geotechnical report of ponds and cypress canal …

GEOTECHNICAL REPORT OF PONDS AND CYPRESS CANAL REALIGNMENT

VANDERBILT BEACH ROAD EXTENSION PROJECT NAPLES, COLLIER 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, West Palm 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

9970 Bavaria Road, Fort Myers, Florida 33913 Phone: (239) 768-6600 Fax: (239) 768-0409

Louisiana: Baton Rouge, Monroe, New Orleans, Shreveport

Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, W. Palm Beach


Geotechnical, Environmental and Materials Consultants

November 11, 2019 File No. 19-33-4548

TO: Jacobs 5801 Pelican Bay Boulevard Suite 505 Naples, FL 34108 Attention: Mr. Bill Gramer, P.E. VIA: [email protected] SUBJECT: Geotechnical Report of Ponds and Cypress Canal Realignment Borings Vanderbilt Beach Road Extension Project Naples, Collier County, Florida Gentlemen:

We have completed our field exploration and laboratory testing programs for the pond and canal

realignment borings for the Vanderbilt Beach Road Extension project in Naples, Collier County, FL.

Our services included the following tasks:

1. Conducted 22 continuous Standard Penetration Test (SPT) borings advanced to a depth

of 20 feet and labeled B-1 through B-23: 14 SPT borings were performed at locations within or near to the proposed pond sites, and 8 SPT borings were performed at select locations along the Cypress Canal realignment. Boring B-12 was not drilled because it was inaccessible. Boring B-8 was previously drilled for SFWMD for the Relocation of Cypress Weir #1 project.

2. Conducted an in-situ permeability test adjacent to each of the 14 pond borings to provide

an estimate of the hydraulic conductivity.

3. Performed laboratory tests including material moisture content, Atterberg limits, sieve analysis and organic content on selected samples to aid in soil classification.

4. Estimated the seasonal high groundwater table at each boring location.

The results of the SPT borings locations are summarized on the attached Report of Core Borings

sheets presented as Sheet Nos. 1 through 3 and individual boring logs. Each boring was located

by first plotting the borings within the pond area using Google Earth Pro and then determining the

latitude and longitude coordinates. A hand-held GPS unit was then used to locate each boring in

the field. The project surveyor (RWA Engineering) located each boring using State Plane

coordinates and determined the ground elevation (NAVD 88). The State Plane coordinates were

mailto:[email protected]

mailto:[email protected]

Geotechnical Report of Ponds and Cypress Canal Realignment Vanderbilt Beach Road Extension Project, Naples, Collier County, FL File No. 19-33-4548 - 2 -


converted to latitude and longitude, which are provided on the Report of Core Borings Sheets and

boring logs along with the ground elevation at each boring location.

Laboratory tests consisting of natural moisture content (AASHTO T-265) Atterberg limits

(AASHTO T-89), sieve analysis (AASHTO T-88) and organic content (FM 1 T-267) are

summarized on the soil profiles adjacent to the depths from where the samples were recovered.

The results are also summarized in graphical form on Table 4.

Seasonal High Groundwater Table

The seasonal high groundwater table at each boring location was estimated by reviewing the

Collier County Soil Survey as published by the United States Department of Agriculture (USDA)

Natural Resource Conservation Service. Table 1 is a summary of the USDA Soil Survey

information listing the USDA map symbols and soil names at each boring location. Table 2 is a

summary of the seasonal high groundwater table estimates for each boring location.

Hydraulic Conductivity of Site Soils

We measured the hydraulic conductivity at each pond boring location by performing in-situ

permeability tests. Each test typically consisted of inserting 10 feet of 2-inch diameter PVC screen

and 5 feet of PVC riser into a nominal 4-inch diameter hole formed using steel casing. The

annulus was packed with silica sand to just above the screened section as the steel casing was

withdrawn. Each piezometer was installed to depths ranging from 12 to 16 feet; therefore, the

permeability test is a measure of the coefficient of hydraulic conductivity averaged over the soils

(or rock) from depths ranging from 2 to 12 feet and 4 to 16 feet. The constant head method was

used to perform each test. The results are summarized in Table 3.

General Soil Stratigraphy

The results of the borings are presented on the Report of Core Borings Sheets – Sheet Nos. 1

through 3 and on the attached boring logs. Soil stratification is based on an examination of the

recovered soil samples, the laboratory testing and interpretation of field boring logs by a

geotechnical engineer. The actual transition between strata may be gradual. In some cases,

small variations in properties, not considered pertinent to the engineering evaluation, may have

been abbreviated for clarity.

The profiles represent the conditions at the boring locations only, and variations may occur

between the borings. The following soil descriptions and AASHTO Soil Classifications were used.



Soil Stratum Descriptions and AASHTO Classifications

Stratum Soil Description AASHTO Soil Classification

1 Gray Gravelly SAND to Sandy GRAVEL, trace to some silt A-1-a/A-1-b

2 Brown to Dark Brown SAND A-3

3 Gray to Dark Brown Silty SAND, trace to some gravel A-2-4

4 Brown Clayey SAND, trace gravel A-2-6

5 Gray very Silty SAND, trace to some gravel A-4

6 Soft LIMESTONE - -

7 Hard LIMESTONE - -

Project Soil Suitability Material use should be completed in accordance with FDOT Standard Plans, Indices 120-001

and 120-002. Materials directly beneath the base should be select materials. The following

summarizes the generalized use or non-use of the soils that will most likely be encountered at the

proposed pond locations:

1. The materials from Strata 1 and 2 are Select (A-1-a/A-1-b/A-3) materials and appear

satisfactory for use in the embankment when utilized in accordance with Standard

Plans, Index 120-001.

2. The material from Stratum 3 is Select (A-2-4) material and appears satisfactory for use

in the embankment when utilized in accordance with Standard Plans, Index 120-001.

However, this material is likely to retain excess moisture and may be difficult to dry

and compact. It should be used in the embankment above the water level existing at

the time of construction. This material may not be used in the subgrade portion of the

roadbed due to its organic content.

3. The materials from Strata 4 and 5 are Plastic (A-2-6/A-4) materials and shall be

removed in accordance with Standard Plans, Index 120-002. They may be placed

above the existing water level (at the time of construction) to within 4 feet of the

proposed base. They should be placed uniformly in the lower portion of the

embankment for some distance along the project rather than full depth for short

distances.



4. The material from Strata 6 and 7 are Natural Limestone Formations. Special tools and

equipment will be required to excavate and/or dewater this material.

If you have any questions about this report, please contact this office. Very truly yours, Ardaman & Associates, Inc. Florida Certificate of Authorization No. 00005950

Ethan H. Drew, E.I. Project Engineer Gary A. Drew, P.E. Vice President/Principal Engineer FL License No. 35504

EHD/GAD/cmb

This document has been digitally signed and sealed by 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.

ATTACHMENTS

TABLE 1 – SUMMARY OF USDA SOIL SURVEY TABLE 2 – SUMMARY OF SEASONAL HIGH GROUNDWATER TABLE ESTIMATES TABLE 3 – SUMMARY OF PERMEABILITY TESTS FOR POND BORINGS TABLE 4 – SUMMARY OF LABORATORY TEST RESULTS FIGURES 1A THROUGH 1F - BORING LOCATION PLAN REPORT OF CORE BORINGS SHEET NOS. 1 THROUGH 3 BORING LOGS – B-1 THROUGH B-23

Depth

(inches)USCS AASHTO

Permeability

(in./hr.)

Depth

(feet)Months

Uncoated

SteelConcrete

0 – 57 SP, SP-SM A-3 6.0 – 20 5.1 – 8.4

57 – 62 SM, SC-SM A-2-4 0.6 – 2.0 5.1 – 8.4

62 --- ---

0 – 32 SP, SP-SM A-3 6.0 – 20 5.11 – 7.8

32 – 54 SM, SC-SM, SC A-2-4, A-2-6 0.2 – 6.0 6.6 – 7.8

54 --- ---

0 – 14 SP-SM, SM A-3, A-2-4 6.0 – 20 6.1 – 7.3

14 – 18 SP-SM, SM A-3, A-2-4 6.0 – 20 6.1 – 7.3

18 – 24 SC-SM, SC A-2-4, A-2-6 0.6 – 2.0 7.4 – 8.4

24 - 30 SM, SC-SM A-2-4 0.6 – 6.0 7.4 – 8.4

30 --- ---

0 – 6 SP, SP-SM A-3 6.0 – 20 3.6 – 6.0

6 – 35 SP, SP-SM A-3 6.0 – 20 3.6 – 6.0

35 – 49 SP-SM, SM A-3, A-2-4 0.6 – 2.0 3.6 – 6.0

49 - 80 SP, SP-SM A-3 6.0 – 20 3.6 – 6.0

0 – 3 SP, SP-SM A-3 6.0 – 20 5.1 – 6.5

3 – 12 SP, SP-SM A-3, A-2-4 6.0 – 20 5.6 – 8.4

12 --- ---

0 – 30 SP, SP-SM A-3 6.0 – 20 5.6 – 6.5

30 – 55 SM, SC-SM, SC A-2-4, A-2-6 0.06 – 0.2 6.6 – 7.8

55 --- ---

0 – 35 SP, SP-SM A-3 6.0 – 20 3.6 – 7.3

35 – 50 SP-SM, SM A-3, A-2-4 0.2 – 6.0 3.6 – 7.3

50 – 80 SC-SM, SC A-2-4, A-2-6 < 0.2 6.1 – 8.4

0 – 6 SP, SP-SM A-3 6.0 – 20 5.1 – 7.8

6 – 32 SP, SP-SM A-3 6.0 – 20 5.1 – 7.8

32 – 54 SM, SC-SM, SC A-2-4, A-2-6 0.6 - 6.0 6.6 – 7.8

54 --- ---

0 – 4 SP, SP-SM A-3, A-2-4 6.0 – 20 5.1 – 8.4

4 – 26 SP, SP-SM A-3, A-2-4 6.0 – 20 5.1 – 8.4

26 – 30 SC, SC-SM A-4, A-6 0.6 – 2.0 5.1 – 8.4

30 --- ---

0 – 3 SP-SM A-3, A-2-4 6.0 – 20 5.1 – 7.3

3 – 12 SP-SM A-3, A-2-4 6.0 – 20 5.6 – 8.4

12 --- ---

0 – 4 SP-SM A-3, A-2-4 6.0 – 20 5.6 – 7.3

4 – 26 SP-SM, SM A-3, A-2-4 6.0 – 20 6.6 – 8.4

26 – 30 SC, SC-SM A-2-4, A-4 0.6 – 2.0 6.6 – 8.4

30 --- ---

(21)

Boca fine sand

(16)

Oldsmar fine sand

0.5 – 1.5 Jun – Feb High Moderate

Unweathered Bedrock

Weathered Bedrock

Unweathered Bedrock

(49)

Hallendale fine sand0 – 1.0 Jun – Oct High Low

Weathered Bedrock

0 – 1.0 Jun – Feb Moderate High

(18)

Riviera fine sand

limestone substrate

0 – 1.0 Jun – Nov High Moderate

High Low

(7)

Immokalee fine sand0 – 1.0 Jun – Nov High High

Weathered Bedrock

(11)

Hallandale fine sand0 – 1.0 Jun – Nov

(6)

Riviera, limestone substrate+2 – 1.0 Jun – Feb

TABLE 1

SUMMARY OF USDA SOIL SURVEY FOR

PROPOSED PONDS AND CYPRESS CANAL REALIGNMENT

VANDERBILT BEACH ROAD EXTENSION PROJECT

NAPLES, COLLIER COUNTY, FLORIDA

ARDAMAN FILE NO: 19-33-4548

0 – 1.0 Jun – Nov High Low

USDA Map Symbol

And Soil Name

(14)

Pineda fine sand

limestone substrate

(2)

Halopaw fine sand,

limestone substrate

0 – 1.0 Jun – Nov High

Soil Classification

pH

Seasonal High Water

Table

Weathered Bedrock

Weathered Bedrock

Risk of Corrosion

Moderate

High High

Copeland fine sand 0 – 1.0 Jul – Feb High Low

Weathered Bedrock

Boca fine sand 0 – 1.0 Jun – Oct High Moderate

Weathered Bedrock

TABLE 2 SUMMARY OF SEASONAL HIGH GROUNDWATER TABLE ESTIMATES

Boring Number (1)

Boring Depth (3)

(feet)

Date Recorded

Approximate Ground

Elevation (2)

(feet, NGVD)

Measured Groundwater Table

USDA Soil Survey Estimated SHGWT(5)

Depth(3)

(feet)

Map Symbol

Estimated SHGWT(4) Depth(3)

(feet)

Depth(3)

(feet) Elevation

(feet, NAVD88)

B-1 20 7/9/19 10.3 2.5 2 0 – 1.0 1.0 9.3

B-2 20 7/5/19 12.2 3.5 7 0 – 1.0 2.0 10.2

B-3 20 7/5/19 11.6 3.5 2 0 – 1.0 2.5 9.1

B-4 20 7/1/19 12.2 5.5 2 0 – 1.0 4.5 7.7

B-5 20 7/1/19 10.1 4.0 2 0 – 1.0 3.0 7.1

B-6 20 7/1/19 12.0 5.5 16 0 – 1.0 4.5 7.5

B-7 20 7/1/19 12.0 3.0 11 0 – 1.0 2.0 10.0

B-8 20 3/1/19 12.0 4.0 11 0 – 1.0 2.0 10.0

B-9 20 7/2/19 11.9 3.5 11 0 – 1.0 2.5 9.4

B-10 20 7/2/19 12.3 5.0 18 0 – 1.0 4.0 8.3

B-11 20 7/2/19 10.0 2.0 18 0 – 1.0 1.0 9.0

B-12 NOT DRILLED 49 0 – 1.0

B-13 20 7/2/19 12.2 5.0 49 0 – 1.0 4.0 8.2

B-14 20 7/8/19 12.1 3.0 6 0 - 1.0 2.0 10.1

B-15 20 7/8/19 11.6 4.5 11 0 – 1.0 1.5 10.1

B-16 20 7/9/19 11.5 2.0 11 0 – 1.0 1.0 10.5

B-17 20 7/10/19 12.8 3.0 21 0.5 – 1.0 2.5 10.3

B-18 20 7/10/19 13.2 4.0 21 0.5 – 1.0 3.0 10.2

B-19 20 7/18/19 11.5 3.0 14 0 – 1.0 2.0 9.5

B-20 20 7/29/19 12.4 5.75 18 0 – 1.0 4.5 7.9

B-21 20 7/29/19 12.3 3.5 14 0 – 1.0 2.5 9.8

B-22 20 8/14/19 10.8 3.0 6 0 – 1.0 2.5 8.3

B-23 20 8/14/19 10.9 3.5 6 0 – 1.0 2.5 8.4

(1) For boring locations see Figures 1A through 1F.

(2) Ground elevations surveyed by RWA Engineering.

(3) Depth below existing grades at time of drilling

(4) Seasonal high groundwater table depth reported in the Collier County, Florida USDA Soil Survey

(5) SHGWT: Seasonal high groundwater table estimated based on soil stratigraphy, measured groundwater levels from the borings,

the Collier County, Florida USDA Soil Survey information and past experience with similar soil conditions

BORING NO.

HYDRAULIC

CONDUCTIVITY SOIL/ROCK TYPE IN SCREENED ZONE

B-1 42.6 ft/day 2.5' - 3.5' Clayey Sand (A-2-6)

3.5' - 8.5' Hard Limestone

8.5' - 10.5' Soft Limestone

10.5' - 13.5' Silty Gravelly Sand/Sandy Gravel (A-1-a/A-1-b)

B-2 5.2 ft/day 3.5' - 6.0' Fine Sand (A-3)


B-3 5.4 ft/day 3.0' - 7.5' Fine Sand (A-3)

7.5' - 15.0' Silty Sand (A-2-4)




13.5' - 15.0' Silty Sand (A-2-4)




B-16 >50 ft/day 3.5' - 5.0' Hard Limestone

5.0' - 10.5' Silty Sand (A-3/A-2-4)


B-17 46.6 ft/day 3.5' - 8.5' Hard Limestone


B-18 48.6 ft/day 3.0' - 8.5' Hard Limestone



B-19 5.6 ft/day 3.0' - 8.5' Soft Limestone


B-20 20.3 ft/day 5.5' - 6.0' Very Silty Sand (A-4)



3.0' - 12' Silty Gravelly Sand/Sandy Gravel (A-1-a/A-1-b)

B-22 0.8 ft/day 3.5' - 4.5' Silty Sand (A-2-4)



B-23 3.0 ft/day 3.0' - 6.0' Silty Clayey Sand (A-2-4)

6.0' - 9.0' Silty Sand (A-2-4)


11.5 - 13.5' Hard Limestone

TABLE 3

SUMMARY OF PERMEABILITY TESTS FOR POND BORINGS





3/4-in. 1/2-in. 3/8-in. #4 #10 #40 #60 #100 #200 LL PI

N 2614'35.26” W 81°41'5.71” B-1 3 4 97 97 96 93 90 84 73 45 23 - - - - 20 A-2-6 - - -

N 2614'35.26” W 81°41'5.71” B-1 16 1 91 69 59 44 34 27 23 14 8.0 NP NP 15 A-1-a - - -

N 2614'40.53” W 81°40'17.19” B-2 4 2 - - - - - - - - - - - - - - - - - - NP NP 13 A-3 2.4

N 2614'39.03” W 81°41'13.07” B-3 4 2 100 100 100 100 100 95 66 18 3.0 NP NP 5 A-3 - - -

N 2614'39.03” W 81°41'13.07” B-3 11.5 3 100 100 100 100 98 91 71 33 17 NP NP 19 A-2-4 - - -

N 2614'36.38” W 81°40'10.03” B-4 4 2 100 100 100 100 97 93 62 15 3.5 NP NP 13 A-3 - - -

N 2614'36.38” W 81°40'10.03” B-4 17.5 1 76 67 53 36 24 15 13 10 7.6 NP NP 14 A-1-a - - -

N 2614'34.92” W 81°39'55.41” B-5 14.5 1 70 65 62 53 42 31 27 20 14 NP NP 14 A-1-b - - -

N 2614'35.38” W 81°39'41.02” B-6 17.5 1 94 88 79 68 59 47 43 35 23 NP NP 24 A-1-b - - -

N 2614'35.91” W 81°39'26.17” B-7 2.5 2 100 100 100 100 100 96 73 22 3.9 NP NP 10 A-3 - - -

N 2614'35.91” W 81°39'26.17” B-7 11.5 1 70 62 53 46 40 33 30 25 16 NP NP 24 A-1-b - - -

N 2614'37.92” W 81°38'57.13” B-9 2 2 100 100 100 100 100 96 74 26 5.8 NP NP 12 A-3 - - -

N 2614'37.92” W 81°38'57.13” B-9 16 1 97 90 86 69 46 26 22 16 11 NP NP 14 A-1-a - - -

N 2614'38.38” W 81°38'42.69” B-10 2.5 2 100 100 100 100 100 95 71 23 3.3 NP NP 10 A-3 - - -

N 2614'38.38” W 81°38'42.69” B-10 14.5 5 100 91 82 70 62 53 49 42 36 - - - - 21 A-4 - - -

N 2614'39.08” W 81°38'28.52” B-11 11.5 5 100 93 86 77 71 63 61 51 42 - - - - 20 A-4 - - -

N 2614'41.32” W 81°38'14.15” B-13 0.5 2 - - - - - - - - - - - - - - - - - - NP NP 11 A-3 2.7

N 2614'45.00” W 81°39'8.91” B-14 3.5 4 100 100 100 100 100 96 78 38 16 - - - - 22 A-2-6 - - -

N 2614'45.00” W 81°39'8.91” B-14 14.5 3 89 78 74 60 50 45 43 37 32 NP NP 16 A-2-4 - - -

N 2614'43.08” W 81°38'3.16” B-15 1 2 - - - - - - - - - - - - - - - - - - NP NP 10 A-3 2.7

N 2615'5.88” W 81°37'11.16” B-16 7 3 86 82 80 74 69 61 51 28 10.2 NP NP 19 A-2-4 - - -

N 2615'5.88” W 81°37'11.16” B-16 11.5 1 63 50 45 38 32 27 25 17 8.8 NP NP 18 A-1-a - - -

N 2615'7.27” W 81°34'55.63” B-22 2.5 3 100 100 100 99 97 93 78 47 30 - - - - - - 15 A-2-4 3.4

N 2614'54.69” W 81°34'48.52” B-23 2.5 3 23 6 23 A-2-4 - - -

N 2614'54.69” W 81°34'48.52” B-23 4 3 100 100 100 100 100 95 74 36 20 - - - - - - 24 A-2-4 3.5

N 2614'54.69” W 81°34'48.52” B-23 10 1 100 93 87 72 57 39 28 22 18 NP NP 13 A-1-b - - -

AASHTO

CLASS.

ORGANIC

CONTENT

(%)

Percent Passing

U.S. STANDARD SIEVES

TABLE 4

SUMMARY OF LABORATORY TEST RESULTS





ATTERBERG

LIMITSSTRATUM

NO.

DEPTH

(FEET)

BORING

NO.LONGITUDELATITUDE

MOISTURE

CONTENT

(%)

Ponds and Cypress Canal Realignment

Vanderbilt Beach Road Extension Project

Naples, Collier County, Florida

Drawn By: ED Checked By: Date:GD 10/7/19

File No.: Approved By: Figure No:19-33-4548 1A

FIGURE 1A

BORING LOCATION PLANSOURCE: AERIAL OVERLAYS PROVIDED BY JACOBS


Geotechnical, Environmentaland Materials Consultants

GD

= SPT Boring

B-1

B-2

B-3





File No.: Approved By: Figure No:19-33-4548 1B

FIGURE 1B




GD

= SPT Boring

B-4 B-5 B-6 B-7 B-8





File No.: Approved By: Figure No:19-33-4548 1C

FIGURE 1C




GD

= SPT Boring

B-8

B-9 B-10B-11

B-12B-13

= SPT Boring Not Performed





File No.: Approved By: Figure No:19-33-4548 1D

FIGURE 1D




GD

= SPT Boring

B-14

B-15

B-16





File No.: Approved By: Figure No:19-33-4548 1E

FIGURE 1E




GD

= SPT Boring

B-17

B-18

B-19

B-20 B-21





File No.: Approved By: Figure No:19-33-4548 1F

FIGURE 1F




GD

= SPT Boring

B-22

B-23

ENGINEER OF RECORD:

9970 BAVARIA ROAD

GARY A. DREW, P.E. #35504

ARDAMAN AND ASSOCIATES, INC.

FORT MYERS, FLORIDA 33913

CERTIFICATE OF AUTHORIZATION 5950

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

N

2

4

7

6

1

4

9

50/0"

3

1

1

5

14

26

at Elev. -9.2ft

Boring Terminated

N

2

7

1

4

6

9

6

50/0"

50/3"

15

6

at Elev. -7.3ft

Boring Terminated

N

2

3

2

6

10

9

7

3

3

6

7

1

1

3

2

at Elev. -7.9ft

Boring Terminated

N

2

7

1

3

17

7

6

50/0"

50/1"

19

10

18

2

at Elev. -7.3ft

Boring Terminated

15 15

10 10

5 5

0 0

-5 -5

-10 -10

N

2

6

7

6

1

19

60

50/0"

60

12

7

8

5

7

at Elev. -9.4ft

Boring Terminated

N

2

7

6

7

1

3

50/0"

50/2"

50/1"

5

50/2"

6

12

6

8

N

2

7

1

3

1

10

6

50/0"

50/2"

50/0"

3

17

10

2

1

13

11

at Elev. -9.0ft

Boring Terminated

N

2

4

7

6

1

4

12

50/0"

50/0"

22

9

8

9

7

0

1

15 15

10 10

5 5

0 0

-5 -5

-10 -10

Ele

vatio

n (f

eet,

NA

VD

88)

Ele

vatio

n (f

eet,

NA

VD

88)

Ele

vatio

n (f

eet,

NA

VD

88)

Ele

vatio

n (f

eet,

NA

VD

88)

CME-55AUTOLOCKLEY7/9/201910.3'W81° 41' 5.61"N26° 14' 35.36" B-1








at Elev. -9.0ft

Boring Terminated

at Elev. -9.0ft

Boring Terminated

30 - 50

10 - 30

4 - 10

Very Loose

Medium Dense

Loose

Very Dense

Dense

2 - 4

4 - 8

Very Stiff

Stiff

Firm

Soft

Very Soft

Consistency

Relative Density

Hard

Safety Hammer

SPT N-Value

Automatic Hammer

SPT N-Value

Less than 3

Greater than 50

Less than 4

Safety Hammer Automatic Hammer

SPT N-Value SPT N-Value

Less than 2 Less than 1

8 - 15

Greater than 30

3 - 6

1 - 3

GRANULAR MATERIALS

SILTS AND CLAYS

Blows/Foot

3 - 8

8 - 24

24 - 40

Greater than 40

Blows/Foot

Blows/Foot Blows/Foot

15 - 30

Greater than 24

12 - 24

6 - 12

LEGEND:

7

6

5

4

3

2

1

OC

MC

LL

PI

-200

HA

Hard LIMESTONE

Soft LIMESTONE

Gray very Silty SAND, trace to some gravel (A-4)

Brown Clayey SAND, trace gravel (A-2-6)

Gray to Dark Brown Silty SAND, trace to some gravel (A-2-4)

Brown to Dark Brown SAND (A-3)

Gray Gravelly SAND to Sandy GRAVEL, trace to some silt (A-1-a/A-1-b)

expressed or implied by this drawing.soil consistency between or outside boring locations isNo warranty as to the subsurface condition, strata depth or

drilling.at the time oflogs shown represent subsurface conditions within the boreholenorthing/eastings provided by the project surveyor. The boringGeographical GPS coordinate locations were determined from

of blows for 4 inches of penetration. WOH Weight of Hammer.12" penetration (unless otherwise noted). 50/4" NumberNumbers to the left of borings indicate SPT values for

porous and will be difficult to dewater.techniques and specialized equipment. Limestone/caprock is difficult and will require non conventional construction Excavations into and/or through limestone/caprock will be borings. This material is rock and is located in shallow depths. Weathered limestone/caprock was encountered within the NOTES:

MC=20

-200=23

MC=15

-200=8

MC=5

-200=3

MC=19

-200=17

MC=13

-200=3.5

MC=14

-200=7.6

MC=14

-200=14

MC=24

-200=23

MC=10

-200=3.9

MC=24

-200=16

MC=13

OC=2.4

= HW Temporary Steel Casing

= Percent Organic Content

= Percent Moisture Content

= Liquid Limit

= Plasticity Index

= Percent Passing the No. 200 Standard Sieve

= Loss if Drilling Fluid Circulation

= Hand Auger

= Estimated Seasonal High Groundwater Table

= Water Table existing at time of boring

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

ROAD NO. COUNTY FINANCIAL PROJECT ID

REVISIONS

DATE BY DESCRIPTION DATE BY DESCRIPTION

COLLIER 1

REPORT OF CORE BORINGS FOR CANAL AND PONDS

ADRZAL 1/18/17 12:00 G:\FDOT_PROJECTS...17-51-9041...\CAD\RDGRO01.DGN

GROWTH MANAGMENT DEPARTMENT

COLLIER COUNTY

VANDERBILT BEACH ROAD EXTENSION

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

N

2

7

6

1

12

50/0"

50/2"

16

10

3

3

17

22

at Elev. -7.6ft

Boring Terminated

15 15

10 10

5 5

0 0

-5 -5

-10 -10

N

7

4

7

1

3

1

50/0"

50/0"

50/0"

4

12

16

7

10

11

14

at Elev. -7.4ft

Boring Terminated

N

2

7

4

7

6

1

8

50/0"

6

50/0"

50/6"

7

22

14

12

23

at Elev. -7.9ft

Boring Terminated

N

2

7

3

1

4

50/0"

5

1

9

2

12

2

19

13

27

N

2

4

7

1

3

9

50/0"

10

22

5

4

12

28

11

at Elev. -6.7ft

Boring Terminated

15 15

10 10

5 5

0 0

-5 -5

-10 -10

ENGINEER OF RECORD:

9970 BAVARIA ROAD





N

2

7

1

5

1

9

14

20

50/0"

8

33

29

2

6

15

21

at Elev. -7.2ft

Boring Terminated

N

7

1

5

3

1

50/0"

50/0"

14

9

6

5

1

8

18

at Elev. -9.5ft

Boring Terminated

N

2

6

3

7

1

50/0"

35

10

2

1

2

49

50/0"

28

at Elev. -7.3ft

Boring Terminated

Ele

vatio

n (f

eet,

NA

VD

88)

Ele

vatio

n (f

eet,

NA

VD

88)

Ele

vatio

n (f

eet,

NA

VD

88)

Ele

vatio

n (f

eet,

NA

VD

88)






7




30 - 50

10 - 30

4 - 10

Very Loose

Medium Dense

Loose

Very Dense

Dense

2 - 4

4 - 8

Very Stiff

Stiff

Firm

Soft

Very Soft

Consistency

Relative Density

Hard

Safety Hammer

SPT N-Value

Automatic Hammer

SPT N-Value

Less than 3

Greater than 50

Less than 4




8 - 15

Greater than 30

3 - 6

1 - 3

GRANULAR MATERIALS

SILTS AND CLAYS

Blows/Foot

3 - 8

8 - 24

24 - 40

Greater than 40

Blows/Foot


15 - 30

Greater than 24

12 - 24

6 - 12

LEGEND:

7

6

5

4

3

2

1

OC

MC

LL

PI

-200

HA

Hard LIMESTONE

Soft LIMESTONE










MC=12

-200=5.8

MC=14

-200=11

MC=10

-200=3.3

MC=21

-200=36 MC=20

-200=42

MC=11

OC=2.7

MC=22

-200=16

MC=16

-200=32

MC=19

-200=10

MC=18

-200=8.8

MC=10

OC=2.7

at Elev. -8.0ft

Boring Terminated




= Liquid Limit

= Plasticity Index



= Hand Auger



REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:


REVISIONS


COLLIER 2




COLLIER COUNTY


RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

RIGHAMMERDRILLER

DATEELEV.LONG.

LAT.BOR #

N

2

7

6

1

4

50/0"

58

1

0

11

21

16

17

12

at Elev. -6.3ft

Boring Terminated

N

2

6

7

6

10

37

41

20

50/0"

50/2"

77

65

102

N

2

4

5

7

4

50/3"

50/5"

50/2"

40

64

50/1"

50/1"

50/2"

27

at Elev. -7.1ft

Boring Terminated

N

2

4

1

7

9

13

10

16

34

3

50/5'

50/3"

50/2"

50/1"

50/0"

50/1"

at Elev. -7.2ft

Boring Terminated

15 15

10 10

5 5

0 0

-5 -5

-10 -10

N

3

7

1

3

16

7

6

50/0"

50/0"

19

16

11

11

at Elev. -8.7ft

Boring Terminated

N

3

3

3

1

7

1

8

5

3

5

15

36

38

64

20

19

30

at Elev. -8.6ft

Boring Terminated

15 15

10 10

5 5

0 0

-5 -5

-10 -10

ENGINEER OF RECORD:

9970 BAVARIA ROAD





Ele

vatio

n (f

eet,

NA

VD

88)

Ele

vatio

n (f

eet,

NA

VD

88)

Ele

vatio

n (f

eet,

NA

VD

88)

Ele

vatio

n (f

eet,

NA

VD

88)





CME-55AUTOLOCKLEY8/14/201910.9'W81° 34'48.39 "N26° 14' 54.65" B-23


at Elev. -8.0ft

Boring Terminated

HAHA

30 - 50

10 - 30

4 - 10

Very Loose

Medium Dense

Loose

Very Dense

Dense

2 - 4

4 - 8

Very Stiff

Stiff

Firm

Soft

Very Soft

Consistency

Relative Density

Hard

Safety Hammer

SPT N-Value

Automatic Hammer

SPT N-Value

Less than 3

Greater than 50

Less than 4




8 - 15

Greater than 30

3 - 6

1 - 3

GRANULAR MATERIALS

SILTS AND CLAYS

Blows/Foot

3 - 8

8 - 24

24 - 40

Greater than 40

Blows/Foot


15 - 30

Greater than 24

12 - 24

6 - 12

LEGEND:

7

6

5

4

3

2

1

OC

MC

LL

PI

-200

HA

Hard LIMESTONE

Soft LIMESTONE










OC=3.4

MC=15

-200=30

PI=6

LL=23

MC=23

MC=24

-200=20

OC=3.5

MC=13

-200=18




= Liquid Limit

= Plasticity Index



= Hand Auger



REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:


REVISIONS


COLLIER 3




COLLIER COUNTY


0

5

10

15

20

25

30

35

1- 1- 3

4- 5- 4

2- 50/0"-

C- U- T

C- U- T

C- U- T

C- U- T

4- 2- 1

1- 0- 1

1- 0- 1

1- 2- 3

5- 7- 7

18- 15- 11

4

9

50/0"

CUT

CUT

CUT

CUT

3

1

1

5

14

26

1

2

3

4

5

6

7

8

9

A-3

A-2-6

A-1-b

Brown to dark brown SAND. (Stratum 2)

Brown Clayey SAND, trace gravel. (Stratum4)Hard LIMESTONE. (Stratum 7)

Soft LIMESTONE. (Stratum 6)

Gray Gravelly SAND to Sandy GRAVEL,trace to some silt. (Stratum 1)

TERMINATED AT 19.5'

15 feet of HW casing installedto stabilize borehole.

20

15

23

8.0

BORING LOCATION: SEE BORING LOCATION PLAN (FIGURE 1A) CLIENT: JACOBS

LATITUDE: N 26°14'35.36" LONGITUDE: W 81°41'5.61" PROJECT: PROPOSED PONDS & CYPRESS CANAL REALIGNMENTVANDERBILT BEACH ROAD EXTENSION PROJECTDATE DRILLED: 9-JUL-19 STA: OFF:

GROUND SURFACE ELEVATION: 10.3'NAVD88 TIME: LOCATION: NAPLES, COLLIER COUNTY, FLORIDA

WATER TABLE DEPTH (ft): 2.5' DATE: 9-JUL-19 DRILL CREW: LOCKLEY / CENTENO LOGGED BY: E. DREW, E.I.

DRILL MAKE & MODEL: CME-55 W/AUTO BIT: 3-7/8" TRICONE ROLLER DRILLING RODS: NW

DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: SUNNY & HOT

PAGE 1 OF

REVIEWED BY: GARY A. DREW, P.E. FILE NO: 19-33-4548 BORING NO.: B-1

DE

PT

H, F

T.

BLOWS

SP

T N

-VA

LU

E

SA

MP

LE

NO

.

GR

AP

HIC

LO

G

AA

SH

TO

SOIL DESCRIPTION REMARKS

% W

AT

ER

CO

NT

EN

TP

ER

CE

NT

FIN

ES

% O

RG

AN

ICC

ON

TE

NT

LIQ

UID

LIM

IT

PL

AS

T. I

ND

EX

1

0

5

10

15

20

25

30

35

1- 2- 2

1- 3- 3

3- 4- 5

7- 4- 2

50/0"- -

C- U- T

C- U- T

C- U- T

C- U- T

50/3"- -

C- U- T

21- 10- 5

3- 2- 4

4

6

9

6

50/0"

CUT

CUT

CUT

CUT

50/3"

CUT

15

6

1

2

3

4

5

6

7

A-3

A-1-b


Hard LIMESTONE. (Stratum 7)


TERMINATED AT 19.5'

13 2.4







PAGE 1 OF


DE

PT

H, F

T.

BLOWS

SP

T N

-VA

LU

E

SA

MP

LE

NO

.

GR

AP

HIC

LO

G

AA

SH

TO


% W

AT

ER

CO

NT

EN

TP

ER

CE

NT

FIN

ES

% O

RG

AN

ICC

ON

TE

NT

LIQ

UID

LIM

IT

PL

AS

T. I

ND

EX

1

0

5

10

15

20

25

30

35

1- 1- 1

1- 2- 4

5- 5- 5

5- 6- 3

3- 3- 4

3- 2- 1

1- 1- 2

1- 3- 3

3- 3- 4

2- 1- 0

1- 0- 1

1- 1- 2

1- 1- 1

2

6

10

9

7

3

3

6

7

1

1

3

2

1

2

3

4

5

6

7

8

9

10

11

12

A-3

A-2-4


Gray Silty SAND, trace gravel. (Stratum 3)

TERMINATED AT 19.5'

5

19

3.0

17







PAGE 1 OF


DE

PT

H, F

T.

BLOWS

SP

T N

-VA

LU

E

SA

MP

LE

NO

.

GR

AP

HIC

LO

G

AA

SH

TO


% W

AT

ER

CO

NT

EN

TP

ER

CE

NT

FIN

ES

% O

RG

AN

ICC

ON

TE

NT

LIQ

UID

LIM

IT

PL

AS

T. I

ND

EX

1

0

5

10

15

20

25

30

35

12- 10- 7

3- 4- 3

2- 3- 3

1- 50/0"-

C- U- T

C- U- T

C- U- T

30- 50/1"-

C- U- T

8- 11- 8

10- 6- 4

10- 10- 8

7- 1- 1

17

7

6

50/0"

CUT

CUT

CUT

50/1"

CUT

19

10

18

2

1

2

3

4

5

6

7

8

9

A-3

A-1-b

A-2-4




Gray Silty SAND, some gravel. (Stratum 3)

TERMINATED AT 19.5'

13

14

3.5

7.6

BORING LOCATION: SEE BORING LOCATION PLAN (FIGURE 1B) CLIENT: JACOBS






PAGE 1 OF


DE

PT

H, F

T.

BLOWS

SP

T N

-VA

LU

E

SA

MP

LE

NO

.

GR

AP

HIC

LO

G

AA

SH

TO


% W

AT

ER

CO

NT

EN

TP

ER

CE

NT

FIN

ES

% O

RG

AN

ICC

ON

TE

NT

LIQ

UID

LIM

IT

PL

AS

T. I

ND

EX

1

0

5

10

15

20

25

30

35

1- 4- 15

19- 10- 50

C- U- T

C- U- T

14- 50/0"-

C- U- T

C- U- T

20- 31- 29

7- 6- 6

6- 4- 3

3- 3- 5

3- 3- 2

2- 3- 4

19

60

CUT

CUT

50/0"

CUT

CUT

60

12

7

8

5

7

1

2

3

4

5

6

7

8

9

A-3

A-1-b




Soft Limestone. (Stratum 6)


TERMINATED AT 19.5'

14 14







PAGE 1 OF


DE

PT

H, F

T.

BLOWS

SP

T N

-VA

LU

E

SA

MP

LE

NO

.

GR

AP

HIC

LO

G

AA

SH

TO


% W

AT

ER

CO

NT

EN

TP

ER

CE

NT

FIN

ES

% O

RG

AN

ICC

ON

TE

NT

LIQ

UID

LIM

IT

PL

AS

T. I

ND

EX

1

0

5

10

15

20

25

30

35

4- 17- 50/0"

C- U- T

1- 50/2"-

C- U- T

50/1"- -

C- U- T

C- U- T

9- 3- 2

3- 50/2"-

C- U- T

7- 3- 3

4- 8- 4

1- 4- 2

3- 3- 5

50/0"

CUT

50/2"

CUT

50/1"

CUT

CUT

5

50/2"

CUT

6

12

6

8

1

2

3

4

5

6

7

8

A-3

A-1-b

A-2-4







TERMINATED AT 21.0'

Loss of drilling fluid circulationat 8'

24 23







PAGE 1 OF


DE

PT

H, F

T.

BLOWS

SP

T N

-VA

LU

E

SA

MP

LE

NO

.

GR

AP

HIC

LO

G

AA

SH

TO


% W

AT

ER

CO

NT

EN

TP

ER

CE

NT

FIN

ES

% O

RG

AN

ICC

ON

TE

NT

LIQ

UID

LIM

IT

PL

AS

T. I

ND

EX

1

0

5

10

15

20

25

30

35

2- 4- 6

3- 3- 3

5- 10- 50/0"

C- U- T

50/2"- -

C- U- T

50/0"- -

1- 2- 1

16- 10- 7

4- 6- 4

2- 1- 1

1- 0- 1

1- 6- 7

4- 8- 3

10

6

50/0"

CUT

50/2"

CUT

50/0"

3

17

10

2

1

13

11

1

2

3

4

5

6

7

8

9

10

11

12

A-3

A-1-b

A-2-4

A-1-b






TERMINATED AT 21.0'

10

24

3.9

16







PAGE 1 OF


DE

PT

H, F

T.

BLOWS

SP

T N

-VA

LU

E

SA

MP

LE

NO

.

GR

AP

HIC

LO

G

AA

SH

TO


% W

AT

ER

CO

NT

EN

TP

ER

CE

NT

FIN

ES

% O

RG

AN

ICC

ON

TE

NT

LIQ

UID

LIM

IT

PL

AS

T. I

ND

EX

1

0

5

10

15

20

25

30

35

1- 2- 2

2- 2- 10

50/0"- -

C- U- T

C- U- T

C- U- T

50/0"- -

4- 14- 8

5- 5- 4

4- 2- 6

6- 3- 6

3- 3- 4

1- 0- 0

4- 1- 0

4

12

50/0"

CUT

CUT

CUT

50/0"

22

9

8

9

7

0

1

1

2

3

4

5

6

7

8

A-3

A-2-6

A-1-b



Soft Limestone. (Stratum 6)


TERMINATED AT 21.0'

This boring originally performedfor the SFWMD Relocation ofCypress Weir #1 project


LATITUDE: N 26°14'36.08" LONGITUDE: W 81°39'14.34" PROJECT: PROPOSED PONDS & CYPRESS CANAL REALIGNMENTVANDERBILT BEACH ROAD EXTENSION PROJECTDATE DRILLED: 1-MAR-19 STA: OFF:

GROUND SURFACE ELEVATION: +12' NAVD88 TIME: LOCATION: NAPLES, COLLIER COUNTY, FLORIDA

WATER TABLE DEPTH (ft): 4.0' DATE: 1-MAR-19 DRILL CREW: LOCKLEY / EICHORN LOGGED BY: M. ELMORE,

DRILL MAKE & MODEL: MOBILE B-57 W/AUTO BIT: 3-7/8" DIA. DRAG DRILLING RODS: NW

DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: SUN

PAGE 1 OF


DE

PT

H, F

T.

BLOWS

SP

T N

-VA

LU

E

SA

MP

LE

NO

.

GR

AP

HIC

LO

G

AA

SH

TO


% W

AT

ER

CO

NT

EN

TP

ER

CE

NT

FIN

ES

% O

RG

AN

ICC

ON

TE

NT

LIQ

UID

LIM

IT

PL

AS

T. I

ND

EX

1

0

5

10

15

20

25

30

35

11- 5- 7

5- 5- 50/0"

C- U- T

C- U- T

42- 17- 50/2"

C- U- T

C- U- T

7- 8- 8

6- 5- 5

4- 2- 1

1- 1- 2

4- 8- 9

10- 11- 11

12

50/0"

CUT

CUT

50/2"

CUT

CUT

16

10

3

3

17

22

1

2

3

4

5

6

7

8

9

A-3

A-1-b





TERMINATED AT 19.5'

12

14

5.8

11

BORING LOCATION: SEE BORING LOCATION PLAN (FIGURE 1C) CLIENT: JACOBS






PAGE 1 OF


DE

PT

H, F

T.

BLOWS

SP

T N

-VA

LU

E

SA

MP

LE

NO

.

GR

AP

HIC

LO

G

AA

SH

TO


% W

AT

ER

CO

NT

EN

TP

ER

CE

NT

FIN

ES

% O

RG

AN

ICC

ON

TE

NT

LIQ

UID

LIM

IT

PL

AS

T. I

ND

EX

1

0

5

10

15

20

25

30

35

3- 3- 6

5- 6- 8

9- 10- 10

50/0"- -

C- U- T

C- U- T

7- 4- 4

6- 20- 13

9- 19- 10

6- 1- 1

2- 2- 4

5- 7- 8

6- 11- 10

9

14

20

50/0"

CUT

CUT

8

33

29

2

6

15

21

1

2

3

4

5

6

7

8

9

10

A-3

A-1-b

A-4

A-1-b




Gray very Silty SAND, trace to some gravel.(Stratum 5)


TERMINATED AT 19.5'

10

21

3.3

36







PAGE 1 OF


DE

PT

H, F

T.

BLOWS

SP

T N

-VA

LU

E

SA

MP

LE

NO

.

GR

AP

HIC

LO

G

AA

SH

TO


% W

AT

ER

CO

NT

EN

TP

ER

CE

NT

FIN

ES

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0

5

10

15

20

25

30

35

2- 50/0"-

C- U- T

14- 50/0"-

C- U- T

C- U- T

C- U- T

15- 8- 6

5- 4- 5

4- 3- 3

3- 4- 1

1- 0- 1

2- 3- 5

7- 7- 11

50/0"

CUT

50/0"

CUT

CUT

CUT

14

9

6

5

1

8

18

1

2

3

4

5

6

7

8

9

A-1-b

A-4

A-2-4

A-1-b



Light gray very Silty SAND, trace to somegravel. (Stratum 5)

Light gray Silty SAND, some gravel. (Stratum3)


TERMINATED AT 19.5'

20 42






DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: SUNNY AND HOT

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18- 6- 50/0"

C- U- T

C- U- T

C- U- T

15- 20- 15

9- 6- 4

2- 1- 1

1- 0- 1

1- 0- 2

3- 13- 36

50/0"- -

13- 10- 18

50/0"

CUT

CUT

CUT

35

10

2

1

2

49

50/0"

28

1

2

3

4

5

6

7

8

A-3

A-2-4

A-1-b




Light gray Silty SAND, some gravel. (Stratum3)


Gray Gravelly SAND to Sandy GRAVEL,trace to some silt. (Stratum 1)TERMINATED AT 19.5'

11 2.7






DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: SUNNY AND HOT

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30

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21- 50/0"-

C- U- T

2- 4- 50/0"

C- U- T

30- 50/0"-

C- U- T

2- 2- 2

2- 6- 6

7- 10- 6

5- 5- 2

1- 6- 4

3- 6- 5

7- 8- 6

50/0"

CUT

50/0"

CUT

50/0"

CUT

4

12

16

7

10

11

14

1

2

3

4

5

6

7

8

9

10

A-2-6

A-1-b

A-2-4

A-1-b






TERMINATED AT 19.5'


22

16

16

32

BORING LOCATION: SEE BORING LOCATION PLAN (FIGURE 1D) CLIENT: JACOBS






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7- 4- 4

50/0"- -

5- 3- 3

50/0"- -

C- U- T

C- U- T

50/6"- -

C- U- T

2- 2- 5

6- 11- 11

8- 7- 7

4- 5- 7

8- 10- 13

8

50/0"

6

50/0"

CUT

CUT

50/6"

CUT

7

22

14

12

23

1

2

3

4

5

6

7

8

A-3

A-2-6

A-1-b



Brown Clayey SAND, trace gravel. (Stratum4)




TERMINATED AT 19.5'

10 2.7







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2- 2- 2

2- 15- 50/0"

C- U- T

C- U- T

6- 4- 1

1- 0- 1

1- 7- 2

1- 1- 1

4- 8- 4

2- 1- 1

10- 14- 5

3- 3- 10

11- 14- 13

4

50/0"

CUT

CUT

5

1

9

2

12

2

19

13

27

1

2

3

4

5

6

7

8

9

10

11

A-3

A-2-4

A-1-b





TERMINATED AT 19.5'


19

18

10

8.8







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4- 1- 2

3- 3- 6

50/0"- -

C- U- T

C- U- T

C- U- T

3- 4- 6

5- 16- 6

3- 2- 3

2- 1- 3

2- 4- 8

9- 17- 11

6- 4- 7

3

9

50/0"

CUT

CUT

CUT

10

22

5

4

12

28

11

1

2

3

4

5

6

7

8

9

A-3

A-2-6

A-1-b




TERMINATED AT 19.5'


BORING LOCATION: SEE BORING LOCATION PLAN (FIGURE 1E) CLIENT: JACOBS






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1- 2- 2

3- 50/0"-

C- U- T

10- 8- 50

C- U- T

C- U- T

1- 1- 0

1- 0- 0

1- 2- 9

9- 10- 11

13- 12- 4

7- 8- 9

9- 6- 6

4

50/0"

CUT

58

CUT

CUT

1

0

11

21

16

17

12

1

2

3

4

5

6

7

8

9

10

A-3

A-1-b





TERMINATED AT 19.5'








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1- 2- 4

63- 5- 5

1- 10- 27

16- 23- 18

14- 15- 5

12- 6- 50/0"

C- U- T

C- U- T

C- U- T

50/2"- -

51- 33- 44

43- 29- 36

40- 52- 50

6

10

37

41

20

50/0"

CUT

CUT

CUT

50/2"

77

65

102

1

2

3

4

5

6

7

8

9

A-3 Brown to dark brown SAND. (Stratum 2)



TERMINATED AT 19.5'








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2- 2- 2

50/3"- -

16- 34- 50/5"

50/2"- -

5- 5- 35

14- 19- 45

50/1"- -

50/1"- -

50/2"- -

28- 16- 11

4

50/3"

50/5"

50/2"

40

64

50/1"

50/1"

50/2"

27

6

7

8

9

10

11

12

13

14

15

A-3

A-2-6

A-4


Brown Clayey SAND, trace gravel. (Stratum4)Gray very Silty SAND, trace to some gravel.(Stratum 5)Hard LIMESTONE. (Stratum 7)

TERMINATED AT 19.5'

Hand augered to 4.5 feet


LATITUDE: N26°14'53.74" LONGITUDE: W81°36'1.13" PROJECT: PROPOSED PONDS & CYPRESS CANAL REALIGNMENTVANDERBILT BEACH ROAD EXTENSION PROJECTDATE DRILLED: 29-JUL-19 STA: OFF:


WATER TABLE DEPTH (ft): 5.75' DATE: 29-JUL-19 DRILL CREW: D. PEACE / CENTENO LOGGED BY: E. DREW, E.I.

DRILL MAKE & MODEL: CME-45 W/AUTO BIT: 2-15/16" TRICONE ROLLER DRILLING RODS: AW


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- - 9

9- 7- 6

6- 5- 5

5- 3- 13

12- 17- 17

3- 1- 2

2- 3- 50/5"

50/3"- -

50/2"- -

50/1"- -

50/0"- -

50/1"- -

9

13

10

16

34

3

50/5"

50/3"

50/2"

50/1"

50/0"

50/1"

1

4

5

6

7

8

9

10

11

12

13

14

15

A-3

A-2-6

A-1-b


Brown Clayey SAND, trace gravel. (Stratum4)Gray Gravelly SAND to Sandy GRAVEL,trace to some silt. (Stratum 1)


TERMINATED AT 19.5'

Hand augered to 2.5 feet

Loss of drilling fluid circulationat 9.5'


LATITUDE: N26°14'53.93" LONGITUDE: W81°35'47.24" PROJECT: PROPOSED PONDS & CYPRESS CANAL REALIGNMENTVANDERBILT BEACH ROAD EXTENSION PROJECTDATE DRILLED: 29-JUL-19 STA: OFF:


WATER TABLE DEPTH (ft): 3.5' DATE: 29-JUL-19 DRILL CREW: D. PEACE / CENTENO LOGGED BY: E. DREW, E.I.

DRILL MAKE & MODEL: CME-45 W/AUTO BIT: 2-15/16" TRICONE ROLLER DRILLING RODS: AW


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5

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15

20

25

30

35

6- 10- 6

7- 4- 3

3- 3- 3

50/0"- -

C- U- T

C- U- T

50/0"- -

C- U- T

C- U- T

6- 8- 11

6- 7- 9

7- 6- 5

4- 5- 6

16

7

6

50/0"

CUT

CUT

50/0"

CUT

CUT

19

16

11

11

1

2

3

4

5

6

7

A-2-4

A-1-b

A-2-4

Dark brown Silty SAND, some gravel.(Stratum 3)




TERMINATED AT 19.5'

15 30 3.4

BORING LOCATION: SEE BORING LOCATION PLAN (FIGURE 1F) CLIENT: JACOBS

LATITUDE: N26°15'7.31" LONGITUDE: W81°34'55.64" PROJECT: PROPOSED PONDS & CYPRESS CANAL REALIGNMENTVANDERBILT BEACH ROAD EXTENSION PROJECTDATE DRILLED: 14-AUG-19 STA: OFF:


WATER TABLE DEPTH (ft): 3.5' DATE: 14-AUG-19 DRILL CREW: LOCKLEY / CENTENO LOGGED BY: E. DREW, E.I.

DRILL MAKE & MODEL: MOBILE B-57 W/AUTO BIT: 3-7/8" TRICONE ROLLER DRILLING RODS: NW


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5

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15

20

25

30

35

7- 6- 2

2- 2- 3

2- 1- 2

1- 1- 4

4- 9- 6

7- 11- 25

36- 13- 25

19- 14- 50

C- U- T

C- U- T

8- 10- 10

16- 15- 4

10- 14- 16

8

5

3

5

15

36

38

64

CUT

CUT

20

19

30

1

2

3

4

5

6

7

8

9

10

11

A-2-4

A-2-4

A-2-4

A-1-b

A-1-b


Dark brown Silty Clayey SAND, trace gravel.(Stratum 3)





TERMINATED AT 19.5'

23

24

13

20

18

3.5

23 6

BORING LOCATION: SEE BORING LOCATION PLAN (FIGURE 1F) CLIENT: JACOBS

LATITUDE: N26°14'54.65" LONGITUDE: W81°34'48.39" PROJECT: PROPOSED PONDS & CYPRESS CANAL REALIGNMENTVANDERBILT BEACH ROAD EXTENSION PROJECTDATE DRILLED: 14-AUG-19 STA: OFF:


WATER TABLE DEPTH (ft): 3.0' DATE: 14-AUG-19 DRILL CREW: LOCKLEY / CENTENO LOGGED BY: E. DREW, E.I.

DRILL MAKE & MODEL: MOBILE B-57 W/AUTO BIT: 3-7/8" TRICONE ROLLER DRILLING RODS: NW


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1

APPENDIX

• SOIL BORING, SAMPLING AND TESTING METHODS

PROJECT SOIL DESCRIPTION PROCEDURE – AASHTO

SOIL BORING, SAMPLING AND TESTING METHODS

STANDARD PENETRATION TEST

The Standard Penetration Test (SPT) is a widely accepted method of in-situ testing of foundation

soils (ASTM D-1586). A 2-foot (0.6 m) long, 2-inch (50 mm) O.D. split-barrel sampler attached to

the end of a string of drilling rods is driven 18 inches (0.45 m) into the ground by successive blows

of a 140-pound (63.5 Kg) hammer freely dropping 30 inches (0.76 m). The number of blows needed

for each 6 inches (0.15 m) of penetration is recorded. The sum of the blows required for penetration

of the second and third 6-inch (0.15 m) increments penetration constitutes the test result or N-

value. After the test, the sampler is extracted from the ground and opened to allow visual description

of the retained soil sample. The N-value has been empirically correlated with various soil properties

allowing a conservative estimate of the behavior of soils under load. The following tables relate N-

values to a qualitative description of soil density and, for cohesive soils, an approximate unconfined

compressive strength (Qu):

Cohesionless Soils: N-Value N-ValueSafety Hammer Auto Hammer Description Relative Density_______

< 4 < 3 Very loose 0 - 15%

4 - 10 3 - 8 Loose 15 - 35%

10 - 30 8 - 24 Medium dense 35 - 65%

30 - 50 24 - 40 Dense 65 - 85%

> 50 > 40 Very dense 85 - 100%

Cohesive Soils: N-Value N-Value Unconfined CompressiveSafety Hammer Auto Hammer Description Strength, Qu ______

< 2 < 1 Very soft < 0.25 tsf (25 kPa)

2 - 4 1 - 3 Soft 0.25 - 0.50 tsf (25 - 50 kPa)

4 - 8 3 - 6 Firm 0.50 - 1.0 tsf (50 - 100 kPa)

8 - 15 6 - 12 Stiff 1.0 - 2.0 tsf (100 - 200 kPa)

15 - 30 12 - 24 Very stiff 2.0 - 4.0 tsf (200 - 400 kPa)

> 30 > 24 Hard > 4.0 tsf (400 kPa)

The tests are usually performed at 5-foot (1.5 m) intervals. However, more frequent or continuous

testing is done by our firm through depths where a more accurate definition of the soils is required.

The test holes are advanced to the test elevations by rotary drilling with a cutting bit, using

circulating fluid to remove the cuttings and hold the fine grains in suspension. The circulating fluid,

which is bentonitic drilling mud, is also used to keep the hole open below the water table by

maintaining an excess hydrostatic pressure inside the hole. In some soil deposits, particularly highly

pervious ones, flush-coupled casing must be driven to just above the testing depth to keep the hole

open and/or prevent the loss of circulating fluid. After completion of a test boring, the hole is kept

open until a steady state groundwater level is recorded. The hole is then sealed by backfilling with

neat cement.

Representative split-spoon samples from each sampling interval and from different strata are

brought to our laboratory in air-tight jars for classification and testing, if necessary. Afterwards,

the samples are discarded unless prior arrangements have been made.

POWER AUGER BORINGS

Auger borings are used when a relatively large, continuous sampling of soil strata close to the

ground surface is desired. A 4-inch (100 mm) diameter, continuous flight, helical auger with a

cutting head at its end is screwed into the ground in 5-foot (1.5 m) sections. It is powered by the

rotary drill rig. The sample is recovered by withdrawing the auger out of the ground withoutrotating it. The soil sample so obtained, is described and representative samples put in bags orjars and returned to the laboratory for classification and testing, if necessary.

HAND AUGER BORINGS

Hand auger borings are used, if soil conditions are favorable, when the soil strata are to bedetermined within a shallow (approximately 5-foot [1.5 m]) depth or when access is not availableto power drilling equipment. A 3-inch (75 mm) diameter hand bucket auger with a cutting headis simultaneously turned and pressed into the ground. The bucket auger is retrieved atapproximately 6-inch (0.15 m) intervals and its contents emptied for inspection. Sometimes post-hole diggers are used, especially in the upper 3 feet (1 m) or so. The soil sample obtained isdescribed and representative samples put in bags or jars and transported to the laboratory forclassification and testing, if necessary.

UNDISTURBED SAMPLING

Undisturbed sampling implies the recovery of soil samples in a state as close to their naturalcondition as possible. Complete preservation of in-situ conditions cannot be realized; however,with careful handling and proper sampling techniques, disturbance during sampling can beminimized for most geotechnical engineering purposes. Testing of undisturbed samples gives amore accurate estimate of in-situ behavior than is possible with disturbed samples.

Normally, we obtain undisturbed samples by pushing a 2.875-inch (73 mm) I.D., thin wall seamlesssteel tube 24 inches (0.6 m) into the soil with a single stroke of a hydraulic ram. The sampler, whichis a Shelby tube, is 30 (0.8 m) inches long. After the sampler is retrieved, the ends are sealed in thefield and it is transported to our laboratory for visual description and testing, as needed. Undisturbedsampling is noted on the boring logs as thus "U-".

LABORATORY TEST METHODS

Soil samples returned to our laboratory are looked at again by a geotechnical engineer orgeotechnician to obtain more accurate descriptions of the soil strata. Laboratory testing isperformed on selected samples as deemed necessary to aid in soil classification and to help defineengineering properties of the soils. The test results are presented on the soil boring logs at thedepths at which the respective sample was recovered, except that grain-size distributions orselected other test results may be presented on separate tables, figures or plates as discussed inthis report, the results of which will be located in an Appendix. The soil descriptions shown on thelogs are based upon visual-manual procedures in accordance with local practice. Soil classificationis in general accordance with AASHTO M-145 or ASTM D-3282: The Classification of Soils andSoil Aggregate Mixtures for Highway Construction Purposes and is also based on visual-manualprocedures. Following is a list of abbreviations that may appear in the Remarks column on theboring logs indicating additional laboratory testing was performed, the results of which will usuallybe located in an Appendix.

DD: Unit Weight/Classification of Undisturbed "Shelby Tube" samples

PP: Pocket Penetrometer reading on cohesive samples in tons per sq. ft. (tsf)

k: Hydraulic Conductivity

Qu: Unconfined Compression Strength; ASTM D-2166

UU: Unconsolidated-Undrained Triaxial Test; ASTM D 2850

Consol: One-Dimensional Consolidation test performed on subsample from undisturbedsample; ASTM D-2435

THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHWEST FLORIDA (1)For use with the AASHTO M-145 or ASTM D 3282 soil classification system onlyCLASSIFICATION OF SOILS AND SOIL-AGGREGATE MIXTURES FOR HIGHWAY

CONSTRUCTION PURPOSES

BROKEN ROCK/COBBLES/BOULDERS: >3" (75 mm)

GRAVEL/STONE: 3" (75 mm) to #10 (2 mm) sieve

Descriptive adjectives:

0 - 5% -- no mention of gravel or stone in description

5 - 15% -- trace

15 - 29% -- some

30 - 49% -- gravelly (shell, limerock, cemented sands)

SANDS

COARSE SAND: #10 (2 mm) to #40 (425 µm)

FINE SAND: #40 (425 µm) TO #200 (75 µm)


0 - 5% -- no mention of sand in description

5 - 15% -- trace

15 - 29% -- some

30 - 49% -- sandy

SILT/CLAY: < #200 (75 µm) sieve

SILTY OR SILT: PI < 4

SILTY CLAYEY OR SILTY CLAY: 4 ≤ PI ≤ 10

CLAYEY OR CLAY: PI > 10


< 5% -- clean (no mention of silt or clay in description)

5 - 15% -- slightly

16 - 35% -- clayey, silty, or silty clayey

36 - 49% -- very

ORGANIC SOILS/HIGHLY ORGANIC MATTEROrganic Content Descriptive adjectives Classification0 – 2.5% no mention of organics See above

in description

2.6 – 5% slightly organic See above

5 – 20% organic A-8

20 – 75% highly organic or "Muck" A-8≥ 75% "Peat" A-8

ROCK CLASSIFICATIONHard Limestone or Caprock – N-values >50 bpf

Soft Weathered Limestone – N values <50 bpf

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(1) This soil description procedure was developed specifically for projects in southwest Florida where the AASHTOsoil classification is used because it is believed that the terminology will be better understood as a result of localpractice. It is not intended to supplant other visual-manual classification procedures for description andidentification of soils such as ASTM D2488. By Gary A. Drew, P.E. (Revised 2016)

CLASSIFICATION OF SOILS AND SOIL-AGGREGATE MIXTURES FOR HIGHWAYCONSTRUCTION PURPOSES (AASHTO M145/ASTM D3282)

geotechnical report of ponds and cypress canal …

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