HomeMy WebLinkAboutFMC Anderson Creek_approved site plan (10)PVC END
SKIMMER
ORIFICE
CAP
PVC ELBOW
BOTTOM
MINIMUM
MINIMUM
SPILLWAY
SPILLWAY
4,895,000-
WA'
SIZE
OF
-PVC END
ELEVATION
VOLUME
SURFACE AREA
ELEVATION
CAP
`\ \ \\
Volume
(IN)
PVC WE
SKIMMERS
PVC plpE
FLEXIBLE
(CF)
(SF)
1/2• HOLES IN
HOSE
1
2
UNDERSIDE
1
339.00
335.00
5,400
3,851
END
VIEW
805.7
10 -year
ARM ASSEMBLY
0,000
SCHEDULE 40
PVC VENT PVC PIPE
PIPE /
SCHEDULE 40
PVC PIPE
ORIFICE
PLATE
PVC TEE
BOTTOM SURFACE_
FRONT VIEW
0
0
0
-- - "C" ENCLOSURE
PERSPECTIVE VIEW WATER uNl ENTRY r
SKIMMER DETAIL
NOT TO SCALE
TYPICAL POROUS BAFFLE PLACEMENT
(SEE DETAIL FOR BAFFLE INSTALLATION INFORMATION)
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SUPPORT WIRE
OR ROPE
BASIN #
SKIMMER
ORIFICE
NUMBER
DAM
BOTTOM
MINIMUM
MINIMUM
SPILLWAY
SPILLWAY
4,895,000-
SIZE
SIZE
OF
ELEVATION
ELEVATION
VOLUME
SURFACE AREA
ELEVATION
WIDTH
Volume
(IN)
(IN)
SKIMMERS
(FT)
(FT)
(CF)
(SF)
(FT)
(FT)
1
2
1.5
1
339.00
335.00
5,400
3,851
338.00
15.0
Paid Elevation Pond Area
(ft) (ft)
335.00
1,270.000
336.00
2,120.0(10
337.00
3,005.000
335.00
3,930.000
339,00
4,895,000-
Return
Hy rftyarh
- -------- - - - - -- PROPOSED TOP OF EMBANKMENT ELEV.' 339_00'--------- - - - - --
__________________ 100-YEAR_ WS_E:_3_38.37'
EMERGENCY SPILLWAY ELEV: 338.00'
- - - - - -- ----- -
10 -YEAR WSE: 337.96'
----------------------------------------
-------- - - - -1- YEAR WSE_ 336.08'
2.5 2.5
- 11 1�
BOTTOM OF BASIN ELEV. 335.00'
4" CLEAN SAND MIN.
LBOTTOM WIDTH ;Q
8' MIN.
SHWT ELEV: 327.00' +
INFILTRATION BASIN SECTION
NOT TO SCALE
16.4, Construction
Care should be used during installation to minimize compaction of soil on the bottom
and walls of infiltration devices since this will reduce the permeability at the soil
interface. To avoid compacting the drainage media, light equipment and construction
techniques that minimize compaction should be used. u
Runoff shall not be directed into an infiltration device until the drainage area is
stabilized. A construction sequence must be followed that reflects the need to stabilize
the infiltration device. The longevity of infiltration devices is strongly influenced by the
care taken during construction.
Infiltration trenches should not be covered by an impermeable surface unless there is
suitable maintenance access, the design specifies a H -20 loading capacity, and the
application includes a cross- section of the 1-1-20 design. Direct access must be provided
to all infiltration devices for maintenance and rehabilitation. OSHA safety standards
should be consulted for trench excavation.
A minimum of one observation well shall be included in the design of an infiltration
system to periodically verify that the drainage media is fully draining. The monitoring
well shall consist of a 4- to 6- inch - diameter, perforated polyvinyl chloride (PVC) pipe
with a locking cap. The well should be placed near the center of the facility or in the
general location of the lowest point within the facility, with the invert at the excavated
bottom of the facility.
I=
3
O
N�
ww
DOWNSTREAM SIDE
W
Q
m
W
O�
a�
STEEL POST 4' MAX. FF
VARIABLE AS DIRECTED BY THE ENGINEER
Hale Sunnuary
1=year
1
5,506.000
716.000
2.26
(N/A)
(WA)
Label
WASHOUT
Scenario
Return
Hy rftyarh
Time to Peak
Peak flow
3.
Inflltratbn
Basin (4llTj
1 -year
1
Event
Volume
(min)
MYS)
1,641,000
Infiltration
10 -year
10
(rears)
(113)
7.28
(NIA)
(NIA),
Out -Pre
t•year
0.73
1
443.000
5.
805.7
10 -year
0.01
0,000
Out-Pre
O.OD
10 -year
7,530.000
Infiltration
IO
4,952.000
31,769.000
721.D00
13.90
1.75
(NIA}
Out-Pre
7.
100 -year
100
14,079.000
B.
7tfi.000
100 -year
5.72
9,480.000
Out-Post
10.73
1 -year
9,219.000
ANY REQUIRED REPAIRS IMMEDIATELY,
1
0.000
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE
O.D04
0.00
Out Post
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES 1/3 FULL TO PROVIDE ADEQUATE
10 -year
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES.
10
01000
TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT. SEDIMENT DEPTH
01000'
0.00
Outpost
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE
100-year
ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO
100
9480.00!D
GRADE, AND STABILIZE IT.
720.250
1
Pond Summary
Label
Scenario Return
Hy*"raph
Time to Peak Paak Anw
Maximum
Maximum
Event
Volume
(min) (ft"15)
Water
Pond Storage
(year)
(fts)
Surface
(ft�)
Elevation
(ttj
Infiltration
1=year
1
5,506.000
716.000
2.26
(N/A)
(WA)
Basin (IN)
WASHOUT
6 -INCH BLACK
LETTERS
ANCHOR PLASTIC LINER
3.
Inflltratbn
Basin (4llTj
1 -year
1
0.000
0,000
0.00
336.08
1,641,000
Infiltration
10 -year
10
16Se9.000
715.S00
7.28
(NIA)
(NIA),
Be51h (IN)
DISCHARGE POINT. BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES.
0.73
Infiltration
1=year
1
5,506.000
716.000
2.26
(N/A)
(WA)
Basin (IN)
WASHOUT
6 -INCH BLACK
LETTERS
ANCHOR PLASTIC LINER
3.
Inflltratbn
Basin (4llTj
1 -year
1
0.000
0,000
0.00
336.08
1,641,000
Infiltration
10 -year
10
16Se9.000
715.S00
7.28
(NIA)
(NIA),
Be51h (IN)
DISCHARGE POINT. BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES.
GRADE
5.
Inflltratian
Basin (0111')
10 -year
10
0,000
0.000
O.OD
337.96
7,530.000
Infiltration
10D•year
100
31,769.000
7151250
13.90
(NIA)
(NIA}
Basks (IN)
7.
THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH OR
PINNED WITH 8 -INCH EROSION CONTROL MATTING STAPLES.
B.
lnflltration
Basin (Ol1T}
100 -year
100
9,480.000
720.250
10.73
338.37
9,219.000
PLYWOOD PAINTED
WHITE
57 STONE
MIL PLASTIC LINING
IMPERMEABLE
I SHEETING
3 FT
TYP. 1
SECTION A -A
PLAN
EXCAVATED WASHOUT STRUCTURE
STANDARD BAFFLE
NOT TO SCALE
ae'
CONSTRUCTION SPECIFICATIONS
- STEEL POST
CONCRETE
1.
N
SUPPORT WIRE OR ROPE
WASHOUT
6 -INCH BLACK
LETTERS
ANCHOR PLASTIC LINER
3.
g'57 STONE
OVER SUPPORT WIRE OR ROPE
TOP OF FABRIC 6' HIGHER
/-WITH
WIDTH: 2 FOOT MIN.
4 FEET APART, AND INSTALLED UP THE SIDES OF THE BASIN AS WELL. THE TOP OF
1 OR
ATTER SIDE
INSTRUCTION SPECIFICATIONS
I. LOCATE WASHOUT STRUCTURE A MINIMUM OF 50 FEET AWAY FROM OPEN CHANNELS, STORM
DRAIN INLETS, SENSITIVE AREAS, WETLANDS, BUFFERS AND WATER COURSES AND AWAY FROM
CONSTRUCTION TRAFFIC.
2. SIZE WASHOUT STRUCTURE FOR VOLUME NECESSARY TO CONTAIN WASH WATER AND SOLIDS
AND MAINTAIN AT LEAST 4 INCHES OF FREEBOARD. TYPICAL DIMENSIONS ARE 70 FEET X 10
FEET X 3 FEET DEEP. MINIMUM CAPACITY IS 6 CF PER 10 CY OF CONCRETE.
3. PREPARE SOIL RASE FREE OF ROCKS OR OTHER DEBRIS THAT MAY CAUSE TEARS OR HOLES IN
THE LINER. FOR LINER, USE 10 MIL OR THICKER UV RESISTANT, IMPERMEABLE SHEETING, FREE
OF HOLES AND TEARS OR OTHER DEFECTS THAT COMPROMISE IMPERMEABILITY OF THE
MAlER1AL.
4. PROVIDE AND MOUNT A SIGN FOR THE WASHOUT WITHIN 30 FEET OF THE FACILITY.
5. KEEP CONCRETE WASHOUT STRUCTURE WATER TIGHT REPLACE IMPERMEABLE LINER IF DAMAGED
(E.G.. RIPPED OR PUNCTURED). EMPTY OR REPLACE WASHOUT STRUCTURE THAT IS 75 PERCENT
FULL, AND DISPOSE OF ACCUMULATED MATERIAL PROPERLY DO NOT REUSE PLASTIC LINER.
WET- VACUUM STORED LIQUIDS THAT HAVE NOT EVAPORATED AND DISPOSE OF IN AN APPROVED
MANNER. PRIOR TO FORECASTED RAINSTORMS, REMOVE LIQUIDS OR COVER STRUCTURE TO
PREVENT OVERFLOWS. REMOVE HARDENED SODDS, WHOLE OR BROKEN UP, FOR DISPOSAL OR
RECYCLING. MAINTAIN RUNOFF DIVERSION AROUND EXCAVATED WASHOUT STRUCTURE UNTIL
STRUCTURE IS REMOVED.
CONCRETE WASHOUT PIT DETAIL
NOT TO SCALE
GI% ADE
03
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SEALS
�prununA,
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426466 ' =
\1 IF
REVISIONS 1
GENERAL NOTES:
1. CLASS "B" CONCRETE TO BE USED THROUGHOUT.
Y 3" 1' -9" 1' -9' 3" 2. OPTIONAL CONSTRUCTION - MONOLITHIC POUR,
X X 2" KEYWAY, OR #4 BAR DOWELS AT 12" CENTER,
co AS DIRECTED BY THE DESIGNER.
(10) -318" DIA. 3. TWO 2" PIPE WEEP HOLES TO BE PLACED AS
WELDED STUD DIRECTED BY ARCHITECT.
`O ANCHORS 8° LG. 4. FORMS ARE TO BE USED FOR THE CONSTRUCTION u,
I (4 " +4" ANCHORS OF THE BOTTOM SLAB.
r PIGGYBACK =8 ") 5. OF CONCRETE
PIPE IS SET
ON N.CBD.O TSLAB
STANDARD 840.00. �
Y �2" \WEEP � 6. A STONE DRAIN CONSISTING OF 1 CUBIC FOOT OF �
HOLES NO. 78M STONE CONTAINED IN A BAG OF POROUS x
PLAN PLAN FABRIC SHALL BE PLACED AT EACH WEEP HOLE.
W /GRATE &FRAME REMOVED SHOWING POSITION OF BOLTS 7. ALL DROP INLETS OVER 3' -6" IN DEPTH TO BE W
PROVIDED WITH STEPS 1' -2" ON CENTERS. u,
FRAME &GRATE S
3 /8 " DIA.x 8 " LG. STEPS SHALL BE IN ACCORDANCE WITH N. C. D.O. T.
o
N.C.D.O.T. STANDARD
840.16 WELDED PIGGYBACK STANDARD 840.66.
3' -0" STUD ANCHORS
' a
13"� -3" 3-I 3" A 6" 6 "' 6" Q A DIMENSIONS FOR CHANNELS CONSTRUCTION DOCUMENT
/f4 BAR N0. SIZE LENGTH LINT FT 2 3 "x4.1" 4' -0" 8' -0"
iv EE NOTE Jj2 DOWEL m 6
2 3 "x4.1" 2' -6" 5' -0"
SECTION -XX SECTION -YY DOWEL �
DIMENSIONS AND QUANTITIES FOR DROP INLET ^_-0
DIMENSIONS OF BOX &PIPE CUBIC YARDS TOTAL DEDUCTIONS 0
PIPE SPAN WIDTH HEIGHT IN BOX QUANTITIES FOR ONE PIPE A..? V
BOX & CU. YDS. `
COVER
D A B H FLOOR & WALL / CU. YDS. C.M. R. C.
COPING FT H MIN. H
t^
12" 3' -0" 2' -0" 2' -8" 0.262 0.222 0.855 0.015 0.024
75" 3 " -0" 0.929 0.023 0.036 O
18" 3' -5" 1.021 0.033 0.049
24" 4' -0" 7.757 0.059 0.085
30" 3' -0" 2' -0" 4' -3" 0.262 0.222 1.207 0.092 0.127 O -"4 (�
1' -7 518"
1 15132" C 118" 1 /8" r.•-I Vim( �
0
118,. • T�1 �I
� o A %{
314". 3. -2.. 3/4., N �� �•-1 C]
N � + tp -
1 15132" 1 1/ C 2 1 8" 3' -i 3/4"
1 5 /8 "' A,/
1 5/8" B 3'-6"
7 -4 112" 1'-4 112 V I
PLAN OF GRATING PLAN OF FRAME SECTION -AA •� U Q
CAST IRON CAST IRON `.I
1 H 1/8„ i/8.. 1. -7 5/83/4„ 3/4,. N • t'--1 CC3
I N N
�/ p�� � 2 1 2 1/6" N REVIEWED BY JFC
L � 7 3/76.. 2' -i 3 DATE: 1 /2814
1" DEPRESSION 2" 2' -6"
PROJECT NUMBER: 13 -005
COUNTY HARNE7 "I'
SECTION -DD SECTION -CC SECTION -BB
ZONQNG: COMM
LOCATION: US HWY'
7 S
TOWNSHIP. UARBEQUE
STANDARD CONCRETE DROP INLET
NOT TO SCALE
EROSION &
STORM DETAILS
C7.03
JANUARY 2014
I 10 FT TYP. - ANCHOR PLASTIC LINER
'-1 #
CONSTRUCTION SPECIFICATIONS
- STEEL POST
1.
GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
SUPPORT WIRE OR ROPE
2.
INSTALL POSTS ACROSS THE WIDTH OF THE SEDIMENT TRAP /BASIN.
- POROUS BAFFLE MATERIAL DRAPPED
3.
STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED A MAXIMUM OF
OVER SUPPORT WIRE OR ROPE
TOP OF FABRIC 6' HIGHER
4 FEET APART, AND INSTALLED UP THE SIDES OF THE BASIN AS WELL. THE TOP OF
THAN INVERT OF SPILLWAY
THE FABRIC SHOULD BE 6 INCHES HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS
OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE BERMS.
ANCHOR BAFFLE IN TRENCH OR WITH 8"
EROSION CONTROL MATTING STAPLES
4.
INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET
DISCHARGE POINT. BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES.
GRADE
5.
WHEN USING POSTS, ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE
\� //
MEASURE TO PREVENT SAGGING,
6.
WRAP POROUS MATERIAL, LIKE JUTE BACKED BY COIR MATERIAL, OVER THE TOP WIRE.
THE FABRIC SHOULD HAVE FIVE TO TEN PERCENT OPENINGS IN THE WEAVE. ATTACH
SIDE VIEW
FABRIC TO A ROPE AND A SUPPORT STRUCTURE WITH ZIP TIES, WIRE, OR STAPLES.
7.
THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH OR
PINNED WITH 8 -INCH EROSION CONTROL MATTING STAPLES.
B.
DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE TRAP /BASIN.
MAINTENANCE
1.
INSPECT THE BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE
ANY REQUIRED REPAIRS IMMEDIATELY,
2.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE
COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES 1/3 FULL TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES.
TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT. SEDIMENT DEPTH
SHOULD NEVER EXCEED HALF THE DESIGNED STORAGE DEPTH.
4.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE
ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO
GRADE, AND STABILIZE IT.
03
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SEALS
�prununA,
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426466 ' =
\1 IF
REVISIONS 1
GENERAL NOTES:
1. CLASS "B" CONCRETE TO BE USED THROUGHOUT.
Y 3" 1' -9" 1' -9' 3" 2. OPTIONAL CONSTRUCTION - MONOLITHIC POUR,
X X 2" KEYWAY, OR #4 BAR DOWELS AT 12" CENTER,
co AS DIRECTED BY THE DESIGNER.
(10) -318" DIA. 3. TWO 2" PIPE WEEP HOLES TO BE PLACED AS
WELDED STUD DIRECTED BY ARCHITECT.
`O ANCHORS 8° LG. 4. FORMS ARE TO BE USED FOR THE CONSTRUCTION u,
I (4 " +4" ANCHORS OF THE BOTTOM SLAB.
r PIGGYBACK =8 ") 5. OF CONCRETE
PIPE IS SET
ON N.CBD.O TSLAB
STANDARD 840.00. �
Y �2" \WEEP � 6. A STONE DRAIN CONSISTING OF 1 CUBIC FOOT OF �
HOLES NO. 78M STONE CONTAINED IN A BAG OF POROUS x
PLAN PLAN FABRIC SHALL BE PLACED AT EACH WEEP HOLE.
W /GRATE &FRAME REMOVED SHOWING POSITION OF BOLTS 7. ALL DROP INLETS OVER 3' -6" IN DEPTH TO BE W
PROVIDED WITH STEPS 1' -2" ON CENTERS. u,
FRAME &GRATE S
3 /8 " DIA.x 8 " LG. STEPS SHALL BE IN ACCORDANCE WITH N. C. D.O. T.
o
N.C.D.O.T. STANDARD
840.16 WELDED PIGGYBACK STANDARD 840.66.
3' -0" STUD ANCHORS
' a
13"� -3" 3-I 3" A 6" 6 "' 6" Q A DIMENSIONS FOR CHANNELS CONSTRUCTION DOCUMENT
/f4 BAR N0. SIZE LENGTH LINT FT 2 3 "x4.1" 4' -0" 8' -0"
iv EE NOTE Jj2 DOWEL m 6
2 3 "x4.1" 2' -6" 5' -0"
SECTION -XX SECTION -YY DOWEL �
DIMENSIONS AND QUANTITIES FOR DROP INLET ^_-0
DIMENSIONS OF BOX &PIPE CUBIC YARDS TOTAL DEDUCTIONS 0
PIPE SPAN WIDTH HEIGHT IN BOX QUANTITIES FOR ONE PIPE A..? V
BOX & CU. YDS. `
COVER
D A B H FLOOR & WALL / CU. YDS. C.M. R. C.
COPING FT H MIN. H
t^
12" 3' -0" 2' -0" 2' -8" 0.262 0.222 0.855 0.015 0.024
75" 3 " -0" 0.929 0.023 0.036 O
18" 3' -5" 1.021 0.033 0.049
24" 4' -0" 7.757 0.059 0.085
30" 3' -0" 2' -0" 4' -3" 0.262 0.222 1.207 0.092 0.127 O -"4 (�
1' -7 518"
1 15132" C 118" 1 /8" r.•-I Vim( �
0
118,. • T�1 �I
� o A %{
314". 3. -2.. 3/4., N �� �•-1 C]
N � + tp -
1 15132" 1 1/ C 2 1 8" 3' -i 3/4"
1 5 /8 "' A,/
1 5/8" B 3'-6"
7 -4 112" 1'-4 112 V I
PLAN OF GRATING PLAN OF FRAME SECTION -AA •� U Q
CAST IRON CAST IRON `.I
1 H 1/8„ i/8.. 1. -7 5/83/4„ 3/4,. N • t'--1 CC3
I N N
�/ p�� � 2 1 2 1/6" N REVIEWED BY JFC
L � 7 3/76.. 2' -i 3 DATE: 1 /2814
1" DEPRESSION 2" 2' -6"
PROJECT NUMBER: 13 -005
COUNTY HARNE7 "I'
SECTION -DD SECTION -CC SECTION -BB
ZONQNG: COMM
LOCATION: US HWY'
7 S
TOWNSHIP. UARBEQUE
STANDARD CONCRETE DROP INLET
NOT TO SCALE
EROSION &
STORM DETAILS
C7.03
JANUARY 2014
I 10 FT TYP. - ANCHOR PLASTIC LINER
'-1 #