Grissom-Widening-PSJ-Fay-30-PER-App2-Geo-20240118.pdf

APPENDIX TWO:

GEOTECHNICAL REPORT

Roadway Soil Survey Grissom Parkway Widening

Brevard County, Florida

Ardaman & Associates, Inc.

CORPORATE HEADQUARTERS

8008 S. Orange Avenue, Orlando, FL 32809 - Phone: (407) 855-3860 Fax: (407) 859-8121

Branch Office Locations

Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, Wem Beach Louisiana: Baton Rouge, Monroe, New Orleans, Shreveport

MEMBERS:

ASTM International American Concrete Institute

Geoprofessional Business Association Society of American Military Engineers

American Council of Engineering Companies

Ardaman & Associates, Inc.

Geotechnical, Environmental and Materials Consultants

1300 N. Cocoa Boulevard, Cocoa, FL 32922 Phone (321) 632-2503 FAX (321) 636-4657

Louisiana: Baton Rouge, Monroe, New Orleans, Shreveport Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach

November 21, 2022 File No. 21-23-5295

DRMP, Inc.

100 Parnell Street Merritt Island, Florida

Attention: Ms. Rasha Obaydi

Subject: Roadway Soil Survey Grissom Parkway Widening from Port St. John Parkway to Fay Boulevard Brevard County, Florida

Dear Ms. Obaydi:

As requested, we have completed a roadway soil survey for the Grissom Parkway Widening project that extends from Fay Boulevard on the north end to Port Saint John Parkway on the south end. The purposes of performing this exploration were to evaluate the general subsurface conditions within the proposed roadway area and to provide recommendations relative to site preparation. In addition, we have estimated normal seasonal high groundwater table depths at the boring locations. This report documents our findings and presents our engineering recommendations.

This report has been prepared in accordance with generally accepted geotechnical engineering practices for specific application to the project study area indicated in this report. No other warranty, expressed or implied, is made. The soils information and recommendations submitted herein are based on the data obtained from the soil borings presented on Figures 3 through 5.

This report does not reflect any variations which may occur between the borings. The nature and extent of the variations between the borings may not become evident until during additional exploration or construction.

It has been a pleasure assisting you with this phase of the project. If you have any questions, or when we may be of further assistance to you, please do not hesitate to contact us.

Very truly yours, ARDAMAN & ASSOCIATES, INC.

Janie C. Ross Jason P. Manning, P.E.

Assistant Project Engineer Branch Manager Florida Registration No.53265

JCR/JPM/dk

TABLE OF CONTENTS

Chapter Title Page

1.0 INTRODUCTION 1

1.1 Site Location and Description 1

1.2 Project Considerations 1

1.3 Purpose and Scope of Study 1

1.4 Review of Available Data 1

1.4.1 Soil Survey Maps 1

1.4.2 Potentiometric Maps 2

1.4.3 USGS Quadrangle Maps 2

2.0 FIELD EXPLORATION PROGRAM 2

2.1 Pavement Cores 2

2.2 Auger Borings 2

2.3 Measured Groundwater Level 2

2.4 Test Locations 3

3.0 LABORATORY TESTING PROGRAM 3

3.1 Visual Examination and Classification Testing 3

4.0 CONCLUSIONS AND RECOMMENDATIONS 3

4.1 Existing Pavement Section Data 3

4.2 General Soil Stratigraphy for Roadway Improvements 4

4.3 Normal Seasonal High Groundwater Level 4

4.4 Construction Considerations for Roadway 5

4.5 Stripping and Grubbing 5

4.6 Proof-Rolling 5

4.6 Suitable Fill Material and the Compaction of Fill Soils 6

4.7 Dewatering 6

4.8 Limerock or Crushed Coquina Base 6

4.9 Soil Cement Base (Optional) 6

List of Tables:

1 Review of Soil Survey Maps

List of Figures:

1 Site Locations Map 2 Soil Survey Map 3 Boring Location Plan 4 Soil Survey Sheet

5 Soil Boring Profiles

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1.0 INTRODUCTION

1.1 Site Location and Description

The project site is the existing Grissom Parkway roadway and the adjacent right-of-way areas between Fay Boulevard on the north end and Port St. John Parkway on the south end in Port St.

John, Brevard County, Florida (Sections 27 and 22, Township 23 South, Range 35 East). The general site location is shown superimposed on the Sharpes, Florida USGS quadrangle map presented on Figure 1.

The existing roadway within the project area is a two-lane, asphalt paved roadway. Properties adjacent to the roadway within the project area are primarily developed residentially or are undeveloped areas that are wooded and vegetated with brush.

1.2 Project Considerations

It is our understanding that the proposed improvements to Grissom Parkway will include widening the road by adding two new asphalt paved travel lanes from Port St. John Parkway to Fay Boulevard, which is a distance of approximately 5,500 feet.

1.3 Purpose and Scope of Study

The purposes of this study were to explore shallow subsurface conditions along the project area and to provide a geotechnical engineering evaluation of the conditions encountered. We accomplished these objectives by:

1. Performing pavement cores and shallow auger borings within the existing roadway.

2. Conducting auger borings within the proposed roadway improvement areas and measuring groundwater levels.

3. Observing recovered soil samples in our laboratory and performing tests on selected samples to aid in classification.

4. Analyzing and interpreting the field and laboratory data.

5. Performing engineering analyses to develop preliminary recommendations for site preparation.

1.4 Review of Available Data

1.4.1 Soil Survey Maps

Based on the 1974 Soil Survey for Brevard County, Florida, as prepared by the U.S. Department of Agriculture Soil Conservation Service, several soil types exist within the project area. The individual soil types and their characteristics are presented and summarized in Table 1. The type and location of the individual soils are also shown on the Soil Survey Map presented as Figure 2.

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1.4.2 Potentiometric Maps

Based on review of the “Potentiometric Surface of the Upper Floridan Aquifer in the St. Johns River Water Management District and Vicinity, Florida” map (dated May 2009) published by the United States Geological Survey, the potentiometric elevation along the project area is approximately +18 to +20 feet NGVD.

1.4.3 USGS Quadrangle Maps

Based on our review of the Sharpes, Florida, USGS quadrangle map, existing ground surface elevations along the project area are approximately +24 to +25 feet NGVD.

Based on the existing ground surface elevations, and on the data obtained from the potentiometric surface map as discussed above, it is not likely that artesian groundwater conditions will occur at the project site.

2.0 FIELD EXPLORATION PROGRAM

A discussion of the field exploration program performed by Ardaman & Associates, Inc. for this project is presented in the following report sections.

2.1 Pavement Cores

Pavement Cores C-1 through C-6 were performed within the existing pavement lanes of Grissom Parkway within the project area. Each pavement core was performed using a portable coring machine fitted with a 4-inch diameter core barrel. At each location, the core was advanced to the bottom of the pavement base material. Upon reaching the bottom of the base material, an auger boring was advanced to a depth of 3 feet below the top of pavement surface using a 3-inch diameter, hand-held bucket auger. Upon completion of the coring and auger borings, the borings were backfilled with soil cuttings and the pavement surface was filled with hand compacted cold patch asphalt. The retrieved pavement cores, samples of the pavement base, and samples of the existing subgrade soils were packaged and returned to our laboratory for further observation.

2.2 Auger Borings

The field exploration program also included performing auger borings within the proposed roadway areas. Twelve auger borings (AB-1 through AB-12) were performed in the proposed roadway widening areas. The auger borings were drilled using a truck-mounted, 4-inch diameter, continuous-flight auger or a 3-inch diameter, hand-held bucket auger and were advanced to a depth of 10 feet below the existing ground surface. The borings were backfilled with soil upon completion of drilling. A summary of the auger boring procedure is included in the Appendix.

2.3 Measured Groundwater Level

The groundwater level was measured in the boreholes on the day drilled. The measured groundwater levels are adjacent to the soil profiles on Figure 5. Fluctuations in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted.

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2.4 Test Locations

The approximate locations of the pavement cores and soil borings are schematically illustrated on the aerial photograph plan shown on Figure 3. These locations were determined in the field by estimating distances from existing site features and should be considered accurate only to the degree implied by the method of measurement used.

3.0 LABORATORY TESTING PROGRAM

3.1 Visual Examination and Classification Testing

Representative soil samples obtained during our field sampling operation were packaged and transferred to our laboratory for further visual examination and classification. The soil samples were visually classified in general accordance with the AASHTO Soil Classification System.

In addition, four percent fines tests were conducted on representative soil samples to aid in classification. The resulting soil descriptions and the results of the laboratory tests are presented on Figures 4 and 5.

4.0 CONCLUSIONS AND RECOMMENDATIONS

4.1 Existing Pavement Section Data

The results of pavement Cores C-1 through C-6 conducted within the existing pavement lanes of Grissom Parkway indicate the following pavement section material thicknesses at the test locations:

Core ID Lane Asphaltic Concrete

Thickness (inches)

Base Material Thickness (inches)

Apparent Base Material Type

C-1 Southbound 3¾ 12 Soil Cement

C-2 Northbound 3½ 5½ Coquina

C-3 Southbound 3⅛ 11⅞ Soil Cement

C-4 Northbound 6⅜ 5⅝ Coquina

C-5 Southbound 5 12 Soil Cement

C-6 Northbound 4⅝ 9⅜ Coquina

It is noted that the soil cement base encountered in Core C-1 was well cemented from a depth of 3 ¾ inches to approximately 5 ¼ inches below the asphalt surface. The underlying soil cement base in Core C-1 appeared to be poorly cemented and broke apart with light hand pressure. In Core C-3, the soil cement base appeared to be poorly cemented over its entire depth. The soil cement base encountered in Core C-5 appeared to be well cemented in the top 6 inches of base material and poorly cemented in the underlying 6 inches.

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4.2 General Soil Stratigraphy for Roadway Improvements

The results of the field exploration in the proposed roadway areas and laboratory testing program are summarized on the Soil Boring Profiles presented on Figure 5. The stratification of the boring profiles represents our interpretation of the field boring logs and the results of the laboratory examination of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied.

The results of the auger borings performed by Ardaman & Associates indicate the following general soil types in the proposed roadway areas:

Stratum No.

Description

Classification

AASHTO

Index 120-

001*

Light brown to brown, Grayish-Brown, Light Gray to Gray, and Dark Gray or Dark Brown fine sand and fine sand with silt

A-3 S

* Reference FDOT Standard Plans for Road Construction

The soils encountered in the borings conducted in the proposed roadway areas by Ardaman & Associates consisted of fine sand and fine sand with silt (AASHTO Soil Classification A-3) to the termination depth of the deepest borings, 10 feet below the existing ground surface. This soil profile is described in general terms only. Please refer to Figure 5 for soil profile details.

The results of our exploration indicate that the soil conditions encountered in the borings presented on Figures 3 through 5 are acceptable for construction of the proposed roadway improvements in accordance with standard FDOT design and construction practices.

4.3 Normal Seasonal High Groundwater Level

The normal seasonal high water table level each year is the level in the August-September period at the end of the rainy season. The water table elevations associated with a flood would be much higher than the normal seasonal high water table elevations. The normal high water levels would more approximate the seasonal high water table elevations.

The normal seasonal high water table is affected by a number of factors. The drainage characteristic of the soils, the land surface elevation, relief points such as lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the normal seasonal high water table elevation.

In addition to evaluating the conditions above, we have reviewed annual precipitation data available from the Melbourne Office of the National Weather Service. Based on this data, the annual rainfall as of the date our field exploration was completed in Brevard County is approximately 44.6 inches, which is approximately 6.5 inches above normal for this time of year.

Based on our interpretation of the site conditions using our boring log data, we estimate the normal seasonal high groundwater level at the boring locations to be approximately 2 to 2 ½ feet above the groundwater levels measured at the time of our field exploration.

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4.4 Construction Considerations for Roadway

Roadway construction should be performed in accordance with the appropriate sections of the FDOT current edition of the Standard Specifications for Road and Bridge Construction. In accordance with these specifications, the removal of organic materials and any plastic and high plastic soil should be accomplished in accordance with Index 120-002 of the FDOT Standard Plans for Road Construction unless otherwise indicated on the plans. Backfill should generally consist of clean, fine sand compacted in accordance with Section 120-9 of the Standard Specifications. Fill placement and side slopes for embankment construction requirements are presented in Index 120-001 of the Standard Plans for Road Construction.

4.5 Stripping and Grubbing

The "footprint" of the proposed roadway area, plus a minimum margin of 3 feet, should be stripped of all surface vegetation, stumps, debris, organic topsoil or other deleterious materials, as encountered. Buried utilities should be removed or plugged to eliminate conduits into which surrounding soils could erode.

After stripping, the site should be grubbed or root-raked such that roots with a diameter greater than ½ inch, stumps, or small roots in a dense state, are completely removed. The actual depth(s) of stripping and grubbing must be determined by visual observation and judgment during the earthwork operation.

4.6 Proof-Rolling

We recommend proof-rolling the cleared surface to locate any unforeseen soft areas or unsuitable surface or near-surface soils, to increase the density of the upper soils, and to prepare the existing surface for the addition of the fill soils (as required). Proof-rolling of the pavement areas should consist of at least five passes of a compactor capable of achieving the density requirements described in the next paragraph. Each pass should overlap the preceding pass by 30 percent to achieve complete coverage. If deemed necessary, in areas that continue to "yield", remove all deleterious material and replace with clean, compacted sand backfill. The proof-rolling should occur after cutting and before filling.

A density equivalent to or greater than 95 percent of the modified Proctor (ASTM D-1557) maximum dry density value for a depth of 1 foot in the pavement areas must be achieved beneath the stripped and grubbed ground surface. Additional passes and/or overexcavation and recompaction may be required if these minimum density requirements are not achieved. The soil moisture should be adjusted as necessary during compaction.

Care should be exercised to avoid damaging any neighboring structures while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be notified and the existing condition (i.e. cracks) of the structures documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures, and Ardaman & Associates should be notified immediately. Heavy vibratory compaction equipment should not be used within 200 feet of existing structures.

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4.6 Suitable Fill Material and the Compaction of Fill Soils

All fill soil should be free of organic materials, such as roots and vegetation. We recommend using fill with less than 12 percent by dry weight of material passing the U.S. Standard No. 200 sieve size. The fine sand and fine sand with silt soils (Strata No. 1 on Figures 4 and 5) are suitable for use as fill soil and, with proper moisture control, should density using conventional compaction methods. Soils with more than 12 percent passing the No. 200 sieve can be used in some applications, but will be more difficult to compact due to their inherent nature to retain soil moisture.

All fill soil should be placed in level lifts not to exceed 12 inches in uncompacted thickness. Each lift should be compacted to at least 95 percent of the modified Proctor (ASTM D-1557) maximum dry density value. The filling and compaction operations should continue in lifts until the desired elevation(s) is achieved. If hand-held compaction equipment is used, the lift thickness should be reduced to no more than 6 inches.

4.7 Dewatering

If the control of groundwater is required to achieve the necessary stripping, excavation, proof-rolling, filling, compaction, and any other earthwork, sitework, and/or foundation subgrade preparation operations required for the project, the actual method(s) of dewatering should be determined by the contractor. Dewatering should be performed to lower the groundwater level to depths that are adequately below excavations and compaction surfaces. Adequate groundwater level depths below excavations and compaction surfaces vary depending on soil type and construction method, and are usually 2 feet or more. Dewatering solely with sump pumps may not achieve the desired results.

4.8 Limerock or Crushed Coquina Base

A limerock or crushed coquina base course and stabilized subgrade can be used provided that grading and drainage plans preclude periodic saturation of the base material. The periodic saturation of a limerock or crushed coquina base material could lead to premature pavement distress. A minimum clearance of 18 inches must be maintained between the bottom of the limerock or crushed coquina base and the seasonal high groundwater table.

The limerock or crushed coquina should have a minimum Limerock Bearing Ratio (LBR) value of 100 and should be compacted to at least 98 percent of the modified Proctor (ASTM D-1557, AASHTO T-180) maximum density value.

The stabilized subgrade must have a minimum LBR value of 40. The natural soils will have to be stabilized with suitable clayey soil, shell or limerock in order to achieve the required LBR value.

The stabilized subbase must be compacted to at least 98 percent of the modified Proctor maximum dry density (ASTM D-1557, AASHTO T-180).

4.9 Soil Cement Base (Optional)

In lieu of limerock or crushed coquina, a soil-cement base compacted to at least 97 percent of the standard Proctor maximum dry density (AASHTO T-134) could be utilized. The soil cement should

Grissom Parkway Widening -7-have a minimum laboratory compressive strength of 300 pounds per square inch (psi) in 7 days.

A minimum clearance of 12 inches should be maintained between the bottom of the soil cement base and the normal seasonal high groundwater level.

The term soil-cement applies to a type of base material that utilizes cement mixed with a select soil to develop its strength. We recommend conducting a laboratory soil-cement design to determine the actual cement content necessary. Shrinkage cracking normally occurs during the hydration of a soil-cement base and is reflected through the asphaltic concrete surface. We strongly recommend a curing time period of at least 7 days before applying the overlying asphaltic concrete wearing surface. This waiting period will not eliminate the cracks in the pavement surface, but will help reduce the severity of the cracks. An approved tack coat should be applied on a clean (swept) soil-cement surface to develop a sufficient bond before the paving begins. The base should be inspected and sounded for hardness prior to paving operations. Any soft or otherwise unsuitable areas should be repaired as recommended by Ardaman & Associates.

Cracks in the pavement surface that occur when soil-cement base is used are sometimes unappealing to owners. We recommend that an owner unaccustomed to these cracks observe examples of pavement cracks in actual soil cement applications to verify that cracks are acceptable.

Free-draining subgrade soils (i.e.; soils with less than 12 percent fines by dry weight) are recommended beneath soil-cement base to promote drainage of infiltrating water. If the contractor’s means and methods include stabilizing soils beneath the soil-cement base, then the stabilizing material should be coarse material (e.g.; gravel). Low permeability soils (e.g.; silt and/or clay) should not be used as stabilizing material beneath soil cement base.

TABLES

TABLE 1

Review of Soil Survey Maps Grissom Parkway Widening Project

Brevard County, Florida

Soil Map Unit Description Permeability Approximate Depth to

Seasonal High Groundwater Table

Anclote sand (An)

Nearly level, very poorly drained sandy soil in broad areas in marshy depressions in the flatwoods, in brood areas on flood plains, and in poorly defined drainageways. A representative profile consists of sand to a depth of 72 inches.

Rapid in all layers

In most years, the water is within a depth of 10 inches for more than 6 months. The soil is occasionally flooded 2 to 7 days following heavy rains.

Immokalee sand (Im)

Nearly level poorly drained sandy soil in broad areas in the flatwoods, on low ridges between sloughs, and in low, narrow areas between sand ridges and lakes and ponds. A representative profile of the soil consists of gray sand to a depth of 49 inches, followed by reddish-brown weakly cemented sand to a depth of 55 inches, and dark brown sand to a depth of 65 inches.

Moderate to moderately rapid in the weakly cemented layers and rapid in all other layers.

In most years, the water is within a depth of 10 inches for 1 to 2 months and between 10 and 40 inches more than half the time.

The soil is flooded for 2 to 7 days once in 1 to 5 years.

Myakka sand (Mk)

Nearly level, poorly drained sandy soil in broad areas in the flatwoods and in areas between sand ridges and sloughs and ponds. A representative profile of the soil consists of 22 inches of dark gray to gray sand followed by 13 inches of dark brown, weakly cemented sand. Below that is gray sand to a depth of 63 inches.

Rapid in the sandy layers to a depth of about 22 inches, moderate from about 22 to 46 inches, and rapid from about 46 to 63 inches.

In most years, within a depth of 10 inches for 1 to 4 months. The soil is flooded for 2 to 7 days in 1 to 5 years.

Pomello sand (Ps)

Nearly level, moderately well drained sandy soils on broad low ridges and low knolls in the flatwoods. A representative profile consists of light gray sand to a depth of 50 inches, followed by dark weakly cemented sands to a depth of 70 inches.

Very rapid to a depth of about 50 inches, moderately rapid between 50 and 62 inches, and rapid from 62 to 80 inches.

The water table is 30 to 40 inches below surface for 2 to 4 months in most years and between 40 and 60 inches for more than 6 months.

St. Johns soils, ponded (Sc)

In sloughs, poorly defined drainageways, and shallow intermittent ponds in the flatwoods. A representative profile consists of gray to dark-gray sand to a depth of 19 inches, followed by dark weakly cemented sand to a depth of 36 inches. This is underlain by brown sand to a depth of 70 inches.

Moderate in the weakly cemented layers and very rapid in all other layers.

The water table is within a depth of 10 inches for 6 to 12 months in most years. Most areas are continuously flooded for 6 months or more in most years.

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PORT ST. JOHN TO FAY BOULEVARD

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RANGE 35 EAST

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APPENDIX

Auger Boring Procedure

AUGER BORINGS

Auger borings are used when a relatively large, continuous sampling of soil strata close to ground surface is desired. A 4-inch diameter, continuous flite, helical auger with a cutting head at its end is screwed into the ground in 5-foot sections. It is powered by the rotating action of the Kelly bar of a rotary drill rig. The sample is recovered by withdrawing the auger out of the ground without rotating it. The soil sample so obtained, is classified and representative samples put in bags or jars and brought back to the laboratory for classification testing.