Green_Brook_Seg_U-T_100.pdf

PDF 7 MB Posted Aug 23, 2013

Attached to: Y - Green Brook Flood Risk Management Project, Segment U Emergency Streambank Restoration and Segment T East Street Closure Gate Block & Tackle, Bound Brook, NJ
Solicitation number: W912DS-13-B-0031
Issued by: Department of the Army Corps of Engineers Engineering District New York

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File	Type	Posted
Preliminary_Bid_Abstract.pdf	PDF	Sep 24, 2013
Amendment_4.pdf	PDF	Sep 20, 2013
GB_Seg_U_-_Upper_Repair_Plans-Amend__3.pdf	PDF	Sep 18, 2013
W912DS-13-B-0031_Amendment_0003.pdf	PDF	Sep 18, 2013
Specs-_Amend_3.pdf	PDF	Sep 18, 2013
W912DS-13-B-0031_Amendment_0002.pdf	PDF	Sep 13, 2013
Amend_2_Plans.pdf	PDF	Sep 13, 2013
W912DS-13-B-0031_Amendment_0001.pdf	PDF	Sep 6, 2013
Amendment_0001_corrected.pdf	PDF	Sep 6, 2013
GB_Seg_U_-_Upper_Repair_Plans.pdf	PDF	Sep 6, 2013
Amend_1_specs.pdf	PDF	Sep 6, 2013
Specs.pdf	PDF	Aug 23, 2013
Solicitation.pdf	PDF	Aug 23, 2013

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TITLE AND INDEX SHEET

HYDRODATA INFORMATION

EROSION CONTROL NOTES

SITE PLAN SHEET 1 OF 2

SITE PLAN SHEET 2 OF 2

BENDWAY WEIR PROFILES

MISCELLANEOUS DETAILS

GENERAL CONSTRUCTION SEQUENCE

GENERAL GREEN BROOK PROJECT PLAN

ALIGNMENT AND SURVEY CONTROL POINTS

EROSION AND SEDIMENT CONTROL PLAN SHEET 1 OF 2

EROSION AND SEDIMENT CONTROL PLAN SHEET 2 OF 2

PLANTING PLAN SHEET 1 OF 2

PLANTING PLAN SHEET 2 OF 2

CHANNEL PROFILE

CROSS SECTION STA. 0+00U2 TO STA. 3+50U2

CROSS SECTION STA. 4+00U2 TO STA. 7+50U2

CROSS SECTION STA. 8+00U2 TO STA. 9+50U2

SECURITY FENCE DETAILS

FLOATING TURBIDITY BARRIER DETAIL

SECURITY FENCE GATE DETAILS

BORING LOGS AND LOCATION MAP

BORING LEGEND

CLOSURE GATE BLOCK AND TACKLE STRUCTURAL DETAILS

PLANIMETRIC SURVEY SHEET 1 OF 2

PLANIMETRIC SURVEY SHEET 2 OF 2

S O

A T

N N

E N

A M

D W

N B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R of Engineers

US Army Corps

D A

T E

S U

B M

T E

D B

P L

O T D

A T

D A

T E

M A

R K

D E

S C

N A

P P

D A

T E

C O

N T

R A

C T N

SHEET OF 27

APPROVED FOR TECHNICAL ADEQUACY BY:

DATE

APPROVED BY:

APPROVAL RECOMMENDED BY:

scope of their employment as required by ER 1110-1-8152.

and registration designations of individuals appear on these project documents, within the

This project was designed by the U.S. Army Corps of Engineers. The initials or signatures

OF ALL DRAWINGS IN THIS SET AS INDEXED ON THIS SHEET

SIGNATURES AFFIXED BELOW INDICATE OFFICIAL RECOMMENDATION AND APPROVAL

Y T

S E

R N

A M

P L

O T

T E

D B

A N

S I

H O

R T

D E

DESIGN TEAM LEADER

CHIEF, DESIGN BRANCH

CONCURRED BY:

TECHNICAL MANAGER

APPROVAL RECOMMENDED BY:

CHIEF, ENGINEERING MANAGEMENT BRANCH

CHIEF, ENGINEERING DIVISION

New York District

F I L

N A

M E

U S

E R

N A

M E

S u b m i t t e d b y

D D

M M

Y Y

M P l o t

D a t e

NUMBER

REFERENCE

SHEET

2 3 4 5

A P

P R

D A

T E

M A

R K

D E

S C

N A

P P

D A

T E

VICINITY MAP

NOT TO SCALE NOT TO SCALE

LOCATION PLAN

of Engineers

US Army Corps

New York District

M A

C O

V E

T R

N A

D A

T E

U L

Project Site

Segment T

Segment U

G-001

C K

D B

L E A

N D I

N D

E X S

H E

E T

G A

A S

D D /R

C M /F

A S

MANAGEMENT PROJECT

GREEN BROOK FLOOD RISK

100 % SUBMISSION, 25 JULY 2013

BOROUGH OF BOUND BROOK, NJ

THE RARITAN RIVER

GREEN BROOK SUB-BASIN OF

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T h tt p /w w w .n a n .u s a c e .a rm y .m il

N E

W Y

O R

U S

A R

M Y E

N G

E E

R D

T R

Lon g I sla nd

Sou nd

Cape

Cod

Bay

Blo ck

I S oun d

Nantucket Sound

Montauk Point

Lon g I sla nd

N E W Y O R K MASSACHUSETTS

CONNECTICUT

P E

N N

S Y

L V

A N I

D E

L A

W A

R E

R H

O D

S L

50 0 50 100

Scale in Miles

LOCATION MAP

JERSEY

NEW

H u d s o n

Del a w e a r

R i v e r

AVE

R A R

A N

RIV

S O

M E R S E T

O U

N T

I-2

S .B

RTE 22 E.B.

RTE 22 W.B.

P L

U C

K E

B R

G E

W A T

W P . G

R E

E N

B R

O O

AMBROSE

BROOK

D L E S

U N T

B R

O O

D L

BROOK

VOSSELLER

B R

O O

S O

U T

O U

N D

B O

R O

U G

R O

D L E S E

B O

R O

DRAWING INDEX

REFERENCE NO.

SHEET

SHEET NO.TITLE

G-001

G-101

G-102

G-103

C-001

C-101

C-102

C-103

C-104

C-002

L-101

L-102

C-201

C-202

C-301

C-302

C-303

C-501

SHEET 1 OF 27

SHEET 2 OF 27

SHEET 3 OF 27

SHEET 4 OF 27

SHEET 5 OF 27

SHEET 6 OF 27

SHEET 7 OF 27

SHEET 8 OF 27

SHEET 9 OF 27

SHEET 10 OF 27

SHEET 11 OF 27

SHEET 12 OF 27

SHEET 13 OF 27

SHEET 14 OF 27

SHEET 15 OF 27

SHEET 16 OF 27

SHEET 17 OF 27

SHEET 18 OF 27

DRAWING INDEX

REFERENCE NO.

SHEET

TITLE SHEET NO.

C-502

C-503

C-504

B-601

B-602

B-001

S-401

V-101

V-102

SHEET 19 OF 27

SHEET 20 OF 27

SHEET 21 OF 27

SHEET 22 OF 27

SHEET 23 OF 27

SHEET 24 OF 27

SHEET 25 OF 27

SHEET 26 OF 27

SHEET 27 OF 27

& SEGMENT T: EAST ST. CLOSURE GATE BLOCK AND TACKLE

SEGMENT U: EMERGENCY STREAMBANK RESTORATION

G-101

D R

O D

A T

A I

N F

O R

M A

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

1991 1992 1993 1994 1995 1996 1997 1998 1999 2000

2001 2002 2003 2004 2005 2006 2007 2008 2009 2010

2010 2011

D I

S C

H A

R G

D I

S C

H A

R G

25000

20000

15000

10000

D I

S C

H A

R G

D I

S C

H A

R G

25000

20000

15000

10000

D I

S C

H A

R G

D I

S C

H A

R G

25000

20000

15000

10000

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

MINIMUMAVERAGEMAXIMUM

MONTHLY PRECIPITATION

P R

E C I

P I

T A

T I

O N

N C

H E

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

MINIMUMAVERAGEMAXIMUM

-40

MONTHLY TEMPERATURE

T E

M P

E R

A T

U R

G R

THE RATING CURVE SHOWN IS FOR MIDDLE BROOK DOWNSTREAM OF ROUTE 22 BRIDGE AT RIVER STATION 141.5.

STATION’S AVAILABLE DIGITAL RECORD FOR THE PERIOD 1931-2001.

SOMERVILLE 4 NW, NEW JERSEY FOR THE PERIOD 1971-2000. THE TEMPERATURE EXTREMES SHOWN WERE DERIVED FROM THE

THE MONTHLY TEMPERATURE AND PRECIPITATION DATA SHOWN ARE FROM THE MONTHLY NORMAL RECORDS OF THE STATION: 4.

INDICATED.

THE HYDROGRAPHS SHOWN REPRESENT MEAN DAILY DISCHARGES EXCEPT FOR THE ANNUAL PEAK STREAMFLOW VALUES AS 3.

TO MIDDLE BROOK AT ROUTE 22 (DRAINAGE AREA= 16.43 SQUARE MILES).

MIDDLE BROOK NEAR MARTINSVILLE, NEW JERSEY (DRAINAGE AREA= 1.99 SQUARE MILES). DISCHARGES WERE TRANSPOSED

DISCHARGE HYDROGRAPHS ARE FROM THE RECORDS OF THE U.S. GEOLOGICAL SURVEY STREAM GAGE #01403150:WEST BRANCH 2.

ACCURACY OR INTERPOLATION.

HYDROLOGIC DATA IS FOR THE INFORMATION OF THE CONTRACTOR ONLY. THE UNITED STATES IS NOT RESPONSIBLE FOR ITS 1.

NOTES:

WATER YEAR 1993WATER YEAR 1992 WATER YEAR 1994 WATER YEAR 1997WATER YEAR 1995 WATER YEAR 1996 WATER YEAR 1998 WATER YEAR 1999 WATER YEAR 2000

WATER YEAR 2001 WATER YEAR 2002 WATER YEAR 2003 WATER YEAR 2004 WATER YEAR 2005 WATER YEAR 2006 WATER YEAR 2007 WATER YEAR 2008 WATER YEAR 2009 WATER YEAR 2010

WATER YEAR 2010 WATER YEAR 2011

@ 4/1/1998

PEAK-1,410 cfs

@ 11/28/1993

PEAK-1,820 cfs

@ 6/22/1995

PEAK-1,710 cfs @ 10/28/1995

PEAK-1,840 cfs

@ 10/19/1996

PEAK-4,730 cfs

@ 9/16/1999

PEAK-7,860 cfs

@ 8/12/2000

PEAK-4,260 cfs

@ 6/1/2001

PEAK-1,470 cfs @ 7/5/2008

PEAK-1,560 cfs

@ 5/13/2002

PEAK-990 cfs

@ 4/13/2004

PEAK-1,760 cfs

@ 10/8/2005

PEAK-3,540 cfs

@ 4/15/2007

PEAK-1,148 cfs

@ 7/29/2007

PEAK-1,860 cfs @ 8/22/2009

PEAK-1,880 cfs @ 3/13/2010

PEAK-1,980 cfs

@ 8/28/2011

PEAK-9,110 cfs

@ 6/5/1992

PEAK-1,140 cfs @ 4/26/1993

PEAK-1,190 cfs

@ 9/15/2003

PEAK-700 cfs @ 4/2/2005

PEAK-710 cfs

DECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJAN DECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANOCT NOV DEC

FEB MARJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJANDECNOVOCTSEPAUGJULJUNMAYAPRMARFEBJAN

OCT NOV DECAPR MAY JUN JUL AUG SEP SEPAUGJULJUNMAYAPRMARFEBJAN

0 2000 4000 6000 8000 10000 12000 14000 16000 18000 2000 22000 24000

RATING CURVE

DISCHARGE (CFS)

N G

V D

W A

R F

E V

A T I

23.80

PIPE

SOMERSET COUNTY

MIDDLESEX COUNTY

RARITAN RIVER

BOUND BROOK BOROUGH

SOUTH BOUND BROOK BOROUGH

TOWNSHIP

BRIDGEWATER

BRIDGEWATER TOWNSHIP

SEGMENT T

XXX

X X

XXX

X X

X X X

X X

X X X

X X

X X X

X X

X X X

X X X X X

X X

XXX

XXXX

N 633,300 N 633,300

N 631,300 N 631,300

N 629,300 N 629,300

N 627,300 N 627,300

0 400 400 800FT

SCALE: 1’’= 400’

H A

N K

A M

B R

O O

G R

O O

EAST MAIN ST./

LINCOLN BLVD.

E A

R A

B E

E C

H W

TALMAGE AVE.

O O

T E

T R

E E

UNIO

AVE

(RT.

ROUTE 22

WEST MAIN STREET

NJ TRANSIT

R E

E T

UNION AVENUE

SEGMENT U

SEGMENT R-1

SEGMENT R-2

THIS CONTRACT

STREAMBANK RESTORATION

SEGMENT U: EMERGENCY

THIS CONTRACT

GATE BLOCK AND TACKLE

SEGMENT T: EAST ST. CLOSURE

G-102

B O

U N

D B

R O

O K

N E

W J

E R

S E

G E

N E

R A

L G

R E

E N B

R O

O K P

R O J E

C T P

L A

THIS CONTRACT

STREAMBANK RESTORATION

SEGMENT U: EMERGENCY

THIS CONTRACT

GATE BLOCK AND TACKLE

SEGMENT T: EAST ST. CLOSURE

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

HEAD WALL

CONCRETE

WALL

HEAD

CONCRETE

TEA STREET

VAULT

METAL FENCE

El. 62.87

E. 2031376.656

N. 631863.075

#5008 Cut

N 09°35’09" W 1225.01’

El. 65.26

E. 2031172.663

N. 633070.989

PK w\Washer

#5005

P I

P T

P I

P O

P C

P O

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

G-103

C O

N T

R O

L P

T S

A L

N M

E N

T A

N D S

U R

V E

100’0 50’

SCALE:1"=50’

2031000

2031500

2031000

2031500

L E

U R

C E

D A

R C

R E

DELTA RADIUS TANGENT LENGTH NORTHING EASTING NORTHING EASTING

C.C. COORDINATES P.I. COORDINATESCURVE DATA

HORIZONTAL CURVE DATA

20°26’03.91" 2,000.00 360.48’ 713.30’ 632224.74 2029274.97 632617.66 2031268.85

Reference Line U2

C O

N D I

Survey Control Line

N 15°13’59" W

595.89’

S T

SUPERMARKETS

SHOPRITE

2 STORY BRICK BLOCK

S T

SCALE: NTS

SURVEY POINT PK/W #5005

3.95

PK/W #5005

A S P

H A

V E

M E

N C

R E

T E

C O

N C

R E

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

C-001

G E

N E

R A

L C

O N

S T

R U

C T

N S

E Q

U E

N C

GENERAL CONSTRUCTION SEQUENCE

permitted. Levee ramps on the unprotected side of the existing levee shall be built to a tolerance between 0 to +4 inches.

activities and cobble recovery operations. Refer to Sheet C-001 for Erosion Control Notes. No dewatering of the site is

Isolate the active work site area using appropriate erosion control measures prior to the start of ground-disturbing 1.

Field locate and protect in place all utilities in accordance with the specifications.2.

Perform horizontal benching into the undisturbed soil per detail on Sheet C-501 and in accordance with the Specifications.4.

per the channel profile on Sheet C-201, and the cross-sections on Sheets C-301 through C-303.

Initiate cobble recovery operations. Perform cobble excavation to the lines and grades as shown on Sheets C-101 and C-102, 3.

Refer to SECTION 35 31 19 for definitions of Revetments, Bendway Weirs, and Stone Protection.

additional geotextile at top interface between the stone protection and the bendway weir as shown on Sheet C-202.

Install the geotextile liner directly underneath the stone revetment bedding. In areas with the bendway weirs, place 5.

and placement of topsoil, tolerances shall be in the range of +/-4 inches.

grades shown on the cross-sections shall be brought to the appropriate tolerances. For excavation within the channel per the typical section on Sheet C-202 and the cross-sections on Sheets C-301 through C-303. Areas below the lines and

Place satisfactory excavated material, as defined per Sections 31 00 00 and 35 41 00, and as compacted engineered fill 6.

Floodwall Areas (Sta. 0+00U2 to 0+85U2, Sta. 6+00U2 to 9+67U2)6a.

finished surface shall not exceed .1 foot.

for cohesionless soils. The tolerance for the finished subgrade surface shall not exceed 6 inches. The tolerance for the conditions shall be tested and determined to allow for at least 90% compaction for cohesive soils and at least 95% compaction rocks no greater than 6 inches. The fill shall be placed in uniform lifts not exceeding 12 inches. Optimum moisture not contain rocks greater than 3 inches for the top 12 inches of compacted material, and the bottom layers shall contain

All fill shall be derived from excavated cobble material as described in Note 3. Satisfactory cobble material shall

Levee Areas (Sta. 0+85U2 to 6+00U2)6b.

the finished surface shall be within +/- 4 inches.

shall not exceed 6 inches. In subaqueous areas, the tolerance is between -2 feet to +1 feet. The tolerance for points of the optimum moisture content as determined by ASTM D6938. The tolerance for the finished subgrade surface to allow for at least 95% compaction for embankment fill. Moisture content after compaction shall be within +/- 3 shall be placed in uniform lifts not exceeding 8 inches. Optimum moisture conditions shall be tested and determined

All fill shall be derived from excavated embankment fill material obtained within the existing levee area. The fill than 5 times the nominal stone size nor be continuous for more than 100 square feet.

is +/-2 inches, which should not be continous for more than 200 square feet. The tolerance should also not be greater mounds and windrows. See Specifications for additional bedding material requirements. The maximum allowable tolerance least 6 inches on the prepared subgrade. Compaction is not required. Finish bedding to present even surface free from the No. 200 standard sieve with a plasticity index of less than six. Spread the bedding uniformly to a thickness of at

7. Install the riprap stone revetment bedding material consisting of ¾inch diameter crushed rock. Allow fines passing of the entire job shall have no more than 50 percent of the aforementioned tolerances.

shall not be 5 times greater than the nominal stone size for more than a continuous 100 square feet. The average tolerance except that the extreme of this tolerance shall not be continuous over an area greater than 200 square feet. The tolerance practicable percentage of voids. Tolerances include +/-6 inches from the lines and grades shown in the contract drawings, drawings and specifications. Riprap shall be placed according to the stone gradation shown on Sheet C-202 with the minimum

8. Construct the riprap stone revetment on the bedding material as described in Note 7 and in accordance with the contract continuous for more than five times the nominal stone size for more than 100 square feet.

Tolerances of +/-feet are permitted for elevations and +2 feet for the weir crown width. Extreme limits should not be shall be placed according to the gradation shown on Sheet C-202 with the minimum practicable percentage of voids.

9. Construct the bendway weirs in accordance with the contract drawings and specification Section 35 31 19. Bendway weirs and replace any defects resulting from construction activities that would hinder the proper functioning of the drainage system.

10. Monitor the existing drainage structures #4 and #5 for displacement during construction. The Contractor shall repair

Federal, State, and local requirements.

11. Surplus material not suitable for filling or backfilling shall be removed and disposed of off-site in compliance with

AS-

BUILT

EL: 5

3.2

TOP OF P

IPE S

HOWN

ELASTOMERIC

CHECK VALVE

INVERT NOT ACCESS

IBLE

DO T

NOTE:

Reference Line U2

20°

E 2,030,850

E 2,031,000

E 2,031,150

TOP OF SLOPE

BOT OF S

LOPE

FLOW

EDGE OF WATER

0+00

1+00

2+00

3+00 4+00

5+00 6+00

15+00 16+00

17+00 18+00 19+00 20+00 21+00 22+00

C-101

0 30 30 60FT

SCALE: 1’’= 30’

S H

E E

T O

E P

L A

M A

FLOW

NTS

(WEIRS #1 THROUGH #10)

TYPICAL BENDWAY WEIR OFFSETNotes:

1. See Sheet C-201 for Channel Profile.

2. See Sheet C-202 for Typical Bendway Weir Sections.

3. See Sheets C-301 through C-303 for channel Cross-Sections.

4. Case 1: Use Levee Embankment Material as fill.

Spec Section 35 41 00 applies.

5. Case 2: Use recovered shoal material from the Cobble

Recovery area as fill. Spec Section 31 00 00 applies.

E 2,031,000

E 2,030,850

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

-0+82U2-0+82U2

0+00U2

1+00U2 2+00U2 3+00U2

4+00U2

5+00U2 0+00U2

Cobble Recovery Area

Centerline of

Reference Line U2 &

FLOW

Sta. 0+20U2

Top El. 51.77

Bendway Weir #1

Sta. 1+20U2

Top El. 51.33

Bendway Weir #2

Sta. 2+20U2

Top El. 50.89

Bendway Weir #3

Sta. 3+20U2

Top El. 50.43

Bendway Weir #4

Sta. 5+20U2

Top El. 49.48

Bendway Weir #6

S t a

U p f e v e t m e n t

S t a

U t o

T r a n s i t i o n f r o m

T o p v e t m e n a

U p v e t m e n t

Cobble Recovery

CASE 2

Sta. 0+85U2 to 6+00U2 to 6+00U2

Sta. 0+85U2

FLOW

HEAD WALL

CONCRETE

VAULT

ELECTRIC

RIPRAP STONE REVETMENT (2.5H:1V)

GRADED FILL (10H:1V)

EXISTING COBBLE

GRADED SLOPE (2.5H:1V)

EXISTING THALWEG

CONTRACTOR’S WORKING LIMITS

LEGEND

BOT OF SLOPE

EDGE OF WATER

MIDDLE BROOKMIDDLE BROOK

CASE 1

Sta. 0 +00U2 to

0+85U2

Sta. 4+20U2

Top El. 49.97

Bendway Weir #5

Limit of Excavation

(OUT) INV. 52.98

INV. 53.85

15" CMP INV. 53.87

INV. 53.90

INV. 53.91

INV. 53.99

RIP RAP

INV. 56.34

18" RCP

RCP

STONE

RIM. 57.90

RIM. 62.35

INV. 52.91

INV. 52.31

CONCRETE

C O

N C

C.L.F.

W/ 4’ HIGH

HEADWALL

12" CONC.

C.L.F.

W/ 4’ HIGH

HEADWALL

12" CONC.

60"

RCP

INV. 53.30

C .L .F

24" RCP

24" DRAIN

6" CMP

FLOOD WALL

(60" R.C.P.)

DRAINAGE STRUCTURE NO. 4

X J

1.50’ WIDE CONC. WALL

EL:

58.

53TOP OF P

IPE

1.50’ WIDE CONC. WALL

FLOW

THALWEG BREAKLINE

& RETRACTABLE SAFETY POST

COVER LADDER W/11 RUNGS

30" x 84" ALUMINUM HATCH

CONTROL MH (9.41’ x 6.54’)

BOT OF SLOPE

CONCRETE CHANNEL

BOT OF SLOPE

55.455 .4

TOP OF SLOPE

S l o p e

S L O P

Top of Fill

TOP OF SLOPE

.1 is completed.

Reinstall Vehicle Barrier Gate after Construction

See Details on Sheets C-503 and C-504.

Install Temporary Security Gate.

Remove Existing Vehicle Barrier Gate.

RIM. 57.74

24" RCP

INV. 53.14

S T

1 STORY BLOCK SHOPRITE 1 STORY BLOCK SHOPRITE

S l o p e

Existing Floodwall

BOT OF SLOPE

O P

BOT OF SLOPE

9 61 .0

O P

INV. 53.75

INV. 53.55

INV. 53.05

2 STORY BRICK BLOCK 2 STORY BRICK BLOCK

F.F. ELEV = 55.60

TOP OF SLOPE

RIM. 65.33

TOP OF SLOPE

Existing Paved Levee Crest

S t a

T o p v e t m e n t

INV. 56.48

S T

X J

40" METAL RAIL

3.95

AS-BUILT INV: EL: 45.75

TOP OF PIPE SHOWN

ELASTOMERIC CHECK VALVE

INVERT NOT ACCESSIBLE DO TO

NOTE:

AS-BUILT INV: EL: 46.83

TOP OF PIPE SHOWN

ELASTOMERIC CHECK VALVE

INVERT NOT ACCESSIBLE DO TO

NOTE:

18" RCP

EL: 45.25

TOP OF PIPE

Reference Line U2

20°

E 2,031,150

E 2,031,300

E 2,031,450

E 2,031,600

TOP OF SLOPE

BOT OF SLOPE

TOP OF SLOPE

BOT OF SLOPE

RIM. 52.12

RIM. 64.71

TOP OF SLOPE

BOT OF SLOPE

TOP OF SLOPE

BOT OF SLOPE

FLOW

BOT OF SLOPE

TOP OF SLOPE

EDGE OF WATER

TOP OF SLOPE

7+00

8+00

9+00

10+00

11+00

12+00

13+00

14+00

23+00

24+00

25+00

26+00

27+00

28+00

29+00

C-102

0 30 30 60FT

SCALE: 1’’= 30’

S H

E E

T O

E P

L A

M A

FLOW

NTS

(WEIRS #1 THROUGH #10)

TYPICAL BENDWAY WEIR OFFSETNotes:

1. See Sheet C-201 for Channel Profile.

2. See Sheet C-202 for Typical Bendway Weir Sections.

3. See Sheets C-301 through C-303 for channel Cross-Sections.

4. Case 1: Use Levee Embankment Material as fill.

Spec Section 35 41 00 applies.

5. Case 2: Use recovered shoal material from the Cobble

Recovery area as fill. Spec Section 31 00 00 applies.

E 2,031,300

E 2,031,450

E 2,031,600

E 2,031,450

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

6+00U2

7+00U2

8+00U2

9+00U2

10+00U2

10+95U2

Cobble Recovery

FLOW

Cobble Recovery Area

Centerline of

Reference Line U2 &

Sta. 7+20U2

Top El. 47.96

Bendway Weir #8

Sta. 8+20U2

Top El. 47.16

Bendway Weir #9

Sta. 9+20U2

Top El. 46.45

Bendway Weir #10 S t a

U p v e t m e n t

V a r i e s

CASE 2

CASE 1

CASE 2

to 6+00U2

Sta. 0+85U2

Sta. 6+00U2 to 9+67U2

MIDDLE BROOK

24" RCP

EL: 49.35

TOP OF PIPE

INV. 46.05

(OUT) INV. 46.71

W/ 4’ HIGH C.L.F.

HEADWALL

10" CONCRETE

9+67U2

RIPRAP STONE REVETMENT (2.5H:1V)

GRADED FILL (10H:1V)

EXISTING COBBLE

GRADED SLOPE (2.5H:1V)

EXISTING THALWEG

CONTRACTOR’S WORKING LIMITS

LEGEND

Limit of Excavation

Sta. 6+20U2

Top El. 48.76

Bendway Weir #7

Sta. 8+00U2to 9+67U2 to Top of Slope

Transition Revetment

S l o p e

Top of Fill

S l o p e

BOT OF SLOPE

Retaining Wall #2

Exisring Levee

Retaining Wall #1

Exisring Levee

1 STORY MASONARY

TOP

36" CLF. ON

4.00’ CONC.

36" RCP

U N

N U

F.F. ELEV=55.58

F.F. ELEV=55.59

4.00’ CONC. LOW FLOW CHANNEL

36" RCP

INV. 48.71

36" RCP

INV. 49.02

24" RCP

INV. 49.80

15" RCP

INV. 50.16

RIM. 57.40

40" METAL RAIL

LOW FLOW CHANNEL

INV. 53.62

15" DRAIN

RETAINING WALL NO. 1

RETAINING WALL NO. 2

L L(18" R.C.P.)

DRAINAGE STRUCTURE NO. 6

FLOW

THALWEG BREAKLINE

& RETRACTABLE SAFETY POST

COVER LADDER W/17 RUNGS

30" x 42" ALUMINUM HATCH

CONTROL MH (6.65’ x 5.57’)

W E

E N

U E

O U

RIM. 63.67

of Crest (Protected Side)

Exisring Levee Edge

RETRACTABLE SAFETY POST

COVER LADDER W/17 RUNGS &

30" x 42" ALUMINUM HATCH

CONTROL MH (6.59’ x 6.15’)

(24" R.C.P.)

DRAINAGE STRUCTURE NO. 5

42" METAL RAIL

F.F. ELEV=55.60

F.F. ELEV=55.59

F.F. ELEV=55.60

Exisring Floodwall

HEAD WALL

CONCRETE

8" PVC PIPE

INV. 49.60

8" PVC PIPE

INV. 51.42

8" PVC PIPE

INV. 51.66

(OUT) INV. 45.42

EL: 5

3.2

TOP OF P

IPE S

HOWN

ELASTOMERIC

CHECK VALVE

INVERT NOT ACCESS

IBLE

DO T

NOTE:

CONC. CURB

1.50’ CONC. WALL

CONCRETE

E 2,030,850

E 2,031,000

E 2,031,150

TOP OF SLOPE

BOT OF S

LOPE

FLOW

EDGE OF WATER

C-103

0 30 30 60FT

SCALE: 1’’= 30’

M A

S H

E E

T O

E R

O S

N A

N D S

E D

E N

T C

O N

T R

O L P

L A

General Notes:

1. See Sheet C-501 for the Silt Fence Detail.

2. See Sheet C-502 for the Floating Turbidity Barrier Detail.

3. See Sheets C-001 for Erosion Control Notes.

4. Temporary seeding with winter cereal rye shall be performed for construction work completed between August 1 and November 15.

The temporary seeding rate shall be at 112lbs/acre.

5. Temporary mulching shall be applied for construciton work completed between November 15 and March 1.

6. Refer to Spec Section 32 92 19 SEEDING.

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

-0+82U2-0+82U2

0+00U2

1+00U2 2+00U2 3+00U2

4+00U2

5+00U2 0+00U2

Cobble Recovery Area

Centerline of

Reference Line U2 &

FLOW

Sta. 0+20U2

Top El. 51.77

Bendway Weir #1

Sta. 1+20U2

Top El. 51.33

Bendway Weir #2

Sta. 2+20U2

Top El. 50.89

Bendway Weir #3

Sta. 3+20U2

Top El. 50.43

Bendway Weir #4

Sta. 5+20U2

Top El. 49.48

Bendway Weir #6

S t a

U p v e t m e n t

S t a

U t o

T r a n s i t i o n f r o m

T o p v e t m e n a

U p v e t m e n t

Cobble Recovery

CASE 2

Sta. 0+85U2 to 6+00U2 to 6+00U2

Sta. 0+85U2

FLOW

HEAD WALL

CONCRETE

VAULT

ELECTRIC

FLOW

LEGEND

FLOATER

ANCHOR POINT

FLOATING TURBIDITY BARRIER

SILT FENCE

WORKING LIMITS

45.

46.

.18

46.

BOT OF SLOPE

EDGE OF WATER

4 46.

46.

77 46.

46.

47.

.12

.16

.18

2 47.

EDGE OF WATER

47.

MIDDLE BROOK

47.

48.

CASE 1

Sta. 0 +00U2 to

0+85U2

49.

.11

49.

.17

49.

Sta. 4+20U2

Top El. 49.97

Bendway Weir #5

50.

51.

12 51.

51.

Limit of Excavation

51.

52.

(OUT) INV. 52.98

53.

53.72

BW 53.76

BW 53.80

53.84

INV. 53.85

15" CMP INV. 53.87

INV. 53.90

INV. 53.91

53.

INV. 53.99

54.

54.17

54.

54.48

54.

RIP RAP

INV. 56.34

18" RCP

RCP

STONE

RIM. 57.90

RIM. 62.35

INV. 52.91

INV. 52.31

CONCRETE

C O

N C

C.L.F.

W/ 4’ HIGH

HEADWALL

12" CONC.

C.L.F.

W/ 4’ HIGH

HEADWALL

12" CONC.

60"

RCP

INV. 53.30

C .L .F

24" RCP

24" DRAIN

6" CMP

FLOOD WALL

(60" R.C.P.)

DRAINAGE STRUCTURE NO. 4

X J

1.50’ WIDE CONC. WALL

EL:

58.

53TOP OF P

IPE

FLOW

THALWEG BREAKLINE

54.

& RETRACTABLE SAFETY POST

COVER LADDER W/11 RUNGS

30" x 84" ALUMINUM HATCH

CONTROL MH (9.41’ x 6.54’)

54.

B W

54.

BOT OF SLOPE

CONCRETE CHANNEL

54.

55.

BOT OF SLOPE

55.

07BW 55.07

BW 55.09

55.

.16

55.

BW 55.17

.18

55.

TW 55.30

55.

55.45

TW 55.48

55.

TOP OF SLOPE

55.52

55.

S l o p e

BW 55.63

B W

S L O P

BC 55

.76

55.

55.77

55.78

55.

B W

55.

Top of Fill

BC 56.07

.10

56.

.16

TC 56

.18

BW 56.19

TW 56.30

B C

56.

56.37

56.

BC 56.

BW 56.44

B C

56.

BW 56.53

56.

BW 56.55

BC 56.57

B C

56.

T W

TC 56.70

T W

BC 56.73

56.

T C

56.

87 TOP OF SLOPE

BW 56.88

BC 56.

56.

T C

57.

BW 57.00

BW 57.08

.10

T C

57.

TC 57.15

TC 57.

TC 57.28

TC 57.

57.

3657.

57.

BW 57.38BW 57.41

BW 57.

57.

BW 57.53

BW 57.54

57.

BW 57.56

BW 57.71

57.

RIM. 57.74

24" RCP

INV. 53.14

S T

BW 57.76

57.

76BW 57.76

57.

BW 57.78

57.

BW 57.80 BW 57.81

57.

BW 57.85BW 57.86

BW 57.88

57.

BW 57.93

57.

98BW 57.99

BW 58.00

BW 58.04

58.

.17

BW 58.17

1 STORY BLOCK SHOPRITE

BW 58.29

BW 58.34

58.

S l o p e

BW 58.47

Existing Floodwall

58.

BW 58.92

59.

.14

59.

BW 59.30

59.

BOT OF SLOPE

59.

T W

60.05

60.

O P

60.

BW 60.52

60.

BOT OF SLOPE

61.

O P

.11

BW 62.18

O P

62.

INV. 53.75

INV. 53.55

INV. 53.05

63.76

64.

2 STORY BRICK BLOCK

BW 64.92

64.94

64.97

F.F. ELEV = 55.60

65.06

BW 65.07

65.

65.11

65.

1365.

TW 65.14

TW 65.16

TW 65.17

TW 65.17 TW 65.

TW 65.

65.

BW 65.18

TW 65.19

65.

19TW 65.19

TW 65.19

65.

TW 65.19

65.

TW 65.19

65.

20TW 65.20 TW 65.20

65.

TW 65.20 TW 65.20

TW 65.20

0 65 .2

TW 65.21

TW 65.21TW 65.21 TW 65.21

65.

TW 65.21

65.

TW 65.21

65.

TW 65.21

TW 65.2165.

TW 65.21

65.

TW 65.22TW 65.22

TW 65.22

TOP OF SLOPE

TW 65.22

65.

TW 65.23 TW 65.23

TW 65.24

TW 65.25

TW 65.26

65.27

65.

RIM. 65.33

65.41 .4

65.

TOP OF SLOPE

Existing Paved Levee Crest

65.

65.51

65.54

65.55

65.

65.70

S t a

T o p v e t m e n t

INV. 56.48

S T

X J

40" METAL RAIL

ELASTOMERIC CHECK VALVE

INVERT NOT ACCESSIBLE DO TO

NOTE:

AS-BUILT INV: EL: 46.83

TOP OF PIPE SHOWN

ELASTOMERIC CHECK VALVE

INVERT NOT ACCESSIBLE DO TO

NOTE:

18" RCP

EL: 45.25

TOP OF PIPE

4.00’ CONC. WALK

4’ CHAIN LINK FENCE

BELGIUN BLOCK CURB

E 2,031,150

E 2,031,300

E 2,031,450

E 2,031,600

TOP OF SLOPE

BOT OF SLOPE

TOP OF SLOPE

BOT OF SLOPE

RIM. 52.12

RIM. 64.71

TOP OF SLOPE

BOT OF SLOPE

TOP OF SLOPE

BOT OF SLOPE

FLOW

BOT OF SLOPE

TOP OF SLOPE

EDGE OF WATER

TOP OF SLOPE

C-104

0 30 30 60FT

SCALE: 1’’= 30’

M A

S H

E E

T O

E R

O S

N A

N D S

E D

E N

T C

O N

T R

O L P

L A

General Notes:

1. See Sheet C-501 for the Silt Fence Detail.

2. See Sheet C-502 for the Floating Turbidity Barrier Detail.

3. See Sheets C-001 for Erosion Control Notes.

4. Temporary seeding with winter cereal rye shall be performed for construction work completed between August 1 and November 15.

The temporary seeding rate shall be at 112lbs/acre.

5. Temporary mulching shall be applied for construciton work completed between November 15 and March 1.

6. Refer to Spec Section 32 92 19 SEEDING.

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

6+00U2

7+00U2

8+00U2

9+00U2

10+00U2

10+95U2

Cobble Recovery

FLOW

Cobble Recovery Area

Centerline of

Reference Line U2 &

Sta. 7+20U2

Top El. 47.96

Bendway Weir #8

Sta. 8+20U2

Top El. 47.16

Bendway Weir #9

Sta. 9+20U2

Top El. 46.45

Bendway Weir #10 S t a

U p v e t m e n t

V a r i e s

CASE 2

CASE 1

CASE 2

to 6+00U2

Sta. 0+85U2

Sta. 6+00U2 to 9+67U2

MIDDLE BROOK

BW 45.05

TW 46.80

24" RCP

EL: 49.35

TOP OF PIPE

INV. 46.05

(OUT) INV. 46.71

W/ 4’ HIGH C.L.F.

HEADWALL

10" CONCRETE

41.

42.

43.

9+67U2

43.

44.

.13

B W

44.

B W

44.

45.

.19

45.

LEGEND

FLOATER

ANCHOR POINT

FLOATING TURBIDITY BARRIER

WORKING LIMITS

45.

Limit of Excavation

45.

46.

.12

.18

46.

B W

46.

T W

46.

47.

T W

Sta. 6+20U2

Top El. 48.76

Bendway Weir #7

48.

.18

48.

48.36

48.

48.94

48.

49.

.19

49.

449.

49.44

49.

49.98

49.99

50.

.14

50.

50.32

T W

50.

51.

Sta. 8+00U2to 9+67U2 to Top of Slope

Transition Revetment 51.

51.

S l o p e

Top of Fill

51.

51.53

51.

51.72

51.

S l o p e

51.

52.

BOT OF SLOPE

BW 52

.08

.10

52.

52.10

52.13

52.

B W

52.

BW 52

.71

52.

B W

52.

BW 53.05

BW 53

.07

BW 53

.07

53.

25BW 53.25

53.

Retaining Wall #2

Exisring Levee

53.

38BW

BW 53.52

53.

B W

BW 53

.79

BW 53.9

54.

BW 54.06

54.

BW 54.18

54.

BW 54.29

Retaining Wall #1

Exisring Levee

BW 54.30

BW 54

.31

54.

1.50’ CONC. WALL W/

BW 54.42 BW 54.42

54.

BW 54.44

54.

BW 54.57

54.

BW 54.58

TOP

36" CLF. ON

4.00’ CONC.

36" RCP

F.F. ELEV=55.58

F.F. ELEV=55.59

4.00’ CONC. LOW FLOW CHANNEL

36" RCP

INV. 48.71

36" RCP

INV. 49.02

24" RCP

INV. 49.80

15" RCP

INV. 50.16

RIM. 57.40

40" METAL RAIL

LOW FLOW CHANNEL

INV. 53.62

15" DRAIN

RETAINING WALL NO. 1

RETAINING WALL NO. 2

L L(18" R.C.P.)

DRAINAGE STRUCTURE NO. 6

FLOW

THALWEG BREAKLINE

C O

N C

W A L L

A S

P H

A L T

G U

C O

N C

W A

L L

E O

P C

O N

E W

A L

K C

O N

C U

R B

C O

N C

R A

G U

C O

N C

C U

R B

C O

N C

C U

R B

C O

N C

C U

R B

C O

N C

R A

C O

N C

E W

A L

A S

P H

A L T

STONE

WALL

STONE WALL

CONC.

ALL

4’ C .L.

CONC.

WALL

C O

N C

W A L L

G U

& RETRACTABLE SAFETY POST

COVER LADDER W/17 RUNGS

30" x 42" ALUMINUM HATCH

CONTROL MH (6.65’ x 5.57’)

54.

B W

BW 54.70

BW 54

.72

54.

TW 54

.78

54.

BW 54.79

BW 54.82BW 54.82

TW 54

.92

54.

BW 54

.96

TW 54

.99

TW 54

.99

BW 55.00

55.

BW 55.06

BW 55.1

55.

BW 55.17

6 55 .3

55.45

55.47

55.4955.51

55.52

55.53

55.54

55.62

55.63

6BC 55

.76

TW 56.0

TC 56

.18

B W

BW 56

.50

56.

77BW 56.7

TW 57

.10

.14

BC 57.16

TW 57

.18

BC 57.2

57.

TC 57.6

57.

TC 57.8

57.

87TW 57.8

57.

TW 57.8

58.

BW 58.11

B W

58.

BW 58

.84

58.

BW 58

.99

BW 59.14

59.

BW 59.19

59.

BW 59.24

59.

BW 59.27

59.

BW 59.31

BW 59.33

BW 59.34

TW 59

.46

TW 59

.49

TW 59

.54

59.

TW 59.54

TW 59.55

TW 59.56

TW 59

.57

TW 59.57

59.

TW 59.58

TW 59.59

59.

59TW 59.59

TW 59.59

59.

TW 59.60

59.

60 TW 59.60

CONC. CAP

4.00’ C.L.F. ON 2.20’

59.

62TW 59.62

W E

E N

U E

O U

60.

BW 60

.45

60.

BW 60.52

60.

BW 60.54

BW 60.55

BW 60.60

BW 60.76

60.

83BW 60.83

TW 61

.21

TW 61.21

TW 61.24

61.

TW 61.25

TW 61

.25

TW 61.26

61.

27 TW 61.27

TW 61.27

61.

29TW 61.29

CONCRETE CAP

4.00’ C.L.F. ON 2.20’

61.

29TW 61.29

BW 61.55

TW 63.12

63.

BW 63.32

BW 63.43

63.

RIM. 63.67

63.63

63.

64.

of Crest (Protected Side)

Exisring Levee Edge

64.

RETRACTABLE SAFETY POST

COVER LADDER W/17 RUNGS &

30" x 42" ALUMINUM HATCH

CONTROL MH (6.59’ x 6.15’)

64.69

(24" R.C.P.)

DRAINAGE STRUCTURE NO. 5

42" METAL RAIL

64.

F.F. ELEV=55.60

F.F. ELEV=55.59

F.F. ELEV=55.60

65.

TW 65.20

TW 65.21

TW 65.22

Exisring Floodwall

TW 65.22

65.

TW 65.24

65.

25TW 65.25

65.

HEAD WALL

CONCRETE

8" PVC PIPE

INV. 49.60

8" PVC PIPE

INV. 51.42

8" PVC PIPE

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

C-002

E R

O S

N C

O N

T R

O L N

O T

E S

(908)526-2701

Bridgewater, NJ 08807

308 Milltown Road

Somerset County 4-H Center

Somerset-Union Soil Conservation District

Conservation District to obtain the required certification:

The Contractor shall submit an application with fees and final sequencing plan as approved by the Contracting officer to the Soil 17.

for work within the channel to the maximum extent possible.

and to those areas which must be entered for construction of temporary or permanent work. The Contractor shall limit their time project site, and adjacent property. Construction operations in the channel shall be restricted to those areas shown in the plans

The Contractor shall exercise every reasonable precaution throughout the life of the Contract to prevent silting of the channel,16.

limited to optimum seeding dates as listed in the NJ Standards.

hydro-mulch should be applied at a rate of 1500 lbs. per acre in second step. The use of hydro-mulch, as opposed to straw, is to promote consistency, good seed to soil contact, and give a visual indication of coverage. Upon completion of seeding operation, Hydro seeding is a two- step process. The first step includes seed, fertilizer, lime, etc., along with minimal amounts of mulch 15.

construction at the request of the Somerset-Union Soil Conservation District.

The Conbtractor shall be responsible for remediating any erosion or sediment problems that arise as a result of ongoing 14.

Contractor is responsible for keeping all adjacent roads clean during life of construction project.13.

season prohibits seeding.

Mulching to the NJ Standards is required for obtaining a Conditional Report of Compliance. Conditionals are only issued when the12.

Sediment Control Standards.

Sediment Control Plans to the District for re-certification. The revised plans must meet all current NJ State Soil Erosion &

Any changes to the Certified Soil Erosion and Sediment Control Plan will require the submission of revised Soil Erosion and 11.

will not provide suitable conditions, non-vegetative means of permanent ground stabilization will have to be employed.

permanently adjust the soil conditions and render it suitable for vegetative ground cover. If the removal or treatment of the soil provide a suitable environment to support adequate vegetative ground cover, shall be removed or treated in such a way that will

At the time when the site preparation for permanent vegetative stabilization is going to be accomplished, any soil that will not10.

Office of the conservation district is located at, Somerset County 4-H Center, 308 Milltown Road, Bridgewater, NJ 08807.

The Somerset-Union Soil Conservation District shall be notified in writing 48 hours in advance of any land disturbing activity.9.

immediately after initial site disturbance.

Traffic control Standards require the installation of a 50’x 30’x 6’pad of 1 1/2"or 2" stone, at all construction driveways, 8.

slopes greater than 3:1).

Any steep slopes receiving pipeline installation will be backfilled and stabilized daily, as the installation proceeds (i.e.: 7.

tons per acre, according to the NJ State Standards.

embankments) will receive a temporary seeding in combination with straw mulch or a suitable equivalent, at a rate of two (2)

Immediately following initial disturbance or rough grading all critical areas subject to erosion (i.e.: steep slopes, roadway6.

fifteen (15) days or preliminary grading.

streets, roads, driveways and parking areas. In areas where no utilities are present, the sub-base shall be installed within

A sub-base course will be applied immediately following rough grading and installation of improvements in order to stabilize 5.

All work shall be done in accordance with the NJ State Standards for Soil Erosion and Sediment Control in New Jersey.4.

used for protection until seeding is established.

Permanent Vegetation shall be seeded or sodded on all exposed areas within ten (10) days after final grading. Mulch will be 3.

areas will be mulched with straw, or equivalent material, at a rate of two (2) tons per acre, according to NJ State Standards.

immediately receive a temporary seeding. If the season prevents the establishment of a temporary cover, the disturbed

Any disturbed areas that will be left exposed more than thirty (30) days and not subject to construction traffic, will2.

proper sequence and maintained until permanent protection is established.

All Soil Erosion and Sediment Control practices shall be installed prior to any major soil disturbances, or in their1.

SOIL EROSION AND SEDIMENT CONTROL NOTES

IMPLEMENTATION SCHEDULE

& SOIL EROSION & SEDIMENTATION CONTROL

SEQUENCE OF CONSTRUCTION

ACTIVITY

SESC CONSIDERATIONCONSTRUCTION

AND COMPLETION OF LANDSCAPING

7. FINAL STABILIZATION OF WORK AREAS

6. ROUTINE MAINTENANCE

5. SITE GRADING

4. ROUGH GRADING

3. PRIOR TO SITEWORK CONSTRUCTION

2. STOCKPILE AREAS

1. PRIOR TO CLEARING AND GRUBBING

MAINTENANCE WATERING OF GRASSED AREAS SHALL BE IN ACCORDANCE WITH SPEC SECTION 32 92 19.

SHALL BE PERFORMED IMMEDIATELY OR AS DIRECTED BY THE C.O.R.

FOR CONSTRUCTION ACTIVITIES. MAINTENANCE REPAIRS OR ADJUSTMENTS TO SESC MEASURES

MAINTENANCE: MAINTENANCE INSPECTIONS SHALL BE IN ACCORDANCE WITH GENERAL PERMIT(S)

MAY REMOVE AND STABILIZE ALL SESC MEASURES.

AS APPROVED BY THE C.O.R., THE CONTRACTOR

AFTER STABILIZATION OF GRADED AREAS AND

SESC MEASURES AS NECESSARY.

BARRIERS, AND OTHER SESC MEASURES.INSTALL OTHER

MAINTAIN SILT FENCES AND FLOATING TURBIDITY

APPLIED BETWEEN NOV 15 AND MAR 1.

AND NOV 15. TEMPORARY MULCHING SHALL BE

SEEDING SHALL BE APPLIED BETWEEN AUG 1

EACH AREA OF WORK IS COMPLETED. TEMPORARY

PERFORM TEMPORARY SEEDING OR MULCHING AS

BETWEEN NOV 15 AND MAR 1.

TEMPORARY MULCHING SHALL BE APPLIED

SHALL BE APPLIED BETWEEN AUG 1 AND NOV 15.

GRADING IS COMPLETED. TEMPORARY SEEDING

PERFORM TEMPORARY SEEDING OR MULCHING AS

ACCORDANCE WITH PLANS OR AS NECESSARY.

AREA AS REQUIRED TO INSTALL SESC MEASURES IN

ACTIVE WORK AREA. CLEAR AND STRIP SITE OR WORK

INSTALL FLOATING TURBIDITY BARRIER AROUND THE

AS NECESSARY.

EROSION AND SEDIMENT CONTROL) MEASURES

INSTALL SILT FENCING, OR OTHER SESC (SOIL

INSTALL SECURITY FENCING AND SILT FENCE.

EL: 5

3.2

TOP OF P

IPE S

HOWN

ELASTOMERIC

CHECK VALVE

INVERT NOT ACCESS

IBLE

DO T

NOTE:

E 2,030,850

E 2,031,000

E 2,031,150

TOP OF SLOPE

BOT OF S

LOPE

FLOW

EDGE OF WATER

L-101

0 30 30 60FT

SCALE: 1’’= 30’

M A

S H

E E

T O

P L

A N

G P

L A

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

-0+82U2-0+82U2

0+00U2

1+00U2 2+00U2 3+00U2

4+00U2

5+00U2 0+00U2

FLOW

Sta. 0+20U2

Top El. 51.77

Bendway Weir #1

Sta. 1+20U2

Top El. 51.33

Bendway Weir #2

Sta. 2+20U2

Top El. 50.89

Bendway Weir #3

Sta. 3+20U2

Top El. 50.43

Bendway Weir #4

Sta. 5+20U2

Top El. 49.48

Bendway Weir #6

Reference Line U2

FLOODPLAIN MIX (Permanent Seeding)

Weight

Percent by Purity Seed

Germination

Maximum WeedCommon NameScientific Name

Bidens aristosa

Aster novae-angliae

Veronia noveboracensis

Asclepias syriaca

Rudbekia hirta

Eupatorium fistulosum

Scirpus expansus

Scirpus cyperinus

Carex lupulina

Carex crinita

Leersia oryzoides

Argostis scabra

Andropogon scoparius

Showy Tickseed Sunflower

New England Aster

New York Ironweed

Common Milkweed

Black-Eyed Susan

Joe Pye Weed

Wood Bulrush

Woolgrass

Hop Sedge

Fringed Sedge

Rice Cutgrass

Rough Bentgrass

Little Bluestem

87%

84%

85%

84%

87%

95%

85%

95%

98%

80%

.25%

(4) Refer to Spec Section 32 92 19 SEEDING for additional requirments.

(3) Refer to Sheets C-103 and C-104 for temporary seeding requirements.

and from September 1 and October 15 for fall establishment.

(2) Seed shall be installed between April 1 and June 1 for spring establishment;

(1) Grass seeding rate shall be at 15lbs/acre.

FLOW

HEAD WALL

CONCRETE

VAULT

ELECTRIC

LEGEND

WORKING LIMITS

FLOODPLAIN MIX

BOT OF SLOPE

EDGE OF WATER

MIDDLE BROOK

Sta. 4+20U2

Top El. 49.97

Bendway Weir #5

(OUT) INV. 52.98

INV. 53.85

15" CMP INV. 53.87

INV. 53.90

INV. 53.91

INV. 53.99

RIP RAP

INV. 56.34

18" RCP

RCP

STONE

RIM. 57.90

RIM. 62.35

INV. 52.91

INV. 52.31

CONCRETE

C O

N C

C.L.F.

W/ 4’ HIGH

HEADWALL

12" CONC.

C.L.F.

W/ 4’ HIGH

HEADWALL

12" CONC.

60"

RCP

INV. 53.30

C .L .F

24" RCP

24" DRAIN

6" CMP

FLOOD WALL

(60" R.C.P.)

DRAINAGE STRUCTURE NO. 4

X J

1.50’ WIDE CONC. WALL

EL:

58.

53TOP OF P

IPE

FLOW

THALWEG BREAKLINE

& RETRACTABLE SAFETY POST

COVER LADDER W/11 RUNGS

30" x 84" ALUMINUM HATCH

CONTROL MH (9.41’ x 6.54’)

BOT OF SLOPE

CONCRETE CHANNEL

BOT OF SLOPE

TOP OF SLOPE

S L O P

TOP OF SLOPE

RIM. 57.74

24" RCP

INV. 53.14

S T

1 STORY BLOCK SHOPRITE

S l o p e

Existing Floodwall

BOT OF SLOPE

O P

BOT OF SLOPE

O P

INV. 53.75

INV. 53.55

INV. 53.052 STORY BRICK BLOCK

F.F. ELEV = 55.60

TOP OF SLOPE

RIM. 65.33

TOP OF SLOPE

Exisring Paved Levee Crest

INV. 56.48

S T

X J

40" METAL RAIL

ELASTOMERIC CHECK VALVE

INVERT NOT ACCESSIBLE DO TO

NOTE:

AS-BUILT INV: EL: 46.83

TOP OF PIPE SHOWN

ELASTOMERIC CHECK VALVE

INVERT NOT ACCESSIBLE DO TO

NOTE:

18" RCP

EL: 45.25

TOP OF PIPE

E 2,031,150

E 2,031,300

E 2,031,450

E 2,031,600

TOP OF SLOPE

BOT OF SLOPE

TOP OF SLOPE

BOT OF SLOPE

RIM. 52.12

RIM. 64.71

TOP OF SLOPE

BOT OF SLOPE

TOP OF SLOPE

BOT OF SLOPE

FLOW

BOT OF SLOPE

TOP OF SLOPE

EDGE OF WATER

TOP OF SLOPE

L-102

0 30 30 60FT

SCALE: 1’’= 30’

M A

S H

E E

T O

P L

A N

G P

L A

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

6+00U2

7+00U2

8+00U2

9+00U2

10+00U2

10+95U2

FLOW

Cobble Recovery Area

Centerline of

Reference Line U2 &

Sta. 7+20U2

Top El. 47.96

Bendway Weir #8

Sta. 8+20U2

Top El. 47.16

Bendway Weir #9

Sta. 9+20U2

Top El. 46.45

Bendway Weir #10

FLOODPLAIN MIX (Permanent Seeding)

Weight

Percent by Purity Seed

Germination

Maximum WeedCommon NameScientific Name

Bidens aristosa

Aster novae-angliae

Veronia noveboracensis

Asclepias syriaca

Rudbekia hirta

Eupatorium fistulosum

Scirpus expansus

Scirpus cyperinus

Carex lupulina

Carex crinita

Leersia oryzoides

Argostis scabra

Andropogon scoparius

Showy Tickseed Sunflower

New England Aster

New York Ironweed

Common Milkweed

Black-Eyed Susan

Joe Pye Weed

Wood Bulrush

Woolgrass

Hop Sedge

Fringed Sedge

Rice Cutgrass

Rough Bentgrass

Little Bluestem

87%

84%

85%

84%

87%

95%

85%

95%

98%

80%

.25%

(4) Refer to Spec Section 32 92 19 SEEDING for additional requirments.

(3) Refer to Sheets C-103 and C-104 for temporary seeding requirements.

and from September 1 and October 15 for fall establishment.

(2) Seed shall be installed between April 1 and June 1 for spring establishment;

(1) Grass seeding rate shall be at 15lbs/acre.

MIDDLE BROOK

24" RCP

EL: 49.35

TOP OF PIPE

INV. 46.05

(OUT) INV. 46.71

W/ 4’ HIGH C.L.F.

HEADWALL

10" CONCRETE

9+67U2

LEGEND

WORKING LIMITS

FLOODPLAIN MIX

Limit of Excavation

Sta. 6+20U2

Top El. 48.76

Bendway Weir #7

BOT OF SLOPE

Retaining Wall #2

Exisring Levee

Retaining Wall #1

Exisring Levee

TOP

36" CLF. ON

4.00’ CONC.

36" RCP

F.F. ELEV=55.58

F.F. ELEV=55.59

4.00’ CONC. LOW FLOW CHANNEL

36" RCP

INV. 48.71

36" RCP

INV. 49.02

24" RCP

INV. 49.80

15" RCP

INV. 50.16

RIM. 57.40

40" METAL RAIL

LOW FLOW CHANNEL

INV. 53.62

15" DRAIN

RETAINING WALL NO. 1

RETAINING WALL NO. 2

L L(18" R.C.P.)

DRAINAGE STRUCTURE NO. 6

FLOW

THALWEG BREAKLINE

& RETRACTABLE SAFETY POST

COVER LADDER W/17 RUNGS

30" x 42" ALUMINUM HATCH

CONTROL MH (6.65’ x 5.57’)

W E

E N

U E

O U

RIM. 63.67

of Crest (Protected Side)

Exisring Levee Edge

RETRACTABLE SAFETY POST

COVER LADDER W/17 RUNGS &

30" x 42" ALUMINUM HATCH

CONTROL MH (6.59’ x 6.15’)

(24" R.C.P.)

DRAINAGE STRUCTURE NO. 5

42" METAL RAIL

F.F. ELEV=55.60

F.F. ELEV=55.59

F.F. ELEV=55.60

Exisring Floodwall

HEAD WALL

CONCRETE

8" PVC PIPE

INV. 49.60

8" PVC PIPE

INV. 51.42

8" PVC PIPE

EXISTING GRADE

E L

0.453%

FLOW

B E

N D

W A

W E I

B E

N D

W A

W E I

B E

N D

W A

W E I

B E

N D

W A

W E I

B E

N D

W A

W E I

B E

N D

W A

W E I

B E

N D

W A

W E I

B E

N D

W A

W E I

B E

N D

W A

W E I

C-201

SEGMENT U2 PROFILE

C H

A N

N E

L P

R O

0.772%

BOTTOM

PROPOSED CHANNEL

TOP OF REVETMENT

TRANSITION

VARIESTRANSITION

100’0 50’

SCALE: 1"=50’H

10’0 5’

SCALE: 1"=5’V

V A

R I

E S

B E

N D

W A

Y W

E I

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

-1+00U2 0+00U2 1+00U2 2+00U2 3+00U2 4+00U2 5+00U2 6+00U2 7+00U2 8+00U2 9+00U2 10+00U2 11+00U2

C-202

B E

N D

W A

Y W

R O

E S

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D A

N S I

D n o n P

W .d g n

U E D

A T

S E

G T E

A S

T S

C L

O S

U R

E G

A T

E B

L O

C K A

N D T

A C

K L E

S E

G U E

M E

R G

E N

C Y S

T R

E A

M B

A N

K R

E S

T O

R A

R O

U G

H O

F B

O U

N D B

R O

O K

N J

G R

E E

N B

R O

O K F

L O

O D R

K M

A N

A G

E M

E N

T P

R O J E

C T

U S

A R

M Y E

N G

E E

R D

T R

N E

W Y

O R

K h tt p /w w w .n a n .u s a c e .a rm y .m il

D D /R

C M /F

A S

G A /S

A S

T R

N A

U L

Y T

SHEET OF

1 1

1.5 1.5

9’

20’

5’

1.5

BENDWAY WEIR #2 THRU #9

TYPICAL SECTION

2.5

02 2 4FT

SCALE:1"=2’

15’

1.5

BENDWAY WEIR #1 AND #10

TYPICAL SECTION

2.5

50 30 100MAX

D = 1.25FT, D = 1.0FT, D = 2.0FT (MAX LAYER THICKNESS)

50 30 100MAX

D = 2.0FT, D = 1.5FT, D = 3.0FT (MAX LAYER THICKNESS)

3/4" STONE

LEGEND:

RIPRAP REVETMENT STONE SIZE

BENDWAY WEIR STONE SIZE

STONE REVETMENT BEDDING

GEOTEXTILE (SEE SPEC 31 05 19)

NOTES:

1. For bendway weir elevations, refer to Sheets C-101 and C-102.

3’

5’

H (See Sheets C-101 & C-102)

For channel bottom profile, refer to Sheet C-201.

2. H = Height…

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