W912P518B0010_TPlans_AMD01_Part4.pdf
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S O
L
IC
IT
A T
IO
N N
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F
IL
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A M
E
D W
N B
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C K
D B
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D
2 3
C
4 5
A
B
M A
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A P
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D A
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F
IL
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C A
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D A
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M A
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IP
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IO
N
C O
N T
R A
C T N
O
D A
T E
A P
P R
®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
AMENDMENT
U.S. INVERT
STA. 1+37.4
EL. 497.2
EL. 495.7
STA. 0+27.0
D.S. INVERT
515515
515515
0+00 0+50 1+00 1+50 2+00
E L E
V A
T
IO
N
E L E
V A
T
IO
N
CENTERLINE STATION
S = 1.5%
0 0
N A
S H
V
IL
L E T
E N
N E
S S
E E
C U
M B
E R
L A
N D R
IV
E R W
A T
E R
S H
E D
W P
B
N A
S H
V
IL
L E D
IS
T R
IC
T
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
F C
M
/2
/2
M
/2
/2
F C
M
F C
M
S
IT
E R
E S
T O
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T
IO
N
C E
N T
E R H
IL
L D
A M
N
PI3
+6
4.0
TOE OF SLOPE
TOP OF BANKTOP OF BANK
LIMITS
EXCAVATION
APPROXIMATE
CONTROL LINE
10'
SCALE: 1"= 10'
20'0
TRANSFORMER 6
UNDER BEDDING AND RIPRAP
FILTER FABRIC TO BE PLACED
HWY 141
7 FT. 7 FT
V :1
H
CLASS HE-III ELLIPTICAL CONCRETE PIPE;
54 INCH EQUIVALENT ROUND SIZED
PRECAST HEADWALL
"CLASS B" RIPRAP
30 INCHES OF TDOT
"CLASS B" RIPRAP
30 INCHES OF TDOT
UPON CONSTRUCTION COMPLETION
PLACE HWY 141 STYLE GUARDRAIL
HWY 141 SYLE GUARDRAIL
STRUCTURES
TO BE PLACED UNDER CONCRETE
6 INCH MIN. BEDDING MATERIAL
MASONRY HEADWALL
CE-102
HWY 141 CL
N A
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V
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IS
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U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
CUSTOM MASON END WALL
PRECAST HEADWALL
0+00
1+00
1+66 1+66
0+00
0+25
0+50
0+75
1+00
1+25
1+50
1+69 1+69
LIMITS
EXCAVATION
APPROXIMATE
END PROTECTION
INLET PROTECTION
GRADE AND SECTIONS MUST STILL BE MET.
SHALL SUFFICE FOR THE PROTECTION REQUIREMENT. PRESCRIBED
RIPRAP SIZE REQUIREMENTS NOTED, THEN THE EXISTING ROCK
END PROTECTION EXCAVATION THAT MEETS OR EXCEEDS THE
5. FOR STONE END PROTECTION, IF ROCK IS ENCOUNTERED DURING
4. ALL LENGTHS OF PIPE SHALL BE NO SHORTER THAN SIX FEET.
THE ADJACENT PIPE LENGTH.
FOR ENSURING PIPE ENDS ARE PROPERLY AND TIGHTLY NESTED TO
3. SUBMIT PROPOSED INSTALLATION PLAN TO INCLUDE METHODS
ENDWALL PLACEMENT.
PROPOSED FINAL GEOMETRY FOR APPROVAL PRIOR TO PIPE AND
PRODUCT FOR LONGER TERM DRAINAGE AND STABILITY. SUBMIT
TOTAL PIPE LENGTH MAY BE NECESSARY TO PROVIDE THE BEST
2. SOME FIELD ADJUSTMENTS TO THE INVERTS, SLOPES AND THE
DEPTH OF THE POND IS GREATER THAN THREE FEET.
WATER'S EDGE WHICH IS BASED ON THE KNOWLEGE THAT THE
SURFACE PLACED THREE FEET DEEPER THAN THE RECORDED
UPSTREAM INLET POND. ILLUSTRATED ON THE PROFILE IS A FLAT
1. NO SURVEY DATA WAS RECORDED FOR THE DEPTH OF THE
NOTES:
N A
S H
V
IL
L E T
N
CAMPGROUND ROAD
ROAD
CAMPGROUND
FLOWABLE FILL
APPROX. TOP OF
P L
A N A
N D P
R O
F
IL
E
A
S I
D
H
IG
H W
A Y
C
U L
V E
R T R
E P
L A
C E
M E
N T
Q -C
H S
R
C E -1
.d g n
BOTH U.S. AND D.S. KEYS
12 INCES INTO EXISTING SOIL FOR
GROUND, ANCHOR FILTER FABRIC
APPROX. 18 INCES BELOW EXISTING2V:1H
FILTER FABRIC KEY
F C
M T
U R
N E
D U
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IL
IT
Y D
IS
P L
A Y O
F F
/0
/1
FENCE
S O
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IC
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A T
IO
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O
F
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A M
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D W
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C K
D B
Y
D E
S
IG
N E
D B
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D E
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IP
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N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D A
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F
IL
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U M
B E
R
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
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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
C O
N T
R A
C T N
O
D A
T E
A P
P R
®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
AMENDMENT
M
/2
/2
/2
/2
F C
M
F C
M
N
N A
S H
V
IL
L E D
IS
T R
IC
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U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N A
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V
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L E T
E N
N E
S S
E E
N A
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IL
L E D
IS
T R
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U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
G
A V
E L A
C C
E S S R
O A
D
PONDS HAVE BEEN FILLED IN
CONTOURS REFLECT THE RECENTLY FILLED IN PONDS
TO BE REMOVED IN ITS ENTIRETY
CHAIN LINK ALONG HIGHWAY 141
HWY 141
LANCASTE
R
ROAD
SLABS MAY BE USED AS POND BACKFILL
AREA SHALL BE REMOVED; PULVERIZED
ANY REMAINING CONCRETE SLABS IN THE
TO REMAIN
STAIRWAY
EXISTING WOODEN
CAMPGROUND WEIR
CE-103
N A
S H
V
IL
L E T
N
SCALE: 1''= 40'-0"
0 40'40' 20'
CAMPGROUND ROAD
CONSTRUCTION OF HWY 141 CULVERT TO BE COMPLETED
A N
S I
D
C U
M B
E R
L A
N D R
IV
E R W
A T
E R
S H
E D
Q -C
H S
R
C E -1
.d g n
S
IT
E R
E S
T O
R A
T
IO
N
C E
N T
E R H
IL
L D
A M
H W
Y
C
U L
V E
R T R
E P
L A
C E
M E
N T
OVERHEAD LINES
OVERHEAD LINES
REFLECTS TOPSOIL LIMITS
CROSS-HATCHED AREA
DRAIN TO SUBSOIL
TO BACKFILLING TO ALLOW WATER TO
MULCHED; RUBBLIZE CONCRETE PRIOR
WITH 6 IN. TOPSOIL, SEEDED AND
POND TO BE BACKFILLED, COVERED
W P
B
F
IN
A L S
IT
E R
E S
T O
R A
T
IO
N W
O
K
CULVERT
OPEN CHANNEL FLOW TO HWY 141
EMBANKMENTS TO REESTABLISH
BE REMOVED; EXCAVATE PIPE
CULVERTS TO BE REMOVED TO
SCREW GATES AND ASSOCIATED
AND BERM IMAGES)
(SEE CE-900 FOR GATE VALVE, PIPE
REESTABILSH OEN CHANNEL FLOW
EXISTING EARTHEN BERM TO
NEXT TO QUARRY WALL ALONG WITH
REMOVE GATE BERM AND VALVE PIPE
MULCHED IN ACCORDNACE WITH THE SPECIFICATIONS. THE CONTRACTOR SHALL PROVIDE TOPSOIL.
PROVIDED RANDOM BACKFILL FREE OF DELETERIOUS MATERIAL. THE FINAL 12 INCHES OF THE BACKFILL WILL BE TOPSOIL PLACED IN ACCORDANCE WITH THE SPECIFICATIONS AND IT WILL BE SEEDED AND
4. PONDS DESIGNATED FOR BACKFILL SHALL USE THE EXCAVATED MATERIAL GENERATED FROM PIPE REMOVALS DESIGNATED IN THE DRAWING. IF ADDITIONAL FILL IS REQUIRED, USE CONTRACTOR
RAIN EVENTS. THE CONTRACTING OFFICER SHALL APPROVE THE CONTRACTOR'S PROPOSED METHODS FOR RUBBLIZATION OF THE CONCRETE LINING PRIOR TO EXECUTION.
3. FOR APPLICABLE PONDS THAT ARE DESIGNATED TO BE BACKFILLED, RUBBLIZE THE CONCRETE LINING SO NO PIECE EXCEEDS 18 INCHES IN ANY DIMENSION SO THAT IT WILL NOT RETAIN WATER DURING
AND REPLACED IN ITS ENTIRETY.
2. UNLESS OTHERWISE APPROVED BY THE CONTRACTING OFFICER, TASKS LISTED TO BE COMPLETED ON THIS SHEET SHALL NOT BE EXECUTED UNTIL AFTER THE HWY 141 CULVERT HAS BEEN REMOVED
1. ITEMS DESIGNATED FOR REMOVAL SHALL BECOME THE PROPERTY OF THE CONTRACTOR UPON REMOVAL
NOTES:
VALVE TO BE REMOVED.
WITH A CHANNEL. SEE DETAIL. ASSOCIATED GATE
12 INCH PIPE SHALL BE REMOVED AND REPLACED
F C
M /2
/1
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P D
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H A
N N
E L F
O O
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IN
T A
N D N
O T
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F C
M U
P D
A T
E D U
T
IL
IT
Y D
IS
P L
A Y
/0
/1
O
L
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D W
N B
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C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
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N
D
2 3
C
4 5
A
B
M A
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A P
P R
D A
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F
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U M
B E
R
S
IZ
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S U
B M
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D B
Y
P L
O T S
C A
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D A
T E
M A
R K
D E
S C
R
IP
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N
C O
N T
R A
C T N
O
IDENTIFICATION
SHEET
D A
T E
A P
P R
®of Engineers
US Army Corps of Engineers
US Army Corps
IS
S
U E D
A T
E
500 500
500 500
510 510
525525
525525
0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75
E L E
V A
T
IO
N
E L E
V A
T
IO
N
STATION
E L E
V A
T
IO
N
0 10 20 30 40-10-20-30-40
0+50
E L E
V A
T
IO
N
E L E
V A
T
IO
N
0 10 20 30 40-10-20-30-40
1+30
E L E
V A
T
IO
N
N
STAIRWAY TO REMAIN
EXISTING WOODEN
EXISTING GROUND
1' BELOW EXISTING PIPE
CANAL INVERT APPROX.
10'
SCALE: 1"= 10'
20'0
Y=643048.92
X=2017458.85
PIPE OUTLET
GRADE IS APPROXIMATE
FINISHED GROUND
1:
1:
WEIR LOCATION (BURIED)
APPROXIMATE EXISTING
M
/2
/2
M
F C
M
F
/2
/2
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U .S
A R
M Y C
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P S O
F E
N G
IN
E E
P
L A
N P
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F
IL
E
A N
D S
E C
T
IO
N
C H
A N
N E
L E
X C
A V
A T
IO
N
CE-104
N A
S H
V
IL
L E D
IS
T R
IC
T
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N A
S H
V
IL
L E T
N
EXISTING PIPE TO BE REMOVED
EXISTING PIPE TO BE REMOVED EXISTING PIPE TO BE REMOVED
A N
S I
D
C U
M B
E R
L A
N D R
IV
E R W
A T
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S H
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S
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T O
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N
C E
N T
E R H
IL
L D
A M
Q -C
H S
R
C E -1
.d g n
REMOVE ASSOCIATED GATE VALVE.
WITH AN OPEN FLOW CHANNEL. SEE DETAIL.
12 INCH PIPE SHALL BE REMOVED AND REPLACED
PIPE GATE VALVE TO BE REMOVED
W P
B
Q U
A R
R Y S
P R
IN
G F
L
W
S T
O R
A T
IO
N
QUARRY SPRING CHANNEL PLAN
QUARRY SPRING CHANNEL PROFILE
/2
/1
U
P D
A T
E D C
H A
N N
E L P
L A
N P
R O
F
IL
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N
CHANNEL ALIGNMENT.
4. CONSTRUCT FLUME WALL PERPENDICULARLY TO THE FINAL
THROUGH THE FLUME
CONSTRUCTED TO ENSURE WATER FLOWS SMOOTHLY
IMMEDIATELY DOWNSTREAM OF THE NEW H-FLUME TO BE
3. SOME ADDITIONAL EXCAVATION MAY BE REQUIRED
CE-900 FOR PIPE IMAGES.
ACCORDANCE WITH STATE AND LOCAL REGULATIONS. SEE
THE CONTRACTOR AND SHALL BE DISPOSED OF IN
2. UPON REMOVAL, THE PIPE SHALL BECOME THE PROPERTY OF
CONCRETE. THE PROFILE ELEVATIONS ARE APPROXIMATE.
WILL NOT BE REQUIRED TO EXCAVATE ANY DEEPER THAN THE
CONCRETE CHANNEL IS ENCOUNTERED. THE CONTRACTOR
EXISTING WETLAND AREA. CONTINUE TO EXCAVATE UNTIL THE
CONCRETE LINED CHANNEL USED AS AN OUTLET FOR THE
1. THE INTENT OF THE EXCAVATION IS TO REESTABLISH A
NOTES:
F C
M
F C
M
U P
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D N
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E S A
N D
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/1
L
IC
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N N
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F
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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
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
C O
N T
R A
C T N
O
D A
T E
A P
P R
®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
AMENDMENT
N
S I
D
C U
M B
E R
L A
N D R
IV
E R W
A T
E R
S H
E D
W P
B
M
/2
/2
W
T L
A N
D R
E S
T O
R A
T
IO
/2
/2
Q -C
H S
R
C E -9
.d g n
F C
M S
IT
E R
E S
T O
R A
T
IO
N
C E
N T
E R H
IL
L D
A M
F C
M
N A
S H
V
IL
L E T
E N
N E
S S
E E
N A
S H
V
IL
L E D
IS
T R
IC
T
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
S H
V
IL
L E D
IS
T R
IC
T
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N A
S H
V
IL
L E T
N
R E
S T
O R
A T
IO
N D
E T
A
IL
S
W E
T L
A N
D A
R E
A
CE-900
F C
M /2
/1
U
P D
A T
E D E
X
IS
T
IN
G W
E
IR
N
O T
E S
CURRENT SITE OF CONCRETE POND
HWY 141
FENCE
CAMPGROUND
PLACED ON WEIR PLATE CREST
12 IN. CORRUGATED METAL PIPE
UNLESS OTHERWISE APPROVED BY THE COR
EXISTING CONCRETE WEIR (BURIED) TO BE REMOVED
LOCATED NEXT TO QUARRY WALL
UPSTREAM VIEW OF SOUTHERN GATE VALVE
LOCATED NEXT TO QUARRY WALL
DOWNSTREAM VIEW OF SOUTHERN GATE VALVE
DIMENSION EXCEEDING 24 INCHES.
PULVERIZED OR SAWCUT TO A POINT WHERE NO BLOCK OF CONCRETE HAS A FACE
REMOVED. WALLS MAY BE USED AS BACKFILL FOR DESIGNATED PONDS BUT MUST BE
CONCRETE HEAD AND ENDWALLS TO DETER SCOURING. CONCETE WALLS SHALL BE
SHOULD BE VERIFIED IN THE FIELD. SOME OF THE DOWNSTREAM GATE VALVES HAVE
AS THE ONES SHOWN IN THE IMAGES ON THIS SHEET. DETAILS AND DIMENSIONS
2. OTHER GATE VALVES DESIGNATED FOR REMOVAL ARE SIMILAR IN SIZE AND DESIGN
IMPOUND ANY WATER OR IMPEDE ANY NATURAL SURFACE DRAINAGE.
LOCATION SPECIFIED BY THE CONTRACTING OFFICER. ENSURE MATERIAL DOES NOT
SHALL BE NEATLY PLACED AND SPREAD WITHIN THE PICNIC SPRINGS FOOTPRINT IN A
MATERIAL MAY BE USED FOR BACKFILLING DESINGATED PONDS. EXCESS MATERIAL
DISPOSED OF IN ACCORDNACE WITH FEDERAL, STATE, AND LOCAL REGULATIONS. BERM
HARDWARE SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE
REESTABLISHED IN THE PICNIC SPRINGS AREA. VALVES AND ALL ASSOCIATED
INCLUDES REMOVAL OF EXISTING BERMS SO THE FREE MOVEMENT OF WATER WILL BE
1. GATE VALVES NOTED IN THE PLANS SHALL BE REMOVED IN THEIR ENTIRETY WHICH
NOTES:
TO DAM REMEDIATION CONSTRUCTION BEGINNING
NORTH END OF PICNIC SPRINGS PRIOR
1. THE INTENT IS TO RESTORE PICNIC SPRINGS TO ITS PRE-CONSTRUCTION STATE.
NOTES:
DAM REMEDIATION CONSTRUCTION
AND HWY 141 CULVERT PRIOR TO
EXISTING WEIR BETWEEN WETLAND AREA
AS PART OF DAM REMEDIATION CONSTRUCTION
AND HWY 141 CULVERT BEING BURIED
EXISTING WEIR BETWEEN WETLAND AREA
2. THE CORRUGATED METAL PIPE SHALL BE REMOVED AND REPLACED WITH AN OPEN DITCH. SEE SECTION DETAILS.
COR.
PREPARATION FOR CONSTRUCTING A NEW FLUME INSTRUMENT IN ITS PLACE. REMOVAL OF THE EXISTING WEIR WILL BE REQUIRED UNLESS OTHERWISE APPROVED BY THE
1. AS PART OF DITCH EXCAVATION AND CONSTRUCTION BETWEEN THE WETLAND AND THE HWY 141 CULVERT, UNCOVER AND REMOVE THE EXISTING CONCRETE WEIR IN
NOTES:
U
M B
E R
L A
N D R
IV
E R W
A T
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S H
E D
W P
B
M
/2
/2
M
F C
M
F
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E R
E S
T O
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N
C E
N T
E R H
IL
L D
/2
/2
N A
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V
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L E T
E N
N E
S S
E E
N A
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V
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IS
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U .S
A R
M Y C
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P S O
F E
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IN
E E
U
M E D
E T
A
IL
S
N A
S H
V
IL
L E D
IS
T R
IC
T
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
Q -C
H S
R S
E -5
.d g n
SE-500
N A
S H
V
IL
L E T
N
A N
S I
D
S H
E E
T O
F
H W
Y
C
U L
V E
R T R
E P
L A
C E
M E
N T
14FT
8"
MIN. 2"
MIN. 7"
/4
MIN. 2"
MIN. 7"
M
IN
. 3 '-0
INVERT ELEV. 500.0
8'-8" 2'-10"
M
IN
"16 139'-7
"16 139'-7
"16 139'-7
"16
M
IN
M A
X
5. FLUME SHALL BE AUTOMATED AS PER SPECS 13 50 00.
ELEVATIONS ARE IN NGVD29.
MAY BE NECESSARY PENDING APPROVAL BY THE COR.
4. DIMENSIONS SHOWN ARE APPROXIMATE. FIELD ADJUSTMENTS
APPROPRIATELY.
ORDER ENSURE THE NEW FLUME INVERT IS CONSTRUCTED
EXISTING CONCRETE WEIR, RECORD THE EXISTING ELEVATION IN
CONCRETE WEIR NOTCH INVERT. PRIOR TO DEMOLITION OF THE
APPROXIMATELY 4 TO 6 INCHES LOWER THAN THE EXISTING
3. THE NEW STAINLESS STEEL FLUME INVERT SHALL BE
2. THE EXISTING CONCRETE WEIR WALL SHALL BE REMOVED.
AROUND WORK AREA AS NEEDED TO CONSTRUCT WALL.
CONDITIONS. REROUTE, PUMP, OR DIVERT WATER FLOW
1. INSTALLATION OF NEW FLUME WALL WILL LIKELY OCCUR IN WET
NOTES:
F C
M
F C
M
F C
M
F C
M
D E
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D N
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D A
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M O
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N C
A L L
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T S
R E
M O
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D W
E
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W
A L L P
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®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
AMENDMENT
WEIR WALL (TYP)
APPROXIMATE EXISTING
EACH SIDE
1/2" Ø HOLES,
4 EQUALLY-SPACED
(TYP)
T-BOLT (OR EQUAL)
STAINLESS STEEL
GRADE A2-70
HAIFEN DIO 3/8" O
BOTTOM
1/2" Ø HOLES,
11 EQUALLY-SPACED
SCALE: 1"=1'
SCALE: 1"=1'
SCALE: 1"=2'
TO ROCK FACE (TYP)
HORIZ. OR NORMAL
#7 x 6' @ 12" OC
TOP OF ROCK
DIAGRAMMATIC
(TYP)
#10 @ 18" OC
DOWELS
DETAIL 1 - ELEVATION OF FLUME
C FLUMEL
QUARRY SPRINGS FLUME - DOWNSTREAM ELEVATION
C FLUMEL
FLUME PLATE ATTACHMENT
SEE DETAIL 6 FOR
C FLUMEL
DETAIL 2 - FLUME
SE-501
AT FLUME
FOR WALL SECTION
SEE DETAIL 4
SE-501
FOR WALL SECTION
SEE DETAIL 3
CREST
EXISTING WEIR
4 TO 6 IN. BELOW
NOT TO SCALE
ALL BARS (TYP)
PROVIDE 2" CLEAR COVER,
NEOPRENE SEAL
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MIN. 18"
MIN. 24"
4'-6"
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®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
AMENDMENT
SCALE: 1"=1'SCALE: 1"=1'
w/6% AIR (TYP)
4000 PSI CONCRETE
SEE DETAIL 6
DETAIL 6 - FLUME ATTACHMENT
FLUME AT WEIR WALL
STAINLESS STEEL
DETAIL 4 - SECTION @ FLUME OPENINGDETAIL 3 - TYPICAL FLUME WALL SECTION
FLUME WALL
PROPOSED NEW
CONCRETE WALL
ON UPSTREAM SIDE OF
FLUME COLLAR FASTENED
SOUND ROCK
NOT TO SCALE
1/2" O HOLE
WASHER
CORNERS (TYP)
CHAMPHER EXPOSED
GROUT (TYP)
NON-SHRINK
HIGH-STRENGTH
VERTICAL FRONT FACE
#7 @ 18" OC
HORIZONTAL BOTH FACES
#7 @ 12" OC
OC VERTICAL
#10 @ 18"
(CONCRETE)
EXISTING MUD MAT
(TYPICAL)
2" CLEAR COVER, ALL BARS
CONCRETE
4000 PSI
(OR EQUAL)
GRADE A2-70
HALFEN DIO (3/8" O)
STAINLESS STEEL
(OR EQUAL)
w/TEE BOLTS
CONTINUOUS CHANNEL
HALFEN HT2100 A2
(OR EQUAL)
CHANNEL ANCHOR SYSTEM
STAINLESS STEEL HALFEN
BY THE COR.
UNLESS OTHERWISE APPROVED
(CONCRETE) TO BE REMOVED
EXISTING WEIR WALL
1.5
APPOVED BY THE COR
UNLESS OTHERWISE
WEIR WALL AND PLATE
REMOVE EXISTING
FACE
WITH 2 INCHES COVER ON EACH WALL
#4 REBAR AT 12 IN. O.C. EACH WAY
FLUME
SUPPORT DOWNSTREAM END OF
12 IN. THICK FLARE WALL TO
TO DETER EROSION AND UNDERCUTTING
CONCRETE PAD AT BOTTOM OF OUTFLOW
PLACE 4FT X 4FT X 18IN. THICK
#4 REBAR
FLOW
GRADUATED IN 1/10 AND 1/100 FOOT INCREMENTS.
5. INSTALL LAMINATED HIGH VISIBILITY STAFF GAUGE
SHOWN ON SHEET SE-500.
4. EPOXY SEALING TO SEAL AROUND THE FLUME AS
THE EXISTING CONCRETE WALL OPENING HEIGHT.
3. BOTTOM OF FLUME TO BE 4" TO 6" LOWER THAN
WITH 2" OPENING.
2. FLUME TO COME WITH 12" DIA. STILLING WELL
1. FLUME TO BE SEATED ON WALL AT OPENING.
NOTES:
EPOXY SEALING
FLUME PLATE AND CONCRETE WALL
PLACE NEOPRENE SEAL BETWEEN
WATER MUST FREE FALL
TO GET ACCURATE READINGS,
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drawings. The embedded channel fastener shall be as supplied by Halfen Anchoring System steel channels with attached I-anchorage and stainless steel T-bolts as specified on the
Embedded Anchor System - The embedded channel fastener system shall consist of stainless wet conditions.
no chlorides or aluminum powders, and be non-gas forming. Grout shall be suitable for use in
Corp of Engineers CRD C-621, Class B, or AASHTO T-260 and shall be non-metallic, contains compressive strength of 8,000 psi. The grout shall meet the requirements of ASTM C-1107, Grout - Grout for anchoring dowels into bedrock shall demonstrating a minimum 28-day
4,000 psi.
Concrete - Structural concrete shall be Class A with a minimum 28-day compressive strength of unless otherwise acceptable. A commercial bagged concrete mix may be used.
to suit project conditions. Only use admixtures which have been tested and accepted in mix designs, Air-Entraining Admixture: ASTM C 260. Water-Reducing Admixture: ASTM C 494, type as required
ASTM C 33 with aggregate testing in accordance with the specifications. Water: Clean, potable.
Concrete - Portland cement shall be Type I and shall conform to ASTM C150. Aggregates:
and shall permit grout to freely flow around the bar and up the drill hole.
bar in the drill hole and position the bar so a minimum of one-half-inch of grout cover is provided to the reinforcing steel. Wood shall not be used. The centralizer shall be able to support the
Centralizer - Centralizers shall be fabricated from plastic, steel or material that is not detrimental for all reinforcing bars shall be 60 ksi.
Reinforcing Steel - Reinforcing steel shall conform to ASTM A 615. The minimum yield stress
304 were exposed.
Stainless steel: ASTM-A484/A484M and ASTM-A276, Type 302 or 304 where concealed, Type unless otherwise specified.
working drawings. Hot Rolled Steel Shapes shall conform to the requirements of ASTM A36
Steel - Hot Rolled Steel Shapes shall be of the type and weight indicated on the approved moisture.
the component parts occurs. Store all steel components under cover and protect against accordance with the manufacturer's recommendations and in such a manner that no damage to
Protect the materials from the elements by appropriate means. Store and handle steel bars in
MATERIALS SHALL BE AS REQUIRED BELOW AND IN THE SPECIFICATIONS
openings.
and threaded holes shall be filled with a removable material to prevent entry of concrete into accurately and supported against displacement. Openings in anchorage devices such as slots
Placing Anchorage Devices - Anchorage devices and embedded items shall be positioned appearance of the structure, and shall be as approved.
Construction Joints not indicated shall be made and located so as not to impair strength and resulting rearrangement of reinforcement shall be subject to approval.
reinforcing bar is moved a distance exceeding one bar diameter or specified placing tolerance, interference with other reinforcement, or with conduit, pipe, or other embedded items. If any spacing shall be in accordance with ACI 318. Reinforcing bars may be relocated to avoid construction loads or by placing of wet concrete. Spacing shall be as indicated. If not indicated, Reinforcement shall be supported and secured together to prevent displacement by shall be in accordance with standard approved practice and by approved machine methods.
Rebending of a reinforcing bar that has been bent incorrectly shall not be permitted. Bending
Reinforcement shall be bent cold to shapes as indicated. Bending shall be done in the shop.
ACI 315 and ACI 117. Hooks and bends shall be in accordance with ACI 315 and ACI 318.
indicated for reinforcement, and as follows: Fabrication tolerances shall be in accordance with specified. Reinforcing bars shall be shop fabricated to conform to shapes and dimensions
Concrete Reinforcement - Details of reinforcement shall be in accordance with ACI 318, and as impact, shock, or damage to concrete.
placed in corners of column, beam, and wall forms. Forms shall be readily removable without joints, edges, and external corners shall be chamfered a minimum of 1/2 inch by moldings supported, braced, and maintained sufficiently rigid to prevent deformation under load. Exposed lines, elevations, and positions of cast-in-place concrete members as indicated. Forms shall be
Formwork - construct forms to conform, within the tolerance specified, to shapes dimensions, After grouting, the bar shall not be loaded for a minimum of seven days.
grout.
The grout tube, if used, may remain in the hole on completion of grouting if the tube is filled with grout takes shall be controlled to prevent excessive heave or fracturing.
The quantity of the grout and the grout pressures shall be recorded. The grout pressures and casings, hollow-stem-augers, or drill rods. The grout shall be placed before insertion of the bar.
grout may be place by carefully pouring from the surface or pumped through grout tubes, The grout shall completely fill the drill hole, from the lowest point of the drill hole to the top. The the grout.
be pumped in one continuous operation. The mixer should be capable of continuously agitating
Contractor, whichever is greater. The grouting equipment shall be sized to enable the grout to measuring pressures of at least 145 psi or twice the actual grout pressure used by the equipped with a pressure gauge to monitor pressures. The pressure gauge shall be capable of pump is required, a positive displacement grout pump shall be used. The pump shall be
The grouting equipment shall produce a grout free of lumps and undispersed cement. If a grout exists when all plies in a joint are in full contact.
Torque all bolts to a snug tight condition. Snug tight condition is defined as the tightness that design compressive strength. Rapid drying at end of final curing period shall be prevented.
terminated when the average compressive strength has reached 70 percent of the 28-day of cylinders kept adjacent to the structure and cured by the same methods, final curing may be contact with the concrete is above 50° F has totaled 168 hours. Alternatively, if tests are made of hours or fraction thereof (not necessarily consecutive) during which temperature of air in initial curing and before concrete has dried. Final curing shall continue until cumulative number
Concrete shall be kept moist for a minimum of 72 hours. Final curing shall immediately follow soon as free water has disappeared from surface of concrete after placing and finishing.
necessary for hydration of cement and proper hardening of concrete. Initial curing shall start as and shall be maintained without drying at a relatively constant temperature for the period of time
Freshly placed concrete shall be protected from premature drying and cold or hot temperature projections exceeding 3/4" inch in height rubbed down with wood blocks.
form facing material used, defective areas repaired and patched, and fins and other
Standard Rough Form Finish: Finish shall be the concrete surface having texture imparted by permitted. Rejected concrete shall be removed from the site.
contaminated by foreign materials shall not be used. Use of retempered concrete will not be non-plastic and unworkable or does not meet quality control limits as specified or has been be screened to proper level to avoid excessive skimming or grouting. Concrete which becomes subjected to procedure that will cause segregation. Concrete to receive other construction shall as practical in its final position to avoid segregation due to rehandling. Concrete shall not be that is being integrated with fresh concrete is still plastic. Concrete shall be deposited as nearly shall be provided as specified. Concrete placing shall be performed at such a rate that concrete weakness within the section. If a section cannot be placed continuously, construction joints placed on concrete that has hardened sufficiently to cause formation of seams of planes of
Concrete shall be deposited continuously or in layers of such thickness that no concrete will be but the maximum acceptable concrete temperature is 90° F at point and time of placement.
recommendations of ACI 305R. Concrete shall be placed at as low a temperature as practical, During hot weather placing, concrete shall be placed, protected and cured in accordance with atmosphere is below 40° F, nor during rain, sleet, or snow, unless protection is provided.
recommendations of ACI 306R. Concrete shall not be placed when the temperature of the
During cold weather placing, concrete shall be placed, protected and cured in accordance with by methods which will prevent segregation and loss of concrete mix materials.
transfer to concrete conveying equipment and to locations of final deposit as rapidly as practical
Transfer of Concrete at Project Site - Concrete shall be handled from point of delivery and over semi-porous, dry subgrade material instead of water sprinkling.
sealed by covering surface with specified water barrier subgrade cover, this may also be used concrete is deposited. When subgrade material is free-draining, subgrade surface shall be subgrade surface shall be sprinkled with water as required to eliminate suction at the time
Subgrade Under Foundations and Footings - When subgrade material is semi-porous and dry, purpose and/or pumped around work area.
deposited concrete. Flow of water shall be diverted through side drains provided for such before start of concrete placing. Standing water shall be removed without washing over freshly free of debris, loose material, standing water, snow, ice, and other deleterious substances
Preparations For Concrete Placing - Surfaces against which concrete is to be placed shall be
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MOUNTING PLATE EXTENSION
FLUME PLAN VIEW
FLUME DISCHARGE ELEVATION
FLUME RIGHT ELEVATION
[292.61 CM]
9'-7 13/64"
[18.29 CM]
7 13/64"
[22.86 CM]
9"
POINT OF MEASUREMENT
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®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
AMENDMENT
[18.29 CM]
7 13/64"
[292.61 CM]
9'-7 13/64"
[91.44 CM]
3'
[91.44 CM]
3'
[137.16 CM]
4'-6"
File details come from the government source that posted it.