Attachment_2,_Plans_and_Drawings,_revised_8-28-17,_Amend_0001.pdf
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- Repair Work along Elk Creek, Borough of Ridgeway
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- W911WN-17-B-8004
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Plans and Drawings, revised 8-28-17 Revised Attachment 2 to Solicitation Updated pages include, 1) G-0003-A 2) X-0003-A
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US ARMY CORPS
OF ENGINEERS
PITTSBURGH DISTRICT
SOLICITATION NO. W911WN-17-B-8004
PENNSYLVANIA
BOROUGH OF RIDGWAY, ELK COUNTY
ELK CREEK (CLARION RIVER)
PL84-99 LOCAL FLOOD PROTECTION PROJECT
AND DEBRIS REMOVAL PROJECT
CHANNEL IMPROVEMENTS REHABILITATION
MAY 2014 FLOOD
CERTIFIED FINAL DOCUMENTS
APRIL 2017
IP
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/s/ STEPHEN R. STOLTZ, P.E.
/s/ JEANINE M. HOEY, P.E.
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P .E
/s/ JAMES T. SHIBATA, P.E.
27 APRIL 2017
27 APRIL 2017
27 APRIL 2017
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CHIEF, ENGINEERING AND DATE
APPROVED BY:
BRANCH CHIEF DATE
APPROVAL RECOMMENDED BY:
SECTION CHIEF DATE
SUBMITTED BY:
ANDAPPROVAL OF ALL DRAWINGS LISTED ON THE INDEX SHEET.
SIGNATURES AFFIXED BELOW INDICATE OFFICIAL RECOMMENDATION
THEIR EMPLOYMENT AS REQUIRED BY ER 1110-1-8152.
APPEAR ON THESE PROJECT DOCUMENTS WITHIN THE SCOPE OF
DESIGNATIONS OF U.S. ARMY CORPS OF ENGINEERS INDIVIDUALS
THIS SHEET. THE INITIALS OR SIGNATURES AND REGISTRATION
U.S. ARMY CORPS OF ENGINEERS AND THE A/E FIRMS IDENTIFIED ON
THIS PROJECT WAS DESIGNED BY THE PITTSBURGH DISTRICT OF THE
NUMBER
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SHEET
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GENERAL PLAN WITH WORK AREA LOCATIONS
WORK AREA DRAWING INDEX
1 C-1001
C-1002
C-1003
C-1004
C-1005
CHANNEL IMPROVEMENTS
BEGINNING OF MAJOR
(CLARION RIVER STA 76+60)
ELK CREEK STA 0+00
CHANNEL IMPROVEMENTS
END OF MAJOR
ELK CREEK STA 58+82
NOTES
LIMITS AS PART OF THE REQUIRED SURVEY EFFORTS.
2. THE CONTRACTOR SHALL ESTABLISH ACTUAL STATION
1. STATIONING IS APPROXIMATE.
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SCALE: 1" = 50’
PLAN
HORIZONTAL SCALE: 1" = 50’
VERTICAL SCALE: 1" = 10’
PROFILE
100’0 50’
SCALE: 1"=50’
0 20’10’
SCALE: 1"=10’
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BRIDGE ABUTMENT
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AREA NO. 6
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TANNER ST.
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AND X-0003.
AND WORK SEQUENCE, SEE SHEETS X-5001, X-5002
3. FOR EROSION AND SEDIMENT CONTROL DETAILS, NOTES
C-1009 AND C-1010.
STABILIZATION PLANS, DETAILS AND NOTES, SEE SHEETS
2. FOR TANNER STREET BRIDGE ABUTMENT EMBANKMENT
C-5007.
1. FOR SCOUR REPAIR NOTES AND DETAILS, SEE SHEET
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HORIZONTAL SCALE: 1" = 50’
VERTICAL SCALE: 1" = 10’
PROFILE
100’0 50’
SCALE: 1"=50’
0 20’10’
SCALE: 1"=10’
B
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RETAINING WALL
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RCE ROCK CONSTRUCTION ENTRANCE
N
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FLOW
(APPROX) - SEE NOTE 2
STA 17+75 TO STA 18+75
RETAINING WALL REPLACEMENT
(SEE NOTES 1 AND 4)
REMOVAL AREA NO. 2
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TO SECTION 02 30 00.00 08 OF THE SPECIFICATIONS.
4. FOR DETAILS ON DEBRIS TESTING AND SAMPLING, REFER
X-0003.
AND WORK SEQUENCE, SEE SHEETS X-5001, X-5002 AND
3. FOR EROSION AND SEDIMENT CONTROL DETAILS, NOTES
SEE SHEET C-5008.
2. FOR RETAINING WALL REPLACEMENT DETAILS AND NOTES,
SEQUENCE AND NOTES, SEE SHEET C-5006.
1. FOR TYPICAL STREAM DEBRIS REMOVAL DETAILS, WORK
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SCALE: 1" = 50’
PLAN
HORIZONTAL SCALE: 1" = 50’
VERTICAL SCALE: 1" = 10’
PROFILE
100’0 50’
SCALE: 1"=50’
0 20’10’
SCALE: 1"=10’
B
C R
A T
T Y
A N
S I D
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AREA NO. 4
SCOUR REPAIR
ELK
REEK
D E
P
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D E
P
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CLARK STREET
ACCESS FROM
WORK SEQUENCE, SEE SHEETS X-5001, X-5002 AND X-0003.
2. FOR EROSION AND SEDIMENT CONTROL DETAILS, NOTES AND
1. FOR SCOUR REPAIR NOTES AND DETAILS, SEE SHEET C-5007.
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SCALE: 1" = 50’
PLAN
HORIZONTAL SCALE: 1" = 50’
VERTICAL SCALE: 1" = 10’
PROFILE 100’0 50’
SCALE: 1"=50’
0 20’10’
SCALE: 1"=10’
B
C R
A T
T Y
A N
S I D
C-1004
S T
A
T
O S
T A
P L
A N A
N D P
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F
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E L
K C
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B
S A
K M
A
LAYDOWN AREA
STAGING AND
CONTRACTOR
J
R U
S N
A K
NOTE 2 (TYP)
AREA NO. 2 - SEE
SCOUR REPAIR
N s
J
A M
S H
IB
A T
A
P .E
AREA NO. 3
SCOUR REPAIR
AREA NO. 5
SCOUR REPAIR ELK CREEK
(SEE NOTES 1 AND 4)
REMOVAL AREA NO. 1
STREAM DEBRIS
ON DEBRIS TESTING AND SAMPLING,.
OF THE SPECIFICATIONS FOR DETAILS
4. REFER TO SECTION 02 30 00.00 08
X-0003.
SEE SHEETS X-5001, X-5002 AND
DETAILS, NOTES AND WORK SEQUENCE,
3. FOR EROSION AND SEDIMENT CONTROL
SEE SHEET C-5007.
2. FOR SCOUR REPAIR NOTES AND DETAILS,
SEE SHEET C-5006.
DETAILS, WORK SEQUENCE AND NOTES,
1. FOR TYPICAL STREAM DEBRIS REMOVAL
R
IL
M A
T
E
S
E
M A T
E
S
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S
H E
USACE EASEMENT BOUNDARY S
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N N
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D B
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D E
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2 3
C
4 5
A
B
M A
R K
A P
P R
NUMBER
IDENTIFICATION
SHEET
OF ENGINEERS
US ARMY CORPS
D A
T E
F
IL
E N
U M
B E
R
S
IZ
E
S U
B M
IT
T E
D B
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P L
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C A
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P L
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A T
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D A
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M A
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D E
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N A
P P
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D A
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C T N
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R D
IS
T R
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B U
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H P
A
PITTSBURGH DISTRICT
P
IT
T S
B U
R G
H P
A
P L -9
L
O C
A L F
L O
O D P
R O
T E
C T
IO
N P
R O J E
C T
B O
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U G
H O
F R
ID
G W
A Y P
A E
L K C
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H A
B
IL
IT
A T
IO
N A
N D D
E B
R
IS
R
E M
O V
A L P
R O J E
C T
M A
Y
F
L O
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H A
N N
E L I
M P
R O
V E
M E
N T S
W
W N
B
P W
P :d m s
L F
P P
C .d g n
H
T S
D B
A C
M A
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:0
L F
P P
C .d g n
:1
SCALE: 1" = 50’
PLAN
HORIZONTAL SCALE: 1" = 50’
VERTICAL SCALE: 1" = 10’
PROFILE
100’0 50’
SCALE: 1"=50’
0 20’10’
SCALE: 1"=10’
B
C R
A T
T Y
A N
S I D
E L
K C
R E
E K
C-1005
S T
A
T
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T A
P L
A N A
N D P
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F
IL
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B
S A
K M
S T
. LE
O AVE
N U E
(S .R . 2
19 ALT
F R
ON
T
S T R E E T
T O
J
R U
S N
A K
RCE
RCE
NOTE 1 (TYP)
AREA NO. 1 - SEE
SCOUR REPAIR
(SEE NOTE 2)
REPAIR AREA
ACCESS RAMP
RCE ROCK CONSTRUCTION ENTRANCE
N s
J
A M
S H
IB
A T
A
P .E
AREA NO. 2
SCOUR REPAIR
C
LA
R K
S T R E E T
ELK CREEK
X-5002 AND X-0003.
NOTES AND WORK SEQUENCE, SEE SHEETS X-5001,
3. FOR EROSION AND SEDIMENT CONTROL DETAILS,
SEE SHEET C-1011.
2. FOR ACCESS RAMP REPAIRS DETAILS AND NOTES,
C-5007.
1. FOR SCOUR REPAIR NOTES AND DETAILS, SEE SHEET
R
IL
M A
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F
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D E
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2 3
C
4 5
A
B
M A
R K
A P
P R
NUMBER
IDENTIFICATION
SHEET
OF ENGINEERS
US ARMY CORPS
D A
T E
F
IL
E N
U M
B E
R
S
IZ
E
S U
B M
IT
T E
D B
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P L
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C A
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P L
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D A
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M A
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D E
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D A
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T R
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B U
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PITTSBURGH DISTRICT
P
IT
T S
B U
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H P
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P L -9
L
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A L F
L O
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C T
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C T
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N A
N D D
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M E
N T S
W
W N
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TOE OF BANK
(BURIED)
TOE OF BANK
TOE OF BANK
PLAN VIEW
SECTION VIEW
N.T.S.
DEBRIS DEPOSIT
TYPICAL STREAMBED
TOP OF BANK
TOP OF BANK~
F L
O W
TOP OF BANK TOP OF BANK
DEBRIS DEPOSIT
DEBRIS DEPOSIT
CHANNEL BOTTOM
DEBRIS DEPOSIT
DEPOSIT
DOWNSTREAM ENDS OF THE DEBRIS
EDGE AND AT THE UPSTREAM AND
ROCK FILTER BERM AT THE WATER’S
GRAVEL AND STONE TO FORM A
EXCAVATE EXISTING DEBRIS DEPOSIT
ENDS OF DEBRIS DEPOSIT
UPSTREAM AND DOWNSTREAM
T/ROCK FILTER BERM AT
(MIN 3’-0" WIDE TYP)
AT WATER’S EDGE
ROCK FILTER BERM
BANK OF CREEK
ROCK FILTER BERM AND
FROM AREA ISOLATED BY
REMOVE DEBRIS DEPOSIT
ROCK FILTER BERM
END AND WORKING UPSTREAM
STARTING AT THE DOWNSTREAM
AND REMAINING DEBRIS DEPOSIT,
REMOVE ROCK FILTER BERM
CREATE ROCK FILTER BERM
PHASE 1
REMOVE INTERIOR DEBRIS DEPOSIT
PHASE 2
REMOVE REMAINING DEPOSIT AND BERM
PHASE 3
RESTORED CHANNEL BOTTOM
FINAL PHASE
TO PRE-FLOOD CONDITIONS
RESTORE CHANNEL GEOMETRY
EARTH-BOTTOMED CHANNEL
DEBRIS DEPOSIT REMOVAL FROM
WORK SEQUENCE
N.T.S.
N.T.S.
N.T.S.
N.T.S.
GRADE
EXISTING
GRADE
EXISTING
GRADE
EXISTING
GRADE
EXISTING
DEBRIS DEPOSIT REMOVAL NOTES
SPECIES HAS BEEN ACHIEVED.
WHEN A UNIFORM 70% VEGETATIVE COVER OF EROSION RESISTANT PERENNIAL
CONDITIONS. VEGETATED AREAS SHALL BE CONSIDERED PERMANENTLY STABILIZED
DEBRIS DEPOSIT REMOVAL WORK SHALL BE RETURNED TO PRE-CONSTRUCTION
COMPLETE. THE TOP OF BANK AND ACCESS RAMP WORK AREAS USED FOR
FROM EACH DEBRIS DEPOSIT REMOVAL AREA FOR THE WORK TO BE CONSIDERED
6. THE ROCK FILTER BERM AND DEBRIS DEPOSIT SHALL BE COMPLETELY REMOVED
CONTRACTOR ACCESSED THE DEBRIS DEPOSIT.
THE DEBRIS DEPOSIT AND WORK BACK TOWARDS THE POINT WHERE THE
5. THE CONTRACTOR SHALL BEGIN DEBRIS DEPOSIT REMOVAL FROM THE ENDS OF
ELK CREEK.
ACCUMULATES WITHIN THE ROCK FILTER BERM SHALL NOT BE PUMPED OUT INTO
57 STONE) PRIOR TO DEBRIS DEPOSIT REMOVAL WORK. ANY WATER THAT
REPAIRED WITH DEBRIS DEPOSIT STONE AND GRAVEL MATERIAL (OR AASHTO NO.
BREAKS, HOLES OR UNDERCUTTING OF THE ROCK FILTER BERMS SHALL BE
ALL HIGH WATER EVENTS PRIOR TO ANY DEBRIS DEPOSIT REMOVAL WORK. ANY
4. THE CONTRACTOR SHALL INSPECT EACH ROCK FILTER BERM DAILY AND AFTER
SEQUENCE, THIS SHEET).
AND DOWNSTREAM ENDS OF THE DEBRIS DEPOSIT (SEE PHASE 1 OF THE WORK
TOP OF THE DEBRIS DEPOSIT ALONG THE WATER’S EDGE AND AT THE UPSTREAM
GRAVEL MATERIAL AND CONSTRUCT A MINIMUM 3’-0" WIDE ROCK FILTER BERM ON
LEVELS, THE CONTRACTOR SHALL USE THE EXISTING DEBRIS DEPOSIT STONE AND
3. IN ORDER TO REMAIN ON DRY GROUND DURING FLUCTUATING STREAM FLOW
OPERATION OF EQUIPMENT ON THE CHANNEL BOTTOM.
BE PERMITTED WITHIN THE CHANNEL PROPER. THE CONTRACTOR SHALL MINIMIZE
RAMPS SHOWN ON THE DRAWINGS. TRACKED EXCAVATION EQUIPMENT SHALL NOT
SHALL BE PERMITTED TO ENTER THE DEBRIS REMOVAL AREA BY THE ACCESS
THE BANK, SMALL RUBBER EXCAVATION EQUIPMENT UTILIZING SMALL RUBBER TIRES
REMOVAL AREAS WHERE THE CONTRACTOR CANNOT WORK FROM THE TOP OF
REMOVE DEBRIS DEPOSITS FROM THE CHANNEL BOTTOM. FOR DEBRIS DEPOSIT
WITHIN CONTRACTOR WORK AND STAGING AREAS SHOWN ON THE DRAWINGS, TO
2. WHENEVER POSSIBLE, THE CONTRACTOR SHALL WORK FROM THE TOP OF BANK,
THE WATER DEPTH EXCEEDS 3’-0", MEASURED AT THE DEPOT STREET BRIDGE.
CONDITIONS. NO DEBRIS REMOVAL WORK SHAILL OCCUR IN THE CHANNEL WHEN
1. DEBRIS DEPOSIT REMOVAL WORK TO OCCUR DURING NORMAL- TO LOW-FLOW
P W
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P P
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L F
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B
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A T
T Y
A N
S I D
B
S A
K M
C-5006
T
R E
A M
B E
D D
E B
R
IS
D
E P
O S
IT
R
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O V
A L
D E
T A
IL
W O
R K S
E Q
U E
N C
E A
N D N
O T
E S
AREA
STATIONING
APPROXIMATE
VOLUME (CY)
ESTIMATED
36+40 TO 38+501
REMARKS
17+50 TO 19+552 130
350 SEE NOTE
SEE NOTE
J
R U
S N
A K s
J
A M
S H
IB
A T
A
P
NOTE:
NOTE:
OBSERVATIONS.
STATIONING AND VOLUME OF DEBRIS ARE BASED ON 2017 FIELD
STREAM DEBRIS REMOVAL SCHEDULE
X-5001, X-5002 AND X-0003.
NOTES AND WORK SEQUENCE, SEE SHEETS
1. FOR EROSION AND SEDIMENT CONTROL DETAILS,
R
IL
2’-0"
T
Y P
L
IF
T
VARIES
5’-0"
LENGTH & DEPTH OF SCOUR VARIES
1’
VARIES
12"
2’-0"
V
R
IE
S
3’-0" 3’-0"
VARIES
S O
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IC
IT
A T
IO
N N
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F
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A M
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D W
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D B
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D E
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D B
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D E
S C
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N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
NUMBER
IDENTIFICATION
SHEET
OF ENGINEERS
US ARMY CORPS
D A
T E
F
IL
E N
U M
B E
R
S
IZ
E
S U
B M
IT
T E
D B
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P L
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C A
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P L
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D A
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M A
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D E
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D A
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C O
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N G
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R D
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T R
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B U
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PITTSBURGH DISTRICT
P
IT
T S
B U
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H P
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P L -9
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A L F
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G W
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M A
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F
L O
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H A
N N
E L I
M P
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V E
M E
N T S
W
W N
B
RIPRAP
R-5
COARSE AGGREGATE
AASHTO NO. 3
1.5 (MIN)
(NON-ROCK)
BOTTOM
CHANNEL
FINISHED
EXISTING
C CHANNELL
SCOUR LINE (APPROXIMATE)
PROTECTIVE LINING
SLOPE WITH R-4 RIPRAP
EXISTING CHANNEL SIDE
(MIN)
1.5
DETAIL 3, THIS SHEET)
ANCHOR TRENCH - SEE
AND COMPACTED
IN 1-FOOT LIFTS
MATERIAL PLACED
SELECT FILL
OF SELECT FILL
FOR PLACEMENT
EXCAVATION LINE
GEOTEXTILE
C CHANNELL1.5 (MIN)
(ROCK)
BOTTOM
CHANNEL
FINISHED
EXISTING
TO SCOUR)
OF CHANNEL (LOST
ORIGINAL SIDE SLOPE
SCOUR LINE (APPROXIMATE)
R-5 RIPRAP
AND COMPACTED
IN 1-FOOT LIFTS
MATERIAL PLACED
SELECT FILL
GEOTEXTILE
COARSE AGGREGATE
AASHTO NO. 3
(UNPROTECTED)
EXISTING GROUND
SLOPE PROTECTION
AND GRAVEL FILTER
EXISTING R-4 RIPRAP
R-5 RIPRAP
COARSE AGGREGATE
AASHTO NO. 3
SELECT FILL MATERIAL
LIFTS AND COMPACT
FILL MATERIAL IN 6"
BACKFILL WITH SELECT
EXISTING STABLE SOIL;
ANCHOR TRENCH IN
EXCAVATE A 12" x 12"
SELECT FILL PLACEMENT
EXCAVATION LINE FOR
SCOUR LINE (APPROXIMATE)
(MIN)
1.5
RIPRAP AND GRAVEL FILTER
EXISTING SLOPE PROTECTION
REMOVE ANY REMAINS OF
EXISTING REVETMENT THICKNESS
FROM R-5 RIPRAP TO MATCH
PROVIDE SMOOTH TRANSITION
GEOTEXTILE
2’-0"
LC CHANNEL
GEOTEXTILE
EXCAVATION
LIMITS OF
CHANNEL SIDE SLOPE
EXISTING VEGETATED
VEGETATIVE COVER
FOR PERMANENT
SEEDING AND MULCHING
CHANNEL
FINISHED
EXISTING
FILL MATERIAL
SELECT
(APPROXIMATE)
SCOUR LINE
3 (MIN)
3 (MIN) (SIM)
DETAIL 3, THIS SHEET
ANCHOR TRENCH - SEE
P W
P :d m s
L F
P P
C
.d g n
H
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D B
A C
M A
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:4
L F
P P
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.d g n
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:1
B
C R
A T
T Y
A N
S I D
C-5007
H
A N
N E
L S
ID
E S
L O
P E
S
T Y
P
IC
A L R
E P
A
IR
D
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A
IL
S
0 5’ 10’
SCALE: 1"=5’
DETAIL
SCALE: 1" = 5’
CHANNEL WITH VEGETATED SIDE SLOPES
TYPICAL SCOUR REPAIR METHOD
DETAIL
SCALE: 1" = 5’
CHANNEL WITH ROCK-PROTECTED SIDE SLOPES
TYPICAL SCOUR REPAIR METHOD
CHANNEL WITH ROCK-PROTECTED SIDE SLOPES
ALTERNATE SCOUR REPAIR METHOD
DETAIL
SCALE: �" = 1’-0"
TO EXISTING R-4 REVETMENT
TYPICAL REPAIR TIE-IN
0 2’ 4’ 6’
SCALE: �"=1’
AREA
STATIONING
APPROXIMATE
49+00 TO 52+251
REMARKS
41+50 TO 49+002
38+60 TO 41+003
31+90 TO 33+504 5
SEE NOTE
SEE NOTE
SEE NOTE
SEE NOTE
SCOUR REPAIR SCHEDULE
37+40 TO 38+505 SEE NOTE
6 2 SEE NOTE
BANK
RIGHT
RIGHT
RIGHT
RIGHT
LEFT
RIGHT4+25 TO 6+00
SCOUR (FT)
HEIGHT OF
NOTE:
1V:3H SLOPE AND WILL TRIPLE THE HEIGHT.
AND AVERAGED. THE UPSTREAM/DOWNSTREAM WIDTHS WERE MEASURED AT A
HEIGHTS OF THE INDIVIDUAL SCOUR AREAS WERE MEASURED AT THEIR EXTREMES
SCOUR LENGTHS WERE MEASURED WITH A HAND-HELD GPS UNIT. THE VERTICAL
SCALE: 1" = 5’
SEQUENCE, SEE SHEETS X-5001, X-5002 AND X-0003.
6. FOR EROSION AND SEDIMENT CONTROL DETAILS, NOTES AND WORK
RIPRAP.
PREVENT DAMAGE TO THE GEOTEXTILE DURING PLACEMENT OF THE
NESS OF SIX (6) INCHES, OR AT A THICKNESS SUFFICIENT TO
5. AASHTO NO. 3 COARSE AGGREGATE SHALL BE PLACED AT A THICK-
BE UTILIZED SHALL BE DETERMINED BY THE CONTRACTING OFFICER.
4. LOCATIONS AT WHICH THE ALTERNATE SCOUR REPAIR METHOD IS TO
THE CONTRACTING OFFICER.
3. DAMAGED GEOTEXTILE SHALL BE REPAIRED UNDER THE DIRECTION OF
UPSTREAM WITH 1-FOOT MINIMUM OVERLAPS.
2. NON-WOVEN GEOTEXTILE SHALL BE PLACED FROM DOWNSTREAM TO
(3) FEET DURING PLACEMENT.
1. RIPRAP SHALL BE DROPPED FROM A HEIGHT NOT TO EXCEED THREE
S
D
IN
E
D
N E
U P
A N
E
R
IL
s
J E
S S
F A
R M
E R
P
2’-0"
(MIN)
2’-0"
M
IN
VARIES
VARIES
DISTANCE
1’-0" 1’-0"
S O
L
IC
IT
A T
IO
N N
O
F
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A M
E
D W
N B
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C K
D B
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D E
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N E
D B
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D E
S C
R
IP
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N
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2 3
C
4 5
A
B
M A
R K
A P
P R
NUMBER
IDENTIFICATION
SHEET
OF ENGINEERS
US ARMY CORPS
D A
T E
F
IL
E N
U M
B E
R
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
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IP
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N A
P P
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D A
T E
C O
N T
R A
C T N
O
C O
R P
S O
F E
N G
IN
E E
R S
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
T S
B U
R G
H P
A
PITTSBURGH DISTRICT
P
IT
T S
B U
R G
H P
A
P L -9
L
O C
A L F
L O
O D P
R O
T E
C T
IO
N P
R O J E
C T
B O
R O
U G
H O
F R
ID
G W
A Y P
A E
L K C
R E
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R E
H A
B
IL
IT
A T
IO
N A
N D D
E B
R
IS
R
E M
O V
A L P
R O J E
C T
M A
Y
F
L O
O D C
H A
N N
E L I
M P
R O
V E
M E
N T S
W
W N
B
@ 2’ C/C (SEE NOTE 2)
COURSE W/ 2"Ø WEEP HOLES
SEGMENTAL RETAINING WALL
SHEAR KEY INTERLOCK (TYP)
EXCAVATION (SEE NOTE 1)
APPROXIMATE LIMITS OF
STRUCTURAL BACKFILL
ABUTMENT WALL
ADJACENT EXISTING
BATTER TO MATCH
(0.02 FT/FT MIN)
GRADE TO DRAIN
GROUND
EXISTING
EXISTING CONCRETE LINING
CHANNEL
FINISHED
EXISTING
NO. 57 COARSE AGGREGATE)
DRAINAGE BACKFILL (AASHTO
RETAINING WALL BLOCK (TYP)
SEGMENTAL CONCRETE
(APPROXIMATE LOCATION)
EXISTING STONE WALL
WRAPPED IN GEOTEXTILE
POLYETHYLENE DRAIN PIPE
6" PERFORATED CORRUGATED
PIPE HANDRAIL
6" AASHTO #57
PAD (SEE NOTE 5)
CONCRETE LEVELING
GEOTEXTILE
COURSE (HMA 9.5mm)
1 �" BITUMINOUS WEARING
COURSE (HMA 19.0mm)
2�" BITUMINOUS BINDER
(THICKNESS AS REQUIRED)
BITUMINOUS BINDER COURSE
(TO BE REMOVED)
CHANNEL
FINISHED
EXISTING
LC CHANNEL
W/METAL HANDRAIL
EXISTING STONE WALL
PROTECTION
CONCRETE CHANNEL
EXISTING 2’ THICK
BUILDING
STONE WALL AND DAMAGED
AND DEBRIS FROM COLLAPSED
SAND, GRAVEL, SOIL, BRUSH
(PRE-FLOOD)
GROUND
EXISTING
COLLAPSED WALL
BEHIND DAMAGED/
WASHOUT LINE
FOUNDATION WALLS)
OF CONCRETE BLOCK
FLOOR SLAB, SECTIONS
BUILDING (CONCRETE
REMAINS OF EXISTING
TO BE DEMOLISHED)
- APPROX 100 LF -
(DAMAGED SECTION
(TO BE REMOVED)
G
TYP
NOTE:
DETAIL
N.T.S.
TYPICAL HANDRAIL DETAIL
DESIGN
SUBMITTED FOR REVIEW WITH WALL
CONNECTION METHOD SHALL BE
EMBEDMENT DEPTH OR ALTERNATIVE
6’-0" MAX (VARIES)
STEEL PIPE
1�"Ø ASTM A53
T/CONCRETE
P W
P :d m s
L F
P P
C
.d g n
H
T S
D B
A C
M A
Y
:3
L F
P P
C
.d g n
.0
:1
B
C R
A T
T Y
A N
S I
C-5008
Y
P
IC
A L R
E P
A
IR
D
E T
A
IL
S
0 5’ 10’
SCALE: 1"=5’
4’ 8’0 2’
SCALE: �"=1’
DETAIL
SCALE: �" = 1’-0"
CHANNEL WITH CONCRETE SLOPE PROTECTION
EXISTING CONDITIONS
DETAIL
SCALE: 1" = 5’
X
IS
T
IN
G S
T O
N E R
E T
A
IN
IN
G W
A L L
RETAINING WALL REPAIRS
05 52 00.00 08. HANDRAIL SHALL BE PAINTED PER SPECIFICIATION SECTION 7. SEE SPECIFICATION SECTION 05 52 00.00 08. CONCRETE AND BE PART OF THE OVERALL WALL DESIGN. EXCEED 6’-0" C/C. THE POSTS SHALL BE EMBEDDED IN HEIGHT OF 42". EVEN POST SPACING SHALL EVEN, AND NOT OF THE WALL SYSTEM, WITH A MINIMUM ABOVE GRADE HANDRAIL SYSTEM SHALL RUN ALONG THE ENTIRE LENGTH 6. LOW WATER AND FLOOD EVENTS. APPLICATION AND REMAIN STABLE AND FUNCTIONAL DURING WALL SYSTEM SHALL BE DESIGNED FOR WATER 5. SHEEPSFOOT ROLLER. APPROVED METHOD IN AREAS NOT ACCESSIBLE BY A VIBRATORY SHEEPSFOOT ROLLER OR AN EQUAL ENGINEER- BE IN 6" MAXIMUM LIFTS AND COMPACTED UTILIZING A MATERIAL FREE OF ORGANIC MATERIAL. PLACEMENT SHALL STRUCTURAL BACKFILL SHALL CONSIST OF SUITABLE 4. OVERLAP BETWEEN PANELS. STREAM TO UPSTREAM, WITH A MINIMUM OF 1-FOOT OF GEOTEXTILE SHALL BE INSTALLED WORKING FROM DOWN- 3. MINIMIZE LOSS OF DRAINAGE STONE.INSIDE FACE OF RETAINING WALL BASE COURSE TO GEOTEXTILE SHALL BE PROVIDED OVER WEEP HOLES ON 2. BASED ON SITE CONDITIONS AND SAFETY REQUIREMENTS. CONTRACTOR SHALL MINIMIZE EXCAVATION AS FEASIBLE 1.
NOTE:
DOWN TO A SUITABLE COURSE.
TOP OF CONCRETE SLOPE PAVING,
BE REMOVED, AT A MINIMUM, TO THE
WALL ARE UNKNOWN. STONES SHALL
WIDTH AND DEPTH OF EXISTING
S
D
IN
E
D
N E
U P
A N
E
X-0003.
AND WORK SEQUENCE, SEE SHEETS X-5001, X-5002 AND
9. FOR EROSION AND SEDIMENT CONTROL DETAILS, NOTES
05 52 00.00 08.
8. HANDRAIL SHALL BE FINISHED PER SPECIFICATION SECTION
DESIGN. SEE SPECIFICATION SECTION 05 52 00.00 08.
IN CONCRETE AND BE PART OF THE OVERALL WALL
NOT EXCEED 6’-0" C/C. THE POSTS SHALL BE EMBEDDED
HEIGHT OF 42". EVEN POST SPACING SHALL EVEN AND
OF THE WALL SYSTEM, WITH A MINIMUM ABOVE GRADE
7. HANDRAIL SYSTEM SHALL RUN ALONG THE ENTIRE LENGTH
LOW WATER AND FLOOD EVENTS.
APPLICATION AND REMAIN STABLE AND FUNCTIONAL DURING
6. WALL SYSTEM SHALL BE DESIGNED FOR WATER
CONCRETE LEVELING PAD, AS REQUIRED.
5. A KEY SHALL BE FORMED IN THE TOP SURFACE OF THE
ROLLER.
METHODS IN AREAS NOT ACCESSIBLE BY A SHEEPSFOOT
VIBRATORY SHEEPSFOOT ROLLER AND OTHER APPROVED
BE IN 6" MAXIMUM LIFTS AND COMPACTED UTILIZING A
MATERIAL FREE OF ORGANIC MATERIAL. PLACEMENT SHALL
4. STRUCTURAL BACKFILL SHALL CONSIST OF SUITABLE
OVERLAP BETWEEN PANELS.
STREAM TO UPSTREAM, WITH A MINIMUM OF 1-FOOT OF
3. GEOTEXTILE SHALL BE INSTALLED WORKING FROM DOWN-
MINIMIZE LOSS OF DRAINAGE STONE.
INSIDE FACE OF RETAINING WALL BASE COURSE TO
2. GEOTEXTILE SHALL BE PROVIDED OVER WEEP HOLES ON
BASED ON SITE CONDITIONS AND SAFETY REQUIREMENTS.
1. CONTRACTOR SHALL MINIMIZE EXCAVATION AS FEASIBLE
R
IL
s
J E
S S
F A
R M
E R
P
6’-0"
REQ’D
AS12’-0"
12’-0"
33’-5�"
6’ -0
AS
REQ’
D
45’-5�"
’-5
S
N
T E
SEE NOTE 2
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
NUMBER
IDENTIFICATION
SHEET
OF ENGINEERS
US ARMY CORPS
D A
T E
F
IL
E N
U M
B E
R
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
C O
R P
S O
F E
N G
IN
E E
R S
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
T S
B U
R G
H P
A
PITTSBURGH DISTRICT
P
IT
T S
B U
R G
H P
A
P L -9
L
O C
A L F
L O
O D P
R O
T E
C T
IO
N P
R O J E
C T
B O
R O
U G
H O
F R
ID
G W
A Y P
A E
L K C
R E
E K
R E
H A
B
IL
IT
A T
IO
N A
N D D
E B
R
IS
R
E M
O V
A L P
R O J E
C T
M A
Y
F
L O
O D C
H A
N N
E L I
M P
R O
V E
M E
N T S
W
W N
B
ID
(T
N
N
R E
E T
X
IS
T
A D
EXISTING PILINGS
BRIDGE ABUTMENT
EXISTING CONCRETE
GROUND
EXISTING
LC CHANNEL
(SEE NOTE 1)
OF EXCAVATION
APPROX LIMITS
GROUND
EXISTING
EXISTING PILINGS(SEE NOTE 1)
OF EXCAVATION
APPROX LIMITS
BRIDGE ABUTMENT
EXISTING CONCRETE
F L O
W E
E E
K
(SEE NOTE 1)
OF EXCAVATION
APPROX LIMITS
FROM AREA BENEATH ABUTMENT
REMOVE ALL LOOSE DEBRIS
+0
4+00
A
B
T/BANK
BRIDGE ABUTMENT
EXISTING CONCRETE
SCALE: 1" = 10’
EXCAVATION PLAN
A
SECTION
SCALE: 1" = 10’
B
SECTION
SCALE: 1" = 10’
0 20’10’
SCALE: 1"=10’
LC
CHANNEL
P W
P :d m s
L F
P P
C .d g n
H
T S
D B
A C
M A
Y
:3
L F
P P
C .d g n
:1
B
C R
A T
T Y
A N
S I D
S T
A B
IL
IZ
A T
IO
N O
F T
A N
N E
R S
T R
E E
T
B R
ID
G E A
B U
T M
E N
T
E X
C A
V A
T
IO
N P
L A
N A
N D S
E C
T
IO
N S
C-1009
WORK LIMITS
CONTRACTOR
N
X-0003.
AND WORK SEQUENCE, SEE SHEETS X-5001, X-5002 AND
3. FOR EROSION AND SEDIMENT CONTROL DETAILS, NOTES
EXCAVATE OUTSIDE OF THE CONTRACTOR WORK LIMITS.
ABUTMENT ONLY AS NECESSARY, AND SHALL NOT
2. CONTRACTOR TO EXCAVATE ON THIS SIDE OF THE
BASED ON SITE CONDITIONS AND SAFETY REQUIREMENTS.
1. CONTRACTOR TO MINIMIZE EXCAVATION AS FEASIBLE
S
D
IN
E
D
N E
U P
A N
E
R
IL
s
J E
S S
F A
R M
E R
P
14’-0"
1’-0" 1’-0"
(TYP)
1’-0"
5’-0"
33’-5�"1’-0"
1’-0
C
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
NUMBER
IDENTIFICATION
SHEET
OF ENGINEERS
US ARMY CORPS
D A
T E
F
IL
E N
U M
B E
R
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
C O
R P
S O
F E
N G
IN
E E
R S
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
T S
B U
R G
H P
A
PITTSBURGH DISTRICT
P
IT
T S
B U
R G
H P
A
P L -9
L
O C
A L F
L O
O D P
R O
T E
C T
IO
N P
R O J E
C T
B O
R O
U G
H O
F R
ID
G W
A Y P
A E
L K C
R E
E K
R E
H A
B
IL
IT
A T
IO
N A
N D D
E B
R
IS
R
E M
O V
A L P
R O J E
C T
M A
Y
F
L O
O D C
H A
N N
E L I
M P
R O
V E
M E
N T S
W
W N
B
ID
(T
N
N
R E
E T
X
IS
T
A D
EXISTING PILINGS
BRIDGE ABUTMENT
EXISTING CONCRETE
GROUND
EXISTING
LC CHANNEL
GROUND
EXISTING
EXISTING PILINGS
BRIDGE ABUTMENT
EXISTING CONCRETE
F L O
W E
E E
K
+0
4+00
A
T/BANK
A
SECTION
SCALE: 1" = 10’
B
SECTION
SCALE: 1" = 10’
0 20’10’
SCALE: 1"=10’
LC
CHANNEL
P W
P :d m s
L F
P P
C .d g n
H
T S
D B
A C
M A
Y
:2
L F
P P
C .d g n
:1
B
C R
A T
T Y
A N
S I D
S T
A B
IL
IZ
A T
IO
N O
F T
A N
N E
R S
T R
E E
T
B R
ID
G E A
B U
T M
E N
T
C-1010
S T
A B
IL
IZ
A T
IO
N P
L A
N A
N D S
E C
T
IO
N S
FLOWABLE CONCRETE FILL
FLOWABLE CONCRETE FILL
OF EXCAVATION
APPROX LIMITS
SCALE: 1" = 10’
STABILIZATION PLAN
GEOTEXTILE
GEOTEXTILE
GEOTEXTILE
R-7 RIPRAP
WORK LIMITS
CONTRACTOR
BRIDGE ABUTMENT
EXISTING CONCRETE
B
L
AND BRIDGE
(TANNER STREET)
C EXISTING ROAD
FLOW
ELK CREEK
OF EXCAVATION
APPROX LIMITS
R-7 RIPRAP
C
BRIDGE ABUTMENT
EXISTING CONCRETE
FILL
CONCRETE
FLOWABLE
C
SECTION
SCALE: 1" = 10’
N
NOTE:
SELECT FILL
AASHTO NO. 1
6" LAYER
AASHTO NO. 1
6" LAYER
(FILL AS REQ’D)
AASHTO NO. 1
SELECT FILL
S .D
IN
E
D
N E
U P
A N
E
FOR CLARITY
LAYER NOT SHOWN ON THIS SECTION
RIPRAP COVER LAYER, AASHTO NO. 1
SELECT FILL
(SEE SHEET C-1009)
STRUCTURAL BACKFILL
(IF REQ’D)
BACKFILL
STRUCTURAL
STRUCTURAL BACKFILL
STRUCTURAL BACKFILL
BOTTOM
CHANNEL
EXISTING
(SEE NOTE 1)
OF EXCAVATION
APPROX LIMITS
X-0003.
AND WORK SEQUENCE, SEE SHEETS X-5001, X-5002 AND
2 FOR EROSION AND SEDIMENT CONTROL DETAILS, NOTES
BASED ON SITE CONDITIONS AND SAFETY REQUIREMENTS.
1. CONTRACTOR TO MINIMIZE EXCAVATION AS FEASIBLE
1.5
R
IL
s
J E
S S
F A
R M
E R
P
13’-0" 1’-0"1’-0"
(TYP)
0"
9’-0"
(T Y P )0
’-0"
(SEE N
OTE)
RAMP R
EPAIR
AREA
50’ (APPROX)
B
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
NUMBER
IDENTIFICATION
SHEET
OF ENGINEERS
US ARMY CORPS
D A
T E
F
IL
E N
U M
B E
R
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
C O
R P
S O
F E
N G
IN
E E
R S
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
T S
B U
R G
H P
A
PITTSBURGH DISTRICT
P
IT
T S
B U
R G
H P
A
P L -9
L
O C
A L F
L O
O D P
R O
T E
C T
IO
N P
R O J E
C T
B O
R O
U G
H O
F R
ID
G W
A Y P
A E
L K C
R E
E K
R E
H A
B
IL
IT
A T
IO
N A
N D D
E B
R
IS
R
E M
O V
A L P
R O J E
C T
M A
Y
F
L O
O D C
H A
N N
E L I
M P
R O
V E
M E
N T S
W
W N
B
P W
P :d m s
L F
P P
C .d g n
H
T S
D B
A C
M A
Y
:4
L F
P P
C .d g n
:1
B
S A
K M
A R
B
C R
A T
T Y
J
R U
S N
A K
A N
S I D s
J
A M
S H
IB
A T
A
P .E
C-1011
U
S T
R E
A M C
H A
N N
E L A
C C
E S
S R
A M
P
R E
P A
IR
P
L A
N A
N D D
E T
A
IL
S
SCALE: 1" = 20’
PLAN
40’10’0 20’
SCALE: 1"=20’
A N
N E
L L
ELK CREEK
FLOW
49+00 50+0048+00
4’ 8’0 2’
SCALE: �"=1’
GRADE
EXISTING
EXCAVATION
LIMITS OF
GEOTEXTILE
GRAVEL FILTER
6" AASHTO NO. 3
FILL VOIDS
TOP 9" GROUTED TO
24" R-4 RIPRAP W/
C
SECTION
SCALE: �" = 1’-0"
EXCAVATION
LIMITS OF
FILL VOIDS
TOP 9" GROUTED TO
24" R-4 RIPRAP W/
GRADE
EXISTING
GRAVEL FILTER
6" AASHTO NO. 3
B
SECTION
SCALE: �" = 1’-0"
A
C
T/BANK
T/BANK
SLOPE
TOE OF
(BEYOND)
T/BANK
PRIOR TO REACHING CHANNEL)
GEOTEXTILE (END MATERIAL
A
SECTION
SCALE: 1" = 10’
0 20’10’
SCALE: 1"=10’
GRAVEL FILTER
6" AASHTO NO. 3
FILL VOIDS
TOP 9" GROUTED TO
24" R-4 RIPRAP W/
10%
GRADE
EXISTING
STATION 49+15 (APPROX)
WATERLINE OF THE CHANNEL AT
OF THE CHANNEL, DOWN TO THE
(APPROX), 86’– FROM THE CENTER
AWAY, STARTING AT STATION 50+00
EXISTING RAMP SURFACE WASHED
DEMOLITION NOTES:
CONSTRUCTION NOTES:
4. FILL VOIDS IN THE TOP 9" OF R-4 RIPRAP WITH CONCRETE GROUT.
LAYER.
3. PLACE R-4 RIPRAP AT THICKNESS OF 24" OVER THE GRAVEL FILTER
FILTER LAYER).
2. PLACE 6" THICK LAYER OF AASHTO NO. 3 OVER GEOTEXTILE (GRAVEL
SHALL BE PLACED IN THE CHANNEL PROPER).
1. PLACE GEOTEXTILE ON EXCAVATED AREA DOWN TO CHANNEL (NO FABRIC
3. TOTAL MATERIAL TO BE REMOVED FOR RAMP REPAIRS: 230 CY.
80 CY OF MATERIAL SHALL BE REMOVED.
2. AT THE THICKENED EDGE OF THE RAMP (SEE SECTION A), A TOTAL OF
OF 100’, A WIDTH OF 15’ AND A DEPTH OF 2.5’ (150 CY).
1. REMOVE EXISTING GROUTED STONE AND RAMP MATERIAL FOR A LENGTH
NOTE:
AND X-0003.
AND WORK SEQUENCE, SEE SHEETS X-5001, X-5002
1. FOR EROSION AND SEDIMENT CONTROL DETAILS, NOTES
N
R
IL
STREAM
50’-0" (MIN)
M
IN
3’
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
NUMBER
IDENTIFICATION
SHEET
OF ENGINEERS
US ARMY CORPS
D A
T E
F
IL
E N
U M
B E
R
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
C O
R P
S O
F E
N G
IN
E E
R S
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
T S
B U
R G
H P
A
PITTSBURGH DISTRICT
P
IT
T S
B U
R G
H P
A
P L -9
L
O C
A L F
L O
O D P
R O
T E
C T
IO
N P
R O J E
C T
B O
R O
U G
H O
F R
ID
G W
A Y P
A E
L K C
R E
E K
R E
H A
B
IL
IT
A T
IO
N A
N D D
E B
R
IS
R
E M
O V
A L P
R O J E
C T
M A
Y
F
L O
O D C
H A
N N
E L I
M P
R O
V E
M E
N T S
W
W N
B
COFFERDAM
TEMPORARY
REHAB, ETC.
STREAMBANK
BRIDGE ABUTMENT,
F L
O W
F L
O W
WITH SANDBAGS
AND SECURED
STREAM BOTTOM
EXTENDED TO
IMPERVIOUS LINER
LINER IN PLACE
HOLD IMPERVIOUS
SANDBAG TO
SANDBAG (TYP)
NORMAL STREAM FLOW
WORK AREA
OPTIONAL SANDBAG PLATFORM
BARRIER
JERSEY
SANDBAGS
IMPERVIOUS MEMBRANE
FLOW
NOTE:
MINIMUM HEIGHT ABOVE NORMAL FLOW.
THIS BMP REQUIRES A TWO SANDBAG
PLAN VIEW
PROFILE
ROADWAY
EXISTING
GRADE
EXISTING
GEOTEXTILE
ROADWAY
EXISTING
(8" MIN)
AASHTO #1
10’-0" R (MIN)
10’-0" R (MIN)
BERM (6" MIN)
MOUNTABLE*
EARTH FILL
NECESSARY
PIPE AS
GRADE
EXISTING
MOUNTABLE BERM USED TO PROVIDE PROPER COVER FOR PIPE
NOTE:
WELL VEGETATED, GRASSY AREA
FILTER BAG
FILTER BAG
WELL VEGETATED AREA
DISCHARGE HOSE CLAMPS
PUMP
INTAKE HOSE
INTAKE HOSE
PUMP
CLAMPS
DISCHARGE HOSE
PLAN VIEW ELEVATION
NOTES:
IMMEDIATELY AND NOT RESUME UNTIL THE PROBLEM IS CORRECTED.
6. FILTER BAGS SHALL BE INSPECTED DAILY. IF ANY PROBLEM IS DETECTED, PUMPING SHALL CEASE
BY THE MANUFACTURER, WHICHEVER IS LESS. PUMP INTAKES SHOULD BE FLOATING AND SCREENED.
5. THE PUMPING RATE SHALL BE NO GREATER THAN 750 GPM OR ONE-HALF OF THE MAXIMUM SPECIFIED
MANUFACTURER AND SECURELY CLAMPED.
4. THE PUMP DISCHARGE HOSE SHALL BE INSERTED INTO THE BAGS IN THE MANNER SPECIFIED BY THE
FLOW PATH SHALL BE PROVIDED. BAGS SHALL NOT BE PLACED ON SLOPES GREATER THAN 5%.
DISCHARGE ONTO STABLE, EROSION-RESISTANT AREAS. WHERE THIS IS NOT POSSIBLE, A GEOTEXTILE
3. BAGS SHALL BE LOCATED IN WELL-VEGETATED (GRASSY) AREAS OR ON A NON-ERODIBLE SURFACE, AND
SHALL BE KEPT AVAILABLE FOR REPLACEMENT OF THOSE THAT HAVE FAILED OR ARE FILLED.
BE PROVIDED. FILTER BAGS SHALL BE REPLACED WHEN THEY BECOME ONE-HALF FULL. SPARE BAGS
2. A SUITABLE MEANS OF ACCESSING THE BAG WITH MACHINERY REQUIRED FOR DISPOSAL PURPOSES MUST
150 MICRONS.
DOUBLE STITCHED "J" TYPE SEAMS. THEY SHALL BE CAPABLE OF TRAPPING PARTICLES LARGER THAN
1. FILTER BAGS SHALL BE MADE FROM NON-WOVEN GEOTEXTILE MATERIAL SEWN WITH HIGH STRENGTH, P W
P :d m s
L F
P P
X
.d g n
H
T S
D B
A C
M A
Y
:5
L F
P P
X
.d g n
.0
:1
B
C R
A T
T Y
A N
S I D
B
S A
K M
X-5001
DETAIL
N.T.S.
IN-STREAM COFFERDAM DIVERSION
TEMPORARY SANDBAG COFFERDAM
DETAIL
N.T.S.
DETAIL
N.T.S.
TEMPORARY JERSEY BARRIER COFFERDAM
DETAIL
N.T.S.
ROCK CONSTRUCTION ENTRANCE
DETAIL
N.T.S.
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NOTE:
NON-EROSIVE MATERIAL - NO EARTH FILL.
BARRIERS (DETAIL 3, THIS SHEET), OR OTHER
SANDBAGS (DETAIL 2, THIS SHEET), JERSEY
PUMPED SEDIMENT REMOVAL SYSTEM
E R
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IO
N A
N D S
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AND STAPLED
OVERLAPPED 4" (MIN)
BLANKET EDGES
OF WATER FLOW
BLANKETS IN DIRECTION
OF THE SLOPE, ROLL
STARTING AT THE TOP
COMPACT SOIL
TRENCH, BACKFILL AND
ROLL IN 6" x 6" ANCHOR
INSTALL BEGINNING OF
BLANKET
INSTALLATION OF
AND SEED, PRIOR TO
OF LIME, FERTILIZER
INCLUDING APPLICATION
PREPARE SEED BED,
CONTACT AT ALL TIMES
MAINTAIN GOOD SOIL
BE STRETCHED; IT MUST
BLANKET SHOULD NOT
BEING BLANKETED
AND LENGTH OF SLOPE
PATTERN FOR STEEPNESS
RECOMMENDED STAPLING
REFER TO MANUFACTURER’S
SECURELY.
(SHINGLE STYLE). STAPLE
DOWNSLOPE BLANKET
BLANKET OVERLYING THE
6" (MIN) WITH THE UPSLOPE
OVERLAP BLANKET ENDS
REPLACED WITHIN 4 CALENDAR DAYS.
THE BLANKETED AREA. DAMAGED OR DISPLACED BLANKETS SHALL BE RESTORED OR
PERRENIAL VEGETATION IS ESTABLISHED TO A MINIMUM 70% COVERAGE THROUGHOUT
BLANKETED AREAS SHALL BE INSPECTED WEEKLY AND AFTER EACH RUNOFF EVENT UNTIL 6.
RECOMMENDATIONS.
THE BLANKET SHALL BE STAPLED IN ACCORDANCE WITH THE MANUFACTURER’S 5.
CONTACT WITH SOIL. DO NOT STRETCH BLANKET.
THE ENTIRE LENGTH. LAY BLANKET LOOSELY AND STAKE OR STAPLE TO MAINTAIN DIRECT
BLANKET SHALL HAVE GOOD CONTINUOUS CONTACT WITH UNDERLYING SOIL THROUGHOUT 4.
SLOPE SURFACE SHALL BE FREE OF ROCKS, CLODS, STICKS AND GRASS. 3.
OF THE SLOPE.
PROVIDE ANCHOR TRENCH AT THE TOE OF THE SLOPE IN SIMILAR FASHION AS AT THE TOP 2.
DRAWINGS PRIOR TO INSTALLING THE BLANKET.
SEED AND SOIL AMENDMENTS SHALL BE APPLIED ACCORDING TO THE RATES IN THE PLAN 1.
NOTES
DETAIL
N.T.S.
EROSION CONTROL BLANKET
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NUMBER
IDENTIFICATION
SHEET
OF ENGINEERS
US ARMY CORPS
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REFERENCE DRAWINGS
Appendix B Location Map & Data Sheet
| Contract Dwgs |
| G-0001 |
| G-0002 |
| G-0003-A |
| G-4004 |
| C-1001 |
| C-1002 |
| C-1003 |
| C-1004 |
| C-1005 |
| C-5006 |
| C-5007 |
| C-5008 |
| C-1009 |
| C-1010 |
| C-1011 |
| X-5001 |
| X-5002 |
| X-0003-A |
| Reference Dwgs |
| F/C 11 A |
| O38b-P4-82_2.1 |
| O38b-P4-82_3.1 |
| O38b-P4-82_4.1 |
| O38b-P4-82_5.1 |
| O38b-P4-82_6.1 |
| O38b-P4-82_7.1 |
| O38b-P4-82_8.1 |
| O38b-P4-82_9.1 |
| O38b-P4-82_10.1 |
| O38b-P4-82_11.1 |
| O38b-P4-82_15.1 |
| O38b-P4-82_16.1 |
| O38b-P4-82_17A |
File details come from the government source that posted it. Updated .