19b0003.pdf
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- Solicitation number
- W912EE19B0003
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| B01_bid_abstract.pdf | ||
| amendment_0002.pdf | ||
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| A22_drawings_B-101_and_R-101.pdf | ||
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FC/MR&T, MAIN STEM MAINTENANCE
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W912EE-19-B-0003SOLICITATION NO.:
CONTRACT NO.:
ISSUE DATE:
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CALHOUN CHICKASAW
MONROE
CLAY
WEBSTER
LOWNDESOKTIBBEHA
CHOCTAW
WINSTON NOXUBEE
KEMPERLEAKE
ATTALA
MONTGOMERY
GRENADA
CARROLL
LEFLORESUNFLOWER
BOLIVAR
WASHINGTON
ISSAQUENA
SHARKEY
HUMPHREYS
HOLMES
YAZOO
MADISON
WARREN
CLAIBORNE
JEFFERSON
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SCALE: 1" = 1000' 0 2000'1000'
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GENERAL CROSS-REFERENCING SYMBOLS
ABBREVIATIONS
EACH VIEW)
(CENTERED UNDER
VIEW SUBTITLE
SAME DRAWING
VIEW SHOWN ON
SECTION CUT W/
ANOTHER DRAWING
VIEW SHOWN ON
SECTION CUT W/
SAME DRAWING
VIEW SHOWN ON
DETAIL SYMBOL W/
ANOTHER DRAWING
VIEW SHOWN ON
DETAIL SYMBOL W/
FRONT SIDE
SECTION
ELEVATION
TOP
C-501
EXIST
MAX
MIN
TYP
EXISTING
FAR FACE
INSIDE FACE
MAXIMUM
MINIMUM
MISCELLANEOUS
NEAR FACE
OUTSIDE FACE
ON CENTER
TOP AND BOTTOM
TYPICAL
UNLESS NOTED OTHERWISE
UNDERGROUND
APPROXIMATE
ALTERNATE WITH
ALUMINUM
BITUMINOUS
BOTTOM
CURB & GUTTER
CONSTRUCTION JOINT
CONCRETE
DIAMETER
EACH FACE
BOT
C/L
C&G
ELEVATION
EACH WAY
DRAWINGDWG
HEIGHT
NUMBER
SAN SANITARY
SPECIFICATIONS
* UNLESS OTHERWISE NOTED ON EACH SHEET
APPROX
ALT W/
ALUM
BITUM
CENTER LINE
CLR CLEAR
CJ
CONC
DIA
EF
EL
EW
FF
HT
IF
MISC
NF
OF
NO
OC
SPEC
T&B
UNO
UGND
WIDTHW
RIVERWARDR/W
LONG
LANDWARDL/W
LG
SCALE:
SUPPLEMENTAL INFORMATION
DETAIL/SECTION
D5
SCALE:
D5 DETAIL/SECTION
SUPPLEMENTAL INFORMATION
C-102
C-302
SECTION/DETAIL)
(CENTERED UNDER
DRAWING
TITLE ON SAME
SECTION/DETAIL
SECTION/DETAIL)
(CENTERED UNDER
DRAWING
TITLE ON ANOTHER
SECTION/DETAIL
A A
AZ. AZIMUTH
FT FOOT
ROW RIGHT OF WAY
PROP PROPOSED
IR IRON ROD
PP POWER POLE
ST STONE TIEBACK
TB TOP BANK
D .W
A L L
A C
E P .E
G-003
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NOTES:
Are natural water contents in percent dry weight
GRAVEL,Well Graded, gravel-sand mixtures, little or no fines
GRAVEL,Poorly Graded, gravel-sand mixtures, little or no fines
SILTY GRAVEL,gravel-sand-silt mixtures
CLAYEY GRAVEL, gravel-sand-clay mixtures
SAND, Well-Graded, gravely sands
SAND, Poorly-Graded, gravely sands
TYPICAL NAMES
UNIFIED SOIL CLASSIFICATION
SYMBOLS TO LEFT OF BORING
Ground - water surface and date observed
VS
T
Q
R
S
C
FIGURES TO RIGHT OF BORING
Are values of cohesion in lbs./sq. ft from unconfined compression test
Denotes location of consolidation test **
Denotes location of consolidated - drained direct shear test **
Denotes location of consolidated - undrained triaxial compression test **
Denotes location of unconsolidated - undrained triaxial compression test **
Denotes location of vane shear test **
Denotes location of sample subjected to consolidation test and each of the above three types of shear test **
FIGURES TO LEFT OF BORING UNDER COLUMNS "LL" AND "PL"
Denotes free waterFW
Are liquid limits and plastic limits, respectfully per second of undisturbed sample
Where underlined with a solid line denotes laboratory permeability in centimeters per second of sample remoulded to the estimated natural void ratio
Where underlined with a dashed line denotes laboratory permeability in centimeters
SILTY SAND, sand-silt mixtures
CLAYEY SAND, sand-clay mixtures
SILT & very fine sand, silty or clayey fine sand or clayey silt with slight plasticity
LEAN CLAY; Sandy Clay; Silty Clay; of low to medium plasticity
ORGANIC SILTS and organic silty clays of low plasticity
SILT, fine sandy or silty soil with high plasticity
FAT CLAY, Inorganic clay of high plasticity
ORGANIC CLAYS of medium to high plasticity, organic silts
PEAT, and other highly organic soil
WOOD
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
Pt
Wd
DESCRIPTIVE SYMBOLS
SYM
BOL
LETTER
SYMBOL
CLEAN
GRAVEL
CLEAN
SAND
SANDS
WITH FINES
SILTS AND
CLAYS
SILTS AND
HIGHLY ORGANIC SOILS
WOOD
NO SAMPLE
F
IN
E G
R A
IN
E D S
O
IL
S C
O A
R S
G
A
IN
E D S
O
IL
S
G R
A V
E L
S S
A N
D S
MAJOR DIVISION TYPE
GRAVEL
WITH FINES
(Appreciable
(Appreciable
Amount of
Fines)
NOTE: Soils possessing characteristics of two groups are designated by combinations of group symbols
A comma will be used between modification symbols. Example. So,Gr,w/SIS,(CH)
(Liquid Limit < 50)
(Liquid Limit > 50)
M o re t h a n h a lf o f c o a rs e fr a c ti o n i s l a rg e r th a n
Amount of Fines)
(Little or No Fines)
(Little or No Fines)
CLAYS
M o re t h a n h a lf o f m a te ri a l is l a rg e r th a n N o s ie v e s iz e
When underlined denotes D size in mm *
M o re t h a n h a lf o f c o a rs e o .4 s ie v e s iz e fr a c ti o n i s s m a ll e r th a n
N o s ie v e s iz e
N o .2 s ie v e s iz e
M o re t h a n h a lf o f th e m a te ri a l is s m a ll e r th a n
" I.D., 2" O. D.) and a 140 lb. driving hammer with a 30" drop8
(1
In parenthesis are driving resistances in blows per foot determined with a standard split spoon sampler
CONSISTENCY
FOR COHESIVE SOILS
COLOR MODIFICATIONS MODIFICATIONS
* The D size of a soil is the grain diameter in millimeters of which 10% of the soil is finer, and 90% coarser than D .
10 10 on the drawings.
** Results of these test are available for inspection in the U.S. Army Engineer District Office, if these symbols appear beside the boring logs
0 20 40 60 80
OH
MH
CH
"U L
IN
E
"A
LI
N E
CL
CL - ML OL
ML
L. L. - LIQUID LIMIT
PLASTICITY CHART
For classification of fine - grained soils
P I P
L A
S T
IC
IT
Y I
N D
E X
CONSISTENCY
VERY SOFT
SOFT
MEDIUM
STIFF
VERY STIFF
HARD
SYMBOL
COHESION IN LBS./SQ. FT. FROM
UNCONFINED COMPRESSION TEST
vSo
So
M
St vSt
H
2000 - 4000
1000 - 2000
500 - 1000
250 - 500
< 250
> 4000
SYMBOLCOLOR
T
Y
R
BK
GR
lGr dGr
Br lBr dBr br Gr gy Br gn Gr gy Gn
Gn
Bl
Bl Gn
Wh rd
Mot
SSIS
SISS
w/
D vD
Tr-
F
M
C cc rt lg sh sds slf
O
CS
SIS
SS
S
G
B
SL
Wd
Ox
Cr
Lo
Veg
MODIFICATION SYMBOLMODIFICATION
Sandy Silt strata
Silty Sand strata
With
Dense
Very Dense
Traces
Fine
Medium
Coarse
Concretions
Rootlets
Lignite fragments
Shale fragments
Sandstone fragments
Shell fragments
Organic matter
Clay strata or lenses
Silt strata or lenses
Sand strata or lenses
Sandy
Gravely
Boulders
Slickensides
Wood
Oxidized
Crumbly
Loose
Vegetation
REDDISH
MOTTLED
WHITE
BLUE - GREEN
BLUE
GREEN
GRAYISH - GREEN
GREENISH - GRAY
GRAYISH - BROWN
BROWNISH - GRAY
DARK BROWN
LIGHT BROWN
BROWN
DARK GRAY
LIGHT GRAY
GRAY
BLACK
RED
YELLOW
TAN
COLOR
SYMBOL
considered as differing materially within the purview of the Contract Clause DIFFERING SITE CONDITIONS.
materials of the region are anticipated and, if encountered, such variations will not be and for their respective vertical reaches, local variations characteristic of the subsurface
1. While the borings are representative of subsurface conditions at their respective locations water will not be encountered at the locations or within the vertical reaches of such borings.
that no ground water data are available from the boring but does not necessarily mean that ground in such borings on the dates shown. Absence of water surface data on certain borings indicates
2. Ground water elevations shown on the boring logs represent ground water surfaces encountered strengths from unconfined compression test are shown.
examination and is approximate, except within those vertical reaches of the borings where shear
3. Consistency of cohesive soils shown on the boring logs is based on driller's log and visual
10FIGURES TO LEFT OF BORING UNDER COLUMN "W OR D "
ASTM D 2487, (2017) Classification of Soils for Engineering Purposes.
4. The detailed explanation of the Unified Soil Classification System is presented in
GENERAL NOTES
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STA. 15+28.00
IR 110
B5
TOP BANK
EDGE
APPROX. WATER'S
GAS LINE
EXISTING NATURAL
60' TEMPORARY ACCESS ROAD
E=2259609.1710
N=1228005.1997
ACCESS ROAD
END OF TEMPORARY
TEMPORARY ACCESS
E=2259298.2276
N=1227877.7061
ACCESS ROAD
BEGINNING OF TEMPORARY
R7
T5
T4 T3
T2
B6
T1
R8
R9
R10
R11
CARTER ROAD
CARTER ROAD
STA. 21+49.10
IR 111
YAZOO RIVER
FLOW
STA. 11+42.64
IR 109
B4
R6
R5
B3
B2
R3
R4
R2
R1
B1
LEVEE TOE
CPT YZC-1-17C
CPT YZC-2-17C
YZC-1-17U
BORING LOG
CPT YZC-3-17C
CPT YZC-4-17C
CPT YZC-5-17C
CPT YZC-6-17C
EDGE
APPROX. WATER'S
RIGHT OF WAY LIMITS
STA. 4+61.97
IR 108
BASELINE
EXISITNG LEVEE CENTERLINE
EXISTING LEVEE CROWN
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06060
105 105
75 75
80 80
85 85 85
90 90 90 90
909090
95 95
95 95
105 105 105 105
105105 105105
110 110
110110
LEGEND
SURVEY BASELINE
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
STONE TIEBACK WITH DIG-IN
STONE TIEBACK WITHOUT DIG-IN
RIGHT OF WAY
TEMPORARY ACCESS
LPSTD (R200 STONE)
STONE BANK PAVING (R200 STONE)
WORK WILL BE COMPLETED FROM FLOATING PLANT.
RIGHT OF WAY IS LIMITED FOR THE PROJECT. IT IS ANTICIPATED THAT THE 13.
THE AERIAL IMAGE WAS TAKEN VIA SATELLITE IN DECEMEBER 2016.12.
THESE POINTS IF NECESSARY TO CONSTRUCT THE PROJECT.
LOCATED IN THE FIELD. CONTRACTOR WILL BE REQUIRED TO ESTABLISH
SOME CONTROL POINTS SHOWN ON THE DRAWINGS ARE NOT PHYSICALLY 11.
OUTSIDE OF THE CONSTRUCTION RIGHT OF WAY.
RIGHT OF ENTRY IS AVAILABLE FOR ALL CONTROL POINTS LOCATED 10.
SYSTEM.
COORDINATE SYSTEM AND NOT PART OF THE STATE PLANE COORDINATE
ELEVATIONS SHOWN ON THE PLAN SET SHALL BE TREATED AS A LOCAL
FOR CONSTRUCTION LAYOUT PURPOSES THE COORDINATES AND 9.
SURVEY CONTROL ARE AVAILABLE UPON REQUEST.
GEODETIC CONTROL SHEETS, CONTAINING IN DEPTH DESCRIPTIONS OF 8.
LOCATION WHERE THE TRANSVERSE TIEBACK BEGINS.
SECTION AND THE AZIMUTH OF THE CROSS SECTION. THIS IS ALSO THE
EXACT SPOT WHERE THE LONGITUDINAL STONE DIKE CROSSES THE CROSS
THE LOCATIONS INDICATED IN THE STONE TIEBACK TABLE REFLECT THE 7.
SECTION.
AZIMUTH DIRECTIONS ARE BASED ON THE DIRECTION OF THE CUT CROSS 6.
VERTICAL COORDINATE SYSTEM; NAVD 88.5.
83/2011.
HORIZONTAL COORDINATE SYSTEM: STATE PLANE, MISSISSIPPI WEST, NAD 4.
ZERO AZIMUTH IS FACING NORTH.3.
TIEBACKS.
NOT TO SCALE. SEE THE CROSS SECTIONS FOR DIMENSIONS OF INDIVIDUAL
THE TIEBACK SYMBOL INDICATES THE LOCATION OF THE TIEBACK AND IS 2.
FOR DETAILS, SEE SHEET C-501. 1.
GENERAL NOTES
S T
S T
S T
S T
S T
S T
S T
S T
S T
STONE TOE DIKE (STA. 0+00)
5 TONS/FOOT (TYP.) PEAKED
BEGINNING OF PROPOSED
DIG-IN (TYP.)
STONE TIEBACK WITH
PEAKED STONE TOE DIKE
5 TONS/FOOT (R200) (TYP.)
CENTERLINE OF PROPOSED
YAZOO RIVER
FLOW
B1
B2
B3
B4
R1
R2
R3
R4
R5
R6
RIGHT OF WAY LIMITS
S T
S T
S T
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APPROX. WATER'S
STA. 4+61.97
IR 108
STA. 11+42.64
IR 109
TOP BANK
CARTER ROAD
S T
A .9
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S T
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S T
A .2
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S T
A .7
°2
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S T
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S T
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S T
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S T
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S T
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°3
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.6
S T
A .3
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.8
S T
A . 1
.3
'3
.2
60' TEMPORARY ACCESS ROAD
TEMPORARY ACCESS
T1
T5
E=2258535.5420
N=1228875.0100
ACCESS ROAD
BEGINNING OF TEMPORARY
E=2258750.9547
N=1228874.8317
ACCESS ROAD
END OF TEMPORARY
T1
T2 T3
T4
S O
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LEGEND
SURVEY BASELINE
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
STONE TIEBACK WITH DIG-IN
STONE TIEBACK WITHOUT DIG-IN
RIGHT OF WAY
TEMPORARY ACCESS
LPSTD (R200 STONE)
STONE BANK PAVING (R200 STONE)
WORK WILL BE COMPLETED FROM FLOATING PLANT.
RIGHT OF WAY IS LIMITED FOR THE PROJECT. IT IS ANTICIPATED THAT THE 14.
WORKING OVER THE PIPELINE.
WIEGHTS STATED, CONTACT THE CONTRACTING OFFICER PRIOR TO
OR UNLOADED, USED IN CROSSING THE PIPELINE WILL EXCEED THE
68,125 LBS. WAS USED IN THE CALCULATIONS. IF ANY EQUIPMENT, LOADED
MATERIAL LOADING OF 300,000 LBS. AND A LOADED EQUIPMENT WEIGHT OF
PIPELINE LOAD CALCULATIONS WERE COMPLETED BY ENBRIDGE. A 13.
SAFELY CROSS THE ACTIVE PIPELINE SHOWN
THE CONTRACTOR SHALL PROVIDE ADEQUATE PROTECTION MEASURES TO 12.
THE AERIAL IMAGE WAS TAKEN VIA SATELLITE IN DECEMBER 2016.11.
THESE POINTS IF NECESSARY TO CONSTRUCT THE PROJECT.
LOCATED IN THE FIELD. CONTRACTOR WILL BE REQUIRED TO ESTABLISH
SOME CONTROL POINTS SHOWN ON THE DRAWINGS ARE NOT PHYSICALLY 10.
OUTSIDE OF THE CONSTRUCTION RIGHT OF WAY.
RIGHT OF ENTRY IS AVAILABLE FOR ALL CONTROL POINTS LOCATED 9.
SYSTEM.
COORDINATE SYSTEM AND NOT PART OF THE STATE PLANE COORDINATE
ELEVATIONS SHOWN ON THE PLAN SET SHALL BE TREATED AS A LOCAL
FOR CONSTRUCTION LAYOUT PURPOSES THE COORDINATES AND 8.
SURVEY CONTROL ARE AVAILABLE UPON REQUEST.
GEODETIC CONTROL SHEETS, CONTAINING IN DEPTH DESCRIPTIONS OF 7.
LOCATION WHERE THE TRANSVERSE TIEBACK BEGINS.
SECTION AND THE AZIMUTH OF THE CROSS SECTION. THIS IS ALSO THE
EXACT SPOT WHERE THE LONGITUDINAL STONE DIKE CROSSES THE CROSS
THE LOCATIONS INDICATED IN THE STONE TIEBACK TABLE REFLECT THE 6.
VERTICAL COORDINATE SYSTEM; NAVD 88.5.
83/2011.
HORIZONTAL COORDINATE SYSTEM: STATE PLANE, MISSISSIPPI WEST, NAD 4.
ZERO AZIMUTH IS FACING NORTH.3.
TIEBACKS.
NOT TO SCALE. SEE THE CROSS SECTIONS FOR DIMENSIONS OF INDIVIDUAL
THE TIEBACK SYMBOL INDICATES THE LOCATION OF THE TIEBACK AND IS 2.
FOR DETAILS, SEE SHEET C-501. 1.
GENERAL NOTES
S T
S T
S T
S T
S T
S T
S T
STA. 15+28.00
IR 110
B5
TOP BANK
NO DIG-IN (TYP.)
STONE TIEBACK
STONE BANK PAVING
2 FOOT THICK
EDGE
APPROX. WATER'S
PEAKED STONE TOE DIKE (STA. 24+03.58)
END OF PROPOSED 5 TONS/FOOT (TYP.)
GAS LINE
EXISTING NATURAL
E=2259298.2276
N=1227877.7061
ACCESS ROAD
BEGINNING OF TEMPORARY
R7
B6R8
R9
R10
R11
CARTER ROAD
STONE BANK PAVING
2 FOOT THICK
STA. 21+49.10
IR 111
S T
A . 1
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S T
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S T
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S T
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S T
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S T
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S T
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IVER
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S T
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LEGEND
LPSTD (R200 STONE)
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
EXISTING GROUND
STONE BANK PAVING (R200 STONE)
SEE SEET C-501 FOR TYPICAL DETAILS.4.
SECTION.
AZIMUTH DIRECTIONS ARE BASED ON THE DIRECTION OF THE CUT CROSS 3.
WHILE FACING DOWNSTREAM.
ALL CROSS SECTIONS ARE CUT FROM LEFT TO RIGHT ALONG THE BASELINE 2.
VERTICAL COORDINATE SYSTEM; NAVD 88.1.
GENERAL NOTES
E L E
V A
T
IO
N
-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
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-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
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00-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
T .B
T .B
T .B
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
EXISTING GROUND
EXISTING GROUND
EXISTING GROUND
ST #1
ST #2
ST #3
L
L
L
STA. 0+11.92
AZ. 85°33'21.15"
STA. 1+00.74
AZ. 85°33'21.15"
STA. 2+21.26
AZ. 80°32'20.92"
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LPSTD (R200 STONE)
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
EXISTING GROUND
STONE BANK PAVING (R200 STONE)
SEE SEET C-501 FOR TYPICAL DETAILS.4.
SECTION.
AZIMUTH DIRECTIONS ARE BASED ON THE DIRECTION OF THE CUT CROSS 3.
WHILE FACING DOWNSTREAM.
ALL CROSS SECTIONS ARE CUT FROM LEFT TO RIGHT ALONG THE BASELINE 2.
VERTICAL COORDINATE SYSTEM; NAVD 88.1.
GENERAL NOTES
E L E
V A
T
IO
N
00-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
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N
-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
T .B
T .B
T .B
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
EXISTING GROUND
EXISTING GROUND
EXISTING GROUND
ST #5
ST #6
ST #4
L
L
L
STA. 3+33.71
AZ. 77°20'15.47"
STA. 4+45.82
AZ. 74°08'10.01"
STA. 5+59.72
AZ. 70°56'04.55"
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C-302
Z L
Y N
C H
Z L
Y N
C H
C
B A
N K
S T
O N P .E
AS ADVERTISE
V
IC
K S
B U
R G
M
IS
S
IS
S
IP
P I
V
IC
K S
B U
R G D
IS
T R
IC
T
A1
SCALE: 1" = 20' 20' 40'0
CROSS SECTIONS
S T
A .7
T
O S
T A .7
R
IV
E R S
T A
B
IL
IZ
A T
IO
N W
E
E -1
-B -0
Y A
Z O
O R
IV
E R B
A S
IN
Y A
Z O
O R
IV
E R L
E V
E E
S
F C /M
R
T
M A
IN
S
T E
M M
A
IN
T E
N A
N C
E
Y A
Z O
O C
IT
Y B
A N
K S
T A
B
IL
IZ
A T
IO
N
Y A
Z O
O C
O U
N T
Y
M
IS
S
IS
S
IP
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
A
M A
R K
S
IZ
E
S U
B M
IT
T E
D B
Y
D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
®of Engineers
US Army Corps
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
LEGEND
LPSTD (R200 STONE)
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
EXISTING GROUND
STONE BANK PAVING (R200 STONE)
SEE SEET C-501 FOR TYPICAL DETAILS.4.
SECTION.
AZIMUTH DIRECTIONS ARE BASED ON THE DIRECTION OF THE CUT CROSS 3.
WHILE FACING DOWNSTREAM.
ALL CROSS SECTIONS ARE CUT FROM LEFT TO RIGHT ALONG THE BASELINE 2.
VERTICAL COORDINATE SYSTEM; NAVD 88.1.
GENERAL NOTES
E L E
V A
T
IO
N
-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
0-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
T .B
T .B
T .B
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
EXISTING GROUND
EXISTING GROUND
EXISTING GROUND
STA. 6+71.45
AZ. 67°43'59.10"
ST #9
ST #8
ST #7
L
L
L
STA. 7+81.29
AZ. 64°31'53.64"
STA. 8+89.96
AZ. 61°19'48.18"
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg2:44:37 PM 4/8/2019 pw://COE-MVKPWP01VIC.mvk.ds.usace.army.mil:CEMVK01/Documents/Civil Works/08 - Yazoo River Basin/01 - Yazoo River Projects/Yazoo City Bank Stabilization/30000 - Planning & Engineering & Design/30AA0 - Engineering & Design/CAD_BIM/_Sheets/YRL-Setback_C-303.
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A C
E P .E
C R
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S S
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C-303
Z L
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C H
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C H
C
B A
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AS ADVERTISE
V
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K S
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M
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IS
S
IP
P I
V
IC
K S
B U
R G D
IS
T R
IC
T
A1
SCALE: 1" = 20' 20' 40'0
CROSS SECTIONS
S T
A .4
T
O S
T A .9
R
IV
E R S
T A
B
IL
IZ
A T
IO
N W
E
E -1
-B -0
Y A
Z O
O R
IV
E R B
A S
IN
Y A
Z O
O R
IV
E R L
E V
E E
S
F C /M
R
T
M A
IN
S
T E
M M
A
IN
T E
N A
N C
E
Y A
Z O
O C
IT
Y B
A N
K S
T A
B
IL
IZ
A T
IO
N
Y A
Z O
O C
O U
N T
Y
M
IS
S
IS
S
IP
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
A
M A
R K
S
IZ
E
S U
B M
IT
T E
D B
Y
D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
®of Engineers
US Army Corps
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
LEGEND
LPSTD (R200 STONE)
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
EXISTING GROUND
STONE BANK PAVING (R200 STONE)
SEE SEET C-501 FOR TYPICAL DETAILS.4.
SECTION.
AZIMUTH DIRECTIONS ARE BASED ON THE DIRECTION OF THE CUT CROSS 3.
WHILE FACING DOWNSTREAM.
ALL CROSS SECTIONS ARE CUT FROM LEFT TO RIGHT ALONG THE BASELINE 2.
VERTICAL COORDINATE SYSTEM; NAVD 88.1.
GENERAL NOTES
E L E
V A
T
IO
N
0-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
T .B
T .B
T .B
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
EXISTING GROUND
EXISTING GROUND
EXISTING GROUND
STA. 9+96.33
AZ. 58°49'41.80"
ST #10
ST #11
ST #12
L
L
L
STA. 11+06.39
AZ. 54°55'37.27"
STA. 12+16.08
AZ. 51°43'31.81"
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg2:44:43 PM 4/8/2019 pw://COE-MVKPWP01VIC.mvk.ds.usace.army.mil:CEMVK01/Documents/Civil Works/08 - Yazoo River Basin/01 - Yazoo River Projects/Yazoo City Bank Stabilization/30000 - Planning & Engineering & Design/30AA0 - Engineering & Design/CAD_BIM/_Sheets/YRL-Setback_C-304.
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A C
E P .E
C R
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S S
E C
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IO
N S
C-304
Z L
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C H
Z L
Y N
C H
C
B A
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S T
O N P .E
AS ADVERTISE
V
IC
K S
B U
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M
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S
IS
S
IP
P I
V
IC
K S
B U
R G D
IS
T R
IC
T
A1
SCALE: 1" = 20' 20' 40'0
CROSS SECTIONS
S T
A .3
T
O S
T A .0
R
IV
E R S
T A
B
IL
IZ
A T
IO
N W
E
E -1
-B -0
Y A
Z O
O R
IV
E R B
A S
IN
Y A
Z O
O R
IV
E R L
E V
E E
S
F C /M
R
T
M A
IN
S
T E
M M
A
IN
T E
N A
N C
E
Y A
Z O
O C
IT
Y B
A N
K S
T A
B
IL
IZ
A T
IO
N
Y A
Z O
O C
O U
N T
Y
M
IS
S
IS
S
IP
1'
3'
S O
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
A
M A
R K
S
IZ
E
S U
B M
IT
T E
D B
Y
D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
®of Engineers
US Army Corps
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
LEGEND
LPSTD (R200 STONE)
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
EXISTING GROUND
STONE BANK PAVING (R200 STONE)
SEE SEET C-501 FOR TYPICAL DETAILS.4.
SECTION.
AZIMUTH DIRECTIONS ARE BASED ON THE DIRECTION OF THE CUT CROSS 3.
WHILE FACING DOWNSTREAM.
ALL CROSS SECTIONS ARE CUT FROM LEFT TO RIGHT ALONG THE BASELINE 2.
VERTICAL COORDINATE SYSTEM; NAVD 88.1.
GENERAL NOTES
E L E
V A
T
IO
N
-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
0-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
0-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
T .B
T .B
T .B
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
EXISTING GROUND
EXISTING GROUND
EXISTING GROUND
ST #13
ST #14
ST #15
L
L
L
STA. 13+24.68
AZ. 48°31'26.36"
STA. 14+32.04
AZ. 45°19'20.90"
STA. 15+38.94
AZ. 42°07'15.44"
SLOPE =
1V :3H
SLOPE =
1V :3H
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg2:44:48 PM 4/8/2019 pw://COE-MVKPWP01VIC.mvk.ds.usace.army.mil:CEMVK01/Documents/Civil Works/08 - Yazoo River Basin/01 - Yazoo River Projects/Yazoo City Bank Stabilization/30000 - Planning & Engineering & Design/30AA0 - Engineering & Design/CAD_BIM/_Sheets/YRL-Setback_C-305.
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C-305
Z L
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C H
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C H
C
B A
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S T
O N P .E
AS ADVERTISE
V
IC
K S
B U
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M
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IS
S
IP
P I
V
IC
K S
B U
R G D
IS
T R
IC
T
A1
SCALE: 1" = 20' 20' 40'0
CROSS SECTIONS
S T
A .6
T
O S
T A .9
R
IV
E R S
T A
B
IL
IZ
A T
IO
N W
E
E -1
-B -0
Y A
Z O
O R
IV
E R B
A S
IN
Y A
Z O
O R
IV
E R L
E V
E E
S
F C /M
R
T
M A
IN
S
T E
M M
A
IN
T E
N A
N C
E
Y A
Z O
O C
IT
Y B
A N
K S
T A
B
IL
IZ
A T
IO
N
Y A
Z O
O C
O U
N T
Y
M
IS
S
IS
S
IP
9.61'
6.5'
S O
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
A
M A
R K
S
IZ
E
S U
B M
IT
T E
D B
Y
D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
®of Engineers
US Army Corps
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
LEGEND
LPSTD (R200 STONE)
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
EXISTING GROUND
STONE BANK PAVING (R200 STONE)
SEE SEET C-501 FOR TYPICAL DETAILS.4.
SECTION.
AZIMUTH DIRECTIONS ARE BASED ON THE DIRECTION OF THE CUT CROSS 3.
WHILE FACING DOWNSTREAM.
ALL CROSS SECTIONS ARE CUT FROM LEFT TO RIGHT ALONG THE BASELINE 2.
VERTICAL COORDINATE SYSTEM; NAVD 88.1.
GENERAL NOTES
E L E
V A
T
IO
N
-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
0-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
T .B
T .B
T .B
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
EXISTING GROUND
EXISTING GROUND
EXISTING GROUND
ST #16
ST #18
ST #17
L
L
L
STA. 16+45.87
AZ. 38°55'09.99"
STA. 17+52.15
AZ. 35°43'04.53"
STA.18+52.15
AZ. 35°43'04.53"
SLOPE =
1V :3H
SLOPE =
1V :3H
SLOPE =
1V :3H
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg2:44:54 PM 4/8/2019 pw://COE-MVKPWP01VIC.mvk.ds.usace.army.mil:CEMVK01/Documents/Civil Works/08 - Yazoo River Basin/01 - Yazoo River Projects/Yazoo City Bank Stabilization/30000 - Planning & Engineering & Design/30AA0 - Engineering & Design/CAD_BIM/_Sheets/YRL-Setback_C-306.
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A C
E P .E
C R
O S
S S
E C
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IO
N S
C-306
Z L
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C H
Z L
Y N
C H
C
B A
N K
S T
O N P .E
AS ADVERTISE
V
IC
K S
B U
R G
M
IS
S
IS
S
IP
P I
V
IC
K S
B U
R G D
IS
T R
IC
T
A1
SCALE: 1" = 20' 20' 40'0
CROSS SECTIONS
S T
A .8
T
O S
T A .1
R
IV
E R S
T A
B
IL
IZ
A T
IO
N W
E
E -1
-B -0
Y A
Z O
O R
IV
E R B
A S
IN
Y A
Z O
O R
IV
E R L
E V
E E
S
F C /M
R
T
M A
IN
S
T E
M M
A
IN
T E
N A
N C
E
Y A
Z O
O C
IT
Y B
A N
K S
T A
B
IL
IZ
A T
IO
N
Y A
Z O
O C
O U
N T
Y
M
IS
S
IS
S
IP
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
A
M A
R K
S
IZ
E
S U
B M
IT
T E
D B
Y
D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
®of Engineers
US Army Corps
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
LEGEND
LPSTD (R200 STONE)
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
EXISTING GROUND
STONE BANK PAVING (R200 STONE)
SEE SEET C-501 FOR TYPICAL DETAILS.4.
SECTION.
AZIMUTH DIRECTIONS ARE BASED ON THE DIRECTION OF THE CUT CROSS 3.
WHILE FACING DOWNSTREAM.
ALL CROSS SECTIONS ARE CUT FROM LEFT TO RIGHT ALONG THE BASELINE 2.
VERTICAL COORDINATE SYSTEM; NAVD 88.1.
GENERAL NOTES
E L E
V A
T
IO
N
0-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
00-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
00-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
T .B
T .B
T .B
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
EXISTING GROUND
EXISTING GROUND
EXISTING GROUND
ST #20
ST #19
BANK PAVING
STONE
L
L
L
STA. 20+68.16
AZ. 27°40'08.61"
STA. 21+76.50
AZ. 24°46'46.04"
STA. 19+62.10
AZ. 30°43'59.89"
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg2:45:02 PM 4/8/2019 pw://COE-MVKPWP01VIC.mvk.ds.usace.army.mil:CEMVK01/Documents/Civil Works/08 - Yazoo River Basin/01 - Yazoo River Projects/Yazoo City Bank Stabilization/30000 - Planning & Engineering & Design/30AA0 - Engineering & Design/CAD_BIM/_Sheets/YRL-Setback_C-307.
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W A
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A C
E P .E
C R
O S
S S
E C
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N S
C-307
Z L
Y N
C H
Z L
Y N
C H
C
B A
N K
S T
O N P .E
AS ADVERTISE
V
IC
K S
B U
R G
M
IS
S
IS
S
IP
P I
V
IC
K S
B U
R G D
IS
T R
IC
T
A1
SCALE: 1" = 20' 20' 40'0
CROSS SECTIONS
S T
A .1
T
O S
T A .5
R
IV
E R S
T A
B
IL
IZ
A T
IO
N W
E
E -1
-B -0
Y A
Z O
O R
IV
E R B
A S
IN
Y A
Z O
O R
IV
E R L
E V
E E
S
F C /M
R
T
M A
IN
S
T E
M M
A
IN
T E
N A
N C
E
Y A
Z O
O C
IT
Y B
A N
K S
T A
B
IL
IZ
A T
IO
N
Y A
Z O
O C
O U
N T
Y
M
IS
S
IS
S
IP
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
A
M A
R K
S
IZ
E
S U
B M
IT
T E
D B
Y
D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
®of Engineers
US Army Corps
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
LEGEND
LPSTD (R200 STONE)
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
EXISTING GROUND
STONE BANK PAVING (R200 STONE)
SEE SEET C-501 FOR TYPICAL DETAILS.4.
SECTION.
AZIMUTH DIRECTIONS ARE BASED ON THE DIRECTION OF THE CUT CROSS 3.
WHILE FACING DOWNSTREAM.
ALL CROSS SECTIONS ARE CUT FROM LEFT TO RIGHT ALONG THE BASELINE 2.
VERTICAL COORDINATE SYSTEM; NAVD 88.1.
GENERAL NOTES
E L E
V A
T
IO
N
0-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
E L E
V A
T
IO
N
00-20-40-60-80-100-120-140-160-180-200-220-240-260-280-300
T .B
T .B
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
STONE TOE DIKE
LONGITUDINAL PEAKED
C OF 5 TONS/FOOT
EXISTING GROUND
EXISTING GROUNDST #21
ST #22
L
L
STA. 22+94.06
AZ. 21°20'23.26"
STA. 23+89.20
AZ. 21°20'23.26"
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C-308
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SCALE: 1" = 20' 20' 40'0
CROSS SECTIONS
S T
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1V:1H
CONTROL
EROSION
CONTROL
EROSION
NATURAL REPOSE
SLOPE OF
2' MIN
EROSION CONTROL
13'
5'
VARIABLE
EXISTING GROUND
BACKFILL
1V:1H
DIKE SECTION
EXCAVATE FOR
1V:1.5H
LOW WATER
APPROX.
STREAMBED
STONE DIKE
C LONGITUDINAL PEAKED
NATURAL REPOSE
SLOPE OF
TOP BANK
1V:1.5H
GROUND
EXISTING
BACKFILL
1V:1H
DIKE SECTION
EXCAVATE FOR
REPOSE)
SLOPE OF NATURAL
(FLATTER THAN
SLOPE VARIES
DIKE
PEAKED STONE
C LONGITUDINAL
STREAMBED
TOP BANK
IS AS SHOWN ON INDIVIDUAL PROFILE.
HEIGHT OF DIKE AND/OR TIEBACK
NOTE:
PEAKED STONE DIKE
C LONGITUDINAL
EXISTING BANK
TOP BANK
GROUND
EXISTING
STREAMBED
WATER
LOW
APPROX.
NATURAL REPOSE
SLOPES OF
DIKE
PEAKED STONE
LONGITUDINAL
VARIES
CHANNEL BOTTOM
EXISTING DITCH
EXISTING TOP BANK
DIKE
PEAKED STONE
C LONGITUDINAL
NATURAL REPOSE
SLOPE OF
NATURAL REPOSE
SLOPE OF
EXISTING DITCH GRADE
STREAMBED
DITCH
EXISTING
1V:2H1V:2H PEAKED STONE DIKE
LONGITUDINAL
GROUND
EXISTING
CHANNEL BOTTOM
EXISTING DITCH
TOP OF EXISTING BANK
NATURAL REPOSE
SLOPE OF
THAN 1V:1.5H
SLOPE STEEPER
THAN 1V:1.5H
SLOPE FLATTER
NATURAL GROUND
SLOPE OF
TOE OF EXISTING BANK
GROUND
EXISTING
THE DRAIN TO 25' UPSTREAM ON THE RIGHT DESCENDING BANK OF THE DRAIN.
NOTE: STONE BANK PAVING SHALL EXTEND FROM THE CONFLUENCE OF
STRUC. AZ. LINE
BACKFILL
REPOSE
NATURAL
SLOPE OF
STRUC. AZ. LINE
NATURAL REPOSE
SLOPE OF
GROUND
EXISTING
STRUC. AZ. LINE
NATURAL REPOSE
SLOPE OF
GROUND
EXISTING
GROUND
EXISTING
1V:1H
FOR TRANSVERSE STONE DIKE
TYPICAL STONE TIEBACK
STONE DIKE CROSS SECTION
TYPICAL LONGITUDINAL PEAKED
TOP BANK
EXISTING
PROFILE AND SECTION.
OF OUTLET DITCHES WILL VARY TO GENERALLY CONFORM TO EXISTING GULLY
VARYING SIZES ENTER THE STREAM CHANNEL, PROFILE AND BOTTOM WIDTH
OUTLET DITCHES WILL GENERALLY BE LOCATED WHERE EXISTING GULLIES OF
NOTE:
DITCHES AS SPECIFIED ON DRAWINGS.
2. LONGITUDINAL PEAKED STONE DIKE TO BE WRAPPED UP INTO EXISTING
1. SLOPE OF NATURAL REPOSE OF STONE MAY VARY 1V:1.25H TO 1V:1.5H.
GENERAL NOTES:
15 FT.
(CROWN WIDTH VARIES)
TRANSITION OF DIKE
(CROWN WIDTH VARIES)
TRANSITION OF DIKE
15 FT.
VARIES
REPOSE
NATURAL
SLOPE OF
SLOPE OF NATURAL REPOSE
STONE TIEBACK ON EXISTING BANK SLOPE IS STEEPER THAN
SLOPE OF NATURAL REPOSE
STONE TIEBACK ON EXISTING BANK SLOPE IS FLATTER THAN
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US Army Corps
U .S
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STREAMBED
E E
NOTE: WILLOWS NOT SHOWN
PLAN
L
4' MIN
SECTION D-D
SECTION E-E
TYPICAL OUTLET DITCH
NO SCALE
NO SCALE
SECTION A-A
SECTION B-B
SECTION C-C
TYPICAL SECTIONS FOR STONE TIEBACK AND TRANSVERSE STONE DIKE
VARIES
PROFILE
A
B
C
A
B
C
A
A
PROFILE
NO SCALE
VARIES
D
D
TYPICAL STONE BANK PAVING
NO SCALE
VARIABLE
VARIABLE
4' MIN.
4' MIN.
NO SCALE
B
B
C
C
2'
4'
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60' TEMPORARY ACCESS ROAD
R8
WITH EQUIPMENT
DO NOT CROSS
GAS LINE
EXISTING NATURAL
R9
RIGHT OF WAY LIMITS
R10
R11
EDGE
APPROX. WATERS
CARTER ROAD
TO HIGHWAY 16
R6
R5
YAZOO RIVER
FLOW
R4
RIGHT OF WAY LIMITS
R3
R2
R1
EDGE
APPROX. WATERS
CARTER ROAD
R7
E=2258561.8250
N=1228837.4318
ACCESS ROAD
BEGINNING OF TEMPORARY
E=2258842.6023
N=1228952.5566
ACCESS ROAD
END OF TEMPORARY
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LEGEND
SURVEY BASELINE
LONGITUDINAL PEAKED STONE TOE DIKE CENTERLINE
STONE TIEBACK WITH DIG-IN
STONE TIEBACK WITHOUT DIG-IN
RIGHT OF WAY
TEMPORARY ACCESS
LPSTD (R200 STONE)
STONE BANK PAVING (R200 STONE)
WORK WILL BE COMPLETED FROM FLOATING PLANT.
RIGHT OF WAY IS LIMITED FOR THE PROJECT. IT IS ANTICIPATED THAT THE 14.
WORKING OVER THE PIPELINE.
WIEGHTS STATED, CONTACT THE CONTRACTING OFFICER PRIOR TO
OR UNLOADED, USED IN CROSSING THE PIPELINE WILL EXCEED THE
68,125 LBS. WAS USED IN THE CALCULATIONS. IF ANY EQUIPMENT, LOADED
MATERIAL LOADING OF 300,000 LBS. AND A LOADED EQUIPMENT WEIGHT OF
PIPELINE LOAD CALCULATIONS WERE COMPLETED BY ENBRIDGE. A 13.
SAFELY CROSS THE ACTIVE PIPELINE SHOWN
THE CONTRACTOR SHALL PROVIDE ADEQUATE PROTECTION MEASURES TO 12.
THE AERIAL IMAGE WAS TAKEN VIA SATELLITE IN DECEMBER 2016.11.
THESE POINTS IF NECESSARY TO CONSTRUCT THE PROJECT.
LOCATED IN THE FIELD. CONTRACTOR WILL BE REQUIRED TO ESTABLISH
SOME CONTROL POINTS SHOWN ON THE DRAWINGS ARE NOT PHYSICALLY 10.
OUTSIDE OF THE CONSTRUCTION RIGHT OF WAY.
RIGHT OF ENTRY IS AVAILABLE FOR ALL CONTROL POINTS LOCATED 9.
SYSTEM.
COORDINATE SYSTEM AND NOT PART OF THE STATE PLANE COORDINATE
ELEVATIONS SHOWN ON THE PLAN SET SHALL BE TREATED AS A LOCAL
FOR CONSTRUCTION LAYOUT PURPOSES THE COORDINATES AND 8.
SURVEY CONTROL ARE AVAILABLE UPON REQUEST.
GEODETIC CONTROL SHEETS, CONTAINING IN DEPTH DESCRIPTIONS OF 7.
LOCATION WHERE THE TRANSVERSE TIEBACK BEGINS.
SECTION AND THE AZIMUTH OF THE CROSS SECTION. THIS IS ALSO THE
EXACT SPOT WHERE THE LONGITUDINAL STONE DIKE CROSSES THE CROSS
THE LOCATIONS INDICATED IN THE STONE TIEBACK TABLE REFLECT THE 6.
VERTICAL COORDINATE SYSTEM; NAVD 88.5.
83/2011.
HORIZONTAL COORDINATE SYSTEM: STATE PLANE, MISSISSIPPI WEST, NAD 4.
ZERO AZIMUTH IS FACING NORTH.3.
TIEBACKS.
NOT TO SCALE. SEE THE CROSS SECTIONS FOR DIMENSIONS OF INDIVIDUAL
THE TIEBACK SYMBOL INDICATES THE LOCATION OF THE TIEBACK AND IS 2.
FOR DETAILS, SEE SHEET C-501. 1.
GENERAL NOTES
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RIGHT OF WAY PLAN
SCALE: 1" = 100' 100' 200'0
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C
GAGE INFORMATION
available.
Engineer District, Vicksburg. Gaps in the stage hydrograph indicate no reading
A more complete history of river stages is available from the U. S. Army patterns that might be inferred.
upon vagaries of nature and may differ drastically at any time from any historical that future water stages, despite any apparent historical patterns, are dependent future water stages. The successful offeror is expected to understand the fact
These hydrographs depict historical fact only, and no prediction is intended as to
Note:
1989 1990 1991 1992 1993 1994 1995 1996 1997 1998
1999 2000 2001 2002 2003 2004 2005 2006 2007 2008
2009 2010 2011 2012 2013 2014 2015 2016 2017 2018
S T
A G
E S I
N F
E E
T
N .G .V .D
S T
A G
E S I
N F
E E
T
N .G .V .D
S T
A G
E S I
N F
E E
T
N .G .V .D
S T
A G
E S I
N F
E E
T
N .G .V .D
S T
A G
E S I
N F
E E
T
N .G .V .D
S T
A G
E S I
N F
E E
T
N .G .V .D
DISTRICT: VICKSBURG
BASIN: YAZOO RIVER BASIN
GAGE NAME: YAZOO RIVER @ YAZOO CITY, MS
GAGE ZERO: 67.70 FT N.G.V.D. 29
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R A
P H
Y A
Z O
O R
IV
E R B
A S
IN
Y A
Z O
O R
IV
E R L
E V
E E
S
F C /M
R
T
M A
IN
S
T E
M M
A
IN
T E
N A
N C
E
Y A
Z O
O C
IT
Y B
A N
K S
T A
B
IL
IZ
A T
IO
N
Y A
Z O
O C
O U
N T
Y
M
IS
S
IS
S
IP
A A
B
BALE WIDTH
STEEL OR WOOD POST
ATTACH SECURELY TO UPSTREAM SIDE OF POST
FILTER FABRIC
STORAGE HEIGHT
9" (MAX. RECOMMENDED)
AND BACKFILL WITH COMPACTED MATERIAL
EXCAVATE, LINE WITH FILTER FABRIC AS SHOWN,
4" X 4" TRENCH
REQUIRED IF WIRE MESH SUPPORT IS NOT USED
EXTRA STRENGTH SYNTHETIC FILTER FABRIC
STEEL OR WOOD POST
6' MAX. SPACING WITHOUT WIRE SUPPORT FENCE
10' MAX. SPACING WITH WOVEN WIRE SUPPORT FENCE
SEEDED THEN COMPACTED SOIL
6' (MIN.)
COARSE AGGREGATE
AS REQUIRED WIDTH
S O
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
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N
A
M A
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S
IZ
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S U
B M
IT
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D B
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D A
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C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
®of Engineers
US Army Corps
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg2:45:45 PM 4/8/2019 pw://COE-MVKPWP01VIC.mvk.ds.usace.army.mil:CEMVK01/Documents/Civil Works/08 - Yazoo River Basin/01 - Yazoo River Projects/Yazoo City Bank Stabilization/30000 - Planning & Engineering & Design/30AA0 - Engineering & Design/CAD_BIM/_Sheets/YRL-Setback_X-501.
S
X-501
IC
K S
B U
R G
M
IS
S
IS
S
IP
P I
V
IC
K S
B U
R G D
IS
T R
SCALE: NONE
T
O R
M W
A T
E R P
O L L
U T
IO
N P
R E
V E
N T
IO
N P
L A
N
T Y
P
IC
A L D
E T
A
IL
S
AS ADVERTISE
F L
O W
SCALE: NONE
PLAN
SECTION
SILT SCREEN FENCE IN DRAINAGE
POINTS A SHOULD BE HIGHER THAN POINT B.
NOTE:
FL
O
W
1. EXCAVATE THE TRENCH. 2. PLACE BALES TIGHTLY TOGETHER AND STAKE.
(FILLED BY WEDGING WITH STRAW).
3. GAPS BETWEEN BALES SHALL BE CHINKED 4. BACKFILL AND COMPACT THE EXCAVATED SOIL.
CONSTRUCTION OF A STRAW BALE BARRIER
SCALE: NONE
STRAW BALE DETAILS
SCALE: NONE
SECTION
SCALE: NONE
PLAN
SILT SCREEN FENCE DETAILS
(M
A X
(M
IN
RUNOFF
FLOW
01 57 20.00 09 STORM WATER POLLUTION PREVENTION PLAN FOR ADDITIONAL REQUIREMENTS.
COMPLIANCE WITH ALL CONTRACT DOCUMENTS, REGULATIONS, AND PERMITS. REFERENCE SECTION
ADDITIONAL PROTECTION MEASURES AS REQUIRED, TO ASSURE ADEQUATE PERFORMANCE AND
OPERATIONS, METHODS, AND CURRENT SITE CONDITIONS TO DEVELOP A COMPLETE PLAN, INCLUDING
LEVEL OF PROTECTION REQUIRED AT ALL TIMES. THE CONTRACTOR SHALL CONSIDER HIS WORK
ADDRESS ALL CONCERNS AND PERMIT REQUIREMENTS, BUT ARE PROVIDED TO ESTABLISH A MINIMUM
4. THE ENVIRONMENTAL PROTECTION CONTROLS SHOWN IN THE CONTRACT DRAWINGS MAY NOT FULLY
3. SILT SCREEN FENCE SHALL BE PLACED ALONG SLOPE CONTOURS TO MAXIMIZE PONDING EFFICIENCY.
OFF SITE AND CAN BE PERMENANTLEY STABILIZED.
2. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT CONTRIBUTE SEDIMENT
1. INSPECT AND REPAIR FENCE AFTER EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY.
NOTES:
2' (MIN.)
.5 (M
IN
FLOW
SCALE: NONE
TEMPORARY DIVERSION DIKE DETAIL
SCALE: NONE
CONSTRUCTION ENTRANCE AND EXIT DETAIL
HARD
SURFACE
PUBLI
C
ROAD
50' (M
IN.) LENGTH
(M
IN
D E
P T
H
D
W A
L L
A C
E P .E
Z L
Y N
C H
Z L
Y N
C H
C
B A
N K
S T
O N P .E
R
IV
E R S
T A
B
IL
IZ
A T
IO
N W
E
E -1
-B -0
Y A
Z O
O C
O U
N T
Y
M
IS
S
IS
S
IP
P I
F C /M
R
T
M A
IN
S
T E
M M
A
IN
T E
N A
N C
E
Y A
Z O
O C
IT
Y B
A N
K S
T A
B
IL
IZ
A T
IO
N
Y A
Z O
O R
IV
E R B
A S
IN
Y A
Z O
O R
IV
E R L
E V
E
| YRL-Setback_G-001 |
| YRL-Setback_G-002 |
| YRL-Setback_G-003 |
| YRL-Setback_B-001 |
| YRL-Setback_B-002 |
| YRL-Setback_B-003 |
| YRL-Setback_C-101 |
| YRL-Setback_C-102 |
| YRL-Setback_C-301 |
| YRL-Setback_C-302 |
| YRL-Setback_C-303 |
| YRL-Setback_C-304 |
| YRL-Setback_C-305 |
| YRL-Setback_C-306 |
| YRL-Setback_C-307 |
| YRL-Setback_C-308 |
| YRL-Steback_C-501 |
| YRL-Setback_R-101 |
| YRL-Setback_X-201 |
| YRL-Setback_X-501 |
File details come from the government source that posted it.