Drawings Part 2 (1 of 4 ) Revised and New Drawings.pdf
PDF 8 MB Posted
- Attached to
- Multiple WSLP Access Roads
- Solicitation number
- W912P821B0047
About this file
This solicitation package includes construction drawings and specifications for multiple aggregate roads and culverts, as well as a federal contract opportunity notice. The drawings depict existing site conditions, proposed construction details, and specifications. The contract opportunity is for the construction of seven aggregate roads totaling between $10-25 million. Bids are due on July 6, 2021 and will be conducted virtually. The awarded contractor will be required to provide bid, payment, and performance bonds. The soliciting agency is the US Army Corps of Engineers New Orleans District. The scope of work entails clearing, grading, constructing numerous culverts, and asphalt paving.
View the file
Other files
Show all 19
On GovTribe
Work with this file
- Download the original file
- Contacts named in this file
- Similar government files
- Ask GovTribe AI about this file
Text version
EXISTING GROUND
PIPELINE CROSSING SEE DETAIL DT-112
EL. 15.5
EL. 16.3
NEW 24" CMP
CULVERT SC4
NEW 24" CMP
CULVERT SC2
NEW 24" CMP
CULVERT SC1
3.5' COVER
G-048,G-047
4.3' COVER
G-044, G-0455.4' COVER
G-053
4.8' COVER
G-043
0.5' COVER
G-050
3.0' COVER
G-055
2.8' COVER
G-056
2.5' COVER
G-054
4.2' COVER
G-057
2.8' COVER
G-021
UNK COVER
4" BUCKEYE
G-032UNK COVER
G-059
NEW ROAD
(TYP.)
NEW SAND FILL
UNK COVER
G-078
UNK COVER
G-039
UNK COVER
G-038
UNK COVER
G-037
EL. 15.0
STA. 77+17
EL. 13.7
STA. 76+53
EL. 13.9
STA. 78+41EL. 16.2
STA. 81+07
EL. 15.8
STA. 81+54
EL. 8.5
STA. 83+88
EL. 13.9
STA. 78+10
EL.13.7
STA. 76+19
EL. 14.9
STA. 75+27
EL. 14.3
STA. 74+89
EL 9.1
STA. 73+08
EL. 8.2
STA. 72+46
EL. 14.4
STA. 75+71.5
EL. 14.8
STA. 76+92
NEW 24" CMP
CULVERT SC3
EL. 13.9
STA. 76+06
EL. 13.8
STA. 76+60
TOE OF BERM
ACCESS ROAD ROW
BOTTOM OF LEVEE SLOPE
BOTTOM OF LEVEE SLOPE
TOP OF LEVEE SLOPE
LEVEE CL
PIPELINE (TYP.)
CL OF NEW ROAD DO NOT DISTURB
EX. FENCE
G-057
G-059
G-045
G-044
G-047 G-048
G-078
G-053
G-038
G-032
G-039 G-037
G-054
G-056
G-050 G-055
G-021
Y 566592.67
X 3569981.57
Y 565544.89
X 3569212.11
AGGREGATE ROAD TYPICAL SECTION 6AGGREGATE ROAD TYPICAL SECTION 6
NEW CULVERT SC1NEW CULVERT SC2NEW CULVERT SC3
NEW CULVERT SC4
O-081
N-082
N O
R T H
P L A
N
SCALE: 1" = 50'PLAN VIEW
71+0073+0075+0077+0079+0081+0083+00
-10
-10
C-139
R O
A D
S P
IP
E
L
IN
E C
R O
S S
IN
G
D E
T A
IL
E
D V
IE
W
NOT SHOWN ON PLAN VIEW FOR CLARITY
NOTE: PIPELINE CROSSING CONTOURS
H -8
-4
C
-1
.d g n
PIPELINE COVER THICKNESS SHOWN IS THE DEPTH FROM THE TOP OF THE PIPELINE TO EXISTING GROUND
NOTE:
50' 100'0 1 1
R E
V
IS
E D
S C
A L
E -2
-2
S O
L
IC
IT
A
T
IO
N N
O
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 E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D
A T
E
F
IL
E N
U M
B E
R
S I Z
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
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
C O
N T
R A
C T
N O
D A
T E
A P
P R
®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
A N
S I
D
W P
-2
-B
-0
W
P
-X
B .A
.M
M A
B
L A
U R
E N
H H
A T
T E
N P
.E
H -8
-4
B R
IA
N
R J O
H N
S O
N
S T
C
H A
R L
E S
P A
R
IS
H L
A
B O
N N
E T
C A
R R
E S
T O
C K
P
IL
E C
O N
T R
A C
T
R
IS
K R
E D
U C
T
IO
N P
R O
J E
C T
H U
R R
IC
A
N E
A N
D S
T O
R M
D A
M A
G E
W
S T
S H
O R
E L
A K
E P
O N
T C
H A
R T
R A
IN
L
O U
IS
IA
N A
S E
P T
E M
B E
R
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
N E
W O
R L
E A
N S
D
IS
T R
IC
T
N E
W O
R L
E A
N S
L
O U
IS
IA
N A
NEW ORLEANS DISTRICT
M A
R C
H
2.8%
2.8%
1.0%
1.1%1.1%
3.0
A
1V :5
H 1V
:5 H
V
:2
H
1V :7
H
1V :7
H
ROAD
AGGREGATE
ROAD
AGGREGATE
ROAD
AGGREGATE
ROAD
AGGREGATE
H -8
-4 D
T -1
.d g n
DT-102
(COMPACTED CRUSHED STONE)
12" BASE COURSE
R O
A D
T Y
P
IC
A L
S E
C T
IO
N
S
C L
GEOTEXTILE SEPARATOR FABRIC
1V:1H
ROAD
AGGREGATE
24'1' 1'
(COMPACTED CRUSHED STONE)
12" BASE COURSE
GEOGRID MAT(FULL WIDTH OF FILL)
EX. GROUND
N.T.S.
AGGREGATE ROAD TYPICAL SECTION 2
STONE)
(COMPACTED CRUSHED
12" BASE COURSE
15" SAND FILL
THICKNESS VARIES SEE TABLE
BASE COURSE (COMPACTED CRUSHED STONE)
IV:1H
VARIES693+84.300+0012S
3.67453+400+8014P
2.5246+000+0015G
3.54101+6096+0012
1194+000+0012 F
2.33272+8021+7513
VARIES311+04.180+0012
D
2.33294+0069+4013
1168+583+4012 C
2.25258+0021+0012
VARIES520+400+0012
B
1117+000+012A
ENDBEGIN
(LF)
GROUND
EXIST.
ROAD TO
TOP OF
TYP SECTION
ROAD STATIONING
(IN.)
THICKNESS
AGGREGATE
TOP LAYER
ROAD
SEE CROSS SECTIONS FOR REQUIRED FILL.
ROAD BASE TO THE FULL DESIGN ROAD WIDTH.
SAND FILL MAY BE REQUIRED TO PROVIDE LEVEL
NOTE:
SEE NOTE
SEE NOTE
FOR THE PLACMENT OF GEOGRID OR GEOTEXTILE SEPERATOR.
4. DEGRADE AND SPREAD EXISTING GROUND AS NEEDED TO PROVIDE AN EVEN LEVEL SURFACE
OR UNTIL SUCH TIME AS THE ROAD(S) ARE PARTIALLY ACCEPTED BY THE GOVERNMENT.
3. THE CONTRACTOR MUST MAINTAIN ALL ROADS THROUGH THE DURATION OF THE CONTRACT
SECTIONS FOR THE CONSTRUCTION GRADE ELEVATIONS.
2. FOR THE REACHES THAT STATE "VARIES" IN THE TABLE, REFER TO THE CROSS
"VARIES".
AND THE TYPICAL SECTIONS, WITH THE EXCEPTION OF THOSE REACHES WHICH STATE
1. CONSTRUCTION GRADES ARE BASED ON THE THICKNESSES SHOWN IN THE TABLE
NOTES:
THICKNESS VARIES SEE TABLE
BASE COURSE (COMPACTED CRUSHED STONE)
A
D D
E D
A C
C E
S S
R O
A D
D -9
-2
S O
L
IC
IT
A
T
IO
N N
O
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 E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D
A T
E
F
IL
E N
U M
B E
R
S I Z
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
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
C O
N T
R A
C T
N O
D A
T E
A P
P R
®of Engineers
US Army Corps a u to ti m e
ID
Sheet of Engineers
US Army Corps
A N
S I
D
W
P
-2
-B -0
W
P
-X
M
A
B
B R
IA
N
R J O
H N
S O
N P
.E
H -8
-4
P A
R
IS
H E
S L
O U
IS
IA
N A
S T
C
H A
R L
E S
A N
D S
T
J O
H N
T H
E B
A P
T
IS
T
A C
C E
S S
R O
A D
S C
O N
S T
R U
C T
IO
N
C O
N T
R A
C T
R
IS
K R
E D
U C
T
IO
N P
R O
J E
C T
H U
R R
IC
A
N E
A N
D S
T O
R M
D A
M A
S T
S H
O R
E L
A K
E P
O N
T C
H A
R T
R A
IN
B .J
O H
N S
O N
B R
IA
N
R J O
H N
S O
N P
.E
M A
R
F
E B
NEW ORLEANS DISTRICT
N E
W O
R L
E A
N S
L
O U
IS
IA
N A
N E
W O
R L
E A
N S
D
IS
T R
IC
T
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
C L
C L
GEOTEXTILE SEPARATOR FABRIC
EX. GROUND
WITHIN ROW LIMITS
DITCHES AS REQUIRED
ALIGNMENT OF EX.
RESHAPE/ADJUST
CONTRACTOR TO
N.T.S.
FOR ELEVATIONS)
AND PROFILE
(EL. VARIES-SEE PLANS
CUT EX. GROUND
C L
GEOTEXTILE SEPARATOR FABRIC
(FULL WIDTH OF FILL)
GEOGRID MAT
N.T.S.
AGGREGATE ROAD TYPICAL SECTION 4
C L
(FULL WIDTH OF FILL)
GEOGRID MAT
(DEPTH VARIES)
SAND FILL
1V:24H SLOPE
EX. GROUND
N.T.S.
1V:7H SLOPE
EX. GROUND
AND MULCH
THEN 2" OF TOPSOIL AND SEED, FERTILIZE,
ADD SAND FILL FOR POSITIVE DRAINAGE,
AND MULCH ON SAND SIDE SLOPES
ADD 2" OF TOPSOIL AND SEED, FERTILIZE,
15" SAND FILL
AGGREGATE ROAD TYPICAL SECTION 5
FABRIC
GEOTEXTILE SEPARATOR
WITHIN ROW LIMITS
DITCHES AS REQUIRED
ALIGNMENT OF EX.
RESHAPE/ADJUST
CONTRACTOR TO
SEPARATOR FABRIC
GEOTEXTILE
N.T.S.
1V:1H
24'1' 1'
1V:1H
24'1' 1'
1V:1H
24'1' 1'
EX. GROUND
1V:1H
24'1'
1V:3H
VARIES
AGGREGATE ROAD TYPICAL SECTION 1
AGGREGATE ROAD TYPICAL SECTION 6
1V:1H
B-001
B O
R
IN
G
O F
H -8
-4
B -0
T O
B -0
.d g n
R
E V
IS
E
D T
E X
T -2
-2
S O
L
IC
IT
A
T
IO
N N
O
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 E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D
A T
E
F
IL
E N
U M
B E
R
S I Z
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
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
C O
N T
R A
C T
N O
D A
T E
A P
P R
®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
A N
S I
D
W
P
-2
-B -0
W
P
-X
B .A
.M
M
A
B
L A
U R
E N
H
H A
T T
E N
P
.E
H -8
-4
B R
IA
N
R J O
H N
S O
N
S T
C
H A
R L
E S
P A
R
IS
H L
A
B O
N N
E T
C A
R R
E S
T O
C K
P
IL
E C
O N
T R
A C
T
R
IS
K R
E D
U C
T
IO
N P
R O
J E
C T
H U
R R
IC
A
N E
A N
D S
T O
R M
D A
M A
S T
S H
O R
E L
A K
E P
O N
T C
H A
R T
R A
IN
L
O U
IS
IA
N A
S E
P T
E M
B E
R
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
N E
W O
R L
E A
N S
D
IS
T R
IC
T
N E
W O
R L
E A
N S
L
O U
IS
IA
N A
NEW ORLEANS DISTRICT
M A
R C
H
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
LI
N 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
0.00
0.25
0.50
0.75
2.00
2.25
2.50
2.75
3.00
3.25
3.50
3.75
4.00
V O
ID
R
A T
IO
1.00
1.25
1.50
1.75
EFFECTIVE STRESS, T.S.F.
50 1002010521.5.2.1.02 .05.01 vSo,rt Br 769 vSo,Wd,rt Gr
O vSo,Wd,rt Gr&T vSo,Wd,rt Br 807 vSo,O,rt Gr
No Sample
So,Wd,rt vSo,Wd,rt gnGr
O vSo,Wd,rt vSo,rt vSo,Wd,rt
So,Wd,rt So,S,slf
So,slf
0.0062 So,S,slf
Gr
No Sample
So,slf,rt So,slf vSo,S,slf
So,S,slf vSo,S,slf
So,S,slf,SL
Gr
M lGr So gnGr&T
M lGr
M,cc gnGr&T
M lGr
St,cc lGr&T M,SL gnGr&T
St,cc lGr&T
M,cc T&Gr M,S,cc T
M,cc T&Gr
M,cc Gr&T M,cc,SL T&Gr
M,cc
St,cc
Gr&T
M gnGr&T St Gr&T
SlS St St,cc,SL
SlS St T&Gr
30�06'27.22" 90�32'23.74" (U)
BOR. WSLP-19-059U (19-008195)
STA.
WATER DEPTH 1.0 FT.
Date: 10/6/2019
CONTRACTOR: EUSTIS ENGINEERING
GROUND EL. 0.56W or D10
-10
-20
-30
-40
-50
-60
E L
E V
A T
IO
N
S I
N F
E E
T
N .A
.V .D
160wL
,1
Q
1 -1.7 Q 0.0 0.086 CH
Q
2 -16.7 Q 0.0 0.133 CL
Q
3 -20.7 Q 0.0 0.135 CL
Q
4 -28.7 Q 0.0 0.105 CH
Q
5 -36.7 Q 0.0 0.465 CL
Q
6 -44.7 Q 0.0 0.605 CL
Q
7 -53.7 Q 0.0 0.412 CL
Ei
Ef
Pc
C
8 -16.9 C 0.0 0.000 CL
Ei
Ef
Pc
C
9 -37.9 C 0.0 0.000 CL
B-002
O
R
IN
G
O F
H -8
-4
B -0
T O
B -0
.d g n
R
E V
IS
E
D T
E X
T -2
-2
S O
L
IC
IT
A
T
IO
N N
O
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 E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D
A T
E
F
IL
E N
U M
B E
R
S I Z
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
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
C O
N T
R A
C T
N O
D A
T E
A P
P R
®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
A N
S I
D
W
P
-2
-B -0
W
P
-X
B .A
.M
M
A
B
L A
U R
E N
H
H A
T T
E N
P
.E
H -8
-4
B R
IA
N
R J O
H N
S
C
H A
R L
E S
P A
R
IS
H L
A
B O
N N
E T
C A
R R
E S
T O
C K
P
IL
E C
O N
T R
A C
T
R
IS
K R
E D
U C
T
IO
N P
R O
J E
C T
H U
R R
IC
A
N E
A N
D S
T O
R M
D A
M A
S T
S H
O R
E L
A K
E P
O N
T C
H A
R T
R A
IN
L
O U
IS
IA
N A
S E
P T
E M
B E
R
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
N E
W O
R L
E A
N S
D
IS
T R
IC
T
N E
W O
R L
E A
N S
L
O U
IS
IA
N A
NEW ORLEANS DISTRICT
M A
R C
H
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
LI
N 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
0.00
0.25
0.50
0.75
2.00
2.25
2.50
2.75
3.00
3.25
3.50
3.75
4.00
V O
ID
R
A T
IO
1.00
1.25
1.50
1.75
EFFECTIVE STRESS, T.S.F.
50 1002010521.5.2.1.02 .05.01 vSo,Wd,rt 175 vSo,rt vSo,Wd vSo,rt
Gr
(0) 213 vSo dGr vSo Gr&Br
O vSo,rt So,rt vSo,SS,Wd So,slf,rt
0.0667 CS
So,slf vSo,Wd
So,slf So,slf vSo,S,slf
So,slf
M,slf,SL So,slf,SL
M,slf,SL
So,S So,slf
Gr
M gnGr
St gnGr&T vSt,S Gr&T
St
St,cc gnGr&T
St,SlS,cc,SL Gr&T
St,cc St,cc gnGr&T
M,cc T&Gr
St gnGr&T
M,cc T&Gr St St,SL gnGr&T
So,cc,SL Gr&T
St,cc St M,S,cc
T&Gr
M,cc Br&Gr
SlS St,SL gnGr&T
30°06'25.31" 90°32'35.47" (U)
BOR. WSLP-19-060U (19-008195)
STA.
WATER DEPTH 1.0 FT.
Date: 10/2/2019
CONTRACTOR: EUSTIS ENGINEERING
GROUND EL. -0.42W or D100
-10
-20
-30
-40
-50
-60
-70
E L
E V
A T
I O
N S
I N
F E
E T
N
.A .V
.D
Q
1 -2.7 Q 0.0 0.061 CH
188wL157wN
,1
Q
2 -9.7 Q 0.0 0.049 CH
Q
3 -17.7 Q 0.0 0.053 CH
Q
4 -21.7 Q 0.0 0.096 CL
Q
5 -29.7 Q 0.0 0.143 CH
0.88Q
6 -33.7 Q 0.0 0.884 CL
Q
7 -42.7 Q 0.0 0.394 CL
Q
8 -46.7 Q 0.0 0.365 CL
Q
9 -53.7 Q 0.0 0.458 CL
Ei
Ef
Pc
C
10 -21.9 C 0.0 0.000 CL
Ei
Ef Pc
C
11 -41.9 C 0.0 0.000 CH
B-003
O
R
IN
G
O F
H -8
-4
B -0
T O
B -0
.d g n
R
E V
IS
E
D T
E X
T -2
-2
S O
L
IC
IT
A
T
IO
N N
O
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 E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D
A T
E
F
IL
E N
U M
B E
R
S I Z
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
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
C O
N T
R A
C T
N O
D A
T E
A P
P R
®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
A N
S I
D
W
P
-2
-B -0
W
P
-X
B .A
.M
M
A
B
L A
U R
E N
H
H A
T T
E N
P
.E
H -8
-4
B R
IA
N
R J O
H N
S
C
H A
R L
E S
P A
R
IS
H L
A
B O
N N
E T
C A
R R
E S
T O
C K
P
IL
E C
O N
T R
A C
T
R
IS
K R
E D
U C
T
IO
N P
R O
J E
C T
H U
R R
IC
A
N E
A N
D S
T O
R M
D A
M A
S T
S H
O R
E L
A K
E P
O N
T C
H A
R T
R A
IN
L
O U
IS
IA
N A
S E
P T
E M
B E
R
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
N E
W O
R L
E A
N S
D
IS
T R
IC
T
N E
W O
R L
E A
N S
L
O U
IS
IA
N A
NEW ORLEANS DISTRICT
M A
R C
H
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
LI
N 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
0.00
0.25
0.50
0.75
2.00
2.25
2.50
2.75
3.00
3.25
3.50
3.75
4.00
V O
ID
R
A T
IO
1.00
1.25
1.50
1.75
EFFECTIVE STRESS, T.S.F.
50 1002010521.5.2.1.02 .05.01 vSo,Wd Br&Gr
So,Wd Br 212
O vSo,Wd 160 vSo,Wd,rt Gr
(0)
CS (2) 290
CS,slf
0.0735 CS,slf
CS,slf vSo,slf vSo,S,slf vSo,slf
So,slf vSo,S,slf So,slf So,S,slf vSo,slf So,S,slf
So,SlS,slf So,slf
Gr
St gnGr vSt,cc St,S,cc gnGr&T
No Sample vSt,SL T&Gr
M,cc gnGr&T St,cc lGr vSt Gr&T
St Gr
St,cc T&Gr M,cc gnGr&T
St,cc vSt,SL T&Gr
St,cc,SL gnGr&T vSt,cc,SL Gr&T St,cc,SL gnGr&T vSt,cc,SL Gr&T
St,cc,SL T&Gr
St,cc,SL gnGr&T 0.88 St,cc,SL
SlS
St,cc
T&Gr
St,SL Gr St Gr&T
St,SL SlS
St,slf,SL Gr
St,slf Gr&T
St,slf,SL
SlS
St,SL vSt,SL
St,slf
Gr
M,SS,slf,Wd Gr&Br
St,slf Gr
St,Wd Gr&T O
M,Wd Gr&Br St,Wd,SL St,Wd St,O M,Wd
St,O
Gr
St,SL vSt,SL gnGr
St,SlS,cc,SL Gr&T vSt,SL vSt,cc gnGr
M,slf Gr vSt,slf gnGr
M,S Gr vSt Gr&T(17)
St Gr(12)
St,SlS,slf,SL gnGr St,cc Gr
SlS St,slf,SL
So gnGr
St,slf Gr vSt,slf,SL vSt,SL gnGr
St,SlS,cc,SL Gr
No Sample vSt,SL gnGr vSt,SL gnGr&Gr 1.27 vSt,SL gnGr vSt,SL gnGr&Gr vSt,SL vSt,SL,cc M,cc,SL gnGr vSt,cc,SL gnGr&T
St,cc Gr gnGr M,S gnGr&T St,SlS,cc,SL gnGr
30°06'22.94" 90°32'48.04" (U)
BOR. WSLP-19-061U (19-008195)
STA.
WATER DEPTH 1.0 FT.
Date: 8/5/2019
CONTRACTOR: EUSTIS ENGINEERING
GROUND EL. 0.46W or D10
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
-110
-120
-130
-140
E L
E V
A T
I O
N S
I N
F E
E T
N
.A .V
.D
Q
1 -17.8 Q 0.0 0.084 CL
Q
2 -21.8 Q 0.0 0.100 CL
13.0
R
3 -25.0 R 13.0 0.000 CH
Q
4 -25.8 Q 0.0 0.082 CH
Q
5 -28.8 Q 0.0 0.134 CH
0.81Q
6 -32.8 Q 0.0 0.810 CL
Q
7 -41.8 Q 0.0 0.654 CL
Q
8 -48.8 Q 0.0 0.683 CH
Q
9 -50.8 Q 0.0 0.603 CH
Q
10 -62.8 Q 0.0 0.697 CH
Q
11 -71.8 Q 0.0 0.794 CH
190wL
,1
Q
12 -81.8 Q 0.0 0.413 CH
Q
13 -85.8 Q 0.0 0.295 CH
Q
14 -94.8 Q 0.0 0.424 CH
Q
15 -96.8 Q 0.0 0.373 CL
Q
16 -103.8 Q 0.0 0.748 CH
Q
17 -111.8 Q 0.0 0.773 CH
1.01Q
18 -120.3 Q 0.0 1.013 CH
1.013
Q
19 -126.3 Q 0.0 0.555 CL
Ei
Ef
Pc
C
20 -18.1 C 0.0 0.000 CL
Warning: non-zero Normal Stress for 20
Ei
Ef
Pc
4.000C
21 -71.0 C 0.0 0.000 CH
4.000
, 21
Ei
Ef Pc
5.800C
22 -104.0 C 0.0 0.000 CH
5.800
, 22
Ei
Ef Pc
4.400C
23 -123.5 C 0.0 0.000 CH
4.400
, 23
File details come from the government source that posted it. Updated .