TIERRA SOUTH FLORIDA, INC.

2765 VISTA PARKWAY, SUITE 10; WEST PALM BEACH, FLORIDA 33411

(561) 687-8539; FAX (561) 687-8570

State of Florida Professional Engineers License #28073

August 10, 2021

Kimley-Horn 355 Alhambra Circle, Suite 1400 Coral Gables, FL 33134 Phone (305)673-2025 Direct: (305)535-7727 Cell (305)992-6342 Attn: Ms. Gabriela P. Ramirez, P.E.

email: gabriela.ramirez@kimley-horn.com

RE: Roadway Soil Survey Report

NW 102nd Avenue, NW 66th Street and NW 99th Avenue City of Doral, FL Miami-Dade County TSF Project No. 7111-21-207

Dear Gabriela, Tierra South Florida, Inc. (TSF) has completed a roadway soil survey for the subject project. The soil survey was performed in general accordance with Miami-Dade County 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.

Harmon C. Bennett, P.E. Kumar Vedula, P.E.

Principal Engineer Principal Engineer FL Registration No. 53130 FL Registration No. 54873

Roadway Soil Survey Report

City of Doral, FL

Table of Contents .......................................................................................................................................................... Page #

1.0 PROJECT DESCRIPTION

2.0 SCOPE OF SERVICES

3.0 REVIEW OF AVAILABLE SOIL AND TOPO INFORMATION

3.1 USDA Soil Survey

3.2 USGS Soil Data

3.3 USGS Quadrangle Map, Fort Lauderdale - North, FL 2015

4.0 RESULTS OF SUBSURFACE EXPLORATION

4.1 Field Explorations

4.2 General Soil Conditions

5.0 LABORATORY TESTING

5.1 Classification Testing

6.0 GROUNDWATER CONDITIONS

6.1 Groundwater

6.2 Borehole Permeability (BHP) Test Results

7.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS

7.1 General

7.2 Permanent Cut and Fill Slopes

7.3 Excavations

7.4 Groundwater Control

7.5 Pavement Design Considerations

7.6 On-Site Soil Suitability

8.0 PAVEMENT CORES

8.1 Roadway General Information

8.2 Coring Process

9.0 REPORT LIMITATIONS

APPENDIX A

1, Site Vicinity Map (1 Page) 2, Site Geological Map (1 Page) 3, Site Topographical Map (1 Page) 4, Soil Map—Miami-Dade County, Florida, East Part (3 Pages) 5, Site Groundwater Map (1 Page) 6, Roadway Soil Survey (1 Page) 7, Soil Profiles (2 Pages) 8, Boring Location Plan (1 Page) 9, Groundwater Table and Boring Location Summary Data (1 Page)

APPENDIX B -

1, Summary of Laboratory Test Results (1 Page) 2, Grain Size Data Sheets (5 Pages)

APPENDIX C –

1, Summary of Borehole Permeability Test Results (1 Page)

APPENDIX D –

1, Pavement and Base Material Data Sheets (1 Page)

2, Photographs of Pavement Cores (3 Pages)

Roadway Soil Survey Report 1

City of Doral, FL

1.0 PROJECT DESCRIPTION

The project includes improvements to three separate roadways, in the vicinity of address noted as:

6300 NW 99th Ave, Doral, FL 33178. The proposed improvements included the following.

East-West Roadway o Widening of NW 66th St from NW 102nd Ave to NW 99th Ave 1,400 ft

North-South Roadway o 300 LF of Widening of NW 102nd Ave, to the south of NW 66th Street o 420 LF of Resurfacing of NW 102nd Ave from widening section to the south o 670 LF of New construction of NW 99th Ave, to the south of NW 66th St o 100 LF of Resurfacing of NW 99th Ave, from widening section to the south.

The project area is noted on the Site Vicinity Map included in Appendix A.

2.0 SCOPE OF SERVICES

The study was performed to obtain information on the existing subsurface conditions along the project alignment to assist in the design and preparation of construction plans for the proposed improvements. The following services were provided:

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

2. Performed a geotechnical exploration along the project corridor, which included borings with quantity and depths noted in Table 2.2 below:

Table 2.2 – Boring Locations and Quantities Type of Service Quantity, type and depth Roadway Sixteen (16) Standard Penetration Test (SPT) Borings to a depth of 6-feet below grades.

Drainage Two (2) Augers to 15-feet with the Borehole Permeability

(BHP) Tests Resurfacing/Pavement Details

Six (6) Asphalt Cores

3. Estimated the Seasonal High Groundwater Table (SHGWT)

4. Classified soil samples in the laboratory using the AASHTO Soil Classification System for the project. A limited amount of soil samples were tested in the laboratory to establish the

Roadway Soil Survey Report 2

City of Doral, FL soil properties and confirm the visual classification. The laboratory testing included grain size analysis, moisture content tests and organic content tests.

5. Performed a total of two (2) Borehole Permeability (BHP) tests along the project corridor.

6. Performed a total of six (6) asphalt cores and base checks to determine the asphalt and base material characteristics along the roadway corridor.

7. Prepared this Roadway Soil Survey Report for the project.

3.0 REVIEW OF AVAILABLE SOIL AND TOPO INFORMATION

3.1 USDA Soil Survey

Based on a review of the Miami-Dade County Soil Survey by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS), it appears that the improvement area is mapped as follows:

Map Unit 9 - Udorthents-Water complex The Udorthents component makes up 75 percent of the map unit. Slopes are 15 to 60 percent. This component is on fills on marine terraces on coastal plains. The parent material consists of altered marine deposits. Depth to a root restrictive layer is greater than 60 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. There is no zone of water saturation within a depth of 72 inches. Organic matter content in the surface horizon is about 1 percent.

The Water component is a miscellaneous area. No soils data is available for miscellaneous areas.

Map Unit 14 - Dania muck, frequently ponded, 0 to 1 percent slopes - The Dania component makes up 85 percent of the map unit. Slopes are 0 to 1 percent. This component is on marshes on marine terraces on coastal plains. The parent material consists of herbaceous organic material over limestone. Depth to a root restrictive layer, bedrock, lithic, is 10 to 29 inches. The natural drainage class is very poorly drained. Water movement in the most restrictive layer is high. Available water to a depth of 60 inches (or restricted depth) is low. Shrink-swell potential is low. This soil is not flooded. It is frequently ponded. A seasonal zone of water saturation is at 0 inches during June, July, August, September, October, November. Organic matter content in the surface horizon is about 75 percent.

Roadway Soil Survey Report 3

City of Doral, FL

Map Unit 34 - Hallandale fine sand, 0 to 2 percent slopes - The Hallandale component makes up 90 percent of the map unit. Slopes are 0 to 2 percent. This component is on flatwoods on marine terraces on coastal plains. The parent material consists of sandy marine deposits over limestone. Depth to a root restrictive layer, bedrock, lithic, is 2 to 20 inches. The natural drainage class is poorly drained. Water movement in the most restrictive layer is moderately 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 6 inches during June, July, August, September, October. Organic matter content in the surface horizon is about 3 percent.

A portion of the USDA soil survey map for the project area is presented as Soil Map—Miami- Dade County, Florida, East Part in Appendix A of this report.

3.2 USGS Soil Data

Based on a review of the USGS website for Miami-Dade County, Florida, the below three Geologic units are described:

Miami Limestone (Pleistocene) at surface, covers 92 % 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.

Holocene sediments (Holocene) at surface, covers 7 % of this area The Holocene sediments in Florida occur near the present coastline at elevations generally less than 5 feet (1.5 meters). The sediments include quartz sands, carbonate sands and muds, and organics.

Shelly sediments of Plio-Pleistocene age (Pliocene/Pleistocene) at surface, covers 1 % 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

Roadway Soil Survey Report 4

City of Doral, FL 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

Key Largo Limestone (Pleistocene) at surface, covers 0.2 % of this area The Key Largo Limestone, named by Sanford (1909), is exposed at the surface in the Florida Keys from Soldier Key on the northeast to Newfound Harbor Keys near Big Pine Key on the southwest (Hoffmeister, 1974). This unit is a fossil coral reef much like the present day reefs offshore from the Keys. An exceptional exposure of the Key Largo Limestone occurs in the Windley Key Quarry State Geological Site in the upper Florida Keys. Exposures of the limestone containing large coral heads are in a series of old quarries. The Key Largo Limestone is a white to light gray, moderately to well indurated, fossiliferous, coralline limestone composed of coral heads encased in a calcarenitic matrix. Little to no siliciclastic sediment is found in these sediments. Fossils present include corals, mollusks and bryozoans. It is highly porous and permeable and is part of the Biscayne Aquifer of the surficial aquifer system

Reference:

https://mrdata.usgs.gov/geology/state/fips-unit.php?code=f12086

A portion of the Geological Map titled “Florida Geological Survey” for Miami-Dade County is presented as the Site Geological Map in Appendix A. It appears that, based on the USGS website, the project site is covered only with Miami Limestone at the surface.

Reference:

https://ca.dep.state.fl.us/mapdirect/?webmap=7a85fea2918a4e1f8effdb5bc9fe87f9

Roadway Soil Survey Report 5

City of Doral, FL

3.3 USGS Quadrangle Map, Hialeah - North, FL 2015

Elevations were reviewed from as-designed-plans for the last alterations of the east-west roadway.

The asphalt grade appears to be between +4 and +8 NAVD 1988, and the surrounding terrain appears to be at a +2 elevation. This elevation data should be used for general reference information only.

A portion of the Hialeah – North Topographical map is provided as Site Topographical Map in Appendix A

4.0 RESULTS OF SUBSURFACE EXPLORATION

4.1 Field Explorations

The subsurface conditions along the project interchange were explored by sixteen (16) borings, with depth of 6 feet below the ground surface, and two (2) borings with a depth of 15 feet for the BHPs. The 6-foot borings were performed as Standard Penetration Test (SPT) borings per ASTM D1586, and the BHP borings were completed as auger borings. The soils information is presented on the Soil Profiles Sheets in Appendix A.

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

Approximate locations of the borings performed are presented on 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 Soil Classification Systems.

4.2 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 in Table 4.2 below.

Roadway Soil Survey Report 6

City of Doral, FL

Table 4.2 - Soil Legend Stratum Number

Typical Soil Description

AASHTO

Classification

FDOT Soil Designation

1 TOPSOIL A-8 Unsuitable

BROWN SAND WITH TRACE SILT AND

LIMEROCK

A-2-4 Suitable

BROWN ORGANIC SAND WITH

LIMEROCK

A-8 Unsuitable

4 LIGHT BROWN SANDY LIMESTONE - Suitable 5 LIMEROCK (FILL) - Suitable 6 ASHPALT - Unsuitable

Profiles for the soils encountered in the borings are presented in Appendix A.

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 omitted for clarity. The boring profiles represent the conditions at a particular boring location, and variations do occur and should be expected among the borings.

5.0 LABORATORY TESTING

5.1 Classification Testing

Representative soil samples collected from the borings were classified and stratified in general accordance with the AASHTO Soil Classification System for roadway borings. 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, and organic content tests. Laboratory test results are included in Appendix B as Summary of Laboratory Test Results and Grain Size Data Sheets.

Tests were performed in general accordance with the test methods noted in Table 5.1 below.

Table 5.1 – Soil Sample Testing Methods Test Type Test Method Sieve Analysis ASTM C 136 (AASHTO T 27) Moisture Content ASTM D 2216 (AASHTO T 265) Organic Content ASTM D 2974 (AASHTO T 267)

Roadway Soil Survey Report 7

City of Doral, FL

6.0 GROUNDWATER CONDITIONS

6.1 Groundwater

Encountered groundwater depth was measured at the boring locations following the termination of drilling. Groundwater was marked as “GNE” (Groundwater Not Encountered) when the groundwater was not encountered within the boring depth. Encountered groundwater depths measured in the borings are presented on the Soil Profiles Sheets in Appendix A, along with a summary titled Groundwater Table and Boring Location Summary Data in Appendix A recorded.

Based on the reviewed maps for the project area, the Seasonal High Groundwater Table (SHGWT) levels are expected to be between +5 and +6 feet (Seal Level) The water levels are controlled by existing drainage features present throughout the corridor. We recommend the project design be also coordinated with the existing permits from previous constructions, profiles of existing roadway and drainage structures, and the SHGWT and Design High Water (DHW) elevations are adjusted accordingly.

Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as human-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 the construction procedures. Based on the Site Groundwater Map, included in Appendix A, the groundwater high levels should be anticipated to be near 5 feet, Sea Level.

6.2 Borehole Permeability (BHP) Test Results

Two (2) BHP tests were performed using the usual open-hole, constant head methodology. The holes were advanced to approximately 15 feet below the existing grade and they were drilled with a hollow stem auger so that soil samples could be retrieved for visual classification by an engineer.

The BHP test 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 maintaining a constant head was recorded. The test results are presented as the Summary of Borehole Permeability Test Results in Appendix C. The borings are presented on the Soil Profiles Sheets in Appendix A.

7.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS

7.1 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.

Roadway Soil Survey Report 8

City of Doral, FL

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 if encountered during excavations. 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.

An underlying layer of organic material exists at the site, as noted in the borings from the previous roadway project. The relatively thin layer encountered in the borings may remain in place, due to the depth of excavation required to remove the layer. Geofabrics shall be included in the embankment to assist in maintaining embankment stability as the organic layer decays over time.

7.2 Permanent Cut and Fill Slopes

We anticipate that fills will be required for the proposed roadway widening. 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.

7.3 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.

7.4 Groundwater Control

Groundwater may not have an impact on the proposed roadway widening 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. The groundwater was not encountered in some of the boring depths completed. A summary of recorded groundwater readings is included as page titled Groundwater Table and Boring Location Summary Data in Appendix A.

7.5 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.

Roadway Soil Survey Report 9

City of Doral, FL

For a stabilized subgrade, we recommend a sand-gravel mixture, 12 inches thick, with a minimum design LBR of 40. The Base course should consist of limerock, shell rock 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 (FM 1-T180 Method D).

Asphalt thickness should be determined considering the anticipated traffic loading conditions and expected life expectancy of the pavement section.

7.6 On-Site Soil Suitability

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

Stratum 1 consists of Topsoil (A-8) and should be stripped from the proposed widening and new pavement areas. It may be used on the project in accordance with Standard Plans Index 120-001 or discarded per Specification 120 Excavation and Embankment.

Stratum 2 consists of Brown Sand with Trace Silt and Limerock (A-2-4). This material appears to be suitable to use in subgrade and embankment support and should be utilized according to Standard Plans Index 120-001. However, this material is 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 Number 200 U.S. Standard Sieve.

Stratum 3 consists of Brown Organic Sand with Limerock (A-8) and should be removed and replaced per Standard Index 120-002 if encountered during excavations. The relatively thin layer encountered in the borings may remain in place, due to the depth of excavation required to remove the layer. Geofabrics shall be included in the embankment to assist in maintaining embankment stability as the organic layer decays over time.

Stratum 4 consists of Light Brown Sandy Limestone. This material can be used as select material as long as the gradation satisfies the FDOT Standard Specification Requirements. Limestone is anticipated to be Hard to Difficult to excavate. Additionally, Limestone can be porous and difficult to dewater.

Stratum 5 consists of Limerock (fill) (A-1-a). These materials appear to be suitable to use in subgrade and embankment and should be utilized according to Standard Plans Index 120-001.

Roadway Soil Survey Report 10

City of Doral, FL

8.0 PAVEMENT CORES

8.1 Roadway General Information

The existing pavement section details, including total pavement thickness, layer thickness, base type, and base thickness were determined by performing cores within the project asphalt. A total of six (6) asphalt cores were obtained. The asphalt layer and base-depth information is provided on the Pavement and Base Material Data Sheets in Appendix D, with abbreviations for Pavement Layer Type and Base Type.

8.2 Coring Process

The pavement cores were located in the field by a representative of TSF using handheld Global Positioning System (GPS) equipment (non-survey grade), which is estimated to have an accuracy of 30 feet.

The approximate pavement core and base check locations are presented on the Boring Location Plan sheets in Appendix A. The GPS coordinates (Latitude/Longitude) are included on the Pavement and Base Material Data Sheets in Appendix D and on the Photographs of Pavement Cores, included in Appendix D.

The pavement cores were performed with the use of a 6-inch outside diameter core bit. Core samples of the existing pavement section were collected, and the thickness of the pavement and base was measured.

9.0 REPORT LIMITATIONS

Our Geotechnical engineering evaluation of the site and subsurface conditions concerning 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 are provided 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

1, Site Vicinity Map (1 Page) 2, Site Geological Map (1 Page) 3, Site Topographical Map (1 Page) 4, Soil Map—Miami-Dade County, Florida, East Part (3 Pages) 5, Site Groundwater Map (1 Page) 6, Roadway Soil Survey (1 Page) 7, Soil Profiles (2 Pages) 8, Boring Location Plan (1 Page) 9, Groundwater Table and Boring Location Summary Data (1 Page))

APPROXIMATE SITE LOCATION

SITE VICINITY MAP

COUNTY: MIAMI-DADE COUNTY, FLORIDA

REFERENCE: GOOGLE EARTH

NW 102nd Avenue, NW 66th Street and NW 99th Avenue City of Doral, FL

Miami-Dade County Drawn by: Scale: Project No:

J.O. N.T.S. 7111-21-207

SITE GEOLOGICAL MAP

COUNTY: MIAMI-DADE COUNTY, FLORIDA T43S R43E S6

REFERENCE: FLORIDA GEOLOGICAL SURVEY

(PART OF MAP AND LEGEND INCLUDED HERE)

online http://publicfiles.dep.state.fl.us/FGS/FGS_Publications/OFMS/CountyMaps/OFMS67-DADE.pdf

NW 102nd Avenue, NW 66th Street and NW 99th Avenue City of Doral, FL

Miami-Dade County Drawn by: Scale: Project No:

http://publicfiles.dep.state.fl.us/FGS/FGS_Publications/OFMS/CountyMaps/OFMS67-DADE.pdf

SITE TOPOGRAPHICAL MAP

REFERENCE: TOPOGRAPHIC MAP, HIALEAH,

FLORIDA (PART OF MAP INCLUDED HEREIN)

https://www.anyplaceamerica.com/directory/fl/miami-dade-county-12086/

T53S R40E S17

NW 102nd Avenue, NW 66th Street and NW 99th Avenue City of Doral, FL

Miami-Dade County Drawn by: Scale: Project No:

https://www.anyplaceamerica.com/directory/fl/miami-dade-county-12086/

Soil Map—Miami-Dade County Area, Florida (7111-21-207.NW 102nd Avenue, NW 66th Street and NW 99th Avenue (KHA))

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

7/1/2021

563860 563920 563980 564040 564100 564160 564220 564280 564340 564400

563860 563920 563980 564040 564100 564160 564220 564280 564340 564400

25° 50' 3'' N

1'

6' ' W

25° 50' 3'' N

1'

6' ' W

25° 49' 51'' N

1'

6' ' W

25° 49' 51'' N

1'

6' ' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 100 200 400 600

Feet 0 35 70 140 210

Meters Map Scale: 1:2,610 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 1:24,000.

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: Miami-Dade County Area, Florida Survey Area Data: Version 12, Jun 9, 2020

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

Date(s) aerial images were photographed: Dec 6, 2019—Mar 24, 2020

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—Miami-Dade County Area, Florida (7111-21-207.NW 102nd Avenue, NW 66th Street and NW 99th Avenue (KHA))

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

7/1/2021

Map Unit Legend

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

9 Udorthents-Water complex 3.0 26.1%

14 Dania muck, frequently ponded, 0 to 1 percent slopes

6.6 57.4%

34 Hallandale fine sand, 0 to 2 percent slopes

1.9 16.5%

Totals for Area of Interest 11.6 100.0%

Soil Map—Miami-Dade County Area, Florida 7111-21-207.NW 102nd Avenue, NW 66th Street and NW 99th Avenue

(KHA)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

7/1/2021

SITE GROUNDWATER MAP

REFERENCE: AVERAGE YEARLY HIGH

WATER LEVELS 1990-99

NW 102nd Avenue, NW 66th Street and NW 99th Avenue City of Doral, FL

Miami-Dade County

CONTOURS IN 0.5-FOOT

INTERVALS SEALEVEL

Drawn by: Scale: Project No:

STATE OF FLORIDA

DATE OF SURVEY: JULY 2021

DEPARTMENT OF TRANSPORTATION

DISTRICT: CITY OF DORAL

SURVEY MADE BY: TIERRA SOUTH FLORIDA, INC. ROAD NO.:

SUBMITTED BY: TIERRA SOUTH FLORIDA, INC. MATERIALS AND RESEARCH COUNTY: MIAMI-DADE

PROJECT NAME: NW 66TH AVE

FINANCIAL PROJECT ID: 7111-21-207

CROSS SECTION SOIL SURVEY FOR THE DESIGN OF ROADS

SURVEY BEGINS STA.: 30+00 SURVEY ENDS STA.:44+00

REFERENCE: BL NW 66TH AVE

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 1 1 1 12 1 93 71 59 46 35 - - - A-2-4 BROWN SAND WITH TRACE SILT AND LIMEROCK - - - - -

3 3 7 - 11 3 15 - 34 2

36 -

27 -

22 -

15 -

9 -

- - - A-8 BROWN ORGANIC SAND WITH LIMEROCK - - - - -

4 - - - - - - - - - - - - - - LIGHT BROWN SANDY LIMESTONE - - - - -

5 1 1 1 1 1 28 20 17 16 10 - - - A-1-a LIMEROCK (FILL) - - - - -

6 - - - - - - - - - - - - - - ASHPALT - - - - -

EMBANKMENT AND SUBGRADE MATERIAL

STRATA BOUNDARIES ARE APPROXIMATE. MAKE FINAL CHECK AFTER GRADING.

ó WATER TABLE ENCOUNTERED ô ESTIMATED SEASONAL HIGH GROUNDWATER LEVEL

GNE GROUNDWATER NOT ENCOUNTERED

NP- NON PLASTIC

4. SOIL ANALYSIS INCLUDEDS DATA FROM ROADWAY AREAS AND RAMP AREAS, AS NOTED IN LIMITS ABOVE.

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

2. GROUNDWATER LEVEL SHOWN AS ( ó ) WHERE ENCOUNTERED, GROUNDWATER NOT ENCOUNTERED SHOWN AS "GNE". ESTIMATED SEASONAL HIGH GROUNDWATER LEVEL SHOWN AS ( ô ), IF ESTIMATED AT OR ABOVE THE BOTTOM OF BORING PROFILE ELEVATION.

10. STRATUM 5 CONSISTS OF LIMEROCK (FILL) (A-1-a). THESE MATERIALS APPEAR TO BE SUITABLE TO USE IN SUBGRADE AND EMBANKMENT AND SHOULD BE UTILIZED ACCORDING TO STANDARD PLANS INDEX 120-001.

6. 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.

VARIATIONS BETWEEN BORING SHOULD BE ANTICIPATED AS INDICATED IN STANDARD ESPECIFIFCATIONS 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

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

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

THAN 15% PASSING THE NO . 200 U.S. STANDARD SIEVE.

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

HOWEVER, THIS MATERIAL IS LIKELY TO RETAIN EXCESS MOISTURE AND MAY BEDIFFICULT 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

7. STRATUM 2 CONSISTS OF BROWN SAND WITH TRACE SILT AND LIMEROCK (A-2-4). THIS MATERIAL APPEARS TO BE SUITABLE TO USE IN SUBGRADE AND EMBANKMENT SUPPORT AND SHOULD BE UTILIZED ACCORDING TO STANDARD PLANS INDEX 120-001.

REMAIN IN PLACE, DUE TO THE DEPTH OF EXCAVATION REQUIRED TO REMOVE THE LAYER. GEOFABRICS SHALL BE INCLUDED IN THE EMBANKMENT TO ASSIST IN MAINTAINING EMBANKMENT STABILITY AS THE ORGANIC LAYER DECAYS OVER TIME.

8. STRATUM 3 CONSISTS OF BROWN ORGANIC SAND WITH LIMEROCK (A-8) AND SHOULD BE REMOVED AND REPLACED PER STANDARD INDEX 120-002 IF ENCOUNTERED DURING EXCAVATIONS. THE RELATIVELY THIN LAYER ENCOUNTERED IN THE BORINGS MAY

DIFFICULT TO EXCAVATE. ADDITIONALLY, LIMESTONE CAN BE POROUS AND DIFFICULT TO DEWATER.

9. STRATUM 4 CONSISTS OF LIGHT BROWN SANDY LIMESTONE. THIS MATERIAL CAN BE USED AS SELECT MATERIAL AS LONG AS THE GRADATION SATISFIES THE FDOT STANDARD SPECIFICATION REQUIREMENTS. LIMESTONE IS ANTICIPATED TO BE HARD TO

NG RK

NTS

Sheet:

ENGINEER OF RECORD: PROJECT NUMBER:SCALE:APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

53567

FLORIDA LICENSE NO.:

RAJ KRISHNASAMY, P.E. 2

KV

ROADWAY SOIL SURVEY

TIERRA SOUTH FLORIDA

2765 VISTA PARKWAY, S-10

WEST PALM BEACH, FL 334117/28/2021

7111-21-207

NW 66TH STREET AND NW 99TH AVENUE

NW 102ND AVENUE

CITY OF DORAL, FLORIDA

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

865989

545641

-80.362079

25.83338

CME 45

AUTO

7/1/2021

10 FT RT

30+16 BL NW 66TH ST

B-1 at Elev. 0ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

866120

545653

-80.361681

25.833411

CME 45

AUTO

7/1/2021

5.35

1 FT RT

31+47 BL NW 66TH ST

B-2 at Elev. -0.65ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

866285

545651

-80.361179

25.833402

CME 45

AUTO

7/1/2021

7.01

2 FT RT

33+12 BL NW 66TH ST

B-3 at Elev. 1.01ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

866425

545655

-80.360755

25.833413

CME 45

AUTO

7/1/2021

7.29

1 FT RT

34+52 BL NW 66TH ST

B-4 at Elev. 1.29ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

866600

545650

-80.360223

25.833395

CME 45

AUTO

7/1/2021

7.04

5 FT RT

36+27 BL NW 66TH ST

B-5 at Elev. 1.04ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

866739

545657

-80.359799

25.833412

CME 45

AUTO

7/1/2021

7.52

2 FT RT

37+66 BL NW 66TH ST

B-6 at Elev. 1.52ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

866923

545653

-80.359241

25.8334

CME 45

AUTO

7/1/2021

7.77

3 FT RT

39+50 BL NW 66TH ST

B-7 at Elev. 1.77ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

867063

545653

-80.358816

25.833398

CME 45

AUTO

7/1/2021

7.45

4 FT RT

40+90 BL NW 66TH ST

B-8 at Elev. 1.45ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

867178

545657

-80.358464

25.833407

CME 45

AUTO

7/1/2021

7.04

1 FT RT

42+05 BL NW 66TH ST

B-9 at Elev. 1.04ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

867286

545652

-80.358136

25.833393

CME 45

AUTO

7/1/2021

7.82

7 FT RT

43+13 BL NW 66TH ST

B-10 at Elev. 1.82ft

Boring Terminated

E le v a t io n

(f e e t

-5

E le v a t io n

(f e e t

-5

E le v a t io n

(f e e t

-5

E le v a t io n

(f e e t

-5 Legend

Encountered Groundwater Table

NMC=

OC=

-200=

Natural Moisture Content (%)

Fines Passing #200 Sieve (%)

Organic Content (%)

LIGHT BROWN SANDY LIMESTONE

ASPHALT

TOPSOIL (A-8)

BROWN SAND WITH TRACE OF SILT AND LIMEROCK (A-2-4)

BROWN ORGANIC SAND WITH LIMEROCK (A-8)

LIMEROCK (FILL) (A-1-a)

OC=8%

-200=9%

NMC=15%

OC=1%

-200=35%

NMC=12%

OC=7%

-200=24%

NMC=34%

OC=1%

-200=10%

NMC=9%

GNE Groundwater Table Not Encountered in upper 10 feet.

EQUIVALENT SAFETY HAMMER N-VALUES FOR DESIGN PURPOSE.

HENCE, THE ABOVE N-VALUES NEED TO BE MULTIPLIED BY 1.24 TO OBTAIN

GENERALLY DESIGN CORRELATIONS AND PROGRAMS USE SAFETY HAMMER N-VALUES.

SPT N-VALUES SHOWN ABOVE WERE OBTAINED USING AUTOMATIC HAMMERS.*

ACTUAL BORING LOCATIONS COULD VARY

LATITUDE AND LONGITUDE ARE APPROXIMATE, BASED ON HANDHELD GPSMap GARMIN 78s.**

NG RK

NTS

Sheet:

ENGINEER OF RECORD: PROJECT NUMBER:SCALE:APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

53567

FLORIDA LICENSE NO.:

RAJ KRISHNASAMY, P.E. 3

KV

TIERRA SOUTH FLORIDA

2765 VISTA PARKWAY, S-10

WEST PALM BEACH, FL 334117/28/2021

7111-21-207

NW 66TH STREET AND NW 99TH AVENUE

NW 102ND AVENUE

SOILS PROFILES

N*

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

867300

545561

-80.358097

25.833142

CME 45

AUTO

7/19/2021

2.19

98 FT RT

43+26 BL NW 66TH ST

B-11 at Elev. -3.81ft

Boring Terminated

N*

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

867301

545457

-80.358095

25.832855

CME 45

AUTO

7/19/2021

2.18

202 FT RT

43+27 BL NW 66TH ST

B-12 at Elev. -3.82ft

Boring Terminated

N* 1

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

867302

545353

-80.358092

25.83257

CME 45

AUTO

7/16/2021

3.18

306 FT RT

43+27 BL NW 66TH ST

B-13 at Elev. -2.82ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

865996

545559

-80.36206

25.833154

CME 45

AUTO

7/1/2021

5.29

92 FT RT

30+22 BL NW 66TH ST

B-14 at Elev. -0.71ft

Boring Terminated

N*GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

865998

545466

-80.362054

25.832897

CME 45

AUTO

7/1/2021

5.39

185 FT RT

30+24 BL NW 66TH ST

B-15 at Elev. -0.61ft

Boring Terminated

GNE

EASTING

NORTHING

LONGITUDE

LATITUDE

RIG

HAMMER

DATE

ELEV.

OFF.

STA.

BOR #

866006

545369

-80.362033

25.83263

CME 45

AUTO

7/1/2021

7.03

282 FT RT

30+31 BL NW 66TH ST

B-16 at Elev. 1.03ft

Boring Terminated

EASTING

NORTHING

LONGITUDE

LATITUDE

DATE

ELEV.

OFF.

STA.

BOR #

867240

545463

-80.358279

25.832872

7/19/2021

195 FT RT

42+66 BL NW 66TH ST

BHP-1

at Elev. -15ft

Boring Terminated

EASTING

NORTHING

LONGITUDE

LATITUDE

DATE

ELEV.

OFF.

STA.

BOR #

866694

545639

-80.359938

25.833364

7/1/2021

4.33

16 FT RT

37+21 BL NW 66TH ST

BHP-2

at Elev. -10.67ft

Boring Terminated

E le v a t io n

(f e e t

-5

E le v a t io n

(f e e t

-5

E le v a t io n

(f e e t

-5

-10

-15

E le v a t io n

(f e e t

-5

-10

-15

OC=11%

NMC=32%

Legend

Encountered Groundwater Table

NMC=

OC=

-200=

Natural Moisture Content (%)

Fines Passing #200 Sieve (%)

Organic Content (%)

LIGHT BROWN SANDY LIMESTONE

ASPHALT

TOPSOIL (A-8)

BROWN SAND WITH TRACE OF SILT AND LIMEROCK (A-2-4)

BROWN ORGANIC SAND WITH LIMEROCK (A-8)

LIMEROCK (FILL) (A-1-a)

GNE Groundwater Table Not Encountered in upper 10 feet.

EQUIVALENT SAFETY HAMMER N-VALUES FOR DESIGN PURPOSE.

HENCE, THE ABOVE N-VALUES NEED TO BE MULTIPLIED BY 1.24 TO OBTAIN

GENERALLY DESIGN CORRELATIONS AND PROGRAMS USE SAFETY HAMMER N-VALUES.

SPT N-VALUES SHOWN ABOVE WERE OBTAINED USING AUTOMATIC HAMMERS.*

ACTUAL BORING LOCATIONS COULD VARY

LATITUDE AND LONGITUDE ARE APPROXIMATE, BASED ON HANDHELD GPSMap GARMIN 78s.**

N*

NG RK

NTS

Sheet:

ENGINEER OF RECORD: PROJECT NUMBER:SCALE:APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

53567

FLORIDA LICENSE NO.:

RAJ KRISHNASAMY, P.E. 4

KV

TIERRA SOUTH FLORIDA

2765 VISTA PARKWAY, S-10

WEST PALM BEACH, FL 334117/28/2021

7111-21-207

NW 66TH STREET AND NW 99TH AVENUE

NW 102ND AVENUE

SOILS PROFILES

N T

S

B-1

N

B-2 B-3 B-4

B-5 B-6

B-7

B-8

B-9

B-10

B-11

B-12

B-13

BORINGS LOCATION PLAN

Approximate Location of SPT Boring

Approximate Location of BHP Test

Approximate Location of Pavement Core

BHP-1

PC-1

PC-2

PC-3

B-14

B-15

B-16

PC-4

PC-5

PC-6

BHP-2

NG RK

NTS

Sheet:

ENGINEER OF RECORD: PROJECT NUMBER:SCALE:APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

53567

FLORIDA LICENSE NO.:

RAJ KRISHNASAMY, P.E. 1

KV

7111-21-207

BORING LOCATION PLAN

TIERRA SOUTH FLORIDA

2765 VISTA PARKWAY, S-10

WEST PALM BEACH, FL 334117/28/2021

NW 66TH STREET AND NW 99TH AVENUE

NW 102ND AVENUE

BORING # NORTHING EASTING LATITUDE LONGITUDE STATION OFFSET (FT) REFERENCE ELEVATION

GROUNDWATER

DEPTH (FT)

BORING

DEPTH

(FT)

B‐1 545641 865989 25.833380 ‐80.362079 30+16 10 RT BL NW 66TH 6.0 GNE 6

B‐2 545653 866120 25.833411 ‐80.361681 31+47 1 RT BL NW 66TH 5.4 GNE 6

B‐3 545651 866285 25.833402 ‐80.361179 33+12 2 RT BL NW 66TH 7.0 GNE 6

B‐4 545655 866425 25.833413 ‐80.360755 34+52 1 RT BL NW 66TH 7.3 GNE 6

B‐5 545650 866600 25.833395 ‐80.360223 36+27 5 RT BL NW 66TH 7.0 GNE 6

B‐6 545657 866739 25.833412 ‐80.359799 37+66 2 RT BL NW 66TH 7.5 GNE 6

B‐7 545653 866923 25.833400 ‐80.359241 39+50 3 RT BL NW 66TH 7.8 GNE 6

B‐8 545653 867063 25.833398 ‐80.358816 40+90 4 RT BL NW 66TH 7.5 GNE 6

B‐9 545657 867178 25.833407 ‐80.358464 42+05 1 RT BL NW 66TH 7.0 GNE 6

B‐10 545652 867286 25.833393 ‐80.358136 43+13 7 RT BL NW 66TH 7.8 GNE 6

B‐11 545561 867300 25.833142 ‐80.358097 43+26 98 RT BL NW 66TH 2.2 0.75 6

B‐12 545457 867301 25.832855 ‐80.358095 43+27 202 RT BL NW 66TH 2.2 0.75 6

B‐13 545353 867302 25.832570 ‐80.358092 43+27 306 RT BL NW 66TH 3.2 1.25 6

B‐14 545559 865996 25.833154 ‐80.362060 30+22 92 RT BL NW 66TH 5.3 GNE 6

B‐15 545466 865998 25.832897 ‐80.362054 30+24 185 RT BL NW 66TH 5.4 GNE 6

B‐16 545369 866006 25.832630 ‐80.362033 30+31 282 RT BL NW 66TH 7.0 GNE 6

BHP‐1 545463 867240 25.832872 ‐80.358279 42+66 195 RT BL NW 66TH 0.0 0.75 15

BHP‐2 545639 866694 25.833364 ‐80.359938 37+21 16 RT BL NW 66TH 4.3 8.5 15

Max 8.5

Lat/Lon is estimated from field points. Northing/Easting are derived from Lat/Lon Min 0.75

Station/Offset/Elevation were provided by the EOR, and are based on Northing/Easting.

All values should be consdidered approximate.

NW 102nd Avenue, NW 66th Street and NW 99th Avenue

City of Doral, FL

Miami‐Dade County

TSF Project No. 7111‐21‐207

Groundwater Table Summary Data

APPENDIX B -

1, Summary of Laboratory Test Results (1 Page) 2, Grain Size Data Sheets (5 Pages)

3/4" 3/8" #4 #10 #40 #60 #100 #200

B-3 1 0.33 TO 1 2 A-2-4 100 96 90 83 71 59 46 35 BROWN SAND WITH TRACE SILT

AND LIMEROCK (A-2-4)

1 12

B-1 2 2 TO 4 3 A-8 61 55 45 36 27 22 15 9 BROWN ORGANIC SAND WITH

LIMEROCK (A-8)

8 15

B-4 3 4 TO 6 3 A-8 89 85 80 69 51 44 33 24 BROWN ORGANIC SAND WITH

LIMEROCK (A-8)

7 34

B-14 3 4 TO 6 3 A-8 BROWN ORGANIC SAND WITH

LIMEROCK (A-8)

11 32

B-10 3 2 TO 4 5 A-1-a 65 50 39 28 20 17 13 10 LIMEROCK (FILL) A-1-a 1 9

SUMMARY OF LABORATORY TESTS

NW 102nd Avenue, NW 66th Street and NW 99th Avenue

City of Doral, FL Miami-Dade County

TSF Project No. 7111-21-207

Boring Number

Sample Depth (ft)

Stratum Number

AASHTO

Symbol

Sieve Analysis, Percentage Passing Organic

Content (%)

Natural Moisture

Content (%)

Sample Number

Written Description

DATE: 7/2/2021

ASTM D 2487 Classification of Soil for Engineering Purposes Coarse Sand < #4 and > #10 Cu = D60 / D10

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40 Cc = (D30)^2 / (D10 x D60)

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-3 SAMPLE # 1 DEPTH (ft): 0.33 TO 1

STRATUM: 2

SOIL CLASSIFICATION: A-2-4

MC% 11.9

OC% 1.06

-200% 35

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

GRAIN SIZE DATA SHEET

PROJECT INFORMATION

NW 102nd Avenue, NW 66th Street and NW 99th Avenue

City of Doral, FL Miami-Dade County

TSF Project No. 7111-21-207

BROWN SAND WITH TRACE SILT AND LIMEROCK (A-2-4)

0.010.1110100

P

ER

C

EN

T P A

SS

IN

G

SIEVE OPENING SIZE (mm)

GRAIN SIZE DISTRIBUTION CURVE

ASTM D 2487 Classification of Soil for Engineering Purposes Coarse Sand < #4 and > #10 Cu = D60 / D10

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40 Cc = (D30)^2 / (D10 x D60)

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-1 SAMPLE # 2 DEPTH (ft): 2 TO 4

STRATUM: 3

SOIL CLASSIFICATION: A-8

MC% 15.1

OC% 7.59

-200% 9

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

NW 102nd Avenue, NW 66th Street and NW 99th Avenue

City of Doral, FL Miami-Dade County

TSF Project No. 7111-21-207

BROWN ORGANIC SAND WITH LIMEROCK (A-8)

0.010.1110100

P

ER

C

EN

T P A

SS

ASTM D 2487 Classification of Soil for Engineering Purposes Coarse Sand < #4 and > #10 Cu = D60 / D10

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40 Cc = (D30)^2 / (D10 x D60)

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-4 SAMPLE # 3 DEPTH (ft): 4 TO 6

STRATUM: 3

SOIL CLASSIFICATION: A-8

MC% 33.9

OC% 7.20

-200% 24

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

NW 102nd Avenue, NW 66th Street and NW 99th Avenue

City of Doral, FL Miami-Dade County

TSF Project No. 7111-21-207

BROWN ORGANIC SAND WITH LIMEROCK (A-8)

0.010.1110100

P

ER

C

EN

T P A

SS

DATE: 7/6/2021

ASTM D 2487 Classification of Soil for Engineering Purposes Coarse Sand < #4 and > #10 Cu = D60 / D10

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40 Cc = (D30)^2 / (D10 x D60)

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-14 SAMPLE # 3 DEPTH (ft): 4 TO 6

STRATUM: 3

SOIL CLASSIFICATION: A-8

MC% 32.4

OC% 11.23

-200%

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

NW 102nd Avenue, NW 66th Street and NW 99th Avenue

City of Doral, FL Miami-Dade County

TSF Project No. 7111-21-207

BROWN ORGANIC SAND WITH LIMEROCK (A-8)

0.010.1110100

P

ER

C

EN

T P A

SS

ASTM D 2487 Classification of Soil for Engineering Purposes Coarse Sand < #4 and > #10 Cu = D60 / D10

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40 Cc = (D30)^2 / (D10 x D60)

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-10 SAMPLE # 3 DEPTH (ft): 2 TO 4

STRATUM: 5

SOIL CLASSIFICATION: A-1-a

MC% 9.0

OC% 1.45

-200% 10

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

NW 102nd Avenue, NW 66th Street and NW 99th Avenue

City of Doral, FL Miami-Dade County

TSF Project No. 7111-21-207

LIMEROCK (FILL) A-1-a

0.010.1110100

P

ER

C

EN

T P A

SS

APPENDIX C –

1, Summary of Borehole Permeability Test Results (1 Page)

Test Date Diameter Depth of Depth to Groundwater Level Hydraulic Saturated Hole Average Location Performed Hole Casing Hole Below Ground Surface (Feet) Head, H2 Depth, Ds Flow Rate, Q

(Inches) (Inches) (Feet) Prior to Test During Test (Feet) (Feet) (gpm)

BHP-1 7/19/2021 4 4 15.0 0.8 0.0 0.8 14.2 35.00

BHP-2 7/1/2021 4 4 15.0 8.0 0.0 8.0 7.0 50.00

Note:

(1) The above hydraulic conductivity values represent an ultimate value. The designer should decide on the required factor of safety

(2) The hydraulic conductivity values were calculated based on the South Florida Water Management Districts's USUAL OPEN HOLE CONSTANT

HEAD…