W912QR-42254460_CorrFinal_Plans-0000.pdf
PDF 7 MB Posted
- Attached to
- Patoka Lake Articulated Block Gutter Replacement
- Solicitation number
- W912QR-42254460
About this file
This document appears to be a set of final corrected construction plans for the replacement of the left and right abutment gutters at the Patoka Lake Dam in South Dubois, Indiana. The work involves removing the existing concrete gutters and installing new articulated concrete block mattress along the existing horizontal and vertical alignments. The project is being managed by the U.S. Army Corps of Engineers, Louisville District, and the solicitation number is W912QR-42254460. The contract requires specialized equipment, specific procedures for protecting existing instrumentation, and limitations on access to the dam during construction. The plans include detailed civil site plans, profiles, and construction details for the gutter replacement work. This appears to be a technical document outlining the design and construction requirements for this federal contract opportunity.
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Other files
| File | Type | Posted |
|---|---|---|
| W912QR-42254460-0004.pdf | ||
| W912QR-42254460-0003.pdf | ||
| W912QR-42254460-0002.pdf | ||
| W912QR-42254460-0001.pdf | ||
| W912QR-42254460_CorrFinal_Specs-0000.pdf |
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Text version
of Engineers
US Army Corps
SIGNATURES AFFIXED BELOW INDICATE
OFFICIAL RECOMMENDATION AND
APPROVAL OF ALL DRAWINGS IN THIS SET.
APPROVAL RECOMMENDED: *
*APPROVAL RECOMMENDED SIGNATURE
INDICATES DESIGN AND QUALITY CONTROL
REVIEWS ARE COMPLETE, INCLUDING ITR/ATR
CERTIFICATION.
SARA DURR, EIT
TECHNICAL LEAD
CHIEF, ENGINEERING DIVISION
IAN F. MITCHELL, PE
ER 1110-1-8152.
SIGNATURES ARE REQUIRED BY
THE SCOPE OF THIER EMPLOYMENT.
THESE DOCUMENTS ARE OPERATING WITHIN
REGISTRATION DESIGNATIONS APPEAR ON
INDIVIDUALS WHOSE SIGNATURES AND
DISTRICT.
ARMY CORPS OF ENGINEERS, LOUISVILLE
** THIS PROJECT WAS DESIGNED BY THE U.S.
APPROVED: **
CIVIL
DESIGNER: ISAIAH WEILBAKER, PE, CPESC
CHECKER: BILL DORSCH, PE
GEOTECHNICAL
DESIGNER: SARA DURR, EIT
CHECKER: MATT SCHOLL, PE
SIGNATURES BELOW INCLUDE DESIGNERS
AND CHECKERS ON ALL SHEETS INCLUDED
IN THE FOLLOWING DRAWING SET.
SOLICITATION NO.:
CONTRACT NO.:
ISSUE DATE:
P2: 514528; FY2024
SOUTH DUBOIS, DUBOIS COUNTY, INDIANA
PATOKA LAKE DAM
LEFT AND RIGHT ABUTMENT GUTTER REPLACEMENT
AUGUST 2024
VOLUME 1 OF 1
LOUISVILLE DISTRICT
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W912QR-42254460
ARIMS: 1200 Disposition: Permanent
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SCALE: NTS
AREA MAP
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VICINITY MAP
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LOCATION MAP
PROJECT LOCATION
PROJECT LOCATION
DUBOIS COUNTY, INDIANA
MICHIGAN
OHIO
KENTUCKY
ILLINOIS
N C
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E 450 N
SR.
PATOKA LAKE
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ARIMS: 1200 Disposition: Permanent
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CIVIL STANDARD SYMBOLS
GAS LINE
SANITARY SEWER LINE
STORM DRAINAGE LINE
WATERLINE
ELECTRIC OVERHEAD
ELECTRIC UNDERGROUND
COMMUNICATION LINE
FIBER OPTIC LINE
CONTOUR
PROPERTY LINE
CONTRACTOR WORK LIMITS
EDGE OF PAVEMENT
EDGE OF WATER
DITCH
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SIGN
CONSTRUCTION DRUMS
GATE
SILT FENCE
CATCH BASIN
TEMP GRAVEL
CONSTRUCTION EASEMENT
CHAIN LINK FENCE
MANHOLE
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SHEET PILE WALL
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LEFT ABUTMENT GUTTER VIEWING UPSTREAM
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START OF LEFT ABUTMENT GUTTER NEAR CUL-DE-SAC
SCALE: NTS
A13
TOP OF DAM VIEWING RIGHT ABUTMENT
SCALE: NTS
E1
END OF LEFT ABUTMENT GUTTER
SCALE: NTS
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LEFT ABUTMENT GUTTER VIEWING DOWNSTREAM
SCALE: NTS
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TOP OF DAM VIEWING SW
SCALE: NTS
J1
TOP OF DAM VIEWING LEFT ABUTMENT
SCALE: NTS
J7
TOP OF DAM VIEWING LEFT ABUTMENT
SCALE: NTS
J13
DOWNSTREAM OF CONCRETE GUTTER
SCALE: NTS
A7
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LEFT ABUTMENT GUTTER TOP VIEWING DOWNSTREAM
SCALE: NTS
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LEFT ABUTMENT GUTTER TOP VIEWING DOWNSTREAM
SCALE: NTS
E7
LEFT ABUTMENT GUTTER TOP VIEWING DOWNSTREAM
SCALE: NTS
E13
LEFT ABUTMENT GUTTER TOP VIEWING DOWNSTREAM
SCALE: NTS
J1
LEFT ABUTMENT GUTTER TOP VIEWING DOWNSTREAM
SCALE: NTS
J7
LEFT ABUTMENT GUTTER TOP VIEWING DOWNSTREAM
SCALE: NTS
J13
DOWNSTREAM END OF LEFT ABUTMENT GUTTER
SCALE: NTS
A1
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WORK AREA
LEFT ABUTMENT
USACE PROJECT OFFICE
WORK AREA
RIGHT ABUTMENT
CS101
CS102
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MAXIMUM ALLOWABLE LOAD ON DAM ACCESS ROAD IS 45 TONS.6.
TYPICAL PAVEMENT SECTION.
TOP OF DAM ACCESS ROAD IS ASPHALT. REFER TO SHEET RF901 FOR 5.
RF902 FOR EXISTING INSTRUMENTATION PLAN.
INSTRUMENTATION AT NO COST TO THE GOVERNMENT. REFER TO SHEET
CONTRACTOR IS RESPONSIBLE TO REPAIR/REPLACE ANY DAMAGES TO
CONTRACTOR MUST AVOID RUNNING OVER DAM INSTRUMENTATION. 4.
ONLY TRACKED EQUIPMENT IS ALLOWED ON THE FACE OF THE DAM.3.
TO SHEETS CS101 AND CS102.
CONSTRUCTION EQUIPMENT IS PROHIBITED OVER FINGER DRAINS. REFER 2.
WITH THE CONTRACTING OFFICERS REPRESENTATIVE (COR).
CONTRACTOR MUST COORDINATE STAGING/LAYDOWN AND DISPOSAL AREA 1.
GENERAL SHEET NOTES
SHEET KEYNOTES
MANAGEMENT FOR EXACT LOCATION OF CLOSURE.
DURING CONSTRUCTION. COORDINATE WITH THE COR AND LAKE
AS DIRECTED, TEMPORARILY CLOSE DAM ACCESS ROAD TO PUBLIC TRAFFIC 5.
CONTRACTOR ACCESS TO DISPOSAL AREA4.
CONTRACTOR MATERIAL DISPOSAL AREA3.
CONTRACTOR STAGING AREA2.
CONTRACTOR ACCESS TO LEFT AND RIGHT ABUTMENT1.
LEGEND
CONTRACTOR WORK LIMITS
B D
O R
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I.
W
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B A
K E
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CONTRACTOR ACCESS ROUTE
CONTRACTOR STAGING AREA
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P H
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R A
P H
A1
STAGING, AND ACCESS ROUTE CONTRACTOR WORK LIMITS, AERIAL PHOTOGRAPH,
1"=300'SCALE: 600'0 300'
NORTH
PLAN
ARIMS: 1200 Disposition: Permanent
W
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1+
M H1
E: 3,060,022.82
N: 1,160,381.90
ELEV. 543.03
M21
E: 3,059,921.81
N: 1,160,478.97
ELEV. 505.45
M26
E: 3,059,888.10
N: 1,160,237.27
ELEV. 543.05
M20
CONCRETE AND STONE DEBRIS
APPROXIMATE END OF
AND START OF CONCRETE AND STONE DEBIRS
APPROXIMATE END OF SOUND CONCRETE
OF SOUND CONCRETE
APPROXIMATE START
T O P O
F D
A M
(A S P H
A
LT
A
C C E S S
0+
1+00
2+00
3+00
PI STA = 0+14.45
N 1,160,057.33
E 3,059,810.83
R = 103.17'
D = 55°32'10.86"
Δ = 15°56'30.64" L = 28.71' T = 14.45' E = 1.01'
PI STA = 0+34.77
N 1,160,076.49 E 3,059,803.51 R = 32.80' D = 174°39'49.08" Δ = 20°57'14.35" L = 12.00' T = 6.07' E = 0.56'
PI STA = 1+85.46
N 1,160,227.32 E 3,059,803.66 R = 169.37' D = 33°49'40.30" Δ = 9°4'47.08" L = 26.84' T = 13.45' E = 0.53'
PI STA = 2+14.22
N 1,160,255.77 E 3,059,808.23 R = 237.34' D = 24°8'25.83" Δ = 7°24'31.90" L = 30.69' T = 15.37' E = 0.50'
PI STA = 3+20.85
N 1,160,358.03 E 3,059,838.61 R = 33.05' D = 173°20'39.11" Δ = 29°20'18.03" L = 16.92' T = 8.65' E = 1.11'
PI STA = 3+37.85
N 1,160,374.97 E 3,059,834.76 R = 103.91' D = 55°8'20.28" Δ = 9°35'48.63" L = 17.40' T = 8.72' E = 0.37'
PI
ST
A 0+
.4
PI
STA
0+
34.
PI
STA 1+85.46
PI
STA 2+14.22
PISTA 3+20.85
PI
STA 3
+37.8
POB
ST
A 0+
.0
N 1, 0, 5.
E 3, 9, 9.
POE
STA
3+
77.
N 1 ,16
0,4 11.
E 3 ,05
9,8 19.
PT
STA 0+40.70
PC
STA 1+72.01
PT
STA 2+29.55
PC
STA 3+12.20
PT
STA
3+
46.
NORTH
PLAN
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
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J
K
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SHEET ID
®of Engineers US Army Corps
U .S
A
R M
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MACHINERY SHALL KEEP 20 FEET OFF THE TOE OF THE DAM.
CROSSING THE DAM CREST TO LESS THAN 45 TONS. EQUIPMENT AND HEAVY
THE CONTRACTOR SHALL LIMIT THE SIZE OF THE MACHINERY OR EQUIPMENT 10.
ONLY TRACKED EQUIPMENT ALLOWED ON THE FACE OF THE DAM.9.
PREVENT ANY SEDIMENT LADEN RUNOFF FROM ENTERING THE TAILWATER.8.
VERT. DATUM: COE
HORIZ. DATUM: NAD83 WEST SPCS (1302)
DAMAGED AT NO COST TO GOVERNMENT.
CONTRACTOR IS RESPONSIBLE FOR PROTECTING & REPLACING IF
SURVEY CONTROL POINTS M20, M21, AND M26 ARE FOR CONTRACTOR'S USE. 7.
DISTURBED SOIL AREAS.
BIODEGRADABLE EROSION CONTROL BLANKET MUST BE INSTALLED ON ALL 6.
ALL DISTURBED AREAS MUST BE SEEDED AND FERTILIZED.5.
GUTTER ALIGNMENT.
HORIZONTAL ALIGNMENT SHOWN IS APPROXIMATE TO MIMIC EXISTING 4.
SEE SPECIFICATION SECTION 01 20 00.00 06 AND 01 57 19.00 06.
PLAN (SWPPP), AND SECURE IDEM NPDES PERMIT PRIOR TO ANY WORK.
AND SEDIMENT CONTROL PLAN, STORMWATER POLLUTION PREVENTION
STAGING AREA. CONTRACTOR MUST DEVELOP AN EROSION PREVENTION
TOTAL LAND DISTURBANCE EXCEEDS 1 ACRE INCLUDING CONTRACTOR 3.
ACCURATE.
CONTOURS SHOWN ARE FROM LIDAR DATA, AND SHALL NOT BE CONSIDERED 2.
AND SHOWN TO PROVIDE PROJECT INTENT.
THE PROVIDED HORIZONTAL ALIGNMENT AND PROFILE ARE APPROXIMATE
A TOPOGRAPHIC SURVEY WAS NOT COMPLETED.1.
GENERAL SHEET NOTES
SHEET KEYNOTES
ANY DAMAGES AT NO COST TO THE GOVERNMENT.
AVOID EXISTING FINGER DRAINS. CONTRACTOR IS RESPONSIBLE TO REPAIR 7.
NEW MATTRESS GUTTER WIDTH MUST MATCH EXISTING.
EXISTING GUTTER WIDTH IS APPROX. 8' WIDE OVERALL.6.
INDOT STD DWG NO. E 205-TECD-03, OR OTHER MEANS.
TEMPORARY GRAVEL RING.
APPROXIMATE LOCATION OF EXISTING STORM DRAIN INLET. PROTECT WITH 5.
CONSTRUCTION IN THIS AREA. COORDINATE WITH COR.
KIND. GUARDRAIL MUST BE REINSTALLED UPON COMPLETION OF
WILL OTHERWISE BE REQUIRED TO REPLACE GUARDRAIL WITH NEW RAIL, IN
MUST NOT DAMAGE GUARDRAIL DURING REMOVAL OR REPLACEMENT OR
TEMPORARY GUARDRAIL REMOVAL MAY BE NECESSARY. CONTRACTOR 4.
DAMAGES AT NO COST TO THE GOVERNMENT.
INSTRUMENTATION. CONTRACTOR IS RESPONSIBLE TO REPAIR ANY
ROAD SO AS TO NOT DISTURB EXISTING UTILITIES, UTILITY BOXES AND
CONTRACTOR SHALL EXCAVATE WITH CAUTION AT TOP OF DAM AND ALONG 3.
ARTICULATED MATTRESS GUTTER SECTION; SEE DETAILS, SHEET CS501
REMOVE EXISTING CONCRETE AND STONE DEBRIS AND A INSTALL NEW 2.
ARTICULATED MATTRESS GUTTER SECTION; SEE DETAILS, SHEET CS501.
REMOVE EXISTING CONCRETE GUTTER DITCH AND INSTALL NEW 1.
LEGEND
CONTRACTOR WORK LIMITS
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T O P O
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C C E S S
AT EXISTING CONCRETE APRON
APPROXIMATE END OF CONCRETE
START OF CONCRETE
APPROXIMATE
OUTLET CONDUIT
NORTH
PLAN
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
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B Y
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SHEET ID
®of Engineers
US Army Corps
U .S
A
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MACHINERY SHALL KEEP 20 FEET OFF THE TOE OF THE DAM.
CROSSING THE DAM CREST TO LESS THAN 45 TONS. EQUIPMENT AND HEAVY
THE CONTRACTOR SHALL LIMIT THE SIZE OF THE MACHINERY OR EQUIPMENT 10.
ONLY TRACKED EQUIPMENT ALLOWED ON THE FACE OF THE DAM.9.
PREVENT ANY SEDIMENT LADEN RUNOFF FROM ENTERING THE TAILWATER.8.
VERT. DATUM: COE
HORIZ. DATUM: NAD83 WEST SPCS (1302)
DAMAGED AT NO COST TO GOVERNMENT.
CONTRACTOR IS RESPONSIBLE FOR PROTECTING & REPLACING IF
SURVEY CONTROL POINTS M20, M21, AND M26 ARE FOR CONTRACTOR'S USE. 7.
DISTURBED SOIL AREAS.
BIODEGRADABLE EROSION CONTROL BLANKET MUST BE INSTALLED ON ALL 6.
ALL DISTURBED AREAS MUST BE SEEDED AND FERTILIZED.5.
GUTTER ALIGNMENT.
HORIZONTAL ALIGNMENT SHOWN IS APPROXIMATE TO MIMIC EXISTING 4.
SEE SPECIFICATION SECTION 01 20 00.00 06 AND 01 57 19.00 06.
PLAN (SWPPP), AND SECURE IDEM NPDES PERMIT PRIOR TO ANY WORK.
AND SEDIMENT CONTROL PLAN, STORMWATER POLLUTION PREVENTION
STAGING AREA. CONTRACTOR MUST DEVELOP AN EROSION PREVENTION
TOTAL LAND DISTURBANCE EXCEEDS 1 ACRE INCLUDING CONTRACTOR 3.
ACCURATE.
CONTOURS SHOWN ARE FROM LIDAR DATA, AND SHALL NOT BE CONSIDERED 2.
AND SHOWN TO PROVIDE PROJECT INTENT.
THE PROVIDED HORIZONTAL ALIGNMENT AND PROFILE ARE APPROXIMATE
A TOPOGRAPHIC SURVEY WAS NOT COMPLETED.1.
GENERAL SHEET NOTES
SHEET KEYNOTES
ANY DAMAGES AT NO COST TO THE GOVERNMENT.
AVOID EXISTING FINGER DRAINS. CONTRACTOR IS RESPONSIBLE TO REPAIR 7.
NEW MATTRESS GUTTER WIDTH MUST MATCH EXISTING.
EXISTING GUTTER WIDTH IS APPROX. 8' WIDE OVERALL.6.
INDOT STD DWG NO. E 205-TECD-03, OR OTHER MEANS.
TEMPORARY GRAVEL RING.
APPROXIMATE LOCATION OF EXISTING STORM DRAIN INLET. PROTECT WITH 5.
CONSTRUCTION IN THIS AREA. COORDINATE WITH COR.
KIND. GUARDRAIL MUST BE REINSTALLED UPON COMPLETION OF
WILL OTHERWISE BE REQUIRED TO REPLACE GUARDRAIL WITH NEW RAIL, IN
MUST NOT DAMAGE GUARDRAIL DURING REMOVAL OR REPLACEMENT OR
TEMPORARY GUARDRAIL REMOVAL MAY BE NECESSARY. CONTRACTOR 4.
DAMAGES AT NO COST TO THE GOVERNMENT.
INSTRUMENTATION. CONTRACTOR IS RESPONSIBLE TO REPAIR ANY
ROAD SO AS TO NOT DISTURB EXISTING UTILITIES, UTILITY BOXES AND
CONTRACTOR SHALL EXCAVATE WITH CAUTION AT TOP OF DAM AND ALONG 3.
ARTICULATED MATTRESS GUTTER SECTION; SEE DETAILS, SHEET CS501
REMOVE EXISTING CONCRETE AND STONE DEBRIS AND A INSTALL NEW 2.
ARTICULATED MATTRESS GUTTER SECTION; SEE DETAILS, SHEET CS501.
REMOVE EXISTING CONCRETE GUTTER DITCH AND INSTALL NEW 1.
LEGEND
CONTRACTOR WORK LIMITS
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ARIMS: 1200 Disposition: Permanent
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THE INTENT OF THE PROFILE SHOWN REPRESENTS THE GUTTER INVERT.4.
EXPECTED AND PROJECT INTENT.
THE PROPOSED GRADE IS GIVEN TO SHOW TYPICAL GRADES TO BE 3.
NOT BE CONSIDERED ACCURATE.
THE EXISTING GROUND SHOWN WAS DERIVED FROM LIDAR DATA AND SHALL 2.
A TOPOGRAPHIC SURVEY WAS NOT PERFORMED FOR THIS PROJECT.1.
GENERAL SHEET NOTES
B D
O R
S C
H
T F
R O
S T
I.
W
E
IL
B A
K E
R
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
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F
G
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S c re e n
F u ll
S iz e .d s c ri p t.
d s c ri p t
-0+10 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70
510 510
520 520
530 530
540 540
550 550
560 560
570 570
580 580
GUTTERARTICULATED MATTRESS
APPROXIMATE PROPOSED
EXISTING GRADE/GUTTER
APPROXIMATE
.8
E
L E
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-1.50%GRADE =
-9.23%
GRADE =
-26.65%
GRADE =
-36.97%
GRADE =
-27.58%
GRADE =
-13.81%
GRADE =
.8
.5
.2
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564.90ELEV =
0+86.27 STA PVI
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90.47'L
M A
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2+70 2+80 2+90 3+00 3+10 3+20 3+30 3+40 3+50 3+60 3+70 3+80
480 480
490 490
500 500
510 510
520 520
530 530
540 540
550 550
.6
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-16.60%
GRADE =
-2.46%GRADE =
.1
.8
.5
.1
.6
EXISTING GRADE/GUTTER
APPROXIMATE
GUTTERARTICULATED MATTRESS
APPROXIMATE PROPOSED
M A
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LEFT ABUTMENT GUTTER PROFILE
1"=10'SCALE:
A1
- CONTINUEDLEFT ABUTMENT GUTTER PROFILE
1"=10'SCALE: 10' 20'0
10' 20'0
ARIMS: 1200 Disposition: Permanent
W
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THE INTENT OF THE PROFILE SHOWN REPRESENTS THE GUTTER INVERT.4.
EXPECTED AND PROJECT INTENT.
THE PROPOSED GRADE IS GIVEN TO SHOW TYPICAL GRADES TO BE 3.
NOT BE CONSIDERED ACCURATE.
THE EXISTING GROUND SHOWN WAS DERIVED FROM LIDAR DATA AND SHALL 2.
A TOPOGRAPHIC SURVEY WAS NOT PERFORMED FOR THIS PROJECT.1.
GENERAL SHEET NOTES
B D
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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
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F u ll
S iz e .d s c ri p t.
d s c ri p t
-0+10 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70
500 500
510 510
520 520
530 530
540 540
550 550
560 560
570 570
580 580
.5
.0
.1
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-4.18%GRADE =
-11.67%
GRADE =
-20.75%
GRADE =
-30.14%
GRADE =
-26.38%
GRADE =
-25.26%
GRADE =
-21.92%
GRADE =
.5
.7
.8
.0
.0
.1
.9
.8
.6
.6
.6
.0
.8
.0
EXISTING GRADE/GUTTER
APPROXIMATE
GUTTERARTICULATED MATTRESS
APPROXIMATE PROPOSED
CS202
E
F T
A N
D R
IG
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T A
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A1
RIGHT ABUTMENT GUTTER PROFILE
1"=10'SCALE: 10' 20'0
ARIMS: 1200 Disposition: Permanent
W
2Q R
-4
0_ C or rF in al
_P la ns -0
METHOD FOR TREATING EDGES EPOSED
TO SURFACE SHEET FLOW
FLOW
FLOW
FLOW
12"MATTRESS PANEL
WITH FLOW
PARALLEL
MAT SEAM
ADJACENT MATTRESS PANEL
12" GEOGRID EXTENSION
EXTENSION
UNDERLAYMENT
6" PLUS
PER MANUFACTURER.
ANCHORS INSTALLED
PER MANUFACTURER INSTRUCTIONS.
PLACED UNDER PREVIOUS PANEL
SUBSEQUENT MATTRESS PANELS
A MINIMUM OF 12" INTO THE SUBGRADE.
OUTSIDE EDGES OF MATTRESS EMBEDMENT
MANUFACTURER.
USING ANCHORS PER
SECURE THE OVERLAP
SECTION
PLAN
AT UPHILL END
18" ANCHOR TRENCH
ACROSS OVERLAP SEAMS
PER MANUFACTURER
INSTALL ANCHORS
PER MANUFACTURER.
SEAMS PARALLEL WITH FLOW
12" MINIMUM OVERLAPPING
WITH TOP SOIL AND SEED.
INFILL OVERLAPPED MAT
THE MANUFACTURES REPRESENTATIVE SHALL BE ONSITE FOR THE START OF THE INSTALLATION.
GRADE THE SITES SO THAT WATER WILL NOT FLOW ABOVE, BELOW, OR AROUND THE OUTSIDE OF
THE AREA PROTECTED WITH ARTICULATED MATTRESS. ALL SUBGRADE SURFACES PREPARED FOR
PLACEMENT OF MATS SHALL BE SMOOTH AND FREE OF ALL ROCKS, STICKS, ROOTS, OTHER
PROTRUSIONS, OR DEBRIS OF ANY KIND.
INSTALL AND SECURE ARTICULATED MATTRESS ROLLS PER APPROVED MANUFACTURER'S
INSTRUCTIONS. DETAILS ABOVE ARE TYPICAL INSTALLATION DIAGRAMS.
APPLY SITE SPECIFIC SEED, INCLUDING NATIVE GRASSES DIRECTLY TO THE PREPARED SOIL PRIOR
TO ARTICULATED MATTRESS INSTALLATION.
ARTICULATED MATTRESS ROLLS ARE AVAILABLE IN WIDTHS OF 4', 5.5', 8', 10', 12', & 16'. IT IS THE
MANUFACTURERS RECOMMENDATION TO UTILIZE THE WIDEST MATS POSSIBLE TO REDUCE AN
ABUNDANCE OF SEAMS OR OVERLAPS.
TO ACHIEVE WIDER WIDTHS, INSTALL MATS ADJACENT TO ONE ANOTHER. INSTALL ADDITIONAL
UNDERLAYMENT UNDER ALL ADJOINING MATS. A MINIMUM OF 12” OF UNDERLAYMENT SHALL EXTEND
UNDER EACH SIDE OF THE MAT AND DIRECTLY AGAINST THE SUBGRADE.
FOR DITCH GEOMETRY.
SEE TYPICAL SECTION
A1 SCALE: NTS
ARTICULATED MATTRESS DETAILS
A13
TYPICAL SECTION
SCALE: NTS
FLAT BOTTOM
2'
ABOVE MATTRESS
SEED SIDE SLOPE APPROX. EXISTING GRADE
TURN-DOWN
12" MIN. EMBEDMENT
P R
O T
E C
T E
D F
L O
W D
E P
T H
M
IN
M
A T
T R
E S
S
2H 1V
TYP.
M
IN
T
O T
A L
C H
A N
N E
L D
E P
T H
NEW MATT MUST MATCH EXISTING
EXISTING WIDTH 8' (VERIFY)
1.
2.
3.
4.
A.
B.
MATTRESS TERMINATION AT EXISTING CONCRETE GUTTER
MATTRESS
M
IN
FLO
W
24"
PAD
CONCRETE
EXISTING
(12" MIN. THICKNESS)
PROPOSED 4000 PSI CONCRETE
INSTALL 18" #3 REBAR U-ANCHORS AND STAINLESS STEEL ZIP TIES IN 3' INCREMENTS THE LENGTH
OF THE LONGITUDINAL SEAM.
AT THE BEGINNING OF THE ARTICULATED MATTRESS, TRANSITION THE INITIAL LEADING EDGE
PROPERLY WITH EROSION MATTING OR SOD. EMBED 18" VERTICALLY INTO THE SUB GRADE TO
SERVE AS AN ANCHOR TRENCH. THE TRENCH SHALL BE FILLED AND COMPACTED WITH SUITABLE
FILL OR OTHER (AS SPECIFIED BY EOR).
FOR ADDITIONAL SECTIONS OF MAT, OVERLAP THE DOWNSTREAM SECTION 18" WITH UPSTREAM
SECTION OF MAT. PRIOR TO INSTALLING OVERLAP, FLIP UPSTREAM MAT BACK 24". EXCAVATE 2.25"
OF SOIL 18" FROM END OF UPSTREAM MAT. DOWNSTREAM SECTION IS LAID IN THE SHALLOW
TRENCH. LIGHTLY SPREAD TOPSOIL, SEED AND FERTILIZER OVER INITIAL EDGE. FLIP END OF
UPSTREAM MAT OVER THE SOIL COVERED INITIAL LEADING EDGE OF DOWNSTREAM MAT.
INSTALL 18" U-ANCHORS IN 3' INCREMENTS ACROSS THE OVERLAP. INSTALL ANCHORS DIRECTLY
BEHIND BLOCKS. "U" ANCHORS CONSIST OF #3 REBAR "U" ANCHOR WITH 18" LEGS.
AT THE END OF THE ARMORED CHANNEL, EMBED THE MAT 24" IN A TERMINATION TRENCH. FILL AND
COMPACT TERMINATION TRENCH WITH SOIL.
5.
6.
7.
8.
9.
CONSTRUCTION NOTES
MATTRESS TERMINATION AT EXISTING GRADE
MATTRESS
M
IN
FLO
W
EXISTING GRADE
H13
MATTRESS TERMINATION DETAILS
SCALE: NTS
UPHILL ANCHOR TRENCH
(RIGHT ABUTMENT) (LEFT ABUTMENT)
OVERLAP METHOD FOR SEAMS
PERPENDICULAR TO FLOW
OVERLAP METHOD FOR SEAMS
PERPENDICULAR TO FLOW
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DAM CROWN SECTION - REFERENCE DRAWING
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
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WP12A
WP31
WP34
WP13
WP32
WP35
WP14
WP15
PZ15
WP16
RP4 RP3MM14 MM13 MM12 MM11 MM10 MM9 MM8
RP6 MM21 MM20 MM19 MM18 MM17 MM16 MM15 RP5
RP7MM26 MM25
MM24 MM23 MM22
A
B
RP1
RP1A
RP2
MH1 MH2 MH3 MH4
WP17
MH5
TD
WIER
B
A1
B
B
B4
RP8
CASAGRANDE PIEZOMETER
WELLPOINT PIEZOMETER
SLOPE INDICATOR
MANHOLE
MOVEMENT MONUMENT
RELIEF WELL
WIER
BOLT MONUMENT
BRASS PLUG
REFERENCE MONUMENT
GROUT CURTAIN
LEGEND
SEISMIC
FOUNDATION BEDROCK
FOUNDATION SOIL
FOUNDATION SOIL/BEDROCK
NATIVE SOIL
EMBANKMENT SOIL
EMBANKMENT DRAIN
PZ1 PZ2 PZ3
PZ203 PZ201PZ202 PZ204 PZ205PZ206 PZ207
(PZ101A)
GC1A
(PZ101B)
GC1B
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PZ11PZ9
PZ12PZ13
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ABANDONED PIEZOMETER
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DRAINS
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18" BSCMP
CONDUIT ST 20+00
DAM ST 155+94
BURIED CABLE
3/C #1 DIRECT
:1
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9+
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5+
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2+
1+ 000+
2+
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0+
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A1
SCALE: NTS
OVERALL INSTRUMENTATION LAYOUT - REFERENCE DRAWING
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
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ARIMS: 1200 Disposition: Permanent
W
2Q R
-4
0_ C or rF in al
_P la ns -0
| 514528_G-000_SHT |
| 514528_G-000_SHT |
| 514528_G-000_SHT |
| 514528_G-000_SHT |
| 514528_G-000_SHT |
| 514528_V-100_SHT |
| 514528_CS100_SHT |
| 514528_CS100_SHT |
| 514528_CS200_SHT |
| 514528_CS200_SHT |
| 514528_c-dt_SHT |
| 514528_RF900_SHT |
| 514528_RF900_SHT |
File details come from the government source that posted it. Updated .