SW3240503_Plansheet - SCM Detail_20240612

U 0
77 TOP OF BERM=580.00 O
co u
N m z r LL o
100 YR WSEL=577.55 p f(A N
36"WIDE X 12"TALL t �j
4'x4'SQUARE Q
RECT.NOTCH(2 SIDES) INSIDE ANTI VORTEX PLATE Q o (D 2
576.00 00 0) E O J
1 WSEL=5 96 HINGED TO U) o .5 o °Q U 3
2 YR WSEL=575.18 EPDXY COATED STEPS CONCRETE RISER
CAST INTO SIDE OF
16 // \ \ / ! l \ / / / / # 575.00 _ STRUCTURE @ 14"O.C.
\ 5740
/ 1 // / '1 / - Y Y MAX
6"0
RIFICE WATER QUALITY ORIFICE RISER TRASH RACK
573.5 3"(I.D.)DIP WITH 90-DEGREE NTS
PERM.{Q BEND-PAINT WITH SILVER
POOL CORROSION RESISTANT
I I-1 CAIP WITH
OVICIA ORIFICE DE SCREW ON
INSIDE OF STRUCTURE
PRE-CAST CONCRETE
EXCAVATE FOREBAY 1.0' \ / I I // / / i�-- STRUCTURE WITH H-20 RATED
BELOW DESIGN CONTOURS \ I J / / /
\ WALLS.CONCRETE SHALL BE
\\ 4,000 PSI AT 28 DAYS
SCM MAINTENANCE- \ \\ FOR SEDIMENT STORAGE / / i I i MINIMUM.
PATH / / / SLUICE GATE OPEN/CLOSE
\ I \ OUTLET PIPE BEYOND
/ / � L i _ (REAR WALL)
............. ...... ..... ..4 569.00 .. 0 _o o ASSEMBLY.
i
f
a ay 18" f TOP OF BERM
10'LITTORAL
�/ / • •. d 9 • �.d SHELF 10:1 3
_SCM MAINTENANCE&ACCESS EASEMENT I I / I / 1 `��III111111//j/�'
p / LEFT SIDE VIEW FRONT VIEW III CA
RECT.WEIR �� �N R0�7
/ 12"THICK,5'x 5'ANTI-FLOATATION = _- `�� Q • •/� ♦♦♦
101 ( \ I / / \ / OUTLET PIPE BEYOND BLOCK.BLOCK SHALL BE SECURED
,� \ - F ;O / \ 1 I I I / / TO BASE OF RISER WITH#4 REBAR 6"ORIFICE
16 �� - 5$ \ \ I I A _ SPACED 18"ON CENTER AROUND • LICENSE N0.
568.00 V A PERIMETER BASE OF STRUCTURE. _
/ RC 568 RIP RAP FOREBAY ( = I CONCRETE ANTI-SEEP = F-1407
P � / � COLLAR LOCATED BEYOND
BERM(SEE DETAIL) I i (\ // - MIDDLEOFTOPOF
1 I RISER STRUCTURE ELEVATION DETAIL EMBANKMENT.COLLAR %F
SHALL EXTEND 24"AROUND ♦ i6 •••, ,••
WATER QUALITY ♦j ...•..•
ORIFICE-END OF PIPE / _THE PIPE DIAMETER BEYOND ♦j q
I\I I \ SHALL BE 12"BELOW / THE OUTSIDE WALL OF PIPE. I S`1 OCI
PERMANENT WATER / COVER OVER COLLAR SHALL 111/111I
o° d�'e° I I / / / I� 6"DUCTILE IRON PIPE DRAIN TO OUTFACE. ELEVATION / BE 2'MIN.
\�_ o ff \ I 1 / / / / /1 \- - - PIPE SHALL HAVE ANTI SEEP COLLAR OF
°:�`�- / MINIMUM IN ALL DIRECTIONS FROM EDGE OF
PIPE LOCATED BEYOND MID-POINT OF
EMBANKMENT WITH 2'OF COVER MIN. INV.=569.00
I'
$16 Door°�y�r��ea � / I I 151 LF OF 24" RCP W1 I I
o U 0-RING GASKETS AT 0.671-
a° °���o°, PROP.CLEANOUT � I I I ess.00
o°
o°°°°t}t}1 0 xxx �� ••.••.•• /� �I
°01*. �o °o° p
MARKER(SEE DETAIL) FOREBAYS \ � ��� N
/ tFLM' o a mo ,°° ` BOTTOM ELEV.=569.00 ♦ .• i
I SEDIMENT STORAGE �� O •• FESS/O •% �♦
�°Q °°o�; o o° °� ° 5�° /I �� I - - - A '•ems � �
8"DIP DRAIN- iL_ _ o De°° �' EXCAVATE MAIN BASIN 6"FOR EXCAVATE FOREBAY 1.0' RISER STRUCTURE DETAIL _ SEAL ;BOTTOM OF POND:569.00
,oppOs ate° / - -
6 °° SEDIMENT STORAGE TO ELEV.-568.50 BELOW DESIGN CONTOURS ( _ 025775 S
pO° FOR SEDIMENT STORAGE / / (WET POND#3) o .�
°p° ♦-♦ O•••�V CG ���• `�
opOoo$FOTAfry°o \ / / �j7 E. SW
PROP.CLEANOUT /I
MARKER(SEE DETAIL),/ 4x 68.00 8.50 / 5.0:1
0o rs;
000° °o _ // _ 568 50 24"RCP / / I m tea'
- 1 2
oo / c_ LITTORAL SHELF W
o �o0 0 / / \ I OUTLET STRUCTURE WITH /
/ / 8 \ FREEBOARD AFROM TEMP. WIDTH
M o 573 00 00 00 00 0 x I WETLAND' PLANTINGS
/ Q� o i� oOpOQ° oo°poao°Opoo°O oOo°o°poo°Oproo°°Qo0_000o°pO 02-00-oog 000°pk °a°u°n°p°k°�OP°A°Oij°°pOoif°O°[fo°oo O?�° °Oti �C7 °°y °tFs p ??{°}p t?° p � / / / \ POOL ELEV.
OrOo '$�'oo �booTo ffr, ffia i3 ff sfftC.�-'i'v'tsoff.r,i�i.r 'b+3 / / 1
°oo pOa °oa pOoa°pOoppO oAOppOpOpOoppOapO aOo pO°pOao 00 000°000 oopOo 000 °°pO°o°°°°etr°o°pOo°pO<574 pOpppO ppO pO pO s / RIP RAP BERM AND
WEIR CLASS 1 RIP
25 INVERTED WATER
RAP 15" MIN. DEPTH. QUALITY ORIFICE
STORMWATER YEAR
STORAGE
1 / / <� / / \ � A LOCATED THIS SIDE 6" FREEBOARD
/ // / I SEE DETAIL EMERGENCY WEIR
579 / I 3 0 �� IF USED
i
6" MIN. FREEBOARD EMBANKMENT
TEMPORARY POOL Q�
F.E.S. OR Z
HEADWALL cn
�4 PERMANENT POOL LU
III I 1_SZ0.1 SLOPE ANTI-SEEP W
LITTORAL SHELF @ 10:1 / / ' - oe v COLLARS w
10:1 SLOP S 5- Q
/ � INLET PIPE l � �O 10'-O" p
/ SEE DETAIL /
20'WIDE X 10'BREADTH �� .. 4 10' LITTORAL SHELF 11 � ,� 0
CLASS B RIPRAP / SEE PLANTING SCHEDULE / /- TNJg / ) z
EMERGENCY SPILLWAY / / / ENERGY DISSIPATOR 11= F_
/ / I -N� / 3:1 SLOPE STABILIZED IIIIIIIIIIII-III- -III III � � =III=III= =III=III= � =1 III-III-I Z
CREST.ELEV.=577.00 0 / OH OH �H Oh
-y TO POND BOTTOM w
/ / / / / / I I / / H OH OH H ---OH OH ( \ / STRUCTTUREE LOCATED SEEPAGE KEY ACK OF OUT ET m
C / SEDIMENT FOREBAY �
RIP RAP / / / / / ` OH / // / 1 / (INLET BELOW OUTLET) AT TOE OF 10:1 SLOPE OU
APRON(TYP) / / ( / / / ( / / ( w
1 I PROP. WET POND #1 / / / I MAIN POND ANTI-FLOATATION PAD
BOTTOM ELEV=569.00 / /Z DUCTILE IRON MAINTENANCE J
TOP ELEV=823.00
TOP OF BERM=579.00 PERMANENT POOL ELEV=825.50 GRAPHIC SCALE i DRAIN PIPE WITH SLUICE >
�1 I (EXCAVATE MAIN POOL 0.5'BELOW DESIGN CONTOURS FOR SEDIMENT STORAGE) GATE OR VALVE AT RISER. Q
- - - (0.57 SLOPE MIN.) F_
I 30' 0 15' 30' 60' 120'
Z
M NOTES: U)
1. 4-6 INCH LAYER OF AMENDED SOIL IS RECOMMENDED IN ANY LU U)
20' ( IN FEET) AREA WHERE PLANTINGS ARE REQUIRED (SEE SCM DESIGN MANUAL).
LITTORAL SHELF PLANTING SCHEDULE 1 INCH = 30 FT.
w �
SPILLWAY ELEVATION=577.00 Q o
KEY BOTANICAL NAME COMMON NAME SIZE SPACING QTY LOCATION VERTICAL GRAPHIC SCALE ,i�
- ZONE 1-3: TOTAL AREA- 4,200 *SF 3' 0 15' 3' 6' 12'
PROP. MIRAFI 50OX OR PROP.CLASS"B"RIPRAP
EQUIVALENT WOVEN FILTER (MINIMUM 1.5 FEET THICK) o0000o OBL LOBELIA SIPHILITICA GREAT BLUE LOBELIA 4 CUBIC IN CONTAINER 50 / 200 SF 350 R PLAN ELEVATIONS: 573.00'-573.33' O
FABRIC LINER WET POND NO. 1 '0%08ap PEVI HIBISCUS COCCINEUS SCARLET ROSE MALLOW 4 CUBIC IN CONTAINS 50 / 200 SF 350 P R PLAN ELEVATIONS: 573.33'-573.67' NOT TO SCALE Z
0000000 LOBO LOBELIA CARDINALIS CARDINAL FLOWER 2"x5" PLUG 50 / 200 SF 350 ER PLAN ELEVATIONS: 573.67'-574.00' ( IN FEET) Z
EMERGENCY SPILLWAY DETAIL o 0 0 0
1 inch = 3 ft.
NOT TO SCALE O O O O O O WETPOND PROFILE
O O O O O O �
O
O N M u7 v
z
O_
W Z
- TEMPORARY POOL U LIJ W
W a
PROP.CLEANOUT MARKER CLASS 1 RIP-RAP BERM ♦ ♦ _
2"PVC PIPE 12"#57 STONE ON v V
FACE OF RIP RAP LL
PROP.CLEANOUT
PERMANENT POOL 825.50 O J
ELEVATION -
-�7------_
O O O O O r1/ N
1 1 o 0 0 0 0 0 0 0. LU
/ _____571.00 MAIN POOL
5Q0 1 ISTI G GR DE FOREBAY O O O O O O O O O 1 RIP-RAP SHALL EXTEND
v o 0 0 0 0 0 0 0 0 0 TO BOTTOM OF MAIN
10, POND BAY
/ PR POSE GR DE 570.00 O O O O O O O O O O O O o U
TO BER :579. 0
OOOF H NDW EEL ITH - z
L CKIN DEVI E
/ - J
EMERGENCY SPILLWAY10 -YR. S:57 .3S - - - 1/•��
REST 577.0 TRASH RACK
(2)12"x 36"RECTANGULAR WEIRS; 25 YR. s:57 .35 _ FOREBAY BERM SECTION L.`
CREST ELEV.:575.00
1 'LIT RAL SHEL 4' 'I.D. -- - TIG T
lip
=10:1 - E R.I EJ� 2-Y WS:575.1J TE
- 3.0"ORIFI E 10'LITTORAL SHELF LF pC 0 80% WI02 0
INV-N,- ]F . ELEV.:573. 0 PER ANEN POOL=573 50 OP O FOR BAY 73.50 68. 9 L �I C) U O
lor / 7
/ 12"# 7 STONE O �10 ~ TOP OF BERM
7 Q
3 _ - - - N
�
w _ - - - 573.50 NWL =
570 - - - - -
// 24„ CP W TE o L�_
BOT OM III I -I I-III-_III- N
1.34 LF 0 6 /0 _ - BOT.OF POND EL.:569.00 _ _ I I I - I I-III-I
N - FO EBA =569. 0 _ __ _
Y SEDIMENT STO AGE 568.5 / I -I I-I I-III-III-III-III-I I I I
- - - - - - - - EL. 568. 0- III=III=III-III-II I I-III-III=I I PROJECT INFORMATION
8" ATE ALVE 50. 0 LF 0.0 °/a - - DEL=568. 0 I-I I-I I-I I-III-I I I_I
E CAV E M IN BA IN 6" / -III=III=III=III- PROJECT MANAGER: JWF
3 FOR SE IMEN STO AGE C VAT FOR BAY' 12"
5.0'x .0'x12' CON RET FO EBA SEP RATI N FO SEDIMENT TOR GE SEE LITTORAL SHELF DESIGNED BY: JWF
N , ANTI FLOA ATIO STRUCTURE, PLANTING SCHEDULE
DRAWN BY: SAH
N , 6' 'xl2"ANTI- EEP OLLARS / / / NOT TO SCALE
R FER O SH ETC .8 F R DETAIL PROJECT NUMBER: KT37.400
® 565LID O ti N - WET POND
ORIGINAL DATE: 8/30/23
tG c`� M M ESHWT NOT ENCOUNTERED AT 12.6'DEPTH _ o O
LO LO LO �,Le K - LO 00 LITTORAL SHELF AND BERM DETAIL SHEET:
Know whafs below. `O `o `o `ID `o C- 8
Call before you dig. 4'

I \ \ \ SAND FILTER MEDIA: v o
_ \ 1 I \ ,� c
# 28 / \ / \ \ �I 1�\ V I o
1. SAND MEDIA SHALL BE CLEANED,WASHED,COURSE MASONRY SAND SUCH AS ASTM C33 OR THE Gj 10 ro
\ I I \ GRAPHIC SCALE EQUIVALENT.THE SAND PARTICLES SHALL BE LESS THAN 2 MM AVERAGE DIAMETER.THE ENTIRE - CO 0
SURFACE AREA OF THE SAND CHAMBER MUST CONTAIN SAND. O � z � o
LL
30' 0 15' 30' 60' 120' N U 3 0 C Q
N V,
TECHNICAL SPECIFICATIONS: Q I- o
U) 00� .� ` °SOU 3
1. SUBGRADE TO BE PROOF ROLLED PRIOR TO EARTH FILL PLACEMENT.ANY SOFT OR PUMPING AREAS W oN cn 0 z 3
( IN FEET) ARE TO BE UNDERCUT AND REPLACED WITH COMPACTED EARTH FILL.
1 INCH = 30 FT. 2. COMPACTED EARTH FILL TO HAVE DRY UNIT WEIGHT OF AT LEAST 90 PCF.ALL EARTH FILL TO BE
31 COMPACTED TO A MINIMUM OF 95%OF STD. PROCTOR MAXIMUM DRY DENSITY.
VERTICAL GRAPHIC SCALE 3. EXCAVATED SIDE SLOPES TO BE STABILIZED WITH GRASS COVER IN ACCORDANCE WITH SEEDIGN
3' 0 1.5' 3' 6' 12' SPECIFICATIONS FROM EROSION&SEDIMENT CONTROL PLAN.
4. FINAL EMBANKMENT SLOPES TO BE TRACKED AND STABILIZED WITH GRASS COVER IN ACCORDANCE CmAn
12'GRAVEL MAINTENANCE/ I I \ \\\\ \ \\ \ \ \ \ \ \ \ WITH SEEDING SPECIFICATIONS FROM EROSION&SEDIMENT CONTROL PLAN.
JACCESS DRIVE \ \ \ \\ \ \ \ \ \ \ \ \ \ \ \ / ( IN FEET)\ \ \ \ \ 5. REINFORCED CONCRETE RISER STRUCTURE TO BE PREFABRICATED 4 FT x 4 FT INTERIOR
1 inch = 3 ft. DIMENSIONS.
SCM CONSTRUCTION SEQUENCE NOTES:
1 CALL THE STORMWATER PRIOR TO START CONSTRUCTION E CTOR TO SET UP A SCM T ION ING
ING ANY WORK ON CMs.ITH S T ET MEETING SHOULD TAKE PLACE AT A 48 HOURS
FOREBAY � \ PRIOR TO STARTING CONSTRUCTION ON ANY SCM AND SHALL INCLUDE THE DESIGN ENGINEER TO
BOTTOM ELEV.=574.00 \ \\\ / \ ENSURE ENGINEER INSPECTIONS ARE PERFORMED AT KEY SCM INSTALLATION PHASES.
BERMUDA SOD 2. THE DESIGN ENGINEER MUST VERIFY AND CERTIFY THE DRAINAGE AREA IS PROPERLY STABILIZED;
\ S8� \ \ \ \ \ \ \ \ \ \ \ / PROVIDE A 3"CLEAN WASHED STONE MEASURES ARE IN PLACE TO PREVENT SEDIMENTATION INTO THE SCM,THE STORM DRAINS, INLETS ♦♦`��111111111//j���
LAYER OVER THE SAND MEDIA. AND PAVEMENT HAVE BEEN PROPERLY CLEANED PRIOR TO COMMENCEMENT OF SCM CONSTRUCTION. `♦♦♦♦ �N �ARO�''�,,
\ :; ,STQ#V .-,; .«: _v-x;"x. 3 TOPSOIL 3. ADDITIONAL MEASURES,TO ENSURE PROPER CONSTRUCTION AND OPERATION OF THE SCM, MAY BE
\ I REQUIRED BY THE EROSION CONTROL INSPECTOR. - -
\ \ CLASS 1 RIP RAP FOREBAY i LICENSE N0. i
l \ \ DETAIL) / / / - _
1
BERM TYP. SEE
/ / /
F 1407
4. ADOUBLE-RINGED INFILTROMETER TEST ASTM D 3385 OF THE BOTTOM OF THE SCM MUST BE
6 PVC UNDERDRAIN
O \
( ),
/ \
\ � SUBMITTED TO THE WATER QUALITY INSPECTOR PRIOR TO THE INSTALLATION OF THE UNDERDRAIN �I
F
\CLEANOUT I
\ 1.50'CLEANED,
A
f / - SYSTEM. i �
WASHED COURSE BASIN BOTTOM
i
I
I 6"PERFORATED PVC \ �•
• S
i S E
i OCIA�
MASONRY SAND ::::::::::::::::::::.:::::::::::::::::::::::::::::::::::::::::::::
i
- UNDERDRAIN \ DOUBLE-RINGED
/ 1 5. THE RESULTS OF THE INFILTROMETER TEST MUST SHOW INFILTRATION- - 11111111
\
f 1 -
I
\
- ASTM C33
CONFIRMED BY THE DESIGN ENGINEER AND SUBMITTED FOR SCM AS BUILT APPROVAL.
STORMWATER CONTROL MEASURE
\ I /I I \
MAINTENANCE EASEMENT
I
I I
I
I
I
\
I
\
III
NOTES: EVEN FILTER FABRIC(4OZ/SY NON-WOVEN) �♦�``I N
1 SPACING `♦ O/
FACILITYARE DRAINAGE AREAS
S TO A SAND ER N `
TOBESTAABILIZED PRIOR ♦� ��••'FESSjO�`/�''I�i
TO INSTALLATION OF SAND. 9����� V
\ \ I o I 1 I I I ANTI-VORTEX PLATE . Q 9<A
�I (: ARIS I I \ \ �_1� - 2. UNDERDRAIN PIPES SHOULD BE MIN. 6" #57 WASHED STONE 5 FT X 5 FT CONCRETE RISER SEAL -
4 24, - PERFORATED SCHEDULE 40 PVC (PER
AASHTO M278) OR DOUBLE WALL HDPE TYPICAL SECTION PERFORATED PIPE/GRAVEL/ (4 FT X 4 FT INSIDE)
� 025775
\ \ 0 576 Id#31 , (PER AASHTO M252). PERFORATIONS (NOT TO SCALE) UNDERDRAIN SYSTEM AT MINIMUM W/ TRASH RACK `
SHOULD BE %" SPACED 3" ON CENTER 0.50% SLOPE. REFER TO PLAN
_ ALONG 4 LONGITUDINAL ROWS SPACED VIEW FOR QUANTITY AND SPACING �j Q•••F�/( �NG�;�••Cj ♦�
579 \ - � \ - / 90' APART. OF UNDERDRAIN PIPES. E••S�MM�`♦��♦`
x I I TOP OF BERM:580.00 \ 24'• 12" x 36" 7///►►1111►1�``
_ 25'x36'-18"SAND FILTER N \ \
6"PERF. PVC UNDERDRAIN SYSTEM / °�° \ \ .Y0 \ \ / RCA TOP = 577.50 RECTANGULAR WEIR;
- 2 ROWS AT52LF; INV.=571.2, r �578 /� SURFACE SAND FILTER SECTION CREST ELEV.=576.50
AREA REQUIRED:817 SQ IF m
_ AREA PROVIDED:900 SQ FT M 576
\ \ 6" ORIFICE
CLASS B RIP RAP / / / 572 \ \ \ \ _ - \ 6" PVC SCREW CAP INV = 575.50
EMERGENCY SPILLWAY i \ \ \ \ \ \\ \ �� \ 6" ABOVE GRADE
CREST WIDTH=15.0'
CREST ELEV.=578.50'
100'STREAM BUFFER /
- \ \ \ �' ( \J� 6" PVC NONPERFORATED PROVIDE STEPS 6 INV IN: 570.50
STANDPIPE CLEAN WASHED (NCDOT 840.66)
MASONRY SAND r
(ASTM C33) o
USE 45` WYE AND FITTING z
OR EQUIVALENT TOLn
SCM#2 / - I 4 \ \v // ` \\ \ \\ `\ \\ CONNECT UNDERDRAIN 1 LU
BERM ELEV.=580.00 \ \ TO STANDPIPE 18" INV OUT: 566.46
BOTTOM ELEV.=573.00 0
BOTTOM SAND ELEV.=571.50 z
O-RING PIPE CAP #57 WASHED STONE U)
O O O Ln ON TERMINAL END a a a a a a ANTI-FLOATION BLOCK w
0 0 0 + OF PIPE o o FLOW o o RISER DETAIL
5900 N N NTSLU
6" PERFORATED
PVC UNDERDRAIN (MIN. 0.5% SLOPE) 4'
PVC CLEANOUT DETAIL
NITS z0 m
m
A A
12"#57 STONE ON LID LU N
FACE OF RIP RAP CLASS 1 RIP-RAP BERM Q c
_ 5'WIDE BERM � �
o 0 0 0 0 o MAIN POOL L
1 3 O
W FOREBAY z
o 0 0 0 0 0 0 0 0 0
04 o 0 0 0 0 0 0 0 0 0 o Z
POND B SLOPED T SAND FILTER TT 6" 6"
N OTTOM OWARD OU LE
V
to ' � It . aoto
- Z
10 ti LL. t` I O
580 OP BERM LEV.: 80.0 0_
FOREBAY BERM SECTION v
W �_ NTI-VORTEX PLATE 0 J " ZO
0_ 00-Y WS: 78.78 0_ s
W CREST:57 .50 5 -YR S:6711.18
N - - - - - � � � � � � � � � � � � FINISH G RA DE SECTIONS
PRECAST CONCRETE RISER W J
12"x 36"RECTANGULAR WEIR; - W
CREST ELEV.:576.5C d
JOINTS SHALL BE SEALED o W
cal -YR �n 7 :20 - - W
WITH MASTIC CAULK. PROVIDE STEPS J ♦ ♦ 2
INSIDE JOINTS SHALL BE 4,� (NCDOT 840.66) V V
V GROUTED. LL J
N 4'X4'I D. _/ YR :576 08 O W
C4 Go M Mt---6"ORIFICE �/ J J
I.J_ N
^^ W
N co W)to Wi INV. ELEV:575.50 0 55 L @ 50�� CONCRETE ANCHOR CONCRETE KEYWAY 1..�
*k C9 co cfl II
CO N � � H
' + ti II .�
C Z 11 '7' T, POW
I TING G DE U
0_ N Ft Z_ ZEX
_ � - 12"#57 STONE ON 7
FACE OF RIP RAP Z
LEAN UT FOR BAY EPA ATIO SECTION A-A
STRU TUR 18"CLEAN WASHED
/ COURSE MASONRY RISER DETAIL
SAND(ASTM C-33)
_ NITS �570 Q
L NDER DRAIN SYSTEM TIC BE 6"SCH. 40 PV PERFORA1 ED P11 IE ANTI-VORTEX PLATE U O
/ ERFO ATIO S SH 11-BE PER SH O M2 8 FOR PVC PIPE. IF DO BLE
PERAASH HINGED TO
/ / E$i H DI METE HOLES SP CED INCHES O CENTER A ONG ROWS
CONCRETE RISER
WC F 0.5 /°A eMAXIMUM SPACING OF 10 F EET C N CENTER. N
a
O' / / TOP OF BERM=580.00 W
/ "SOLID PV FROM \ - - - -
/ NDE DRAT TQ ISER _ - - II RISER TRASH RACK
/ - '��II NTS a
/ - W W
U _
N / - TOP OF RISER N
YI T 6" PVC SCREW PROJECT INFORMATION
5.0'x5.0x12"CONCRETE ESH T NO ENC UNTERED T 8.2' EPT TYPE PLUG
NTI-F OTAT ON SPILLWAY ELEVATION: 578.50
PROJECT MANAGER: JWF
- 18"RC 5'x5.5'x12"ANTI-SEEP OL RS
3
9.54 LF 0 50% REFER TO SHEET C-4.10 FOR DETAIL DESIGNED BY: JWF
PROP.CLASS"B"RIPRAP
Y PROP. MIRAFI 50OX ORDRAWN BY: SAH
® OVEN FILTER
560 EQUIVALENT FABRIC LINER (MINIMUM 1.5 FEET THICK) PROJECT NUMBER: KT37400
00 O
00 � o O
m M SCM NO. 2 0-RING PIPE 6" ORIFICE ORIGINAL DATE: 8/30/23
LO L' EMERGENCY SPILLWAY DETAIL GASKET (TYP) SHEET:
Know what s below.
Call before you dig. NOT TO SCALE ORIFICETSDETAIL C-4.9

U
0
a+ o
SCM NOTES: TRENCH WIDTH = 0 o
TRENCH 2"X2"X1/4" a+ N r
1.DESIGN BASED ON NCDEQ STORMWATER DESIGN MANUAL CHAPTER C-3. III WIDTH ANGLE(TYP.) N z L N
GRADE Q � (D c Q
EMBANKMENT FILL MATERIALS v-III III- _ _ _ _ o _ rn a+ Un
1/2"0 REBAR00 o J
1.BORROW MATERIAL SHALL BE CLASSIFIED AS ML, MH,SC,SM,CL OR CH SOILS -III w III- =III = III= TRASH RACK W N cn U z 3
ACCORDING TO THE UNIFIED SOIL CLASSIFICATION SYSTEM(ASTM D2487)ORANY III- z = -III- z III-III 2
MIXTURE OF THESE SOILS. -III I -III LJ Lj -III • •
III- I- III-I 24 III-III- a 8"DIP
2.BORROW MATERIAL SHALL HAVE A LIQUID LIMIT(LL)BETWEEN 40 AND 60 AND A a ° a EMERGENCY DRAIN
PLASTICITY INDEX(PI)BETWEEN 15 AND 30(ASTM D4318). III III- III ° • • ° • • °
3.MATERIAL SHALL BE FREE OF TOPSOIL,ORGANIC OR FROZEN MATERIAL,ROOTS, ° °, ° III- a a
III _III �I1 II ° I I=III, 8' 2" '2„ ° a
STUMPS,BRUSH,ROCKS LARGER THAN 3.0 INCHES,SUBSOIL, DEBRIS,VEGETATION AND O O -III °I ° III= • • • •
OTHER FOREIGN MATTER. 6 III= ° a a° ° ° a a °�) ° - • o a a
N °
4.ALL MATERIAL CLODS SHALL BE BROKEN DOWN WITH TILLERS AND/OR DISCS TO a ° ° ° l� ° II q° • • • • °
PROVIDE A HOMOGENEOUS SOIL THAT IS FREE OF CLAY CLODS GREATER THAN 3 INCHES a °
IN DIAMETER. ° ° a 12 -III 6"
°° DIAMETER ° 12..
VARIES) ° ° • • a
EMBANKMENT CONSTRUCTION - - ° =III ° II ° J °a BAR SCREEN TRASH RACK °
SEEP COLLAR NTs
A. FOUNDATION PREPARATION ANTI- a BAR SCREEN
TRASH RACK
1.COMPACT FOUNDATION TO DENSITY REQUIREMENTS FOR SUBSEQUENT FILL SEE DETAIL ,
MATERIALS.
IIII-
2.CUT OUT SOFT AREAS OF FOUNDATION NOT CAPABLE OF COMPACTION IN PLACE. II- J -� ° a III-II POND DRAIN DETAILS DRAIN PIPE ANCHOR
11I III II-III- NTS NTs
3.SCARIFY FOUNDATION SURFACE TO A DEPTH OF 6.0 INCHES. - ANTI-SEEP COLLAR. 12 \N �ARo
-III z CLASS B CONCRETE -III= ` ��' ......•��'''�
4.PROOF ROLL FOUNDATION TO IDENTIFY SOFT SPOTS; FILL AND COMPACT TO
DENSITY EQUAL TO OR GREATER THAN REQUIREMENTS FOR SUBSEQUENT FILL -MATERIAL. LICENSE N0. ••: -
III,
_ F-1407 _
B.SEEPAGE KEY PLACEMENT SECTION A-A '
PLAN VIEW
1.SEEPAGE KEY TRENCH SHALL BE LOCATED BETWEEN EMBANKMENT ABUTMENTS. ��-sO IIA„�?```
2.SEEPAGE KEY SHALL EXTEND TO A MINIMUM DEPTH OF 4.0 FEET OR AS REQUIRED
THROUGH GEOTECHNICAL SEEPAGE ANALYSIS. A MINIMUM BOTTOM TRENCH WIDTH
SHALL BE 10.0 FEET AND THE TRENCH SIDEWALLS SHALL BE SLOPED OR BENCHED
TO PROMOTE STABILITY AND BONDING BETWEEN THE SIDEWALL SOILS AND �� IA�CAR
SEEPAGE KEY FILL. Q
C. FILL PLACEMENT
ANTI-SEEP COLLAR
1.EMBANKMENT FILL SHALL BE CONSTRUCTED AT 3:1 SLOPES OR AS SHOWN ON - SEAL THE CONSTRUCTION DRAWINGS. DEMONSTRATION OF APPROPRIATE SAFETY 043160
FACTORS AGAINST FAILURE THROUGH GEOTECHNICAL ANALYSIS SHALL BE cl I
n'GIN�E '�
REQUIRED FOR SLOPES STEEPER THAN 3:1. ; �`
2.FILL SOILS SHALL BE PLACED IN LOOSE LIFTS NOT TO EXCEED 8 INCHES IN ''1F.w V3\ %,``
THICKNESS AND BE COMPACTED TO A MINIMUM OF 95%MAXIMUM DRY DENSITY
(STANDARD PROCTOR ASTM D698)WITH A MOISTURE CONTENT WITHIN±3%OF THE
OPTIMUM, UNLESS OTHERWISE SPECIFIED BY THE ENGINEER.
3.WITHIN THE UPPER 12 INCHES OF EARTHEN EMBANKMENT, FILL SOILS SHOULD BE
COMPACTED TO 100% OF ITS STANDARD PROCTOR(ASTM D698)MAXIMUM DRY
DENSITY.
4.FILL SOILS SHOULD BE PLACED IN CONTINUOUS, HORIZONTAL LAYERS FROM
ABUTMENT TO ABUTMENT. EXISTING SLOPES GREATER THAN 4:1 SHALL BE
BENCHED TO PROMOTE BONDING OF NEWLY PLACED FILL WITH EXISTING SOILS.
BENCHING SHALL BE PERFORMED AT MAXIMUM OF 2.0'VERTICAL INTERVALS AND
SHALL EXTEND A MINIMUM OF 4.0'HORIZONTALLY OR AS SPECIFIED ON DRAWINGS.
5.FILL AGAINST SUPPORTED STRUCTURES. DO NOT FILL AGAINST UNSUPPORTED
STRUCTURES.
6.PLACE FILL SIMULTANEOUSLY ON EACH SIDE OF UNSUPPORTED STRUCTURES
UNTIL SUPPORTS ARE IN PLACE.
7.PLACE A MINIMUM OF 6 INCHES OF PLANTING MIX ACROSS THE DAM EMBANKMENT
TO PROMOTE VEGETATIVE GROWTH.
D.OUTFALL PIPE FILL PLACEMENT
1.FILL OF THE CULVERTS SHALL BE PLACED AND COMPACTED IN 6-INCH THICK
LOOSE LIFTS AROUND THE DROP INLETS AND UP TO 2.0 FEET ABOVE THE CULVERTS.
2.COMPACTION SHALL BE PERFORMED BY HAND TAMPERS OR SMALL HAND
OPERATED COMPACTORS.
3.COMPACTION SHALL BE A MINIMUM OF 95%MAXIMUM DRY DENSITY(STANDARD
PROCTOR ASTM D698)WITH A MOISTURE CONTENT WITHIN±3%OF THE OPTIMUM,
UNLESS OTHERWISE SPECIFIED BY THE ENGINEER.
4.ADDITIONAL COMPACTION OF LIFTS 2.0 FEET OR GREATER ABOVE CULVERTS
SHALL CONFORM TO THE FILL PLACEMENT SECTION OF THIS SPECIFICATION. zz
Ln
E. FIELD QUALITY CONTROL >
w
1.LABORATORY TESTING
I. PERFORM LABORATORY MATERIAL TESTS IN ACCORDANCE WITH ASTM D422, Lu
ASTM D698,ASTM D2216 AND ASTM D4318. o
ii.TEST AT A FREQUENCY OF EVERY 500 CUBIC YARDS OF EMBANKMENT FILL
MATERIAL PLACED,WHEN MATERIALS USED FOR EMBANKMENT FILL CHANGE,
AND/OR AS DIRECTED BY THE ENGINEER. d
z
iii.SAMPLE SIZE SHALL BE 50 LB. V
Z
2.IN-PLACE COMPACTION AND NATURAL MOISTURE CONTENT TESTS.
I. PERFORM IN PLACE COMPACTION TESTS IN ACCORDANCE WITH ASTM D1556,
Z
ASTM D2922,OR ASTM D2937 AND NATURAL MOISTURE CONTENT TEST IN 0
ACCORDANCE WITH ASTM D2216. U
ii.FREQUENCY OF COMPACTIONINATURAL MOISTURE CONTENT TESTS: 0
EMBANKMENT FILL: W Z
EACH LIFT SHALL BE TESTED AT A MINIMUM FREQUENCY OF 1 PER 2,500
SQ. FT. LU J
Lu
PIPE INSTALLATION: d
U
EACH LIFT SHALL BE TESTED AT A MINIMUM FREQUENCY OF 1 PER 30 LF J ' ` 2
OF PIPE. �J
U
Q J iii.WHEN TESTS INDICATE WORK DOES NOT MEET SPECIFIED REQUIREMENTS, WJ
REMOVE WORK,REPLACE,REWORK, RECOMPACT,AND RETEST. J N
w W
0
W' Uui
V J -
W w
O
Z Q
V J O
m
a
W
r
0 00
U 2
m Q
U W
T
N V!
r
Y
PROJECT INFORMATION
a
m
r
PROJECT MANAGER: JWF
3 DESIGNED BY: JWF
Y DRAWN BY: SAH
PROJECT NUMBER: KT37.400
0
ORIGINAL DATE: 8/30/23
SHEET:
C-4. 10