SW1191201_Plansheet - Misc. Detail_20220314

1
2"
WEEP
PLAN HOLES
W/GRATE & FRAME REMOVED
I 4'-0"
33
� � � 3"
6" o A 6"
0
= o
i0 i0
rn
o
0 0
DOWEL
SEE NOTE #2
SECTION-XX
FRAME SHALL BE SEALED
WITH RUBBER "0" RING
AND BOLTED TO MANHOLE
GRADE RINGS
AS REQUIRED
(2 COURSES MAX.)
HGT.= 3-1/2"
MAX. HGT.= 12"
CONE SECTION
HGT.=3' OR 4'
INTERMEDIATE SECTION
AS REQUIRED
HGT.=16", 32", OR 48"
MONOLITHIC LOWER
BARREL & BASE
SLAB SECTION
VARIABLE HGT.
311 11.9" "-9"
3"
(10)-3/8" DIA. WELDED
STUD ANCHORS 8" LG.
(4"+4" ANCHORS
PIGGYBACK =8")
PLAN
SHOWING POSITION OF BOLTS
3"
6"
#4 BAR
6"
DOWEL
3/8"DIA.x 8"LG. WELDED
PIGGYBACK STUD
ANCHORS
6" I
27a11
29Y2"
= I 27i/z�l
25Y4"
30"
39%s"
41%"
39%"
37Y4"
42"
GRATE SECTIONS
FRAME & GRATE SHALL BE
ADA COMPLIANT
(V-5660-80 BY EJIW OR
APPROVED EQUAL)
STANDARD CONCRETE DROP INLET
CAST IRON RING & COVER
TONGUE & GROOVE JOINT
WITH RUBBER'O'- RING
OR RAM -NECK
4000 PSI CONCRETE
(REINF.NOT SHOWN)
MIN. AS=0.12IN2/FT
MANHOLE OPENING AS
PER PLANS (BY MANUFACTURER)
SLOPE 1/4" PER FOOT
SHAPEDINVERT
CONCRETE OR
MASONRY
8" NO. 57 STONE
NOTES:
1. FOR DEAD-END MANHOLES, THE INVERT SHALL BE EXTENDED THROUGH THE MANHOLE.
2. ON THE INTERIOR OF THE MANHOLE, ALL JOINTS BETWEEN SECTIONS SHALL BE PARGED
WITH NON -SHRINK GROUT.
3. ON THE INTERIOR OF ALL OUTFALL MANHOLES, ALL JOINTS BETWEEN SECTIONS SHALL BE
PARGED WITH PRECO-PLUG QUICK SETTING GROUT,
4. ON THE EXTERIOR OF ALL MANHOLES, ALL JOINTS BETWEEN SECTIONS SHALL BE
CONTINUOUSLY WRAPPED WITH 12" WIDE WATERPROOF BITUMINOUS TAPE.
5. SEWER MANHOLES WITHIN 1200 FEET OF FORCE MAIN CONNECTION SHALL HAVE
INTERIOR EPDXY COATED.
DIMENSIONS FOR DROP INLET
DIMENSIONS OF BOX & PIPE
PIPE
SPAN
WIDTH
HEIGHT
D
A
B
H
1211
31-011
21-011
21-811
15"
3'-011
1811
3'-511
2411
4'-0"
3011
3'-011
2'-0"
4'-3"
DIMENSIONS FOR CHANNELS
NO.
SIZE
LENGTH
TOTAL
LIN. FT.
2
3"x4.1"
4'-0"
8'-011
2
3"x4.1"
2'-6"
GRATE PLAN
L
I�C)
A ° A
o p0o 0 00°
00 w0 0 gJ
00 e6
Do _ wl o o0 ° o°o cp 000 8, 0 `4
0 0 O�°0po00wV_ �Oo
0 o o g O pgjo�
o O 00 go
D(=OUTLET PIPE DIAMETER oat O p
1 IL I LI\ ULfll Vf\L 1
Oc
PLAN SECTION A -A
(OUTLET TO FLAT AREA WITH NO WELL DEFINED CHANNEL)
NOTES:
1. 3,000-PSI CONCRETE TO BE USED
THROUGHOUT.
2. OPTIONAL CONSTRUCTION -
MONOLITHIC POUR, 2" KEYWAY, OR #4
BAR DOWELS AT 12" CENTER, AS
DIRECTED BY THE DESIGNER.
3. TWO 2" PIPE WEEP HOLES TO BE
PLACED AS DIRECTED BY DESIGNER.
4. FORMS ARE TO BE USED FOR THE
CONSTRUCTION OF THE BOTTOM SLAB.
5, IF REINFORCED CONCRETE PIPE IS SET
IN BASE SLAB OF BOX, ADD TO BASE
AS SHOWN ON NCDOT STANDARD
840.00.
6. A STONE DRAIN CONSISTING OF 1
CUBIC FOOT OF NO. 78M STONE
CONTAINED IN A BAG OF POROUS
FABRIC SHALL BE PLACED AT EACH
WEEP HOLE.
7. ALL DROP INLETS OVER 3'-6" IN DEPTH
TO BE PROVIDED WITH STEPS 15" ON
CENTERS. STEPS SHALL BE IN
ACCORDANCE WITH NCDOT STANDARD
840.66. THE FIRST STEP SHALL BE 24"
BELOW RIM OF GRATE.
8. ALL GRATES IN SIDEWALK AREAS
SHALL BE ADA COMPLIANT. V-5660-80
BY EAST JORDAN IRON WORKS OR
APPROVED EQUAL.
9. INLETS MAY BE CONSTRUCTED OF
BLOCK AND MORTAR IN LIEU OF
PRE -CAST CONCRETE. REFER TO
SPECIFICATIONS FOR ADDITIONAL
REQUIREMENTS.
L
B B
O
__-- °°0po00 0000000 00o
00 0 O°O p000%J 0 0 o� 0 c) c
co
DO _ o°��°°�o°° 00 00 800 o 0 w
_ 0000000o Oo��a�0o0 0
000 00 °0o0p d 0000 0 ° O 0
o O00
DO=OUTLET PIPE DIAMETER
PLAN
(OUTLET TO WELL DEFINED CHANNEL)
NOTES:
TYPE STONE
FILTER BLANKET
SECTION B-B
1. TOP OF RIP RAP AT DOWNSTREAM END OF APRON
MAINTENANCE: SHALL BE FLUSH WITH NATURAL GRADE OF THE
1. RIP RAP OUTLET STRUCTURES TO BE INSPECTED RECEIVING CHANNEL.
WEEKLY AND AFTER EVERY RAINFALL EVENT. 2. VEGETATE ALL DISTURBED AREAS WITH VEGETATION
REPAIRS ARE TO BE MADE IMMEDIATELY. IMMEDIATELY AFTER INSTALLATION.
3. SEE EROSION CONTROL PLAN FOR DIMENSIONS.
STONE
HEEL PROOF IRON SLOTTED
TRENCH GRATE
SLOPE 12" CONIC SAWCUT FOR CLEAN EDGE. ADD
APRON APRON JOINT FILLER.
DOWN
PAVEMENT 2010 PAVEMENT
LJ 10" THICK 4,000-PSI
CONCRETE OVER 4" ABC STONE
CROSS SECTION
SLOPE 12" CONIC
APRON APRON
DOWN
2% A
�- LEVEL TOP ELEV= B I
0.5% BOTTOM SLOPE
ADD ADAPTERS AS NECESSARY TO
ACCOMMODATE PIPE SIZE
SEE PLAN FOR
PIPE SIZE © PROFILE
INV OUT=
N.T.S. 1 (2
SLOPE 12" CONIC
APRON APRON
DOWN
2% %1
0.5% BOTTOM SLOPE
t�
ADD ADAPTERS AS NECESSARY TO
ACCOMMODATE PIPE SIZE
SEE PLAN FOR PIPE SIZE
INV OUT=
TRENCH
DRAIN NO.
A
B
�
TRENCH
GRATE WIDTH
TD - 1
117-LF
ELEV 1226.0'
ELEV 1222.5'
6"
TD - 2
49-LF
ELEV 1226.0'
ELEV 1221.4'
6"
TD - 3
38-LF
ELEV 1226.0'
ELEV 1221.7'
6"
TD - 4
92-LF
ELEV 1226.0'
ELEV 1220.2'
6"
TD - 5
125-LF
ELEV 1226.0'
ELEV 1222.01
6"
TD - 6
123-LF
ELEV 1225.5'
ELEV 1218.5'
8"
TD - 7
138-LF
ELEV 1225.5'
ELEV 1219.3'
8"
TD - 8
27-LF
ELEV 1226.23'
ELEV 1220.0'
6"
TD - 9
21-LF
ELEV 1225.4'
ELEV 1223.1'
6"
8-
TD - 11
114-LF
ELEV 1223.8'
ELEV 1219.0'
6"
TD - 12
24-LF
ELEV 1223.8'
ELEV 1220.8'
6"
TRENCH DRAIN
METALLIC LOCATOR TAPE SHALL BE
INSTALLED FOR ALL DIP PIPE 18" BELOW
FINISHED GRADE
/� FINISHED
/ GRADE
Ck
FINAL BACKFILL
(SEE
SPECIFICATIONS)
INITIAL BACKFILL
COMPACTED IN 6"
MAX. LIFTS AS
SPECIFIED
SPRING LINE
No 57 STONE WORK
WELL UNDER
BOTTOM OF PIPE.
10" THICK 4,000-PSI
CONCRETE OVER 4" ABC
STONE
10" THICK 4,000-PSI
CONCRETE OVER 4" ABC
STONE
N.T.S.
FINISHED
GRADE
DOWNSPOUT
VERIFY SIZE PRIOR TO
ORDERING BOOT
FINISHED GRADE
CLEANOUT TO BE ON FRONT
OR SIDE OF BOOT
FINISH/PAINT
BOOT TO MATCH COLOR OF
EXISTING DOWNSPOUT
FINISHED GRADE
CAST IRON DOWNSPOUT BOOT WITH
CLEANOUT. BOOT SIZED FOR
DOWNSPOUT. BASIS OF DESIGN:
ZURN Z191-CA OR APPROVED EQUAL
PROVIDE ADAPTER AND
WATERTIGHT CONNECTION FROM
PIPE TO DOWNSPOUT BOOT.
SCHED 40 PVC OR CLASS 52 DIP PIPE
(SEE PLANS & NOTES BELOW)
NOTES:
1. INSTALL CAST IRON DOWNSPOUT BOOT ON EXISTING DOWNSPOUT AND MOUNT SECURELY TO WALL.
2. FINISH / PAINT BOOT TO MATCH COLOR OF DOWNSPOUT.
3. ALL BELOW GRADE ROOF DRAINAGE PIPING SHALL BE 6" PVC @ 1.0% MIN. SLOPE UNLESS NOTED
OTHERWISE.
4. PIPE SHALL BE DIP WHEN LESS THAN 24" OF COVER IS PROVIDED.
5. VERIFY DOWNSPOUT DIMENSIONS MATCH BOOT DIMENSIONS PRIOR TO ORDERING BOOT OR
ADAPTOR.
CAST IRON DOWNSPOUT BOOT AND PIPE CONNECTION
INCREASEYE
R MUST BE 2" BELOW GRADE
CLEANOUT \�/\\�/\Iff I -III. III -I
BRANCH LINE WYE
iLiiiIII III-
CLEANOUT IN PVMT
❑ STD VALVE BOX SHALL BE INSTALLED
INSIDE A VALVE BOX
CLEANOUT SHALL BE WITH SEWER OR STORM
LOCATED ON BRANCH LINE, COVER AS APPLICABLE.
UPSTREAM OF FITTING. PAVEMENT INSTALLATION
LINE SIZE CHANGES SHALL
OCCUR UPSTREAM OF FITTING
(SEE UTILITY PLAN FOR PIPE 4" ROUND SLOTTED CAST IRON,
SIZES) � BRASS OR CHROME GRATE
FLUSH WITH FINISHED GRADE
MAIN LINE FINISHED GRADE
PLAN VIEW AT FITTINGSjjj��j;�j\,
CONIC COLLAR 12"x12"x6" THK
N.T.S.
6" O.D. OF PIPE 6" MINIMUM SIDE CLEARANCE 6" O.D. OF PIPE 6"
12" O.D. OF PIPE 12" MAXIMUM SIDE CLEARANCE 12" O.D. OF PIPE 12"
4" CAST IRON PIPE (ONE
CONTINUOUS PIECE)
CLASS B CLASS D
NOTE: RISER STACK SHALL BE 4 CAST
REQUIRED FOR: REQUIRED FOR;
IRON. PROVIDE REDUCING WYE AS
HDPE & PVC PIPE DIP, CIP AND RCP
NEEDED TO TRANSITION TO DIFFERING
LATERAL PIPE SIZE.
NOTES
MIN. GRADE
1 %
SEE UTILITY PLAN FOR SIZE
AND MATERIAL
1.
FOR TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE
TAKEN FROM THE INSIDE FACE OF THE SHORING AND BRACING.
_
2.
NO ROCKS OR BOULDERS 4" OR LARGER TO BE USED IN INITIAL BACKFILL.
BARREL OF PIPE TO REST ON
3.
ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
UNDISTURBED SOIL
COMBINATION LONG TURN
PATTERN Y AND 1/8" BEND
4.
BACKFILL SHALL BE TAMPED IN 6" LAYERS.
NOTES:
5.
IF ROCK IS ENCOUNTERED AT BOTTOM OF TRENCH OVER EXCAVATE ROCK A MIN.
THE FULL LENGTH OF THE SERVICE DITCH BE COMPACTED
OF 6"CHS AND BACK FILL WITH NO. 67 STONE TO THE BOTTOM OF PIPE.
IN 6" LAYERS WITH MECHANICAL TAMP.
6O
STORM SEWER TRENCHES N.T.S.
O
STANDARD CLEANOUT N.T.S.
DUCTILE IRON
DUCTILE IRON DOMED GRATE FLAT TOP GRATE
IN MULCH AREAS ONLY IN PAVEMENT & GRASS
AREAS
d° d
GRADE ADJACENT GROUND
° d°
TO PROVIDE POSITIVE
°
DRAINAGE TO GRATE
PVC BODY
RUBBER GASKET
-
PVC RISER (12" MIN.)
-
UTILIZE REDUCERS AS NEEDED
TO CONNECT TO TEE OR ELBOW
PVC TEE (RUN DIA. TO
MATCH DOWNSTREAM PIPE
SIZE)
SEE PLAN FOR PIPE MATERIAL
INLINE
DRAIN N0.
TOP ELEV
INVERT OUT
ELEV
GRATE SIZE
PIPE SIZE
Y1
1214.0
1207.1
12"
10"
Y2
1220.0
1216.5
12"
101,
Y3
1219.5
1216.4
12"
101,
Y4
1225.5
1218.0
12"
8"
Y5
1225.5
1218.8
12"
8"
Y6
1225.5
1218.8
12"
8"
Y7
1225.5
1218.8
12"
8"
Y8
1225.5
1219.8
12"
8"
Y9
1225.5
1217.3
12"
8"
Y10
1226.5
1223.5
8"
8"
Y11
1224.3
1218.8
18"
101,
Y12
1221.3
1218.0
181,
12"
Y13
1226.6
1218.8
12"
8"
Y14
1226.6
1218.8
12"
8"
0
Y16
1221.5
1218.5
12"
6"
Y17
1223.8
1220.8
12"
6"
Y18
1225.1
1221.1
12"
8"
Y19
1225.1
1222.0
12"
6"
12" ON ALL
SIDES.
SURROUND
SIDES AND
BOTTOM WITH
ABC STONE
(TYP)
NOTES:
1. GRATES SHALL BE 18" DIAMETER,
SLOTTED, CAST IRON, HINGED AT BASE.
2. PIPE AND FITTINGS SHALL BE PVC,
SMOOTH INTERIOR AND EXTERIOR.
3. REFER TO DRAWING 7.2 FOR INLINE
DRAIN SCHEDULE.
1'
BRIC
O DRAINAGE MANHOLE N.T.S.
O FLARED END SECTION N.T.S.
O INLINE DRAIN N.T.S.
9O PERFORATED UNDERDRAIN N.T.S.
3
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Revisions
No.
Date
SWR #1
2021 AUG 13
SWR #2
2022 FEB 24
Project Number: 1711-13
Date: 2020 JAN 20
Drawn by: FS
SITE DETAILS
Sheet Number:
C8010

AQUATTIC BENCH ELEV: 1202.00
OUTSIDE EDGE OF AQUATIC BENCH IS
6-IN ABOVE PERMANENT POOL ELEV
r
���������
FOREBAY SECTION
6' WIDE AQUATIC BENCH TOP OF WEIR -
AROUND ENTIRE POND ELEV: 1201.50
(SEE SHEETS C4.1 & C6.1) AQUATIC BENCH ELEV: 1201.00
6 -11
INSIDE EDGE OF AQUATIC BENCH IS 6-FT LENGTH
T SUBMERGED 6-IN BELOW PERMANENT POOL ELEV FOREBAY WEIR
ELEV: 1200.00
PERMANENT POOL ELEV: 1201.50
3 FOREBAY
�1 ENTRANCE ELEV: 1197 1 r
EXIT ELEV: 1198
42
_ _ NL_ FOREBAY
- - " RCP IET PIPE RIPRAP PAD EMBANKMENT
TOP OF PERM. SED. STOR.
FOREBAY ENTRANCE
ELEV: 1197.00
BOT. OF PERM. SED. STOR.
FOREBAY ENTRANCE
ELEV: 1196.00
BOT. OF PERM. SED. STOR.
FOREBAY EXIT
ELEV: 1196.50
SEQUENCE OF CONVERSION FROM SEDIMENT BASIN TO STORMWATER
CONTROL MEASURE
1. INSTALL POND BARREL, OUTLET STRUCTURE, EMBANKMENT AND
ALL OTHER POND COMPONENTS.
2. CALL FOR SITE INSPECTION PRIOR TO BACKFILLING POND BARREL.
3, INSTALL TEMPORARY SKIMMER TO OUTLET STRUCTURE.
4. EXCAVATE POND TO TEMPORARY SKIMMER BASIN DIMENSIONS,
SEE EROSION CONTROL PLAN.
5. INSTALL BAFFLES AND OTHER TEMPORARY SKIMMER BASIN
COMPONENTS, SEE TEMPORARY SKIMMER BASIN DETAIL.
6. REFER TO TEMPORARY SEDIMENT SKIMMER BASIN DETAIL FOR
ELEVATION OF SKIMMER CONNECTION.
7. SEE CONSTRUCTION SEQUENCE ON EROSION CONTROL PLAN FOR
INFORMATION,
8. ONCE SITE IS APPROVED, REMOVE TEMPORARY SKIMMER,
BAFFLES AND OTHER TEMPORARY COMPONENTS
9, FILL HOLE IN OUTLET STRUCTURE FROM SKIMMER WITH
NON -SHRINK GROUT. PROVIDE PERMANENT WATERTIGHT SEAL.
10. EXCAVATE SEDIMENT AND GRADE TO FINAL CONTOURS, SEE
GRADING PLAN.
11. CONSTRUCT WET POND STORMWATER CONTROL MEASURE AS
SHOWN ON THE DRAWINGS.
AS -BUILT SURVEY REQUIREMENTS
NOTE: CONTRACTOR SHALL PROVIDE AS -BUILT TOPOGRAPHIC
SURVEY PERFORMED BY A PROFESSIONAL LAND SURVEYOR CERTIFYING
WET DETENTION POND AREA DIMENSIONS AND ELEVATIONS OF THE
FOLLOWING:
1. TOPOGRAPHIC SURVEY OF THE WET POND AND EMBANKMENT
2. OUTLET STRUCTURE TOPS AND INVERTS
3. OUTLET STRUCTURE DIMENSIONS
4. ORIFICE DIAMETERS
5. BARREL PIPE SIZES AND INVERTS
6. EMERGENCY SPILLWAY ELEVATION AND DIMENSIONS.
OUTLET STRUCTURE NOTES
1. CAST -IN -PLACE CONCRETE RISER IS REQUIRED WITHOUT
EXCEPTION.
2. CLASS "A" (3,000 PSI) CONCRETE TO BE USED.
6. ALL MORTOR JOINTS ARE 1/2" f 1/8".
7. GROUT SHALL BE NON -SHRINK (ASTM-C1107)
S. ALL STRUCTURES OVER 3'-6" IN DEPTH TO BE PROVIDED WITH
STEPS V-2" ON CENTERS. STEPS SHALL BE IN ACCORDANCE WITH
STANDARD 840.66.
9. LOCATE MANHOLE OVER STEPS.
6-IN DUCTILE IRON DRAIN PIPE
WITH GATE VALVE AND HAND
WHEEL
d°
°
X
r
°
d°
d
°�
°
°
a°
d
°
° °
W
d°
°
°
d
d
,
°
4.
°
L
CONCRETE CAST IN PLACE RISER IS
PIPE ANCHOR Y REQUIRED WITHOUT
EXCEPTION
°
PVC PRIMARY SPILLWAY °
ORIFICE DIAMETER: 3.5-IN
I 8IN
4-FT
C
LL
°
° ° o ° 00
TEMPORARY SKIMMER TO BE \ /
REMOVED (SEQUENCE OF �/
FILL SKIMMER
CONVERSION FROM SEDIMENT
HOLE WITH
BASIN TO STORMWATER
NON -SHRINK
CONTROL MEASURE)
GROUT FOR
WATERTIGHT
SEAL X
12" PVC
INV.: 1197.0
(REFER TO
,SHEET C4.1)
OUTLET
BARREL
100-LF 24-IN RCP
8-IN
CONTRACTOR SHALL PROVIDE
STEP IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
OUTLET STRUCTURE
PLAN VIEW
2
�1
TOP OF PERM. SED. STOR.
FOREBA. EXIT
ELEV: 1197.00
6" IMPERVIOUS FILL
LAYER UNDER ALL
WATER SURFACES
3
1�
24-IN THICK CLASS B
RIPRAP OVER FILTER
FABRIC
TOP OF EMBANKMENT ELEV: 1208.00
100-YR STORM ELEV
1206.60
10-YR STORM ELEV
1205.10
2-YR STORM ELEV
1204.02
1-YR STORM ELEV
1203.68
PROVIDE 6' X 6' DEPRESSED AREA
2-FT BELOW PRINCIPAL SPILLWAY
WITHIN AQUATIC BENCH FOR
ADEQUATE DRAINAGE
PERMANENT POOL ELEV: 1201.50
MAIN POOL INV=1197.20
TOP OF PERM. SED. STOR. ELEV: 1197.00 -
BOT. OF PERM. SED. STOR. ELEV: 1196.00
SEASONAL HIGH WATER TABLE BELOW ELEV: 1192.00
TOP ELEV: 1205.50
6-FT WIDE ACCESS
PAD TO OUTLET
STRUCTURE 6-IN
BELOW WEIR
10-FT WEIR WIDTH
3
�1
SPILLWAY CREST ELEV: 1206.50
'
' � � I-III-III-III-III-III-III-III-III-III-III-�
EMERGENCY SPILLWAY SECTION
3
1�
24-IN THICK CLASS B
RIPRAP OVER FILTER
FABRIC
1 � �I~ EMERGENCY SPILLWAY CREST ELEV: 1206.50 3 1
PRINCIPAL
SPILLWAY=-
INV=1203.30 L L
6-IN COMPACTED COMPACTED \
OUTLET STRUCTURE SELECT FILL 7 U_ SELECT FILL /
N / N \
INV=1201.50 I N
SEED & MULCH EMBANKMENT SEE SEEDING SCHEDULE
(INSTALL SLOPE PROTECTION MATTING ON ALL SLOPES
STEEPER THAN 6: 1)
- - - � EXISTING DROP INLET
CORE DRILL AND PROVIDE
WATERTIGHT CONNECTION TO
SCHEDULE A PRE -INSTALLATION
CONFERENCE PRIOR TO
CONSTRUCTION OF THE
STORMWATER CONTROL MEASURE
-------- - - - - - - EXISTING DROP INLET BARREL OUTLET BARREL: 142-LF 24" RCP @17.2% SLOPE (ASTM C-76, CLASS III) GASKETED JOINT PIPE MANUFACTURED WITHOUT LIFT HOLES. GASKETED I INV=1171.00 INV=1197.00 JOINT PIPE SHALL BE WRAPPED WITH A DOUBLE LAYER OF NON -WOVEN FILTER FABRIC ON THE OUTSIDE OF THE PIPE AT EACH JOINT.
`----------------------------------------------4------- - - - - -
INV=1197.10
6 IN�THICK
• • N CONCRETE PIPE N N / I / 4 • ° 4 • °
6" DUCTILE IRON
COLLAR TO CONC. ANTI -SEEP COLLAR (6" WIDE)
s ,
DRAIN PIPE SPRINGLINE 3 TOTAL UNDER EMBANKMENT WITH \ \ i� , .
POND AND EMBANKMENT SECTION
IV
ONE COLLAR UNDER CENTER OF \ \ - I / N • °
DAM / \,4 CONCRETE \
24" PIPE
°
\ • °
RCP°• COLLAR I
_ I i \ • °
---�� z I
a
e• • N
,° • • •• ••
A °
°
\ 24„ 24„ /
\ MIN MIN /
\ ANTI -SEEP COLLAR
\ \ ENLARGEMENT /
WET DETENTION BASIN MAINTENANCE SCHEDULE
DAM EMBANKMENT CONSTRUCTION STANDARDS
1. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN 6-INCH LOOSE LAYERS (3-INCH LOOSE LAYERS WITHIN 3-FEET OF
DESCRIPTION
METHOD
FREQUENCY
SEASON
EITHER SIDE OF THE PRINCIPAL SPILLWAY PIPE TO A DEPTH OF 2-FEET OVER THE PIPE) AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE STANDARD PROCTOR
MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698.
EMBANKMENT
2. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSITY. SOILS WITH ORGANIC MATTER
INSPECT AND REPAIR
VISUAL
ONCE PER YEAR
ALL
CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3-INCH (IN ANY DIRECTION) SHALL BE REMOVED FROM THE FILL PRIOR TO COMPACTION.
EROSION / ANIMAL NESTINGS
3. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES OR AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED RANGES OR OTHERWISE NOT CONFORMING TO
INSPECT AND RESEED
VISUAL
WHENEVER NEEDED
ALL
SPECIFIED REQUIREMENTS SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
- - - - - -
GRASS COVERAGE
4. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL
LIFT.
OUTLET STRUCTURE
5. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF CONTROLLED FILL.
\ \
DEBRIS / OBSTRUCTIONS
BY HAND
WHENEVER NEEDED
ALL
6. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE PLANS. ALL SUCH UNDERCUTTING SHALL BE
END CAP WITH
/ DRILL OPENING \
PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. IN NO CASE SHALL THERE BE AN ATTEMPT TO STABILIZE ANY PORTIONS
/ DIAMETER: 3.5-IN \
OF THE FOUNDATION SOILS WITH CRUSHED STONE.
/ \
OPERATE POND DRAIN VALVE
BY HAND
ONCE PER YEAR
ALL
7. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERING AND ROCK FOUNDATION PREPARATION (I.E., TREATMENT WITH SLUSH GROUTING, DENTAL CONCRETE,
/
\
ETC.) MAY BE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER. ALL SUCH ACTIVITIES SHALL BE CLOSELY MONITORED AND DOCUMENTED BY THE GEOTECHNICAL ENGINEER.
/
° d
\
EROSION AT OUTLET DISCHARGE
VISUAL
ONCE PER YEAR
ALL
8. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE SAME LEVEL ON BOTH SIDES OF THE STRUCTURES.
/
°
\
9. EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR PLATE COMPACTORS OR
°
ANCHOR \
MINIATURE SELF-PROPELLED ROLLERS.
°
DRAWDOWN
\
FOREBAY / MAIN POOL
10. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
�
d
PIPE TO WALL
°
° °
11. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST -IN -PLACE STRUCTURES (INCLUDING THE CRADLE) UNTIL ADEQUATE CURING TIME HAS ELAPSED.
SEDIMENT / DEBRIS
BY HAND
ONCE PER YEAR
ALL
/ 10 IN
12. TO RE-ESTABLISH VEGETATION AFTER CONSTRUCTION, A 2- TO 3-INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE DISTURBED EMBANKMENT SURFACE AND THE AREA SEEDED AND
MULCHED OR HYDROSEEDED.
REMOVE TRASH
BY HAND
WHENEVER NEEDED
ALL
4"PVC
° "°
CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE UNTIL PROJECT CLOSE OUT
TESTING, OBSERVATION, AND CERTIFICATION
I
°
1
AT WHICH TIME OWNER WILL ASSUME MAINTENANCE RESPONSIBILITY.
1. TESTS OF THE DEGREE (%) OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED AS A PART OF THE PERMITTEE'S NORMAL QUALITY CONTROL PROGRAM FOR THE
d ° d
PRIMARY
CONSTRUCTION OF THE DAM. TESTS SHALL BE CONDUCTED CONCURRENT WITH THE INSTALLATION OF THE COMPACTED FILL AND THE CONTRACTOR SHALL COORDINATE THE CONSTRUCTION
I 4"PVC TEE
°
SPILLWAY
OF THE DAM SO THAT THE TESTING CAN BE COMPLETED. SHOULD THE RESULTS OF THE TESTS INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION HAS NOT BEEN OBTAINED; THE
INV=1212.60
PORTIONS OF THE DAM REPRESENTED BY SUCH TESTS SHALL BE REWORKED OR REBUILT. ALL PORTIONS OF THE DAM SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION.
PERM. POOL ELEV: 1201.50
I
2. CONSTRUCTION OF CLASS A, B AND C DAM EMBANKMENTS SHALL BE DONE UNDER THE OBSERVATION OF A QUALIFIED GEOTECHNICAL ENGINEER, WHO IS REGISTERED AS A PROFESSIONAL
I
ENGINEER IN THE STATE OF NORTH CAROLINA. THE GEOTECHNICAL ENGINEER MUST HAVE EXPERIENCE IN THE DESIGN AND CONSTRUCTION MONITORING OF DAMS OF THE SIZE AND SCOPE
° °
COVERED BY THESE STANDARDS AND GUIDELINES.
d
3. ON CLASS A, B, AND C DAMS (WITH THE EXCEPTION OF DETENTION ONLY CLASS C DAMS THAT COLLECT DRAINAGE FROM AN AREA OF 25-ACRES OR LESS), THE GEOTECHNICAL ENGINEER,
°
4"PVC
WATERTIGHT
NON -SHRINK
I
AS DEFINED ABOVE, SHALL OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM (I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE CUT-OFF TRENCH, INSTALLATION OF
GROUT
I
THE PRINCIPAL SPILLWAY PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION OF COMPACTED FILL, ETC.). THE FREQUENCY OF OBSERVATION AND TESTING MUST BE
8-IN
°d
SUFFICIENT FOR THE GEOTECHNICAL ENGINEER (OR THE DESIGN ENGINEER ON CLASS D DAMS AND CLASS C, DETENTION ONLY, DAMS) TO STATE, IN HIS/HER PROFESSIONAL OPINION,
THAT THE SPECIFIC ITEMS OBSERVED AND TESTED WERE INSTALLED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
ANCHOR
/
DRAWDOWN
/
\
°°
PIPE TO WALL
/
\
•
/
HEAVY DUTY
VALVE STEM
\ /
WHEEL
\ END CAP WITH /
DRILL OPENING
\ /
DIAMETER: 3.5-IN
CONCRETE SLAB
3" DIA. CONCRETE CORE
5-IN THICK
MANHOLE RING AND COVER
CONCRETE SLAB
\ PRIMARY SPILLWAY /
#4 BARS 8" O.C. E.W.
\ /
24"
6-FT WIDE ACCESS
#4 BARS
ENLARGEMENT
PAD TO OUTLET
8"O.C. E.W. 3"R
��
TOP SLAB ELEV: 1216.00
STRUCTURE 6-IN TOP SLAB ELEV: 1205.30
\
o'
BELOW WEIR
o•
- - - \
#4 REBAR 6" O.C. E.W.
\
TRASH RACK
TRASH RACK
TRASH RACK (ALL
\
•0 '
IS ON ALL
FOUR SIDES
3"
•0 '
IS ON ALL
FOUR SIDES
FOUR SIDES OF
\
WEIR ELEV: 1214.40
e
1 RIM ELEV: 1203.10
e
OUTLET STRUCTURE)
_ I
\
ANCHOR TRASH RACK
\
8-IN
8-IN
6-IN
- I�I�
8-IN
(ALL CONTACT POINTS)
8-IN
\
\ PRIMARY � - -
�.
VALVE STEM GUIDE. ATTACH
'
,
\ SPILLWAY /
TO RISER WITH THREADED
/
\
ROD FILLED WITH GROUT
AQUATIC BENCH
PRIMARY
/
• ,, ,
INV=1201.50
. A.
SPILLWAY
'
INV=1201.50
•
°
PERMANENT POOL ELEV: 1201.00
7
1
I
HEAVY DUTY
VALVE STEM
I
`' I ����
•
�
�� � I� I I� I I�
,e
II•IIII
TEMPORARY SKIMMER TO
\ \
'�
°•
°•
BE REMOVED ( SEE
CONSTRUCTION
\ \
�
U SHAPED STEEL
3
�
3
1 F
SEQUENCE)
\ \
+•
BRACKET ATTACHED TO
_
_
FILL SKIMMER HOLE WITH
\ \
BASE WITH THREADED
NON SHRINK GROUT.
\ \
ROD FILLED WITH GROUT
PROVIDE PERMANENT
• '
ELEV: 1197.00
WATERTIGHT SEAL.
8-IN
OUTLET
EXTEND PIPE
OUTSIDE
�'j _ -�,
I /I I J I I_ '
'•
• ,
INV=1197.00
BARREL
100-LF 24-IN RCP
I
'
EMBANKMENT
/
I I- "
INV=1197.10
DEWATERING
.
INV=1197.20
TOP PERMANENT SEDIMENT STORAGE ELEV: 1197.00
°°
6" DUCTILE IRON DEWATERING PIPE
PIPE INV=1196.00
°
A
•
•
•CONCRETE
If
•°
•CONCRETE
°,
a
°
6-FT X 6-FT X 2.5-FT DEEP
\
N /
FILL •
r` ° •.
• ° •
° FILL t
° • °
' • ° •
DEPRESSION UNDER PRINCIPAL
BOTTOM PERMANENT SEDIMENT STORAGE ELEV: 1196.00
/ \ /
, ,
' TO EXCEED N
TO EXCEED °
• ° • N �.
SPILLWAY FOR ADEQUATE
/
• BUOYANT FORCE
.1
` °
A'
• . q BUOYANT FORCE ' °
a
•,
DRAINAGE. TIE BACK TO AQUATIC
/
CONCRETE
°
°
°• °
.. �,
,•
°,
•
t
• 4 °
BENCH AT 3:1 SLOPE.
/
PIPE ANCHOR
° z
A.
° z
FLANGED, NRS, RESILIENT WEDGE GATE
/ \
VALVE WITH EXTENSION STEM, HAND WHEEL
/ \ AND STEM GUIDES AS MANUFACTURED BY
/
\ CLOW OR APPROVED EQUAL.
/
\
/
..
24 IN °, .
\
OUTLET STRUCTURE
OUTLET STRUCTURE
\
SECTION Y-Y
SECTION X-X
r•
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Y 6-IN DIP '°•
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36IN
•
.
°
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°
1
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°•
12-IN
' °, • '°
J
/
\ CONCRETE PIPE ANCHOR
/
\ ENLARGEMENT
\
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Revisions
No.
Date
SWR #1
2021 AUG 13
SWR #2
2022 FEB 24
Project Number: 1711-13
Date: 2020 JAN 20
Drawn by: FS
SITE DETAILS
Sheet Number:
0

SEQUENCE OF CONVERSION FROM SEDIMENT BASIN TO STORMWATER
CONTROL MEASURE
1. INSTALL POND BARREL, OUTLET STRUCTURE, EMBANKMENT AND
ALL OTHER POND COMPONENTS.
2. CALL FOR SITE INSPECTION PRIOR TO BACKFILLING POND BARREL.
3, INSTALL TEMPORARY SKIMMER TO OUTLET STRUCTURE.
4. EXCAVATE POND TO TEMPORARY SKIMMER BASIN DIMENSIONS,
SEE EROSION CONTROL PLAN.
5. INSTALL BAFFLES AND OTHER TEMPORARY SKIMMER BASIN
COMPONENTS, SEE TEMPORARY SKIMMER BASIN DETAIL.
6. REFER TO TEMPORARY SEDIMENT SKIMMER BASIN DETAIL FOR
ELEVATION OF SKIMMER CONNECTION.
7. SEE CONSTRUCTION SEQUENCE ON EROSION CONTROL PLAN FOR
INFORMATION,
8. ONCE SITE IS APPROVED, REMOVE TEMPORARY SKIMMER,
BAFFLES AND OTHER TEMPORARY COMPONENTS
9, FILL HOLE IN OUTLET STRUCTURE FROM SKIMMER WITH
NON -SHRINK GROUT. PROVIDE PERMANENT WATERTIGHT SEAL.
10. EXCAVATE SEDIMENT AND GRADE TO FINAL CONTOURS, SEE
GRADING PLAN.
11. CONSTRUCT WET POND STORMWATER CONTROL MEASURE AS
SHOWN ON THE DRAWINGS.
AS -BUILT SURVEY REQUIREMENTS
NOTE: CONTRACTOR SHALL PROVIDE AS -BUILT TOPOGRAPHIC
SURVEY PERFORMED BY A PROFESSIONAL LAND SURVEYOR CERTIFYING
WET DETENTION POND AREA DIMENSIONS AND ELEVATIONS OF THE
FOLLOWING:
1. TOPOGRAPHIC SURVEY OF THE WET POND AND EMBANKMENT
2. OUTLET STRUCTURE TOPS AND INVERTS
3. OUTLET STRUCTURE DIMENSIONS
4. ORIFICE DIAMETERS
5. BARREL PIPE SIZES AND INVERTS
6. EMERGENCY SPILLWAY ELEVATION AND DIMENSIONS.
OUTLET STRUCTURE NOTES
1. CAST -IN -PLACE CONCRETE RISER IS REQUIRED WITHOUT
EXCEPTION.
2. CLASS "A" (3,000 PSI) CONCRETE TO BE USED.
6. ALL MORTOR JOINTS ARE 1/2" f 1/8".
7. GROUT SHALL BE NON -SHRINK (ASTM-C1107)
S. ALL STRUCTURES OVER 3'-6" IN DEPTH TO BE PROVIDED WITH
STEPS 1'-2" ON CENTERS. STEPS SHALL BE IN ACCORDANCE WITH
STANDARD 840.66.
9. LOCATE MANHOLE OVER STEPS.
6-IN DUCTILE IRON DRAIN PIPE
WITH GATE VALVE AND HAND
WHEEL
CONCRETE
PIPE ANCHOR
a°
d
° d
PVC PRIMARY SPILLWAY
ORIFICE DIAMETER: 1.5-IN
d
8-IN
.19=0 FAF1=l.fA Film IF
NO AQUATIC BENCH
ADJACENT TO FORBAY
TOP OF WEIR
ELEV: 1210.50
6-FT LENGTH
FOREBAY WEIR
3 ELEV: 1209.00
11 PERMANENT POOL ELEV: 1210.50
FOREBAY ENTRANCE ELEV: 1206.50 1 2 2
- - - _ _ _ _ _ EXIT ELEV: 1207.50 1
24" RCP INLET PIPE RIPRAP PAD FOREBAY
----------- EMBANKMENT
TOP OF PERM. SED. STOR. TOP OF PERM. SED. STOR.
FOREBAY ENTRANCE
ELEV: 1206.25 FOREBAY EXIT
ELEV: l i86.58
BOT. OF PERM. SED. STOR. 1206.25
FOREBAY ENTRANCE
ELEV: 1205.50 6" IMPERVIOUS FILL -
BOT. OF PERM. SED. STOR. LAYER UNDER ALL
FOREBAY EXIT WATER SURFACES
ELEV: l i%.98 1205.75
AQUATTIC BENCH ELEV: 1211.00
OUTSIDE EDGE OF AQUATIC BENCH IS
6-IN ABOVE PERMANENT POOL ELEV
WATER QUALITY ORIFICES:
TWO (2)-12" X 6" ORIFICES ON BOTH
SIDES WITH PEAK TRASH GUARDS
INVERT ELEVATION: 1212.25'
a z °
a
° co A d°
d
CAST IN PLACE RISER IS
REQUIRED WITHOUT
EXCEPTION I
4-FT
OUTLET
BARREL
96-LF 18-IN RCP
8-IN
° ? ° ° a
° 06 °
CONTRACTOR SHALL PROVIDE
STEP IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
OUTLET STRUCTURE
PLAN VIEW
24-IN THICK CLASS B
RIPRAP OVER FILTER
FABRIC
100-YR STORM ELEV
1214.18'
10-YR STORM ELEV
1213.11'
2-YR STORM ELEV
1212.50'
1-YR STORM ELEV
1212.33'
TOP OF EMBANKMENT ELEV: 1216.00
PROVIDE 6' X 6' DEPRESSED AREA
2-FT BELOW PRINCIPAL SPILLWAY
WITHIN AQUATIC BENCH FOR
ADEQUATE DRAINAGE
PERMANENT POOL ELEV: 1210.50
MAIN POOL 1204.00
INV=126F.88 _
TOP OF PERM. SED. STOR. ELEV: 12651.881204.00
BOT. OF PERM. SED. STOR. ELEV: 1206.00
SEASONAL HIGH WATER TABLE BELOW ELEV: 1192.00
6' WIDE AQUATIC BENCH
AROUND MAIN POOL
3 3' SUBMERGED
�1
1 PFRMANFNT Pnni FI F\/• 1?ln r 1
TERMINATE 6-IN IMPERVIOUS FILL AT
OUTSIDE EDGE OF AQUATIC BENCH
AQUATIC BENCH SECTION
MAIN POOL
(SEE DETAIL ABOVE)
END CAP
° d \
a
ANCHOR \
° DRAWDOWN \
a PIPE TO WALL
° d \
10-IN
4"PVC \
d °
d
,d
PRIMARY
4"PVC TEE ° c SPILLWAY
INV=1210.50
PERM. POOL ELEV: 1210.50
TOP ELEV: 1215.00
TOP ELEV: 1214.80
1215.50
6-FT WIDE ACCESS
PAD TO OUTLET
STRUCTURE 6-IN
BELOW WEIR
8-FT WEIR WIDTH
3 3
�1 1�
SPILLWAY CREST ELEV: 1215.00
' � � I -III -III -III -III -III -III -III -III -III -III-"'"
EMERGENCY SPILLWAY SECTION
10-FT
24-IN THICK CLASS B
RIPRAP OVER FILTER
FABRIC
SEED & MULCH EMBANKMENT SEE SEEDING SCHEDULE
(INSTALL SLOPE PROTECTION MATTING ON ALL SLOPES
STEEPER THAN 6: 1)
SCHEDULE A PRE -INSTALLATION
CONFERENCE PRIOR TO
CONSTRUCTION OF THE
STORMWATER CONTROL MEASURE
1214.50 -EMERGENCY SPILLWAY CREST ELEV: 1215.00 1
INV=1212.59 6-IN
= •'Vi EXISTING DROP INLET
PRINCIPAL -, % zC
/ "'IIISPILLWAY _ L COMPACTED OMPACTED 7/ _ICI iil�-
TWO (2)-12" X 6" ORIFICES ON BOTH ••. SELECT FILL 7 SELECT FILL I- -I FES W/CURTAIN WALL OUTLET
OUTLET STRUCTURE SIDES WITH PEAK TRASH GUARDS N / U_ / N INV. EPER CDOT STD DWG 310.02
INVERT ELEVATION: 1212.25'
INV=1210.50 I TIE CURTAIN WALL INTO
FES VIA EPDXY COATED
- - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - REBAR AND EPDXY GLUE
C
BARREL OUTLET BARREL: 96-LF 18" RCP @2.6% SLOPE (ASTM -76, CLASS III) GASKETED JOINT PIPE MANUFACTURED WITHOUT LIFT HOLES. GASKETED
INV=1202.00 JOINT PIPE SHALL BE WRAPPED WITH A DOUBLE LAYER OF NON -WOVEN FILTER FABRIC ON THE OUTSIDE OF THE PIPE AT EACH JOINT.
- - - - - - - - - - - - - - - - - - - - - - - - - - - - _ _ _ _ _ _ _ _ _
- - - - - - - - - - - - - - - - - - - 1 OUTLET PROTECTION
• - - - - - SEE GRADING PLAN.
INV=1206.80
1203.80ur
• / I -III III -III -III -III- =- -11
6-IN THICK - - - - - - -
• N CONCRETE PIPE N
COLLAR TO CONC. ANTI -SEEP COLLAR (6" WIDE) \ N / co co
6" DUCTILE IRON s , , ,' SPRINGLINE 3 TOTAL UNDER EMBANKMENT WITH
DRAIN PIPE \
- -
ONE COLLAR UNDER CENTER OF \ \
DAM
A \ \
\ /
/ \' °
d
CONCRETE
\ , • , d 24" PIPE
RCP COLLAR I
iAZ
d• • d•
d , N
\ •• '•
4.d
\ 24„ 24„ /
\ MIN MIN /
\ ANTI -SEEP COLLAR
\ ENLARGEMENT /
POND AND EMBANKMENT SECTION
WET DETENTION BASIN MAINTENANCE SCHEDULE
DESCRIPTION
METHOD
FREQUENCY
SEASON
EMBANKMENT
INSPECT AND REPAIR
EROSION / ANIMAL NESTINGS
VISUAL
ONCE PER YEAR
ALL
INSPECT AND RESEED
GRASS COVERAGE
VISUAL
WHENEVER NEEDED
ALL
OUTLET STRUCTURE
DEBRIS / OBSTRUCTIONS
BY HAND
WHENEVER NEEDED
ALL
OPERATE POND DRAIN VALVE
BY HAND
ONCE PER YEAR
ALL
EROSION AT OUTLET DISCHARGE
VISUAL
ONCE PER YEAR
ALL
FOREBAY / MAIN POOL
SEDIMENT / DEBRIS
BY HAND
ONCE PER YEAR
ALL
REMOVE TRASH
BY HAND
WHENEVER NEEDED
ALL
CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE UNTIL PROJECT CLOSE OUT
AT WHICH TIME OWNER WILL ASSUME MAINTENANCE RESPONSIBILITY.
° d
° d WATERTIGHT I
4"PVC NON -SHRINK I
GROUT I
8-IN
ANCHOR /
DRAWDOWN /
4° PIPE TO WALL
° d /
\ END CAP WITH /
DRILL OPENING
\ \ DIAMETER: 1.5-IN
3" DIA. CONCRETE CORE
\ \ PRIMARY SPILLWAY
ENLARGEMENT 1215.50
�\ TOP SLAB ELEV: #i!4.•99
\
\ 1214.50
\ WEIR ELEV: 12i2.58
\ PRIMARY - -
\ SPILLWAY /
EXTEND PIPE
OUTSIDE
EMBANKMENT
1204.00 INV-1-207.09
TOP PERMANENT SEDIMENT STORAGE ELEV: "129;Z.G 1204.00
1203.50
BOTTOM PERMANENT SEDIMENT STORAGE ELEV: 1296.89
---
/ \
/ 24-IN \
•° a
I Y 6-IN DIP •°' I
•n
d 4.
`
e °36-IN
. • '
d
d•
° •
!° S
1 °
12-IN ' ° • • '° /
\ /
\ CONCRETE PIPE ANCHOR /
\ \ ENLARGEMENT
EPIPE ANCHOR
FLANGED, NRS, RESILIENT WEDGE GATE
VALVE WITH EXTENSION STEM, HAND WHEEL
AND STEM GUIDES AS MANUFACTURED BY
CLOW OR APPROVED EQUAL.
HEAVY DUTY
VALVE STEM
WHEEL
OUTLET STRUCTURE
SECTION Y-Y
DAM EMBANKMENT CONSTRUCTION STANDARDS
1. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN 6-INCH LOOSE LAYERS (3-INCH LOOSE LAYERS WITHIN 3-FEET OF
EITHER SIDE OF THE PRINCIPAL SPILLWAY PIPE TO A DEPTH OF 2-FEET OVER THE PIPE) AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE STANDARD PROCTOR
MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698.
2. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSITY. SOILS WITH ORGANIC MATTER
CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3-INCH (IN ANY DIRECTION) SHALL BE REMOVED FROM THE FILL PRIOR TO COMPACTION.
3. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES OR AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED RANGES OR OTHERWISE NOT CONFORMING TO
SPECIFIED REQUIREMENTS SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
4. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL
LIFT.
5. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF CONTROLLED FILL.
6. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE PLANS. ALL SUCH UNDERCUTTING SHALL BE
PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. IN NO CASE SHALL THERE BE AN ATTEMPT TO STABILIZE ANY PORTIONS
OF THE FOUNDATION SOILS WITH CRUSHED STONE.
7. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERING AND ROCK FOUNDATION PREPARATION (I.E., TREATMENT WITH SLUSH GROUTING, DENTAL CONCRETE,
ETC.) MAY BE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER. ALL SUCH ACTIVITIES SHALL BE CLOSELY MONITORED AND DOCUMENTED BY THE GEOTECHNICAL ENGINEER.
8. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE SAME LEVEL ON BOTH SIDES OF THE STRUCTURES.
9. EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR PLATE COMPACTORS OR
MINIATURE SELF-PROPELLED ROLLERS.
10. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
11. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST -IN -PLACE STRUCTURES (INCLUDING THE CRADLE) UNTIL ADEQUATE CURING TIME HAS ELAPSED.
12. TO RE-ESTABLISH VEGETATION AFTER CONSTRUCTION, A 2- TO 3-INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE DISTURBED EMBANKMENT SURFACE AND THE AREA SEEDED AND
MULCHED OR HYDROSEEDED.
TESTING, OBSERVATION, AND CERTIFICATION
1. TESTS OF THE DEGREE (%) OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED AS A PART OF THE PERMITTEE'S NORMAL QUALITY CONTROL PROGRAM FOR THE
CONSTRUCTION OF THE DAM. TESTS SHALL BE CONDUCTED CONCURRENT WITH THE INSTALLATION OF THE COMPACTED FILL AND THE CONTRACTOR SHALL COORDINATE THE CONSTRUCTION
OF THE DAM SO THAT THE TESTING CAN BE COMPLETED. SHOULD THE RESULTS OF THE TESTS INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION HAS NOT BEEN OBTAINED; THE
PORTIONS OF THE DAM REPRESENTED BY SUCH TESTS SHALL BE REWORKED OR REBUILT. ALL PORTIONS OF THE DAM SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION.
2. CONSTRUCTION OF CLASS A, B AND C DAM EMBANKMENTS SHALL BE DONE UNDER THE OBSERVATION OF A QUALIFIED GEOTECHNICAL ENGINEER, WHO IS REGISTERED AS A PROFESSIONAL
ENGINEER IN THE STATE OF NORTH CAROLINA. THE GEOTECHNICAL ENGINEER MUST HAVE EXPERIENCE IN THE DESIGN AND CONSTRUCTION MONITORING OF DAMS OF THE SIZE AND SCOPE
COVERED BY THESE STANDARDS AND GUIDELINES.
3. ON CLASS A, B, AND C DAMS (WITH THE EXCEPTION OF DETENTION ONLY CLASS C DAMS THAT COLLECT DRAINAGE FROM AN AREA OF 25-ACRES OR LESS), THE GEOTECHNICAL ENGINEER,
AS DEFINED ABOVE, SHALL OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM (I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE CUT-OFF TRENCH, INSTALLATION OF
THE PRINCIPAL SPILLWAY PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION OF COMPACTED FILL, ETC.). THE FREQUENCY OF OBSERVATION AND TESTING MUST BE
SUFFICIENT FOR THE GEOTECHNICAL ENGINEER (OR THE DESIGN ENGINEER ON CLASS D DAMS AND CLASS C, DETENTION ONLY, DAMS) TO STATE, IN HIS/HER PROFESSIONAL OPINION,
THAT THE SPECIFIC ITEMS OBSERVED AND TESTED WERE INSTALLED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
6-FT WIDE ACCESS
PAD TO OUTLET
STRUCTURE 6-IN
BELOW WEIR
- o-iry
WATER QUALITY ORIFICES:
TWO (2)-12" X 6" ORIFICES ON BOTH
SIDES WITH PEAK TRASH GUARDS
INVERT ELEVATION: 1212.25'
1215.50
TOP SLAB ELEV: 1214.99
1214.50 3"
RIM ELEV:1213.88
lO PERMANENT WET DETENTION POND STORMWATER CONTROL MEASURE (SCM) 'B' NTS
OUTLET STRUCTURE
SECTION X-X
CONCRETE SLAB
MANHOLE RING AND COVER
#4 BARS 8" O.C. E.W.
3"R
T #4 REBAR 6" O.C. E.W.
TRASH RACK (ALL
FOUR SIDES OF
OUTLET STRUCTURE)
WATER QUALITY ORIFICES:
TWO (2)-12" X 6" ORIFICES ON BOTH
SIDES WITH PEAK TRASH GUARDS
INVERT ELEVATION: 1212.25'
6-FT X 6-FT X 2.5-FT DEEP
DEPRESSION UNDER PRINCIPAL
SPILLWAY FOR ADEQUATE
DRAINAGE. TIE BACK TO AQUATIC
BENCH AT 3:1 SLOPE.
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Revisions
No.
Date
SWR #1
2021 AUG 13
SWR #2
2022 FEB 24
Project Number: 1711-13
Date: 2020 JAN 20
Drawn by: FS
SITE DETAILS
Sheet Number:
C8,1

STATION 1 SIGNJ
3 REPETITION MAXIMUM DEADLIFT
Ee
1/4-IN GALVAN
BOLTED TO
POST FO
GAUGE STEEL
WEATHER, HOT I
2'8.2'8.
DETAIL 1 SHEET C8.19
STATION 2 SIGN
STANDING POWER THROW
DETAIL 2 SHEET C8.19
�4„1
O POST 4" O
BASE PLATE PLAN VIEW
BASE PLATE CROSS SECTION
237.8
221.4
57.4' 8.2'8.2'8.2'8.2'
8'-10.75"
7'-10.75"
AINLESS STEEL BOLTS WITH FLAT
STAINLESS STEEL WASHERS AND UPHILL SIDE
LOCKING NUTS (TYP.)
LESS STEEL 6-IN
EAD (OR EQUIVALENT)
FLAT STAINLESS
HERS (TYP.)
T FOOT FASTENED
;ONCRETE
STATION 4 SIGN
SPRINT -DRAG -CARRY
DETAIL 4 SHEET C8.19
CAP TOP CONTINUOUS WELD`
ALL WEATHER STEEL BAR HOT
DIP GALVANIZED
1.5" DIAMETER BAR
STAINLESS STEEL --
LOCKING NUTS (TYP.)
STAINLESS STEEL BOLTS WITH FLAT
STAINLESS STEEL WASHERS (TYP.)
POST: 4-IN X 4-IN 11 GAUGE STEEL
TUBE POST. ALL WEATHER, HOT
DIP GALVANIZED.
5-2"
18" STEP-UP
BOLTED TO
POST
24" STEP-UP
BOLTED TO POST
SOLID WALL 8" SCH 40 PVC MANIFOLD, CONNECT
8.2'8.2'8
8.04'
16.4" 16.4'
16.4'
16.4'
\ \
\ \
\ \ \
\
I
15' TO
SEAM \ \ \ \
\ \ \ \
\
171 ________
_1_ _1 _l _/ 1 _1_ _l _� _ _ _ _ __ 1 _
- - -
\
/
\
WHITE TURF v \ \
STRIPE (TYP.) YELLOW TURF / / /8
12.4' TO SEAM STRIPE (TYP.) \ \/
�A
2' 7
j j
87'
v v \
YELLOW TURF
STRIPE
\
\
(TYP.)
-----
---
-----------------
---------------------4" SCH 40 PERFORATED PVC UNDERDRAI N --
15' TO
SEAM
98.43' TURF LENGTH
\�\\\\
_f_�_ 7'_ f_f_f _,�_�_f_f_�_ �_ f_ f__ __�_�_ f_ f _,�_ �_
__ f_�_7_,_ f_
__ f__�_
5
-
7 /� T � T 7 /7 7 T' /� T' f 7' /� T
\\\\ -\v,v
7' /�
5
13.66' TO SEAM ARTIFICIAL TURF
GRASS, REFER TO 82.02'
YELLOW TURF DETAIL 5 THIS SHEET / TURF/
-
---
---STRIPE (TYP_) - - �_ _�---� - - - WIDTH
- - - - - -- ------------------------- - - --- -=
\ \- �- -
---�- 7
-� T-
\Z
Z
-
---- - - - - -----777 - -�- - - - - - -- ------ - - -���
7/����
15' TO SEAM
--U
---
YELLOW TURF WHITE TURF
� � STRIPE (TYP.) A
-- - -� - - - -� - - - -�- STRIPE (TYP.) - -- --- --
\ \ \ \
__ _ - -- - -
\ Q
--�-L) ---
,---
10.96' TO
SEAM / /
�z -
i
-�-------------
4" SCH 40 PERFORATED PVC UNDERDRAIN
-=------------------------------=----=--�-
NOTES:
1. STRIPING ON CONCRETE TO BE 4-IN WIDE THERMOPLASTIC.
2. STRIPING ON THE TURF TO BE COLORED "GRASS" FIBERS WOVEN INTO
THE TURF.
3. SIGNAGE SHALL BE LOCATED WITHIN THE CONCRETE APRON ON BOTH
SIDES OF THE 10-LANE AREA AS SHOWN ABOVE.
10-LANE ACFT FIELD
.e
1.5" DIAMETER BAR
11 GAUGE STEEL FLANGE
WELDED TO END OF BAR
AND BOLTED TO POST (TYP.).
18" STEP-UP
BOLTED TO
POST
a �
4 4
24" STEP-UP
BOLTED TO POST
NOTES:
1. PROVIDE SHOP DRAWING FOR KNEE -TUCK BAR ASSEMBLY. BASIS OF DESIGN IS BEAVERFIT.
CONTACT SAM HOVIG AT [phone], [e-mail]
2. POSTS TO BE 4-IN X 4-IN X 11 GAUGE THICK GALVANIZED STEEL TUBING.
3. BAR TO BE 1.5-IN DIAMETER GALVANIZED AND POWDER COATED SEMI GLOSS, LIGHT GRAY.
4. ALL MATERIALS TO BE HOT DIP GALVANIZED (BURRS REMOVED) POWDER COATED SEMI
GLOSS, LIGHT GRAY UNLESS OTHERWISE NOTED.
5. BOLTS IN CONCRETE SHALL BE SET IN CONCRETE ANCHORING EPDXY.
6. TALL POST TO GO ON THE DOWNHILL SIDE TO LEVEL BARS ON SLOPING GROUND.
9'-1.25"
8'-1.25"
CONCRETE PAVEMENT (REFER
TO DETAIL 4 SHEET C8.0 FOR
CONCRETE SECTION)
POST FOOT FASTENED
DOWNHILL SIDE TO CONCRETE (TYP.)
STATION 6 SIG
DETAIL 6 SHEET C8.19
STAPLE OR NAIL TURF TO
COMPOSITE WOOD BORDER
AROUND PERIMETER
2X4 COMPOSITE WOOD
PERIMETER BOARD
CONCRETE SIDEWALK
(REFER TO DETAIL 4
SHEET C8.0)
a
EDGE OF CONCRETE SLAB
(REFER TO DETAIL 4
SHEET C8.0 FOR
CONCRETE SECTION)
EXERCISE MAT (PLANK)
SEE DETAIL 3 THIS SHEET
KNEE -TUCK BARS
SEE DETAIL 4 THIS SHEET
SILICA SAND INFILL
FASTEN BOARD TO
CONCRETE
EDGE OF CONCRETE SLAB
(REFER TO DETAIL 4
SHEET C8.0 FOR
CONCRETE SECTION)
SCALE 1 "=10'
NOR
0 10' 20'
5/16" X 3"
5/16" X 3"
1/4"
GALVANIZED J-BOLT
GALVANIZED J-BOLT
1/4"
RECESSED
RECESSED
1 °
2"
FA
2"
4„
5/16" DRILLED
CONCRETE
BOLT SET IN CONCRETE
3/4"
WEEPHOLE
I
ANCHORING EPDXY
0
O
ABC STONE BASE, REFER
TO DETAIL 4 SHEET C8.0
NOTES:
1. AFTER CONCRETE IS SET, CORE 3-IN DIAMETER, APPROXIMATELY 2-IN
DEEP HOLE.
2. INSTALL 5/16-IN X 3-IN J-BOLT IN CONCRETE ANCHORING EPDXY.
3. TOP OF BOLT SHALL BE RECESSED BELOW TOP OF CONCRETE BY
APPROXIMATELY 1/4-IN.
1" HIGH ARTIFICIAL TURF GRASS
RECESSED J-BOLT
NTS
DRAINAGE GROOVES ON
BOTTOM SIDE OF MAT
NOTES:
1. 3/4-IN THICK RUBBER STALL MAT (USED FOR PLANK
MAT AND PUSH-UP MAT)
2. MAT BOLTED TO CONCRETE WITH 2.5-IN STAINLESS
STEEL BOLTS APPROX. 2-FT ON CENTER.
EXERCISE MAT
NTS
3-IN AT CENTER, BOTTOM OF (MIN) #78
o #78 STONE CROWNED AT 1% o WASHED STONE
1 /0 1 /o (90 /o COMPACTION)
_ NON -WOVEN GEOTEXTILE FABRIC 12-IN #57 WASHED STONE (4-IN
' 1 1 1 ' I I I ' I ON TOP AND BOTTOM OF PIPE)
II II
COMPACTED SUBGRADE��
16.40'
SUB -DRAIN 4" SCH 40 PVC PERFORATED PIPE. CONNECT TO SOLID -WALL 8" SCH
40 PVC MANIFOLD AS SHOWN IN THE ACFT FIELD DETAIL ABOVE. CONNECT 8"
SMOOTH -WALL PVC TO STORM PIPING AS SHOWN ON SHEET C4.1.
NOTES:
1. BASIS OF DESIGN/PERFORMANCE SPEC IS "SYNSPORT" BY SYNLAWN.
2. TURF TO BE INSTALLED BY CERTIFIED INSTALLER. SYNLAWN CONTACT IS TANNER HATLEY AT [phone],
[e-mail]
3. PROVIDE ARTIFICIAL TURF WITH THE FOLLOWING SPECIFICATIONS:
A. PILE HEIGHT 1"
B. COLOR: GREEN
C. WATER PERMEABILITY 300 IN/HR OR GREATER
D. TURF MATERIAL: POLYETHYLENE
E. INFILL MATERIAL: SILICA SAND APPLIED AT 2LB/SF
F. "STRIPES" TO BE 4" WIDE POLYETHYLENE OF SPECIFIED COLOR WOVEN INTO THE ARTIFICIAL TURF.
G. ASTM D2859, F1292, F1551, F1951 CERTIFIED
4. UNDERDRAINS TO BE 4" PERFORATED PVC, "MANIFOLD" LINE TO BE 8" SOLID -WALL PVC.
5. ANY "GRAIN" IN THE ARTIFICIAL TURF SHALL RUN FROM RIGHT TO LEFT ALONG THE LANE.
6. SEAMS IN ARTIFICIAL TURF SHALL BE LOCATED TOWARDS THE EDGE OF A LANE, NOT IN THE CENTER OF A
LANE. SEAMS SHOULD BE GLUED WITH SUITABLE SEAMING GLUE AND SEAMING CLOTH, NOT ADHESIVE TAPE.
7. #78 STONE COMPACTED TO 90% COMPACTION.
4O KNEE -TUCK BARS NTS 5O ARTIFICIAL TURF WITH UNDERDRAINS NTS
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Revisions
No.
Date
SWR #1
2021 AUG 13
SWR #2
2022 FEB 24
Project Number: 1711-13
Date: 2020 JAN 20
Drawn by: FS
SITE DETAILS
Sheet Number:
C8.18