Mt_ Olive Church Rd_ Dam 5_3_23.pdf

PDF 20 MB Posted Nov 6, 2023

Attached to: Mt. Olive Church Road Dam Restoration
Solicitation number: PE-66400-NONST-2024-000000001
Issued by: Barrow County, Georgia

About this file

Written by GovTribe AI · Aug 26, 2024

This document appears to be a Scope of Work for a dam rehabilitation project on Mt. Olive Church Road. The project is being solicited by the North Carolina Department of Environmental Quality, Division of Energy, Mineral, and Land Resources, Dam Safety Program.

The Scope of Work details the requirements for the rehabilitation of Dam #5 located on Mt. Olive Church Road. The project includes concrete repairs, spillway modifications, erosion control, and other ancillary work necessary to bring the dam into compliance with state regulations. Bids are due on May 3, 2023 and the project is anticipated to be awarded shortly thereafter, with a 180-day construction period. A mandatory pre-bid conference was held on April 12, 2023 for all interested contractors.

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File	Type	Posted
ADDENDUM.pdf	PDF	Nov 6, 2023
Mt_ Olive Church Road Dam Removal and Replace.pdf	PDF	Nov 6, 2023

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SHEET INDEX

C001 COVER SHEET

C101 EXISTING CONDITIONS

C201 MAINLINE PLAN

C202 ROAD PROFILE & TYPICAL SECTION

C203-C204 ROAD CROSS SECTIONS

C301 GRADING & DRAINAGE PLAN

C401 EPD SITE IMPACT MAP

C501 INITIAL EROSION PLAN

C502 INTERMEDIATE EROSION PLAN

C503 FINAL EROSION PLAN

C504 EROSION CONTROL NOTES

C505 EROSION CONTROL DETAILS

C506 VEGETATION PLAN

C507 SWPPP

C508 DRAINAGE MAP & SEDIMENT CALCS.

C601 STORM SEWER PROFILES

C602 STORM DETAILS

C701-702 CONSTRUCTION DETAILS

SITE

VICINITY MAP

FLOOD MAP

GORDON COUNTY PUBLIC WORKS

STEVE PARRIS

116 PUBLIC SAFETY DR

CALHOUN, GA 30701

STEVE PARRIS

DATE: MAY 3RD, 2023

CONSTRUCTION DOCUMENTS FOR:

CLIENT

ENGINEER:

BAILEY CIVIL GROUP, LLC

MATT BAILEY, P.E.

P.O. BOX 4392

CARTERSVILLE, GA 30120

TELEPHONE: 678.925.6003

EMAIL: MATT@BAILEYCIVILGROUP.COM

TOTAL AREA OF DISTURBANCE = 0.85 ACRES

WETLAND DISTURBANCE = 0.168 ACRES

OPEN WATER DISTURBANCE=0.149 ACRES

STATE BUFFER IMPACT=214,712.75 S.F. (0.338 AC.)

24 HOUR CONTACT

STEVE PARRIS

706-629-2785

C001

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

GSWCC LEVEL II DESIGN

PROF. CERT#000010458

GRADING

PAVING AND

10 LANDSCAPING

CLEAN UP

FINAL

(TEMP.) (PERM.)

MAINTAIN EROSION

CONTROL

STORM DRAIN

INSTALLATION

GRASS

ANTICIPATED ACTIVITY SCHEDULE

ACTIVITY

INSTALL SEDIMENT

CONTROLS

CLEARING AND

1 3 5 7642 8

FLAG/STAKE CLEARING

LIMITS

9 10 11 12

GUARDRAIL INSTALL

EXISTING DAM

DEMOLITION OF

DRAIN LAKES

PRIMARY PERMITTEE:

GORDON COUNTY

116 PUBLIC SAFETY DR

CALHOUN, GA 30701

PHONE: 706-629-2785

sparris@gordoncounty.org

PROJECT NARRATIVE:

THE PROJECT WILL CONSISTS OF THE REMOVAL AND

REPLACEMENT OF AN EXISTING ROAD DAM. THE DAM IS IN

NEED OF REPAIR DUE TO INADEQUATE SIDE SLOPES. THE

ROAD DAM AND THE EXISTING OUTLET PIPES WILL BE

REMOVED. THE EXISTING LAKE WILL NEED TO BE DRAINED

IN ORDER TO PLACE FILL FOR THE PROPOSED DAM

RESTORATION. FILL WILL BE PLACED WITHIN THE EXISTING

LAKE OPEN WATERS, THEREFORE A CORP OF ENGINEERS

PERMIT WILL BE REQUIRED ALONG WITH AN EPD BUFFER

VARIANCE. CURRENTLY THE ROAD DAM CONSIST OF TREES

AND SHRUBS WITH STEEP SIDE SLOPES. THE PROPOSED

DAM WILL CONSIST OF A GOOD STAND OF GRASS WITH 2:1

SIDE SLOPES. A NEW LAKE OUTLET WILL BE INSTALLED.

GENERAL NOTES:

-POST SPEED: 35 MPH

-TRAFFIC ADT: N/A

-% TRUCKS: N/A

-FUNCTIONAL CLASS: LOCAL MINOR RURAL

-THIS PROJECT IS 100% LOCATED IN GORDON COUNTY

-THIS PROJECT IS FUNDED BY GORDON COUNTY

- NET LENGTH OF PROJECT: 0.104 MILES

-MID POINT COORDINATES: 2113406.17, 1622173.74

SITE

MT. OLIVE CHURCH ROAD

STATE ROUTE # N/A

COUNTY ROUTE # N/A

FEDERAL ROUTE # N/A

DAM REMOVAL & RESTORATION

AutoCAD SHX Text D.

40'18.3'

EXISTING CONDITIONS PLAN

DEMOLITION NOTES:

1. CONTRACTOR SHALL OBTAIN ALL PERMITS BEFORE DEMOLITION AND

CONSTRUCTION BEGINS. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING

WITH GORDON COUNTY REGULATIONS, O.S.H.A. STANDARDS, AND GOVERNING EPA

REGULATIONS.

2. CONTRACTOR TO COMPLY WITH LOCAL AND COUNTY REGULATIONS REGARDING

HAULING, DISPOSAL, AND THE BURNING OR BURYING OF DEBRIS ON-SITE.

3. DEMOLITION MATERIALS NOT SUITABLE FOR FILL MATERIAL SHALL BE DISPOSED

OF OFF-SITE. ALL DEBRIS SHALL BE HAULED OFF-SITE TO A DISPOSAL AREA

APPROVED BY GORDON COUNTY AND STATE OF GEORGIA FOR THE HANDLING OF

DEMOLITION DEBRIS.

4. THE LOCATIONS OF EXISTING UTILITIES SHOWN ARE BASED ON A SURVEY AS

INDICATED IN THE GENERAL NOTES ON THE SITE PLAN. CONTRACTOR SHALL NOTIFY

ENGINEER OF ANY DISCREPANCIES BETWEEN THESE PLANS AND FIELD

CONDITIONS.

5. CONTRACTOR SHALL CONTACT ALL UTILITIES COMPANIES (WATER, SEWER,

POWER, TELEPHONE, NATURAL GAS, CABLE, ETC) FOR PROPER DISCONNECT OF

UTILITIES TO BUILDING TO BE REMOVED, AS WELL AS VERIFICATION OF UTILITIES TO

BE RELOCATED DUE TO CONSTRUCTION. CONTRACTOR TO CALL GEORGIA ONE-CALL

CENTER @ 811 AT LEAST 72-HOURS PRIOR TO CONSTRUCTION TO HAVE UTILITIES

LOCATED.

6. CONTRACTOR RESPONSIBLE FOR LOCATING, IDENTIFYING, DISCONNECTING, AND

SEALING OR CAPPING UTILITIES SERVING BUILDINGS AND STRUCTURES TO BE

DEMOLISHED.

7. THE PURPOSE OF THIS PLAN IS FOR DEMOLITION ONLY. UTILITIES SHALL NOT BE

REMOVED, ABANDONED OR RELOCATED UNTIL ALTERNATE PROVISIONS ARE MADE

TO MAINTAIN SERVICE TO OTHER BUILDINGS/FACILITIES AS APPROVED BY THE

OWNER.

8. CONTRACTOR SHALL PROTECT ALL ADJACENT LANDS FROM DAMAGE DURING

DEMOLITION WORK. ANY OFF-SITE AREAS DISTURBED SHALL BE RETURNED TO A

CONDITION EQUAL TO OR BETTER THAN THE EXISTING CONDITION.

C101

20 20 40 60 FEET

SCALE: 1" = 20'

024 HOUR CONTACT

STEVE PARRIS

706-629-2785

Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

N D

N S

GSWCC LEVEL II DESIGN

PROF. CERT#000010458

AutoCAD SHX Text

MT. OLIVE CHURCH RD. 40' R/W

AutoCAD SHX Text

EXISTING LAKE W.S.E.=739.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=747.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=751.30

: 0

+0 0.

: 0

+7 5.

: 1

+0 7.

: 1

+4 7.

: 2

+4 9.

11 PC

: 3

+9 6.

: 4

+0 7.

: 5

+4 9.

: 6

+1 0.

40'18.3'

R10'

R1000' R300'

R700'

0+00

1+00 2+00

3+00

4+00

5+00

6+00

50'

24'

12'

12' 6.5' SHOULDER

SLOPE @ 3 4"/FOOT

6.5' SHOULDER

SLOPE @ 3 4"/FOOT

6.5' SHOULDER

SLOPE @ 3 4"/FOOT

6.5' SHOULDER

SLOPE @ 3 4"/FOOT

CONSTRUCTION

CENTERLINE

BEGIN PROJECT

STA: 0+08.06

N:2113165.87 E:1622182.42

BEGIN TAPER

STA: 0+08.06

OFF: 9.45'

BEGIN TAPER

STA: 0+08.06

OFF: 9.429'

END TAPER

STA: 0+58.06

OFF: 12.0'

END TAPER

STA: 0+58.06

OFF: 12.0'

BEGIN TAPER

STA: 4+65.40

OFF: 12.0'

BEGIN TAPER

STA: 4+65.40

OFF: 12.0'

END TAPER

STA: 5+15.40

OFF: 9.58''

END TAPER

STA: 5+15.40

OFF: 9.18''

END PROJECT

STA: 5+40.24

N:2113696.50 E:1622195.25

PROPOSED EDGE

OF PAVEMENT

PROPOSED 5"

SOLID WHITE LINE

PROPOSED 5"

SOLID WHITE LINE PROPOSED EDGE

OF PAVEMENT

5" SOLID

DOUBLE YELLOW

BEGIN W-BEAM

GUARDRAIL

STA: 0+58.06

OFF:16.00

TYPE 12A ANCHOR

BEGIN W-BEAM

GUARDRAIL

STA: 0+07.66

OFF:16.00

TYPE 1 ANCHOR

END W-BEAM

GUARDRAIL

STA: 5+40.24

OFF:13.50

TYPE 1 ANCHOR

END W-BEAM

GUARDRAIL

STA: 5+00

OFF:14.00

TYPE 12A ANCHOR

50'

PERMANENT SLOPE

EASEMENT

PERMANENT SLOPE

EASEMENT

" R

C201

20 20 40 60 FEET

SCALE: 1" = 20'

24 HOUR CONTACT

STEVE PARRIS

706-629-2785 Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

N E

LIGHT DUTY ASPHALT DETAIL

NOTE:

98% STANDARD PROCTOR COMPACTION IS REQUIRED IN ALL AREAS

OF FILL. GEOTECHNICAL ENGINEER TO OBSERVE PLACEMENT OF FILL

DURING CONSTRUCTION.

LAKE POND PIPE TRENCH TO BE FILLED WILL CONCRETE UP TO THE

SPRINGLINE.

NO TREE GROWTH ON DAMS. DAM IS TO MAINTAIN A GOOD

STAND OF GRASS, AND TO BE MAINTAINED BY GORDON COUNTY TO

PREVENT BRUSH AND TREE GROWTH.

AutoCAD SHX Text

MT. OLIVE CHURCH RD. 40' R/W

AutoCAD SHX Text

EXISTING LAKE W.S.E.=739.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=747.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=751.30

AutoCAD SHX Text D.

AutoCAD SHX Text

12" SUBGRADE COMPACTED

AutoCAD SHX Text

TO 98% MAX. DRY DENSITY

AutoCAD SHX Text

NOT TO SCALE

AutoCAD SHX Text ASPHALT CONC. 9.5 mm SUPERPAVE 2.0")

AutoCAD SHX Text

6" CRUSHED STONE COMPACTED

AutoCAD SHX Text

OR SOIL CEMENT

AutoCAD SHX Text

TO 100% MAX. DRY DENSITY

ASPHALT CONC. 19 mm SUPERPAVE (2.0")

MT. OLIVE CHURCH RD

VERTICAL SCALE: 5.00

HORIZONTAL SCALE: 20.00

1.28% -0.50%

HIGH PT STA: 2+18.63

HIGH PT ELEV: 755.42

PVI STA:1+75.00

PVI ELEV:755.78

K:112.44

LVC:200.00

: 0 +7

: 7

: 2 +7

: 7

END PROJECT

STA: 5+40.24

C202

24 HOUR CONTACT

STEVE PARRIS

706-629-2785

Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

AutoCAD SHX Text D.

AutoCAD SHX Text

TYPICAL #1 STA 0+58.06 TO 4+65.40-MT. OLIVE CHURCH RD.

AutoCAD SHX Text Profile Grade

AutoCAD SHX Text 2%

AutoCAD SHX Text 12'-0"

AutoCAD SHX Text Travel Lane

AutoCAD SHX Text 12'-0"

AutoCAD SHX Text

TANGENT SECTION

AutoCAD SHX Text 6.25%%%

AutoCAD SHX Text 6.5'-0"

AutoCAD SHX Text 8'-0"

AutoCAD SHX Text

TO R.O.W.

AutoCAD SHX Text C

AutoCAD SHX Text L

AutoCAD SHX Text

GADOT

AutoCAD SHX Text

LOWNDES

AutoCAD SHX Text

SHOULDER

AutoCAD SHX Text

2:1 MAX

AutoCAD SHX Text 6.25%%%

AutoCAD SHX Text

2:1 MAX

AutoCAD SHX Text 6.5'-0"

AutoCAD SHX Text

SHOULDER

AutoCAD SHX Text 8'-0"

AutoCAD SHX Text

TO R.O.W.

AutoCAD SHX Text Shoulder Pav.

AutoCAD SHX Text ( If Req'd. )

AutoCAD SHX Text "S"+ 8'

AutoCAD SHX Text S=4'

AutoCAD SHX Text Roadway

AutoCAD SHX Text

NORMAL SHOULDER

AutoCAD SHX Text Shoulder Graded for Type 12 Anchorage

AutoCAD SHX Text Shoulder Graded for Guardrail

AutoCAD SHX Text "S" + 2'-6" Typical

AutoCAD SHX Text 2: 1 Maximum Behind guardrail

AutoCAD SHX Text 3:1 Maximum 4: 1 Or Flatter Desirable behind Type 12 Anchorage

AutoCAD SHX Text

TYPICAL SHOULDER DETAIL FOR GUARDRAIL

AutoCAD SHX Text

SEE PLAN FOR LOCATION

USE 7.0' LENGTH POST

3+50.00

710.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

710.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00-80.00-90.00-100.00

0+50.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00-80.00-90.00-100.00

1+00.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00-80.00-90.00-100.00

1+50.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00-80.00-90.00-100.00

2+00.00

710.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

710.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00-80.00-90.00-100.00

2+50.00

710.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

710.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00-80.00-90.00-100.00

3+00.00

710.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

710.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00-80.00-90.00-100.00

4+00.00

710.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

710.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00-80.00-90.00-100.00

-6.25%

50.00% -2.00%

-50.00%

=0 .0

. E

=1 8.

. E

=0 .0

. E

=1 8.

. E

=0 .0

. E

=1 8.

. E

=0 .0

. E

=1 8.

. E

=0 .0

. E

=1 8.

. E

=0 .0

. E

=1 8.

. E

=0 .0

. E

=1 8.

. E

=0 .0

. E

=1 8.

. E

-6.25%

50.00% -50.00%

-2.00%

-2.00% -6.25% -50.00%50.00%

-2.00% -6.25% -50.00%

-2.00% -6.25%

-50.00% 50.00%

-2.00%

50.00% -50.00%

-2.00% -6.25% -50.00%50.00%

40' R/W

40'

R/WEXISTING

GROUND

EXISTING

GROUND

EXISTING

GROUND

EXISTING

GROUND

EXISTING

GROUND

EXISTING

GROUND

EXISTING

GROUND

EXISTING

GROUND

-6.25%

-6.25%-6.25%

-6.25%

-2.00%

-2.00%-2.00%

-2.00%

-2.00% C203

24 HOUR CONTACT

STEVE PARRIS

706-629-2785 Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD, 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

20 20 40 60 FEET

SCALE: 1" = 20'

4+50.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00-80.00-90.00-100.00

5+00.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

720.00

730.00

740.00

750.00

760.00

770.00

780.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00-80.00-90.00-100.00

40' R/W

=0 .0

. E

=1 8.

. E

=0 .0

. E

=1 8.

. E

-2.00% -6.25% -50.00%

40' R/W

EXISTING

GROUND

EXISTING

GROUND

-6.25% -6.25% -2.00%-2.00%

C204

24 HOUR CONTACT

STEVE PARRIS

706-629-2785 Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD, 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

20 20 40 60 FEET

SCALE: 1" = 20'

F F F F F F F

F F F F F F F F F F F F F F F F F F F F F F F F F

F F

F F F F F

40'18.3'F F F

F F F F F F F F F F F F F F F F F F F F F F F F

F F F F F F F F F

TOE OF PROPOSED SLOPE

LIMITS OF FILL

TOE OF PROPOSED SLOPE

LIMITS OF FILL

CONTRACTOR TO USE A

SIPHON OR PUMP TO DRAW

DOWN THE UPPER LAKE

WATER LEVEL TO BELOW

THE PROPOSED FILL LINE

CONTRACTOR TO CONSTRUCT

A COFFERDAM FOR FILL

PLACEMENT IN THE LOWER

LAKE. OR LOWER THE LAKE

LEVEL AT THE OUTLET.

LAKE OUTLET CONTROL

72" 1011A MANHOLE

W/ PEDESTAL TOP

10'X10'X2'

PLUNGE POOL

" R

AREA TO BE RE-VEGETATED

WITH BROOMSEDGE

BLUESTREAM, EASTERN

DAISY, AND FESUE.

AREA TO BE RE-VEGETATED

WITH BROOMSEDGE

BLUESTREAM, EASTERN

DAISY, AND FESUE.

GRADING NOTES:

1. ALL AREAS TO RECEIVE PAVEMENT, STRUCTURES OR FILL MATERIAL SHALL BE STRIPPED OF ORGANIC

MATERIAL, TOPSOIL, AND DEBRIS PRIOR TO CONSTRUCTION.

2. ONCE STRIPPING HAS BEEN COMPLETED, ALL AREAS TO RECEIVE FILL SHOULD BE PROOF-ROLLED IN THE PRESENCE OF A REPRESENTATIVE OF THE SOILS ENGINEER. SOFT AREAS ENCOUNTERED DURING

PROOF-ROLLING SHALL BE STABILIZED BY COMPACTION OR UNDERCUT.

3. ALL FILL AREAS SHALL BE FREE OF ORGANIC OR OTHERWISE UNSUITABLE MATERIALS AND

COMPACTED TO 95% OF MAXIMUM DRY DENSITY PER STANDARD PROCTOR ASTM D698 UNLESS

OTHERWISE SPECIFIED BY THE GEOTECHNICAL REPORT AS LISTED BELOW. THE TOP TWO (2) FEET OF FILL UNDER STRUCTURES AND PAVEMENT SHALL BE COMPACTED TO 98% OF MAXIMUM DRY DENSITY PER STANDARD PROCTOR ASTM D698 UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL REPORT

AS LISTED BELOW.

4. EARTHMOVING OPERATIONS SHALL BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL REPORT BY GEOHYDRO ENGINEERS, DATED MARCH 24TH 2004 : 95% (COMPACTION RECOMMENDATIONS)".

5. ALL SITE PREPARATION SHOULD BE MONITORED BY A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER. INSPECTIONS AND TESTING FOR ALL UNDERCUT AND FILL OPERATIONS AS WELL AS THE UTILIZATION OF ACCEPTABLE OFF-SITE BORROW MATERIALS SHOULD BE PERFORMED. THE OWNER, AT HIS OPTION, MAY HAVE DENSITY TESTS PERFORMED TO VERIFY THAT SPECIFIC COMPACTION IS

OBTAINED.

6. CUT OR FILL SLOPE SHOULD NOT BE STEEPER THAN 2H:1V. ALL PROPOSED SLOPES SHOULD BE OVERBUILT AND CUT BACK TO THE PROPOSED GRADES, EXPOSING THE FIRM COMPACTED INNER CORE.

THE EXCAVATION FOR THE SLOPES SHOULD BE MONITORED BY A REPRESENTATIVE OF THE

GEOTECHNICAL ENGINEER. VERTICAL CUTS EXCEED 5 FEET SHOULD BE BRACED AS REQUIRED BY OSHA

REGULATIONS FOR SAFETY.

7. SPOT ELEVATIONS SHALL TAKE PRECEDENCE OVER CONTOURS AND SLOPES SHOWN. THE

CONTRACTOR SHALL NOTIFY THE ENGINEER OF SPOT ELEVATIONS WHICH DO NOT APPEAR TO BE CONSISTENT WITH THE CONTOURS AND SLOPES. SPOT ELEVATIONS SHOWN ALONG CURB & GUTTER

DESIGNATE THE PROPOSED GRADE AT THE LIP OF THE GUTTER UNLESS OTHERWISE NOTED.

8. CONTRACTOR SHALL INSTALL APPROPRIATE EROSION CONTROL MEASURES PRIOR TO ANY LAND

DISTURBANCE ACTIVITIES.

9. THE CONTRACTOR SHALL ADJUST ALL MANHOLE COVERS, VALVE COVERS, CLEAN OUTS, VAULTS, BOXES, AND GRATES, EXISTING AND PROPOSED, TO "AS-CONSTRUCTED" FINISHED GRADE.

10. IF GRADE ADJUSTMENTS ARE REQUIRED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER TO

INVESTIGATE SUCH ADJUSTMENTS.

GRADING PLAN

C301

20 20 40 60 FEET

SCALE: 1" = 20'

024 HOUR CONTACT

STEVE PARRIS

706-629-2785

Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

EARTH EMBANKMENT CONSTRUCTION: (PER GEOTECHNICAL REPORT PREPARED BY GEOHYDRO ENGINEERS, DATED MARCH 24TH, 2004)

· DAM EMBANKMENT: A TYPICAL MAXIMUM SLOPE GRADIENT FOR EARTHEN DAMS 3H:1V. STEEPER SLOPES MAY RESULT IN STABILITY PROBLEMS AND CAN BE DIFFICULT TO MAINTAIN.

· DAM VEGETATION: VEGETATION ACCEPTABLE FOR A DAM SHOULD CONSIST OF GRASS COVER SUCH AS FESCUE OR BERMUDA. THE PRESENCE OF UNDERBRUSH AND TREES IMPEDE THE PROPER

PERIODIC EVALUATION OF THE DAM FOR SEEPAGE, STRUCTURAL DAMAGE, OR ANIMAL BURROWS WHICH CAN LEAD TO THE DEGRADATION OF THE DAM. IN ADDITION, TREES SHOULD NOT BE ALLOWED TO GROW WITHIN THE EMBANKMENTS. SUCH PLANT GROWTH CAN LEAD TO STRUCTURAL STABILITY CONCERNS.

· EROSION CONTROL: EROSION CONTROL MEASURES ALONG THE UPSTREAM EMBANKMENT AND DOWNSTREAM EMBANKMENTS SHOULD CONSIST OF GRASS, RIP RAP, OR OTHER EROSION CONTROL MEASURES. PROPER EROSION CONTROL AT THE OUTLET STRUCTURE IN THE FORM OF A PLUNGE POOL LINED WITH RIP RAP WILL NEED TO BE INSTALLED TO ENSURE THE STRUCTURAL INTEGRITY OF THE

OUTLET PIPE AND EMBANKMENT.

· SPILLWAYS: THE PRINCIPAL SPILLWAY SHOULD BE DESIGNED TO MOVE WATER THROUGH THE DAM TO AN OUTLET AT THE DOWNSTREAM BASE OF THE DAM DURING NORMAL FLOW CONDITIONS. THE OUTFLOW SHOULD BE RELEASED INTO A PLUNGE POOL. GRATES AND GUARDS SHOULD BE USED TO KEEP DEBRIS FROM ENTERING AND CLOGGING THE PIPES IN ADDITION TO KEEPING ANIMALS OUT.

TYPICALLY, EMERGENCY SPILLWAYS ARE DESIGNED TO PASS FLOOD FLOW WITHIN A CONTROLLED AREA TO PREVENT OVERTOPPING.

EARTH EMBANKMENT CONSTRUCTION

-PAVEMENTS, TREES, UNDERBRUSH, TOPSOIL, ROOTS, AND OTHER DELETERIOUS MATERIALS SHOULD BE REMOVED FROM THE PROPOSED CONSTRICTION AREA. THE UPPER LAKE SHOULD BE DRAINED, AND THE STREAM CHANNEL SHOULD BE DIVERTED TO ALLOW DEMOLITION OF THE ROAD EMBANKMENT AND CONSTRUCTION OF THE NEW EMBANKMENT. TEMPORARY DEWATERING WILL BE NECESSARY TO MANAGE GROUNDWATER WITHIN THE NEW EMBANKMENT FOOTPRINT. DEWATERING REQUIREMENTS WILL BE DETERMINED BY SITE CONDITIONS AT THE TIME OF NEW CONSTRUCTION. GROUNDWATER LEVELS SHOULD BE MAINTAINED AT LEAST 3 FEET BELOW PREVAILING EXCAVATION LEVELS. WE EXPECT THAT DIRECT PUMPING FROM TEMPORARY TRENCHES AND SUMPS WILL SUFFICE TO MAINTAIN TEMPORARY CONTROL OF THE GROUNDWATER. THE COST AND TIME REQUIRED FOR TEMPORARY GROUNDWATER CONTROL MUST BE CONSIDERED FOR BUDGETING PURPOSES. THE CONTRACTOR MUST BE PREPARED TO IMPLEMENT TEMPORARY DEWATERING AS NECESSARY TO ALLOW WORK IN EXCAVATION. WE RECOMMEND THAT THE CONSTRUCTION DOCUMENTS INCLUDE A MINIMUM PERFORMANCE SPECIFICATION FOR DEWATERING. THIS SPECIFICATION SHOULD REQUIRE SPECIFIC RESULTS FROM DEWATERING RATHER THAN DICTATE A DEWATERING METHOD. A SAMPLE GUIDE SPECIFICATION IS INCLUDED IN THE APPENDIX AS EXHIBIT “A”. IN GENERAL, WE FEEL THAT EXHIBIT “A” REPRESENTS THE MINIMUM SPECIFICATION FOR A PROJECT OF THIS SCOPE.

-BASED ON OUR EXPERIENCE, WE EXPECT AREAS OF SOFT SOILS WITHIN THE FOUNDATION AREAS FOR THE NEW EMBANKMENT. AFTER EXPOSURE OF THE FOUNDATION FOR THE NEW EMBANKMENT, THE FOUNDATION AREA SHOULD BE OBSERVED GEO- HYDRO. ANY EXCESSIVELY SOFT FOUNDATION MATERIAL SHOULD BE REMOVED AND REPLACED WITH SUITABLE, WELL COMPACTED STRUCTURAL FILL.

-TO REDUCE SEEPAGE ALONG THE PRINCIPAL SPILLWAY PIPE, THE TRENCH FOR THE PIPE MUST BE BACKFILLED WITH CONCRETE UP TO THE SPRINGLINE. THE TRENCH EXCAVATION SHOULD BE THOROUGHLY CLEANED TO AVOID LOOSE MATERIALS WHICH COULD CREATE VOIDS OR CONDUITS BETWEEN THE CONCRETE AND THE TRENCH SIDES AND BOTTOM.

-ABOVE THE SPRINGLINE, THE BACKFILL SOILS OVER THE PRINCIPAL SPILLWAY PIPE SHOULD BE CAREFULLY COMPACTED WITH HAND OPERATED EQUIPMENT UNTIL ENOUGH COVER HAS BEEN PLACED TO

ALLOW THE OPERATION OF CONVENTIONAL SELF-PROPELLED COMPACTION EQUIPMENT.

-IN ADDITION TO PROPER BACKFILLING ALONG THE PRINCIPAL SPILLWAY TRENCH, WE RECOMMEND THAT ANTI SEEP COLLARS BE INSTALLED. ANTI SEEP COLLARS SHOULD FURTHER REDUCE SEEPAGE ALONG THE PRINCIPAL SPILLWAY PIPE TRENCH. CONSTRUCTION OF ANTI SEEP COLLARS AND BACKFILLING AROUND THE COLLARS IS OFTEN DIFFICULT AND LABOR INTENSIVE. SPECIAL ATTENTION SHOULD BE PAID TO PROPER BACKFILLING TO AVOID AREAS OF LOOSE SOIL WHICH MAY CREATE VOIDS OR CONDUITS. HAND OPERATED COMPACTION EQUIPMENT WILL BE REQUIRED FOR BACKFILLING AROUND

ANTI SEEP COLLARS.

-TYPICAL EARTHEN EMBANKMENT DAMS ARE CONSTRUCTED OF MATERIALS WITH HYDRAULIC CONDUCTIVITY ON THE ORDER OF 1 X 10^-6 CM/SEC OR LOWER. SOME DESIGNS MAY INCLUDE A CORE OF LESSER HYDRAULIC CONDUCTIVITY MATERIALS PROTECTED BY CONVENTIONAL FILL MATERIALS. ALTERNATELY, THE EMBANKMENT MAY BE CONSTRUCTED AS A HOMOGENEOUS MASS WITH SOILS

THROUGHOUT THE EMBANKMENT HAVING THE SAME HYDRAULIC CONDUCTIVITY.

-MATERIALS SELECTED FOR USE AS STRUCTURAL FILL SHOULD BE FREE OF ORGANIC MATTER AND OTHER DELETERIOUS MATERIALS. THE MATERIAL SHOULD NOT CONTAIN ROCKS HAVING DIAMETER OVER 3 INCHES. THE MOISTURE CONTENT OF SUITABLE BURROW SOILS SHOULD BE WET OPTIMUM FOR CONSTRUCTION OF THE EARTH EMBANKMENT. TYPICALLY, MOISTURE CONTENTS UP TO ABOUT 4 PERCENT POINTS ABOVE OPTIMUM WILL BE ADEQUATE FOR THIS APPLICATION. TIGHTER MOISTURE LIMITS MAY BE NECESSARY WITH CERTAIN SOILS. USE OF SOILS HAVING MOISTURE CONTENT DRY OF OPTIMUM IS

NOT ACCEPTABLE.

-SUITABLE FILL MATERIAL SHOULD BE PLACED IN THIN LIFTS (LIFT THICKNESS DEPENDS ON TYPE OF COMPACTION EQUIPMENT, BUT IN GENERAL, LIFTS OF 8 INCHES LOOSE MEASUREMENT ARE RECOMMENDED.) THE SOILS SHOULD BE COMPACTED BY HEAVY COMPACTION EQUIPMENT SUCH AS A CATERPILLAR 815 SHEEPSFOOT ROLLER. FILL MATERIALS SHOULD BE PLACED OVER AS LARGE AS AN AREA OF THE EMBANKMENT FOOTPRINT AS POSSIBLE AT ANY GIVEN TIME TO MINIMIZE VERTICALLY ORIENTED INTERFACES BETWEEN ZONES OF FILL PLACED AT DIFFERENT TIMES. AS THE EMBANKMENT IS CONSTRUCTED, FILL ON THE FACE OF THE SLOPES SHOULD BE COMPACTED BY OPERATING TRACK MOUNTED EQUIPMENT UP AND DOWN THE SLOPES.

-AS THE EARTH EMBANKMENT IS CONSTRUCTED, NO PREVIOUS FILL LIFT SHOULD BE LEFT IN A SMOOTH CONDITION. SHOULD A SMOOTH CONDITION DEVELOP, SUCH AS RESULTS FROM THE RUBBER TIRED ROLLING, IT WILL BE NECESSARY TO LIGHTLY SCARIFY THE EMBANKMENT SURFACE TO ASSURE ADEQUATE BONDING WITH THE NEXT LIFT OF FILL MATERIAL. ADDITIONALLY, DURING BREAKS IN CONSTRUCTION ACTIVITIES, SHOULD EXPOSED SUBGRADE BECOME OVERLY WET OR DRY, IT WILL BE NECESSARY TO BLADE THESE SOILS OFF, OR SCARIFY AND RECOMPACT THESE SOILS IN PLACE PRIOR TO PLACEMENT OF SUBSEQUENT FILL LAYERS. FILL PLACED ON THE FACE OF THE EXISTING SLOPES SHOULD BE ADEQUATELY BENCHED INTO THE EXISTING SLOPE TO PROVIDE A HORIZONTAL SURFACE FOR

COMPACTION AND MINIMIZE THE CHANGES OF SLIPPAGE AT THE CUT/FILL INTERFACE.

-WE RECOMMEND THAT STRUCTURAL FILL BE COMPACTED TO AT LEAST 95 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698.) GEO- HYDRO SHOULD OBSERVE PLACEMENT OF

STRUCTURAL FILL ON A FULL-TIME BASIS AND PERFORM DENSITY TEST.

NOTE:

98% STANDARD PROCTOR COMPACTION IS REQUIRED IN ALL AREAS

OF FILL. GEOTECHNICAL ENGINEER TO OBSERVE PLACEMENT OF FILL

DURING CONSTRUCTION.

LAKE POND PIPE TRENCH TO BE FILLED WILL CONCRETE UP TO THE

SPRINGLINE.

NO TREE GROWTH ON DAMS. DAM IS TO MAINTAIN A GOOD

STAND OF GRASS, AND TO BE MAINTAINED BY GORDON COUNTY TO

PREVENT BRUSH AND TREE GROWTH.

AutoCAD SHX Text

MT. OLIVE CHURCH RD. 40' R/W

AutoCAD SHX Text

EXISTING LAKE W.S.E.=739.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=747.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=751.30

F F F F F F F

F F F F F F F F F F F F F F F F F F F F F F F F F

F F

F F F F F

: 0

+0 0.

: 0

+7 5.

: 1

+0 7.

: 1

+4 7.

: 2

+4 9.

11 PC

: 3

+9 6.

: 4

+0 7.

: 5

+4 9.

: 6

+1 0.

40'18.3'F F F

F F F F F F F F F F F F F F F F F F F F F F F F

F F F F F F F F F

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

25'

ANCHOR ON LAND

25'

Ss Su

Ds1 Ds2 Du

Ds3

Ss Su

Ds1 Ds2 Du

Ds3

Ss Su

Ds1 Ds2 Du

Ds3

Ss Su

Ds1 Ds2 Du

Ds3

Ss Su

Ds1 Ds2 Du

Ds3

Ss Su

Ds1 Ds2 Du

Ds3

Sd1-S

DOUBLE ROW

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

Ds1 Ds2

CONCRETE

WASHOUT

SAMPLING

LOCATION

DOWNSTREAM

SAMPLING

LOCATION

UPSTREAM

Co 0+00

1+00 2+00

3+00

4+00

5+00

6+00

TOE OF PROPOSED SLOPE

LIMITS OF FILL

TOE OF PROPOSED SLOPE

LIMITS OF FILL

CONTRACTOR TO USE A

SIPHON OR PUMP TO DRAW

DOWN THE UPPER LAKE

WATER LEVEL TO BELOW

THE PROPOSED FILL LINE

CONTRACTOR TO CONSTRUCT

A COFFERDAM FOR FILL

PLACEMENT IN THE LOWER

LAKE. OR LOWER THE LAKE

LEVEL AT THE OUTLET.

LAKE OUTLET CONTROL

72" 1011A MANHOLE

W/ PEDESTAL TOP

10'X10'X2'

PLUNGE POOL

" R

AREA TO BE RE-VEGETATED

WITH BROOMSEDGE

BLUESTREAM, EASTERN

DAISY, AND FESUE.

AREA TO BE RE-VEGETATED

WITH BROOMSEDGE

BLUESTREAM, EASTERN

DAISY, AND FESUE.

C302

20 20 40 60 FEET

SCALE: 1" = 20'

24 HOUR CONTACT

STEVE PARRIS

706-629-2785

Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

E M

TOTAL AREA OF DISTURBANCE = 0.85 ACRES

WETLAND DISTURBANCE = 0.168 ACRES

OPEN WATER DISTURBANCE=0.149 ACRES

STATE BUFFER IMPACT=214,712.75 S.F. (0.338 AC.)

WETLAND IMPACT AREA

OPEN WATER IMPACT AREA

STATE BUFFER IMPACT AREA

AutoCAD SHX Text

MT. OLIVE CHURCH RD. 40' R/W

AutoCAD SHX Text

EXISTING LAKE W.S.E.=739.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=747.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=751.30

F F F F F F F

F F F F F F F F F F F F F F F F F F F F F F F F F

F F

F F F F F

WATER

TmD

TaD

DsA

F F F

F F F F F F F F F F F F F F F F F F F F F F F F

F F F F F F F F F

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

25'

ANCHOR ON LAND

25'

Sd1-S

DOUBLE ROW

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

Ds1 Ds2

WATER

TmD

TOTAL AREA OF DISTURBANCE = 0.85 ACRES

WETLAND DISTURBANCE = 0.168 ACRES

OPEN WATER DISTURBANCE=0.149 ACRES

STATE BUFFER IMPACT=214,712.75 S.F. (0.338 AC.)

STONECd-S

Co CONSTRUCTION

EXIT

DIVERSIONDi

TEMPORARY

DOWNDRAIN

STRUCTURE

Dn1

(Label)

Dn1

PERMANENT

DOWNDRAIN

STRUCTURE

Dn2

(Label)

Dn2

FILTER

RING

FrFr

Rt RETRO

FITTING

SEDIMENT

BARRIER

Sd1

INLET

SEDIMENT

TRAP

TEMPORARY

SEDIMENT

BASIN

Sd3

StSTORMDRAIN

OUTLET

PROTECTION

SURFACE

ROUGHENINGSu

EROSION

CONTROL

MATTING AND

BLANKETS

DISTURBED AREA

STABILIZATION

(WITH MULCHING

ONLY)

Ds1

DISTURBED AREA

STABILIZATION

(WITH TEMP SEEDING)

Ds2

DISTURBED AREA

STABILIZATION

(WITH PERM

SEEDING)

Ds3

DISTURBED AREA

STABILIZATION

(SODDING)

Ds4

DUST CONTROL ON

DISTURBED AREASDu

POLY-

ACRYLAMIDE

(PAM)

Sd2-P

INLET

SEDIMENT

TRAP

Sd2-F

CHECKDAM

GSWCC LEVEL II DESIGN

PROF. CERT#000010458

C501

20 20 40 60 FEET

SCALE: 1" = 20'

24 HOUR CONTACT

STEVE PARRIS

706-629-2785 Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

INITIAL PHASE CONSTRUCTION SCHEDULE NOTES:

· STAKE CLEARING LIMITS

· PRIOR TO BEGINNING MASS CLEARING CONTRACTOR TO INSTALL SILT FENCE, TURBIDITY

CURTAINS, AND CONSTRUCTION ENTRANCE.

· INSTALL ALL EROSION CONTROL MEASURES AS SHOWN ON THE INITIAL PHASE PLAN

(EROSION CONTROL MEASURES TO BE CONSTRUCTED AND FULLY FUNCTIONAL PRIOR

TO ANY GRADING).

· BEGIN DRAINING UPPER LAKE.

· START STORMWATER MONITORING, INSPECTIONS, AND SAMPLING.

INTERMEDIATE PHASE CONSTRUCTION SCHEDULE NOTES:

· INSTALL CONCRETE WASHOUT AREA

· AFTER UPPER LAKE HAS BEEN DRAINED BEGIN REMOVAL OF THE ROAD DAM AND

EXISTING STORM PIPES.

· DRAIN LOWER LAKE OR INSTALL COFFERDAM FOR PLACEMENT OF FILL.

· BEGIN INSTALLING THE PROPOSED STORM PIPE OUTLET.

· ENSURE ALL SILT FENCE AND TURBIDITY CURTAINS ARE FUNCTIONING AND MAINTAIN

AS NEEDED.

· INSTALL THE PLUNGE POOL AT THE PIPE OUTFALL.

· CONSTRUCT ROAD DAM IMPERVIOUS CORE AND PLACE FILL. HAVE A GEOTECHNICAL

ENGINEER ON SITE MONITORING THE COMPACTION.

· PROVIDE DS1, DS2, & SS FOR AREAS THAT HAVE NOT BEEN DISTURBED FOR MORE

THAN 14 DAYS AS GRADING PROGRESSES.

· INSTALL SS & DS3 AS SOON AS THE DAM SLOPE IS ESTABLISHED.

· MAINTAIN BMP'S AS NEEDED AND CONTINUE WITH STORMWATER MONITORING,

INSPECTIONS, AND SAMPLING.

FINAL PHASE CONSTRUCTION SCHEDULE NOTES:

· MAINTAIN BMP'S AS GRADING PROGRESSES.

· FINAL GRADE PROPOSED ROADWAY AND SLOPES

· BEGIN INSTALLING BASE AND PAVING.

· BEGIN INSTALLING GUARDRAIL.

· BEGIN INSTALL PERMANENT VEGETATION AND LANDSCAPING, Ds3 & Ds4.

· REMOVE TEMPORARY EROSION CONTROL MEASURES AFTER SITE IS 100% STABILIZED.

· REMOVE TURBIDITY CURTAINS FROM BOTH UPPER AND LOWER LAKE.

· STRIP ROADWAY AND INSTALL ANY NECESSARY SIGNS.

AutoCAD SHX Text

MT. OLIVE CHURCH RD. 40' R/W

AutoCAD SHX Text

EXISTING LAKE W.S.E.=739.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=747.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=751.30

F F F F F F F

F F F F F F F F F F F F F F F F F F F F F F F F F

F F

F F F F F

F F F

F F F F F F F F F F F F F F F F F F F F F F F F

F F F F F F F F F

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

25'

ANCHOR ON LAND

25'

Ss Su

Ds1 Ds2 Du

Ss Su

Ds1 Ds2 Du

Ss Su

Ds1 Ds2 Du

Ss Su

Ds1 Ds2 Du

Ss Su

Ds1 Ds2 Du

Ss Su

Ds1 Ds2 Du

Sd1-S

DOUBLE ROW

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

CONCRETE

WASHOUT

SAMPLING

LOCATION

DOWNSTREAM

SAMPLING

LOCATION

UPSTREAM

" R

TOTAL AREA OF DISTURBANCE = 0.85 ACRES

WETLAND DISTURBANCE = 0.168 ACRES

OPEN WATER DISTURBANCE=0.149 ACRES

STATE BUFFER IMPACT=214,712.75 S.F. (0.338 AC.)

STONECd-S

Co CONSTRUCTION

EXIT

DIVERSIONDi

TEMPORARY

DOWNDRAIN

STRUCTURE

Dn1

(Label)

Dn1

PERMANENT

DOWNDRAIN

STRUCTURE

Dn2

(Label)

Dn2

FILTER

RING

FrFr

Rt RETRO

FITTING

SEDIMENT

BARRIER

Sd1

INLET

SEDIMENT

TRAP

TEMPORARY

SEDIMENT

BASIN

Sd3

StSTORMDRAIN

OUTLET

PROTECTION

SURFACE

ROUGHENINGSu

EROSION

CONTROL

MATTING AND

BLANKETS

DISTURBED AREA

STABILIZATION

(WITH MULCHING

ONLY)

Ds1

DISTURBED AREA

STABILIZATION

(WITH TEMP SEEDING)

Ds2

DISTURBED AREA

STABILIZATION

(WITH PERM

SEEDING)

Ds3

DISTURBED AREA

STABILIZATION

(SODDING)

Ds4

DUST CONTROL ON

DISTURBED AREASDu

POLY-

ACRYLAMIDE

(PAM)

Sd2-P

INLET

SEDIMENT

TRAP

Sd2-F

CHECKDAM

GSWCC LEVEL II DESIGN

PROF. CERT#000010458

C502

20 20 40 60 FEET

SCALE: 1" = 20'

24 HOUR CONTACT

STEVE PARRIS

706-629-2785

Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

N C

AutoCAD SHX Text

MT. OLIVE CHURCH RD. 40' R/W

AutoCAD SHX Text

EXISTING LAKE W.S.E.=739.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=747.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=751.30

F F F F F F F

F F F F F F F F F F F F F F F F F F F F F F F F F

F F

F F F F F

40'18.3'F F F

F F F F F F F F F F F F F F F F F F F F F F F F

F F F F F F F F F

Ss Su Ds3

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

LIMITS OF

DISTURBANCE

SAMPLING

LOCATION

DOWNSTREAM

SAMPLING

LOCATION

UPSTREAM

TOE OF PROPOSED SLOPE

LIMITS OF FILL

TOE OF PROPOSED SLOPE

LIMITS OF FILL

CONTRACTOR TO USE A

SIPHON OR PUMP TO DRAW

DOWN THE UPPER LAKE

WATER LEVEL TO BELOW

THE PROPOSED FILL LINE

CONTRACTOR TO CONSTRUCT

A COFFERDAM FOR FILL

PLACEMENT IN THE LOWER

LAKE. OR LOWER THE LAKE

LEVEL AT THE OUTLET.

LAKE OUTLET CONTROL

72" 1011A MANHOLE

W/ PEDESTAL TOP

10'X10'X2'

PLUNGE POOL

" R

AREA TO BE RE-VEGETATED

WITH BROOMSEDGE

BLUESTREAM, EASTERN

DAISY, AND FESUE.

AREA TO BE RE-VEGETATED

WITH BROOMSEDGE

BLUESTREAM, EASTERN

DAISY, AND FESUE.

TOTAL AREA OF DISTURBANCE = 0.85 ACRES

WETLAND DISTURBANCE = 0.168 ACRES

OPEN WATER DISTURBANCE=0.149 ACRES

STATE BUFFER IMPACT=214,712.75 S.F. (0.338 AC.)

STONECd-S

Co CONSTRUCTION

EXIT

DIVERSIONDi

TEMPORARY

DOWNDRAIN

STRUCTURE

Dn1

(Label)

Dn1

PERMANENT

DOWNDRAIN

STRUCTURE

Dn2

(Label)

Dn2

FILTER

RING

FrFr

Rt RETRO

FITTING

SEDIMENT

BARRIER

Sd1

INLET

SEDIMENT

TRAP

TEMPORARY

SEDIMENT

BASIN

Sd3

StSTORMDRAIN

OUTLET

PROTECTION

SURFACE

ROUGHENINGSu

EROSION

CONTROL

MATTING AND

BLANKETS

DISTURBED AREA

STABILIZATION

(WITH MULCHING

ONLY)

Ds1

DISTURBED AREA

STABILIZATION

(WITH TEMP SEEDING)

Ds2

DISTURBED AREA

STABILIZATION

(WITH PERM

SEEDING)

Ds3

DISTURBED AREA

STABILIZATION

(SODDING)

Ds4

DUST CONTROL ON

DISTURBED AREASDu

POLY-

ACRYLAMIDE

(PAM)

Sd2-P

INLET

SEDIMENT

TRAP

Sd2-F

CHECKDAM

GSWCC LEVEL II DESIGN

PROF. CERT#000010458

C503

20 20 40 60 FEET

SCALE: 1" = 20'

24 HOUR CONTACT

STEVE PARRIS

706-629-2785

Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

AutoCAD SHX Text

MT. OLIVE CHURCH RD. 40' R/W

AutoCAD SHX Text

EXISTING LAKE W.S.E.=739.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=747.50

AutoCAD SHX Text

EXISTING LAKE W.S.E.=751.30

EROSION CONTROL NOTES & CHECKLIST

GSWCC LEVEL II DESIGN

PROF. CERT#000010458

C504

24 HOUR CONTACT

STEVE PARRIS

706-629-2785

Know what'sbelow.

before you dig.Call

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

EROSION CONTROL NOTES

THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE INSTALLATION OF EROSION AND

SEDIMENT CONTROL MEASURES AND PRACTICES PRIOR TO LAND DISTURBING ACTIVITIES.

EROSION CONTROL MEASURES WILL BE MAINTAINED AT ALL TIMES. IF FULL IMPLEMENTATION OF THE APPROVED PLAN DOES NOT PROVIDE FOR EFFECTIVE EROSION CONTROL, ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IMPLEMENTED TO CONTROL OR TREAT THE SEDIMENT SOURCE.

ANY DISTURBED AREA LEFT EXPOSED FOR A PERIOD GREATER THAN 14 DAYS SHALL BE STABILIZED WITH

MULCH OR TEMPORARY SEEDING.

THE APPLICABLE PORTION OF THE PRIMARY PERMITTEES ES&PC PLAN IS TO BE PROVIDED TO EACH SECONDARY PERMITTEE PRIOR TO SECONDARY CONDUCTING ANY CONSTRUCTION ACTIVITY AND THAT EACH SECONDARY SHALL SIGN THE PLAN OR PORTION OF THE PLAN APPLICABLE TO THEIR SITE. LIST THE

NAMES AND ADDRESSES OF ALL SECONDARY PERMITTEES.

EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSPECTED AT LEAST WEEKLY, AFTER EACH RAIN, AND REPAIRED AS NECESSARY.

ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED IF DETERMINED

NECESSARY BY ON-SITE INSPECTION.

ALL SILT FENCES MUST MEET THE REQUIREMENTS OF SECTION 171-TEMPORARY SILT FENCE FOR THE

DEPARTMENT OF TRANSPORTATION, QUALIFIED PRODUCTS LIST #36.

SILT FENCES SHALL NOT BE PLACED IN STREAM BUFFER OR FLOODPLAINS, UNLESS UTILIZED FOR THE CONSTRUCTION OF AN EXEMPT ACTIVITY (I.E. ROADWAY DRAINAGE STRUCTURES, SEWER/WATER CROSSINGS, OR DRAINAGE STRUCTURES) PER THE APPROVED PLANS. FOR SUCH DISTURBANCES WITHIN THE BUFFER, THE AREA SHALL BE IMMEDIATELY STABILIZED USING EROSION CONTROL MATTING AND/OR

BLANKETS ONCE THE ACTIVITY IS COMPLETE.

SEDIMENT STORAGE VOLUME (67 CY/ACRE) MUST BE INSTALLED PRIOR TO ANY OTHER LAND DISTURBANCE

ACTIVITY AND IN PLACE UNTIL FINAL STABILIZATION OCCURS.

FOR EACH SITE ON WHICH LAND DISTURBING ACTIVITY OCCURS, EACH ENTITY OR PERSON ACTING AS EITHER A PRIMARY, SECONDARY, OR TERTIARY PERMITTEE, AS DEFINED IN THE STATE GENERAL PERMIT, SHALL HAVE AS A MINIMUM ONE PERSON WHO IS IN RESPONSIBLE CHARGE OF EROSION AND

SEDIMENTATION CONTROL ACTIVITIES ON BEHALF OF SAID ENTITY OR PERSON AND MEETS THE APPLICABLE (LEVEL 1A) EDUCATION OR TRAINING CERTIFICATION REQUIREMENTS (O.C.G.A. 12-7-19(A)(2)).

ALL TEMPORARY AND PERMANENT SEEDING MUST BE PERFORMED AT THE APPROPRIATE SEASON. IN SUCH INSTANCES WHERE THE ESTABLISHMENT OF VEGETATION IS INOPPORTUNE DUE TO SEASON OR DROUGHT, DISTURBED AREAS SHALL BE TEMPORARILY STABILIZED USING 2”-4” OF MULCH (DS1).

ADDITIONAL PLANTINGS WILL BE NECESSARY IF A SUFFICIENT STAND OF GRASS FAILS TO GROW.

A COPY OF THE APPROVED LAND DISTURBANCE PLAN AND PERMIT SHALL BE PRESENT ON THE SITE AT ALL

TIMES.

PRIOR TO COMMENCING LAND DISTURBANCE ACTIVITY, THE LIMITS OF LAND DISTURBANCE AND ALL STREAM BUFFERS SHALL BE CLEARLY AND ACCURATELY DEMARCATED WITH STAKES, RIBBONS, OR OTHER APPROPRIATE MEANS. THE LOCATION AND EXTENT OF ALL AUTHORIZED LAND DISTURBANCE ACTIVITY SHALL BE DEMARCATED FOR THE DURATION OF THE CONSTRUCTION ACTIVITY. NO LAND DISTURBANCE

SHALL OCCUR OUTSIDE THE APPROVED LIMITS INDICATED ON THE APPROVED PLANS.

PRIOR TO ANY OTHER CONSTRUCTION, A STABILIZED CONSTRUCTION ENTRANCE SHALL BE CONSTRUCTED

AT EACH POINT OF ENTRY TO OR EXIT FROM THE SITE OR ONTO ANY PUBLIC ROADWAY.

THE FOLLOWING INITIAL EROSION CONTROL MEASURES SHALL BE IMPLEMENTED PRIOR TO ANY OTHER

CONSTRUCTION ACTIVITY.

THE CONSTRUCTION EXIT, CONSISTING OF A MINIMUM PAD SIZE OF 20 FEET BY 50 FEET WITH A MINIMUM OF 6” THICK STONE, SHALL BE PLACED AS SHOWN ON THE PLAN. THE STONE SIZE SHOULD CONSIST OF COURSE AGGREGATE BETWEEN 1-1/2” & 3-1/2” IN DIAMETER AND OVERLAID ON A GEOTEXTILE UNDERLINER.

THE GEOTEXTILE UNDERLINER SHALL MEET THE REQUIREMENTS OF AASHTO M288-96, SECTION 7.3

SEPARATION REQUIREMENTS.

IMMEDIATELY AFTER THE ESTABLISHMENT OF CONSTRUCTION ENTRANCE/EXITS, ALL PERIMETER EROSION CONTROL AND TEMPORARY SEDIMENT BASINS SHALL BE INSTALLED AS SHOWN ON THE INITIAL PHASE

EROSION CONTROL PLAN.

SILT FENCE SHOULD BE INSTALLED AT THE PERIMETER OF THE DISTURBED AREA AS SHOWN ON THE PLAN.

THE SILT FENCE SHOULD BE PLACED IN ACCORDANCE WITH THE MANUAL FOR EROSION CONTROL IN GEORGIA, TABLE 6-27.1. THE SILT FENCE SHOULD BE KEPT ERECT AT ALL TIMES AND REPAIRED WHEN REQUESTED BY THE SITE INSPECTOR OR THE PROJECT DESIGN PROFESSIONAL OF RECORD. SILT SHOULD BE REMOVED WHEN ACCUMULATION REACHES ½ HEIGHT OF THE BARRIER. THE PERIMETER SILT FENCE SHOULD BE INSPECTED DAILY FOR ANY FAILURES. ANY FAILURES OF SAID FENCING SHOULD BE REPAIRED

IMMEDIATELY.

STONE CHECK DAMS SHALL BE INSTALLED IN AREAS OF CONCENTRATED FLOWS AS SHOWN ON THE PLAN.

TREE PROTECTION FENCING SHOULD BE INSTALLED PRIOR TO THE START OF ANY LAND DISTURBANCE ACTIVITY AND MAINTAINED UNTIL FINAL LANDSCAPE IS INSTALLED. THE TREE PROTECTION FENCING SHOULD BE INSPECTED DAILY. ANY FAILURES OF SAID FENCING SHOULD BE REPAIRED IMMEDIATELY.

ADDITIONAL SILT BARRIERS MUST BE PLACED AS SHOWN ON THE PLAN AS ACCESS IS OBTAINED DURING CLEARING. NO GRADING SHALL TAKE PLACE UNTIL SILT BARRIER INSTALLATION AND SEDIMENT PONDS ARE

CONSTRUCTED AS SHOWN ON THE CLEARING PHASE EROSION CONTROL PLAN.

SEDIMENT AND EROSION CONTROL MEASURES SHOULD BE CHECKED AFTER EACH RAIN EVENT. EACH DEVICE IS TO BE MAINTAINED OR REPLACED IF SEDIMENT ACCUMULATION HAS REACHED ONE HALF THE

CAPACITY OF THE DEVICE.

THE CONSTRUCTION EXIT SHALL BE MAINTAINED IN A CONDITION, WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 1-3” OF STONE, AS CONDITIONS DEMAND. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM

VEHICLE ON TO PUBLIC ROADWAY OR INTO STORM DRAIN MUST BE REMOVED IMMEDIATELY.

CONTRACTOR SHALL INSPECT EROSION CONTROL MEASURES AT THE END OF EACH WORKING DAY TO

ENSURE MEASURES ARE FUNCTIONING PROPERLY.

FAILURE TO INSTALL, OPERATE, OR MAINTAIN ALL EROSION CONTROL MEASURES WILL RESULT IN ALL CONSTRUCTION BEING STOPPED ON THE JOB UNTIL SUCH MEASURES ARE CORRECTED BACK TO THE

APPROVED EROSION CONTROL PLANS.

THE SITE CONTRACTOR WILL BE RESPONSIBLE FOR MAINTENANCE OF ALL EROSION CONTROL MEASURES INCLUDING REPLACING OR REPAIRING ANY DAMAGED DEVICES DUE TO ANY CONSTRUCTION ACTIVITY BY

OTHERS.

EARTHWORK OPERATIONS IN THE VICINITY OF STREAM BUFFERS SHALL BE CAREFULLY CONTROLLED TO

AVOID DUMPING OR SLOUGHING INTO THE BUFFER AREAS.

SEDIMENT SHALL NOT BE WASHED INTO INLETS. IT SHALL BE REMOVED FROM THE SEDIMENT TRAPS AND

DISPOSED OF AND STABILIZED SO THAT IT WILL NOT ENTER THE INLETS AGAIN.

EROSION CONTROL DEVICES SHALL BE INSTALLED IMMEDIATELY AFTER GROUND DISTURBANCE OCCURS.

THE LOCATION OF SOME OF THE EROSION CONTROL DEVICES MAY HAVE TO BE ALTERED FROM THAT SHOWN ON THE APPROVED PLANS IF DRAINAGE PATTERNS DURING THE CONSTRUCTION ARE DIFFERENT FROM THE PROPOSED DRAINAGE PATTERNS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ACCOMPLISH

EROSION CONTROL FOR ALL DRAINAGE PATTERNS CREATED AT VARIOUS STAGES DURING

CONSTRUCTION. ANY DIFFICULTY IN CONTROLLING EROSION DURING ANY PHASE OF CONSTRUCTION

SHALL BE REPORTED TO THE DESIGN PROFESSIONAL IMMEDIATELY.

THE CONTRACTOR SHALL FURNISH AND MAINTAIN ALL NECESSARY BARRICADES WHILE ROADWAY

FRONTAGE IMPROVEMENTS ARE BEING MADE.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING BARRIERS AT THE TOE OF SLOPES UNDER CONSTRUCTION. THESE BARRIERS SHALL BE AS SHOWN IN THE PLANS. THESE BARRIERS MAY BE RELOCATED AND REUSED AFTER PERMANENT SLOPE STABILIZATION BECOMES FULLY ESTABLISHED. AS THEY ARE RELOCATED, ANY DEFECTIVE MATERIALS IN THE BARRIER SHALL BE REPLACED. IN ADDITION, ALL DEBRIS AND SILT AT THE PREVIOUS LOCATION SHALL BE REMOVED.

CUT AND FILL SLOPES ARE NOT TO EXCEED “2H:1V”.

INLET SEDIMENT PROTECTION MEASURES SHALL BE INSTALLED ON ALL STORM STRUCTURES AS THEY ARE

CONSTRUCTED. SEE PLAN VIEW FOR SPECIFIC TYPE AND SEPARATE DETAILS FOR ADDITIONAL

INFORMATION ON TYPE OF INLET PROTECTION SPECIFIED.

STORM DRAIN OUTLET PROTECTION SHALL BE PLACED AT ALL OUTLET HEADWALLS AS SOON AS THE

HEADWALL IS CONSTRUCTED. SEE DETAILS FOR ADDITIONAL INFORMATION.

LANDSCAPING

10 CLEAN UP

SANITARY SEWER

INSTALL SEDIMENT

MAINTAIN EROSION

(TEMP.) (PERM.)

INSTALLATION

CLEARING AND

CONTROLS

GRADING

ACTIVITY

STORM DRAIN

INSTALLATION

CONTROL

GRASS

UTILITY

INSTALLATION

53 421

AND PAVING

FINAL

BLDG. CONST.

129 10 1186 7

ANTICIPATED ACTIVITY SCHEDULE29

C505

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

SILT FENCE - TYPE SENSITIVE

SIDE VIEW

FRONT VIEW

Sd1-S

CRUSHED STONE CONSTRUCTION EXIT

EXIT DIAGRAM

NOTES:

1. AVOID LOCATING ON STEEP SLOPES OR AT CURVES ON PUBLIC ROADS.

2. REMOVE ALL VEGETATION AND OTHER UNSUITABLE MATERIAL FROM THE FOUNDATION AREA, GRADE, AND CROWN

FOR POSITIVE DRAINAGE.

3. AGGREGATE SIZE SHALL BE IN ACCORDANCE WITH NATIONAL STONE ASSOCIATION R-2 (1.5"-3.5" STONE).

4. GRAVEL PAD SHALL HAVE A MINIMUM THICKNESS OF 6".

5. PAD WIDTH SHALL BE EQUAL FULL WIDTH AT ALL POINTS OF VEHICULAR EGRESS, BUT NO LESS THAN 20'.

6. A DIVERSION RIDGE SHOULD BE CONSTRUCTED WHEN GRADE TOWARD PAVED AREA IS GREATER THAN 2%..

7. INSTALL PIPE UNDER THE ENTRANCE IF NEEDED TO MAINTAIN DRAINAGE DITCHES.

8. WHEN WASHING IS REQUIRED, IT SHOULD BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE THAT DRAINS

INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN (DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE

ENTRANCE TO A SEDIMENT CONTROL DEVICE).

9. WASHRACKS AND/OR TIRE WASHERS MAY BE REQUIRED DEPENDING ON SCALE AND CIRCUMSTANCE. IF NECESSARY, WASHRACK DESIGN MAY CONSIST OF ANY MATERIAL SUITABLE FOR TRUCK TRAFFIC THAT REMOVE MUD AND DIRT.

10.MAINTAIN AREA IN A WAY THAT PREVENTS TRACKING AND/OR FLOW OF MUD ONTO PUBLIC RIGHTS-OF-WAYS. THIS MAY REQUIRE TOP DRESSING, REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.

ENTRANCE ELEVATION

PIPE OUTLET TO WELL DEFINED CHANNEL

PIPE OUTLET TO FLAT AREA -- NO WELL DEFINED CHANNEL

RIPRAP OUTLET PROTECTION

NOTES:

1. La IS THE LENGTH OF THE RIPRAP

APRON.

2. D = 1.5 TIMES THE MAXIMUM STONE

DIAMETER BUT NOT LESS THAN 6".

3. IN A WELL-DEFINED CHANNEL, EXTEND

THE APRON UP THE CHANNEL BANKS TO

AN ELEVATION OF 6" ABOVE THE

MAXIMUM TAILWATER DEPTH OR TO THE

TOP OF THE BANK (WHICHEVER IS LESS).

4. A FILTER BLANKET OR FILTER FABRIC

SHOULD BE INSTALLED BETWEEN THE

RIPRAP AND THE SOIL FOUNDATION.

SECTION A-A

FILTER

BLANKET

D3d

FILTER BLANKET

PLAN

SECTION A-A

RIPRAP APRON

PLAN

A A

RIPRAP APRON

St 43

STRUCTURE Q100 V100 La W1 W2 (cfs) (fps) (ft) (ft) (ft)

St - CALCULATIONS d50 (ft)

DEPTH

(ft)

A1-48" RCP OUTFALL 100.32 10.85 30 12 20 1.50 2.01

Do (in)

SCALE: NONE

ABOVE GROUND CONCRETE WASHDOWN

A A

SECTION A-A

NOTES

1. AREA TO BE USED TO WASHDOWN TOOLS,

CONCRETE MIXER CHUTES, HOPPERS AND THE

REAR OF VEHICLES. WASHOUT OF THE DRUM

AT CONSTRUCTION SITE IS PROHIBITED.

2. WASHDOWN FACILITY MUST BE CLEANED, OR

NEW FACILITIES MUST BE CONSTRUCTED AND

READY FOR USE ONCE WASHDOWN AREA IS 75%

FULL.

STRAW BALE

BINDING

WIRE

10 MIL PLASTIC LINING

2"X4" 'SOD' STAPLES

(2 PER BALE)

WOOD OR METAL STAKE

(2 PER BALE)

STRAW BALE

(TYP.)

STAKE (TYP.)

10' MIN.

10 MIL PLASTIC LINING

STONE CHECK DAM

CROSS SECTION

PROFILE VIEW

SPACING BETWEEN CHECK DAMS

Cd-S

TOTAL AREA OF DISTURBANCE = 0.85 ACRES

WETLAND DISTURBANCE = 0.168 ACRES

OPEN WATER DISTURBANCE=0.149 ACRES

STATE BUFFER IMPACT=214,712.75 S.F. (0.338 AC.)

Know what'sbelow.

before you dig.Call

24 HOUR CONTACT

STEVE PARRIS

706-629-2785

GSWCC LEVEL II DESIGN

PROF. CERT#000010458

AutoCAD SHX Text D.

AutoCAD SHX Text

FLOW

AutoCAD SHX Text

18" MIN.

AutoCAD SHX Text

30" MIN.

AutoCAD SHX Text 28"

AutoCAD SHX Text 6"

AutoCAD SHX Text 2"

AutoCAD SHX Text

4' MAX. O.C.

AutoCAD SHX Text

FABRIC (WOVEN WIRE FENCE BACKING)

AutoCAD SHX Text

TRENCH

AutoCAD SHX Text 6"

AutoCAD SHX Text

18" MIN.

AutoCAD SHX Text

30" MIN.

AutoCAD SHX Text 28"

AutoCAD SHX Text NOTES: : 1. USE STEEL OR WOOD POSTS OR AS SPECIFIED BY THE EROSION, SEDIMENTATION, USE STEEL OR WOOD POSTS OR AS SPECIFIED BY THE EROSION, SEDIMENTATION, AND POLLUTION CONTROL PLAN. 2. HEIGHT (28") IS TO BE SHOWN ON THE EROSION, SEDIMENTATION, AND POLLUTION HEIGHT (28") IS TO BE SHOWN ON THE EROSION, SEDIMENTATION, AND POLLUTION CONTROL PLAN.

AutoCAD SHX Text

FLOW

AutoCAD SHX Text

FLOW

AutoCAD SHX Text

CULVERT UNDER ENTRANCE (IF NEEDED)

AutoCAD SHX Text

DIVERSION RIDGE (SEE NOTE 6)

AutoCAD SHX Text

N.S.A. R-2 (1.5"-3.5") COARSE AGGREGATE

AutoCAD SHX Text

GEOTEXTILE UNDERLINER

AutoCAD SHX Text

TIRE WASHRACK AREA/ TIRE WASHERS

AutoCAD SHX Text

SUPPLY WATER TO WASH WHEELS IF NECESSARY

AutoCAD SHX Text

HARD SURFACE PUBLIC ROAD

AutoCAD SHX Text

SEDIMENT TRAP (SEE NOTE 8)

AutoCAD SHX Text

COARSE AGGREGATE (N.S.A. R-2)

AutoCAD SHX Text

ORIGINAL GRADE

AutoCAD SHX Text

GEOTEXTILE UNDERLINER

AutoCAD SHX Text A

AutoCAD SHX Text

MINIMUM 9"

AutoCAD SHX Text

24" MAXIMUM

AutoCAD SHX Text

24" MAXIMUM

AutoCAD SHX Text NOTES: : 1. CHECK DAMS ARE TO BE USED ONLY IN SMALL OPEN CHANNELS (THEY ARE NOT TO CHECK DAMS ARE TO BE USED ONLY IN SMALL OPEN CHANNELS (THEY ARE NOT TO ONLY IN SMALL OPEN CHANNELS (THEY ARE NOT TO IN SMALL OPEN CHANNELS (THEY ARE NOT TO THEY ARE NOT TO BE USED IN LIVE STREAMS). . 2. THE DRAINAGE AREA FOR STONE CHECK DAMS SHALL NOT EXCEED TWO ACRES. THE DRAINAGE AREA FOR STONE CHECK DAMS SHALL NOT EXCEED TWO ACRES. 3. THE CENTER OF THE CHECK DAM MUST BE AT LEAST 9 INCHES LOWER THAN THE THE CENTER OF THE CHECK DAM MUST BE AT LEAST 9 INCHES LOWER THAN THE OUTER EDGES. 4. THE DAM HEIGHT SHOULD BE A MAXIMUM OF 2 FEET FROM CENTER TO RIM EDGE. THE DAM HEIGHT SHOULD BE A MAXIMUM OF 2 FEET FROM CENTER TO RIM EDGE. 5. THE SIDE SLOPES OF THE CHECK DAM SHALL NOT EXCEED A 2:1 SLOPE. THE SIDE SLOPES OF THE CHECK DAM SHALL NOT EXCEED A 2:1 SLOPE. 6. GEOTEXTILE SHALL BE USED TO PREVENT THE MITIGATION OF SUBGRADE SOIL GEOTEXTILE SHALL BE USED TO PREVENT THE MITIGATION OF SUBGRADE SOIL PARTICLES INTO THE STONES (REFER TO AASHTO M288-96, SECTION 7.3, TABLE 3).

AutoCAD SHX Text L

AutoCAD SHX Text A

AutoCAD SHX Text B

AutoCAD SHX Text

A = THE TOE OF THE UPSTREAM CHECK DAM.

AutoCAD SHX Text

B = TOP OF THE DOWNSTREAM CHECK DAM.

AutoCAD SHX Text

L = THE DISTANCE SUCH THAT POINTS A AND

B ARE OF EQUAL ELEVATION.

C506

GEORGIA

G ISTERED

No. PE36309

PROFESSIONAL

E N G I N E E R

MATTHEW BA ILE

Group

. B ox

Ca rt er sv ill e, G a ba ile yc iv ilg ro up .c om

EY c iv il

23112

M T.

DATE

PROJECT NUMBER

REVISIONS

MAY 3RD 2023

Y D

N , G

SHEET NUMBER

M T.

, G A

24 HOUR CONTACT

STEVE PARRIS

706-629-2785

1'-2"

1'-0"

1'-2'

1'-0" 15"

15'-20'

UPSTREAM TERMINAL

TRANSVERSE CHECK SLOT

DOWNSTREAM TERMINAL

STEP 1 : CUT TERMINAL SLOT

STEP 2 : SNUG MAT INTO

SLOT

STEP 3 : A. STAKE MAT INTO SLOT.

B. USE 1"x3"…

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