18-Attachment B - Geotech.pdf

REPORT OF GEOTECHNICAL SERVICES

FOR MISCELLANEOUS STRUCTURES

NORTH HIMES AVENUE AT WEST WATERS AVENUE

INTERSECTION IMPROVEMENTS

HILLSBOROUGH COUNTY, FLORIDA

CIP NO. 69600102

TEST LAB PROJECT NO. GE-22-5276

Prepared for:

DRMP, INC.

15310 AMBERLY DRIVE, SUITE 200

TAMPA, FL 33647

Prepared by:

P.O. Box 15732 Tampa, Florida 33684

Florida Certificate of Authorization No. 1450

September 16, 2022

DRMP, Inc, 15310 Amberly Drive, Suite 200 Tampa, FL 33647

Attention: Mr. Steve Wallace, P.E.

Subject: Report of Geotechnical Services for Miscellaneous Structures North Himes Ave. at West Waters Ave. Intersection Improvements Hillsborough County, Florida CIP No: 69600102 Test Lab Project No: 22-5276

Dear Mr. Wallace:

Test Lab, Inc. (Test Lab) has performed a geotechnical study for the proposed miscellaneous structures associated with this project. This report presents the findings of our field exploration, results from laboratory testing and recommended soil parameters for use in the design of the proposed structures.

Test Lab appreciates the opportunity of providing our services to the Florida Department of Transportation (FDOT) on this project. If there are any questions concerning this report, or if we may be of any further assistance, please do not hesitate to contact us.

Respectfully submitted, Test Lab, Inc.

4112 West Osborne Avenue, Tampa, Florida 33614 Florida Certificate of Authorization No. 1450

Connie A. Johnson-Gearhart, P.E.

Geotechnical Engineer Florida License No. 69013

Igor (Igon) Kratser, P.E.

Senior Geotechnical Engineer Florida License No. 73129

Copies Submitted: (1) Client

This item has been digitally signed and sealed by Igor (Igon) Kratser, P.E. on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

TABLE OF CONTENTS

PROJECT INFORMATION

STRUCTURE LOCATIONS

SOIL BORINGS AND GENERAL SOIL CONDITIONS

Soil Borings

General Soil Conditions

FOUNDATION EVALUATIONS AND RECOMMENDATIONS

Shaft Installation

Shaft Embedment/Length

Equivalent Single Layer Design Parameters

LIMITATIONS

APPENDIX A

Report of Core Borings (Sheet 1)

Report of Geotechnical Services for Miscellaneous Structures Hillsborough County, Florida North Himes Ave. at West Waters Ave. Intersection Improvements Test Lab Project No. GE-22-5276

PROJECT INFORMATION

The purpose of this study is to support the design of the proposed miscellaneous structures planned as a part of the improvements at the referenced intersection in Hillsborough County, Florida. The miscellaneous structure foundation type evaluated in this report includes mast arms at the locations summarized below.

STRUCTURE LOCATIONS

The following table summarizes the proposed miscellaneous structure, foundation type and location information.

Structure/ Foundation

Type

Approximate Structure Location (Station, Offset)*

Reference Boring No.

Mast Arm No. 1/ Drilled Shaft

46+31, 57’LT MA 1

Mast Arm No. 2/ Drilled Shaft

47+27, 64’ LT MA 2

Mast Arm No. 3/ Drilled Shaft

47+29, 61’ RT MA 4

Mast Arm No. 4/ Drilled Shaft

46+45, 71’ RT MA 3

*Referenced from B/L Survey W. Waters Ave.

SOIL BORINGS AND GENERAL SOIL CONDITIONS

Soil Borings

The subsurface conditions at the proposed structure locations were evaluated utilizing Standard

Penetration Test (SPT) borings advanced to depths of approximately 40 feet below existing grade. The borings performed were located in the field by a representative of Test Lab using handheld Global

Positioning System (GPS) devices and measuring distances from existing site features. The boring locations and elevation were determined using MicroStation design files provided by the design team in conjunction with the recorded GPS coordinates obtained by Test Lab in the field at the boring location. The boring locations are illustrated on the Report of Core Borings Sheets in Appendix A.

The SPT borings were performed with the use of a drill rig using Bentonite Mud drilling procedures. The soil sampling was performed in general accordance with American Society for Testing and Materials

(ASTM) test designation D-1586 titled “Penetration Test and Split-Barrel Sampling of Soils”. The upper 2 to 6 feet of the borings were excavated by hand to verify utility clearance. SPT N-values were then taken continuously to a depth of 10 feet and at intervals of 5 feet thereafter. Representative portions of these soil samples were sealed in glass jars, labeled, and transferred to our Tampa laboratory for classification and analysis.

General Soil Conditions

The SPT borings generally encountered layers of loose to dense sand to silty sand (SP/SP-SM) and loose to dense silty sand (SM) to the boring completion depths of 40 feet. Occasionally, limerock fragments and cemented sand fragments were encountered and when a discernable amount was observed, was noted adjacent to the sample interval on the Report of Core Borings Sheet.

Soil stratification was determined based on a review of recovered samples, laboratory test results, and interpretation of field boring logs. Stratification lines represent approximate boundaries between soil layers of different engineering properties; however, actual transitions between layers may be gradual. In some cases, small variations in properties that were not considered pertinent to our engineering evaluation may have been abbreviated or omitted for clarity. The soil profiles represent the conditions at the boring locations and variations do occur among the borings. Specific details about subsurface conditions and materials encountered at each test location can be obtained from the soil profiles presented on the Report of Core

Borings Sheet in Appendix A.

FOUNDATION EVALUATIONS AND RECOMMENDATIONS

Shaft Installation

The drilled shaft foundations should be installed in accordance with the FDOT Standard Specifications for

Road and Bridge Construction (SSRBC), latest edition.

Due to the loose/soft conditions of the soils in some areas, the contractor should anticipate the need for temporary casing to stabilize the excavation during construction. In addition, the contractor should anticipate that concrete volume overruns may occur during the shaft installation process.

Based on review of the Potentiometric Surface Maps, published by Southwest Water Management

District, September 2017, the potentiometric elevation of the upper Floridan Aquifer at the referenced intersection is reported to be between approximately +20 TO +30 NGVD29. Artesian conditions were not encountered at the time of our field activities. However, the contractor’s dewatering equipment and methods shall be adequate to handle artesian water up to head elevation of +30 feet, NGVD.

Shaft Embedment/Length

If the proposed structure foundations are to be installed within berms or embankments with side slopes steeper than 4H:1V, the foundation designer should include the portion of the shaft with less than 2.5D

(D=Shaft Diameter) horizontal soil cover (face-of-shaft to face-of slope) in the unsupported length, and design the portion of the shaft with more than 2.5D horizontal soil cover as though embedded through level ground.

Equivalent Single Layer Design Parameters

Test Lab has provided equivalent single layer design parameters to be used for design of drilled shaft foundations based on the soil strata encountered within the SPT borings. The equivalent single layer design parameters are presented below.

Boring # Boring Depth

(ft)

EQUIVALENT SINGLE LAYER DESIGN

PARAMETERS

Effective Unit

Weight (pcf)

Internal Friction Angle

(Degrees)

Cohesion/Shear Strength

(psf) Navg*

MA-1

20 50 30 0 11

25 50 30 0 15

30 50 30 0 18

MA-2

20 50 30 0 12

25 50 30 0 14

30 50 30 0 15

MA-3

20 50 30 0 10

25 50 30 0 10

30 50 30 0 10

MA-4

20 50 30 0 9

25 50 30 0 10

30 50 30 0 12

*Navg taken to sample increment at or below the shaft length.

It is our understanding that the design team will design the proposed structure foundation sizes and embedment depths using the FDOT Mathcad programs and/or FDOT Standard Indices. The designer should consider the difference in elevations between the borings (if applicable) and the proposed foundation when reviewing the recommended soil parameters.

LIMITATIONS

Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices at the time of this report. Test Lab is not responsible for the conclusions, opinions or recommendations made by others based on this data.

The scope of the exploration was intended to evaluate soil conditions within the influence zone of the structure foundations. The soil parameters and recommendations submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated. If any subsoil variations become evident during the course of this project, a re-evaluation of the recommendations contained in this report will be necessary after we have had an opportunity to observe the characteristics of the condition encountered. The applicability of the report should also be reviewed in the event significant changes occur in the design, nature, or location of the proposed structures.

The scope of our services does not include any environmental assessment or investigation for the presence or absence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the site studied. Any statements in this report regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of our client.

APPENDIX A

Report of Core Borings (Sheet 1)

45 P R

C

S

T A .4

.7

36" RCP

36" RCP

30" RCP

18" RCP

18" RCP

36" RCP

15" PVC

18" RCP

15" PVC

DUMPSTER

42"

SWK PAD

SWK PAD

LANDSCAPE

SWK PAD

SWK PAD

SWK PAD

SWK PAD

LANDSCAPE

SWK PAD

LANDSCAPE

LANDSCAPE

3" METAL

SWK PAD

TRAFFIC DETECTOR

SWK PAD

LANDSCAPE

LANDSCAPE

TRAFFIC DETECTOR

SWK PAD

LANDSCAPE

LANDSCAPE

LANDSCAPE

SWK PAD

LANDSCAPE

LANDSCAPE

SWK PAD

TRAFFIC DETECTOR

TRAFFIC DETECTOR

ELEC

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

asphalt

OUTLET

TRAFFIC SIGNAL

DUMPSTER

TRAFFIC DETECTOR

asphalt

TRAFFIC DETECTOR

TRAFFIC DETECTORTRAFFIC DETECTORTRAFFIC DETECTOR

GAS

TRAFFIC DETECTOR

WATER

TRAFFIC DETECTOR

asphalt

UNDERGROUND CABLE

asphalt

SD

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

WATER

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

UNITI FIBER

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC SIGNAL

TRAFFIC DETECTOR

TRAFFIC SIGNAL

SAN

TRAFFIC DETECTOR

TRAFFIC DETECTOR

WATER

TRAFFIC DETECTOR

GAS

TRAFFIC DETECTOR

TRAFFIC SIGNAL

TRAFFIC DETECTOR

WATER

TRAFIC

TRAFFIC DETECTOR

TRAFIC

START VERIZON

BURIED CABLE

VERIZON

TRAFFIC DETECTOR

TRAFFIC DETECTORTRAFFIC DETECTOR

WATER

UNKN

WATER

VERIZON

CL VERIZON

WATER

1" PVC PIPE 30" TALL

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFFIC SIGNAL

WATER

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

NETWORK

TRAFFIC DETECTORTRAFFIC DETECTOR

TRAFFIC DETECTOR

THERE ARE 2 OF THEM 6"X6" CONC

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTORTRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

TRAFFIC DETECTOR

MISC PAVEMENT

C O

N C

R E

T E

S

ID

E W

A L

K

ASPHALT

PAVEMENT

TWIN

18"

6X6X6 W/LIFT STATION6X6X6 W/LIFT STATION

U

UNK

APRON

CONCRETE

PAVEMENT

ASPHALT

50"

U

CONCRETE SIDEWALK

APRON

CONCRETE

UNKNOWN

VALVE

C H

A

IN

L

IN

K

F E

N C

E

SIDEWALK

CONCRETE

42"

9/16/2022 T:\Word\documents\Ge\GE Projects\2022 Projects\22-5276 Himes at Waters Intersection\micro\SPTBSG_BoringLocations_01.dgn5:08:41 PM

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

601 E. KENNEDY BLVD.

TAMPA, FLORIDA 33602 69600102

CIP NO. SHT. NO.

T H

E

O F

F I

C I

A L

C O

D

O

T

I

S

E E

T

T

E C

T R

O N

C

G I

T A

L

Y

G N

A N

A L

U N

D

U

L E

G

A

C

CAPITAL PROGRAMS DEPARTMENT

REPORT OF CORE BORINGS

HIMES AVENUE AT WATERS AVENUE

09/12/2022

STA.:

DRILLER:

BOR #:

ELEV.:

DATE:

OFF.:

HAMMER: AUTO

LAT.:

LONG.:

REF.:

45.8

MA-01

N

HA

HA

M. HERNANDEZ

HA

GNA

46+31

57' LT

£ SURVEY W WATERS AVE

09/14/2022

STA.:

DRILLER:

BOR #:

ELEV.:

DATE:

OFF.:

HAMMER: AUTO

LAT.:

LONG.:

28.025607°

REF.:

46.3

MA-02

-82.500617°

N

M. HERNANDEZ

47+27

64' LT

£ SURVEY W WATERS AVE

09/12/2022

STA.:

RIG:

DRILLER:

BOR #:

ELEV.:

DATE:

OFF.:

HAMMER: AUTO

LAT.:

LONG.:

28.025230°

REF.:

46.6

MA-03

-82.500856°

N

M. HERNANDEZ

46+45

71' RT

£ SURVEY W WATERS AVE

D50

09/14/2022

STA.:

RIG:

DRILLER:

BOR #:

ELEV.:

DATE:

OFF.:

HAMMER: AUTO

LAT.:

LONG.:

28.025264°

REF.:

47.7

MA-04

-82.500599°

N

M. HERNANDEZ

47+29

61' RT

£ SURVEY W WATERS AVE

28.025579°

-82.500915°

HA

HA

HA

HA

HA

HA

MC = 23.4

-200 = 2.8

MC = 28.8

-200 = 7.3

MC = 28.7

-200 = 5.9

SILTY SAND (SM)

TO DARK BROWN TO GRAY

GRAYISH BROWN TO BROWN

SILTY SAND (SM)

TO DARK BROWN TO GRAY

GRAYISH BROWN TO BROWN

WITH SILT (SP/SP-SM)

VERY DARK GRAY SAND TO SAND

GRAYISH BROWN TO LIGHT GRAY TO

TO GRAYISH BROWN TO VERY DARK

PALE BROWN TO VERY DARK BROWN

FRAGMENTS (SP/SP-SM)

WITH SILT WITH LIMEROCK

VERY DARK GRAY SAND TO SAND

GRAYISH BROWN TO LIGHT GRAY TO

TO GRAYISH BROWN TO VERY DARK

PALE BROWN TO VERY DARK BROWN

FRAGMENTS (SP/SP-SM)

WITH SILT WITH LIMEROCK

VERY DARK GRAY SAND TO SAND

GRAYISH BROWN TO LIGHT GRAY TO

TO GRAYISH BROWN TO VERY DARK

PALE BROWN TO VERY DARK BROWN

WITH SILT (SP/SP-SM)

VERY DARK GRAY SAND TO SAND

GRAYISH BROWN TO LIGHT GRAY TO

TO GRAYISH BROWN TO VERY DARK

PALE BROWN TO VERY DARK BROWN

FRAGMENTS (SM)

WITH CEMENTED SAND

TO GRAY SILTY SAND

BROWN TO DARK BROWN

GRAYISH BROWN TO

SILTY SAND (SM)

TO DARK BROWN TO GRAY

GRAYISH BROWN TO BROWN

(SP/SP-SM)

SAND WITH SILT

VERY DARK GRAY SAND TO

BROWN TO LIGHT GRAY TO

TO VERY DARK GRAYISH

BROWN TO GRAYISH BROWN

PALE BROWN TO VERY DARK

SILTY SAND (SM)

TO DARK BROWN TO GRAY

GRAYISH BROWN TO BROWN

BR 2500

2B

2B

2B

2B

MC = 32.5

-200 = 10.0

WITH SILT (SP/SP-SM)

VERY DARK GRAY SAND TO SAND

GRAYISH BROWN TO LIGHT GRAY TO

TO GRAYISH BROWN TO VERY DARK

PALE BROWN TO VERY DARK BROWN

WITH SILT (SP/SP-SM)

VERY DARK GRAY SAND TO SAND

GRAYISH BROWN TO LIGHT GRAY TO

TO GRAYISH BROWN TO VERY DARK

PALE BROWN TO VERY DARK BROWN

-200

MOISTURE CONTENT (%)MC

LL LIQUID LIMIT (%)

PL

PI

PLASTIC LIMIT (%)

PLASTICITY INDEX (%)

GROUNDWATER TABLE AT TIME OF DRILLING

(SP)

N

NORTH AMERICA VERTICAL DATUM OF 1988NAVD 88

STANDARD SIEVE (%)

FINES PASSING THE #200

LEGEND

£ BASELINE OF SURVEY

GNA

ELEV. 5.0

APPROXIMATE LOCATION OF SPT BORING

(NAVD 88) AT TEST LOCATION

APPROXIMATE GROUND SURFACE ELEVATION

NOTED)

FOR 12 INCHES OF PENETRATION (UNLESS OTHERWISE

NUMBER TO THE LEFT OF BORING INDICATES SPT VALUE

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

TO VERY DARK GRAYISH BROWN TO LIGHT GRAY TO VERY

PALE BROWN TO VERY DARK BROWN TO GRAYISH BROWN

GROUP SYMBOL AS DETERMINED BY VISUAL REVIEW

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488)

INTRODUCTION OF DRILLING FLUID AT A DEPTH OF 10 FEET

GROUNDWATER TABLE NOT APPARENT DUE TO THE

HA HAND AUGERED TO VERIFY UTILITY CLEARANCE

SILTY SAND (SM)

GRAYISH BROWN TO BROWN TO DARK BROWN TO GRAY

NOTES:

NOTE:

THE FIELD.

COORDINATES OBTAINED BY TEST LAB, INC. IN

PROJECT MICROSTATION FILES ALONG WITH GPS

AND LONGITUDE WERE DETERMINED USING

BORING ELEVATION, STATION, OFFSET, LATITUDE

ADDITION, THE CONTRACTOR SHOULD ANTICIPATE THAT CONCRETE VOLUME OVERRUNS MAY OCCUR DURING THE SHAFT INSTALLATION.

CONTRACTOR SHOULD ANTICIPATE THE NEED FOR TEMPORARY CASING TO STABILIZE THE EXCAVATION DURING CONSTRUCTION. IN

2. DUE TO THE LOOSE/SOFT CONDITIONS OF THE SOILS ENCOUNTERED WITHIN THE BORING DEPTHS IN SOME AREAS, THE

+30 FEET, NGVD.

CONTRACTOR'S DEWATERING EQUIPMENT AND METHODS SHALL BE ADEQUATE TO HANDLE ARTESIAN WATER UP TO THE ELEVATION OF

FEET NGVD 29 OR LESS. ARTESIAN CONDITIONS WERE NOT ENCOUNTERED AT THE TIME OF OUR FIELD ACTIVITIES. HOWEVER, THE

POTENTIOMETRIC ELEVATION OF THE UPPER FLORIDAN AQUIFER WITHIN PROJECT AREA IS REPORTED AT APPROXIMATELY +20 TO +30

1. BASED ON REVIEW OF THE POTENTIOMETRIC SURFACE MAPS, PUBLISHED BY SOUTHWEST WATER MANAGEMENT DISTRICT, THE

N

Feet

100200

4112 WEST OSBORNE AVENUE

TAMPA, FL 33614

IGOR (IGON) KRATSER, P.E.

P.E. LICENSE NUMBER 73129

TEST LAB, INC.

SOIL PROFILES

MA-02

MA-04

MA-03

MA-01

£ SURVEY W WATERS AVE

TEST LOCATION PLAN

RIG:

E L E

V A

T I O

N

I N

F

E E

T

(N

A V

D

D50

RIG:

E L E

V A

T I O

N

I N

F

E E

T

(N

A V

D

BR 2500

(BLOWS/FT.)

SPT N-VALUE

VERY LOOSE

LOOSE

DENSE

VERY DENSE

RELATIVE DENSITY

GRANULAR MATERIALS-

MEDIUM DENSE

24 to 40

8 to 24

LESS THAN 3

GREATER THAN 40

3 to 8

AUTOMATIC HAMMER

(BLOWS/FT.)

SPT N-VALUE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

12 to 24

6 to 12

GREATER THAN 24

LESS THAN 1

3 to 6

1 to 3