B.08.02 Attachment D - Drawings, Mayfield Dike.pdf
PDF 3 MB Posted
- Attached to
- Mayfield Dike, Toe Drain Replacement in Archbald, PA Federal contract opportunity
- Solicitation number
- W912DR21B0014
View the file
Other files for this federal contract opportunity
| File | Type | Posted |
|---|---|---|
| C.04.01 Abstract of Bids - W912DR21B0014 OFFICIAL.pdf | ||
| B.08.03 W912DR21B0014 0002.pdf | ||
| B.08.03 W912DR21B0014 0001.pdf | ||
| B.08.02 Solicitation_W912DR21B0014.pdf | ||
| B.08.02 Attachment B - EFT FORM.PDF | ||
| B.08.02 Attachment A - Standard Form LLL.PDF | ||
| B.08.02 Attachment C - Certificate of Corporate Authority Form.PDF |
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Text version
22/
VICINITY MAP
22/
25 0 25 50
SCALE: 1 IN.=25 MILES
& 84
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LOCATION MAP2 0 2 4
SCALE: 1 IN.=2 MILES
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G-101
- G C
AYLESWORTH CREEK
PROJECT
LOCATION
MAYFIELD DIKE
TOE DRAIN
REPLACEMENT
LACKAWANNA COUNTY
PENNSYLVANIA
MAYFIELD
DIKE
MATERIALS KEY
FREY.CHARLES
.E.III.1229236780
Digitally signed by
FREY.CHARLES.E.III.122923678
Date: 2020.11.12 16:21:37 -05'00'
FOUTZ.MARY.P.
1229325082
Digitally signed by
FOUTZ.MARY.P.1229325082
Date: 2020.11.13 12:04:37 -05'00'
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STA. 3+37.5E
STA. 0+00D
0+50D
1+00D
0 50 100
SCALE: 1 IN.=50 FT.
OLD
MINING
RD 2
R D
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IN
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HUDSON
ST
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RESERVOIR
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OLD MINING RD 2
SEE TOE DRAIN PLAN,
SHEET C-101
EXIST DRAINAGE
SWALE
EXIST D/S
EMBANKMENT 1 2.
1 2.
1 2.
EXIST U/S
EMBANKMENT
EXIST BLANKET
AND
C/L EXIST TOE
DRAIN OUTLET
C/L EXIST
MAYFIELD DIKE
PROPOSED CONTRACTOR'S
STAGING AREA
TO
M
EREDIT
H S
T
CASEY H
W
Y /
RTE
SHEET
1 3 5 7 9
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G-102
- G C
1. COORDINATES ON THESE PLANS REFERENCE THE PENNSYLVANIA STATE PLANE,
NORTH ZONE, NAD83.
2. ELEVATIONS ON THESE PLANS REFERENCE A DATUM OF 0' AT PROPOSED OUTLET
INVERT. NEW AS-BUILTS FOR THIS PROJECT SHALL PROVIDE ELEVATIONS REFERENCING
NAVD88.
FOR A COMPARISON OF NAVD88 TO ORIGINAL DAM CONSTRUCTION AS-BUILTS, NAVD88
+1.56' = PROJECT CONSTRUCTION DATUM (PCD) ELEVATION & NGVD29 PCD.
SURVEY NOTES
PA ONE CALL
800-242-1776
SERIAL # 20203151784
91' TO DIKE CENTERLINE
8.0'
F1.1
3.
0'
VARIES
SLOPE
TO DRAIN
SECTION - TOE DRAIN AT OUTLET PIPE
0 3 6
SCALE: 1 IN.=3 FT.
INVERT AT P2
FLUSH WITH
S1 INVERT
= 0.15' +\-
SLOPE
0.5%
G1
SECTION - TOE DRAIN AT COLLECTOR PIPE
91' TO DIKE CENTERLINE
VARIES
SLOPE
TO DRAIN
STA. 0+91D
8.0'
2.0'
PIPE INVERT VARIES, SEE
SCHEMATIC PROFILE THIS SHEET.
8" 8"
G1
E1
F1
G1.1
E1
F3
F1
P1
F3
F2
G2
E1
G1.2
F3
G1
G1
S1
S3
P2
E1 E1 1
G2
F2
G1
G1
8"
C L EXIST AND PROPOSED
TOE DRAIN COLLECTOR
PIPE
STA. 1+21DSTA. 0+91D
F3
G1
EXCAVATION LIMITS OF
SWALE EMBANKMENT
FOR S2 & S3.
G1
G1.3
F1
P1
F3
S1
P2
DETAIL - GEOTEXTILE AT INLET BOX
G3
VIEW WESTVIEW WEST VIEW NORTH
1 COMPACTED
BASE.
3.
0'
E1
C L EXIST AND PROPOSED
TOE DRAIN COLLECTOR
PIPE
P1
G2.1
G1.3
CLEAN/GRADE CHANNEL AS
NECESSARY TO MAINATAIN
POSITIVE DRAINAGE
APPROXIMATELY 25' DOWN
STREAM OF HEADWALL
E1
S2 G1
G1.2
EL = 0.0'
4" 4"
INVERT AT P1
= 0.4' +\-
INVERT AT P1
= 0.4' +\-
SLOPE
0.5%
SLOPE
0.5%
F3.1
P1
G1
F3.1
F3.1 F3.1
1+00D
0 10 20
SCALE: 1 IN.=10 FT.
1 2.
5 1 2.
S
LO
P E
T O
D R
A
IN
S
LO
P E
T O
D R
A
IN
1 2.
5 1 2.
EXIST D/S
EMBANKMENT.
EXIST D/S EMBANKMENT.
TOE-DRAIN PLAN
C
LE
A
N /G
R A
D E
C H
A N
N E
L A
S N
E C
E S
S A
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T O
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W A
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[3+00E][3+50E]
[3
.5
E
[3
E
[3
E
[2
.5
E
[4
E
[3
E
[3
E
F1 & G1
F2 & G2
F1 & G1
P3
1+21D
P1
P2
P1
P3
S2
S1
APPROXIMATE TOE OF TOE-DRAIN.
APPROXIMATE TOE OF
MAYFIELD DIKE
EMBANKMENT.
F1 & G1
P3 - CLEAN-OUT
VIEW NORTH / SOUTH
0 3 6
SCALE: 1 IN.=3 FT.
SHEET
1 3 5 7 9
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US Army Corps
OF Engineers ®
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2 4 6 8
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C-101
- G C
LARGE SCALE PLAN - AT INLET BOX
0 2 4
SCALE: 1 IN.=2 FT.
P1
SCHEMATIC PROFILEINVERT = 0.69' +\-.
P3
INVERT = 0.74' +\-.
P3
SLOPE
0.5%
SLOPE
0.5%
TOP OF EXIST & RECONSTRUCTED TOE DRAIN BERM.
FOR PIPE INVERTS
IN S1, SEE DETAIL 5
THIS SHEET
LARGE SCALE PLAN -
AT HEAD WALL
4"
G216
0 2 4
SCALE: 1 IN.=2 FT.
16"
EXCAVATION LIMITS OF
SWALE EMBANKMENT
FOR S2 & S3.
S3
G2
F2
P2
G1
S1
EXISTING TOE-DIKE MATERIAL NOTES:
E1 = EXISTING PERVIOUS FILL TO REMAIN. PROTECT MATERIAL FROM BECOMING COATED/COVERED
BY OTHER SOILS AS INTENT IS TO PROMOTE FUTURE GROUNDWATER FLOW THROUGH THE
PERVIOUS FILL AND NEW GEOTEXTILE INTO THE NEW DRAINAGE FILL.
PROPOSED HDPE PIPE:
P1 = PROPOSED 8" PERFORATED HDPE COLLECTOR PIPE (APPROXIMATELY 130'). LIMITS EXTEND FROM APPROXIMATE STA. [2+65E] TO S1 AT STA. [3+36E] AND FROM S1 AT STA. [3+39E] TO [3+97E].
P2 = PROPOSED 8" NON-PERFORATED HDPE DISCHARGE PIPE (APPROXIMATELY 28.5'). PROPOSED PIPE EXTENDS FROM S1 AT APPROXIMATE STA. 0+92.5D TO S2 AT APPROXIMATE STA. 1+21D.
P3 = PROPOSED CLEANOUT - 8" HDPE NON-PERFORATED PIPE (ELBOW RADIUS 24.5"+\- & STRAIGHT SECTION) TO GRADE AND CONCRETE SLAB ON 6" COMPACTED BASE AND SST CAP. SEE DETAIL 7
THIS SHEET.
PROPOSED GEOTEXTILE:
G1 = PROPOSED GEOTEXTILE SHALL SEAL / WRAP F1 (NEW DRAINAGE FILL).
G1.1 - G1 SHALL OVERLAP 24" - 36", SEE DETAIL 3 THIS SHEET.
G1.2 - G1 SHALL LAPP SIDE OF S1 (INLET BOX) 15 TO 18" VERTICALLY ON NORTH AND SOUTH SIDES.
G1.3 - PROVIDE A PANEL OF GEOTEXTILE ON EAST AND WEST SIDES OF S1 (INLET BOX) 15" TO 18"
VERTICALLY AND EXTENDING 24" TO 36" HORIZONTALLY ON TOP OF G1 / F1 .
G1.4 - PROVIDE A PANEL OF GEOTEXTILE MECHANICALLY FASTENED AROUND P3
(CLEAN-OUT PIPE) TO FORM A BOOT. BOOT SHALL EXTEND 15" TO 18" VERTICALLY ON P3
AND 24" TO 36" HORIZONTALLY ON TOP OF F1. SEE DETAIL 7 THIS SHEET.
G2 = PROPOSED GEOTEXTILE SHALL SEAL / WRAP F2 (PROPOSED DRAINAGE FILL).
G2.1 - G2 TERMINATES AT END OF S2 WINGWALLS AND SHALL SEAL / WRAP TERMINATION OF F2 AND
SHALL BE SECURED BY S3 (RIP-RAP), SEE DETAILS 2, 4 & 6 THIS SHEET.
G3 = PROPOSED GEOTEXTILE SHALL SEAL / WRAP COMPACTED BASE UNDER PROPOSED S2
(HEADWALL). G3 SHALL OVERLAP AT SEEMS SIMILAR TO G1.1.
NEW / PROPOSED FILL:
F1 = NEW DRAINAGE FILL. LIMITS SHALL EXTEND VERTICALLY FROM APPROXIMATELY
6" BELOW INVERT OF THE NEW PIPE TO 1' ABOVE THE TOP OF THE PIPE OR TO THE
TOP ELEVATION OF THE EXISTING PERVIOUS FILL. FOR BIDDING PURPOSES
CONTRACTOR SHALL ASSUME THE AVERAGE DEPTH OF NEW DRAINAGE FILL WILL BE
3'. LIMITS SHALL EXTEND HORIZONTALLY FROM STA. [2+59E] TO STA. [4+06E]. SEE
TOE DRAIN PLAN AND SECTION DETAILS 3 & 4 THIS SHEET.
F1.1 - APPROXIMATE STA. [3+35E] TO STA. [3+40E]. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO SUFFICIENTLY EXCAVATE AND COMPACT F1 (NEW
DRAINAGE FILL) AT S1 (INLET BOX) WHILE ENSURING EXCAVATION DOES
NOT ENCROACH IN TO THE MAYFIELD DIKE EMBANKMENT ZONE.
F2 = PROPOSED DRAINAGE FILL SHALL BE PLACED AROUND P2 (PROPOSED 8"
NON-PERFORATED HDPE DISCHARGE PIPE). F2 EXTENDS FROM F1 (NEW DRAINAGE
FILL) AT APPROXIMATE STA. 1+00D TO S2 (PROPOSED HEADWALL), THEN SHALL SPLIT
OR "Y" AT S2 AND FOLLOW BACK OF WINGWALLS TERMINATING AT END OF EACH
WINGWALL. ENTIRE RUN OF F2 SHALL BE 16" X 16" IN CROSS SECTIONAL DIMENSIONS
& SEALED / WRAPPED BY G2 (GEOTEXTILE). DISCHARGE OCCURS AT END OF
WINGWALLS AND F2 & G2 SHALL BE SECURED BY S3 (12" RIP-RAP), SEE DETAILS 2, 4 &
6 THIS SHEET.
F3 = RANDOM FILL. EXCAVATION LIMTS/CUT SLOPES ARE NOT SHOWN.
F3.1 - IN VICINITY OF S1 (INLET BOX), CONTRACTOR SHALL GRADE F3 TO WITHIN AN 1"
OF TOP OF S1 AND SHALL WARP SURFACE AS NECESSARY TO PROVIDE
POSITIVE DRAINAGE AWAY FROM S1.
PROPOSED STRUCTURES:
S1 = PROPOSED INLET BOX. DIMENSIONS APPROXIMATE. REFER TO STATEMENT OF WORK FOR
FURTHER REQUIREMENTS.
S2 = PROPOSED HEADWALL. DIMENSIONS APPROXIMATE. REFER TO STATEMENT OF WORK FOR
FURTHER REQUIREMENTS.
S3 = PROPOSED 12" RIP-RAP ON 4" MAXIMUM LAYER BEDDING MATERIAL TO SECURE F2 (DRAINAGE
FILL) SEALED / WRAPPED BY G2 (GEOTEXTILE) AT END OF WINGWALLS.
SEE DETAILS 2, 4 & 6 THIS SHEET.
P2
36"
8"
8"Ø
2"
S2 - PROPOSED HEADWALL
78"
INLET BOX & HEADWALL
DIMENSIONS SHOWN FOR DESIGN
INTENT AND BID PURPOSES ONLY.
SEE PROPOSED STRUCTURES
NOTES S1 & S2 ABOVE.
P1
P2 S1
*30"
EXCAVATION LIMITS
OF SWALE
EMBANKMENT FOR
S2 & S3.
S3
G2 F2
G3
G2
G1
COMPACTED BASE.
VIEW SOUTH
*30" - REPRESENTS ACTUAL LENGTH,
NOT SKEWED TO VIEW LENGTH. SEE
PROPOSED STRUCTURES NOTES S1
& S2 ABOVE.
16"
2.
0'
F1
F2
S2
F2 C-101/6
ALL PROPOSED FEATURES SHOWN
ARE TYPICAL EACH SIDE.
G2.1
G2.1
F2
F3
E1
P1
F1
P3
R24.5"
CAP = TYPE 316 SST
LOCKABLE PLATE.
HAND COMPACTED BASE
G1.4
MECHANICAL
FASTENER
G1
G1
P1
P1
EXACT DEPTH OF EXCAVATION ALONG
THE TRENCH FOR PIPE INSTALLATION
WILL VARY. FOR BIDDING PURPOSES IT
SHOULD BE ASSUMED THAT AN
AVERAGE EXCAVATION DEPTH OF 6'
WILL BE REQUIRED.
SCALE: NTS & VERTICALLY
EXAGGERATED
24" SQUARE CONCRETE SLAB 6"
THICK. PROVIDE 2 WWF
6X6-W2.0XW2.0. WWF SHALL HAVE
1.5" MINIMUM CLEAR COVER IN ALL
DIRECTIONS.
F3
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