposed permanent side slopes be constructed on 2.0 horizontal to 1.0 vertical (2H:1V) or flatter. To prevent minor sloughing at the surface, we recommend that the slopes be seeded, mulched and maintained to enhance slope stability soon after being completed.

6.3 Excavations

All excavations should be performed in accordance with FDOT Standard Plans 120-002, the latest Standard Specifications for Road and Bridge Construction, and in accordance with OSHA Standards. We recommend that sides of temporary excavations be sloped to 2H:1V or flatter or supported by temporary shoring.

6.4 Groundwater Control

Groundwater may not have impact on the proposed roadway reconstruction if the proposed roadway elevations are kept at or above the existing road level. However, depending upon groundwater levels at the time of construction, some form of dewatering may be required for utility and/or drainage structure excavations.

6.5 Pavement Design Considerations

We anticipate that the proposed pavement structure will be a semi-flexible asphaltic concrete section. Soils existing along the majority of the project alignments should have modest subgrade strength for pavement support.

For a stabilized subgrade, we recommend a sand-gravel mixture, 12 inches thick, with a minimum design LBR of 40. Base course should consist of limerock, shellrock or coquina, meeting the minimum requirements of the FDOT “Standard Specifications for Road and Bridge Construction,” Sections 911, 913 or 915, respectively. The limerock should have a minimum LBR value of 100.

Both the base and stabilized subgrade should be compacted to at least 98 percent of maximum dry density (AASHTO T-180).

6.6 Concrete Sidewalk and Architectural Pavers

Concrete sidewalk should be constructed per the FDOT Standard Index 522-001. Architectural pavers should be constructed per FDOT Standard Specification for Road and Bridge Construction, Section 526.

6.7 On-Site Soil Suitability

The following notes are included on the Roadway Soil Survey Sheet, in Appendix A, with some minor edits in this written report for clarity.

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Stratum 1 consists of Topsoil (A-8) and should be stripped of the proposed widening and new pavement areas in accordance with standard specifications Section 120 - Excavation and Embankment.

Stratum 2 consists of Asphalt and should be stripped of the proposed widening and new pavement areas in accordance with standard specifications Section 120 - Excavation and Embankment.

Stratum 3 consists of Concrete and should be stripped of the proposed widening and new pavement areas in accordance with standard specifications Section 120 - Excavation and Embankment.

Stratum 4 consists of Light Brown to Brown, Light Gray to Gray Sand (A-3). These materials appear to be suitable to use in subgrade and embankment and should be utilized according to Standard Plans Index 120 - 001.

Stratum 5 consists of Dark Brown to Brown Silty Sand (A-2-4). These materials appear to be suitable to use in subgrade and embankment and should be utilized according to Standard Plans Index 120-001. However, these materials are likely to retain excess moisture and may be difficult to dry and compact. It may be used in the embankment above the water level existing at the time of construction and should be used according to Standard Plans Index 120-001. It may be used in the subgrade portion of the roadbed when approved by the District Materials Engineer. Material placed below the existing water level must be non-plastic and contain less than 15% passing the No. 200 U.S. Standard Sieve.

Stratum 6 consists of Dark Brown Organic Sand (A-8). Due to the depth this soil was encountered at, along with our understanding that grades are not being raised, this soil may remain in place.

Stratum 7 consists of Dark Brown Organic Silty Sand (A-8). Due to the depth this soil was encountered at, along with our understanding that grades are not being raised, this soil may remain in place.

Stratum 8 consists of Gray Clay (A-6). Due to the depth this soil was encountered at, along with our understanding that grades are not being raised, this soil may remain in place.

Stratum 9 consists of Light Brown Limestone. This material does not have an AASHTO Designation. This material appears to be suitable to use in subgrade and embankment support and should be utilized according to select material categories of Standard Plans Index 120-001. This material may be difficult to excavate and aggregate size limitations within the embankment should be considered when this material is considered for use.

Alpha characters added to the right of stratum numbers on the cross-section profiles are included to note observances of trace materials in the soils as follows: A – with limerock, B – with limestone, C – few limestone, D – little limestone, E – trace limestone, F – with silt, G – trace shell, H – with sand, I – trace roots, J – with roots, K – trace organics.

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6.8 Vibration and Settlement Monitoring and Pre & Post Construction Survey

Vibration producing construction activities such as pile driving, sheet pile installation and extraction, drilled shaft casing installation and extraction, drilled shaft excavations, and compaction with vibratory rollers can cause vibration and vibration induced settlement and damages to the adjacent structures. Hence, inspection and vibration monitoring of existing structures will be required in accordance with Standard Specifications Section 108. We recommend vibration measurements be recorded prior to the start of construction to establish baseline vibration in the area.

7.0 REPORT LIMITATIONS

Our Geotechnical engineering evaluation of the site and subsurface conditions with respect to the planned roadway improvements and our recommendations for site preparation and foundation construction are based upon the followings: (1) site observations, (2) the field exploratory test data obtained during the geotechnical study, and (3) our understanding of the project information and anticipated final grades as presented in this report.

If the final grades vary considerably from those stated, or when final cross-sectional data becomes available, please contact our offices so that we can review our recommendations. Furthermore, upon the discovery of any site or subsurface conditions during construction, which appears to deviate from the data obtained during this geotechnical exploration, please contact us immediately so that we may visit the site, observe the differing conditions, and evaluate the new information with regards to our evaluation and recommendations contained herein.

The recommendations presented herein represent design and construction techniques that we feel are both applicable and feasible for the planned construction. We recommend, however, that we be provided with the opportunity to review the final construction plans and the earthwork/roadway embankment construction specifications to evaluate whether our recommendations have been properly interpreted and implemented.

APPENDIX A

Site Geological Map Site Topography Map

USDA Soil Survey Map Roadway Soil Survey Boring Location Plan Roadway Soil Profiles

COUNTY: BROWARD

REFERENCE: FLORIDA GEOLOGICAL SURVEY (PART OF MAP AND LEGEND INCLUDED HERE)

Drawn by: Scale: Project No:

J.O. N.T.S. 7111-25-161

APPROXIMATE SITE LOCATION

SITE GEOLOGICAL MAP

NW 1st Street from Bryan Road to Federal Highway Project No. 7111-25-161

FPID: 443949-1-58-01

BROWARD COUNTY, FLORIDA

COUNTY: BROWARD

REFERENCE: TOPOGRAPHIC MAP, DELTA, FLORIDA (PART OF MAP INCLUDED HEREIN)

Drawn by: Scale: Project No:

J.O. N.T.S. 7111-25-161

APPROXIMATE SITE LOCATION

SITE TOPOGRAPHICAL MAP

NW 1st Street from Bryan Road to Federal Highway Project No. 7111-25-161

FPID: 443949-1-58-01

BROWARD COUNTY, FLORIDA

Soil Map—Broward County, Florida, East Part (7111-25-161)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

8/6/2025

584400 584500 584600 584700 584800 584900 585000 585100 585200 585300 585400 585500

584400 584500 584600 584700 584800 584900 585000 585100 585200 585300 585400 585500

26° 3' 27'' N

' 2 5'

' W 26° 3' 27'' N

' 4 0'

' W

26° 3' 0'' N

' 2 5'

' W

26° 3' 0'' N

' 4 0'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 250 500 1000 1500

Feet 0 50 100 200 300

Meters Map Scale: 1:5,770 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Area of Interest (AOI)

Soils Soil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point Features Blowout

Borrow Pit

Clay Spot

Closed Depression

Gravel Pit

Gravelly Spot

Landfill

Lava Flow

Marsh or swamp

Mine or Quarry

Miscellaneous Water

Perennial Water

Rock Outcrop

Saline Spot

Sandy Spot

Severely Eroded Spot

Sinkhole

Slide or Slip

Sodic Spot

Spoil Area

Stony Spot

Very Stony Spot

Wet Spot

Other

Special Line Features

Water Features Streams and Canals

Transportation Rails

Interstate Highways

US Routes

Major Roads

Local Roads

Background Aerial Photography

The soil surveys that comprise your AOI were mapped at 1:20,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation Service Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Broward County, Florida, East Part Survey Area Data: Version 20, Aug 20, 2024

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Jan 14, 2022—Jan 24, 2022

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Soil Map—Broward County, Florida, East Part (7111-25-161)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

8/6/2025

Map Unit Legend

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

3 Arents, organic substratum- Urban land complex

0.8 10.7%

11 Dade-Urban land complex 2.4 33.3%

20 Matlacha, limestone substratum-Urban land complex

3.6 49.1%

40 Urban land, 0 to 2 percent slopes

0.2 2.9%

99 Water 0.3 3.9%

Totals for Area of Interest 7.3 100.0%

Soil Map—Broward County, Florida, East Part 7111-25-161

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

8/6/2025

SOIL SURVEY

STATE OF FLORIDA

DATE OF SURVEY:

JULY 2025

DEPARTMENT OF TRANSPORTATION

DISTRICT: 4

SURVEY MADE BY:

TIERRA SOUTH FLORIDA, INC.

ROAD NO.:

SUBMITTED BY: TIERRA SOUTH FLORIDA, INC. MATERIALS AND RESEARCH COUNTY: BROWARD

ROAD TO FEDERAL HIGHWAY

PROJECT NAME: DESIGN SERVICES FOR NW 1ST STREET FROM BRYAN

FINANCIAL PROJECT ID: 443949-1-58-01

CROSS SECTION SOIL SURVEY FOR THE DESIGN OF ROADS

SURVEY BEGINS STA.: TBD SURVEY ENDS STA.:TBD

CONTENT

ORGANIC

CONTENT

MOISTURE

% PASS

SIEVE ANALYSIS RESULTS

LIMITS (%)

ATTERBERG

CORROSION TEST RESULTS

NO.

STRATUM

TESTS

NO. OF

ORGANIC

TESTS

NO. OF

MOISTURE

TESTS

NO. OF

MESH

MESH

MESH

MESH

MESH

TESTS

NO. OF

LIMIT

LIQUID

INDEX

PLASTIC

GROUP

AASHTO DESCRIPTION

TESTS

NO. OF

ohms-cm

RESISTIVITY

ppm

CHLORIDE

ppm

SULFATES pH

1 - - - - - - - - - - - - - A-8 TOPSOIL - - - - -

2 - - - - - - - - - - - - - - ASPHALT - - - - -

3 - - - - - - - - - - - - - - CONCRETE - - - - -

4 1 1.2 5 3.4-22.6 5 84-100 70-85 31-53 7-13 2-7 - - - A-3 LIGHT BROWN TO BROWN, LIGHT GRAY TO GRAY SAND 1 10,000 45 0 7.1

5 1 2.5 1 21.5 1 98 84 54 25 19 - - - A-2-4 DARK BROWN TO BROWN SILTY SAND - - - - -

6 1 11.8 1 85.9 1 91 67 36 11 6 - - - A-8 DARK BROWN ORGANIC SAND - - - - -

7 1 13 1 81.9 1 98 76 44 18 13 1 NP NP A-8 DARK BROWN ORGANIC SILTY SAND - - - - -

8 1 3.7 1 77.4 1 99 98 94 92 91 1 38 20 A-6 GRAY CLAY - - - - -

9 - - - - - - - - - - - - - - LIGHT BROWN LIMESTONE 1 13,000 75 24 6.9

EMBANKMENT AND SUBGRADE MATERIAL

VARIATIONS BETWEEN BORINGS SHOULD BE ANTICIPATED AS INDICATED IN STANDARD SPECIFICATIONS SECTION 2-4. FOR FURTHER DETAILS SEE SECTION 120-3.

1. STRATA BOUNDARIES ARE APPROXIMATE AND REPRESENT SOIL STRATA AT EACH BORING LOCATION ONLY. ANY SUBSOIL CONNECTING LINES SHOWN ARE FOR ESTIMATING EARTHWORK ONLY AND DO NOT INDICATE ACTUAL STRATUM LIMITS. SUBSURFACE

2. GROUNDWATER LEVEL SHOWN AS ( ó ) WHERE ENCOUNTERED. GROUNDWATER NOT ENCOUNTERED SHOWN AS "GNE".

CONSTRUCTION SHALL BE IN ACCORDANCE WITH STANDARD PLANS INDEX 120-001.

3. REMOVAL OF MUCK AND PLASTIC MATERIAL OCCURRING WITHIN ROADWAY SHALL BE ACCOMPLISHED IN ACCORDANCE WITH STANDARD PLANS INDEX 120-002, UNLESS OTHERWISE SHOWN ON THE PLANS. THE MATERIAL UTILIZED IN EMBANKMENT

4. SOIL ANALYSIS INCLUDES DATA FROM ROADWAY AREAS AS NOTED IN LIMITS ABOVE.

5. THE SYMBOL "-" REPRESENTS AN UNMEASURED PARAMETER.

6. "NP" REPRESENTS NON-PLASTIC.

7. STRATUM 1 CONSISTS OF TOPSOIL (A-8) AND SHOULD BE STRIPPED FROM THE PROPOSED WIDENING AND NEW PAVEMENT AREAS IN ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 120-EXCAVATION AND EMBANKMENT.

8. STRATUM 2 CONSISTS OF ASPHALT AND SHOULD BE STRIPPED FROM THE PROPOSED WIDENING AND NEW PAVEMENT AREAS IN ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 120-EXCAVATION AND EMBANKMENT.

9. STRATUM 3 CONSISTS OF COCRETE AND SHOULD BE STRIPPED FROM THE PROPOSED WIDENING AND NEW PAVEMENT AREAS IN ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 120-EXCAVATION AND EMBANKMENT.

10. STRATUM 4 CONSISTS OF LIGHT BROWN TO BROWN, LIGHT GRAY TO GRAY SAND (A-3). THESE MATERIALS APPEAR TO BE SUITABLE TO USE IN SUBGRADE AND EMBANKMENT AND SHOULD BE UTILIZED ACCORDING TO STANDARD PLANS INDEX 120-001.

LESS THAN 15% PASSING THE NUMBER 200 U.S.STANDARD SIEVE.

STANDARD PLANS INDEX 120-001. IT MAY BE USED IN THE SUBGRADE PORTION OF THE ROADBED WHEN APPROVED BY THE DISTRICT MATERIALS ENGINEER. MATERIAL PLACED BELOW THE EXISTING WATER LEVEL MUST BE NON-PLASTIC AND CONTAIN

MATERIALS ARE LIKELY TO RETAIN EXCESS MOISTURE AND MAY BE DIFFICULT TO DRY AND COMPACT. IT MAY BE USED IN THE EMBANKMENT ABOVE THE WATER LEVEL EXISTING AT THE TIME OF CONSTRUCTION AND SHOULD BE USED ACCORDING TO

11. STRATUM 5 CONSISTS OF DARK BROWN TO BROWN SILTY SAND (A-2-4). THESE MATERIALS APPEAR TO BE SUITABLE TO USE IN SUBGRADE AND EMBANKMENT AND SHOULD BE UTILIZED ACCORDING TO STANDARD PLANS INDEX 120-001. HOWEVER, THESE

12. STRATUM 6 CONSISTS OF DARK BROWN ORGANIC SAND (A-8). DUE TO THE DEPTH THIS SOIL WAS ENCOUNTERED AT, ALONG WITH OUR UNDERSTANDING THAT GRADES ARE NOT BEING RAISED, THIS SOIL MAY REMAIN IN PLACE.

DUE TO THE DEPTH THIS SOIL WAS ENCOUNTERED AT, ALONG WITH OUR UNDERSTANDING THAT GRADES ARE NOT BEING RAISED, THIS SOIL MAY REMAIN IN PLACE.13. STRATUM 7 CONSISTS OF DARK BROWN ORGANIC SILTY SAND (A-8).

DUE TO THE DEPTH THIS SOIL WAS ENCOUNTERED AT, ALONG WITH OUR UNDERSTANDING THAT GRADES ARE NOT BEING RAISED, THIS SOIL MAY REMAIN IN PLACE.14. STRATUM 8 CONSISTS OF GRAY CLAY (A-6).

MATERIAL CATEGORIES OF STANDARD PLANS INDEX 120-001. THIS MATERIAL MAY BE DIFFICULT TO EXCAVATE AND AGGREGATE SIZE LIMITATIONS WITHIN THE EMBANKMENT SHOULD BE CONSIDERED WHEN THIS MATERIAL IS CONSIDERED FOR USE.

15. STRATUM 9 CONSISTS OF LIGHT BROWN LIMESTONE.THIS MATERIAL DOES NOT HAVE AN AASHTO DESIGNATION. THIS MATERIAL APPEARS TO BE SUITABLE TO USE IN SUBGRADE AND EMBANKMENT SUPPORT AND SHOULD BE UTILIZED ACCORDING TO SELECT

WITH SILT, G-TRACE SHELL, H-WITH SAND, I-TRACE ROOTS, J-WITH ROOTS, AND K-TRACE ORGANICS.

16. ALPHA SUFFIX ADJACENT TO THE STRATUM NUMBERS ON THE SOIL PROFILES REPRESENTS ADDITIONAL NOTES OF MATERIALS AS FOLLOWS: A-WITH LIMEROCK, B-WITH LIMESTONE, C-FEW LIMESTONE, D-LITTLE LIMESTONE, E-TRACE LIMESTONE, F-

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEETSTATE OF FLORIDA

DEPARTMENT OF TRANSPORTATION

ROAD NO. FINANCIAL PROJECT IDCOUNTY

443949-1-58-01BROWARD

/1

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T ie r r a D o c u m e n ts \P r o je c ts

\T S

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P A g r e e m e n t B e a u ti f ic a ti o n

P r o je c t

N W s t

S tr e e t

K

H A

\4

\G e o te c h n ic a l\ a b o r r d

.d g n

:5

:3

P

M jo li v a

T

H E

O F

F I C

I A

L R

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O R

D O

F T

H I S

S H

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T I

S T

H E

E L

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T R

O N

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F I L

E D

I G

I T

A L

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S I G

N E

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S E

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WEST PALM BEACH, FL 33411

SUITE H10

2765 VISTA PARKWAY

TIERRA SOUTH FLORIDA, INC.

LICENSE NUMBER 54873

AMAKUMAR VEDULA, P.E.

PROFESSIONAL ENGINEER

BORING LOCATION PLAN

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEETSTATE OF FLORIDA

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/2

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T ie r r a D o c u m e n ts \P r o je c ts

\T S

F

\7

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P A g r e e m e n t B e a u ti f ic a ti o n

P r o je c t

N W s t

S tr e e t

K

H A

\4

\G e o te c h n ic a l\ a b o r r d

.d g n

:5

:3

P

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D O

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S H

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T I

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F I L

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WEST PALM BEACH, FL 33411

SUITE H10

2765 VISTA PARKWAY

TIERRA SOUTH FLORIDA, INC.

LICENSE NUMBER 54873

AMAKUMAR VEDULA, P.E.

PROFESSIONAL ENGINEER

Brick

Brick

Brick

Brick

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Asphalt Pavement

NW 1st Street Asphalt Pavement

NW 1st Street Asphalt Pavement

NW 1st Street

A s p h a lt

P a v e m e n t

N W th

W y

A s p h a lt

P a v e m e n t

N W th

C o u r t

A s p h a lt

P a v e m e n t

N W th

A v e n u e

A s p h a lt

P a v e m e n t

N W th

A v e n u e

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

Concrete Sidewalk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

G r a s s

Brick

WATER

WATER

WATER

SD

SD

WATER

SAN

SAN

SAN

WATER

WATER

WATER

WATER

SAN

SAN

SD

SAN

SD

B-1

B-2

AB-1

BHP-1

Brick

Brick

B r ic k

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk Asphalt Pavement

NW 1st Street Asphalt Pavement

NW 1st Street Asphalt Pavement

NW 1st Street

A s p h a lt

P a v e m e n t

N W th

A v e n u e

A s p h a lt

P a v e m e n t

N W th

C o u r t

G r a s s

WATER

WATER

WATER

WATER

WATER

SD

SD

SD

SAN

WATER

SAN

B-3

AB-2

PC-1

B r ic k

B r ic k

B r ic k

Brick

Brick

B r ic k

Brick

Brick

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

G r a s s

G r a s s

G r a s s

G r a s s

Asphalt Pavement

NW 1st Street

Asphalt Pavement

NW 1st Street Asphalt Pavement

NW 1st Street

A s p h a lt

P a v e m e n t

N W th

C o u r t

A s p h a lt

P a v e m e n t

N W th

A v e n u e

A s p h a lt

P a v e m e n t

N W th

A v e n u e

A s p h a lt

P a v e m e n t

N W th

A v e n u e

A s p h a lt

P a v e m e n t

N W th

A v e n u e

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

G r a s s

WATER

WATER

SD

WATER

SD

SD

SD

WATER

SAN

SAN

SD

WATER

WATER

WATERWATER

B-4

AB-3

AB-4

BHP-2

M A

T C

H L

I N

E A

A

N

M A

T C

H L

I N

E B

B

M A

T C

H L

I N

E A

A

N

M A

T C

H L

I N

E C

C

M A

T C

H L

I N

E B

B

N

Approximate Location of Standard Penetration Test (SPT) Boring

Approximate Location of Auger Boring

Approximate Location of Borehole Permeability (BHP) Test

Approximate Location of Pavement Core

BORING LOCATION PLAN

B r ic k

B r ic k

Brick

Brick

Brick

Brick

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

G r a s s

G r a s s

G r a s s

G r a s s

Asphalt Pavement

NW 1st Street

Asphalt Pavement

NW 1st Street

A s p h a lt

P a v e m e n t

N W th

A v e n u e

A s p h a lt

P a v e m e n t

N W th

A v e n u e

A s p h a lt

P a v e m e n t

N W th

A v e n u e

A s p h a lt

P a v e m e n t

N W th

A v e n u e

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

MH

SD

SAN

SAN

GAS

WATER

WATER

WATER

WATER

WATERGAS

GAS

B-5

AB-5

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Concrete Sidewalk

Grass

G r a s s

G r a v e l

Grass

Grass Grass

Asphalt Pavement

NW 1st Street Asphalt Pavement

NW 1st Street

A s p h a lt

P a v e m e n t

N W r d

A v e n u e

A s p h a lt

P a v e m e n t

N W r d

A v e n u e

A s p h a lt

P a v e m e n t

N W s t

A v e n u e

A s p h a lt

P a v e m e n t

U S -1

A

A

N

F e d e r a l

H w y

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

C o n c r e te

S id e w a lk

SAN

SAN

WATER

WATER

WATER

SD

SD

SD

SAN

SAN

WATER

WATER

WATER

WATER

WATER

B-6

AB-6

BHP-3

PC-2

M A

T C

H L

I N

E D

D

N

M A

T C

H L

I N

E E

E

M A

T C

H L

I N

E D

D

N

M A

T C

H L

I N

E C

C

Approximate Location of Standard Penetration Test (SPT) Boring

Approximate Location of Auger Boring

Approximate Location of Borehole Permeability (BHP) Test

Approximate Location of Pavement Core

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEETSTATE OF FLORIDA

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WEST PALM BEACH, FL 33411

SUITE H10

2765 VISTA PARKWAY

TIERRA SOUTH FLORIDA, INC.

LICENSE NUMBER 54873

AMAKUMAR VEDULA, P.E.

PROFESSIONAL ENGINEER

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.154732

26.053869

CME-45

Auto

J.CARLOS

7/23/2025

B-1

4A

4E

4B

9H

4E

6FG

4J at Depth of 15ft

Boring Terminated

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.15271

26.0539

CME-45

Auto

J.CARLOS

7/22/2025

B-2

4A

4C

9H at Depth of 15ft

Boring Terminated

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.151056

26.053978

CME-45

Auto

J.CARLOS

7/22/2025

B-3

4A

5G

9H at Depth of 15ft

Boring Terminated

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.148474

26.05395

CME-45

Auto

J.CARLOS

7/22/2025

B-4

4A

4E at Depth of 20ft

Boring Terminated

WOH

WOH

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.146268

26.054099

CME-45

Auto

J.CARLOS

7/23/2025

B-5

4A 4E

9H at Depth of 15ft

Boring Terminated

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.144139

26.054044

CME-45

Auto

J.CARLOS

7/23/2025

B-6

4A

4CF

at Depth of 15ft

Boring Terminated

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.153788

26.053964

CME-45

Auto

J.CARLOS

7/23/2025

AB-1

4A

4E

4F

9H at Depth of 8ft

Boring Terminated

D E

P T

H

F E

E T

D E

P T

H

F E

E T

APPROXIMATE.

ACTUAL LOCATIONS AND THEIR COORDINATES ARE

USING A HANDHELD GPSMap GARMIN 78s.

BORING LOCATIONS WERE MARKED IN THE FIELD

GROUND SURFACE

DEPTH SHOWN ARE IN FEET FROM EXISTING

FOR DESIGN PURPOSE.

OBTAIN EQUIVALENT SAFETY HAMMER N-VALUES

N-VALUES NEED TO BE MULTIPLIED BY 1.24 TO

HAMMERS N-VALUES. HENCE, THE ABOVE

CORRELATIONS AND PROGRAMS USE SAFETY

USING AUTOMATIC HAMMERS. GENERALLY DESIGN

SPT N-VALUES SHOWN ABOVE WERE OBTAINED

2.

3.

4.

NOTES

VARY BETWEEN OR AWAY FROM BORING LOCATIONS.

STRATA BOUNDARIES ARE APPROXIMATE AND MAY1.

Topsoil (A-8)

Asphalt

Concrete

Light Brown To Brown, Light Gray To Gray Sand (A-3)

Dark Brown To Brown Silty Sand (A-2-4)

Dark Brown Organic Sand (A-8)

Dark Brown Organic Silty Sand (A-8)

Gray Clay (A-6)

Light Brown Limestone w%=

OC%=

PI=

-200=

Natural Moisture Content (%)

Fines Passing #200 Sieve (%)

Organic Content (%)

Plasticity Index

LL= Liquid Limit

AASHTO Classification System(A-3)

Indicate SPT Value (12" Penetration-140 lb Hammer)N

Encountered Groundwater Table

WOH Weight Of Hammer

GNE Groundwater Not Encountered in upper 10 feet

1.

2.

3.

4.

5.

6.

7.

8.

LEGEND

9.

B.

A.

with Limestone with Limerock

AND PERMEABILITY.

DIFFICULT TO DEWATER DUE TO ITS HIGH POROSITY

LAYERS. THESE LIMESTONE LAYERS ARE ALSO

EXCAVATE AND DRILL WITHIN THESE LIMESTONE

AND BREAKING TOOLS ARE TYPICALLY REQUIRED TO

EXCAVATION AND DRILLING. SPECIAL EQUIPMENT

THAT TYPICALLY OFFER HIGH RESISTANCE TO

PROJECT SITE CORRESPOND TO ROCK FORMATION

THE LIMESTONE STRATA ENCOUNTERED WITHIN THE

EXCAVATE AND STABILIZE EXCAVATIONS.

AND/OR PROCEDURES MAY BE REQUIRED TO

AND LEAD TO CAVING SOILS. SPECIAL EQUIPMENT

LIMESTONE THAT COULD OFFER HIGH RESISTANCE

SOMETIMES MIXED WITH CEMENTED SAND AND

THE SAND STRATA ENCOUNTERED IN THIS AREA IS

6.

5.

C. few Limestone

D. little Limestone

E. trace Limestone

F. with Silt

G. trace Shell

H. with Sand

I. trace Roots

J. with Roots

K. trace Organics

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEETSTATE OF FLORIDA

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P r o je c t

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WEST PALM BEACH, FL 33411

SUITE H10

2765 VISTA PARKWAY

TIERRA SOUTH FLORIDA, INC.

LICENSE NUMBER 54873

AMAKUMAR VEDULA, P.E.

PROFESSIONAL ENGINEER

OC% = 11.8

-200 = 6 w% = 85.9

Sample @ 6.58' to 8'

OC% = 13

LL = NP

PI = NP

-200 = 13 w% = 81.9

Sample @ 2' to 2.33'

OC% = 2.5

-200 = 19 w% = 21.5

Sample @ 2.33' to 4'

-200 = 2 w% = 3.4

Sample @ 2' to 4'

-200 = 7 w% = 22.6

Sample @ 10' to 12'

-200 = 5 w% = 18.7

Sample @ 4' to 6'

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.151866

26.05389

CME-45

Auto

J.CARLOS

7/23/2025

AB-2

4A

4FI

4EG

at Depth of 6ft

Boring Terminated

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.150256

26.053908

CME-45

Auto

J.CARLOS

7/23/2025

AB-3

4A

8K at Depth of 6ft

Boring Terminated

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.149005

26.054072

CME-45

Auto

J.CARLOS

7/23/2025

AB-4

4A

9H at Depth of 6ft

Boring Terminated

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.147193

26.053955

CME-45

Auto

J.CARLOS

7/23/2025

AB-5

4A at Depth of 6ft

Boring Terminated

N

Longitude

Latitude

Rig

Hammer

Driller

Date

Bore #

-80.145012

26.054103

CME-45

Auto

J.CARLOS

7/23/2025

AB-6

4A

4DF

at Depth of 6ft

Boring Terminated

GNE

Longitude

Latitude

Hammer

Driller

Date

Bore #

-80.153929

26.053837

N/A

J.CARLOS

7/23/2025

BHP-1

4A

4B at Depth of 10ft

Boring Terminated

Longitude

Latitude

Hammer

Driller

Date

Bore #

-80.149516

26.054008

N/A

J.CARLOS

7/23/2025

BHP-2

4A at Depth of 10ft

Boring Terminated

Longitude

Latitude

Hammer

Driller

Date

Bore #

-80.144346

26.054115

N/A

J.CARLOS

7/23/2025

BHP-3

4A

4B at Depth of 10ft

Boring Terminated

D E

P T

H

F E

E T

D E

P T

H

F E

E T

APPROXIMATE.

ACTUAL LOCATIONS AND THEIR COORDINATES ARE

USING A HANDHELD GPSMap GARMIN 78s.

BORING LOCATIONS WERE MARKED IN THE FIELD

GROUND SURFACE

DEPTH SHOWN ARE IN FEET FROM EXISTING

FOR DESIGN PURPOSE.

OBTAIN EQUIVALENT SAFETY HAMMER N-VALUES

N-VALUES NEED TO BE MULTIPLIED BY 1.24 TO

HAMMERS N-VALUES. HENCE, THE ABOVE

CORRELATIONS AND PROGRAMS USE SAFETY

USING AUTOMATIC HAMMERS. GENERALLY DESIGN

SPT N-VALUES SHOWN ABOVE WERE OBTAINED

2.

3.

4.

NOTES

VARY BETWEEN OR AWAY FROM BORING LOCATIONS.

STRATA BOUNDARIES ARE APPROXIMATE AND MAY1.

Topsoil (A-8)

Asphalt

Concrete

Light Brown To Brown, Light Gray To Gray Sand (A-3)

Dark Brown To Brown Silty Sand (A-2-4)

Dark Brown Organic Sand (A-8)

Dark Brown Organic Silty Sand (A-8)

Gray Clay (A-6)

Light Brown Limestone w%=

OC%=

PI=

-200=

Natural Moisture Content (%)

Fines Passing #200 Sieve (%)

Organic Content (%)

Plasticity Index

LL= Liquid Limit

AASHTO Classification System(A-3)

Indicate SPT Value (12" Penetration-140 lb Hammer)N

Encountered Groundwater Table

WOH Weight Of Hammer

GNE Groundwater Not Encountered in upper 10 feet

1.

2.

3.

4.

5.

6.

7.

8.

LEGEND

9.

B.

A.

with Limestone with Limerock

AND PERMEABILITY.

DIFFICULT TO DEWATER DUE TO ITS HIGH POROSITY

LAYERS. THESE LIMESTONE LAYERS ARE ALSO

EXCAVATE AND DRILL WITHIN THESE LIMESTONE

AND BREAKING TOOLS ARE TYPICALLY REQUIRED TO

EXCAVATION AND DRILLING. SPECIAL EQUIPMENT

THAT TYPICALLY OFFER HIGH RESISTANCE TO

PROJECT SITE CORRESPOND TO ROCK FORMATION

THE LIMESTONE STRATA ENCOUNTERED WITHIN THE

EXCAVATE AND STABILIZE EXCAVATIONS.

AND/OR PROCEDURES MAY BE REQUIRED TO

AND LEAD TO CAVING SOILS. SPECIAL EQUIPMENT

LIMESTONE THAT COULD OFFER HIGH RESISTANCE

SOMETIMES MIXED WITH CEMENTED SAND AND

THE SAND STRATA ENCOUNTERED IN THIS AREA IS

6.

5.

C. few Limestone

D. little Limestone

E. trace Limestone

F. with Silt

G. trace Shell

H. with Sand

I. trace Roots

J. with Roots

K. trace Organics

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEETSTATE OF FLORIDA

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J

T ie r r a D o c u m e n ts \P r o je…