Appendix_6-Geotechnical_Report.pdf

MC Squared, Inc.

Geotechnical Engineering Services Report

Pinellas Intersection Improvements E Tarpon Ave & US 19, Tampa Rd & Lake St George Dr, Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd Pinellas County, Florida

Prepared for: HNTB Corporation 201 N. Franklin Street, Suite 1200 Tampa, Florida 33602

Prepared by: MC Squared, Inc.

5808-A Breckenridge Parkway Tampa, Florida 33610

Project No. T022102.009 November 29, 2021

5808-A Breckenridge Parkway, Tampa, Florida 33610 Office: (813) 623-3399, Fax: (813) 623-6636 www.mc2engineers.com

November 29, 2021

Mr. Ben Rodgers, PE HNTB Corporation 201 N. Franklin Street, Suite 1200 Tampa, Florida 33602

Subject: Geotechnical Engineering Services Report Pinellas Intersection Improvements Pinellas County, Florida Pinellas County Contract No. 167-0005-CN MC2 Proposal No. T022102.009

Dear Mr. Rodgers:

As requested and authorized by HNTB Corporation (HNTB), MC Squared, Inc. (MC2) has completed the subsurface soil exploration program for the subject project. The purpose of this program was to evaluate the general subsurface conditions for mast arms proposed at four intersections across Pinellas County, Florida.

This report documents our findings and conclusions. It has been prepared for the exclusive use of HNTB and Pinellas County for specific application to the subject project in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made.

We appreciate the opportunity to be of service to you on this project. Should you have any questions, or require further information, please do not hesitate to contact us.

Respectfully submitted, MC Squared, Inc.

Maziar Foroutan, Ph.D. Jordan Fox, P.E.

Geotechnical Engineer Project Manager Florida P.E. No. 87472

Ethan Drew, P.E. Stephanie M. Grahl, P.E.

Project Engineer Project Manager Florida P.E. No. 88622 Florida P.E. No. 89726

E Tarpon Ave & US 19, Tampa Rd & Lake St George Dr, Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

MC2 Project No. T022102.009 i

TABLE OF CONTENTS

1 PROJECT OBJECTIVE AND SITE DESCRIPTION

2 SCOPE

3 REVIEW OF AVAILABLE DATA

3.1 USDA Soil Survey

3.2 USGS Quadrangle Maps

3.3 USGS Potentiometric Map Data

4 FIELD EXPLORATION PROGRAM

5 LABORATORY TESTING PROGRAM

6 GENERAL SUBSURFACE CONDITIONS

7 ANALYSIS AND RECOMMENDATIONS

8 REPORT LIMITATIONS

APPENDIX

Table 1 – Summary of Laboratory Results

Table 2 – Summary of Corrosion Series Testing

Table 3 through Table 6 – Soil Parameters Sheet 1 – USGS Topographic Map (E Tarpon Ave & US 19) Sheet 2 – USGS Topographic Map (Tampa Rd & Lake St George Dr and Tampa Rd & W Lake Rd) Sheet 3 – USGS Topographic Map (SR 580 & Forest Lakes Blvd) Sheet 4 – USDA Soil Survey (E Tarpon Ave & US 19) Sheet 5 – USDA Soil Survey (Tampa Rd & Lake St George Dr) Sheet 6 – USDA Soil Survey (Tampa Rd & W Lake Rd) Sheet 7 – USDA Soil Survey (SR 580 & Forest Lakes Blvd) Sheet 8 – Report of Core Borings (E Tarpon Ave & US 19) Sheet 9 – Report of Core Borings (Tampa Rd & Lake St George Dr) Sheet 10 – Report of Core Borings (Tampa Rd & W Lake Rd) Sheet 11 – Report of Core Borings (SR 580 & Forest Lakes Blvd) Test Procedures Important Information About this Geotechnical-Engineering Report

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd Pinellas County, Florida MC2 Project No. T022102.009

1 PROJECT OBJECTIVE AND SITE DESCRIPTION

Based on our understanding, Pinellas County is planning improvements to four (4) signalized intersections by constructing mast arms to replace existing strain poles. HNTB has planned the intersection improvements and selected the locations of mast arms.

The intersections that are planned to be improved are:

1) E Tarpon Ave & US 19,

2) Tampa Rd & Lake St George Dr,

3) Tampa Rd & W Lake Rd, and

4) SR 580 & Forest Lakes Blvd.

The approximate site locations are shown superimposed on portions of the Tarpon Springs and Elfers, Florida and the Oldsmar, Florida USGS quadrangle maps. See Sheets 1 to 3 in the Appendix for additional information and reference.

2 SCOPE

To achieve the project objective, the following scope of services was completed in accordance with our proposal dated February 25, 2021:

1. Reviewed the USDA Soil Survey of Pinellas County, the USGS Topographic Maps pertaining to the subject intersections, and the Upper Floridian Aquifer Potentiometric Surface Map published by the Florida Department of Environmental Protection (FDEP).

2. Coordinated the required permitting (including utility locates) and access to test boring locations.

3. Conducted fifteen (15) Standard Penetration Test (SPT) borings to determine the nature and condition of the subsurface soils. The number of borings performed at each intersection was as follows:

• E Tarpon Ave & US 19 – Four (4) borings

• Tampa Rd & Lake St George Dr – Four (4) borings

• Tampa Rd & W Lake Rd – Three (3) borings

• SR 580 & Forest Lakes Blvd – Four (4) borings

It should be noted that only 3 SPTs were performed at Tampa Rd & W Lake Rd intersection. Boring B-11, planned for the southwest corner of the intersection, was not performed due to the inability of the drilling equipment to access the boring location.

4. Visually classified all soil samples retrieved from the field and performed laboratory tests on selected representative soil samples.

5. Analyzed the subsurface conditions with regards to the foundation design of the mast arms.

6. Prepared this report to document the results of our field exploration and our recommended soil parameters for foundation design.

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

3 REVIEW OF AVAILABLE DATA

3.1 USDA Soil Survey

Based on the Web Soil Survey for Pinellas County, Florida, as prepared by the U.S. Department of Agriculture Natural Resources Conservation Service, three soil types were mapped at the exact locations of the Mast Arms/Borings. The three major soil types were as follows:

• Anclote fine sand, depressional (3) has a parent material of sandy marine deposits and a typical profile of fine sand from 0 to 80 in. below the ground surface (bgs). The material is very poorly drained and has high to very high capacity (Ksat = 6.00 to 20.00 in/hr) to transmit water. The depth to the groundwater table is about 0 in.

• Astatula soils and Urban land, 0 to 5 percent slopes (4) has a parent material of eolian or marine deposits and a typical profile of fine sand from 0 to 80 in. bgs. The material is excessively drained and has very high capacity (Ksat = 20.00 to 50.00 in/hr) to transmit water. The depth to the groundwater table is more than 80 in.

• EauGallie soils and Urban land (10) has a parent material of sandy and loamy marine deposits and a typical profile of fine sand from 0 to 47 in., sandy clay loam from 47 to 59 in., and sand from 59 to 80 in. bgs . The material is poorly drained and has moderately low to high capacity to transmit water (Ksat = 0.06 to 2.00 in/hr). According to the Soil Survey, the depth to the groundwater table is about 6 to 18 in.

Please refer to Sheets 4 to 7 in the Appendix for the mapped locations of individual soil units.

3.2 USGS Quadrangle Maps

Based on our review of the Tarpon Springs, Elfers, and Oldsmar, Florida USGS Quadrangle Maps, the existing ground surface elevations at the E. Tarpon Ave. and U.S. 19, Tampa Rd. and W. Lake Rd., Tampa Rd. and Lake St. George Dr., and the S.R. 50 and Forest Lakes Blvd. intersections are in the range of +10 to +15, +50 to +55, +30 to +35, and +5 to +10 ft. NAVD88, respectively. The approximate site locations are shown superimposed on the USGS Quadrangle Maps presented on Sheets 1 to 3 in the Appendix.

3.3 USGS Potentiometric Map Data

We reviewed the Upper Floridian Aquifer Potentiometric Surface Map published by the FDEP to evaluate the potentiometric surface elevation of the Floridian Aquifer at the subject intersections. The below table summarizes the anticipated maximum elevation of the potentiometric surface at the subject intersections.

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

Intersection

Potentiometric Surface

Elevation

(NGVD29)

Approximate Ground Surface Elevation

(NAVD88)

E Tarpon Ave & US 19 0 to +10 +10 to +15

Tampa Rd & Lake St George Dr 0 to +10 +30 to +35

Tampa Rd & W Lake Rd 0 to +10 +50 to +55

SR 580 & Forest Lakes Blvd +10 to +20 +5 to +10

Artesian conditions were not encountered during the drilling of the SPT borings. However, based on review of the potentiometric maps of the area, if the contractor should encounter artesian conditions during construction, the estimated elevation of the artesian head is approximately +20 ft. at the intersection of SR 580 and Forest Lakes Blvd, and approximately +10 ft. at the intersection of E Tarpon Ave and US 19. The contractor should be prepared to deal with artesian conditions at these locations during construction, since the potentiometric surface elevations are very close to or above the approximate ground surface elevations.

4 FIELD EXPLORATION PROGRAM

Our field exploration program consisted of performing 15 Standard Penetration Test (SPT) borings. The borings were advanced to a depth of 25 ft. bgs each in general accordance with ASTM D1586. These procedures are summarized in the Appendix for additional information and reference.

The approximate locations of the borings are illustrated on the Report of Core Borings (Sheets 8 to 11 in the Appendix). The locations were determined in the field by estimating distances from existing site features and should be considered accurate only the to the degree implied by the method of measurement used.

5 LABORATORY TESTING PROGRAM

Representative soil samples obtained during our field sampling operation were packaged and transferred to our office and, thereafter, examined by a geotechnical engineer to obtain more accurate descriptions of the existing soil strata. Laboratory testing was performed on selected representative samples as deemed necessary to aid in soil classification and to further define the engineering properties of the soils.

Laboratory tests included:

• Four (4) organic content tests (ASTM D2974-20),

• Twenty (20) natural moisture content tests (ASTM D2216),

• Eight (8) Atterberg Limits (ASTM D4318)

• Twenty (20) percent fines analyses (ASTM D1140)

The results of the laboratory tests are presented in Table 1 in the Appendix. Additionally, lab results are illustrated at the depths from which the samples were recovered on the Report of Core Borings presented

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd on Sheets 8 to 11 in the Appendix. Soil classification is in general accordance with the Unified Soil Classification System (ASTM D2487) and is also based on visual-manual procedures.

In addition to the laboratory tests listed above, soil samples from the SPT borings were selected for environmental corrosion tests including soil pH (FM 5-550), resistivity (FM 5-551), chlorides (FM 5-552), and sulfates (FM 5-553). The environmental classification was performed in general accordance with section 1.3 of the 2021 FDOT Structures Design Guidelines, Table 1.3.2-1. The results of the environmental corrosion tests are presented in Table 2 in the Appendix.

All soil samples retrieved during the field exploration program will be saved for 60 days from the date of this report and subsequently discarded unless requested otherwise in writing.

6 GENERAL SUBSURFACE CONDITIONS

The general subsurface conditions encountered during the field exploration program are shown on the soil boring profiles presented on the Report of Core Borings (Sheets 8 to 11 in the Appendix). Soil stratification is based on examination of recovered soil samples and interpretation of the field boring logs.

The stratification lines represent the approximate boundaries between the soil types; the actual transitions may be gradual.

The groundwater depths shown on the boring profiles represent the groundwater surface encountered on the date shown. Fluctuations in groundwater levels should be anticipated throughout the year due to seasonal variations in rainfall and tidal influence.

E Tarpon Ave & US 19 (B-1 to B-4) The subsurface conditions encountered generally consisted of very loose to medium dense poorly graded fine SAND (SP) from the ground surface to a depth of 22.5 to 25 ft. bgs. Beneath the upper sandy soils, a layer of loose to medium dense clayey SAND (SC) was encountered from 22.5 to approximately 24 ft. bgs in boring B-3 and from 22.5 to the boring termination depth of 25 ft. bgs in boring B-4. Weathered limestone was encountered from 24 to 25 ft. bgs in boring B-3.

The depths at which the groundwater was encountered in the boreholes ranged from 3.5 to 4 ft. below the existing ground surface at the time of our field exploration. However, the groundwater was not apparent (GNA) at test boring B-1.

Tampa Rd & Lake St George Dr (B-5 to B-8) The subsurface conditions encountered at this location generally consisted of very loose to dense poorly graded fine SAND to poorly graded fine SAND with less than 15% silt/clay (SP, SP-SM, SP-SC) from the ground surface to depths ranging from 12.5 to 25 ft. bgs. Loose clayey SAND (SC) was encountered in the boring B-6 from 22.5 ft. bgs to the boring termination depth of 25 ft. bgs. Firm to very stiff fat CLAY (CH) was encountered in the depth ranges of 12.5 to 25 ft. bgs and 17.5 to 25 ft. bgs in borings B-7 and B-8, respectively. The groundwater level was not apparent (GNA) in any the boreholes.

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd Pinellas County, Florida MC2 Project No. T022102.009

Tampa Rd & W Lake Rd (B-9 to B-12) The subsurface conditions encountered at this location consisted of very loose to medium dense poorly graded fine SAND to poorly graded fine SAND with silt (SP, SP-SM) from the ground surface to depths ranging from 6 to 25 ft. bgs. Beneath the upper sandy soils, a firm to hard fat CLAY (CH) layer was encountered to the boring termination depth of 25 ft. in borings B-9 and B-10. A 5 ft. thick layer of medium dense clayey SAND (SC) extending from 12.5 to 17.5 ft. bgs separated the surficial sands from the fat CLAY (CH) strata in boring B-10; while no clay was encountered in boring B-12. Weight of Hammer (WOH) conditions were observed in boring B-12 from 8 to 10 ft. bgs. Elevated organic content (12.4%) was detected in the sample obtained from the same interval.

Groundwater was encountered at a depth of 4.75 ft. bgs in boring B-12. However, the groundwater level was not apparent (GNA) at boreholes B-9 and B-10.

SR 580 & Forest Lakes Blvd (B-13 to B-16) Very loose to medium dense poorly graded fine SAND to poorly graded fine SAND with less than 15% silt/clay (SP, SP-SM, SP-SC) was encountered from the ground surface to a depth of 17.5 ft. bgs. Beneath the surficial sands a firm to stiff fat CLAY (CH) strata was encountered in each of the borings, except for B- 13, from 17.5 ft. to depths ranging from 22.5 to 25 ft. bgs. A layer of medium dense to very dense silty SAND (SM) was encountered from 17.5 to 25 ft. bgs and from 22.5 to 25 ft. bgs in borings B-13 and B-16, respectively, and a layer of loose poorly graded fine sand (SP) was encountered from 22.5 to 25 ft. bgs in boring B-14.

It should be noted that an isolated pocket of very dense material (N-value of 48) was encountered in boring B-13 from 4 to 6 bgs. Additionally, elevated organic content (6.5%) was detected in the sample obtained from 6 to 8 ft. bgs in boring B-14.

Groundwater was encountered at 5.75 and 4.85 ft. bgs in borings B-15 and B-16, respectively. However, groundwater was not apparent (GNA) in borings B-13 or B-14.

7 ANALYSIS AND RECOMMENDATIONS

It is assumed that the proposed signal mast arms will be designed on drilled shaft foundations installed in accordance with the requirements of Section 455 of the Florida Department of Transportation (FDOT) Standard Specifications for Road and Bridge Construction. Due to the presence of cohesionless soils, and because the drilled shaft will extend well below the ambient groundwater level, we anticipate that the drilled shaft will be installed using a slurry displacement (wet) drilling method. The slurry should be tested to ensure it meets FDOT requirements. We further anticipate that a temporary casing will be necessary to stabilize the near surface soils. We recommend that the plan sheets include a note advising the foundation contractor that the subsurface materials encountered during our site exploration may become unstable and cave in during excavation of the drilled shaft. To keep with conservative design methods, it was assumed that the groundwater level could rise to be near the ground surface.

The soil properties ffor each significant stratum were averaged and are presented in Tables 3-6 in the Appendix corresponding to the soil and rock types encountered for each boring. The soil properties presented include cohesive strength, c, in pounds per square foot (psf); the angle of internal friction, φ, Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd in degrees; the total unit weight, 𝛾𝑡, in pounds per cubic foot (pcf) and the soil buoyant unit weight, 𝛾𝑏, in pcf. These values are based on published empirical correlations from field SPT N-values.

According to the 2021 FDOT Standard Plans Index 649-030, drilled shaft foundations and base plates for standard mast arm assemblies are predesigned based on the soil criteria listed in the table below.

Required Conditions for Standard Drilled Shaft Design

Soil Classification: Cohesionless (fine sand)

Friction Angle: 30° or greater

Unit Weight: 50 pcf or greater*

N-value: 15

* The above values assume that the design groundwater level is at the ground surface.

The estimated strength parameters for all test borings are lower than the minimum criteria applicable to mast arm foundations predesigned per Standard Plans Index 649-030; consequently, a site-specific design will be required using the estimated parameters listed in the Appendix.

Very loose soil conditions were encountered at boring location B-12 (Tampa Rd & W Lake Rd), where the split-spoon sampler advanced under the weight-of-hammer (WOH) in a poorly graded SAND layer. These conditions could potentially be associated with localized, very loose zones of saturated sands and/or raveling soils, and the contractor should anticipate such occurrences during construction. However, the scope of this investigation was not to evaluate potential subsidence activities, presence, or extent; as such, none was performed.

Due to the presence of a very dense (N-value 48) layer in boring B-13 between 4 and 6 ft. bgs at the intersection of SR 580 and Forest Lakes Blvd, we recommend project plans include the following note for the shaft excavation:

Layers of dense sand may be encountered at this site. Such materials may make shaft excavation and/or temporary casing installation difficult. The Contractor shall expect to encounter these types of materials at the shaft location and shall use specialized equipment and/or procedures as necessary to facilitate shaft excavation and/or temporary casing installation. When temporary casing is used, the casing tip shall be reinforced, and the casing thickness shall be adequate to prevent casing damage/deformation during installation through hard layers.

Additionally, as noted in Section 3.3, the contractor should be prepared to deal with artesian conditions at the intersections of E Tarpon Ave and US 19, and at SR 580 and Forest Lakes Blvd during construction.

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

8 REPORT LIMITATIONS

The analysis and recommendations in this report are based on the data obtained from the 15 soil borings performed at the approximate locations indicated on Sheets 8 to 11 in the Appendix.

This report does not reflect any variations that may occur adjacent to or between the borings. The nature and extent of variations may not become evident until construction. If the variations are evident at the time of construction, it will be necessary for a reevaluation of the recommendations of this report to be made after performing on-site observations during the construction period and noting the characteristics of any variations.

When the final design and specifications are completed, we would like the opportunity to review them to determine whether changes in the original concept may have affected the validity of our recommendations and whether these recommendations have been implemented in the design and specifications.

While the borings are representative of subsurface conditions at their respective locations and for their respective vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and may be encountered. The boring profiles and related information are based on the field logs and visual examination of selected samples in the laboratory. The delineation between soil types shown on the boring profiles is approximate and the description represents our interpretation of subsurface conditions at the designated boring locations and on the particular date drilled.

This study is based on a relatively shallow exploration and is not intended to be an evaluation for sinkhole potential. This study does not include an evaluation of the environmental (ecological or hazardous/toxic material related) condition of the site and subsurface.

For additional reference describing the scope and limitations of this geotechnical report, please review the document enclosed in the Appendix titled, “Important Information About this Geotechnical- Engineering Report”.

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

APPENDIX

Table 1 – Summary of Laboratory Results

Table 2 – Summary of Corrosion Series Testing

Table 3 through Table 6 – Soil Parameters

Sheet 1 – USGS Topographic Map (E Tarpon Ave & US 19)

Sheet 2 – USGS Topographic Map (Tampa Rd & Lake St George Dr and Tampa Rd & W Lake Rd)

Sheet 3 – USGS Topographic Map (SR 580 & Forest Lakes Blvd)

Sheet 4 – USDA Soil Survey (E Tarpon Ave & US 19)

Sheet 5 – USDA Soil Survey (Tampa Rd & Lake St George Dr)

Sheet 6 – USDA Soil Survey (Tampa Rd & W Lake Rd)

Sheet 7 – USDA Soil Survey (SR 580 & Forest Lakes Blvd)

Sheet 8 – Report of Core Borings (E Tarpon Ave & US 19)

Sheet 9 – Report of Core Borings (Tampa Rd & Lake St George Dr)

Sheet 10 – Report of Core Borings (Tampa Rd & W Lake Rd)

Sheet 11 – Report of Core Borings (SR 580 & Forest Lakes Blvd)

Test Procedures

Important Information About this Geotechnical-Engineering Report

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

Table 1: Summary of Laboratory Testing

Boring Depth (ft)

Percent Passing No.200

Liquid Limit

Plasticity Index

Organic Content

Natural Moisture Content

B-1 6.0 - 8.0 1.6 -- -- 3.6 1.1

B-1 18.5 - 20.0 0.6 -- -- -- 0.4

B-3 23.5 - 25.0 22.8 26 15 -- 0.0

B-4 4.0 - 6.0 1.3 -- -- 1.1 4.1

B-4 23.5 - 25.0 31.7 41 28 -- 9.1

B-5 2.0 - 4.0 2.4 -- -- -- 4.3

B-6 13.5 - 15.0 7.7 -- -- -- 2.2

B-6 23.5 - 25.0 14.8 -- -- -- 6.0

B-7 18.5 - 20.0 97.2 101 80 -- 3.8

B-9 8.0 - 10.0 90.5 117 82 -- 4.2

B-10 13.5 - 15.0 19.6 -- -- -- 3.5

B-12 8.0 - 10.0 8.1 -- -- 12.4 21.0

B-13 2.0 - 4.0 16.0 -- -- -- 1.1

B-13 8.0 - 10.0 9.9 -- -- -- 3.6

B-13 23.5 - 25.0 43.1 147 84 -- 3.3

B-14 6.0 - 8.0 14.3 -- -- 6.5 9.5

B-14 18.5 - 20.0 72.1 92 62 -- 18.6

B-15 23.5 - 25.0 55.5 58 40 -- 4.9

B-16 8.0 - 10.0 10.5 -- -- -- 8.0

B-16 23.5 - 25.0 37.6 82 44 -- 6.0

-- = Property Not Measured

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

Table 2: Summary of Corrosion Series Testing

Boring No.

(Depth - ft) pH Chlorides (ppm) Sulfates (ppm) Resistivity (ohms-cm)

Substructure Environmental Classification

Steel Concrete

E Tarpon Ave & US 19

B-1 (0-6) 8.3 15 Below Detection 5,600 Slightly Aggressive Slightly Aggressive

B-2 (2-8) 8.3 15 9 4,200 Moderately Aggressive Slightly Aggressive

B-3 (2-8) 8.6 15 63 3,900 Moderately Aggressive Slightly Aggressive

B-4 (0-4) 8.7 30 Below Detection 8,700 Slightly Aggressive Slightly Aggressive

Tampa Rd & Lake St George Dr

B-5 (4-10) 8.2 30 45 8,400 Slightly Aggressive Slightly Aggressive

B-6 (5-10) 8.4 15 15 6,700 Slightly Aggressive Slightly Aggressive

B-7 (4-10) 6.9 Below Detection 9 11,000 Moderately Aggressive Slightly Aggressive

B-8 (4-10) 8.1 15 12 13,000 Slightly Aggressive Slightly Aggressive

Tampa Rd & W Lake Road

B-9 (0-6) 7.0 Below Detection 9 11,500 Moderately Aggressive Slightly Aggressive

B-10 (4-10) 8.1 Below Detection Below Detection 8,750 Slightly Aggressive Slightly Aggressive

B-12 (2-8) 8.0 Below Detection 15 9,400 Slightly Aggressive Slightly Aggressive

SR 580 & Forest Lake Blvd

B-13 (4-8) 7.3 Below Detection 39 6,700 Slightly Aggressive Slightly Aggressive

B-14 (0-6) 8.2 Below Detection Below Detection 7,950 Slightly Aggressive Slightly Aggressive

B-15 (4-10) 6.6 Below Detection 306 1,350 Moderately Aggressive Moderately Aggressive

B-16 (2-8) 8.2 90 141 1,450 Moderately Aggressive Moderately Aggressive

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

Table 3. Soil Parameters - E Tarpon Ave & US 19

Depth Below

Ground Surface (ft)

Average SPT N-

Value Soil Type (Unified)

Approx. Soil Unit Weight Angle of Internal

Friction, φ

(degrees)

Cohesion, c

(psf) γt (pcf) γb (pcf)

B-1

0 – 6 Hand Auger SP 100 37.6 29 0

6 – 12.5 10 SP 110 47.6 31 0

12.5 – 22.5 6 SP 105 42.6 30 0

22.5 – 25 18 SP 110 47.6 33 0

B-2

0 – 4 Hand Auger SP 100 37.6 29 0

4 – 8 6 SP 105 42.6 30 0

8 – 17.5 12 SP 110 47.6 31 0

17.5 – 25 22 SP 115 52.6 34 0

B-3

0 – 4 Hand Auger SP 100 37.6 29 0

4 – 22.5 13 SP 110 47.6 31 0

22.5 – 25 22

SC,

Weathered Limestone 115 52.6 34 0

B-4

0 – 6 3 SP 100 37.6 29 0

6 – 17.5 7 SP 105 42.6 30 0

17.5 – 22.5 18 SP 110 47.6 33 0

22.5 – 25 8 SC 105 42.6 30 0

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

Table 4. Soil Parameters - Tampa Rd & Lake St George Dr

Ground Surface (ft)

Average SPT N-

Value Soil Type (Unified)

Approx. Soil Unit Weight Angle of Internal

Friction, φ

(degrees)

Cohesion, c

(psf) γt (pcf) γb (pcf)

B-5

0 – 8 4 SP 100 37.6 29 0

8 – 12.5 8 SP 105 42.6 30 0

12.5 – 22.5 13 SP-SM 110 47.6 31 0

22.5 – 25 28 SP-SM 115 52.6 35 0

B-6

0 – 8 3 SP 100 37.6 29 0

8 – 12.5 10 SP 110 47.6 31 0

12.5 – 22.5 30 SP-SC 120 57.6 36 0

22.5 – 25 9 SC 105 42.6 30 0

B-7

0 – 8 5 SP 105 42.6 29 0

8 – 12.5 23 SP-SM 115 52.6 34 0

12.5 – 25 9 CH 120 57.6 0 1,100

B-8

0 – 6 4 SP 100 37.6 29 0

6 – 12.5 9 SP 105 42.6 30 0

12.5 – 17.5 21 SP-SM 115 52.6 33 0

17.5 – 22.5 7 CH 115 52.6 0 850

22.5 – 25 17 CH 125 62.6 0 2,000

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

Table 5. Soil Parameters - Tampa Rd & W Lake Rd

Ground Surface (ft)

Average SPT N-

Value Soil Type (Unified)

Approx. Soil Unit Weight Angle of Internal

Friction, φ

(degrees)

Cohesion, c

(psf) γt (pcf) γb (pcf)

B-9

0 – 4 Hand Auger SP 100 37.6 29 0

4 – 6 11 SP 110 47.6 31 0

6 – 17.5 11 CH 120 57.6 0 1,350

17.5 – 25 28 CH 125 62.6 0 2,000

B-10

0 – 12.5 5 SP 105 42.6 29 0

12.5 – 17.5 18 SC 110 47.6 33 0

17.5 – 22.5 7 CH 115 52.6 0 850

22.5 – 25 10 CH 120 57.6 0 1,250

B-12

0 – 4 Hand Auger SP 100 37.6 29 0

4 – 8 13 SP 110 47.6 31 0

8 – 10 Weight-of-Hammer

(WOH)

Organic SP-SM 95 32.6 26 0

10 – 17.5 3 SP-SM 100 37.6 29 0

17.5 – 25 8 SP 105 42.6 30 0

Tampa Rd & W Lake Rd, and SR 580 & Forest Lakes Blvd

Table 6. Soil Parameters - SR 580 & Forest Lakes Blvd

Ground Surface (ft)

Average SPT N-

Value Soil Type (Unified)

Approx. Soil Unit Weight Angle of Internal

Friction, φ

(degrees)

Cohesion, c

(psf) γt (pcf) γb (pcf)

B-13

0 – 4 Hand Auger SM 100 37.6 29 0

4 – 6 48 SP 125 62.6 38 0

6 – 22.5 8 SP, SP-SC, SM 105 42.6 30 0

22.5 – 25 77 SM 125 62.6 35 0

B-14

0 – 4 Hand Auger SP 100 37.6 29 0

4 – 8 17 Organic SM 110 47.6 32 0

8 – 12.5 4 SP-SC 100 37.6 29 0

12.5 – 17.5 12 SP-SC 110 47.6 31 0

17.5 – 22.5 6 CH 115 52.6 0 750

22.5 – 25 7 SP 105 42.6 30 0

B-15

0 – 4 Hand Auger SP 100 37.6 29 0

4 – 8 15 SP 110 47.6 32 0

8 – 12.5 4 SP 100 37.6 29 0

12.5 – 17.5 15 SP 110 47.6 32 0

17.5 – 22.5 8 CH 115 52.6 0 1,000

22.5 – 25 24 CH 125 62.6 0 2,000

B-16

0 – 6 5 SP, SP-SM 105 42.6 29 0

6 – 17.5 8 SP-SM 105 42.6 30 0

17.5 – 22.5 10 CH 120 57.6 0 1,250

22.5 – 25 25 SM 115 52.6 34 0

USGS Topographic Map

E Tarpon Ave and US 19

NAMEDATE APPROVED BY:REVISION

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

TARPON SPRINGS AND ELFERS QUADRANGLES

FLORIDA-PINELLAS CO.

7.5 MINUTE SERIES TOPOGRAPHIC

NAVD: 1988 - DATE: 2018

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

10/14/2021

10/14/2021

11/29/2021 T022102.009

Pinellas County, FL

Tampa Rd and

Lake St George Dr

NAMEDATE APPROVED BY:REVISION

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

OLDSMAR QUADRANGLE

FLORIDA-PINELLAS CO.

7.5 MINUTE SERIES TOPOGRAPHIC

NAVD: 1988 - DATE: 2021

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

10/14/2021

10/14/2021

11/29/2021 T022102.009

Pinellas Intersection Improvements

Pinellas County, FL

Tampa Rd and

W Lake Rd

NAMEDATE APPROVED BY:REVISION

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

OLDSMAR QUADRANGLE

FLORIDA-PINELLAS CO.

7.5 MINUTE SERIES TOPOGRAPHIC

NAVD: 1988 - DATE: 2021

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

SR 580 and Forest

Lakes Blvd

10/14/2021

10/14/2021

11/29/2021 T022102.009

USDA Soil Survey (E Tarpon Ave and US 19)

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

Source: Natural Resources Conservation Service

The survey data is Version 18 dated Aug 27, 2021, with aerial images taken Jan 8, 2020 - Jan 27, 2020.

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

10/14/2021

10/14/2021

11/29/2021 T022102.009

USDA Soil Survey (Tampa Rd and Lake St George Dr)

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

Source: Natural Resources Conservation Service

The survey data is Version 18 dated Aug 27, 2021, with aerial images taken Jan 20, 2020 - Jan 28, 2020.

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

10/14/2021

10/14/2021

11/29/2021 T022102.009

USDA Soil Survey (Tampa Rd and W Lake Rd)

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

Source: Natural Resources Conservation Service

The survey data is Version 18 dated Aug 27, 2021, with aerial images taken Jan 20, 2020 - Jan 28, 2020.

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

10/14/2021

10/14/2021

11/29/2021 T022102.009

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

Source: Natural Resources Conservation Service

The survey data is Version 18 dated Aug 27, 2021, with aerial images taken Jan 20, 2020 - Jan 28, 2020.

USDA Soil Survey (SR 580 and Forest Lakes Blvd)

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

10/14/2021

10/14/2021

11/29/2021 T022102.009

I I

A

D

B

I

C

20 40

Feet

I

B-1

B-2

B-3

B-4

U S

E. Tarpon Ave.

D E

P T

H

F

E E

T

BORING NO. B-1

DATE 10/5/21

Boring Terminated at 25 ft.

HA

N

GNA

NMC: 0.4%

-200: 0.6%

Loose to medium dense, grayish brown to light yellowish brown, poorly graded SAND (SP)

D E

P T

H

F

E E

T

20 20

BORING NO. B-2

DATE 10/6/21

BORING NO. B-3

DATE 10/6/21

BORING NO. B-4

DATE 10/5/21

Boring Terminated at 25 ft. Boring Terminated at 25 ft. Boring Terminated at 25 ft.

N N N

HA

HA

HA

HA

HA

HA HA HA

6 13 3

NMC: 1.1%

-200: 1.6%

OC: 3.6%

(4'-6') Trace rock fragments

(8'-10') Trace roots

Loose to medium dense, light brown to light gray, poorly graded SAND (SP)

NMC: 9.1%

-200: 31.7%

LL: 41

PI: 28

NMC: 4.1%

-200: 1.3%

OC: 1.1%

Medium dense, light brown to light gray, poorly graded SAND (SP)

Medium dense, light brown to light gray, clayey SAND (SC)

LOC (100%)

Weathered LIMESTONE

(4'-6') Trace rock fragments

Very loose to medium dense, grayish brown to light gray, poorly graded SAND (SP)

Loose, light greenish gray, clayey SAND (SC)

(8'-10') Some root content

NMC: 0%

-200: 22.8%

LL: 26

PI: 15

Weathered LIMESTONE

LEGEND

GRANULAR MATERIALS- RELATIVE DENSITY

VERY LOOSE

LOOSE

MEDIUM

DENSE

VERY DENSE

£ 4

4-10

10-30

30-50

GREATER THAN 50

SILTS AND CLAYS CONSISTENCY

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

£ 2

2-4

4-8

8-15

15-30

GREATER THAN 30

SAFETY HAMMER SPT N-VALUE (BLOWS/FT)

(SC) Clayey fine SAND

N SPT N-VALUE

NMC NATURAL MOISTURE CONTENT (%)

-200 FINES PASSING A NO. 200 SIEVE (%)

GNA GROUNDWATER NOT APPARENT

HA HAND AUGER BORING

LL LIQUID LIMIT

PI PLASTICITY INDEX

OC ORGANIC CONTENT

SAFETY HAMMER SPT N-VALUE (BLOWS/FT)

WATER TABLE EXISTING

AT TIME OF BORING

(SP) Poorly-graded fine SAND

LOC LOSS OF CIRCULATION

WOH WEIGHT OF HAMMER

NAMEDATE APPROVED BY:REVISION

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

LEGEND:

Plan Provided By: HNTB

Approximate Boring Location

Report of Core Borings (E Tarpon Ave and US 19)

10/14/2021

10/14/2021

11/29/2021 T022102.009

Feet

20 40

A

C

D

B

I

I

B-5 B-6

B-7

B-8

L a k e

S t

G e o r g e

D r

Tampa Rd.

LEGEND

GRANULAR MATERIALS- RELATIVE DENSITY

VERY LOOSE

LOOSE

MEDIUM

DENSE

VERY DENSE

£ 4

4-10

10-30

30-50

GREATER THAN 50

SILTS AND CLAYS CONSISTENCY

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

£ 2

2-4

4-8

8-15

15-30

GREATER THAN 30

SAFETY HAMMER SPT N-VALUE (BLOWS/FT)

(SC) Clayey fine SAND

N SPT N-VALUE

NMC NATURAL MOISTURE CONTENT (%)

-200 FINES PASSING A NO. 200 SIEVE (%)

GNA GROUNDWATER NOT APPARENT

HA HAND AUGER BORING

LL LIQUID LIMIT

PI PLASTICITY INDEX

OC ORGANIC CONTENT

SAFETY HAMMER SPT N-VALUE (BLOWS/FT)

WATER TABLE EXISTING

AT TIME OF BORING

(SP) Poorly-graded fine SAND

LOC LOSS OF CIRCULATION

WOH WEIGHT OF HAMMER

(SP-SM) Poorly-graded fine SAND with silt

(CH) Fat CLAY

(CL) Lean CLAY

(SP-SC) Poorly graded

SAND with clay

D E

P T

H

F

E E

T

BORING NO. B-5

DATE 10/7/21

Boring Terminated at 25 ft.

HA

N

GNA

NMC: 4.3%

-200: 2.4%

D E

P T

H

F

E E

T

20 20

BORING NO. B-6

DATE 10/7/21

BORING NO. B-7

DATE 10/6/21

BORING NO. B-8

DATE 10/6/21

Boring Terminated at 25 ft. Boring Terminated at 25 ft. Boring Terminated at 25 ft.

N N N

HA

HA

HA

HA

HA HA HA

4 4

NMC: 3.8%

-200: 97.2%

LL: 101

PI: 80

NMC: 6%

-200: 14.8%

NMC: 2.2%

-200: 7.7%

GNA GNA GNA

No Recovery, Material assumed same as above

Medium dense, light brownish gray, poorly graded

SAND with silt (SP-SM)

Very loose to loose, dark gray to yellowish brown, poorly graded SAND (SP)

Very loose to loose, dark gray to yellowish brown, poorly graded SAND (SP)

Medium dense to dense, light brownish gray, poorly graded

SAND with clay (SP-SC)

Loose, light gray, clayey SAND (SC)

Medium dense, yellowish brown, poorly graded

SAND with silt (SP-SM)

Very loose to loose, dark gray to yellowish brown, poorly graded SAND (SP)

Firm to stiff, light gray, fat CLAY (CH)

Firm to very stiff, light greenish gray, fat CLAY (CH)

Medium dense, light gray, poorly graded

SAND with silt (SP-SM)

Very loose to loose, dark gray to yellowish brown, poorly graded SAND (SP)

NAMEDATE APPROVED BY:REVISION

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

LEGEND:

Plan Provided By: HNTB

Approximate Boring Location

Report of Core Borings (Tampa Rd and Lake St George Dr)

10/14/2021

10/14/2021

11/29/2021 T022102.009

20 40

Feet

A

C

I

C

B

B-9

B-12

B-10

W

L a k

R d

Tampa Rd.

LEGEND

GRANULAR MATERIALS- RELATIVE DENSITY

VERY LOOSE

LOOSE

MEDIUM

DENSE

VERY DENSE

£ 4

4-10

10-30

30-50

GREATER THAN 50

SILTS AND CLAYS CONSISTENCY

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

£ 2

2-4

4-8

8-15

15-30

GREATER THAN 30

SAFETY HAMMER SPT N-VALUE (BLOWS/FT)

(SC) Clayey fine SAND

N SPT N-VALUE

NMC NATURAL MOISTURE CONTENT (%)

-200 FINES PASSING A NO. 200 SIEVE (%)

GNA GROUNDWATER NOT APPARENT

HA HAND AUGER BORING

LL LIQUID LIMIT

PI PLASTICITY INDEX

OC ORGANIC CONTENT

SAFETY HAMMER SPT N-VALUE (BLOWS/FT)

WATER TABLE EXISTING

AT TIME OF BORING

(SP) Poorly-graded fine SAND

LOC LOSS OF CIRCULATION

WOH WEIGHT OF HAMMER

(SP-SM) Poorly-graded fine SAND with silt

(CH) Fat CLAY

D E

P T

H

F

E E

T

BORING NO. B-9

DATE 10/6/21

Boring Terminated at 25 ft.

HA

N

GNA

D E

P T

H

F

E E

T

20 20

BORING NO. B-10

DATE 10/6/21

BORING NO. B-12

DATE 10/7/21

Boring Terminated at 25 ft. Boring Terminated at 25 ft.

N N

HA

HA

HA

HA HA

4 14

GNA

WOH

NMC: 4.2%

-200: 90.5%

LL: 117

PI: 82

NMC: 3.5%

-200: 19.6%

NMC: 21.0%

-200: 8.1%

OC: 12.4%

Stiff to hard, light gray, fat CLAY (CH)

Firm to stiff, light greenish gray, fat CLAY (CH)

Loose, dark gray, poorly graded SAND (SP)

Medium dense, dark gray to light brown, poorly graded SAND (SP)

Very loose to loose, dark gray to yellowish brown, poorly graded SAND (SP)

Medium dense, yellowish brown to reddish brown, poorly graded SAND (SP)

Medium dense, grayish brown, clayey SAND (SC)

Very loose, black, poorly graded

SAND with silt (SP-SM) with organic fines

NAMEDATE APPROVED BY:REVISION

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

Report of Core Borings (Tampa Rd and W Lake Rd)

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

LEGEND:

Plan Provided By: HNTB

Approximate Boring Location

10/14/2021

10/14/2021

11/29/2021 T022102.009

I

I

B

A

C

A

MATCH LINE A

20 40

Feet

I

B-13

B-14

B-15

B-16

S

R

F o r e s t

L a k s

B l v d

LEGEND

GRANULAR MATERIALS- RELATIVE DENSITY

VERY LOOSE

LOOSE

MEDIUM

DENSE

VERY DENSE

£ 4

4-10

10-30

30-50

GREATER THAN 50

SILTS AND CLAYS CONSISTENCY

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

£ 2

2-4

4-8

8-15

15-30

GREATER THAN 30

SAFETY HAMMER SPT N-VALUE (BLOWS/FT)

(SC) Clayey fine SAND

N SPT N-VALUE

NMC NATURAL MOISTURE CONTENT (%)

-200 FINES PASSING A NO. 200 SIEVE (%)

GNA GROUNDWATER NOT APPARENT

HA HAND AUGER BORING

LL LIQUID LIMIT

PI PLASTICITY INDEX

OC ORGANIC CONTENT

SAFETY HAMMER SPT N-VALUE (BLOWS/FT)

WATER TABLE EXISTING

AT TIME OF BORING

(SP) Poorly-graded fine SAND

LOC LOSS OF CIRCULATION

WOH WEIGHT OF HAMMER

(SP-SM) Poorly-graded fine SAND with silt

(CH) Fat CLAY

(SP-SC) Poorly graded

SAND with clay

(SM) Silty fine SAND

D E

P T

H

F

E E

T

BORING NO. B-13

DATE 10/7/21

Boring Terminated at 25 ft.

HA

N

GNA

D E

P T

H

F

E E

T

20 20

BORING NO. B-14

DATE 10/7/21

BORING NO. B-15

DATE 10/7/21

BORING NO. B-16

DATE 10/8/21

Boring Terminated at 25 ft. Boring Terminated at 25 ft. Boring Terminated at 25 ft.

N N N

HA

HA

HA

HA

HA HA HA

16 5

GNA

NMC: 1.1%

-200: 16%

NMC: 3.6%

-200: 9.9%

NMC: 3.3%

-200: 43.1%

LL: 147

PI: 84

NMC: 18.6%

-200: 72.1%

LL: 92

PI: 62

NMC: 9.5%

-200: 14.3%

OC: 6.5%

NMC: 4.9%

-200: 55.5%

LL: 58

PI: 40

NMC: 6.0%

-200: 37.6%

LL: 82

PI: 44

NMC: 8%

-200: 10.5%

Dark gray, silty SAND (SM)

Loose to very dense, dark gray, poorly graded SAND (SP)

Loose, light gray, poorly graded

SAND with clay (SP-SC)

Medium dense to very dense, grayish brown, silty SAND (SM)

Dark gray, poorly graded SAND (SP)

Very loose, very dark gray, silty SAND (SM) with organic fines

Loose to medium dense, light gray, poorly graded

SAND with clay (SP-SC)

Firm, dark gray, fat CLAY with sand (CH)

Loose, light gray, poorly graded SAND (SP)

(23.5'-25') Calcareous with limestone fragments

Firm to very stiff, dark gray, sandy fat CLAY (CH)

Loose to medium dense, dark gray to brownish gray, poorly graded SAND (SP)

(13.5'-15') With trace shell fragments

Loose, light brown to light gray to light greenish gray, poorly graded

SAND with silt (SP-SM)

(13.5'-15') With trace shell fragments

Stiff, gray, fat CLAY (CH)

Medium dense, light brownish gray, silty SAND (SM)

Light brown to light gray, poorly graded SAND (SP)

(22.5'-25') Calcareous with limestone fragments

(18.5'-20') With trace shell fragments

NAMEDATE APPROVED BY:REVISION

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

SHEET NO.MC PROJ. NO.

DATE

NAME

5808-A Breckenridge Parkway

Tampa, FL 33610

Ph:813-623-3399 Fax:813-623-6636

Geotechnical Consultants

MC SQUARED, INC.

Report of Core Borings (SR 580 and Forest Lakes Blvd)

JF

KF

KF

JF

FLORIDA ENGINEERING CERTIFICATE OF

AUTHORIZATION No. 9191

Jordan Fox, P.E.

FLORIDA LICENSE No. 87472

LEGEND:

Plan Provided By: HNTB

Approximate Boring Location

10/14/2021

10/14/2021

11/29/2021 T022102.009

TEST PROCEDURES

The general field procedures employed by MC Squared, Inc. (MC2) are summarized in the

American Society for Testing and Materials (ASTM) Standard D420 which is entitled "Investigating and Sampling Soil and Rock". This recommended practice lists recognized methods for determining soil and rock distribution and groundwater conditions. These methods include geophysical and in‐situ methods as well as borings.

Standard Drilling Techniques To obtain subsurface samples, borings are drilled using one of several alternate techniques depending upon the subsurface conditions. Some of these techniques are:

In Soils:

a) Continuous hollow stem augers.

b) Rotary borings using roller cone bits or drag bits, and water or drilling mud to flush the hole.

c) "Hand" augers.

In Rock:

a) Core drilling with diamond‐faced, double or triple tube core barrels.

b) Core boring with roller cone bits.

The drilling method used during this exploration is presented in the following paragraph.

Hand Auger: A 3‐inch (75 mm) diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately 6‐inch (0.15

m) intervals and its contents emptied for inspection. The soil sample obtained is described and representative samples put in bags or jars and transported to the laboratory for classification and testing, if necessary.

Mud Rotary: In situations where unconsolidated materials are anticipated, the direct-rotary or "mud" rotary method may be used as a more effective method for obtaining soil samples. The fluid used, which is typically stored in an aluminum tub (also known as a "mudtub"), is a mix of water and bentonite, also known as a bentonite slurry or "mud". This fluid circulates into the borehole and then returns to the mudtub using a pump system. A loss of circulation, partially or otherwise, may signify a void at that sample depth. The key advantage of using this drilling method is that it stabilizes the borehole wall while drilling in unconsolidated formations, due to the buildup of a filter cake on the wall.

Sampling and Testing in Boreholes Several techniques are used to obtain samples and data in soils in the field; however, the most common methods in this area are:

a) Standard Penetrating Testing

b) Hand‐Auger Borings

c) Undisturbed Sampling

d) Dynamic Cone Penetrometer Testing

e) Water Level Readings

The procedures utilized for this project are presented below.

Standard Penetration Testing: At regular intervals, the drilling tools are removed, and soil samples obtained with a standard 2‐inch diameter split tube sampler connected to an A or N‐size rod. The sampler is first seated 6‐inches to penetrate any loose cuttings, and then driven an additional 12‐ inches with blows of a 140‐pound safety hammer falling 30‐inches. Generally, the number of hammer blows required to drive the sampler the final 12‐inches is designated the “penetration resistance” or “N” value, in blows per foot (bpf). The split barrel sampler is designed to retain the soil penetrated, so that it may be returned to the surface for observation. Representative portions of the soil samples obtained from each split barrel sample are placed in jars, sealed, labeled, and transported to our laboratory.

The Standard Penetration Test, when properly evaluated, provides an indication of the soil strength and compressibility. The tests are conducted according to ASTM Standard D1586. The depths and N‐values of Standard Penetration Tests are shown on the Boring Logs. Split barrel samples are suitable for visual observation and classification tests but are not sufficiently intact for quantitative laboratory testing.

Hand Auger Borings: Hand‐Auger boring samples are obtained by simultaneously pressing and turning a bucket auger into the ground. After the bucket auger cuts 6‐inches into the ground, the tool is withdrawn, and the bucket contents are removed and examined. Although the samples are mixed, they are sufficient for identification and classification purposes. The bucket auger is advanced 6‐inches at a time until the boring is terminated. Upon completion the borehole is filled in with borehole cuttings.

Water Level Readings: Water level readings are normally taken in the borings and are recorded on the Boring Logs. In sandy soils, these readings indicate the approximate location of the hydrostatic water level at the time of our field exploration. In clayey soils, the rate of water seepage into the borings is low and it is generally not possible to establish the location of the hydrostatic water level through short‐term water level readings. Also, fluctuation in the water level should be expected with variations in precipitation, surface run‐off, evaporation, and other factors. For long‐term monitoring of water levels, it is necessary to install piezometers.

The water levels reported on the Boring Logs are determined by field crews during drilling but prior to the introduction of slurry to the boreholes.

Occasionally the borings will cave‐in, preventing water level readings from being obtained or trapping drilling water above the cave‐in zone.

BORING LOGS

The subsurface conditions encountered during drilling are reported on a field boring log prepared by a field engineer/geologist. The log contains information concerning the boring method, samples attempted and recovered, indications of the presence of coarse gravel, cobbles, etc., and observations of groundwater. It also contains the driller's interpretation of the soil conditions between samples. Therefore, these boring records contain both factual and interpretive information. The field boring records are kept on file in our office.

After the drilling is completed a geotechnical professional classifies the soil samples and prepares the final Boring Logs, which are the basis for our evaluations and recommendations.

SOIL CLASSIFICATION

Soil classifications provide a general guide to the engineering properties of various soil types and enable the engineer to apply his past experience to current problems. In our investigations, samples obtained during drilling operations are examined in our laboratory and visually classified by an engineer. The soils are classified according to consistency (based on number of blows from standard penetration tests), color and texture. These classification descriptions are included on our Boring Logs.

The classification system discussed above is primarily qualitative and for detailed soil classification two laboratory tests are necessary; grain size tests and plasticity tests. Using these test results the soil can be classified according to the AASHTO or Unified Classification Systems (ASTM D2487). Each of these classification systems and the in‐place physical soil properties provides an index for estimating the soil's behavior. The soil classification and physical properties are presented in this report.

The following table presents criteria that is typically utilized in the classification and description of soil and rock samples for preparation of the Boring Logs.

Relative Density of Cohesionless Soils

From Standard Penetration Test

(Safety Hammer SPT N-Values)

Consistency of Cohesive Soils

(Safety Hammer SPT N-Values)

Very Loose < 4 bpf

Loose 4 - 10 bpf

Medium Dense 10 - 30 bpf

Dense 30 - 50 bpf

Very Dense > 50 bpf

(bpf = blows per foot, ASTM D 1586)

Very Soft < 2 bpf

Soft 2 - 4 bpf

Firm 4 - 8 bpf

Stiff 8 - 15 bpf

Very Stiff 15 - 30 bpf

Hard >30 bpf

Relative Hardness of Rock Particle Size Identification

Very Soft Very soft rock disintegrates or easily compresses to touch; can be hard to very hard soil.

Soft May be broken with fingers.

Moderately Soft May be scratched with a nail, corners and edges may be broken with fingers.

Moderately Hard Light Blow of hammer required to break samples.

Hard Hard blow of hammer required to break samples.

Boulders Larger than 12"

Cobbles 3" - 12"

Gravel Coarse 3/4" - 3" Fine 4.76mm - 3/4"

Sand Coarse 2.0 - 4.76 mm Medium 0.42 - 2.00 mm Fine 0.42 - 0.074 mm

Fines (Silt or Clay) Smaller than 0.074 mm

Rock Continuity Relative Quality of Rocks

RECOVERY = Total Length of Core x 100 % Length of Core Run

RQD = Total core, counting only pieces > 4" long x 100 % Length of Core Run

Description Core Recovery %

Incompetent Less than 40

Competent 40 - 70

Fairly Continuous 71 - 90

Continuous 91 - 100

Description RQD %

Very Poor 0 - 25 %

Poor 25 - 50 %

Fair 50 - 75 %

Good 75 - 90 %

Excellent 90 - 100 %

Geotechnical-Engineering Report Important Information about This

Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.

While you cannot eliminate all such risks, you can manage them. The following information is provided to help.

The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer.

Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project.

Geotechnical-Engineering Services Are…