Work_Item_1_Sample_Plans_(1_of_2).pdf

®of Engineers

US Army Corps of Engineers

US Army Corps

Solicitation: W912EQ-18-B-0004

APPROVED BY:

MENDATION OF ALL DRAWINGS IN THIS SET.

SIGNATURES INDICATE OFFICIAL RECOM-

MENT AS REQUIRED BY ER 1110-1-8152.

WITHIN THE SCOPE OF THEIR EMPLOY-

APPEAR ON THESE PROJECT DOCUMENTS

TRATION DESIGNATIONS OF INDIVIDUALS

THE INITIALS OR SIGNATURES AND REGIS-

MEMPHIS DISTRICT CORPS OF ENGINEERS.

THIS PROJECT WAS DESIGNED BY THE

CHIEF ENGR & CONST DIVISION

Army Corps of Engineers - Memphis District

Levee District No. 2 of Scott County, MO

Scott County, Missouri

G-001

C O

V E

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H E

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JUNE 2018

.0

Miscellaneous Relief Wells - Below Commerce

G -0

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B e lo w -C o m m e rc e .d g n

PR&C #: W38XGR81224198

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SECTION/DETAIL)

(CENTERED UNDER

ON SAME DRAWING

SECTION/DETAIL TITLE

SECTION/DETAIL)

(CENTERED UNDER

ON ANOTHER DRAWING

SECTION/DETAIL TITLE

EACH VIEW)

(CENTERED UNDER

VIEW SUBTITLE

SCALE:

SUPPLEMENTAL INFORMATION

DETAIL/SECTION

A

99/999

DETAIL/SECTION

SCALE:

SAME DRAWING

VIEW SHOWN ON

SECTION CUT W/

ANOTHER DRAWING

VIEW SHOWN ON

SECTION CUT W/

ANOTHER DRAWING

VIEW SHOWN ON

DETAIL SYMBOL W/

SAME DRAWING

VIEW SHOWN ON

DETAIL SYMBOL W/

99/999

A

* UNLESS OTHERWISE NOTED ON EACH SHEET

ID

Sheet

G-001 COVER SHEET

INDEX, LEGEND, & ABBREVIATIONS

CB

P

P-1ST-12

P

P-1

DESCRIPTION

NAVD88

ELEVATION

MARKS

BENCH

333.72

B-005

B-004

B-003

B-002

D-001

G-003

G-002

G-001

B-005

B-004

B-003

B-002

D-001

G-003

G-002

G-001

92-G-76

TABULATION OF BENCHMARKS

GENERAL LEGEND

ABBREVIATIONS*

GENERAL CROSS-REFERENCING SYMBOLSSHEET

GENERAL NOTES:

FILL

CUT

SANITARY SEWER

EXISTING

STORM SEWER

EXISTING

EXISTING WATER LINE

OVERHEAD P0WER

EXISTING

EXISTING FENCE

EXISTING GAS

LINE (TELEPHONE)

EXISTING COMMUN.

(COAXIAL T.V.)

EXISTING CABLE

SILT FINCE

EROSION CONTROL BERM

CONSTRUCTION LIMITS

LEVEE BASELINE

RIPRAP LIMITS

CONCRETE PATTERN

PORTLAND CEMENT

CRUSHED STONE PATTERN

FILTER MATERIAL PATTERN

RIPRAP PATTERN

RELIEF WELL (NTS)

POWER POLE

WATER VALVE

CATCHBASIN

MANHOLE

FIRE HYDRANT

P.I. POINT

PROPOSED PIEZOMETER

EXISTING PIEZOMETER

BENCHMARK

AND NUMBER

BORING LOCATION

APPROXIMATE

ALTERNATE WITH

ALUMINUM

BITUMINOUS

BOTTOM

CENTER LINE

LEVEE BASELINE

EMBANKMENT

EXCAVATED MATERIAL

CONCRETE

DIAMETER

DRAWING

CORRUGATED METAL PIPE

EXPANSION JOINT

ELEVATION

EACH WAY

EXISTING

FAR FACE

FLARED END SECTION

GALVANIZED

HEIGHT

INSIDE FACE

LONG

APPROX

ALT W/

ALUM

BITUM

BOT

LB

EME

CONC

DIA

DWG

CMP

EJ

EL

EW

EXIST

FF

FES

GALV

HT

IF

LG

LS

MAX

MIN

MIRR

MISC

NF

NO

NST

NTS

OF

OC

ROW

RS

SAN

SPEC

SST

TYP

UNO

UNGD

W

WM

LANDSIDE

MAXIMUM

MINIMUM

MIRRORED

MISCELLANEOUS

NEAR FACE

NUMBER

NOT STEEPER THAN

NOT TO SCALE

OUTSIDE FACE

ON CENTER

RIGHT OF WAY

RIVERSIDE

SANITARY

SPECIFICATIONS

STAINLESS STEEL

TYPICAL

UNDERGROUND

WIDTH

WATER MAIN

C/L

FRONT SIDETOP

ELEVATION SECTION

A

OTHERWISE

UNLESS NOTED

X

G-004

G-006

B-001

C-101

C-102

C-103

C-104

C-126

G-002

C-131

C-132

B-002

C-133

G-003

LOCATION & VICINITY MAPS - BELOW COMMERCE MILE 5 AREA

LOCATION & VICINITY MAPS - BELOW COMMERCE MILE 15 AREA

BELOW COMMERCE MILE 15 - CLEARING AND GRUBBING

G-004

IN

D

E X L E

G E

N D

A

B B

R E

V

IA

T

IO

N S

INDEX OF DRAWINGS

340.73

452.17

336.97SP-1-2000

(2003)

8930N30

(1976)

E 275

(1976)

V 275 from the edge of the road.

azimuth of 277° from a telephone pedestal, and 5.51 feet on an azimuth of 248° from mark on the right, 61.0 feet on an azimuth of 193° from a mailbox, 51.2 feet on an direction for 2.35 miles then turn right onto County Road 333 and go 0.5 miles to the from the intersection of I-55 and Hwy E near Benton, Mo. proceed in a northeast

Scott City, Mo., and 8.77 miles west-southwest of Olive Branch, Il. To reach the mark

The Mark is 3.90 miles east-northeast of Benton, Mo., 6.45 miles south-southeast of levee.

riverside crown of the levee, and 3 feet on an azimuth of 44° from the centerline of the

Patierdale Road and the top of the levee, 14.7 feet on an azimuth of 285° from the

175 feet to the mark on the left, 161 feet on an azimuth of 6° from the intersection of then turn right onto Patierdale Road and go to the top of the levee, proceed north for

0.7 miles, turn left onto Hwy 37 and proceed in a northerly direction for 0.20 miles, from the intersection of I-57 and Hwy 3 near Future City, Il. proceed east on Hwy 3 for

Mound City, Il., and 19.20 miles east-northeast of Blodgett, Mo. To reach the mark

The Mark is 2.55 miles north-northwest of Cairo, Il., 3.24 miles south-southwest of from mile marker 8/9.

azimuth of 270° from the centerline of the levee, and 16 feet on an azimuth of 270° on the slope of the levee, 65 feet on an azimuth of 91° from (?), 25.3 feet on an

Commerce, Mo. proceed south along levee road for 3.8 miles to the mark on the right

6.23 miles east of Benton, Mo. To reach the mark from the beginning of the levee at

The Mark is 3.63 miles south of Commerce, Mo., 5.21 miles west of Miller City, Il., and

2.0 feet on an azimuth of 62° from a white wooden fence.

from the centerline of Hwy N, 16.1 feet on an azimuth of 144° from a wood-line, and

3.0 miles to the mark on the right side of the Hwy, 26.1 feet on an azimuth of 240° intersection of Main Street and Hwy N in Scott City, Mo. proceed south on Hwy N for

Benton, Mo., and 7.71 miles west of Olive Branch, Il. To reach the mark from the

The Mark is 2.93 miles southeast of Scott City, Mo., 7.25 miles north-northeast of

.0

G-005 MISSISSIPPI RIVER HYDROGRAPH AT CAPE GIRARDEAU MISSOURI

C-107 to C-125

TCE

EASEMENT

CONSTRUCTION

TEMPORARY

BORING LEGEND

BORING LOGS

C-105 BELOW COMMERCE MILE 5 - PLAN AND PROFILE DITCH "A" CULVERTS

BELOW COMMERCE MILE 5 - DITCH "A" CROSS SECTIONS

BELOW COMMERCE MILE 5 - DITCH "B" CROSS SECTIONS

C-136 BELOW COMMERCE MILE 15 - TYPICAL DETAILS

C-200

C-201

ALIGNMENT TABLES - BELOW COMMERCE MILE 5 AND MILE 15

BELOW COMMERCE MILE 5 - OVERALL SITE PLAN

BELOW COMMERCE MILE 5 - PLAN AND PROFILE DITCH "A" (1 OF 3)

BELOW COMMERCE MILE 5 - PLAN AND PROFILE DITCH "A" (2 OF 3)

BELOW COMMERCE MILE 5 - PLAN AND PROFILE DITCH "A" (3 OF 3)

C-106 BELOW COMMERCE MILE 5 - PLAN AND PROFILE DITCH "B"

BELOW COMMERCE MILE 15 - OVERALL SITE PLAN

BELOW COMMERCE MILE 15 - PLAN AND PROFILE DITCH "C"

C-134 BELOW COMMERCE MILE 15 - RELIEF WELL CROSS SECTIONS

C-135 BELOW COMMERCE MILE 15 - DITCH "C" CROSS SECTIONS

STANDARD RELIEF WELL DETAILS

EROSION PREVENTION AND SEDIMENT CONTROL

C-127 BELOW COMMERCE MILE 5 - TYPICAL DETAILS

G -0

IN

D E

X L

E G

E N

D

B e lo w -C o m m e rc e .d g n

CONTROL FEATURES PRIOR TO FINAL ACCEPTANCE OF WORK.

10. THE CONTRACTOR SHALL REMOVE ALL TEMPORARY EROSION PREVENTION AND SEDIMENT

UNLESS OTHERWISE DIRECTED BY THE CONTRACTING OFFICER.

9. THE CONTRACTOR SHALL ESTABLISH TURF IN ALL DISTURBED AREAS WITHIN CONSTRUCTION LIMITS

NEW WELLS.

THEM. MINOR EARTHWORK MAY BE REQUIRED TO ACHIEVE DESIRED WELL HEAD ELEVATIONS FOR

ELEVATIONS SHOULD BE AS CLOSE AS POSSIBLE TO THESE ELEVATIONS BUT SHOULD NOT EXCEED

8. WELL ELEVATIONS LISTED IN WELL TABLES ARE MAXIMUM WELL HEAD ELEVATIONS. WELL

TOPOGRAPHY AND MAN-MADE FEATURES AT THE TIME OF CONSTRUCTION.

7. THE CONTRACTING OFFICER MAY ADJUST LOCATIONS FOR NEW WELLS BASED ON EXISTING

6. AERIAL PHOTOGRAPHY SHOWN ON PLAN VIEWS WAS FLOWN IN 2015.

SHALL NOTIFY THE CONTRACTING OFFICER.

5. SHOULD ANY QUESTIONS ARISE CONCERNING SURVEY-RELATED INFORMATION, THE CONTRACTOR

CONTACT THE GOVERNMENT FOR THIS WORK.

DRAWING. FOURTEEN DAYS PRIOR TO COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR WILL

4. THE GOVERNMENT WILL RECOVER THE LEVEE BASELINE AND BENCHMARKS NOTED ON THIS

BETWEEN POINTS OFFSET FROM BASELINE DUE TO EFFECTS OF ANGLE POINTS ON LEVEE BASELINE.

NOTE THAT LEVEE BASELINE STATIONING DOES NOT ALWAYS ACCURATELY REPRESENT DISTANCES

3. STATIONINGS REFER TO LEVEE BASELINE (DEFINED IN PLAN VIEWS) UNLESS OTHERWISE NOTED.

2. ELEVATIONS REFER TO NAVD88 (GEOID 03) UNLESS OTHERWISE NOTED.

BELOW COMMERCE MILE 15= 1.000138

BELOW COMMERCE MILE 5= 1.000173

GRID FACTORS:

GROUND DISTANCES WHERE (GRID DISTANCE) = (GROUND DISTANCE x GRID FACTOR).

UTM ZONE 16 RECTANGULAR COORDINATE SYSTEM IN U.S. SURVEY FEET. STATIONING IS BASED ON

1. COORDINATES, AZIMUTHS, AND DISTANCES ARE BASED ON THE NORTH AMERICAN DATUM OF 1983, 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

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D E

S

IG

N E

D B

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2 3

C

4 5

A

B

M A

R K

A P

P R

D A

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F

IL

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U M

B E

R

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

D A

T E

M A

R K

D E

S C

R

IP

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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 N

S I

D of Engineers

US Army Corps a u t o t im e

ID

Sheet

A R

M Y C

O R

P S O

F E

N G

IN

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E M

P H

IS

D

IS

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U .S

A R

M Y C

O R

P S O

F E

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D

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IS

T

E N

N E

S S

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E N

C o ry H

W il li a m s P .E

W E

Q -1

-B -0

Memphis District

M

IS

C E

L L

A N

E O

U S R

E L

IE

F W

E L L S

N

A le m a n

S C

O T

T C

O U

N T

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IS

S

O U

R I

B E

L O

W C

O M

M E

R C

E

/4 /2

/4 /2

A L

IG

N M

E N

T T

A B

L E

S

B E

L O

W C

O M

M E

R C

E M

IL

E A

N D

G-006

G -0

A li g n m e n t_

T a b le s

B e lo w -C o m m e rc e .d g

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

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D W

N B

Y

C K

D B

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S

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N E

D B

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D

2 3

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B

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C A

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P L

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A T

E

D A

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M A

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D E

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N

C O

N T

R A

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D A

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A P

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®of Engineers

US Army Corps

A N

S I

D of Engineers

US Army Corps a u t o t im e

ID

Sheet

A R

M Y C

O R

P S O

F E

N G

IN

E E

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E M

P H

IS

D

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C o ry H

W il li a m s P .E

W E

Q -1

-B -0

Memphis District

M

IS

C E

L L

A N

E O

U S R

E L

IE

F W

E L L S

N

A le m a n

S C

O T

T C

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N T

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IS

S

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B E

L O

W C

O M

M E

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E

/4 /2

/4 /2

FIGURES TO THE LEFT OF BORING UNDER COLUMN "K"

Are laboratory permeability in centimeters per second of undisturbed sample**

When in parenthesis denotes natural water contents in percent dry weight

FIGURES TO THE LEFT OF BORING UNDER COLUMN "(W) OR D10"

size in mm *

Denotes D

FIGURES TO THE LEFT OF BORING UNDER COLUMNS "LL" AND "PL"

Are liquid and plastic limits, respectively

FIGURES TO THE LEFT OF BORING UNDER COLUMN "C (PSF)"

Are values of cohesion in lbs/sq. ft. from unconfined compression or triaxial tests**

FIGURES TO THE LEFT OF BORING UNDER COLUMN "N-VALUE"

Denotes location of unconsolidated - undrained triaxial compression test * *

Denotes free water encountered in boring or sample

Denotes channel grade

C

S

R

Q

T

FW

Denotes location of consolidation test * *

SYMBOLS TO THE LEFT OF BORING

FIGURES TO THE RIGHT OF BORING

Are descriptive symbols***

BORING TYPE

SS - Split Spoon Sampler

AUG - Auger

TUBE - 3" or 5" Thin Wall Tube

NO SAMPLE

MIXED SAMPLE

WOOD

HIGHLY ORGANIC SOILS

C O

A R

S E G

R A

IN

E D S

O

IL

S

G R

A V

E L

S A

N D

GRAVEL

CLEAN

SAND

CLEAN

W/ FINES

GRAVEL

W/ FINES

SAND

CLAYS

SILTS &

CLAYS

SILTS &

GW

GP

GM

GC

SW

SP

SM

SC

F

IN

E G

R A

IN

E D S

O

IL

S ML

CL

OL

MH

CH

OH

Pt

Wd

VM

NS

N o s ie v e s iz e fr a c ti o n i s s m a ll e r th a

M o re t h a n h a lf o f c o a rs e

N s ie v e s iz e fr a c ti o n i s l a rg e r th a

M re t h a n h a lf o f c o a rs e is l a rg e r th a n N o s ie v e s iz e

M o re t h a n h a lf o f m a te ri a l (b y w e ig h t) is s m a ll e r th a n N o s ie v e s iz e

M o re t h a n h a lf o f m a te ri a l (b y w e ig h t)

(Little or No Fines)

(Little or No Fines)

Amount of Fines)

(Appreciable

Amount of Fines)

(Appreciable

(Liquid Limit < 50)

(Liquid Limit > 50)

- More than 12% passing No. 200 sieve - GM, GC, SM, SC

- 5% to 12% passing No. 200 sieve - Dual classification (e.g. SP-SM)

- Less than 5% passing No. 200 sieve - GW, GP, SW, SP

NOTE:

MAJOR DIVISION TYPE

SYMBOL

LETTER

UNIFIED SOIL CLASSIFICATION SYSTEM

CONSISTENCY SYMBOL

DESCRIPTIVE SYMBOLS

COLOR SYMBOL

TAN

YELLOW

RED

BLACK

GRAY

LIGHT GRAY

DARK GRAY

BROWN

LIGHT BROWN

DARK BROWN

BROWNISH - GRAY

GRAYISH - BROWN

GREENISH - GRAY

GRAYISH - GREEN

GREEN

BLUE

BLUE - GREEN

WHITE

MOTTLED Mot

Wh

BlGn

Bl

Gn grGn gnGr grBr brGr dBr lBr

Br dGr lGr

Gr

BK

R

Y

T

UNCONFINED COMPRESSION TEST

COHESION IN LBS./SQ. FT. FROM

VERY SOFT

SOFT

STIFF

VERY STIFF

HARD

COLOR DESCRIPTORS CONSISTENCY FOR COHESIVE SOILS

< 250

250 - 500

500 - 1000

1000 - 2000

2000 - 4000

> 4000 vSo

So

St vSt

H

MODIFICATION SYMBOL

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

Gravelly

Boulders

Slickensides

Wood

Oxidized

Saturated

Lumps of Clay Clp

Sat

Ox

Wd

SL

B

G

S

SS

SIS

CS

O slf sds sh lg rt cc

C

M

F

Tr -

CL

CH

OH

MH

OL

ML

CL-ML

MODIFICATIONS

"U Li ne

"A " L in e

0 20 40 60 80 100

P I.

P

L A

S T

IC

IT

Y I

N D

E X

L.L. - LIQUID LIMIT

PLASTICITY CHART

For Classification of Fine-Grained Soils

NOTES

remoulded to the estimated natural void ratio**

Where underlined with a solid line denotes laboratory permeability in centimeters per second of sample shear tests * *

Denotes location of sample subjected to consolidation test and each of the above three types of

FINER, AND 90% COARSER THAN SIZE D

SIZE OF A SOIL IS THE GRAIN DIAMETER IN MILLIMETERS OF WHICH 10% OF THE SOIL IS

* THE D

OFFICE IF THESE SYMBOLS APPEAR BESIDE THE BORING LOGS ON THE DRAWINGS.

* * RESULTS OF THESE TESTS ARE AVAILABLE FOR INSPECTION IN THE U.S. ARMY ENGINEER DISTRICT

OFFICER'S REPRESENTATIVE

* * * BORING LOGS ARE AVAILABLE FOR INSPECTION UPON REQUEST SUBMITTED TO CONTRACTING

GENERAL NOTES:

CONTRACT CLAUSE ENTITLED, "DIFFERING SITE CONDITIONS".

VARIATIONS WILL NOT BE CONSIDERED AS DIFFERING MATERIALLY WITHIN THE PURVIEW OF THE

OF SUBSURFACE MATERIALS OF THE REGION ARE ANTICIPATED AND, IF ENCOUNTERED, SUCH

LOCATIONS AND FOR THEIR RESPECTIVE VERTICAL REACHES, LOCAL VARIATIONS CHARACTERISTIC

1. WHILE THE BORINGS ARE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT THEIR RESPECTIVE

BORINGS WHERE SHEAR STRENGTHS FROM UNCONFINED COMPRESSION TESTS ARE SHOWN.

VISUAL EXAMINATION AND IS APPROXIMATE, EXCEPT WITHIN THOSE VERTICAL REACHES OF THE

3. CONSISTENCY OF COHESIVE SOILS SHOWN ON THE BORING LOGS IS BASED ON DRILLER'S LOG AND

CONTRACTING OFFICER'S REPRESENTATIVE.

FOR ADDITIONAL SUBSURFACE BORING DATA AND PILOT HOLE DATA SHALL BE SUBMITTED TO THE

4. ADDITIONAL SUBSURFACE DATA MAY BE AVAILABLE FOR INSPECTION UPON REQUEST. REQUESTS and a 140 lb. driving hammer with a 30" drop

Are driving resistances in blows per foot determined with a standard split spoon sampler ( 1 - 3/8 " I.D. 2" O.D. )

MEDIUM STIFF mSt

Denotes location of consolidated - drained direct shear test * *

Denotes location of consolidated - undrained triaxial compression test * *

IS EXPECTED TO FLUCTUATE DEPENDING ON SEASONAL VARIATIONS AND WEATHER CONDITIONS.

THE LOCATIONS OR WITHIN THE VERTICAL REACHES OF SUCH BORINGS. THE GROUNDWATER TABLE

BORING BUT DOES NOT NECESSARILY MEAN THAT GROUND WATER WILL NOT BE ENCOUNTERED AT

DATA ON CERTAIN BORINGS INDICATES THAT NO GROUND WATER DATA ARE AVAILABLE FROM THE

SURFACES ENCOUNTERED IN SUCH BORINGS ON THE DATES SHOWN. ABSENCE OF WATER SURFACE

2. GROUND WATER ELEVATIONS SHOWN ON THE BORINGS LOGS REPRESENT GROUND WATER

Ground water surface at time of drilling

Ground water surface 24 hours after drilling

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, gravelly sands

SAND, Poorly Graded, gravelly sands

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

Variable mixed silts, clays and sands

TYPICAL NAMES

UNIFIED SOIL CLASSIFICATION SYSTEM

SYMB

B O

R

IN

G L

E G

E N

D

B-001

B -0

S

T A

N D

A R

D

B O

R

IN

G L E

G E

N D

-0

-1

.d g

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

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

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 N

S I

D of Engineers

US Army Corps a u t o t im e

ID

Sheet

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S M

E M

P H

IS

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

M E

M P

H

IS

D

IS

T R

IC

T

M E

M P

H

IS

T

E N

N E

S S

E E

T D

R N

E N

C o ry H

W il li a m s P .E

W E

Q -1

-B -0

Memphis District

M

IS

C E

L L

A N

E O

U S R

E L

IE

F W

E L L S

N

A le m a n

S C

O T

T C

O U

N T

Y M

IS

S

O U

R I

B E

L O

W C

O M

M E

R C

E

/4 /2

/4 /2

E L E

V A

T

IO

N F

T

1. STATIONS ON BORINGS ARE APPROXIMATE.

NOTES:

B O

R

IN

G L

O G

S

B-002

B -0

B O

R

IN

G L

O G

S .d g n

(25.0)

0.2

0.23

0.2

1.18

ML, Br, SIS

ML, Br, S

SM, Br

SP, Br, MD

SM, Gr

SP, Br, G

GP, Br

CL, Br, G

N-

Value

C

(PSF)

(W) or

D10PLLL

BOR. 27-T-78

DATE: 11/7/1978

GROUND ELEV. 328.2

N 13495525.69

E 928140.49

(23.0)

(30.0)

(32.0)

(34.0)

0.12

0.071

0.16

0.21

0.17

0.13

0.18

0.13

CL, Br, SS, SIS

ML, Br, CS

CL, Br, Ox

SM, Br

SM, Gr, O

SP, Gr, F

SP, Gr, F to M

GP, Gr

SP, brGr, M

SP, Br, F

SP, brGr, M

SM, brGr

SP, brGr, G

N-

Value

C

(PSF)

(W) or

D10PLLL

BOR. 270-T-79

DATE: 3/9/1979

GROUND ELEV. 325.0

N 13453709.84

E 948016.13

COMMERCE TO BIRDS POINT M5/19+50

COMMERCE TO BIRDS POINT M15/45+90

CH - USCS High Plasticity Clay

CL - USCS Low Plasticity Clay

SM - USCS Silty Sand

ML - USCS Silt

SP - USCS Poorly-graded Sand

GP - USCS Poorly-graded Gravel

E L E

V A

T

IO

N

L

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N N

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F

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E N

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D W

N B

Y

C K

D B

Y

D E

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N E

D B

Y

D E

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N

D

2 3

C

4 5

A

B

M A

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A P

P R

D A

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F

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B E

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S

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B M

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D B

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P L

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C A

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P L

O T D

A T

E

D A

T E

M A

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D E

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T

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N

C O

N T

R A

C T N

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US Army Corps

A N

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D of Engineers

US Army Corps a u t o t im e

ID

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A R

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A R

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P S O

F E

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IN

E E

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M E

M P

H

IS

D

IS

T R

IC

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M E

M P

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IS

T

E N

N E

S S

E E

T D

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C o ry H

W il li a m s P .E

W E

Q -1

-B -0

Memphis District

M

IS

C E

L L

A N

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U S R

E L

IE

F W

E L L S

N

A le m a n

S C

O T

T C

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N T

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IS

S

O U

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B E

L O

W C

O M

M E

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E

/4 /2

/4 /2

GRADE

EXISTING

BENCH

WELL

RELIEF

1:3 SIDE SLOPES (TYP)

1:3 SIDE SLOPES (TYP)

GRADE

EXISTING

2ft

8ft

1.5ft to 3.2ft

TOP DITCH

E.M.E.

1:3 SIDE SLOPES (TYP) 1:3 SIDE SLOPES (TYP)

GRADE

EXISTING

GRADE

FINISH

V BOTTOM DITCH

EXISTING GRADE

2ft

SEE SHEET G-008

VARIES

BOTTOM WIDTH

BELOW COMMERCE AREA (N.T.S.)

TYPICAL WELL WITH DITCH WELL 1

BELOW COMMERCE AREA (N.T.S.)

TYPICAL WELL WITH DITCH WELLS 2-18

(AT 9+00) N.T.S.

DITCH A STATIONS 4+00 TO 32+00

TYPICAL SECTION

C-127

B E

L O

W C

O M

M E

R C

E M

IL

E

'H /1

'V

M V

M -C o m m e rc e R e li e fW e ll s .d g n

C -1

T y p ic a l-

D e ta il s .d g n

-40-60-80

-20 60 80 1000 20 40 120 200 220 240140 160 180

E L E

V A

T

IO

N I

N N

A V

D

T Y

P

IC

A L D

E T

A

IL

S

3. BOTTOM WIDTH, SEE SHEET G-006.

BOTTOM (WELL SIDE).

BEGINNING AT WELL PAD AND ENDING 1' BEYOND DITCH

2. 12 INCHES OF R-90 RIPRAP TO BE PLACED ON FILTER FABRIC

1. ENSURE POSITIVE DRAINAGE TOWARD THE DITCH.

NOTE:

INTO DITCH BOTTOM

EXTEND RIPRAP 1FT

DITCH

EXISTING

BOTTOM

TIE IN AT

1V:3H (TYP)

TRANSITION BOTTOM WIDTH 32+00 TO 32+50.

2. 8 FOOT DITCH BOTTOM WIDTH. BEYOND 32+50,

TO BOTTOM OF EXISTING DITCH.

1. LEFT CUT SLOPE SHALL BE 1V:3H, OR FLATTER TO TIE IN

NOTES:

E L E

V A

T

IO

N I

N N

A V

D

E L E

V A

T

IO

N I

N N

A V

D

-20-40-60 0 20 40

-40 -20 0 20 40

2. GROUTED R400 RIPRAP 15' UPSTREAM AND 15' DOWNSTREAM OF 36" CMP CULVERTS.

1. R400 82+20 TO 82+70 20' UPSTREAM & 20' DOWNSTREAM OF 36" CMP OUTLET.

NOTES

RIPRAP TO EL 325

18" GROUTED R400

(TYP.)

1V:1H

AT 82+48 (11.8° SKEW CLOCKWISE) N.T.S.

DITCH A AT NORTH CUT DITCH 82+20 TO 82+70

GROUTED RIPRAP AND RIPRAP

TYPICAL SECTION

0 20 40 60 80 100 120 140-20-40-60

(AT 81+40) N.T.S.

DITCH A STA. 81+30 TO 82+04

GROUTED RIPRAP AND RIPRAP

TYPICAL SECTION

RIPRAP TO EL 327

18" GROUTED R400

(CUT OR FILL)

1V:3H

-60

-40 40200-20 8060

E L E

V A

T

IO

N I

N N

A V

D

(AT 70+00) N.T.S.

TYPICAL SECTION FOR 64+90 TO 81+30

E L E

V A

T

IO

N I

N N

A V

D

E L E

V A

T

IO

N I

N N

A V

D

E L E

V A

T

IO

N I

N N

A V

D

EXISTING DITCH

TIE IN AT BOTTOM

(AT 36+50) N.T.S.

TYPICAL SECTION DITCH A STATIONS 32+00 TO 64+90

2. 8 FOOT DITCH BOTTOM WIDTH.

TO BOTTOM OF EXISTING DITCH.

1. LEFT CUT SLOPE SHALL BE 1V:3H, OR FLATTER TO TIE IN

NOTES:

E L E

V A

T

IO

N I

N N

A V

D

6" BEDDING MATERIAL

30" R400 RIPRAP OVER

E L E

V A

T

IO

N I

N N

A V

D

BE NO STEEPER THAN 1V:1H. 4. SLOPES AT 1V:3H

3. EDGE OF RIPRAP TO EXISTING GRADE INTERFACE SHALL

2. BEGIN GROUTED RIPRAP AT STA. 81+35.

TO CMP INLET.

1. RIPRAP IN DITCH A BEGINS AT STA. 81+30 AND EXTENDS

NOTES

6" BEDDING MATERIAL

30" R400 RIPRAP OVER

E L E

V A

T

IO

N I

N N

A V

D

LEVEE AND TO RIGHT OF CL

TIE IN 0.5 FT ABOVE TOP OF DITCH AT

1. ENSURE POSITIVE DRAINAGE TOWARD THE DITCH.

NOTE:

EXCESS IN T.C.E. LIMITS.

SEMI-COMPACTED MATERIAL UNTIL ALL EXCESS MATERIAL IS SPOILED. SPOIL

5. E.M.E. SHALL BE PLACED BEGINNING AT DITCH A STATION 4+00 UNIFORMLY AS

SLOPE TOWARDS DITCH. MAXIMUM HEIGHT OF 12 INCHES ABOVE DESIGN GRADE.

4. E.M.E. FROM STATION 4+00 TO 16+00 ON RIGHT SIDE OF DITCH. MAINTAIN DESIGN

3. LEFT TOP OF DITCH A TRANSITIONS TO EXISTING GRADE BETWEEN 29+50 TO 30+00.

2. DITCH BOTTOM WIDTH VARIES, SEE TABLE ON SHEET G-006.

1. TOP OF DITCH SHOWN ON PROFILE.

NOTES: