W912LQ12B0002ESPlanS1.pdf

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PROJECT LIMITS

BENCHMARK - TOP IRON PIN

ELEV=361.50

BENCHMARK - TOP IRON PIN

ELEV=362.18

WALTER REED AVENUE

H O

S P

IT

A L

R O

A D

GARNETT

W

EST ACCESS

SHEET INDEX:

SPOIL SITE S1

MTC FORT PICKETT

DATEDATE

REVISIONS:

VICINITY MAP: 1'' = 2000'

FIRST SUBMITTAL

DATE: 3/25/11

AREA OF DISTURBANCE:

TOTAL PROJECT AREA: 5.69 ACRES

4.10 ACRES

THIS PLAN ADDRESSES EROSION AND SEDIMENT CONTROL MEASURES ASSOCIATED WITH THE

PROPOSED SPOIL SITE. THIS PLAN IS INTENDED TO PROVIDE A FRAMEWORK FOR PROJECT

COMPLIANCE WHENEVER NECESSARY SPOIL ACTIVITY IS PROPOSED IN THE FUTURE. THE

CONTRIBUTING DRAINAGE AREA TO THE SPOIL SITE IS APPROXIMATELY 5.69 ACRES.

APPROXIMATELY 4.1 ACRES OF LAND DISTURBANCE (MAXIMUM) ARE PROPOSED DURING THE

SPOIL ACTIVITIES.

600'200'0' 100'200' 400'

CONTOUR INTERVAL = 2 FEET

OWNER

SURVEYOR

ENGINEER

STATISTICAL DATA

WILLIAMSBURG ENVIRONMENTAL GROUP, INC.

5209 CENTER STREET

WILLIAMSBURG, VIRGINIA 23188

PHONE: (757) 220-6869

FAX: (757) 229-4507

ATTN: DANIEL PROCTOR, PE

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FAX: (434) 292-2901

BLACKSTONE, VA 23824

MTC FORT PICKETT BLDG T-232

COMMONWEALTH OF VA - DEPARTMENT OF MILITARY AFFAIRS

ATTN: DAVID SHORT

PHONE: (434) 292-2144

PROJECT LOCATION

1. COVER SHEET

2. EROSION AND SEDIMENT CONTROL PLAN

3. EROSION AND SEDIMENT CONTROL DETAILS

4. EROSION AND SEDIMENT CONTROL NOTES

PROJECT NARRATIVE:

A VSMP GENERAL CONSTRUCTION PERMIT AND A STORMWATER

POLLUTION PREVENTION PLAN IS CURRENTLY UNDER

PREPARATION.

B&B CONSULTANTS, INC.

E. FERRELL STREET

SOUTH HILL, VA 23970

PHONE: (434) 447-7621

FAX: (434) 447-4257

ATTN: LARRY HARTSOE, L.S.

NOTE: ALL ELEVATIONS CONTAINED HEREIN ARE BASED ON THE

SITE TEMPORARY BENCHMARK IDENTIFIED ON THIS SHEET.

VERTICAL DATUM REFERENCED TO MEAN SEA LEVEL PER

NAVD 88, OR AS OTHERWISE NOTED ON PLANS.

EROSION AND SEDIMENT CONTROL PLAN

NOTTOWAY COUNTY, VIRGINIA

10/11/11 REVISED PER DCR COMMENTS

11/16/11 REVISED PER DCR COMMENTS

BENCHMARK -

TOP IRON PIN

ELEV=361.50

BENCHMARK -

TOP IRON PIN

ELEV=362.18

EXISTING

STOCKPILE

AREA

EXISTING

CONCRETE

STOCKPILE

AREA

356.25

DA-1B

0.92 AC

POST

A

A'

EXISTING

STOCKPILE

AREA

EXISTING

STOCKPILE

AREA

SEDIMENT BASIN OUTLET STRUCTURE:

36" VDOT SWM-1,CREST ELEV. = 353.2 FT;

24" OUTLET BARREL, LENGTH = 32 FT

INV. (UP) = 350.0 FT

INV. (DOWN) = 349.5 FT

3" ORIFICE AT ELEV.=350.0 FT

EXISTING

DEBRIS

STOCKPILE

AREA

OUTLET PROTECTION

CLASS I RIPRAP

MIN LENGTH = 9 FT

W

ALTER

R

EED

AVEN

U

E

EXISTING DROP INET

STRUCTURE (15" RCP

TO REMAIN)

APPROX. 5-FT BOTTOM

WIDTH SCC WITH 2:1 SIDE

SLOPES (MAX 5.0% SLOPE)

PREVIOUS SITE ACCESS

TO BE ABANDONED

STORMWATER

CONVEYANCE

CHANNEL 1

(SEE SUMMARY TABLE,

SHEET 4)

STORMWATER

CONVEYANCE

CHANNEL 2

(SEE SUMMARY TABLE,

SHEET 4)

PROVIDE EC-2

MATTING ON

PROPOSED

EMBANKMENT

H O

S P

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A L

R

O A

D

E R

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IO

N

A N

D S

E D

IM

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N T C

O N

T R

O L P

L A

N M

T C

F O

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IC

K

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P O

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T T O

W A

Y C

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V

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IN

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CHECKED BY:

DESIGNED BY:

DAP

DAP

DRAWN BY:

SMS/CSH

DATE:

3/25/11

DATE:

REVISIONS:

JOB#: 4475

SHEET: 2

SCALE:

1 INCH = 40 FT

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120'40'0' 20'40' 80'

CONTOUR INTERVAL = 1 FOOT

EXISTING CONTOURS

LEGEND:

PROJECT LIMITS PROPOSED CONTOURS

PROPOSED DIVERSION

CHANNEL

PROPOSED CONSTRUCTION

ENTRANCE

PROPOSED CLASS I RIPRAP

OUTFALL STABILIZATION

PROPOSED LIMITS OF

DISTURBANCE

SITE BENCHMARK

SURVEYED EDGE OF

GRAVEL ROAD

CONSTRUCTION SEQUENCE

1. INSTALL PERIMETER EROSION AND SEDIMENT CONTROLS PER THIS SHEET.

2. INSTALL SEDIMENT BASIN BERM AND OUTLET STRUCTURE, STABILIZE IMMEDIATELY AFTER

INSTALLATION.

3. PERFORM GRADING OF SEDIMENT BASIN.

4. INSTALL DIVERSION DIKES AS SHOWN TO DIRECT FLOW TO THE TEMPORARY SEDIMENT BASIN, STABILIZE IMMEDIATELY AFTER INSTALLATION..

5. INSTALL STORMWATER CONVEYANCE CHANNEL AT OUTFALL OF SEDIMENT BASIN AS SHOWN ON

THIS SHEET (SIZING ON SHEET 4).

6. PERFORM STOCKPILE OPERATIONS WITHIN LIMITS OF DISTURBANCE AS SHOWN ON THIS SHEET.

PERFORM TEMPORARY SEEDING ON ANY SPOIL PILES TO BE LEFT DORMANT FOR MORE THAN 30

DAYS BUT LESS THAN 1 YEAR. WITHIN 7 DAYS PROVIDE PERMANENT SEEDING ON ANY SPOIL PILE

THAT IS COMPLETE OR TO BE LEFT DORMANT FOR MORE THAN A YEAR

7. ONCE SPOIL ACTIVITY IS COMPLETED, MAKE SURE ALL DISTURBED AREAS ARE STABILIZED WITH

PERMANENT SEEDING.

8. WHEN FINAL STABILIZATION IS COMPLETE, REMOVE DIVERSION DIKES, SILT FENCE, AND ANY OTHER

TEMPORARY EROSION AND SEDIMENT CONTROLS. REMOVE PERFORATED TUBING FROM BASIN

OUTLET STRUCTURE AND INSTALL DEBRIS RACK IN ACCORDANCE WITH VDOT SWM-DR DETAILS.

DRAINAGE AREA

BOUNDARY

PROPOSED SILT FENCE

SOIL TYPE (TYP)

(SEE SUMMARY TABLE,

SHEET 4)

EXISTING STOCKPILE AREAS

G R

O U

P , I

N C

C e n te r S tr e e t

W ill ia m sb u rg

V ir g in ia

(7 -6

B o u ld e r

S p ri n g s D ri ve

S u ite

R ic h m o n d

V ir g in ia

(8 -3

R iv e rs id e P a rk w a y, S u ite

F re d e ri c ks b u rg

V ir g in ia

(5 -5

300'0'300' 150'

1 INCH = 300 FEET

OVERALL DRAINAGE AREA MAP

POST DEVELOPMENT TC FLOW PATH

PRE DEVELOPMENT TC FLOW PATH

PRE AND POST

SAME FOR DA-2

PROPOSED EC-2 MATTING

A

DISTANCE (FT.)

E L E

V A

T

IO

N F

T M

S L

CROSS-SECTION A-A'

VERTICAL SCALE: 1" = 5' HORIZONTAL SCALE: 1" = 20'

20 40 60 80 100 120 140 160

A'

BOTTOM OF BASIN = 347 FT

1 YEAR ELEV. = 350.74

SCALE: 1 INCH = 40 FEET

WATER ELEVATIONS SHOWN ARE FOR PROPOSED STABILIZED CONDITIONS

(SEE SHEET 4 FOR HYDRAULIC SUMMARY FOR ALL CONDITIONS)

36 IN SWM-1RISER STRUCTURE

RIM ELEV. = 353.20

3 IN ORIFICE ELEV = 350.00

INVERT OUT = 350.0010 YEAR ELEV. = 352.84

SCC-2

NORMAL POOL ELEVATION = 350.0

PROPOSED DRAINAGE

BLANKET

CLASS 1 RIPRAP OUTFALL

PROTECTION UNDERLAIN WITH

NONWOVEN FILTER FABRIC

CUTOFF TRENCH

(SEE DETAIL, SHEET 3)

PROPOSED CONCRETE

CRADLE

CONSTRUCTED TOP OF

BERM = 356.75 FT

EXISTING GRADE

PROPOSED GRADE

PROPOSED 24 IN RCP

LENGTH = 32 FT

INV UP = 350.00

INV DN = 349.50

2 YEAR ELEV. = 351.23

100 YEAR ELEV. = 353.69

SETTLED TOP OF BERM

= 356.25 FT

PROPOSED VDOT EW-1

(SEE DETAIL, SHEET 3)

PROPOSED EC-3 MATTING

PROPOSED NORMAL POOL

ELEVATION

PROPOSED ROUTED WATER

SURFACE ELEVATION (WSE)

349.50 FT (MSL)OUTLET BARREL INVERT DOWN ELEVATION

350.00 FT (MSL)OUTLET BARREL INVERT UP ELEVATION

DESIGN ELEVATIONS

1-YEAR ELEVATION

CFS

1-YEAR

8.16

PRINCIPAL RISER CREST ELEVATION 353.20 FT (MSL)

352.84 FT (MSL)

30.17

10-YEAR

CFS

356.25 FT (MSL)

350.00 FT (MSL)

353.57 FT (MSL)

354.22 FT (MSL)

2-YEAR ELEVATION

13.20

2-YEAR

CFS

POST-DEVELOPMENT (ROUTED)

TOP OF DAM ELEVATION (MIN.)

NORMAL POOL ELEVATION

HYDROLOGIC SUMMARY

ROUTED PEAK ELEVATIONS (DISTURBED CONDITIONS)

10-YEAR ELEVATION

100-YEAR ELEVATION

BASIN ROUTING SUMMARY

69.31

100-YEAR

CFS

350.00 FT (MSL)WATER QUALITY ORIFICE ELEVATION

11.83 41.6018.68PRE-DEVELOPMENT 89.93

352.15 FT (MSL)

LOW FLOW ORIFICE: 3" ORIFICE WITH DEBRIS RACK, ORIFICE INVERT =

350.0 FT (MSL). INSTALL 6" PERFORATED ELBOW

INSTEAD OF DEBRIS RACK WHILE UTILIZED AS A

SEDIMENT BASIN

RISER STRUCTURE: 36" VDOT SWM-1 RISER STRUCTURE, CREST =

352.25.0 FT (MSL)

OUTLET BARREL: PROPOSED 24" RCP, PROPOSED LENGTH = 32 FT,

INVERT (UP) = 350.0 FT (MSL), INVERT (DOWN)

= 349.5 FT (MSL)

OUTLET STRUCTURE DESIGN SUMMARY:

EXTENDED-DETENTION DESIGN SUMMARY

1-YR 24-HR EXTENDED DETENTION:

Vce VOLUME: 0.519 AC-FT *0.6 = 13,565 CF

ED WSE (FROM STAGE-STORAGE): 352.18 FT (MSL)

H (MAX): 2.18 FT

REQUIRED MINIMUM DRAWDOWN: 24 HRS

QAVG: Vce / (24*3600) = 0.157 CFS

QMAX: QAVG*2 = 0.314 CFS

MAX. HEAD METHOD - A (ORIFICE AREA): 0.044 SF

MAX. HEAD METHOD - D (DIAMETER): 0.237 FT = 2.9 INCHES

PROPOSED ORIFICE DIAMETER = 3 INCHES

WATER QUALITY DESIGN SUMMARY

NOTE: NO WATER QUALITY TREATMENT REQUIREMENTS ARE

ASSOCIATED WITH THIS PROJECT; BUT RATHER, THE

PROPOSED POND IS MERELY DESIGNED FOR

EXTENDED-DETENTION TO ADDRESS DOWNSTREAM

ADEQUACY CONCERNS. THE PROPOSED WET STORAGE IS

BASED ON SEDIMENT BASIN SIZING CRITERIA AND NOT

PERMANENT STORMWATER MANAGEMENT, SOME INCIDENTAL

WATER QUALITY IMPROVEMENTS ARE ANTICIPATED.

HYDROLOGIC SUMMARY

WATERSHED DATA

PRE-DEVELOPMENT DA-1

PROPOSED DISTURBED

PRE-DEVELOPMENT

HYDROLOGIC SUMMARY

NOTE:

1. THE PROPOSED RUNOFF CHARACTERISTICS ARE NOT EXPECTED TO INCREASE

FLOWS FROM THE SITE AREA.

2. THE CN WAS DERIVED USING TABLE 2-2A OF THE TR55 MANUAL.

3. THE EFFECTS OF THE PROPOSED SEDIMENT BASIN ARE REFLECTED IN THE

DISTURBED RESULTS.

TC (HR)AREA (AC)

0.373734.87

Q 10YRQ 2YR

41.6018.68

40.2715.33

PROPOSED 30.1713.20

CN

PRE-DEVELOPMENT DA-2 0.4317514.11

PROPOSED DISTURBED DA-1A 0.177883.84

PROPOSED DISTURBED DA-2 0.4318114.11

PROPOSED DISTURBED DA-1B 0.083 ( 5 MINUTE MIN.)751.07

FOLLOWING FINAL SITE STABILIZATION AND REMOVAL OF E&S CONTROLS DA-1

AND DA-3 TO REVERT BACK TO ORIGINAL DA-1 CONDITIONS.

PROPOSED STABILIZED DA-1A 0.379713.84

PROPOSED STABILIZED DA-2 0.4317314.11

PROPOSED STABILIZED DA-1B 0.083 ( 5 MINUTE MIN.)711.07

9.97 40.2715.33DISTURBED CONDITIONS 94.79

1-YEAR ELEVATION

351.23 FT (MSL)

352.84 FT (MSL)

353.69 FT (MSL)

2-YEAR ELEVATION

ROUTED PEAK ELEVATIONS (PROPOSED CONDITIONS)

10-YEAR ELEVATION

100-YEAR ELEVATION

350.74 FT (MSL)

SOILS CHARACTERISTICS TABLE

NAME

SOURCE: MTC FORT PICKETT GIS

WEHADKEE SILT LOAM 0-2% SLOPES99

SOIL

GROUP

HSG

C

SITE OUTFALL

PROPOSED DISTURBED

Q 10YRQ 2YR

7.720.39

PROPOSED 0.390.25

BMP OUTFALL

2:

3:1

Q 25YR

58.58

61.79

42.81

Q 10YR

16.94

2.24

10/11/11 REVISED PER DCR COMMENTS

11/16/11 REVISED PER DCR COMMENTS

PROPOSED DROP INLET

PROTECTION

E

S D

E T A

IL

S

M T C

F O

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IC

K

E T T S

P O

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T T O

W A

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O U

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V

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IN

IA

CHECKED BY:

DESIGNED BY:

DAP

DAP

DRAWN BY:

SMS/CSH

DATE:

3/25/11

DATE:

REVISIONS:

JOB#: 4475

SHEET: 3

SCALE:

AS SHOWN

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NTS

DETAIL: STONE CONSTRUCTION ENTRANCE

12' MIN.

3' 5:1

SIDE ELEVATION

A6" MIN.

70' MIN.

OPERATION

OF INGRESS AND EGRESS

* MUST EXTEND FULL WIDTH

3" MIN.

3" MIN.

PLAN VIEW

SECTION A-A

ROADWAY

EXISTING

10' MIN.

A

(OPTIONAL)

MOUNTABLE BERM

ROADWAY

EXISTING

10' MIN.

10'MIN.

70' MIN.

FILTER CLOTH

EXISTING GROUND

12' MIN.

FILTER CLOTH

COURSE AGGREGATE

VDOT #1

4"

12"

SHALLOW

SLOPE

BERM

STEEP

SLOPE

DITCH FLOW

DETAIL: EC-2 MATTING

NTS

POINTS A SHOULD BE HIGHER THAN POINT B.

3' MAX.

FLOW

FLOW

CONSTRUCTION OF A SILT FENCE

(WITHOUT WIRE SUPPORT)

1. SET THE STAKES.

SHEET FLOW INSTALLATION

(PERSPECTIVE VIEW)

DRAINAGEWAY INSTALLATION

(FRONT ELEVATION)

A

FLOW

A

6' MAX.

SF

4"

B

DETAIL: SILT FENCE

NTS

TRASH RACK

BOTTOM OF BASIN

ELEVATION = 347 FT

NTS

DETAIL: SEDIMENT BASIN SCHEMATIC

TEMPORARY TOP OF DAM

ELEVATION = 356.25 FT

25-YR STORM

ELEVATION = 353.31 FT

RISER CREST

ELEVATION = 353.2 FT67 CY/AC "DRY"

STORAGE

WET POOL

ELEVATION = 350.0 FT

OUTLET BARREL

PERFORATED DRAINAGE PIPE

(SEE VDOT SWM-DR DETAIL)

67 CY/AC "WET"

STORAGE

DEWATERING ORIFICE

ELEVATION = 350.0 FT

SEDIMENT CLEANOUT

ELEV. = 348.5

("WET" STORAGE

REDUCED TO 34 CY/AC)

PROPOSED SWM-1

G R

O U

P , I

N C

C e n te r S tr e e t

W ill ia m sb u rg

V ir g in ia

(7 -6

B o u ld e r

S p ri n g s D ri ve

S u ite

R ic h m o n d

V ir g in ia

(8 -3

R iv e rs id e P a rk w a y, S u ite

F re d e ri c ks b u rg

V ir g in ia

(5 -5

0.3' FREE BOARD

DESIGN FLOW DEPTH

10% SETTLEMENT

DETAIL: DIVERSIONS

NTS

SEE TABLE (SHEET 4) FOR SIZING

1 2

1'-0 1 2"

1 2

1 1 4"

4"

R 1 4"

2 34" 4"

2"x4" ADHESIVE BOLT, 1 1 2"

SWM-DR

116.05

REFERENCE

SPECIFICATION

DETAIL FOR DEBRIS RACK HOLDER

TOP TO BE HINGED TO ALLOW

ACCESS TO WATER QUALITY

ORIFICE (SEE NOTE 3)

METAL

SEE NOTE 2

REV. 3/03

HIGH DENSITY POLYETHYLENE

2 " SQUARE OR

3" DIA. HOLES

MAX.

(SEE NOTE 2)

1'-0" MIN.

M

IN

THE LOCATION OF THE DEBRIS RACK HOLDER

MAY BE ADJUSTED FOR VARIABLE CONDITIONS.

DEBRIS RACK HOLDER AND ALL HARDWARE IS

TO BE GALVANIZED.

4.

3.

2.

1.

DEBRIS RACK TO BE HINGED AS SHOWN OR

CONTRACTOR MAY SUBSTITUTE A COMPARABLE

DESIGN AS APPROVED BY THE ENGINEER.

DEBRIS RACK MAY BE FABRICATED FROM WELDED

" DIAMETER BARS OR " THICK HIGH DENSITY

POLYETHYLENE. METAL COMPONENTS OF DEBRIS

RACK MUST NOT BE GALVANIZED.

COST OF DEBRIS RACK, METAL PLATE, AND DEBRIS

RACK HOLDER TO BE INCLUDED IN THE BID PRICE

FOR THE SWM DRAINAGE STRUCTURE.

" DIA.

HOLE

SHEET 2 OF 5

VIRGINIA DEPARTMENT OF TRANSPORTATION

DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE

TOP TO BE HINGED TO ALLOW

NOT GALVANIZED

ACCESS TO WATER QUALITY ORIFICE

(SEE HOLDER DETAIL ABOVE)

FRONT VIEW

SELF-LOCKING HEX. NUT,

FLAT WASHER.

FRONT VIEW

(FOR WATER QUALITY ORIFICE)

(FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS)

STORMWATER MANAGEMENT (SWM) DETAILS

DETAIL FOR DEBRIS RACK

3" M

AX.

SIDE VIEW

TOP VIEW

M

IN

M

IN

MIN.

M

IN

SIDE VIEW

3/8" DIA. BARS

SPECIFICATION

REFERENCE

VIRGINIA DEPARTMENT OF TRANSPORTATION

NOTES:

3'-0"

VAR.

FRONT VIEW

SIDE VIEW

SWM DRAINAGE STRUCTURE

6" 6"

8"

TYPICAL

CULVERT

ROUND OR

SQUARE 12" MAX.

OR 6" MIN. OPENING

THROUGH THE WALL

(DEBRIS RACK NOT SHOWN)

METAL

PLATE

DEBRIS

RACK

SEE

NOTE 6

BOTTOM OF

STORMWATER

MANAGEMENT

BASIN

SWM-1

116.02

3'-0" DIA.

SHEET 2 OF 2

SEE NOTE 6

PRECAST STORMWATER MANAGEMENT DRAINAGE STRUCTURE

MIN.

"H L

IN

E A

R F

E E

T

REV. 3/03

CLASS A-3 CONCRETE TO BE

USED TO FILL SWM DRAINAGE

STRUCTURE TO INVERT OF

OUTLET PIPE.

WATER QUALITY

ORIFICE SEE NOTE B

TRASH RACK

1.

2.

3.

4.

5.

6.

7.

8.

TYPICAL

EMBANKMENT

(DAM)3:1 SLOPE

COST OF TRASH RACK AND DEBRIS RACK ARE TO BE INCLUDED IN THE

PRICE BID FOR THE STORMWATER MANAGEMENT DRAINAGE STRUCTURE.

STRUCTURE MAY BE PRECAST OR CAST IN PLACE. SEE SHEET

1 OF 2 FOR DETAILS ON CAST IN PLACE STRUCTURE.

WEEP HOLES SHALL NOT BE PROVIDED. ANY LIFT HOLES SHALL BE

PLUGGED.

STEPS ARE TO BE PROVIDED WHEN HEIGHT OF STRUCTURE IS 4'-0"

OR GREATER ABOVE INVERT OF OUTLET PIPE. FOR STEP DETAILS

SEE STANDARD ST-1.

SEE STANDARD SWM-DR FOR DETAILS ON PLATE, DEBRIS RACK AND

TRASH RACK.

MARK HEIGHT OF STRUCTURE, IN BLACK, WITH 4" HIGH NUMERALS

AND 1" WIDE HORIZONTAL STRIPES AT 1' INTERVALS FROM INVERT

OF WATER QUALITY ORIFICE (ALL VISIBLE SIDES).

THE PERMANENT STORMWATER MANAGEMENT DRAINAGE STRUCTURE,

STANDARD SWM-1 MAY BE MODIFIED WHERE THE STORMWATER

MANAGEMENT BASIN IS TO BE USED AS A TEMPORARY SEDIMENT BASIN

DURING PROJECT CONSTRUCTION. SEE STANDARD SWM-DR, SHEET 1 OF 5

FOR TEMPORARY MODIFICATION DETAILS.

THE SIZE OF THE WATER QUALITY ORIFICE SHALL BE SPECIFIED ON THE

PLANS. ADDITIONAL OPENINGS IN THE STORMWATER MANAGEMENT DRAINAGE

STRUCTURE TO BE PROVIDED WHEN SPECIFIED ON THE PLANS.

GEOTEXTILE WITH

AOS = #70

U.S. SIEVE SIZE

12 INCH

DRAINAGE

BLANKET

(VDOT #78)

4 INCH DIAMETER

SLOTTED PVC PIPES

(MIN. 5 FEET LONG)

DAYLIGHTED

THROUGH

WEEPHOLE IN

HEADWALL (TYP) OR

DOWNSTREAM RIPRAP

RPOTECTION

12"

12"

DETAIL: DRAINAGE BLANKET

NTS

DETAIL: CONCRETE CRADLE

NTS

D = 24" 8"

12 D = 2" **

2 (D + 2t)

4 D * t (thickness)

NOTES:

CONCRETE SHALL BE CLASS A3

* IF THE PIPE IS LAID IN AN

EXCAVATED TRENCH, THEN THE

SIDE WALLS MAY CONFORM TO

THE TRENCH SHAPE

** SHALL NOT BE LESS THAN 6"

TYPICAL

4"

REV. 3/03

NECESSARY BY THE DEPARTMENT

MAY BE SUBJECT TO CHANGE AS DEEMED

OR TO REGULATION AND CONTROL OF TRAFFIC

DESIGN FEATURES RELATING TO CONSTRUCTION

SHEET NO.FILE NO.PROJECTPLAN NO.

SHEET NO.

PROJECTROUTE

STATE

PROJECT

FEDERAL AID

STATE

REVISED

VA.

DRAWING NO. 2216A

SPECIAL DESIGN SECTION

NOTES:

1. A HINGED, LOCKABLE ACCESS DOOR SHALL BE PROVIDED ON ALL TRASH RACKS:

- TOTAL WEIGHT IS GREATER THAN 75 LBS.

- IF THE TRASH RACK IS TO BE PLACED ON A SWM-1 WITH AN "H"

DIMENSION GREATER THAN 7'-2".

2. ANTI-VORTEX PLATE IS TO BE USED WHEN SPECIFIED ON THE PLANS. COST OF FURNISHING

AND PLACING THE ANTI-VORTEX PLATE IS TO BE INCLUDED IN THE BID PRICE FOR THE

STRUCTURE.

NOTES:

1. A HINGED, LOCKABLE ACCESS

DOOR SHALL BE PROVIDED ON ALL

TRASH RACKS.

3 "

4'-8" SQ.

4"

METAL (STEEL)

5'-4" SQ.

4'-0" SQ.

2" x "

STEEL

PLATE

TYP.

4'-9 " SQ.

TYP.

" DIA.

STEEL BAR

6"2'-4"

" DIA. X 6" LG.

ADHESIVE BOLTS

W/FLAT WASHERS AND

SELF LOCKING NUTS

TYPICAL 8 PLACES-EQUALLY

SPACED ON AN "E" DIA. B.C.

6" 20" 13"

WT. (LBS.)

APPROX.

WT. (LBS.)

APPROX.

HIGH DENSITY POLYETHYLENE

FOR STORMWATER MANAGEMENT DRAINAGE STRUCTURES

STORMWATER MANAGEMENT (SWM) DETAILS TRASH RACK

VIRGINIA DEPARTMENT OF TRANSPORTATION

5'-4" SQ.

4'-0" SQ.

WT. (LBS.)

APPROX.

WT. (LBS.)

APPROX.

RISER DIMENSION

SEGMENTE

RISER DIMENSION

E

" THICK

STEEL PLATE

LOCKABLE ACCESS

DOOR W/HINGE

SEE NOTE 1

LOCKABLE ACCESS

DOOR W/HINGE

SEE NOTE 1

D

HIGH DENSITY POLYETHYLENE

METAL

CIRCULAR

STORMWATER

MANAGEMENT

BASIN

D

RISER O.D.

RISER I.D.

CIRCULAR

STORMWATER

MANAGEMENT

BASIN

93101100

114 115 106

177372

24 3130

CBAO.D.I.D.

114 107

176872

95558

24 630

CBAO.D.I.D.

2" WIDE X "

THICK STEEL RING

BOLTED TO RISER

RISER O.D.

RISER I.D.

A MAX.

" DIA. X 6" LG.

ADHESIVE BOLTS

W/FLAT WASHERS AND

SELF LOCKING NUTS.

TYPICAL 8 PLACES-EQUALLY

SPACED ON AN "E" DIA. B.C.

6" SQ.

M

AX.

" DIA.

STEEL BAR

" DIA. X 6" LG.

ADHESIVE BOLTS

W/FLAT WASHERS AND

SELF LOCKING NUTS

TYPICAL 8 PLACES-EQUALLY

SPACED ON AN "E" DIA. B.C.

6" SQ. MAX.

B

TYP.

TYP.

A

MAX.

B MAX.

C MIN.

D MIN.

C MIN.

D MIN.

OUTLET PIPE

6"

TEMPORARY WATER

QUALITY ORIFICE

COVER PLATE

PERMANENT WATER

QUALITY ORIFICE

OPENING

TOP OF

STRUCTURE ELEVATION

FRONT VIEW

(TYPICAL DETAILS)

SIDE VIEW

(TYPICAL DETAILS)

DRAINAGE TUBING SHALL COMPLY WITH

ASTM F667 OR AASHTO M294.

POLYETHELENE CAP

6" DIAMETER PERFORATED

POLYETHYLENE DRAINAGE

TUBING

DRY

STORAGE

ELEVATION

WET

STORAGE

ELEVATION

3" DIAMETER TEMP. ORIFICE STUBOUT.

SCHEDULE 40 STEEL STUB, 1 FOOT.

MIN. LENGTH.

TEMPORARY

DEWATERING

DEVICE

STORMWATER MANAGEMENT

DRAINAGE STRUCTURE

(STD. SWM-1 TYPICAL)

1.

6.

7.

WATERTIGHT FLEXIBLE

COUPLING FOR 8" DIA.

POLYETHELENE TUBING

WATERTIGHT FLEXIBLE COUPLING FOR

3" DIA. STEEL PIPE TO

6" DIA. POLYETHELENE TUBING

STANDARD PIPE HANGER OR

"X2" METAL CLAMPS WITH HOLES

FOR " DIAMETER BOLTS & NUTS

6" DIA. SOLID POLYETHELENE

DRAINAGE TUBING

NTS

DETAIL: CUTTOFF TRENCH

EXISTING GRADE OR

BOTTOM OF PIPE/CRADLE

1 FT OVERCUT

AND BACKFILL WITH

SUITABLE COMPACTED

FILL MATERIAL

4'

4'

PROPOSED CLAY

CUTTOFF TRENCH

2. EXCAVATE A 4" x 4" TRENCH

UPSLOPE ALONG THE LINE OF

STAKES.

3. STAPLE FILTER MATERIAL

TO STAKES AND EXTEND IT

INTO THE TRENCH.

4. BACKFILL AND COMPACT

THE EXCAVATED SOIL.

IN DITCHES, APPLY

PROTECTIVE COVERING

PARALLEL TO THE DIRECTION

OF FLOW. USE CHECK SLOTS

AS REQUIRED. AVOID JOINING

MATERIAL IN THE CENTER OF

THE DITCH IF AT ALL POSSIBLE.

BRING MATERIAL DOWN TO A LEVEL

AREA BEFORE TERMINATING THE

INSTALLATION. TURN THE END

UNDER 4" AND STAPLE AT 12"

INTERVALS.

ON STEEP SLOPES,

APPLY PROTECTIVE

COVERING PARALLEL TO

THE DIRECTION OF FLOW

AND ANCHOR

SECURELY.

WHERE THERE IS A BERM AT THE TOP

OF THE SLOPE, BRING THE MATERIAL

OVER THE BERM AND ANCHOR IT

BEHIND THE BERM.

ON SHALLOW SLOPES, STRIPS OF

NETTING PROTECTIVE COVERINGS

MAY BE APPLIED ACROSS THE

SLOPE.

DV

SWM-DR

DETAIL: EC-3 MATTING

NTS

DETAIL: SOIL MATTING ANCHORS

NTS

PERMANENT SEEDING TEMPORARY SEEDING

NOTE:

CONTRACTOR MAY SELECT APPROPRIATE TEMPORARY SEED FROM THE LIST BELOW BASED ON TIME OF YEAR, TEMPORARY SEEDING IS ONLY NEEDED IF DISTURBED AREAS NOT YET AT FINAL GRADE WILL BE LEFT DORMANT FOR LONGER THAN 30 DAYS BUT LESS THAN A YEAR. PERMANENT SEEDING AND MULCHING SHALL BE USED IN

ALL OTHER SITUATIONS

10/11/11 REVISED PER DCR COMMENTS

SPECIFIC APPLICATION

* GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE.

SPECIFIC APPLICATION

OVERFLOW

DETAIL: DROP INLET SEDIMENT FILTER

NTS

WIRE SCREEN

CONCRETE BLOCK

GRAVEL FILTER*

WIRE SCREEN

FILTERED WATER

RUNOFF

WATER WITH

SEDIMENT

SEDIMENT

DROP INLET

WITH GATE

THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE

HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW

CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING

AROUND THE STRUCTURE.

IP

E

S N

O T E

S M

T C

F O

R T P

IC

K

E T T S

P O

IL

S

IT

E

S

N O

T T O

W A

Y C

O U

N T Y

V

IR

G

IN

IA

CHECKED BY:

DESIGNED BY:

DAP

DAP

DRAWN BY:

SMS/CSH

DATE:

3/25/11

DATE:

REVISIONS:

JOB#: 4475

SHEET: 4

SCALE:

AS SHOWN

\\l a n .w e g n e t.

c o m \W

E G

\W M

B G c a d \4 s\

F o rt

P ic ke tt P o te n tia l B o rr o w P it S ite s\

S to rm w a te r A n a ly si s\ E

S

P la n s\

S

E

S P la n _R

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.d w g

EROSION AND SEDIMENT CONTROL NARRATIVE

EROSION AND SEDIMENT CONTROL NOTES

1. THE PURPOSE OF THE EROSION CONTROL MEASURES SHOWN ON THESE PLANS SHALL BE TO PRECLUDE THE TRANSPORT OF ALL WATERBORNE SEDIMENTS RESULTING FROM CONSTRUCTION ACTIVITIES FROM ENTERING ONTO ADJACENT PROPERTIES OR STATE WATERS.

IF FIELD INSPECTION REVEALS THE INADEQUACY OF THE PLAN TO CONFINE SEDIMENT TO THE PROJECT SITE, APPROPRIATE MODIFICATIONS SHALL BE MADE TO CORRECT ANY PLAN DEFICIENCIES. IN ADDITION TO THESE NOTES, ALL PROVISIONS OF THE VIRGINIA EROSION AND

SEDIMENT CONTROL REGULATION SHALL APPLY TO THIS PROJECT.

2. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR

SWEEPING AND TRANSPORTED TO A DISPOSAL AREA.

3. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD EDITION, 1992 . THE CONTRACTOR SHALL BE THOROUGHLY FAMILIAR WITH ALL APPLICABLE

MEASURES CONTAINED THEREIN WHICH MAY BE PERTINENT TO THIS PROJECT.

4. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING A LIVE WATERCOURSE SHALL BE

MET.

5. PERIODIC INSPECTIONS OF ALL EROSION CONTROL MEASURES SHALL BE MADE BY THE CONTRACTOR TO ASSESS THEIR CONDITION.

INSPECTIONS SHALL BE CONDUCTED AT LEAST ONCE EVERY 14 CALENDAR DAYS AND WITHIN 48 HOURS FOLLOWING ANY RUNOFF PRODUCING STORM EVENT OR EVERY 7 CALENDAR DAYS REGARDLESS OF WEATHER (AS DETERMINED AND SPECIFIED VSMP PERMITTING AND SWPPP). THIS INCLUDES INSPECTION AFTER EVERY ERODIBLE RAINFALL EVENT AND THE REPAIR OF MEASURES DAMAGED BY SUB-CONTRACTORS. ANY NECESSARY REPAIRS OR CLEAN UP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL

BE MADE IMMEDIATELY.

6. SEDIMENT CONTROL MEASURES MAY REQUIRE MINOR FIELD ADJUSTMENTS AT THE TIME OF CONSTRUCTION TO INSURE THEIR INTENDED PURPOSE IS ACCOMPLISHED. APPROVAL BY THE ENGINEER OR SITE INSPECTOR WILL BE REQUIRED FOR ANY DEVIATIONS FROM THE

APPROVED PLANS.

7. ADDITIONAL EROSION CONTROL DEVICES MAY BE REQUIRED BY THE STATE INSPECTOR, ENGINEER, OWNER, OR HIS DESIGNATED AGENT IF

DEEMED NECESSARY.

8. ALL EROSION CONTROL DEVICES SHALL BE IN PLACE AND FUNCTIONAL AT ALL TIMES AND IF REMOVED FOR CONSTRUCTION PROGRESS, SHALL BE REPLACED BY THE CLOSE OF EACH WORKDAY.

9. SURFACE FLOWS OVER CUT AND FILL SLOPES SHALL BE CONTROLLED BY EITHER REDIRECTING FLOWS FROM TRANSVERSING THE SLOPES OR BY INSTALLING MECHANICAL DEVICES TO SAFELY LOWER WATER DOWNSLOPE WITHOUT CAUSING EROSION.

10. THE CONTRACTOR SHALL PLACE SOIL STOCKPILES AT THE LOCATIONS SHOWN ON THIS PLAN OR AS DIRECTED BY THE ENGINEER. SOIL STOCKPILES SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. OFF-SITE WASTE OR BORROW AREAS SHALL BE APPROVED PRIOR TO THE IMPORT OF ANY BORROW OR EXPORT OF ANY WASTE TO OR FROM THE PROJECT SITE.

11. ALL SLOPES SHALL REQUIRE THE USE OF EROSION CONTROL BLANKETS TO AID IN THE ESTABLISHMENT OF A VEGETATIVE COVER.

INSTALLATION SHALL BE IN ACCORDANCE WITH SPECIFICATION 3.36 (B/M) AND MANUFACTURER'S INSTRUCTIONS. NO SLOPES SHALL BE

CREATED STEEPER THAN 2:1.

12. THE CONTRACTOR SHALL COMPLETE DRAINAGE FACILITIES WITHIN 30 DAYS FOLLOWING COMPLETION OF ROUGH GRADING AT ANY POINT WITHIN THE PROJECT. OUTFALL CHANNELS FROM DRAINAGE STRUCTURES SHALL BE STABILIZED IMMEDIATELY AFTER CONSTRUCTION OF SAME. THIS INCLUDES INSTALLATION OF EROSION CONTROL STONE OR PAVED DITCHES WHERE REQUIRED.

13. PERMANENT OR TEMPORARY SOIL STABILIZATION MUST BE APPLIED TO ALL DENUDED AREAS WITHIN 7 DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. SOIL STABILIZATION MUST ALSO BE APPLIED TO DENUDED AREAS WHICH MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS. SOIL STABILIZATION MEASURES INCLUDE VEGETATIVE

ESTABLISHMENT OR MULCHING.

14. IF DISTURBED AREA STABILIZATION IS TO BE ACCOMPLISHED DURING THE MONTHS OF DECEMBER, JANUARY, OR FEBRUARY, STABILIZATION SHALL CONSIST OF MULCHING IN ACCORDANCE WITH SPECIFICATION 3.35 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK THIRD EDITION, 1992 . SEEDING WILL THEN TAKE PLACE AS SOON AS THE SEASON PERMITS.

15. THE TERM SEEDING, FINAL VEGETATIVE COVER OR STABILIZATION, ON THIS PLAN SHALL MEAN THE SUCCESSFUL GERMINATION AND ESTABLISHMENT OF A STABLE COVER FROM A PROPERLY PREPARED SEEDBED CONTAINING THE SPECIFIED AMOUNTS OF SEED AND

FERTILIZER IN ACCORDANCE WITH THE SEEDING SCHEDULE LOCATED ON THIS SHEET.

16. TEMPORARY EROSION CONTROL MEASURES ARE NOT TO BE REMOVED UNTIL ALL DISTURBED AREAS ARE STABILIZED. AFTER STABILIZATION IS COMPLETE, ALL MEASURES SHALL BE REMOVED WITHIN 30 DAYS. TRAPPED SEDIMENT SHALL BE SPREAD AND SEEDED.

PROJECT DESCRIPTION

THIS PLAN ADDRESSES EROSION AND SEDIMENT CONTROL MEASURES ASSOCIATED WITH THE PROPOSED SPOIL SITE. THIS PLAN IS INTENDED TO PROVIDE A FRAMEWORK FOR PROJECT COMPLIANCE WHEN NECESSARY SPOIL ACTIVITY TAKES PLACE IN THE FUTURE. THE PROPOSED PROJECT AREA IS APPROXIMATELY 5.69 ACRES WITH A MAXIMUM ANTICIPATED AREA OF DISTURBANCE OF 4.1 ACRES.

EXISTING CONDITIONS

EXISTING CONDITIONS CONSIST OF OPEN AREA AND WOODED AREAS WITH EXISTING STOCKPILE AREAS LOCATED THROUGHOUT THE SITE.

EXISTING PAVED ROADS SURROUND THE SITE.

ADJACENT AREAS

ADJACENT ROADWAYS WILL BE PROTECTED THROUGH THE USE OF A CONSTRUCTION ENTRANCES. DOWNSTREAM CHANNELS WILL BE PROTECTED BY PROPOSED E&S MEASURES AS SPECIFIED ON SHEET 2 AND 3, MAINLY CONSISTING OF SILT FENCE AND A TEMPORARY

SEDIMENT BASIN.

OFF-SITE AREAS

A SEPARATE EROSION AND SEDIMENT CONTROL PLAN SHALL BE PROVIDED FOR ANY PROPOSED DISTURBANCE LOCATED OUTSIDE THE PROJECT LIMITS SHOWN IN THESE PLANS. (SUCH AS IMPORTED BORROW MATERIAL FOR DAM EMBANKMENT)

SOILS

A SOILS TABLE HAS BEEN PROVIDED ON THIS SHEET OF THIS PLAN SET. THE PROJECT AREA IS GENERALLY CHARACTERIZED BY TYPE "C" SILT

LOAM SOILS WITH A 0-2% SLOPE.

CRITICAL AREAS

CRITICAL AREAS INCLUDE DOWNSTREAM RECEIVING STREAM CHANNELS AND SLOPES WHERE SHEET FLOW EXCEEDS 100 FEET IN LENGTH WHICH COULD POTENTIALLY LEAD TO RILL AND GULLY EROSION. PROPOSED STOCKPILE AREAS WILL BE TREATED WITH EROSION AND SEDIMENT CONTROL MEASURES AS SHOWN ON SHEET 2. ADEQUATE OUTFALL PROTECTION AS WELL AS A STORMWATER CONVEYANCE CHANNEL DELIVERS CONCENTRATED FLOWS FROM THE PROPOSED SEDIMENT BASIN TO A STABLE OUTFALL.

PERMANENT STORMWATER CONSIDERATIONS

THE ULTIMATE OUTFALL FOR THE PROPOSED SPOIL SITE IS LOCATED IN THE SOUTHWEST CORNER OF THE PROJECT SITE. PROPOSED SEDIMENT BASIN WILL SLOW RUNOFF FROM THE DISTURBED SITE DURING SPOILING OPERATIONS AND THE SITE WILL BE FULLY STABILIZED WITH PERMANENT SEEDING UPON COMPLETION OF SPOIL ACTIVITY. CONCENTRATED FLOW AT THE OUTFALL SHALL BE CONVEYED FROM THE PROJECT SITE THROUGH AN ADEQUATE STORMWATER CONVEYANCE CHANNEL AND WILL DISCHARGE AT NON-EROSIVE VELOCITIES TO THE EXISTING OUTFALL, WHICH CONSISTS OF AN EXISTING STORMWATER CONVEYANCE SYSTEM, AS SHOWN ON THE H&H SUMMARY (SHEET 2), THE FINAL PROPOSED FLOWS AT THE OUTFALL POINT (EXISTING STORMWATER CONVEYANCE SYSTEM) AND THE TEMPORARY FLOWS DURING CONSTRUCTION ARE BOTH LESS THAN OR EQUAL TO PRE DEVELOPMENT CONDITIONS. FOR ENHANCEMENT CONTROLS THE BASIN

HAS BEEN DESIGNED FOR 1 YEAR EXTENDED DETENTION.

STRUCTURAL PRACTICES

UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD EDITION, 1992 . THE MINIMUM STANDARDS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS, LATEST EDITION SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE, IN WRITING.

1. TEMPORARY STONE CONSTRUCTION ENTRANCE - STD. & SPEC. 3.02 - CONSTRUCTION ENTRANCES SHALL BE EMPLOYED TO REDUCE THE AMOUNT OF MATERIAL TRANSPORTED OFF-SITE BY CONSTRUCTION VEHICLES. THE CONSTRUCTION ENTRANCES SHALL BE MAINTAINED AT THE LOCATION SHOWN ON SHEET 2 FOR THE DURATION OF THE CONSTRUCTION AND STABILIZATION.

2. TEMPORARY SEDIMENT BASIN - STD. & SPEC. 3.14 - A TEMPORARY SEDIMENT BASIN SHALL BE USED TO PREVENT THE FLOW OF SEDIMENT

AWAY FROM THE CONSTRUCTION AREA.

3. SOIL STABILIZATION BLANKETS AND MATTING - STD. & SPEC. 3.36

STABILIZATION MATTING SHALL BE IMMEDIATELY APPLIED TO ALL DISTURBED SLOPES UPON COMPLETION OF CONSTRUCTION.

4. DIVERSION - STD. & SPEC. 3.12 - DIVERSION CHANNELS SHALL BE CONSTRUCTED ACROSS SLOPES AS SHOWN IN THE PLANS WITH A SUPPORTING EARTHEN RIDGE ON THE LOWER SIDE TO DIVERT RUNOFF TO THE PROPOSED SEDIMENT BASIN.

5. SILT FENCE - STD. & SPEC. 3.05 - SILT FENCE SHALL BE PLACED AS SHOWN IN THESE PLANS TO PREVENT SEDIMENT TRANSPORT OFFSITE.

NON-STRUCTURAL PRACTICES

1. TEMPORARY SEEDING - STD. & SPEC. 3.31 - ALL EXPOSED SOIL SURFACES THAT ARE NOT TO BE FINE-GRADED FOR PERIODS LONGER THAN 30 DAYS SHALL RECEIVE TEMPORARY SEEDING. SELECTION OF THE TEMPORARY SEED MIXTURE SHALL BE IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD EDITION, 1992 AS REFERENCED ON THIS SHEET.

2. PERMANENT SEEDING - STD. & SPEC. 3.32 - PERMANENT SEEDING SHALL BE USED TO STABILIZE DISTURBED AREAS BROUGHT TO FINAL GRADE BY ESTABLISHING PERENNIAL VEGETATIVE COVER. SELECTION OF THE PERMANENT SEED MIXTURE SHALL BE IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD EDITION, 1992 AS REFERENCED ON THIS SHEET.

3. MULCHING - STD. & SPEC. 3.35 - AREAS WHICH HAVE BEEN PERMANENTLY OR TEMPORARILY SEEDED SHOULD BE MULCHED IMMEDIATELY FOLLOWING SEEDING. MULCHING SHALL BE USED IN FALL FOR WINTER COVER AND DURING HOT AND DRY SUMMER MONTHS.

MAINTENANCE PRACTICES

IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAINFALL BY THE

CONTRACTOR. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR:

3.02 - TEMPORARY STONE CONSTRUCTION ENTRANCE - THE ENTRANCES SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODICALLY TOPDRESSING THE ENTRANCE WITH

ADDITIONAL STONE OR WASHING THE EXISTING STONE.

3.03 - CONSTRUCTION ROAD STABILIZATION - NO CONSTRUCTION ROAD STABILIZATION IS PROPOSED AT THIS TIME, HOWEVER IF VEHICULAR PATHS APPEAR TO WARRANT STABILIZATION, IT SHOULD BE APPLIED AS NEEDED OR AS DIRECTED BY THE INSPECTOR.

3.05 - SILT FENCE - SILT FENCE SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. CLOSE ATTENTION SHALL BE PAID TO THE REPAIR OF DAMAGED SILT FENCE RESULTING FROM END RUNS AND UNDERCUTTING. SHOULD THE FABRIC ON A SILT FENCE DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL BE NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY.

SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. THEY MUST BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE IS NO LONGER REQUIRED

SHALL BE DRESSED TO CONFORM WITH THE EXISTING GRADE, PREPARED AND SEEDED.

3.09 - TEMPORARY DIVERSION DIKE - THE MEASURE SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DIKE, FLOW CHANNEL, OUTLET OR SEDIMENT TRAPPING FACILITY, AS NECESSARY. ONCE EVERY TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED

OR NOT, THE MEASURE SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. DAMAGES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER

ACTIVITY MUST BE REPAIRED BEFORE THE END OF EACH WORKING DAY.

3.12 - TEMPORARY DIVERSION - BEFORE FINAL STABILIZATION, THE DIVERSION SHOULD BE INSPECTED AFTER EVERY RAINFALL AND AT LEAST ONCE EVERY TWO WEEKS. SEDIMENT SHALL BE REMOVED FROM THE CHANNEL AND REPAIRS MADE AS NECESSARY. SEEDED AREAS WHICH

FAIL TO ESTABLISH A VEGETATIVE COVER SHALL BE RESEEDED AS NECESSARY.

3.14 - TEMPORARY SEDIMENT BASIN - THE EMBANKMENT SHOULD BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. THE BASIN SHOULD BE CHECKED AFTER EACH RUNOFF-PRODUCING RAINFALL FOR SEDIMENT CLEANOUT. WHEN THE SEDIMENT REACHES THE CLEAN-OUT LEVEL, IT SHALL BE REMOVED

AND PROPERLY DISPOSED OF.

EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS

THE INTENT OF THIS SECTION IS TO SUMMARIZE HOW THE EROSION AND SEDIMENT CONTROL MEASURES PROPOSED IN THE EROSION AND SEDIMENT CONTROL PLAN SATISFY THE 19 MINIMUM STANDARDS SET FORTH IN THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS (4VAC50-30-40). THE FOLLOWING IS A BRIEF SYNOPSIS OF THE MINIMUM STANDARDS (MS) AND HOW THEY ARE ADDRESSED IN

THE PLAN:

MS-1 STABILIZATION OF DENUDED AREAS - WITHIN SEVEN DAYS, PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS THAT MAY REMAIN DORMANT FOR LONGER THAN 30 DAYS. TEMPORARY AND PERMANENT SEEDING, MULCHING, BLANKETS AND MATTING, AND RIPRAP ARE SPECIFIED IN THE PLAN FOR STABILIZATION OF DENUDED AREAS.

MS-2 STABILIZATION OF SOIL STOCKPILES - DURING CONSTRUCTION, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR

PROTECTED WITH SEDIMENT TRAPPING MEASURES, (SEDIMENT BASIN).

MS-3 ESTABLISHMENT OF PERMANENT VEGETATION - A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS

ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE, AND WILL INHIBIT EROSION.

MS-4 TIMING AND STABILIZATION OF SEDIMENT TRAPPING MEASURES - ALL SEDIMENT TRAPPING MEASURES (INCLUDING SEDIMEN TRAP) SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND-DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND

DISTURBANCE TAKES PLACE.

MS-5 STABILIZATION OF EARTHEN STRUCTURES - STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES IMMEDIATELY

AFTER INSTALLATION AS SPECIFIED IN THE PLAN.

MS-6 SEDIMENT TRAP AND BASINS - SEDIMENT BASINS ARE NOT USED IN THIS PLAN. THE SEDIMENT TRAP SHALL CONTROL DRAINAGE AREAS LESS THAN TO THREE ACRES. THE MINIMUM STORAGE CAPACITY SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA.

MS-7 DESIGN, CONSTRUCTION, AND STABILIZATION OF CUT AND FILL SLOPES - CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. MOST SLOPES ARE PROPOSED TO BE STABILIZED WITH BLANKETING AND MATTING AS SHOWN ON THE E&S PLAN. SLOPES FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED.

MS-8 CONCENTRATED RUNOFF DOWN SLOPES - CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME, OR SLOPE DRAIN STRUCTURE.

MS-9 ADEQUATE DRAINAGE PROTECTION FROM WATER SEEPS - IF THE CONTRACTOR IDENTIFIES WATER SEEPAGE FROM A SLOPE FACE, ADEQUATE DRAINAGE PER VESCH 3.28 OR OTHER APPROPRIATE PROTECTION SHALL BE PROVIDED.

MS-10 STORM SEWER INLET PROTECTION - NOT APPLICABLE FOR THIS PLAN SINCE THERE ARE NO STORM SEWER INLETS AFFECTED BY THE

PROPOSED CONSTRUCTION.

MS-11 STORMWATER CONVEYANCE PROTECTION - BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE

INSTALLED.

MS-12 WORK IN LIVE WATERCOURSE - THERE ARE NO WATERCOURSES LOCATED WITHIN THE PROJECT AREA.

MS-13 CROSSING LIVE WATERCOURSE - NONE OF THE PROPOSED SPOIL ACTIVITY IS EXPECTED TO CROSS A LIVE WATERCOURSE.

MS-14 REGULATION OF WATERCOURSE CROSSING - NO IMPACTS TO WATERCOURSES ARE ANTICIPATED FOR THIS PROJECT. SHOULD ANY IMPACTS TO WATERCOURSES BECOME NECESSARY, PROPER PERMITS MUST BE OBTAINED PRIOR TO CONSTRUCTION.

MS-15 STABILIZATION OF WATERCOURSE - THERE ARE NO WATERCOURSES LOCATED WITHIN THE PROJECT AREA.

MS-16 UNDERGROUND UTILITY LINE INSTALLATION - NO UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN THIS PLAN.

MS-17 VEHICULAR SEDIMENT TRACKING - WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE ROADWAY. WHERE SEDIMENT IS TRANSPORTED INTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER.

MS-18 REMOVAL OF TEMPORARY MEASURES - ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER THE FINAL SITE STABILIZATION OR WHEN TEMPORARY MEASURES ARE NO LONGER NEEDED.

MS-19 STORMWATER MANAGEMENT - THE PROPOSED SITE IMPROVEMENTS ARE NOT EXPECTED TO INCREASE HYDROLOGIC CONDITIONS AT THE SITE OUTFALL FOLLOWING FINAL STABILIZATION (SEE SUMMARY THIS SHEET). THE SITE DISCHARGES TO AN EXISTING CONVEYANCE SYSTEM. REFER TO PERMANENT STORWMATER CONSIDERATIONS SECTION OF THE EROSION AND SEDIMENT CONTROL NARRATIVE FOR

MORE DETAILED INFORMATION.

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PIPE OUTFALL PROTECTION - RIPRAP APRON

dmin = 1.5 X D50 = 1.5 X 0.9 FT = 1.35 FT

APRON DEPTH:

DOWNSTREAM: Do + La = 12'

UPSTREAM: 3 X D = 6 FT (MIN.)

APRON WIDTH:

OUTLET VELOCITY = 4.94 FT/S

LENGTH La = 3 FT (MIN.)

DISCHARGE Q = 7.72 CFS (10-yr)

DIAMETER D = 24"

APRON LENGTH:

USED MINIMUM TAILWATER CONDITION

APRON MATERIAL:

APRON MATERIAL = CLASS AI RIPRAP (PER VDOT SPECS)

USE 9 FT TO BE CONSERVATIVE

NOTE: THE RISER SHALL BE INSTALLED ABOVE A 12" LAYER OF VDOT 21-A

LEVELING COARSE.

VOL. OF WATER DISPLACED = 116 CF

WEIGHT OF WATER DISPLACED = 49.7 CUBIC FEET X 62.4 LBS/ CF

= 3,101 LBS WATER

VOL. OF RISER = ((OUTER AREA - INNER AREA) X HEIGHT ABOVE INVERT) - HOLES

= ((12.56 - 7.1) X 3.2) - 0.25

= 17.2 CF

WEIGHT OF CONCRETE RISER = (17.2 CUBIC FT X 150 LBS/CF)

= 2583.3 LBS CONCRETE

VOL. OF BASE = (BASE AREA X HEIGHT BELOW INVERT)

= 12.56 SF * 3.0 FT

= 37.68 CF

WEIGHT OF BASE = (37.68 CF X 150 LBS/CF)

= 5,652 LBS CONCRETE

TOTAL COUNTERWEIGHT = WEIGHT OF RISER + WEIGHT OF BASE

= 2,583 LBS + 5,652 LBS

= 8,235 LBS

CHECK IF COUNTERWEIGHT > WEIGHT OF WATER DISPLACED X (SAFETY FACTOR):

8,235 LBS > 3,101 LBS X (SAFETY FACTOR)

8,235 LBS > 3,101 LBS X (1.26)

8,235 LBS > 3907.26 ... RISER WILL NOT FLOAT

FLOTATION CALCULATIONS

DA-3

VELOCITYPROPOSEDCHANNEL

CHANNEL

1.35

(FT/S)

6.33

DEPTH (FT)

0.7520.12

FLOW (CFS)

0.05

NOTES:

1) THE 10-YR DISCHARGE WAS USED FOR THE CHANNEL DESIGN.

SLOPE (FT/FT)

RECOMMENDED

EC-3

(D)

SHEAR

STRESS CHANNEL LINING

(LBS/FT)

SCC-1

DRAINAGE

AREA

EC-2DV-1

MAXCHANNEL

WIDTH (FT)

(A)

5.0

STORMWATER CONVEYANCE CHANNEL DESIGN TABLE

SIDE

SLOPE

2:1

2.0 0.018 12.48 0.75 3:1 4.0 0.52

0.604.940.757.720.06 EC-3SCC-2 3.0 2.5:1

FLOW

DEPTH (FT)

0.52

(D)

0.74

0.46

DA-1

DA-1A (DISTURBED)

TC CALCULATIONS

DA-1A (STABILIZED)

DA-2 (ALL CONDITIONS)

DA-1 (PRE DEVELOPMENT)

CURVE NUMBER CALCULATIONS

EXISTING CONDITIONS

DA-1

DA-2

PROPOSED (DISTURBED CONDITIONS)

DA-1

DA-3

DA-2

PROPOSED (FINAL STABILIZATION)

DA-1

DA-3

DEWATERING DEVICE

6" DRAINAGE TUBING AND/OR A RISER PIPE IS TO BE TEMPORARILY

ATTACHED TO THE 3" EXTENDED-DETENTION ORIFICE OF THE RISER

STRUCTURE TO FUNCTION AS THE SEDIMENT BASIN DEWATERING DEVICE.

SEE DETAIL, SHEET 3.

BASIN VOLUME DESIGN

OUTLET CULVERT BARREL DIAMETER

OULET CULVERT BARREL LENGTH

PRIMARY RISER INNER DIAMETER

BARREL INVERT DOWN ELEVATION

BARREL INVERT UP ELEVATION

BOTTOM OF BASIN

CLEANOUT ELEVATION

ELEV. OF START OF PERFORATED TUBING (WET POOL)

PRINCIPLE SPILLWAY CREST

DESIGN HIGH WATER (25-YR)

TOP OF DAM ELEVATION (TEMPORARY)

DISTANCE FROM TOP OF RISER TO CLEANOUT LEVEL

AVAILABLE WET VOLUME BEFORE CLEANOUT REQ.

REQUIRED TOTAL AVAILABLE BASIN VOLUME

PROVIDED TOTAL AVAILABLE BASIN VOLUME

PROVIDED DRY STORAGE VOLUME

REQUIRED DRY STORAGE VOLUME

PROVIDED WET STORAGE VOLUME

REQUIRED WET STORAGE VOLUME

DESIGN ELEVATIONS

350.0ft msl ft msl inches inches feet

349.5

1.5feet ft msl ft msl ft msl ft msl ft msl ft msl

347.0 348.5 352.0 N/A 352.57 356.0 cu yds cu yds cu yds cu yds cu yds cu yds cu yds

SEDIMENT BASIN SIZING TABLE

TOTAL AREA DRAINING TO BASIN

LOCATION

acres

UNITS

SB-1

3.84

OULET STRUCTURE DESIGN

DA-2

DRY STORAGE VOLUME (DV): 7,146 CF

DRY STORAGE ELEV.(FROM STAGE-STORAGE): 351.24 FT (MSL)

ELEV. OF START OF PERFORATED TUBING: 350.00 FT (MSL)

H (MAX): 1.24 FT

H (AVG): 1.24 FT/2 = 0.62 FT

REQUIRED MINIMUM DRAWDOWN: 6 HRS

Q: DV / (6*3600) = 7,146 / (6*3600) = 0.33 CFS

Q (MAX): 0.33*2 = 0.66 CFS

A (ORIFICE AREA): Q/[(64.32*h) 1

2*(0.6)] SF

0.123 SF

D (ORIFICE DIAMETER): 2*(A/3.14) 1

0.396 FT

4.75 INCHES

PROPOSED DESIGN: PROPOSED 3 INCH ORIFICE FOR 1-YR, 24-HR ED IS

SUFFICIENT (ATTACH 6" OR LARGER DIAMETER

PERFORATED TUBING WITH FERNCO-STYLE

COUPLING TO ED ORIFICE, SEE DETAIL, SHEET 3)

1. MATERIALS - REINFORCED CONCRETE PIPE SHOULD HAVE BELL AND SINGULAR SPIGOT

JOINTS WITH RUBBER GASKETS AND SHOULD EQUAL OR EXCEED ASTM DESIGNATION

C-361.

2. BEDDING - ALL REINFORCED CONCRETE PIPE CONDUITS SHOULD BE LAID IN AN

APPROPRIATE BEDDING MATERIAL IN ACCORDANCE WITH VDOT SPECIFICATIONS, OR AS

OTHERWISE NOTED HEREIN.

3. LAYING PIPE - BELL AND SPIGOT PIPE SHOULD BE PLACED WITH THE BELL END UPSTREAM.

JOINTS SHOULD BE MADE PER RECOMMENDATIONS FROM THE MANUFACTURER. AFTER

THE JOINTS ARE SEALED FOR THE ENTIRE RUN OF PIPE, THE BEDDING SHOULD BE PLACED

SO THAT ALL SPACES UNDER THE PIPE ARE FILLED. CARE SHOULD BE TAKEN TO PREVENT

ANY DEVIATION FROM THE ORIGINAL LINE AND GRADE OF THE PIPE.

4. BACKFILL - ALL BACKFILL MATERIAL AND PLACEMENT SHOULD CONFORM TO STRUCTURE

BACKFILL SPECIFICATIONS IN MINIMUM STANDARD 3.01, EARTHEN EMBANKMENT OF THE

VIRGINIA STORMWATER HANDBOOK AND APPROPRIATE VDOT SPECIFICATIONS, AS

APPLICABLE.

REINFORCED CONCRETE PIPE NOTES

PRECAST CONCRETE NOTES

PRECAST STRUCTURES WILL CONFORM WITH SECTION 114.02 OF THE VDOT SPECIFICATIONS.

CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR RISER & CONNECTIONS DEMONSTRATING WATERTIGHT SEALS &

ADEQUATE CONNECTORS TO RESIST BUOYANT FORCES.

THE MANUFACTURER WILL HAVE THE OPTION OF SELECTING THE COMBINATION OF PRECAST UNITS TO COMPLETE A

STRUCTURE UNLESS OTHERWISE NOTED ON THE PLANS.

OVERALL HEIGHT DIMENSIONS ARE APPROXIMATE ONLY FOR ESTIMATING PURPOSES AND THE ACTUAL DIMENSIONS SHALL BE DETERMINED BY THE CONTRACTOR FROM FIELD CONDITIONS, WITH APPROVAL BY ENGINEER.

IN THE EVENT THE INVERT OF THE OUTFALL PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, THE INVERT OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT STANDING OR PONDING OF WATER IN THE STRUCTURE. THIS WILL APPLY TO ALL STRUCTURES MEETING THIS CONDITION. THE COST FOR INVERT SHAPING SHALL BE

INCLUDED IN THE PRICE BID FOR THE STRUCTURE.

ALL CONCRETE STRUCTURES TO BE CONSTRUCTED WITH 4000 PSI MINIMUM CONCRETE.

MANHOLE STEPS TO BE PROVIDED TO MEET LATEST OSHA REGULATION 29 CFR 1910.27, SECTION 16 OF ASTM

SPECIFICATION C478 AND SECTION 10 OF ASTM SPECIFICATION C497.

TWO 2" DIAMETER LIFT HOLES TO BE PROVIDE IN BASE UNIT. HOLES ARE TO BE LOCATED ABOVE THE CENTER OF GRAVITY

OF UNIT WITH CENTERS 180 DEGREES APART.

LIFT HOLES TO BE GROUTED & SEALED WATERTIGHT AFTER ASSEMBLY OF OUTFALL STRUCTURE.

THREE LIFT EYES OF MANUFACTURER'S DESIGN PER UNIT MAY BE SUBSTITUTED FOR LIFT HOLES.

ALL BASE, REDUCER AND RISER UNITS ARE TO BE IN ACCORDANCE WITH THE REQUIREMENTS OF AASHTO M199, (ASTM C478).

BASE SECTION TO BE CAST MONOLITHIC INCLUDING BASE EXTENSION.

THE REQUIRED OPENINGS FOR PIPE SHALL BE FORMED, DRILLED OR NEATLY CUT AS APPROVED BY THE ENGINEER. THE CONTRACTOR WILL FURNISH THE FABRICATOR WITH THE ANGLES BETWEEN CENTER LINES, THE INVERT ELEVATIONS, AND THE SIZE OF ALL PIPES TO ENTER THE BASE OR RISER UNITS. FOR PIPE PENETRATIONS THE HOLES ARE TO BE A MINIMUM

OF 4" TO 8" LARGER THAN THE OUTSIDE DIAMETER OF THE PROPOSED PIPE.

ALL PIPE CONNECTIONS TO BE WATERTIGHT, FLEXIBLE AND DEFLECTION RESISTANT.

DIMENSIONS SHOWN ARE MINIMUM. ACTUAL DIMENSIONS MAY VARY WITH MANUFACTURER.

JOINT SEALANT AND INSIDE AND OUTSIDE GROUT TO BE PROVIDED FOR ALL JOINTS. JOINT SEALANT IS BUTYL RUBBER

MASTIC TYPE SEAL THAT CONFORMS TO LATEST AASHTO SPECIFICATION M-198.

REINFORCING STEEL WELDED WIRE FABRIC CONFORMS TO LATEST ASTM SPECIFICATION A185.

REINFORCING STEEL DEFORMED BARS CONFORM TO LATEST ASTM SPECIFICATION A6

THE CONSTRUCTION SPECIFICATIONS FOR EARTHEN EMBANKMENTS OUTLINED BELOW SHOULD BE CONSIDERED AS MINIMUM GUIDELINES, WITH THE UNDERSTANDING THAT MORE STRINGENT SPECIFICATIONS MAY BE REQUIRED DEPENDING UPON INDIVIDUAL SITE CONDITIONS. IN GENERAL, WIDELY ACCEPTED CONSTRUCTION STANDARDS AND SPECIFICATIONS FOR EMBANKMENTS, SUCH AS THOSE DEVELOPED BY THE USDA SOIL CONSERVATION SERVICE OR THE U. S. ARMY CORPS OF ENGINEERS, SHOULD BE FOLLOWED. FURTHER GUIDANCE CAN BE FOUND IN THE SCS ENGINEERING FIELD MANUAL AND NATIONAL ENGINEERING HANDBOOK. SPECIFICATIONS FOR THE EMBANKMENT WORK SHOULD CONFORM TO THE METHODS AND PROCEDURES INDICATED FOR INSTALLING EARTHWORK, CONCRETE, REINFORCING STEEL, PIPE, WATER GATES, METAL WORK, WOODWORK AND MASONRY, AS THEY APPLY TO THE SITE AND THE PURPOSE OF THE STRUCTURE. THE SPECIFICATIONS SHOULD ALSO SATISFY ALL REQUIREMENTS OF THE LOCAL GOVERNMENT.

SITE PREPARATION AREAS DESIGNATED FOR BORROW SITES, EMBANKMENT CONSTRUCTION, AND STRUCTURAL WORK SHOULD BE CLEARED, GRUBBED AND STRIPPED OF TOPSOIL. ALL TREES, VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL SHOULD BE REMOVED. ALL CLEARED AND GRUBBED MATERIAL SHOULD BE DISPOSED OF OUTSIDE AND BELOW THE LIMITS OF THE EMBANKMENT AND RESERVOIR, AS DIRECTED BY THE OWNER OR HIS REPRESENTATIVE. WHEN SPECIFIED, A SUFFICIENT QUANTITY OF TOPSOIL SHOULD BE STOCKPILED IN A SUITABLE LOCATION FOR USE ON THE

EMBANKMENT AND OTHER DESIGNATED AREAS.

EARTH FILL

1. MATERIAL - FILL MATERIAL SHOULD BE TAKEN FROM ONSITE OR AN APPROVED, DESIGNATED BORROW AREA. IT SHOULD BE FREE OF ROOTS, STUMPS, WOOD, RUBBISH, STONES GREATER THAN 6 INCHES, AND FROZEN OR OTHER OBJECTIONABLE MATERIALS. FILL MATERIAL FOR THE CENTER OF THE EMBANKMENT AND THE CUTOFF TRENCH SHOULD CONFORM TO UNIFIED SOIL CLASSIFICATION GC, SC, OR CL. CONSIDERATION MAY BE GIVEN TO THE USE OF OTHER MATERIALS IN THE EMBANKMENT IF THE DESIGN AND CONSTRUCTION ARE SUPERVISED BY A GEOTECHNICAL ENGINEER.

2. PLACEMENT - AREAS ON WHICH FILL IS TO BE PLACED SHOULD BE SCARIFIED BEFORE ITS PLACEMENT. FILL MATERIAL SHOULD BE PLACED IN LAYERS A MAXIMUM OF 8 INCHES THICK (BEFORE COMPACTION), WHICH SHOULD BE CONTINUOUS OVER THE ENTIRE LENGTH OF THE FILL. THE MOST PERMEABLE BORROW MATERIAL SHOULD BE PLACED IN THE DOWNSTREAM PORTIONS OF THE EMBANKMENT. THE PRINCIPAL SPILLWAY MUST BE INSTALLED

CONCURRENTLY WITH FILL PLACEMENT AND NOT EXCAVATED INTO THE EMBANKMENT.

3. COMPACTION - FILL MATERIAL SHOULD BE COMPACTED WITH APPROPRIATE COMPACTION EQUIPMENT SUCH AS A SHEEPSFOOT, RUBBER-TIRED OR VIBRATORY ROLLER. THE NUMBER OF REQUIRED PASSES BY THE COMPACTION EQUIPMENT OVER THE FILL MATERIAL MAY VARY WITH SOIL CONDITIONS.

FILL MATERIAL SHOULD CONTAIN SUFFICIENT MOISTURE SUCH THAT THE REQUIRED DEGREE OF COMPACTION WILL BE OBTAINED WITH THE EQUIPMENT USED. THE MINIMUM REQUIRED DENSITY IS 95% OF MAXIMUM DRY DENSITY WITH A MOISTURE CONTENT WITHIN ± 2% OF THE OPTIMUM, UNLESS OTHERWISE SPECIFIED BY THE ENGINEER. EACH LAYER OF THE FILL SHOULD BE COMPACTED AS NECESSARY TO OBTAIN MINIMUM DENSITY AND THE ENGINEER SHOULD CERTIFY, AT THE TIME OF CONSTRUCTION, THAT EACH FILL LAYER MEETS THE MINIMUM DENSITY REQUIREMENT. ALL COMPACTION IS TO BE DETERMINED BY EITHER STANDARD PROCTOR TEST (ASTM D698) OR THE MODIFIED PROCTOR TEST (ASTM D1557) AS DIRECTED BY THE GEOTECHNICAL ENGINEER BASED ON SITE AND SOIL CONDITIONS AND THE SIZE AND TYPE OF STRUCTURE BEING BUILT.

4. CUTOFF TRENCH - THE CUTOFF TRENCH SHOULD BE EXCAVATED INTO IMPERVIOUS MATERIAL ALONG OR PARALLEL TO THE CENTERLINE OF THE EMBANKMENT AS SHOWN ON THE PLANS. THE BOTTOM WIDTH OF THE TRENCH SHOULD BE GOVERNED BY THE EQUIPMENT USED FOR EXCAVATION, WITH THE MINIMUM WIDTH BEING 4 FEET. THE DEPTH SHOULD BE AT LEAST 4 FEET BELOW EXISTING GRADE OR TO AN IMPERMEABLE BEDROCK LAYER. THE SIDE SLOPES OF THE TRENCH SHOULD BE 1H:1V OR FLATTER. THE BACKFILL SHOULD BE COMPACTED WITH CONSTRUCTION EQUIPMENT, ROLLERS, OR HAND

TAMPERS TO ASSURE MAXIMUM DENSITY AND MINIMUM PERMEABILITY.

5. TOP SOIL - THE SURFACE LAYER OF COMPACTED FILL SHOULD BE SCARIFIED PRIOR TO PLACEMENT OF AT LEAST 6 INCHES OF TOP SOIL. THE TOP SOIL SHALL BE STABILIZED WITH IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, LATEST EDITION.

STRUCTURE AND CONDUIT BACKFILL

STRUCTURE AND CONDUIT BACKFILL BACKFILL THAT IS BESIDE PIPES OR STRUCTURES SHOULD BE OF THE SAME TYPE AND QUALITY AS SPECIFIED FOR THE ADJOINING FILL MATERIAL OR AS OTHERWISE NOTED HEREIN. THE FILL SHOULD BE PLACED IN HORIZONTAL LAYERS NOT TO EXCEED 4 INCHES IN THICKNESS AND COMPACTED BY HAND TAMPERS OR OTHER MANUALLY DIRECTED COMPACTION EQUIPMENT. THE MATERIAL SHOULD COMPLETELY FILL ALL SPACES UNDER AND BESIDE THE PIPE. DURING THE BACKFILLING OPERATION, EQUIPMENT SHOULD NOT BE DRIVEN CLOSER THAN 4 FEET, AS MEASURED HORIZONTALLY, TO ANY PART OF A STRUCTURE. ALSO, EQUIPMENT SHOULD NEVER BE DRIVEN OVER ANY PART OF A STRUCTURE OR PIPE, UNLESS COMPACTED FILL HAS BEEN PLACED TO A DEPTH SPECIFIED BY THE STRUCTURAL LIVE LOAD CAPACITY OF THE STRUCTURE OR PIPE IN ORDER TO

ADEQUATELY DISTRIBUTE THE LOAD.

DAM EMBANKMENT SPECIFICATIONS

16. ALL TESTS, STUDIES. ETC., WILL BE CARRIED OUT AT THE EXPENSE OF THE CONTRACTOR.

17. THE APPROVAL OF THESE PLANS SHALL IN NO WAY RELIEVE THE OWNER OF COMPLYING WITH OTHER

APPLICABLE LOCAL, STATE, AND FEDERAL REQUIREMENTS.

18. CBR TEST SHALL BE PERFORMED PRIOR TO DETERMINATION OF FINAL SUBGRADE ELEVATION. SUBBASE DEPTH IS BASED ON A CBR VALUE OF SIX (6) UNLESS OTHERWISE NOTED. SOILS TESTS OF SUBGRADE SHALL BE SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED SUBBASE THICKNESS PRIOR TO CONSTRUCTION, ALL SUBGRADE TO BE COMPACTED TO 95% DENSITY AT ±2% OF OPTIMUM MOISTURE CONTENT PER ASTM D698

METHOD UNLESS OTHERWISE DIRECTED BY AN APPROVED GEOTECHNICAL REPORT.

13. WILLIAMSBURG ENVIRONMENTAL GROUP, INC. DOES NOT CERTIFY TO THE LOCATION OF OR THE EXISTENCE OF ANY EXISTING UNDERGROUND UTILITIES. THE UNDERGROUND UTILITIES SHOWN HEREON ARE BASED UPON AVAILABLE RECORDS. THIS DOES NOT CONSTITUTE A GUARANTEE OF THEIR ACTUAL LOCATIONS OR THAT THEY HAVE ALL BEEN SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DIGGING OF TEST HOLES PRIOR TO BEGINNING ANY CONSTRUCTION, THESE TEST HOLES WILL BE MADE TO VERIFY ALL CROSSINGS BETWEEN NEW AND EXISTING FACILITIES AND AT CRITICAL GRADE CHANGES IF CONDITIONS ARE FOUND IN THE FIELD WHICH ARE MATERIALLY DIFFERENT FROM THE PLANS. THE CONTRACTOR SHALL NOTIFY WILLIAMSBURG ENVIRONMENTAL

GROUP, INC. SO THAT APPROPRIATE REVISIONS CAN BE MADE TO THE PLANS.

1. ALL UTILITIES, INCLUDING ALL POLES AND STRUCTURES, SHALL BE AVOIDED BY THE BASIN CONSTRUCTION. IF UTILITY CONFLICTS ARE IDENTIFIED BY COORDINATION WITH MISS UTILITY , FIELD MODIFICATIONS MAY BE NECESSARY AND SHALL BE COORDINATED WITH THE DESIGN ENGINEER PRIOR TO COMMENCING WORK.

2. THE CONTRACTOR IS RESPONSIBLE FOR ANY DAMAGE TO EXISTING ROADS AND UTILITIES WHICH OCCUR AS A

RESULT OF…