Geotechnical Report of Findings...for slug-in (falling head) and slug-out (rising head) tests....

GFA INTERNATIONAL FLORIDA’S LEADING ENGINEERING SOURCE

Geotechnical Report of Findings

Naples Airport Runway 14-32 160 Aviation Drive

Naples, Collier County, Florida

August 5, 2014 GFA Project No.: 14-1623

For: Hanson Professional Services Inc.

Since 1988

Florida’s Leading Engineering Source

Environmental • Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance

5851 Country Lakes Drive • Fort Myers, Florida 33905 • (239) 489-2443 • (239) 489-3438 (fax) • www.teamgfa.com

OFFICES THROUGHOUT FLORIDA

August 5, 2014 Mr. Ron D. Ridenour Jr. Hanson Professional Services Inc. 9015 town Center Parkway, Suite 105 Lakewood Ranch, Manatee County, FL 34202 Phone: (941) 342-6321, Ext. 3504 Mobile: (941 380-7494 Fax: (941) 379-6474 Email: [email protected] Subject: Geotechnical Report of Findings Naples Airport Runway 14-32 160 Aviation Drive

Naples, Collier County, Florida GFA Project # 14-1623

Dear Mr. Ridenour: GFA International, Inc. (GFA) has completed the subsurface exploration and geotechnical engineering evaluation for the above-referenced project in accordance with the geotechnical and engineering service agreement for this project. The scope of services was completed in accordance with our Geotechnical Engineering Proposal (14-1623.00), planned in conjunction with and authorized by you. EXECUTIVE SUMMARY The purpose of our subsurface exploration was to classify the nature of the subsurface soils and general geomorphic conditions and evaluate their impact upon the proposed construction. This report contains the results of our subsurface exploration at the site and our engineering interpretations of these, with respect to the project characteristics described to us. It is our understanding the project consists of the improvement of drainage conditions along runway 14-32 at the subject site. GFA was requested to conduct a total of ten (10) standard penetration test (SPT) borings to depths of approximately 10 feet below ground surface (BGS) and visually classify all samples by USCS. Furthermore, GFA was requested to complete laboratory analysis of specific samples obtained and conduct field permeability testing. The subsurface soil conditions encountered at this site generally consists of very loose to very dense sand (SP), sand with silt (SP-SM), weathered limestone (WLS), and limestone (LS) to the boring termination depths. Please refer to Appendix D - Record of Test Borings for a detailed account of each boring.

Naples Airport Runway 14-32 – 160 Aviation Drive Geotechnical Report of Findings Naples, Collier County, Florida August 5, 2014 GFA Project No. 14-1623 Page 3 of 9

TABLE OF CONTENTS 1.0 INTRODUCTION ................................................................................................................. 4 1.1 Scope of Services ........................................................................................................... 4 1.2 Project Description .......................................................................................................... 4 2.0 OBSERVATIONS ................................................................................................................ 4 2.1 Site Inspection................................................................................................................. 4 2.2 Field Exploration ............................................................................................................. 4 2.3 Laboratory Analysis ......................................................................................................... 4 2.4 Geomorphic Conditions ................................................................................................... 5 2.5 Hydrogeological Conditions ............................................................................................. 5 2.5.1 Rising Head Field Tests ................................................................................................ 5 4.0 REPORT LIMITATIONS ...................................................................................................... 6 5.0 BASIS FOR RECOMMENDATIONS ................................................................................... 7 Appendix A - Vicinity Map Appendix B - Test Location Plan Appendix C - Notes Related to Borings Appendix D - Record of Test Borings Appendix E - Discussion of Soil Groups Appendix F - Sieve Analysis of Fine and Course Aggregates ASTM C-136 Appendix G - Record of Rising Head Permeability Tests


1.0 INTRODUCTION It is our understanding the project consists of the improvement of drainage conditions along runway 14-32 at the subject site. GFA was requested to conduct a total of ten (10) standard penetration test (SPT) borings to depths of approximately 10 feet below ground surface (BGS) and visually classify all samples by USCS. Furthermore, GFA was requested to complete laboratory analysis of specific samples obtained and conduct field permeability testing.

2.0 OBSERVATIONS 2.1 Site Inspection The recovered samples were not examined, either visually or analytically, for chemical composition or environmental hazards. GFA would be pleased to perform these services for an additional fee, if required. 2.2 Field Exploration A total of ten (10) standard penetration test (SPT) borings to depths of approximately 10 feet below ground surface (BGS) were completed for this study. The locations of the borings performed are illustrated in Appendix B: "Test Location Plan". The Standard Penetration Test (SPT) boring method was used as the investigative tool within the borings. SPT tests were performed in substantial accordance with ASTM Procedure D-1586, “Penetration Test and Split-Barrel Sampling of Soils”. This test procedure consists of driving a 1.4-inch I.D. split-tube sampler into the soil profile using a 140-pound hammer falling 30 inches. The number of blows per foot, for the second and third 6-inch increment, is an indication of soil strength. The soil samples recovered from the soil borings were visually classified and their stratification is illustrated in Appendix D: "Record of Test Borings". It should be noted that soil conditions might vary between the strata interfaces, which are shown. The soil boring data reflect information from a specific test location only. Site specific survey staking for the test locations was not provided for our field exploration. The indicated depth and location of each test was approximated based upon existing grade and estimated distances and relationships to obvious landmarks. The boring depths were selected based on our knowledge of vicinity soils and to include the zone of soil likely to be stressed by the proposed construction. 2.3 Laboratory Analysis Soil samples recovered from our field exploration were returned to our laboratory where they were visually examined in general accordance with ASTM D-2488. Samples were evaluated to obtain an accurate understanding of the soil properties and site geomorphic conditions. Moisture content analyses were performed on each (57) soil sample returned to the laboratory. Eight (8) grain size analysis and eight (8) specific gravity tests were completed on soil samples obtained in our borings. Grain size distribution graphs for each of the samples tested are presented in Appendix F: “Sieve Analysis of Fine and Course Aggregates ASTM C-136”. Table 1 below lists the laboratory results for specific gravities of soils.


TABLE 1 – ASTM D 854 Specific Gravity of Soils

Composite Boring Number

Soil Sample Depth (ft.)

Specific Gravity of Soils

B-1/ B-8 0-2 2.52

B-10 2-4 2.58

B-3/ B-12 4-6 2.55

B-7/ B-9 4-6 2.72

B-12 6-8 2.65

B-1/ B-2/ B-12 8-10 2.68

B-4/ B-5 8-10 2.66

B-4/ B-7 8-10 2.60

Bag samples of the soil encountered during our field exploration will be held in our laboratory for your inspection for 30 days and then discarded unless we are notified otherwise in writing. 2.4 Geomorphic Conditions Boring logs derived from our field exploration are presented in Appendix D: "Record of Test Borings”. The boring logs depict the observed soils in graphic detail. The Standard Penetration Test borings indicate the penetration resistance, or N-values, logged during the drilling and sampling activities. The classifications and descriptions shown on the logs are generally based upon visual characterizations of the recovered soil samples. All soil samples reviewed have been depicted and classified in general accordance with the Unified Soil Classification System, modified as necessary to describe typical southwest Florida conditions. See Appendix E: "Discussion of Soil Groups", for a detailed description of various soil groups. The subsurface soil conditions encountered at this site generally consists of very loose to very dense sand (SP), sand with silt (SP-SM), weathered limestone (WLS), and limestone (LS) to the boring termination depths. Please refer to Appendix D - Record of Test Borings for a detailed account of each boring. 2.5 Hydrogeological Conditions On the dates of our field exploration, the groundwater table was encountered at depths ranging from approximately 1 to 3 feet below the existing ground surface. The groundwater table will fluctuate seasonally depending upon local rainfall and other site specific and/or local influences such as tidal events. Brief ponding of stormwater may occur across the site after heavy rains. 2.5.1 Rising Head Field Tests

During the geotechnical exploration drilling activities, four (4) soil borings were designated for temporary monitoring well (TMW) installations, to be used as piezometers for performing rising head tests. These borings were B-1 (TMW-1), B-8 (TMW-2), B-10 (TMW-3) and B-12 (TMW-4).


Each piezometer, constructed of 2-inch diameter PVC 5-ft. riser and 5-ft. screen was developed using a purge pump, immediately following installation, until producing clear groundwater. On July 16, 2014, GFA personnel mobilized to the project site to perform the rising head field tests in general accordance with the United States Geological Survey (USGS) publication GWPD 17-Conducting an Instantaneous Change in Head (Slug) Test with a Mechanical Slug and Submersible Pressure Transducer. Upon arriving to each piezometer, the height of the standpipe from the ground surface to the top of riser, the total depth of the piezometer from the top of riser, and the static water depth from the top of riser, were all measured and recorded. The static water level readings were collected using a Solinst® Water Level Meter Model 101. The groundwater table was measured at 2.21-ft. BGS at TMW-1, and ranged from 1.51-ft. BGS to 1.75-ft. BGS at TMW-2, TMW-3 and TMW-4. An In-Situ LevelTROLL® 700 pressure transducer was lowered into the piezometer approximately 4-ft. to 5-ft. below the water table and was allowed time to adjust to the groundwater pressure and temperature. Groundwater pressure and elevation readings were recorded every 0.25-second during the duration of each test. A one-quart (58 in³) solid PVC slug was used to displace water in and out of the aquifer for slug-in (falling head) and slug-out (rising head) tests. Readings were recorded until the

groundwater elevation stabilized. Test reports are provided in Appendix G: “Report of Rising Head Permeability Tests”. The following estimated permeability (K) values were calculated:

TMW-1 – K = 3.07 E-03 cm/s (8.71 ft/day); TMW-2 – K = 4.81 E-03 cm/s (13.62 ft/day); TMW-3 – K = 2.12 E-03 cm/s (6.01 ft/day); TMW-4 – K = 3.32 E-03 cm/s (9.42 ft/day).

4.0 REPORT LIMITATIONS This consulting report has been prepared for the exclusive use of the current project owners and other members of the design team for the Naples Airport Runway 14-32 at 160 Aviation Drive in Naples, Collier County, Florida. This report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. The evaluation submitted in this report, is based in part upon the data collected during a field exploration, however, the nature and extent of variations throughout the subsurface profile may not become evident until the time of construction. If variations then appear evident, it may be necessary to reevaluate information and professional opinions as provided in this report. In the event changes are made in the nature, design, or locations of the proposed structure, the evaluation and opinions contained in this report shall not be considered valid, unless the changes are reviewed and conclusions modified or verified in writing by GFA International. GFA is not responsible for damage caused by soil improvement and/or construction activity vibrations related to this project. GFA is also not responsible for damage concerning drainage or moisture related issues for the proposed or nearby structures.


5.0 BASIS FOR RECOMMENDATIONS The analysis and recommendations submitted in this report are based on the data obtained from the tests performed at the locations indicated on the attached figure in Appendix B. This report does not reflect any variations, which may occur between borings. While the borings are representative of the subsurface conditions at their respective locations and for their vertical reaches, local variations characteristic of the subsurface soils of the region are anticipated and may be encountered. The delineation between soil types shown on the soil logs is approximate and the description represents our interpretation of the subsurface conditions at the designated boring locations on the particular date drilled. Any third party reliance of our geotechnical report or parts thereof is strictly prohibited without the expressed written consent of GFA International. The methodology (ASTM D-1586) used in performing our borings and for determining penetration resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty to advance other tools or materials.

Appendix A - Vicinity Map

VICINITY MAP

© 1993 D eLorm e Mapp ing © 1993 D eLorm e Mapp ing © 1993 D eLorm e Mapp ing © 1993 D eLorm e Mapp ing © 1993 D eLorm e Mapp ing © 1993 D eLorm e Mapp ing © 1993 D eLorm e Mapp ing © 1993 D eLorm e Mapp ing © 1993 D eLorm e Mapp ing

MiamiMiamiMiamiMiamiMiamiMiamiMiamiMiamiMiami

TallahasseeTallahasseeTallahasseeTallahasseeTallahasseeTallahasseeTallahasseeTallahasseeTallahassee

TampaTampaTampaTampaTampaTampaTampaTampaTampa

JacksonvilleJacksonvilleJacksonvilleJacksonvilleJacksonvilleJacksonvilleJacksonvilleJacksonvilleJacksonville

FLORIDA


Runway 14-32 Drainage

Improvement

160 Aviation Drive North


GFA International Project No.: 14-1623

Site Location Naples, FL

*Scale is an approximation and may not be accurate.

SITE LOCATION

SITE LOCATION

*

Appendix B - Test Location Plan

Runway 14-32 Drainage

Improvement

160 Aviation Drive North


GFA International Project No.: 14-1623

TEST LOCATION PLAN


MiamiMiamiMiamiMiamiMiamiMiamiMiamiMiamiMiami

TallahasseeTallahasseeTallahasseeTallahasseeTallahasseeTallahasseeTallahasseeTallahasseeTallahassee

TampaTampaTampaTampaTampaTampaTampaTampaTampa

JacksonvilleJacksonvilleJacksonvilleJacksonvilleJacksonvilleJacksonvilleJacksonvilleJacksonvilleJacksonville

FLORIDA


B2

DR-1

DR1

Site Location Naples, FL

B1

B3

B4

B5

B6

B7

B8

B9

B10

B11

B12

B13B14B15B16

B17B18B19

B20

B2B1

B3B4B5B6

B7

B8B9B10

B11

B12B13B14B15B16

B17B18B19

B20

EX1

EX2

EX3EX4

EX5

HA1HA2HA3HA4

HA5

*Scale is an approximation and may not be accurate.

B1

B2

B3

DR1

B1

B2

B3

B4

Appendix C - Notes Related to Borings

NOTES RELATED TO RECORDS OF TEST BORING AND

GENERALIZED SUBSURFACE PROFILE

1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on

the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion. 2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape

and survey wheel. 3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix

when pavement was encountered. 4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of

the soil samples. 5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the

Report text. 6. “Field Test Data” shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test

(SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches.

7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-

inch increments. 8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those

shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location tested; soil/rock conditions may vary between test locations.

9. Relative density for sands/gravels and consistency for silts/clays are described as follows:

SPT CPT SANDS/GRAVELS SPT CPT SILTS/CLAYS

BLOWS/FOOT KG/CM2 RELATIVE DENSITY BLOWS/FOOT KG/CM

2 CONSISTENCY

0-4 0-16 Very loose 0-1 0-3 Very soft

5-10 17-40 Loose 2-4 4-9 Soft

11-30 41-120 Medium Dense 5-8 10-17 Firm

31-50 over 120 Dense 9-15 18-31 Stiff

over 50 Very Dense 16-30 32-60 Very stiff

31-50 over 60 Hard

10. Grain size descriptions are as follows: 11. Definition of Descriptive Terms of Fines:

NAME SIZE LIMITS PROPORTION ADJECTIVE

Boulder 12 Inches or more Up to 10% with a trace

Cobbles 3 to 12 Inches 10 to 30% with some

Coarse Gravel ¾ to 3 Inches

Fine Gravel No. 4 sieve to ¾ inch

Coarse Sand No. 10 to No. 4 sieve

Medium Sand No. 40 to No. 10 sieve

Fine Sand No. 200 to No. 40 sieve

Fines Smaller than No. 200 sieve

11. Definitions related to adjectives used in soil/rock descriptions:

PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER ADJECTIVE

Up to 10% with a trace Less than 1/32" Fine roots

10 to 30% with some 1/32" to ¼” Small roots

30 to 50% with ¼” to 1" Medium roots

Greater than 1" Large roots

Appendix D - Record of Test Borings

100

100

100

100

20

1-1-3-3(4)

3-4-6-7(10)

2-1-0-1(1)

1-1-2-2(3)

50/5"

Gray to light gray (Moisture Content = 31.5%).

Light gray (Moisture Content = 21.4%).

Light gray to dark brown (Moisture Content = 22.6%).

Brown (Moisture Content = 22.1%).

Brown with traces of fine gravel (Moisture Content = 40.5%).

Bottom of hole at 10.0 feet.

SAND (SP)Very Loose toLoose

SAND WITH SILT(SP-SM)

LIMESTONE (LS)Very Dense

DRILLING CONTRACTOR GFA International

DATE STARTED 7/14/14 COMPLETED 7/14/14

DRILLING METHOD SPT/ MUD ROTARY

DRILLED BY Greg Cole

GROUND ELEVATION N/A

NOTES Ground Water Level @ 1-hour: 2.5'

GROUND WATER LEVEL:

ENCOUNTERED AT (ft): 2.5

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T

OTHER COMPONENTSMAIN SOIL COMPONENT

GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50

PAGE 1 OF 1BORING NUMBER B-1

CLIENT Hanson Professional Services, Inc.

PROJECT NUMBER 14-1623

PROJECT NAME Runway 14-32 Drainage Improvements

PROJECT LOCATION 160 Aviation Drive North, Naples

MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

E IM

PR

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.GP

J M

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R B

OR

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G.G

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8/4

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GFA International, Inc5851 Country Lakes DriveFort Myers, Florida 33905239-489-2443 P239-489-3438 F

>>

100

100

100

100

10

1-3-6-7(9)

5-9-9-8(18)

5-6-6-6(12)

4-3-3-4(6)

50/2"



Dark brown (Moisture Content = 17.2%).

Dark brown to borwn with some silt (Moisture Content =19.5%).

Rock (Moisture Content = 40.4%).


SAND (SP)Loose toMedium Dense

SAND WITH SILT(SP-SM)Loose








GROUND WATER LEVEL:


RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

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100

100

100

25

0

1-3-4-7(7)

4-5-5-5(10)

4-4-5-5(9)

2-15/2"

50/0"




Brown to rock (Moisture Content = 24.0%).

No recovery.


SAND (SP)Loose








GROUND WATER LEVEL:


RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

E IM

PR

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EN

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8/4

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>>

>>

100

100

100

100

100

1-1-2-4(3)

3-5-7-7(12)

3-5-6-7(11)

4-4-5-4(9)

4-3-4-3(7)



Light gray to dark brown with traces of roots and organics(Moisture Content = 21.1%).


Dark brown to gray with limestone (Moisture Content =41.7%).


SAND (SP)Very Loose toMedium Dense








GROUND WATER LEVEL:


RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

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100

100

100

100

100

2-3-5-8(8)

5-10-12-13(22)

10-12-12-12(24)

5-6-7-8(13)

4-3-2-3(5)

Gray (Moisture Content = 15.4%).

Light gray to dark gray (Moisture Content = 20.8%).

Gray to dark brown (Moisture Content = 16.5%).


Brown to gray with limestone (Moisture Content = 43.5%).










GROUND WATER LEVEL:


RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

E IM

PR

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J M

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100

100

100

75

0

1-3-5-7(8)

8-14-14-12(28)

4-5-4-32(9)

10-11-18-50/1"

50/0"

Brown to gray (Moisture Content = 12.3%).


Light gray to dark brown to light gray (Moisture Content =17.1%).

Brown to rock (Moisture Content = 18.0%).

No recovery.



SAND WITH SILT(SP-SM)Loose toVery Dense







NOTES

GROUND WATER LEVEL:

ENCOUNTERED AT (ft):

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

E IM

PR

OV

EM

EN

TS

.GP

J M

AS

TE

R B

OR

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LO

G.G

DT

8/4

/14


>>

>>

100

100

45

0

100

2-3-3-4(6)

6-11-12-11(23)

11-50/5"

50/0"

7-3-3-3(6)

Brown to gray (Moisture Content = 12.8%).

Gray to brown (Moisture Content = 16.8%).

Brown to light gray with some fine gravel (Moisture Content= 35.1%).

No recovery.



SAND (SP)Loose

SILTY SAND (SM)Medium Dense

SAND WITH SILT(SP-SM)Very Dense


WEATHEREDLIMESTONE (WLS)Loose







GROUND WATER LEVEL:


RE

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RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

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0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

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100

100

20

0

100

2-4-5-8(9)

6-6-6-4(12)

50/4"

50/0"

14-11-9-6(20)


Gray to brown (Moisture Content = 19.4%).

Brown with fine and coarse gravel (Moisture Content =19.2%).

No recovery.



SAND (SP)Loose

SAND WITH SILT(SP-SM)Medium Dense


WEATHEREDLIMESTONE (WLS)Medium Dense







GROUND WATER LEVEL:


RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

E IM

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100

100

95

0

50

1-3-5-7(8)

5-7-6-6(13)

4-6-11-50/5"

50/0"

33-24-50/0"

Gray with some fine roots (Moisture Content = 13.0%).

Brown to range with traces of fine gravel (Moisture Content= 18.8%).

Light gray with traces of shell (Moisture Content = 45.5%).

No recovery.

Gray with rock and shell (Moisture Content = 11.8%).


SAND (SP)Loose


SAND (SP)Medium Dense


WEATHEREDLIMESTONE (WLS)Very Dense






NOTES Ground Water Level @ 1-hour: 1.3' (RAIN)

GROUND WATER LEVEL:


RE

CO

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RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

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>>

>>

100

100

70

0

0

1-2-3-5(5)

18-30-12-10(42)

5-11-50/4"

50/0"

50/0"

Gray with traces of fine roots (Moisture Content = 21.3%).

Gray to light gray with shell (Moisture Content = 25.5%).

Light gray with traces of shell and with fine and coarsegravel (Moisture Content = 39.1%).

No recovery.

No recovery.


SAND (SP)Loose

WEATHEREDLIMESTONE (WLS)Dense

SAND (SP)







NOTES Ground Water Level @ 1-hour: 0.6' (RAIN)

GROUND WATER LEVEL:


RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

E IM

PR

OV

EM

EN

TS

.GP

J M

AS

TE

R B

OR

ING

LO

G.G

DT

8/4

/14


>>

>>

>>

100

100

10

0

100

1-2-4-6(6)

5-5-7-14(12)

50/3"

50/0"

3-2-2-5(4)


Gray to dark brown with traces of fine gravel and organics(Moisture Content = 31.5%).


No recovery.





WEATHEREDLIMESTONE (WLS)Loose







GROUND WATER LEVEL:


RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

E IM

PR

OV

EM

EN

TS

.GP

J M

AS

TE

R B

OR

ING

LO

G.G

DT

8/4

/14


>>

>>

100

100

100

100

20

1-2-1-4(3)

2-5-8-9(13)

3-6-6-5(12)

2-5-7-5(12)

2-4-2-2(6)



Gray to dark brown (Moisture Content = 42.7%).

Brown to gray with traces of fine gravel (Moisture Content =43.8%).

Gray with weathered limestone (Moisture Content = 33.0%).

Rock in tip of spoon.


SAND (SP)Very Loose toMedium Dense


SAND (SP)Loose







GROUND WATER LEVEL:


RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

DE

PT

H(f

t)

0

5

10

SP

T


GR

AP

HIC

LOG N-VALUE

CURVE

10 20 30 400 50






MA

IN B

OR

ING

LO

G 1

4-16

23 R

UN

WA

Y 1

4-32

DR

AIN

AG

E IM

PR

OV

EM

EN

TS

.GP

J M

AS

TE

R B

OR

ING

LO

G.G

DT

8/4

/14


Appendix E - Discussion of Soil Groups

DISCUSSION OF SOIL GROUPS

COARSE GRAINED SOILS GW and SW GROUPS. These groups comprise well-graded gravelly and sandy soils having little or no plastic fines (less than 5 percent passing the No. 200 sieve). The presence of the fines must not noticeably change the strength characteristics of the coarse-grained fraction and must not interface with it's free-draining characteristics. GP and SP GROUPS. Poorly graded gravels and sands containing little of no plastic fines (less than 5 percent passing the No. 200 sieve) are classed in GP and SP groups. The materials may be called uniform gravels, uniform sands or non-uniform mixtures of very coarse material and very fine sands, with intermediate sizes lacking (sometimes called skip-graded, gap-graded or step-graded). This last group often results from borrow pit excavation in which gravel and sand layers are mixed. GM and SM GROUPS. In general, the GM and SM groups comprise gravels or sands with fines (more than 12 percent passing the No. 200 sieve) having low or no plasticity. The plasticity index and liquid limit of soils in the group should plot below the "A" line on the plasticity chart. The gradation of the material is not considered significant and both well and poorly graded materials are included. GC and SC GROUPS. In general, the GC and SC groups comprise gravelly or sandy soils with fines (more than 12 percent passing the No. 200 sieve), which have a fairly high plasticity. The liquid limit and plasticity index should plot above the "A” line on the plasticity chart.

FINE GRAINED SOILS ML and MH GROUPS. In these groups, the symbol M has been used to designate predominantly silty material. The symbols L and H represent low and high liquid limits, respectively, and an arbitrary dividing line between the two is set at a liquid limit of 50. The soils in the ML and MH groups are sandy silts, clayey silts or inorganic silts with relatively low plasticity. Also included are loess type soils and rock flours. CL and CH GROUPS. In these groups the symbol C stands for clay, with L and H denoting low or high liquid limits, with the dividing line again set at a liquid limit of 50. The soils are primarily inorganic clays. Low plasticity clays are classified as CL and are usually lean clays, sandy clays or silty clays. The medium and high plasticity clays are classified as CH. These include the fat clays, gumbo clays and some volcanic clays.

OL and OH GROUPS. The soil in the OL and OH groups are characterized by the presence of organic odor or color, hence the symbol O. Organic silts and clays are classified in these groups. The materials have a plasticity range that corresponds with the ML and MH groups.

HIGHLY ORGANIC SOILS

The highly organic soils are usually very soft and compressible and have undesirable construction characteristics. Particles of leaves, grasses, branches, or other fibrous vegetable matter are common components of these soils. They are not subdivided and are classified into one group with the symbol PT. Peat humus and swamp soils with a highly organic texture are typical soils of the group.

Appendix F: Sieve Analysis of Fine and Course Aggregates ASTM C-136

Appendix G: Record of Rising Head Permeability Tests

PROJECT NAME: CONTRACTOR: 5.169 Depth @ StartHOLE NUMBER: BOREHOLE LOGGER: 3.770 Depth @ FinishLOCATION: DRILLER:DATE:

ELEVATION OF GROUND SURFACE (Hg): 10.00 ft. ELEVATION OF GROUNDWATER (Ho): 7.79 ft.(Elevations is assumed to be 10' NVGD 29)

HEIGHT OF RISER ABOVE GROUND (H1): 1.50 ft. BOREHOLE DIAMETER (D): 2.0 in. x 2.54 = 5.08 cmDEPTH TO BOTTOM OF RISER (L1): 3.50 ft. STANDPIPE DIAMETER (d): 2.0 in. x 2.54 = 5.08 cmDEPTH TO BOTTOM OF TESTED ZONE (L2): 8.50 ft. Time Sat. Hole W/L

(Sec.) (Feet)TEST START TIME: 11:05:27 TEST END TIME: 11:06:57 0 8.50 0.000

TIME W/L TIME W/L TIME W/L TIME W/L TIME W/L TIME W/L TIME W/L 0 8.50 0.000(sec) (ft) (sec) (ft) (sec) (ft) (sec) (ft) (sec) (ft) (sec) (ft) (sec) (ft) 1 8.52 -0.016

0 5.169 10 5.014 20 4.858 30 4.703 65 4.159 2 8.53 -0.0311 5.153 11 4.998 21 4.843 33 4.656 70 4.081 3 8.55 -0.0472 5.138 12 4.982 22 4.827 36 4.609 75 4.003 4 8.56 -0.0623 5.122 13 4.967 23 4.811 39 4.563 80 3.925 5 8.58 -0.0784 5.107 14 4.951 24 4.796 42 4.516 90 3.770 6 8.59 -0.0935 5.091 15 4.936 25 4.780 45 4.470 120 3.754 7 8.61 -0.1096 5.076 16 4.920 26 4.765 48 4.423 150 3.753 8 8.62 -0.1247 5.060 17 4.905 27 4.749 50 4.392 180 3.739 9 8.64 -0.1408 5.045 18 4.889 28 4.734 55 4.314 215 3.750 10 8.66 -0.1559 5.029 19 4.874 29 4.718 60 4.236 11 8.67 -0.171

Measurements of water levels (W/L), elevations and depths shall be accurate to increments of 0.1 feet, diameters to 0.1 inches, or less 12 8.69 -0.18713 8.70 -0.20214 8.72 -0.21815 8.73 -0.23316 8.75 -0.24917 8.76 -0.26418 8.78 -0.28019 8.80 -0.29520 8.81 -0.31121 8.83 -0.32622 8.84 -0.34223 8.86 -0.35824 8.87 -0.37325 8.89 -0.38926 8.90 -0.40427 8.92 -0.42028 8.94 -0.43529 8.95 -0.45130 8.97 -0.46633 9.01 -0.51336 9.06 -0.56039 9.11 -0.60642 9.15 -0.65345 9.20 -0.69948 9.25 -0.74650 9.28 -0.77755 9.35 -0.85560 9.43 -0.933

m (assuming kh=kv) = 1 65 9.51 -1.01070 9.59 -1.088

L = (L2 – L1) x 30.48 = 152.4 cm 75 9.67 -1.16680 9.74 -1.244

t1 = 0 sec W/L @ t1 = 5.17 90 9.90 -1.399t2 = 90 sec W/L @ t2 = 3.77

h1 = (Hg+H1 – H0 – W/L @ t1) x 30.48 = -44.47 cm kh = cm/sh2 = (Hg+H1 – H0 – W/L @ t2) x 30.48 = -1.83 cm

Depth measured from top of riserREPORT OF RISING HEAD PERMEABILITY TEST

16-Jul-2014

TMW 1B-1

GFA InternationslScott McManus

Greg Cole

Naples Airport Runway

Equation from TM 5-818-5, Figure 3-5 Case B Variable Head

3.07E-03

t2

0.0

1.0

2.0

3.0

4.0

5.0

6.0

10 100 1000

Wat

er L

evel

(fee

t)

Time (sec) Rising Head Test

( )

−

×

=2

1

12

2

ln8

2ln

hh

ttLDmLd

kh






0 5.400 10 5.238 20 5.076 30 4.913 65 4.346 2 7.61 -0.0321 5.384 11 5.222 21 5.059 33 4.865 70 4.264 3 7.63 -0.0492 5.368 12 5.205 22 5.043 36 4.816 75 4.183 4 7.64 -0.0653 5.351 13 5.189 23 5.027 39 4.767 80 4.102 5 7.66 -0.0814 5.335 14 5.173 24 5.011 42 4.719 90 3.940 6 7.68 -0.0975 5.319 15 5.157 25 4.994 45 4.670 120 3.941 7 7.69 -0.1146 5.303 16 5.140 26 4.978 48 4.621 130 3.937 8 7.71 -0.1307 5.286 17 5.124 27 4.962 50 4.589 150 3.943 9 7.73 -0.1468 5.270 18 5.108 28 4.946 55 4.508 180 3.932 10 7.74 -0.1629 5.254 19 5.092 29 4.930 60 4.427 240 3.951 11 7.76 -0.178


m (assuming kh=kv) = 1 65 8.63 -1.05470 8.72 -1.136

L = (L2 – L1) x 30.48 = 152.4 cm 75 8.80 -1.21780 8.88 -1.298

t1 = 0 sec W/L @ t1 = 5.40 90 9.04 -1.460t2 = 90 sec W/L @ t2 = 3.94



4.81E-03


16-Jul-2014

TMW 2B-8


Greg Cole


t2

0.0

1.0

2.0

3.0

4.0

5.0

6.0

10 100 1000

Wat

er L

evel

(fee

t)


( )

−

×

=2

1

12

2

ln8

2ln

hh

ttLDmLd

kh






0 6.355 10 6.192 20 6.030 30 5.867 65 5.298 2 7.07 -0.0331 6.339 11 6.176 21 6.014 33 5.819 70 5.217 3 7.09 -0.0492 6.322 12 6.160 22 5.997 36 5.770 75 5.136 4 7.11 -0.0653 6.306 13 6.144 23 5.981 39 5.721 80 5.055 5 7.12 -0.0814 6.290 14 6.127 24 5.965 42 5.672 90 4.892 6 7.14 -0.0985 6.274 15 6.111 25 5.949 45 5.624 120 4.831 7 7.15 -0.1146 6.257 16 6.095 26 5.932 48 5.575 150 4.794 8 7.17 -0.1307 6.241 17 6.079 27 5.916 50 5.542 180 4.767 9 7.19 -0.1468 6.225 18 6.062 28 5.900 55 5.461 360 4.716 10 7.20 -0.1639 6.209 19 6.046 29 5.884 60 5.380 420 4.710 11 7.22 -0.179


m (assuming kh=kv) = 1 65 8.10 -1.05770 8.18 -1.138

L = (L2 – L1) x 30.48 = 152.4 cm 75 8.26 -1.21980 8.34 -1.300

t1 = 0 sec W/L @ t1 = 6.36 90 8.50 -1.463t2 = 90 sec W/L @ t2 = 4.89



2.12E-03


16-Jul-2014

TMW 3B-10


Greg Cole


t2

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

10 100 1000

Wat

er L

evel

(fee

t)


( )

−

×

=2

1

12

2

ln8

2ln

hh

ttLDmLd

kh






0 5.489 10 5.319 20 5.149 30 4.979 65 4.385 2 7.65 -0.0341 5.472 11 5.302 21 5.132 33 4.928 70 4.300 3 7.67 -0.0512 5.455 12 5.285 22 5.115 36 4.877 75 4.215 4 7.69 -0.0683 5.438 13 5.268 23 5.098 39 4.826 80 4.130 5 7.70 -0.0854 5.421 14 5.251 24 5.081 42 4.775 90 3.960 6 7.72 -0.1025 5.404 15 5.234 25 5.064 45 4.724 120 3.949 7 7.74 -0.1196 5.387 16 5.217 26 5.047 48 4.674 180 3.947 8 7.76 -0.1367 5.370 17 5.200 27 5.030 50 4.640 240 3.946 9 7.77 -0.1538 5.353 18 5.183 28 5.013 55 4.555 360 3.958 10 7.79 -0.1709 5.336 19 5.166 29 4.996 60 4.470 540 3.951 11 7.81 -0.187


m (assuming kh=kv) = 1 65 8.72 -1.10470 8.81 -1.189

L = (L2 – L1) x 30.48 = 152.4 cm 75 8.89 -1.27480 8.98 -1.359

t1 = 0 sec W/L @ t1 = 5.49 90 9.15 -1.529t2 = 90 sec W/L @ t2 = 3.96



3.32E-03


16-Jul-2014

TMW 4B-12


Greg Cole


t2

0.0

1.0

2.0

3.0

4.0

5.0

6.0

10 100 1000

Wat

er L

evel

(fee

t)


( )

−

×

=2

1

12

2

ln8

2ln

hh

ttLDmLd

kh

Geotechnical Report of Findings...for slug-in (falling head) and slug-out (rising head) tests....

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Transcript of Geotechnical Report of Findings...for slug-in (falling head) and slug-out (rising head) tests....