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Eng inee r i ng Repo r t
Geotechnical Investigation and Pavement Design Recommendations for the Proposed North Cargo Berths
5 and 6 Container Storage Yard Paving
Prepared for
Canaveral Port Authority
Prepared by
August 2013
P.O. 11839 / 458984
PORT CANAVERAL GEOTECHNICAL REPORT III
Contents Section Page
1. Introduction ...................................................................................................................................... 1 2. Site Location and Proposed Construction ........................................................................................... 1 3. Previous Geotechnical Investigations ................................................................................................. 1 4. Field Exploration ............................................................................................................................... 1
4.1 Cone Penetration Test Soundings ................................................................................................. 1 4.2 Standard Penetration Test Borings ............................................................................................... 4 4.3 Laboratory Testing ........................................................................................................................ 4
5. Subsurface Conditions ....................................................................................................................... 5 5.1 Subsurface Soil Profile ................................................................................................................... 5
6. Conclusions and Recommendations ................................................................................................... 5 6.1 Subgrade Preparation .................................................................................................................. 5 6.2 Fill and Backfill ............................................................................................................................... 6 6.3 Excavation ..................................................................................................................................... 6 6.4 Groundwater Control .................................................................................................................... 6 6.5 Foundation Design Recommendations ......................................................................................... 7 6.6 Settlements of Stacked Containers and Harbor Crane ................................................................. 7 6.7 Pavement Design Recommendations ........................................................................................... 8 6.8 Slope Stability and Capacity Analyses for Stockpile Area at NCB‐8 ............................................ 12 6.9 Summary ..................................................................................................................................... 14
7. Limitations ...................................................................................................................................... 14 8. Works Cited ..................................................................................................................................... 14
Tables
1 Summary of SPT Soil Borings ...................................................................................................................... 4 2 Summary of Laboratory Test Results ......................................................................................................... 4 3 Weights and Dimensions of Common Types of Containers ....................................................................... 7 4 Asphalt Binder Properties ........................................................................................................................ 11 5 Recommended Asphalt Concrete Pavement Components...................................................................... 12 6 Summary of Engineering Properties of Soil Profile used in the Stability Analyses .................................. 13 7 Summary of Factor of Safety .................................................................................................................... 13 8 Summary of Stockpile Volumes ............................................................................................................... 13
Figures
1 Project and Soil Boring and Sounding Locations ....................................................................................... 3
Appendices
A Soil Sounding Logs B Soil Boring Logs and Laboratory Test Results C Soil Profile Developed by Ardaman and Associates at NCB 8 Area D Slope Stability Analyses Results E Plan and Section of Stockpile
PORT CANAVERAL GEOTECHNICAL REPORT IV
Acronyms and Abbreviations AASHTO American Association of State Highway and Transportation Officials
ASTM American Society for Testing and Materials
bgs below ground surface
cm/sec centimeters per second
CPT Cone Penetration Test
ESAL equivalent single axle load
fc sleeve friction
FDOT Florida Department of Transportation
GPS global positioning system
H horizontal
LBR Limerock bearing ratio
MLW Mean Low Water
N standard penetration resistance
NCB North Cargo Berth
OSHA Occupational Safety and Health Administration
pcf pound per cubic foot
psf pound per square foot
psi pound per square inch
qc tip resistance
SPT standard penetration test
tcf tons per cubic foot
TSR Tensile Strength Rating
USCS Unified Soil Classification System
°F degrees Fahrenheit
PORT CANAVERAL GEOTECHNICAL REPORT 1
1. Introduction CH2M HILL conducted a geotechnical investigation to evaluate the subsurface conditions at the site of the proposed North Cargo Berths 5 and 6 (NCB 5 and 6) Phase I container storage yard. The scope of work of this geotechnical investigation included the following tasks:
Conduct six 40‐foot cone penetration test (CPT) soundings (American Society for Testing and Materials [ASTM] D5778), three 40‐ to 50‐foot‐deep Standard Penetration Test (SPT) borings, and two 5‐foot‐deep auger borings
Conduct five sieve analysis tests (ASTM D1140), five moisture content tests (ASTM D2974), one consolidation test (ASTM D2435), and one limerock bearing ratio test
Perform engineering analyses and develop geotechnical design recommendations based on the results
Prepare a geotechnical report describing the field exploration and laboratory analyses, and provide recommendations for the pavement design
2. Site Location and Proposed Construction Port Canaveral is located in Section 10, Township 24 South, Range 37 East in Brevard County, Florida. The proposed paving area is located south and east of Grouper Road and northeast to the new NCB 5/6 container storage yard as shown in Figure 1. When the borings were made, part of the site was used as a temporary stockpile area for fill material.
3. Previous Geotechnical Investigations In 1997, Ardaman & Associates, Inc., conducted a geotechnical investigation for the pavement design of the Northside Container Yard, making 34 SPT borings. Interlocking concrete pavers with a thickness of 3‐1/8 inches over 1 inch of bedding sand, 18 inches of crushed granite reinforced with one layer of geogrid, and 12 inches of compacted subbase were included in the pavement design.
In August 2011, Ardaman & Associates, Inc., conducted a subsurface soil exploration for the proposed NCBs 5 and 8. Five SPT borings and eight CPT soundings were conducted. In addition, 21 undisturbed samples were obtained for laboratory triaxial testing. These borings, soundings, and laboratory test results were used in the slope stability analyses for stockpile at NCB 8.
In January 2012, Universal Engineering Sciences, Inc., conducted a geotechnical exploration for the proposed bulkhead wall at NCB 6. Three 110‐foot SPT borings were made.
4. Field Exploration Field exploration consisted of six 40‐foot CPT soundings, three 40‐ to 50‐foot‐deep SPT borings, and two 5‐foot‐deep auger borings. The CPT soundings were conducted by Insitu Group of Orlando, Florida, in April 16, 2013. The SPT borings and auger borings were conducted by Universal Engineering Sciences, Inc., of Rockledge Florida, on April 17, 2013. The soil sounding and boring locations were recorded using a global positioning system (GPS).
4.1 Cone Penetration Test Soundings The CPT soundings were made at the site in accordance with ASTM D5778 using an electrical cone. This cone has a 10 square centimeter (cm2) cross section area with a 60‐degree apex angle and a 150‐cm2 friction sleeve area. The compressive force at the cone tip, termed the tip resistance (qc), is measured by a compression load cell within the cone housing. The friction acting on the barrel shaped surface of the cone, termed the sleeve friction (fc), is measured by a separate load cell within the same housing.
GEOTECHNICAL INVESTIGATION FOR THE PROPOSED NORTH CARGO BERTHS 5 AND 6 CONTAINER STORAGE YARD PAVING
PORT CANAVERAL GEOTECHNICAL REPORT 2
During testing, the penetrometer was hydraulically advanced at a rate of 2 centimeters per second (cm/sec). The cone tip resistance, sleeve friction, and pore water pressure were recorded at 5 cm intervals as the cone was advanced. Sounding locations are shown on Figure 1 and sounding logs are presented in Appendix A.
GEOTECHNICAL INVESTIGATION FOR THE PROPOSED NORTH CARGO BERTHS 5 AND 6 CONTAINER STORAGE YARD PAVING
PORT CANAVERAL GEOTECHNICAL REPORT 3
FIGURE 1 Project and soil boring and sounding locations
GEOTECHNICAL INVESTIGATION FOR THE PROPOSED NORTH CARGO BERTHS 5 AND 6 CONTAINER STORAGE YARD PAVING
PORT CANAVERAL GEOTECHNICAL REPORT 4
4.2 Standard Penetration Test Borings The SPT borings were made in conformance with ASTM D1586 by driving a 2‐inch outside diameter split‐spoon sampler with a 140‐pound hammer falling 30 inches. The number of blows required to drive the sampler the last 12 inches of an 18‐inch drive, or the middle 12 inches of a 24‐inch drive, was recorded as the standard penetration resistance (N) value. Continuous samples were taken to 10 feet below ground surface (bgs) and at 5‐foot intervals thereafter. The boreholes were advanced with rotary drilling and cased with bentonite mud. The soil boring logs are presented in Appendix B.
All disturbed samples were visually classified in accordance with the Unified Soil Classification System (USCS). Groundwater levels were measured immediately after completion of the boring. The groundwater levels are presented in Table 1 and the borings logs.
TABLE 1 Summary of SPT Soil Borings
Boring ID
Estimated Ground Elevation (ft‐MLW)
a
Soil Sampling Depth (ft, bgs)
GWT Depth (ft, bgs)
GWT Elevation (ft‐MLW) a
B‐1 19.84 25 11.3 8.54
B‐2 14.05 25 4.6 9.45
B‐3 19.74 25 10 9.74
B‐4 16.87 25 6.4 10.47
B‐5 9.5 40 4.6 4.9
B‐6 16.5 51.5 7.9 8.6
B‐7 9.4 42 2.1 7.3
B‐8 14.3 5 NE NE
B‐9 15.2 5 NE NE
a Groundwater levels shown were obtained from field measurements made at the time of the geotechnical exploration on April 17, 2013. It should be noted that the groundwater level will fluctuate with seasonal rainfall.
NE‐ Not encountered
Borings B‐1 to B‐4 were made at the proposed stormwater pond location.
4.3 Laboratory Testing All disturbed samples were visually classified in the field in accordance with the USCS method. Five sieve analysis tests (ASTM D1140), five moisture content tests (ASTM D2974), one consolidation test (ASTM D2435), and one limerock bearing ratio (LBR) test were conducted by Universal Engineering and Science, Inc., to aid in soil classification and evaluation of engineering properties of the soils. The laboratory results are summarized in Table 2, and test reports are presented in Appendix B.
TABLE 2 Summary of Laboratory Test Results
Boring ID Sample Depth
(ft) % Fines
(Silt and Clay)
Natural Moisture Content (%)
USCS Soil Group
B‐1 7 ‐ 8 20.4 11.4 SC
B‐1 14 ‐ 15 7.8 28.6 SP‐SM
B‐2 3 ‐ 4 25.2 30.3 SC
B‐2 5 ‐ 6 27.7 34.6 SC
B‐3 14 ‐ 15 34.4 44.4 SC
B‐5 18.5‐20 4.6 31.8 SP‐SM
GEOTECHNICAL INVESTIGATION FOR THE PROPOSED NORTH CARGO BERTHS 5 AND 6 CONTAINER STORAGE YARD PAVING
PORT CANAVERAL GEOTECHNICAL REPORT 5
B‐6 1 – 2.5 3.2 5.5 SP
B‐7 5 – 6.5 7.2 23 SP‐SM
B‐8 4 – 5 10.7 32 SP‐SM
B‐9 2.5 – 3.5 2.5 4 SP
An LBR test (FM 5‐515 LBR) was conducted on a bulk sample taken from boring B‐8 at a depth from 0 to 1 foot bgs. The sample was described as brown medium sand mixed with slag cement. The test result indicated that the soil was stabilized with slag cement and had an LBR of 40 percent.
A consolidation test was conducted on Shelby tube samples taken from boring B‐7 at 41 feet bgs. The soil was classified as sandy clay. The test result indicated that the clay was slightly over‐consolidated.
5. Subsurface Conditions 5.1 Subsurface Soil Profile The soil borings and soundings generally encountered 5 to 12 feet of medium dense to dense sand and silty sand with shell overlying 15 to 20 feet of loose to dense sand and silty sand with shell, which in turn overlaid loose to dense sand with silt and traces of shell to 45 to 50 feet bgs.
The groundwater table elevation when the borings were made was 2 to 8 feet bgs. The seasonal high groundwater table at the site was estimated at 2 feet bgs. Since the site is immediately adjacent to the ocean, the groundwater table elevation is affected by the tidal water levels.
6. Conclusions and Recommendations The findings of the subsurface evaluation were used to develop conclusions and recommendations in the following areas:
Subgrade Preparation
Fill and Backfill
Trench Backfill
Excavation
Groundwater Control
Foundation Design Recommendations
Settlements of Stacked Containers and Harbor Crane
Pavement Design Recommendations
Slope Stability Analyses for Stockpile Area at NCB8
6.1 Subgrade Preparation Based on the foundation soils encountered in the soil borings and soundings, the following subgrade preparation procedures are recommended:
Overexcavate the upper 2 feet of subgrade to 5 feet beyond the perimeter of the proposed paving area. Stockpile the excavated material free of organics and unsuitable material for reuse.
Proof roll the excavation bottom with a minimum of 10 overlapping passes using a 10‐ton or heavier vibratory roller. The upper 12 inches of the bottom should be compacted to at least 98 percent of the maximum dry density as determined by ASTM D1557. Any soft areas that cannot be compacted should be over‐excavated and replaced with compacted sand or silty sand.
Place the stockpiled material back in the excavation pit in 8‐inch lifts and compact each lift to at least 98 percent of the maximum dry density as determined by ASTM D1557 to function as stabilized subbase.
GEOTECHNICAL INVESTIGATION FOR THE PROPOSED NORTH CARGO BERTHS 5 AND 6 CONTAINER STORAGE YARD PAVING
PORT CANAVERAL GEOTECHNICAL REPORT 6
6.2 Fill and Backfill 6.2.1 Granular Fill Granular fill is recommended for fill to be placed beneath pavements. Granular fill should consist of sand, silty sand, clayey sand, or gravelly sand classified as SP, SM, SC, or SW in accordance with the USCS (ASTM D2487). The fill material should be placed in 8‐inch maximum loose lifts, with each lift compacted to at least 98 percent of the maximum dry density, as determined by ASTM D1557. At the time of compaction, the fill material should be at optimum moisture content, +2 percent.
Granular fill should be used for fill adjacent to walls. The granular fill should be compacted with plate vibratory compactors or hand‐operated power tampers. The backfill material should be placed in 8‐inch maximum loose lifts with each lift compacted to 90 percent of the maximum dry density, as determined by ASTM D1557. To prevent excessive lateral pressure on external walls, large compaction equipment should not be allowed within a zone formed by a 45‐degree slope from the base of the wall footing.
6.2.2 Pipe Trench Backfill Pipe trench backfill for utility pipes beneath slabs, footings, and pavements should consist of the granular fill specified previously. This granular fill should be placed in horizontal lifts not to exceed 8 inches in uncompacted thickness, and compacted to at least 98 percent of the maximum dry density, as determined by ASTM D1557. In other areas, excavated material free of roots, debris, clay, organic material, rocks larger than 3 inches, or other deleterious objects is suitable for use as trench backfill above the pipe crown. In these areas, the excavated material should be compacted to at least 90 percent of the maximum dry density, as determined by ASTM D1557.
The pipe base material should consist of granular fill, as specified previously, and should be compacted to at least 98 percent of the maximum dry density, as determined by ASTM D1557.
6.3 Excavation The soil profiles encountered in the borings indicated that excavation can generally be done with conventional earthmoving equipment, such as backhoes or front‐end loaders. An unbraced temporary excavation with the side slope inclined at 1.5 Horizontal (H) to 1 Vertical (V) or flatter is expected to remain stable if not subjected to surcharge load or vibration. Excavations deeper than 5 feet should be sloped or shored in accordance with Occupational Safety and Health Administration (OSHA) standards (Title 29, Code of Federal Regulations [29 CFR], Part1926.650). Surface water runoff should be prevented from entering the excavation by berms, swales, or other methods. All grass, topsoil, and organic material should be stripped before excavation begins. Excavation should be conducted in accordance with applicable federal, state, and local ordinances protecting workers.
6.4 Groundwater Control The groundwater table elevation at the site was approximately 2 to 8 feet bgs when the soundings and borings were made. These groundwater levels will fluctuate with tidal water levels, seasonal and climatic variations, variations in subsurface soil conditions, and construction operations. Therefore, groundwater conditions in the future, and at other locations onsite, may differ from the conditions encountered at the boring locations on the dates the borings were performed. Water may be encountered during construction at depths not indicated during this investigation. It should be noted that groundwater conditions, including perched water, vary during periods of prolonged drought and excessive rainfall, as well as seasonally. Therefore, fluctuations in perched water conditions and in groundwater elevations should be expected with changing climatic and rainfall conditions.
Water should not be allowed to collect near the bottom of trench excavations during or after construction. Undercut or excavated areas should be sloping toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff.
Appendix A Soil Sounding Logs
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(Deg
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50
%-5
8%35
-37
242
.87
----
----
33
S
AN
D T
O S
ILT
Y S
AN
D
8
8.03
0
.4
20
0.9
38
50%
-58%
35-3
7 1
93.6
7--
----
-- 3
4
S
AN
D
1
15.3
6 0
.43
24
0.9
62
50%
-58%
35-3
7 2
53.7
9--
----
-- 3
5
SA
ND
TO
SIL
TY
SA
ND
91.
68
0.3
9 2
1 0
.989
50
%-5
8%35
-37
201
.7--
----
-- 3
6
SA
ND
TO
SIL
TY
SA
ND
86.
26
0.4
5 2
0 1
.016
50
%-5
8%35
-37
189
.78
----
----
37
S
AN
D T
O S
ILT
Y S
AN
D
8
3.43
0
.27
20
1.0
42
50%
-58%
33-3
5 1
83.5
5--
----
-- 3
8
S
AN
D
1
27.9
4 0
.26
25
1.0
66
50%
-58%
35-3
7 2
81.4
7--
----
-- 3
9
S
AN
D
1
58.6
3 0
.49
31
1.0
91
58%
-65%
37-3
9 3
48.9
9--
----
--
RE
V:
04
-40
.68
-
0
D e p t h F e e t
0
5
10
15
20
25
30
35
40
45
50
So
il B
ehav
ior
Leg
end
Co
arse
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ay B
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100
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rrec
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10
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ndin
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T C
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04-1
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1:04
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CH
2M H
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B 5
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ND
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tu g
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p (4
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425-
5015
So
un
din
g #
PO
RT
CP
T-2
Test
Dat
e T
est-
Dat
e 04
-16-
2013
11:
04:1
2
CH
2M H
ill, I
nc.
NC
B 5
/6, P
ort
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aver
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du
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Typ
eS
tres
sS
tren
gth
(Fee
t)(K
g/c
m2)
(Kg
/cm
2)(#
)(K
g/c
m2)
(%)
(Deg
rees
)(K
g/c
m2)
(Kg
/cm
2)
0
S
EN
SIT
IVE
FIN
E G
RA
INE
D
5
.12
0.0
2 0
0
.001
--
----
.3
4 2
3.8
.0
3>
6 1
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
11.
07
0.1
1 4
0
.053
42
%-5
0%39
-41
24.
35--
----
-- 2
S
OF
T/L
OO
SE
- P
OS
SIB
LE V
OID
S 3
.12
0.0
3 0
0
.089
--
----
.2
9.7
.3
16
3
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
3.83
0
.03
5
0.1
41
42%
-50%
35-3
7 3
0.44
----
----
4
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
35.
51
0.3
9 1
1 0
.168
50
%-5
8%39
-41
78.
13--
----
-- 5
G
RA
VE
LLY
SA
ND
TO
SA
ND
2
34.3
4 0
.12
39
0.1
92
>85
%>
43 5
15.5
5--
----
-- 6
G
RA
VE
LLY
SA
ND
TO
SA
ND
2
16.9
2 0
.23
37
0.2
16
>85
%>
43 4
77.2
3--
----
-- 7
S
AN
D
1
48.9
4 0
.35
30
0.2
41
>85
%>
43 3
27.6
8--
----
-- 8
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
17.
48
0.3
3 7
0
.27
35-4
2%33
-35
38.
47--
----
-- 9
SA
ND
TO
SIL
TY
SA
ND
61
0.1
2 1
4 0
.297
50
%-5
8%39
-41
134
.19
----
----
10
S
AN
D T
O S
ILT
Y S
AN
D
4
7.84
0
.23
13
0.3
24
50%
-58%
37-3
9 1
05.2
5--
----
-- 1
1
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
20.
13
0.1
9 7
0
.353
35
-42%
33-3
5 4
4.28
----
----
12
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
18.
9 0
.12
6
0.3
8 35
-42%
31-3
3 4
1.58
----
----
13
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
7.27
0
.15
6
0.4
09
35-4
2%31
-33
38
----
----
14
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
17.
56
0.1
6
0
.436
35
-42%
31-3
3 3
8.63
----
----
15
C
LAY
EY
SIL
T T
O S
ILT
Y C
LAY
6.7
6 0
.1
3
0.4
67
----
-- .
39
6.4
.0
73
16
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 9
.02
0.0
8 3
0
.496
35
-42%
25-2
7 1
9.85
----
----
17
S
EN
SIT
IVE
FIN
E G
RA
INE
D
7
.94
0.0
3 3
0
.508
--
----
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6 2
4.7
.0
23
18
SA
ND
122
.9
0.1
9 2
4 0
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58
%-6
5%39
-41
270
.39
----
----
19
SA
ND
109
.61
0.4
8 2
4 0
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58
%-6
5%37
-39
241
.15
----
----
20
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
18.
02
0.0
8 6
0
.584
35
-42%
29-3
1 3
9.65
----
----
21
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
15.
27
0.0
3 5
0
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35-4
2%27
-29
33.
59--
----
-- 2
2
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
2
2.95
0
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7
0.6
37
35-4
2%31
-33
50.
49--
----
-- 2
3
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
1
9.15
0
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6
0.6
63
35-4
2%29
-31
42.
13--
----
-- 2
4
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
2
5.18
0
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7
0.6
9 35
-42%
31-3
3 5
5.4
----
----
25
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
21.
29
0.1
1 7
0
.716
35
-42%
29-3
1 4
6.83
----
----
26
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
18.
24
0.0
4 6
0
.743
35
-42%
27-2
9 4
0.14
----
----
27
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
20.
09
0.0
2 6
0
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35
-42%
27-2
9 4
4.2
----
----
28
SA
ND
80.
46
0.0
9 1
7 0
.793
50
%-5
8%35
-37
177
.01
----
----
29
SA
ND
168
.33
0.3
2 3
3 0
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65
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5%39
-41
370
.33
----
----
30
GR
AV
ELL
Y S
AN
D T
O S
AN
D
244
.7
0.3
8 4
0 0
.842
>
85%
39-4
1 5
38.3
4--
----
-- 3
1
S
AN
D
2
00.0
7 0
.57
40
0.8
67
65%
-85%
39-4
1 4
40.1
5--
----
-- 3
2
S
AN
D
1
39.6
0
.68
29
0.8
91
58%
-65%
37-3
9 3
07.1
3--
----
-- 3
3
SA
ND
TO
SIL
TY
SA
ND
79.
28
0.5
1
9 0
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50
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8%35
-37
174
.43
----
----
34
S
AN
D T
O S
ILT
Y S
AN
D
5
4.41
0
.33
14
0.9
45
35-4
2%33
-35
119
.71
----
----
35
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
39.
79
0.2
5 1
2 0
.971
35
-42%
31-3
3 8
7.54
----
----
36
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
36.
22
0.2
4 1
1 0
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35
-42%
31-3
3 7
9.68
----
----
37
SA
ND
117
.12
0.3
3 2
3 1
.022
50
%-5
8%35
-37
257
.67
----
----
38
S
AN
D T
O S
ILT
Y S
AN
D
9
7.16
0
.5
21
1.0
49
50%
-58%
35-3
7 2
13.7
5--
----
-- 3
9
SA
ND
TO
SIL
TY
SA
ND
57.
5 0
.53
16
1.0
76
35-4
2%31
-33
126
.5--
----
--
RE
V:
04
-40
.68
-
0
D e p t h F e e t
0
5
10
15
20
25
30
35
40
45
50
So
il B
ehav
ior
Leg
end
Co
arse
Sca
leF
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ted
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Ad
d R
od
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tic
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a M
ay B
e A
vail
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PIE
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CO
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SO
UN
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OR
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PT-
3 C
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tan
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qt
0(K
g/cm
2) 5
00
0 5
0
Tota
l P
ore
Pre
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20
(Kg/
cm2)
3
A F
acto
r -
A
0%
100
Co
rrec
ted
Lo
cal
Fri
ctio
n-f
t0
(Kg/
cm2)
10
Fri
ctio
n R
atio
0%
10
Den
se S
and
toC
laye
y S
and
Ver
y S
tiff
Fin
e G
rain
ed
Gra
velly
San
dto
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d
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d
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d to
Silt
y S
and
Silt
y S
and
toS
andy
Silt
San
dy S
ilt t
oC
laye
y S
ilt
Cla
yey
Silt
to
Silt
y C
lay
Silt
y C
lay
to C
lay
Cla
y
Sof
t C
lays
to O
rgan
ic
Sen
sitiv
e F
ine
Gra
ined
Ext
rem
ely
Sof
t/Loo
se -
Pos
sibl
e V
oids
Cla
ssifi
catio
nno
t P
ossi
ble
insi
tu g
rou
p (4
07)
425-
5015
Sou
ndin
g P
OR
T C
PT-
3Te
st-D
ate
04-1
5-20
13 1
1:46
:42
CH
2M H
ill, I
nc.
NC
B 5
/6, P
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anav
eral
Flo
rida
RE
V:
04
-40
.68
-
0
STA
ND
AR
D S
OIL
BE
HA
VIO
R T
AB
LE
insi
tu g
rou
p (4
07)
425-
5015
So
un
din
g #
PO
RT
CP
T-3
Test
Dat
e T
est-
Dat
e 04
-15-
2013
11:
46:4
2
CH
2M H
ill, I
nc.
NC
B 5
/6, P
ort
Can
aver
al F
lori
da
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thS
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cal
Fri
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n L
fC
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lR
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on
stra
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Sen
s.C
om
p.
OC
RN
Beh
avio
rE
ffec
tive
Den
sity
An
gle
Mo
du
lus
Sh
ear
Typ
eS
tres
sS
tren
gth
(Fee
t)(K
g/c
m2)
(Kg
/cm
2)(#
)(K
g/c
m2)
(%)
(Deg
rees
)(K
g/c
m2)
(Kg
/cm
2)
0
S
AN
D T
O S
ILT
Y S
AN
D
6
7.33
0
.36
0
0.0
01
58%
-65%
>43
148
.12
----
----
1
GR
AV
ELL
Y S
AN
D T
O S
AN
D
232
.47
0.1
3 4
0 0
.045
>
85%
>43
511
.44
----
----
2
GR
AV
ELL
Y S
AN
D T
O S
AN
D
318
.79
0.0
4 5
3 0
.089
>
85%
>43
701
.35
----
----
3
GR
AV
ELL
Y S
AN
D T
O S
AN
D
220
.46
0.0
7 3
8 0
.133
>
85%
>43
485
.02
----
----
4
S
AN
D T
O S
ILT
Y S
AN
D
6
9.82
0
.12
16
0.1
6 58
%-6
5%41
-43
153
.62
----
----
5
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
24.
47
0.1
7 8
0
.186
42
%-5
0%37
-39
53.
84--
----
-- 6
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
3
1.08
0
.23
11
0.2
13
50%
-58%
37-3
9 6
8.38
----
----
7
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
28.
63
0.2
5 1
0 0
.239
42
%-5
0%35
-37
63
----
----
8
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
33.
12
0.2
8 1
2 0
.266
50
%-5
8%35
-37
72.
87--
----
-- 9
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
2
3.35
0
.24
9
0.2
92
42%
-50%
33-3
5 5
1.38
----
----
10
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
7.56
0
.3
9
0.3
21
35-4
2%33
-35
38.
63--
----
-- 1
1
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
18.
06
0.3
9
0
.351
35
-42%
31-3
3 3
9.74
----
----
12
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 2
1.68
0
.29
10
0.3
8 35
-42%
33-3
5 4
7.71
----
----
13
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
7.03
0
.31
10
0.4
1 35
-42%
31-3
3 3
7.47
----
----
14
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
44.
61
0.3
2 1
4 0
.437
50
%-5
8%35
-37
98.
14--
----
-- 1
5
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
3
5.49
0
.29
12
0.4
63
42%
-50%
33-3
5 7
8.08
----
----
16
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
33.
91
0.3
1 1
2 0
.49
42%
-50%
33-3
5 7
4.61
----
----
17
SA
ND
133
.68
0.2
7 2
7 0
.514
65
%-8
5%39
-41
294
.1--
----
-- 1
8
G
RA
VE
LLY
SA
ND
TO
SA
ND
2
84.7
1 0
.08
48
0.5
38
>85
%>
43 6
26.3
6--
----
-- 1
9
G
RA
VE
LLY
SA
ND
TO
SA
ND
2
30.6
0
.2
40
0.5
63
>85
%41
-43
507
.33
----
----
20
S
AN
D T
O S
ILT
Y S
AN
D
4
5.46
0
.19
12
0.5
9 42
%-5
0%33
-35
100
.02
----
----
21
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 2
2.15
0
.28
9
0.6
19
35-4
2%29
-31
48.
73--
----
-- 2
2
SA
ND
TO
SIL
TY
SA
ND
50.
67
0.2
9 1
4 0
.646
42
%-5
0%33
-35
111
.48
----
----
23
SA
ND
88.
61
0.2
2 2
1 0
.67
50%
-58%
37-3
9 1
94.9
4--
----
-- 2
4
S
AN
D
1
17.6
1 0
.16
23
0.6
94
58%
-65%
37-3
9 2
58.7
5--
----
-- 2
5
S
AN
D
1
46.2
0
.1
29
0.7
19
58%
-65%
39-4
1 3
21.6
4--
----
-- 2
6
S
AN
D
1
70.7
6 0
.03
34
0.7
43
65%
-85%
39-4
1 3
75.6
7--
----
-- 2
7
G
RA
VE
LLY
SA
ND
TO
SA
ND
1
97.3
9 0
.05
35
0.7
68
65%
-85%
39-4
1 4
34.2
6--
----
-- 2
8
S
AN
D
1
62.4
6 0
.03
29
0.7
92
65%
-85%
39-4
1 3
57.4
1--
----
-- 2
9
S
AN
D
1
35.8
4 0
.02
27
0.8
17
58%
-65%
37-3
9 2
98.8
5--
----
-- 3
0
S
AN
D
1
49.3
5 0
.03
29
0.8
41
58%
-65%
37-3
9 3
28.5
7--
----
-- 3
1
SA
ND
TO
SIL
TY
SA
ND
59.
42
0.2
2 1
6 0
.868
42
%-5
0%33
-35
130
.72
----
----
32
S
AN
D T
O S
ILT
Y S
AN
D
7
7.62
0
.26
19
0.8
95
50%
-58%
35-3
7 1
70.7
8--
----
-- 3
3
S
AN
D
1
52.5
3 0
.18
30
0.9
19
58%
-65%
37-3
9 3
35.5
7--
----
-- 3
4
G
RA
VE
LLY
SA
ND
TO
SA
ND
2
14.0
6 0
.05
36
0.9
43
65%
-85%
39-4
1 4
70.9
4--
----
-- 3
5
S
AN
D
1
16.6
6 0
.05
23
0.9
68
50%
-58%
35-3
7 2
56.6
7--
----
-- 3
6
S
AN
D
1
09.7
1 0
.18
21
0.9
92
50%
-58%
35-3
7 2
41.3
7--
----
-- 3
7
G
RA
VE
LLY
SA
ND
TO
SA
ND
2
08.7
8 0
.23
39
1.0
17
65%
-85%
39-4
1 4
59.3
3--
----
-- 3
8
G
RA
VE
LLY
SA
ND
TO
SA
ND
2
29.2
3 0
.17
40
1.0
41
>85
%39
-41
504
.3--
----
-- 3
9
S
AN
D
1
37.3
8 0
.22
27
1.0
66
50%
-58%
37-3
9 3
02.2
4--
----
--
RE
V:
04
-40
.68
-
0
D e p t h F e e t
0
5
10
15
20
25
30
35
40
45
50
So
il B
ehav
ior
Leg
end
Co
arse
Sca
leF
ine
Sca
le
'=' P
ush
In
terr
up
ted
To
Ad
d R
od
Sta
tic
Dat
a M
ay B
e A
vail
able
PIE
ZO
CO
NE
SO
UN
DIN
G P
OR
T C
PT-
4 C
orr
ecte
d C
on
eR
esis
tan
ce -
qt
0(K
g/cm
2) 5
00
0 5
0
Tota
l P
ore
Pre
ssu
re-u
20
(Kg/
cm2)
3
A F
acto
r -
A
0%
100
Co
rrec
ted
Lo
cal
Fri
ctio
n-f
t0
(Kg/
cm2)
10
Fri
ctio
n R
atio
0%
10
Den
se S
and
toC
laye
y S
and
Ver
y S
tiff
Fin
e G
rain
ed
Gra
velly
San
dto
San
d
San
d
San
d to
Silt
y S
and
Silt
y S
and
toS
andy
Silt
San
dy S
ilt t
oC
laye
y S
ilt
Cla
yey
Silt
to
Silt
y C
lay
Silt
y C
lay
to C
lay
Cla
y
Sof
t C
lays
to O
rgan
ic
Sen
sitiv
e F
ine
Gra
ined
Ext
rem
ely
Sof
t/Loo
se -
Pos
sibl
e V
oids
Cla
ssifi
catio
nno
t P
ossi
ble
insi
tu g
rou
p (4
07)
425-
5015
Sou
ndin
g P
OR
T C
PT-
4Te
st-D
ate
04-1
5-20
13 1
5:28
:50
CH
2M H
ill, I
nc.
NC
B 5
/6, P
ort C
anav
eral
Flo
rida
RE
V:
04
-40
.68
-
0
STA
ND
AR
D S
OIL
BE
HA
VIO
R T
AB
LE
insi
tu g
rou
p (4
07)
425-
5015
So
un
din
g #
PO
RT
CP
T-4
Test
Dat
e T
est-
Dat
e 04
-15-
2013
15:
28:5
0
CH
2M H
ill, I
nc.
NC
B 5
/6, P
ort
Can
aver
al F
lori
da
Dep
thS
oil
Qt
Co
rrec
ted
Lo
cal
Fri
ctio
n L
fC
PT
Ver
tica
lR
elat
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Fri
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nC
on
stra
ined
Un
dra
ined
Sen
s.C
om
p.
OC
RN
Beh
avio
rE
ffec
tive
Den
sity
An
gle
Mo
du
lus
Sh
ear
Typ
eS
tres
sS
tren
gth
(Fee
t)(K
g/c
m2)
(Kg
/cm
2)(#
)(K
g/c
m2)
(%)
(Deg
rees
)(K
g/c
m2)
(Kg
/cm
2)
0
SA
ND
83.
31
0.0
3 0
0
.001
65
%-8
5%>
43 1
83.2
8--
----
-- 1
G
RA
VE
LLY
SA
ND
TO
SA
ND
2
86.3
0
.49
48
0.0
45
>85
%>
43 6
29.8
6--
----
-- 2
G
RA
VE
LLY
SA
ND
TO
SA
ND
3
42.0
8 0
.77
58
0.0
89
>85
%>
43 7
52.5
8--
----
-- 3
G
RA
VE
LLY
SA
ND
TO
SA
ND
3
86.0
8 0
.94
64
0.1
33
>85
%>
43 8
49.3
8--
----
-- 4
SA
ND
TO
SIL
TY
SA
ND
92.
34
1.0
9 2
5 0
.16
58%
-65%
>43
203
.14
----
----
5
S
AN
D T
O S
ILT
Y S
AN
D
7
5.27
0
.56
18
0.1
86
58%
-65%
41-4
3 1
65.6
----
----
6
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
57.
71
0.8
2 1
7 0
.213
50
%-5
8%39
-41
126
.97
----
----
7
S
AN
D T
O S
ILT
Y S
AN
D
7
6.76
0
.73
20
0.2
39
58%
-65%
39-4
1 1
68.8
8--
----
-- 8
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
4
9.12
0
.54
15
0.2
66
50%
-58%
37-3
9 1
08.0
7--
----
-- 9
SA
ND
TO
SIL
TY
SA
ND
70.
42
0.4
4 1
8 0
.292
58
%-6
5%39
-41
154
.91
----
----
10
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
33.
3 0
.31
10
0.3
19
42%
-50%
35-3
7 7
3.27
----
----
11
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
30.
04
0.2
9 1
0 0
.345
42
%-5
0%35
-37
66.
09--
----
-- 1
2
SA
ND
TO
SIL
TY
SA
ND
52.
09
0.3
1 1
3 0
.372
50
%-5
8%37
-39
114
.59
----
----
13
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
37.
43
0.3
7 1
1 0
.398
42
%-5
0%35
-37
82.
35--
----
-- 1
4
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
2
6.88
0
.17
8
0.4
25
35-4
2%33
-35
59.
13--
----
-- 1
5
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
2
6.47
0
.18
9
0.4
51
35-4
2%33
-35
58.
23--
----
-- 1
6
SA
ND
TO
SIL
TY
SA
ND
48.
53
0.1
8 1
3 0
.478
50
%-5
8%35
-37
106
.76
----
----
17
S
AN
D T
O S
ILT
Y S
AN
D
7
7.24
0
.36
17
0.5
04
50%
-58%
37-3
9 1
69.9
4--
----
-- 1
8
S
AN
D
1
71.5
4 0
.55
34
0.5
28
65%
-85%
41-4
3 3
77.3
9--
----
-- 1
9
S
AN
D
1
54.9
4 0
.63
31
0.5
53
65%
-85%
39-4
1 3
40.8
7--
----
-- 2
0
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
3
5.87
0
.37
11
0.5
8 35
-42%
33-3
5 7
8.92
----
----
21
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
0.76
0
.13
4
0.6
09
35-4
2%25
-27
23.
67--
----
-- 2
2
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
10.
72
0.1
4
0
.638
35
-42%
25-2
7 2
3.58
----
----
23
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
30.
9 0
.23
9
0.6
65
35-4
2%31
-33
67.
98--
----
-- 2
4
SA
ND
TO
SIL
TY
SA
ND
88.
65
0.7
2
1 0
.692
50
%-5
8%37
-39
195
.02
----
----
25
S
AN
D T
O S
ILT
Y S
AN
D
6
2.74
0
.63
17
0.7
18
50%
-58%
35-3
7 1
38.0
3--
----
-- 2
6
SA
ND
TO
SIL
TY
SA
ND
67
0.5
9 1
7 0
.745
50
%-5
8%35
-37
147
.4--
----
-- 2
7
S
AN
D
1
22.9
6 0
.57
24
0.7
69
58%
-65%
37-3
9 2
70.5
2--
----
-- 2
8
S
AN
D
1
26.9
8 0
.64
25
0.7
93
58%
-65%
37-3
9 2
79.3
6--
----
-- 2
9
SA
ND
TO
SIL
TY
SA
ND
75.
45
0.6
5 1
9 0
.82
50%
-58%
35-3
7 1
65.9
9--
----
-- 3
0
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
17.
4 0
.36
7
0.8
49
35-4
2%25
-27
38.
29--
----
-- 3
1
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
16.
61
0.1
6 6
0
.879
35
-42%
25-2
7 3
6.54
----
----
32
S
AN
D T
O S
ILT
Y S
AN
D
5
8.82
0
.18
14
0.9
06
42%
-50%
33-3
5 1
29.4
----
----
33
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
43.
72
0.3
3 1
3 0
.932
35
-42%
31-3
3 9
6.2
----
----
34
S
AN
D T
O S
ILT
Y S
AN
D
5
3.95
0
.42
14
0.9
59
35-4
2%33
-35
118
.69
----
----
35
S
AN
D T
O S
ILT
Y S
AN
D
5
3.62
0
.44
15
0.9
85
35-4
2%33
-35
117
.96
----
----
36
C
LAY
EY
SIL
T T
O S
ILT
Y C
LAY
13.
65
0.2
5 6
1
.017
--
----
.7
7 5
.3 .
03
3 3
7
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
13.
93
0.1
5
1
.046
35
-42%
<25
30.
64--
----
-- 3
8
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
16.
9 0
.09
6
1.0
75
35-4
2%25
-27
37.
19--
----
-- 3
9
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
1
9.98
0
.11
6
1.1
03
35-4
2%25
-27
43.
96--
----
--
RE
V:
04
-40
.68
-
0
D e p t h F e e t
0
5
10
15
20
25
30
35
40
45
50
So
il B
ehav
ior
Leg
end
Co
arse
Sca
leF
ine
Sca
le
'=' P
ush
In
terr
up
ted
To
Ad
d R
od
Sta
tic
Dat
a M
ay B
e A
vail
able
PIE
ZO
CO
NE
SO
UN
DIN
G P
OR
T C
PT-
5 C
orr
ecte
d C
on
eR
esis
tan
ce -
qt
0(K
g/cm
2) 5
00
0 5
0
Tota
l P
ore
Pre
ssu
re-u
20
(Kg/
cm2)
3
A F
acto
r -
A
0%
100
Co
rrec
ted
Lo
cal
Fri
ctio
n-f
t0
(Kg/
cm2)
10
Fri
ctio
n R
atio
0%
10
Den
se S
and
toC
laye
y S
and
Ver
y S
tiff
Fin
e G
rain
ed
Gra
velly
San
dto
San
d
San
d
San
d to
Silt
y S
and
Silt
y S
and
toS
andy
Silt
San
dy S
ilt t
oC
laye
y S
ilt
Cla
yey
Silt
to
Silt
y C
lay
Silt
y C
lay
to C
lay
Cla
y
Sof
t C
lays
to O
rgan
ic
Sen
sitiv
e F
ine
Gra
ined
Ext
rem
ely
Sof
t/Loo
se -
Pos
sibl
e V
oids
Cla
ssifi
catio
nno
t P
ossi
ble
insi
tu g
rou
p (4
07)
425-
5015
Sou
ndin
g P
OR
T C
PT-
5Te
st-D
ate
04-1
5-20
13 1
3:05
:45
CH
2M H
ill, I
nc.
NC
B 5
/6, P
ort C
anav
eral
Flo
rida
RE
V:
04
-40
.68
-
0
STA
ND
AR
D S
OIL
BE
HA
VIO
R T
AB
LE
insi
tu g
rou
p (4
07)
425-
5015
So
un
din
g #
PO
RT
CP
T-5
Test
Dat
e T
est-
Dat
e 04
-15-
2013
13:
05:4
5
CH
2M H
ill, I
nc.
NC
B 5
/6, P
ort
Can
aver
al F
lori
da
Dep
thS
oil
Qt
Co
rrec
ted
Lo
cal
Fri
ctio
n L
fC
PT
Ver
tica
lR
elat
ive
Fri
ctio
nC
on
stra
ined
Un
dra
ined
Sen
s.C
om
p.
OC
RN
Beh
avio
rE
ffec
tive
Den
sity
An
gle
Mo
du
lus
Sh
ear
Typ
eS
tres
sS
tren
gth
(Fee
t)(K
g/c
m2)
(Kg
/cm
2)(#
)(K
g/c
m2)
(%)
(Deg
rees
)(K
g/c
m2)
(Kg
/cm
2)
0
SO
FT
/LO
OS
E -
PO
SS
IBLE
VO
IDS
1.9
4 0
0
0
.001
--
----
.1
2 9
0.9
.5
1>
6 1
S
AN
D
9
2.43
0
.17
19
0.0
46
65%
-85%
>43
203
.36
----
----
2
SA
ND
199
.87
0.4
9 3
9 0
.091
>
85%
>43
439
.73
----
----
3
SA
ND
149
.69
0.9
7 3
2 0
.136
>
85%
>43
329
.34
----
----
4
S
AN
D T
O S
ILT
Y S
AN
D
6
0.61
0
.39
15
0.1
84
58%
-65%
41-4
3 1
33.3
5--
----
-- 5
SA
ND
TO
SIL
TY
SA
ND
105
.78
0.5
8 2
3 0
.232
65
%-8
5%41
-43
232
.73
----
----
6
SA
ND
132
.37
0.6
2 2
6 0
.277
>
85%
41-4
3 2
91.2
----
----
7
SA
ND
134
.09
0.5
7 2
6 0
.322
>
85%
41-4
3 2
95.0
1--
----
-- 8
S
AN
D
1
66.7
2 0
.55
33
0.3
46
>85
%41
-43
366
.79
----
----
9
SA
ND
129
.26
0.6
8 2
6 0
.371
65
%-8
5%41
-43
284
.37
----
----
10
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
55.
65
0.6
3 1
5 0
.398
50
%-5
8%37
-39
122
.44
----
----
11
SIL
TY
CLA
Y t
o C
LAY
7
.21
0.2
1 4
0
.429
--
----
.4
4 3
.2 .
03
6 1
2 S
OF
T/L
OO
SE
- P
OS
SIB
LE V
OID
S 3
.94
0.0
5 0
0
.436
--
----
.2
2 6
.7 .
25
3 1
3
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
2
4.64
0
.04
8
0.4
62
35-4
2%31
-33
54.
21--
----
-- 1
4
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
3
1.62
0
.19
9
0.4
89
35-4
2%33
-35
69.
56--
----
-- 1
5
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
15.
6 0
.07
6
0.5
18
35-4
2%29
-31
34.
32--
----
-- 1
6
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
1
6.99
0
.05
5
0.5
45
35-4
2%29
-31
37.
38--
----
-- 1
7
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
2
9.94
0
.04
8
0.5
71
35-4
2%31
-33
65.
87--
----
-- 1
8
S
AN
D
1
32.0
8 0
.16
26
0.5
95
58%
-65%
39-4
1 2
90.5
8--
----
-- 1
9
S
AN
D
2
18.6
0
.56
39
0.6
2 >
85%
41-4
3 4
80.9
3--
----
-- 2
0
SA
ND
TO
SIL
TY
SA
ND
62.
85
0.6
1 1
7 0
.647
50
%-5
8%35
-37
138
.27
----
----
21
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
0.6
0.0
5 4
0
.676
35
-42%
25-2
7 2
3.32
----
----
22
S
EN
SIT
IVE
FIN
E G
RA
INE
D
7
.38
0.0
2 3
0
.688
--
----
.4
1 3
3.3
.0
23
23
S
EN
SIT
IVE
FIN
E G
RA
INE
D
7
.44
0.0
1 3
0
.699
--
----
.4
1 3
7.2
.0
23
24
S
EN
SIT
IVE
FIN
E G
RA
INE
D
6
.62
0
3
0.7
11
----
-- .
35
70.
6 .
03
1-1.
5 2
5
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
9.4
0
3
0
.74
35-4
2%<
25 2
0.68
----
----
26
S
AN
D T
O S
ILT
Y S
AN
D
4
0.86
0
.04
10
0.7
67
35-4
2%31
-33
89.
9--
----
-- 2
7
S
AN
D
1
58.9
3 0
.14
30
0.7
91
65%
-85%
39-4
1 3
49.6
6--
----
-- 2
8
G
RA
VE
LLY
SA
ND
TO
SA
ND
2
19.7
7 0
.34
38
0.8
15
>85
%39
-41
483
.5--
----
-- 2
9
S
AN
D
1
66.3
8 0
.45
33
0.8
4 65
%-8
5%37
-39
366
.04
----
----
30
GR
AV
ELL
Y S
AN
D T
O S
AN
D
229
.49
0.4
3 4
0 0
.864
>
85%
39-4
1 5
04.8
8--
----
-- 3
1
S
AN
D
1
17.8
9 0
.54
25
0.8
89
50%
-58%
37-3
9 2
59.3
6--
----
-- 3
2
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
14.
03
0.2
4 6
0
.918
35
-42%
25-2
7 3
0.87
----
----
33
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
1.69
0
.02
4
0.9
48
35-4
2%<
25 2
5.73
----
----
34
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
17.
7 0
.05
6
0.9
75
35-4
2%25
-27
38.
94--
----
-- 3
5
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
1
7.07
0
.06
6
1.0
01
35-4
2%25
-27
37.
56--
----
-- 3
6
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
2
3.91
0
.14
8
1.0
28
35-4
2%27
-29
52.
6--
----
-- 3
7
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
2
4.38
0
.19
8
1.0
54
35-4
2%27
-29
53.
64--
----
-- 3
8
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
10.
5 0
.08
4
1.0
83
35-4
2%<
25 2
3.1
----
----
39
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
16.
7 0
.01
5
1.1
1 35
-42%
25-2
7 3
6.75
----
----
RE
V:
04
-40
.68
-
0
D e p t h F e e t
0
5
10
15
20
25
30
35
40
45
50
So
il B
ehav
ior
Leg
end
Co
arse
Sca
leF
ine
Sca
le
'=' P
ush
In
terr
up
ted
To
Ad
d R
od
Sta
tic
Dat
a M
ay B
e A
vail
able
PIE
ZO
CO
NE
SO
UN
DIN
G P
OR
T C
PT-
6A C
orr
ecte
d C
on
eR
esis
tan
ce -
qt
0(K
g/cm
2) 5
00
0 5
0
Tota
l P
ore
Pre
ssu
re-u
20
(Kg/
cm2)
3
A F
acto
r -
A
0%
100
Co
rrec
ted
Lo
cal
Fri
ctio
n-f
t0
(Kg/
cm2)
10
Fri
ctio
n R
atio
0%
10
Den
se S
and
toC
laye
y S
and
Ver
y S
tiff
Fin
e G
rain
ed
Gra
velly
San
dto
San
d
San
d
San
d to
Silt
y S
and
Silt
y S
and
toS
andy
Silt
San
dy S
ilt t
oC
laye
y S
ilt
Cla
yey
Silt
to
Silt
y C
lay
Silt
y C
lay
to C
lay
Cla
y
Sof
t C
lays
to O
rgan
ic
Sen
sitiv
e F
ine
Gra
ined
Ext
rem
ely
Sof
t/Loo
se -
Pos
sibl
e V
oids
Cla
ssifi
catio
nno
t P
ossi
ble
insi
tu g
rou
p (4
07)
425-
5015
Sou
ndin
g P
OR
T C
PT-
6ATe
st-D
ate
04-1
5-20
13 1
4:39
:36
CH
2M H
ill, I
nc.
NC
B 5
/6, P
ort C
anav
eral
Flo
rida
RE
V:
04
-40
.68
-
0
STA
ND
AR
D S
OIL
BE
HA
VIO
R T
AB
LE
insi
tu g
rou
p (4
07)
425-
5015
So
un
din
g #
PO
RT
CP
T-6A
Test
Dat
e T
est-
Dat
e 04
-15-
2013
14:
39:3
6
CH
2M H
ill, I
nc.
NC
B 5
/6, P
ort
Can
aver
al F
lori
da
Dep
thS
oil
Qt
Co
rrec
ted
Lo
cal
Fri
ctio
n L
fC
PT
Ver
tica
lR
elat
ive
Fri
ctio
nC
on
stra
ined
Un
dra
ined
Sen
s.C
om
p.
OC
RN
Beh
avio
rE
ffec
tive
Den
sity
An
gle
Mo
du
lus
Sh
ear
Typ
eS
tres
sS
tren
gth
(Fee
t)(K
g/c
m2)
(Kg
/cm
2)(#
)(K
g/c
m2)
(%)
(Deg
rees
)(K
g/c
m2)
(Kg
/cm
2)
0
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
21.
29
0.0
5 0
0
.001
50
%-5
8%>
43 4
6.83
----
----
1
S
AN
D T
O S
ILT
Y S
AN
D
8
6.29
0
.58
21
0.0
49
65%
-85%
>43
189
.84
----
----
2
SA
ND
119
.65
0.3
5 2
5 0
.094
>
85%
>43
263
.24
----
----
3
SA
ND
163
.78
0.6
3
2 0
.139
>
85%
>43
360
.32
----
----
4
GR
AV
ELL
Y S
AN
D T
O S
AN
D
267
.14
0.4
3 4
6 0
.183
>
85%
>43
587
.71
----
----
5
GR
AV
ELL
Y S
AN
D T
O S
AN
D
360
.88
0.9
8 6
0 0
.227
>
85%
>43
793
.93
----
----
6
SA
ND
263
.77
1.0
5 4
8 0
.272
>
85%
>43
580
.3--
----
-- 7
S
AN
D
1
62.3
6 0
.74
32
0.3
17
>85
%41
-43
357
.2--
----
-- 8
S
AN
D
1
72.9
8 0
.7
34
0.3
41
>85
%41
-43
380
.56
----
----
9
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
47.
25
0.5
9 1
5 0
.368
50
%-5
8%37
-39
103
.95
----
----
10
S
AN
D T
O S
ILT
Y S
AN
D
6
2.5
0.3
7 1
6 0
.395
50
%-5
8%37
-39
137
.5--
----
-- 1
1
SA
ND
Y S
ILT
TO
CLA
YE
Y S
ILT
13.
07
0.1
6 6
0
.424
35
-42%
29-3
1 2
8.76
----
----
12
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
5.8
0.0
7 5
0
.453
35
-42%
29-3
1 3
4.77
----
----
13
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
33.
64
0.1
1 1
0 0
.48
42%
-50%
33-3
5 7
4.01
----
----
14
SA
ND
129
.52
0.4
2 2
6 0
.504
58
%-6
5%39
-41
284
.95
----
----
15
SA
ND
112
.23
0.6
4 2
5 0
.529
58
%-6
5%39
-41
246
.9--
----
-- 1
6
SA
ND
TO
SIL
TY
SA
ND
64.
87
0.5
1
7 0
.556
50
%-5
8%35
-37
142
.72
----
----
17
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
1.01
0
.09
4
0.5
85
35-4
2%25
-27
24.
23--
----
-- 1
8
CLA
YE
Y S
ILT
TO
SIL
TY
CLA
Y 7
.71
0.0
5 3
0
.617
--
----
.4
5 1
3.7
.0
63
19
C
LAY
EY
SIL
T T
O S
ILT
Y C
LAY
7.7
9 0
.05
3
0.6
48
----
-- .
45
14.
3 .
06
3 2
0
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
1
7.42
0
.04
5
0.6
75
35-4
2%27
-29
38.
33--
----
-- 2
1
S
AN
D
8
2.6
0.1
8 1
8 0
.699
50
%-5
8%35
-37
181
.72
----
----
22
SA
ND
117
.52
0.3
1 2
3 0
.723
58
%-6
5%37
-39
258
.55
----
----
23
SA
ND
133
.95
0.4
2 2
6 0
.748
58
%-6
5%37
-39
294
.7--
----
-- 2
4
S
AN
D
1
54.8
2 0
.54
30
0.7
72
58%
-65%
39-4
1 3
40.6
1--
----
-- 2
5
S
AN
D
1
84.7
3 0
.6
36
0.7
97
65%
-85%
39-4
1 4
06.4
2--
----
-- 2
6
S
AN
D
2
00.5
5 0
.6
40
0.8
21
65%
-85%
39-4
1 4
41.2
2--
----
-- 2
7
S
AN
D
1
72.5
7 0
.58
34
0.8
46
65%
-85%
39-4
1 3
79.6
5--
----
-- 2
8
SA
ND
TO
SIL
TY
SA
ND
80.
77
0.6
9 2
1 0
.873
50
%-5
8%35
-37
177
.7--
----
-- 2
9
CLA
YE
Y S
ILT
TO
SIL
TY
CLA
Y 1
7.19
0
.37
7
0.9
04
----
-- 1
.04
4.6
.0
26
30
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
1.87
0
.09
4
0.9
33
35-4
2%<
25 2
6.12
----
----
31
S
ILT
Y S
AN
D T
O S
AN
DY
SIL
T
27.
55
0.0
8 8
0
.96
35-4
2%29
-31
60.
62--
----
-- 3
2
SA
ND
TO
SIL
TY
SA
ND
44.
62
0.1
2 1
1 0
.987
35
-42%
31-3
3 9
8.17
----
----
33
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
4.71
0
.13
6
1.0
16
35-4
2%<
25 3
2.36
----
----
34
S
AN
DY
SIL
T T
O C
LAY
EY
SIL
T 1
5.89
0
.05
5
1.0
45
35-4
2%25
-27
34.
96--
----
-- 3
5
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
1
7.46
0
.05
5
1.0
72
35-4
2%25
-27
38.
42--
----
-- 3
6
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
1
7.25
0
.04
5
1.0
99
35-4
2%25
-27
37.
95--
----
-- 3
7
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
1
8.05
0
.06
6
1.1
25
35-4
2%25
-27
39.
72--
----
-- 3
8
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
1
8.91
0
.07
6
1.1
52
35-4
2%25
-27
41.
6--
----
-- 3
9
SIL
TY
SA
ND
TO
SA
ND
Y S
ILT
1
9.17
0
.07
6
1.1
78
35-4
2%25
-27
42.
18--
----
--
Appendix B Soil Boring Logs
Appendix C Soil Profile Developed by Ardaman and Associates
at NCB 8 Area
Appendix D Slope Stability Analyses Results
