SW3180606_CAVESSON CIVIL SET 2018-10-11_20181018

SITE AND DEVELOPMENT DATA
JURISDICTION
VILLAGE OF WESLEY CHAPEL
TAX PARCEL(S):
06027005A
SITE ADDRESS.
703 CHAMBWOOD ROAD
ZONING
R-40
PROPOSED ZONING
R-40
USE CLASSIFICATION
RESIDENTIAL
TOTAL AREA
42.356 ACRES
AREA IN LOTS.
28.15Acres
COMMON AREA
10.64 Acres
RIGHT-OF-WAY
3.553 Acres
LINEAR FOOTAGE OF STREETS
2,978
TOTAL NUMBER OF LOTS
28
MINIMUM FRONT SETBACK
50'
MINIMUM CORNER/SIDE SETBACK
15'
MINIMUM REAR SETBACK
40'
MINIMUM LOT SIZE
40,000 SQ. FT.
MINIMUM LOT WIDTH
120'
DISTURBED AREA
15.9 ACRES
A
I�i L
E
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E RING
FIRM LICENSE # C-0873
2013A Van Buren Avenue P.O. BOX 551
Indian Trail, NC 28079 Alpharetta, GA 30009
[phone] [phone]
www.eagleonline.net
PROJECT ENGINEER:
STREET ADDRESS:
CITY, STATE, ZIP
PHONE:
EMAIL:
PREPARED FOR:
STREET ADDRESS:
CITY, STATE, ZIP.
FAX
CONTACT:
EMAIL:
THESE PLANS ARE CONSISTENT WITH THE PRELIMINARY PLAT
APPROVAL GRANTED BY THE WESLEY CHAPEL VILLAGE COUNCIL
FOR CAVESSON ON OF )2018.
JOHN H. ROSS, P.E.
DATE
I HEREBY CERTIFY THAT THE PRELIMINARY PLAT SHOWN HEREON
HAS BEEN FOUND TO COMPLY WITH THE SUBDIVISION
REGULATIONS OF THE VILLAGE OF WESLEY CHAPEL, NORTH
CAROLINA ON THIS OF 12018.
MAYOR, VILLAGE OF WESLEY CHAPEL, N.C.
JOHN H. ROSS, P.E.
2013A VAN BUREN AVENUE
INDIAN TRAIL, NC 28079
704.882.4222
JROSS@EA GL EONL I NE. NET
BOWMAN DEVELOPMENT
13815 CINNABAR PL
HUNTERSVILLE, NC 28078
[phone] EXT. 108
TJ PECORAK
PECORAK@MSN. COM
NO.
DATE
BY
ISSUE
1
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CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
ITS THE LAW!
CAVESSON
CONSTRUCTION PLANS
VILLAGE OF WESLEY CHAPEL
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VICINITY MAP
1 "=2000'
STREET TREE 50R/W
(50, C-C)
5' UTILITY 5' SIDE 5' SIDETIESMT.
UTILITY STREET TREE
ESMT. 0'. WALK . 5' 2.5'_ 1 V LANE 1 V LANE 2.5' . 5' WALK (50' C-C)
3 I 30" STD. C& G I P
7M � 11 (
12" 2.0% 2.0% 12 3��
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31
a "WATER ME ER
4" SEWER
LATERAL 6 All STORM DRAIN PIPE 6" asc SECTION 60.1 10-D STREET STANDARDS
2' MIN. COVER
WATERMAIN 8" SANITARY SEWER)
7.5' OFF BOC
3'MIN. COVER LOCAL RESIDENTIAL
TYPICAL STREET SECTION
27'BC/BC /50' ROW
SCALE: NOT TO SCALE
Sheet List Table
Sheet
Number
Sheet Title
Sheet Description
C-0.0
COVER SHEET
C-1.0
EXISTING CONDITIONS SURVEY
C-2.0
PRELIMINARY PLAT
R-40 RESIDENTIAL
C-2.1
ENTRANCE SIGHT DISTANCE
C-3.0
EROSION CONTROL
PHASE 1
C-3.1
EROSION CONTROL
PHASE 2
C-3.2
SOILS MAP
C-3.3
CAVESSON WAY
0+00 TO 9+50
C-3.4
CAVESSON WAY
9+50 TO 18+32.25
C-3.5
TRAVERS COURT
0+00 TO 9+00
C-3.6
TRAVERS COURT
9+00 TO 11 +46
C-3.7
WET DETENTION BASIN PLAN
C-3.8
BMP DETAILS
C-3.9
STORM DRAINAGE TABLE
C-4.0
OVERALL UTILITY PLAN
C-4.1
SS -A PLAN AND PROFILE
STA: 0+00 - 11 +22.77
C-4.2
SS -A PLAN AND PROFILE
STA: 11 +22.77 - END
C-4.3
SS-B PLAN AND PROFILE
STA: 0+00 - END
C-4.4
SS-C PLAN AND PROFILE
STA: 0+00 - END
C-5.0
SITE DETAILS
1 OF 2
C-5.1
SITE DETAILS
2 OF 2
C-5.2
EROSION CONTROL DETAILS
(1 OF 3)
C-5.3
EROSION CONTROL DETAILS
(2 OF 3)
C-5.4
EROSION CONTROL DETAILS
(3 OF 3)
C-5.5
UTILITY DETAILS
1 OF 3
C-5.6
UTILITY DETAILS
2 OF 3
C-5.7
UTILITY DETAILS
3 OF 3
C-5.8
CONSTRUCTION NOTES
2. ALL NEW STREETS MUST HAVE 10 INCHES OF ABC OR 5 INCHES OF B25.00
1 4" SURFACE COURSE, TYPE S9.513 (ASPHALT CONCRETE BASE COURSE) AND 2 LIFTS OF S9.5B (ASPHALT CONCRETE SURFACE COURSE)
WITH A MINIMUM DEPTH OF 1.5 INCHES FOR EACH LIFT. THE FIRST 1.5-INCH LIFT OF S9.5B MUST BE
1 j" SURFACE COURSE, TYPE S9.5B PLACED IMMEDIATELY UPON THE PROPERLY PREPARED BASE COURSE.
THE FINAL 1.5-INCH LIFT OF S9.5B SURFACE COURSE MUST BE PLACED ON THE INTERMEDIATE SURFACE
10" COMPACTED AGGREGATE BASE COURSE COURSE ONCE THE DEVELOPMENT OR APPROVED PHASE OF THE DEVELOPMENT HAS RECEIVED 75% OF
THE OCCUPANCY PERMITS FOR THE DEVELOPMENT OR APPROVED PHASE OF DEVELOPMENT. ALL KNOWN
BASE COURSE AND INTERMEDIATE COURSE FAILURES MUST BE REPAIRED BEFORE APPLICATION OF THE
FINAL 1.5-INCH LIFT OF ASPHALT SURFACE COURSE.
EEI Project Number: 6198

IF MISCELLANEOUS NOTES
NO USGS MONUMENTATION WITHIN 2000' OF SITE. GRID POSITIONS
WERE DETERMINED USING A TRIMBLE 5800 GNSS GPS RECEIVER
UTILIZING THE NORTH CAROLINA GEODETIC SURVEY VRS NETWORK.
ALL COORDINATES AND BEARING SHOWN ARE BASED ON NAD
8312011.
ELEVATION DATUM IS REFERENCED TO NAVD88.
CONTOUR INTERVAL = ONE FOOT.
TOPOGRAPHIC DATA WAS PROVIDED BY AVIOIMAGE, INC. AND IS
GENERATED FROM AERIAL PHOTOGRAPHY. EEI PROVIDED AERIAL
GROUND CONTROL AND SUPPLEMENTED WITH FIELD SURVEY IN
AREAS OF DENSE FOLIAGE.
TREES SHOWN ARE SUBJECT TO ERROR IN KIND.
AREAS COMPUTED USING COORDINATE GEOMETRY.
IRON REBARS AT ALL PROPERTY CORNERS UNLESS OTHERWISE
NOTED.
DEED REFERENCE: AS SHOWN.
ALL ADJOINER PROPERTY OWNER INFORMATION IS TAKEN FROM
CURRENT DEEDS AND TAX RECORDS AND ARE CONSIDERED "NOW
OR FORMERLY".
RAW ERROR OF CLOSURE: 1:10,000+. BOUNDARY TRAVERSE WAS
ADJUSTED USING THE LEAST SQUARES METHOD.
OTHER UNDERGROUND UTILITIES MAY EXIST BUT THEIR LOCATIONS
ARE NOT KNOWN.
THIS SURVEY IS OF AN EXISTING PARCEL OR PARCELS OF LAND.
ALL DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES.
A PORTION OF THE PROPERTY SHOWN HEREON IS LOCATED WITHIN
A SPECIAL FLOOD HAZARD AREA AS SHOWN ON F.E.M.A. FLOOD
INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449500JX,
EFFECTIVE DATE OCTOBER 16, 2008.
11 LEGEND OF SYMBOLS & ABBREVIATIONS
EIP - EXISTING IRON PIPE
EIR - EXISTING IRON REBAR 1
NIR - NEW IRON REBAR
S.T. - SIGHT TRIANGLE
M.B.S. - MINIMUM BUILDING SETBACK
P.S.D.E. - PUBLIC STORM DRAINAGE EASEMENT
S.S.E. - SANITARYSEWER EASEMENT
SSMH - SANITARY SEWER MANHOLE
R/W - RIGHT OF WAY
P.S.S.E. - PRIVATE SANITARY SEWER EASEMENT
GPUE - GENERAL PUBLIC UTILITY EASEMENT
C.P. - COMPUTED POINT
ECM - EXISTING CONCRETE MONUMENT
E.P.K. - EXISTING P.K. NAIL
11 UTILITY NOTES
THE LOCATION OF UTILITIES SHOWN HEREON ARE FROM OBSERVED EVIDENCE OF ABOVE
GROUND APPURTENANCES ONLY. THE SURVEYOR WAS NOT PROVIDED WITH UNDERGROUND
PLANS TO DETERMINE THE LOCATION OF ANY SUBTERRANEAN USES. THIS SURVEYOR MAKES
NO GUARANTEE THAT THE UTILITIES SHOWN HEREON COMPRISE ALL SUCH UTILITIES IN THE
AREA, EITHER IN SERVICE OR ABANDONED. THERE IS NO CERTAINTY OF THE ACCURACY OF
THE INFORMATION AND IT SHALL BE CONSIDERED IN THE LIGHT BY THOSE USING THIS SURVEY.
UTILITIES AND STRUCTURES NOT SHOWN MAY BE ENCOUNTERED. THE OWNER, HIS
CONSULTANTS AND HIS CONTRACTORS SHALL HEREBY DISTINCTLY UNDERSTAND THAT THIS
SURVEYOR IS NOT RESPONSIBLE FOR THE SUFFICIENCY OF THE UNDERGROUND UTILITY
DAVID E. BALLENGER
BK. 602-107
TAX PIN: 06-030-002A
NOW OR FORMERLY
- HANDICAPPED PARKING
® -TRANSMISSION TOWER
- UTILITY POLE
MICHAEL DAVIS
UNDERGROUND GASLINE TAX PIN: 06-030-002B
NOW OR FORMERLY \
P-OH-OVERHEAD UTILITY LINE - - _ - - / /� - / I - I _ _ \ - - _ _ _ - - - _ - - 11"CEDAR ,,<, /' - - "-" - '
y y Ss / / _ ,
- - -SS - SANITARY SEWER LINE
Q - SANITARY SEWER MANHOLE ,
V - FIRE HYDRANT / p3
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M - WATER VALVE ,� 1 �= ��
APPROX. LOCATION OF - - - _ _ 1
8" PVC WATERMAIN
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-WATER WELL
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- YARD INLET /AREA DRAIN
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- CURB INLET
- - -SD
- STORM DRAIN
---W--
WATER LINE
----x----x- -FENCE LINE
- ZONING LINE
- - - - T-UG - - - T-UG - UNDERGROUND TELEPHONE
- SPECIAL FLOOD HAZARD AREA (ZONE AE).
1 % ANNUAL CHANCE FLOOD ZONE.
- REGULATORY FLOODWAY
ZONING INFORMATION
ACCORDING TO THE UNION COUNTY GEOGRAPHIC INFORMATION SYSTEM (GIS) ON MARCH
14, 2018, THE SUBJECT PROPERTY IS ZONED "R-40" BECAUSE THERE MAY BE A NEED FOR
INTERPRETATION OF THE APPLICABLE ZONING CODES, WE REFER YOU TO THE UNION
/ , ,/ COUNTY ZONING DEPARTMENT AND THE VILLAGE OF WESLEY CHAPEL ZONING
i_ _ - , _ I , ( � - A TMENT.
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INFORMATION PROVIDED HEREON, ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS _ -. ' "
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ACCURATELY AS POSSIBLE FROM THE INFORMATION AVAILABLE. THE SURVEYOR HAS NOT l a - '
PHYSICALLY LOCATED THE UNDERGROUND UTILITIES. CHAMBWOOD ROAD - I- LJ I C RAW - - )�� - I ® _ - ' �' "I 2" EIR
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THIS IS TO CERTIFY THAT ON THE 14TH DAY OF MARCH, 2018, AN
RIM 549.46 ' ,
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ACTUAL SURVEY WAS MADE UNDER MY SUPERVISION OF THE
, -
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PROPERTY SHOWN ON THIS PLAT, AND THAT THE BOUNDARY LINES
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AND IMPROVEMENTS, IF ANY, ARE SHOWN HEREON, EXCEPT AS
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NOTED. THIS PLAT MEETS THE MINIMUM STANDARDS OF PRACTICE
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FOR LAND SURVEYING IN NORTH CAROLINA BOARD RULE .1600 ( 21
68�85 . _ \ s R(IGi547. 50"'
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-`-
- EAST FORK OF
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NOT EXCEED 1 FOOT 10000 LINEAR FEET OF PERIMETER
S ' - `� _
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' - L------- — — —�=— =-- , \ --____
LOVELL FAMILY _�
LIMITED PARTNERSHIP
BK. 1488, PG. 821 �
TAX PIN: 06-027-007
NOW OR FORMERLY ---
UNINCORPORATED
UNION COUNTY
TWELVE MILE CREEK
GRAPHIC SCALE
0 40' 80'
( IN FEET )
1 inch = 40 ft.
()
SURVEY "OR 20 SECONDS TI THE SQUARE ROOT OF THE
RUSSELL L. WHITEHURST, PLS
PROFESSIONAL LAND SURVEYOR
LICENSE NO. L-3661
DATE
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C-1.0

STREET TREE
(RED MAPLE) 50'R/W
(50' C-C)
5' UTILITY 5' SIDE
ESMT. K.O. WALK 5' 1 2.5' 1 V LANE I V LANE
30" STD. C & G
Mq
) C,
//37
12" 2.0% 2.0%
�P
mom
" WATER ME ER
4" SEWER
6" ABC
LATERAL
STORM DRAIN PIPE
2' MIN. COVER
WATERMAIN 8" SANITARY SEWER
7.5' OFF BOC
X MIN. COVER LOCAL RESIDENTIAL
TYPICAL STREET SECTION
27'BC/BC /50' ROW
SCALE: NOT TO SCALE
PROJECT ENGINEER:
JOHN H. ROSS, P.E.
STREET ADDRESS:
2013A VAN BUREN AVENUE
CITY, STATE, ZIP
INDIAN TRAIL, NC 28079
PHONE:
704-882-4222
FAX:
866-775-0329
CONTACT:
JOHN H. ROSS
EMAIL:
JROSS@EAGLEONL INE. NET
OWNER:
MARK & KATE ROSENBLUM
STREET ADDRESS:
703 CHAMBWOOD RD
CITY, STATE, ZIP
MONROE, NC 28110
PHONE:
704-111-1111
EMAIL:
EMAIL
DEVELOPER:
BOWMAN DEVELOPMENT
STREET ADDRESS:
13815 CINNABAR PLACE
CITY, STATE, ZIP
HUNTERSVILLE, NC 28078
PHONE:
704-875-9704 X108
CONTACT:
TJ PECORAK
EMAIL:
[e-mail]
GENERAL NOTES:
• ALL LOTS ARE OUTSIDE OF 100 YEAR FEMA FLOODPLAIN.
• ALL OPEN SPACE TO BE PASSIVE AND DEDICATED TO A
H.O.A.
• RED MAPLES (ACER RUBRUM) ARE PROPOSED FOR
STREET TREES. ANY ALTERNATE SELECTION MUST BE
FROM APPROVED LIST AND SUBMITTED TO TOWN
PLANNER FOR APPROVAL PRIOR TO PLANTING.
• ALL PROPOSED SUBDIVISION ROADS SHALL BE PRIVATE
1
/
/
/
MICHAEL DAVIS
TAX PIN: 06-030-002B
NOW OR FORMERLY
ZONE: R-40
USE: VACANT I
J
STREET TREE
(RED MAPLE) WESLEY OAKS HOA
(50' C-C) BK. 4384 523
5' SIDE ' UTILITY TAX PIN: 06-048-323
2.5' 5' WALK ESMT. NOW OR FORMERLY
ZONE:R-40 ROY& MELISSA HALL
USE: COMMON AREA BK 4461-613
TAX PIN: 06-027-042
NOW OR FORMERLY / MARLENE LYONS
ZONE: R-40 TRUSTEE
USE: RESIDENTIAL BK. CS13-496
TAX PIN: 06-027-042A
_ NOW OR FORMERLY
1:1 ` ZONE:R-40
C
USE: RESIDENTIAL
6"ABC SECTION 60.1 10-D STREET STANDARDS `_ ` - yAMBI/1/p0Q
AN
2. ALL NEW STREETS MUST HAVE 10 INCHES OF ABC OR 5 INCHES OF B25.00 �w_, ,ROAD ` p RICBK. 60 2-624
1 SURFACE COURSE, TYPE S9.56 (ASPHALT CONCRETE BASE COURSE) AND 2 LIFTS OF S9.56 (ASPHALT CONCRETE SURFACE COURSE) _w_ �B��C j HARD TAX PIN:06-027-004B
WITH A MINIMUM DEPTH OF 1.5 INCHES FOR EACH LIFT. THE FIRST 1.5-INCH LIFT OF S9.56 MUST BE _
� w � � NOW OR FORMERLY
/
Z
RICHARD KAPITAN
BK. 6012-624
TAX PIN: 06-027-004B
NOW OR FORMERLY
ZONE: R-40
USE: RESIDENTIAL
1 SURFACE COURSE, TYPE S9.5B PLACED IMMEDIATELY UPON THE PROPERLY PREPARED BASE COURSE.
THE FINAL 1.5-INCH LIFT OF S9.56 SURFACE COURSE MUST BE PLACED
ON THE INTERMEDIATE SURFACE
BENTON EDWARDS
BK. 734-397
` w_ - , _
w_
`
ZONE:R-40
USE: RESIDENTIAL
10" COMPACTED AGGREGATE BASE COURSE COURSE ONCE THE DEVELOPMENT OR APPROVED PHASE OF THE DEVELOPMENT HAS RECEIVED 75% OF
TRACT 1
_
mow_
THE OCCUPANCY PERMITS FOR THE DEVELOPMENT OR APPROVED PHASE
OF DEVELOPMENT. ALL KNOWN
PLAT CAB. D, FILE 583
BENTON EDWARDS
w, 10X70'
BASE COURSE AND INTERMEDIATE COURSE FAILURES MUST BE REPAIRED
BEFORE APPLICATION OF THE
TAX PIN:06-027-044
BK.920-782
_
`-w,_ SIGHT TRIANGLE
FINAL 1.5-INCH LIFT OF ASPHALT SURFACE COURSE.
1
LANDON MUNDY
NOW OR FORMERLY
TAX PIN: 06-027-043
_
� � _ w_ °
_
BK 6900-413
/
ZONE:R-40
NOW OR FORMERLY
-w_ - ®
-
-
F- R/W TO BE DEDICATED TO NCDOT
PARCEL LINE
40' REAR YARD
LOT LINE
31-1
w 40, 000 SQ. FT. MIN. w
LOT SIZE
SETBACK
LINE
I I
I720' (MIN. @ FRONT SB) I
- 50' FRONT YARD -
RIGHT OF WAY LINE
TYPICAL LOT DETAIL
(NOT TO SCALE)
I TRACT2 USE RESIDENTIAL -w- _ - _W- -
\ 10'X70' SITE L=39.27 \ 4�
LOT: 12 \ TRIANGLE
\ \ 50,858 sq ft \ \ \/ 00 / oQq, sLOT : 22 \ I
1.17 ac oo� - no
NIP 48,262 sq ft� \ \ I
r'Q moo\ 1.11 ac \ \J
,p- \ / 1.94' o�
L=53.52 � � 16,65' '
10 X70' SITE-
DAVID E. BALLENGER S.S. TRIANGLE BREAKAWAY
\ BK. 602-107 \ ESMT. FPE:551.1 �g2 / / o� `i'o� `� g1:3" / CBU
TAX PIN:06-030-002A (100+2)
\ NOW OR FORMERLY / / \ 13d / L=62.75
ZONE:R-40 9, / LOT: 14 STREET TREE i
`' / 6s (RED MAPLE TYP.)
USE: VACANT �° M
40 569 sq ft / y2 / LOT ' 21
PLAT CAB. D, FILE 583 - - W /
TAX PIN: 06-027-045 W w M
o tL o
NOW OR FORMERLY 214.84' 140.56' 120.00' 123-50' 150.00'
ZONE:R-40 y`O' 41 o .
USE RESIDENTIAL m
\ �I
20' PSDE
\ LOT: 5 FI I I 1 F F LOT: 1 OPEN SPACE: 120
9,596 sq it
\ 59,984 sq ft I I I I 43,441 sq ft 0.22 ac
5 1.38 ac 1.00 ac rn 1
JUDITH B. ZIMMER / _ I l
TAX PIN: 06-027-049A LOT: 4 0, LOT: 3 t. LOT: 2
LOT: 6 m 43,306 sq ft °' 40,422 s ft r0 41,374 sq ft CN 20 \
BK.1747-130 � � q � cv
56,352 sq ft w\ M 0.99 ac M 0.93 ac M 0.95 ac M
PART OF TRACT 6 cp
PLAT CAB. K, FILE 722 1.29 ac o \
NOW OR FORMERLY 6 50 \ I I BREAKAWAY STREET TREE
ZONE:R-40 �0� pQ \\ I I CBU (RED MAPLE, TYP.)
USE RESIDENTIAL \ \ \ I I I I .• No.d/
/ STREET LIGHT / /
\\ I 20'PSDE (TYP.)
L-=-rr j� �a CURB RAMP
NCDOT STD. 848.05 / N° d JOHN H. HUCKERT, JR.
00 \ BK. 6354, PG. 141
\ \ _ .3 6 (TYPICAL) TAX PIN: 06-027-006
\ LOT: 7 \ L 1 96.73' _ _ 120.00' __,- 53.90' OPEN SPACE : 107
CHARLES B. BAUCOM moo' 40,948 s ft \ \ 5 0 0 4 8,546 q NOW OR FORMERLY
s� \\ q \ \ 2 0.20 ac f t ZONE: R-40
TAX PIN: 06-027-048 0.94 ac \ / _ - 1 \_ USE RESIDENTIAL
TRACT 5 \ \ 1.62' 8 S24°4832"W 270.63 r I o^o /
I PLAT CAB. K, FILE 722
NOW OR FORMERLY �y0 \/� `moo \ \ / a 95.65' 12,0.00' . 54.99'
I 0 L=24.60
ZONE:R-40 \ LOT: 8 \\ `So- � ���j15 `.
USE RESIDENTIAL \\ 40,961
0 94 ac ft \ 112 V I
0(s LOT : 28
0• \, 43,358 sq ft -�20'
PROPOSED 5' N� s� I 1.00 ac PSDE
Ao' \ < SIDEWALK (TYP) 01
/ .. �� I I I ( ✓ / /I
\ LOT : 9
\ 40,974 sq ft \ \ /�` Gl +
B K. 7 BURKE / \ \ \/
BK. 7100-160 l\ 0.94 ac \ 0� ` ' `�� , sq ft LOT : 27 - l
\ V J6 ac �r LOT : 26 N 40,130 sq ft
TAX PIN: 06-030-014A Cp "'rr STREET LIGHT TYP. �� l r O Q LOT : 25 l
TRACT 2 00 g�. �� \ (TYP.) / l'J� Q M 41,071 sq ft ^ 41,930 sq ft 0.92 ac /
PLAT CAB. N, FILE 524 ^�0' �6Q • o- SEE STREET 0 V 5� `�' 0.94 ac M 0.96 ac M JOTUNE Y MO E
NOW OR FORMERLY L `� \ LOT: 10 \\ LIGHTING DETAIL ON �00. �J Q I N DOROTHY MOREE
100 YEAR FLOG LINE ZONE:R 40 j' \ \ 40,987 sq ft \ SHEET C-5.1 / 7• OQ ��j I I BKPLAT D-52p 15
USE: VACANT ZO \ 0.94 ac �� \ V .�
0 Q i TAX PIN: 06-027-010
26 \ oQ Nl0 0�� / \ 15'S.B I NOW OR FORMERLY
�1' \ /6 LOT : 23 \ ZONE:R-40
1 LOT : 11 0�� \ / NI) 0.92 / 40,248 sq ft USE RESIDENTIAL
D \ 41,000 sq ft \\ 0N 6 0.92 ac \
JACK CASE 6g L=93.45 \\ 0.94 ac �\ 9� ' 3� \\11 E _j I /
s \ / 00 �h 5.32' 125.79 \
BK.7071-403 00 oA \ \�/ ^LO• / 10X70'SITE \ 52.90' 120.78' d q'
TAX PIN: 06-030-014B / \ 65.50, 56.3
TRACT 3 \ �\ TRIANGLE
PLAT CAB. N, FILE 524 0�
11g RS9S'
\ NOW OR FORMERLY
ZONE: R-40 h
USE: VACANT
53 LOT: 13 L=28.90
131' 40,708 sq It
0.93 ac L=20.01
-O
0.93 ac _p �I \ 5g 01 CO 1 40,291 sq ft N • o
FPE:551.5 / / 1� 20' PSDE to 0.92 ac 0
/ (100+2) ��i o ^ M MARKJ. ROSENBLUM
/ \0� 10'X70' SITE OPEN SPACE �' L=15.08 & KATE K. ROSENBLUM
/ ,7s\ 29 Q �i TRIANGLE 71,807sq ft BK. 550, PG. 851
/ oo / 'O 0 1.65 ac ,` TAX PIN: 06-027-005A
LOT: 15 G, G \ 244.92- NOW OR FORMERLY
_
/ / I 40,040 sq ft / �i �� �I`� V ZONE:R-40
YPUS
0.92 ac o/• �0 60 \ STREET LIGHT (T.) , ,, \ o E RESIDENTIAL
�g 1
5 / FPE:551.5
LOT: 20
&1,V / / P.S.D.E. �/ (100+2) i Zoo06 ,O� / / < 43,137sq ft \
0.99 ac
AGE ZB \ \a9
OPEN SPACE rg mI I
\ / LOT: 16 2 rn
\ loll391,321 sq ft 1 / 8.98 ac 40,240 s ft � �`�� °j \ �
\ \, i / 0.92 ac LOT: 19 � m
45,589 sq ft \ \ n�
FPE:552.0 �h0 N 1.05 ac \ \ Z
100+2 LOT : 17
( ) M \
\
EX. 20' r \ / 40,071 sq ft o rn FPE:554.0 \
S.S. ESMT. I �l 0.92 ac I c�, LOT: 18 \ (100+2) / L6 \ � / '
TOP BANK
40,073 sq ft m I
ZONE.AE I Z20' 44.41 0.92 ac \ / 1
Sk.1 FPE:552.0 19N
\ I �.�/ - 21a32' (100+2) FPE:553.0
254.73' gq (100+2)
� EX. 18"S.S. � S.S.
3
ESMT. / , -/- \76` , a6 �l'
EX 18' S.
\> ---�s=�� ass _ _ EX.1 "S.S. ��
- ^� -- � \- � :� - - - I- _ASS \
�._STREAM BUFFER o=- _ s \
I _ co
EAST FORK OF _ - -
m TWELVE MILE CREEK TOP BANK
M
FEMA FLOOD AREA I z
FIRM PANEL 4495J
U LOVELL FAMILY
LIMITED PARTNERSHIP
X BK. 1488, PG. 821
Q L0 TAX PIN: 06-027-007
wW NOW OR FORMERLY
ZONE.AE Ll UNINCORPORATED N
m UNION COUNTY
LP
ZONE: R-40
- � USE: VACANT\ m
FLOODWAY
100 YEAR FLOOD LINE
/ v
LOVELL FAMILY
/ LIMITED PARTNERSHIP
BK. 1488, PG. 821
TAX PIN: 06-027-007
NOW OR FORMERLY
/ UNINCORPORATED
UNION COUNTY
/
Curve Table
Curve #
Length
Radius
Delta
Chord Bearing
Chord Distance
C 1
450.610
300.000
086.0601
S 18 ° 13'17"E
409.43
C2
196.312
250.000
044.9914
S2°18'47"W
191.31
C3
58.389
300.000
011.1514
S 14 °36 25"E
58.30
C4
154.432
175.000
050.5617
S84°54'06"E
149.47
C5
429.407
175.000
140.5897
S10°4026"W
329.50
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C-2.0

L�J
OBJECT HEI
6
5
-5+00 -4+00 -3+00 -2+00 -1+00 0+00 1+00 2+00 3+00 4+00 5+00
OWNER IS RESPONSIBLE TO REMOVE EXISTING TREES/OBSTRUCTIONS LOCATED WITHIN SIGHT LINE. PERMISSION FROM ADJACENT
PROPERTY OWNER IS REQUIRED PRIOR TO TREE/OBSTRUCTIONS REMOVAL FROM ADJACENT PROPERTY. IF TREES ARE ONLY
TRIMMED AND NOT FULLY REMOVED AN EASEMENT WILL BE REQUIRED IN ORDER TO MAINTAIN CLEAR SIGHT DISTANCE.
I
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-------------
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---------- - - -
— CHAMBWOOD
ROAD - PUBLIC R1W
POSTED ,
--------------------------------------- _ _
- PE _
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ir / N24°5255
890.62'
—
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OPEN SPACE 1�- ( I
9,596 sq ft
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1.00 ac
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3+00
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( IN FEET )
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C-2.1

CONSTRUCTION NOTES & SEQUENCING
THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT EROSION IS MINIMIZED AND THAT
COMPLIANCE WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL LAWS, REGULATIONS,
AND ORDINANCES IS MAINTAINED THROUGHOUT EXECUTION OF THIS PROJECT.
1. CONTRACTOR TO SET UP AN ON -SITE PRE -CONSTRUCTION CONFERENCE WITH NCDEQ
EROSION CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.PRIOR TO
BEGINNING ANY WORK.
2. INSTALL SILT FENCE & ASSOCIATED MEASURES PER PLANS TO ESTABLISH PERIMETER
PROTECTION. INSTALL DOUBLE ROW SILT FENCING ALONG THE TOE OF SEDIMENT
BASIN 2 NEAR FLOOD PLAIN LIMITS.
3. AFTER PERIMETER PROTECTION MEASURES HAVE BEEN ESTABLISHED, BEGIN
INSTALLATION OF THE SKIMMER BASINS AND ASSOCIATED GRADING MEASURES ONLY
AS NECESSARY FOR INSTALLATION OF THESE DEVICES.
4. UPON COMPLETION OF SKIMMER BASIN INSTALLATION MEASURES, IMMEDIATELY SEED
AND STABILIZE ALL BOTH SEDIMENT BASINS INCLUDING INTERIOR WALLS WEIR
CREST, AND EXTERIOR WALLS)
5. UPON COMPLETION OF PHASE 1 EROSION CONTROL MEASURES, CONTRACTOR IS TO
CONTACT NCDEQ FOR AN INSPECTION.
6. AFTER NCDEQ INSPECTION AND APPROVAL, START CLEARING AND GRADING OF THE
SITE AS NEEDED FOR ROUGH GRADING OPERATIONS MAINTAIN EROSION CONTROL
DEVICES AS NECESSARY TO PREVENT OFF SITE SEDIMENTATION.
7. ROUGH GRADE ENTIRE SITE WITH APPROVED STRUCTURAL FILL MATERIAL.
8. AS PORTIONS OF THE SITE ARE BROUGHT UP TO GRADE, THE CONTRACTOR SHALL
ADJUST EROSION CONTROL MEASURE AS NECESSARY.
9. AS SITE IS BROUGHT TO FINAL GRADING, INSURE SOIL STABILIZATION MEASURES AND
SEEDING SCHEDULE ARE FOLLOWED AS PER THE PLANS.
10. THE PROPOSED SEDIMENT BASINS SHALL REMAIN IN PLACE UNTIL ALL HOME
CONSTRUCTION IS COMPLETE. CONTRACTOR SHALL COORDINATE SEPARATE EROSION
CONTROL PLANS AS NECESSARY TO TAKE DOWN SEDIMENT BASIN #1 AS THE LOTS IN
THAT AREA ARE BROUGHT UP TO FINISHED GRADES. CONTRACTOR TO COORDINATE
INSPECTION AND APPROVAL BYA REPRESENTATIVE OF THE LAND QUALITY SECTION
PRIOR TO CONVERSION OF THE SKIMMER BASIN TO A POST CONSTRUCTION
STORMWATER MANAGEMENT BASIN AND BEFORE REMOVAL OF ANY EROSION
CONTROL DEVICES.
LEGEND
GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exceptions
Perimeter dikes, swales, ditches
7 days
None
and slopes
High Quality Water (HOW) Zones
7 days
None
If slopes are 10' or less in length
Slopes steeper than 3:1
7 days
and are not steeper than 2:1, 14
days are allowed.
Slopes 3:1 or flatter
14 days
7-days for slopes greater than 50
y p
feet in length.
All other areas with slopes flatter
14 days
None (except for perimeters and
than 4:1.
HQW Zones)
* "Extensions of time may be approved by the permitting authority based on weather or other
ite-s ecific conditions that make compliance impracticable." Section ILL 2 b .
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS. J RICHARD KAPITAN
BK.6012-624
_ -_ - - - -_ TAX PIN: 06-027-004B
11 - _ - - NOW OR FORMERLY
- ` ' - ,'/,I
II
// ZONE:R-40
' ---\ ' /` r ' USE: RESIDENTIAL
MAINTENANCE AND SEDIMENT -STORAGE TO THE MAXIMUM EXTENT POSSIBLE. I _ _ _ _ _ -_ -- _- _TEMPORARY GRAVEL
TRACT 2 r , ' - - � v'- - _ _ CONSTRUCTION ENTRANCE _`_Q -a-
9. GRADED SLOPES AND FILLS SHALL BE PROTECTED WITH A ROLLED EROSION CONTROL PRODUCT IF COMPLETED PLAT CAB. D, FILE 583 0 - - ' - ,- ' - ' 6130 I `596 _ - - - " '�- w - - _ NCDENR STD.: 6.06 - - I
OUTSIDE OPTIMUM GERMINATION SEASONS, WHEN UNFAVORABLE WEATHER CONDITIONS PREVENT ,CO , - - CONCRETE WASHOUT AREA _ _
TAX PIN: 06-027-045 "
ESTABLISHMENT OF VEGETATION GROUND COVER.
NOW OR FORMERLY - T s T_
ZONE:R-40 - - - _ _ -
10. THE PERSON RESPONSIBLE FOR LAND DISTURBING ACTIVITY IS TO MAKE SURE THE APPROVED EROSION /. - - , \' ,�- ,� � O' - \ r /
CONTROL PLAN IS FOLLOWED. INSPECTION REPORTS ARE REQUIRED. USE RESIDENTIAL p ,, I -� ry , , 11 t
- ' d3-1 -- , __ - - - '
f
11. SILT FENCE STONE OUTLETS ARE NOT INTENDED TO FUNCTION AS A MEASURE IN LIEU OFA SEDIMENT TRAP OR \I /. - , , I- / ---- ' , 1 - � \X" �\ ��
BASIN, AND OFFER NO FILTRATION VALUE FOR RETENTION OF SEDIMENT. PRIMARY PURPOSE IS TO PREVENT SILT ` _ �� / 0O q ,I % -T -- _FENCE LAY DOWN FOR SMALL RETENTION AREAS. STONE OUTLETS SHOULD BE PLACED 1.0 FT. ABOVE THE \ ' , f- ' ' I, I - \ I / LOWEST ELEVATION OFA FENCED AREA AS TO PREVENT PONDING BEHIND SILT FENCES THAT EXCEED 1.0 FT. - / - -� \ 5
12. ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN APPROVED - - / . ' / - - 1 - _ - - - - - , \ % ( oo , D-
\ '1II ,,,/ I\,, I , I- ", "I - ""I ,,:-,,, :"-, _�I < ,,--,
EROSION CONTROL PLAN, A SITE REGULATED UNDER THE MINING ACT OF 1971, OR A LANDFILL REGULATED BY / / ' " - _ - ' , ' , - " I ,1 I' , - % ( /
THE DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY JUDITH B. ZIMMER \) 610 ,I / - , ' ,II _ \ - j- ' ' 1
ANY ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY REGULATED BY THE DIVISION OF SOLID WASTE TAX PIN: 06-027-049A _ - " j / - -/ - 1- - ' , , I , ' 1 � / , ' , ' - I \ ' . ' , ' 11 I
, -,-- 'I,I1I 'I,I1 - �- IL ,- , , :I I - - - _ I- _ I -- I- ,. I I -- , I -
/-/ I -/-, /Z7I // I, l,//, I -I I -I / I -I - I -, - , , I_1 II- - ' ,IlI II I , , , , + I - I* II/I"I , NI I1
MANAGEMENT, OR PER DIVISION OF SOLID WASTE MANAGEMENT, OR DIVISION OF WATER RESOURCES RULES BK. 1747-130 I _ _ / _ - - - I `
f / -
1, /
AND REGULATIONS. /. / " , ' / _
PART OF TRACT 6 \ - J-/ / , - _ ' - i / / k I I LIMITS OF DISTURBANCE j ! 1 I //
PLAT CAB. K, FILE 722 - - 'fir / I '
NOW OR FORMERLY ♦, / f r 1 ,� d/
�---_ I 1-1/1--_ ,- '1I1 1�
ZONE:R-40 - SEDIMENT BASIN 1 - - - - - /' ` I' N0
USE RESIDENTIAL '��►♦♦' / / DRAINAGE AREA = \ _ _ /' =-F _ _ ` , IN,; ; � 7' ,
,♦ col � _�✓ I„ 1- N
' , / , / ��� / - "_ ` = I I \ ' f f 0/ /_ d JOHN H. HUCKERT, JR.
, ' , '/ ' , " 1010 , , J- ,1 \ - .- _ _ - /*0 BK. 6354, PG. 141
- , _ ,I _ _ _ - _ _ - / TAX PIN: 06-027-006
l , I / ` N i , , �_ �' = I NOW OR FORMERLY
CHARLES B. BAUCOM , ' - ♦,'♦ PROPOSED 24"TEMPORARY SLOPE DRAIN _ - _poi "F , I ZONE:R-40
TAX PIN: 06 027-048 / ♦ 0' ai �` 1 �/
TOTAL DISTURBED AREA - 15.9 AC TRACT 5 LIMITS OF DISTUR ANCE ♦ �c / , - = �< I % USE RESIDENTIAL
PLAT CAB. K, FILE 722 p / / I , `' ',' j 580 X o'°� r I i_
NOW OR FORMERLY _ co ♦lam' - ��- °1 - - - - - , ' ;
ZONE: R-40 - / 1, 45, 045 sq. ft. ; I#, ' , , j - - I
EROSION CONTROL NOTES
1. BOTH BASINS SHALL BE INSPECTED DAILY (MONDAY THROUGH FRIDAY) FOR EXCESSIVE SILT. CONTRACTOR
SHALL REMOVE EXCESSIVE SILT FROM THE TRAPS IMMEDIATELY BEFORE CONSTRUCTION COMMENCES ON EACH
WORKING DAY.AS NECESSARY. MAINTENANCE SHALL CONTINUE THROUGH COMPLETION OF THE PROJECT.
2. THE CONTRACTOR ENGAGED IN OR CONDUCTING THE LAND -DISTURBING ACTIVITY SHALL BE RESPONSIBLE FOR
INSTALLING AND MAINTAINING ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL MEASURES
AND FACILITIES DURING THE DEVELOPMENT OF THIS SITE AS REQUIRED BY THE APPROVED PLAN. OPERATIONS
AND MAINTENANCE CONDITIONS ARE INCLUDED IN THE PLAN OUTLINING HOW THE CONTRACTOR SHALL PROVIDE
FOR OPERATIONS AND MAINTENANCE DURING CONSTRUCTION.
3. WITHIN SEVEN CALENDAR DAYS FOLLOWING SOIL DISTURBANCE OR RE -DISTURBANCE, ALL PERIMETER SEDIMENT
CONTROLS SHALL BE INSTALLED AND TEMPORARY STABILIZATION MEASURES SHALL BE COMPLETED ON TOPSOIL
STOCKPILES.
4. AREAS AT FINAL GRADE SHALL RECEIVE PERMANENT STABILIZATION MEASURES WITHIN SEVEN CALENDAR DAYS
OF REACHING FINAL GRADE.
5. THE RESPONSIBILITY FOR MAINTAINING ALL PERMANENT EROSION AND SEDIMENT CONTROL MEASURES AND
FACILITIES AFTER SITE LAND DISTURBING ACTIVITY IS COMPLETED SHALL LIE WITH THE LANDOWNER OR PERSON
IN POSSESSION OR CONTROL, EXCEPT FACILITIES AND MEASURES INSTALLED WITHIN ROAD OR STREET
RIGHT-OF-WAYS OR EASEMENTS.
6. ADDITIONAL CONTROL DEVICES MAYBE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION
AND /OR OFF -SITE SEDIMENTATION.
7. RUNOFF FROM BUILDING PADS AND OTHER RELATIVELY LEVEL AREAS MUST BE DIVERTED BY USE OFA
TEMPORARY DIVERSION DITCH AT THE TOP OFA FILL SLOPE TOWARDS EITHER A SLOPE DRAIN OR RIP -RAP LINED
CHANNEL DOWN THE FILL SLOPE. THE SLOPE DRAIN OR RIP -RAP LINED CHANNEL SHALL REMAIN IN PLACE UNTIL
THE FILL SLOPE HAS BEEN ADEQUATELY STABILIZED WITH ESTABLISHED VEGETATION.
8. SILT FENCE SHALL BE A MINIMUM OF 10 FT OFF THE PROPOSED TOE OF SLOPE TO PROVIDE SPACE FOR
WESLEY OAKS HOA
BK. 4384-523
TAX PIN: 06-048-323
NOW OR FORMERLY
ZONE: R-40
USE: COMMON AREA
I
I
ROY & MELISSA HALL
BK. 4461-613
TAX PIN: 06-027-042 /
NOW OR FORMERLY
ZONE: R-40
USE: RESIDENTIAL
MARLENELYONS
TRUSTEE
BK. CS13-496
TAX PIN: 06-027-042A
NOW OR FORMERLY
ZONE: R-40
/
�+ USE: RESIDENTIAL
��- 4BtV,,
//
-
w- -
-
� D ,,�,BK.
_� �_ OAD - n/ ,
_ __� rVBC
RICHARD KAPITAN
6012 624
TAX PIN: 06-027-0048
w-
� w-
/ C
R��
NOW OR FORMERLY
\
//
BENTON EDWARDS
BK. 734-397
TRACT 1
-, _ _ - `
� -w_
BENTON EDWA20-782 S
. ___�
- `_
`
: RESIDENTIAL
USE: RESIDENTIAL
_
/[----Q
PLAT CAB. D, FILE 583
TAX PIN: 06-027-044
NOW OR FORMERLY
/
BK.: 06-722
TAX PIN: 06-027-043
NOW OR FORMERLY
W`
` _ - � ,
-_ w_ - -
` -R _
��,�'_ _ t
'
LANDON MUNDY
ZONE:R-40
� � - - -W-
- - - - - _ �
.
BK 6900-413
USE RESIDENTIAL
Iy-
USE RESIDENTIAL " � ' " +1k ' I , I ' / ,'b 42.356 acres ' , -\-," I, -,- I j ; W - - - - - -_ - ' ' l
7 - \ 1 /'
-,. ,- , , - I _P---- ---,�I _ - "- - --_I-- I _- - - -_,,I, ,-� ' -- --- ,-I-, -
,1-,", I
I," " :, ". II I ,�II-",,1I_ * I 1#-I,-I /. ,, ,,I',II,
", 1III I /I II,,, I 1I I 1, J ,1,1,I I 1.I 1I
I, ,I " , I , II - ,I I,1-- 1--;� '�-I�' "
I"-" "" � 1I ,� I I "1I I1 ) I
, "I
I,, I, ,I I�&,",I, II\/, III, II , I ,I, " I " � I-,, 'l1 - I
III, I� "� I- -, ,, I, -, ,I- \_I ,� --I 1, <,
\ .
' 1 LLWAY ` MI
PROPOSED 20' IDE,
, Z_ � © a RP -AP SPI __ x x I / k
/ k / , , / / / i � SPILLWAY EL = 578.00 /I l' \ ' l I
„ \ / , j , I - ��r' I , I' x'` , x PROPOSED 18' /
- < y , / - ", , \, , I PROPOSED RIP -RAP ;I TEMPORARY j
i
- - - - " - - - - - \-1 _ PROPOSED SILT FENCE (TYP) , �,' , / I / , , ' x_ ' x ; ° SLOPE DRAIN k l '
BLAIR BURKE - // _ - _ 0 \ _ PROPOSED 24" CMP , V \ -
BK. 7100-160 r - - " �' " 4P ' " ' ' '
BARRELL @ 2.86%
TAX PIN: 06-030-014A - �, _ , - j�� % I / y ' Ott 0' d / -
TRACT2 ♦- SEDIMENT BASIN 2 - ' " - " ' , / - - , / _/
PLAT CAB. N, FILE 524 I ,� _ ` , /_ , - - I - - " - ' / , ' - / / ' , , -qi " // / JUNE MOORE
NOW OR FORMERLY \ , _ DRAINAGE AREA i y / �' �/ I DOROTHY MOREE
I 'V--- ,I-1 I�,I \UN,, II ',-",�,I , "_.I, --I (... I1 , I ,': ,I, .-, 'VI,II I) ' I 1,,- \ II - I,� ,, /: "''I , I'\ I I/ ,1 , ,,"" , II , I ,, I , I 1�",I1 \,I, � I \1,,�"_,,, ,1 I",\ , I- I ,',1,,, , , ,. ,,I, 'I , ,, , ,
, ,,, ,I ,,I :I \' , II, , I II,I, , I I I'II I ,I , ,I,1I I I ', I -�I,, . I .,"eIII I ,-II, -, II \," , ,, I�� I I . ,- ,,- I II I I , I \, ", I II\,, -,I- \1,-1"_,_III II 1- 1 _, I- , 0I I, I - III I \I , \-I- - -,,-I-I - I _I ,-11I �,,��, N - - \I \ I -I ,I --- \ I--k -, II- - I -- '\' ,-I-1 1_, -- I ,-* __-,_1-i� '_ - .I --4 _ -I I - - - I _- - -- ,I I- _, -- - '\- I-- , ,�" - -'-I-- , - I -_ I, I1 I,,' , --I- _- 'II -, -,�
ZONE: R-40 / >° ♦ 18. 03 AC : / , - . - J - - - - - ` PROPOSED BAFFLE (TYP) , - 596 - 9. BK. 6403, PG. 115
USE: VACANT . - -\ - " _L " ' ' ; I , ' , - ' , PLAT D-520
• , \ - , . - ` - _ 590 � ��°/ / ♦ .. N / , , / �� - , y9� TAX PIN: 06 027 010
1 • o _ _ \ --; _ j _ _ ,r '� _ " ' , , , _ . , PROPOSED 36" DIAMETER CMP RISER - NOW OR FORMERLY
- _ �•t __* - - - - _ 0° I ; ; / , j , ' / WITH TRASH RACK ON BALLAST PAD, / ZONE:R 40
I ,\'1_ _ - - /' / oc� ( J I ; WITH PROPOSED FAiRCLOTH SKIMMER \ USE RESIDENTIAL
' I - �_I \ /,' �5g �� ♦ 4, - I , ; � ; ; ; SKIMMER BASIN 1
JACK CASE - 7 ' - , ' - - / ' 4�' ' ° DRAINAGE AREA C=0.50 = 12.32 AC
BK. 7071-403 ( ` , �, r \ / , ) / ' , ) ' , 0 - TOP OF BERM ELEVATION = 579.00 ,
TAX PIN: 06 030-0148 ;� \ \ ' �f LIMITS OF DISTURBANCE I� , ' I /°� _ , \+ �' / , SPILLWAY ELEVATION = 578.00
TRACT 3 - ` /,,,
o . RISER WEIR ELEVATION = 577.00
PLAT CAB. N, FILE 524 , ` ' ' `, \s` I / ` `� `' - - \ \ - - , ' , j / %� , 1 ' _ _, / I " CLEANOUT ELVATION = 576.50 _
NOW OR FORMERLY - � _ _ - _ ,#, /, � , A ;,rc\ \ ` BOTTOM OF BASIN ELEVATION - 575.00 1
ZONE:R-40 ' PROPOSED SILT FE E ` 1 !# , ' ' HIGHPOINT - ' 4" _ _♦ ' �+ / / \ _ - �' , - - ` REQUIRED VOLUME (cf) = 11,376 ; 2 J
USE: VACANT \', '.� OUTLET HIGHPOINT _ , / - - ♦ ♦ X x , . -._ '� _ _PROVIDED VOLUME (cf) = 22,937 ,�;,,, u, . `� 1 = = y _ j i i -� j ; \ %CS9 SPILLWAY LENGTH (ft) = 20.00 /; LOVELL FAMILY
` o \ \ ♦ _ +- ' \ °�- y �/ \ \ -1�` --\_ RISER = 36" CMP LIMITED PARTNERSHIP
­� .. 1 \ _ _ o � 4 o \ \ o \ ` / ,_ BARREL = 35 LF 24" CMP @ 2.86% BK. 1488, PG. 821
PROPOSED 24" � -� , - %, ; / � '0 \ o o SKIMMER SIZE = 3" TAX PIN: 06-027-007
U, _ TEMPORARY SLOPE , x - %_ - _ - - _ _# ­- \ _ - - 0. , ' , \ , , 1 C \ © \o - _ -, ORIFICE SIZE = 2.5" NOW OR FORMERLY
DRAIN - \ T_ _ -\"-_
\ - _ - i I�/dd 0_- on o \ , _ , /- _ . / , UNINCORPORATED
L �; \ , ; , ;� ' ` . ' _ _ �; - , - - �_ _ _ ; �� I�I dos _ - - - 0 7 l ; _ I UNION COUNTY
I 7 ♦_ \ p - i
/ i o �� o
\ � °, ,`- \ I ---- -_ �T -- -- J 0 I \ --'- -,I
-- © --- --- I -
\ ' _ _ - - _ - ' I o�°� UNDISTURBED , - 11 4\ - - _ - - - - - - - -
NATURAL = ; , ` - -- - - - - / l !
I T, , ' PROPOSED STOCK \ AREA - f Vd ,, , , o - - - ' - 5�pi
I , \ `,\ PILE LOCATION _ MARK J. ROSENBLUM _ _ _ _ - - _ _ - - _ _ , _
�. . _ _ - _ _ _ I _ - . _ ` - - '/ LIMITS OF DISTURBANCE ji ��- ' , �- . & KATE K. ROSENBLUM � - _ - _ � _ - - _ -
_ ( , ` II _ I I , < BK. 550, PG. 851 _ _l - - - /
I \ ~ '0 TAX PIN: 06-027-005A
PROPOS'(ED gDOUBLE ROW SILT FENCE i; - - , - ---� - - - - c� - y ; _ L--�--- - - - _ - _ _ -
i lk� Y /I//- I 10 _ _ _ ; ; - , ` 1 - ' �' � / ' 7° / I II r NOW OR FORMERLY - _ -
PROPOSED 30' WIDE RIP -RAP SPILLWAY x `\^� �p ` ' !/1 7 ZONE:R 40 f _ 560 --
j SPILLWAY EL = 550.00 \f j \ - - 0,0 �` j , USE RESIDENTIAL = j _ _ - - -
\ ��y� Lr' 44V0 "I \ `, \S - - , / , _ _ r_,, --- ----- _ _ ------ _, _ _ _ _ ---.
\ / 1�k a_ , sO� - - � I i IO _ -_ y/ ,, 4F ///, - / - - -- -- - , j\ _ �PROPOSED SILTFENCE ` ' � y � I\ I - -- ' _ - . - _- _- _
OUTLET -l- * Y - - - I / �� , - ��O o I ���, - `/ , N4�\- - - - - - r�_ \
;'_
° o Z3° �-�° \+ PROPOSED BAFFLE (TYP) oY / - 57 / 10 _ - - - - - - - � _ _ f
II I
2 a:
r\\/ "
°-°�-Oo-R °_ /- PROPOSED 24" , , ��41 _o °- , ,_ <7/VF -� / i,
\ `�' \ -_° ° \ \ \ TEMPORARY SLOPE ' `I , , / - f ,
-_, I :� _II- ,�- -I , :� I-- _'-- .�'-._-_ I, I -_. �"_ , __ : _--_za:�z1: ,w zI -- _'�--
I, ,iII lI, I �I -
- -_,7 I I-
I .I -�_ \�\I I
11
�\ 0 DRAIN ` , � °,' , , , \ , - - , -' , l
\ `� s' PROPOSED RIP RAP _oi/ ; I 1 \ ' ' \ - - - - _ ' '' -- / -
\ PROPOSED 24"RCP BARREL @ 0.63 % ` , p - , _ \ I ` , ' , ` , - - '�"0 _ _ -_ - - -
\ O \ / / ' p
PROPOSED 4'x4' (INSIDE) CONCRETE RISER , I \- _ _ _ - + - '
__ -
WITH TRASH RACK ON BALLAST PAD, WITH d - - - - _ _ _ _ _ _ _ _ - ° °-° - ?0
PROPOSED = _ _ _ _ _ % ,_ _ - ! - - , �.
\ PROPOSED FAIRCLOTH SKIMMER -, / : ' '
USE PERMANENT STRUCTURE & ATTACH 0 _ _ h\' - _ - - / , ; , _ _ _
( DOUBLE ROW d _ - - - ' so ; - \_i., - \ r
SKIMMER TEMPORARILY - SEE DETAIL ON C-3.7) SILT FENCE d `"'"�,, I� / ���j ` - - '
MICHAEL DAVIS \- + u t_ - 'I oa -- , /�_. �. - , - _ _ \ - _ _V /' . '/- , - - " - i
TAX PIN: 06 030 0028 \ 1��- EX.18" S,S S46 I °° o /- ��f%,. , - ; , _ _ _ _ _ _ - - - _ j ' , i ; - _ /
NOW OR FORMERLY �\ s& QQ� - 19 0 \ ` s - W A - - - - -- -- - -_ , - _ -
ZONE:R 40 _ - - 1s� - - 0 / • • J / So 1_%= - _ , i 0
��
USE: VACANT _ - - o - EX, 18" S. S. / #_ -
- _ - 1 ___� - -8 ...��,' , O / Q
-x - -x- ----x_ � - - EX.18"S.S. -_-
_x - - _- - `a3 -: _ - - - SS
____ I
DAVID E. BALLENGER
BK. 602-107
TAX PIN: 06-030-002A
NOW OR FORMERLY
ZONE: R-40
� USE: VACANT I
-ELEV-
EXISTING CONTOUR
ELEV
PROPOSED CONTOUR
TD-
TEMPORARY DIVERSION DITCH
-
LIMITS OF DISTURBANCE
BASIN DRAINAGE AREA
--°--°--
PROPOSED SILT FENCE
--u o-o° o=
PROPOSED HIGH HAZARD SILT FENCE
:-_:
PROPOSED INLET PROTECTION
4
PROPOSED TEMP. CHECK DAM
TEMPORARY SLOPE DRAIN
SKIMMER BASIN 2
DRAINAGE AREA (C=0.50) = 18.03 AC \
TOP OF BERM ELEVATION = 551.00
SPILLWAY ELEVATION = 550.00 -
RISER WEIR ELEVATION = 549.00
CLEANOUT ELVATION = 546.50 \
BOTTOM OF BASIN ELEVATION = 545.00
REQUIRED VOLUME (cf) = 23,868 \
PROVIDED VOLUME (cf) = 52,033
SPILLWAY LENGTH (ft) = 30.00 \
RISER = 4 x4' (INSIDE) CONCRETE RISER \
BARREL = 72.00 LF 36" RCP @ 0.63%
SKIMMER SIZE = 4" ------
ORIFICE SIZE = 3.7"
EAST FORK OF
TWELVE MILE CREEK
LOVELL FAMILY
LIMITED PARTNERSHIP
BK. 1488, PG. 821
TAX PIN: 06-027-007
NOW OR FORMERLY
UNINCORPORATED
UNION COUNTY
ZONE: R-40
USE: VACANT
�\
-
43!!�: ­-, C - -
-------- -
l��
( IN FEET )
1 inch = 100 ft.
ENGAINGERING
SKIMMER BASIN
Project
CAVESSON Client
BOWMAN
Project #
6198 Date
8/23/2018 2013A Van
Buren Ave.
Designation
SKIMMER BASIN 1 Designer
KEW Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
12.32 Acres I 536,659 Square Feet
Total Disturbed Area
3.16 Acres 1 137,650 Square Feet
C
0.50
Tc
5 Minutes
lio
7.03 Inches per Hour
Qio
43.30 CFS
Required Volume
11,376 Cubic Feet
Contour Area Volume
Net Volume
Required Surface Area
14,074 Square Feet
575 5,190 0
0
576 11,309 8,250
8,250
Provided Volume
22,937 Cubic Feet OK �
577 18,065 14,687
22,937
Provided Surface Area
14,687 Square Feet OK J
578 25,456 21,761
44,697
579 31,285 28,371
73,068
Length
233 Feet
Minimum Spillway Design
Width
116 Feet
Qio 43.30 CFS
L/W Ratio
2.01 OK
H 1 Feet
C 3.367
Spillway Elevation
578 *Provides 1 Foot Freeboard
Surface Area at Spillway
25,456
L 12.86 Feet
Top of Berm Elevation
1 579
EC Phase 1- Skimmer Basin A - Emergency Spillway
Spillway Length
20 Feet I OK
Days to Drain
3
Days
Head over Spillway
1 Feet
Skimmer Size
3
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Radius
1.2
Inches
Max Flow
77_Orifice
67.3 CFS OK
Orifice Diamter
2.5
Inches
EN6INGERING
SKIMMER BASIN
_*kslpli��_
Project
CAVESSON Client
BOWMAN
Project#
6198 Date
8/13/2018 2013A Van
Buren Ave.
Designation
SKIMMER BASIN 2 Designer
KEW Indian Trail,
INC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
18.03 Acres 785,387 Square Feet
Total Disturbed Area
6.63 Acres 1 288,803 Square Feet
C
0.50
Tc
5 Minutes
lio
7.03 Inches per Hour
Qio 1
63.38 CFS
Required Volume
23,868 Cubic Feet
Contour Area Volume
Net Volume
Required Surface Area
I 20,597 Square Feet
545 2,731 0
0
546 9,454 6,092
6,092
Provided Volume
52,033 Cubic Feet OK
547 21,611 15,533
21,625
Provided Surface Area
I 30,409 Square Feet I OK IIIIIIIIIIII111,548
39,206 30,409
52,033
549 42,094 40,650
92,683
Length
417 Feet
Minimum Spillway Design
Width
176 Feet
Q10 63.38 CFS
L/W Ratio
2.37 OK
H 1 Feet
C 3.367
Spillway Elevation
550 *Provides 1 Foot Freeboard
Surface Area at Spillway
1 45,050
L 18.82 Feet
Top of Berm Elevation
1 551
EC Phase 1- Skimmer Basin A - Emergency Spillway
Spillway Length
30 Feet OK
Days to Drain
3
Days
Head over Spillway
1 Feet
Skimmer Size
4
Inches
Weir Coefficient
��3.367 *Cipoletti Weir
Radius
1.9
Inches
Max Flow
77_Orifice
301.0 CFS OK
Orifice Diamter
3.7
Inches
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C-3.0

CONSTRUCTION NOTES & SEQUENCING
THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT EROSION IS MINIMIZED AND THAT
COMPLIANCE WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL LAWS, REGULATIONS,
AND ORDINANCES IS MAINTAINED THROUGHOUT EXECUTION OF THIS PROJECT.
1. CONTRACTOR TO SET UP AN ON -SITE PRE -CONSTRUCTION CONFERENCE WITH NCDEQ
EROSION CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.PRIOR TO
BEGINNING ANY WORK.
2. INSTALL SILT FENCE & ASSOCIATED MEASURES PER PLANS TO ESTABLISH PERIMETER
PROTECTION. INSTALL DOUBLE ROW SILT FENCING ALONG THE TOE OF SEDIMENT
BASIN 2 NEAR FLOOD PLAIN LIMITS.
3. AFTER PERIMETER PROTECTION MEASURES HAVE BEEN ESTABLISHED, BEGIN
INSTALLATION OF THE SKIMMER BASINS AND ASSOCIATED GRADING MEASURES ONLY
AS NECESSARY FOR INSTALLATION OF THESE DEVICES.
4. UPON COMPLETION OF SKIMMER BASIN INSTALLATION MEASURES, IMMEDIATELY SEED
AND STABILIZE ALL BOTH SEDIMENT BASINS (INCLUDING INTERIOR WALLS, WEIR
CREST, AND EXTERIOR WALLS)
5. UPON COMPLETION OF PHASE 1 EROSION CONTROL MEASURES, CONTRACTOR IS TO
CONTACT NCDEQ FOR AN INSPECTION.
6. AFTER NCDEQ INSPECTION AND APPROVAL, START CLEARING AND GRADING OF THE
SITE AS NEEDED FOR ROUGH GRADING OPERATIONS MAINTAIN EROSION CONTROL
DEVICES AS NECESSARY TO PREVENT OFF SITE SEDIMENTATION.
7. ROUGH GRADE ENTIRE SITE WITH APPROVED STRUCTURAL FILL MATERIAL.
8. AS PORTIONS OF THE SITE ARE BROUGHT UP TO GRADE, THE CONTRACTOR SHALL
ADJUST EROSION CONTROL MEASURE AS NECESSARY.
9. AS SITE IS BROUGHT TO FINAL GRADING, INSURE SOIL STABILIZATION MEASURES AND
SEEDING SCHEDULE ARE FOLLOWED AS PER THE PLANS.
10. THE PROPOSED SEDIMENT BASINS SHALL REMAIN IN PLACE UNTIL ALL HOME
CONSTRUCTION IS COMPLETE. CONTRACTOR SHALL COORDINATE SEPARATE EROSION
CONTROL PLANS AS NECESSARY TO TAKE DOWN SEDIMENT BASIN #1 AS THE IN THAT
AREA ARE CONSTRUCTED ON. CONTRACTOR TO COORDINATE INSPECTION AND
APPROVAL BY A REPRESENTATIVE OF THE LAND QUALITY SECTION PRIOR TO
CONVERSION OF THE SKIMMER BASIN TO A POST CONSTRUCTION STORMWATER
MANAGEMENT BASIN AND BEFORE REMOVAL OF ANY EROSION CONTROL DEVICES.
EROSION CONTROL NOTES
1. THE SEDIMENT BASIN SHALL BE INSPECTED DAILY (MONDAY THROUGH FRIDAY) FOR EXCESSIVE SILT.
CONTRACTOR SHALL REMOVE EXCESSIVE SILT FROM THE BASIN BEFORE CONSTRUCTION COMMENCES ON EACH
WORKING DAY.AS NECESSARY. MAINTENANCE SHALL CONTINUE THROUGH COMPLETION OF THE PROJECT.
2. THE CONTRACTOR ENGAGED IN OR CONDUCTING THE LAND -DISTURBING ACTIVITY SHALL BE RESPONSIBLE FOR
INSTALLING AND MAINTAINING ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL MEASURES
AND FACILITIES DURING THE DEVELOPMENT OF THIS SITE AS REQUIRED BY THE APPROVED PLAN. OPERATIONS
AND MAINTENANCE CONDITIONS ARE INCLUDED IN THE PLAN OUTLINING HOW THE CONTRACTOR SHALL PROVIDE
FOR OPERATIONS AND MAINTENANCE DURING CONSTRUCTION.
3. WITHIN SEVEN CALENDAR DAYS FOLLOWING SOIL DISTURBANCE OR RE -DISTURBANCE, ALL PERIMETER SEDIMENT
CONTROLS SHALL BE INSTALLED AND TEMPORARY STABILIZATION MEASURES SHALL BE COMPLETED ON TOPSOIL
STOCKPILES.
4. AREAS AT FINAL GRADE SHALL RECEIVE PERMANENT STABILIZATION MEASURES WITHIN SEVEN CALENDAR DAYS
OF REACHING FINAL GRADE.
5. THE RESPONSIBILITY FOR MAINTAINING ALL PERMANENT EROSION AND SEDIMENT CONTROL MEASURES AND
WESLEY OAKS HOA
BK. 4384-523
TAX PIN: 06-048-323
NOW OR FORMERLY
ZONE: R-40
USE: COMMON AREA
Z /
0
RICHARD KAPITAN
BK. 6012-624
Rp q� _ RICHARD KAPITAN TAX PIN: 06-RMER48
IN POSSESSION OR CONTROL, EXCEPT FACILITIES AND MEASURES INSTALLED WITHIN ROAD OR STREET � _ Vy, � ` NOW OR FORMERLY
RIGHT-OF-WAYS OR EASEMENTS. / , BK. 6012-624
�W_ _ VB _ ZONE:R-40
6. ADDITIONAL CONTROL DEVICES MAYBE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION ` _W_ �/ R '^, TAX PIN: 06-RMER4B
C " `�vi/ � NOW OR FORMERLY USE: RESIDENTIAL
AND /OR OFF -SITE SEDIMENTATION.
BENTON EDWARDS ` � � ` ` / - ZONE:R-40
7. RUNOFF FROM BUILDING PADS AND OTHER RELATIVELY LEVEL AREAS MUST BE DIVERTED BY USE OFA BK. 734-397 `H _ USE: RESIDENTIAL
TEMPORARY DIVERSION DITCH AT THE TOP OFA FILL SLOPE TOWARDS EITHER A SLOPE DRAIN OR RIP -RAP LINED TRACT 1
CHANNEL DOWN THE FILL SLOPE. THE SLOPE DRAIN OR RIP -RAP LINED CHANNEL SHALL REMAIN IN PLACE UNTIL PLAT CAB. D, FILE 583 BENTON EDWARD`
THE FILL SLOPE HAS BEEN ADEQUATELY STABILIZED WITH ESTABLISHED VEGETATION. TAX PIN: 06-027-044 BK. 920-782
LANDON MUNDY NOW OR FORMERLY TAX PIN: 06 027-043 _W�
8. SILT FENCE SHALL BE A MINIMUM OF 10 FT OFF THE PROPOSED TOE OF SLOPE TO PROVIDE SPACE FOR ZONE: R-40 NOW OR FORMERLY
MAINTENANCE AND SEDIMENT -STORAGE TO THE MAXIMUM EXTENT POSSIBLE. BK. 6900-413 W- _ TEMPORARY GRAVEL
TRACT 2 USE RESIDENTIAL W- _ _ _ CONSTRUCTION ENTRANCE _-_
9. GRADED SLOPES AND FILLS SHALL BE PROTECTED WITH A ROLLED EROSION CONTROL PRODUCT IF COMPLETED PLAT CAB. D, FILE 583 - , - ' - ' - ,6�� `596 _ - - - '�_ = W - - - - NCDENR STD.: 6.06
OUTSIDE OPTIMUM GERMINATION SEASONS, WHEN UNFAVORABLE WEATHER CONDITIONS PREVENT TAX PIN: 06-027-045
ESTABLISHMENT OF VEGETATION GROUND COVER. NOW OR FORMERLY _ �-
CONCRETE WASHOUT AREA
10. THE PERSON RESPONSIBLE FOR LAND DISTURBING ACTIVITY IS TO MAKE SURE THE APPROVED EROSION ZONE:R-40
CONTROL PLAN IS FOLLOWED. INSPECTION REPORTS ARE REQUIRED.
USE RESIDENTIAL
cc
11. SILT FENCE STONE OUTLETS ARE NOT INTENDED TO FUNCTION AS A MEASURE IN LIEU OFA SEDIMENT TRAP OR u OPEN SPACE.- 120 , p�
BASIN, AND OFFER NO FILTRATION VALUE FOR RETENTION OF SEDIMENT. PRIMARY PURPOSE IS TO PREVENT SILT / LEST :'S f / LOT : 1 9596_
43,441 sq ft 0 2�ac
FENCE LAY DOWN FOR SMALL RETENTION AREAS. STONE OUTLETS SHOULD BE PLACED 1.0 FT. ABOVE THE 59, 984'sq ft 0 r \ { 1 /
LOWEST ELEVATION OFA FENCED AREA AS TO PREVENT PONDING BEHIND SILT FENCES THAT EXCEED 1.0 FT. / 1.38 aC I - I , 1.00 aC
y
JUDITH B. ZIMMER ) 610 / \ LIMITS OF DISTURBANCE
LOT:4, �LO7�3 , LOT:2
TAX PIN: 06-027-049A _ - ' " - " ,
- L T :,6' �' 43,306 sq ft- 4 374 s ft
BK. 1747-130 40,�122 sq,'ft , q
PART OF TRACT 6 5b; �52 sq ft , : " _ 0.99ac / 0.93 Ac , �.95 ac/
GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exceptions
Perimeter dikes, swales, ditches
7 days
None
and slopes
High Quality Water (HQW) Zones
7 days
None
If slopes are 10' or less in length
Slopes steeper than 3:1
7 days
and are not steeper than 2:1, 14
days are allowed.
Slopes 3:1 or flatter
14 days
7-days for slopes greater than 50
feet in length.
All other areas with slopes flatter
14 days
None (except for perimeters and
than 4:1.
HOW Zones)
* "Extensions of time may be approved by the permitting authority based on weather or other
ite-specific conditions that make compliance impracticable." (Section ILB (2)(b)).
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
MICHAEL DAVIS
TAX PIN: 06-030-002B
NOW OR FORMERLY
ZONE: R-40
USE: VACANT
LEGEND
\ DAVID E. BALLENGER
\ BK.602-107
TAX PIN: 06-030-002A
\ NOW OR FORMERLY
PROPOSED SILT FENCE
OUTLET
-ELEV-
EXISTING CONTOUR
ELEV
PROPOSED CONTOUR
TD-
TEMPORARY DIVERSION DITCH
LIMITS OF DISTURBANCE
BASIN DRAINAGE AREA
PROPOSED SILT FENCE
�-
1111'-
PROPOSED HIGH HAZARD SILT FENCE
PROPOSED INLET PROTECTION
4
PROPOSED TEMP. CHECK DAM
I
ROY & MELISSA HALL
BK. 4461-613
TAX PIN: 06-027-042 /
NOW OR FORMERLY
ZONE: R-40
USE: RESIDENTIAL
MARLENELYONS
TRUSTEE
BK. CS13-496
TAX PIN: 06-027-042A
NOW OR FORMERLY
ZONE: R-40
C USE: RESIDENTIAL
FACILITIES AFTER SITE LAND DISTURBING ACTIVITY IS COMPLETED SHALL LIE WITH THE LANDOWNER OR PERSON ` ` ` ���� " OO
_ � D
PLAT CAB. K, FILE 722 T.29 ac
NOW OR FORMERLY
ZONE: I !
USE RESIDENTIAL/N°.
TOTAL DISTURBED AREA = 15.9 AC
R-40
JOHN H. HUCKERT, JR.
/ '' ♦ f� �, \ �! / BK. 6354, PG. 141
\ ILQT : 7 5S6 �9 I TAX PIN: 06-027-006
_ OpEN SPACE . d7, NOW OR FORMERLY
CHARLES B. BAUCOM /40,948 sq ft \ /' 8,546 sq ft ZONE:R-40
\ 0'94 ac
TAX PIN: 06-027-048 /� 0.20 ac
/ USE RESIDENTIAL
TRACT 5
PLAT CAB. K, FILE 722
NOW OR FORMERLY ,' \ co / \ \ / 582
ZONE: R-40 LOT: 1, 845,045 sq. ft.,
USE RESIDENTIAL 40 9,61 sq ft,' 42.356 acres
/ , ' - � � \ \ , 0.9 ac /�= \ ' _ _ 4,3,358 s ft ,', ,
SEDIMENT /BASIN 3 �' �6' //' Y - 1.QD ac
/ � \ DRAINAGE AREA '
0.ac' /O0.96c
( LOT: 27BK.7100-160 / // 40,130 ftOrt: 26,BLAIRBURKE 30.34 AC 4'40,
TAX PIN: 06-030-014A -<,I'LOT: 25- `cp
TRACT 2 \ rGJ 41, 071 sq ft/ 41,930 s4 ft 0.92 6c
PLAT CAB. N, FILE 524 ! _ �9p ' 1, J l 0.94-ac b;96 ac/ , /, ` JUNE MOORE
'V r I DOROTHY MOREE
NOW OR FORMERLY LOT : 10 _ I • tl BK. 6403, PG. 115
ZONE: R-40 \ \ 40, 987 sq ft- \ _ Q` �� PROPOSED SILT FENCE (TYP) / ( / _ "� _ 596 - ' " / PLAT D-520
USE: VACANT \ /O.�c (J �' \ I ! O
,y9 TAX PIN: 06 027 010
NOW OR FORMERLY
I _ / ✓ LO . 23 I I / , ZONE:R-40
LQT : -11 sq ft,' \ ) J' USE RESIDENTIAL
S 41,000 sq ft y '
86 l ' 1/2 NIR
JACK CASE \ 4 ac"
BK. 7071-403-
1 \ /
TAX PIN: 06 030-0148 LIMITS OF DISTURBANCE I
TRACT 3
PLAT CAB. N, FILE 524
NOW OR FORMERLY L�T .
ZONE: R-40 \ \ 50 858 sq ft '� �g� > / LOT : 22 \
USE: VACANT \ ,\ : ,` -1._1.7 ac _
s6; _s _ -� -48,262sgft� _ \ ►� l ,` , s - �/'�' .-1
�• flOg sift ,
PROPOSED STONE OUTLET\ =
` \ " / ' • , l I LOVELL FAMILY
S'60" ''jj �% LIMITED PARTNERSHIP
V ♦ ♦-� \ - \ _ = Z;'; .�j; / BK. 1488, PG. 821
/ ♦ _ I ,� \ \ /, , /'' , ' I',', ' , TAX PIN: 06-027-007
6 LO '14 5 _�? ) NOW OR FORMERLY
4 '56�q ft • -9 LOT: 21 - - - - - - - "
L \` � _ _ UNINCORPORATED
0. 3 ac 40,29'9 sq ft1 1, s '�a -- -- ! / / , UNION COUNTY
PROPOSED DOUBLE ROW SILT FENCE
PROPOSED 35' WIDE RIP -RAP SPILLWAY
SPILLWAY EL = 550.00
\ .S\PROPOSED RIP -RAP
PROPOSED 24" RCP BARREL @ 0.63% -
PROPOSED 4'x4' (INSIDE) CONCRETE RISER
WITH TRASH RACK ON BALLAST PAD, WITH
PROPOSED FAIRCLOTH SKIMMER
(USE PERMANENT STRUCTURE & ATTACH
SKIMMER TEMPORARILY- SEE DETAIL ON C-3.7)
SKIMMER BASIN 3
DRAINAGE AREA (C=0.50) = 30.34 AC \
TOP OF BERM ELEVATION = 551.00
SPILLWAY ELEVATION = 550.00 \
RISER WEIR ELEVATION = 549.00
CLEANOUT ELVATION = 542.50 \
BOTTOM OF BASIN ELEVATION = 541.00 \
REQUIRED VOLUME (cf) = 41,076
PROVIDED VOLUME (cf) = 278,573
SPILLWAY LENGTH (ft) = 32.00 \
RISER = 4 x4' (INSIDE) CONCRETE RISER \
BARREL = 287.10 LF 36" RCP @ 0.70%
SKIMMER SIZE = 5" \
ORIFICE SIZE = 4.3"
MARKJ. ROSENBLUM - '
PROPOSED BAFFLE (TYP) / _ OPEN SPACE �p '' �- & KATE K. ROSENBLUM
0 71,807 sq ft BK. 550, PG. 851
1.65 ac . TAX PIN: 06-027-005A - r-
COT : 15 _ r NOW OR FORMERLY
x 40,04Ps_g ft / ZONE:R-40 % : - _ _ 60---_ -
�f \ Q.92 ac / l j J `, = USE RESIDENTIAL
\ I LOT : 20 , //, " - _ %
\ ` 43„'137 sq f!
8
410N, sq'ft,
c '_ 113 ,
0• COT : A9 552.91' '
I\ 0 45,589 sq ff �_ - HV-3 TN ON PENINSULA
LOT,: 17 a
PROPOSED
DOUBLE ROW
SILT FENCE
EX. 18 - S. S. 546
%. 40;�71 aq ft, f /
92 &c` 4O D1)73 sq-ft-112" NIR
_ 0.92Hc
\ - 112"N
S.
- - - - EX 18" S. s. '� -
- - -
_SS-
- 112"NIR s--- -
AT 0+20.00' \�`
EAST FORK OF
TWELVE MILE CREEK
LOVELL FAMILY
LIMITED PARTNERSHIP
BK. 1488, PG. 821
TAX PIN: 06-027-007
NOW OR FORMERLY
UNINCORPORATED
UNION COUNTY
ZONE: R-40
USE: VACANT
N
GRAPHIC SCALE
0 100, 200'
( IN FEET )
1 inch = 1oo ft.
EN GINGERING
SKIMMER BASIN
Project
CAVESSON Client
BOWMAN
Project#
6198 Date
8/13/2018 2013A Van
Buren Ave.
Designation
SKIMMER BASIN 3 Designer
KEW Indian Trail,
NC 28079
INC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
30.34 Acres 1,321,610 Square Feet
Total Disturbed Area
14.60 Acres 635,976 Square Feet
C
0.50
Tc
5 Minutes
I10
7.03 Inches per Hour
Q10
106.65 CFS
Contour Area Volume
Net Volume
545 2,731 0
0
Required Volume
52,560 Cubic Feet
546 9,544 6,137
6,137
Required Surface Area
I 34,660 Square Feet
547 21,611 15,578
21,715
548 39,206 30,409
52,123
Provided Volume
92,773 Cubic Feet OK
549 42,094 40,650
92,773
Provided Surface Area
40,650 Square Feet OK
550 45,050 43,572
136,346
5511 48,0731 46,5621
182,907
Length
417 Feet
Minimum Spillway Design
Width
176 Feet
Q10 106.65 CFS
L/W Ratio
2.37 OK
H 1 Feet
C 3.367
Spillway Elevation
550 *Provides 1 Foot Freeboard
Surface Area at Spillway
43,572
L 31.67 Feet
Top of Berm Elevation
551
EC Phase 1 - Skimmer Basin A - Emergency Spillway
Spillway Length
35 Feet OK
Days to Drain 4
Days
Head over Spillway
i Feet
Skimmer Size 5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius 2.1
Inches
Max Flow
117.8 CFS OK
Orifice Diamter 4.3
Inches
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C-3.1

i ♦�
OROlb
,
MICHAEL DAVIS
TAX PIN: 06-030-002B
NOW OR FORMERLY
ZONE: R-40
USE: VACANT
WESLEY OAKS HOA
BK. 4384-523
TAX PIN: 06-048-323
NOW OR FORMERLY I i \
ZONE:R-40 ROY & MELISSA HALL
110 USE. COMMON AREA BK. 4461-613
X 588.15' TAX PIN: 06-027-042
HV-6 PKS AT CDR DW NOW OR FORMERLY / MARLENE LYONS
ZONE:R-40 TRUSTEE
USE: RESIDENTIAL BK. CS13-496
TAX PIN: 06-027-042A
`NOW OR FORMERLY
� ZONE:R-40 � \
USE: RESIDENTIAL
G'h/^ n I��O � / RICABK. 6012624AN
­''11,!// oD p \ TAX PIN: 06-027-0048
w_ �T QqD ` RICHARD KAPITAN NOW OR FORMERLY
/o� BK. 6012-624
w_ _ �� B ZONE: R-40
L�C '^ TAX PIN: 06-027-004B USE: RESIDENTIAL
=v`/ NOW OR FORMERLY
u
BENTON EDWARDS ` w� _ ` ZONE:R-40
\ B . 734- 97 USE: RESIDENTIAL
�l __
PLAT CAB. D, FILE 583 BENTON EDWARDS w_ /
TAX PIN: 06-027-044 BK. 920-782 ` —v,_ �• � r---
LANDON MUNDY NOW OR FORMERLY TAX PIN: 06-027-043 ` — v,_
ZONE:R 40 NOW OR FORMERLY
BK. 6900-413 � w- • `
TRACT2 USE RESIDENTIAL —w— — _
PLAT CAB. D, FILE 583 60ll 596-
TAX PIN: 06-027-045
NOW OR FORMERLY _
TdB2- ZONE:R-40 •' ', ( ,_ - ' - _ _ � _ - ,
USE RESIDENTIAL
TARRUS GRAVELLY SILTY CLAY LOAM.
SLOPE: 2 TO 8 PERCENT �O� _ _ _
DEPTH TO RESTRICTIVE FEATURE: 40 TO 60 INCHES
TO PARALITHIC BEDROCK
JUDITH B. ZIMMER 610
TAX PIN: 06-027-049A
BK. 1747-130
PART OF TRACT 6
PLAT CAB. K, FILE 722 /
NOW OR FORMERLY / I
ZONE:R-40 \ _
USE RESIDENTIAL
NX
NQ' JOHN H. HUCKERT, JR.BK. 6354, PG. 141
TAX PIN: 06-027-006
NOW OR FORMERLY
CHARLES B. BAUCOM \ / \� / / ZONE:R-40
TAX PIN: 06 027 048 \ %-� USE RESIDENTIAL
TRACTS
PLAT CAB. K, FILE 722 / b I �\ 580 I J
NOW OR FORMERLY \ co / !'
ZONE: R-40 5,045 sq. ft.,So /
USE RESIDENTIAL / \ 42.3 C acres' -
BLAIR BURKE
BK.7100-160 l J
TAX PIN:06-030-014A
TRACT 2 / r� J
PLAT CAB. N, FILE 524 J _ JUNE MOORE
NOW OR FORMERLY �� \ J� / DOROTHY G. 5 6403, 11
ZONE:R-40 \ �" \ " / / GQ` / \ , _ I 6- BK.PLAT D--520
USE. VACANT /
\g9� TAX PIN: 06-027-010
/ I NOW OR FORMERLY
ZONE:R-40
USE RESIDENTIAL
\ / 610 /
JACK CASE
BK. 7071-403
TAX PIN: 06-030-0148 ; 1
PLAT CAB. N, FILE 524
NOW OR FORMERLY
ZONE:R-40
USE. VACANT
BdB2- s90
► BADIN CHANNERY SILTY CLAY LOAM.
( 00 \ / SLOPE: 2 TO 8 PERCENT /
DEPTH TO RESTRICTIVE FEATURE: 20 TO 40 INCHES ,
DAVID E. BALLENGER i TO PARALITHIC BEDROCK; 40 TO 80 INCHES I I I \ - / , ' 11 ' ' LOVELL FAMILY \
BK. 602-107 �\ TO LITHIC BEDROCK - - ' Sg0- ' ' ) /- LIMITED PARTNERSHIP
TAX PIN: 06-030-002A —7
NOW OR FORMERLY l - �/ ; , BK. 1488, PG. 821
/'' l TAX PIN: 06-027-007
/� \
ZONE:R-40 NOW OR FORMERLY
i .
USE: VACANT ` _ -
_ - - _ ` UNINCORPORATED
\ - \ UNION COUNTY
—570,
—
\ MARKJ. ROSENBLLIM
\ & KATE K. ROSENBLUM
\ �0 �� BK. 550, PG. 851 I /
` , \ G TAX PIN: 06-027-005A -
NOW OR FORMERLY /
ZONE.R-40 60
USE RESIDENTIAL 5
.2 / - - - - - - - -
• _ �� 72 0.99 ac
I
1,321 sq
8'
570
ChA-
CHEWACLA SILT LOAM. '
- - EAST FORK OF _ SLOPE: 0 TO 2 PERCENT
DEPTH TO RESTRICTIVE FEATURE: MORE THAN 80
TWELVE MILE CREEK _ INCHES `
LOVELL FAMILY
LIMITED PARTNERSHIP
BK. 1488, PG. 821
TAX PIN: 06-027-007
NOW OR FORMERLY
UNINCORPORATED
UNION COUNTY
ZONE: R-40 0 100,
USE: VACANT
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PRIOR TO PROCEEDING WITH INDIVIDUAL LOT
GRADING, THE CONTRACTOR SHALL DETERMINE
WHICH EXISTING TREES SHALL BE SAVED. TREE
PROTECTION SHALL BE INSTALLED PER THE "TREE
PROTECTION DETAIL" SHOWN ON SHEET C-5.1 FOR
ALL TREES ANTICIPATED TO BE SAVED.
VERTICAL
s9 SCALE
)
OPEN SPACE: 107 IN FEET
8,546 sq ft o / LOT: 28 / LOT: 27 / / 1 inch = 4' ft.
0.20 ac 43,358 sq ft 40,130 sq ft /
1.00 ac
/ DITCH 1
SEE SHEET C-3.8 FOR /
DITCH STABILIZATION /
E MATTING DETAICALCULATIONSAL
580
Co LOT: 26
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DI-143 /
/ 0.96 ac / �R
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SEE SHEET C-3.8 FOR
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CALCULATIONS AND 1
MATTING DETAIL
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NOTE TO CONTRACTOR
PRIOR TO PROCEEDING WITH INDIVIDUAL LOT
GRADING, THE CONTRACTOR SHALL DETERMINE
WHICH EXISTING TREES SHALL BE SAVED. TREE
PROTECTION SHALL BE INSTALLED PER THE "TREE
PROTECTION DETAIL" SHOWN ON SHEET C-5.1 FOR
ALL TREES ANTICIPATED TO BE SAVED.
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SCALE
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LOT : 21
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SEE SHEET C-3.8 FOR I CB-130
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CALCULATIONS AND
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\ LOT: 22
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570
560
i55
NOTE TO CONTRACTOR
PRIOR TO PROCEEDING WITH INDIVIDUAL LOT
GRADING, THE CONTRACTOR SHALL DETERMINE
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PROTECTION SHALL BE INSTALLED PER THE "TREE
PROTECTION DETAIL" SHOWN ON SHEET C-5.1 FOR
ALL TREES ANTICIPATED TO BE SAVED.
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NOTE TO CONTRACTOR
PRIOR TO PROCEEDING WITH INDIVIDUAL LOT
GRADING, THE CONTRACTOR SHALL DETERMINE
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PROTECTION SHALL BE INSTALLED PER THE "TREE
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Sheet
C-3-6

560
555
550
545
540
535
TOP
SSM4
�x
.15
0 /
--- -------
/ / • //
EXISTING STREAM BUFFER -546-
PROPOSED 6' WIDE FLAT %
BOTTOM DITCH
Q25 = 28.31 CFS /
/ DEPTH OF FLOW = 2.81
�• / / VELOCITY = 0.70 FPS
/- "eP
PROPOSED RIP -RAP /
Q25=28.31 CFS
L = 13', W=15', 3Do=6', D50=0.6'
/ SEE RIP -RAP DETAIL, SHEET C-3.8
FES-200
INV = 544.55
INSTALL CONCRETE
ANTI -SEEP COLLAR OR
'APPROVED EQUAL, SEE
DETAIL ON SHEET C-3.8
CB-124
BMP WET POND CROSS SECTION DETAIL
NOT TO SCALE
544
ANY FILL ON DAM AREA SHALL
USE STRUCTURAL FILL MATERAAL
COMPACTED TO 98% OF
STANDARD PROCTOR
PROPOSED EMERGENCY SPILLWAY
WIDTH = 10, EL = 550.00
SEE SPILLWAY DETAIL THIS SHEET
5
5
L07
40,70
0.91
METAL GRATE/TRASH RACK TO BE INSTALLED
INSTALL BARS W14" OPENING BETWEEN
(RUST RESISTANT MATERIAL) CONTRACTOR
TO SUBMIT SHOP DRAWINGS OF BOX AND
TRASH RACK PRIOR TO FABRICATION
TOP OF BOX 3.25'
ELEV: 549.50
STEPS FOR o° a
ACCESS AND
MAINTENANCE 3., 5'
24" RCP OUTLET PIPE @ 0.63% SLOPE °
PROVIDE WATERTIGHT CONNECTION a
TO STRUCTURE AND O-RING JOINTS
8" GATE VALVE 14 1 J-1.5 °
3
GRAPHIC SCALE
0 40' 80'
( IN FEET )
1 inch = 40 ft.
°
1 - X WIDE RECTANGULAR WEIR
EL = 546.00
- - - - - - 100yr WSE - 550.18 - - -
-
-----50yrWSE-549.52-----
- - - - -
- -- 25yrWSE-548.83------
0.5
----
- -------10yrWSE-548.03-----------
4" PVC SCH. 40
SUBMERGED ORIFICE
4" TEE WITH REMOVABLE
CAP FOR MAINTENANCE
- - - - - - - - - - 2yr WSE - 546.77 - -
8" DIP DRAIN PIPE
-
4" PVC PIPE AND
BOTTOM OF STRUCTURE ��
INV EL = 545.00 a PERMANENT POOL p
EL = 545.00
METAL GRATE/TRASH RACK TO BE INSTALLED
INSTALL BARS W14" OPENING BETWEEN
(RUST RESISTANT MATERIAL) CONTRACTOR
TO SUBMIT SHOP DRAWINGS OF BOX AND
TRASH RACK PRIOR TO FABRICATION
3.25' TOP OF BOX
ELEV: 549.50
STEPS FOR ACCESS
AND MAINTENANCE
3.25' 0.5'
24" RCP OUTLET PIPE @ 0.63% SLOPE
PROVIDE WATERTIGHT CONNECTION
a TO STRUCTURE AND O-RING JOINTS
a 4.5'
f8"GATELALVE `
°
° d ° °
° ° ° ° ° G ° ° ° ° ° GROUT BOTTOM OF BOX
18" d ° d ° °° ° ° ° ° 1 S" d ° d ° ° ° � TO CREATE TROUGH
a a ° SUBMERGED 3"ORIFICE (4" PVC PIPE) a °
1-1 ° ° ° 4 4 INLET TO BE 1' BELOW PERMANENT
° ° ° POOL ELEVATION = 544.00 ° ° ° ° Al
10.0'
FRONT VIEW
10.0'
SIDE VIEW
N.T.S. N.T.S.
BMP OUTLET STRUCTURE DETAIL
NOT TO SCALE
TOP OF EMBANKMENT = 55 1. 00
SPILLWAY = 550.00
BOTTOM OF BASIN AT
EXISTING SPILLWAY LOCATION 1 TOP OF EMBANKMENT
LINE PROPOSED EARTHEN GRADE -__ 10'
---
SWALE WITH BERMUDA Ij~_jl
6' GRASS OR CITY APPROVED
II~�II EQUAL 12" THICK CLASS "B" STONE
12" THICK CLASS "B" STONE
3:1 MAX SLOPE (BOTH SIDES)
SPILLWAY DETAIL
NOT TO SCALE
NOTE TO CONTRACTOR:
1. AFTER COMPLETION OF THE DETENTION SYSTEM, AN
AS -BUILT TOPOGRAPHIC SURVEY SHALL BE SUBMITTED
TO THE ENGINEER OF RECORD. CERTIFICATION FROM
THE ENGINEER OF RECORD WILL BE REQUIRED WITH
THE AS -BUILT SUBMITTAL STATING THAT THE
DETENTION POND HAS BEEN BUILT IN ACCORDANCE
WITH THE APPROVED CONSTRUCTION PLANS AND WILL
CONTROL STORM WATER FOR THE SITE AS REQUIRED
BY THE TOWN OF WESLEY CHAPEL ORDINANCES.
2. CONTRACTORS SHALL INSTALL GALVANIZED STEEL FOR
PIPE GUARD GRATE AND FLAT INLET GRATE AS SHOWN
OR APPROVED EQUAL. SHOP DRAWINGS SHALL BE
SUBMITTED TO THE ENGINEER OF RECORD FOR
REVIEW AND APPROVAL PRIOR TO CONSTRUCTION.
THE FLAT INLET GRATE FOR THE CONCRETE RISER
STRUCTURE SHALL BE HINGED ON ONE SIDE FOR
ACCESSIBILITY.
3. SEE SHEET C-3.8 FOR ADDITIONAL BMP DETAILS.
560
555
550
545
540
535
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10110118
Sheet
i 11+00 11
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C-3.7

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1'-4 2'-0 1'-4
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N A —A
Table 10-6, continued
Sample Qperation and NlainTtenTance Provisions for Wet Detention Basins
A
MADE IN THE U.S.A.
AVAILABLE MATERIALS:
MILD STEEL (NO FINISH) -WGT: 24.9 lbs.
MILD STEEL (GALVANIZED) -WGT: 24.9 lbs.
STAINLESS STEEL - WGT: 24.9 lbs.
ALUMINUM - WGT: 8.41 lbs.
CUSTOM SIZES AVAILABLE
AVAILABLE UPON REQUEST WITH:
Tn c
,TRASHRACKS.com LPG-10
101 IRONWOOD ROAD 10" PIPE GUARD GRATE
MIDDLESBORO, KY 40965
PH:(606) 2485560 SILE DWG. NO.
FAX: (Se" 248"630a ^ 268511
JRHOE.COM /`1
MADE IN THE U.S.A.
AVAILABLE MATERIALS:
MILD STEEL (NO FINISH) -WGT: 360.1 lbs.
MILD STEEL (GALVANIZED) -WGT: 360.1 lbs.
STAINLESS STEEL - WGT: 360.1 lbs.
ALUMINUM -WGT: 121.6lbs.
CUSTOM SIZES AVAILABLE
AVAILABLE UPON REQUEST WITH:
ACCESS PORT
CAST -IN STYLE FRAME WITH EMBED ANCHORS
SEPARATED FRAME AND GRATE
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B'_11P element:
Potentialproblems:
How to remediate the problem:
The vegetated shelf
Best professional practices
Prune according to best professional
shown that pruuung is needed
practices
to mairktai n Optimal plaint
health.
Plants are dead, diseased or
Determine the source of the
dying,
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one -tinge
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary,
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
passible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the B"VIP.
Algal growth covers over
Consult a professional to remove
50% of the area,
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50 Pb of
with pesticide (do not spray).
the basin surface.
The embankment
Shrubs have started to grow
Remove shrubs inunediately.
on the embeunki rent.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a darn safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local _SIC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit .at 919-733-
1786.
REV. U
SHEET 1 / 1
U
SHEET 1 / 1
Table 10-6
Sample Operation and Maintenance Provisions for Wet Detention Basins
.I
TRENCH WIDTH
III
_
TRENCH Rol
WIDTH
-GRADE —
1;
—
—III W
-I 1 I— z
11 —� I I I I
III- —I
I= -I I I
—I I
I I
—I I z
III —I I_
I —I I I—
I I I —I I I
—ICI
w w
—II M.
III—
-I I
—I I
18 III —I I=
—III
III_ I I —I
— I I —I II
j
.I
I —I —I I II
°4 a
° °
III I I I
O
a I.
III;
I
6„ I I I -I
1�
A° Ga °
A 4 4
° I
°
IIIIII
°a
a° ° a
A
12"
° 4�
UTILITY II
6"
�°
G
—I
LINE °
° °
-I
`° III
"
4 (DIAMETER I a
_
i_I III
—III
� I �—I
°
° VARIES) d
—
ANTI -SEEP COLLAR
A Ira '
e
III
_°_a_ _ °a J
IIII z
G°
°a a ° a°IIIIIIII_
-�
I —I
°
a III —I
° 1 1°
—III
IIIL
4
II —III-
I— ANTI -SEEP COLLAR.
_
-
III—IIII I I —I I I-
12 III
-III
III CLASS B CONCRETE
—I I I-
SECTION A -A
PLAN VIEW
ANTI -SEEP COLLAR DETAIL
BMP element:
Potentialproblems:
How to remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground corer and seater Lentil it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximately six inches.
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
Swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the sww•ale if necessary to
,wale.
smooth it over and provide erosion
conhol devices such as reinforced
turf matting or riprap to avoid
huhue problems with erosion.
The forebav
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the B IP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
platting or riprap if needed to
recent future erosion problems.
=eds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
SHALLOW WATER
BELOW NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
SHALLOW LAND
0"-12" ABOVE NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
TOPS OF BERMS EXTERIOR SLOPES OF CONTAINMENT BERMS SHALL BE PLANTED WITH CENTIPEDE GRASS
MINIMUM PLANTING REQUIREMENTS (PER NCDENR BMP MANUAL)_
50 PLANTS PER 200 SF OF VEGETATED SHELF REQUIRED
AREA OF VEGETATED (LITTORAL) SHELF: Z660 SF
MINIMUM NUMBER OF PLANTS: 665 PLANTS
USE THREE SPECIES EACH OF SHALLOW WATER EMERGENT,
AND SHALLOW LAND HERBACEOUS PLANTS: 222 OF EA. SPECIES
PLANTS SHOULD BE SPACED APPROXIMATELY 24" - 36" ON CENTER AND
SHOULD YIELD COVER IN APPROXIMATELY 1 - 2 YEARS.
THESE ENGINEERING DESIGN PROVISION ARE BASED PROVISIONS AND GUIDELINES BY THE
NORTH CAROLINA DIVISION OF WATER QUALITY STORMWATER BMP DESIGN MANUAL.
"REF: NCDENR STORMWATER BMP MANUAL CHAPTER 6 (LANDSCAPE AND SOIL COMPOSITION SPECIFICATIONS) P.6-1 - 6-12
TABLE 9-1 STORMWATER WETLAND PLANT RECOMMENDATIONS
(FROM NCDENR BMP MANUAL)
SHALLOW
WATER
SHALLOW LAND
(HERBACEOUS
PLANTS)
(HERBACEOUS PLANTS)
BOTANICAL NAME
COMMON NAME
BOTANICAL NAME
COMMON NAME
ACORUS SUBCORDATUM
SWEETFLAG
ASCLEPIAS INCARNATA
SWAMP MILKWEED
ALISMA SUBCORDATUM
WATER PLANTAIN
CAREX TENERA
QUILL SEDGE
HYDROLEA UADRIVALVIS
Q
WATERPOD
CHELONE GLABRA
WHITE TURTLEHEAD
IRIS VIRGINICA
BLUE FLAG IRIS
EUPATORIADELPHUS DUBIUS
DWARF JOE PYE WEED
JUNCUS EFFUSUS VAR. PYLAEI
SOFT RUSH
EUPATORIADELPHUS FISTULOSUS
JOE PYE WEED
OR SOLUTUS
EUPATORIADELPHUS MACULATUS
SPOTTED TRUMPETWEED
PELTANDRA VIRGINICA
ARROW ARUM
HIBISCUS COCCINEUS
SCARLET ROSE MALLOW
PONTEDERIA CORDATA
PICKERELWEED
HIBISCUS LAEVIS
HALBERDLEAF ROSEMALLOW
SAGITTARIA LATIFOLIA
DUCK POTATO
KOSTELETZKYA VIRGINICA
SEASHORE MALLOW
SAGITTARIA LANCIFOLIA
BULLTONGUE
LOBELIA CARDINALIS
CARDINAL FLOWER
SAURURUS CERNUUS
LIZARD' S TAIL
LOBELIA ELONGATA
LONGLEAF LOBELIA
SCHOENOPLECTUS TABERNAEMONTANI
SOFT STEM BULRUSH
LOBELIA SIPHILITICA
GREAT BLUE LOBELIA
SCHOENOPLECTUS AMERICANUS
THREE —SQUARE BULRUSH
RHYNCHOSPORA COLORATA
STARRUSH WHITETOP
SCHOENOPLECTUS PUNGENS
VAR. PUNGENS
SACCHARUM BALDWINII
NARROW PLUMEGRASS
SCIRPUS CYPERINUS
WOOLGRASS
ZIZANIOPSIS MILIACEA
GIANT CUTGRASS
WET DETENTION POND NOTES:
1. PER NCDENR STORMWATER BMP MANUAL, "WHEN A WET DETENTION POND IS TO BE
LOCATED IN HIGHLY PERMEABLE SOILS LIKE GRAVELLY SANDS OR FRACTURED BEDROCK, OR
WHEN THE PERMANENT POOL ELEVATION PROPOSED IS GREATER THAN SIX (6) INCHES ABOVE
THE SHWT, THEN A LINER MAY BE NECESSARY TO SUSTAIN A PERMANENT POOL OF WATER. A
LINER SHOULD BE CONSTRUCTED OR COMPACTED SUCH THAT THE INFILTRATION RATE IS NO
MORE THAN 0.01 IN/HR." THE CONTRACTOR SHALL VERIFY WITH THE GEOTECH ENGINEERING IF
A CLAY LAYER WILL BE NEEDED PRIOR TO CONSTRUCTION.
2. ENGINEER OF RECORD MUST PROVIDE WRITTEN CERTIFICATION THAT HE INSPECTED THE
FACILITY DURING CONSTRUCTION, THAT THE BMP WAS BUILT ACCORDING TO THE APPROVED
PLANS AND THAT THE SYSTEM COMPLIES WITH THE REQUIREMENTS OF THE RULES.
VEGETATED SHELF TO BE -
6' WIDE OVER V RISE
PERMANENT POOL SHALL
BEAT MIDPOINT OF SHELF r
- 6'
IF —
THREE (3) SPECIES MIN. OF
_J��
SHALLOW WATERER
EMERGENTPLANTS
THREE (3) SPECIES MIN. OF VEGETATED SHELF
SHALLOW LAND PROFILE VIEW
HERBACEOUS PLANTS N.T.S.
SHALLOW WATER TOP OF SHELF
EMERGENT PLANTS
3 SPECIES MIN.
ti
PERMANENTPOOL
EL=809.50
SHALLOW LAND
HERBACEOUS PLANTS BOTTOM OF SHELF
3 SPECIES MIN.
VEGETATED SHELF
PLAN VIEW
N.T.S.
6" OVERLAP (TYP.)
\ \
r
\//.'.'.'.'.•.•.•.
/
I
/ —
I I
.............................................................
_
/
= /
:_= y
\ _
/
/
:: / /
/ / /
--------------------------------------------------
\
\
/
5
rc
a
3.
EXISTING/PROPOSED GRADE
3Do = PER PLAN
PLAN
(IF NEEDED) —..
ELEVATION
NOTE: ` LAYER OF FILTER FABRIC
MINIMUM H=2/3 PIPE DIAMETER
SECTION B—B
MIN.
T (THICKNESS)=10" MIN.
NOTES:
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF
2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR
CULVERT HEIGHT.
4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE
SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE
SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM
WIDTH OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1
6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING
CHANNEL SHALL NOT BE ALLOWED.
8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON
WILL BE PERMITTED.
9. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR TO
PLACEMENT OF RIP RAP.
NON -REINFORCED GCL
f
771P,%
BENTOMAr 20OR
CERTIFIED PROPERTIES
RIP -RAP DETAIL
NOT TO SCALE
TURN DOWN ORIFICE PIPE
GALVANIZED C-CHANNEL STRUT MATERIAL
BOLTED TOGETHER SPACED AS NECESSARY
TO PROVIDE ADEQUATE SUPPORT
FINISH GRADE
EMBED AS NECESSARY TO
ADEQUATE,
GALVANIZED C-CHANNEL STRUT MATE'
DETAIL
ELEVATION
ORIFICE SUPPORT DETAIL
N. T. S.
BENT010AT 20OR is a needle -punched GCL consisting of a layer of Volclay sodium bentonae
encapsulated between light -Weight non -woven and woven geotextiles. This GCL is an excellent
cost-effective alternative to compacted clay as the low -permeability liner under a geomembrane in
applications with slopes up to 10H 1V, or where high internal shear strength is not critical
MAMOLPROPEREY
Dentonae5 11AbA'
METHOD IMMIFI
ASiMD5890
ESIMMi
1per50Nrrta
24m1/n ft
BBmgnRe Flub Lam
ASIMD5H91
1wepsnae
18.LAW
sininnan M64yARG'
ABIMD59B9
IP4
ADPDD f ADD I,P)
— B MPI.
xyM1B MPfN)
GCLTerpileS lrer'&n'
ASTM D 67M
200.000fP .000
(20 m°I
30 in MARV
b (53 W rU
GLL Peel sDelBw
ASTIM D6411
40.0001CH.000 in)
IWn CL75 NAN inn
GCl xdae Fh.n
ASTM D5SBT
visas y
Sx1M mi An'/=a maw
10am taY'
GCL usccanwa
ASIM D5887
Weei ry
5X10' —
anPIBC
GCLHynlatetlllaemalSheer
surglM
ASTM D=I
ASTM 06243
PeIl001C
]SO per (L2NPe)typk'RI
Sentomat2OOR is a needle -punched GCLcoruugoralayer orsodfum bentunite between w%vnanUnonwven eotexdres.,hichare
needlepunched to tier.
P �
Notes
s GCL Production facilities.
2 BentOnile mass/arearepOrted at percent moisture content
3 All tensile strength teshnis performed in the machine diren using ASTM D6768. All eel strength testing is performed
med using
ASTM D 6496. Upon request. tensile and results can be reported per modified ASTM D 4632 usi 4 inch s.
P 4 P� P P nB grips.
4 Index Bus and permeability less with deaired distilled delonized water at 8D 551kPe cell pressure, 77 531 kPe
P h' � ! � ( ) P Ps
headwater eesuie and 75 psi 517 KPa tailwater pressure. d value is uivalentto 925gal/acre/cloy. Actual Bun values
Pr P ( I P Reported eq
varywith field condition pressures. The last 20 week values ri r the end Of the production date orthe supplied GCL
con P N prior prod PP
may he provided.
5 Peak value measured at 200 sf 10 KPa normal stress for a specimen hydrated for 48 hours. Site-s ecific materials. GCL
P I J Pia Yo P
acts and test conditions must be used to tern internal and imerface strength the proposed design,
Prod y nbt of p Po qn
CETCO has d dopiud an Still. enhancement spthsm that eliminates the need to use additional granular sodium bantonhe within this ow nuip area of the
,.-. We lull this edge enhancement, SUPERGRODVE"', and It camas standard an both longitudinal adgas of BENTOMAT 200R. It should IN noted that
amm�e100Rheneemeyw,rf"ldCLmrlaraehlperFnaimreelm 4anmxxnSnem.wwlrgaoraaAs,SNshre SUPERGIFIDI does not appear on the endoHoll omraps and recommend the continued use orsuppiemental bentonitelor all endW-roll seams.
ae"m�nrnmm�e=.
rn
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Sheet
BENTOMAT 20OR LINER (IF NEEDED
NOT TO SCALE
C-3.8

STRUCTURE TABLE
STRUCTURE NAME:
RIM ELEV.
PIPES IN:
PIPES OUT
CB-102
565.49
INV IN=554.71 (26.02 LF OF 48" RCP @ 3.67% FROM CB-103)
INV OUT=552.51 (154.50 LF OF 48 RCP @ 0.50% o TO MH-101 )
INV IN=557.29 (104.06 LF OF 36" RCP @ 0.50% FROM CB-124)
CB-103
565.49
INV IN=556.16 (64.80 LF OF 42" RCP @ 4.33% FROM CB-104)
INV OUT=555.66 (26.02 LF OF 48" RCP @ 3.67% TO CB-102)
CB-104
569.24
INV IN=559.17 (26.00 LF OF 42" RCP @ 0.50% FROM CB-105)
INV OUT=558.97 (64.80 LF OF 42" RCP @ 4.33% TO CB-103)
CB-105
569.24
INV IN =565.06 (41.82 LF OF 15" RCP @ 4.71 % FROM CB-135)
INV OUT=559.30 (26.00 LF OF 42 RCP @ 0.50% o TO CB-104 )
INV IN=561.50 (104.81 LF OF 42" RCP @ 0.87% FROM CB-106)
CB-106
572.25
INV IN=562.61 (91.64 LF OF 42" RCP @ 2.73% FROM CB-107)
INV OUT=562.41 (104.81 LF OF 42" RCP @ 0.87% TO CB-105)
CB-107
574.96
INV IN=565.31 (68.73 LF OF 42" RCP @ 3.06% FROM CB-108)
INV OUT=565.11 (91.64 LF OF 42" RCP @ 2.73% TO CB-106)
INV IN=567.61 (68.65 LF OF 42" RCP @ 0.50% FROM CB-109)
INV OUT=567.41 (68.73 LF OF 42" RCP @ 3.06% TO CB-107)
CB-108
576.94
INV IN=572.74 (26.01 LF OF 15" RCP @ 2.00% FROM CB-137)
INV OUT=572.74 (50.86 LF OF 15" RCP @ -2.00% TO DI-108A)
CB-109
578.91
INV IN=568.16 (68.65 LF OF 42" RCP @ 0.50% FROM CB-110)
INV OUT=567.96 (68.65 LF OF 42 RCP @ 0.50% o TO CB-108 )
INV IN=574.40 (29.85 LF OF 15" RCP @ 2.00% FROM CB-109A)
CB-109A
579.33
INV OUT=575.00 (29.85 LF OF 15" RCP @ 2.00% TO CB-109)
CB-110
580.88
INV IN=568.70 (120.00 LF OF 42" RCP @ 0.50% FROM CB-111)
INV OUT=568.50 (68.65 LF OF 42" RCP @ 0.50% TO CB-109)
CB-111
584.31
INV IN=579.07 (26.01 LF OF 15" RCP @ 2.00% FROM CB-138)
INV OUT=569.30 (120.00 LF OF 42 RCP @ 0.50/ o TO CB- )
110
INV IN=569.50 (240.00 LF OF 42" RCP @ 0.50% FROM CB-1 12)
CB-112
584.72
INV IN=570.90 (39.83 LF OF 42" RCP @ 0.50% FROM CB-113)
INV OUT=570.70 (240.00 LF OF 42" RCP @ 0.50% TO CB-111)
INV IN=580.00 (61.91 LF OF 18 RCP @ 4.00% FROM 0I-112A)
CB-113
583.73
INV IN=571.30 (53.45 LF OF 42" RCP @ 0.50% FROM CB-114)
INV OUT=571.10 (39.83 LF OF 42" RCP @ 0.50% TO CB-1 12)
CB-114
582.21
INV IN=571.77 (41.03 LF OF 42" RCP @ 0.50% FROM CB-1 15)
INV OUT=571.57 (53.45 LF OF 42" RCP @ 0.50% TO CB-113)
CB-115
581.19
INV IN=572.17 (64.01 LF OF 42" RCP @ 0.50% FROM CB-116)
INV OUT=571.97 (41.03 LF OF 42" RCP @ 0.50% TO CB-114)
CB-116
580.56
INV IN=576.58 (26.01 LF OF 15" RCP @ 2.00% FROM CB-139)
INV OUT=572.49 (64.01 LF OF 42 RCP @ 0.50/ o TO CB- )
115
INV IN=572.69 (106.42 LF OF 42" RCP @ 0.50% FROM CB-117)
CB-117
582.08
INV IN=573.72 (197.62 LF OF 36" RCP @ 0.81 % FROM CB-1 18)
INV OUT=573.22 (106.42 LF OF 42" RCP @ 0.50% TO CB-116)
INV IN=575.47 (22.00 LF OF 18 RCP @ 2.00% FROM 0I-140)
CB-118
581.09
INV IN=577.71 (26.00 LF OF 15" RCP @ 0.50% FROM CB-141)
INV OUT=575.32 (197.62 LF OF 36 RCP @ 0.81 / o TO CB-117 )
INV IN=575.82 (54.82 LF OF 30" RCP @ 1.19% FROM 0I-119)
CB-120
583.94
INV IN=578.94 (123.84 LF OF 18" RCP @ 4.433 % FROM CB-121)
INV OUT=578.44 (73.37 LF OF 24" RCP @ 2.00% TO DI-119)
INV IN=578.94 (26.00 LF OF 18" RCP @ 0.50% FROM CB-142)
CB-121
589.12
INV IN=584.87 (26.00 LF OF 15" RCP @ 1.27% FROM CB-122)
INV OUT=584.42 (123.84 LF OF 18 RCP @ 4.43/o o TO CB-120 )
INV IN=584.87 (46.91 LF OF 15" RCP @ 0.50% FROM DI-144)
CB-122
589.15
INV IN=585.40 (126.54 LF OF 15" RCP @ 3.85% FROM CB-123)
INV OUT=585.20 (26.00 LF OF 15" RCP @ 1.27%o TO CB-121)
CB-123
594.02
INV OUT=590.27 (126.54 LF OF 15 RCP @ 3.85/o TO CB-122)
CB-124
563.76
0
INV IN=558.81 26.00 LF OF 24 RCP 1.00/o FROM CB-132
INV OUT=557.81 (104.06 LF OF 36" RCP @ 0.50% TO CB-102)
INV IN=558.31 (111.28 LF OF 30" RCP @ 1.35% FROM CB-125)
CB-125
565.04
INV IN=560.31 (107.05 LF OF 24" RCP @ 1.53% FROM CB-126)
INV OUT=559.81 (111.28 LF OF 30" RCP @ 1.35% TO CB-124)
CB-126
566.65
INV IN=562.14 (89.38 LF OF 24" RCP @ 0.50% FROM CB-127)
INV OUT=561.94 (107.05 LF OF 24" RCP @ 1.53% TO CB-125)
12 rr 30cm CHANNEL
4 "(10cm) INSTALLATION
6" _ III=1 I = I I III III � \%\ = DETAIL
6FF
(15cm)=1 I I I I -I -I \� \\\ -I I 4" lOCm 1. Prepare soil before installing rolled
(15cm) ( ) erosion control products (RECPs),
I I -I I I - including any necessary application of
=1 _ lime, fertilizer, and seed.
2. Begin at the top of the channel by
© ® I anchoring the RECPs in a 6"(15cm)
deep X 6"(15cm) wide trench with
6"r approximately 12"(30cm) of RECPs
(15cm) extended beyond the up -slope portion
of the trench. Use ShoreMax mat at
the channel/culvert outlet as
(5-12.5Cm) supplemental scour protection as
needed. Anchor the RECPs with a
row of staples/stakes approximately
4 "-6" �\> > 12"(30cm) apart in the bottom of the
trench. Backfill and compact the
(10-15Cm) I r =1 I I=1 I III III= trench after stapling. Apply seed to
the compacted soil and fold the
�� l r ® remaining 12"(30cm) portion of RECPs
- back over the seed and compacted
soil. Secure RECPs over compacted
=111=1 III III=1 I ^ ^ ^ soil with a row of staples/stakes
spaced approximately 12" apart across
„ the width of the RECPs.
3. Roll center RECPs in direction of
water flow in bottom of channel.
RECPs will unroll with appropriate
_I side against the soil surface. All
RECPs must be securely fastened to
soil surface by placing staples/stakes
I I=1 in appropriate locations as shown in
the staple pattern guide.
-I I -I I III=I _ I Ill >J1 II 4.Place consecutive RECPs
ill _ _-1I_I-1 end -over -end (Shingle style) with a
6 III -III - III III =III= 1111I I- = I I 1-I I 1-I I I 4"-6" overlap. Use a double row of
=1 11=I 11=I I Fd I
1=III-III=1 I I=1 11= =-- -III=I I I=I I I=I I I=I I I staples staggered E apart and 4" on
=1 =1 I I=1 � I- - - - - -W44 - - - _ _ _ center to secure RECPs.
® - - - - - - - - - - - 5. Full length edge of RECPs at top of
side slopes must be anchored with a
row of staples/stakes approximately
12"(30cm) apart in a 6"(15cm) deep X
CRITICAL POINTS 6"(15cm) wide trench. Backfill and
: compact the trench after stapling.
A. Overlaps and Seams NOTESp p g•
B. Projected Water Line '"Horizontal staple spacing should be 6. Adjacent RECPs must be overlapped
C. Channel Bottom/Side Slope altered if necessary to allow staples to approximately 2"-5" (5-12.5cm)
Vertices secure the critical points along the (Depending on RECPs type) and
A A channel surface. stapled.
7. In high flow channel applications a
B g ** staple check slot is recommended at
C C In loose soil conditions, the use of 30 to 40 foot (9 -12m) intervals. Use a
staple or stake lengths greater than double row of staples staggered
6"(15cm) may be necessary to properly 4"(10cm) apart and 4"(10cm) on
Drawing Not To secure the RECPs. center over entire width of the
Scale channel.
8. The terminal end of the RECPs must
Disclaimer: be anchored with a row of
TENSAR NORTH AMERICAN GREEN The information presented herein is general design information only. For specific applications, staples/stakes approximately 12"
consult an independent professional for further design guidance. (30cm) apart in a 6"(15cm) deep X
6"(15cm) wide trench. Backfill and
5401 St. Wendel - Cynthiana Rd. PH: 800-722-2040 compact the trench after stapling.
Poseyville, IN 47633 www.nagreen.com Drawn on: 3-16-11
DITCH MATTING DETAIL
NOT TO SCALE
STRUCTURE NAME:
RIM ELEV.
CB-134
567.99
CB-135
570.71
CB-136
578.77
CB-137
576.94
CB-138
584.31
CB-139
580.56
CB-141
581.09
CB-142
583.94
DI-108A
582.00
DI-112A
590.00
DI-119
582.82
DI-131
568.59
DI-133
563.88
DI-140
579.41
DI-140A
582.54
DI-143
582.87
DI-144
588.21
FES-100
552.66
MH-101
559.56
STRUCTURE TABLE
PIPES IN:
INV IN=567.22 (170.19 LF OF 15" RCP @ 4.71 % FROM CB-136)
INV IN=579.27 (19.72 LF OF 18" RCP @ 0.50% FROM DI-143)
INV IN=573.76 (50.86 LF OF 15" RCP @ -2.00% FROM CB-108)
INV IN=576.97 (73.37 LF OF 24" RCP @ 2.00% FROM CB-120)
INV IN=576.11 (85.74 LF OF 18" RCP @ 1.80% FROM DI-140A)
INV IN=548.00 (146.54 LF OF 48" RCP @ 2.42% FROM MH-101)
INV IN=551.74 (154.50 LF OF 48" RCP @ 0.50% FROM CB-102)
PIPES OUT
INV OUT=564.06 (26.01 LF OF 15" RCP @ 2.00% TO CB-127)
INV OUT=567.02 (41.82 LF OF 15" RCP @ 4.71 %o TO CB-105)
INV OUT=575.23 (170.19 LF OF 15/RCP @ 4.71 / TO CB-135)
INV OUT=573.26 (26.01 LF OF 15" RCP @ 2.00% TO CB-108)
INV OUT=579.59 (26.01 LF OF 15" RCP @ 2.00% TO CB-111)
INV OUT=577.10 (26.01 LF OF 15" RCP @ 2.00% TO CB-116)
INV OUT=577.84 (26.00 LF OF 15" RCP @ 0.50% TO CB-1 18)
INV OUT=579.07 (26.00 LF OF 18" RCP @ 0.50% TO CB-120)
INV OUT=582.47 (61.91 LF OF 18" RCP @ 4.00% TO CB-1 12)
INV OUT=576.47 (54.82 LF OF 30" RCP @ 1.19% TO CB-1 18)
INV OUT=565.09 (31.85 LF OF 15" RCP @ 0.50% TO CB-130)
INV OUT=559.73 (63.82 LF OF 24" RCP @ 0.72% TO CB-132)
INV OUT=575.91 (22.00 LF OF 18" RCP @ 2.00% TO CB-117)
INV OUT=577.65 (85.74 LF OF 18" RCP @ 1.80% TO DI-140)
INV OUT=579.37 (19.72 LF OF 18" RCP @ 0.50% TO CB-142)
INV OUT=585.10 (46.91 LF OF 15" RCP @ 0.50% TO CB-121)
INV OUT=551.54 (146.54 LF OF 48" RCP @ 2.42% TO FES-100)
7/25/2018
ECMDS 6.0
7/25/2018
ECMDS 6.0
7/25/2018
ECMDS 6.0
7/25/2018
ECMDS 6.0
NORTH
North American Green
5401 St. Wendel-Cynthiana Rd.
NORTH
North American Green
5401 St. Wendel-Cynthiana Rd.
NORTH
North American Green
5401 St, Wendel-Cynthiana Rd.
NORTH
North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN
AMERICAN
DGREEN
AMERICAN
DGREEK
AMERICAN
INGREEN
Poseyville, Indiana 47633
Poseyville, Indiana 47633
Poseyville, Indiana 47633
Poseyville, Indiana 47633
GREEN
Tel. [phone]
Tel. [phone]
Tel. [phone]
Tel. [phone]
>Fax [phone]
>Fax [phone]
>Fax [phone]
Fax [phone]
www, nagreen.com
www.nagreen.com
www.nagreen.com
www.nagreen.com
ECMDS v6.0
ECMDS v6.0
ECMDS v6.0
ECMDS v6.0
CHANNEL ANALYSIS
CHANNEL ANALYSIS
CHANNEL ANALYSIS
CHANNEL ANALYSIS
> > > DITCH 1
> > > DITCH 2
> > > DITCH 3
> > > DITCH 4
Name DITCH 1
Name DITCH 2
Name DITCH 3
Name DITCH 4
Discharge 5,88
Discharge 14.85
Discharge 1.37
Discharge 2.87
Peak Flow Period 24
Peak Flow Period 24
Peak Flow Period 24
Peak Flow Period 24
Channel Slope 0.02
Channel Slope 0.0261
Channel Slope 0.0517
Channel Slope OA583
Channel Bottom Width 2
Channel Bottom Width 2
Channel Bottom Width 2
Channel Bottom Width 2
Left Side Slope 3
Left Side Slope 3
Left Side Slope 3
Left Side Slope 3
Right Side Slope 3
Right Side Slope 3
Right Side Slope 3
Right Side Slope 3
Existing Bend Radius 35
Low Flow Liner
Law Flow Liner
Low Flow Liner
Low Flow Liner
Retardence Class C 6-12 in
Retardence Class C 6-12 in
Retardence Class C 6-12 in
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Type Bunch Type
Vegetation Type Bunch Type
Vegetation Type Bunch Type
Vegetation Density Good 75-95%
Vegetation Density Good 75-95%
Vegetation Density Good 75-95%
Vegetation Density Good 75-95%
Soil Type Clay Loam
Sail Type Clay Loam
Soil Type Clay Learn
Sail Type Clay Loam
SC250 - Class C -Bunch Type -Good 75-95%
SC250 - Class C -Bunch Type -Good
75-95 %
SC250 - Class C -Bunch Type -Good
75-95%
SC250 - Class C -Bunch Type -Good
75-95 %
vhas< a<am wzmaro< v<m<uv anal o<Pm naanmos
<rmizsael<sn<ar
camwarea sh<ar sar<ty a opts
Phase aeacn ia� are
vemT tr anal a
an sa erm� aa6le shea.
wmmatea s6ea. saretr a swPle
vhaz< a<aeh Iemare<
v<mcav anal o<Pro "apmpRary <. ua6m sn<a.
eamvlatea sh<ar sar<tv mark apl<
o b r e
vhaye ae«6 res a s
o
111114v anal <
an as error eaele shea.
"'"
em rks
eamvmtea snea. saretr a staple
SC250 Straight 14.85 cfs 4.34 ft/s D.79 ft
Unvegetatetl
0.03,1 2.5 Ibs/ft2
1.28 Ibs/ft2 1.95 STABLE E
SC250 Straight 1.37 cis
Unvegetated
2.53 ft/s 0.21 ft
0.04 2S Ibs/ft2
0.67 Ibs/ft2 3.75 STABLE E
SC250 Straight 2.87 cfs
Unvegetated
3.3 ft/s 0.3 it 0.04 2.5 Ibs/ft2
1.09 Ibs/ft2 2.29 STABLE E
s rezz at'.. Eacto nz tte
Era
SC210 Straight 5.88 cfs 2.82 ft/s 0.56 ft 0.039 25tlbs/ft2 0.7 Ibs/ft2 3.55r STABLE
Unvegetatetl
SC250 Straight 14.85 cfs 2.64 ft/s 1.08 ft
9 /
0,067 8 Ibs ft2
/
1.75 Ibs ft2 4.56 STABLE E
/
SC250 Straight 1.37 cfs
9
0.97 ft s 0.43 ft
/
0.155 8lbs ft2
/
1.38 Ibs ft2 5.78 STABLE E
/
SC250 Strai ht 2.87 cfs
9
1.58 ft/s 0.51 ft 0,112 81bs k2
/ /
1.87 Ibs ft2 4.28 STABLE E
/
SC250 Straight 5.88 cfs
1.45 ft/s 0.88 ft
0.096 8 Ibs/ft2
1.1 Ibs/ft2 7.3 STABLE E
Reinforced
Reinforced
Reinforced
Reinforced
Vegetation
Vegetation
Vegetation
Vegetation
Underlying Straight 14.85 cfs 2.64 ft/s 1.08 ft
-- 0.8 Ibs/ft2
OA6 Ibs/ft2 4.99 STABLE --
Underlying Straight 1.37 cfs
0.97 ft/s 0.43 It
-- 0A Ibs/ft2
0.05 Ibs/ft2 17- STABLE --
Underlying Straight 2.87 cis
1.58 ft/s 0.51 ft -- 0.8 Ibs/ft2
0.12 Ibs/ft2 6.81 STABLE --
Underlying Straight 5.88 cfs
1.45 ft/s 0.88 ft
-- 0.8 Ibs/ft2
0.06 Ibs/ft2 12.63 STABLE --
Substrate
Substrate
Substrate
Substrate
SC250 Bend 5.88 cis
2.82 ft/s 0.56 ft
0.039 2.5 Ibs/ft2
0.7 Ibs/ft2 3.55 STABLE E
Unvegetatetl
SC250 Bend 5.88 cfs
1.45 ft/s 0.88 ft
0.096 8 Ibs/ft2
1.1 Ibs/ft2 7.3 STABLE E
Reinforced
Vegetation
Underlying Bend 5.88 cis
1.45 ft/s 0.88 ft
-- 0.8 Ibs/ft2
0.06 Ite/ft2 12.63 STABLE --
Substrate
https://ecmds.com/project/137062/channel-analysis/146762/show
1/1
https://ecmds.com/project/137062/channel-analysis/146763/show
1/1
https://ecmds.com/projecU137062/channel-analysis/146765/show
1/1
https://ecmds.com/projecV137062/channel-analysis/146882/show
ill
7/25/2018
ECMDS 6.0
NORTH
North American Green
St. n a Rd.
5401AMERICAN
GREEN
Pose , I
Poseyville, Indiana 47633
Indiana 7633
Tel. [phone]
Roughness
Coefficients - Unveg.
>Fax [phone]
Slope Gradients (5)
Flow Depth
Manning',n
www.nagreen.com
Slope Length ILI s3:1
31-2.1 >_2:1
sO.50 ft (0.15 m)
0.040
ECMDS v6.0
ROLLMAK"
<_2Dft(6 m) 0.0010
0.0209 0.0507
D.50-2.ofir
0.040-0.012
CHANNEL ANALYSIS
ti^ ROLLED EROSION CONTROL
-�
20-50it 0.0081
066 0.0574
z2.0k(0.60 m)
0.011
> > DITCH 5
z 50ft(15.2 m) 0.04SS
O.D5.D255 0.081
Name DITCH 5
Specification Sheet - VMax® SC250p. Turf Reinforcement Mat
Discharge 2.2B
Peak Flow Period 24
Channel Slope 0.01
Channel Bottom Width 2
Left Side Slope 3
DESCRIPTION
Index
Typical
Right Side Slope 3
The composite turf reinforcement mat (C-TRM) shall be a ma -
Low Flow Liner
chine -produced mat of 70%straw and 30% coconut fiber matrix
Thickness
ASTM D6525 0.62 in.
Retardence Class C 6-12 in
incorporated into permanent three-dimensional turf reinforce-
Os.7s mm)
ment matting. The matrix shall be evenly distributed across the
Resiliency
ASTM 6524 95.2 %
Vegetation Type Bunch Type
Vegetation Density Good 75-95 %
entire width of the matting and stitch bonded between a heavy
Density
Y
ASTM D792 0.89, 4/cma
Soil Type Clay Loam
duty UV stabilized nettings with 0.50 x 0.50 inch (1.27 x 1.27 cm)
openings. an ultra heat/ UV Stabilized, dramatically corrugated
Y Y g
Mass/Uni[Area
ASTM 6566 16.13 oz/sy
SC250 - Class C - Bunch Type - Good
75-95%
(crimped) intermediate netting with 0.5x0.5 inch (1.27x 1.27cri
openings, and covered by an heavy duty UV stabilized nettings
with 0.50 x 0.50 inch (1.27 x 1.27 cm) openings. The middle
corrugated netting shall form prominent closely spaced ridges
UV Stability
Porosity
(s4a
ASTM D4355/
100°0
,DDD HR
ECT[ Guidelines 99%
vhase aeacn izcnarge velocity anal oe anningz ry er e eC.c.:ea a e a a
r re va
v9.47r
ern
SC250 Straight 2.28 cis 1.65 ft/s 0.42 ft 0.04 2.5rlbs/ft2 0.26 Ibs/ft2 STABLE
Uovegetated
across the entire width of the mat. The three nettings shall be
SC250 Straight 2.28 cis
0.63 ft/s 0.81 ft
0.15 8 Ibs/ft2
0.51 Ibs/ft2 15.73 STABLE E
stitched together on 1.50 inch (3.81cm) centers with UV stabilized
Stiffness
ASTM D1388 222SS -In.
Reinorced
polypropylene thread to form permanent three-dimensional turf
vegetation
reinforcement matting. All mats shall be manufactured with
Light Penetration
ASTM D6567 4,1%
Underlying Straight 2.28 cfs
0.63 ft/s 0.81 ft
- 0.8 Ill
act cos/ft2 61,44 STABLE -
a colored thread stitched along bath outer edges as an overlap
Substrate
guide for adjacent mats.
Tensile Strength - MO
ASTM D6818 709lbs/ft
(10.51 kN/m)
The SC250 shall meet Type 5A, SB, and SC specification require-
Elongation - MD
ASTM D6818 23,9%
ments established bythe Erosion Control Technology Council
(ECTC) and Federal Highway Administration's(FHWA) FP-03
Tensile strength - TO
ASTM D6818 712 Ibs/ft
Section 713.18
(10.56 kN/m)
Material Content
Elongation -TO
ASTM D6818 36.9%
70%Straw Fiber 0.35lb/sq yd
Biomass Improvement
ASTM D7322 441%
Matrix (0.19 kg/sm)
30%Coconut Fiber 0.15 Ibs/sq yd
(0, 08 kg/sm)
Top and Bottom, UV -Stabilized 5lb/1000 sq it
Design
Polypropylene (2.44 kg/100 sm)
Short Duration Long Duration
Netting
Middle, Corrugated UV -Stabilized 241 b/10000
Polypropylene (11, kg/100 sm)
Phase 1: Unvegetated
3.0 psf (144 Pa) 2.5 psf (120 Pa)
Thread Polypropylene, UV Stable
Phase 2: Partially Vag.
8.0 psf (383 Pa) 8.0 psf (383 Pal
Phase 3: Fully Vag.
10.0 psf (480 Pal 8.0 psf (383 Pal
Standard ll Sizes Unvegetated Velocity 9.5 fps (2.9 nl
•
Width 6.5 ft (2.0 m)
Vegetated Velocity
,5 fps (4.6 hi
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Suite SOO
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Weight x 10% 34 Ibs(15.42 kg)
NORTHAMERICANGREEN®
Alpharetta, GA 30009
800-TENSAR-1
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C-3.9

NUMBER AND SIZE OF DOMESTIC AND *ASSUMES HALF INCH WATERINGS WEEKLY ON 5,000 SQ. FT. OF LAWN
IRRIGATION WATER METERS: 5,000 SQ FT *28 LOTS = 140,000 SQ FT
a"DOMESTIC METERS = 28 2" = 0.041666 FT.
4" IRRIGATION METERS = 28 140,000 SQ FT x 0.04166 FT = 5,832 CU. FT.
1 GALLON = 7.48052 CU. FT.
CONSTRUCTION SCHEDULE 5,832 CU. FT = 43,629 GALLON PER WEEK
START: AUGUST 2018 43,629 GALLONS / 7 DAYS = 6,232 GALLONS PER DAY
END: AUGUST 2019
WATER FLOW ASSUMES 400 GALLONS PER DAY
SEWER FLOW ASSUMES 285 GALLONS PER DAY
28 LOTS - SINGLE FAMILY RESIDENTIAL
WATER = 28 LOTS x 400 GALLONS PER DAY = 11,200 GPD
SEWER = 28 LOTS x 285 GALLONS PER DAY = 7,980 GPD
(DOMESTIC SEWAGE)
MATERIAL SUMMARY
WATER
LF
AMOUNT
6" DIP
274
6" PVC
2,463
2" PVC
264
SERVICES
28
FIRE HYDRANTS
3
1 " IRRIGATION METERS
2
SEWER
LF
AMOUNT
8" DIP
131
8" SDR-26
865
8" SDR-35
1,752
MANHOLES
16
SERVICES
28
DAVID E. BALLENGER
BK.602-107
TAX PIN:06-030-002A
NOW OR FORMERLY
ZONE: R-40
USE: VACANT
JACK CASE
BK.003
TAX PIN:: 06-03030-0148
TRACT 3
PLAT CAB. N, FILE 524
\ NOW OR FORMERLY
ZONE: R-40
USE: VACANT
ESTIMATED CONSUMPTIONS
WATER
11,200 GALLONS PER DAY
IRRIGATION
6,232 GALLONS PER DAY
SEWER
7,980 GALLONS PER DAY
GENERAL NOTES:
• DRIVEWAYS SHALL NOT BE LOCATED OVER WATER METERS,
SEWER CLEANOUTS OR VALVE BOXES. METERS WILL NOT BE
SET IF WATER METER BOXES, SEWER CLEANOUTS, VALVE BOXES
OR THEIR APPURTENANCES ARE DAMAGED OR IMPROPERLY
POSITIONED.
• VERIFICATION HAS BEEN MADE BY EAGLE ENGINEERING THAT
WESLEY OAKS HOA
BK. 4384-523
TAX PIN: 06-048-323
NOW OR FORMERLY
ZONE:R-40 ROY& MELISSA HALL
USE: COMMON AREA BK. 4461-613
TAX PIN: 06-027-042 /
NOW OR FORMERLY / MARLENE LYONS
ZONE: R-40 TRUSTEE
USE: RESIDENTIAL BK. CS13-496
` TAX PIN: 06-027-042A
` NOW OR FORMERLY
ZONE: R-40
CH USE: RESIDENTIAL RICHARD KAPITAN
AAl8w D BK.6012-624
O p TAX PIN: 06-027-004B
77_7�_Rpq� ` RICHARD KAPITAN NOW OR FORMERLY
EX. FH mow_ _ �` pus BK.: 0 -027- ZONE:R-40
L�C j TAX PIN: 06-RMER48 USE: RESIDENTIAL
� �\ NOW OR FORMERLY
BENTON EDWARDS ` w� ` ZONE:R-40
BK. 734-397 Ii _ USE: RESIDENTIAL
TRACT 1 ` w_ _
PLAT CAB. D, FILE 583 BENTON EDWARDS w_
TAX PIN: 06 027-044 BK. 920-782
LANDON MUNDY NOW OR FORMERLY TAX PIN: 06-027-043
6900-413 ZONE:R-40 NOW OR FORMERLY _ _ ® -------
BK.
TRACT 2 USE RESIDENTIAL � � _ -w-
PLAT CAB. D, FILE 583 EX. 8" PVC WM
EACH LOT IS CAPABLE OF HAVING GRAVITY SEWER SERVICE TO TAX PIN: 06-027-045 -w /
THE CENTER OF THE LOT AT THE FRONT SETBACK, WITH THE NOW PIN:
FORMERLY
EXCEPTION OF LOTS 13-16 WITH THEIR RESPECTIVE \
CONNECTIONS BEING AT THE REAR OF LOTS DUE TO ZONEDEN
TOPOGRAPHIC CONSTRAINTS. USE RESIDENTIAL
• EAGLE ENGINEERING VERIFIES THAT THIS DESIGN IS BASED ON O I I I l EX. FH
OPEN SPACE: 120
A GROUND SURVEY. I
LOT: 5 LOT: 1 9,596 sq it
• IF WELL AND/OR SEPTIC SYSTEMS ARE ENCOUNTERD, THEN 59,984 sq ft I 43,441 sq ft 0.22 ac
CONTACT TRACI COLLEY (704.283.3717) WITH ENVIROMENTAL
1.38 ac I 1.00 ac
HEALTH FOR THEIR SEQUENCE OF EVENTS AND OTHER t
PERTINENT INFORMATION. I I I I" IRRIGATION METER /
• DESIGN ENGINEER SHALL CONFIRM THAT WATER AND SEWER
MAINS AS WELL AS SERVICE LINES, METER BOXES, FIRE TAX
PIN:ITH B. ZIMMER LOT: 4 LOT: 2
TAX PIN: 06-027-049A LOT: 3
HYDRANTS AND LATERALS WILL NOT BE IN CONFLICT WITH ANY LOT: 6 43,306 sq ft 40,422 s ft 41,374 sq ft CBU
PROPOSED UTILITY INSTALLATTIONS, LANDSCAPING AND/OR PART
174 RAC 56,352 sq ft 0.99 ac 0.93 ac 0.95 ac l l
PART OF TRACT 6
DRIVEWAYS. ANY CONFLICTS SHALL BE AT THE DEVELOPERS 1.29 ac
PLAT CAB. K, FILE 722
EXPENSE TO COORDINATE AND RESOLVE, AND COULD RESULT IN NOW OR FORMERLY \ \ I ��L /
DELAY OF WATER METERS BEING SET. ZONE:R-40 6"WM N°-a
• ALL FIXED OBJECTS THAT ARE NOT CONSIDERED BREAKAWAY MUST BE USE RESIDENTIAL
REMOVED FROM THE CLEAR RECOVERY ZONE (18' 20' FROM EDGE OF
FUTURE PAVEMENTAND /OR MIN. 10'BEHIND THE CURB). (NCDOT
JOHN H. HUCKERT, JR.
REQUIRED NOTE)
BK. 6354, PG. 141
\ LOT: 7 OPEN SPACE: 107 TAX PIN: 06 027-006
40,948 s ft \ �1" NOW OR FORMERLY
CHARLES B. BAUCOM q \ \ ww\\ / 8,546 sq ft
\ 0.94 ac \ oA - ZONE: R-40
TAX PIN:TRACT 57-048 �Cj \ 0.20 ac / / USE RESIDENTIAL
PLAT CAB K FILE 722
\ NOW OR FORMERLY \ \ PROP. MH - 10
PROP. MH - 8 FF�
ZONE:R-40 \ LOT: 8 1,8`�5,04 sq.ft. \ MIN. FFE: 580.5' MIN. FFE: 58 .0' MIN. FFE: 581.0' I /
USE RESIDENTIAL \ 40,961 sq ft 42.3k6 ac /
0.94 ac / PROP. MH - 7 PROP. MH - 9 43,358 L2 ft It
1 1.00 ac
LOT: 9 n /s MIN. FFE: 578.5' I I I ( 1 1
BLAIR BURKE \ \ 40,974 sq ft \ ��c V -
LOT : 24
BK. 71BURK 0.94 ac \ .0 �� <41,998 sq ft LOT: 27 l
TAX PIN: 06-030-014A !� / 0.96 ac LOT: 25 LOT: 26 40,130 sq ft
TRACT 2 GJC' 41,071 sq ft 41,930 sq ft 0.92 ac JUNE MOORE
PLAT CAB. N, FILE 524 0.94 ac 0.96 ac
NOW OR FORMERLY \\ LOT: 10 \ / I DOROTHY MOREE
ZONE R M 40,987 sq ft / BK. 6403, PG. 115
USE: VACANT \� 0.94 ac \ MIN. FFE: 577.8' \ I ( I PLAT D-520
TAX PIN: 06-027-010
\ / I NOW OR FORMERLY
/ LOT: 23 ZONE:R-40
LOT: 11 \ \ PROP. MH - 6 40,248 sq
ft USE RESIDENTIAL
,A \ \ 41,000 sq ft / v
0.94 ac
,� MIN. FFE: 577.5' \
0
LOT: 12 \ `V� FH
G� 50,858 sq ft LOT: 22 \
\ \ 1.17 ac 48,262 sq ft�
1.11 ac
LOT: 13
40,708 sq ft 2"WM
0.93 ac \
CBU
� .J LOVELL FAMILY
1" IRRIGATION METER \ i LIMITED PARTNERSHIP
qh / BK. 1488, PG. 821
/ / 6"WM TAX PIN: 06-027-007
LOT: 14 `' \ / 6"WM I
NOW OR FORMERLY
UNINCORPORATED
40,569 sq ft LOT: 21 UNION COUNTY
.93 ac i
/PROP. MH - 11 � I 40, �� sq
ft
PROP. MH - 4 0 MARK J. ROSENBL UM /
\ \ OPEN SPACE & KATE K. ROSENBLUM /
/ 71,807 s ft PROP. MH - 16 BK. 550, PG. 851 I /
q
1.65 ac TAX PIN: 06-027-005A /
/ I LOT: 15 PROP. MH - 3 NOW OR FORMERLY
40,040 sq ft ��`� / ZONE: R-40 /
4 / \ USE RESIDENTIAL
0.92 ac 5� PROP.
SHEET'G 4 / LOT: 20 \ /
PROP. MH - 15 43,137 sq ft
/ DETENTION 0.99 ac
/ L
/ POND
OPEN SPACE \
391,321 sq ft
\ 8.98 ac 1 I\ \
I
\ \ EX. MH 101
- - _
EX.18" S. S.
Will
BENCHMARK:�
\ _ RIM OF EX, M6
_7 ELEV:549.46 - _
i
' \ PROP. MH - 14 \ \ 77,64 89,
�i � MIN. FFE: 562.0'
�1 j1v LOT: 16 / \ \
40240 sq ft PROP. MH - 13
PROP. MH - 2 0.92 ac \ LOT: 19 \ \
45,589 sq ft \ \ l
1.05 ac
LOT: 17 I \
1 PROP MH - 1 40,071 sq ft I /
0.92 ac LOT: q
40,073 sq ft
0.92 acllool
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1
/
S.
a \
_ EX 18"
EX. MH 102 �s - - EX.1 " S. S. �I
EX. MH 103
EAST FORK OF
TWELVE MILE CREEK
_ _ EX. MH 104
LOD PA FAMILY
LIMITED PARTNERSHIP
BK. 1488, PG. 821 I
TAX PIN: 06-027-007
NOW OR FORMERLY I
UNINCORPORATED /
UNION COUNTY I G R H I S C AL
\ZONE: CAN I
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( IN FEET )
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SEWER LATERALS FOR LOTS
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DRAINAGE PIPES
41
VERTICAL
SCALE
PROP. PIPE
PRO
DOSED SD
26
v
TO MATCH CROWN
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I I
LOT:10
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40,987 sq ft
LOT :15
40,040 sq ft
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I
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LOT : 9
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SEWER LATERALS FOR LOTS 1-8
TO BE DUCTILE IRON PIPE AND
BE INSTALLED ABOVE STORM
DRAINAGE PIPES
\ \ \ \ 56,352 sq ft 59,984 sq ft
\ 1.29 ac 1.38 ac
\ \ LOT:7 \ \\
\ 40,948 sq ft
0.94 ac \ \
\ \ - - LATERAL PROP. MH - 8
\ \ PROP. MH - 7 4" DIP
\ —LATERAL
\ LOT : 8 \ \
40,961 sq ft n �( \ i 42" RCP
0.94 ac IN, SONV P 4" DIP /
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6 WM MIN. FFE: 577.
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PROP. MH - 6 \ /
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77.5'
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\
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LOT: 23
40,248 sq ft
0.92 ac
/
MIN. FFE: 578.5'
LOT: 24
' 41,998 sq ft
0.96 ac
I1
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LOT : 4
43,306 sq ft
0.99 ac /
4" DIP 314" IRRIGATION & 314" DOMESTIC
LATERAL DUAL METER (TYP.)
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/
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41,071 sq ft /
0.94 ac /
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LATERAL (TYP.)
tvmm rrc: Da I.0'
PROP. FH
10' X 10'
\FIRE HYDRANT
EASEMENT
/
/
LOT:26
41,930 sq ft /
0.96 ac /
/
LOT:27
40,130 sq ft
0.92 ac
LOT:3
40,422 sq ft /
0.93 ac /
/
/
/
4" DIP
�S99, \ LATERAL
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LOT:2
41,374 sq ft
0.95 ac
MONUMENT SIGN LOCATION AND
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PROPOSED SDR 35 SCALE
PROPOSED SDR 26 KIZIZIZIZIZZA
PROPOSED DIP ( IN FEET )
1 inch = 4' ft.
0
\ \ EXISTING 8" \ �� sQ��O \
/ \ WATERMAIN / MUELLER H-615 OR EQUAL
/ \ 8" X 6" TAPPING SLEEVE
/ & VALVE,
\ W/ JUMPER CONNECTION
\ / / (TS & V, MATERIALS & -tv
LOT : 1 INSTALLATION BY DEVELOPER)
43,441 sq ft \ ` (DETAIL 25) h
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/ r � 6"GV
/ CBU
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i
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PROP. MH - 10 /
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WM X-ING BELOW STORM
\ / \ O BTT.5
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/ 8,546 sq ft
0.20 ac /
LOT : 28 / / /
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VIH n542
1549.46CODETENTIONPOND
SEE SHEET C 3.7FOR DETAILS
TOP OF POND EMBANKMENT = 5 `1.00 540
542 I
\ I — 544 544
546 546 I 548 548 JACK CASE
_ 550 550 BK. 7071-403
\ _ 552 TL
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_ TRACT3
554 N 554 -0 1 N80°58'08"E o PLAT CAB. N, FILE 524
— NOW OR FORMERLY
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10'-
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BK. 7100-160
TAX PIN: 06-030-014A
TRACT2
PLAT CAB. N, FILE 524
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24" RCP
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DIP TAT
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—
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LOT: 17
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71,807 sq ft PROP. MH - 16
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f•J
50
4+00 4+85
LOT: 22 \
48,262 sq ft
\ 1.11ac --
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\ G:571.7 _ — —
BOTTOM 16" WM:568.2 —
TOP 15" RCP:566.4
15 RCP
ti
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4" IRRIGATION & 4" DOMESTIC LOT: 21
DUAL METER (TYP.) 40,291 sq ft
II 0.92 ac
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3COVER
_
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\ LOT: 20
43,137 sq ft
\ 0.99 ac
LOT: 19
45,589 sq ft \ \
1.05 ac \ \ I
yl
LEGEND:
PROPOSED SDR 35
PROPOSED SDR 26
PROPOSED DIP
VERTICAL
SCALE
N ( IN FEET )
1 inch = 4' ft.
0
GRAPHIC SCALE
0 40' 80'
( IN FEET )
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SECTION Y-Y
RISER HT.
VARIES
v Pp
WHERE 30" TO 36" PIPE IS USED
RISER HT.
VARIES - - - -
U�j
WHERE 42" TO 54" PIPE IS USED
DETAIL SHOWING METHOD
OF RISER CONSTRUCTION
SECTION X-X
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SLAB. OVER
8'-0' TO 16'-0' IN HEIGHT USE 8" WALLS AND BOTTOM SLAB. ADJUST
QUANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
T / SECTION J-J
SEE NOTE
WHERE 30" TO 36" PIPE IS USED
of B
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STEPS - STD. NO. 840.66
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840.18
1 PLAN
FRAME AND GRATES
TC
Err A 6.-F
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OUTLET PIPE 3„
SEE NOTE
SECTION X-X
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL GRATED DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. B40.OD.
CONSTRUCT WITH PIPE CROWNS MATCHING.
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP ELEVATION
IS 12 FEET.
USE STANDARD FRAMES AND GRATES 840.22 (SHOWN), 840.24(SHOWN), 840.20,
840.29, AND 840.33.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
CONCRETE APRON 4"
SEE DETAIL
6" B 6"
f OUTLET PIPE
SEE NOTE DETAIL
6"
MAX. PIPE THIS SIDE - 1B" (APRON SUPPORT NOTCH)
SECTION Y-Y
DITCH GRADE
#4 BAR
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE GRATED DROP INLET
PIPE
SPAN
WIDTH
HEIGHT
CUBIC YARDS OF
CONCRETE IN BOX
DEDUCTIONS
FOR ONE PIPE
D
A
B
H
BOTTOM
SLAB
H PER
FT. HT.
H MIN.
TOTAL
TOTAL
C.S.
R. C.
12"
3'-8"
2'-0"
2'-6"
0.362
0.247
0.597
0.958
0.020
0.032
15"
3'-8"
2'-0"
2'-9"
0.362
0.247
0.659
1.021
0.023
0.036
18"
3'-8"
2'-0"
3'-0"
0.362
0.247
0.720
1.OB2
0.033
0.049
24"
3'-8"
2'-0"
3'-6"
0.362
0.247
0.865
1.227
0.059
0.085
30
3'-8"
2'-0"
4'-0"
0.362
0.247
0.988
1.350
6.092
0.127
36
3'-8"
2'-0"
4'-6"
0.362
0.247
1.112
1.474
0.132
0.17E
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SION JOINTS
6'-0PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
USE ON FLAT ELEV. EXPANSIONGRADES 2% AND UNDER.y n DEPRESSED GUTTER LINE
EXPANSION JOINT m�ELEVATIONNORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
EXPANSION JOINTTOPUSE ON GRADES OVER 2% ELEV-0IDEPRESSED GUTTER LINE
EXPANSION JOINT 6'-0"MAX. ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN BASED ON MIN. HEIGHT H WITH NO RISERDIMENSIONS
OF
BOX AND
PIPE
COVER
DIMENSION
CU.YOS.
CONC.
IN BOX
DEDUCTIONS
ONE PIPE
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS-UBARS-V
BARS-W
TOTAL
LBS.
TOP
SLAB
BOTTOM
SLAB
OT. CONC.
.HHEI T H
D
A
B
C
G
H
E
FN0.
LENGTHNO.
LENGTH
NO.
LENGTH
C.M.
R.C.
12"
W-O"
2'-2"
--
--
2'-9"
--
--
--
--
--
--
--
--
--
--
0.235
0.772
0.015
0.026
15"3'-0"
2'-2"
3'-0"
0.235
0.829
0.023
0.036
1B"3'-0"
2'-2"
3'-3"
0.235
0.887
0.033
0.049
24"
3'-0"
2'-2"
W-9"
0.235
1.001
0.059
0.085
30"
3'-0"
2'-2"
3'-4"
4'-3"
1'-2"
4'-0"
4
1'-5"
2
3'-9"3
3'-9"
39
0.123
0.321
1.4330.092
0.127
36"
3'-0"
2'-2"
W-10"
4'-9"
1' 8"
4' 0"
4
1-11"3
3'-9
3
3'-9"
430.161
0.358
1.714
0.132
0.178423'-0"'5
-3
1'-5"
3'-2"
4
1'-8"
2
2'-11"
3
2'-11"
32
0.112
0.318
17380.18048"
3'-0"
2'-2"
5'-0"
W-9"
2'-0
3'-2
4
2'-3
3'13
2'-11"
35014503520235
54"
3'-0"
2'-2"
5'-7"
6'-3"
2'_7"
3'-2"
4
2'_10"
5
2'-11'r
3
2'-11"
^." WEEP HOLES
1X
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BRICK COPING(INCIDENTAL)
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SECTION X-X
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.14
2.052 .
41 0.180 0.386 2.387 0.297 M
RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-G" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE IN A
POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
MAX. PIPE THIS SIDE
SECTION Y-Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H)
DIMENSIONS OF BOX & PIPE
CUBIC YARDS
CONC.: BOX
DEDUCTIONS FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B
H
BOTTOM
SLAB
WALL PER
FT. HT.
TOTAL
L
MIN E
FonoMININUN
HEIGHT M
C.M.
R.C.
12"
3'-0"
2'-0"
2'-0"
0.222
0.222
0.592
0.015
0.026
15
2'-3"
0.648
0.023
0.036
18"
2'-6'
0.703
0.033
0.049
24"
3'-01,
0.814
0.059
0.085
30"
3'-0"
2'-0"
3'-6"
0.222
0.222
0.925
0.092
0.127
4 BAR L
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.14
v z
v PAVEMENT m
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ALL RIGID OBJECTS. JOINT PAVEMENT
LONGITUDINAL JOINT TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
SHEET 1 OF 3 SECTION VIEW OF JOINTS SHEET 1 OF 3
846.01 846.01
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SECTION E-E SECTION F-F
L-► B
PLAN
DETAIL OF DRIVEWAY
SECTION A -A
*SIDEWALK TAPERS DOWN
5' BACK FROM DRIVEWAY.
2" DEEP SAW CUT
• •' " EXISTING DRIVEWAY
PROPOSED DRIVEWAY PAVEMENT
PAVEMENT
A METHOD OF TIE IN
WHEN EXISTING DRIVEWAY PAVEMENT IS CONCRETE,
SAW CUT 2" DEEP JOINT AT THE POINT OF TIE-IN.
SAW JOINT PERPENDICULAR TO EDGE OF EXISTING
DRIVEWAY PAVEMENT.
WHEN DIRECTED.
SECTION B-B
GENERAL NOTES:
**NO CONSTRUCTION JOINT WILL BE PERMITTED IF FORMS
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AND GUTTER PERMITS THE USE OF CONSTRUCTION JOINT.
1 OF 2
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m Z = d Z D IH 48' X 48" 49 X 40" 46 % 48" L I� fir} () m Z = LANDING $GUTTER SHOWN 0.04 NORM.) J -I Z M
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• O O" *+2% GRADE WHEN * +2`% GRADE WHEN THIS F- ILL H J x 0 O 0 « _� Z W O O H : „� Ar • w H J
C7 x Z THIS IS SIDEWALK IS SIDEWALK LOCATION O Q Z H r � H p n x Z ( N O Q c
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O +8% OR FLATTER _ - - JIM0 z
Z - - - - -_ _ '� _ r O (n O n O TRAFFIC Lu
BUFFER BUFFER STRENA LU
Z ELEVATION TRANSITION CURB TRANSITION URB ' O Lu
_ _Ci TAPER SPACE SPACE TAPER n O
Z 60' ^ TTER N N
2� OR FLATTER FLATTER - _ MAX 50'-100' 50' MIN. so' MIN. 1OO' VARIABLE SLOPES NOT C f 1
ROADWAY PAVEMENT 8� OR - - _ V
15?1 Oq FLATTER ion PPBARED
AlIFM TO STOP TO EXCEED 10:1 V r
z iB" 4B''z ae" 4W z74e" SECTION A -A ca __ 03
DESIRABLE OR MAXIMUM DRIVEWAY GRADES LANE
rrl N INSET FOR
A2L OTHER DEVICESYARE THE SAME
AS ABOVE LANE W rrl ISOMETRIC VIEW WW ; I-
r co SIDEWALK Li C
O 3" 6" BERM A B D -1 2 y O � PAY LIMITS FOR CURB F1A1AP EXPANSION JOINT OW 6m
Z m J (SEE STD. 846.01) a
r WIDTH DIST. GRADE DIST. GRADE m m Z «� O W U r NOTE: A PORTION OF ONE OR BOTH RAMPS LU •-
0 H _ *SIDEWALK LOCATION C'} � „ 3 O It LAN RIAN LL = O H MAY EXTEND OUTSIDE THE RETURN. 0r F- p
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DO NOT PLACE SIDEWALK ON 8' OR LESS 5'-0" +2%* 2'-6" +5% Z = -0 r- �D x ss �° � LU -0 O NOTES: Z N
x H 1 1 0 O x 1. DETECTABLE WARNING DOMES WILL COVER 2'-0" LENGTH AND FULL WIDTH OF HE H
O < BERMS LESS THAN 6' WIDE.) 8' OR LESS 2'-0" +6� 5'-6" +2�* Z Tn N z y Z (n RAMP FLOOR AS SHOWN ON HE DETAILS.
21 '�' LU I co w20I . W20-5 Q < O
C Q • 10' ¢'-0" +4i5 5'-6" +296* Q Z 0 A x 48" X 48" 48" X 48" H Q J m Cn 2. DETECTABLE WARNING DOMES WILL CONTRAST VISIBILITY WITH ADJOINING SURFACE, EITHER LIGHT -ON -DARK, ya EXPANSION JOINT a
m -I D � J O OR DARK -ON -LIGHT SEQUENCE COVERING THE ENTIRE RAMP. z SEE NOTE 1 4 x q (SEE STD. 848.01) � CL 0
TIT '_. Z 2" 12' &OVER 4'-6" +4% 7'-0" +2%* 0 = S = co TWO-WAY Q V T (7 Z w ` LANDING 0 Z
Dv 0 O D TRAFFIC BUFFER BUFFER STREAM 0 } C W C7 RAMP WIDTH AREA IS VARIABLE Q
D cc r O Z TAPER SPACE SPACE TAPER W Q D \v - EXPANSION JOINT 2 m
'37 Q 0 co M (SEE STD. 846.01) Q �
O O D Q D r D 50'-100' 50' MIN. 50' MIN. 200' Lr Z Q C7 W A W+A+9" X B 0 m 0
z C MAXIMUM DRIVEWAY GRADES Z Q w v a x Q a DO OOO OO OO OO s' o.o' s.e' s.e' s.o'= SIDEWALK z OC U
D v Q Z C7 O J Q Z 0 x BA E DIAMETER 6' 0. 0' 6.8' 6. 8' 6.0'== Q
p M x H W > M GENERAL NOTES FOR FLAGGER OPERATIONS z v x i o.s R To 1.40'fl 7' 0. 0' 7.e' 7.3' s.s'=* ~ C� 0
Zgr C BERM O Q j 1- REFER TO STD. 1101.11 SHEET 4 FOR SIGN SPACING. O O O 0 O O W
8' 0.0' B. 7.3' 6.5'=•
TOP DIAMETER OF NO LESS Cn
H 6" A B 5'-0" 5'-0" _ D 2- INSTALL LANE CLOSURES WITH THE TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE UPSTREAM SIDE OF TRAFFIC. co) } C H c THAN SO4 TO NO MORE 5' 2.0' 7.8' 7.8' 5.0' 4' X 4' CLEAR SPACE x O
C Z Cn r 3- REMOVE LANE CLOSURES AGAINST THE TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE DOWNSTREAM SIDE OF TRAFFIC. Q Z O O O O O THAN 65% OF THE BASE 5' 2.5' 8. 3' 8. 1' 4.8' MUST FALL WITHIN (n CL
*+2% GRADE WHEN *+2% GRADE WHEN THIS - H r- 3 0 O O DIAMETER CROSSWALK LIMITS. I..I
0 N 4- PLACE CONES THOU THE WORK AREA AT THE MAXIMUM SPACING EQUAL IN FEET TO 2 TIMES THE POSTED SPEED LIMIT. x r (SEE NOTE 10)
THIS IS SIDEWALK IS SIDEWALK LOCATION - - J1l 5' 3.0' 8.8' 8.3' 4.4' J O
Z 5- EXTEND LANE CLOSURES AT THE BUFFER SPACE SUCH THAT STOPPING SIGHT DISTANCE IS PROVIDED TO HE FLAGGER. COO s' 3.5' 9.3' 8.4' 4. 1' 0r CL
0 LOCATION gb O Z N O (REFER TO STD. 1101 .11 SHEET 2) I••I O CV 0 O O O O O O 5' 4.0' 9.8' 8.6' 3.8' 2' MIN. CURB ,...
o +25 - z m C J d o O O O O O O z
- LLI 8- DO NOT STOP TRAFFIC IN ANY ONE DIRECTION FOR MORE THAN 5 MINUTES AT A TIME. ., y 5' 4.5' 10.3' 8 7' 3 $ BETWEEN RAMPS / W
�1 7- DRUMS OR SKINNY -DRUMS MAY BE USED IN LIEU OF CONES. O
+16� - - - r- M O 8- USE FLAGGERS TO CONTROL TRAFFIC AT INTERSECTIONS AFFECTED BY THE LANE CLOSURE. SUPPLEMENT FLAGGERS LOCATED w W z 5' S.0' 10.8'
5'-O" O N ✓D AT INTERSECTIONS WITH FLAGGER AHEAD SIGNS (W20-7a) PLACED APPROXIMATELY 250 FT. IN ADVANCE OF THE FLAGGER Q SEE NOTE 1
f 1 - 4$ � WHERE INTERSECTIONS ARE SIGNALIZED AND PLACE SIGNALS IN THE FLASH MODE. J 0.9" TO 0.6 0 1:6" To B = X-(A+9") SEE NOTES
ROADWAY PAVEMENT _ _ m 9- FL.AGGERS SHALL NOT STAND IN THE ROADWAY. , i-a"-'t� MIN O1 2.4 _ 2 12 $ 14
15$ v LEGEND LK
GENERAL NOTES FOR PILOT CAR OPERATIONS CV o .' . a .' °.�ul.' .'..' ':c B TOSBACK EPOINT OF01t2:1 D(8.33+k)ISLOPE.
BACK OF SIDEWALK DROP REQUIRED FOR ALL
USE PILOT CARS WHEN DIRECTED BY THE ENGINEER. a, ."p•.o', •.o'. o'.- SIDEWALK SLOPES.
CONE 2- IF ROADWAY WIDTH IS LESS THAN 22 FEET (EDP TO EDP), CONES MAY NOT BE REQUIRED ALONG WORK AREA, ** BACK OF SIDEWALK DROP REQUIRED FOR
AND AT THE DIGRESSION OF THE ENGINEER, CONES MAY BE OMITTED ALONG THE WORK AREA IF USING A PILOT CAR. PLAN VIEW O
PORTABLE SIGN SIDEWALK SLOPES 0.04. DUAL RAMPS
(NOTE: CONES ME ALWAYS REQUIRED IN THE UPSTREAM AND DOWNSTREAM TAPERS). ANY RADII00
SHEEETp2 OF q2 SHHEETp2 OF q2 � FLAGGER 3- MOUNT SIGN G20-4 "PILOT CAR FOLLOW ME" AT A VISIBLE LOCATION ON THE REAR OF THE PILOT VEHICLE. HEEEETp1 OF 3 DETECTABLE WARNING DOMES (q' MIN, FLOOR WIDTH) SHHEETp1 OF 3
848 • OS 848 • O3 HEET 1 OF 9« DIRECTION OF TRAFFIC FLOW 4 THE�ENDINSTALL
HE MORE
LANE THAN
CL.OSURE. (1) MILE OF LANE CLOSURE, MEASURED FROM THE BEGINNING OF THE MERGE TAPER TO SHEET 1 OF 9 848 • 05 848 . 05 -15
11101.02 5- ADVISE RESIDENTS AND BUSINESSES WITHIN THE LANE CLOSURE LIMITS ABOUT METHODS OF SAFE EGRESS AND INGRESS 11101.02 -
FROM DRIVEWAYS DURING FLAGGING AND PILOT CAR OPERATIONS. O
OO
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v Z LU
v IT' NOTES:
< � NOTES: SEE APPROVED TREE \ LU LU
F-I Z 1�2" EXPANSION JOINT Q Q 3 1. REMOVE ALL BARRIERS UPON COMPLETION OF PROJECT. w
PRESERVATION PLAN FOR p
y H (SEE STD. 846.01) CROSSWALK z = = U REQUIRED RADIUS 2. SEE PLANS FOR LOCATION OF ALL TREE PROTECTION FENCES. � Q r�_vcn CONSTRUCT STANDARD SIDEWALK 5' WIDE AND H 0
Z = LL J O H OF TREE BARRIER
H � y 4" THICK UNLESS OTHERWISE DENOTED ON PLANS. O o w x z J
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wQzIL im W
-' � = O PLACE A GROOVE JOINT 1" DEEP WITH 1/8" RADII Q Doc O H m Y
I-
z yr IN THE CONCRETE SIDEWALK AT 5' INTERVALS. U) 0 w
O W J 2'-8" CURB a GUTTER co
n=7°z ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 50' acO"Q
O O DO END TREATMENT
y D D INTERVALS. A Y2" EXPANSION JOINT WILL BE REQUIRED z "
N H WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE. a CL H r ��• I I °'
O T w
Z SIDEWALK r 0 \ >;'a"�� I -Standard Concrete
SEE STD. DWG. 848.05 FOR WHEELCHAIR RAMP LOCATION Je Ditch Std.850.01
REQUIREMENTS AND CONSTRUCTION GUIDELINES. INTERVALS e y�9yor a? I (RipRap or Matting)
F��'51Al Y it "wI R,W
Fy o �� a Qr
%g RAD SURFACE OF �YyG9e� tan
SIDEWALK " EXPANSION JOINT °4 0
m JOINT SEALER x
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O H • ri : v .: • d : v .: • r;. v .. • o : o .. • , 'v • di v .: • o : v .: • u^ P .: • o : v,• y Z �1
Z =,•'..°•�••p',.°'••.0;.°•...p•.°•I• / �' �'..°•/• p',.°•,••p',.A•I'. p',.°' p j IZ�I J
(n 1/2" JOINT WIDTH
JOINT FILLER �Z W PLAN VIEW OF ROOT ZONE ICL
-1 Z T = SIDEWALK THICKNESS Or
SIDEWALK o ,� I
m p 1�" EXPANSION JOINT 0 ' 1
(SEE STD. 846.01) N I T r
y v TRANSVERSE EXPANSION JOINT o W
N IN SIDEWALK PLAN VIEW z LU L
mM W FOR PRUNING SEE BARRIER SHALL BE I s rtflim)
y 1 tt NATIONAL ARBORIST ERECTED AROUND THE w _ L O ail LU
/2 EXPANSION JOINT FILL 3/8" WIDE x 1" DEEP GROOVED OR = Z ASSOCIATION SPECS. DRIP LINE OF ALL TREES L - I - - _-- -_- - - -
r z / SAWN JOINT WITH JOINT (n C TO BE SAVED
X O SEALING COMPOUND _j C� R=31Y R=30 O c
7T BUILDING, / 0 * r^ J
y WALL, ETC . / %8" RAD 1/8" RAD w 6" BARK EDGE OF PAVEMENT �- IS' P INN. OR As �+ J
/ II' / .•>.• ..•>.• T •-f• ULCH,-----------------`__-------------------------- DIRE BY DIST.ENGREDGEOFPAV.. �B
P v P P p v
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
TREE LIMB LACE BARK
° "' REMOVAL DEAD TREES AND SCRUB OR UNDER o MULCH AT AREAS �LI L
' .v .e' ;; .c`..a''..o::.e' ;:.i ':.e' , ,c`:'e''..v•'..e' ..v .a' .o':.e' GROWTH SHALL BE CUT FLUSH WITH C0 NOT PROTECTED ' Q
> a. ADJACENT GRADE. NO GRUBBING
Uj
PROPOSED •• •• P•:� P'';•o o ' •. •. BY BARRIER.
CONCRETE PROP. C&G '' ALLOWED UNDER DRIP LINE. EXISTING ROAD
SIDEWALK CONC. PAVEMENT EDGE OF PAVEMENT EDGE OF PAVEMBIT
2x4" STANDARDS + 1x4" RAILS --------------------------------------------------- U O
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SHEET 1 OF 1 SHEET 1 OF 1 OR ORANGE SAFETY FENCING
DETAILS SHOWING JOINTS IN CONCRETE SIDEWALK MAY BE USED. O ' 1 1 z
848.01 848.01 _I1=III- ________________R^"________________ rUj
I I I I I I I I I I I I I i I I I I- I I - III, NOTE: Drainage easements may be required to aaomodate drainage beyond the right-of-way.
J O
RECOMMENDED ROAD CONNECTION J m
TREE PROTECTION DETAIL WITH CURB AND GUTTER
PROPOSED LIGHT FIXTURE PROPOSED LIGHT POLE NCDOT ROADWAY TIE-IN DETAIL
FIXTURES Photos are epres meive of fixture and pole styles. Actual products and colors may vary slightly. Please inquire about our other fixture/pole combinations. POLES Photos are representative of fixture and pole styles. Actual products and colors may vary slightl lease inquire about our other flxturelpole combinations. NOT TO SCALE
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DELUXE ACORN SIX -SIDED TRADITIONAL DELUXE TRADITIONAL OPEN TRADITIONAL > �
This enhanced Victorian -style fixture The six -sided traditional is designed This elegant colonial style fixture This environmentally -friendly fixture m LU
adds curb appeal to any walkway or to reduce light pollution while still makes a dramatic statement as it provides an installation with curb
sidewalk and dramatically limits providing excellent lighting and aes- lights walkways and pathways and appeal and is available on multiple W
unwanted "up light." It is available on thetics. It is typically used for sidewalk comes on multiple pole styles and a pole styles and a mounting height of
multiple pole styles and a mounting and pathway lighting and is available mounting height of 12 ft. 12 ft. = O
height of 12 ft. on multiple pole styles and a mount- Colors: M Colors: 0 ® U
Colors: ing height of 12 ft.
.. Colors: ._
hI
J
Davit
III O
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+� p O Y N
Boston Harbor N }
ACORN TRADITIONAL POST TOP TEARDROP m
Reminiscent of turn -of -the -century The Traditional fixture fits any neigh- This attractive colonial style fixture is This beautiful fixture is multifunctional
lights, this is the perfect choice for borhood and provides pathway light- a perfect residential light and an ideal and adds elegance wherever it is Q
historic neighborhoods and revitalized ing. It is available on multiple pole complement to any home. The post placed. The Teardrop is used to light G: Q
downtown areas. Typically used for styles and a mounting height of 12 ft. top light mounts on an 8 ft. pole. sidewalks, pathways, parking lots and O O
sidewalk and pathway lighting, it is streets and has mounting heights of
available on multiple pole styles and Colors: Colors: 15 ft. and 25 ft. There are two STYLE A STYLE B STYLE C STYLE D STYLE E STYLE F STYLE G
a mounting height of 12 ft. options available for brackets. A round, smooth An aluminum pole An aluminum pole A fiberglass pole An aluminum pole An aluminum pole A concrete pole
Colors: ® Colors: M M tapered fiberglass with a 12-ft. fixture with a 12-ft. fixture with a 12-ft. fixture with a 12-ft. fixture with a 12-ft. fixture with a 12-ft. fixture 7
Available on pole style "C" only. shaft, available in mounting height; mounting height, mounting height; mounting height; mounting height; mounting height; L
varying heights, upper shaft is upper round, fluted the pole shaft is the upper shaft is the pole shaft is the pole shaft is
anchor based or round, smooth and straight shaft, lower fluted and tapered round, fluted and fluted and straight fluted and tapered
direct buried. tapered; lower shaft round, fluted and also has a But- straight, with a larg- and has a fluted and also has a flut- J O
Colors: Bronze, Black, is fluted and base tapered base. ed. round base. er lower shaft flut- round base. ad, round base.
Gray. Green is round with a rec- Colors: Black, Green Colors: Black, Green ed, with a round, Colors: Black, Green Colors: Black
tangular base cover. smooth base.
Colors: Black, Green Colors: Black, Green } (n
UL1 Q
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CUBE SHOEBOX COBRA FLOODLIGHT
This fixture is the perfect choice whet- This is an excellent blend of form and An ideal fixture for broadly casting Aesthetically pleasing, this directional ca
ever large areas are to be covered with functionality that is ideal for illuminat- light on roadways and increasing driv- fixture puts light where you need
lighting, such as in larger parking ing parking lots. It is available in ers' safety. Multiple bracket lengths it most - particularly for security
areas. multiple mounting heights and colors. are available to move lamps beyond purposes. It is available in multiple
�`lilillliirll
Colors: M Colors; ® ® tree growth and ensure it is properly colors. ���
directed. It of available in multiple Colors; ® ®® O
Available on pole style F" only. Available on pole style A" only. COIOrs and pole heights, \ ��
Available an pole style rt"only.
Colors:
Available on pole style n" ony. , OF E S S / Off, ,
www.duke-energy.com www.duke-energy.com q
F. 14 (�q
STREET LIGHTING DETAIL ; o -� j�' U
NOTE. '-r ! ,� GINEE� �O.
DUKE ENERGY WILL BE CONTRACTED TO INSTALL ALL
STREET LIGHTING. THE CONTRACTOR SHALL
7/17/18
COORDINATE WITH DUKE ENERGY PRIOR
CONSTRUCTION TO ENSURE ADEQUATE ACCESS TO
Sheet
COMPLETE THE INSTALLATION.
C-5. 1

STEEL POSTS (QUANTITY VAR.)
PLASTIC SLOPE DRAIN PIPE
(PRACTICE STANDARD 6.32)
OR
GEOTEXTILE LINING
.0 ( I tea,,.,..
TEMPORARY OR
PERMANENT DITCH
COIR FIBER BAFFLES
(PRACTICE STANDARD 6.65)
SKIMMER (SIZE VAR.)
STONE PAD -
PI ON VIF1AI (below skimmer)
TOP OF EMBANKMENT
RISER STRUCTURE .�
TRASH RACK
FREEBOARD -
-� 1' MIN.
SKIMMER ��Py 11(( l 111II�
it -
CLASS B STONE PAD L1,11-1111.111 P71
(4' X 4' X 1' MIN.) ANTIFL TATION BLOCK SECTIONAL VIEW
RISER STRUCTURE
/EMBANKMENT
/ STONE ENERGY
F DISSIPATOR
WOOD STAI<E
OR METAL POST
......0-
EMERGENCY SPILLWAY
EMERGENCY SPILLWAY
BARREL
PIPE
CUT-OFF ANTI -SEEP
TRENCH COLLAR STABILIZED
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
3. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO EMBANKMENT 1 FT. FROM BOTTOM OF BASIN.
4. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND COUPLING.
Plan View
Inflow
structure
Average _ Area
Width W L
* A rea of basin water surface at
top of principal spillway elevation
Inflow
structure
Figure 6.61d Sediment Basin (with Riser Barrel Pipe)
Practice Standards and Specifications
• Dewatering Allow the maximum reasonable detention period before the
basin is completely dewatered (at least 48 hours).
• Inflow rate Reduce the inflow velocity and divert all sediment -free
TvnofE
Baffles
I
Baffles
tl
tl
IE
Lll
Skimmer
deanwatering Emergency
device
spillway
1' Freeboard Embankment
1
' A
- 6" min, I
5edi in eht Crass-5ectivn
Storage zone
View
Figure 6.64c Example of a sediment basin with a skimmer outlet and emergency spillway. From Pennsylvania
Erosion and Sediment Pollution Control Manual, March, 2000.
Rev, 5113
6.64.7
NOT TO SCALE
SEDIMENT BASIN
(NCDEQ 6.61)
SEE NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
FOR COMPLETE SPECIFICATIONS.
CONSTRUCTION SPECIFICATIONS
1. SITE PREPARATIONS- CLEAR, GRUB, AND STRIP TOPSOIL FROM AREAS UNDER THE
EMBANKMENT TO REMOVE TREES, VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL.
DELAY CLEARING THE POOL AREA UNTIL THE DAM IS COMPLETE AND THEN REMOVE BRUSH,
TREES, AND OTHER OBJECTIONABLE MATERIALS TO FACILITATE SEDIMENT CLEANOUT STOCKPILE
ALL TOPSOIL OR SOIL CONTAINING ORGANIC MATTER FOR USE ON THE OUTER SHELL OF THE
EMBANKMENT TO FACILITATE VEGETATIVE ESTABLISHMENT. PLACE TEMPORARY SEDIMENT
CONTROL MEASURES BELOW THE BASIN AS NEEDED.
2. CUT-OFF TRENCH- EXCAVATE A CUT-OFF TRENCH ALONG THE CENTER LINE OF THE EARTH FILL
EMBANKMENT. CUT THE TRENCH TO STABLE SOIL MATERIAL, BUT IN NO CASE MAKE IT LESS
THAN 2 FEET DEEP. THE CUT-OFF TRENCH MUST EXTEND INTO BOTH ABUTMENTS TO AT LEAST
THE ELEVATION OF THE RISER CREST. MAKE THE MINIMUM BOTTOM WIDTH WIDE ENOUGH TO
PERMIT OPERATION OF EXCAVATION AND COMPACTION EQUIPMENT, BUT IN NO CASE LESS
THAN 2 FEET. MAKE SIDE SLOPES OF THE TRENCH NO STEEPER THAN 1: 1. COMPACTION
REQUIREMENTS ARE THE SAME AS THOSE FOR THE EMBANKMENT. KEEP THE TRENCH DRY
DURING BACKFILLING AND COMPACTION OPERATIONS.
3. EMBANKMENT- TAKE FILL MATERIAL FROM THE APPROVED AREAS SHOWN ON THE PLANS.
IT SHOULD BE CLEAN MINERAL SOIL, FREE OF ROOTS, WOODY VEGETATION, ROCKS, AND OTHER
OBJECTIONABLE MATERIAL. SCARIFY AREAS ON WHICH FILL IS TO BE PLACED BEFORE PLACING FILL.
THE FILL MATERIAL MUST CONTAIN SUFFICIENT MOISTURE SO IT CAN BE FORMED BY HAND
INTO A BALL WITHOUT CRUMBLING. IF WATER CAN BE SQUEEZED OUT OF THE BALL, IT IS TOO
WET FOR PROPER COMPACTION. PLACE FILL MATERIAL IN 6 TO 8 INCH CONTINUOUS LAYERS
OVER THE ENTIRE LENGTH OF THE FILL AREA AND COMPACT IT. COMPACTION MAY BE
OBTAINED BY ROUTING THE CONSTRUCTION HAULING EQUIPMENT OVER THE FILL SO THAT THE
ENTIRE SURFACE OF EACH LAYER IS TRAVERSED BY AT LEAST ONE WHEEL OR TREAD TRACK OF
HEAVY EQUIPMENT, OR A COMPACTOR MAY BE USED. CONSTRUCT THE EMBANKMENT TO AN
ELEVATION 10 PERCENT HIGHER THAN THE DESIGN HEIGHT TO ALLOW FOR SETTLING.
4. CONDUIT SPILLWAYS- SECURELYATTACH THE RISER TO THE BARREL OR BARREL STUB TO
MAKE A WATERTIGHT STRUCTURAL CONNECTION. SECURE ALL CONNECTIONS BETWEEN BARREL
SECTIONS BY APPROVED WATERTIGHT ASSEMBLIES. PLACE THE BARREL AND RISER ON A FIRM,
SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS
SAND, GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE OR ANTI -SEEP COLLARS.
PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS, AND COMPACT IT
UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT
EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM FIRM CONTACT
WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES. PLACE A MINIMUM DEPTH OF 2
FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY
BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT. ANCHOR THE RISER IN PLACE BY
` CONCRETE OR OTHER SATISFACTORY MEANS TO PREVENT FLOTATION. IN NO CASE SHOULD THE
�7 PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE
EMBANKMENT IS COMPLETE.
5. EMERGENCY SPILLWAY- INSTALL THE EMERGENCY SPILLWAY IN UNDISTURBED SOIL. THE
�p ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT
CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE EMERGENCY SPILLWAY.
6. INLETS- DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE
DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER END
OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY (REFERENCES: RUNOFF CONTROL
MEASURES AND OUTLET PROTECTION).
7. EROSION CONTROL- CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS
MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE
EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY
Lot EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL
SPILLWAY IMMEDIATELYAFTER CONSTRUCTION (REFERENCES: SURFACE STABILIZATION).
8. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65, POROUS BAFFLES.
9. SAFETY- SEDIMENT BASINS MAYATTRACT CHILDREN AND CAN BE DANGEROUS. AVOID
STEEP SIDE SLOPES, AND FENCE AND MARK BASINS WITH WARNING SIGNS IF TRESPASSING IS
Z• LIKELY. FOLLOWALL STATE AND LOCAL REQUIREMENTS.
MAINTENANCE
INSPECT TEMPORARY SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (112INCH OR
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS
ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACE REMOVED
SEDIMENT IN AN AREA WITH SEDIMENT CONTROLS. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR
EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY
REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA.
SKIMMER SEDIMENT BASIN
(NCDEQ 6.64)
SEE NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
FOR COMPLETE SPECIFICATIONS.
CKd Jh�I:lll��C�]►�6yd xd 1 �C�1_� ��Cd Ph7
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND
ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER
AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE
DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW
BASIN AS NEEDED
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY
VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN
LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT
61NCHES TO ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE
FROM SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR
PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.
4. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH
FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND,
GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL
AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND
THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST
BE TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN
COMPACTING UNDER THE PIPE HAUNCHES.
PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY
BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT. IN NO CASE SHOULD THE PIPE
CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT
IS COMPLETE.
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS
DESIGNED.
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE
JOINT AT THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE
AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH
A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED
TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE.
7. EARTHEN SPILLWAYS -INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST
EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH,
AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION
OF THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR
IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO
COVER THE BOTTOM AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING
IN A TRENCH. THE EDGES MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC
MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND.
THE WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE
WATER CAN GET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE
ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH,
MAY BE USED. THE UPPER SECTION(S) SHOULD OVERLAP THE LOWER SECTION(S) SO
THAT WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES
OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS. (ADAPTED FROM 'A MANUAL FOR
DESIGNING, INSTALLING AND MAINTAINING SKIMMER SEDIMENT BASINS." FEBRUARY,
1999. J. W. FAIRCLOTH & SON.).
8. INLETS -DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE
TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENTLADEN
WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY
(REFERENCES: RUNOFF CONTROL MEASURES AND OUTLET PROTECT/ON).
9. EROSION CONTROL -CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS
MINIMIZED DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE
EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY
EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL
SPILLWAY IMMEDIATELY AFTER CONSTRUCTION (REFERENCES: SURFACE STABILIZATION).
10. ALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65, POROUS BAFFLES.
11. 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 STABILIZE PROPERLY (REFERENCES: SURFACE
STABILIZATION).
MAINTENANCE
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
(ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE
SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT
ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO
ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED EXCAVATE THE
SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKINUNER OR THE FIRST CELL.
MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN
THE SKIMMER.
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS
FLOWING UNDERNEATH OR AROUND THEM.
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY
JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE
THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO
THE SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND
THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE
SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS
WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT,
SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR
PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL
PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM
PLUGGING WITH ICE.
BAFFLES
TER ENTRY UNIT
"H TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN CORRECT
AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD CONDITIONS WARRANT A
CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SHEET, AND
INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
(IV V JI..HLCI BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
J. W. FAIRCLOTH & SON INC.
FAIRCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET STRUCTURE W TELEPHONET 919) 73-1244
TELEPHONE: [phone]
FAX: [phone]
EMAIL: [e-mail]
(NCDEQ 6.65)
N. T. S.
DEFINITION
POROUS BARRIERS INSTALLED INSIDE A TEMPORARY SEDIMENT TRAP, ROCK DAM, SKIMMER BASIN, OR SEDIMENT
BASIN TO REDUCE THE VELOCITY AND TURBULENCE OF THE WATER FLOWING THROUGH THE MEASURE, AND
FACILITATE THE SETTLING OF SEDIMENT FROM THE WATER BEFORE DISCHARGE.
PURPOSE
SEDIMENT TRAPS AND BASINS ARE DESIGNED TO TEMPORARILY POOL RUNOFF WATER TO ALLOW SEDIMENT TO
SETTLE BEFORE THE WATER IS DISCHARGED. UNFORTUNATELY, THEYARE USUALLY NOT VERY EFFECTIVE DUE
TO HIGH TURBULENCE AND "SHORT-CIRCUITING" FLOWS WHICH TAKE RUNOFF QUICKLY TO THE OUTLET WITH
LITTLE INTERACTION WITH MOST OF THE BASIN. BAFFLES IMPROVE THE RATE OF THE SEDIMENT RETENTION BY
DISTRIBUTING THE FLOW AND REDUCING TURBULENCE. THIS PROCESS CAN IMPROVE SEDIMENT RETENTION.
CONDITIONS WHERE PRACTICE APPLIES
THIS PRACTICE SHOULD BE USED IN ANY TEMPORARY SEDIMENT TRAP, ROCK DAM, SKIMMER BASIN OR
TEMPORARY SEDIMENT BASIN.
PLANNING CONSIDERATION
POROUS BAFFLES EFFECTIVELY SPREAD THE FLOW ACROSS THE ENTIRE WIDTH OF A SEDIMENT BASIN OR
TRAP. WATER FLOWS THROUGH THE BAFFLE MATERIAL, BUT IS SLOWED SUFFICIENTLY TO BACK UP THE
FLOW, CAUSING IT TO SPREAD ACROSS THE ENTIRE WIDTH OF THE BAFFLE (FIGURE 6.65A)
SPREADING THE FLOW IN THIS MANNER UTILIZES THE FULL CROSS SECTION OF THE BASIN, WHICH IN TURN
REDUCES FLOW RATES OR VELOCITY AS MUCH AS POSSIBLE. IN ADDITION, THE TURBULENCE IS ALSO
GREATLY REDUCED. THE COMBINATION INCREASES SEDIMENT DEPOSITION AND RETENTION AND ALSO
DECREASES THE PARTICLE SIZE OF SEDIMENT CAPTURED.
THE INSTALLATION SHOULD BE SIMILAR TO A SEDIMENT FENCE (FIGURE 6.65B). MATERIALS SUCH AS 700
G/M2 COIR EROSION BLANKET (FIGURE 6.65D), COIR MESH, OR TREE PROTECTION FENCE FOLDED OVER TO
REDUCE PORE SIZE HAVE BEEN USED SUCCESSFULLY. OTHER SIMILAR MATERIALS COULD WORK AS WELL.
A SUPPORT WIRE OR ROPE ACROSS THE TOP WILL HELP PREVENT EXCESSIVE SAGGING IF THE MATERIAL IS
ATTACHED TO IT WITH APPROPRIATE TIES. ANOTHER OPTION IS TO USE A SAWHORSE TYPE OF SUPPORT
WITH THE LEGS STABILIZED WITH REBAR INSERTED INTO THE BASIN FLOOR. THESE STRUCTURES WORK
WELL AND CAN BE PREFABRICATED OFF SITE AND QUICKLY INSTALLED. ANOTHER BAFFLE SYSTEM INVOLVES
PLACING SILT FENCE FABRIC IN FRONT OF A WIRE FENCE (HOG WIRE) BACKING, AND SLITTING THE FABRIC
IN ALTERNATING SQUARES (FIGURE 6.65B). THIS PERMITS FLOW THROUGH THE SILT FENCE SIMILAR TO
MORE POROUS MATERIALS.
DESIGN CRITERIA
THE TEMPORARY SEDIMENT TRAP, ROCK DAM, OR TEMPORARY SEDIMENT BASIN SHOULD BE SIZED USING
THE APPROPRIATE DESIGN CRITERIA.
THE PERCENT OF SURFACE AREA FOR EACH SECTION OF THE BAFFLE ARE AS FOLLOWS:
• INLET ZONE: 35%
• FIRST CELL: 25%
• SECOND CELL: 25%
• OUTLET ZONE: 15%
• BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES THAT DIVIDE THE BASIN IN THIRDS.
BE SURE TO CONSTRUCT BAFFLES UP THE SIDE OF THE TRAP OR BASIN BANKS SO WATER DOES NOT FLOW
AROUND THE STRUCTURES. MOST OF THE SEDIMENT WILL BE CAPTURED IN THE INLET ZONE. SMALLER
PARTICLE SIZE SEDIMENTS ARE CAPTURED IN THE LATTER CELLS. BE SURE TO MAINTAIN ACCESS TO THE
TRAP FOR MAINTENANCE AND SEDIMENT REMOVAL.
THE DESIGN LIFE OF THE FABRIC IS 6-12 MONTHS, BUT MAY NEED TO BE REPLACE MORE OFTEN IF
DAMAGED OR CLOGGED.
CONSTRUCTION SPECIFICATIONS
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POSTS OR SAWHORSES ACROSS THE WIDTH OF THE SEDIMENT TRAP.
3. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED A MAXIMUM OF 4 FEET APART,
AND INSTALLED UP THE SIDES OF THE BASIN AS WELL. THE TOP OF THE FABRIC SHOULD BE 61NCHES
HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD BE 21NCHES LOWER THAN THE
TOP OF THE BERMS.
4. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND THE OUTLET DISCHARGE POINT.
BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES.
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 A SAWHORSE OR THE TOP WIRE.
HAMMER REBAR INTO THE SAWHORSE LEGS FOR ANCHORING. THE FABRIC SHOULD HAVE FIVE TO TEN
PERCENT OPENINGS IN THE WEAVE. ATTACH 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.
8. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
MAINTENANCE
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OR A BAFFLE COLLAPSE, TEAR,
DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHED HALF 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.
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.
INLET
FIGURE 6.65A POROUS BAFFLES IN A SEDIMENT BASIN. THE FLOW IS DISTRIBUTED EVENLY ACROSS THE
BASIN TO REDUCE FLOW RATES AND TURBULENCE, RESULTING IN GREATER SEDIMENT RETENTION.
BAFFLES NEED TO BE INSTALLED CORRECTLY IN ORDER TO FULLY PROVIDE THEIR BENEFITS.
REFER TO FIGURE 6.65B AND THE FOLLOWING KEY POINTS:
• THE BAFFLE MATERIAL NEEDS TO BE SECURED AT THE BOTTOM AND SIDES USING STAPLES
OR BY TRENCHING AS FOR SILT FENCE
• MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS SHOULD BE READILY
ACCESSIBLE FOR MAINTENANCE.
SUPPORT ROPE SUPPORT POST STAKE TO
OR WIRE TO �24" INTO BOTTOM SUPPORT WIRE
PREVENT SAGGING OR SIDE
COIR MESH OR SIMILAR, STAPLED OR
TRENCHED INTO BOTTOM OR SIDE
FIGURE 6.65B CROSS-SECTION OF A POROUS BAFFLE IN A SEDIMENT BASIN. NOTE THAT THERE IS NO WEIR
BECAUSE THE WATER FLOWS THROUGH THE BAFFLE MATERIAL.
OUTLET
INLET ZONE
35% OF SURFACE AREA
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DEFINITION
A GRAVELED AREA OR PAD LOCATED AT POINTS WHERE VEHICLES ENTER AND LEAVE A
CONSTRUCTION SITE.
PURPOSE
TO PROVIDE A BUFFER AREA WHERE VEHICLES CAN DROP THEIR MUD AND SEDIMENT TO
AVOID TRANSPORTING IT ONTO PUBLIC ROADS TO CONTROL EROSION FROM SURFACE RUNOFF
AND TO HELP CONTROL DUST.
CONDITIONS WHERE PRACTICE APPLIES
WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND MOVING DIRECTLY ONTO A
PUBLIC ROAD OR OTHER PAVED OFF -SITE AREA. CONSTRUCTION PLANS SHOULD LIMIT TRAFFIC
TO PROPERLY CONSTRUCTED ENTRANCES.
DESIGN CRITERIA
AGGREGATE SIZE -USE 2-3 INCH WASHED STONE.
DIMENSIONS OF GRAVEL PAD -
THICKNESS: 6 INCHES MINIMUM
WIDTH: 12-FEET MINIMUM OR FULL WIDTH AT ALL POINTS OF THE VEHICULAR
ENTRANCE AND EXIT AREA, WHICHEVER IS GREATER
LENGTH: 50-FEET MINIMUM
LOCATION -LOCATE CONSTRUCTION ENTRANCES AND EXITS TO LIMIT SEDIMENT FROM
LEAVING THE SITE AND TO PROVIDE FOR MAXIMUM UTILITY BY ALL CONSTRUCTION VEHICLES
(FIGURE 6.06A). AVOID STEEP GRADES, AND ENTRANCES AT CURVES IN PUBLIC ROADS.
WASHING -IF CONDITIONS AT THE SITE ARE SUCH THAT MOST OF THE MUD AND SEDIMENT
ARE NOT REMOVED BY VEHICLES TRAVELING OVER THE GRAVEL, THE TIRES SHOULD BE
WASHED. WASHING SHOULD BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE
THAT DRAINS INTO A SEDIMENT TRAP OR OTHER SUITABLE DISPOSAL AREA. A WASH RACK
MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE.
CONSTRUCTION SPECIFICATIONS
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER
OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS,
AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE
OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN
LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
MAINTENANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM
LEAVING THE CONS7RUC77ON SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH 2-
INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT
AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS
SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
(NCDENR 6.06)
N. T. S.
FLOW
coNrouR�
/
• • • • • • • • • • •
•
# 5 WASHED STONE
STD. 30.11 A
GLE IRON
19111101owumewumewl low ow,
• • • • • • • • • • • • • • •
• • • • • • • • • • • • • • •
•
a_ I I_
Q
NOTE: MAY BE USED WHERE EXTENSIVE
HAULING WILL BE DONE.
LJ Z
0- LJ
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w
In
MIN 6" PVC PIPE TO SEDIMENT TRAP
A # 5 WASHED STONE
STD. 30.11 A
• • • • • • • • • •
. . . . . . . . . .
• • • • • • • • • •
• • • • • • • • • •
• • • • • • • • • •
• • • • • • • • • •
• • • • • • • • • •
• • • • • • • • • •
it • • • • • • • •
• . . . . . . . .
• • • • • • • • •
• • • • • • • • •
• • • • • • • • •
• • • • • • • • •
• • • • • • • • •
• • • • • • • • •
WOOD MULCH OR
COMPOST TO �/ HEIGHT
OF COMPOST FILTER 24-INCH FILTREXXD COMPOST
Bp SOCK FILTER SOCK OR ENGINEER
2-INCH X 2-INCH X 36-INCH APPROVED EQUIVALENT
HARD WOODEN STAKE
(SEE NOTE 2)
A
2-FEET 33 FLET 3-FEET 2-FEET
A'
5-FEET SELF
SILT FENCE
B tJ FASTENERANGLE
SILT FENCE
2-FOOT
STEEL POST
2-FOOT
OVERLAP (MIN.)
8-FEE. (SEE NOTE 3)
OVERLAP (MIN.)
12-FEET
PLAN -VIEW
12-FEET
2-FOOT
5-FEET SELF FASTENER ---_OVERLAP {Iv
ANGLE STEEL POST
(SEE NOTE 4)
END HARDWARE CLOTH HERE
WOOD MULCH OR
i
P 'i
COM OSTTO/ HEIGHT .
OF COMPOST FILTER
SOCK 4
CONSTRUCTION ENTRANCE TRUCK TIRE WASH
(IF REQUIRED BY TOWN ENGINEER)
N. T. S.
2-FOOT
8-FEET OVERLAP (MIN.)
2-INCH X 2-INCH X 36-INCH
24-INCH FILTREXXI) COMPOST FILTER SOC HARD WOODEN STAKE
OR ENGINEER APPROVED EQUIVALENT (SEE NOTE 2)
HARDWARE CLOTH END HARDWARE CLOTH HERE
= SILT FENCE
}
_iT-!IT�TlTI1:. u
2 FEET j- 3-FEET 3-FEET 2 FEET
SILT FENCE OUTLET NOTES:
5-FEET SELF FASTENER
1.
USE 24-INCH FILTREXX® COMPOST FILTER SOCK OR ENGINEER APPROVED EQUIVALENT. FILTER SOCKS SHALL BE A MINIMUM
ANGLE STEEL POST
OF 12' LONG. MINIMUM OF 16-INCH HEIGHT OF COMPOST FILTER SOCK AFTER INSTALLATION.
(SEE NOTE 3)
2.
WATTLES ARE NOT TO BE USED IN PLACE OF COMPOST SOCK OR STONE.
3,
HARD WOODEN STAKES SHALL BE INSTALLED THROUGH THE MIDDLE OF THE COMPOST FILTER SOCK- SPACE STAKES A
HARDWARE CLOTH
MAXIMUM OF 3-FEET. DRIVE THE STAKE TO A MINIMUM OF 1-FOOT INTO THE GROUND LEAVING A MINIMUM OF 3-INCH
2-INCH X 2-INCH X 36-INCH
PROTRUDING ABOVE THE COMPOST FILTER SOCK.
HARD WOODEN STAKE
4,
OVERLAP SILT FENCE OUTLET OPENING WITH FILTER SOCK A MINIMUM OF 2 FEET, STARTING AT STEEL POST. EXTEND
(SEE NOTE 2)
HARDWARE CLOTH AT LEAST 12 INCHES PAST STEEL POST.
=
24-INCH FILTREXX® COMPOST FILTER
5,
USE HARDWARE CLOTH 24 GAUGE WIRE MESH WITH MESH OPENINGS.
z
SOCK OR ENGINEER APPROVED
EQUIVALENT
6.
SILT FENCE OUTLET LOCATIONS MAY VARY FROM THE APPROVED PLANS AS DIRECTED BY THE OWNER'S INSPECTOR OR
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DESIGNATED REPRESENTATIVE AND BASED UPON FIELD CONDITIONS.
l I WOOD MULCH OR COMPOST TO %Z
7.
SILT FENCE OUTLETS SHOULD BE INSTALLED AT POINTS OF CONCENTRATED FLOW AND LOW POINTS. IF WATER IS POOLING
HEIGHT OF COMPOST FILTER SOCK
BEHIND INSTALLED SILT FENCE AN ADDITIONAL SILT FENCE OUTLET MAY NEED TO BE INSTALLED.
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11
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SILT FENCE OUTLET INSPECTION &MAINTENANCE:
1. REGULAR INSPECTIONS OF SILT FENCE OUTLETS SHALL BE CONDUCTED ONCE EVERY CALENDAR WEEK AND, AS
ry
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RECOMMENDED, WILHIN 24-HOURS AFTER EACH RAINFALL EVENT THAT PRODUCES 1/2-INCH OR MORE OF PRECIPITATION.
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2.
MAKE ANY NECESSARY REPAIRS IMMEDIATELY.
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3,
REMOVE ACCUMULATED SEDIMENT AND ANY DEBRIS, THE COMPOST SOCK MUST BE REPLACED IF CLOGGED OR TORN.
4.
IF PONDING BECOMES EXCESSIVE, THE SOCK MAY NEED TO BE REPLACED WITH A LARGER DIAMETER OR A DIFFERENT
MEASURE. THE SOCK NEEDS TO BE REINSTALLED IF UNDERMINED OR DISLODGED.
SECTION B-B'
5,
THE COMPOST SOCK SHALL BE INSPECTED UNTIL LAND DISTURBANCE IS COMPLETE AND THE AREA ABOVE THE MEASURE HAS
BEEN PERMANENTLY STABILIZED.
6.
SHOULD THE SILT FENCE ADJACENT TO THE OUTLET COLLAPSE, TEAR, OR BECOME INEFFECTIVE, REPAIR OR REPLACE IT
PROMPTLY.
7.
REMOVE ALL FENCING AND OUTLET MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND
STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
SILT
FENCE STONE OUTLET
WATER SUPPLY
DEFINITION
CONSTRUCTION SPECIFICATIONS
A TEMPORARY SEDIMENT CONTROL MEASURE CONSISTING OF FABRIC BURIED AT THE BOTTOM, STRETCHED, AND SUPPORTED BY
Posrs.
MATERIALS
PURPOSE
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS CERTIFIED BY THE
TO RETAIN SEDIMENT FROM SMALL DISTURBED AREAS BY REDUCING THE VELOCITY OF SHEET FLOWS TO ALLOW SEDIMENT
MANUFACTURER OR SUPPLIER AS CONFORMING TO THE REQUIREMENTS IN ASTM D6461, WHICH IS SHOWN IN PART IN TABLE 6.62b.
DEPOSITION.
CONDITIONS WHERE PRACTICE APPLIES
SYNTHETIC FILTER FABRIC SHOUD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS
• BELOW SMALL -DISTURBED AREAS THAT ARE LESS THAN 114 ACRE ER 100 FEET OF FENCE.
OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0 - 1201F.
-WHERE RUNOFF CAN BE STORED BEHIND THE SEDIMENT FENCE WITHOUT DAMAGING THE FENCE OR THE SUBMERGED AREA
BEHIND THE FENCE.
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT. STEEL WITH A MINIMUM LENGTH OF 5 FEET. MAKE SURE
• DO NOT INSTALL SEDIMENT FENCES ACROSS STREAMS, DITCHES, OR WATERWAYS, OR OTHER AREAS OF CONCENTRATED
THAT STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
FLOW.
• SEDIMENT FENCE SHOULD BE PLACED ALONG TOPOGRAPHIC ELEVATION CONTOURS, WHERE IT CAN INTERCEPT STORMWATER
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND A MAXIMUM
RUNOFF THAT IS IN DISPERSED SHEET FLOW. SEDIMENT FENCE SHOULD NOT BE USED ALONG BELOW GRADED SLOPES
MESH SPACING OF 6 INCHES.
GREATER THAN 10 FEET IN HEIGHT.
CONSTRUCTON
PLANNING CONSIDERATIONS
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
A SEDIMENT FENCE IS A SYSTEM TO RETAIN SEDIMENT ON THE CONSTRUCTION SITE. THE FENCE RETAINS SEDIMENT
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE. HIGHT FENCES
PRIMARILY BY RETARDING FLOW AND PROMOTING DEPOSITION. IN OPERATION, GENERALLY THE FENCE BECOMES CLOGGED
MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
WITH FINE PARTICLES, WHICH REDUCE THE FLOW RATE. THIS CAUSES A POND TO DEVELOP BEHIND THE FENCE. THE
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN
DESIGNER SHOULD ANTICIPATE PONDING AND PROVIDE SUFFICIENT STORAGE AREAS AND OVERFLOW OUTLETS TO PREVENT
JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLYAT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE
FLOWS FROM OVERTOPPING THE FENCE. SINCE SEDIMENT FENCES ARE NOT DESIGNED TO WITHSTAND HIGH WATER LEVELS,
NEXT POST.
LOCATE THEM SO THAT ONLY SHALLOW POOLS CAN FORM. TIE THE ENDS OF A SEDIMENT FENCE INTO HIGHER GROUND TO
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS.
PREVENT FLOW AROUND THE END OF THE FENCE BEFORE THE POOL REACHES DESIGN LEVEL. CURLING EACH END OF THE
EXTED THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN TEH WIRE REINFORCEMENT, THEN FABRIC ON THE
FENCE UPHILL IN A "J" PATTERN MAY BE APPROPRIATE TO PREVENT END FLOW. PROVIDE STABILIZED OUTLETS TO
UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
PROTECT THE FENCE SYSTEM AND RELEASE STORM FLOWS THAT EXCEED THE DESIGN STORM.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN
SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.
DEPOSITION OCCURS AS THE STORAGE POOL FORMS BEHIND THE FENCE. THE DESIGNER CAN DIRECT FLOWS TO SPECIFIED
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPOR TFENCE. SECURE FASTEN
DEPOSITION AREAS THROUGH APPROPRIATE POSITIONING OF THE FENCE OR BY PROVIDING AN EXCAVATED AREA BEHIND
THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.
THE FENCE. PLAN DEPOSITION AREAS AT ACCESSIBLE POINTS TO PROMOTE ROUTINE CLEANOUT AND MAINTENANCE. SHOW
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE BY 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE
DEPOSITION AREAS IN THE EROSION AND SEDIMENTATION CONTROL PLAN. A SEDIMENT FENCE ACTS AS A DIVERSION IF
FROM THE BARRIER (FIG. 6.62a)
PLACED SLIGHTLY OFF THE CONTOUR. A MAXIMUM SLOPE OF 2 PERCENT IS RECOMMENDED. THIS TECHNIQUE MAY BE USED
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
TO CONTROL SHALLOW, UNIFORM FLOWS FROM SMALL DISTURBED AREAS AND TO DELIVER SEDIMENT -LADEN WATER TO
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS
DEPOSITION AREAS. THE ANCHORING OF THE TOE OF THE FENCE SHOULD BE REINFORCED WITH 12 INCHES OF NCDOT #5
CRITICAL TO SILT FENCE PERFORMANCE.
OR #57 WASHED STONE WHEN FLOW WILL RUN PARALLEL TO THE TOE OF THE FENCE.
10. DO NOT ATTACHE FILTER FABRIC TO EXISTING TREES.
SEDIMENT FENCES SERVE NO FUNCTION ALONG RIDGES OR NEAR DRAINAGE DIVIDES WHERE THERE IS LITTLE MOVEMENT OF
INSTEAD OF EXCAVATING A TRENCH, PLACING FABRIC AND THEN BACKFILLING TRENCH, SEDIMENT FENCE MAY BE INSTALLED USING
WATER. CONFINING OR DIVERTING RUNOFF UNNECESSARILY WITH A SEDIMENT FENCE MAY CREATE EROSION AND
SPECIALLY DESIGNED EQUIPMENT THAT INSERTS THE FABRIC INTO A CUT SLICED IN THE GROUND WITH A DISC (FIG. 6.62b)
SEDIMENTATON PROBLEMS THAT WOULD NOT OTHERWISE OCCUR.
INSTALLATION SPECIFICATIONS
STRAW BARRIERS HAVE ONLY A 0-20% TRAPPING EFFICIENCY AND ARE INADEQUATE. STRAW BALES MAY NOT BE USED IN
PLACE OF SEDIMENT FENCE. PREFABRICATED SEDIMENT FENCE WITH THE FABRIC ALREADY STAPLED TO THIN WOODEN
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF THE FENCE. CHECK WITH A
POSTS DOES NOT MEET THE MINIMUM STANDARDS SPECIFIED LATER IN THIS SECTION.
LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD APPLICATIONS.
ANCHORING OF SEDIMENT FENCE IS CRITICAL. THE TOE OF THE FABRIC MUST BE ANCHORED IN A TRENCH BACKFILLED WITH
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS CLOSE AS POSSIBLE TO THE FABRIC,
COMPACTED EARTH. MECHANICAL COMPACTION MUST BE PROVIDED IN ORDER FOR THE FENCE TO EFFEC77VELY POND
ENABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER PRESSURE.
RUNOFF.
4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP 8 INCHES OF THE FABRIC. ATTACH
EACH TIE DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY
APART. ALSO, EACH TIE SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN TIGHTENED TO PREVENT SAGGING.
6. WRAP APPROXIMATELY 61NCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES.
_ 8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE I 7. NO MORE THAN 24 INCHES OF 361NCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
-1 8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS BEFORE COMPACTION
STEEL POST 6' MAX. EXTRA STRENGTH FABRIC WITHOUT WIRE FENCE I 9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC
° IC OR WIRE TIES
WIRE FENCE
FILTER
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STEEL POST
- WIRE FENCE
FILTER FABRIC
8" MIN.
L = THE DISTANCE SUCH THAT POINTS A
AND B ARE OF EQUAL ELEVATION
DEFINITION
A SMALL TEMPORARY STONE DAM CONSTRUCTED ACROSS A DRAINAGE WAY.
PURPOSE FIGURE 6.83A SPACE CHECK DAMS IN A CHANNEL SO THAT THE CREST OF DOWNSTREAM DAM IS AT
TO REDUCE EROSION IN A DRAINAGE CHANNEL BY REDUCING THE VELOCITY OF FLOW. ELEVATION OF THE TOE OF UPSTREAM DAM
CONDITIONS WHERE PRACTICE APPLIES
THIS PRACTICE MAY BE USED AS A TEMPORARY MEASURE TO LIMIT EROSION BY REDUCING
VELOCITY IN SMALL OPEN CHANNELS. WHEN NEEDED, THEY CAN BE USED IN CHANNELS,
ROADSIDE DITCHES, AND TEMPORARY DIVERSIONS.
CHECK DAMS MAY BE USED TO:
REDUCE VELOCITY IN SMALL TEMPORARY CHANNELS THAT ARE DEGRADING, BUT WHERE
PERMANENT STABILIZATION IS IMPRACTICAL DUE TO THEIR SHORT PERIOD OF
USEFULNESS;
REDUCE VELOCITY IN SMALL ERODING CHANNELS WHERE CONSTRUCTION DELAYS OR
WEATHER CONDITIONS PREVENT TIMELY INSTALLATION OF NONEROSIVE LINERS.
DO NOT USE CHECK DAMS IN INTERMITTENT OR PERENNIAL STREAMS.
DESIGN CRITERIA
THE FOLLOWING CRITERIA SHOULD BE USED WHEN DESIGNING A CHECK DAM:
• THE DRAINAGE AREA IS LIMITED TO ONE HALF ACRE.
KEEP A MAXIMUM HEIGHT OF 2 FEET AT THE CENTER OF THE DAM
• KEEP THE CENTER OF THE CHECK DAM AT LEAST 9 INCHES LOWER THAN THE OUTER
EDGE AT NATURAL GROUND ELEVATION.
KEEP THE SIDE SLOPES OF THE DAM AT 2:1 OR FLATTER.
• ENSURE THAT THE MAXIMUM SPACING BETWEEN DAMS PLACES THE TOES OF THE
UPSTREAM DAM AT THE SAME ELEVATION AS THE TOP OF THE DOWNSTREAM DAM
(FIGURE 6.83A)
• STABILIZE OUTFLOW AREAS ALONG THE CHANNEL TO RESIST EROSION
• USE NCDOT CLASS B STONE AND LINE THE UPSTREAM SIDE OF THE DAM WITH NCDOT
#5 OR #57 STONE.
• KEY THE STONE INTO THE DITCH BANKS AND EXTEND IT BEYOND THE ABUTMENTS A
MINIMUM OF 1.5 FEET TO AVOID WASHOUTS FROM OVERFLOW AROUND THE DAM.
CONSTRUCTION SPECIFICATIONS
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOW IN THE PLAN ON A FILTER FABRIC
FOUNDATION.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL
WHERE THE DAM ABUTS THE CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK (FIGURE 6.83B) TO KEEP
WATER FROM CUTTING AROUND THE ENDS OF THE CHECK DAM.
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE
LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.
5. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT
COULD CAUSE EROSION.
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE.
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW
THE CHECK DAMS, ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED
STONES.
MAINTENANCE
INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
(112 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, FILTER CLOTH
STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM
12" OF NCDOT #5 OR
#57 WASHED STONE
CLASS B RIPRAP
PLAN VIEW
.5'
HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF 4' TO 6'
SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL MEASURES CAN BE TAKEN
SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
CROSS SECTION VIEW
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE
TO CHANNEL VEGETATION ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK
DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD FIGURE 6.838 STONE CHECK DAM STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO KEEP
STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION. WATER FROM CUTTING AROUND THE DAM.
CHECK DAM
(NCDENR 6.83)
N. T. S.
WITH THE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POINTS PER SQUARE INCH. COMPACT
THE UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR A TOTAL OF 4 TRIPS.
MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
I� NATURAL GROUND SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
r
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIAL AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
STE­
WIRE FENCING
WOVEN FILTER FABRIC
0
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SEDIMENT FENCE
(NCDENR 6.62)
N. T. S.
8' MAX.
STEEL POST
WIRE FENCING
Z
FILTER FABRIC
M w
#5 WASHED STONE
It a
N
FLOW
MIN.
GENERAL NOTES:
1. WIRE FENCING SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING.
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER ANGLE STEEL TYPE.
4. WIRE FENCING SHALL BE AT LEAST #10 GAGE WITH A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING.
5. TURN SILT FENCE UP SLOPE AT ENDS.
6. WIRE MESH SHALL BE MIN. 13 GAGE WITH MAXIMUM 12" OPENINGS.
7. WIRE AND WASHED STONE IS REQUIRED TO BE SHOWN ON PLANS AT THE TOE OF SLOPES GREATER THAN 10 FEET VERTICAL (2:1 SLOPE)
8. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS ADJACENT TO SWIM BUFFERS, STREAMS OR WETLANDS (REFER TO
SWIM BUFFER GUIDELINES). THE COLOR ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF ENVIRONMENTALLY SENSITIVE AREAS.
9. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE.
10. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL.
11.DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER AREAS OF CONCENTRATED FLOW.
MAINTENANCE NOTES:
1. FILTER BARRIERS 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. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS
NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY.
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 IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING GRADE, PREPARED AND SEEDED.
HIGH HAZARD TEMPORARY SILT FENCE
N. T. S.
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Figure 6.20a Temporary earthen diversion dike,
STAPLES
(2 PER BALE)
WOOD OR METAL
STAKES (2 PER BALE)
B
L_
VARIES
6.20.1
STRAW BALE
BINDING WIRE
10 mil PLASTIC LINING
NATIVE MATERIAL
(OPTIONAL)
SECTION 1-9
NOT TO SCALE
3m MINIMUM STAKE
(TYP.)
10 mil PLASTIC LINING
fm
NOT TO SCALE
TYPE "ABOVE GRADE"
WITH STRAW BALES
NOTES:
1. ACTUAL LAYOUT DETERMINED IN THE FIELD.
2. THE CONCRETE WASHOUT SIGN (SEE FIG. 4-15)
SHALL BE INSTALLED WITHIN 10 m OF THE
TEMPORARY CONCRETE WASHOUT FACILITY.
B'
J
tSTRAW BALE
(TYP.)
CONCRETE
1 ; WASHOUT
T I+I I+I
915 mm
915 mmr II II
CONCRETE WASHOUT
SIGN DETAIL
(OR EQUIVALENT)
PLYWOOD
1200 mm x 610 mm
PAINTED WHITE
BLACK LETTERS
150 mm HEIGHT
LAG SCREWS
(12.5 mm)
WOOD POST
(89mmx89mmx2.4m)
I+ 50 mm
200 mm STE mm ❑IA.
STEEL WIRE
STAPLE DETAIL
CONCRETE WASHOUT BASIN
N. T. S.
LENGTH AS NECESSARY
TO GO THRU DIKE
4' MIN. � PIPE
FLEXIBLE PIPE
TIE DOWN 10' MAX. SPACING
TIE DOWN AT END
4' (MIN)*
* AT LESS THAN 1% SLOPE
1.5' MIN.= 1�
DIAMETER (D)
PROFILE
EXTEND TO EDGE OF
RIP -RAP
RIP RAP & WASHED STONE
FILTER BERM
(MCLDS 30.12) —
-SEDIMENT PIT ,
a,
a
i a
' STAKES'
EARTH DIKE
� T
SEDIMENT PIT NOT
REQUIRED IF BASIN IS
LOCATED DOWNSTREAM OF
PIPE OUTLET. (VOLUME PER
MCLDS 30.12)
CONSTRUCTION SPECIFICATIONS:
1. THE TOP OF THE EARTH DIKE OVER THE INLET PIPE AND THOSE 4. THE SOIL AROUND AND UNDER THE INLET PIPE AND ENTRANCE
DIKES CARRYING WATER TO THE PIPE SHALL BE AT LEAST 1.5 FEET SECTION SHALL BE HAND TAMPED IN 4" LIFTS TO THE TOP OF
HIGHER AT ALL POINTS THAN THE TOP OF THE INLET PIPE. THE EARTH DIKE.
2. THE PIPE SHALL BE FLEXIBLE WITH WATER TIGHT CONNECTING 5. FOLLOW—UP INSPECTION AND ANY NEEDED MAINTENANCE SHALL
BANDS. FLEXIBLE PIPE SHOULD BE STAKED ON EITHER SIDE. BE PERFORMED AFTER EACH STORM BY THE FINANCIALLY RESPONSIBLE
3. A RIP RAP APRON SHALL BE PROVIDED AT THE OUTLET, IF PARTY OR HIS AGENT.
EMPTYING INTO A DISTURBED AREA. 6. OUTLET PIPE SHOULD BE TAKEN OVER OR THROUGH ANY SILT FENCE,
TAKING CARE NOT TO VOID THE EFFECTIVENESS OF THE SILT FENCE.
FLEXIBLE PPE SLOPE DRAIN
NOT TO SCALE
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9119118
Sheet
C-5.4

NOTE:
A 27" DIAMETER PRE -CAST
RING SHALL BE PLACED
8 3/4" AROUND EACH VALVE BOX.
7 3/8"
7 1/2"I-
2„ 4 3/4" „ 3f4" 11/2„
1"
21/2" 71/4"
4„ 5/16" 4'
2"
5
/8"
6 1/4" 7 1/2"
5 1/2"
3/8" 6 3/4"
2 LUGS 3/8" x 1/4"
15 1 1/2
10 1/4" 1"
7/16" 1/2"
6"
7,.
WATER
0
� 7 1/2" � _
TOP BOTTOM COVER
{SCREW TYPE)
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
SCALE:
UNION COUNTY, N.C. VALVE B 0 X DATE:
11-17-06
NO, 67
WASHED
STONE
18"x18"x6"
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N,C,
PAINT COLORS
BODY...................FIRE HYDRANT RED - RUST-OLEUM ENAMEL # 1210 FIRE HYDRANT RED
BONNET...............HIGH GLOSS WHITE - RUST-OLEUM ENAMEL # 2766
CAPS....................HIGH GLOSS WHITE - RUST-OLEUM ENAMEL # 2766
BURY LINE -
TO BE SET AT
EXIST. GRADE
LEVEL
6" DUCTILE IRON
LEADER WITH
MEGALUGS
A MINIMUM OF 6" OF CONCRETE
WILL BE PLACED UNDER THE BASE
HYDRANTS TO BE SET AT
EDGE OF R/W AT PROPERTY
CORNERS
6" MECHANICAL JOINT
GATE VALVE
14 GA. STRANDED BLUE COATED
`COPPER TRACER WIRE
O O
MECHANICAL JOINT
O O "LOCKED"
HYDRANT TEE
O O
STANDARD DETAIL
FIRE HYDRANT INSTALLATION 1-
SD
CONCRETE PAD —\
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
VALVE
BOX
l [Vr l,V VL 4 fIIL
INSTALLATION
SCALE:
N.T.S.
DATE:
10-4-11
14 GAUGE STRANDED BLUE —\
COATED COPPER TRACER WIRE
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
SADDLE
COPPER
SERVICE TUBING
CONNECTOR
CORPORATION
"' A
APPROVED SERVICE HARDWARE
7 PVC
MUELLER
FORD
H-13420
S70
SADDLE
UP TO 8"
SEE NOTE
FC 101
BALL CORPORATION
B-25008
F81000G
YOKE
H-5020
Y 502
ANGLE BALL VALVE
B-24273
BA94-323WG
CHECK VALVE
H-14247-A
HHS91-323
CONNECTORS I COPPER
STYLE 110
GRIP JOINT
EXPANSION CONNECTION
EC 23
NOTE:
ROMAC 101N SHALL REPLACE MUELLER FOR PIPE
DIAMETER UP TO 8"
SMITH BLAIR 317, FORD FC 202 OR ROMAC 202N SHALL
REPLACE MUELLER FOR PIPE DIA.12" AND UP
STANDARD DETAIL
SERV CE CO ECT 01�kN
SCALE:
.T.S.
DATE:
0-4-15
CONCRETE PAD
_ e
VALVEBOX
14 GAUGE STRANDED BLUE
COATED COPPER TRACER WIRE
I,III�II —
1
6" PVC PIPE
2" CAST IRON HARCO ADAPTOR
8" OR 6" WATERMAIN 2" PVC
(54 LF DIP RESTRAINT( 2' OF 2" BRASS NIPPLE \_2" THREADED VALVE
6X2 MJ PLUG
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
8" OR 6"X2" REDUCER SCALE:
UNION COUNTY, N.C. N.T.S.
DATE:
10-4-11
CONCRETE RING
14 GAUGE STRANDED
BLUE COATED COPPER
TRACER WIRE---,-'
2" WATER MAIN
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
GROUND LEVEL
TERMINATE 1' BELOW
GROUND LEVEL
VALVE BOX 2 COUPLING
1
6" PVC PIPE RESTING ON BRICK
2" GATE VALVE -
MECHANICAL JOINT
GENERAL NOTES:
1) METER BOX LID TO HAVE AMR LOCATOR (ALLIANCE 1200 OR
EQUAL FOR 5OW ERT, STANDARD LID FOR 60W ERT)
21 BUILDER/PROPERTY OWNER TO INSTALL NIPPLE, VALVE AND
VALVE BOX BEFORE METER WILL BE SET.
3h METER AND ERT BY UNION COUNTY @ PREVAILING RATE
14 GAUGE STRANDED 8" to 10"
BLUE COATED COPPER
TRACER WIRE ANGLE VALVE
(WITH LOCK WINGS)
EXPANSION
CONNECTOR
11/2 7
CLEARARA
NCE n
2' GALVANIZED PIPE
3 LONG - " 2 90° BEND
STANDARD DETAIL
2" BLOW -OFF
—VALVE BOX
2" GALVANIZED
PIPE 2' LONG
CONCRETE BLOCKING
L
ELECTRONIC RADIO
TRANSMITTER VALVE BOX BY
BUILDER/PROPERTY OWNER
r--,
J 1��1 L
' 1 I
I I
AMR METER I I
i/ I I
I _ I
4IIpIbI � 14db
ZCHECK VALVE VALVE BY BUILDER/PROPERTY
OWNER
TUBING CONNECTOR
YOKE BRASS NIPPLE BY
BUILDER/PROPERTY OWNER
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL NGTSE
UNION COUNTY, N.C. METER NSTALLAT ON FOR AMR METERS °2;4
%\\/
CONCRETE 4 1/2 OF
PIPE DIA.
STONE
CLASS A
CLASS B
NOTES:
ALL CONCRETE = 3000 PSI
ALL STONE = N.C.D.O.T. NO, 67
UNION COUNTY PUBLIC WORKS DEPARTMENT
STANDARD DETAIL
SCALE:
UNION COUNTY, N.C.
P P E B E D D N G
N.T.S.
8
DATE:
11-17-06
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9119118
Sheet
C-5.5

NOTES:
FOR PVC -- USE SDR 35 FOR 10 FT. OR LESS.
USE SDR 26 FOR 10 FT. OR MORE.
USE DUCTILE IRON - IF UNDER 3 FT. DEEP
OR OVER 18 FT. DEEP.
x NO STONES LARGER THAN # 67 STONE
SHALL BE USED IN SELECT BACKFILL
PVC C900
SDR 18 (200 PSI)
OR
DUCTILE IRON CL)
WITH PROTECTEC
L
f
L -4
GRAVITY SEWER — BEDDING DETAIL
CLASS C
FORCE MAIN
AREFULLY COMPACTED
ELECT BACK FILL 1 FT.
BOVE TOP OF PIPE
#67STONE
kMP IN
-12" LIFTS
:CAREFULLY COMPACTED
SELECT BACK FILL 1 FT.
ABOVE TOP OF PIPE
HAND TAMP
EARTH
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
SEWER BEDDING
SCALE:
N.T.S.
8 A
GATE:
12-16-13
-24"—
18" MAX,
THREE COURSES OF
GRADE RINGS MAXIMUM
STRAIGHT WALL OF M.H.
TO BE LOCATED OVER INLET
5' - 0" FOR PIPES
OVER 18"
4' - 0" FOR PIPES
18" & SMALLER
PRECAST INVERTS ONLY
5" SCH 40 STEEL PIPE
WITH EPDXY COATING
RUST-OLEUM 9335 ABOVE GRADE
9578 BELOW GRADE - 9373 PRIMER
T
60,
MESH SCREEN
2" STAINLESS STEEL STAPS
O.C. FROM BASE
" x 3" S.S. ANCHOR
PER STRAP
x 2'
ETE ANCHOR
GENERAL NOTES:
(1) 1 ROLL OF MASTIC AND A 6" EXTERNAL JOINT/SEAM WRAP INSTALLED ON EACH MANHOLE SECTION
(2) MANHOLE VACUUM TESTING - AFTER EACH MANHOLE IS INSTALLED AND ALL PIPES ARE CONNECTED, BUT BEFORE BACKFILLING, THE MANHOLE SHALL BE VACUUM TESTED.
ALL PIPES ENTERING THE MANHOLE SHALL BE PLUGGED AND BRACED, THE CONTRACTOR SHALL FURNISH ALL MATERALS, LABOR AND EQUIPMENT NECESSARY TO PERFORM
THE TESTING. A VACUUM OF 10 INCHES OF MERCURY SHALL BE CREATED ON THE INSIDE OF THE MANHOLE, AT THE VACUUM OF 10 INCHES OF MERCURY, THE PUMP SHALL
BE STOPPED AND THE TIME SHALL BE MEASURED FOR THE VACUUM TO DROP TO 9 INCHES. FAILURE OF THE TEST SHALL BE ANY AMOUNT OF TIME LESS THAN THE FOLLOWING.
4 FT. DIAMETER MANHOLE = 60 SECONDS
5 FT. DIAMETER MANHOLE = 75 SECONDS
6 FT. DIAMETER MANHOLE = 90 SECONDS
7 FT. DIAMETER MANHOLE = 105 SECONDS
8 FT. DIAMETER MANHOLE = 120 SECONDS
10 FT. DIAMETER MANHOLE = 150 SECONDS
UPON TEST FAILURE, THE CONTRACTOR SHALL REPAIR ALL LEAKS AND RETEST THE MANHOLE UNTIL THE TEST HAS PASSED.
STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
MANHOLE 10
UNION COUNTY, N,C, DATE: DATE4
ANCHORAGE SCHEDULE
11 1/49 BEND
22 1/22 BEND
452 BEND
900- BEND
TEE
TEST PRESSURE
PIPE SIZE
L
H
L
H
L
H
L
H
L
H
(P.S.I)
6„
1'3"
TO"
2'3"
1'0"
2'6"
T6"
2'9"
1'6"
2'0"
1'6"
200
1'6"
13"
2'3"
1'6"
3'0"
T6"
4'0"
1'6"
3'0"
1'6"
300
1'6"
T6"
2'6"
1191,
3'0"
2'0"
3'9"
2'0"
2'6"
2'0"
200
8„
2'0"
1'6"
3'0"
2'0"
3'9"
2'3"
4'6"
2'6"
3'6"
2'3"
300
2'6"
T9"
4'0"
2'3"
4,3"
3101,
5'0"
3'3"
4'0"
3'0"
200
12"
3'6„
2'0"
59"
2'6"
6'0"
1 3'3"
7'0"
3161,
5101,
3'6"
300
3'0"
TO"
4'0"
3'0"
4,6"
3'9"
6'0"
3'9"
4'6"
3'6"
200
141,
4'0"
2'6"
53"
3'6"
6'0"
4'3"
6'6"
5'0"
5101,
5'0"
300
16"
3'0"
2'9"
4'6"
3,6"
5,0"
4'6"
7'0"
4'3"
5,0"
4'0"
200
4'0"
3'0"
6'3"
3'9"
6'5"
5'3"
8'0"
5'3"
7'6"
4'0"
300
THRUST BLOCK DIMENSIONS BASED ON SOIL BEARING CAPACITY
OF 2000 P.S.F. AND A WATER TEST PRESSURE OF 150 P.S.I. SIZES OF THRUST
BLOCKS MAY BE REVISED BY THE ENGINEER WHERE BEARING CAPACITY
OF SOIL VARIES.
PROVIDE TAR PAPER JOINT BETWEEN CONCRETE THRUST BLOCK AND
PORTION OF PIPE BEING ANCHORED.
ALL CONCRETE THRUST BLOCKS SHALL BE 2500 P.S.I. CONCRETE.
MAXIMUM VERTICAL DEFLECTION SHALL BE 22 112°.
JOINTS SHALL REMAIN FREE OF CONCRETE FOR INSPECTION, REPAIR OR
REPLACEMENT OF JOINTS,
UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.E. THRUST BLOCK SPEC F CAT ONS DATAE:
11-17-06
NOTES:
MINIMUM COVER IS 36"
2" PVC SDR 21 (200 PSI)
6"-8" PVC SDR 18
12" OR LARGER DIP
W NO STONES LARGER THAN # 67 STONE
SHALL BE USED IN SELECT BACKFILL
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
TAMP IN 6" - 12" LIFT
CAREFULLY COMPACTED
SELECT BACK FILL 1 FT.
ABOVE TOP OF PIPE
HAND TAMP EARTH
WiW UU 1 1 UIl ULLL
STANDARD DETAIL
WATER TRENCH
83I
NOTES: ESMT/R/W LINE 4" CLEAN OUT EXTENSION
TO BE LOWERED AFTER
1, THE CLEAN -OUT SHALL BE ADJUSTED TO GRADE CONNECTION TO BUILDING PLUMBING
AND THE POST REMOVED BY THE PLUMBER UPON
CONNECTION TO THE TAP. 4"x4"x8' (MIN) POST TO BE
2. PLUMBER SHALL HAVE THE OPTION TO INSTALL A ONE I
REMOVED AFTER CONNECTION
PIECE 4" SCH. 40 COMBINATION WYE TO MINIMIZE 24" CONCRETE 1'
TRENCH DEPTH OR INSTALL THE SEWER SERVICE MIN I MIN TO BUILDING PLUMBING
LATERAL FROM THE 4" STUB OUT. PROTECTOR I (SEE NOTE 1)
RING I I FINISHED GRADE
3. ALL CONSTRUCTION BY THE PLUMBER, EITHER OPTION 1 1 I
OR OPTION 2, SHALL BE INSPECTED AND APPROVED
BY UNION COUNTY PLUMBING INSPECTOR UNDER A %�� \�/�j,•/�. // ��\//�\!
VALID PLUMBING PERMIT.
4. CONTRACTOR OR UNION COUNTY PUBLIC WORKS 4" PVC FEMALE
PERSONNEL MAY ADJUST SERVICE LATERAL ELEVATION ADAPTOR W/SHC. 3.0
WITH FITTINGS IF ADEQUATE GRADE EXISTS. 40 PLUG MIN
5. LATERAL CONNECTIONS TO MANHOLES MUST BE
CORED AND BOOT INSTALLED. 4" SCH. 40 PVC
4" SCH. 4D - 1/8 BEND OPTIONAL 4" SCH. 40 COMBINATION
SOLVENT WELD CONNECTION (TYP) WYE TO BE INSTALLED ✓i��- --i
BY BUILDER'S PLUMBER. �i TO BUILDING
4" SCH. 40 PVC NIPPLE. IF ADEQUATE GRADE EXISTS BY PLUMBER
LENGTH VARIES DEPENDING ON TO BUILDING'S FLOOR OPTION 2
DEPTH OF SEWER MAIN TO ELEVATION (SEE NOTE 2) TO BUILDING (SEE NOTE 3)
MINIMIZE ADDITIONAL BENDS. BY PLUMBER
4" SCH. 40 COMBINATION WYE OPTION 1
L� DISTANCE VARIES (SEE NOTE 3)
SDR 35 PVC 8x8x4 WYE----__�
INSTALL ROTATED 450 FROM THE SPRING LINE 1% MIN. SLOPE
12'
SPRING LINE
- 45'
GRAVITY SEWER MAIN
(SEE SPECIFICATIONS)
4" SCH. 40
PVC CAP ON
4" STUB OUT
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
SEWER ATERA SCALE:
N.T.S.
UNION COUNTY, N.C. DATE:
2/19-14
EXISTING
WATER MAIN
THRUST BLOCKING DIP
TAPPING SLEEVE ___v_
� VALVE
ENCASEMENT
CD CD
OPTION "A"
TIE IN - DUCTILE IRON DETAIL
NOTE:
OPTION "A" OR "B" WILL BE REQUIRED, DEPENDING ON
THE AMOUNT OF SPACE AVAILABLE, TO BE FIELD VERIFIED
EXISTI
WATER M/
RESTRAINT JOIN'
PIPE FROM VALVI
TO 54' PAST CASIN,
DIP _/
DIP WATER MA
THRUST BLOCKING
APPING SLEEVE
VALVE
54'
w
ENCASEMENT
OPTION "B"
TIE IN - DI, RESTRAINT JOINT DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
SCALE:
UNION COUNTY, N.C. T A P P G SLEEVE DATE:
11-17-06
®
1 1/4' RAISED LETTERING
(RECESSED FLUSH)
y
(2) 1' (25mm)
DIA, HOLES
®
(2)
O
(4) 1' (25r r1) DIA
O
f+ O I
HOLES ON 29 3/4'
O
S
fiy FWtN
(756mrm) BOLT CIRCLE,
w�J�
FO SDA PO R�\S�
13 i 0
BOTTOM VIEW
3/4' (19mm) LETTERS
(RECESSED FLUSH)
NOTES:
1. ALL CASTINGS TO BE FREE FROM SAND HOLES. NO PLUGGING ALLOWED.
2. MACHINE ALL CONTACT SURFACES BETWEEN RING AND COVER.
3, PROVIDE TWO VENT HOLES IN COVER, 1" DIA. TAPERED TO 1-1/8" ON
REVERSE SIDE.
4, MINIMUM WEIGHTS: COVER - 120 LBS. RING - 190 LBS.
5. ALL MANHOLE RINGS OUT OF ROAD RIGHT OF WAY SHALL BE BOLTED
INTO MANHOLE WITH 5/8" DIAMETER KWIK BOLT STUD ANCHOR SYSTEM.
HILTI BRAND OR APPROVED EQUAL.
2' -1 1/4"
1' - 113/4"
1' - 111/2"
T
2 1/8" 3 3/4" + 7 1/2"
3 1' 10 44 34"
4 3/8" I-- 2' - 0 1/2"
4 3/8"
2'- 91/4"
(U.S. FOUNDRY - 669, VULCAN - 1384 OR EQUAL}
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
RING & COVER SCALE
UNION COUNTY, N.C. N,T,S.
DATE:
9-9-11
UNDISTURBED EARTH
12,, L
CONCRETE71.
i
r
DITCH BANKS
PLAN 45' BENDS
ALSO 90 22 1/2°. 11 1/2'
DITCH L
BANKS
MAX 45° CONCRETE
I
UNDISTURBED
EARTH
DITCH
BANKS
DITCH BANK CONTRACTOR SHALL USE TIE RODS TO SHIM AS NECESSARY
H CONCRETE SECURE VERTICAL BENDS
\r DITCH BOTTOM DITCH \ \
BOTTOM
H12 .V UNDISTURBED
EARTH
MIN. 1 1/2 CU. YD
UNDISTURBED EARTH J OF CONCRETE
ELEVATION AT FITTINGS
VERTICAL BEND
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
SCALE:
UNION COUNTY, N.C. THRUST BLOCK DATE:
16
11-17-06
METER
EXISTING WATERMAIN RPZ
2" GATE VALVE
TAPPING SLEEVE
TAPPING VALVE
J
REDUCER TO 2"
CONNECTOR LINE
,0
GENERAL NOTES;
z
0
LJ
I
SLEEVE -LONG PATTERN
z
TAPPING PLUG
w
w
RESTRAINT VALVE
m
I
I
(1) INSTALL CONNECTOR LINE FROM TAPPING VALVE TO NEW
MAIN FOR FILLING, TESTING AND STERILIZING NEW MAIN.
(2) CONNECTOR LINE TO BE ASSEMBLED WITH RPZ AND METER BY CONTRACTOR
AND TO BE OPERATED AND INDEPENDENT OF EXISTING MAIN.
01 FINAL CONNECTION TO EXISTING MAIN TO BE MADE ONLY AFTER TOTAL
PROJECT IS ACCEPTED BY UNION COUNTY PUBLIC WORKS.
(4) VALVES ON EXISTING SYSTEM TO BE OPERATED BY UCPW FORCES ONLY.
15) ONLY ONE CONNECTION WILL BE ALLOWED BETWEEN THE EXISTING SYSTEM
AND THE NEW CONSTRUCTION UNTIL TESTING AND DISINFECTION IS COMPLETE.
-- -- 1--i
54 LF RESTRAINT JT.
NEW WATERMAIN
STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.C. DRECT TAP JUMPER CONN. - SHORTSIDE DATE: 2 5 A
9-2-10
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C-5.6

�I
F7
WATER MAIN CR❑SSING
PRIVATE
I I
I I RIVATE
UNDER STORM DRAIN DETAIL
SERVICE
SERVICE
ONLY APPLICABLE IF
LINE
LINE
MAXIMUM DEPTH OF BURY
FOR WATER MAIN IS LESS
THAN 6' AT CR❑SSING,
3/4" IRRIGATION
0
O 3/4" D❑MESTIC
METER
METER
III II' -III
��II�
II I III -III III
� �III—
III III ''' -III II
❑ FITTINGS
PROPOSED
6,0' DEPTH (MAX.)
GRADE
3.0' COVER (MIN.)
STORM DRAIN
NOTES:
1, METERS WILL NOT BE SET IF WATER METER
BOXES, SEWER CLEAN -OUTS, VALVE BOXES
3
/4 COMPRESSION
TEE
45 DEGREE 45 DEGREE
BENDS BENDS
OR THEIR APPURTENANCES ARE DAMAGED OR
I_ .I
12" (MIN.)
IMPR❑PERLY P❑SITI❑NED,
3/4" COPPER
SERVICE TO
54' RESTRAINT JOIN DIP
54' RESTRAINT J❑INT
DIP
2, WATER METERS ARE TO BE INSTALLED
PERPENDICULAR TO THE ROAD AND WITHIN
THE ROAD RIGHT-❑F-WAY OR WITHIN THE
LIMITS OF A PROPOSED UTILITY EASEMENT,
IRRIGATI❑N 3/4" WATER
METER SERVICE TO
WATERMAIN
RESTRAINT
JOINT DIP
WATER MAIN
I I
- -'
20' RESTRAINT J❑INT DIP
RESTRAINT
JOINT DIP
3, IF THE IRRIGATI❑N LINE IS TO BE UTILIZED
AND A METER SET,THE APPR❑PRIATE
REDUCED PRESSURE ASSEMBLY SHALL BE
INSTALLED BY THE CONTRACTOR PER UCPW
DETAIL 24A,
UNION COUNTY PUBLIC WORKS DEPARTMENT
STANDARD
DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT
STANDARD DETAIL
SCALE:
SCALE:
UNION COUNTY, N.C.
IRRIGATION
AND DOMESTIC DUAL METER TAP
N.T.S.
30UNION
COUNTY, N.C.
WATER MAIN UNDER STORM DRAIN
CROSSING
N.T.S.
31
DATE:
DATE:
07-18-16
08-31-16
NOTE:
1, MAXIMUM GROUND SLOPE OF 5' TO 1' IN ANY
DIRECTION INSIDE WATER/SEWER EASEMENTS.
2, SLOPE GREATER THAN 5' TO 1' MUST HAVE
PRI❑R APPROVAL FROM UNI❑N COUNTY PUBLIC
WORKS.
FINISHED GRADE
5,
1,
VARIABLE R/W
WATER OR
D--�SEWER MAIN
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
STANDARD DETAIL
32
MAXIMUM SLOPE ACROSS WATER/ SEWER EASEMENT
5:1 SLOPE
SN T.S.
DATE:
03/02/18
CONCRETE PAD
FOR CBU (PER LISPS)
CBU
LOCATE CBU ONLY
\
�
(ACCESS FROM PAD)
IN CROSSHATCH AREA.
(DO NOT INSTALL IN
5'
"THROAT" OF CUL-DE-SAC)
7MIN
T
2'-6" CURB & GUTTER
ADA RAMP LOC.
EDGE OF -
TRAVEL LANE
ROADWAY --------
--
CENTERLINE
SEE FIGURE 7 PAGE 45, "NCDOT SUBDIVISION ROADS MINIMUM CONSTRUCTION
STANDARDS JANUARY 2010" FOR LOCAL AND COLLECTOR ROAD DIMENSIONS.
5
�
3
y CBU
MIN.
BERM
w
W
ADA RAMP W
CONCRETE PAD
FOR CBU
2'-6"
C&G
FIGURE 3
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IOUs
9119118
Sheet
C-5.7

I.
MISCELLANEOUS
V. PAVING AND GRADING
NPDES NOTE:
A.
CURRENT EDITIONS OF THE NORTH CAROLINA DOT ROADWAY STANDARD DRAWINGS AND
A. ALL DELETERIOUS SUBSURFACE MATERIAL (I.E. MUCK, PEAT, BURIED DEBRIS) IS TO BE
REGULATIONS ADOPTED BY THE US ENVIRONMENTAL PROTECTION AGENCY (US EPA) AND BY
SPECIFICATIONS MANUAL SHALL BE CONSIDERED PART OF THESE PLANS.
EXCAVATED IN ACCORDANCE WITH THESE PLANS OR AS DIRECTED BY THE OWNER, THE
THE NORTH CAROLINA DIVISION OF WATER QUALITY REQUIRE THAT A NATURAL POLLUTANT
B.
THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE PERMIT AND INSPECTION
OWNER'S ENGINEER, OR OWNER'S SOIL TESTING COMPANY. DELETERIOUS MATERIAL IS TO
DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT BE OBTAINED FOR STORMWATER
REQUIREMENTS SPECIFIED BY THE VARIOUS GOVERNMENTAL AGENCIES THE ENGINEER,
BE STOCKPILED OR REMOVED FROM THE SITE AS DIRECTED BY THE OWNER OR THE
DISCHARGES FROM CONSTRUCTION ACTIVITIES WITH LAND DISTURBANCE OF 1 ACRE OR MORE.
AND THE ARCHITECT. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS PRIOR
OWNER'S ENGINEER. EXCAVATED AREAS TO BE BACKFILLED WITH APPROVED MATERIALS
TO CONSTRUCTION, AND SHALL SCHEDULE ANY NECESSARY INSPECTIONS ACCORDING TO
AND COMPACTED AS SHOWN ON THESE PLANS. CONTRACTOR IS RESPONSIBLE FOR
CONTRACTOR SHALL CHECK EROSION CONTROL MEASURES WEEKLY AND/OR AFTER A 1/2"
AGENCY INSTRUCTIONS.
ACQUIRING ANY PERMITS THAT ARE NECESSARY FOR REMOVING DELETERIOUS MATERIAL
OR MORE RAIN. CONTRACTOR SHALL KEEP RECORDS OF EVERY INSPECTION.
C.
ALL SPECIFICATIONS AND DOCUMENTS REFERRED TO IN THESE PLANS SHALL BE OF THE
FROM THE SITE.
LATEST REVISION.
B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING EXCAVATIONS AGAINST
D.
ALL WORK PERFORMED SHALL COMPLY WITH THE REGULATIONS AND ORDINANCES OF THE
COLLAPSE AND WILL PROVIDE BRACING, SHEETING OR SHORING AS NECESSARY.
VARIOUS GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER THE WORK.
DEWATERING METHODS SHALL BE USED AS REQUIRED TO KEEP TRENCHES DRY WHILE
EROSION CONTROL NOTES:
E.
WORK PERFORMED UNDER THIS CONTRACT SHALL INTERFACE SMOOTHLY WITH OTHERPIPE
AND APPURTENANCES ARE BEING PLACED.
S ARE
1. CONTRACTORSHALL STABILIZE EXPOSED GROUND AS SOON AS INDIVIDUAL AREAS
WORK BEING PERFORMED ON SITE BY OTHER CONTRACTORS AND UTILITY COMPANIES. THE
C. ALL NECESSARY FILL AND EMBANKMENT THAT IS PLACED DURING CONSTRUCTION SHALL
COMPLETED.
CONTRACTOR SHALL COORDINATE AND SCHEDULE HIS ACTIVITIES WHERE NECESSARY
CONSIST OF MATERIAL SPECIFIED BY THE OWNER'S SOIL TESTING COMPANY OR ENGINEER
WITH OTHER CONTRACTORS AND UTILITY COMPANIES.
AND BE PLACED AND COMPACTED ACCORDING TO THESE PLANS OR THE REFERENCED
2• CONTRACTOR SHALL NOT REMOVE ANY BASIN UNTIL ALL SEDIMENT -PRODUCING AREAS
F.
THE WATER AND SANITARY SEWER FACILITIES ARE SUBJECT TO REVIEW BY UNION
SOILS REPORT.
UPSTREAM HAVE BEEN PERMANENTLY STABILIZED AND REMOVAL IS APPROVED BY
COUNTY PUBLIC WORKS AND APPROVAL. STORM DRAINAGE FACILITIES ARE SUBJECT TO
D. PROPOSED SPOT ELEVATIONS REPRESENT FINISHED PAVEMENT OR GROUND SURFACE
EROSION CONTROL COORDINATOR.
THE REVIEW AND APPROVAL OF THE THE VILLAGE OF WESLEY CHAPEL AND NCDOT AND
GRADE UNLESS OTHERWISE NOTED ON DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN THE REQUIRED
E. CONTRACTOR SHALL PROVIDE EROSION CONTROL AND SEDIMENTATION BARRIER (SILT
3. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY SEEDING IS
PERMITS TO PERFORM WORK IN THE PUBLIC RIGHT-OF-WAY.
NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE DENUDED AREAS AND ESPECIALLY
G.
GRADING OFF SITE WILL REQUIRE A LETTER OF PERMISSION FROM THE OWNER PRIOR TO
FENCE OR OTHER MEASURES) TO PREVENT SILTATION OF ADJACENT PROPERTY, STREETS,
WHEN SPECIFICALLY REQUIRED AS PART OF THE CONSTRUCTION SEQUENCE SHOWN ON
ANY LAND DISTURBING ACTIVITIES.
STORM SEWERS AND WATERWAYS.
THE PLAN. ALL GRADED SLOPES MUST BE SEEDED AND MULCHED WITHIN 14 CALENDAR
H.
ALL CONSTRUCTION SHALL COMPLY WITH THE LATEST EDITION OF THE VILLAGE OF
F. IF WIND EROSION BECOMES SIGNIFICANT DURING CONSTRUCTION, THE CONTRACTOR SHALL
DAYS (7 CALENDAR DAYS FOR SLOPES STEEPER THAN 3:1).
WESLEY CHAPEL, UCPW, AND NCDOT STANDARDS.
STABILIZE THE AFFECTED AREA USING SPRINKLING, IRRIGATION OR OTHER ACCEPTABLE
I.
THE VILLAGE OF WESLEY CHAPEL RESERVES THE RIGHT TO INSPECT ALL CONSTRUCTION
METHODS.
4. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY
WITHIN THE PUBLIC RIGHT-OF-WAY, PUBLIC STORM DRAIN EASEMENTS, DETENTION AND
G. THE CONTRACTOR WILL STABILIZE BY SEED AND MULCH, SOD OR OTHER APPROVED
LOCAL AUTHORITY.
WATER QUALITY BMP'S. THE VILLAGE OF WESLEY CHAPEL HAS THE ABILITY TO APPROVE
MATERIALS AS REQUIRED BY ANY DISTURBED AREAS WITHIN ONE WEEK FOLLOWING
OR REJECT ANY WORK COMPLETED OR ONGOING BY THE CONTRACTOR AT THE
CONSTRUCTION OF THE UTILITY SYSTEMS AND PAVEMENT AREAS. CONTRACTOR SHALL
5. NO SLOPES SHALL EXCEED 2:1. FILL SLOPES GREATER THAN 10' REQUIRE ADEQUATE
DEVELOPER'S EXPENSE.
MAINTAIN SUCH AREAS UNTIL FINAL ACCEPTANCE BY OWNER.
TERRACING.
H. ENGINEERED FILL MATERIAL SHALL NOT CONTAIN ROCKS OR HARD LUMPS GREATER THAN
II.
SAFETY
3 INCHES IN MAXIMUM DIMENSIONS AND SHALL BE FREE OF VEGETATION, ORGANIC
6. GROUNDCOVER ON EXPOSED SLOPES SHOULD BE COMPLETED WITHIN 14 CALENDAR DAYS.
A.
DURING THE CONSTRUCTION AND MAINTENANCE OF THIS PROJECT, ALL SAFETY
MATTER, DEBRIS, RUBBLE, AND OTHER UNSUITABLE MATERIALS. SHALL BE
REGULATIONS SHALL BE ENFORCED. THE CONTRACTOR OR HIS REPRESENTATIVE
NON -EXPANSIVE MATERIALS
I. IMPORTED SOILS FOR USE AS ENGINEERED FILL AND SHALL NOT CONTAIN ROCKS OR
7. ALL SILT FENCE SHALL HAVE WIRE AND WASHED STONE.
SHALL BE RESPONSIBLE FOR THE CONTROL AND SAFETY OF THE TRAVELING PUBLIC
HARD LUMPS GREATER THAN 3 INCHES IN MAXIMUM DIMENSIONS AND SHALL BE FREE OF
AND THE SAFETY OF HIS PERSONNEL.
VEGETATION, ORGANIC MATTER, DEBRIS, RUBBLE, AND OTHER UNSUITABLE MATERIALS.
8 A FILTER BERM SHALL BE PLACED TEMPORALLY AT THE END OF ALL FES UNTIL RIP RAP
B.
THE CONTRACTOR'S MAINTENANCE OF TRAFFIC PLAN MUST BE SUBMITTED AND
J. AGGREGATE BASE MATERIAL SHALL MEET THE FOLLOWING GRADATION REQUIREMENTS.
APRONS ARE INSTALLED.
APPROVED BY THE COUNTY AND EAGLE ENGINEERING PRIOR TO BEGINNING ANY
9. ON -SITE BURIAL PITS REQUIRE AN ON -SITE DEMOLITION LANDFILL PERMIT FOR THE
CONSTRUCTION ACTIVITIES.
SIEVE SIZE (PER ASTM D422) % PASSING BY WEIGHT
ZONING ADMINISTRATOR.
C.
LABOR SAFETY REGULATIONS SHALL CONFORM TO THE PROVISIONS SET FORTH BY
1 INCH 100
OSHA IN THE FEDERAL REGISTER OF THE DEPARTMENT OF TRANSPORTATION.
3/4" 90 - 100
10. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF
D.
CONTRACTOR SHALL PROVIDE AND MAINTAIN HIS OWN SAFETY EQUIPMENT IN
200
THE CITY/COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
ACCORDANCE WITH HIS HEALTH & SAFETY PROGRAM AND ALL OTHER APPLICABLE
NO. 05- 855
LEGAL AND HEALTH AND SAFETY REQUIREMENTS. THE CONTRACTOR IS ALSO
K. ALL AREAS TO RECEIVE FILL, AND AREAS OF STRUCTURES AND PAVEMENTS, SHALL BE
11. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A
RESPONSIBLE FOR PROVIDING ITS EMPLOYEES AND SUB CONTRACTORS WITH
STRIPPED OF VEGETATION, ORGANIC MATTER, DEBRIS, RUBBLE, AND OTHER UNSUITABLE
VIOLATION OF NC LAW AND IS SUBJECT TO A FINE.
ADEQUATE INFORMATION AND TRAINING TO ENSURE THAT ALL EMPLOYEES AND SUB
MATERIALS. STRIPPED SOILS SHALL NOT BE USED IN ENGINEERED FILL, BUT MAY BE
CONTRACTORS AND SUB CONTRACTOR'S EMPLOYEES COMPLY WITH ALL APPLICABLE
USED IN LANDSCAPE AREAS. ENGINEERED FILL MATERIAL SHALL BE COMPACTED TO AT
12. A GRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING THAT WAS NOT
REQUIREMENTS. CONTRACTOR SHALL REMAIN IN COMPLIANCE WITH ALL OCCUPATION
LEAST THE FOLLOWING
PREVIOUSLY APPROVED.
SAFETY AND HEALTH REGULATIONS AS WELL AS THE ENVIRONMENTAL PROTECTION
13. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES.
LAWS. THE FOLLOWING IS NOT TO BE PERCEIVED AS THE ENTIRE SAFETY PROGRAM
* PERCENTAGES OF MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT, PER ASTM
WHEN FIELD CONDITIONS WARRANT OFF -SITE GRADING, PERMISSION MUST BE OBTAINED
BUT JUST BASIC REQUIREMENTS.
D-698 (STANDARD PROCTOR):
FROM AFFECTED PROPERTY OWNERS.
E.
ALL EXCAVATIONS BY THE CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS
OF THE DEPARTMENT OF LABOR'S OCCUPATIONAL SAFETY AND HEALTH
ENGINEERED FILL MINIMUM % MOISTURE CONTENT
14. ALL STD. NUMBERS REFER TO THE NCDEQ STANDARDS MANUAL UNLESS OTHERWISE
ADMINISTRATION RULES AND REGULATIONS. PARTICULAR ATTENTION MUST BE PAID
MATERIAL COMPACTION RANGE
NOTED.
NATIVE SOIL 92% OPTIMUM TO OPTIMUM PLUS 3%
TO THE CONSTRUCTION STANDARDS FOR EXCAVATIONS, 29 CFR PART 1926,
SUBPART P.
ENGINEERED FILL UNDER STRUCTURES 98% OPTIMUM TO OPTIMUM PLUS 3%
15. STEEL POST WITH WIRE FENCE BACKING SHOULD BE USED INSTEAD OF WOODEN POST,
F.
THE MINIMUM STANDARDS AS SET FORTH IN THE CURRENT EDITION OF "MANUAL ON
AND BEHIND RETAINING WALLS
BURIED OR DRIVEN TO A DEPTH OF 18" IN THE GROUND. PREFABRICATED SILT FENCE IS
NOT ACCEPTABLE ON THIS PROJECT.
UNIFORM TRAFFIC CONTROL DEVICES" (U.S. DOT) SHALL BE FOLLOWED IN THE
DESIGN APPLICATION, INSTALLATION, MAINTENANCE AND REMOVAL OF ALL TRAFFIC
ENGINEERED FILL UNDER 100% OPTIMUM PLUS OR MINUS 2%
16. SEDIMENT TRAP AND BASINS SLOPES SHALL BE SEEDED IMMEDIATE AFTER CONSTRUCTION
CONTROL DEVICES, WARNING DEVICES AND BARRIERS NECESSARY TO PROTECT THE
PAVEMENT AREAS
TO PROMOTE STABLE SLOPES AS SOON AS POSSIBLE.
PUBLIC AND WORKMEN FROM HAZARDS WITHIN THE PROJECT LIMITS.
FILL IN LANDSCAPE AREAS 92% 2 TO 5% ABOVE OPTIMUM
G.
ALL TRAFFIC CONTROL MARKINGS AND DEVICES SHALL CONFORM TO THE
17. WHERE TEMPORARY DIVERSIONS ENTER SEDIMENT TRAPS AND BASINS, TEMPORARY SLOPE
PROVISIONS SET FORTH IN THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES
AGGREGATE BASE MATERIAL OR IMPORTED GRANULAR SOIL IN BUILDING AND PAVED AREAS
DRAINS MAY BE NECESSARY BASED ON FIELD CONDITIONS.
PREPARED BY THE U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY
SHALL BE COMPACTED TO AT LEAST THE FOLLOWING PERCENTAGES OF MAXIMUM DRY
ADMINISTRATION.
DENSITY AND OPTIMUM MOISTURE CONTENT, PER ASTM D-698 MODIFIED OR AASHTO
MAINTENANCE PLAN:
H.
IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO COMPLY AND
EQUIVALENT.
1. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY AND
ENFORCE ALL APPLICABLE SAFETY REGULATIONS. THE ABOVE INFORMATION HAS
OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL BUT IN NO CASE LESS
BEEN PROVIDED FOR THE CONTRACTOR'S INFORMATION ONLY AND DOES NOT IMPLY
MATERIAL COMPACTION RANGE
THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN
AGGREGATE BASE MATERIAL OR 100% OPTIMUM PLUS OR MINUS 2%
ALL PRACTICES AS DESIGNATED.
OR ENFORCE SAFETY
THAT THE OWNER OR ENGINEER WILL INSPECT AND/OR
IMPORTED GRANULAR SOIL IN BUILDING
REGULATIONS.
AND PAVEMENT AREAS
2. THE SEDIMENT BASIN WILL BE CLEANED OUT WHEN THE LEVEL OF SEDIMENT REACHES 2.0
I.
THE CONTRACTOR SHALL EXERCISE EXTREME CAUTION IN AREAS OF BURIED
FT. BELOW THE TOP OF THE RISER. GRAVEL WILL BE CLEANED OR REPLACED WHEN THE
UTILITIES AND SHALL PROVIDE AT LEAST 48 HOURS NOTICE TO THE UTILITY
SEDIMENT POOL NO LONGER DRAINS PROPERLY.
COMPANIES PRIOR TO CONSTRUCTION TO OBTAIN FIELD LOCATIONS OF EXISTING
L. IF SUB GRADE SOILS EXHIBIT PUMPING DURING COMPACTION THE AREA SHALL BE
UNDERGROUND UTILITIES.
ALLOWED TO DRY UNTIL THE SOILS BECOME WORKABLE WITHOUT PUMPING. THE
3. SEDIMENT WILL BE REMOVED FROM THE SEDIMENT TRAP AND BLOCK AND GRAVEL INLET
J.
THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY DAMAGE TO EXISTING
MOISTURE CONTENT OF THE SOILS SHALL BE ADJUSTED TO PREVENT PUMPING.
PROTECTION DEVICE WHEN STORAGE CAPACITY HAD BEEN APPROXIMATELY 50% FILLED.
FACILITIES, ABOVE OR BELOW GROUND, THAT MAY OCCUR AS A RESULT OF THE
M. EXPOSURE TO THE ENVIRONMENT MAY REDUCE THE STRENGTH OF SOILS IN FOOTING,
GRAVEL WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL NO LONGER DRAINS
WORK PERFORMED BY THE CONTRACTOR CALLED FOR IN THIS CONTRACT.
FLOOR SLAB, AND PAVED AREAS. IF THIS OCCURS, THE SOFTENED SOILS SHALL BE
PROPERLY.
K.
ALL UNDERGROUND UTILITIES MUST BE IN PLACE AND TESTED OR INSPECTED PRIOR
REMOVED AND REWORKED IMMEDIATELY PRIOR TO CONCRETE PLACEMENT. IF RAINFALL IS
R
EXPECTED AT A TIME WHEN BEARING SOILS IN FOOTING AREAS ARE EXPOSED, A 2 TO 4
4. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES
TO BASE AND PAVEMENT CONSTRUCTION.
T T
ABOUT 0 5 FT DEEP AT THE FENCE THE SEDIMENT FENCE WILL BE REPAIRED AS
INCH HICK LAYER OF LEAN CO114 E MAY BE PLACED IN SUCH AREAS. THE SITE
SHALL BE GRADED TO TRANSPORT SURFACE RUNOFF AWAY FROM
THE STRUCTURES AND
NECESSARY TO MAINTAIN A BARRIER.
III. SITE PLAN AND COORDINATE GEOMETRY
PAVED AREAS. WATER SHALL NOT BE ALLOWED TO ACCUMULATE
(POND) AROUND
A. PRELIMINARY ARCHITECTURAL BUILDING, AND PLUMBING PLANS HAVE NOT BEEN
BUILDING PERIMETERS OR ON PAVED AREAS.
5. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED
RECEIVED BY EEI.
N. GENERAL ROCK EXCAVATION: ROCK SHALL BE DEFINED AS ANY
MATERIAL WHICH
ACCORDING TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN A VIGOROUS,
B. SITE PLAN PREPARED BY EEI.
CANNOT BE EXCAVATED WITH A SINGLE - TOOTH RIPPER DRAWN
BY A CRAWLER
DENSE VEGETATIVE COVER.
C. STRUCTURAL PLANS HAVE NOT BEEN RECEIVED BY EEI. TRACTOR HAVING A MINIMUM DRAW BAR PULL RATED AT NOT LESS THAN 56,000 G.S. 113A-57(2), THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO
D. ELECTRICAL, MECHANICAL, AND FIRE SAFETY PLANS HAVE NOT BEEN RECEIVED BY POUNDS (CATERPILLAR D8K OR EQUIVALENT). THE VOLUME OF ROCK EXCAVATION SHALL GREATER THAN THE ANGLE THAT CAN BE RETAINED BY VEGETATIVE COVER OR
BE DETERMINED BY A LICENSED SURVEYOR BY THE AVERAGE END AREA METHOD. THE
EEI. CONTRACTOR SHALL SUBMIT TO THE ENGINEER A SCALED PLAN WITH SUFFICIENT OTHER ADEQUATE EROSION -CONTROL DEVISES OR STRUCTURES. IN ANY EVENT,
E. BOUNDARY SURVEY & TOPOGRAPHIC SURVEY PREPARED BY EAGLE ENGINEERING SLOPES LEFT EXPOSED SHALL WITHIN CALENDAR DAYS OF COMPLETION OF ANY
' ELEVATION POINTS TO ACCURATELY DEFINE THE VOLUME OF ROCK EXCAVATED. THE 14
INC. PHASE OF GRADING, BE PLANTED OR OTHERWISE BE PROVIDED WITH TEMPORARY OR
DEPTH OF ROCK SHALL BE DEFINED AS FROM TOP OF ROCK TO THE CONTRACT
F. ALL POINTS AND MONUMENTS SHALL BE SURVEYED UPON MOBILIZATION TO VERIFY SPECIFIED ELEVATION FOR EXCAVATION. CONTRACTOR SHALL BE COMPENSATED FOR ROCK PERMANENT GROUND COVER, DEVICES, OR STRUCTURES SUFFICIENT TO RESTRAIN
THEIR ACCURACY. ANY DISCREPANCIES DISCOVERED MUST BE BROUGHT TO THE EXCAVATION AS DEFINED HEREIN IN ACCORDANCE WITH CONTRACT UNIT PRICES. EROSION.
ATTENTION OF THE ENGINEER IN WRITING.
G. MONUMENTS AND OTHER SURVEY CONTROL POINTS SHALL BE PROTECTED FROM VI. DRAINAGE: G.S. 113A-57(3), PROVISIONS FOR A PERMANENT GROUND COVER SUFFICIENT TO
A. ALL STORM SEWER PIPE SHALL BE REINFORCED CONCRETE PIPE CL III AND/OR CL I IV I I T WITHIN 1
DAMAGE AND DISTURBANCE. IF ANY CONTROL POINTS ARE DAMAGED OR / RESTRAIN EROSION MUST BE ACCOMPLISHED W THI 5 WORKING DAYS OR 90
DISTURBED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE UNLESS OTHERWISE NOTED ON PLANS. ALL DRAINAGE STRUCTURES SHALL BE IN CALENDAR DAYS FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT,
ENGINEER AND REPLACE THE CONTROL POINTS TO THEIR ORIGINAL CONDITION AT ACCORDANCE WITH NCDOT STANDARDS UNLESS OTHERWISE NOTED. WHICHEVER PERIOD IS SHORTER.
HIS OWN EXPENSE. B. PIPE LENGTHS SHOWN ARE APPROXIMATE AND TO CENTER OF DRAINAGE STRUCTURE OR
H. ALL ELEVATIONS REFER TO THE NATIONAL GEODETIC VERTICAL DATUM. TO THE END OF THE PIPE. CONTRACTOR SHALL VERIFY ALL QUANTITIES PRIOR TO TEMPORARY SEEDING REQUIREMENTS PER NCDENR EROSION AND
I. LOCATIONS, ELEVATIONS, AND DIMENSIONS OF EXISTING UTILITIES, STRUCTURES AND SUBMITTAL OF BID.
OTHER FEATURES ARE SHOWN ACCORDING TO THE BEST INFORMATION AVAILABLE
AT THE TIME OF PREPARATION OF THESE PLANS. THE CONTRACTOR SHALL VERIFY C. ALL DRAINAGE STRUCTURE GRATES AND COVERS SHALL BE AS PER NCDOT STANDARDS
THE LOCATIONS, ELEVATIONS AND DIMENSIONS OF ALL EXISTING UTILITIES, UNLESS OTHERWISE NOTED.
STRUCTURES AND OTHER FEATURES AFFECTING THIS WORK PRIOR TO
CONSTRUCTION. D. ALL STORM DRAINAGE PIPING SHALL BE SUBJECT TO A VISUAL INSPECTION BY THE
J. UPON COMPLETION OF CONSTRUCTION, THE CONTRACTOR SHALL FURNISH OWNER'S OWNER'S ENGINEER PRIOR TO THE PLACEMENT OF BACKFILL. CONTRACTOR TO NOTIFY THE
ENGINEER WITH COMPLETE "AS -BUILT" INFORMATION CERTIFIED BY A REGISTERED ENGINEER 48 HOURS IN ADVANCE TO SCHEDULE INSPECTIONS.
LAND SURVEYOR. THIS "AS -BUILT INFORMATION SHALL BE PRODUCED ON AUTOCAD E. THE CONTRACTOR SHALL MAINTAIN AND PROTECT FROM MUD, DIRT, DEBRIS, ETC. THE
VERSION 12, OR LATER, AND UPON COMPLETION, THE CONTRACTOR SHALL STORM DRAINAGE SYSTEM UNTIL FINAL ACCEPTANCE OF THE PROJECT. THE CONTRACTOR
FURNISH EAGLE ENGINEERING WITH DISKS OF ALL DRAWINGS, ONE SET OF MAY BE REQUIRED TO RECLEAN PIPES AND INLETS FOR THESE PURPOSES.
REPRODUCIBLE MYLARS, AND FIVE SETS OF BLUEPRINTS. THE "AS -BUILT"
INFORMATION SHALL CLEARLY AND ACCURATELY REPRESENT ALL CONSTRUCTED
ITEMS INCLUDING, BUT NOT LIMITED TO: V
1. ELEVATIONS OF ALL STORM SEWER AND SANITARY SEWER STRUCTURE BOTTOMS, A
TOPS AND INVERTS.
2. FIELD MEASURED LENGTHS OF PIPES FOR ALL INSTALLED UTILITIES, CONDUITS,
SLEEVES, ETC.
3. LOCATIONS OF ALL STRUCTURES PIPES CONDUITS SLEEVES ETC.
B
4. CALCULATED SLOPE OF ALL SANITARY SEWER AND STORM SEWER LINES.
5. HORIZONTAL AND VERTICAL CONTROL OF ALL WATER MAIN FITTINGS AND
APPURTENANCES, AND HORIZONTAL AND VERTICAL CONTROL ON THE TOP OF
WATER MAINS AT ALL CROSSINGS, AND A MINIMUM OF EVERY 200 LINEAR FEET
OF PIPE.
6. HORIZONTAL AND VERTICAL CONTROL OF ALL TOP OF BANKS, TOE OF SLOPES,
ALL GRADE BREAKS, BUILDINGS, PONDS, ETC.
K. ALL DIMENSIONS SHOWN ON PLAN ARE TO FACE OF BUILDING, EDGE OF PAVEMENT,
CENTERLINE OF STRUCTURE, OR END OF PIPE UNLESS NOTED OTHERWISE. C
IV. CLEARING/DEMOLITION
A. THE CONTRACTOR SHALL CLEAR AND GRUB ONLY THOSE PORTIONS OF THE SITE E
NECESSARY FOR CONSTRUCTION. DISTURBED AREAS WILL BE SEEDED, MULCHED,
SODDED OR PLANTED WITH OTHER APPROVED LANDSCAPE MATERIAL IMMEDIATELY
FOLLOWING CONSTRUCTION.
B. THE TOP 6" OF GROUND REMOVED DURING CLEARING AND GRUBBING SHALL BE
STOCKPILED AT A SITE DESIGNATED BY THE OWNER OR THE OWNER'S ENGINEER TO
BE USED FOR LANDSCAPING PURPOSES, UNLESS OTHERWISE DIRECTED BY THE
OWNER OR THE OWNER'S ENGINEER. REMAINING EARTHWORK THAT RESULTS FROM
CLEARING AND GRUBBING OR SITE EXCAVATION IS TO BE UTILIZED ON -SITE IF
REQUIRED, PROVIDED THAT THE MATERIAL IS DEEMED SUITABLE FOR CONSTRUCTION F
BY THE OWNER'S SOILS TESTING COMPANY. EXCESS MATERIAL IS TO BE EITHER
STOCKPILED ON THE SITE AS DIRECTED BY THE OWNER OR OWNER'S ENGINEER, OR
REMOVED FROM THE SITE. THE CONTRACTOR IS RESPONSIBLE FOR ACQUIRING ANY
PERMITS THAT ARE NECESSARY FOR REMOVING EXCESS EARTHWORK FROM THE
SITE.
C. ALL CONSTRUCTION DEBRIS AND OTHER WASTE MATERIALS SHALL BE DISPOSED OF
OFF -SITE IN ACCORDANCE WITH APPLICABLE REGULATORY AGENCY REQUIREMENTS
OR AS DIRECTED BY THE OWNER OR THE OWNER'S ENGINEER.
II. EROSION/TURBIDITY CONTROL
. THE INSTALLATION OF TEMPORARY EROSION CONTROL BARRIERS SHALL BE COORDINATED
WITH THE CONSTRUCTION OF THE PERMANENT EROSION CONTROL FEATURES TO THE
EXTENT NECESSARY TO ASSURE ECONOMICAL, EFFECTIVE AND CONTINUOUS CONTROL OF
EROSION AND WATER POLLUTION THROUGHOUT THE LIFE OF THE CONSTRUCTION PHASE.
THE TYPE OF EROSION CONTROL BARRIERS USED SHALL BE GOVERNED BY THE NATURE
OF THE CONSTRUCTION OPERATION AND SOIL TYPE THAT WILL BE EXPOSED. SILTY
AND CLAYEY MATERIAL USUALLY REQUIRE SOLID SEDIMENT BARRIERS TO PREVENT
TURBID WATER DISCHARGE, WHILE SANDY MATERIAL MAY NEED ONLY SILT SILT FENCE TO
PREVENT EROSION. FLOATING TURBIDITY CURTAINS SHALL BE USED IN OPEN WATER
SITUATIONS. DIVERSION DITCHES OR SWALES MAY BE REQUIRED TO PREVENT TURBID
STORM WATER RUNOFF FROM BEING DISCHARGED TO WETLANDS OR OTHER WATER
BODIES. IT MAY BE NECESSARY TO EMPLOY A COMBINATION OF BARRIERS, DITCHES AND
OTHER EROSION/TURBIDITY CONTROL MEASURES IF CONDITIONS WARRANT.
CONSTRUCTION OPERATIONS IN OR ADJACENT TO WETLANDS SHALL BE RESTRICTED TO
THOSE AREAS IDENTIFIED IN THE PLANS AND IN THE SPECIFICATIONS.
EXCEPT AS NECESSARY FOR CONSTRUCTION, EXCAVATED MATERIAL SHALL NOT BE
DEPOSITED IN WETLANDS OR IN A POSITION CLOSE ENOUGH THERETO TO BE WASHED
AWAY BY HIGH WATER OR RUNOFF.
THE CONTRACTOR SHALL SCHEDULE HIS OPERATIONS SUCH THAT THE AREA OF
UNPROTECTED ERODIBLE EARTH EXPOSED AT ANY ONE TIME IS NOT LARGER THAN THE
MINIMUM AREA NECESSARY FOR EFFICIENT CONSTRUCTION OPERATIONS, AND THE
DURATION OF EXPOSED, UNCOMPLETED CONSTRUCTION TO THE ELEMENTS SHALL BE AS
SHORT AS PRACTICABLE. CLEARING AND GRUBBING SHALL BE SO SCHEDULED AND
PERFORMED THAT GRADING OPERATIONS CAN FOLLOW IMMEDIATELY THEREAFTER, AND
GRADING OPERATIONS SHALL BE SCHEDULED AND PERFORMED THAT PERMANENT
EROSION CONTROL FEATURES CAN FOLLOW IMMEDIATELY THEREAFTER IF CONDITIONS ON
THE PROJECT PERMIT.
THE CONTRACTOR SHALL PROVIDE ROUTINE MAINTENANCE OF PERMANENT AND
TEMPORARY EROSION CONTROL FEATURES UNTIL THE PROJECT IS COMPLETE AND ALL
DISTURBED SOILS ARE STABILIZED.
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN
PIEDMONT AND COASTAL PLAIN,
KOREAN IN MOUNTAINS) 50
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO EXTEND
BEYOND JUNE.
SEEDING DATES
MOUNTAINS ABOVE 2500 FEET: FEB. 15 - MAY 15
BELOW 2500 FEET: FEB. 1- MAY 1
PIEDMONT JAN. 1 - MAY 1
COASTAL PLAIN DEC. 1 - APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT NETTING OR
A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED
AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
TABLE 6.10E
TEMPORARY SEEDING RECOMMENDATIONS FOR SUMMER
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
GERMAN MILLET 40
IN THE PIEDMONT AND MOUNTAINS, A SMALL -STEMMED SUDANGRASS MAY BE
SUBSTITUTED AT A RATE OF 50 LB/ACRE.
SEEDING DATES
MOUNTAINS MAY 15 - AUG. 15
PIEDMONT MAY 1 - AUG. 15
COASTAL PLAIN APR. 15- AUG. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR
A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED
AS A MULCH ANCHORING TOOL.
ABLE 6.10C
EMPORARY SEEDING RECOMMENDATIONS FOR FALL
EEDING MIXTURE
'YE (GRAIN) 120
;EEDING DATES
IOUNTAINS AUG. 15 - DEC. 15
:OASTAL PLAIN
AND PIEDMONT AUG. 15 - DEC. 30
;OIL AMENDMENTS
OLLOW SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AN
,000 LB/ACRE 10-10-10 FERTILIZER.
1ULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
)R A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE
ISED AS A MULCH ANCHORING TOOL.
AINTENANCE
EPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50 LB/ACRE
F NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTENT TEMPORARY COVER BEYOND
JNE 15, OVERSEED WITH 50 LB/ACRE KOBE (PIEDMONT AND COASTAL PLAIN) OR
OREAN (MOUNTAINS) LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
PERMANENT SEEDING REQUIREMENTS PER NCDENR EROSION AND
TABLE 6.11 K
PERMANENT SEEDING FOR STEEP SLOPES OR POOR SOILS; LOW MAINTENANCE
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
TALL FESCUE 100
SERICEA LESPEDEZA 30
KOBE LESPEDEZA 10
SEEDING NOTES
1. IN EASTERN PIEDMONT ADD 25 LB/ACRE PENSACOLA BAHIAGRASS OR 10 LB/ACRE
COMMON BERMUDAGRASS. USE COMMON BERMUDAGRASS ONLY WHERE IT IS UN-
LIKELY TO BECOME A PEST
2. AFTER AUG. 15 USE UNSCARIFIED SERICEA SEED
3. WHERE A NEAT APPEARANCE IS DESIRED, OMIT SERICEA AND SUBSTITUTE 40
LB/ACRE BAHIAGRASS OR 15 LB/ACRE BERMUDAGRASS.
4. TO EXTEND SPRING SEEDING DATES INTO JUNE, ADD 15 LB/ACRE HULLED BER-
MUDAGRASS. HOWEVER, IT IS PREFERABLE TO SEED TEMPORARY COVER AND SEEE
FESCUE IN SEPT.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE
SUDANGRASS. PRIOR TO MAY 1 OR AFTER AUG. 15 AND 40 LB/ACRE RYE (GRAIN)
SEEDING DATES
BEST POSSIBLE
FALL: AUG. 25 - SEPT. 15 AUG. 20 - OCT. 25
LATE WINTER: FEB. 15 - MAR. 21 FEB. 1 - APR. 15
FALL IS BEST FOR TALL FESCUE AND LATE WINTER LESPEDEZAS. OVERSEEDING OF
KOBE LESPEDEZA OVER FALL -SEEDED TALL FESCUE IS VERY EFFECTIVE. USE
UNHULLED BERMUDAGRASS SEED IN FALL.
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000-5000 LB/ACRE GRAIN STRAW, OR EQUIVALENT COVER OF ANOTHER
SUITABLE MULCHING MATERIAL. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING,
OR NETTING. NETTING IS THE PREFERRED ANCHORING METHOD ON STEEP SLOPES.
MAINTENANCE
REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MAY BE
MOWED ONCE OR TWICE A YEAR, BUT MOWING IS NOT NECESSARY. RESEED, FERTILIZE
AND MULCH DAMAGED AREAS IMMEDIATELY.
NOTES
DE -WATERING: THE CONTRACTOR SHALL AT ALL TIMES PROVIDE AND MAINTAIN AMPLE
MEANS AND EQUIPMENT WITH WHICH TO REMOVE AND PROPERLY DISPOSE OF ANY AND
ALL WATER ENTERING THE EXCAVATION OR OTHER PARTS OF THE WORK AND KEEP ALL
EXCAVATIONS DRY UNTIL SUCH TIME AS PIPE LAYING AND GRADING IS COMPLETED AND
STRUCTURES TO BE BUILT THEREIN ARE COMPLETED.
NO WATER SHALL BE ALLOWED TO RISE AROUND THE PIPE IN UNBACKFILLED TRENCHES
NOR SHALL IT BE ALLOWED TO RISE OVER MASONRY UNTIL THE CONCRETE OR MORTAR
HAS SET (MINIMUM 24 HOURS). ALL WATER PUMPED OR DRAINED FROM THE WORK
SHALL BE DISPOSED OF IN SUCH A MANNER AS TO PREVENT SILTATION AND EROSION
TO ADJACENT PROPERTY OR OTHER CONSTRUCTION.
VIII. PROTECTION OF EXISTING UTILITIES
THE CONTRACTOR SHALL CONTACT THE APPROPRIATE AGENCY FOR THE EXACT
FIELD LOCATIONS OF ALL WATER, SEWER, ELECTRIC, TELEPHONE, TELEVISION AND
ANY OTHER UNDERGROUND AND OVERHEAD UTILITY BEFORE STARTING
CONSTRUCTION. THE OMISSION FROM OR THE INCLUSION OF UTILITY LOCATION ON
THE CONTRACT DRAWINGS IS NOT TO BE CONSIDERED AS THE NON-EXISTANCE OF
OR A DEFINITE LOCATION OF EXISTING UTILITIES. IT SHALL BE THE RESPONSIBILITY
OF THE CONTRACTOR TO VERIFY THE LOCATION AND DEPTH OF ALL
UNDERGROUND UTILITIES ALONG THE ROUTE OF WORK.
THE FOLLOWING LISTING OF UTILITY COMPANIES (WHICH MAY OR MAY NOT BE
COMPLETE) MAY HAVE EXISTING UNDERGROUND OR OVERHEAD UTILITIES IN THE
CONTRACT VICINITY.
UTILITY PROVIDERS
WATER & SEWER
UNION COUNTY PUBLIC WORKS
704-296-4210
TELEPHONE
FRONTEIR COMMUNICATIONS
704-291-3145
ELECTRIC
UNION POWER COOPERATIVE
704-289-3145
NATURAL GAS
PIEDMONT NATURAL GAS
704-507-1912
IX. SANITARY SEWER AND WATER DISTRIBUTION
A. SANITARY SEWERS AND STORM SEWERS SHOULD ALWAYS CROSS UNDER WATER MAINS. SANITARY SEWERS AND
STORM SEWERS CROSSING WATER MAINS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 18 INCHES
BETWEEN THE INVERT OF THE UPPER PIPE AND THE CROWN OF THE LOWER PIPE.
B. WHERE SANITARY SEWERS AND STORM SEWERS MUST CROSS A WATER MAIN WITH LESS THAN 18 INCHES VERTICAL
DISTANCE, BOTH THE SEWER AND THE WATER MAIN SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE (DIP) AT THE
CROSSING. (DIP IS NOT REQUIRED FOR STORM SEWERS IF IT IS NOT AVAILABLE IN THE SIZE PROPOSED). SUFFICIENT
LENGTHS OF DIP MUST BE USED TO PROVIDE A MINIMUM SEPARATION OF 10 FEET BETWEEN ANY TWO JOINTS. ALL
JOINTS ON THE WATER MAIN WITHIN 20 FEET OF THE CROSSING MUST BE LEAK FREE AND MECHANICALLY RESTRAINED.
A MINIMUM VERTICAL CLEARANCE OF 6 INCHES MUST BE MAINTAINED AT THE CROSSING.
C. ALL CROSSINGS SHALL BE ARRANGED SO THAT THE SEWER PIPE JOINTS AND THE WATER MAIN PIPE JOINTS ARE
EQUIDISTANT FROM THE POINT OF CROSSING PIPES CENTERED ON THE CROSSING).
Q ( )
D. WHERE A NEW PIPE CONFLICTS WITH AN EXISTING PIPE, THE NEW PIPE SHALL BE CONSTRUCTED OF DIP AND THE
CROSSING SHALL BE ARRANGED TO MEET THE REQUIREMENTS ABOVE.
E. A MINIMUM 10-FOOT HORIZONTAL SEPARATION SHALL BE MAINTAINED BETWEEN ANY TYPE OF SEWER AND WATER
MAIN IN PARALLEL INSTALLATIONS.
F. IN CASES WHERE IT IS NOT POSSIBLE TO MAINTAIN A 10-FOOT HORIZONTAL SEPARATION, THE WATER MAIN MUST
BE LAID IN A SEPARATE TRENCH OR ON AN UNDISTURBED EARTH SHELF LOCATED ON ONE SIDE OF THE SEWER OR
FORCE MAIN AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE TOP
OF THE SEWER.
G. WHERE IT IS NOT POSSIBLE TO MAINTAIN A VERTICAL DISTANCE OF 18 INCHES IN PARALLEL INSTALLATIONS, THE
WATER MAIN SHALL BE CONSTRUCTED OF DIP AND THE SEWER OR THE FORCE MAIN SHALL BE CONSTRUCTED OF DIP
(IF AVAILABLE IN THE SIZE PROPOSED) WITH A MINIMUM VERTICAL SEPARATION OF 6 INCHES. THE WATER MAIN SHOULD
ALWAYS BE ABOVE THE SEWER. JOINTS ON THE WATER MAIN SHALL BE LOCATED AS FAR APART AS POSSIBLE FROM
THE JOINTS ON THE SEWER OR FORCE MAIN(STAGGERED JOINTS).
H. ALL SANITARY SEWER MAINS, LATERALS AND FORCE MAINS SHALL HAVE A MINIMUM OF 36 INCHES OF COVER.
I. ALL ON SITE P.V.C. GRAVITY SANITARY SEWER PIPE SHALL BE MADE OF MATERIAL HAVING A CELL CLASSIFICATION
OF 12454 B, 12454 C OR 13354 B AS DEFINED IN ASTM D-1784 AND CONFORM TO THE REQUIREMENTS OF SDR 26.
ELASTOMERIC GASKET JOINTS SHALL BE UTILIZED.
J. ALL ON SITE DUCTILE IRON PIPE SHALL BE CLASS 52 AND SHALL RECEIVE INTERIOR AND EXTERIOR BITUMINOUS
COATING IN ACCORDANCE WITH ANSI A 21.6, A 21.8, OR A 21.51.
K. SANITARY SERVICE CONNECTION LOCATIONS SHOWN ON THESE PLANS ARE APPROXIMATE.
L. ALL SANITARY SEWER WORK SHALL CONFORM TO UNION COUNTY STANDARDS AND SPECIFICATIONS, UNION COUNTY
WATER & SEWER EXTENSION POLICY & TO UNION COUNTY WATER & SEWER EXTENSION ORDINANCE.
M. PRIOR TO COMMENCING WORK WHICH REQUIRES CONNECTING NEW SANITARY SEWER LINES TO EXISTING LINES OR
APPURTENANCES, THE CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL EXISTING UTILITIES NEAR THE
POINT OF CONNECTION AND NOTIFY OWNER'S ENGINEER OF ANY CONFLICTS OR DISCREPANCIES WITH DESIGN
INFORMATION SHOWN IN THESE PLANS. CONTRACTOR SHALL NOTIFY ENGINEER AND UNION COUNTY PUBLIC WORKS
INSPECTOR AT LEAST 48 HOURS IN ADVANCE OF SCHEDULED WORK.
N. ALL GRAVITY SEWER PIPING SHALL BE SUBJECT TO A VISUAL INSPECTION BY THE OWNER'S ENGINEER AND UNION
COUNTY PUBLIC WORKS PRIOR TO PLACEMENT OF AND PAVING AND AGAIN PRIOR TO OBTAINING CERTIFICATE OF
OCCUPANCY. CONTRACTOR TO NOTIFY THE ENGINEER AND UNION COUNTY PUBLIC WORKS 48 HOURS IN ADVANCE TO
SCHEDULE INSPECTIONS.
0. THE CONTRACTOR SHALL PERFORM ALL NECESSARY TESTING IN ACCORDANCE WITH UNION COUNTY PUBLIC WORKS
STANDARDS. SAID TESTS ARE TO BE CERTIFIED BY THE ENGINEER OF RECORD AND SUBMITTED TO THE REGULATORY
AGENCY FOR APPROVAL. COORDINATION OF TESTING AND NOTIFICATION OF ALL PARTIES IS THE CONTRACTOR'S
RESPONSIBILITY.
P. ALL WATER MAINS SHALL HAVE A MINIMUM OF 36 INCHES OF COVER.
Q. ALL WATER SYSTEM WORK SHALL CONFORM TO UNION COUNTY STANDARDS AND SPECIFICATIONS, UNION COUNTY
WATER AND SEWER EXTENSION POLICY & TO UNION COUNTY WATER & SEWER EXTENSION ORDINANCE.
R. ALL ON SITE PVC WATER MAINS 4 INCHES THROUGH 12 INCHES SHALL BE IN ACCORDANCE WITH AWWA C-900 AND
SHALL BE CLASS 150 DR 18. ALL ON -SITE PVC WATER MAINS 2" TO 3" SHALL BE CLASS 1120 AND MEET
REQUIREMENTS OF SDR 21 IN ACCORDANCE WITH ASTM D-2241. WATER MAINS SMALLER THAN 1 1/2" SHALL BE CLASS
1120 OR 1220 SCHEDULE 80 AND MEET REQUIREMENTS OF ASTM D-1785.
S. PVC PIPE FOR FIRE PROTECTION AWWA C900 CLASS 200 WITH AN SDR OF 14 OR LESS
T. ALL DUCTILE IRON PIPE SHALL CONFORM TO THE REQUIREMENTS OF ANSI STANDARD A21.51, MINIMUM CLASS 50.
JOINTS FOR DUCTILE IRON PIPE SHALL BE MECHANICAL OR PUSH -ON JOINTS. PIPE SHALL HAVE AN EXTERIOR
BITUMINOUS COATING IN ACCORDANCE WITH ANSI A21.51. PIPE INTERIOR SHALL HAVE A CEMENT MORTAR LINING WITH
AN ASPHALTIC SEAL COAT CONFORMING TO AWWA/ANSI C104/A21.4. THE WEIGHT AND CLASS DESIGNATION SHALL BE
PAINTED IN WHITE ON THE EXTERIOR SURFACE OF ALL PIPES AND FITTINGS. MANUFACTURER'S CODE OR SERIAL NUMBER
SHALL BE PROVIDED ON THE BELL OF EACH PIPE JOINT.
U. ALL DUCTILE FITTINGS SHALL BE MECHANICAL JOINT WITH A MINIMUM PRESSURE RATING OF 250 PSI AND SHALL
CONFORM TO THE REQUIREMENTS OF ANSI/AWWA STANDARD A21.10/C110. ALL FITTINGS SHALL BE COATED AND LINED
AS SPECIFIED ABOVE FOR DUCTILE IRON PIPE.
V. CONTRACTOR SHALL INSTALL TEMPORARY BLOWOFFS AT THE END OF WATER SERVICE LATERALS TO BUILDINGS TO
ASSURE ADEQUATE FLUSHING AND DISINFECTION.
W. THRUST BLOCKING SHALL BE PROVIDED AT ALL FITTINGS AND HYDRANTS IN ACCORDANCE WITH UNION COUNTY
PUBLIC WORKS.
X. POINTS OF CONNECTION OF THE EXTERNAL WATER LINES ARE TO COINCIDE WITH THE BUILDING PLUMBING AS SHOWN
ON THE BUILDING PLUMBING PLANS. CONNECTION LOCATIONS SHOWN ON THESE PLANS ARE APPROXIMATE.
Y. FIRE LINES TO BUILDINGS SHALL BE INSTALLED BY A CONTRACTOR DULY LICENSED BY THE STATE FIRE MARSHALL'S
OFFICE. CONTRACTOR TO VERIFY REQUIREMENTS PRIOR TO CONSTRUCTION.
Z. ALL COMPONENTS OF THE WATER SYSTEM, INCLUDING FITTINGS, HYDRANTS, CONNECTIONS, AND VALVES SHALL
REMAIN UNCOVERED UNTIL PROPERLY INSPECTED AND ACCEPTED BY THE OWNER'S ENGINEER AND THE UNION COUNTY
PUBLIC WORKS. PRESSURE TESTS SHALL BE IN ACCORDANCE WITH UNION COUNTY PUBLIC WORKS SPECIFICATIONS.
CONTRACTOR TO NOTIFY OWNER'S ENGINEER AND UNION COUNTY PUBLIC WORKS INSPECTORS 48 HOURS IN ADVANCE OF
PERFORMING TESTS.
AA. DISINFECTION: SHALL CONFORM TO AWWA C651. ALL NEW WATER MAINS SHALL BE DISINFECTED AFTER THEY HAVE
BEEN PRESSURE TESTED. THE MAIN SHALL BE THOROUGHLY FLUSHED AT A RATE OF 2 FEET PER SECOND WITH CLEAN
WATER AFTER WHICH A CHLORINE SOLUTION OF 50 PARTS PER MILLION SHALL BE INDUCED. THE CHLORINE SOLUTION
SHALL REMAIN IN THE LINES FOR A MINIMUM OF 24 HOURS. THE LINES SHALL AGAIN BE FLUSHED AT A RATE OF 2
FEET PER SECOND WITH CLEAN WATER UNTIL THE CHLORINE RESIDUAL IS REDUCED TO THAT OF THE SUPPORTING
SYSTEM. SAMPLES SHALL BE THEN COLLECTED AND TESTED FOR COLIFORM BACTERIA. ANALYSIS SHALL BE BY A STATE
CERTIFIED LABORATORY USING THE MULTIPLE TUBE FEREMENTATION METHOD. ONE SAMPLE SHALL BE COLLECTED FROM
EACH DEAD END SEGMENT OF THE PIPELINES INSTALLED. IF BACTERIA OF ANY TIME IS FOUND, THE TEST SHALL BE
REPEATED UNTIL THE LINES ARE CLEAN.
BB. WATER MAIN SHALL HAVE 14 GA. BLUE COATED TRACER WIRE ON ALL SERVICES AND MAINS BURIED OVER THE
WATER MAIN.
CC. FIRE HYDRANTS SHALL BE PLACED A MINIMUM DISTANCE OF 6' BOC AND HAVE A CLEAR SPACE OF 3' FROM ANY
PERMANENT STRUCTURES.
DD. WATER VALVES SHALL COMPLY WITH APPROPRIATE AWWA STANDARDS.
1. GATE VALVES 2-INCHES: SHALL CONFORM TO ANSI AWWA A21.11/C111 FOR CAST IRON BODIED BRONZE MOUNTED
PARALLEL DOUBLE DISC, NON RISING STEM VALVES. VALVES SHALL BE RATED AT 200 PSIG WORKING PRESSURE AND
400 PSIG TEST PRESSURE. END CONNECTIONS SHALL BE STANDARD FEMALE IRON PIPE THREADS OR ANSI/AWWA
A21.11 /C111 MECHANICAL JOINTS FOR BURIED LOCATIONS ADN ANSI B16.1 FLANGES FOR EXPOSED LOCATIONS. VALVE
OPERATOR SHALL BE A 2 INCH SQUARE NUT FOR BURIED LOCATIONS AND STANDARD HANDWHEEL FOR EXPOSED
LOCATIONS. ALL VALVES SHALL BE OPEN LEFT.
2. GATE VALVES 6-INCHES THROUGH 16-INCHES: SHALL CONFORM TO AWWA C509 FOR BRONZE MOUNTED, RESILIENT
SEATED, CAST IRON BODIED GATE VALVES. VALVE BODY SHALL BE RATED FOR 200 PSIG WORKING PRESSURE AND
400 PSIG TEST PRESSURE. PROVIDE VALVE WITH SOLID WEDGE, NON RISING STEM CONSTRUCTION. VALVES SHALL
EBE SEALED RUBBER "O" RING SEALS BOTH ABOVE AND BELOW THE THRUST RING. VALVES STEMS SHALL BE OF
BRONZE. INTERIOR OF THE VALVES SHALL BE COATED IN ACCORDANCE WITH AWWA C550. END CONNECTIONS SHALL
CONFORM TO ANSI/AWWA AS2.22/C111 MECHANICAL JOINTS FOR BURIED LOCATIONS AND ANSI B16.1 FLANGES FOR
EXPOSED LOCATIONS. VALVE OPERATORS SHALL BE 2 INCH SQUARE NUTS FOR BURIED LOCATIONS OR STANDARD
HANDWHEEL FOR EXPOSED LOCATIONS. ALL VALVES SHALL BE OPEN LEFT. IN LINE VALVES TO BE INSTALLED EVERY
2000 FEET OR EVERY OTHER HYDRANT.
EE. WATER MAINS SHALL BE SUBJECT TO BOTH A PRESSURE TEST AND A LEAKAGE TEST. THE CONTRACTOR MAY BE
BILLED FOR THE AMOUNT OF WATER USED.
1. PRESSURE TEST: SHALL CONFORM TO AWWA STANDARD C605 FOR PVC PIPE AND AWWA C600 FOR DUCTILE IRON.
THE TEST PRESSURE SHALL BE 200 PSIG AND THE DURATION OF THE TEST SHALL BE NOT LESS THAN 2 HOURS OR
MORE THAN 24 HOURS. THE DURATION OF THE TEST WILL BE DETERMINED BY THE COUNTY ENGINEER AS THE TEST
PROGRESSES. PRESSURE SHALL NOT BE ALLOWED TO VARY MORE THAN 5 PSIG DURING THE TEST.
2. LEAKAGE TEST: SHALL BE CONDUCTED ALONG WITH THE PRESSURE TEST. LEAKAGE WILL BE DEFINED AS THE
AMOUNT OF WATER THAT MUST BE SUPPLIED TO THE NEWLY LAID LINES TO MAINTAIN THE TEST PRESSURE WITHIN
A 5 PSIG RANGE OVER A SPECIFIED PERIOD OF TIME. ALLOWABLE LEAKAGE WILL BE COMPUTED BY THE FOLLOWING
FORMULA:
L = (S) (D) (SQRT P) / 148,000
WHERE:
L = ALLOWABLE LEAKAGE IN GALLONS PER HOUR
S = LENGTH OF PIPE TESTED, IN FEET
D = NOMINAL DIAMETER OF PIPE IN INCHES
P = TEST PRESSURE IN PSIG
BUT NOT MORE THAN: 12.1 GALLONS PER INCH OF DIAMETER PER MILE OF PIPE PER 24 HOURS BASED ON
200 PSI TEST PRESSURE.
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MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
C-5.8