DwgSet06.pdf
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- Solicitation number
- LPV10309H0049
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Set 6 of Drawings
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Other files
| File | Type | Posted |
|---|---|---|
| DwgSet05.pdf | ||
| DwgSet15.pdf | ||
| DwgSet02.pdf | ||
| DwgSet03.pdf | ||
| DwgSet11.pdf | ||
| DwgSet01.pdf | ||
| DwgSet14.pdf | ||
| DwgSet04.pdf | ||
| DwgSet12.pdf | ||
| DwgSet08.pdf | ||
| DwgSet16.pdf | ||
| DwgSet10.pdf | ||
| DwgSet13.pdf | ||
| DwgSet07.pdf | ||
| RFP Specs.pdf | ||
| DwgSet17.pdf | ||
| DwgSet09.pdf |
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Depth
(ft)
557710.8
3674474.2
4.3
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
79.7 ft
DTA0656
10/14/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
-75
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
Depth
(ft)
557390
3675176.8
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
79.7 ft
DTA1039
11/12/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
-75
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
B-210
C P
T P
R O
F
IL
E S
O E
-1
C
O
E -1
C
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
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B Y
P L
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S C
A L
E
P L
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D A
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F
IL
E
N U
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A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
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E S
C R
IP
T
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N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
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SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
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W B
A N
K L
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D O
N C
A N
A L
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L E
A N
S P
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IS
H
L
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IA
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-4
/2
/2
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JV
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C
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C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
Depth
(ft)
557749.8
3674336
5.1
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
79.7 ft
DTA0656
10/14/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
Depth
(ft)
557876.1
3674081.9
7.1
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
79.7 ft
DTA0656
10/14/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
B-211
C P
T P
R O
F
IL
E S
O E
-1
C
O
E -2
C
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
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B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
Depth
(ft)
558849.5
3679047.4
18.6
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
89.7 ft
DTA0656
9/11/2006
C. Crosby-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
Tip Resistance qt
(tsf)
80 160 240 320
Depth
(ft)
558960
3678755.3
16.9
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
89.7 ft
DTA0656
9/11/2006
C. Crosby-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
B-212
C P
T P
R O
F
IL
E S
O E
-2
C
O
E -2
C
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
558965.2
3678447.6
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
89.7 ft
DTA0656
9/11/2006
C. Crosby-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Depth
(ft)
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
Depth
(ft)
558749.6
3678189.6
16.7
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
89.7 ft
DTA0656
9/11/2006
C. Crosby-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
B-213
C P
T P
R O
F
IL
E S
O E
-2
C
O
E -2
C
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
557306.5
3675473.3
16.7
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
89.7 ft
DTA0656
9/20/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
B-214
C P
T P
R O
F
IL
E S
O E
-2
C
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
(ft)
557618.3
3674934.9
13.8
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
89.7 ft
DTA0656
10/2/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
-75
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
Depth
(ft)
557435.5
3675214.1
16.8
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
89.7 ft
DTA0656
9/20/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
B-215
C P
T P
R O
F
IL
E S
O E
-2
C
O
E -2
C
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
557720
3674608.3
17.2
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
89.7 ft
DTA0656
9/18/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.1A2
Total Depth:
Probe ID:
13.1 ft
DTA0656
9/18/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
Depth
(ft)
557785.9
3674344.4
16.8
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
B-216
C P
T P
R O
F
IL
E S
O E
-2
C
O
E -2
C
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
-120 -80 -40 0
Depth
(ft)
557909.4
3674100.3
16.7
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.02
Total Depth:
Probe ID:
89.7 ft
DTA0656
9/18/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
1 - SENSITIVE FINE GRAIN
2 - ORGANIC MATERIAL
3 - CLAY
4 - SILTY CLAY
5 - CLAYEY SILT
6 - SANDY SILT
7 - SILTY SAND
8 - FINE SAND
9 - SAND
10 - GRAVELLEY SAND
11 - VERY STIFF FINE GRAINED
12 - SAND TO CLAYEY SAND
Depth
(ft)
558819.8
3678878.3
3.3
Lake Pontchartrain and Vicinity (LPV) - Reach 103
(Orleans Parish,LA)
Project No: 06-LPV 103.02
Total Depth:
Probe ID:
79.6 ft
DTA0656
9/27/2006
R. Penley-CEMVK
Date:
Estimated Water Depth:
Operator:
Northing:
Easting:
Elevation:
0 ft
0.8Net Area Ratio:
Pore Pressure u2
(psi)
-120 -80 -40 0-120 -80 -40 0 u0
Elev
(ft)
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
-75
Tip Resistance qt
(tsf)
80 160 240 320
Friction Ratio
Rf
2 4 6 8
Sleeve Friction fs
(tsf)
0.6 1.2 1.8 2.4
SBTFR
MAI = 1
1 2 3 4 5 6 7 8 910 11
B-217
C P
T P
R O
F
IL
E S
O E
-2
C
O
E -3
C
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
B-218
B
O R
IN
G
L O
G S
NOTE:
1. COPIES OF THE LAKEFRONT LEVEE AND BAYOU ST. JOHN BORING LOGS AND
SOIL TESTING DATA NOT INCLUDED IN THE PLANS MAY BE OBTAINED FROM THE
NEW ORLEANS DISTRICT. THIS DATA IS AVAILABLE ON A PUBLIC WEBSITE AND
CAN BE FOUND BY ACCESSING HTTPS://IPET.WES.ARMY.MIL, FILE FOLDER "PRE-KATRINA";
FILE FOLDER " LAKE PONTCHARTRAIN LA AND VICINITY"; FILE FOLDER
"DESIGN MEMORANDA (DM)"; DOCUMENT "DM13 GDM VOL 2 - ORLEANS PARISH
LAKEFRONT LEVEE WEST OF IHNC". ELEVATIONS SHOWN ON THESE BORINGS
ARE NGVD. SUBTRACT APPROXIMATELY 0.6’ TO CONVERT TO NAVD 88.
2. GROUNDWATER LEVELS NOT DETERMINED.
-80
-70
-60
-50
-40
-30
-20
-10
-80
-70
-60
-50
-40
-30
-20
-10
SIS
vSt slf, Wd
St, S, slf, Wd St, S, slf
CS, slf slf slf, S
So, slf
St, S
M, S, slf
M, S
M, SS
So, SS slf
CS
Br lGr
T lGr
Gr lGr
Gr
GROUND ELEV. 4.0
DATE: 11/20/2006
STA 147+22.02
OFFSET 27.70 FT. R
BOR. OE 103-16U 06-LPV 103.02
WD10LL PL
SIS
vSt, slf
M, S, slf slf
So, S, slf
M, S, slf
So, S, slf
M
So
CS, slf slf
Gr lGr & T
Gr & T
Gr dGr
Gr dGr
Gr dGr
Gr dGr
Gr dGr
Gr
GROUND ELEV. 3.8
DATE: 12/5/2006
STA 191+15.72
OFFSET 40.43 FT. R
BOR. OE 103-20U 06-LPV 103.02
WD10LL PL
SS
SIS
vSt
St vSt
St
St, slf, S
St
CS, slf slf
CS, slf
So, S
M
M, slf, S
St, S, slf
M, S
M slf
So
M
St vSt
So
Gr
T
Gr & T
Gr & lGr
Gr lGr
Gr dGr
Gr
No Sample
Gr
No Sample
Gr lGr lGr & T
T & lGr
T
GROUND ELEV. 16.9
DATE: 11/14/2006
STA 151+65.79
OFFSET 3.46 FT. L
BOR. OE 103-72U 06-LPV 103.02
WD10LL PL
SIS
vSt
St, rt
S
St, S vSt
St
M, O
St
St, S, slf slf
CS, slf slf vSo, S
M vSt, slf
M
St
M
So
M slf
CS
vSt
M, S
M vSt, S, slf
M, S, slf
St
St, slf
St, S, slf
M
St
St, slf vSt, S vSt vSt, S
Br
T
No Sample
T & Gr
Gr dGr
Gr
Gr & T
T & Gr
Gr
T
GROUND ELEV. 16.9
DATE: 11/30/2006
STA 200+11.87
OFFSET 13.06 FT. L
BOR. OE 103-75U 06-LPV 103.02
WD10LL PL
SS
SIS
O vSt vSt, rt vSt, rt, S vSt vSt, S
St, rt, S
St, S
St
St, slf
M, S
O
CS, slf slf
M, slf
St, S, slf
M, slf
St
M
M, SIS
slf
CS, slf slf
CS, slf slf
CS
St
M, S
St, S, slf
M, slf
St, S, slf
St
M, slf vSt, slf
St vSt slf
Gr
T lGr & T
T & Gr
Gr
Gr & T
Gr lGr & T lGr
Gr lGr
Gr dGr
Gr dGr & Gr
T & Gr
T
T & lGr
T & Gr
GROUND ELEV. 16.8
DATE: 11/19/2006
STA 188+31.44
OFFSET 8.06 FT. L
BOR. OE 103-85U 06-LPV 103.02
WD10LL PL
SS
St, S vSt, slf
CS, slf
CS
CS, slf
CS
CS, slf slf
CS
slf
So, S
CS, slf
M
M, slf
So, S, slf vSo, S
M
So vSo, slf
So, slf slf vSo, S, slf
CS
slf
CS, slf
So, S
St, slf
So, S
So, slf
St
So, S
M, S
So vSt
M, S, slf
St, S, slf
Gr & T
T & lGr
No Sample
Gr
Br
Gr
No Sample
Gr
No Sample
Gr dGr lGr & Gr
Gr lGr & Gr & T
Gr & T
No Sample lGr
GROUND ELEV. 3.7
DATE: 12/5/2006
STA 141+23.06
OFFSET 57.04 FT. L
BOR. OE103-45U 06-LPV 103.02
WD10LL PL
USCS - CL - USCS 2 - Lean Clay
USCS - SM - USCS 13 - Silty Sand
USCS - CH - USCS 1 - Fat Clay
USCS - ML - USCS 8 - Low Plasticity Silt
USCS - SP - USCS 14 - Poorly Graded Sand
USCS - SC - USCS 12 - Clayey Sand
NS - No Sample
E L
E V
A T
IO
N
S I
N F
E E
T N
.A .V
.D
DISTANCE IN FEET
E L
E V
A T
IO
N
S I
N F
E E
T N
.A .V
.D
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0
P L
A S
T
IC
IT
Y
I N
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LIN
E
"U L
IN
E
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E A
R S
T R
E N
G T
H T
.S .F
ENVELOPE
NO. EL.
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE PLATE A.
FOR LOCATION OF BORINGS SEE PLATE
FOR DETAILED TEST DATA SEE
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
CS,Sl,slf,rt dGr&Gr
F0.0900 CS T
S,O,slf Gr&dGr vSo,S,slf
SlS vSo
Gr dGr
CS,slf
So,S,Sl,slf
So,slf
So,Ox
So
SlS
M vSo,S,slf
S,CS,Sl,O
F0.0800 CS,slf
S,CS,slf slf
SS
vSo
SS
M,slf
St,slf,cc
Gr
SlS vSt,Ox Gr&T
CS,Ox T vSt,Ox Gr&T
1.23SlS
St,Ox,Wd Gr
Ox
CS,Ox
T
St,Ox Gr vSt,Ox,SL T&Gr
St,Ox
Gr&T
St,Ox
So
M
SlS
St
Gr
BOR. 1-LP (73-527)
���
Date: 3/19/1973 ���
GROUND EL. 4.3W or D10
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
E L
E V
A T
IO
N
S I
N F
E E
T
N .A
.V .D
30^1’48.941" 90^4’29.575" (G)
STA. WESTSIDE OF
CANAL 300FT. LANDSIDE OF
LAKESHORE DR. AND 150FT.
WESTOF CANAL LEVEE
B-219
-L
P
-5
H
IS
T O
R
IC
A L
B O
R
IN
G L
O G
S F
IL
E
N A
M E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
���
ENVELOPE
NO. EL.
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
P L
A S
T
IC
IT
Y
I N
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LIN
E
"U L
IN
E
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E A
R S
T R
E N
G T
H T
.S .F
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE PLATE A.
FOR LOCATION OF BORINGS SEE PLATE
FOR DETAILED TEST DATA SEE
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0
1 -23.9 Q 0.0 0.260 CH
2 -48.2 Q 0.0 0.370 CH
3 -58.4 Q 0.0 0.570 CH
4 -7.0 R 17.0 0.200 ML
5 -63.7 R 19.5 0.100 ML
6 -11.2 S 35.0 0.000 ML
7 -23.0 S 22.0 0.000 CH
8 -35.4 S 31.5 0.000 SM
9 -50.5 S 25.5 0.000 CH
10 -55.9 S 28.5 0.000 CL
11 -70.5 S 32.0 0.000 CL
67891011
���
SS M,G,rt,Wd,slf Gr
No Sample
Sl,slf
Sl,slf,CS
Sl,slf
Sl,slf,CS
CS,Sl,slf
So,Sl,slf vSo,SL M,SL,slf
M,slf
SlS
So
0.0750 Sl,slf,CS
Gr
F
0.1150 M,Sl,slf lg
0.0790 slf,CS lg&gnGr
CS,Sl,slf slf
Gr
F
CS gnGr
No Sample
M,Sl,slf
M,slf
SS
So,Sl
Gr
M,cc,Ox Gn&Gr SlS
M,cc,Ox Gn
Ox
SS vSt,Ox,SL Gn&Gr
SlS vSt,Wd,Ox gnGr
CS,cc T&Gr
T
Tr,Wd Br
No Sample
Br
CS,Ox
St,Ox Gr&T
St,Ox Gr
1.08 vSt,Ox,Sl Gr&T
M,SlS Gr&Br
St
M
St
M
St
SlS vSt
Gr
1.30
BOR. 1-ULP (73-527)
TOE OF LEVEE
���
GROUND EL. 1.8W or D10
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
-110
Q
Q
Q
17.0
R
19.5
R
35.0
S
22.0
S
31.5
S
25.5
S
28.5
S
32.0
S
STA. 500 FT. L.S. OF
BRIDGE AT CANAL
30^1’47.304" 90^4’27.414" (U)
Date: 3/20/1973
E L
E V
A T
IO
N
S I
N F
E E
T
N .A
.V .D
-U
L P
-5
H
IS
T O
R
IC
A L
B O
R
IN
G L
O G
S
B-220
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
ENVELOPE
NO. EL.
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
P L
A S
T
IC
IT
Y
I N
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LIN
E
"U L
IN
E
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E A
R S
T R
E N
G T
H T
.S .F
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE PLATE A.
FOR LOCATION OF BORINGS SEE PLATE
FOR DETAILED TEST DATA SEE
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0
CS,slf,rt lBr
S,rt lBr&Gr
CS,rt,slf lg
S,CS,slf
SlS vSo
SS vSo,slf vSo,S,slf
CS,slf
CS,Sl,slf
SlS vSo,slf
SlS
SS So
SlS M
SS So
S,slf
F0.0880 CS,Sl,slf
CS,slf
F0.0780 CS,slf
CS,slf
SS vSo,slf
M
M,slf
SS
St,slf
Gr
St,Ox,cc
St,Wd,Ox 0.89 vSt,Ox
T&Gr SlS vSt,Ox lg 1.63
Ox T&Gr
T vSt,Ox 1.02
M,Ox Gr vSt,Ox lBr 1.30
St,Ox lBr&Gr
SlS
St lBr 0.95 T&Gr
M
St
SlS
M
Gr
BOR. 2-LP (73-527)
STA. 150 FT. LANDSIDE OF LAKESHORE
DRIVE BRIDE TOE OF LEVEE
���
Date: 3/2/1973 ���
GROUND EL. 7.1W or D10
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
E L
E V
A T
IO
N
S I
N F
E E
T
N .A
.V .D
30^1’51.144" 90^4’25.651" (G)
B-221
-L
P
-5
H
IS
T O
R
IC
A L
B O
R
IN
G L
O G
S F
IL
E
N A
M E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
P L
A S
T
IC
IT
Y
I N
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LIN
E
"U L
IN
E
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E A
R S
T R
E N
G T
H T
.S .F
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0
1 -23.6 Q 0.0 0.300 CH
2 -27.2 Q 0.0 0.380 CH
3 -42.3 Q 0.0 0.290 CH
4 -47.5 Q 0.0 0.480 CH
5 -82.5 Q 0.0 0.640 CH
6 -91.2 Q 0.0 0.000 CH
7 -14.5 R 17.0 0.100 ML
8 -38.5 S 32.0 0.000 SC
9 -58.3 S 32.0 0.000 CL
10 -88.0 S 21.5 0.000 CH
CS,Wd,rt,slf Br F,CS,slf,Wd So,SS,Wd,slf
Gr&Br
SlS So,Wd,slf Gr&dGr
F CS,Wd,slf
S,CS,Wd,Sl
F slf
Gr
CS
No Sample
CS,Sl,slf
CS,slf Gr
Sl,slf dGr slf
So,Sl,slf
CS,slf
SlS So,slf
CS
M,Wd,slf SlS
M
M,S,slf
Gr
No Sample
F CS,slf Gr
No Sample
S,CS,slf
M,slf
Gr
M,slfSS
M,slf
St,slf
SS
M,slf
Gr
St,slf,Ox SlS vSt,Ox gnGr
CS,Ox
Gn&Gr
M,SlS,Ox
CS
T
Ox,CS Gn
T
CS
Br
(28)
SlS St,Ox
Gr&T
T St,Ox Gr&T St Gn&Gr
M
St
M
0.81
SlS
St
Gr
BOR. 4-ULO (72-531)
STA. STA. 225+00
50 FT. RT. B.L.
Date: 5/18/1972 ���
GROUND EL. 5.8W or D10
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
E L
E V
A T
IO
N
S I
N F
E E
T
N .A
.V .D
Q
Q
Q
Q
Q
Q
17.0
R
32.0
S
32.0
S
21.5
S
30^1’40.96" 90^5’23.334" (U)
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE PLATE A.
FOR LOCATION OF BORINGS SEE PLATE
FOR DETAILED TEST DATA SEE
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
-U
L O
-5
H
IS
T O
R
IC
A L
B O
R
IN
G L
O G
S
B-222
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
P L
A S
T
IC
IT
Y
I N
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LIN
E
"U L
IN
E
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E A
R S
T R
E N
G T
H T
.S .F
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0 rt T
So slf
S,Sl,slf
S,CS,slf
CS,slf
F
0.1050 Tr,M
Sl,slf
CS,Sl,slf
SlS vSo,Sl,slf
SlS So,Sl,slf
SS So,slf
SlS
So
CS,slf slf
0.0810 Tr,M,slf
F
CS,slf
SS
So,slf
M,slf
M
M,slf
Gr
St,Ox
SlS vSt,Ox
Gr&T
SS vSt,Ox,cc Gr
S,cc
SS So,Ox,cc
T&Gr
T
BOR. 5-SW (72-533)
STA. STA. 170+00
450 FT. RT. OF B/L
WATER TABLE ELEV. AT 2.2 FT.
Date: 10/30/1972 ���
GROUND EL. 8W or D1010
-10
-20
-30
-40
-50
-60
-70
-80
E L
E V
A T
IO
N
S I
N F
E E
T
N .A
.V .D
30^1’53.537" 90^4’41.664" (G)
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE PLATE A.
FOR LOCATION OF BORINGS SEE PLATE
FOR DETAILED TEST DATA SEE
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
-S
W
-5
H
IS
T O
R
IC
A L
B O
R
IN
G L
O G
S
B-223
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
NO. EL.
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
P L
A S
T
IC
IT
Y
I N
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LIN
E
"U L
IN
E
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E A
R S
T R
E N
G T
H T
.S .F
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0
CS,Sl,slf,rt brGr
SlS So,Sl,slf Gr
S,CS,slf T
CS,slf
0.0810 CS,slf,Tr,MF
CS,slf
SlS vSo,slf
CS
CS,slf
So vSo SlS vSo,slf
CS
F0.0810 Tr,M,CS,slf
S,CS,slf SlS
So
SlS
SS
SlS M,slf
Gr vSt,S,Ox Gr&T vSt,S,Ox
Gr
Gr&T
Ox
CS,Ox
Gr
Ox T
BOR. 7-SW (72-533)
STA. STA. 223+00
300 FT. RT. OF B/L
WATER TABLE ELEV. AT 0.7 FT.
Date: 11/1/1972 ���
GROUND EL. 6.2W or D10
-10
-20
-30
-40
-50
-60
-70
-80
E L
E V
A T
IO
N
S I
N F
E E
T
N .A
.V .D
30^1’43.442" 90^5’21.602" (G)
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE PLATE A.
FOR LOCATION OF BORINGS SEE PLATE
FOR DETAILED TEST DATA SEE
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
H
IS
T O
R
IC
A L
B O
R
IN
G L
O G
S
-S
W
-5
B-224
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
NO. EL.
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
P L
A S
T
IC
IT
Y
I N
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LIN
E
"U L
IN
E
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E A
R S
T R
E N
G T
H T
.S .F
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE PLATE A.
FOR LOCATION OF BORINGS SEE PLATE
FOR DETAILED TEST DATA SEE
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
1 -23.7 Q 0.0 0.300 CH
2 -43.6 Q 0.0 0.290 CH
3 -48.3 Q 0.0 0.600 CH
4 -11.6 S 34.3 0.000 ML
5 -39.7 S 36.2 0.000 SM
CS,Ox,rt,Wd Br
St,SlS,Ox,Wd Gr&Br
CS,Ox Br
CS,G,rt Gr
CS,G,rt
M,SlS,Sl,slf Br
CS,slf gyBr
F CS,Ox,slf Gr
SlS M,Ox
F CS,Sl,slf
0.0940
CS,slf
CS,slf,Sl
CS,Sl,slf
SlS So,Sl,slf,Ox So,Ox,Sl,slf
M,slf SlS
M,Ox
CS,Sl,slf
0.0800 CS,slf
CS,Sl,slf
SS
So
So,Sl,slf
M,Sl,slf
St,Wd,slf
Gr
St,Ox vSt,Ox gnGr
SlS
H,Wd,Ox
CS,Ox gnGr
CS,Ox,cc gnGr&Gr
CS,Ox gnGr
CS,Ox lg
CS,Ox brGr
BOR. 8-U (82-61)
STA. STA. 225+00
LEVEE C/L
Date: 2/4/1983 ���
GROUND EL. 16.7W or D10
-10
-20
-30
-40
-50
-60
-70
E L
E V
A T
IO
N
S I
N F
E E
T
N .A
.V .D
Q
Q
Q
34.3
S
36.2
S
30^1’40.531" 90^5’23.415" (U)
H
IS
T O
R
IC
A L
B O
R
IN
G L
O G
S
B-225
-U
-6
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
B o ri n g L o g s \4
B -2
.d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
PLAN
STAGING AREA
PROFILE
C-101
ORLEANS PARISH,LA.
SILL EL. 15.13
TOP OF T-WALL
FOOTING EL. 15.13
BOTTOM OF L-WALL
FOOTING EL. 12.0
(SEE SHEET S-204)
BOTTOM OF
T-WALL FOOTING
EL. 12.13
TRANSFORMER BUILDING
DO NOT DISTURB
LIMITS OF
CONSTRUCTION
CONCRETE
SCOUR PROTECTION
EXISTING
LEVEE TOE
END T-WALL
LEVEE CROWN
LIMITS OF
CONSTRUCTION
EXISTING
LEVEE TOE
BEGIN L-WALL
CONVERSION
EXISTING COE
BASELINE
MATCH EXISTING
FLOODWALL
BEGIN T-WALL
WALL LINE
REPLACE
SIDEWALK
EXISTING
GROUND
STREET LIGHTING
ELECTRIC E-154
STA. 1003+81.60
INV EL. 12.0
-24
-28
-24
-28
TOP OF
SHEET PILE
EL. 17.5
TOP OF T-WALL
FOOTING EL. 15.13
L-WALL
(SEE NOTE 6)
PZ-22 SHEET PILE
BOTTOM TIP
EL. -25.0
1007+00 1006+00 1005+00 999+001000+001001+001002+001003+001004+00
STA 999+00 TO 1007+25
STA 999+00 TO 1007+25
EXISTING
GROUND
BOTTOM EXISTING
SHEET PILE
EL. 0.00
TOP OF T-WALL
EL. 18.00
REPLACE
CURB AND
GUTTER
(TYP.)
NEW CONCRETE
SIDEWALK
REPLACE ASPHALT
ROADWAY
(REFER TO C-302)
REPLACE
CURB AND
GUTTER
(TYP.)
BOTTOM OF GATE
SILL EL. 11.13
TOP OF
L-WALL FOOTING
EL. 15.0
(SEE SHEET S-204)
NEW PZ22 SHEET PILE
TO EL. -25.0 (SEE NOTE 5).
TOP OF EXISTING
SHEET PILE EL. 16.0
BOLLARD
(SEE SHEET C-113 )
BOLLARD
(SEE SHEET
C-113)
NOTES:
1. REFER TO SHEET C-601 FOR WALL
LINE TABULATION.
2. REFER TO SHEETS C-105 & C-106 FOR
UTILITY INFORMATION .
3. REFER TO SHEETS G-102 & G-103 FOR
COE PROJECT BASELINE TABULATIONS.
4. ALL STATION CALLOUTS ARE BASED ON
WALL LINE LOCATED ALONG THE FLOOD
SIDE FACE OF THE WALL STEM.
5. PZ 22 SHEET PILE SHALL BE INSTALLED
5’ ON THE FLOOD SIDE OF EXISTING
SHEET PILE AND SHALL EXTEND TO
EL. -25.0. SEE SHEET C-301.
6. EXISTING I-WALL AT ELEVATION 19.5
SHALL BE MODIFIED INTO AN L-WALL
AT ELEVATION 19.5.
7. REFER TO SHEETS C-107 & C-108 FOR
NEW ROADWAY, SIDEWALK & CURB
GEOMETRICS.
REPLACE
CURB AND
GUTTER
(TYP.)
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D
2 3
C
4 5
A
B
D A
T E
S
IZ
E
S U
B M
IT
T
E D
B Y
P L
O T
S C
A L
E
P L
O T
D A
T E
F
IL
E
N U
M B
E R
A N
S I
D
U R
S
M E
T A
IR
IE
C iv il \S h e e ts
\4 C
-1 .d g n fi
US Army Corps of Engineers
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
A P
P R
D
A T
E D
E S
C R
IP
T
IO
N
M A
R K
SHEET
IDENTIFICATION
L A
K E
P O
N T
C H
A R
T R
A
IN
A N
D V
IC
IN
IT
Y
E B
A N
K O
R L
E A
N S
C A
N A
L T
O
W B
A N
K L
O N
D O
N C
A N
A L
O R
L E
A N
S P
A R
IS
H
L
O U
IS
IA
N A
H -4
-4
/2
/2
UR
S
JE
G
JV
P
R O
JE
C
T N o
N
C a u se w a y
B lv d
S u it e
M e ta ir ie
L o u is ia n a
(5
-6
U
S
A R
M Y
E N
G
IN
E E
R D
IS
T
R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
H U
R R
IC
A
N E
P R
O T
E C
T
IO
N O
F F
IC
E
N E
W O
R L
E A
N S
L
A
H S
D R
R S
F L
O O
D W
A L
L
G A
T E
S
L P
V
.1 A
US Army Corps of Engineers
Hurricane Protection
Office
A P
R
IL
ExExExExExExExSDxSDxSDxSSDxSDxSDxSDxSDxSDxSDSDxSDxSDxSSDxExSDxSDxSDxSDxSDxSDxSDxSDxSDxEx
E
E
E
E
E
ExExExExSFSFSFSFSFSFSFSFSFSFSFSFSF
PLAN
ORLEANS PARISH,LA.
EXIST.
COE BASELINE
EXISTING
LEVEE TOE
B/L STA. 200+64.20, 12.56’ RT.
N=557746.7924
E=3674550.9458
REMOVE EXISTING
PAVEMENT
REMOVE CONCRETE
SIDEWALK
SAWCUT AND MATCH
EXISTING PAVEMENT
REMOVE CONCRETE
CURB AND GUTTER
REMOVE EXISTING
CONCRETE I-WALL
FROM B/L STA. 196+91.74
TO B/L STA. 197+21.99
EXISTING
LEVEE TOE
B/L STA. 196+92.83, 01.98’ LT.
N=557643.1309
E=3674843.4334
EXISTING WALL
TO REMAIN
B/L STA. 195+22.82, 02.59’ RT.
N=557596.0261
E=3675001.9650
B/L STA. 194+22.95,
66.85’ RT.
N=557587.9334
E=3675120.4403
B/L STA. 194+56.62,
00.24’ RT.
N=557554.6059
E=3675053.6580
B/L STA. 194+26.27,
18.85’ RT.
N=557551.4157
E=3675089.1118
B/L STA. 194+57.51,
14.01’ RT.
N=557566.1838
E=3675061.1687
B/L STA. 194+27.26,
04.64’ RT.
N=557540.6033
E=3675079.8358
B/L STA. 193+99.09,
38.15’ LT.
N=557490.3228
E=3675076.2274
B/L STA. 195+25.13,
16.46’ RT.
N=557608.5294
E=3675008.3869
B/L STA. 196+48.20,
17.34’ RT.
N=557656.6035
E=3674890.1603
B/L STA. 196+91.74, 04.87’ RT.
N=557649.7969
E=3674845.3940
NOTES:
1. THE CONTRACTOR SHALL BE RESPONSIBLE TO STORE EXISTING LIGHT
STANDARDS AND FIXTURES THAT ARE TEMPORARILY REMOVED IN A
MANNER TO ASSURE THEIR REUSE.
2. THE CONTRACTOR SHALL MAINTAIN THE CIRCUIT THAT FEEDS THE
EXISTING STREET LIGHTS NOT INSIDE LIMITS OF CONSTRUCTION,
OPERATING DURING CONSTRUCTION.
3. THE CONTRACTOR SHALL VERIFY BOLT PATTERN AND DIMENSIONS OF
EXISTING LIGHT STANDARDS PRIOR TO REMOVAL.
4. THE CONTRACTOR SHALL VERIFY THE EXISTING CIRCUIT DESIGNATIONS
AND PLACE OF ORIGIN FOR EACH LIGHT STANDARD PRIOR TO ANY
WORK BEING DONE.
5. THE CONTRACTOR SHALL PROVIDE A HAND-HOLE FOR TEMPORARY
DISCONNECTION OF EXISTING CIRCUIT TO LIGHT STANDARD. MAINTAIN
EXISTING CIRCUIT TO ADJACENT UNDISTURBED LIGHT STANDARDS.
COORDINATE WITH SHEET C-106 FOR NEW INSTALLATION OF CONDUIT
AND CONDUCTORS TO RELOCATED LIGHT STANDARD.
6. ALL STATION CALLOUTS ON THIS SHEET REFER TO THE COE BASELINE.
LEGEND
TO BE DEMOLISHED
SAWCUT AND MATCH
EXISTING PAVEMENT
EXISTING GROUTED
RIPRAP TO BE REMOVED
B/L STA. 199+47.38,
107.11’ RT.
N=557742.2899
E=3674712.0044
B/L STA. 199+50.92,
66.02’ RT.
N=557714.8171
E=3674681.2387
B/L STA. 199+86.46,
45.66’ RT.
N=557723.6903
E=3674642.1400
B/L STA. 197+88.75,
63.35’ LT.
N=557558.4144
E=3674793.5305
B/L STA. 197+91.30,
65.47’ LT.
N=557555.2561
E=3674792.5467
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| 447086_G-005-001.pdf |
| 447086_G-006-001.pdf |
| 447086_G-101-001.pdf |
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| 447086_G-103-001.pdf |
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