SW3210803_Plansheet - Misc. Detail_20210915

LTITJ 11: 1 a lo I =I a L, EOXL9 laknin =I mil zi zi 1:10T."Tel m
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
10'-O"MIN.
F-A
0 CD CD
CD
0 SANDBAGS P.)
OR STAPLET
0
1-
0
Z
9
0
10 MIL
PLASTIC - SANDBAGS LINING
SIDE SLOPE OR STAPLEATY
0
9
0
0 CD CID
0
CD
LA Eli-
-
CLEARLY MARKED SIGNAGE
SECTION A -A
CONCRETE
NOTING DEVICE (18"X24' MIN.)
WASHOUT
NOTES
77��
1. ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE
MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES
75% OF THE STRUCTURES CAPACITY.
PLAN
&CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARY MARKED WITH SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE
NOT TO SCALE
HIGH
10'-O"MIN.
SANDBAGSTP.)
COHESIVE &
p-B
6R STAPIE'
OR STAPLE
LOW FILTRATION
HIGH
HIGH
SOIL BERM
10 MIL
10 MIL COHESIVE &
COHESIVE &
0 CD CD 0
PLASTIC LINING LOW FILTRATION
PLASTIC LINING LOW FILTRATION
1:1 SIDE SLOPE SOIL BERM
�j SIDE SLOPE SOIL BERM
0 0
YP
(TYP.)
0 0
<
>
z X
X
5 - 5<
0 0
t4
0
2'-0"
CD CD
SECTION B-B
LB
SANDBAGS P.)
NOTES:
OR STAPLEP
1. ACTUAL LOCATION DETERMINED IN FIELD
CLEARLY MARKED SIGNAGE
2. THE CONCRETE WASHOUT STRUCTURES
CONCRETE
NOTING DEVICE (18 X24- MIN
SHALL BE MAINTAINED WHEN THE LIQUID
WASHOUT
AND/OR SOLID REACHES 75% OF THE
77��
STRUCTURES CAPACITY TO PROVIDE
ADEQUATE HOLDING CAPACITY WITH A
MINIMUM 12 INCHES OF FREEBOARD.
PLAN
&CONCRETE WASHOUT STRUCTURE NEEDS
TO BE CLEARY MARKED WITH SIGNAGE
NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
CONCRETE WASHOUT DETAIL
NOT TO SCALE
\VFILL SLOPE (3:1 MAX.)
SIDE SLOPE (3:1 TYP.)
2' MIN.
7
FINISH GRAD
NATURAL GROUND
L/ 2' MIN. L/
I(BORROW AREA) I
N
COMPACTED BERM
DEPTH OF TEMPORARY DITCH,
BOTTOM WIDTH (VARIES)
NOTE:
1. DITCH SHOULD HAVE MINIMUM LONGITUDINAL SLOPE OF 0.5%.
2. SILT FENCE MAY BE REQUIRED BEHIND BERM.
3. STABILIZE, SEED, AND MULCH IMMEDIATELY AFTER INSTALLATION.
4. LINERS SELECTED SHALL MEET OR EXCEED REQUIRED SHEAR STRESS SHOWN IN TABLE BELOW.
TEMPORARY DITCH MAINTENANCE NOTE:
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE
SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND
MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE
THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY
STABILIZE IT.
DEPTH
(FT)
TOP WIDTH
(FT)
*BOTTOM WIDTH
(FT)
SIDE SLOPE
(H:V)
CHANNEL LINING
TYPE
SHEAR
STRESS
(PS F)
SLOPE
(FT/FT)
AREA
(ACRES)
LENGTH
(FT)
CWD #1
1.50
10.00
1.00
3
STRAW W/NET
1.17
0.045
0.70
218
CWD #2A
1.50
10.00
1.00
3
SYNTHETIC MAT
0.68
0.020
1.51
420
CWD #2B
1 1.50
10.00
1.00
3
SYNTHETIC MAT
1.98
0.070
1.88
1 270
TDD #1
1.50
10.00
1.00
3
STRAW W/NET
0.90
0.050
0.20
210
TDD #2
1.50
10.00
1.00
3
SYNTHETIC MAT
1.12
0.071
0.33
311
TDD#3
1.50
10.00
1.00
3
STRAW W/NET
0.23
0.011
0.13
98
TDD#4
1.50
10.00
1.00
3
SYNTHETIC MAT
0.63
0.038
0.27
296
TDD#5
1.50
10.00
1.00
3
STRAW W/NET
0.81
0.055
0.14
202
TDD#6
1.50
10.00
1.00
3
SYNTHETIC MAT
1.23
0.111
0.21
341
TDD#7
1.50
10.00
1.00
3
STRAW W/NET
0.87
0.083
0.09
112
TDD#8
1.50
10.00
1.00
3
STRAW W/NET
0.89
0.055
0.17
201
*SYNTHETIC MAT SHALL BE AMERICAN EXCELSIOR CURLEX 11 MAT OR APPROVED EQUAL
TEMPORARY DIVERSION DITCH (TDD) I
CLEAN WATER DITCH (CWD).
NOT TO SCALE
I IS I ADDRESSED COMMENTS FROM TOWN OF WEDDINGTON AND NCDEQ 09110120211
1 A I ADDRESSED COMMENTS FROM TOWN OF WEDDINGTON AND NCDOT 08104
1 REV.NO. I DESCRIPTIONS DATE
2
CLASS B RIP RAP-,,, 1 1
A AND B ARE AT EQUAL ELEVATIONS
V-6" MIN.
4' TO 6'
CROSS SECTION
# 5 WASHED STONE
FLOW 21, MAX
AT CENTER
PLAN
GENERAL NOTES:
1. RIPRAP SIZE TO BE DESIGNED BY ENGINEER.
2. CHECK DAMS MAY BE USED IN SLOPING DITCHES
OR CHANNELS TO SLOW VELOCITY OR TO CREATE
SEDIMENT TRAPS.
3. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS PLACES THE
TOE OF THE UPSTREAM DAM AT THE SAME ELEVATION AS THE
DOWNSTREAM DAM (SEE DIAGRAM ABOVE).
Maintenance Ins} ed check &anis and chamelsat lemmeeki), mid aflereach.mpifican1/2
inch or gemez) mmfzE event and repmu immt4±ately.. aeum suit sedimlew,
istirm, Iunbs, or odier debns that cuffld clog th,- chamiel vuben needed.
Ankipale submergence aml ikposLciu abuwe lime check cbm and elastun A, am,
high fiows arcmui the edges cif the, dam- CaTrectaill daiamp immrdmiely. If
siguilkantercigion occurs Lxzvecm 1-mr, addihomil nwimgiuvs can I'm naken
such as, histalling, a proi rips ap finer in dhit portion of the chancel
Renwve iedimeri icuumlated behlmd the d2nis as needed to pre%vut d2mage
to chamiel %legetatLon, mflmv the chai to drain dacugh the stmw check- dam-4
aEd Fyievent large flows frorn rarrpng sedinimt over die, dam. Add stores, to
dims as needed to manntiin ilem,gh p bets, t ancl cross sectm.
TEMPORARY ROCK CHECK DAM
NOT TO SCALE
50'-0" (MINIMUM)
RIGHT-OF-WAY
6'-0" 181-0ll 1 6'-0" 5�-O"
SHOULDER PAVEMENT SHOULDER DITCH
1/4" PER FT. (TYP.) 1/4" PER FT. (TYP.)
PROP. DITCH TO BE 0
INSTALLED ON BOTH ()QB .08
SIDES OF ROAD
(REFER TO PLAN B C L4
SHEETS)
4'-0"
EOP
WATER MAIN
NOTES: PAVEMENT STRUCTURE WITHIN NCDOT R/W PAVEMENT STRUCTURE OUTSIDE NCDOT R/W
(FROM OLD MILL RD EOP TO EXISTING R/W) (INTERNAL TO DEVELOPMENT)
1. SUBGRADE SHALL BE COMPACTED TO A DENSITY OF 100% IN OA 3" - S9.5C (FINAL 1 1/2" NOT TO OA 1 1/2" BITUMINOUS CONCRETE SURFACE COURSE, S9.5B
ACCORDANCE WITH AASHTO-T99 AND NCDOT SPECIFICATIONS BE INSTALLED UNTIL 80% BUILDOUT)
SECTION 500. @ 3" - 119.00 @ 1 1/2" BITUMINOUS CONCRETE SURFACE COURSE, S9.5B
2. AGGREGATE BASE COURSE SHALL BE COMPACTED TO A DENSITY 10" COMPACTED AGGREGATE BASE COURSE OR 5"
OF 100%. 5" - B25.00 BITUMINOUS CONCRETE BASE COURSE, B25.00
3. ASPHALT COMPACTION SHALL BE IN ACCORDANCE WITH NCDOT
SECTION 610.
4. IF REQUIRED BY THE TOWN, TESTS SHALL BE CONDUCTED BY AN
INDEPENDENT TESTING FIRM AT THE DEVELOPERS EXPENSE.
5. FINAL LIFT OF PAVEMENT SHALL NOT BE PLACED UNTIL AFTER
80% OF HOME SITES ARE DEVELOPED. THE FINAL LIFT OF
PAVEMENT SHALL NOT BE PLACED FOR STREETS THAT WILL BE
CLOTH USED TO ACCESS FUTURE PHASES UNTIL THOSE PHASES REACH
80% BUILD -OUT.
TYPICAL SECTION
RESIDENTIAL LOCAL STREET W1 SHOULDER AND DITCH.
(FROM TOWN OF WEDDINGTON STD NO. 100 (SEPT 2014))
FLOW
COMPACTED BERM
SIDE SLOPE (3:1 TYP.) - MAY BE REQUIRED
FINISH GRADE --i
NATURAL GROUND PUMP DISCHARGE HOSE -
A14 7-Ij
GRo
FLOW
\- DEPTH OF PERMANENT DITCH (1.5 FT)
BOTTOM WIDTH (SEE CHART THIS SHEET) J (UNLESS OTHERWISE NOTED)
(SEE TABLES THIS SHEET)
PERMANENT NON -ROADSIDE DITCH
SHOULDER
(VARIES SEE DRAWINGS)
FINISH on.- - --
COMPACTED 1 FT BERM
@ 3:1 MAYBE REQUIRED
/
" A7*U < KNI K
P,4L GROUND
FORE SLOPE
3:1 TYP
BACK SLOPE
3:1 TYP N
DEPTH OF PERMANENT DITCH (1.5 FT)
BOTTOM WIDTH (1 FT) (UNLESS OTHERWISE NOTED)
(UNLESS OTHERWISE NOTED) (SEE TABLES THIS SHEET)
(SEE TABLES THIS SHEET)
PERMANENT ROADSIDE DITCH
NOTE:
1. DITCH SHOULD HAVE MINIMUM LONGITUDINAL SLOPE OF 0.5%.
2. SILT FENCE MAY BE REQUIRED BEHIND BERM.
3. STABILIZE, SEED, AND MULCH IMMEDIATELY AFTER INSTALLATION.
4. LINERS SELECTED SHALL MEET OR EXCEED REQUIRED SHEAR STRESS SHOWN IN TABLE BELOW.
MAINTENANCE NOTE:
INSPECT PERMANENT DIVERSIONS AFTER EVERY RAINFALL DURING THE CONSTRUCTION OPERATION.
IMMEDIATELY REMOVE ANY OBSTRUCTIONS FROM THE FLOW AREA, AND REPAIR THE DIVERSION RIDGE.
CHECK OUTLETS, AND MAKE TIMELY REPAIRS AS NEEDED. MAINTAIN THE VEGETATION IN A VIGOROUS,
HEALTHY CONDITION AT ALL TIMES.
DEPTH
(FT)
TOP WIDTH
(FT)
*BOTTOM WIDTH
(FT)
SIDE SLOPE
(H:V)
CHANNEL LINING
TYPE
SHEAR
STRESS
(PS F)
SLOPE
(FT/FT)
AREA
(ACRES)
LENGTH
(FT)
PD #1
1.50
10.00
1.0
3
STRAW W/ NET
1.17
0.050
0.91
210
PD #2
1.50
10.00
1.0
3
SYNTHETIC MAT*
1.96
0.071
1.40
311
PD #3
1.50
10.00
1.0
3
STRAW W/ NET
0.41
0.011
0.58
98
PD #4
1.50
10.00
1.0
3
SYNTHETIC MAT*
1.28
0.038
2.27
296
PD #5
1.50
10.00
1.0
3
STRAW W/ NET
0.81
0.055
0.14
202
PD #6
1.50
10.00
1.0
3
SYNTHETIC MAT*
1.23
0.111
0.21
314
PD #7
1.50
10.00
1.0
3
STRAW W/ NET
0.87
0.083
0.09
112
PD #8
1.50
10.00
1.0
3
STRAW W/ NET
0.89
0.055
0.17
201
PD #9
1.50
10.00
1 1.0
3
STRAWW/NET
0.46
1 0.006
1 4.111
40
PD#10
1.50
10.00
1 1.0
3
STRAW W/ NET
0.45
1 0.010
1 1.64
363
*SYNTHETIC MAT SHALL BE AMERICAN EXCELSIOR CURLEX 11 MAT OR APPROVED EQUAL
PERMANENT DITCH
NOT TO SCALE
46,
tC
A
EA
043852
1VxIQM&(.REED
8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
NC License# F-1222
www.mckimcreed.com
SILT BAG
12 IN MIN.
ULCH, LEAF/WOOD COMPOST,
PLAN VIEW WOODCHIPS, SAND, OR STRAW BALES
STRAP
SLOPE
5% MAX.
ELEVATION ` FILTER BAG L8 IN MIN.
CONSTRUCTION SPECIFICATIONS
1. TIGHTLY SEAL SLEEVE AROUND THE PUMP DISCHARGE HOSE WITH A STRAP OR SIMILAR DEVICE.
2. PLACE FILTER BAG ON SUITABLE BASE (E.G., MULCH, LEAF/WOOD COMPOST, WOODCHIPS, SAND, OR
STRAW BALES) LOCATED ON A LEVEL OR 5% MAXIMUM SLOPING SURFACE. DISCHARGE TO A
STABILIZED AREA. EXTEND BASE A MINIMUM OF 12 INCHES FROM EDGES OF BAG.
3. CONTROL PUMPING RATE TO PREVENT EXCESSIVE PRESSURE WITHIN THE FILTER BAG IN ACCORDANCE
WITH THE MANUFACTURER RECOMMENDATIONS. AS THE BAG FILLS WITH SEDIMENT, REDUCE PUMPING
RATE.
4. REMOVE AND PROPERLY DISPOSE OF FILTER BAG UPON COMPLETION OF PUMPING OPERATIONS OR
AFTER BAG HAS REACHED CAPACITY, WHICHEVER OCCURS FIRST. SPREAD THE DEWATERED SEDIMENT
FROM THE BAG IN AN APPROVED UPLAND AREA AND STABILIZE WITH SEED AND MULCH BY THE END
OF THE WORK DAY. RESTORE THE SURFACE AREA BENEATH THE BAG TO ORIGINAL CONDITION UPON
REMOVAL OF THE DEVICE.
5. USE NONWOVEN GEOTEXTILE WITH DOUBLE STITCHED SEAMS USING HIGH STRENGTH THREAD. SIZE
SLEEVE TO ACCOMMODATE A MAXIMUM 4 INCH DIAMETER PUMP DISCHARGE HOSE. THE BAG MUST BE
MANUFACTURED FROM A NONWOVEN GEOTEXTILE THAT MEETS OR EXCEEDS MINIMUM AVERAGE ROLL
VALUES (MARV) FOR THE FOLLOWING:
GRAB TENSILE 250 LB ASTM D-4632
PUNCTURE 150 LB ASTM 0-4833
FLOW RATE 70 GAL/MIN/Fr ASTM D-4491
PERMITTIVITY (SEC-1) 1.2 SEC-' ASTM D-4491
UV RESISTANCE 70% STRENGTH 0 500 HOURS ASTM D-4355
APPARENT OPENING SIZE (AOS) 0,15-0.18 MM ASTM D-4751
SEAM STRENGTH 9OX ASTM D-4632
6. REPLACE FILTER BAG IF BAG CLOGS OR HAS RIPS, TEARS, OR PUNCTURES. DURING OPERATION KEEP
CONNECTION BETWEEN PUMP HOSE AND FILTER BAG WATER TIGHT. REPLACE BEDDING IF IT BECOMES
DISPLACED.
FILTER BAG DETAIL.
NOT TO SCALE
BROOM FINISH
jc$L4U V.16�
CHAUP15iWCES IN
LA40SCAPIE ARFAS T0(X
EA ryusH ouh
LJ ALWINPIC SUP ES N
PAVED AREAS,
CIIIJ muhE NU) 1 SURFACE �25 KH
PENTOOT ON ALL SIDES
FPJR rANN4F
r
S1 PL WESER PAL)
CSU PEOESIAL (orm METAL PEDEIJAL ONLY)
­­-VATCH EX61ING, GRADE It,
("y' �Sx PZEO APEAS
cLOPT SUFFVE .25 KH PER F1COT
r41' 4,00 14N. LahALL SIDES FOR rAAJNAIr
1 4 M MIN14,00 CID4704S molwim.
16AY
-7
MWEL 04 C KI) 5 HED
(CMIT AHERE
L X 4,100 7 r QUO 7 ROCY
!V,
MIN AX, FROST CEFTH
FRM W
SOJI OR WELLUWSTJRf1
COUVACTED SOUL.
1, C04CRETE vAkL HAVE A CDWIRES!jw,E OF 10X 111.4 �b'. MW R.Ai REDHEAD WAWLT wv w farmsal-tedbtad,corl)
0 28 DAYS, CONTAIN 4Z MIN. - 6,% MAX, AN ENTRAVIVENT AND CALIOANIZET� 1/2' COUVER x 7 NtYALL LENCI)t CATALO' , AL� ii 11 '401
4� 'LUMP IN Y= 1AITH k' 'in HE PLACED '01RH A 115 -4A$0 S NbUBF-R., 'OtS-1270G
2" RENFORCK,S11EEL RODS SHAL CONFORY TO ASTU A05. GRADE 60. N54RE IHAI THE MAIN. EMBEDMENT IN CONCREIE 6 AT I.Ek7�
'�Q;T
Or HL11 KWIK BOLT 11-1/2" DIAMETER x 5-1/2"
CARALL LEWJH C RAAL STUV
CALVAMM, CATALCC 4z 00O-453-696 CJLVANIZED, 1/2' WWI& W, �-112' NERALL UENCIIH; CkTAI
KIT 11 12-512� STAINLESS SIIEEL� CATALOG #� 033-04-744 NvvmER. 7124
ENSURE THAT THE WIN, EMBEDMENT IN COMCRETE IS Al LEAST 3-1/2', ENSURE 1HA7 THE MIN. NaEDVDIT 1*4 CONCRETE IS AT LEAST
E R BOX UNIT (CB,U) IN STAL LATON
�SINGLE UNIT G 1 -
rAr, � F7W 0 Y12�
2 Z2i
JUmallbWVAMeb/01-Z� re6 rc'�' 1 /2' T-0- 71��­-­-I VSK Srdt 4.vx,&
EXISTING
SAND
THE WORK SHALL CONSIST OF INSTALLING A PUMP AROUND MEN CONSTRUCTION ACTIVITIES TAKE PLACE
WITHIN THE STREAM CHANNEL.
11. MATERIAL SPECIFICATIONS
SANDBAGS: SANDBAGS SHALL CONSIST OF MATERIALS WHICH ARE RESISTANT TO ULTRAVIOLET RADIATION,
TEARING AND PUNCTURE, AND WOVEN TIGHTLY ENOUGH M PREVENT LEAKAGE OF FILL MATERIAL (i.e., SAND,
FINE GRAVEL ETC.).
III. CONSTRUCTION REQUIREMENTS
1. ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE INSTALLED AS THE FIRST ORDER OF WORK.
2. THE HEIGHT OF THE SANDBAGS SHALL BE AS INDICATED IN SECTION A -A. THE SANDBAGS SHALL BE
PLACED ON A SMOOTH PREPARED SURFACE.
3. ALL EXCAVATED MATERIALS SHALL BE DISPOSED OFF OUTSIDE THE 100 YEAR FLOOD PLAIN UNLESS
APPROVED ON THE PLANS BY THE WRA.
4. ALL DEWATERING OF THE CONSTRUCTION AREA SHALL BE PUMPED TO A WRA APPROVED DEVICE.
5. THE PUMP SHALL BE OF SUFFICIENT SIZE TO CONVEY NORMAL STREAM FLOW.
6. SEDIMENT CONTROL DEVICES ARE M REMAIN IN PLACE UNTIL ALL DISTURBED AREAS ARE STABILIZED AND
THE INSPECTING AUTHORITY APPROVES THEIR REMOVAL.
STREAM CROSSING CONSTRUCTION SEQUENCE:
1. CONTRACTOR SHALL SELECT A PROPOSED SIZE AND LOCATION FOR THE SILT BAG AND SEEK APPROVAL
FROM NCDEQ INSPECTOR PRIOR TO INSTALLATION.
2. INSTALL SILT BAG AS APPROVED BY NCDEQ INSPECTOR.
3. INSTALL UPSTREAM PUMP AND TEMPORARY FLEXIBLE HOSE TO OUTLET DOWNSTREAM OF PROPOSED
STREAM WORK BUT WITHIN THE LIMITS OF DISTURBANCE.
4. PLACE UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING OPERATIONS FOR STREAM DIVERSION.
5. PLACE DOWNSTREAM IMPERVIOUS DIKE AND INSTALL PUMPING APPARATUS TO DEWATER THE ENTRAPPED
AREA.
6. INSTALL THE PROPOSED PERMANENT CULVERTS IN ACCORDANCE WITH THE PLANS WHILE MAINTAINING
THE PUMP AROUND OPERATION. CONTRACTOR SHALL ENSURE THAT IN -STREAM WORK IS CONDUCTED IN
THE DRY AREA.
7. THE PUMP AROUND AREA IS TO BE STABILIZED WITH MATTING AT THE END OF EACH WORK DAY.
8. AFTER INSTALLATION OF THE CULVERTS IS COMPLETE, ENSURE SITE IS STABLE AND EXCAVATE ANY
ACCUMULATED SILT BEFORE REMOVAL OF IMPERVIOUS DIKES. REMOVE IMPERVIOUS DIKES, PUMPS, AND
TEMPORARY FLEXIBLE HOSE. (DOWNSTREAM IMPERVIOUS DIKE FIRST).
9. DIVERT STREAM FLOW THROUGH THE CONSTRUCTED CULVERT.
10. REMOVE SILT BAG AND PROPERLY DISPOSE OF CAPTURED SEDIMENT AND SILT BAG. STABILIZE DISTURBED
AREAS WITH SEED AND MULCH.
11. BEGIN FILL OF ROADWAY BED.
12. CONTRACTOR TO ENSURE ALL WORK AND DISTURBANCE FALLS WITH THE LIMITS OF DISTURBANCE.
STREAM PUMP AROUND.
NOT TO SCALE
BELLE MAR RESIDENTIAL
0 OLD MILL ROAD
TOWN OF WEDDINGTON, NC
GENERAL DETAILS
r-
DATE:
MAY 2021
MCE PROJ. #
07780-0013
DRAWN
JPM
DESIGNED
JPM
CHECKED
PMN
PROJ. MGR.
PMN
IIIII&I14fail I m
HORIZONTAL
N/A
VERTICAL:
N/A
C8.1
DRAWING NUMBER
B
REVISION
STATUS: PRELIMINARY DRAWING
NOT FOR CONSTRUCTION
1:\07780\0013\PDNR\80-DWG\86-DESIGN\PLAN SHEETS\C8.0 DETAILS.DWG - - - - 09/10/2021 16:27:04

INFLOW DITCH
RIPRAP SLOPE PROTECTION AT INFLOW
(1.25' THICK CLASS B RIPRAP)
RIPRAP SLOPE PROTECTION AT BASIN INFLOW
NTS
100 YR-24 HR = 686.25'-
10 YR-24 HR = 685.25'
1 YR-24 HR = 684.41'
BPE
B ADDRESSED COMMENTS FROM TOWN OF WEDDINGTON AND NCDEQ 0911012021
A ADDRESSED COMMENTS FROM TOWN OF WEDDINGTON AND NCDOT 0810412021
REV.NO. DESCRIPTIONS DATE
REVISIONS
HAND CRANK FOR DRAIN VALVE
TO EXTEND V ABOVE TRASH RACK
TOCS I
VWE
CP
a
8" DIP DRAIN
CONCRETE BASE SHALL BE
MINIMUM OF 62 CF AND BE
CONNECTED TO RISER PER
STRUCTURAL SHOP DRAWINGS
NFK1A4&CKhED
8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
NC License# F-1222
www.mckimcreed.com
AIVI MUK 1
SE
le 9.0'
N.T.S.
TRASH RACK DETAIL
SIDE VIEW
N.T.S.
2"x2"x114"
ANGLE IRON
..r..,.._.. _.,.� ..PRESENTS
ACCESS HATCH TO BE
CONSTRUCTED BY TRASH
oo(-ir PAMDI(-oTr)R. HATCH SHALL
)VER STEPS
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLE IRON TO BE HOT -DIPPED GALVANIZED AND
COATED WITH EPDXY.
3. CONTRACTOR SHALL ANCHOR TRASH RACK TO STRUCTURE
WALL WITH FOUR (4) 4"x114" CONCRETE ANCHOR BOLTS
THROUGH ANGLE IRON.
4. ACCESS HATCH SHALL ALIGN WITH STEPS IN STRUCTURE.
SEE PLAN
TRASH RACK (SEE DETAIL)
1
3
OUTLET CONTROL STRUCTURE (SEE DETAIL)
OPE-1
L6
5.5'
D
t'
D
LO
0
0
t,
i 24" D t'
5'
I II
11 //
0
D o D
o
1' THICK 4000 PSI
CONCRETE
#5 EW. E.F
#5 EW. E.F
NOTE: COLLAR MUST PROJECT 1.5' MIN. FROM BARREL
ANTI -SEEP COLLAR DETAIL
N.T.S.
le 5.0' 4000 PSI CONCRETE
(MIN. 28-DAY STRENGTH)
°
4 °
0.5'
4.0'
°
a
°
a °
O-RING RCP BARREL
CONTRACTOR SHALL PROVIDE STEPS
IN ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 12" O.C.
OUTLET CONTROL STRUCTURE DETAIL
TOP VIEW
N.T.S.
NOTES:
1. EXISTING POND TO BE DE -WATERED PRIOR TO CONVERSION TO
DETENTION POND. REFER TO CONSTRUCTION SEQUENCE ON
DRAWING C1.1 FOR FURTHER DETAIL.
2. DAM MATERIAL AND COMPACTION REQUIREMENTS ARE TO BE
FIELD DETERMINED BY GEOTECHNICAL ENGINEER. ALL WORK
REGARDING THE DAM EMBANKMENT MUST BE MONITORED AND
APPROVED BY GEOTECHNICAL ENGINEER.
3. AN AS -BUILT SURVEY AND ENGINEER'S CERTIFICATION WILL BE
REQUIRED STATING THAT THE POND IMPROVEMENTS MEET THE
REQUIREMENTS OF THE TOWN'S STORMWATER/DETENTION
ORDINANCE.
4. A GEOTECHNICAL REPORT FOR DAM IMPROVEMENTS AND
ENGINEER'S CERTIFICATION FOR SATISFACTORY COMPLETION OF
CONSTRUCTION IS REQUIRED PRIOR TO PROJECT CLOSEOUT.
TOD
24" O-RING RCP
3
1
`ANTI -SEEP COLLARS J
2 COLLARS, 6 FT SPACING, 5'X5' SIZE
(SEE DETAIL)
DETENTION POND — SECTION
NTS
3.0' TOCS
6" (TYP)
684.75'
1.0'
VWE
CPE
DIP ELBOW 4(TYP)
(SEE DETAIL) STEPS AT 12"
MAX SPACING
OPE-1
1 �
Z-1"BASE MIN. THICKNESS
I 6' I
OUTLET CONTROL STRUCTURE - FRONT VIEW
N.T.S.
6" (I.D.) DIP a
WITH 90° BEND,
PAINT WITH SILVER
CORROSION -RESISTANT
PAINT a a
SCREW -ON CAP
WITH 3.0" 0
°
ORIFICE INSIDE
e
a
OF STRUCTURE
a
G °
a
END OF PIPE TO BE
INSTALLED 12" BELOW
PERMANENT POOL ELEVATION
CHANNEL PROTECTION ORIFICE DETAIL
N.T.S.
DETENTION POND ELEVATION INFORMATION
PERMANENT POND ELEVATION
PPE
684.00'
BOTTOM OF POND ELEVATION
BPE
677.00'
TOP OF DAM ELEVATION
TOD
688.00'
OUTLET PIPE UPSTREAM INVERT ELEVATION
OPE-1
677.00'
OUTLET PIPE DOWNSTREAM INVERT ELEVATION
OPE-2
676.55'
VOLUME WEIR INVERT ELEVATION
VWE
684.25'
CHANNEL PROTECTION ORIFICE DIAMETER
CPD
3.0"
CHANNEL PROTECTION ORIFICE INVERT ELEVATION
CPE
684.00'
TOP OF OUTLET CONTROL STRUCTURE ELEVATION
TOCS
686.50'
SEE PLAN
BELLE MAR RESIDENTIAL
0 OLD MILL ROAD
TOWN OF WEDDINGTON, NC
BMP DETAILS
MAINTAIN MIN. 1' OF
COVER OVER PIPE
DATE:
MAY 2021
MCE PROJ. #
07780-0013
DRAWN
JPM
DESIGNED
JPM
CHECKED
PMN
PROJ. MGR.
PMN
FLARED END SECTION
OPE-2
RIPRAP OUTLET
PROTECTION
HORIZONTAL
N/A
VERTICAL:
N/A
C8.3
DRAWING NUMBER
GN
REVISION
>TATus: PRELIMINARY DRAWING
NOT FOR CONSTRUCTION
I:\07780\0013\PDNR\80—DWG\86—DESIGN\PLAN SHEETS\C8.0 DETAILS.DWG ---- 09/10/2021 16:27:19

2-3/8" DIAMETE^ ^^ T
2" MESH CHAIN LINK FABRIC
WOVEN FILTER FABRIC
8' MAX.
2-3/8" DIAMETER POSTS
V
" MESH CHAIN LINK FABRIC
z
gLTER FABRIC
J#5 OR #57 WASHED STONE
Of m Q
'j
FLOW
N t.\\�
0
4"
ANCHOR SKIRT;
EXCAVATE
TRENCH AND
COMPACT
BACKFILL
GENERAL NOTES:
MAINTENANCE NOTES:
1.
WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN
1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY
FOR A PERIOD OF MORE THAN 30 DAYS.
RESPONSIBLE PARTY OR HIS AGENT IMMEDIATELY AFTER EACH
RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL.
2.
STEEL POSTS SHALL BE 2-3/8" DIAMETER AND 5-0" IN HEIGHT.
ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
3.
WIRE FENCING SHALL BE 2" MESH CHAIN LINK FABRIC.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE
PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND THE
4.
TURN SILT FENCE UP SLOPE AT ENDS.
BARRIER STILL IS NECESSARY, THE FABRIC SHALL BE REPLACED
PROMPTLY.
5.
WIRE AND WASHED STONE IS REQUIRED TO BE SHOWN ON PLANS
AT THE TOE OF SLOPES GREATER THAN 10 FEET VERTICAL (2: 1
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS
SLOPE)
REACH HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT
DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE IS
6.
ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE
REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
WHEN GRADING IS ADJACENT TO SWIM BUFFERS, STREAMS OR
GRADE, PREPARED AND SEEDED.
WETLANDS (REFER TO SWIM BUFFER GUIDELINES). THE COLOR
ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF
ENVIRONMENTALLY SENSITIVE AREAS.
7.
DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100
FT OF FENCE.
8.
DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES,
WATERWAYS OR OTHER AREAS OF CONCENTRATED FLOW.
2-3/8" ......��
2" MESH CHAIN LINK
WOVEN FILTER
GENERAL NOTES:
REINFORCED SILT FENCE (SUPER SILT FENCE)
INSTALLATION SPECIFICATIONS AND MAINTENANCE
4' MAX.
1. SEDIMENT FILTER OUTLET AND HARDWARE CLOTH SHALL BE 16
INCHES HIGH BUT NO TALLER THAN 18 INCHES.
2. HARDWARE CLOTH SHALL BE ANCHORED TO THE POSTS SECURELY
USING APPROPRIATE ANCHORS. HARDWARE CLOTH SHALL BE KEYED
IN A MINIMUM OF 12 INCHES IN LENGTH AND BACKFILLED
PROPERLY AS SHOWN IN ABOVE DETAIL. HARDWARE CLOTH TO BE
19 GAUGE, 1 /4" SPACING.
3. POSTS SHALL BE NO MORE THAN 4 FEET APART.
4. SITE OUTLETS AT ANY POINT SMALL CONCENTRATED FLOWS ARE
ANTICIPATED AND AT THE DIRECTION OF THE INSPECTOR.
5. ONE ACRE MAXIMUM DRAINAGE AREA PER OUTLET.
2-3/8" DIAMETER POSTS
HARDWARE CLOTH
WASHED STONE
(NCDOT #5 OR #57)
FLOW
ANCHOR SKIRT;
EXCAVATE TRENCH
AND COMPACT
BACKFILL
MAINTENANCE NOTES:
1. FILTER OUTLETS SHALL BE INSPECTED BY THE FINANCIALLY
RESPONSIBLE PARTY OR HIS AGENT IMMEDIATELY AFTER
EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED
RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE
IMMEDIATELY.
2. THE STONE SHALL BE REPLACED PROMPTLY AFTER ANY
EVENT THAT HAS CLOGGED OR REMOVED IT.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS
REACH HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT
DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE
OUTLET IS REMOVED SHALL BE DRESSED TO CONFORM TO
THE EXISTING GRADE, PREPARED AND SEEDED.
REINFORCED SILT FENCE (SUPER SILT FENCE) OUTLET DEVICE
INSTALLATION SPECIFICATIONS AND MAINTENANCE
-
EA
t4 : z,
vNFK1A4&C_MEjj
8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
NC License# F-1222
www.mckimcreed.com
#5 WASHED STONE -
1' THICK x THIGH (MIN.)
NCDOT #5 OR #57 WASHED STONE
F0 W
GENERAL NOTES:
\<
O rl OCC R RIP PAP
PERSPECTIVE VIEW
r1ol
8' MINIMUM
SECTION
,1»1►1y/:lC4ODALTA /J:l
RIP RAP HEADWALL, 1' MIN
CLASS B RIP RAP HEIGHT FROM ROAD SHOULDER
/ FINISH GRADE
1. GRAVEL AND RIP RAP FILTER BERM BASIN SHOULD BE USED TO
PROTECT PIPE INVERTS THAT DRAIN 10 ACRES OR LESS.
2. DIMENSIONS SHOWN ARE THE MINIMUM ACCEPTED UNLESS
OTHERWISE NOTED.
3. IN LIEU OF RING FILTER, THE OUTLET PIPE MAY BE COVERED WITH
HARDWARE CLOTH, RIP RAP AND WASHED STONE WHERE A SPILLWAY
IS NOT REQUIRED.
LTA Fail ILl III I=1Ll Fail Ll[4:111111Ll16119*5
INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (112 INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE SEDIMENT STORAGE
AREA TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS
ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE
SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA AND
REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE. ANY RIPRAP DISPLACED FROM THE
STONE HORSESHOE MUST BE REPLACED IMMEDIATELY.
AFTER ALL THE SEDIMENT PRODUCING AREAS HAVE BEEN PERMANENTLY
STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT.
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE
PERMANENT GROUND COVER.
ROCK PIPE INLET PROTECTION
NOT TO SCALE
ALTERNATE WALL
CONFIGURATION -
I
_I
PLAN
3.1 SCOPE
T a
�T
SECTION
SEE STD. 20.23 AND 20.24
o
-14
_�Tj E ITI _
TABLE OF DIMENSIONS
D
T
A
B
c
E
L
WT,
12"
2-1/4"
4"
2'-0-
4'-1"
2'-0'
6'-l'
730
15"
2-1/4"
6"
2'-3"
3'-10"
2'-0-
6'-1'
730
18"
2-1/2"
9"
2'-3"
V-10"
3'-0-
6'-1'
1190
24"
3"
10"
3'-8"
2'-6"
4'-0'
6'-2-
1770
30"
3-1/2"
l'-O"
4'-6"
l'-8"
5'-0'
6'-2'
2380
38"
4"
l'-3"
5'-3"
2'-11"
8'-O"
8'-2'
5320
42"
4-1/2"
V-9"
5'-3"
1 2'-11"
6'-6"
8'-2"
5920
48"
5"
2'-0'
6'-0'
2'-2"
7'-0'
8'-2
7470
54'
5-1/2"
2'-3"
5'-6"
2'-10"
7'-8"
8'-4'
Salo
60"
6"
2'-6"
5'-0"
3'-3"
8'-0"
8'-3'
11180
66"
6-1/2"
3'-0"
6'-0"
2'-3"
8'-6"
8'-3'
12530
72"
7"
1 3'-0"
6'-6"
1'-9"
9'-O"
8'-3"
13980
GENERAL NOTES:
1. SEE FORMER NCDOT STANDARD 310.01 FOR DETAILS.
2. REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS
OF REINFORCED CONCRETE PIPE OF UKE DIAMETER PER
AASHTO M170, TABLE 2, WALL B.
3. ALL CONCRETE TO BE 3600 P.S.I COMPRESSIVE STRENGTH.
4. PROVIDE TONGUE OR SPIGOT JOINT AT INLET END SECTION.
5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION.
6. THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
END VIEW NOT TO SCALE
FLARED END SECTION DETAIL
NOT TO SCALE
Construction 1. Ensure that the subgrade for the filter and riprap follows the required lines
and grades shown in the plan. Compact any fill required in the subgrade to the
Specifications density of the surrounding undisturbed material. Low areas in the subgrade on
undisturbed soil may also be filled by increasing the riprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits
shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly
protected from punching or tearing during installation. Repair any damage by
removing the riprap and placing another piece of filter cloth over the damaged
area. All connecting joints should overlap so the top layer is above the
downstream layer a minimum of 1 foot. If the damage is extensive, replace
the entire filter cloth.
4. Riprap maybe placed by equipment, but take care to avoid damaging the
filter.
5. The minimum thickness of the riprap should be 1.5 times the maximum
stone diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard,
angular, highly weather -resistant and well graded.
7. Construct the apron on zero grade with no overfill at the end. Make the
top of the riprap at the downstream end level with the receiving area or slightly
below it.
8. Ensure that the apron is properly aligned with the receiving stream
and preferably straight throughout its length. If a curve is needed to fit site
conditions, place it in the upper section of the apron.
9. Imm ediately after construction, stabilize all disturbed areas with v egetation
(Practices 6. 10, Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance Inspect riprap outlet structures weekly and after significant (1 /2 inch or greater)
rainfall events to see if any erosion around or below the riprap has taken place,
or if stones have been dislodged. Immediately make all needed repairs to
prevent further damage.
OUTLET STABILIZATION STRUCTURE
SPECIFICATIONS AND MAINTENANCE
RIPRAP TO EXTEN[
TOP
JB
d0
SILT FENCE TO E
INSTALLED OVE
TOP OF FE
SILT FENCE
CHANNEL VV
BOTTOM
D
OUTLET
NO.
Do
(FT.)
La
(FT.)
W
(FT.)
DEPTH
(IN.)
LINING
CLASSIFICATION
CWD #2
1.0
8
9
6.0
CLASS A
TDD #4 & #8 (EC 3)
1.0
8
9
6.0
CLASS A
CULVERT #1
1.50
10
12
9.6
CLASS A
CULVERT #2
1.50
9
11
9.6
CLASS A
CULVERT #3
1.25
8
9
6.0
CLASS A
CULVERT #4
1.50
9
11
9.6
CLASS A
POND OUTLET
2.00
13
15
10.8
CLASS A
STONE CLASSIFICATIONS OF CLASS A REQUIRE A SUBLAYER OF
FILTER FABRIC OR FS-2 FILTER STONE WITH A BEDDING
THICKNESS OF 6".
RIPRAP OUTLET PROTECTION DETAIL
NOT TO SCALE
BELLE MAR RESIDENTIAL
0 OLD MILL ROAD
TOWN OF WEDDINGTON, NC
DATE:
MAY 2021
MCE PROJ. #
07780-0013
DRAWN
JPM
DESIGNED
JPM
CHECKED
PMN
PROJ. MGR.
PMN
HORIZONTAL
N/A
VERTICAL:
N/A
C8.4
DRAWING NUMBER
GN
REVISION
B ADDRESSED COMMENTS FROM TOWN OF WEDDINGTON AND NCDEQ 091101202 1
A ADDRESSED COMMENTS FROM TOWN OF WEDDINGTON AND NCDOT 081041202
1
REV.NO. I DESCRIPTIONS I DATE
I:\07780\0013\PDNR\80-DWG\86-DESIGN\PLAN SHEETS\C8.0 DETAILS.DWG ---- 09/10/2021 16:27:24
GENERAL DETAILS
STATUS: PRELIMINARY DRAWING
NOT FOR CONSTRUCTION