ADV_PLANS_Hookerton.pdf

PDF 25 MB Posted Jul 14, 2016

Attached to: Hookerton NC Section 14 Stream Bank and Shoreline Erosion Project
Solicitation number: W912PM-16-B-0005
Issued by: Department of the Army Corps of Engineers Engineering District Wilmington

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B1_-_16-B-0005_IFB_Abstract_-_Hookerton.pdf	PDF	Aug 16, 2016
W912PM-16-B-0005-_Hookerton_Bid_Opening_Attendance_Sheet_.pdf	PDF	Aug 16, 2016
Site_Visit_Attendance_Sheet_Hookerton_Erosion.pdf	PDF	Jul 26, 2016
ADV_SPECS_Hookerton.pdf	PDF	Jul 14, 2016

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G r e e n e C o u n ty

N o r th C a r o li n a

B N o

W P

M -1

-B -0

S e c ti o n

E m e r g e n c y S tr e a m b a n k P r o te c ti o n H o o k e r to n W

W T P

IFB No. W912PM-16-B-0005

Streambank Protection Section 14 Emergency

Greene County, North Carolina Hookerton WWTP

LOCATION

PROJECT

BLI

ZZARD

R D

BBY

EDW

ARDS

E D S

U G

G R

J A S P E

R J

O N

E S R

E S D

E A

D E

N D R

L O

D G

E H

A L L R

POSSUM F

ARM R

HARRI

SON

A R

T I S C

E M

E T E

R Y R

THEODORE DUNN RD

Snow Hill

Hookerton

Maury

Arb a

Browntown

Glenfield

Fourway

Ormondsville

Scu ffle ton

Hill View

SR 1

S R

SR 1

SR 1347

SR 1345

SR 1322

SR 1324

SR 1325

SR 1301

S R

SR 1335

SR 1336

SR 1337

SR 1

091 SR 1091

SR 1429

S R

SR 1431

SR 1432

SR 1430

SR 1432

SR 1

SR 1434

SR 1

SR 1114

S R

SR 1115

SR 1117

S R

SR 1120

S R

SR 11

SR 1128

SR 1103

SR 1108

SR 1109

S R

SR 1104

SR 1106

S R

SR 1247

SR 1400

SR 1328

SR 1300

SR 1

SR 14

SR 1400

S R

SR 1400

S R

9 SR 1418

SR 1438

SR 1407

S R

8 SR 1409

SR 1411

SR 1344

SR 1363

SR 1323

S R

SR 1

SR 1401

SR 1415

SR 1358

SR 1359

S R

SR 1447

SR 1364

SR 1444

LOCATION

PROJECT

FACILITY

WWTP

Crossroads Glenfield

Green Willow

S R

SR 1417

SR 1

SR 1445

SR 1442

SR 1091

SR 1437

H W

HWY 123

U S

N C

NC 58

US 13

NC 58

U S 258

NC 58

O U

N T Y

PITT COUNTY

T C

O U

N T Y

SR 1333

SR 1334

SR 1329

SR 1357

SR 1330

SR 1332

NC 903

U S

SR 1356

SR 1348

S R

NC 91

Y 123

SR 1341

SR 1338

35° 20’

35° 30’

° 3

° 4

° 3

35° 20’

COUNTY

GREENE

SIT

E P

RIP

TIO

SR 1172

SR 1174

SR 1173

SR 1255

SR 1254

C H

B Y

B C D

E F G H

N A

M E

D A T E

R E

D R

A W

C O

D E

S Y

M B

O L

D E S

C R

X-00

A P P

R O

V E

D D

A T E

C H

D E S

N E

N G

R S E

C T

G T

O N

N O

R T

R O

C O

R P S

N G

E E

R S

U .S

A R

M Y

N G

T R

NUMBER

PLATE

$TIME$$DATE$$FILEA$

L T C

D E S

J T

J U

L Y

H O

O K

E R

T O

N O

R O

A H

O O

K E

R T

T P

S E

C T

M E

R G

E N

C Y

S T R

E A

M B

A N

R O

T E

C T

H T

0 80004000

A W

G S

L O

C A T

TITLE

DRAWING INDEX

G-01

Approval Recommended: *

Approved: *

DATE

AND APPROVAL OF ALL DRAWINGS IN THIS SET AS INDEXED ON THIS SHEET.

SIGNATURES AFFIXED BELOW INDICATE OFFICIAL RECOMMENDATION

CHIEF, DESIGN AND GENERAL ENGINEERING SECTION

CHIEF, ENGINEERING BRANCH

SCOPE OF THEIR EMPLOYMENT. SIGNATURES ARE REQUIRED BY ER 1110-1-8152.

DESIGNATIONS APPEAR ON THESE DOCUMENTS ARE OPERATING WITHIN THE

WILMINGTON DISTRICT. INDIVIDUALS WHOSE SIGNATURES AND REGISTRATION

* THIS PROJECT WAS DESIGNED BY THE U.S. ARMY CORPS OF ENGINEERS,

PROJECT LOCATION

DARE

N E

W H

A N

O V E

M O

O R

CHATHAM

A L

A M

A N

C E

CARTERET

OCE

V I R G I N I A

S O U T H C A R

O L I N

A NOT TO SCALE

Wilmington

Manteo

Morehead City

Elizabeth City

Cape Hatteras

Cape Lookout

Cape Fear

Rodanthe

PLATE NO.

SCALE 1" = 4000’

C-06

C-05

C-04

C-03

C-02

C-01

G-02

G-01

TEMPORARY EROSION AND SEDIMENT CONTROL DETAILS

CROSS SECTIONS STA. 6+80 TO STA. 8+20

CROSS SECTIONS STA. 5+00 TO STA. 6+60

CROSS SECTIONS STA. 3+20 TO STA. 4+80

TYPICAL SECTION RIPRAP SLOPE PROTECTION

RIPRAP SLOPE PROTECTION STE PLAN

RIPRAP SLOPE PROTECTION GENERAL MAP

LOCATION MAP & INDEX OF DRAWINGS

H T

G 1.

d g n

8 JULY 2016

C O S

O U N D

R O

A N

O K

E R

N E U S E

C H

O W

A N

C A P E

F E A R

RIVER

HYDEBEAUFORTPITT

EDGECOMBE

WASHINGTON TYRREL

PAMLICO

CRAVEN

JONES

ONSLOW

DUPLIN

PENDER

BRUNSWICK

COLUMBUS

ROBESON

HOKE

LEE

C A

S W

E L L

PERSON

ORANGE

DURHAM

WAKE

JOHNSTON

FRANKLIN

VANCE

WARREN

HALIFAX

NORTHAMPTON

HERTFORD

GATES

NASH

WILSON

SAMPSON

CUMBERLAND

G R

A N

L E

P E R

Q U

A N S

P A S Q

U O T A N

C A

M D E N

C U R R

U C

MARTIN

BERTIE

GREENE

LENOIR

WAYNE

HARNETT

BLADEN

NO. 1

LAGOON

RIPRAP AREA

PROTECTION

STREAMBANK

STRUCTURE

INFLUENT

DIRT ROAD

ACCESS

WWTP OUTFALL

EXISTING

0 200100 400

FACILITY

WWTP

G-02

G E

N E

R A P

S L O

P E

R O

T E

C T

H W

HOOKERTON, NC

SCALE 1" = 200’

N 61600

N 61500

N 614000

N 613000

O K

E R D

MAIN ST.

t h S

MILL ST.

r d S

T n d S

T s t S

T A

Y L O

R H

H T S

NO. 3

LAGOON

NO. 2

LAGOON

CONTENTNEA CREEK

H T

G .d g n

FENCE

(ABOVE GROUND)

INFLUENT PIPE

RIPRAP AREA (EXISTING)

EMERGENCY STREAMBANK

P R

O T E C T

S T R E

A M

B A

N K

D O

W N S T R E

A M L

S T

A . 8

PROTECTION

STREAMBANK

UPSTREAM LIMIT

STA. 3+20

(USGS 022091500)

AT HOOKERTON, NC

CONTENTNEA CREEK AT

USGS STREAMGAGE

STONE ENTRANCE/EXIT

TEMPORARY

CONSTRUCTION

A R

E A

S T

A G

N S

T R

U C

IS MAINTAINED.

PERFORM THE WORK IN SUCH A MANNER TO INSURE THAT PROPER DRAINAGE OF THE AREA

IMPROVEMENTS ARE MADE TO THE ACCESS ROAD IN THIS AREA, THE CONTRACTOR SHALL

CONSTRUCTION ACCESS AND FACILITY ACCESS TO THE WWTP AND PROJECT AREA. IF ANY

AND WITHIN THE LOW AREA AND FOR DISTANCE OF APPROXIMATELY 200’ TO ALLOW FOR

RAISE A PORTION OF THE ACCESS ROAD JUST SOUTH OF THE ENTRANCE TO THE WWTP

FLOODING DURING SIGNIFICANT RAIN FALL EVENTS. THE CONTRACTOR MAY NEED TO BE

7. THE ACCESS ROAD NEAR THE ENTRANCE TO THE WWTP IS SUBJECT TO INTERMITTENT

HTTP://WATERDATA.USGS.GOV

OF SITE AT HOOKERTON IS AVAILABLE THROUGH THE FOLLOWING INTERNET SITE:

USGS 020191500 CONTENTNEA CREEK AT HOOKERTON, NC LOCATED JUST DOWNSTREAM

6. STREAM FLOW INFORMATION, DATA AND FLOOD STAGES FOR THE USGS STREAM GAGE

AREAS OUTSIDE THE LIMITS OF CONSTRUCTION TO BE SEEDED UNDER THIS CONTRACT.

WITH SPECIFICATION SECTION 32 92 19 SEEDING. SEE SPECIFICATIONS FOR OTHER

5. ALL DISTURBED AREAS NOT COVERED WITH STONE SHALL BE SEEDED IN ACCORDANCE

TO OR NEAR THE EXISTING WASTEWATER TREATMENT LAGOON NO. 1 DIKE .

EXTREME CARE WHEN PLACING THE STONE OR PERFORMING WORK IN THE AREA ADJACENT

OFFICER OR HIS/HER DESIGNATED REPRESENTATIVE. THE CONTRACTOR SHALL EXERCISE

TO PERFORM WORK UNDER THIS CONTRACT UNLESS APPROVED BY THE CONTACTING

TREATMENT LAGOON DIKES OR A PORTION THEREOF AS ACCESS FOR CONSTRUCTION OR

4. THE CONTRACTOR IS NOT ALLOWED TO USE THE TOP OF THE EXISTING WASTEWATER

REPAIR WORK WAS COMPLETED. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

PROTECTION WORK JUST UPSTREAM OF WHERE THE EXISTING EMERGENCY STREAMBANK

3. THE CONTRACTOR SHALL BEGIN THE PLACEMENT OF THE EMERGENCY STREAMBANK

CONTRACTING OFFICER OR HIS/HER DESIGNATED REPRESENTATIVE.

CONTRACTOR FACILITIES SHALL BE MADE ONLY WHEN APPROVED BY THE

DESIGNATED REPRESENTATIVE. TEMPORARY MOVEMENT OR RELOCATION OF

APPROVED AREAS AS DIRECTED BY THE CONTRACTING OFFICER OR HIS/HER

STOCKPILE STORAGE, AND TEMPORARY ACCESS AREAS SHALL BE PLACED IN

USED OUTSIDE THE DIRECT WORK AREAS. THE CONTRACTOR’S STAGING AREAS,

AND GET APPROVAL FOR ALL STAGING AND TEMPORARY ACCESS AREAS TO BE

BEEN IDENTIFIED ON THE CONTRACT PLANS. THE CONTRACTOR SHALL PROPOSE

2. A STAGING AREA AND TEMPORARY ACCESS WITHIN THE WWTP FACILITY HAS

CONDITION.

SHALL RESTORE THE EXISTING ACCESS ROAD TO ITS ORIGINAL OR BETTER

OPERATIONS. UPON COMPLETION OF THE CONTRACT WORK, THE CONTRACTOR

ACCESS TO THE WWTP BY THE PERSONNEL RESPONSIBLE FOR THE WWTP

NOT INTERFERE WITH THE DAILY OPERATION OF THE WWTP OR PREVENT

WWTP AT ALL TIMES DURING THE CONTRACT. THE CONTRACTOR SHALL

1. THE CONTRACTOR SHALL MAINTAIN EXISTING ACCESS ROAD TO THE

NOTES:

B C D

E F G H

M E

D A T E

R E

D R

A W

D E

S Y

M B

O L

D E S

C R

N A P P

R O

V E

D D

A T E

C H

D E S

N E

N G

R S E

C T

G T

O N

N O

R O

C O

N G

E E

R S

U .S

A R

M Y

N G

T R

NUMBER

PLATE

$TIME$$DATE$$FILEA$

L T C

D E S

J T

J U

L Y

H O

O K

E R

T O

N O

R O

A H

O O

K E

R T

T P

S E

C T

M E

R G

E N

C Y

S T R

E A

M B

A N

R O

T E

C T

H T

CONTE

NTNEA

CREEK

CONTE

NTNEA C

REEK

C-01

WWTP OUTFALL

EXISTING

RIPRAP AREA

PROTECTION

STREAMBANK

PIPE

INFLUENT

FENCE

SCALE 1’ = 30’

0 15 30 60

PI 4+46.91

R = 240’

T = 278.48’

L = 412.55’

N 614123.8732

E 2419953.7673

PI 4+59.46

R = 240’

T = 278.48’

L = 412.55’

N 613608.7311

E 2420165.5262

P C

P T

3+00

4+00

10+

11+

N 614000

N 613900

N 613800

N 613700

N 613600

N 613500

P L A

N R

R A P

S L O

P E

R O

T E

C T

T O W

W T P

8+10

8+20

H T C 1.

d g n

T C

LEGEND (NEW)

TC TURBIDITY CURTAIN

PROTECTION AREA

EMERGENCY STREAM BANKBASELINE

STA. 12+00

N 613492.5917

E 2419694.6843

STA. 0+00

N 613894.7971

E 2419570.0356

E 2

.64

N 6

6.3

PCC 5

0.9

5. FIELD WORK PERFORMED APRIL AND MAY 2016.

4. ALL COORDINATES ARE BASED ON NCGRID (NAD83 GEOID 12B).

3. ONE FOOT CONTOUR INTERVAL.

2. ALL ELEVATIONS ARE BASED ON NAVD88.

NEWPORT, NC 28570

310 A GREENFIELD DR.

1. SURVEYING AND MAPPING BY : GEODYNAMICS

SURVEY NOTES :

(SEE GENERAL NOTES 5)

RIPRAP AREA

EMERGENCY STREAMBANK

P R

O T

E C

S T

R E

A M

B A

S T

R E

A M L

S T

TIO

E A

M B A

W N S

E A

LIM

. 8+45

THE EXISTING WASTEWATER TREATMENT LAGOON NO. 1 DIKE .

WHEN PLACING THE STONE OR PERFORMING WORK IN THE AREA ADJACENT TO OR NEAR

DESIGNATED REPRESENTATIVE. THE CONTRACTOR SHALL EXERCISE EXTREME CARE

UNDER THIS CONTRACT UNLESS APPROVED BY THE CONTACTION OFFICER OR HIS/HER

TREATMENT LAGOON NO. 1 DIKE AS ACCESS FOR CONSTRUCTION OR TO PERFORM WORK

6. THE CONTRACTOR SHALL NOT USE THE TOP OF THE EXISTING WASTEWATER

REPAIR WORK WAS COMPLETED. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

WORK BETWEEN STA. 5+00 AND STA. 6+50 AND WHERE THE EMERGENCY STREAMBANK

5. THE CONTRACTOR SHALL BEGIN THE PLACEMENT OF THE STREAMBANK PROTECTION

DRAWINGS AND CONTRACT SPECIFICATIONS.

TYPICAL SECTION, NOTES AND DETAILS SHOWN ON THE CONTRACT

BETWEEN STA. 3+20 AND 8+45 AS SHOWN AND IN ACCORDANCE WITH THE

4. CONTRACTOR SHALL PLACE THE EMERGENCY STREAMBANK PROTECTION

SPECIFICATIONS.

IN ACCORDNACE WITH SECTION 31 11 00 OF THE CONTRACT

3. DISPOSAL OF CLEARED AND GRUBBED MATERIAL SHALL BE

2. SEE PLATE G-02 FOR LOCATION OF STAGING AREA.

1. SEE PLATE C-02 FOR TYPICAL SECTION RIPRAP SLOPE PROTECTION.

GENERAL NOTES :

B C D

E F G H

M E

D A T E

R E

D R

A W

D E

S Y

M B

O L

D E S

C R

N A P P

R O

V E

D D

A T E

C H

D E S

N E

N G

R S E

C T

G T

O N

N O

R O

C O

N G

E E

R S

U .S

A R

M Y

N G

T R

NUMBER

PLATE

$TIME$$DATE$$FILEA$

L T C

D E S

J T

J U

L Y

H O

O K

E R

T O

N O

R O

A H

O O

K E

R T

T P

S E

C T

M E

R G

E N

C Y

S T R

E A

M B

A N

R O

T E

C T

H T

MILE MARKER 72

INV OUT (N)=33.9’

INV IN (NE)=33.9’

INV IN (S)=34.0’

TOP=37.47’

GATE

ACCESS ROAD

GRAVEL AND SOIL

THROUGH GATE

ROAD TURNS TO GRASS

TOP PIPE=34.88’

PIPE EMERGES FROM GROUND

TOP PIPE=35.16’

SUPPORTS

GROUND ON

10" DIP ABOVE

INV OUT (SW)=33.3’

INV IN (NE)=33.3’

TOP=38.97’

" P

V C

INV=22.21’

EL= 38.20’

E= 2420082.90’ N= 613861.46’

EXISTING 5/8" REBAR

CONTROL POINT

100001

U N

D E

R W

A T E

R L

U N

A B

L E T

O D

E T E

R M

R A P S

L O

P E P

R O

T E

C T

INV OUT (N)=33.2’

INV IN (S)=33.3’

TOP=38.97’

SEDIMENT BASIN

CONCRETE

S A N . S

E W

E R

STRUCTURE (TYP.)

SEWER PIPE SUPPORT

CONCRETE BASE FOR

EL= 36.78’

E=2420174.25’ N= 613738.21’

SITE TBM

WOODS

WOODS WOODS

WOODS

EL=30.4’

CPT-5

GRASS & SOIL

" D

A N . S

E W

E R

EL=31.3’

CPT-2

EL=35.4’

CPT-4

EL=38.8’

CPT-3

EL=38.7’

HOOK-16-HA-02

EL=31.1’

HOOK-16-HA-01

EL=36.9’

CPT-1

EL=31.1’

HOOK-16-HA-03

NO. 1

LAGOON

NO.1

LAGOON

33.4’

25.9’

24.8’

21.9’

15.7’

15.9’

21.1’

28.8’

29.8’

29.4’

28.8’

26.7’

26.2’

24.6’

20.6’

12.9’

14.5’

20.3’

24.6’

25.5’

31.3’ 31.3’

30.5’

30.7’

31.3’

25.9’

26.3’

27.9’

27.1’

28.0’

28.4’

28.1’

27.6’

27.0’

31.4’

28.8’

26.5’

25.7’

25.5’ 24.4’

37.2’

37.8’

34.5’ 33.6’

29.2’

38.2’

38.3’

38.6’

38.9’

38.6’

35.0’

37.9’

38.0’

38.3’

38.5’

34.8’

30.5’

28.4’

33.4’

32.9’

29.5’

29.7’

30.8’

29.4’

31.3’

31.0’

31.1’

31.1’ 30.7’

22.2’ 30.2’

27.8’

25.3’

25.4’

23.2’

25.4’

24.3’

25.5’

20.4’

24.4’

18.4’

14.5’

12.3’

17.6’

13.1’

6.7’

6.8’

12.3’

6.4’

8.9’

9.2’

9.8’

20.7’

9.5’

9.4’

11.3’

10.9’ 9.2’

7.7’

9.5’

9.6’

10.2’

9.7’

10.6’

9.7’

13.4’

11.5’

15.4’

13.8’

15.4’

19.5’

22.0’

10.3’

11.4’

6.2’

18.5’

25.3’

14.1’ +

+12.6’

21.2’ 22.9’

23.5’

23.7’

33.8’

BUT OVERHANGS WATER)

WOODS LINE (FOLLOWS TOP OF BANK

EXISTING INTERMEDIATE CONTOUR

EXISTING INDEX CONTOUR

CHAINLINK FENCE

SIGN

SANITARY SEWER MANHOLE

EXISTING BOREHOLE STAKE LOCATED

BOREHOLE STAKED

SITE TEMPORARY BENCHMARK

SURVEY CONTROL POINT

LEGEND (EXISTING)

C-02

R A P

S L O

P E

R O

T E

C T

N T

Y P

A L

S E

C T

N3 C-02

TYPICAL PLAN VIEW

TYPICAL RIPRAP END PROTECTION

RIPRAP

CLASS II

11’ 3"

1 (TYP.)

(TYP.) 1

TYP.

T Y

FACE

BANK CUT

END OF RIPRAP

BANK CUT FACE

C-02

N.T.S.

Y P

N.T.S.

STATION

FT.

DISTANCE

EDGE OF RIPRAP

DISTANCE TO

TABLE 1

TOP OF BERM

GROUND

EXISTING

GEOTEXTILE

(APPROX. 8" THICK

CONCRETE SLABS

RECYCLED

CRUSHED RECYCLE CONCRETE

WASHED STONE OR

FROM OHW

10’ MAX.

ORDINARY HIGH WATER (OHW)

STREAMBANK RIPRAP PROTECTION

TYPICAL EXISTING EMERGENCY REPAIR

K E

Y -I

EDGE OF RIPRAP

DISTANCE TO

TABLE 1

STATION

FT.

DISTANCE

H T C .d g n

C-02

N.T.S.

TYPICAL SECTION RIPRAP SLOPE PROTECTION

(1.5:1 OR FLATTER)

RIP RAP ALONG SLOPE

NCDOT CLASS II

STREAMBANK

C -0

NCDOT CLASS II RIPRAP

DOWNSTREAM END OF

AREA NCDOT CLASS II RIPRAP

STREAMBANK PROTECTION

CLASS II RIPRAP

OF NCDOT

UPSTREAM END

FROM TO

STATION

SLOPE

TABLE - RIPRAP SLOPE

5+00

4+60

3+20

8+20

4+90

4+50

1.5H:1V

VARIES -*

2H:1V

BETWEEN STA. 4+50 TO 5+00

* - SLOPE TRANSITION FROM 2H:1V TO 1.5H:1V

VARIES

SLOPE

NOTE: SLOPE VARIES SEE TABLE - RIPRAP SLOPE

11.25’

TOP OF EXISTING BANK

OHW ELEV. 21.15 (+/-)

RIPRAP 27" THICK

NCDOT CLASS II

B/L

DIKE

EXISTING

INTERCEPT

SLOPE

CLEARING LIMITS

.1’

SEE TABLE 1

DISTANCE VARIES

(SEE NOTES)

BACKFILL

SEEDING LIMITS

15’

2’

C -0

VARIES

DIST.

GEOTEXTILE

C-02

THE BANK.

IS TAKEN BY LOOKING DOWN THE SLOPE OF

3. THE TYPICAL RIPRAP END PROTECTION DETAIL

3’ TO 18’ FROM BOTH UPSTREAM AND DOWNSTREAM END OF THE PROJECT.

IS INCREASED TO A THICKNESS OF 39" FOR A DISTANCE OF 11.25� FROM APPROXIMATELY

AND DOWNSTREAM ENDS OF THE PROJECT WHERE RIPRAP LAYER THICKNESS

2. THE TYPICAL RIPRAP END PROTECTION DETAIL APPLIES AT THE UPSTREAM

SLOPE PROTECTION AREA FOR A DISTANCE OF APPROXIMATELY 20 FEET.

DETAIL AT THE UPSTREAM AND DOWNSTREAM ENDS OF THE RIPRAP

SHALL BE INCREASED AS SHOWN IN TYPICAL RIPRAP END PROTECTION

1. THE THICKNESS OF THE NCDOT CLASS II RIPRAP PROTECTION

NOTE (TYPICAL RIPRAP END PROTECTION)

REPAIR WORK AS PER DETAIL 1/C-02.

WORK IN PLACE AND INSTALL NEW RIPRAP STREAMBANK PROTECTION ON TOP OF THE EXISTING

REPAIR WORK OF THE EXISTING STREAMBANK. THE INTENT IS TO LEAVE THE EMERGENCY REPAIR

2. THE DETAIL REPRESENTS APPROXIMATELY THE TYPICAL SECTION USED FOR THE EMERGENCY

10’ WATERWARD OF THE EXISTING ORDINARY HIGH WATER MARK.

THE REVETMENT STRUCTURE WAS LOCATED NO FURTHER THAN

AND KEYED-IN A MINIMUM OF 2’ BELOW THE EXISTING BANK.

SLOPE FOR A DISTANCE OF 50’ ALONG THE STREAMBANK

OF 2’ THICK LAYER OF CLASS II RIPRAP WAS PLACED ALONG

SLAB USED IN THE EMERGENCY REPAIR WORK. A MINIMUM

1. NCDOT CLASS II RIPRAP AND RECYCLED CONCRETE

NOTES (TYPICAL EXISTING EMERGENCY REPAIR):

STONE

NCDOT #4

GEOTEXTILE ~

#4 STONE

NCDOT

B C D

E F G H

M E

D A T E

R E

D R

A W

D E

S Y

M B

O L

D E S

C R

N A P P

R O

V E

D D

A T E

C H

D E S

N E

N G

R S E

C T

G T

O N

N O

R O

C O

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U .S

A R

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NUMBER

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$TIME$$DATE$$FILEA$

L T C

D E S

J T

J U

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H O

O K

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T O

N O

R O

A H

O O

K E

R T

T P

S E

C T

M E

R G

E N

C Y

S T R

E A

M B

A N

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C T

H T

C R

O S S

S E

C T

C-03 10 20 400

SCALE 1’ = 20’

5 10 200

SCALE 1’ = 10’

VERTICAL

HORIZONTAL

0 20 40 60 80 100

3+20

0 20 40 60 80 100

3+40

0 20 40 60 80 100

3+60

0 20 40 60 80 100

3+80

0 20 40 60 80 100

4+00

0 20 40 60 80 100

4+20

0 20 40 60 80 100

4+40

0 20 40 60 80 100-20-40-60

4+60

0 20 40 60 80 100-20-40-60

4+80

ORDINARY HIGH WATER (OHW)

RIPRAP 27" THICK (TYP)

NCDOT CLASS II

STREAM BANK (TYP)

EXISTING

OHW OHW

OHW OHW OHW

H T C .d g n

STONE (TYP.)

NCDOT #4

B C D

E F G H

M E

D A T E

R E

D R

A W

D E

S Y

M B

O L

D E S

C R

N A P P

R O

V E

D D

A T E

C H

D E S

N E

N G

R S E

C T

G T

O N

N O

R O

C O

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U .S

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NUMBER

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$TIME$$DATE$$FILEA$

L T C

D E S

J T

J U

L Y

H O

O K

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T O

N O

R O

A H

O O

K E

R T

T P

S E

C T

M E

R G

E N

C Y

S T R

E A

M B

A N

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C T

H T

C R

O S S

S E

C T

C-04 10 20 400

SCALE 1’ = 20’

5 10 200

SCALE 1’ = 10’

VERTICAL

HORIZONTAL

0 20 40 60 80 100-20-40-60

5+00

0 20 40 60 80 100-20-40-60

5+20

0 20 40 60 80 100-20-40-60

5+40

0 20 40 60 80 100-20-40-60

5+60

0 20 40 60 80 100-20-40-60

5+80

0 20 40 60 80 100-20-40-60

6+00

0 20 40 60 80 100-20-40-60

6+20

0 20 40 60 80 100-20-40-60

6+40

0 20 40 60 80 100-20-40-60

6+60

ORDINARY HIGH WATER (OHW)

OHW OHW OHW

OHW OHW

STREAM BANK (TYP)

EXISTING

RIPRAP 27" THICK (TYP)

NCDOT CLASS II

H T C .d g n

STONE (TYP.)

NCDOT #4

B C D

E F G H

M E

D A T E

R E

D R

A W

D E

S Y

M B

O L

D E S

C R

N A P P

R O

V E

D D

A T E

C H

D E S

N E

N G

R S E

C T

G T

O N

N O

R O

C O

N G

E E

R S

U .S

A R

M Y

N G

T R

NUMBER

PLATE

$TIME$$DATE$$FILEA$

L T C

D E S

J T

J U

L Y

H O

O K

E R

T O

N O

R O

A H

O O

K E

R T

T P

S E

C T

M E

R G

E N

C Y

S T R

E A

M B

A N

R O

T E

C T

H T

C R

O S S

S E

C T

C-05 10 20 400

SCALE 1’ = 20’

5 10 200

SCALE 1’ = 10’

VERTICAL

HORIZONTAL

0 20 40 60 80 100-20-40-60

6+80

0 20 40 60 80

7+00

0 20 40 60 80

7+20

0 20 40 60 80

7+40

0 20 40 60 80

7+60

0 20 40 60 80

7+80

0 20 40 60 80

8+00

ORDINARY HIGH WATER (OHW)

OHW

STREAM BANK (TYP)

EXISTING

RIPRAP 27" THICK (TYP)

NCDOT CLASS II

0 20 40 60 80-20

8+10

0 20 40 60 80-20

8+20

0 20 40 60 80-20

8+05

OHW

H T C .d g n

-20

-20 -20

-20

-20 -20

STONE (TYP.)

NCDOT #4

B C D

E F G H

M E

D A T E

R E

D R

A W

D E

S Y

M B

O L

D E S

C R

N A P P

R O

V E

D D

A T E

C H

D E S

N E

N G

R S E

C T

G T

O N

N O

R O

C O

N G

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U .S

A R

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NUMBER

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P R

O V

E D

E S

S H

E E T

F O

R M

A T

$TIME$$DATE$$FILEA$

L T C

D E S

J T

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H O

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TYPICAL LAYOUT

DETAIL

LEAVING PROJECT SITE. PROVIDE TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE TRUCKS.

CONSTRUCTION ENTRANCES IN A WAY TO PREVENT VEHICLES FROM BYPASSING CONSTRUCTION ENTRANCE

OR SITE ONTO ROADWAYS OR INTO STORM DRAINS SHALL BE REMOVED IMMEDIATELY. INSTALL

USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES

NCDOT CLASS A STONE, AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES

OF MUD ONTO PUBLIC STREETS OR RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH

1. THE ENTRANCE/EXIT SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW

NOTES CONSTRUCTION ENTRANCE/EXIT:

10’ MIN.

C-06

SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS

(6’ MAX.) EXTRA STRENGTH FABRIC WITHOUT WIRE FENCE

8’ MAX STANDARD STRENGTH FABRIC WITH WIRE FENCE

MINIMUM.

BE 14 GAUGE

WIRES SHALL

VERTICAL

MIDDLE AND

2’ PENETRATION

STEEL POSTS

THE TRENCH

FORWARD ALONG

8" DOWN & 4"

FILTER FABRIC

TEMPORARY SILT FENCE (TSF) (NCDENR ESCM STD. 6.62)

NOT TO SCALE

STEEL POST

POST

STEEL

WIRE FABRIC

FILTER FABRIC

FABRIC

WIDTH FILTER

36" MIN

6"MIN.

F A

B R

2’

8"MIN.

COMPACT THOROUGHLY

BAKFILL TRENCH AND

ALONG TRENCH.

8" DOWN AND 4" FORWARD

ANCHOR FILTER FABRIC SKIRT

GROUND LINE

FILL SLOPE

4"MIN.

P A V E D R

O A D S

MIN.

50’

NCDOT CLASS A STONE

FILTER FABRIC

TEMPORARY STONE CONSTRUCTION ENTRANCE/EXIT

NOT TO SCALE

CURTAIN

TURBIDITY

TYPICAL TURBIDITY CURTAIN

NOT TO SCALE

ANCHOR PT.

IN. TIE ROPE4

IN. POLYPROPYLENE ROPE8

FLOATION

IN. CHAIN4

D E

P T

H A

C C

O R

G T

O N

E E

S FOLDS FOR COMPACT STORAGE

TYP. -*

100’

S E

E N

O N

T R

O L

E T

S T E

M P

O R

A R

R O

H T C .d g n

SHALL BE 10 GAUGE MINIMUM.

TOP AND BOTTOM STRAND

NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL

4. TEMPORARY SILT FENCE SHALL BE INSTALLED IN ACCORDANCE WITH

SELF-FASTENER ANGLE STEEL TYPE.

3. STEEL POSTS SHALL BE 5 FEET IN HEIGHT AND BE OF THE

OFFICER OR HIS/HER DESIGNATED REPRESENTATIVE.

THE FENCE FABRIC AS DIRECTED BY THE CONTRACTING

FILTER FABRIC SHALL BE FASTENED ADEQUATELY TO

2. FILTER FABRIC SHALL HAVE A MINUMUM OF 36" WIDTH.

SPACING.

SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY

1. FENCE FABRIC SHALL BE A MINIMUM OF 32" IN WIDTH AND

TEMPORARY SILT FENCE NOTES:

B C D

E F G H

M E

D A T E

R E

D R

A W

D E

S Y

M B

O L

D E S

C R

N A P P

R O

V E

D D

A T E

C H

D E S

N E

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C T

G T

O N

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U .S

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NUMBER

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$TIME$$DATE$$FILEA$

L T C

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C-06

TURBIDITY CURTAIN FABRIC

TABLE PHYSICAL PROPERTIES

C-06

MUST BE INCLUDED

REQUIREMENT

UV INHIBITOR

GRAB TENSILE STRENGTH, LBS.

WEIGHT/OZ./SQ. YD.:

THICKNESS, MILS

PHYSICAL PROPERTY

FAILURE OF THE CURTAIN DUE TO THE STRESSES IMPARTED ON THE MIDDLE SECTION OF THE CURTAIN.

FOR THE CURTAIN. ATTACHING THE ANCHORS TO THE BOTTOM OF THE CURTAIN COULD CAUSE PREMATURE

ANCHORING LINE ATTACHED TO THE FLOTATION DEVICE ON THE DOWNSTREAM SIDE WILL PROVIDE SUPPORT

12. ALWAYS ATTACH ANCHOR LINES TO THE FLOTATION DEVICE AND NOT TO THE BOTTOM OF THE CURTAIN. THE

(MUSHROOM TYPE) AND SHOULD BE ATTACHED TO A FLOATING ANCHOR BUOY VIA AN ANCHOR LINE.

ANCHOR MAY DIG INTO THE BOTTOM (GRAPPLING HOOK, PLOW OR FLUKE-TYPE) OR MAY BE WEIGHTED

THE BOTTOM OF THE WATERCOURSE WITHOUT INTERFERING WITH THE ACTION OF THE CURTAIN. THE

11. BOTTOM ANCHORS MUST BE SUFFICIENT TO HOLD THE CURTAIN IN THE SAME POSITION RELATIVE TO

DIAMETER WOOD OR 1.33 POUNDS/LINEAR FOOT STEEL).

10. EXTERNAL ANCHORS SHALL CONSIST OF WOODEN OR METAL STAKES (2- X 4-INCH OR 2-1/2-INCH MINIMUM

TO LOAD LINES IN ADJACENT SECTIONS.

SUITABLE CONNECTING DEVICES WHICH DEVELOP THE FULL BREAKING STRENGTH FOR CONNECTING

ADDITIONAL ANCHORAGE SHALL BE PROVIDED AS NECESSARY. THE LOAD LINES SHALL HAVE

OF SUFFICIENT WEIGHT TO SERVE AS BALLAST TO HOLD THE CURTAIN IN A VERTICAL POSITION.

LOADLINE SHALL CONSIST OF A CHAIN INCORPORATED INTO THE BOTTOM HEM OF THE CURTAIN

AND SHALL HAVE A BREAK STRENGTH IN EXCESS OF 10,000 POUNDS. THE SUPPLEMENTAL (BOTTOM)

THE TOP LOAD LINE SHALL CONSIST OF WOVEN WEBBING OR VINYL-SHEATHED STEEL CABLE

9. LOAD LINES MUST BE FABRICATED INTO THE BOTTOM OF ALL FLOATING TURBIDITY CURTAINS.

AND MAINTAIN A FREEBOARD OF AT LEAST 3 INCHES ABOVE THE WATER SURFACE LEVEL.

THE FLOTATION UNITS SHALL BE SUFFICIENT TO SUPPORT THE WEIGHT OF THE CURTAIN

FLOTATION SLEEVE OR COLLAR ATTACHED TO THE CURTAIN. BUOYANCY PROVIDED BY

8. FLOTATION DEVICES SHALL BE FLEXIBLE, BUOYANT UNITS CONTAINED IN AN INDIVIDUAL

DEVELOP THE FULL STRENGTH OF THE FABRIC.

7. SEAMS IN THE FABRIC SHALL BE EITHER VULCANIZED WELDED OR SEWN, AND SHALL

6. THE CURTAIN FABRIC MUST MEET THE MINIMUM REQUIREMENTS NOTED IN TABLE.

RECOMMENDED).

5. BARRIERS SHOULD BE A BRIGHT COLOR (YELLOW OR "INTERNATIONAL" ORANGE ARE

THE AREA WHERE SEDIMENT MAY ENTER THE WATER.

SHORELINE (PREFERABLY TO RIGID BODIES SUCH AS TREES) TO FULLY ENCLOSE

CONDITIONS ARE EXPECTED. THE ENDS SHOULD BE SECURED FIRMLY TO THE

SHOULD EXTEND WELL UP INTO THE STREAMBANK ESPECIALLY IF HIGH WATER

4. THE ENDS OF THE CURTAIN, BOTH FLOATING UPPER AND WEIGHTED LOWER,

3. TURBIDITY CURTAINS SHOULD EXTEND THE ENTIRE DEPTH OF THE WATERCOURSE.

THE REQUIRED DEGREE OF CONTROL.

CONTROL PLANNING AND DESIGN MANUAL AND SHALL BE USED TO ACHIEVE

PRACTICES AND MEASURES AS SPECIFIED IN THE EROSION AND SEDIMENT

STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL

2. THE SEDIMENT CONTROL PLAN MUST COMPLY WITH THE NORTH CAROLINA

THE TURBIDITY WITHIN THE IMMEDIATE VICINITY OF THE CONSTRUCTION AREA.

FOR THIS WORK. THE CONTRACTOR IS RESPONSIBLE FOR MINIMIZING AND CONTAINING

1. THE CONTRACTOR MUST COMPLY WITH ALL CONDITIONS OF THE PERMITS OBTAINED

TURBIDITY CURTAIN NOTES:

100’ (TYPICAL)

ANCHOR EVERY

WORK AREA

* THIS DISTANCE IS VARIABLESTREAMBANK

AREA

PROTECTION

STREAMBANK

18 OZ. 300 LB/IN STANDARD

ECONOMY FABRICS AVAILABLE

ALL SEAMS HEAT SEALED

NYLON REINFORCED VINYL

Cover

G-01 LOCATION MAP & INDEX OF DRAWINGS

G-02 RIPRAP SLOPE PROTECTION GENERAL MAP

C-01 RIPRAP SLOPE PROTECTION SITE PLAN

C-02 TYPICAL SECTION RIPRAP SLOPE PROTECTION

C-03 CROSS SECTION STA. 3+20 TO 4+80

C-04 CROSS SECTION STA. 5+000 TO 6+60

C-05 CROSS SECTION STA. 6+80 TO 8+20

C-06 TEMPORARY EROSION AND SEDIMENT CONTROL DETAILS

File details come from the government source that posted it. Updated Nov 14, 2017.