A.02.Drawings_Tate county MDHP LD-21-01.pdf

PDF 6 MB Posted Aug 1, 2025

Attached to: TATE COUNTY, MS, MDHP, LD-21-01, FC/ MR&T, YAZOO RIVER BASIN, HICKAHALA SENATOBIA WATERSHED
Solicitation number: W912EE25BA012
Issued by: Department of the Army Corps of Engineers Engineering District Vicksburg

About this file

Written by GovTribe AI · Aug 1, 2025

These are engineering design drawings for the Hickahala Senatobia Watershed project in Tate County, Mississippi, prepared by the U.S. Army Corps of Engineers Vicksburg District. The comprehensive set of 35 technical drawings covers detailed site plans, cross-sections, geotechnical information, and environmental protection details for constructing a low drop grade control structure. Key technical elements include excavation, fill, spoil bank management, sheet pile installation, riprap placement, and storm water pollution prevention measures, with project stations ranging from 5+30 to 20+50. The drawings specify precise elevations, slope ratios, and construction techniques across multiple stages, utilizing R650 riprap and PZ35 sheet pile with specific engineering specifications.

The project is a HUBZone total small business set-aside with an estimated construction value between $1,000,000 and $5,000,000, focusing on watershed management and erosion control in the Yazoo River Basin. The technical documentation includes detailed geotechnical surveys, site condition assessments, cross-sectional views, and environmental protection plans, with specific attention to maintaining creek hydrology, managing spoil banks, and implementing erosion control measures. The design incorporates multiple stages of construction, with careful consideration of existing ground conditions, water flow management, and environmental preservation.

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C.04.Official Bid Abstract_Multiple Bids_Tate County LD-21-01.pdf	PDF	Sep 4, 2025
B.08.Solicitation - W912EE25BA012.pdf	PDF	Jul 31, 2025

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G-001

C O

S H

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

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R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

ISSUE DATE:

US Army Corps of Engineers ®

SOLICITATION NO.:

CONTRACT NO.:

VICKSBURG DISTRICT

XXXXXX-XX-X-XXXX

AUGUST 2025

W912EE-25-B-A012

TATE COUNTY, MS

MDHP, LD-21-01

FC/MR&T, YAZOO RIVER BASIN

HICKAHALA SENATOBIA WATERSHED

Chief, Design Branch

COL, EN, District Engineer

APPROVAL RECOMMENDED BY:APPROVED BY:

Chief, Engineering & Construction Division

G-002

O D

S G

D A

N D

O N

N . M

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P, L

D -2

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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

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E D

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SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

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R S

GENERAL NOTES:

LEGEND:

1. CONTRACTOR SHALL BE RESPONSIBLE FOR LAYING OUT THE WORK AND VERIFYING ALL MEASUREMENTS AND GRADES PRIOR TO BEGINNING

CONSTRUCTION.

2. PROJECT CONTROL POINTS ARE LOCATED ON SHEET C-101. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ESTABLISH

ADDITIONAL CONTROL POINTS IF NEED FOR CONSTRUCTION.

3. LOCATION OF ALL EXISTING UTILITIES INDICATED ON THE PLAN SHEETS ARE SHOWN FOR INFORMATIONAL PURPOSES ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATION AND DEPTH OF ALL EXISTING UTILITIES BEFORE STARTING CONSTRUCTION.

4. CONTRACTOR SHALL MAINTAIN THE CONSTRUCTION ENTRANCE AND EXIT TO PREVENT TRACKING SEDIMENT AND DAMAGING PUBLIC ROADS.

5. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THE 30' ROW DURING CONSTRUCTION.

6. CONTRACTOR SHALL SUBMIT A CONTROL OF WATER PLAN FOR THE WORK SITE, SEE SPECIFICATIONS SECTION 31 23 21.00 09.

ABBREVIATIONS:

LAT.

LONG.

ROW

N E

EL.

INV.

C/L

MIN.

MAX.

STA.

V H

LATITUDE

LONGITUDE

RIGHT OF WAY

NORTHING

EASTING

ELEVATION

INVERT

CENTERLINE

IRON ROD

MINIMUM

MAXIMUM

STATION

VERTICAL

HORIZONTAL

INDEX TO DRAWINGS

Sheet Number Sheet Title

G-001 COVER SHEET

G-002 INDEX TO DRAWINGS - GENERAL NOTES - LEGEND AND ABBREVIATIONS

G-003 PROJECT LOCATION MAP

G-401 GENERAL SITE LOCATION MAP

G-402 GENERAL SITE LOCATION MAP

G-403 AERIAL PHOTOGRAPH - SITE LD-21-01

B-001 GEOTECHNICAL GENERAL NOTES AND LEGEND

B-201 PROFILE - BORINGS

C-101 OVERALL EXISTING SITE CONDITIONS - STA. 5+30 TO STA. 20+50

C-102 OVERALL COMPLETED SITE CONDITIONS - STA. 5+30 TO STA. 20+50

C-103 COMPLETED SITE CONDITIONS - STA. 5+30 TO STA. 9+50

C-104 COMPLETED SITE CONDITIONS - STA. 9+50 TO STA. 15+50

C-105 COMPLETED SITE CONDITIONS - STA. 15+50 TO STA. 20+50

C-106 OVERALL SILT FENCE AND LIME TREATMENT PLAN

C-201 PROFILES - LOW DROP - STA. 5+30 TO STA. 8+75

C-301 TYPICAL CROSS SECTIONS - STA. 5+54 TO STA. 8+14

C-302 TYPICAL CROSS SECTIONS - STA. 8+14 TO STA. 20+05

C-303 CROSS SECTIONS - STA. 5+30 TO STA. 6+00

C-304 CROSS SECTIONS - STA. 6+25 TO STA. 7+00

C-305 CROSS SECTIONS - STA. 7+25 TO STA. 8+00

C-306 CROSS SECTIONS - STA. 8+25 TO STA. 9+00

C-307 CROSS SECTIONS - STA. 9+25 TO STA. 10+00

C-308 CROSS SECTIONS - STA. 10+25 TO STA. 11+00

C-309 CROSS SECTIONS - STA. 11+25 TO STA. 12+00

C-310 CROSS SECTIONS - STA. 12+25 TO STA. 13+00

C-311 CROSS SECTIONS - STA. 13+25 TO STA. 14+00

C-312 CROSS SECTIONS - STA. 14+25 TO STA. 15+00

C-313 CROSS SECTIONS - STA. 15+25 TO STA. 16+00

C-314 CROSS SECTIONS - STA. 16+25 TO STA. 17+00

C-315 CROSS SECTIONS - STA. 17+25 TO STA. 18+00

C-316 CROSS SECTIONS - STA. 18+25 TO STA. 19+00

C-317 CROSS SECTIONS - STA. 19+25 TO STA. 20+00

C-318 CROSS SECTIONS - STA. 20+25 TO STA. 20+50

C-501 STORM WATER POLLUTION PREVENTION PLAN DETAILS

S-501 SHEET PILE

260 MAJOR CONTOUR LINE

ROW LIMITS

HICKAHALA CREEK THALWEG

TOP BANK / TOP OF SPOIL BANK

TOE OF SPOIL BANK

LIMITS OF RIPRAP

WOODS

IRON ROD (CONTROL POINT)

BORING LOCATION

SHEET PILE

G-003

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 PROJECT LOCATION MAP

SCALE: 1"=20 MILES

MILES

0 20 40

PROJECT LOCATION

SITE LD-21-01

G-401

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 GENERAL SITE LOCATION MAP

SCALE: 1"=4,500'

Feet 0 4,500 9,000

SITE LD-21-01

LAT.=N034° 38' 36.13"

LONG.=W089° 50' 37.79"

30' ROW

LAT.=N034° 38' 50.79"

LONG.=W089° 50' 46.64"

30' ROW

LAT.=N034° 38' 29.89"

LONG.=W089° 50' 46.84"

ROW LIMITS

G-402

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

Feet 0 600 1200

A1 GENERAL SITE LOCATION MAP

SCALE: 1"=600'

ROW LIMITS

SITE LD-21-01

30' ROW

G-403

D -2

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

Feet 0 600 1200

A1 AERIAL PHOTOGRAPH - SITE LD-21-01

SCALE: 1"=600'

B-001

H N

N O

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 GEOTECHNICAL GENERAL NOTES AND LEGEND

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

Where underlined with a solid line denotes laboratory permeability in centimeters per second of undisturbed sample

Where underlined with a dashed line denotes laboratory permeability in centimeters per second of sample remoulded to the estimated natural void ratio

(Liquid Limit < 50)

(Liquid Limit > 50)

M or e th an h al f o f c oa rs e fra ct io n is la rg er th an

Amount of Fines)

(Little or No Fines)

(Little or No Fines) M or e th an h al f o f m at er ia l i s la rg er th an

N o.

s ie ve s iz e

When underlined denotes D size in mm *

M or e th an h al f o f c oa rs e

N o.

si ev e si ze fra ct io n is s m al le r t ha n N o.

s ie ve s iz e.

N o.

si ev e si ze M or e th an h al f o f t he m at er ia l i s sm al le r t ha n

In parenthesis are driving resistances in blows per foot determined with a standard split spoon sampler (1 38 " I.D., 2" O. D.) and a 140 lb. driving hammer with a 30" drop

* 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 .

** Results of these test are available for inspection in the U.S. Army Engineer District Office, if these symbols appear beside the boring logs on the drawings.

< 250

> 4000

FIGURES TO LEFT OF BORING UNDER COLUMN "W OR D "

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

FIGURES TO RIGHT OF BORING

Are values of cohesion in lbs./sq. ft from unconfined compression test

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

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

G R

E D

S O

C O

A R

S E

R A

D S

G R

A V

S A

N D

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)

CLAYS

CONSISTENCY

FOR COHESIVE SOILS

COLOR MODIFICATIONS MODIFICATIONS

GENERAL NOTES

10 10

0 20 40 60 80

"U " L

INE

"A" L

INE

CL - ML OL

L. L. - LIQUID LIMIT

PLASTICITY CHART

For classification of fine - grained soils

P . I

CONSISTENCY

VERY SOFT

SOFT

MEDIUM

STIFF

VERY STIFF

HARD

SYMBOLCOHESION IN LBS./SQ. FT. FROM

UNCONFINED COMPRESSION TEST

vSo

St vSt

2000 - 4000 1000 - 2000 500 - 1000 250 - 500

SYMBOLCOLOR

lGr dGr

Br lBr dBr br Gr gy Br gn Gr gy Gn

Bl Bl Gn

Wh rd

Mot

SSIS

SISS

D vD

Tr-

C cc rt lg sh sds slf

SIS

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

1. While the borings are representative of subsurface conditions at their respective locations and for their respective vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and, if encountered, such variations will not be considered as differing materially within the purview of the Contract Clause DIFFERING SITE CONDITIONS.

2. Consistency of cohesive soils shown on the boring logs is based on driller's log and visual examination and is approximate, except within those vertical reaches of the borings where shear strengths from unconfined compression test are shown.

3. The detailed explanation of the Unified Soil Classification System is presented in ASTM D 2487, (2017) Classification of Soils for Engineering Purposes.

(7)

(16)

(13)

(25)

(32)

N-Value

USCS

Qu (psf)

SILTY SAND (SM); tan

LEAN CLAY (CL); gray

LEAN CLAY (CL); brown

POORLY GRADED SAND (SP); gray

LEAN CLAY (CL); gray

SILTY SAND (SM); brown

POORLY GRADED SAND (SP); brown, trace gravel

SILTY SAND (SM); brown, few gravel

DescriptionWater Level

NMC

(6)

(2)

(25)

(42)

(18)

(14)

(27)

N-Value

SP-SM

USCS

Qu (psf)

SILTY SAND (SM); tan

LEAN CLAY (CL); gray

SILTY SAND (SM); gray

LEAN CLAY (CL); gray

POORLY GRADED SAND WITH SILT (SP-SM); brown

POORLY GRADED SAND (SP); brown

SILTY SAND (SM); white

Description

NMC

LD-2-22U

Northing: 1871360.287 Easting: 2444142.952

Ground Elevation (NAVD88): 270.844

LD-1-22U

Northing: 1871664.075 Easting: 2444137.070

Ground Elevation (NAVD88): 270.372

LD-1-22U

N:1871664.075 E:2444137.070

GROUND EL (NAVD88): 270.372

LD-2-22U

N:1871360.287 E:2444142.952

GROUND EL (NAVD88): 270.844

U R

, N

8 ELEVATIO

VEY FEET, N

AVD

B-201

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 PROFILE - BORINGS

SCALE: 1"=5'

FEET

0 5 10

5+30 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00

14+00 15+00

16+00 17+00 18+00 19+00 20+00 20+50

EXISTING RIPRAP

EXISTING CONCRETE CAP

AND SHEET PILE

EXISTING CONCRETE CAP

AND SHEET PILE

IR LD-21-01A

N= 1871705.94 E= 2443587.51

EL.= 270.04

IR LD-21-01C

N= 1871527.14 E= 2445026.15

EL.= 271.36

IR LD-21-01B

N= 1871631.58 E= 2444303.58

EL.= 270.56

BORING LD-1-22U

N= 1871664.07 E= 2444137.07

EL.= 270.37

BORING LD-2-22U

N= 1871360.29 E= 2444142.95

EL.= 270.84

CULTIVATED FIELD

WOODS

TOP OF EXISTING

SPOIL BANK

TOP OF EXISTING

SPOIL BANK

EXISTING STEEL H-PILES

ROW

N= 1871140.09 E= 2444113.37

ROW

N= 1871247.49 E= 2444112.87

ROW

N= 1871160.01 E= 2444892.40

ROW

N= 1871158.64 E= 2445039.28

ROW

N= 1871696.95 E= 2445044.32

ROW

N= 1871846.14 E= 2443091.28

ROW

N= 1871141.08 E= 2443088.74

WOODS

ROW LIMITS

R O

LIM

ITS

ROW LIMITS ROW LIMITS

R O

W L

S R

O W

ROW LIMITS

30' ROW

HICKAHALA CREEK THALWEG

TOE OF EXISTING

SPOIL BANK

TOP BANK OF

HICKAHALA CREEK

TOE OF EXISTING

SPOIL BANK

EXISTING RIPRAP

CULTIVATED FIELD

ALIGNMENT

°1 2'

S85°37'54"E 1958.73'

S0 0°

0" W

N89°27'50"W

146.89' N83°35'51"W

784.42'

S0 0°

9" E

N89°56'41"W

1024.63'

LAYDOWN AREA

CULTIVATED FIELD

C-101

N G

E C

O N

. 2

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 OVERALL EXISTING SITE CONDITIONS - STA. 5+30 TO STA. 20+50

SCALE: 1"=125'

Feet 0 125 250

NOTES:

1. EXISTING GROUND SURVEY DATA WAS COLLECTED IN 2022. SITE CONDITIONS

MAY HAVE CHANGED, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO

VERIFY ALL SITE CONDITIONS.

2. MISSISSIPPI STATE PLANE COORDINATES WEST ZONE, NAD83 (2011).

ELEVATIONS IN SURVEY FEET, NAVD88.

REFERENCES:

1. FOR PROFILES OF BORINGS, SEE SHEET B-201.

2. FOR STORM WATER POLLUTION PREVENTION PLAN DETAILS, SEE SHEET C-501.

LEGEND:

260 MAJOR CONTOUR LINE

ROW LIMITS

HICKAHALA CREEK THALWEG

TOP BANK / TOP OF SPOIL BANK

TOE OF SPOIL BANK

LIMITS OF RIPRAP

WOODS

IRON ROD (CONTROL POINT)

14+00 15+00

16+00 17+00 18+00 19+00 20+00 20+50

ALIGNMENT

STA 5+30

N= 1871540.74 E= 2443515.00

ALIGNMENT

STA 12+15.03

N= 1871521.51 E= 2444199.75

ALIGNMENT

STA 20+50

N= 1871350.87 E= 2445010.43

ALIGNMENT

STA 16+19.35

N= 1871387.94 E= 2444581.38

ROW LIMITS

R O

LIM

ITS

ROW LIMITS ROW LIMITS

R O

W L

S R

O W

30' ROW

SEE SHEET C-103

SEE SHEET C-104

SEE SHEET C-105

IR LD-21-01A

BORING LD-1-22U

IR LD-21-01B

IR LD-21-01C

BORING LD-2-22U

C-102

L C

O M

C O

N D

N S

. 2 0+

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 OVERALL COMPLETED SITE CONDITIONS - STA. 5+30 TO STA. 20+50

SCALE: 1"=125'

Feet 0 125 250

NOTES:

1. EXISTING GROUND SURVEY DATA WAS COLLECTED IN 2022. SITE CONDITIONS

MAY HAVE CHANGED, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO

VERIFY ALL SITE CONDITIONS.

2. MISSISSIPPI STATE PLANE COORDINATES WEST ZONE, NAD83 (2011).

ELEVATIONS IN SURVEY FEET, NAVD88.

3. SILT FENCES SHALL BE CONSTRUCTED ON, BUT NOT LIMITED TO, THE

DOWNHILL SIDE OF ALL STOCKPILES, AT THE TOE OF NEWLY CONSTRUCTED

SPOIL BANKS, EXPOSED CUT AREAS TO PREVENT SEDIMENT FROM ENTERING

THE CREEK, AND ALONG THE ROW. SEE SHEET C-501 FOR MORE DETAILS.

4. GENERAL SITE AREA SHALL BE SLOPED TO DRAIN.

REFERENCES:

1. FOR PROFILES OF BORINGS, SEE SHEET B-201.

2. FOR PROFILE OF LOW DROP, SEE SHEET C-201.

3. FOR TYPICAL CROSS SECTIONS, SEE SHEETS C-301 AND C-302.

4. FOR CROSS SECTIONS, SEE SHEETS C-303 THRU C-318.

5. FOR STORM WATER POLLUTION PREVENTION PLAN DETAILS, SEE SHEET C-501.

LEGEND:

260 MAJOR CONTOUR LINE

ROW LIMITS

HICKAHALA CREEK THALWEG

EXISTING TOP BANK / TOP OF EXISTING SPOIL BANK

TOE OF EXISTING SPOIL BANK

LIMITS OF RIPRAP

WOODS

IRON ROD (CONTROL POINT)

SHEET PILE

LIMITS OF R-650 RIPRAP

1V:5H

1V:2.5H

1V:3H

1V:2.5H

SOUTH END OF SHEET PILE

FRONT FACE

N= 1871434.51 E= 2443771.15

EL.=275.00

NORTH END OF SHEET PILE

FRONT FACE

N= 1871632.47 E= 2443776.71

EL.=275.00

1V:3H

1V:5H

.0 0'

LIMITS OF R-650 RIPRAP

1V:3H

TOP OF SPOIL BANK

EL. 280.00

TOE OF SPOIL BANK

TOP OF SPOIL BANK

EL. 278.00

TOE OF SPOIL BANK

ALIGNMENT 75.00'

20.00'

END OF LOW DROP KEY @ STA. 5+54

N= 1871540.07 E= 2443539.02

EL.= 252.50

TOE OF 1ST STAGE @ STA. 6+29

N= 1871524.97 E= 2443613.63

EL.= 252.50

TOP OF LOW DROP @ STA. 8+14

N= 1871532.77 E= 2443798.92

EL.= 259.50

SHEET PILE @ STA. 7+89

N= 1871533.47 E= 2443773.93

EL.= 259.50

1V:3H

TOP OF SPOIL BANK

EL. 278.00

END SPOIL BANK

N= 1871416.12 E= 2443535.22

EL.= 278.00

END SPOIL BANK

N= 1871689.87 E= 2443518.16

EL.= 280.00

SPOIL BANK

N= 1871669.93 E= 2443835.25

EL.= 280.00

SPOIL BANK

N= 1871404.57 E= 2443822.90

EL.= 278.00

SPOIL BANK

N= 1871682.61 E= 2443674.59

EL.= 280.00

SPOIL BANK

N= 1871409.64 E= 2443610.98

EL.= 278.00

TRANSITION TO 15' MAX. WIDTH

SPOIL BANK @ EL. 278.00

TRANSITION TO 15' MAX. WIDTH

SPOIL BANK @ EL. 278.00

TOE OF 1V:5H @ STA. 8+46.5

N= 1871531.86 E= 2443831.41

EL.=253.00

5+30 6+00 7+00

8+00 9+00

1V:20H

TOE OF 2ND STAGE @ STA. 5+99

N= 1871498.82 E= 2443582.88

EL.= 252.50

TOE OF 2ND STAGE @ STA. 5+99

N= 1871578.79 E= 2443585.13

EL.= 252.50

TOE OF 1ST STAGE @ STA. 6+29

N= 1871550.96 E= 2443614.36

EL.= 252.50

TOE OF LOW FLOW @ STA. 6+49

N= 1871537.40 E= 2443633.99

EL.= 252.50

20.00'

.5 0'

1V:5H

1V:20H

1V:5H

C-103

C O

E C

O N

. 9

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 COMPLETED SITE PLAN - STA 5+30 TO 9+50

SCALE: 1"=25'

NOTES:

1. EXISTING GROUND SURVEY DATA WAS COLLECTED IN 2022. SITE CONDITIONS

MAY HAVE CHANGED, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO

VERIFY ALL SITE CONDITIONS.

2. MISSISSIPPI STATE PLANE COORDINATES WEST ZONE, NAD83 (2011).

ELEVATIONS IN SURVEY FEET, NAVD88.

3. SILT FENCES SHALL BE CONSTRUCTED ON, BUT NOT LIMITED TO, THE

DOWNHILL SIDE OF ALL STOCKPILES, AT THE TOE OF NEWLY CONSTRUCTED

SPOIL BANKS, EXPOSED CUT AREAS TO PREVENT SEDIMENT FROM ENTERING

THE CREEK, AND ALONG THE ROW. SEE SHEET C-501 FOR MORE DETAILS.

4. GENERAL SITE AREA SHALL BE SLOPED TO DRAIN.

REFERENCES:

1. FOR PROFILES OF BORINGS, SEE SHEET B-201.

2. FOR PROFILES OF LOW DROP, SEE SHEET C-201.

3. FOR TYPICAL CROSS SECTIONS, SEE SHEETS C-301 AND C-302.

4. FOR CROSS SECTIONS, SEE SHEETS C-303 THRU C-318.

5. FOR STORM WATER POLLUTION PREVENTION PLAN DETAILS, SEE SHEET C-501.

6. FOR SHEET PILE DETAILS, SEE SHEET S-501.

LEGEND:

260 MAJOR CONTOUR LINE

ROW LIMITS

HICKAHALA CREEK THALWEG

EXISTING TOP BANK / TOP OF EXISTING SPOIL BANK

TOE OF EXISTING SPOIL BANK

LIMITS OF RIPRAP

WOODS

SHEET PILE

0 25 50

1V:2.5H

TOP OF SPOIL BANK

EL. 278.00

TOE OF SPOIL BANK

TOP OF SPOIL BANK

EL. 278.00

ALIGNMENT

1V:10H

1V:2.5H

SPOIL BANK

N= 1871337.14 E= 2444463.97

EL.= 278.00

SPOIL BANK BENCH

N= 1871346.04 E= 2444283.64

MAX. EL.= 275.00

SPOIL BANK BENCH

N= 1871323.95 E= 2444372.41

MAX. EL.= 275.00 SPOIL BANK BENCH

N= 1871316.03 E= 2444456.54

MAX. EL.= 275.00

TRANSITION TO 10.00' WIDTH

SPOIL BANK @ EL. 278.00

10+00 11+00

12+00

13+00

14+00

15+00

C-104

C O

E C

O N

. 1

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 COMPLETED SITE PLAN - STA 9+50 TO 15+50

SCALE: 1"=25'

Feet 0 25 50

NOTES:

1. EXISTING GROUND SURVEY DATA WAS COLLECTED IN 2022. SITE CONDITIONS

MAY HAVE CHANGED, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO

VERIFY ALL SITE CONDITIONS.

2. MISSISSIPPI STATE PLANE COORDINATES WEST ZONE, NAD83 (2011).

ELEVATIONS IN SURVEY FEET, NAVD88.

3. SILT FENCES SHALL BE CONSTRUCTED ON, BUT NOT LIMITED TO, THE

DOWNHILL SIDE OF ALL STOCKPILES, AT THE TOE OF NEWLY CONSTRUCTED

SPOIL BANKS, EXPOSED CUT AREAS TO PREVENT SEDIMENT FROM ENTERING

THE CREEK, AND ALONG THE ROW. SEE SHEET C-501 FOR MORE DETAILS.

4. GENERAL SITE AREA SHALL BE SLOPED TO DRAIN.

REFERENCES:

1. FOR PROFILES OF BORINGS, SEE SHEET B-201.

2. FOR TYPICAL CROSS SECTIONS, SEE SHEETS C-301 AND C-302.

3. FOR CROSS SECTIONS, SEE SHEETS C-303 THRU C-318.

4. FOR STORM WATER POLLUTION PREVENTION PLAN DETAILS, SEE SHEET C-501.

LEGEND:

260 MAJOR CONTOUR LINE

ROW LIMITS

HICKAHALA CREEK THALWEG

EXISTING TOP BANK / TOP OF EXISTING SPOIL BANK

TOE OF EXISTING SPOIL BANK

LIMITS OF RIPRAP

WOODS

TOP OF SPOIL BANK

EL. 278.00

TOE OF SPOIL BANK

SPOIL BANK

N= 1871284.56 E= 2444541.18

EL.= 278.00

SPOIL BANK

N= 1871251.65 E= 2444817.01

EL.= 278.00

SPOIL BANK

N= 1871231.94 E= 2444863.03

EL.= 278.00

1V:10H

1V:2.5H

END SPOIL BANK

N= 1871545.42 E= 2444890.91

EL.= 278.00

ALIGNMENT

SPOIL BANK BENCH

N= 1871263.90 E= 2444533.45

MAX. EL.= 275.00 SPOIL BANK BENCH

N= 1871230.66 E= 2444811.39

MAX. EL.= 275.00

C/L LONGITUDINAL

PEAK STONE TOE

N= 1871356.30 E= 2444530.50

EL.=261.00

C/L LONGITUDINAL PEAK STONE TOE

N= 1871300.75 E= 2444959.51

EXISTING RIPRAP UNDER THE

FILL AND IN THE CENTER

OF THE CHANNEL TO BE SPREAD

SMOOTH IN THE CREEK BOTTOM

AS TO NOT DIVERT WATER TO ONE

SIDE OF THE CREEK AND USED

TO FILL PLUNGE HOLE IN FRONT OF

THE H-PILES AS DIRECTED BY THE

COR.

EXISTING RIPRAP TO REMAIN IN PLACE.

MOVE AS NEEDED TO CUT H-PILES AND

THEN PLACE BACK.

EXISTING RIPRAP TO REMAIN IN PLACE.

MOVE AS NEEDED TO CUT H-PILES AND

THEN PLACE BACK.

CUT OFF THE EXPOSED EXISTING H-PILES

1' BELOW THE EXISTING GRADE

CUT OFF FLUSH ANY REBAR THAT IS

EXPOSED FROM THE EXISTING

CONCRETE CAP. DO NOT DISTURB

OR REMOVE CONCRETE CAP THAT

IS IN GOOD SHAPE. DO NOT DISTURB

OR REMOVE SHEET PILE.

CUT OFF FLUSH ANY REBAR THAT IS

EXPOSED FROM THE EXISTING

CONCRETE CAP. DO NOT DISTURB

OR REMOVE CONCRETE CAP THAT

IS IN GOOD SHAPE. DO NOT DISTURB

OR REMOVE SHEET PILE.

EXISTING RIPRAP UNDER THE FILL TO BE REMOVED

AND USED TO FILL THE PLUNGE HOLE IN FRONT OF

THE H-PILES OR AS DIRECTED BY THE COR.

FILL TO EL. 270.00

TIEBACK

C/L LONGITUDINAL

PEAK STONE TOE

N= 1871348.64 E= 2444556.67

EL.=261.00

SPOIL BANK

N= 1871255.72 E= 2444867.26

EL.= 278.00

SPOIL BANK

N= 1871238.27 E= 2444898.56

EL.= 278.00

1V:2.5H

LONGITUDINAL PEAK STONE TOE

16+00

17+00

18+00

19+00

20+00 20+50

C/L LONGITUDINAL PEAK STONE TOE

TOP EL. 261.00

1V :3

H1V :3

1V :3

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 COMPLETED SITE PLAN - STA 15+50 TO 20+50

SCALE: 1"=25'

Feet 0 25 50

C-105

C O

E C

O N

T O

. 2 0+

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

NOTES:

1. EXISTING GROUND SURVEY DATA WAS COLLECTED IN 2022. SITE CONDITIONS

MAY HAVE CHANGED, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO

VERIFY ALL SITE CONDITIONS.

2. MISSISSIPPI STATE PLANE COORDINATES WEST ZONE, NAD83 (2011).

ELEVATIONS IN SURVEY FEET, NAVD88.

3. SILT FENCES SHALL BE CONSTRUCTED ON, BUT NOT LIMITED TO, THE

DOWNHILL SIDE OF ALL STOCKPILES, AT THE TOE OF NEWLY CONSTRUCTED

SPOIL BANKS, EXPOSED CUT AREAS TO PREVENT SEDIMENT FROM ENTERING

THE CREEK, AND ALONG THE ROW. SEE SHEET C-501 FOR MORE DETAILS.

4. GENERAL SITE AREA SHALL BE SLOPED TO DRAIN.

5. DEMOLITION OF THE SITE TO PROVIDE A SAFE AREA FROM EXPOSED METAL

RUBBLE AND CONSISTS OF THE FOLLOWING. CUT OFF THE EXPOSED EXISTING

H-PILES, 1' BELOW EXISTING GRADE, THAT ARE NO LONGER ATTACHED TO

SHEET PILE IN THE BOTTOM OF THE CREEK. CUT OFF FLUSH ANY REBAR THAT

IS EXPOSED FROM THE EXISTING CONCRETE CAP.

REFERENCES:

1. FOR PROFILES OF BORINGS, SEE SHEET B-201.

2. FOR TYPICAL CROSS SECTIONS, SEE SHEETS C-301 AND C-302.

3. FOR CROSS SECTIONS, SEE SHEETS C-303 THRU C-318.

4. FOR STORM WATER POLLUTION PREVENTION PLAN DETAILS, SEE SHEET C-501.

LEGEND:

260 MAJOR CONTOUR LINE

ROW LIMITS

HICKAHALA CREEK THALWEG

EXISTING TOP BANK / TOP OF EXISTING SPOIL BANK

TOE OF EXISTING SPOIL BANK

LIMITS OF RIPRAP

WOODS

14+00

15+00

16+00 17+00 18+00 19+00 20+00 20+50

ALIGNMENT

STA 5+30

N= 1871540.74

E= 2443515.00 ALIGNMENT

STA 12+15.03

N= 1871521.51 E= 2444199.75

ALIGNMENT

STA 20+50

N= 1871350.87 E= 2445010.43

ALIGNMENT

STA 16+19.35

N= 1871387.94 E= 2444581.38

ROW LIMITS

R O

LIM

ITS

ROW LIMITS ROW LIMITS

R O

W L

S R

O W

30' ROW

SF SF SF SF SF SF SF SF SF SF SF SF SF SF

SFSFSFSFSFSF

SF SF SF

SF SF

SF SF SF SF SF SF SF

LIMITS OF 6" OF

LIME TREATMENT

WITH 6" OF TOPSOIL

ON TOP

EXTEND TO LIMITS

OF RIPRAP

LIMITS OF 6" OF LIME TREATMENT

WITH 6" OF TOPSOIL ON TOP

EXTEND TO LIMITS OF RIPRAP

SILT FENCE TO TOP BANK

OF DITCH

INSTALL HAY WATTLES IN

THE DITCH BETWEEN

SILT FENCES

C-106

D L

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 OVERALL SILT FENCE AND LIME TREATMENT PLAN

SCALE: 1"=100'

Feet 0 100 200

NOTES:

1. EXISTING GROUND SURVEY DATA WAS COLLECTED IN 2022. SITE CONDITIONS

MAY HAVE CHANGED, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO

VERIFY ALL SITE CONDITIONS.

2. MISSISSIPPI STATE PLANE COORDINATES WEST ZONE, NAD83 (2011).

ELEVATIONS IN SURVEY FEET, NAVD88.

3. SILT FENCES SHALL BE CONSTRUCTED ON, BUT NOT LIMITED TO, THE

DOWNHILL SIDE OF ALL STOCKPILES, AT THE TOE OF NEWLY CONSTRUCTED

SPOIL BANKS, EXPOSED CUT AREAS TO PREVENT SEDIMENT FROM ENTERING

THE CREEK, AND ALONG THE ROW. SEE SHEET C-501 FOR MORE DETAILS.

4. SILT FENCE MAY BE NEEDED IN OTHER ARES NOT SHOWN IN THE PLANS,

DEPENDING ON CONSTRUCTION OPERATIONS.

5. ALL EXPOSED EXCAVATION, FILL, AND BACKFILL SHALL RECEIVE FERTILIZING

SEEDING, AND MULCHING EXCEPT AREAS THAT RECEIVE LIME TREATMENT

SHALL RECEIVE TOPSOIL, FERTILIZING, SEEDING, AND MULCHING.

6. GENERAL SITE AREA SHALL BE SLOPED TO DRAIN.

REFERENCES:

1. FOR STORM WATER POLLUTION PREVENTION PLAN DETAILS, SEE SHEET C-501.

LEGEND:

260 MAJOR CONTOUR LINE

ROW LIMITS

HICKAHALA CREEK THALWEG

EXISTING TOP BANK / TOP OF EXISTING SPOIL BANK

TOE OF EXISTING SPOIL BANK

LIMITS OF RIPRAP

WOODS

IRON ROD (CONTROL POINT)

BORING LOCATION

SHEET PILE

SF SILT FENCE

LIMITS OF LIME TREATMENT

25'

75.00' 160.00' 20.00' 37.50'

1 1

60" R650 RIPRAP

36" R650 RIPRAP 36" R650 RIPRAP

36" (MIN.) R650 RIPRAP

FROM EXISTING GROUND TO GRADE

EXISTING GROUND

1V:5H

1V:20H

EL. 260.50

SHEET PILE CREST EL. 260.50

SHEET PILE TIP EL. 235.50

EXISTING GROUND

EL. 252.50

PZ35 SHEET PILE

O F

D R

O P

KEY

O F

1V :2

0H S

. 6

. 7

O F

D R

O P

O X.

T O

E O

F 1V

:5 H

. 8 +4

EXISTING GROUND

TOE OF SLOPE

EL. 252.50

TIE INTO EXISTING GROUNDTIE INTO EXISTING GROUND

@ EL. 252.50

36" (MIN.) R650 RIPRAP

FROM EXISTING GROUND TO GRADE

36" R650 RIPRAP

25'

95.00' 140.00' 25.00' 32.50'

1 1

60" R650 RIPRAP

36" R650 RIPRAP 36" R650 RIPRAP

36" (MIN.) R650 RIPRAP

FROM EXISTING GROUND TO GRADE

EXISTING GROUND

1V:20H

EL. 259.50

SHEET PILE CREST EL. 259.50

SHEET PILE TIP EL. 235.50

EXISTING GROUND

EL. 252.50

PZ35 SHEET PILE

O F

D R

O P

KEY

O F

1V :2

0H S

. 6

. 7

O F

D R

O P

EXISTING GROUND

TOE OF SLOPE

EL. 252.50

TIE INTO EXISTING GROUNDTIE INTO EXISTING GROUND

@ EL. 252.50

36" (MIN.) R650 RIPRAP

FROM EXISTING GROUND TO GRADE

36" R650 RIPRAP

O X.

R T

O F

G R

O U

N D

. 7 +0

O X.

R T

O F

G R

O U

N D

. 6 +9

O X.

R T

O F

G R

O U

N D

. 8 +3

APPROX. START OF EXCAVATION

FOR 36" R650 RIPRAP

APPROX. START OF EXCAVATION

FOR 36" R650 RIPRAP

1V:5H

O X.

T O

E O

F 1V

:5 H

. 8 +4

O X.

R T

O F

G R

O U

N D

. 8 +3

C-201

W D

R O

. 8

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 PROFILE - C/L LOW FLOW - STA 5+30 TO STA 8+75

SCALE: 1"=12'

Feet 0 12 24

H1 PROFILE - C/L 1ST STAGE - STA 5+30 TO STA 8+75

SCALE: 1"=12'

0 12 24

VARIES

60" R650 RIPRAP FROM

STA. 5+54 TO STA. 5+87

36" R650 RIPRAP FROM

STA. 5+87 TO STA. 6+29

1V:3H1V:3H

VARIESVARIESSPOIL BANK

EL. 280.00'

SPOIL BANK

EL 278.00'

1V:2.5H 1V:2.5H

71.00'

10.00' 10.00'

100.00'

4.50' 4.50'

36" (MIN.) R650 RIPRAP

FROM EXISTING GROUND

TO GRADE

SPOIL BANK

EL. 280.00'

1V:2.5H

VARIES VARIES

1V:2.5H

SPOIL BANK

EL. 278.00VARIES

1V:2.5H 1V:2.5H

VARIESSPOIL BANK

EL. 280.00

71.00' 4.50'4.50'

10.00' 10.00'

100.00'

39.00'39.00'

EL. 260.50'

EL. 262.00' EL. 262.00'

10.00' 10.00' 5.00'5.00'

198.00'

SHEET PILE TIP EL. 235.50'

36" R650 RIPRAP

TOP OF RIPRAP EL. 267.00

1V:2.5H

VARIESSPOIL BANK

EL. 280.00

SPOIL BANK

EL. 278.00VARIES

1V:2.5H

TOP OF 2 STAGE

EL. 262.00' TOP OF 2 STAGE

EL. 262.00'

15.00' 10.00'

4.50' 4.50'

71.00' 10.00' 15.00'

SPOIL BANK

EL 278.00'

EL. 275.00'EL. 275.00'

100.00'

36" (MIN.) R650 RIPRAP

FROM EXISTING GROUND TO GRADE

36" R650 RIPRAP

EXISTING GROUND

EXISTING GROUND EXISTING GROUND

EXISTING GROUND

PZ35 SHEET PILEPZ35 SHEET PILE

CUT OFF SHEET PILE SMOOTH ON 1V:3H SLOPES CUT OFF SHEET PILE SMOOTH ON 1V:3H SLOPES

TRANSITION

36" R650 RIPRAP36" R650 RIPRAP

EL. 252.50

1V:3H1V:3H

TOP OF 2ND STAGE

36" R650 RIPRAP36" R650 RIPRAP

TOP OF 2ND STAGE

1V:3H 1V:3H

EXISTING GROUND

1V:3H 1V:3H

EL. 260.50'EL. 259.50'

20.00' 1V:3H 1V:3H

EL. 260.50'

20.00'

EL. 259.50'

1V:3H

20.00'

35.50' 35.50'

C/L LOW FLOW

C/L 1ST STAGE C/L 1ST STAGE

C/L LOW FLOW

TOP OF 1ST STAGETOP OF 1ST STAGE

TOP OF LOW FLOW

1V:3H

C/L 2ND STAGEC/L 2ND STAGE

C/L 1ST STAGE C/L 1ST STAGE

C/L LOW FLOW

C/L 2ND STAGEC/L 2ND STAGE

C/L 1ST STAGE

C/L LOW FLOW

C/L 2ND STAGEC/L 2ND STAGE

R650 RIPRAP

EXCAVATE

FILL

C-301

C R

N S

. 8 +1

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

NOTES:

REFERENCES:

1. THE CROSS SECTIONS ARE CUT ALONG ALIGNMENT.

2. THE CROSS SECTIONS ARE CUT LOOKING UPSTREAM.

3. CUT OFF SHEET PILE SMOOTH ON ALL 1V:3H SLOPES.

4. CROSS SECTIONS ARE A TYPICAL REPRESENTATION BUT

MAY VARY FROM STATION TO STATION.

1. FOR ALIGNMENT DATA, SEE SHEET C-102.

LEGEND:

EXISTING GROUND

PROPOSED GRADE

H3 TYPICAL CROSS SECTION - STA. 7+89

SCALE: NONE

A3 TYPICAL CROSS SECTION - STA. 5+54 TO STA. 6+29

SCALE: NONE

D3 TYPICAL CROSS SECTION - STA. 6+29 TO STA. 7+89

SCALE: NONE

M3 TYPICAL CROSS SECTION - STA. 7+89 TO STA. 8+14

SCALE: NONE

36" (MIN.) R650 RIPRAP

FROM EXISTING GROUND

TO GRADE

TOP OF RIPRAP EL. 267.00TOP OF RIPRAP EL. 267.00

SPOIL BANK

EL. 278.00

VARIES

1V:2.5H1V:2.5H

VARIES

SPOIL BANK

EL. 280.00

VARIES

1V:2.5H

15.00' (MAX.)

SPOIL BANK

EL. 278.00

SPOIL BANK

EL. 278.00

15.00' (MAX.) FROM STA. 8+46.5 TO STA. 15+25

10' FROM STA. 15+25 TO STA. 15+81.5

1V:2.5H

C/L LONGITUDINAL PEAK STONE TOE

R650 RIPRAP

EL. 261.00

1V:3H

10' FROM STA. 15+81.5 TO STA. 18+66

VARIES FROM STA. 18+66 TO STA. 20+05

TRANSITION

EXISTING GROUND EXISTING GROUND

1V:3H1V:3H

36" R650 RIPRAP 36" R650 RIPRAP

EXISTING GROUND

14' SPOIL BANK BENCH

FROM STA. 13+50 TO STA. 15+81.5

1V:2.5H

EXISTING GROUND

1V:2.5H

15.00' (MAX.) FROM STA. 15+81.5 TO STA. 19+10.5

SPOIL BANK

EL. 278.00

EXISTING GROUND

1.5

SPOIL BANK

EL. 278.00

1V:2.5H

14' SPOIL BANK BENCH

FROM STA. 15+81.5 TO STA. 18+66

1V:2.5H

SPOIL BANK BENCH

EL. 275.00 (MAX.)

SPOIL BANK BENCH

EL. 275.00 (MAX.)

EXISTING GROUND

C/L LONGITUDINAL PEAK STONE TOE

R650 RIPRAP

EL. 261.00

1V:3H

10'

1V:2.5H

15.00' (MAX.)

SPOIL BANK

EL. 278.00

EXISTING GROUND

1.5

SPOIL BANK

EL. 278.00

1V:2.5H

14' SPOIL BANK BENCH

1V:2.5H

SPOIL BANK BENCH

EL. 275.00 (MAX.)

EXISTING GROUND

TIEBACK

36" R650 RIPRAP

10'

R650 RIPRAP TIEBACK

FINISHED GRADE

C/L HICKAHALA CREEK

C/L 1ST STAGE C/L 1ST STAGE

C/L LOW FLOW

R650 RIPRAP

EXCAVATE

FILL

C-302

C R

N S

. 2 0+

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

NOTES:

REFERENCES:

1. THE CROSS SECTIONS ARE CUT ALONG ALIGNMENT.

2. THE CROSS SECTIONS ARE CUT LOOKING UPSTREAM.

3. CUT OFF SHEET PILE SMOOTH ON ALL 1V:3H SLOPES.

4. CROSS SECTIONS ARE A TYPICAL REPRESENTATION BUT

MAY VARY FROM STATION TO STATION.

1. FOR ALIGNMENT DATA, SEE SHEET C-102.

LEGEND:

EXISTING GROUND

PROPOSED GRADE

G2 TYPICAL CROSS SECTION - STA. 15+81.5 TO STA. 20+50

SCALE: NONE

A2 TYPICAL CROSS SECTION - STA. 8+14 TO STA. 8+46.5

SCALE: NONE

D2 TYPICAL CROSS SECTION - STA. 8+46.5 TO STA. 15+81.5

SCALE: NONE

K2 TYPICAL CROSS SECTION - STA. 16+10

SCALE: NONE

N7 TIEBACK CROSS SECTION

U .S

. S U

, N

U .S

. S U

, N

STA. 5+30

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 5+50

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 5+75

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 6+00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

C-303

C R

N S

. 6 +0

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

A1 CROSS SECTIONS - STA. 5+30 TO STA. 6+00

SCALE: 1"=25'

Feet 0 25 50

NOTES:

REFERENCES:

1. THE CROSS SECTIONS ARE CUT ALONG ALIGNMENT.

2. THE CROSS SECTIONS ARE CUT LOOKING UPSTREAM.

1. FOR ALIGNMENT DATA, SEE SHEET C-102.

LEGEND:

EXISTING GROUND

PROPOSED GRADE

R650 RIPRAP

EXCAVATE

FILL

U .S

. S U

, N

U .S

. S U

, N

STA. 6+25

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 6+50

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 6+75

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 7+00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

A1 CROSS SECTIONS - STA. 6+25 TO STA. 7+00

SCALE: 1"=25'

R650 RIPRAP

EXCAVATE

FILL

C-304

C R

N S

. 7 +0

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

Feet 0 25 50

NOTES:

REFERENCES:

1. THE CROSS SECTIONS ARE CUT ALONG ALIGNMENT.

2. THE CROSS SECTIONS ARE CUT LOOKING UPSTREAM.

1. FOR ALIGNMENT DATA, SEE SHEET C-102.

LEGEND:

EXISTING GROUND

PROPOSED GRADE

U .S

. S U

, N

U .S

. S U

, N

STA. 7+25

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 7+50

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 7+75

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 8+00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

A1 CROSS SECTIONS - STA. 7+25 TO STA. 8+00

SCALE: 1"=25'

R650 RIPRAP

EXCAVATE

FILL

C-305

C R

N S

. 8 +0

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

Feet 0 25 50

NOTES:

REFERENCES:

1. THE CROSS SECTIONS ARE CUT ALONG ALIGNMENT.

2. THE CROSS SECTIONS ARE CUT LOOKING UPSTREAM.

1. FOR ALIGNMENT DATA, SEE SHEET C-102.

LEGEND:

U .S

. S U

, N

U .S

. S U

, N

STA. 8+25

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 8+50

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 8+75

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 9+00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

A1 CROSS SECTIONS - STA. 8+25 TO STA. 9+00

SCALE: 1"=25'

R650 RIPRAP

EXCAVATE

FILL

C-306

C R

N S

. 9 +0

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

Feet 0 25 50

NOTES:

REFERENCES:

1. THE CROSS SECTIONS ARE CUT ALONG ALIGNMENT.

2. THE CROSS SECTIONS ARE CUT LOOKING UPSTREAM.

1. FOR ALIGNMENT DATA, SEE SHEET C-102.

LEGEND:

U .S

. S U

, N

U .S

. S U

, N

STA. 9+25

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 9+50

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 9+75

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 10+00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

A1 CROSS SECTIONS - STA. 9+25 TO STA. 10+00

SCALE: 1"=25'

R650 RIPRAP

EXCAVATE

FILL

C-307

C R

N S

. 1 0+

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

Feet 0 25 50

NOTES:

REFERENCES:

1. THE CROSS SECTIONS ARE CUT ALONG ALIGNMENT.

2. THE CROSS SECTIONS ARE CUT LOOKING UPSTREAM.

1. FOR ALIGNMENT DATA, SEE SHEET C-102.

LEGEND:

U .S

. S U

, N

U .S

. S U

, N

STA. 10+25

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 10+50

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 10+75

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 11+00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

A1 CROSS SECTIONS - STA. 10+25 TO STA. 11+00

SCALE: 1"=25'

R650 RIPRAP

EXCAVATE

FILL

C-308

C R

N S

O S

. 1

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

Feet 0 25 50

NOTES:

REFERENCES:

1. THE CROSS SECTIONS ARE CUT ALONG ALIGNMENT.

2. THE CROSS SECTIONS ARE CUT LOOKING UPSTREAM.

1. FOR ALIGNMENT DATA, SEE SHEET C-102.

LEGEND:

U .S

. S U

, N

U .S

. S U

, N

STA. 11+25

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 11+50

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 11+75

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 12+00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

A1 CROSS SECTIONS - STA. 11+25 TO STA. 12+00

SCALE: 1"=25'

R650 RIPRAP

EXCAVATE

FILL

C-309

C R

N S

O S

. 1

N . M

O R

R O

N . M

O R

R O

. W

E, P

-X

X- X-

2E E-

-B

-A

R G

, M S

O N

R G

/M R

&T , Y

O R

D H

P, L

D -2

C O

U N

, M

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

D B

C H

D B

D R

B Y:

C O

N O

N N

E D

C R

O N

SHEET ID

US Army Corps of Engineers

U .S

. A R

M Y

C O

O F

R S

Feet 0 25 50

NOTES:

REFERENCES:

1. THE CROSS SECTIONS ARE CUT ALONG ALIGNMENT.

2. THE CROSS SECTIONS ARE CUT LOOKING UPSTREAM.

1. FOR ALIGNMENT DATA, SEE SHEET C-102.

LEGEND:

U .S

. S U

, N

U .S

. S U

, N

STA. 12+25

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 12+50

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 12+75

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

0.00 50.00 100.00 150.00 200.00 250.000.00-50.00-100.00-150.00-200.00-250.00

U .S

. S U

, N

U .S

. S U

, N

STA. 13+00

230.00

240.00

250.00

260.00

270.00

280.00

290.00

300.00

310.00

230.00

240…

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