PRELIMINARY GEOTECHNICAL EXPLORATION SERVICES REPORT

CONDUCTED FOR:

Wild Blue Due Diligence Off Corkscrew Road Estero, Lee County, Florida

PREPARED FOR:

Mr. Patrick Gonzalez, P.E. Vice President of Land Development
CalAtlantic Group Inc. 825 Coral Ridge Drive
Coral Springs, Florida 33071

16 February 2017 YPC Project No. 17GY102

YPC Consulting Group, PL 5931 Country Lakes Drive Fort Myers, Florida 33905 Phone (239) 693-7700
Fax (239) 690-0271

YPC Consulting Group, P.L. 5931 Country Lakes Drive Fort Myers, Florida 33905 Phone (239) 693-7700
Fax (239) 690-0271
Florida Certificate of Authorization No. 28233

Mr. Patrick Gonzalez, P.E.
Vice President of Land Development CalAtlantic Group Inc.
825 Coral Ridge Drive
Coral Springs, Florida 33071

16 February 2017

Subject:	Preliminary Geotechnical Exploration Services Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

YPC Project No. 17GY102

Dear Mr. Gonzalez:

YPC Consulting Group, P.L. (YPC) is pleased to submit the Preliminary Geotechnical Exploration Services Report for the project referenced above.

It has been a pleasure to work for you on this project. Please contact us should any questions or if you require additional information.

you have

Sincerely,

YPC Consulting Group, P.L.

N.-chofo,._s. ,Art:HG\. /'<PC
Nicholas Araica, E.I. Project Engineer

Yen-Po Chiu,

copies to:

2,	addressee
1,	email only:
Mr. John Dina: john.dina@michellstark.com Mr. Brian Penner: Bpenner@mitchellstark.com Mr. Chris Van Buskirk: ChrisV@barraco.net Mr. Carl A. Barraco: carlb@barraco.net
Mr. Ralph Denuzzio: ralph@moretimetobid.com
Mr. Gregg Singleton: gregg@singletonengineering.com

•
•
•

Geotechnical Engineering Construction Materials Testing Pile Monitoring Services

•
•
•

Pre-Condition Surveys Threshold Inspection Services Vibration Monitoring Services

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

TABLE OF CONTENTS

1.0

INTRODUCTION
Terms of Reference
Project Description
Purpose and Scope of Work

2.0

FIELD EXPLORATION AND LABORATORY INSPECTION PROGRAMS
Field Exploration Program
Laboratory Inspection Program

3.0

SITE FEATURES, GROUNDWATER, AND SOIL CONDITIONS
Site Features
Groundwater Conditions
Subsurface Soil Conditions

4.0

OBSERVATIONS AND COMMENTS

5.0

LIMITATIONS

6.0

ACKNOWLEDGMENT

Figure 1 Figure 2A Figure 2B Figure 2C Figure 3

Project Site Location and Vicinity Map Project Layout and Test Location Plan Stockpile Laboratory Testing Location Plan
Wetland Organic Depth Verification Location Plan Boring Log Profiles (Figures 3A through 3M)

APPENDIX A APPENDIX B

STOCKPILE LAB RESULTS
LIMEROCK BEARING RATIO TEST RESULTS

i

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

1.0

INTRODUCTION

1.1

Terms of Reference

YPC

Consulting Group, P.L. (YPC) was retained by the Client to provide preliminary

geotechnical exploration services for the Wild Blue Due Diligence Project located off Corkscrew Road in Estero, Collier County, Florida (hereafter referred to as the "project

site").

Please refer to Figure 1 for a Project Site Location and Vicinity Map.	These

services were performed in general accordance with the revised YPC Proposal No. 16650YFM dated 9 January 2017, and subsequent written authorization by the Client.

1.2

Project Description

The geotechnical scope of services for the proposed project at this time included drilling test borings and collecting Limerock Bearing Ratio (LBR) samples at selected locations throughout the site to determine the depths to the rock strata and the general subsurface soil conditions, LBR values, and approximate depths of organic/muck in the wetland areas. The number, depths, and approximate locations of the test borings were selected in

coordination with the Client.

A total of eighty (80), 10-ft to 30-ft deep Standard

Penetration Test (SPT) borings were original planned. Due to accessibility issues, however,

seventy (70) SPT borings were able to be accessed and advanced at the project site. It is understood that the information compiled from the field exploration program by YPC will be utilized by the Client for general planning purposes for the possible residential development at the project site.

1.3

Purpose and Scope of Work

The purpose of the preliminary geotechnical exploration services completed by YPC for the project was to describe, in general terms, soil and ground-water conditions encountered at the project site. To achieve this purpose, the scope of services has included the elements listed below.

 exploring subsurface soil and groundwater conditions by advancing forty-two
(42) SPT borings to depths of approximately 10-ft below the existing ground surface (egs) at the selected locations thought the project site;

 exploring subsurface soil and groundwater conditions by advancing twenty-eight (28) SPT borings to depths of approximately 30-ft below the egs at the selected locations thought the project site;

 recording groundwater levels in the test borings;

1

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

grouting the borings in general accordance with regulatory requirements;





evaluating generalized boring data as well as groundwater conditions;

performing visual inspection of all soil samples and laboratory tests on selected samples for soil classification purposes;





partially evaluating soils in five (5) existing stockpiles at the adjacent parcel by obtaining and testing samples from fourteen (14) locations;



obtaining four (4) samples at selected locations near proposed roadways throughout the project to evaluate Limerock Bearing Ratio (LBR) values of the existing soils;

estimating subsurface organic/muck depths in wetland areas;





providing observations and comments for use by the Client in planning for the project; and,

compiling the field exploration data, laboratory test data, and observations and comments in this report of findings.



2.0

FIELD EXPLORATION AND LABORATORY INSPECTION PROGRAMS

2.1

Field Exploration Program

The field exploration program, consisting of the elements described in Section 1.3 above, was performed in general accordance with relevant portions of applicable testing procedures during the period from 13 January to 9 February 2017.

The test borings were advanced by two drilling subcontractors, under the supervision of an YPC engineer, using a wet-rotary procedure. Representative soil samples were obtained using split-barrel sampling procedures. In this procedure, a 2-in. outer-diameter, split-barrel sampler is driven into the soil by a 140-lb hammer with a free-fall of 30-in. The number of blows required to drive the sampler through a 12-in. interval is termed the Standard Penetration Resistance, or "N", value, and is indicated for each sample on the boring logs. The "N" value is an indication of the relative density of granular soils in-situ.

Soil samples obtained during the field exploration program were sealed immediately in the field and brought to YPC’s laboratory for further examination and testing. The test boring locations were selected in coordination with the Client and staked in the field by the 2

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

project surveyor, More Time To Bid, LLC.

SPT Boring Log Profiles are included in Figures

3A through 3M. The test borings were advanced at the approximate locations illustrated in the Project Layout and Test Location Plan presented in Figure 2A.

A total of fourteen (14) soil samples from five (5) stockpiles in the northeast portion of the

adjacent parcel were obtained by YPC representatives.

The purpose of the stockpile

sampling program was to determine the soil classifications in the existing soils in the stockpiles. The Stockpile Laboratory Testing Location Plan and Stockpile Lab Results are included in Figure 2B and Appendix A, respectively.

A total of four (4) LBR sampling locations throughout the project site were selected by a YPC representative near the proposed roadways to determine the LBR values of existing soils. The LBR samples were retrieved at the approximate locations illustrated in the Project Layout and Test Location Plan presented in Figure 2A and Limerock Bearing Ratio Test Results are presented in APPENDIX B.

A total of six (6) locations were evaluated to estimate approximate organic/muck depth in the impacted wetland areas near the peninsula and the proposed amenity center. The locations were selected by a YPC representative, to determine depth of surficial organic material. The Wetland Organic Depth Verification Location Plan is presented in Figure 2C. it is noted that muck depth evaluation efforts in the wetland areas were limited by the presence of standing water or high groundwater levels in places.

2.2

Laboratory Inspection Program

Laboratory inspection of soil samples is generally performed to assist in the classification of soils based on their mechanical and physical behavior. It is noted that the indicated boundaries between soil types are approximate, and that actual transition between soil types may be gradual. Tests were performed on selected samples retrieved for this project to determine moisture contents and percent passing a #200 U. S. standard sieve (i.e., percent silt and/or clay particles). All soil samples were visually inspected by a geotechnical engineer and classified in general accordance with the Unified Soil Classification System (USCS), modified as necessary to describe typical southwest Florida conditions. Laboratory test results are indicated on the individual SPT Boring Log Profiles presented in Figure 3A through 3M.

3.0

SITE FEATURES, GROUNDWATER, AND SOIL CONDITIONS

3.1

Site Features

The

project site is located off of Corkscrew Road in Estero, Lee County, Florida.	The

project site is heavily wooded with trees and other vegetation and includes wetlands and 3

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

several large lakes. In the past, the project site was utilized as a rock quarry. Several large stockpiles of soils are scattered throughout the project site. Some parts of the project site have been or are currently utilized for agriculture. Existing haul roads and trails provided paths to access the boring locations. The existing ground surface elevations at the test boring locations at the time of soil exploration ranged from +16.9-ft to +23.8-ft NAVD 88 vertical datum.

3.2

Groundwater Conditions

At the time of the field exploration program, the groundwater levels were recorded at elevations ranging from approximately +12.5-ft to +19.5-ft NAVD 88 vertical datum in the test borings. Groundwater was not encountered in test borings SB-45, SB-70, SB-73, SB-76, and SB-77. It is noted that any groundwater table will be subject to fluctuation due to seasonal climatic changes, tidal influences, construction and development activities, rainfall variations, surface-water runoff, extent of artificial drainage, tidal fluctuations, and

other site-specific factors.

Since ground-water level variations are anticipated, design

drawings	and	specification	should	incorporate	such	possibilities	and	provide	for dewatering, as required, during construction.

3.3

Subsurface Soil Conditions

General subsurface soil conditions at the boring locations are described below, from the egs to the termination depths of the borings (refer to Figure 2A for the Test Location Plan).

10-ft Deep SPT Borings:



Subsurface soils encountered in test borings SB-36, SB-38, SB-42 through SB-46, SB-50 through SB-52, SB-54 through SB-56, SB-59 through SB-61, SB-64, SB-66, SB-67, and SB-70 through SB-77 advanced at the project site generally consist of poorly-graded sand (SP) and/or poorly-graded sand with silt (SP-SM) from the egs to the boring termination depths 10-ft below the egs.



Subsurface soils encountered in test borings SB-37, SB-39, SB-40, and SB-63 advanced at the project site generally consist of poorly-graded sand (SP) and/or poorly-graded sand with silt (SP-SM) and clayey sand (SC) from the egs to the boring termination depths 10-ft below the egs.

Subsurface soils encountered in test borings SB-47, SB-48, SB-49, SB-53, and SB-58 advanced at the project site generally consist of poorly-graded sand (SP) and/or poorly-graded sand with silt (SP-SM) and weathered/fractured



4

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

limestone (WLS) from the egs to the boring termination depths 10-ft below the egs.



Subsurface soils encountered in test borings SB-62, SB-69, and SB-78 advanced at the project site generally consist of poorly-graded sand (SP) and/or poorly-graded sand with silt (SP-SM) and limestone (LS) from the egs to the boring termination depths 10-ft below the egs.



Subsurface soils encountered in test boring SB-65 advanced at the project site generally consist of poorly-graded sand (SP), limestone (LS), and silty sand (SM) from the egs to the boring termination depth 10-ft below the egs.



Subsurface soils encountered in test boring SB-68 advanced at the project site generally consist of poorly-graded sand (SP) and/or poorly-graded sand with silt (SP-SM), clayey sand (SC), and weathered/fractured limestone (WLS) from the egs to the boring termination depth 10-ft below the egs

30-ft Deep Test Borings:



Subsurface soils encountered in test borings SB-1, SB-2, SB-4 through SB-8, SB-19, B-22, SB-27, SB-28, SB-29, SB-33, and SB-35advanced at the project site generally consist of poorly-graded sand (SP) and/or poorly-graded sand with silt (SP-SM), weathered/fractured limestone (WLS), and limestone (LS) from the egs to the boring termination depths 30-ft below the egs.



Subsurface soils encountered in test borings SB-3 and SB-34 advanced at the project site generally consist of poorly-graded sand (SP) and/or poorly-graded sand with silt (SP-SM), silty sand (SM), weathered/fractured limestone (WLS), and limestone (LS) from the egs to the boring termination depths 30-ft below the egs.



Subsurface soils encountered in test borings SB-11, SB-14, SB-20, SB-24, SB-25, SB-31, SB-32, and SB-S1 advanced at the project site generally consist of poorly-graded sand (SP) and limestone (LS) from the egs to the boring termination depths 30-ft below the egs.



Subsurface soils encountered in test borings SB-12, SB-21, SB-26, and SB-30 advanced at the project site generally consist of poorly-graded sand (SP), silty sand (SM), and limestone (LS) from the egs to the boring termination depths 30-ft below the egs.

5

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

Approximate Wetland Organic/Muck Depth:

 The depth of surficial organic/muck material was determined to be 3-in to 6-in below the egs at the indicated locations.

4.0	OBSERVATIONS AND COMMENTS

Based on current conditions and data obtained during the field exploration and visual

inspection below:

of soil samples for this project, observations and comments are presented



Subsurface soils generally consist of poorly-graded sand (SP), poorly-graded

sand

with

silt

(SP-SM),	silty

sand

(SM),

clayey

sand	(SC),

weathered/fractured limestone (WLS), and limestone (LS) from the egs to the boring termination depths 10-ft to 30-ft below the egs.

Poorly-graded sand (SP) and poorly-graded sand with silt (SP-SM) can generally be used as embankment fill or fill beneath structures. Silty sand (SM) and clayey sand (SC) should be mixed with clean sands to reduce the overall fines contents to less than 12% for use as structural fill in building or roadway areas, or their use should be restricted to landscape areas and maintenance berms.



Excavation of sandy soils and weathered limestone can generally be achieved with normal, heavy duty earthwork equipment. Excavation and removal of the very hard limestone (LS) encountered in the test borings will require the use of specialized rock excavation equipment or blasting. The presence of hard limestone at other locations not shown in the test borings cannot be ruled out.





Based on the subsurface soils information obtained from the test borings advanced by YPC at the site, it is YPC’s preliminary opinion that the site can be rendered satisfactory for support of lightly-loaded residential structures. However, this report is preliminary in nature and therefore should be used for general planning purposes only. Specific foundation evaluations and recommendations can only be provided in the future after a more detailed and specific subsurface geotechnical exploration program is completed. This report should not be interpreted to recommend shallow foundation systems for the development. Rather, it should be interpreted only to mean that use of shallow foundation systems is likely, and/or that the near surface soils can likely be rendered satisfactory for support of residential structures using standard earthwork equipment.
6

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

5.0

LIMITATIONS

This preliminary geotechnical services report has been prepared for the exclusive use of the

Client.

No other warranty is expressed nor implied.	It is noted that the information

presented in this report address only soils and deposits that would normally be influenced

by the proposed construction. The scope of services does not include an evaluation of deep soil or rock conditions where limestone cavities may exist due to sinkhole activity. Deep borings/ soundings, geophysical exploration, and/or resistivity surveys would be required in order to evaluate the structural condition and stability of deep soil and rock formations, and is beyond the scope of services for this project.

This report has been prepared to aid in the evaluation of the property and to assist the owner and/or engineer in planning and design of this project. The scope of services is limited to the specific project and locations described herein, and the description of the project as described herein represents YPC's understanding of significant project aspects related to soil characteristics. In the event that any changes in the design or location of the structures as outlined in the report are planned, YPC must be informed so that the changes can be reviewed and the conclusions of this report modified or approved in writing. Any conclusions or recommendations made by others based on the data contained herein are not the responsibility of YPC, unless we are advised of the same in writing and given the opportunity to review those conclusions and recommendations.

The analyses and recommendations submitted in this report are based upon the data obtained from field exploration program at locations indicated in the Test Location Plan presented in Figure 2A, as well as any other information discussed in this report. In the performance of a subsurface exploration, specific information is obtained at specific locations at specific times. However, it is known that site and subsurface conditions can change over time. Additionally, variations in soil and rock exist on most sites between test locations. The nature and extent of such variations may not become evident until after the

start of construction.

If variations appear, it will be necessary to re-evaluate

the the

recommendations	of	this	report	after	performing	on-site	observations	during

construction period and/or performing supplemental tests.

It is the responsibility of the Client to see that the recommendations in this report brought to the attention of all concerned parties.	Because of the possibility

are of

unanticipated subsurface conditions occurring, it is recommended that a "changed

condition" clause be provided in contracts with the general contractor and with

subcontractors involved in foundations or earthwork construction.

Furthermore, it is

necessary that YPC be retained to review the site preparations and foundation phases of construction. Otherwise, no responsibility for construction compliance with the design concepts, plans, specifications, and recommendations presented herein can be assumed.
7

YPC Consulting Group, P.L.
16 February 2017

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

The reproduction of any portion of this report in plans or other engineering documents supplied to parties other than the Client or assigned parties must bear the language indicating that the information contained in the report is for general information only, and that neither the Client nor YPC are liable to such parties.

6.0

ACKNOWLEDGMENT

YPC appreciates the opportunity to work with you on this project.

Please contact us

should you have any questions information.

concerning

this

report

or

if

you

require

additional

Sincerely,

YPC Consulting Group, P.L.

Nicholas Araica, E.I. Project Engineer

8

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© Harris Corp, Earthstar Geographics LLC Earthstar Geogr

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187+00 188+00
186+00
184+00 185+00

175+00

22

22.21

boring 22_stk

72
22.64

boring 72_stk

95 95 95 95

95 95 95 95
95	95

95

95

95

95 95 95 95

95

95

95

95 95 95

95

95

73

23.37

boring 73_stk

95

95

95

24

21.90

95

boring 24_stk

95  95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

21

22.60

boring 21_stk	95

95

95

95

95

95 95

95

95

95 95 95 95

95

95

95

95
74
21.75

95

95
95 95 95

boring 74_stk

95

95

95
95

95 95 95

70
23.46

95

95

95 95 9571

22.50

boring 71_stk

95

95

95

boring 70_stk

95

95

95

95

95

95

95

95

95

95

25

21.40

boring 25_stk

95

95

95

95

95

95

95 95

95

95 95

95	95

3

20.86 95

boring 3_stk

95

95

95

75

21.53

boring 75_stk

95

95

95

95

95

95

95

95

95

95

95

95

4

22.35

boring 4_stk

95

95

95

95

80	95
95
95

B-76

80

80

76

21.97

boring 76_stk

69

20.52

boring 69_stk

80

19 80

80

22.06

boring 19_stk

80

80

B-77

80

68

22.63

boring 68_stk

80

80

77

23.75

boring 77_stk

80

80

80

80

80

80

80

80

66

19.66

boring 66_stk

60

19.77

boring 60_stk

80

80

80

80

67

22.17

boring 67_stk

80

80

59

21.67

boring 59_stk

65

21.05

boring 65_stk

44

80

80

80

20
21.39

boring 20_stk

44

19.86

boring 44_stk

I

80

SB-43

80              2

19.12

boring 2_stk

80

43

20.53

61
19.86

boring 43_stk

boring 61_stk

80

80

58

19.69

45

20.14

boring 45_stk

boring 58_stk

80

80

8064

18.57

boring 64_stk

80

80  80 80

80

80

80 80 80
18.62

SB-

80

80

80

63

boring 63_stk

80

80

95
95

80

80

80

95 95 62 95 95 95 95

20.19

boring 62_stk

95 95

80 80 80

95

7

21.28

boring 7_stk

80

B-46

B-42

17
19.46

boring 17_stk

95

95 95 95 95 95 95

95 95 95 95

42

20.02

boring 42_stk

46
20.52

boring 46_stk

SB-5

B-47

5
19.77

boring 5_stk

47

19.32

boring 47_stk

SB-41

08-48

48

20.07

boring 48_stk

41

19.99

boring 41_stk

49
18.38

boring 49_stk

SB-

SB-

40

19.27

boring 40_stk

50

18.76

s

SB-1

SB-55

boring 50_stk

14

18.89

boring 14_stk

1

17.87

boring 1_stk

Si

B-52

�
SB-7

SB-29
17.51
boring 29_stk

SB-28
28
17.19

51
19.45

boring 51_stk

52
17.57

0

2,000'

4,000'

boring 52_stk

SB-3.

B-54

SB-

29

SB-11

17.51

38

boring 38_stk

SB-2("

78
18.47

boring 78_stk

boring 28_stk

SB-6

17.13

27

boring 27_stk

6
18.68

boring 6_stk

s

11

17.45

5319.76

boring 53_stk

boring 11_stk

S

31

-B3 2
B-35

SB-3

3617.86
boring 36_stk

16.87

32

boring 32_stk

37

30
17.21

boring 30_stk

36

33
17.25

35
16.99

boring 33_stk

boring 35_stk

SB-3v

Si 0

17.08

8

boring 8_stk

SB-8

17GY102.dwg (01-25-2017)

NAME

DATE

SfAI.

NO.

REVISIONS

DATE

BY

PROJECT NAME
Preliminary Geotechnicol

CLIENT

SHEET T1Tl£

Figure No.
2A

Exploration Services

Report

Mr. Patrick Gonzolez, P.E. ColAtlontic Group Inc. Coral Springs, Florido

Project Layout and

Test

Location

Pion

DESIGNED

Wild Blue Due Diligence
Off  Corkscrew Road

DRAWN

JIDS

01/17

PROJECT NO.
17GY102

SOURCE

Bose Pion Acquired from: More Time to Bid, LLC

CHECKED

YPC

01/17

Estero, Lee County, Florido

APPROVED

YPC

01/17

3+00	9+00
1+00

12+00                       13+00
10+00                       11+00

-0+50            0+00

8+00

5+00
6+00

31+00

32+00                       33+00

40+00 41+00 42+00 42+50.26
37+00                       38+00                       39+00
35+00
30+00	34+00

28+00

24+00                                                 26+00

27+00

25.1825.10

25.25

25.87

25.86

34
16.90
boring 34_stk

31
17.48
boring 31_stk

37
18.46
boring 37_stk

LEGEND

SB-1
SPT Test Boring(s)
Location and Identification.

1-L	LBR Test
�	Location(s) and Identification.

12
18.34
boring 12_stk

26
17.07
boring 26_stk

54
18.48
boring 54_stk

39
18.93
boring 39_stk

55
18.19
boring 55_stk

56
18.62
boring 56_stk

PROPERTY LINE	•

EX. ELEV. VARIES 20.0' - 25.0'
1	-0
STUDENT HOUSING/R&D
PROPOSED ROAD MIN. ELEV.= 22.0'	E--Xc-El£V:--VARl!e-S�.
>--��1-s,0'---21F''

EX. ELEV. VARIES 20.0' - 25.0'

PROPERTY LINE
STOCKPILE 3

STOCKPILE 28

PROPERTY LINE
CENTRAL	STOCKPILE 2A
PARK AREA

EX. ELEV. VARIES 20.0' - 25.0'
�f-�1��-1!1	INACCESSIBLE
12-�=--��		11 1r1rl111Jn
17GY102.dwg (01-25-2017)

NO.

REVISIONS

DATE

BY

NAME

DA1E

S£AI.	PROJECT NAME	CLIENT
Preliminary Geotechnical Exploration Services Report	Mr. Patrick Gonzalez, P.E.
Wild Blue Due Diligence	CalAtlantic  Group  Inc.
Off Corkscrew Road	Coral Springs, Florida Estero, Lee County, Florida

5"E£rTITl£	figure No.
Stockpile  Laboratory  Testing  Location  Plan	2B

DESIGNED

DRAYIN

JIOS

01/17

PROJECT NO.
souRC, Base Pion Acquired from:
More Time  to  Bid, LLC	17GY102

CHECKED

YPC

01/17

APPROVED

YPC

01/17

LEGEND

8-1
Stockpile Test(s)
X	Location and Identification.

22
22.21
boring 22_stk

72
22.64
boring 72_stk

73
23.37
boring 73_stk
24
21.90
boring 24_stk

21
22.60
boring 21_stk

74
21.75
boring 74_stk
71
22.50
boring 71_stk
70
23.46
boring 70_stk

25
21.40
boring 25_stk

3
20.86
boring 3_stk
75
21.53
boring 75_stk

4
22.35
boring 4_stk

76
21.97
boring 76_stk
69
20.52
boring 69_stk
19
22.06
boring 19_stk

68
22.63
boring 68_stk
77
23.75
boring 77_stk

66
19.66
boring 66_stk
60
19.77
boring 60_stk

67
22.17
boring 67_stk
21.67
boring 59_stk
65
21.05
boring 65_stk

20
21.39	44
boring 20_stk	19.86
boring 44_stk

2
19.12
boring 2_stk
43
20.53
boring 43_stk
61
19.86
boring 61_stk

45
20.14
58	boring 45_stk
19.69
boring 58_stk
64
18.57
boring 64_stk
63
18.62
boring 63_stk
62
20.19
boring 62_stk
7
21.28
boring 7_stk
17
19.46
boring 17_stk
42
20.02
boring 42_stk
46
20.52
boring 46_stk

5
19.77
boring 5_stk

47
19.32
boring 47_stk

48
20.07
boring 48_stk
41
19.99
boring 41_stk

49
18.38
boring 49_stk

56
18.62
boring 56_stk
40
19.27
boring 40_stk

55	50
18.19	18.76
boring 55_stk	boring 50_stk
14
18.89
boring 14_stk
1
17.87
boring 1_stk
39
18.93
boring 39_stk

51
19.45
boring 51_stk
52
17.57
boring 52_stk

29
17.51
boring 29_stk	38
17.51
boring 38_stk
54
18.48
boring 54_stk
78
18.47
boring 78_stk
28
17.19
boring 28_stk
27
17.13
boring 27_stk
6
18.68
boring 6_stk
12
26	18.34
17.07	boring 12_stk
boring 26_stk	53
11	19.76
17.45	boring 53_stk
boring 11_stk

37
18.46
boring 37_stk
36
17.86
boring 36_stk
32
16.87
boring 32_stk
31
30	17.48
17.21	boring 31_stk
boring 30_stk

34
16.90
boring 34_stk
33	35
17.25	16.99
boring 33_stk	boring 35_stk
8
17.08
boring 8_stk

221+00
219+00  220+00

225+00
222+00  223+00  224+00

226+00

211+00  212+00

215+00  216+00
213+00  214+00

203+00
201+00

206+00  207+00
204+00  205+00

208+00

209+00

210+00

193+00  194+00

195+00

198+00
196+00  197+00

199+00

200+00

184+00  185+00

188+00

189+00

190+00

191+00

192+00

175+00

176+00

177+00

180+00  181+00
178+00  179+00

182+00

183+00

95	95 95

95

95 95 95

95

95

95

95

95

95

95

95

95 95

95

95

95 95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95 95 95 95

95

95

95

95

95

95

95

95

95

95

95

95 95 95

95 95 95

95

95

95

95

95

95

95

95

95	95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95 95

95

95	95 95

95

95 95

95

95

95

95

95

95 95 95 95

95 95

95 95

----"'

r'\
\
c...._

,/""'

I

;/

""-_/'

'

I

I I I I I I I I
I I
_J

r\

""

\_

\
J
>

--

//
//'-

\_

/

'\

I I	"' --
'v, I
;I

/

"'--

----

"'--

----

  ./'

-----

- ----�

/I"""

\.

\

�

,/

--------

./'

;I
/I
"'---I
J C_	�

....,

/

\
\

2+00

3+00

12+00
9+00  10+00  11+00

13+00

1+00

7+00

5+00

6+00

31+00

32+00

35+00

36+00

37+00

38+00

39+00  40+00  41+00  42+00 42+50.26

)
\

28+00

24+00

25+00

�

1
\

-

-

/

\

•

/

/

\
'--

I I I

•

,/

_/'

•

I

I
I

LEGEND

•

Wetland Organic Depth Test

Location(s)

and Identification.

17GY102.dwg (01-25-2017)
REVISIONS

NAME

DAlE

SfAI.

PROJECT NAME
Preliminary Geotechnical Exploration Services Report
Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

a.JENT

SHEET TTTlE

Figure No.

NO.

DATE

BY

Plan	2C
PROJECT NO.
17GY102

Mr. Patrick

Gonzalez, P.E.

Wetland

Organic

Depth Verification

Location

DESIGNED

CalAtlantic Group Inc. Coral Springs, Florida

DRA'NN
CHECKED APPROVED

JIOS

01/17
01/17
01/17

SOURCE

Base Plan Acquired from: More Time to Bid, LLC

'!l'C

'!l'C

 LEGEND

BORING GW GSE:

No.:

SB-4
19. -ft.
22.4-ft. SIMCO 2800 02/07/17

illIIIII] MH ELASTIC SILT

25

25

SP

SAND

:: : : : : :  ML

SILT

BORING GWE: GSE:

No.:

SB-3
16.9-ft.
20.9-ft. SIMCO 2800

[illT;I] CL
§	SH

�
�

RIG TYPE:
DATE:
N

LEAN CLAY

CH FAT CLAY

•

SM

SILTY SAND

BORING
GWE:

No.:

SB-5
14.8-ft.

mLS

SHELL

PT MUCK/PEAT

-

SC

CLAYEY SAND

BORING GWE: GSE:

No.:

SB-2 15.1-ft.
19.1-ft. SIMCO 2800
1 17

RIG TYPE:

SP
Poorly Graded Sand light grayish brown to light yellowish brown,

GSE:
RIG TYPE:

19.8-ft.
AD-2

HARD LIMESTONE

SHELLY-GRAVEL

CONCRETE

DATE:
N

02/06/17

SB-1 13.9-ft.
1 9-f
SIMCO 2800

BORING GWE:
E:

No.:

37

p:;:r;:r;:q WLS WEATHERED OR

SHELLY-SAND

AS ASPHALT

SP

DATE:

RIG TYPE:
ATE:
N

01/18/17

b:::o:::d	SOFT LIMESTONE

!ilil -- SHELLY-CLAY

moist
we dense to
medium dense,

rly	rad

Sa

d

20

20

LIMEROCK BASE

-!-

2

�

SP-SC

�LB

light grayish brown to brown,
moist

SP
Poorly Graded Sand

RIG TYPE:

36

�--

mWO WOOD

SP-SM

SP
Poorly Graded Sand light grayish brown

SOIL/CEMENT

DEBRIS

7

DATE:
N

(few limerock fragments O' -2')

01/31/17

yellowish brown, grayish brown, to dark grayish brown,

fAOH

to wet, medium dense

rj 

iIiIiIiI OL ORGANIC SILTS

14

12

ORGANIC CLAY

to dark grayish brown,

to

loose

SP
Poorly Graded Sand grayish brown to light grayish brown, moist
to wet,

y_

moist to wet,
medium dense to very loose

29

moist to wet,
medium dense,
(some limerock fragments o·-2')
SP-SM
Poorly Graded Sand w/Silt yellowish brown,
wet,
medium dense
SP
Poorly Graded Sand light grayish brown, wet,
medium dense

SILTY-GRAVEL

�

GC GRAVELILY-CLAY �

GP

GRAVEL

4

lmGM

9

 SOIL PROPERTIES
GRANULAR SOILS (COHESIONLESS)

16

15

y_

20

15

very I

to

15

12

14

medium dense

-=-

y_

19

11

16

14

10

13

8

:;:)
<I.)

:;:)
<I.)

FINE GRAINED SOILS (COHESIVE)

11

19

�

�

'---

'---

10

10

C:

C:

:2

:2

LS
Limestone
very hard (N/R)
12"= 250 psi @ 6 min.

15

LS
Limestone

8

CJ

:,.
Q)
CJ

�
Q)
CJ

-200= 16.4%
MC=  22.4%

>100

>100

very hard (N/R)

SM
Silty Sand
light grayish brown, wet, very loose

WLS
Weathered/Fractured Limestone
gray to pale yellow, wet,

4

 MOISTURE DESCRIPTION

WLS
Wea the Limestone

WLS

Fractured

dry

-

absence of moisture, dusty, dry to the touch
damp, but no visible water visible free water,
usually soil is below water table

med·um

ense

the

ctu

5

5

4

Limestone gray to pale yellow, wet,
very loose to

WLS
Weathered/Fractured Limestone
pale yellow, wet,
loose

pale yellow, wet,
medium dense

moist wet

-
-

11

8

GNE GNM LL PL
Pl

GROUND WATER NOT ENCOUNTERED GROUND WATER NOT MEASURED LIQUID LIMIT
PLASTIC LIMIT

'I,

'I, 'I'

LS
Limestone
very hard (N/R)

19

medium dense

LS
Limestone

PLASTICITY INDEX

OF CIRCULATION @ 21'
Limestone

'j'

'j'  ·1

-200 PERCENT PASSING NO. 200
U.S. STANDARD SIEVE (%)

>100

very hard (N/R)
12"= 300 psi @ 5 min.

MC	NATURAL MOISTURE CONTENT (%)

very hard (N/R)

0

0

WR

WEIGHT OF ROD

4

WOH

WEIGHT OF HAMMER

N	STANDARD PENETRATION RESISTANCE IN BLOWS PER 1ft
(2ft SPOON - ASTM D-1586)

>100

WLS
Weathered/Fractured Limestone
pale yellow, wet,
loose to very loose

LS
Limestone
very hard (N/R)

>100

>100 REFUSAL CRITERIA

PH	POST HOLE DIGGER

12"= 250 psi @

5 min.

QC TOD
SE

ORGANIC CONTENT TIME OF DRILLING
GROUND SURFACE ELEVATION CASING USED
uses SOIL CLASSIFICATION LOSS OF CIRCULATION
NO RECOVERY

◄LOSS OF CIRCULATION @

24'

IN

>100

-5

-5

y_

GWE or GROUND WATER ELEVATION (OBSERVED)

-=-

>100

12"= 215 psi @ 5 min.

>100

¥

>100

SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)

TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)

Boring

>100

Terminated

30 ft

at

Depth

Boring

in	d

-10

-10

Te

at 30

ft

Depth

Boring Terminated

>100

Baring Terminated

at 30 ft

Depth

30 ft

at

Depth

Boring Terminated

17GY1

(01-25-2017} at 30 ft Depth

SEAL

PROJECT NAME
Preliminary Geotechnical

CLIENT

SHEET TITLE

Figure No.

NO.

REVISIONS

DATE

BY

NAME

Exploration Services

Report

3A

Mr.

Patrick  Gonzalez,

P.E.

Boring

Log

Profiles

DESIGNED

Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CalAtlantic Group Inc. Coral Springs, Florida

DRA'MII

JIDS

01/17

SOURCE

PROJECT NO.
17GY102

CHECKED

YPC

01/17

Standard

Penetration

Test Boring Logs

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff hord
very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 - 10
11 - 30
31 - 50
over 50

25

25

 LEGEND

BORING GWE: GSE:

No.:

SB-7 16.3-ft.
21.3-ft. AD-2

illIIIII] MH ELASTIC SILT

SP

SAND

:: : : : : :  ML

SILT

[illT;I] CL
§	SH

�
�

LEAN CLAY

CH FAT CLAY

RIG TYPE:
DATE:
N

•

SM

SILTY SAND

BORING GWE: GSE:

No.:

SB-6 14.7-ft.
18.7-ft.
-2 01/19/17
SP

01/23/17

mLS

SB-12 15.3-ft.

SHELL

PT MUCK/PEAT

BORING

No.:

-

SC

CLAYEY SAND

GWE: GSE:
RIG TYPE: DATE:

SP
Poorly Graded Sand

SB-11 14.5-ft.
17.5-ft. SIMCO 2800

BORING GWE: GSE:

No.:

HARD LIMESTONE

SHELLY-GRAVEL

CONCRETE

SB-8 4.1-ft.
17.1-ft.

BORING GWE: GSE:

No.:

18.3-ft. SIMCO 2800 01/20/17

24

E:

·sh

do

g

row

20

20

p:;:r;:r;:q WLS WEATHERED OR b:::o:::d	SOFT LIMESTONE

SHELLY-SAND

AS ASPHALT

yellowish brown, to

!ilil -- SHELLY-CLAY

DATE:
N

light grayish brown,

LIMEROCK BASE

RIG TYPE:

moist to wet,

�

SP-SC

�LB

-200=13.1%

N

RIG TYPE: DATE:

SIMCO 2800 01/30/17

medium dense

MC=  21.9%

DATE:
N

01/24/17

39

SM

Poorly Graded Sand

to

dense

�--

mWO

SP-SM

--

SOIL/CEMENT

DEBRIS

Silty Sand
grayish brown, moist, very loose, (few limeroc

4

dark grayish brown, light yellowish brown, to grayish brown,

fAOH

N

rj 

4

SP

iIiIiIiI OL

111

WOOD

ORGANIC SILTS

ORGANIC CLAY

SP
Poorly Graded Sand

Poorly Graded Sand light grayish brown,

Im GM

fragments o·-2')

4

moist to wet,

�

48

6

very loose to

SP

SILTY-GRAVEL

�

GC

GRAVELILY-CLAY �

GP

GRAVEL

light grayish brown to

light yellowish brown,

9

very dense, (few limerock

Poorly Graded Sand

dark grayish brown,

to dark grayish brown, oist

.Y_

10

 SOIL PROPERTIES
GRANULAR SOILS (COHESIONLESS)

m ist,

to

g

yish

row  to

15

15

fragments and

medium dense

light grayish brown,

-=-

to wet,
very loose to medium dense

Y- .

�

14

27

trace root O' -8')

moist to wet,
loose to medium dense, (few limerock

6

6

16

WLS
Weathered/Fractured Limestone
grayish brown to light grayish brown, wet,
medium dense

14

20

20

fragments

7' -8')

8

-:;::;-.
Q)

-:;::;-.
Q)

12

10

LS
Li

�

�

'-

'-..:..
10
C:

>100

30

esto e

FINE GRAINED SOILS (COHESIVE)

10
C:
:2
�
Q)
G:i

very hard (N/R)

6

.2

....,
�
Q)
G:i

(trace limerock and

21

24

shell fragments 1o·-12')

19

65

26

38

5

5

 MOISTURE DESCRIPTION

WLS
Weathered/Fractured Limestone

·1' ·1' ·1. LS

>100

dry

-

absence of moisture, dusty, dry to the touch
damp, but no visible water visible free water,
usually soil is below water table

Limestone
very hard (N/R)
12"= 295 psi @ 4 min.

16

>100

moist
wet

-
-

>100

LS
Limestone
very hard (N/R)

gray to pale yellow,

>100

l':'t· medium dense Limestone
very hard (N/R)
12"= 350 psi @ 5 min.

LS
Limestone very hard

(N/R)

GNE GNM LL PL
Pl

GROUND WATER NOT ENCOUNTERED GROUND WATER NOT MEASURED LIQUID LIMIT
PLASTIC LIMIT

>100

PLASTICITY INDEX

-200 PERCENT PASSING NO. 200
U.S. STANDARD SIEVE (%)

0

0

MC	NATURAL MOISTURE CONTENT (%)

>100

WR	WEIGHT OF ROD

12"= 310 psi @ 5 min.

WOH

WEIGHT OF HAMMER

12"= 315 psi @ 5 min.

>100

N	STANDARD PENETRATION RESISTANCE IN BLOWS PER 1ft
(2ft SPOON - ASTM D-1586)

>100

>100 REFUSAL CRITERIA

PH	POST HOLE DIGGER

>100

OC	ORGANIC CONTENT TOD  TIME OF DRILLING
SE GROUND SURFACE ELEVATION CASING USED
uses SOIL CLASSIFICATION
LOSS OF CIRCULATION NO RECOVERY

12"= 240 psi @ 5 min.

IN

-5

-5

12"=

275 psi @ 5 min.

Y.

>100

GWE ar GROUND WATER ELEVATION (OBSERVED)

-=-

>100

¥

>100

SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)

WLS
Weathered/Fractured Limestone
light grayish brown,
t,
loose

TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)

Boring Terminated

-10

-10

30

ft

pth

Boring Terminated
at 30 ft Depth

6

Boring Terminated

Boring

at 30 ft Depth

Boring Terminated
30 ft Depth

Terminated

at 30

ft Depth

at

(01-25-2017}

17GY1

NAME

SEAL

PROJECT NAME
Preliminary

CLIENT

SHEET TITLE
Boring

Figure No.
3B

NO.

REVISIONS

DATE

BY

Geotechnical

Exploration

Services

Report

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Coral Springs, Florida

Log

Profiles

DESIGNED

Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

DRA'MII

JIDS

01/17

SOURCE
Standard

PROJECT NO.
17GY102

CHECKED

YPC

01/17

Penetration

Test Boring Logs

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff
hard very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

-200= 3.6%
MC=  22.1%

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 -  10
11 - 30
31 - 50
over 50

 LEGEND

BORING GWE: GSE:

No.:

SB-21 18.6-ft.
22.6-ft. SIMCO 2800 02/06/17
SM

BORING E:
GSE:

No.:

SB-22
1 .2- t.
22.2-ft. SIMCO 2800 02/09/17

mIIIIIl MH

BORING E:
GSE:

No.:

SB-19
1 .1- t.
22.1-ft. SIMCO 2800 02/02/17

1 1 1

SP

SAND

1 1 1 1
1111111

ML

SILT

ELASTIC SILT

25

25

-
17.4-ft.
21.4-ft. SIMCO 2800 02/06/17

BORI G No.: GWE:
GSE:
RIG TYPE: DATE:

[illT;I] CL
§SH

SILTY SAND

LEAN CLAY

FAT CLAY

RIG TYPE: DATE:

.SM

�CH

RIG TYPE:
DATE:
N

RIG TYPE:
DATE:
N

Msc

CLAYEY SAND

SHELL

MUCK/PEAT

�PT

N

BORING

No.:

SB-14

HARD LIMESTONE

SHELLY-GRAVEL

CONCRETE

mLS

Silty Sand

SP
Poorly Graded Sand

SP
Poorly Graded Sand dark grayish brown to light grayish brown, mo
to wet, medium dense

N

GWE: GSE:
RIG TYPE:
DATE:
N

14.9-ft.
18.9-ft. SIMCO 2800 02/01/17

38

light yellowish brown,

WLS WEATIHERED OR

SHELLY-SAND
!ilil -- SHELLY-CLAY

AS

ASPHALT

moist, dense,
(some limerock fragments)
SP
rly Graded Sand light grayish brown to dark brown,

8

24

SP
Poorly Graded Sand light yellowish brown
to light grayish brown, moist to wet,
medium dense

light grayish brown to dark brown, moist
to wet, loose to
medium dense

SOFT LIMESTONE

�

12

LIMEROCK BASE

�

SP-SC

�LB

20

20

y_
-=-

41

SP-SM

--

SOIL/CEMENT

�--
rifA OH

DEBRIS

7

39

y_

WmJw

to

dense

SP
Poorly Graded Sand grayish brown,
light yellowish brown, to light gray,
moist
to wet, medium dense

to loose,
(few limerack fragments o·-2')
(trace decayed root 4'-6')

moist to wet,
dense ta medium dense

-=-

I I I I
I I I I
I I I I

16

OL

ORGANIC SILTS

ORGANIC CLAY

WOOD

y_
-=-

7

22

SILTY-GRAVEL

GRAVELILY-CLAY �

GP

GRAVEL

lmGM

�GC

8

34

 SOIL PROPERTIES
GRANULAR SOILS (COHESIONLESS)

y_

18

10

30

11

to

very loose to

15

15

-=-

20

12

24

13

14

20

14

LS
Limestone
very hard (N/R)

::>

::>

FINE GRAINED SOILS (COHESIVE)

(l)

(l)

�

�

LS
mes  ne
very hard (N/R)

'--

'--

10
C:

10
C:

16

:2

:2

12"=

250 psi @

6 min.

WLS
Weathered/Fractured Limestone
pale yellow, wet,
medium dense

CJ

CJ

>100

:,.
(l)
Lu

:,.
(l)
Lu

>100

12

2

10

◄LOSS OF CIRCULATION @ 16'

 MOISTURE DESCRIPTION

soft limerock encountered

1 6' -1 g'

dry

-

absence of moisture,
dusty, dry to the touch
damp, but no visible water
visible free water,
usually soil is below water table

·1' ·1'

5

LS

5

moist wet

-
-

mestone

LS
Limestone
very hard (N/R)

LOSS OF CIRCULATION @ 1

>100

very hard (N/R)

>100

GNE GNM LL PL
Pl

GROUND WATER NOT ENCOUNTERED GROUND WATER NOT MEASURED LIQUID LIMIT
PLASTIC LIMIT

>100

12"=

250 psi @ 6 min.

>100

LS
Limestone
very hard (N/R)

>100

PLASTICITY INDEX

WLS
Weathered/Fractured Limestone

12"= 250 psi @ 5 min.

-200 PERCENT PASSING NO. 200
U.S. STANDARD SIEVE (%)

MC	NATURAL MOISTURE CONTENT (%)

pale yellow, we

WR	WEIGHT OF ROD

WOH

WEIGHT OF HAMMER

0

0

>100

loose to very loose

N	STANDARD PENETRATION RESISTANCE IN BLOWS PER 1ft
(2ft SPOON - ASTM D-1586)

>100 REFUSAL CRITERIA

>100

9

PH

POST HOLE DIGGER

OC	ORGANIC CONTENT TOD  TIME OF DRILLING

>100

>100

SE GROUND SURFACE ELEVATION CASING USED

IN

uses SOIL CLASSIFICATION LOSS OF CIRCULATION
NO RECOVERY

y_
7
'Sl.

-5

-5

>100

GWE or GROUND WATER ELEVATION (OBSERVED)

Weathered/Fractured Limestone

SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)

pale yellow, wet,
dense

7

40

3

TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)

>100

Boring

Boring Terminated

Boring Terminated

Terminated

at

30 ft

Depth

Boring

at

30 ft

Depth

30 ft

at

Depth

Terminated
3  ft	ept

t

-10

-10

>100

Boring Terminated

30 ft Depth

at
(01-25-2017}

17GY1

BY

SEAL

PROJECT NAME
Preliminary

CLIENT

SHEET TITLE
Boring

Figure No.
3C

NO.

REVISIONS

DATE

NAME

Geotechnical

Exploration Services Report

Mr. Patrick

Gonzalez,

P.E.

Log

Profiles

DESIGNED

Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CalAtlantic Group Inc. Coral Springs, Florida

DRA'MII

JIDS

01/17

SOURCE
Standard

PROJECT NO.
17GY102

CHECKED

YPC

01/17

Penetration

Test Boring Logs

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff hord
very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 - 10
11 - 30
31 - 50
over 50

-200=21.7%
MC=	7.9%

BORING GWE: GSE:

No.:

SB-24 17.9-ft.
21.9-ft. SIMCO 2800 02/08/17

 LEGEND

25

25

RI GWE: GSE:

No.:

SB-17.4-ft.
21.4-ft. SIMCO 2800 02/08/17

illIIIII] MH ELASTIC SILT

SP

SAND

:: : : : : :  ML

SILT

RIG TYPE:
DATE:
N

[illTI]

�
�

•

SM

SILTY SAND

CL

LEAN CLAY

CH FAT CLAY

RIG TYPE:
DATE:
N

;

§	SH

mLS

SHELL

PT MUCK/PEAT

-

SC

CLAYEY SAND

SP

Poorly Graded Sand light grayish brown to light gray,
moi
to wet, medium dense

SP
Poorly Graded Sand light yellowish brown, pale yellow, to
light grayish brown,
moist
to wet,
very loose to medium dense

HARD LIMESTONE

SHELLY-GRAVEL

CONCRETE

8

BORING E:
GSE:

No.:

SB-28
1 .2- t.
17.2-ft. SIMCO 2800 01/19/17
SP

BORING GWE: GSE:

No.:

SB-26 4.1-ft.
17.1-ft. SIMCO 2800 01/23/17

BORING GWE: GSE:

No.:

SB-27 14.1-ft.
17.1-ft. SIMCO 2800 01/19/17

7

p:;:r;:r;:q WLS WEATHERED OR b:::o:::d	SOFT LIMESTONE

SHELLY-SAND

AS ASPHALT

20

20

!ilil -- SHELLY-CLAY

LIMEROCK BASE

�	SP-SC

�LB

13

to

loose

RIG TYPE:
DATE:
N

RIG TYPE:
DATE:
N

RIG TYPE:
DATE:
N

4

.Y.

�--

mWO WOOD

SP-SM

--

SOIL/CEMENT

DEBRIS

rjfAOH ORGANIC CLAY

.Y.

iIiIiIiI OL

ORGANIC SILTS

13

SP
Poorly Graded Sand dark grayish brown to
very dark grayish brown,
m ist
to wet, loose to
medium dense

SP
Poorly Graded Sand light gray to
dark grayish brown,
oist
to wet,
very loose to medium dense

11

Poorly Groded Sand light gray to
dark grayish brown,
moist
to wet,
very loose to medium dense

SILTY-GRAVEL

�

GC

GRAVELILY-CLAY �

GP

GRAVEL

6

lmGM

8

6

.Y.

 SOIL PROPERTIES
GRANULAR SOILS (COHESIONLESS)

15

11

15

11

.Y.

.Y.

7

10

4

18

27

8

11

11

:;:;--
(I)

:;:;--
(I)

�

�

13

'-

FINE GRAINED SOILS (COHESIVE)

'-

16

7

10
C:

10
C:
:2
§;
(I)
G:_j

...2...

§;
(I)
G:_j

8

17

21

6

LS
Limestone
very hard (N/R)
12"= 250 psi @ 6 min.

>100

 MOISTURE DESCRIPTION

5

5

d
very dark gray, wet,

dry

-

absence of moisture, dusty, dry to the touch
damp, but no visible water visible free water,
usually soil is below water table

very loose

LOSS OF CIRCULATION @ 1

moist wet

-
-

LS

>100

>100

LS

Limestone

LS
Limestone
very hard (N/R)

Limestone
very hard (N/R)

◄LOSS OF CIRCULATION @

very hard

(N/R)

19'

GNE GNM LL PL
Pl

GROUND WATER NOT ENCOUNTERED GROUND WATER NOT MEASURED LIQUID LIMIT
PLASTIC LIMIT PLASTICITY INDEX

>100

>100

12"=

250 psi @

6 min.

-200 PERCENT PASSING NO. 200
U.S. STANDARD SIEVE (%)

0

0

OF

@

MC	NATURAL MOISTURE CONTENT (%)

WR	WEIGHT OF ROD

LS

WEIGHT OF HAMMER

WOH

N	STANDARD PENETRATION RESISTANCE IN BLOWS PER 1ft
(2ft SPOON - ASTM 0-1586)

Limestone
very hard (N/R)

>100

>100

>100

>100

>100

>100 REFUSAL CRITERIA

PH	POST HOLE DIGGER

OC TOD
SE

ORGANIC CONTENT TIME OF DRILLING
GROUND SURFACE ELEVATION CASING USED

IN

uses SOIL CLASSIFICATION LOSS OF CIRCULATION
NO RECOVERY

-5

-5

Y.

GWE or GROUND WATER ELEVATION (OBSERVED)

-=-

>100

>100

>100

¥

>100

SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)

>100

TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)

Boring

Terminated

Boring

at 30 ft

Depth

Terminated

30 ft

-10

pth

-10

WLS

WLS

Weathered/Fractured

Weathered/Fractured

6

>100

23

Limestone

Limestone

pale yellow to gray,

pale yellow to gray,

wet, loose

wet, medium dense

Boring Terminated
at 30 ft Depth

Boring Terminated

Boring Terminated

(01-25-2017}

17GY1

30 ft Depth

at 30 ft

at

Depth

NAME

SEAL

PROJECT NAME
Preliminary

CLIENT

SHEET TITLE
Boring

Figure No.
3D

NO.

REVISIONS

DATE

BY

Geotechnical

Exploration Services Report

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc. Coral Springs, Florida

Log

Profiles

DESIGNED

Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

DRA'MII

JIDS

01/17

SOURCE
Standard

PROJECT NO.
17GY102

CHECKED

YPC

01/17

Penetration

Test Boring Logs

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff hord
very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 - 4
5 - 10
11 - 30
31 - 50
over 50

 LEGEND
SP  SAND	:: : : : : :  ML SILT	illIIIII] MH ELASTIC SILT
SM SILTY SAND	[illT;I] CL LEAN CLAY	�	CH FAT CLAY
BORING No.: SB-29	BORING No.: SB-30	BORING No.: SB-31	BORING No.: SB-33	§
E:	1  5-ft.	GWE:	4.5-ft.	BORING No.: SB-32	E:	1 3- t.	-mSC CLAYEY SAND	SH SHELL	�	PT MUCK/PEAT
20	E:	1 2- t.	20
GSE:	17.5-ft.	GSE:	17.2-ft.	GSE:	17.5-ft.	GWE:	13.9-ft.	GSE:	17.3-ft.	LS HARD LIMESTONE	SHELLY-GRAVEL	CONCRETE
RIG TYPE:	SIMCO 2800	RIG TYPE:	SIMCO 2800	RIG TYPE:	SIMCO 2800	GSE:	16.9-ft.	RIG TYPE:	SIMCO 2800	p:;:r;:r;:q WLS WEATHERED OR	SHELLY-SAND	AS ASPHALT
DATE:	01/19/17	DATE:	01/23/17	DATE:	01/24/17	RIG TYPE:	SIMCO 2800	DATE:	01/25/17	b:::o:::d	SOFT LIMESTONE
N	DATE:	01/24/17	N	�	SP-SC	!ilil -- SHELLY-CLAY �LB	LIMEROCK
N	N
SP	SP	N	BASE
Poorly Graded Sand	SP	Poorly Graded Sand	SP
5	grayish brown	Poorly Graded Sand	12	light grayish brown to	SP	4	Poorly Graded Sand	mSP-SM	--  SOIL/CEMENT  �-- DEBRIS
to   light   gray,	5	dark   gray   to	very   dark   grayish   brown.	8	Poorly   Graded   Sand	light   gray   to	iIiI IiI	rj fA
moist	dark grayish brown,	moist	grayish brown,	dark grayish brown,	WD WOOD	i  OL ORGANIC SILTS	  OH ORGANIC CLAY
15	to	t,	moist	wet,	very dark grayish brown,	moist	15	Im
very loose to	to wet,	loose to	lig	grayish  rown,	to wet,	GM SILTY-GRAVEL  �	GC GRAVELILY-CLAY �	GP GRAVEL
-=-	4	medium  dense	.Y. 10	loose to	�	10	medium  dense	moist	.Y. 13	very loose to
medium  dense	.Y. 9	to wet,	medium  dense	 SOIL PROPERTIES
loose to
medium  dense	GRANULAR SOILS (COHESIONLESS)
9	18	14	17
12
:;::)	:;::)
<l)	<l)
�	12	22	16	14	�
'-- 10	-	16	'--
C:	= 2.2%	10C:
:2	MC=  23.0%	2
CJ	CJ	FINE GRAINED SOILS (COHESIVE)
:,.	20	17	15	8	:,.
<l)	<l)
G:i	16	G:i
SM
Silty Sand
(WOH)	very loose (N/R)

5	5

>100	LS	I	>100	 MOISTURE DESCRIPTION
Limestone	LS	LS
very hard (N/R)	Limestone	Limestone	dry	- absence of moisture,
>100	very hard (N/R)	LS	very hard (N/R)	dusty, dry to the touch
>100	Limestone	moist  - damp, but no visible water
wet	- visible free water,
very hard (N/R)	usually soil is below water table
LS	GNE GROUND WATER NOT ENCOUNTERED
0	>1	Li	to	0	GNM GROUND WATER NOT MEASURED
LL	LIQUID LIMIT
very hard (N/R)	PL	PLASTIC LIMIT
Pl	PLASTICITY INDEX
-200 PERCENT PASSING NO. 200
>100	>100	>100	>100	MC	U.S. STANDARD SIEVE (%)
>100	WR	NATURAL MOISTURE CONTENT (%)
WEIGHT OF ROD
WOH WEIGHT OF HAMMER
N	STANDARD PENETRATION RESISTANCE IN BLOWS PER 1ft
(2ft SPOON - ASTM D-1586)
>100 REFUSAL CRITERIA PH	POST HOLE DIGGER
-5	-5	OC	ORGANIC CONTENT
TOD TIME OF DRILLING
WLS	SE GROUND SURFACE ELEVATION
8	Weathered/Fractured	>100	IN	CASING USED
Limestone	>100	>100	uses SOIL CLASSIFICATION
pale yellow	>100	LOSS OF CIRCULATION
to gray,	NO RECOVERY
wet,	Y.	GWE or GROUND WATER ELEVATION (OBSERVED)
loose	-=-
¥	SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)
TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)
-10	-10
WLS
>100	>100	14	Weathered/Fractured
>100	Limestone
light grayish brown,
wet, medium dense
Boring	Boring
Terminated	Boring	Terminated	Boring
at 30 ft Depth		Terminated	at 30 ft Depth		Boring		Terminated at 30 ft Depth		Terminated	at 30 ft Depth
at 30 ft Depth
-15	-15
17GY102.dwg (01-25-2017}

NO.

REVISIONS

DATE

BY

NAME

SEAL

PROJECT NAME
Preliminary Geotechnical Exploration Services Report
Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CLIENT
Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Coral Springs, Florida

SHEET TITLE
Boring Log Profiles

Figure No.
3E

DESIGNED

DRA'MII

JIDS

01/17

SOURCE
Standard Penetration Test Boring Logs

PROJECT NO.
17GY102

CHECKED

YPC

01/17

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff
hord very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 -  10
11 - 30
31 - 50
over 50

I

 LEGEND
BORING No.: SB-S1	SP SAND	1111111 ML  SILT	mIIIIIl	ELASTIC SILT
1111111	MH
GWE:	14.3-ft.
GSE:	19.3-ft.	.SM SILTY SAND	[illT;I] CL LEAN CLAY	�CH	FAT CLAY
BORING No.: SB-34	BORING No.: SB-35	RIG TYPE:	AD-2	Msc	CLAYEY SAND	§SH	SHELL	�PT	MUCK/PEAT
20	GWE:	13.9-ft.	GWE:	14.0-ft.	DAT	01	20	HARD LIMESTONE
N	mLS	SHELLY-GRAVEL	CONCRETIE
GSE:	16.9-ft.	GSE:	17.0-ft.	SP
RIG TYPE:	SIMCO 2800	RIG TYPE:	SIMCO 2800	Poorly  Graded  Sand	�	WLS WEATHERED OR	SHELLY-SAND	AS ASPHALT
DATE:	01/25/17	DATE:	01/26/17	light yellowish  brown,	�	SP-SC	!ilil --	BASE
40	grayish  brown,	SOFT LIMESTONE
SHELLY-CLAY  �LB LIMEROCK
N	N	to light gray brown,
SP	SP	moist	SP-SM	--  SOIL/CEMENT	�-- DEBRIS
Poorly Graded Sand	Poorly Graded Sand	27	to wet,
6	grayish  brown.	7	light yellowish  brown.	loose to	WmJw WOOD	I I I I OL ORGANIC SILTS rifA	ORGANIC CLAY
dense,	I I I I
moist	light  grayish  brown,	I I I I	OH
15	to wet,	to  ight  ray,	(few Ii e	k	15
loose to	.Y.	moist	!-	fragments  O' -2')	lmGM SILTY-GRAVEL  �GC GRAVELILY-CLAY �	GP GRAVEL
.Y. 12	medium  dense	8	to wet,	23	 SOIL PROPERTIES
loose to
medium  dense	GRANULAR SOILS (COHESIONLESS)
200=11.2%
MC=  19.7%	SP-SM
Poorly Graded Sand	10
12	w/Silt	6
::>	light grayish brown,	::>
Q)	wet,	Q)
�	medium dense	�'--
'-- 10	19	12	10
C:	C:
�	�	FINE GRAINED SOILS (COHESIVE)
>CJ	�
Q)	44	Q)
GJ	20	19	GJ

14

5	5
42
SM	SP-SM	LS	 MOISTURE DESCRIPTION
I Silty Sand	2	Poorly  Graded  Sand	Limestone
2 ,11	light grayish brown,	w/Silt	>100	very hard (N/R)	dry	- absence of moisture,
wet, very loose	light grayish brown,	dusty, dry to the touch
LS	wet,	12"= 320 psi @ 6 min.	moist  - damp, but no visible water
>100	Limestone	very loose	wet	- visible free water,
very hard (N/R)	usually soil is below water table
GNE GROUND WATER NOT ENCOUNTERED GNM GROUND WATER NOT MEASURED
0	0	LL	LIQUID LIMIT
PL	PLASTIC LIMIT
Pl	PLASTICITY INDEX
-200 PERCENT PASSING NO. 200
LS	12"= 290 psi @ 5 min.		U.S. STANDARD SIEVE (%) Limestone		MC	 NATURAL MOISTURE CONTENT (%)
>100	>100	very hard (N/R)	WR	WEIGHT OF ROD
WOH WEIGHT OF HAMMER
N	STANDARD PENETRATION RESISTANCE IN BLOWS PER 1ft
(2ft SPOON - ASTM D-1586)
>100 REFUSAL CRITERIA PH	POST HOLE DIGGER
-5	-5	OC	ORGANIC CONTENT
TOD TIME OF DRILLING
>100	12"=  300 psi @ 5 min.	SE GROUND SURFACE ELEVATION
IN	CASING USED
uses SOIL CLASSIFICATION
>100	>100	LOSS OF CIRCULATION
NO RECOVERY
Y.	GWE or GROUND WATER ELEVATION (OBSERVED)
-=-
'Sl....	SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)
-=-
TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)
-10	-10

WLS	WLS	Boring
Weathered/Fractured	9	Weathered/Fractured	Terminated
10	Limestone	Limestone	at 30 ft Depth
light grayish brown,	light grayish brown,
,  wet, loose	• wet, loose
Boring	Boring
Terminated	Terminated
at 30 ft Depth	at 30 ft Depth
-15	-15
17GY102.dwg (01-25-2017}

NO.

REVISIONS

DATE

BY

NAME

SEAL

PROJECT NAME
Preliminary Geotechnical Exploration Services Report
Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CLIENT
Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Coral Springs, Florida

SHEET TITLE
Boring Log Profiles

Figure No.
3F

DESIGNED

DRA'MII

JIDS

01/17

SOURCE
Standard Penetration Test Boring Logs

PROJECT NO.
17GY102

CHECKED

YPC

01/17

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff
hord very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 -  10
11 - 30
31 - 50
over 50

20

-:;:;,.
Q)
�
'--..,
c: 15
:2
�
Q)
GJ

10

5

20

BORING No.:  SB-37
BORING No.:  SB-36	GWE:	14.5-ft.
BORING No.:  SB-38
GWE:	14.9-ft.	GSE:	18.5-ft.
GW	15  -ft.
E:	1  9-	RIG
GSE:	17.5-ft.
RIG TYPE:	AD-2	DATE:	01/20/17
DATE:	01/20/17	N	RIG TYPE:	AD-2
N	SP	DATE:	01/19/17
Poorly Graded Sand	N
SP	light yellowish brown,
Poorly Graded Sand	moist, very loose	SP
5	dark grayish brown,	Poorly Graded Sand
to gray,	5	light gray to
moist to wet,	SP-SM	grayish brown,
loose to	Poorly Graded Sand w/Silt	Y.	moist \o we\,
m  ium  en	yellowish brown, moist	oose \o
(few limerock fragments	Y.	 to wet, loose		medium dense and trace root O' -4')		SC	11
Clayey Sand
dark grayish brown to dark
10	gray, we\, medium dense,
�t�ace decayed root)	16
Poorly Graded Sand gray,
13	we\,
loose \o	17
medium dense

9
19
Boring
Baring	Terminated
Terminated	at 10-ft. Depth	Boring
at 1 0-ft. Depth	Terminated
at 10-ft. Depth

BORING No.:  SB-41
BORING No.:  SB-40	GWE:	15,0-ft.
BORING No.:  SB-39
GWE:	15,3-ft.	GSE:	20,0-ft.
GWE:	16.9-ft.
GSE:	19,3-ft.	RIG TYPE:	AD-2
GSE:	18.9-ft.
RIG TYPE:	AD-2	DATE:	01/18/17
RIG TYPE:	AD-2	N
DAT	1/	SP
DATE:	01/19/17	N			Poorly Graded Sand N			SC	7	 dark yellowish brown
SP	Clayey Sand	\o grayish brown,
Poorly Graded Sand	grayish brown \o	moist,
5	very dark gray, moist \o we\,	2�	light yellowish brown,	loose \o
Y.	loose, (\race root O' -2')	moist \o we\,		medium dense very loose \o loose,	13
SP-SM	10	(trace root O' -4')
9	Poorly Graded Sand w/Sil\	Y.	SP-SM
light yellowish brown
to dark  rayish brown,	Y. 8	Poorly Graded Sand w/Sil\
we\,	Poorly Graded Sand	ray	g yish brow
loose \o very loose,	10	gray,	moist \o we\, loose
4	(trace root 4' -6')	grayish brown,	SP
-200=42.4�	\o light gray,	Poorly Graded Sand
MC=  22.9 °	SC	we\,	7	yellowish brown
Clayey Sand	11	loose \o	\o grayish brown,
dark grayish brown \o	medium dense	wet,
8�	light greenish gray,	loose
we\, loose,	8
SP
Poorly Graded Sand	14
gra  \o  gh\  ray,
we\, loose	Boring
Boring	Terminated
Boring	Terminated	at 10-ft. Depth
Terminated	at  10-ft. Depth
at  1 0-ft. Depth

(01-25-2017}

 LEGEND
SP  SAND	:: : : : : :  ML SILT	illIIIII] MH ELASTIC SILT
SM SILTY SAND	[illT;I] CL LEAN CLAY	�	CH FAT CLAY
-mSC CLAYEY SAND §	SH SHELL	�	PT MUCK/PEAT LS HARD LIMESTONE		SHELLY-GRAVEL			CONCRETE

20	bp::;:::ro;::r:;::dq Wl.S WEATHERED OR	SHELLY-SAND	AS ASPHALT SOFT LIMESTONE !ilil --
�	SP-SC	SHELLY-CLAY �LB	LIMEROCK BASE

SP-SM	--  SOIL/CEMENT  �-- DEBRIS
WmJw WOOD	iIiIiIiI OL ORGANIC SILTS rjfAOH ORGANIC CLAY
-:;:;,.
Q)
lmGM SILTY-GRAVEL  �	GC GRAVELILY-CLAY �	GP GRAVEL
�
'--..,
15	 SOIL PROPERTIES
C:
:2	GRANULAR SOILS (COHESIONLESS) CJ
::,.
Q)
GJ

10	FINE GRAINED SOILS (COHESIVE)

5
MOISTURE DESCRIPTION
dry	- absence of moisture,
dusty, dry to the touch
moist - damp, but no visible water wet	- visible free water,
usually soil is below water table
GNE GROUND WATER NOT ENCOUNTERED GNM GROUND WATER NOT MEASURED
LL	LIQUID LIMIT
PL	PLASTIC LIMIT
Pl	PLASTICITY INDEX
20	-200 PERCENT PASSING NO. 200

-:;:;,.
Q)
�
'--..,
15
C:
:2
�
Q)
GJ

10

17GY1 -

U.S. STANDARD SIEVE (%)
MC	 NATURAL MOISTURE CONTENT (%) WR	WEIGHT OF ROD
WOH WEIGHT OF HAMMER
N	STANDARD PENETRATION RESISTANCE IN BLOWS PER 1ft
(2ft SPOON - ASTM D-1586)
>100 REFUSAL CRITERIA PH	POST HOLE DIGGER
-:;:;,.	OC	ORGANIC CONTENT
Q)	TOD  TIME OF DRILLING
�	IN	SE GROUND SURFACE ELEVATION
15	CASING USED
C:	uses SOIL CLASSIFICATION
...2...	LOSS OF CIRCULATION
NO RECOVERY
CJ	Y.
::,.	GWE or GROUND WATER ELEVATION (OBSERVED)
Q)	7
GJ	¥	SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)
TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)

10

NO.

REVISIONS

DATE

BY

NAME

SEAL

PROJECT NAME
Preliminary Geotechnical Exploration Services Report
Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CLIENT

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Coral Springs, Florida

SHEET TITLE

Boring Log Profiles

Figure No.
3G

DESIGNED

DRA'MII

JIDS

01/17

SOURCE

Standard Penetration Test Boring Logs

PROJECT NO.
17GY102

CHECKED

YPC

01/17

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff hord
very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 - 10
11 - 30
31 - 50
over 50

3

7

13

9

12

�

 LEGEND
BORING No.: SB-43
BORING No.: SB-42	GWE:	14.5-ft.	BORING No.: SB-44	SP SAND	1111111 ML  SILT	mIIIIIl MH ELASTIC SILT
1111111
GWE:	15.0-ft.	GSE:	20.5-ft.	GWE:	14.9-ft.
GSE:	20.0-ft.	RIG TYPE:	AD-2	GSE:	19.9-ft.	.SM SILTY SAND	[illT;I] CL LEAN CLAY	�	CH FAT CLAY
RIG TYPE:	AD-2	DATE:	01/18/17	RIG TYPE:	AD-2	Msc	CLAYEY SAND  §SH SHELL	�	PT MUCK/PEAT
DATE:	01/18/17	N	DATE:	01/18/17
N	N	mLS	HARD LIMESTONE	SHELLY-GRAVEL	CONCRETE
20	20
SP	7	Poorly  roded Sand	SP
Poorly Graded Sand	dark gray to	Poorly Graded Sand	WLS WEATHERED OR	SHELLY-SAND	AS ASPHALT
light  grayish  brown,	dark  grayish  brown,	9	gray to	�	SOFT LIMESTONE !ilil --
dark grayish brown,	moist to wet,	dark grayish brown,	�	SP-SC	SHELLY-CLAY  �LB	LIMEROCK
to gray,	loose to	moist to wet,	BASE
moist to wet,	8	medium dense	loose to	SP-SM	�--
loose to	medium dense	--  SOIL/CEMENT	DEBRIS
':;:)	(trace root  2' -4')	':;:)	WmJwo  WOOD	iIiIiIiI OL ORGANIC SILTS rj f AOH ORGANIC CLAY
medium  dense,	13
Q)	Q)
�'--	12	Y.	�'--	lmGM SILTY-GRAVEL  �	GC GRAVELILY-CLAY �	GP GRAVEL
c: 15	Y.	13	15 C:	 SOIL PROPERTIES
-=-
:2	:2	GRANULAR SOILS (COHESIONLESS)
�	12	CJ
:,.
Q)	Q)
CJ	11	9	CJ

11
7	17
10	orin	10
Boring	Terminoted	Boring	FINE GRAINED SOILS (COHESIVE)
Terminated	at  10-ft. Depth	Terminated
at 1 0-ft. Depth	at 10-ft. Depth

BORING No.: SB-46
BORING No.: SB-45	GWE:	12.5-ft.	 MOISTURE  DESCRIPTION
GWE:	GNE	GSE:	20.5-ft.	BORING No.: SB-47	dry	-  absence of moisture,
dusty, dry to the touch
GSE:	20.1-ft.	RIG TYPE:	AD-2	GWE:	13.3-ft.	moist  - damp, but no visible water
RIG TYPE:	AD-2	DATE:	01/17/17	GSE:	19.3-ft.	wet	-  visible free water,
usually soil is below water table
DATE:	01/17/17	N		RIG TYPE:	AD-2	GNE GROUND WATER NOT ENCOUNTERED N			SP			GNM GROUND WATER NOT MEASURED
20	SP	rly	rad	Sand	DAE:	01 17/ 7	20	LL	LIQUID LIMIT
Poorly Graded Sand	42	dark grayish brown	N	PL	PLASTIC LIMIT
25	grayish  brown  to	to gray	SP	Pl	PLASTICITY INDEX
dork grayish brown,	moist,	Poorly Graded Sand	-200 PERCENT PASSING NO. 200
moist,	dense to	gray,	MC	U.S. STANDARD SIEVE (%)
dense to	medium  dense,	dark grayish brown,	WR	NATURAL MOISTURE CONTENT (%)
medium  dense,	27	(some  limerock	to grayish brown,	WEIGHT OF ROD
44	(some limerock	fragments 2' -4')	moist to wet,	WOH WEIGHT OF HAMMER
N	STANDARD PENETRATION RESISTANCE
':;:)	fragments  O' -2')	SP-SM	dense to	':;:)	IN BLOWS PER 1ft
Q)	medium  dense,	Q)	(2ft SPOON - ASTM D-1586)
Poorly Graded Sand w/Silt
�	30	dark  grayish  brown to  yellowish	(some  limerock	�	>100 REFUSAL CRITERIA
'-- 15	b	n, mois  m  ium  en	frog  ents o'-2'	15'--	PH	POST HOLE DIGGER
C:	(few  limerock  fragments)	c:	OC	ORGANIC CONTENT
:2	SP	...s..i.	TOD  TIME OF DRILLING
SE GROUND SURFACE ELEVATION
Poorly  Graded  Sand	IN	CASING USED
�	19	very dark  grayish  brown	Y.	�	uses SOIL CLASSIFICATION
Q)	22	to  grayish brown,	SP-SM	Q)	LOSS OF CIRCULATION
CJ	Y- .	moist to wet,	Poorly Graded Sand w/Silt	CJ	NO RECOVERY
medium dense	grayish brown, wet,	Y.
medium  dense	GWE or GROUND WATER ELEVATION (OBSERVED)
19	-=-
23	WLS	¥	SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)
Weathered/Fractured
10			orin	Limestone	10	TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer) Boring	Terminated	 pale yellow,
Terminated	at  10-ft. Depth	wet, medium dense
at 1 0-ft. Depth	Boring
Terminated
at  10-ft. Depth

17GY102.dwg (01-25-2017}

NO.

REVISIONS

DATE

BY

NAME

SEAL

PROJECT NAME
Preliminary Geotechnical Exploration Services Report
Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CLIENT

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Coral Springs, Florida

SHEET TITLE

Boring Log Profiles

Figure No.
3H

DESIGNED

DRA'MII

JIDS

01/17

SOURCE

Standard Penetration Test Boring Logs

PROJECT NO.
17GY102

CHECKED

YPC

01/17

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

45

47

25

18

24

I I I

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff
hard very hard

0 - 2
3 - 4
5 - B
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 -  10
11 - 30
31 - 50
over 50

 LEGEND
BORING No.:  SB-48	SP SAND	:: : : : : :  ML SILT	illIIIII] MH ELASTIC SILT
GWE:	15.1-ft.
GSE:	20.1-ft.	BORING No.: SB-50	•	SM SILTY SAND	[illTI] CL LEAN CLAY	�	CH FAT CLAY
;
RIG TYPE:	AD-2	BORING No.: SB-49	GWE:	15.8-ft.	§
GWE:	15.4-ft.	GSE:	18.8-ft.	- mSC CLAYEY SAND	SH SHELL	�	PT MUCK/PEAT
DATE:	01/17/17	GSE:	18.4-ft.
N	RIG TYPE:	AD-2	LS HARD LIMESTONE	SHELLY-GRAVEL	CONCRETE
20	SP	RIG	E:	AD-	DATE:	01	17	20
40	Poorly  Graded  Sand	DATE:	N	p:;:r;:r;:q WLS WEATHERED OR	SHELLY-SAND	AS ASPHALT
gray,  to	01/17/17	b:::o:::d	SOFT LIMESTONE
dark grayish brown,	N			SP	�	SP-SC	!ilil -- SHELLY-CLAY	LIMEROCK moist to wet,		SP	5	 Poorly Graded Sand				�LB	BASE
dense to	Poorly Graded Sand	light grayish brown to
medium dense,	12	dark grayish brown,	dark grayish brown,	SP-SM	-- SOIL/CEMENT  �-- DEBRIS
31	(some   limerock	to   yellowish   brown,	moist	m	 rjfA
to wet,
':;:)	fragments  0'-2')	moist to wet,	Y.	medium dense	':;:)	WD WOOD	iIiIiIiI OL ORGANIC SILTS	OH ORGANIC CLAY
'�-.....,	Y.	�	11	(few limerock	'�-.....,	Im GM SILTY-GRAVEL	�	GC GRAVELILY-CLAY �	GP GRAVEL
([)	medium  dense	-=- 18	to loose,	([)

c: 15	g  ents  '-1  ')	15
:2	C:	 SOIL PROPERTIES
SP-SM	WLS	6	:2	GRANULAR SOILS (COHESIONLESS)
�	Poorly Graded Sand w/Silt	10	Weathered/Fractured	tJ
([)	Limestone	:,.
([)
CJ	14	dark grayish brown,	gray to
wet, medium  dense	pale yellow,	CJ
I I I	WLS	wet,	5
Weathered/Fractured	4	very loose to
12	Limestone	medium dense
pale yellow to gray,
10	we  medium dense	8	10
Boring	FINE GRAINED SOILS (COHESIVE)
Terminated	11
at 1 0-ft. Depth	Boring
Boring	Terminated
Terminated	at  1 0-ft. Depth
at  10-ft. Depth

BORING No.: SB-51	BORING No.: SB-53	 MOISTURE DESCRIPTION
GWE:	15.8-ft.	dry	- absence of moisture,
GWE:	16.5-ft.	dusty, dry to the touch
GSE:	19.5-ft.	GSE:	19.8-ft.	moist  - damp, but no visible water
wet	- visible free water,
RIG TYPE:	AD-2	BORING No.: SB-52	RIG TYPE:	AD-2	usually soil is below water table
ATE:	0	17	GWE:	13,6-ft.	DATE:	01/20/17	GNE GROUND WATER NOT ENCOUNTERED
20	N	N	20	GNM GROUND WATER NOT MEASURED
GSE:	17.6-ft.	SP	LL	LIQUID LIMIT
SP	Poorly  Graded  Sand	PL	PLASTIC LIMIT
Poorly  Graded  Sand	RIG TYPE:	AD-2	light  grayish  brown,	Pl	PLASTICITY INDEX
-200 PERCENT PASSING NO. 200
6	dark grayish brown to	DATE:	01/20/17	moist,  dense,	U.S. STANDARD SIEVE (%)
light grayish brown,	N	(few  limerock  fragments)	MC	NATURAL MOISTURE CONTENT (%)
moist	SP	SP-SM	WR	WEIGHT OF ROD
Y.	to wet,	Poorly Graded Sand	Poorly Graded Sand w/Silt	WOH WEIGHT OF HAMMER
':;:)	medium  dense	12	grayish brown,	grayish brown	':;:)	N	STANDARD PENETRATION RESISTANCE
([)	-=- 12	to loose,	yellowish brown,	to gray,	IN BLOWS PER 1ft	D-1586)
(few limerock	Y.	moist to wet,	([)	(2ft SPOON - ASTM
'�-.....,	fragments  4'-6')	to gray,	dense to	�	>100 REFUSAL CRITERIA
15	moist  to  wet,	edi	d nse,	'-.....,	PH	POST HOLE DIGGER
15
C:	11	21	medium dense	(trace  root  4'-6')	C:	oc	ORGANIC CONTENT
:2	:2	TOD  TIME OF DRILLING
SE GROUND SURFACE ELEVATION
�	Y.	�	IN	CASING USED
([)	([)	uses SOIL CLASSIFICATION
CJ	23	CJ	LOSS OF CIRCULATION
5	NO RECOVERY
Y.	GWE or GROUND WATER ELEVATION (OBSERVED)
WLS	-=-
Weathered/Fractured	'Sl.	SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)
5	22	Limestone	-=-
pale yellow to gray,	TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)
10	t,	ry	10
Boring
Boring	Terminated
Terminated	12	at 1 0-ft. Depth at 1 0-ft. Depth
Boring Terminated
at  10-ft. Depth

17GY102.dwg (01-25-2017}

NO.

REVISIONS

DATE

BY

NAME

SEAL

PROJECT NAME
Preliminary Geotechnical Exploration Services Report
Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CLIENT
Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc. Coral Springs, Florida

SHEET TITLE
Boring Log Profiles

Figure No.
31

DESIGNED

DRA'MII

JIDS

01/17

SOURCE
Standard Penetration Test Boring Logs

PROJECT NO.
17GY102

CHECKED

YPC

01/17

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

38

34

18

11

3

I I I

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff hord
very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 -  10
11 - 30
31 - 50
over 50

 LEGEND
SP SAND	�1:i:i:11 ML SILT	mIIIIIl MH ELASTIC SILT
BORING No.: SB-54	BORING No.: SB-55	BORING No.: SB-56	•	SM SILTY SAND	[illT;I] CL LEAN CLAY	�CH	FAT CLAY
;
GWE:	16.5-ft.	GWE:	14.2-ft.	GWE:	14.6-ft.
GSE:	18.5-ft.	GSE:	18.6-ft.	-	SC CLAYEY SAND §	SH SHELL	�PT	MUCK/PEAT
20	G	E:	GS	8.2-ft.	R	TYP	SI	20	mLS HARD LIMESTONE	SHELLY-GRAVEL	CONCRETE
RIG TYPE:	SIMCO 2800
DATE:	01/31/17	DATE:	01/17/17
N	DATE:	01/17/17	N	p:;:r;:r;:q WLS WEATHERED OR	SHELLY-SAND	AS ASPHALT
N	SP	b:::o:::d	SOFT LIMESTONE
Poorly  Graded  Sand	SP	Poorly  Graded  Sand	�	SP-SC	!ilil -- SHELLY-CLAY  �LB	LIMEROCK
SP
BASE
3	light grayish brown,	Poorly Graded Sand	7	dark grayish brown
to very dark gray,	14	yellowish brown,	pale yellow, to	SP-SM	SOIL/CEMENT	�-- DEBRIS
�	.Y.	moist	pale yellow,	light grayish brown,	�	m
�	moist	to wet,	WD WOOD	:'l:'l:'I:'I OL ORGANIC SILTS rifA OH ORGANIC CLAY
CJ.)	to wet,	to light gray,	moist	CJ.)
'-..,	3	very loose	to wet,	11	loose to	'�-..,	Im
to loose
c: 15	iu	den	.-Y.	edi	d  se	15 C:	GM SILTY-GRAVEL	�	GC GRAVELILY-CLAY �	GP GRAVEL
:2	.-Y.	(few limerock	:2	SOIL PROPERTIES
fragments o·-2')
CJ	13
:,.	2	�	GRANULAR SOILS (COHESIONLESS)
CJ.)	20	CJ.)
GJ	GJ
7	12
16

10	10
9	14	12	FINE GRAINED SOILS (COHESIVE)

Boring	Boring
Terminated	Baring	Terminated
at 10-ft. Depth	Terminated	at 1 0-ft. Depth at 1 0-ft. Depth

BORING No.: SB-59	 MOISTURE DESCRIPTION
GWE:	15.7-ft.	dry	- absence of moisture,
GSE:	21.7-ft.	dusty, dry to the touch
moist  - damp, but no visible water
BORING No.: SB-58	RIG TYPE:	AD-2	BORING No.: SB-60	wet	-  visible free water,
GWE:	13.7-ft.	DATE:	01/16/17	GWE:	13.8-ft.	usually soil is below water table
GSE:	19.7-ft.	N	GSE:	19.8-ft.	GNE GROUND WATER NOT ENCOUNTERED GNM GROUND WATER NOT MEASURED
SP	LL	LIQUID LIMIT
RIG TYPE:	AD-2	Poorly  Graded  Sand	RIG TYPE:	AD-2	PL	PLASTIC LIMIT
DATE:	01/16/17	18	dark  grayish  brown,	DATE:	01/16/17	Pl	PLASTICITY INDEX
20	llowish b	n,	N	20	-200 PERCENT PASSING NO. 200
to light gray,	U.S. STANDARD SIEVE (%)
SP	moist	SP	MC	NATURAL MOISTURE CONTENT (%)
Poorly  Graded  Sand	to wet,	Poorly  Graded  Sand	WR	WEIGHT OF ROD
27	very dark  gray, moist, medium  dense,	31	medium  dense	17	dark grayish brown,	WOH WEIGHT OF HAMMER
(few limerock fragments O' -2')	to dense,	yellowish brown,	N	STANDARD PENETRATION RESISTANCE to light gray,		 IN BLOWS PER 1ft
WLS	(few limerock	moist	>	(2ft SPOON - ASTM D-1586)
Weathered/Fractured Limestone	fragments O' -2')	to wet,	100 REFUSAL CRITERIA
�	42	yellowish  brown to  pale yellow,	39	42	medium  dense	�	PH	POST HOLE DIGGER
CJ.)	moist,  dense	to dense,	CJ.)	OC	ORGANIC CONTENT
�	.Y.	(few  weathered  limerock	�	TOD TIME OF DRILLING
'-..,	SP	fragments O' -4')	'-..,	IN	SE GROUND SURFACE ELEVATION
CASING USED
c: 15	45	G ded San	28	15	uses SOIL CLASSIFICATION
:2	light  gray  to	29	C:	LOSS OF CIRCULATION
.Y.	grayish  brown,	.Y.	Poorly  Graded  Sand	�	NO RECOVERY
�	moist	dark  grayish  brown,	�	Y.	GWE or GROUND WATER ELEVATION (OBSERVED)
CJ.)	to wet,	yellowish brown,	CJ.)	7
GJ	18	dense  to	26	21	to  light gray,	GJ	'SZ...
medium  dense	moist	SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)
to wet,	7
medium  dense	TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)
Boring	to dense,
17		Terminated	19	(few weathered limerock at 1 0-ft. Depth		 fragments O' -4')
10	10
Boring	Boring
Terminated	Terminated
at 10-ft. Depth	at 1 0-ft. Depth

17GY102.dwg (01-25-2017}

NO.

REVISIONS

DATE

BY

NAME

SEAL

PROJECT NAME
Preliminary Geotechnical Exploration Services Report
Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CLIENT
Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc. Coral Springs, Florida

SHEET TITLE
Boring Log Profiles

Figure No.

3J

DESIGNED

DRA'MII

JIDS

01/17

SOURCE
Standard Penetration Test Boring Logs

PROJECT NO.
17GY102

CHECKED

YPC

01/17

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff
hord very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 -  10
11 - 30
31 - 50
over 50

 LEGEND
SP SAND	:: : : : : :  ML SILT	illIIIII] MH ELASTIC SILT
BORING No.: SB-61	BORING No.: SB-62
GWE:	15.9-ft.	GWE:	17.2-ft.	•	SM SILTY SAND	[illT;I] CL LEAN CLAY	�	CH FAT CLAY
GSE:	19.9-ft.	GSE:	20.2-ft.	BORING No.: SB-63	-	SC CLAYEY SAND §	SH SHELL	�	PT MUCK/PEAT
RIG TYPE:	SIMCO 2800	RIG TYPE:	SIMCO 2800	GWE:	15.6-ft.	m
DATE:	DATE:	01/17/17	GSE:	18.6-ft.	LS HARD LIMESTONE	SHELLY-GRAVEL	CONCRETE
01/17/17	N
20	-SM	RI TYP	SIM	20	p:;:r;:r;:q WLS WEATHERED OR	SHELLY-SAND	AS ASPHALT
SP	Poorly Graded Sand w/Silt	b:::o:::d	SOFT LIMESTONE
Poorly  Graded  Sand	7	light  grayish  brown,  moist,  loose	DATE:	01/17/17	�	SP-SC	!ilil -- SHELLY-CLAY  �LB	LIMEROCK
12	dark  grayish  brown,	N	BASE
pole yellow, to	LS	SP
light gray	Limestone	Poorly Graded Sand	mSP-SM	-- SOIL/CEMENT  �-- DEBRIS
moist   to   wet,	very   hard   (N/R)	6	light   grayish   brown,	iIiI IiI	 rjfA
29	medium  dense	100	(possible  caprock  and/or	-200=12.1%	moist,  loose	WD WOOD	i  OL ORGANIC SILTS	OH ORGANIC CLAY
-:)	§imented  boulders)	MC=  14.4%	SC	-:)	Im
(I)	Y.	Poorly  Graded  Sand	Y.	Clayey Sand	(I)	GM SILTY-GRAVEL	�	GC GRAVELILY-CLAY �	GP GRAVEL
�	SP-SM	yellowish brown,	4	grayish brown to	�
2	G ded San	It	6	pale yellow,	light  greenish  gray,	'-...,	 SOIL PROPERTIES
'-...,
c: 15	dark grayish brown,	to ligh gray,	wet, very loose,	15		GRANULAR SOILS (COHESIONLESS) C:
�	wet, medium dense	wet,	(few limerock fragments)	�
loose to	SP
tJ	SP	17	Poorly  Graded  Sand	�
::,.	medium dense
(I)	Poorly Graded Sand	11	light grayish brown	(I)
Cw	29	pole yellow to	to light gray,	Cw
light grayish brown,	wet,
wet,	loose to
medium dense	8	dense
28	13
FINE GRAINED SOILS (COHESIVE)
10	Boring	10
Boring	Terminated	35
Terminated	at 10-ft. Depth
at 1 0-ft. Depth
Boring Terminated
at 1 0-ft. Depth

 MOISTURE DESCRIPTION
BORING No.: SB-65	dry	-  absence of moisture,
dusty, dry to the touch
GWE:	17.1-ft.	moist  - damp, but no visible water
GSE:	21.1-ft.	BORING No.: SB-66	wet	-  visible free water,
usually soil is below water table
RIG TYPE:	SIMCO 2800	GWE:	19.5-ft.	GNE GROUND WATER NOT ENCOUNTERED
BORING No.: SB-64	DATE:	01/16/17	GSE:	19.7-ft.	GNM GROUND WATER NOT MEASURED
GWE:	14.6-ft.	N	LL	LIQUID LIMIT
SP	RIG TYPE:	SIMCO 2800	PL	PLASTIC LIMIT
GSE:	18.6-ft.	Poorly  Graded  Sand	DATE:	01/16/17	Pl	PLASTICITY INDEX
-200 PERCENT PASSING NO. 200
20	G	E:	s co		g yish b	to ark grayi h		N	20		U.S. STANDARD SIEVE (%) brown, moist, medium dense,	Y.			MC	 NATURAL MOISTURE CONTENT (%)
DATE:	01/16/17	(some  limerock  fragments)	-	SP-SM	WR	WEIGHT OF ROD
N	Poorly Graded Sand w/Silt	WOH WEIGHT OF HAMMER
_4_	dark  grayish  brown,	N	STANDARD PENETRATION RESISTANCE
SP	LS	wet, very loose
Poorly  Graded  Sand	>100	Limestone	IN BLOWS PER 1ft
(2ft SPOON - ASTM D-1586)
2	light grayish brown,	Y.	very hard (N/R)	SP	>100 REFUSAL CRITERIA
-200=10.4%	moist, very loose	(possible caprock and/or	Poorly Graded Sand	PH	POST HOLE DIGGER
-:)	MC=  21.0%	cemented  boulders)	18	yellowish brown,	-:)	OC	ORGANIC CONTENT
(I)	SP-SM	pale yellow, to	(I)	TOD TIME OF DRILLING
�	4	Poorly Graded  Sand  w/Silt	SM	light gray,	�	IN	SE GROUND SURFACE ELEVATION
dark grayish brown, moist	-200=17.8%	Silty Sand	wet,	'-...,	CASING USED
c: 15	to	t,	ry I	MC	1 6%	g	11	edi	d nse	15	uses SOIL CLASSIFICATION
...(..2,	-=-	grayish  brown,	to loose	C:	LOSS OF CIRCULATION
SP	8	wet, loose	1	NO RECOVERY
tJ	12	Poorly  Graded  Sand	Y.	GWE or GROUND WATER ELEVATION (OBSERVED)
::,.	dark grayish brown to	LS	�	-=-
(I)	light grayish brown,	Limestone	(I)
Cw	wet,	very hard (N/R)	7	Cw	¥	SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)
medium  dense	>100	TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)
12	to loose
Boring	7
10	Terminated	10
6	at  10-ft. Depth
Boring Terminated
Boring	at 1 0-ft. Depth
Terminated
at 1 0-ft. Depth

17GY102.dwg (01-25-2017}

NO.

REVISIONS

DATE

BY

NAME

SEAL

PROJECT NAME
Preliminary Geotechnical Exploration Services Report
Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CLIENT
Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc. Coral Springs, Florida

SHEET TITLE
Boring Log Profiles

Figure No.
3K

DESIGNED

DRA'MII

JIDS

01/17

SOURCE
Standard Penetration Test Boring Logs

PROJECT NO.
17GY102

CHECKED

YPC

01/17

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

-200= 9.5%
MC=  21.2%

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff hord
very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 - 10
11 - 30
31 - 50
over 50

 LEGEND
BORING No.: SB-68	SP SAND	1111111 ML SILT	mIIIIIl	ELASTIC SILT
BORING No.: SB-67	1111111	MH
GWE:	18.6-ft.
GWE:	19.2-ft.	GSE:	22.6-ft.	.SM SILTY SAND	[illT;I] CL LEAN CLAY	�CH	FAT CLAY
GSE:	22.2-ft.	RIG TYPE:	SIMCO 2800	BORING No.: SB-69	Msc	CLAYEY SAND	§SH SHELL	�PT	MUCK/PEAT
RIG TYPE:	SIMCO 2800	DATE:	01/16/17	GWE:	16.5-ft.
23 -	DATE:	01/16/17	N	-23	mLS	HARD LIMESTONE	SHELLY-GRAVEL	CONCRETE
N	SP	GSE:	20.5-ft.
SP	Poorly  Graded  Sand	RIG TYPE:	SIMCO 2800	WLS WEATHERED OR	SHELLY-SAND	AS ASPHALT
Poorly  Graded  Sand	71	pale yellow  to	�	SOFT LIMESTONE !ilil --
46	pale yellow,	grayish  brown,	DATE:	01/16/17	�	SP-SC	SHELLY-CLAY �LB	LIMEROCK
grayish brown, to	moist to wet,	N	BASE
dark grayish brown	very dense
20	ver do	gra	to den ,	rly Graded Sand	20	SP-SM	--  SOIL/CEMENT	�-- DEBRIS
�	37	moist to wet,	35	(some limerock	36	pale yellow,
dense to	Y.	fragments  O' -4')	gray, to	WmJwo WOOD	I I I I OL ORGANIC SILTS 		ORGANIC CLAY
I I I I
I I I I	rifA OH
medium dense,	SC	grayish brown,
(some limerock	-200=13.6%	Clayey Sand	moist	lmGM SILTY-GRAVEL �GC GRAVELILY-CLAY �	GP GRAVEL
fragments O' -2')	MC=  19.6% 13	very dark gray, wet,	to wet,
21	medium  dense,	19	dense  to	 SOIL PROPERTIES
loose,
::>	SP-SM	Y.	(some  limerock	::>	GRANULAR SOILS (COHESIONLESS)
(!)	fragments O' -6')	(!)
�	11	Poorly Graded Sand w/Sil\	21	(!)
'--	dark grayish brown,	�
c: 15	t, m  ium den	15
C:
:2	I I I	WLS
Weathered/Fractured	2
§;	21	Limestone	9	§;
(!)	21	gray to pale yellow, wet,	(!)
Cu	medium  dense, (encountered	Cu
Boring  hard limestone at 9.5')	FINE GRAINED SOILS (COHESIVE)
Boring	Terminated
Terminated	at  1 0-ft. Depth	LS
at  10-ft. Depth	>100	Limestone
' very hard (N/R)
10	Bo. g	10
Terminated
at 1 0-ft. Depth

BORING No.: SB-70	 MOISTURE DESCRIPTION
GWE:	GNE	dry	-  absence of moisture,
BORING No.: SB-71	BORING No.: SB-72	dusty, dry to the touch
GSE:	23.5-ft.	GWE:	15.5-ft.	GWE:	17.6-ft.	moist  -  damp, but no visible water
wet	- visible free water,
RIG TYPE:	SIMCO 2800	GSE:	22.5-ft.	GSE:	22.6-ft.	usually soil is below water table
24 -	DATE:	01/13/17	RIG TYPE:	SIMCO 2800	RIG TYPE:	SIMCO 2800	-24	GNE GROUND WATER NOT ENCOUNTERED
N	GNM GROUND WATER NOT MEASURED
SP	DATE:	01/14/17	DATE:	01/13/17	LL	LIQUID LIMIT
Poorly  Graded  Sand	N	N	PL	PLASTIC LIMIT
Pl	PLASTICITY INDEX
65	light grayish brown,	SP	SP	-200 PERCENT PASSING NO. 200 moist,	 Poorly Graded Sand	 Poorly Graded Sand		U.S. STANDARD SIEVE (%)
very dense to	86	light grayish brown,	8	grayish brown,	MC	NATURAL MOISTURE CONTENT (%)
medium dense,	very dark gray, to	moist to wet,	WR	WEIGHT OF ROD
61	(some  limerock	dark grayish brown,	loose to	WOH WEIGHT OF HAMMER
fro ments O' -1 O')	m is\	we	very loose,	N	STANDARD PENETRATION RESISTANCE
20	very dense to	trace  shell	20	IN BLOWS PER 1ft
34	6	fragments  O' -1 O')	(2ft SPOON - ASTM D-1586)
medium  dense,	>100 REFUSAL CRITERIA
(few limerock	PH	POST HOLE DIGGER
44	fragments O' -2')	QC	ORGANIC CONTENT TOD TIME OF DRILLING
38	Y- .	2	SE GROUND SURFACE ELEVATION
IN	CASING USED
uses SOIL CLASSIFICATION
::>	33	::>	LOSS OF CIRCULATION
(!)	(!)	NO RECOVERY
�'--	Y. 19	5	�'--	Y.	GWE or GROUND WATER ELEVATION (OBSERVED)
c: 15	15	-=-
:2	24	¥	SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)
C:
�	TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)
§;	23	§;
(!)	Boring	(!)
Cu	Terminated	Cu
at  10-ft. Depth	Boring	Boring
Terminated	Terminated
at 1 0-ft. Depth	at 1 0-ft. Depth

17GY102.dwg (01-25-2017}

NO.

REVISIONS

DATE

BY

NAME

SEAL

PROJECT NAME
Preliminary Geotechnical Exploration Services Report
Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CLIENT
Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Coral Springs, Florida

SHEET TITLE
Boring Log Profiles

Figure No.
3L

DESIGNED

DRA'MII

JIDS

01/17

SOURCE
Standard Penetration Test Boring Logs

PROJECT NO.
17GY102

CHECKED

YPC

01/17

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff
hord very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 -  10
11 - 30
31 - 50
over 50

 LEGEND
BORING No.: SB-73
GWE:	GNE	SP  SAND	:: : : : : :  ML SILT	illIIIII] MH ELASTIC SILT
GSE:	23.4-ft.	BORING No.: SB-74	•	SM SILTY SAND	[illTI] CL LEAN CLAY	CH FAT CLAY
RIG TYPE:	SIMCO 2800	BORING No.: SB-75	;	�
DATE:	GWE:	15.8-ft.	GWE:	15.5-ft.	-24	m	§	SH SHELL	�	PT MUCK/PEAT
24 -	N	01/13/17	GSE:	21.8-ft.	-	SC CLAYEY SAND
GSE:	21.5-ft.
SP	RIG TYPE:	SIMCO 2800	RIG TYPE:	SIMCO 2800	LS HARD LIMESTONE	SHELLY-GRAVEL	CONCRETE
Poorly Graded Sand
56	grayish brown to	DATE:	01/14/17
light  grayish  brown,	N	DATE:	01/14/17	bp::;:::ro;::r:;::dq WLS WEATHERED OR !ilil -- SHELLY-SAND	AS ASPHALT
N	SOFT LIMESTONE
moist,	SP	LIMEROCK
very dense to	Poorly Graded Sand	SP	�	SP-SC	SHELLY-CLAY  �LB	BASE
medium dense,	4	light gray, moist,	44	Poorly Graded Sand
50	very loose	dark grayish brown	SP-SM	--  SOIL/CEMENT	DEBRIS
20	(	lim rock	=11.9%	Ii  t g y,	20	m	�--
fragments   o'-2')	MC=     19.8%	SP-SM	moist,	iIiI IiI	rj fA
Poorly  Graded  Sand  w/Silt	dense to	WO WOOD	i  OL ORGANIC SILTS	  OH ORGANIC CLAY
35	7	very dork grayish brown,	26	medium  dense	Im
moist,  loose	GM SILTY-GRAVEL  �	GC GRAVELILY-CLAY �	GP GRAVEL
-200=16.4%
SP	MC=  16.3%	SP-SM	 SOIL PROPERTIES
16	Poorly  Graded  Sand	Poorly Graded  Sand  w/Silt	GRANULAR SOILS (COHESIONLESS)
-:;:;.	26	grayish  brown,	21	dark  grayish  brown,  moist	-:;:;.
Ql	.Y.	moist	to wet, medium dense	Ql
�	to wet,	.Y.	�
'-'	medium dense	SP	'-'
c: 15	rly Graded Sand	15 C:
:2	17	24	light  grayish  brown,	2
wet,
�	medium dense	�
Ql	Boring	Ql
Cu	Terminated	18	23	Cu	FINE GRAINED SOILS (COHESIVE)
at 1 0-ft. Depth
Baring
Terminated	Boring
at  10-ft. Depth	Terminated
at 1 0-ft. Depth

BORING No.: SB-77 GWE:	GNE
GSE:	23.8-ft.
BORING No.: SB-76	RIG TYPE:	AD-2	 MOISTURE DESCRIPTION
GWE:	GNE	DATE:	01/16/17	dry	-  absence of moisture,
24 -	GSE:	22.0-ft.	N	-24	dusty, dry to the touch
moist  - damp, but no visible water
RIG TYPE:	AD-2	SP	wet	-  visible free water,
Poorly Graded Sand	usually soil is below water table
DATE:	01/16/17	35	light  grayish  brown  to	GNE GROUND WATER NOT ENCOUNTERED
N	dark  grayish  brown,	GNM GROUND WATER NOT MEASURED
SP	moist,	BORING No.: SB-78	LL	LIQUID LIMIT
Poorly  Graded  Sand	dense to	GWE:	15.5-ft.	PL	PLASTIC LIMIT
43	dark grayish brown,	47	medium  dense,	Pl	PLASTICITY INDEX
light  grayish  brown,	(few limerock	GSE:	18.5-ft.	-200 PERCENT PASSING NO. 200
20	to  rayi	b	n,	gme ts O' -2')	RI TYP	SIM	20	MC	U.S. STANDARD SIEVE (%)
moist,	NATURAL MOISTURE CONTENT (%)
very dense	DATE:	01/17/17	WR	WEIGHT OF ROD
65	to dense,	42	N	WOH WEIGHT OF HAMMER
N	STANDARD PENETRATION RESISTANCE
(few  limerock	LS	IN BLOWS PER 1ft
fragments  0'-2')	Limestone	>	(2ft SPOON - ASTM D-1586)
>100	very hard (N/R)	100 REFUSAL CRITERIA
44	(possible caprock and/or	PH	POST HOLE DIGGER
-:;:;.	43	cemented  boulders)	-:;:;.	OC	ORGANIC CONTENT
TOD TIME OF DRILLING
Ql	Ql	SE GROUND SURFACE ELEVATION
�	  100	�	IN	CASING USED
'-'	'-'	uses SOIL CLASSIFICATION
c: 15	21	SP	15 C:	LOSS OF CIRCULATION
:2	Poorly  Graded  Sand	:2	NO RECOVERY
dark  grayish  brown,	Y.	GWE or GROUND WATER ELEVATION (OBSERVED)
�	Boring	8	light grayish brown,	�	-=-
Ql	Ql
Cu	31	Terminated	to light gray,	Cu	'Sl.	SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED)
at  10-ft. Depth	wet,	-=-
loose to	TYPE OF RIG: AD-2 (Manual Hammer) AND SIMCO 2800 (Automatic Hammer)
medium dense
Boring	10
Terminated
at 1 0-ft. Depth
10	Limestone	10
14		very hard (N/R) (possible caprock and/or
cemented boulders)
Boring
Terminated
at 1 0-ft. Depth

17GY102.dwg (01-25-2017}

NO.

REVISIONS

DATE

BY

NAME

SEAL

PROJECT NAME
Preliminary Geotechnical Exploration Services Report
Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida

CLIENT
Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc. Coral Springs, Florida

SHEET TITLE
Boring Log Profiles

Figure No.
3M

DESIGNED

DRA'MII

JIDS

01/17

SOURCE
Standard Penetration Test Boring Logs

PROJECT NO.
17GY102

CHECKED

YPC

01/17

APPROVED

YPC

01/17

 NOTES:
THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, EXTENT, OR CHARACTER OF THE MATERIAL PRESENT.
REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN FOR TEST LOCATIONS.

DESCRIPTIVE TERM FOR CONSISTENCY

SPT N-VALUE
(blows per ft)

very soft soft firm stiff
very stiff
hord very hard

0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31-50
over 50

DESCRIPTIVE TERM FOR RELATIVE DENSITY

SPT N-VALUE
(blows per ft)

very loose loose
medium dense dense
very dense

0 -  4
5 -  10
11 - 30
31 - 50
over 50

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

APPENDIX A
STOCKPILE LAB RESULTS

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

STOCKPILE SOIL LABORATORY TESTING SUMMARY

STOCKPILE NUMBER

1

2A

2B

3

4

5

SAMPLE NUMBER

2

3

5

6

8

11

12

1

1

1

1

2

1

2

Moisture Content (%)

2.7

4.1

4.8

6.5

7.4

2.2

4.9

11.9

3.4

3.0

4.5

3.7

4.6

5.6

% Passing #200 Sieve

6.4

18.6

8.9

10.8

50.3

9.7

16.1

60.3

23.1

11.7

11.4

8.5

16.3

6.8

Mr. Patrick Gonzalez, P.E. CalAtlantic Group Inc.
Preliminary Geotechnical Exploration Service Report Wild Blue Due Diligence
Off Corkscrew Road Estero, Lee County, Florida YPC Project No. 17GY102

YPC Consulting Group, P.L.
16 February 2017

APPENDIX B
LIMEROCK BEARING RATIO TEST RESULTS

patrick.gonzalez@calatl.com
John Dina: jdina@mitchellstark.com
Brian Penner: bpenner1@mitchellstark.com Chris Van Buskirk: ChrisV@barraco.net Carl A. Barraco: CarlB@barraco.net ralph@moretimetobid.com
Gregg Singleton: gregg@singletonengineering.com

Hiram F. Murati, P.E.
Florida Prof. Engineer No. 44599

LBR Value

Dry Density (lbs./cuft)

YPC Consulting Group, P.L. 5931 Country Lakes Drive Fort Myers, Florida 33905
phone (239) 693-7700 fax (239) 690-0271

LIMEROCK BEARING RATIO TEST RESULTS
Moisture vs. Density
113

112

111

110
6	7	8	9	10	11
Moisture Content (%)

Moisture vs. LBR Value
1000.0

100.0

10.0
6	7	8	9	10	11
Moisture Content (%)
Material Description: tan FINE SAND w/ crushed rock

Test Results Optimum Moisture (%): Maximum Dry Density (pcf): Maximum LBR Value: Passing #200 Sieve (%): Total Carbonates (%) Liquid Limit:
Plastic Limit:

PROJECT NAME:	WildBlue	PROJECT NO.:	17GY102
CLIENT:	Cal Atlantic Homes	DATE SAMPLED:	1/26/2017 DATE TESTED:	2/1/2017
TEST METHOD:	FM-515
SAMPLE No.:	1L	SAMPLED BY:	Ross/Corey
LOCATION:	East end of Stockpile 8A @ Elev. 30.00	PERFORMED BY:	Corey Patterson

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

This document has been electronically signed & sealed using a digitial signature by:

10.5
114.2
54
2.9
NA NP NP

patrick.gonzalez@calatl.com
John Dina: jdina@mitchellstark.com
Brian Penner: bpenner1@mitchellstark.com Chris Van Buskirk: ChrisV@barraco.net Carl A. Barraco: CarlB@barraco.net ralph@moretimetobid.com
Gregg Singleton: gregg@singletonengineering.com

Hiram F. Murati, P.E.
Florida Prof. Engineer No. 44599

LBR Value

Dry Density (lbs./cuft)

YPC Consulting Group, P.L. 5931 Country Lakes Drive Fort Myers, Florida 33905
phone (239) 693-7700  fax (239) 690-0271

LIMEROCK BEARING RATIO TEST RESULTS
Moisture vs. Density
128

127

126

125

124

123

122
6	7	8	9	10	11
Moisture Content (%)

Moisture vs. LBR Value
1000.0

100.0

10.0
6	7	8	9	10	11
Moisture Content (%)
Material Description: Existing Limerock

Test Results Optimum Moisture (%): Maximum Dry Density (pcf): Maximum LBR Value: Passing #200 Sieve (%): Total Carbonates (%) Liquid Limit:
Plastic Limit:

PROJECT NAME:	WildBlue	PROJECT NO.:	17GY102
CLIENT:	Cal Atlantic Homes	DATE SAMPLED:	1/26/2017 DATE TESTED:	2/1/2017
TEST METHOD:	FM-515
SAMPLE No.:	2L	SAMPLED BY:	Ross/Corey
Ex. Haul Rd. 2 Intersections of Main Spine Rd.
LOCATION:	& Peninsula on W Side	PERFORMED BY:	Corey Patterson

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

This document has been electronically signed & sealed using a digitial signature by:

8.0
127.5
125
10.4
NA NP NP

patrick.gonzalez@calatl.com
John Dina: jdina@mitchellstark.com
Brian Penner: bpenner1@mitchellstark.com Chris Van Buskirk: ChrisV@barraco.net Carl A. Barraco: CarlB@barraco.net ralph@moretimetobid.com
Gregg Singleton: gregg@singletonengineering.com

Hiram F. Murati, P.E.
Florida Prof. Engineer No. 44599

LBR Value

Dry Density (lbs./cuft)

YPC Consulting Group, P.L. 5931 Country Lakes Drive Fort Myers, Florida 33905
phone (239) 693-7700  fax (239) 690-0271

LIMEROCK BEARING RATIO TEST RESULTS
Moisture vs. Density
104

103

102

101
8	9	10	11	12	13
Moisture Content (%)

Moisture vs. LBR Value
100.0

10.0
8	9	10	11	12	13
Moisture Content (%)
Material Description: Tan FINE SAND w/ crushed rock

Test Results Optimum Moisture (%): Maximum Dry Density (pcf): Maximum LBR Value: Passing #200 Sieve (%): Total Carbonates (%) Liquid Limit:
Plastic Limit:

PROJECT NAME:	WildBlue	PROJECT NO.:	17GY102
CLIENT:	Cal Atlantic Homes	DATE SAMPLED:	1/26/2017 DATE TESTED:	2/1/2017
TEST METHOD:	FM-515
SAMPLE No.:	3L	SAMPLED BY:	Ross/Corey

LOCATION:	North End of New Main Entrance Roadway	PERFORMED BY:	Corey Patterson

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

This document has been electronically signed & sealed using a digitial signature by:

11.2
103.7
45
2.5
NA NP NP

patrick.gonzalez@calatl.com
John Dina: jdina@mitchellstark.com
Brian Penner: bpenner1@mitchellstark.com Chris Van Buskirk: ChrisV@barraco.net Carl A. Barraco: CarlB@barraco.net ralph@moretimetobid.com
Gregg Singleton: gregg@singletonengineering.com

Hiram F. Murati, P.E.
Florida Prof. Engineer No. 44599

LBR Value

Dry Density (lbs./cuft)

YPC Consulting Group, P.L. 5931 Country Lakes Drive Fort Myers, Florida 33905
phone (239) 693-7700  fax (239) 690-0271

LIMEROCK BEARING RATIO TEST RESULTS
Moisture vs. Density
105

104

103

102

101

100

99

98
7	8	9	10	11	12
Moisture Content (%)

Moisture vs. LBR Value
100.0

10.0
7	8	9	10	11	12
Moisture Content (%)
Material Description: Tan FINE SAND w/ crushed rock

Test Results

Optimum Moisture (%): Maximum Dry Density (pcf): Maximum LBR Value: Passing #200 Sieve (%): Total Carbonates (%) Liquid Limit:
Plastic Limit:

10.1
104.6
37

44.9

NA NP NP

PROJECT NAME:	WildBlue	PROJECT NO.:	17GY102
CLIENT:	Cal Atlantic Homes	DATE SAMPLED:	1/26/2017 DATE TESTED:	2/1/2017
TEST METHOD:	FM-515
SAMPLE No.:	4L	SAMPLED BY:	Ross/Corey

LOCATION:	West side of Lake #2 @ Center of Lake	PERFORMED BY:	Corey Patterson

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

This document has been electronically signed & sealed using a digitial signature by: