Appendix_6_-_Geotech_Report.pdf

APPENDIX 6 DOCUMENT

GEOTECH REPORT

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ROOSEVELT CREEK CHANNEL 5

IMPROVEMENTS

GEOTECHNICAL INVESTIGATION

AND SOIL QUALITY ANALYSES

SUMMARY REPORT

Prepared for:

PINELLAS COUNTY PUBLIC WORKS

STORMWATER AND VEGETATION DIVISION

Prepared by:

7650 W. Courtney Campbell Causeway, Suite 700 Tampa, Florida 33607-1462

JULY 2018

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Geotechnical Investigation and Soil Quality Analyses Summary Report i i i

Roosevelt Creek Channel 5 Drainage Improvements

TABLE OF CONTENTS

Page

1.0 INTRODUCTION

1.1 Project Location

2.0 GEOTECHNICAL INVESTIGATION

2.1 Methodology

2.2 Soil Physical Properties and Suitability for Re-Use

2.3 Channel Bank Slope Stability

3.0 SOIL QUALITY ANALYSES

3.1 Summary of Results

4.0 CONCLUSIONS AND RECOMMENDATIONS

5.0 REFERENCES

LIST OF FIGURES

Figure 1 Site Location Map Figure 2 Project Limits

LIST OF APPENDICES

Appendix A Report of Geotechnical Engineering Services, Tierra, Inc.

Appendix B Soil Analytical Summary and Soil Disposal Criteria

1.0 INTRODUCTION

AECOM has been tasked by Pinellas County (County) to prepare a final design and secure permits for the construction of improvements to Roosevelt Creek Channel 5 (Channel 5), from

Executive Drive northward to the channel terminus at an existing salinity weir adjacent to the

Feather Sound residential community. The improvements planned for Channel 5 include the removal of accumulated sediment within the channel, removal of the existing salinity weir to restore tidal flows within the channel, stabilization of channel banks where needed and restoration of identified habitats.

To assist in the final design of the improvements, a geotechnical investigation including soil sample collection and laboratory analyses was performed. The analytical results would be used to determine a final disposition for the channel bottom sediments that are proposed to be removed from Channel 5 by dredging. This report provides a summary of the geotechnical investigation and soil laboratory analytical results as well as engineering recommendations for the use and re-use of in-situ and excavated soils.

1.1 Project Location

The Roosevelt Creek Watershed, located in central Pinellas County, provides drainage for 11 square-miles of developed urban land within portions of the cities of St. Petersburg and Pinellas

Park, as well as unincorporated Pinellas County. Six tributaries of the creek drain the watershed and Channel 5 is the largest tributary in the basin. The channelized portion of Channel 5 extends from the Bridgeway Acres Landfill northward for approximately 20,636 feet

(3.91 miles) to the salinity weir structure located adjacent to Tampa Bay just east of the St.

Petersburg-Clearwater International Airport (PIE). The study area for this project encompasses the portion of Channel 5 north of Executive Drive to the weir, an approximate length of 5,980 feet (1.13 miles). The extent of Channel 5 is presented on Figure 1-1, and the Project Limits are presented on Figure 1-2.

Channel 5 is tidally affected along the entire length of the study area. The tidal influence is dampened by the presence of the weir structure that provides a partial barrier to the inflow of salt water during high tides. Land surface elevations along Channel 5 within the project area

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2 2 range from near sea level (0.44 ft-NAVD) on the downstream (Tampa Bay) side of the salinity barrier weir to approximately 7.38 ft-NAVD at the northern edge of pavement of Executive

Drive on the bridge crossing Channel 5.

In the existing condition, the normal water level (NWL) within the project area is 1.61 ft-NAVD, the control elevation of the salinity weir. The approximate bottom elevation at the center of

Channel 5 within the project area increases from -7.11 ft-NAVD immediately upstream of the salinity barrier weir to -1.90 ft-NAVD at the upstream end of the project area, according to survey data collected in January 2018 for this study by King Engineering Associates, Inc. (KEA).

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2.0 GEOTECHNICAL INVESTIGATION

2.1 Methodology

A geotechnical field investigation of the project area, with emphasis on soil conditions within the banks of Channel 5 and beneath the existing salinity barrier weir, was completed in

February 2018 by Tierra, Inc., Tampa, Florida (Tierra). The objective of the Tierra study was to characterize the soil within the channel and beneath the weir based upon Unified Soil

Classification System (USCS) criteria, perform sieve analyses on soil samples collected from a series of hand augered borings, and submit representative samples for laboratory analyses.

Prior to initiating the field investigation, AECOM personnel and Tierra engineers prepared a boring plan to characterize the soils on the channel bottom. A series of 11 hand augered borings to depths of 1.5 to 3.25 feet below the mudline within Channel 5 were installed along with three Standard Penetration Test (SPT) borings to depths of 25 feet below the bottom of the salinity weir. To install the three SPT borings, core holes were drilled through the concrete comprising the weir with a coring machine. The locations of the soil borings and boring logs for each are included in the Geotechnical Report, included as Appendix A.

The 11 hand augered borings were completed approximately in the center of the channel at locations arranged along the entire project length. Two Tierra field technicians worked in a jon boat to collect soil samples at the boring locations from the upper portion of the sediments on the channel bottom. Following collection the soil samples were returned to the Tierra soil laboratory for sieve analyses and soil classification. Up to 10 soil samples that contained greater than 10% fine fraction particles (passing a #200 sieve) as determined by the sieve analysis were placed in soil jars provided by Pace Analytical Laboratories, Inc., Oldsmar, Florida

(Pace) and returned to AECOM. AECOM then delivered the soil samples, under chain-of-custody protocols, to Pace for analyses. The soil analytical suite and laboratory results are discussed in Section 3 of this report.

2.2 Soil Physical Properties and Suitability for Re-Use

Based upon the soil classifications encountered in the completed borings and the physical properties of each soil unit encountered, the approximate Seasonal High Water Table (SHWT)

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6 6 with the project area would be located approximately 0.5 to 1.5 feet below land surface (BLS).

In general, the channel bottom sediments (Strata 1) probed by Tierra had a range of thickness from 0.5 feet to 2.25 feet. The sediments were classified as SM/ML and comprised dark brown to dark gray to black silty sand to sandy silt. These fine grained sediments were found in contact above brown to gray sand with silt to silty sand with shell fragments (Strata 2 -classification SP-SM/SM) that forms the hard bottom of the channel. The SPT borings completed to much greater depths at the weir indicate that below the silty sand with shell layer are interbedded sand with silt devoid of shell fragments (Strata 3 – classification SP/SP-SM) and discontinuous green to gray clay, likely of marine origin (Strata 4 - classification CL/CH) beginning at 13 feet below the top elevation of the weir (1.61 ft-NAVD).

Generally, the silty sediments of Strata 1 are unsuitable for re-use in the construction phases of this project (bank stabilization, fill materials) due to the excessive fine grained material that makes compaction difficult. Stratum 2 and 3 materials may be used in the construction portions of the project, but the geotechnical analysis advises that Strata 2 soils should only be placed above the water surface. Therefore, the Strata 2 materials are likely usable for bank stabilization purposes provided that they are properly compacted. The Stratum 1 comprise most of the material to be removed during the dredging portions of the construction phase of the project and should not be re-used as construction material.

It is proposed to remove the existing concrete weir structure, with a control elevation of 1.61 ft-NAVD, and re-grade the channel bottom at the weir site to establish a new control elevation of 0.0 ft-NAVD. The channel bottom at this location will be stabilized by the installation of articulated concrete block mats (ACB) over an approved sub-grade material and filter fabric.

The ACB mats will be approximately 20 feet wide, with a 5.5 foot wide exposed surface (at elevation 0.0 ft-NAVD) and upstream and downstream portions keyed into the channel bottom materials. The proposed dredging operations within the channel are focused on Strata 1 sediment removal, and Stratum 2 materials are likely to be excavated from the channel during the demolition of the existing weir structure.

Stratum 3 materials will remain following excavation and removal of the concrete weir structure and will be stable upon compaction, prior to the installation of the ACB mat sub-grade

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7 7 materials. Based upon the reported physical characteristics of the Stratum 3 materials, the

ACB mats should remain stable.

2.3 Channel Bank Slope Stability

Channel 5 was constructed through material consisting of sand with silt to silty sand (Unified

Soil Classification System (USCS) symbol SP/SP-SM) consistent with the Stratum 3 material that constitutes the hard bottom of the channel. The existing side slopes along the western bank of

Channel 5 in the project area range from approximately 2.6H:1V (slope = 0.45, or 24.23 degrees) to 2.1H:1V (slope = 0.48, or 25.64 degrees). The long-term stability of the existing bank slopes was estimated using the Limit Equilibrium method for an infinite slope in dry material.

The Factor of Safety (F) of an infinite slope is defined as the ratio of soil strength to shear stress, and the value of F against sliding of a slope is given by:

F = tan φ tan i where φ = angle of internal friction of the slope material and i = angle of the slope

For the SP/SP-SM material comprising the channel banks, the value of φ is 34 degrees, and the steepest slope along the portion of the western channel bank most susceptible to stability issues is 25.64 degrees. Therefore, the Factor of Safety for this slope is 1.41. Given the age of the channel and the high factor of safety for the existing slope, the stability of the channel banks is good. During the proposed micro-dredging operations to remove accumulated mucky sediments from the channel bottom, care will be exercised to not remove materials within four feet of the toe of slope at the existing NWL of 1.61 ft-NAVD to preserve bank stability.

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3.0 SOIL QUALITY ANALYSES

Soil samples were collected from 11 hand augered borings completed by Tierra along the length and approximately at the centerline of Channel 5 as well as three SPT borings completed at the salinity barrier weir location. The soil samples were submitted to the Tierra laboratory for physical testing of grain size fractions using the ASTM sieve test method. It was determined that every sample analyzed contained greater than 10% fine fraction, defined as that portion passing a #200 sieve.

Ten soil samples, eight of which were obtained from the hand augered borings within the channel (B-11, B-16, B-21, B-26, B-38, B-46, B-52 and B-63) and two of which were obtained from SPT borings through the weir (BAR-1 and BAR-2), were submitted to Pace for the following analyses:

• Paint Filter Liquid Test by various methods

• Volatile and Semi-Volatile Organic Compounds (VOC/SVOC) by EPA Methods 8260 and 8270

• Volatile and Semi-Volatile Organic Compounds (VOC/SVOC) by the Toxicity Characteristic

Leachate Procedure (EPA Methods 8260 and 8270)

• Total Metals (Copper (Cu), Nickel (Ni), Zinc (Zn)) by EPA Method 6010

• Metals (Arsenic (As), Barium (Ba), Cadmium (Cd), Chromium (Cr), Lead (Pb), Mercury (Hg), Selenium (Se), Silver (Ag)) by the TCLP (EPA Methods 6010 and 7470)

• Total Petroleum Range Hydrocarbons (TPH) by the FL-PRO Method

• Pesticides and Chlorinated Herbicides by the TCLP (EPA Methods 8081 and 8151)

Prior to the completion of the laboratory analyses, the County Project Manager stated that the

Paint Filter Liquid Test should not be run at this time on the soils samples. This test is required to be conducted on dredged materials that have been dewatered. Therefore, the Paint Filter test will be completed prior to final disposition of the dredged sediment from Channel 5.

Chain-of-custody documentation for the soil samples and the complete laboratory reports are included in Appendix B.

3.1 Summary of Results

The soil analytical results are summarized on Table 1 and Table 2 of Appendix B. The concentrations of the various compounds of concern (COCs) were compared with disposal

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9 9 criteria established by the County for materials to be disposed in the Solid Waste Landfill.

Additionally, to evaluate the potential for beneficial re-use of the dredged materials, the concentrations of the COCs were compared to Soil Cleanup Target Levels (SCTLs) established by the Florida Department of Environmental Protection (FDEP) for Residential Direct Exposure and Commercial/Industrial Direct Exposure and Soil Leachability Standards as outlined in Chapter 62-777, FAC. Only a single COC, benzo(a)pyrene, was detected at a concentration exceeding the SCTL for Residential Direct Exposures.

The FDEP has established guidance for site-specific SCTLs and leachability standards for soil disposal resulting from dredging activities. A Dredge Sediment Testing Decision Tree, developed by the FDEP and modified for this project area, is included in Appendix F. The decision tree references two procedures to develop site-specific soil quality standards. The first procedure evaluates Direct Exposure SCTLs for carcinogenic Poly Aromatic Hydrocarbons (PAHs), which includes benzo(a)pyrene. A FDEP spreadsheet-based conversion table for benzo(a)pyrene equivalents was used to determine whether the reported concentrations of PAHs at the project site exceed the site-specific SCTLs. The conversion tables indicate that the residential SCTL for benzo(a)pyrene (0.149 mg/kg) was exceeded in nine of the 10 soil samples and the commercial/industrial SCTL (0.7 mg/kg) was exceeded in four of the 10 samples. Total benzo(a)pyrene equivalents calculation results are summarized in Table 2, and the 10 benzo(a)pyrene conversion tables are included in Appendix B.

The second site-specific procedure to evaluate soil disposal options for the dredged sediments relates to establishment of site-specific Water Hardness-Dependent freshwater leachability standards for the RCRA Metals Cadmium (Cd), Chromium III (Cr), Copper (Cu), Lead (Pb), Nickel (Ni) and Zinc (Zn). The leachability standards for freshwater are associated with the hardness (expressed as mg/L CaCO3) of the waterbody; in the case of Roosevelt Creek Channel 5, the Roosevelt Creek Nutrient Source Evaluation and Assessment Report (ERD, 2010) stated an assumed hardness for the channel of 100 mg/L as CaCO3 for Class III criteria. The resulting surface water quality standards based upon the 100 mg/L hardness value are presented in a table in Appendix B. The reported concentrations of the referenced metals were compared to the modified standards, and are summarized in Table 2.

The results of the decision tree are that the freshwater-derived sediments that will be dredged from the channel bottom contain compounds that exceed Residential Direct Exposure SCTLs.

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Therefore, the dredged sediment, after dewatering, must be disposed of in an appropriate disposal facility, which would be a Class I lined landfill. Despite this, a potential beneficial re-use of the sediment could be as capping material at the County’s Solid Waste Landfill, where no direct exposure is possible.

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4.0 CONCLUSIONS AND RECOMMENDATIONS

A geotechnical investigation of sediments with the Roosevelt Creek Channel 5 waterway was completed, which included soil boring installation, classification and description of the soil units encountered in each boring, and soil sample collection for grain size analyses and laboratory analyses to evaluate soil disposal alternatives. A total of 14 borings were installed using either hand augers or SPT methods with a portable drill rig, and samples from 10 of the borings were submitted for soil laboratory analyses.

Four main soil strata were identified within the soil borings, with the top-most sediment from the channel bottom, a dark colored silty sand to sandy silt unit, comprising Strata 1. It is proposed to remove Strata 1 sediments from the channel bottom by dredging, with the sediment remaining after dewatering of the dredged material disposed of off-site. The results of the laboratory analyses of the Strata 1 sediments indicated that concentrations of benzo(a)pyrene slightly above the FDEP SCTL for Commercial/Industrial Direct Exposure were present in two of the 10 soil samples. Employing the FDEP Dredged Sediment Testing Decision

Tree, the presence of elevated concentrations of this compound indicate that disposal of the material in a Class I lined landfill is necessary. A potential beneficial re-use of the dredged sediments as capping material at the Class I lined landfill where direct exposure is restricted may be feasible.

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5.0 REFERENCES

Environmental Research & Design, Inc., Orlando, Florida – Roosevelt Creek Nutrient Source Evaluation and Assessment – Final Report; September 2010

Florida Department of Environmental Protection, Tallahassee – Soil Cleanup Target Levels, Chapter 62-777, F.A.C.; 2017

GPI Southeast, Inc., Brooksville, Florida – Channel 5 Salinity Barrier Removal Project – 60% Construction Plans; September 2014

PARSONS, Tampa, Florida - Roosevelt Creek Watershed (L068), Volume I – Watershed Evaluation Report; SWFWMD Agreement No. 04CONC0001, September 2006

Tierra, Inc., Tampa, Florida – Report of Geotechnical Engineering Services, Roosevelt Creek Channel No. 5; May 2018

URS Corporation Southern/AECOM Technical Services, Inc., Tampa, Florida – Roosevelt Creek Channel No. 5, Drainage Improvements Alternatives Evaluation; June 2016

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APPENDICES

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APPENDIX A

REPORT OF GEOTECHNICAL ENGINEERING SERVICES

TIERRA, INC.

TIERRA

7351 Temple Terrace Highway Tampa, FL 33637 Phone (813) 989-1354 Fax (813) 989-1355

Florida Certificate No. 6486

May 15, 2018

AECOM

7650 W. Courtney Campbell Causeway, Suite 700 Tampa, Florida 33607

Attn: Mr. Roger J. Dawson, P.E., P.G.

RE: Report of Geotechnical Engineering Services

Roosevelt Creek Channel No. 5 Pinellas County, Florida Tierra Project No. 6511-17-260

Mr. Dawson:

Tierra, Inc. has completed geotechnical engineering services for the above referenced project. The results of our field exploration program are presented in this report.

Should there be any questions regarding the report, please do not hesitate to contact our office at

(813) 989-1354. Tierra would be pleased to continue providing geotechnical services throughout the implementation of the project. We look forward to working with you on this and future projects.

Respectfully Submitted, TIERRA, INC.

Marc E. Novak, P.E., Ph. D. Kevin H. Scott, P.E Senior Geotechnical Engineer Senior Geotechnical Engineer Florida License No. 67431 Florida License No. 65514

Daniel R. Ruel, P.E.

Geotechnical Engineer Florida License No. 82404

Printed copies of this document are not considered signed and sealed. The signature must be verified on the electronic document. The official record of this report is the electronic file signed and sealed under Rule 61G15 - 23.004, F.A.C.

TABLE OF CONTENTS

PROJECT DESCRIPTION

Project Information Scope of Services

REVIEW OF PUBLISHED DATA

Pinellas County Soil Survey

SUBSURFACE EXPLORATION

LABORATORY TESTING

General

RESULTS OF SUBSURFACE EXPLORATION

General Soil Conditions Sediment On Site Soil Suitability Pavement Cores

REPORT LIMITATIONS

APPENDIX

Boring Location Plan and Soil Profiles (Sheets 1 thru 6)

Report of Geotechnical Engineering Services Roosevelt Creek Channel No. 5 Pinellas County, Florida

PROJECT DESCRIPTION

Project Information

The project is located along “Channel No. 5” east of Airport Perimeter Road and west of the Feather Sound community in Pinellas County, Florida. It is our understanding that the sediment within the channel is proposed to be dredged and the salinity barrier at the north end of Channel Number 5 is proposed to be removed. The dredged material (sediment) is proposed to be deposited at a landfill.

To determine landfill suitability, laboratory contamination testing was included as part of the project.

The sediment sampling and depth estimation was performed by Tierra and the recovered sediment samples were transferred using chain-of-custody documentation to Pace Analytical for laboratory contamination testing.

Scope of Services

The objective of our study was to obtain information concerning subsurface soil conditions at the salinity barrier, collect sediment samples along the channel bottom, and provide characterization of the materials present.

In order to meet the preceding objective, we provided the following services:

1. Executed a program of subsurface exploration consisting borings and subsurface sampling.

Tierra performed a total of eleven (11) hand auger borings to depths ranging from 1½ to 3¼ feet below the mudline within the channel and three (3) Standard Penetration Test (SPT) borings to depths of 25 feet below the salinity barrier. Tierra performed three (3) concrete cores to access the soils under the existing barrier.

2. Visually classified the samples in the laboratory using the Unified Soil Classification System (USCS). Performed laboratory testing on representative soil samples.

3. Recovered sediment samples from the channel bottom and performed laboratory testing consisting of percent passing the #200 sieve. Coordinated the results of the laboratory testing to AECOM for coordination with Pace Analytical for laboratory contamination testing.

4. Prepared this report in accordance with the scope of services herein that summarizes the course of study pursued, the field and laboratory data generated and subsurface conditions encountered.

The scope of our services did not include an environmental assessment for determining the presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock, groundwater, or air, on or below or around this site. The scope of our services did not include determination of the potential for sinkhole activity. Any statements in this report or on the boring logs regarding odors, colors, unusual or suspicious items or conditions are strictly for the information of our client.

Pinellas County, Florida

REVIEW OF PUBLISHED DATA

Pinellas County Soil Survey

The geotechnical investigation was performed within the existing channel. Based on a review of the Pinellas County Soil Survey, it appears that there are (4) primary soil-mapping units noted adjacent to the channel within the project limits. The general soil descriptions are presented in the following paragraphs and table, as described in the Soil Survey.

Felda Fine Sand, Depressional (Map Unit: 12) – The Felda component makes up 75 percent of the map unit. Slopes are 0 to 2 percent. This component is on depressions on marine terraces on coastal plains. The parent material consists of sandy and loamy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is very poorly drained. Water movement in the most restrictive layer is moderately high. Available water to a depth of 60 inches is low. Shrink-swell potential is low. This soil is not flooded. It is frequently ponded. A seasonal zone of water saturation is at or above the natural ground surface during June, July, August, and September. Organic matter content in the surface horizon is about 2 percent.

Pineda Soils and Urban Land (Map Unit: 22) - The Pineda component makes up 45 percent of the map unit. Slopes are 0 to 2 percent. This component is on flats on marine terraces on coastal plains. The parent material consists of sandy and loamy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is poorly drained. Water movement in the most restrictive layer is moderately low. Available water to a depth of 60 inches is low. Shrink-swell potential is low. This soil is not flooded. It is not ponded. A seasonal zone of water saturation is at or above the natural ground surface during July, August, and September. Organic matter content in the surface horizon is about 3 percent.

Wabasso Soils and Urban Land (Map Unit: 31) – The Wabasso component makes up 50 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 and loamy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is poorly drained. Water movement in the most restrictive layer is moderately low. Available water to a depth of 60 inches is low. Shrink-swell potential is low. This soil is not flooded. It is not ponded. A seasonal zone of water saturation is at 12 inches during June, July, August, September, and October. Organic matter content in the surface horizon is about 2 percent.

Wulfert Muck, Very Frequently Flooded (Map Unit: 32) – The Wulfert component makes up 80 percent of the map unit. Slopes are 0 to 1 percent. This component is on tidal marshes on marine terraces on coastal plains. The parent material consists of organic material over sandy marine deposits. Depth to a root restrictive layer is greater than 60 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 is high. Shrink-swell potential is low. This soil is very frequently flooded. It is not ponded. A seasonal zone of water saturation is at or above the natural ground surface during January, February, March, April, May, June, July, August, September, October, November, and December. Organic matter content in the surface horizon is about 60 percent.

The Urban Land components of Map Units 22 and 31 consists of areas where most of the soil surface is covered with impervious materials, such as buildings and paved areas. This land type consists of areas where the original soil has been modified through cutting, grading, filling, and shaping or has been generally altered for urban development.

Pinellas County, Florida

SUMMARY OF USDA SOIL SURVEY

PINELLAS COUNTY, FLORIDA

USDA Map Unit and Soil

Name

Depth (in)

Soil Classification Permeability

(in/hr) pH

Seasonal High Water Table

USCS AASHTO

Depth (feet)

Months

(12) Felda

0-3 SP, SP-SM A-3 6.0 - 20.0 4.5-7.3

+2.0-0.0 June-Dec

3-26 SP, SP-SM A-3 6.0 - 20.0 4.5-7.3

26-34 SC, SC-SM, SM A-2-4 0.6 - 2.0 6.1-7.8

34-38 SC-SM, SM A-2-4, A-3 6.0 - 20.0 6.1-8.4

38-80 SM, SP-SM A-2-4, A-3 6.0 - 20.0 6.1-8.4

(22) Pineda

0-4 SP, SP-SM A-3 6.0 - 20.0 4.5-7.3

0.0-1.0 June-Oct 4-37 SP, SP-SM A-3 6.0 - 20.0 4.5-7.3

37-55 SC, SC-SM, SM A-2-4, A-2-6 0.1 - 0.2 5.1-8.4

55-80 SM, SP, SP-SM A-2-4, A-3 2.0 - 6.0 5.6-8.4

Urban Land --- --- --- --- --- --- ---

(31) Wabasso

0-5 SP, SP-SM A-3 6.0 - 20.0 3.5-6.5

0.5-1.5 June-Oct

5-26 SP, SP-SM A-3 6.0 - 20.0 3.5-6.5

26-36 SM, SP-SM A-2-4, A-3 0.6 - 2.0 4.5-7.3

36-50 SC, SC-SM A-2-4, A-2-6 0.1 - 0.2 4.5-8.4

50-80 SM, SP-SM A-2-4, A-3 6.0 - 20.0 7.4-8.4

Urban land --- --- --- --- --- --- --- (32)

Wulfert 0-35 PT A-8 6.0 - 20.0 3.5-7.3 +2.0-0.0 Jan-Dec 35-80 SM, SP-SM A-2-4, A-3 6.0 - 20.0 3.5-7.8

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

SUBSURFACE EXPLORATION

Prior to commencing field activities, Tierra created a boring location plan in coordination with AECOM. The approximate locations of the borings performed are presented on the Boring Location Plan sheets in the Appendix. To evaluate the existing subsurface conditions, Tierra performed eleven (11) hand auger borings to depths ranging from 1½ to 3¼ feet below the mudline and three (3) SPT borings to depths of 25 feet below the salinity barrier.

The auger borings were performed, within a Jon boat, by manually twisting a bucket auger into the ground. As each soil type was encountered, samples were collected and visually classified in the field with representative soil samples collected and returned to Tierra for laboratory classification.

Additional, sediment samples were collected and sampled in jars provided by Pace Analytical for contamination testing at their laboratory. Upon the completion of each auger boring performed, Tierra used a Luminox solution to decontaminate the auger bucket to prevent cross contamination when moving to the next boring location. The results of the borings performed are presented on the Soil Profile sheets in the Appendix.

Pinellas County, Florida

LABORATORY TESTING

General

Representative soil samples collected from the borings were classified and stratified in accordance with the Unified Soil Classification System (USCS). To determine landfill suitability, laboratory contamination testing was performed by others on sediment samples if it was determined that the samples contained more than 10% fines (percent passing the #200 sieve). Tierra performed #200 sieve analysis testing and relayed the results to AECOM for their coordination with Pace Analytical.

The fines content determination tests were conducted in accordance with the AASHTO test designation T-088 (ASTM test designation D-1140).

The results of the fines content determination tests are presented alongside the soil profiles in the Appendix.

RESULTS OF SUBSURFACE EXPLORATION

General Soil Conditions

The boring location plan and soil profiles should be reviewed to evaluate the soils encountered at the project site. The soil strata encountered in the borings performed are summarized in the following table:

Stratum Number

Soil Description

USCS

Symbol

1 Dark Brown to Dark Gray to Black Silty Sand to Sandy Silt – Sediment SM/ML

2 Brown to Gray Sand with Silt to Silty Sand, With Shell SP-SM/SM

3 Gray to Brown Sand to Sand with Silt SP/SP-SM

4 Green to Gray Clay CL/CH

The subsurface soil stratification is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles included in the Appendix should be reviewed for specific information at individual boring locations. These profiles include soil descriptions, stratifications and penetration values, when applicable. The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations did occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.

Pinellas County, Florida

Sediment

Stratum 1 soils (SM/ML), were encountered throughout the canal borings and generally consisted of soft silty soils atop a sandy soil layer with shell. The Soil Profiles in the Appendix should be reviewed for specific details at each location. In general, Tierra observed ½ foot to 2¼ feet of sediment throughout the canal.

South of Barrier

A sediment layer was encountered above the natural soils at each location evaluated. A visual and physical distinction was observed as the samples were being recovered in the field. Laboratory testing also confirmed the different physical properties. The top sediment layer thickness ranged from ½ foot to 2¼ feet and contained fines contents (percent passing #200 sieve) ranging from 28% 63% with an average of 41% passing the #200 sieve. The underlying sandy soils with shell contained 9% to 30% passing the #200 sieve with an average of 17% passing.

North of Barrier

Sediment with depths ranging from 1 foot to 1½ feet was observed on the north side of the barrier although the distinction was less defined compared to the southern portion of the project. The sediment contained an average of 17% passing the #200 sieve and the underlying sandy soils contained an average of 7% passing the #200 sieve.

On Site Soil Suitability

The suitability of the soil for reuse in construction should be evaluated against the project engineering fill requirements. Variations in the subsurface stratification should be expected between borings.

In general, the sandy soils (Strata 2 and 3, SP/SP-SM/SM) may be moved and used for grading purposes, site leveling, general engineering fill, structural fill and backfill in other areas, provided the fill is free of organic soil, clay, debris or any other material deemed unsuitable for construction and evaluated against engineering fill requirements. Stratum 2 soils should only be used above the water level existing at the time of construction due to its fine content. The subsurface soil conditions encountered are presented on the Soil Profiles sheet in the Appendix. This material is saturated and may be difficult to dry and compact

Pavement Cores

Tierra performed three (3) pavement cores at the locations of SPT-1, SPT-2, and SPT-3 to access the underlying soils. The concrete slab was measured to be approximately 6 inches in thickness, which is consistent with the As-Built plans. The results of the SPT borings performed at these locations are presented on the Soil Profiles sheet in the Appendix.

Pinellas County, Florida

REPORT LIMITATIONS

The information contained in this report is based on the site conditions encountered and project layout described herein and further assume that the conditions observed in the exploratory borings are representative of the subsurface conditions throughout the site, i.e., the subsurface conditions elsewhere on the site are the same as those disclosed by the borings. If subsurface conditions different from those encountered in the exploratory borings are observed or appear to be present beneath excavations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary.

This report was prepared for the exclusive use of AECOM and their clients for evaluating the design of the project as it relates to the geotechnical aspects discussed herein. It should be made available to prospective contractors for information on factual data only and not as a warranty of subsurface conditions included in this report. Unanticipated soil conditions may require that additional expense be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs.

APPENDIX

Boring Location Plan and Soil Profiles (Sheets 1 thru 6)

B-16

B-11

CHECKED BY:

DRAWN BY:

DATE:

APPROVED BY:

SCALE: PROJECT NUMBER:

ENGINEER OF RECORD:

DRR

SW

FEB 2018

DRR

NOTED 6511-17-260

PINELLAS COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

ROOSEVELT CREEK CHANNEL 5 IMPROVEMENTS

DANIEL R. RUEL, P.E.

FLORIDA LICENSE NO.:

82404

SP

N

HA

P

HAND AUGERED TO VERIFY UTILITY CLEARANCES

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION (UNLESS OTHERWISE NOTED)

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUP SYMBOL

AS DETERMINED BY VISUAL REVIEW AND LABORATORY TESTING ON

SELECTED SAMPLES FOR CONFIRMATION OF VISUAL REVIEW.

CONCRETE BARRIER

15 to 30 8 to 15

30 to 50 10 to 30 4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8 2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER

MEDIUM DENSE

AUTOMATIC HAMMER

12 to 24 6 to 12

24 to 40 8 to 24 3 to 8

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6 1 to 3

LEGEND

BROWN TO GRAY SAND WITH SILT TO SILTY SAND, WITH SHELL

(SP-SM/SM)

GRAY TO BROWN SAND TO SAND WITH SILT (SP/SP-SM)

GREEN TO GRAY CLAY (CL/CH)

WATER WATER DEPTH AT TIME OF FIELD ACTIVITIES

-200 PERCENT PASSING #200 SIEVE

APPROXIMATE LOCATION OF AUGER BORING

APPROXIMATE LOCATION OF SPT BORING

GROUNDWATER LEVEL ENCOUNTERED DURING INVESTIGATION

DARK BROWN TO DARK GRAY TO BLACK SILTY SAND TO SANDY SILT

- SEDIMENT (SM/ML)

NOTE: THE DEPTHS ARE ESTIMATED AT EACH LOCATION RELATIVE TO THE

WATER LINE AT THE TIME OF THE FIELD WORK.

WATER

BOR # B-16

DATE 1/24/2018

WATER

BOR # B-11

DATE 1/25/2018

D E

P T

H

IN

F E

E T

D E

P T

H

IN

F E

E T

APPROXIMATE STATION 16+00

-200 = 34

-200 = 16

-200 = 33

-200 = 9

APPROXIMATE STATION 11+00

7351 Temple Terrace Highway Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355 FL Cert. No.: 6486

SHEET 1

PLAN SCALE

0 100'

BORING LOCATION PLAN

AutoCAD SHX Text 10+00

AutoCAD SHX Text 11+00

AutoCAD SHX Text 12+00

AutoCAD SHX Text 13+00

AutoCAD SHX Text 14+00

AutoCAD SHX Text 15+00

AutoCAD SHX Text 16+00

AutoCAD SHX Text 17+00

AutoCAD SHX Text 18+00

AutoCAD SHX Text 19+00

AutoCAD SHX Text 20+00

B-26B-21

CHECKED BY:

DRAWN BY:

DATE:

APPROVED BY:

SCALE: PROJECT NUMBER:

ENGINEER OF RECORD:

DRR

SW

FEB 2018

DRR

NOTED 6511-17-260

PINELLAS COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

ROOSEVELT CREEK CHANNEL 5 IMPROVEMENTS

DANIEL R. RUEL, P.E.

FLORIDA LICENSE NO.:

82404

SP

N

HA

P

HAND AUGERED TO VERIFY UTILITY CLEARANCES

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION (UNLESS OTHERWISE NOTED)

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUP SYMBOL

AS DETERMINED BY VISUAL REVIEW AND LABORATORY TESTING ON

SELECTED SAMPLES FOR CONFIRMATION OF VISUAL REVIEW.

CONCRETE BARRIER

15 to 30 8 to 15

30 to 50 10 to 30 4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8 2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER

MEDIUM DENSE

AUTOMATIC HAMMER

12 to 24 6 to 12

24 to 40 8 to 24 3 to 8

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6 1 to 3

LEGEND

BROWN TO GRAY SAND WITH SILT TO SILTY SAND, WITH SHELL

(SP-SM/SM)

GRAY TO BROWN SAND TO SAND WITH SILT (SP/SP-SM)

GREEN TO GRAY CLAY (CL/CH)

WATER WATER DEPTH AT TIME OF FIELD ACTIVITIES

-200 PERCENT PASSING #200 SIEVE

APPROXIMATE LOCATION OF AUGER BORING

APPROXIMATE LOCATION OF SPT BORING

GROUNDWATER LEVEL ENCOUNTERED DURING INVESTIGATION

DARK BROWN TO DARK GRAY TO BLACK SILTY SAND TO SANDY SILT

- SEDIMENT (SM/ML)

NOTE: THE DEPTHS ARE ESTIMATED AT EACH LOCATION RELATIVE TO THE

WATER LINE AT THE TIME OF THE FIELD WORK.

WATER

BOR # B-21

DATE 1/25/2018

WATER

BOR # B-26

DATE 1/25/2018

D E

P T

H

IN

F E

E T

D E

P T

H

IN

F E

E T

APPROXIMATE STATION 21+00 APPROXIMATE STATION 26+00

-200 = 29

-200 = 18

-200 = 28

-200 = 16

Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355 FL Cert. No.: 6486

SHEET 2

PLAN SCALE

0 100'

BORING LOCATION PLAN

AutoCAD SHX Text 20+00

AutoCAD SHX Text 21+00

AutoCAD SHX Text 22+00

AutoCAD SHX Text 23+00

AutoCAD SHX Text 24+00

AutoCAD SHX Text 25+00

AutoCAD SHX Text 26+00

AutoCAD SHX Text 27+00

AutoCAD SHX Text 28+00

AutoCAD SHX Text 29+00

30+00

B-38

B-46

CHECKED BY:

DRAWN BY:

DATE:

APPROVED BY:

SCALE: PROJECT NUMBER:

ENGINEER OF RECORD:

DRR

SW

FEB 2018

DRR

NOTED 6511-17-260

PINELLAS COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

ROOSEVELT CREEK CHANNEL 5 IMPROVEMENTS

DANIEL R. RUEL, P.E.

FLORIDA LICENSE NO.:

82404

SP

N

HA

P

HAND AUGERED TO VERIFY UTILITY CLEARANCES

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION (UNLESS OTHERWISE NOTED)

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUP SYMBOL

AS DETERMINED BY VISUAL REVIEW AND LABORATORY TESTING ON

SELECTED SAMPLES FOR CONFIRMATION OF VISUAL REVIEW.

CONCRETE BARRIER

15 to 30 8 to 15

30 to 50 10 to 30 4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8 2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER

MEDIUM DENSE

AUTOMATIC HAMMER

12 to 24 6 to 12

24 to 40 8 to 24 3 to 8

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6 1 to 3

LEGEND

BROWN TO GRAY SAND WITH SILT TO SILTY SAND, WITH SHELL

(SP-SM/SM)

GRAY TO BROWN SAND TO SAND WITH SILT (SP/SP-SM)

GREEN TO GRAY CLAY (CL/CH)

WATER WATER DEPTH AT TIME OF FIELD ACTIVITIES

-200 PERCENT PASSING #200 SIEVE

APPROXIMATE LOCATION OF AUGER BORING

APPROXIMATE LOCATION OF SPT BORING

GROUNDWATER LEVEL ENCOUNTERED DURING INVESTIGATION

DARK BROWN TO DARK GRAY TO BLACK SILTY SAND TO SANDY SILT

- SEDIMENT (SM/ML)

NOTE: THE DEPTHS ARE ESTIMATED AT EACH LOCATION RELATIVE TO THE

WATER LINE AT THE TIME OF THE FIELD WORK.

WATER

BOR # B-38

DATE 1/25/2018

WATER

DATE 1/24/2018

D E

P T

H

IN

F E

E T

D E

P T

H

IN

F E

E T

APPROXIMATE STATION 38+00

-200 = 58

-200 = 17

-200 =42

-200 =30

APPROXIMATE STATION 46+00

BOR # B-46

Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355 FL Cert. No.: 6486

SHEET 3

PLAN SCALE

0 100'

BORING LOCATION PLAN

AutoCAD SHX Text 33+00

AutoCAD SHX Text 34+00

AutoCAD SHX Text 35+00

AutoCAD SHX Text 36+00

AutoCAD SHX Text 37+00

AutoCAD SHX Text 38+00

AutoCAD SHX Text 39+00

AutoCAD SHX Text 40+00

AutoCAD SHX Text 41+00

AutoCAD SHX Text 42+00

AutoCAD SHX Text 43+00

AutoCAD SHX Text 44+00

AutoCAD SHX Text 45+00

46+00

B-63B-52

CHECKED BY:

DRAWN BY:

DATE:

APPROVED BY:

SCALE: PROJECT NUMBER:

ENGINEER OF RECORD:

DRR

SW

FEB 2018

DRR

NOTED 6511-17-260

PINELLAS COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

ROOSEVELT CREEK CHANNEL 5 IMPROVEMENTS

DANIEL R. RUEL, P.E.

FLORIDA LICENSE NO.:

82404

SP

N

HA

P

HAND AUGERED TO VERIFY UTILITY CLEARANCES

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION (UNLESS OTHERWISE NOTED)

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUP SYMBOL

AS DETERMINED BY VISUAL REVIEW AND LABORATORY TESTING ON

SELECTED SAMPLES FOR CONFIRMATION OF VISUAL REVIEW.

CONCRETE BARRIER

15 to 30 8 to 15

30 to 50 10 to 30 4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8 2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER

MEDIUM DENSE

AUTOMATIC HAMMER

12 to 24 6 to 12

24 to 40 8 to 24 3 to 8

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6 1 to 3

LEGEND

BROWN TO GRAY SAND WITH SILT TO SILTY SAND, WITH SHELL

(SP-SM/SM)

GRAY TO BROWN SAND TO SAND WITH SILT (SP/SP-SM)

GREEN TO GRAY CLAY (CL/CH)

WATER WATER DEPTH AT TIME OF FIELD ACTIVITIES

-200 PERCENT PASSING #200 SIEVE

APPROXIMATE LOCATION OF AUGER BORING

APPROXIMATE LOCATION OF SPT BORING

GROUNDWATER LEVEL ENCOUNTERED DURING INVESTIGATION

DARK BROWN TO DARK GRAY TO BLACK SILTY SAND TO SANDY SILT

- SEDIMENT (SM/ML)

NOTE: THE DEPTHS ARE ESTIMATED AT EACH LOCATION RELATIVE TO THE

WATER LINE AT THE TIME OF THE FIELD WORK.

WATER

BOR # B-52

DATE 1/24/2018

WATER

BOR # B-63

DATE 1/24/2018

D E

P T

H

IN

F E

E T

D E

P T

H

IN

F E

E T

15 15

APPROXIMATE STATION 52+00 APPROXIMATE STATION 63+00

-200 = 53

-200 = 24

-200 = 63

-200 = 13

Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355 FL Cert. No.: 6486

SHEET 4

PLAN SCALE

0 100'

BORING LOCATION PLAN

AutoCAD SHX Text 52+00

AutoCAD SHX Text 53+00

AutoCAD SHX Text 54+00

AutoCAD SHX Text 55+00

AutoCAD SHX Text 56+00

AutoCAD SHX Text 57+00

AutoCAD SHX Text 58+00

AutoCAD SHX Text 59+00

AutoCAD SHX Text 60+00

AutoCAD SHX Text 61+00

AutoCAD SHX Text 62+00

AutoCAD SHX Text 63+00

64+00

BAR-1

B-69

BAR-2

CHECKED BY:

DRAWN BY:

DATE:

APPROVED BY:

SCALE: PROJECT NUMBER:

ENGINEER OF RECORD:

DRR

SW

FEB 2018

DRR

NOTED 6511-17-260

PINELLAS COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

ROOSEVELT CREEK CHANNEL 5 IMPROVEMENTS

DANIEL R. RUEL, P.E.

FLORIDA LICENSE NO.:

82404

SP

N

HA

P

HAND AUGERED TO VERIFY UTILITY CLEARANCES

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION (UNLESS OTHERWISE NOTED)

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUP SYMBOL

AS DETERMINED BY VISUAL REVIEW AND LABORATORY TESTING ON

SELECTED SAMPLES FOR CONFIRMATION OF VISUAL REVIEW.

CONCRETE BARRIER

15 to 30 8 to 15

30 to 50 10 to 30 4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8 2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER

MEDIUM DENSE

AUTOMATIC HAMMER

12 to 24 6 to 12

24 to 40 8 to 24 3 to 8

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6 1 to 3

LEGEND

BROWN TO GRAY SAND WITH SILT TO SILTY SAND, WITH SHELL

(SP-SM/SM)

GRAY TO BROWN SAND TO SAND WITH SILT (SP/SP-SM)

GREEN TO GRAY CLAY (CL/CH)

WATER WATER DEPTH AT TIME OF FIELD ACTIVITIES

-200 PERCENT PASSING #200 SIEVE

APPROXIMATE LOCATION OF AUGER BORING

APPROXIMATE LOCATION OF SPT BORING

GROUNDWATER LEVEL ENCOUNTERED DURING INVESTIGATION

DARK BROWN TO DARK GRAY TO BLACK SILTY SAND TO SANDY SILT

- SEDIMENT (SM/ML)

NOTE: THE DEPTHS ARE ESTIMATED AT EACH LOCATION RELATIVE TO THE

WATER LINE AT THE TIME OF THE FIELD WORK.

WATER

BOR # B-69

DATE 1/24/2018

D E

P T

H

IN

F E

E T

D E

P T

H

IN

F E

E T

WATER

BOR # BAR-1

DATE 1/26/2018

WATER

BOR # BAR-2

DATE 1/26/2018

APPROXIMATE STATION 69+00 NORTH OF BARRIER

-200 = 29

-200 = 12

-200 = 14

-200 = 6

-200 =19

-200 =7

Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355 FL Cert. No.: 6486

SHEET 5

PLAN SCALE

0 100'

BORING LOCATION PLAN

AutoCAD SHX Text 64+00

AutoCAD SHX Text 65+00

AutoCAD SHX Text 66+00

AutoCAD SHX Text 67+00

AutoCAD SHX Text 68+00

AutoCAD SHX Text 69+00

AutoCAD SHX Text 70+00

AutoCAD SHX Text 71+00

71+50

SPT-2

SPT-1

SPT-3

CHECKED BY:

DRAWN BY:

DATE:

APPROVED BY:

SCALE: PROJECT NUMBER:

ENGINEER OF RECORD:

DRR

SW

FEB 2018

DRR

NOTED 6511-17-260

PINELLAS COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

ROOSEVELT CREEK CHANNEL 5 IMPROVEMENTS

DANIEL R. RUEL, P.E.

FLORIDA LICENSE NO.:

82404

SP

N

HA

P

HAND AUGERED TO VERIFY UTILITY CLEARANCES

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION (UNLESS OTHERWISE NOTED)

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUP SYMBOL

AS DETERMINED BY VISUAL REVIEW AND LABORATORY TESTING ON

SELECTED SAMPLES FOR CONFIRMATION OF VISUAL REVIEW.

CONCRETE BARRIER

15 to 30 8 to 15

30 to 50 10 to 30 4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8 2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER

MEDIUM DENSE

AUTOMATIC HAMMER

12 to 24 6 to 12

24 to 40 8 to 24 3 to 8

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

SPT N-VALUE

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6 1 to 3

LEGEND

BROWN TO GRAY SAND WITH SILT TO SILTY SAND, WITH SHELL

(SP-SM/SM)

GRAY TO BROWN SAND TO SAND WITH SILT (SP/SP-SM)

GREEN TO GRAY CLAY (CL/CH)

WATER WATER DEPTH AT TIME OF FIELD ACTIVITIES

-200 PERCENT PASSING #200 SIEVE

APPROXIMATE LOCATION OF AUGER BORING

APPROXIMATE LOCATION OF SPT BORING

GROUNDWATER LEVEL ENCOUNTERED DURING INVESTIGATION

DARK BROWN TO DARK GRAY TO BLACK SILTY SAND TO SANDY SILT

- SEDIMENT (SM/ML)

NOTE: THE DEPTHS ARE ESTIMATED AT EACH LOCATION RELATIVE TO THE

WATER LINE AT THE TIME OF THE FIELD WORK.

LL

PI

NMC

LIQUID LIMIT (%)

PLASTICITY INDEX (%)

NATURAL MOISTURE CONTENT (%)

P

N

HA

HA

BOR # SPT-1

DATE 1/24/2017

DRILLER J. SHAW

HAMMER AUTOMATIC

RIG D-25

P

N

HA

HA

BOR # SPT-2

DATE 1/24/2017

DRILLER J. SHAW

HAMMER AUTOMATIC

RIG D-25

P

N

HA

HA

BOR # SPT-3

DATE 1/24/2017

DRILLER J. SHAW

HAMMER AUTOMATIC

RIG D-25

D E

P T

H

IN

F E

E T

D E

P T

H

IN

F E

E T

ON TOP OF BARRIER

NMC =

PI =

LL =

-200 = 83

-200 = 5

-200 = 8

-200 =10

-200 =7

NMC =

PI =

LL =

-200 = 88

Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355 FL Cert. No.: 6486

SHEET 6

PLAN SCALE

0 100'

BORING LOCATION PLAN

AutoCAD SHX Text 68+00

AutoCAD SHX Text 69+00

AutoCAD SHX Text 70+00

AutoCAD SHX Text 71+00

71+50

54 54

APPENDIX B

SOIL ANALYTICAL SUMMARY

AND SOIL DISPOSAL CRITERIA

52 52

REPORTS OF LABORATORY ANALYSIS

PACE ANALYTICAL LABORATORIES, INC.

TABLE 1

ROOSEVELT CREEK CHANNEL 5 IMPROVEMENTS

PINELLAS COUNTY, FLORIDA

METHOD PINELLAS CO. FDEP FDEP FDEP

DETECTION LANDFILL RESIDENTIAL INDUSTRIAL SOIL LEACHABILITY

LIMITS REGULATORY DIRECT EXPOSURE DIRECT EXPOSURE TO B-11 B-16 B-21 B-26 B-38 B-46 B-52 B-63 BAR-1 BAR-2 ANALYTE UNITS (MDL) LEVEL SCTLs SCTLs GROUNDWATER STA. 11+00 STA. 16+20 STA. 21+65 STA. 26+25 STA. 38+20 STA. 46+30 STA. 52+45 STA. 63+25 WEIR WEIR

PERCENT PASSING #200 SIEVE (ASTM Method) % passing % --- --- --- --- --- 34 33 29 28 58 42 53 63 14 19

TCLP Pesticides (EPA Method 8081) gamma-BHC (Lindane) mg/L 0.0005 0.4 0.7 2.5 0.009 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL Chlordane mg/L 0.003 0.03 2.8 14.0 9.6 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL Endrin mg/L 0.0005 0.02 25 510 1 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL Heptachlor mg/L 0.0005 0.008 0.2 1 23 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL Heptachlor epoxide mg/L 0.0005 0.008 0.1 0.5 0.6 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL Methoxychlor mg/L 1.0 10.0 420 8800 160 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL Toxaphene mg/L 0.003 0.5 0.9 4.5 31.0 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL

TCLP Chlorinated Herbicides (EPA Method 8151) 2,4-D mg/L 0.00057 10.0 770 13000 0.7 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL 2,4,5-TP (Silvex) mg/L 0.00012 1.0 690 9500 0.4 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL

FL-PRO (EPA Method 3546) Petroleum Range Organics mg/kg VARIES --- 460 2700 340 BDL BDL BDL BDL BDL BDL BDL 36.4 33.8 114

Metals (EPA Method 6010) Copper (Cu) mg/kg 0.38 --- 150 89000 --- 25.7 24.3 38.8 18.1 68.6 47.2 31.2 28.9 16.0 25.5 Nickel (Ni) mg/kg 0.38 --- 340 35000 130 11.4 4.4 8.1 3.6 13.8 9.0 7.3 9.2 4.6 6.7 Zinc (Zn) mg/kg 1.5 --- 26000 630000 --- 63.8 128 220 96 542 301 164 110 81.8 133

TCLP Metals (EPA Method 6010) Arsenic (As) mg/L 0.0005 5.0 2.1 12 --- 0.038 0.0079 0.036 0.036 0.099 0.036 0.043 0.032 0.030 0.025 Barium (Ba) mg/L 0.0005 100.0 120 130000 1600 0.27 0.31 0.21 0.19 0.48 0.43 0.45 0.30 0.18 0.21 Cadmium (Cd) mg/L 0.0005 1.0 82 1700 7.5 0.0017 0.0021 0.0033 0.0027 0.0034 0.0018 BDL 0.0019 0.0025 0.0034 Chromium (Cr) mg/L 0.0025 5.0 210 470 38 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL Lead (Pb) mg/L 0.005 5.0 400 1400 --- BDL 0.016 0.013 BDL 0.078 0.047 0.025 0.044 0.016 0.022 Selenium (Se) mg/L 0.0075 1.0 440 11000 5.2 BDL 0.021 0.024 BDL 0.030 0.021 0.039 0.021 BDL BDL Silver (Ag) mg/L 0.0025 5.0 410 8200 17 BDL 0.009 0.0047 BDL 0.0053 0.0099 0.018 0.0085 0.0049 0.0031

TCLP Mercury (EPA Method 7470) Mercury (Hg) mg/L 0.001 0.2 3 17 2.1 BDL BDL BDL BDL BDL BDL BDL BDL BDL BDL

SVOCs (EPA Method 8270) Acenapthene mg/kg 0.09 --- 2400 20000 2.1 BDL BDL BDL BDL…