_Geotechnical_log-_Dania_Beach.pdf

REPORT COVER PAGE

Geotechnical Engineering Report

City of Dania Beach DCP for Southeast Stormwater Improvements Dania Beach, Florida

August 9, 2021 Terracon Project No. 34205040

Prepared for:

WSP, Inc Miami, FL

Prepared by:

Terracon Consultants, Inc.

Fort Lauderdale, FL

Terracon Consultants, Inc. 5371 NW 33 r d Avenue, Suite 201, For t Lauderdale, FL 33309 P (954) 741 8282 F (954) 741 8240 terracon.com

REPORT COVER LETTER TO SIGN

August 9, 2021

WSP, Inc 7650 Corporate Center Drive, Suite 300 Miami, FL 33126

Attn: Mr. Werner J. Reinefeld, P.E., ENV SP P: (954) 847-0622 E: werner.reinefeld@wsp.com

Re: Geotechnical Engineering Report City of Dania Beach DCP for Southeast Stormwater Improvements Area bound from west to the east by Federal Hwy and SE 5th Avenue & From the south to the north from SE 10th Street to SE 2nd Street Dania Beach, Florida Terracon Project No. 34205040

Dear Mr. Reinefeld:

We have completed the Geotechnical Engineering services for the above referenced project. This study was performed in general accordance with Terracon Proposal No. P34205040 dated May 8, 2020. This report presents the findings of the subsurface exploration and provides geotechnical recommendations for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Rutugandha H. Nulkar, P.E. Hugo E. Soto, P.E.

Senior Engineer Principal FL Registration No. 70625 FL Registration No. 36440 hesoto Stamp rhnulkar Text Box This item has been electronically signed and sealed by Hugo E. Soto on March 23, 2022 using a SHA authentication code. Printed copies of this document are not considered signed and sealed and the SHA authentication code must be verified on any electronic copies.

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REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL OVERVIEW

EARTHWORK

PUMP STATION

GEOTECHNICAL SOIL PARAMETERS FOR SHEET PILE WALLS

CONSTRUCTION CONSIDERATIONS FOR PUMP STATION

PAVEMENT EVALUATION

GENERAL COMMENTS

ATTACHMENTS

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION AND TESTING PROCEDURES

EXPLORATION RESULTS

LABORATORY TESTING PROCEDURES

LABORATORY TEST RESULTS

SUPPORTING INFORMATION

Note: Refer to each individual Attachment for a listing of contents.

City of Dania Beach DCP for Southeast Stormwater Improvements Dania Beach, Florida August 9, 2021 ■ Terracon Project No. 34205040

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REPORT SUMMARY

Topic 1 Overview Statement 2

Project Description

This project consists of stormwater drainage improvements within the area bound from west to the east by Federal Hwy and SE 5th Avenue and from the south to the North from SE 10th Street to SE 2nd Street in Dania Beach, Florida

Geotechnical Characterization

The borings performed indicate presence of sandy silt at a depth of 2 to 4 feet below the sandy fill material. The sandy silt indicates presence of organic peat at certain locations. Below the silt a layer of medium dense sand is encountered. The sands are underlain by weakly cemented limestone formation that extends to a depth of 15 to 20 feet below existing grade. The limestone formation is underlain by loose to medium dense sands that extend to the termination depth of 40 feet.

Exfiltration Tests

Two (2) exfiltration tests were performed to a depth of 10 feet below grade. The exfiltration test results are presented to assist in the drainage design at the proposed site.

Pump Station We recommend an allowable bearing pressure of 3,000 psf be used for foundation for the pump station bearing on existing sands at an approximate depth of 25 feet below existing grade. We recommend that the dead weight of the structure and the soil directly over the plan area of the footing be used in calculating uplift resistance.

General Comments

This section contains important information about the limitations of this geotechnical engineering report.

1. This summary is for convenience only. It should be used in conjunction with the entire report for design purposes.

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INTRODUC TION

Geotechnical Engineering Report City of Dania Beach DCP for Southeast Stormwater Improvements

Area bound from west to the east by Federal Hwy and SE 5th Avenue & From the South to the North from SE 10th Street to SE 2nd Street

Dania Beach, Florida Terracon Project No. 34205040

August 9, 2021

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed drainage improvements within the Area bound from west to the east by Federal Hwy and SE 5th Avenue & from the South to the North from SE 10th Street to SE 2nd Street in Dania Beach, Florida. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil (and rock) conditions

■ Groundwater conditions

■ Pavement Core information

■ Exfiltration Test Results

■ Recommendations for the proposed pump stations

The geotechnical engineering Scope of Services for this project included the advancement of five

(5) test borings to depths of 10 feet below existing site grades and two (2) test borings to a depth of 40 feet for the proposed pump station. In addition, two (2) exfiltration tests will be performed to a depth of 10 feet below existing grade. Five (5) pavement cores were performed along the proposed project area. In addition, two Double ring infiltrometer (DRI) tests will be performed at the ground surface at the location selected by WSP USA Inc. The results for the tests will be presented under different cover.

Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel Information The project is located at Area bound from west to the east by Federal Hwy and SE 5th Avenue & from the South to the North from SE 10th Street to SE 2ns Street in Dania Beach, Florida. (See Exhibit D)

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PROJECT DESCRIPTION

Our understanding of the project was provided in our proposal.

Item Description Information Provided The project information was provided via emails from WSP

Project Description This project consists of stormwater drainage improvements within the area mentioned above.

Proposed Structure

The following structures are proposed for this project:

a. Exfiltration Trench - Along SE 3rd Avenue – south of SE 3rd Street and SE 4th Avenue – South of SE 5th Street

b. Two (2) Pump Stations - One near the intersection of SE 3rd

Street and SE 3rd Ave. and the other one at SE 4th Avenue between 5th and 6th Street. Approximately 25 ft. deep.

GEOTECHNICAL CHARACTERIZATION

We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. The subsurface conditions at the project site can be generalized as follows:

Conditions encountered at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results section can be found in the Figures section of this report.

Stratum No.

Approximate Depth Range to Bottom of

Stratum 1

(Feet)

Material Encountered

(USCS Classification)

Consistency

/Density

1 0.2 to 0.3 Asphalt -

2 2.0 to 4.0 (FILL) Fine SAND with Limerock, light brown (SP/GP) Medium Dense

3 3.5 to 8.0 Light brown sandy SILT occasionally with Black PEAT Soft

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Stratum No.

Approximate Depth Range to Bottom of

Stratum 1

(Feet)

Material Encountered

(USCS Classification)

Consistency

/Density

4 8.0 to 10.0 FINE SAND to silty fine SAND, light brown to gray

(SP, SP-SM)

Loose to Medium Dense

5 20.0 LIMESTONE with fine to coarse sand Weakly cemented

6 40.0 FINE SAND, light brown to light gray Loose to medium dense

Groundwater

The boreholes were observed while drilling for the presence and level of groundwater. The water table are presented in the table below.

Boring Number Approximate Depth to Groundwater while Drilling (feet) B-1 3.3

B-2 3.4

B-3 3.5

B-4 2.5

B-5 2.3

B-6 3.7

B-7 3.3

These water level observations provide an approximate indication of the groundwater conditions existing at the time the borings were drilled. Fluctuations in groundwater levels can be measured by implementation of a groundwater monitoring plan. Such a plan would include installation of groundwater monitoring wells, and periodic measurement of groundwater levels over a sufficient period of time.

It should be recognized that fluctuations of the groundwater table may occur due to seasonal variations in the amount of rainfall, runoff, tides, and/or other factors. In addition, perched water

Dania Beach, Florida August 9, 2021 ■ Terracon Project No. 34205040

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Groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

Exfiltration Tests

Two (2) exfiltration tests, EX-1 and EX-2, were performed in general accordance with SFWMD Usual Open Hole Test Method. The exfiltration test results are presented in the Attachments.

The exfiltration tests were performed in general accordance with the South Florida Water Management District (SFWMD) procedures for the "Usual Condition Constant Head" exfiltration Tests. The test was performed in a 6-inch diameter borehole. A 2-inch diameter perforated PVC pipe was placed in the borehole. Water was then pumped into the borehole in order to raise the water level in the borehole to the ground surface. Once the inflow stabilized with the outflow rate, the average pumping rate and the elevation of the water obtained with this stabilized flow rate were recorded. The hydraulic conductivity value was then calculated from the test results and is reported in units of cubic feet per second per square foot, per foot of head (cfs/ft2-ft head).

The exfiltration test resulted in a hydraulic conductivity value shown in the table below.

Test No. Depth of Test (ft)

K, Hydraulic Conductivity SFWMD Equation (cfs/ft2-ft Head)

EX-1 10 5.62 x 10-5

EX-2 10 7.99 x 10-5

The exfiltration test locations are shown on the Exploration Plan and the exfiltration results are shown in the Exfiltration Test Results section of the attachments.

Pavement Core Information

The asphalt pavement cores were obtained using a 6-inch diameter core barrel that was attached truck mounted drill rig. The core barrel was advanced by slowly through the asphalt pavement using water to keep the core barrel cool until reaching the surface of the base materials.

The pavement core location and thicknesses are summarized in table on the following page.

Pavement core pictures are presented in the Attachments.

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Summary of Pavement Core Locations and Thickness

Pavement Core Lane Core Thickness (in)

B-1 L1 3.0 B-2 R1 2.5

B-3 R1 3.5 B-4 R1 2.5 B-7 R1 2.5

GEOTECHNICAL OVERVIEW

Based on the information provided by WSP we anticipate that the pump station will be supported at a depth of approximately 25 feet below existing grade. Based on the results of the subsurface exploration and our analysis the pump station may be supported on an allowable bearing pressure of 3,000 psf on the sandy profile at the proposed depth.

Geotechnical considerations for this project include the following:

EARTHWORK

Earthwork is anticipated to include clearing and grubbing, excavations, and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include construction considerations.

Site Preparation

The location of any existing underground utility lines within the construction area should be established. Provisions should be made to relocate any interfering utility lines within the construction area. Abandoned utilities should be removed or grouted to reduce the possibility of subsurface erosion.

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Structural Fill

Fill required to achieve design grade should be classified as structural fill. Earthen materials used for structural fill should meet the following material property requirements:

Fill Type 1 USCS Classification Acceptable Location for Placement

Structural SP, SP-SM or GP, GP-GM (fines content < 12 percent, maximum particle size < 3 inches)

All locations and elevations

Fill Placed Below Groundwater

Inorganic, non-plastic material, free of any man-made debris, with ASTM classification (USCS) of GP, GW or FDOT 57 Stone with less than 5 percent material finer than the No. 200 sieve and a maximum particle size of 3 inches.

The FDOT 57 stone should not be placed more than one foot above the water level.

Below Groundwater

1. Structural and fill should consist of approved materials free of organic matter and debris. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to use on this site.

Fill Compaction Requirements

Structural fill should meet the following compaction requirements.

Item Description

Fill Lift Thickness

Fill lift thicknesses vary with the compaction methods used and should be completed as follows:

■ 12 inches or less in loose thickness when heavy vibratory compaction equipment is used. Maximum particle size should not exceed 3 inches on a 12-inch lift.

■ 4 to 6 inches in loose thickness when hand-guided equipment (i.e.

jumping jack or plate compactor) is used. Maximum particle size should not exceed 1 ½ inches in a 4- to 6-inch lift.

Minimum Compaction Requirements

The area beneath the structure footprint subgrade elevation should be compacted to at least 95 percent of the maximum dry density as determined by the Modified Proctor Test (ASTM D-1557)

Water Content

Range 1 Within +/- 2 percent of optimum moisture content as determined by the Modified Proctor Test, at the time of placement and compaction.

1. We recommend that structural fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and compacted as required until the specified moisture and compaction requirements are achieved.

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Earthwork Construction Considerations

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or state regulations.

Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred.

Weakly to moderately cemented limestone formation is observed from a depth of 6 to 20 feet below existing grade. The excavation of this material may require special tools.

Construction Observation and Testing

The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.

Monitoring should include documentation of adequate removal of excavation, and mitigation of areas to require mitigation.

The continuation of the Geotechnical Engineer into the construction phase of the project provides the continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including assessing variations and associated design changes.

PUMP STATION

Based on the data obtained from our subsurface exploration, it is our opinion that the proposed pump station can be supported on concrete pad/slab bearing on existing sandy profile. The depth of the pump station is anticipated to be 25 feet below existing ground surface.

Design Recommendations

Based on the existing soil profile, we recommend an allowable bearing pressure of 3,000 psf be used for foundation for the pump station bearing on existing sands.

The pump station will be subjected to hydrostatic uplift forces, particularly when the pump station is empty. As a result, it should be designed to resist these uplift forces. We recommend that the dead weight of the structure and the soil directly over the plan area of the footing be used in calculating uplift resistance. For this calculation, we recommend a soil unit weight of 115 pounds per cubic foot and a safety factor of at least 1.5. Lateral resistance may be calculated by using a

Dania Beach, Florida August 9, 2021 ■ Terracon Project No. 34205040

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Foundation Construction Considerations

We understand that the pump station will be supported on a concrete pad/slab. The method of construction of the wet well is unknown at this time.

If concrete seal is used for pump station construction, we recommend that the construction of the concrete seal follow Section 455-15.9 of the FDOT Standard Specifications for Road and Bridge Construction. We also suggest that the general guidelines of Section 125 “Excavation for Structure and Pipe” of the FDOT Standard Specifications be followed for this project.

GEOTECHNICAL SOIL PARAMETERS FOR SHEET PILE WALLS

Based on the SPT borings, recommended soil parameters presented in the Table on the following page were prepared for sheet piles that may be required for the installation of the pump station.

TABLE 1: GEOTECHNICAL SOIL PARAMETERS

General Material

Description

Depth Below Existing Ground Surface (feet)

Unit Weight f

(degr ees)

Cohesion (psf)

Wall Friction

(degrees)

Pressure Coefficients

Total Effective Active Passive At-

Rest

Granular Fill 0 to 2 110 48 32 - 17 0.307 3.25 0.47

Sandy Silt 6 to 7 90 28 29 - 14 0.346 2.88 0.51

Natural Limestone Formation

15 to 20 120 58 - 3000 22 - - -

Sand 40 105 42 30 - 14 0.33 3.00 0.50

Notes: f Angle of internal friction geffective Submerged Unit Weight

CONSTRUCTION CONSIDERATIONS FOR PUMP STATION

Excavation Recommendations

Installation of the pump station will require excavation below existing ground surface. We recommend the use of sheet piles. The soil parameters for the design of the sheet piles are

Dania Beach, Florida August 9, 2021 ■ Terracon Project No. 34205040

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The sheet pile installation may produce vibrations noticeable in existing structures and utilities.

We recommend that the Section 108 and 455-1.1 of FDOT Standard Specifications should be followed for the protection of the existing structures and nearby utilities during the sheet pile installation operation. The contractor shall provide surveys and settlement/vibration monitoring of the existing structures and utilities.

An unsupported vertical cut is not considered stable in the given soil conditions due to the upper sandy soil profile. If sheet piles are not considered for construction, based on the subsurface soil conditions, we recommend that for temporary excavations of less than 20 feet; slopes of 1V:2H be used in granular soils, 1V:1H in limestone formation and 1V:3H in silty soils. If steeper slopes are used, the selection and design of an excavation support system is the responsibility of the contractor, and any such system should be designed and sealed by a registered structural engineer and reviewed by a qualified geotechnical engineer. The contractor will be required to comply with all the requirements of the Occupational Safety and Health Administration (OSHA) with regards to excavation support and the protection/ safety of workers entering excavations.

Dewatering Considerations

The need for groundwater control may be anticipated during the construction of the pump station.

The designer should be aware that an unknown quantity of groundwater may have to be pumped from the excavations to help lower the water table to the required depths for the construction of the pump station. A dewatering consultant should be retained to design a dewatering system, if required.

PAVEMENT EVALUATION

Based on the pavement cores performed, the pavement thickness varies between 2.5 to 3.5 feet.

It appears that the existing pavement has undergone some overlays and rehabilitation over time.

Due to the presence of the silt below the existing pavement, it may observe some settlement and cracking issues. It should be anticipated that some maintenance will be required over time. The pavement cores did not show any significant cracking at this time.

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GENERAL COMMENTS

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather.

The nature and extent of such variations may not become evident until during or after construction.

Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client.

Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing.

Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

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ATTACHMENTS

SITE LOCATION AND EXPLORATION PLANS

Contents:

Site Location Plan Exploration Plan Exploration and Testing Procedures

Note: All attachments are one page unless noted above.

SITE LOCATION

Dania Beach, FL August 9, 2021 ■ Terracon Project No. 34205040

TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY

QUADRANGLES INCLUDE: FORT LAUDERDALE SOUTH, FL (1/1/1994) and PORT

EVERGLADES, FL (1/1/1983).

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS

NOT INTENDED FOR CONSTRUCTION PURPOSES

SITE

EXPLORATION PLAN

Dania Beach, FL August 9, 2021 ■ Terracon Project No. 34205040

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS

NOT INTENDED FOR CONSTRUCTION PURPOSES

AERIAL PHOTOGRAPHY PROVIDED

BY MICROSOFT BING MAPS

LEGEND

Approximate SPT Test Locations

Approximate SPT and Percolation Test Locations

B-1

B-2

B-3

B-4 B-5

B-6/EX-1/RAR-1

B-7/EX-2

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EXPLORATION AND TESTING PROCEDURES

Field Exploration

Number of Borings Boring Depth (feet) Planned Location

5 10 Proposed Drainage Improvements

2 40 Proposed Pump Station

2 10 Exfiltration Tests

5 Pavement cores

Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boring layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±10 feet).

Subsurface Exploration Procedures: We advanced the borings with a truck-mounted, rotary drill rig. Four samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. In the split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon was driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value.

The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test depths. We observed and recorded groundwater levels during drilling and sampling. For safety purposes, all borings were backfilled with auger cuttings after their completion.

The sampling depths, penetration distances, and other sampling information was recorded on the field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory for testing and classification by a Geotechnical Engineer. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs represent the Geotechnical Engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in our laboratory.

EXPLORATION RESULTS

Contents:

Boring Logs (B-1 through B-7) Exfiltration Test Results Photographs of Pavement Cores

5-4-6-6 N=10

2-1-0-1 N=1

1-0-0-1 N=0

1-1-1-1 N=2

3-5-5-5 N=10

0: Weight of Hammer

ASPHALT, (3"± Thick), black FILL - LIMEROCK (GP), light brown SILTY FINE SAND (SM), brown to gray

SANDY SILT (ML/OL), occasional organics, gray

SANDY SILT (ML), with organics, brown to gray

Boring Terminated at 10 Feet

0.3

2.0

4.0

8.0

10.0

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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SE 3rd Ave South of SE 3rd St Dania Beach, FL

SITE:

Advancement Method:

Rotary Mud Drilling and Casing

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 34205040

Drill Rig: CME 75

Boring Started: 07-29-2021

BORING LOG NO. B-1

WSP USA IncCLIENT:

Miami, FL

Driller: OC/Terracon

Boring Completed: 07-29-2021

Exhibit: A-3

PROJECT: City of Dania Beach DCP for Southeast Stormwater Improvements

16200 NW 59th Ave Ste 106 Miami Lakes, FL

Water initially encountered at 3.3'

WATER LEVEL OBSERVATIONS

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)LOCATION See Exhibit A-2

Latitude: 26.0472° Longitude: -80.1415°

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DEPTH

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5-7-4-3 N=11

2-1-1-3 N=2

3-3-4-4 N=7

4-4-5-5 N=9

8-8-10-10 N=18

ASPHALT, (2.5"± Thick), black FILL - LIMEROCK (GP), light brown FINE SAND (SP), trace organics, brown to gray SANDY SILT (OL), with organics, brown FINE SAND (SP), brown to light brown

LIMESTONE, with fine sand, light brown to gray

Boring Terminated at 10 Feet

0.2 0.7 2.0

3.5

8.0

10.0

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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PROJECT: City of Dania Beach DCP for Southeast Stormwater Improvements

16200 NW 59th Ave Ste 106 Miami Lakes, FL

Water initially encountered at 3.4'

WATER LEVEL OBSERVATIONS

P E

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)LOCATION See Exhibit A-2

Latitude: 26.0433° Longitude: -80.1413°

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SE 3rd Ave South of SE 3rd St Dania Beach, FL

SITE:

Advancement Method:

Rotary Mud Drilling and Casing

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 34205040

Drill Rig: CME 75

Boring Started: 07-29-2021

BORING LOG NO. B-2

WSP USA IncCLIENT:

Miami, FL

Driller: OC/Terracon

Boring Completed: 07-29-2021

Exhibit: A-4

DEPTH

S A

M P

LE

T

Y

ASPHALT, (3.5"± Thick), black FILL - LIMEROCK (GP), light brown FINE SAND (SP), light brown

LIMESTONE, with fine sand, light brown Boring Terminated at 10 Feet

0.3 1.5

9.5 10.0

23-15-12-10 N=27

6-5-4-4 N=9

3-4-4-5 N=8

3-3-4-4 N=7

4-3-4-9 N=7

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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D T

/9

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DEPTH

D E

P T

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F t.)

F

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T R

E S

U

LT

S

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G A

N

IC

C O

N T

E N

T

SE 3rd Ave South of SE 3rd St Dania Beach, FL

SITE:

Advancement Method:

Rotary Mud Drilling and Casing

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 34205040

Drill Rig: CME 75

Boring Started: 07-29-2021

BORING LOG NO. B-3

WSP USA IncCLIENT:

Miami, FL

Driller: OC/Terracon

Boring Completed: 07-29-2021

Exhibit: A-5

PROJECT: City of Dania Beach DCP for Southeast Stormwater Improvements

16200 NW 59th Ave Ste 106 Miami Lakes, FL

Water initially encountered at 3.5'

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

)LOCATION See Exhibit A-2

Latitude: 26.0402° Longitude: -80.1412°

G R

A P

H

IC

L O

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S A

M P

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T

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7-13-10-6 N=23

2-1-0-0 N=1

1-0-0-0 N=0

1-1-1-1 N=2

3-4-5-5 N=9

0: Weight of Hammer

ASPHALT, (2.5"± Thick), black FILL - LIMEROCK (GP), light brown FILL - FINE SAND (SP), with limerock, light brown SANDY SILT (OL), with organics, light brown to light gray

SANDY SILT (ML), with organics, light brown to light gray

FINE SAND (SP), light brown

Boring Terminated at 10 Feet

0.2 0.7 2.0

6.0

8.0

10.0

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

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F

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T R

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U

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S

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C O

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E N

T

SE 3rd Ave South of SE 3rd St Dania Beach, FL

SITE:

Advancement Method:

Rotary Mud Drilling and Casing

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 34205040

Drill Rig: CME 75

Boring Started: 07-29-2021

BORING LOG NO. B-4

WSP USA IncCLIENT:

Miami, FL

Driller: OC/Terracon

Boring Completed: 07-29-2021

Exhibit: A-6

PROJECT: City of Dania Beach DCP for Southeast Stormwater Improvements

16200 NW 59th Ave Ste 106 Miami Lakes, FL

Water initially encountered at 2.5'

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

)LOCATION See Exhibit A-2

Latitude: 26.0420° Longitude: -80.1403°

G R

A P

H

IC

L O

G

DEPTH

S A

M P

LE

T

Y

4-10-13-10 N=23

6-5-5-4 N=10

2-1-2-2 N=3

2-3-3-3 N=6

8-10-12-12 N=22

TOPSOIL, (4"± Thick), brown FILL - LIMEROCK (GP), light brown FILL - FINE SAND (SP), with limerock, light brown

SANDY SILT (ML), with organics, brown

SANDY SILT (ML), brown

LIMESTONE, with fine sand, light brown

Boring Terminated at 10 Feet

0.3

2.0

4.0

6.0

8.0

10.0

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

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U

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C O

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E N

T

SE 3rd Ave South of SE 3rd St Dania Beach, FL

SITE:

Advancement Method:

Rotary Mud Drilling and Casing

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 34205040

Drill Rig: CME 75

Boring Started: 07-29-2021

BORING LOG NO. B-5

WSP USA IncCLIENT:

Miami, FL

Driller: OC/Terracon

Boring Completed: 07-29-2021

Exhibit: A-7

PROJECT: City of Dania Beach DCP for Southeast Stormwater Improvements

16200 NW 59th Ave Ste 106 Miami Lakes, FL

Water initially encountered at 2.3'

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

)LOCATION See Exhibit A-2

Latitude: 26.0420° Longitude: -80.1379°

G R

A P

H

IC

L O

G

DEPTH

S A

M P

LE

T

Y

1-2-2-2 N=4

1-1-2-1 N=3

1-1-1-2 N=2

13-8-10-8 N=18

6-6-5-6 N=11

8-8-6 N=14

1-0-1 N=1

1-1-1 N=2

3-3-4 N=7

5-6-8 N=14

10-10-12 N=22

6.6

40.0

68.1

34.5

TOPSOIL (OL), (6"± Thick), brown SANDY SILT (ML), light brown to light gray

SANDY SILT (ML), with organics, light gray

LIMESTONE, with fine sand, light brown

FINE SAND (SP), light brown to light gray

Boring Terminated at 40 Feet

0.5

4.0

6.0

15.0

40.0

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

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IN

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O W

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G

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U

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C O

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E N

T

SE 3rd Ave South of SE 3rd St Dania Beach, FL

SITE:

Advancement Method:

Rotary Mud Drilling and Casing

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 34205040

Drill Rig: CME 75

Boring Started: 07-27-2021

BORING LOG NO. B-6

WSP USA IncCLIENT:

Miami, FL

Driller: OC/Terracon

Boring Completed: 07-28-2021

Exhibit: A-8

PROJECT: City of Dania Beach DCP for Southeast Stormwater Improvements

16200 NW 59th Ave Ste 106 Miami Lakes, FL

Water initially encountered at 3.7'

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

)LOCATION See Exhibit A-2

Latitude: 26.0467° Longitude: -80.1395°

G R

A P

H

IC

L O

G

DEPTH

S A

M P

LE

T

Y

12-18-15-13 N=33

3-2-3-2 N=5

2-2-2-3 N=4

2-2-5-8 N=7

8-10-10-12 N=20

6-8-8 N=16

5-5-6 N=11

2-2-3 N=5

3-3-3 N=6

3-3-5 N=8

5-8-10 N=18

ASPHALT, (2.5"± Thick), black FILL - LIMEROCK (GP), light brown SANDY SILT (OL), with organics, light brown to light gray

LIMESTONE, with fine sand, light brown

FINE SAND (SP), light brown

Boring Terminated at 40 Feet

0.2

2.0

7.0

20.0

40.0

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

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T R

E S

U

LT

S

O R

G A

N

IC

C O

N T

E N

T

SE 3rd Ave South of SE 3rd St Dania Beach, FL

SITE:

Advancement Method:

Rotary Mud Drilling and Casing

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 34205040

Drill Rig: CME 75

Boring Started: 07-29-2021

BORING LOG NO. B-7

WSP USA IncCLIENT:

Miami, FL

Driller: OC/Terracon

Boring Completed: 07-29-2021

Exhibit: A-9

PROJECT: City of Dania Beach DCP for Southeast Stormwater Improvements

16200 NW 59th Ave Ste 106 Miami Lakes, FL

Water initially encountered at 3.3'

WATER LEVEL OBSERVATIONS

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

)LOCATION See Exhibit A-2

Latitude: 26.0424° Longitude: -80.1372°

G R

A P

H

IC

L O

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DEPTH

S A

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Y

SUMMARY OF EXFILTRATION TEST DATA

CITY OF DANIA BEACH DCP FOR SOUTHEAST STORMWATER IMPROVEMENTS

Test No. Date Depth of Saturated Average K, Hydraulic (Boring No.) Performed Hole Hole Depth Flow Rate Conductivity

(Feet) Prior to Test During Test Ds (Feet) (gpm) (cfs/ft2-ft Head)

EX-1 07/27/21 6 2 10 3.7 0.00 6.30 0.40 5.62E-05

EX-2 07/29/21 6 2 10 3.3 0.00 6.70 0.52 7.99E-05

NOTES:

(1) The above hydraulic conductivity values are for a French drain installed to the same depth as the borehole tests. The 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 exfiltration test procedure as shown below.

(3)

(4) Refer to boring logs for subsurface stratification information.

The diameter of the Perforated Casing of 2 inches was used in the computation of the hydraulic conductivity values presented in the above table

Report of Exfiltration Tests

Dania Beach, Florida

TERRACON PROJECT #. 34205040

Diameter Depth to Groundwater Level

Hole (inches)

Perforated Casing (inches)

Below Ground Surface (Feet)

USUAL OPEN-HOLE CONSTANT HEAD EXFILTRATION TEST SCHEMATIC

PHOTOGRAPHS OF PAVEMENT CORES

City of Dania Beach DCP for Southeastern Stormwater Improvements Dania Beach, FL August 9, 2021 ■ Terracon Project No. 34205040

B-1

B-2

Dania Beach, FL August 9, 2021 ■ Terracon Project No. 34205040

B-3

B-4

Dania Beach, FL August 9, 2021 ■ Terracon Project No. 34205040

B-7

LABORATORY RESULTS

Contents:

Laboratory Testing Procedures Laboratory Test Results

LABORATORY TESTING PROCEDURES

Laboratory Testing

The project engineer reviewed the field data and assigned laboratory tests to understand the engineering properties of the various soil and rock strata, as necessary, for this project.

Procedural standards noted below are for reference to methodology in general. In some cases, variations to methods were applied because of local practice or professional judgment.

Standards noted below include reference to other, related standards. Such references are not necessarily applicable to describe the specific test performed.

ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D1140 Standard Test Method for Determining the Amount of Material Finer than 75- Micrometer (No. 200) Sieve in Soils by Washing

ASTM D2974 Standard Test Methods for Determining the Water (Moisture) Content, Ash Content, and Organic Material of Peat and Other Organic Soils

The laboratory testing program often included examination of soil samples by an engineer.

Based on the material’s texture and plasticity, we described and classified the soil samples in accordance with the Unified Soil Classification System. Rock classification was conducted using locally accepted practices for engineering purposes.

B-4 6' - 8' 195.3 82 23 OL

B-5 4' - 6' 96.0 80 7 ML/OL

B-7 6' - 8' 26.0 72 - ML

B-1 4' - 6' 17.0 75 - ML

B-1 6' - 8' 129.4 92 18 OL

B-2 2' - 3.5' - - 24 OL

B-4 4' - 6' 139.1 90 15 OL

Dania Beach, FL

SUMMARY OF LABORATORY TEST RESULTS

City of Dania Beach for Southeast Stormwater Improvements

BORING

NO.

DEPTH

(FT)

MOISTURE

CONTENT (%)

USCS SYMBOL

WASH -

#200 (%)

ORGANIC

CONTENT

SUPPORTING INFORMATION

Contents:

General Notes Unified Soil Classification System Description of Rock Properties

GENERAL NOTES

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

DESCRIPTIVE SOIL CLASSIFICATION

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

LOCATION AND ELEVATION NOTES

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

ST

R

EN

G

TH

T

ER

M

S

RELATIVE DENSITY OF COARSE-GRAINED SOILS

(More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance

CONSISTENCY OF FINE-GRAINED SOILS

(50% of more passing the No. 200 sieve) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

Descriptive Term (Density)

Automatic Hammer SPT N-Value (Blows/Ft.)

Descriptive Term (Consistency)

Unconfined Compressive Strength Qu, (psf)

Automatic Hammer SPT N-Value (Blows/Ft.)

Very Loose < 3 Very Soft Less than 500 < 1 Loose 3 8 Soft 500 to 1,000 1 3

Medium Dense 8 24 Medium Stiff 1,000 to 2,000 3 6 Dense 24 40 Stiff 2,000 to 4,000 6 12

Very Dense > 40 Very Stiff 4,000 to 8,000 12 24 Hard > 8,000 > 24

RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY

Descriptive Term(s) of other constituents Percent of Dry Weight Major Component of

Sample Particle Size

Trace With

Modifier

< 15 15 29

> 30

Boulders Cobble Gravel Sand

Silt or Clay

Over 12 in. (300 mm) 12 in. to 3 in. (300 mm to 75 mm)

3 in. to #4 sieve (75 mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm)

Passing #200 sieve (0.075mm)

RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION

Descriptive Term(s) of other consituents Percent of Dry Weight Term

Non-Plastic Low

Medium High

Particle Size

1 10 11 30

> 30

Trace With

Modifier

< 5 5 12 > 12

EXHIBIT C-1

GENERAL NOTES

Description of Rock Properties

WEATHERING

Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.

Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline.

Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer.

Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock.

Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist’s pick.

Severe All rock except quartz discolored or stained. Rock “fabric” clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left.

Very severe All rock except quartz discolored or stained. Rock “fabric” discernible, but mass effectively reduced to “soil” with only fragments of strong rock remaining.

Complete Rock reduced to ”soil”. Rock “fabric” not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers.

HARDNESS (for engineering description of rock – not to be confused with Moh’s scale for minerals)

Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist’s pick.

Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen.

Moderately hard Can be scratched with knife or pick. Gouges or grooves to ¼ in. deep can be excavated by hard blow of point of a geologist’s pick. Hand specimens can be detached by moderate blow.

Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologist’s pick.

Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.

Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail.

Joint, Bedding and Foliation Spacing in Rocka

Spacing Joints Bedding/Foliation

Less than 2 in. Very close Very thin

2 in. – 1 ft. Close Thin

1 ft. – 3 ft. Moderately close Medium

3 ft. – 10 ft. Wide Thick

More than 10 ft. Very wide Very thick

Rock Quality Designator (RQD)b Joint Openness Descriptors

RQD, as a percentage Diagnostic description Openness Descriptor

Exceeding 90 Excellent No Visible Separation Tight

90 – 75 Good Less than 1/32 in. Slightly Open

75 – 50 Fair 1/32 to 1/8 in. Moderately Open

50 – 25 Poor 1/8 to 3/8 in. Open

Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide

Greater than 0.1 ft. Wide

a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so.

b. RQD (given as a percentage) = length of core in pieces 4 in. and longer/length of run.

References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation for Design and

Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976.

U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual.

Exhibit C-2

Exhibit C-2

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group Symbol Group Name B

Coarse Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu 4 and 1 Cc 3 E GW Well-graded gravel F Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H

Sands:

50% or more of coarse fraction passes No. 4 sieve

Clean Sands:

Less than 5% fines D

Cu 6 and 1 Cc 3 E SW Well-graded sand I Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils:

50% or more passes the No. 200 sieve

Silts and Clays:

Liquid limit less than 50

Inorganic:

PI 7 and plots on or above “A” line J CL Lean clay K,L,M PI 4 or plots below “A” line J ML Silt K,L,M

Organic:

Liquid limit - oven dried

0.75 OL

Organic clay K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M

Organic:

Liquid limit - oven dried

0.75 OH

Organic clay K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-in. (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc =

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant.

L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to group name.

M If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N PI 4 and plots on or above “A” line.

O PI 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

EXHIBIT C-3