SW3180606_CAVESSON CIVIL SET 2018-05-28_20180627

SITE AND DEVELOPMENT DATA
JURISDICTION
VILLAGE OF WESLEY CHAPEL
TAX PARCEL(S):
O6O27O05A
SITEADDRESS:
703 CHAMBWOOD ROAD
ZONING
R-40
PROPOSED ZONING
R-40
USE CLASSIFICATION
RESIDENTIAL
TOTAL AREA
42.356 ACRES
AREA IN LOTS.
28.15 Acres
COMMON AREA
10.64 Acres
RIGHT-OF-WAY
3.553 Acres
LINEAR FOOTAGE OF STREETS
2,978
MINIMUM FRONT SETBACK
50'
MINIMUM CORNER/SIDE SETBACK
15'
MINIMUM REAR SETBACK
40'
CAVESSON WAY
9+50 TO 18+32.25
MINIMUM LOT SIZE
40,000 SQ. FT.
MINIMUM LOT WIDTH
120'
TRAVERS COURT
9+00 TO 11+46
DISTURBED AREA
9.98 ACRES
E
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N E E R I N
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FIRM L I CENSE # C-0873
2013A Van Buren Avenue P.O. BOX 551
Indian Trail, NC 28079 Alpharetta, GA 30009
[phone] [phone]
www.eagleonline.net
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 .2018.
MAYOR, VILLAGE OF WESLEY CHAPEL, N.C.
PROJECT ENGINEER: JOHN H. ROSS, P. E.
STREET ADDRESS: 2013A VAN BUREN AVENUE
CITY, STATE, ZIP
PHONE:
FAX
PREPARED FOR:
STREET ADDRESS:
CITY, STATE, ZIP:
PHONE:
CONTACT:
NO. DATE BY ISSUE
INDIAN TRAIL, NC 28079
704.882.4222
704.882.4232
BOWMAN DEVELOPMENT
13815 CINNABAR PL
HUNTERSVILLE, NC 28078
[phone] EXT. 108
TJ PECORAK
a``APF � N CARO
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IN
5/28/18
Know what's below.
Call before you dig.
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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SITE
Fin
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VICINITY MAP
1 "=2000'
5O'R/W
- r - j
STREET TREE5' DE 5' S E STREET TREE
(50'C 1.50' WAL 5' 2.5' 11 ' LANE 11 ' LANE 2.5' S' ALK (50' C -C)
3�
4" WATER METEF
4" SEWER
LATERAL
12
-30" STD. C & G
2.0%
6" ABCC)___STORM DRAIN PIPE
2' MIN. COVER
2.0%
WATERMAIN 8" SANITARY SEWER
6' OFF BOC
3'MIN. COVER LOCAL RESIDENTIAL
TYPICAL STREET SECTION
27'BC/BC / 50' ROW
SCALE: NOT TO SCALE
ABC
SECTION 60.110-D STREET STANDARDS
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
DRY DETENTION BASIN PLAN
C-3.8
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
ii" SURFACE COURSE, TYPE SF9.5B (ASPHALT CONCRETE BASE COURSE) AND 2 LIFTS OF S9.513 (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
SURFACE COURSE, TYPE SF9.5B PLACED IMMEDIATELY UPON THE PROPERLY PREPARED BASE COURSE.
1 THE FINAL 1.5 -INCH LIFT OF S9.513 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

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
83/2011.
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.
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
INFORMATION PROVIDED HEREON, ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS
ACCURATELY AS POSSIBLE FROM THE INFORMATION AVAILABLE. THE SURVEYOR HAS NOT
PHYSICALLY LOCATED THE UNDERGROUND UTILITIES.
Know what's beIow.
Call before you dig.
CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
ITS THE LAW!
CHARLES B. BAUCOM
TAX PIN: 06-0027-048
TRACT 5
PLAT CAB. K, FILE 722
NOW OR FORMERLY
BLAIR BURKE
BK. 7100-160
TAX PIN: 06-030-014A
TRACT 2
PLAT CAB. N, FILE 524
NOW OR FORMERLY
1�
A �S
JACK CASE /
BK. 7071-403 /
TAX PIN: 06-030-014B /
LEGEND OF SYMBOLS & ABBREVIATIONS TRACT3 /
PLAT CAB. N, FILE 524
NOW OR FORMERLY
EIP -EXISTING IRON PIPE
EIR -EXISTING IRON REBAR 1 518" EIR
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. - SANITARY SEWER EASEMENT /
SSMH - SANITARY SEWER MANHOLE /
R/W - RIGHT OF WAY /
.25" EIP
P.S.S.E. - PRIVATE SANITARY SEWER EASEMENT /
GPUE - GENERAL PUBLIC UTILITY EASEMENT�°� /
C.P. -COMPUTED POINT DAVID E. BALLENGER
ECM EXISTING CONCRETE MONUMENT BK. 602-107
E.P.K. - EXISTING P.K. NAIL TAX PIN: 06-030-002A �%
NOW OR FORMERLY 4F / /
- HANDICAPPED PARKING / �txA' / h
® TRANSMISSION TOWER
UTILITY POLE
MICHAEL DAVIS
- - - -GAS- - - —GA& - UNDERGROUND GASLINE TAX PIN: 06-030-002B
NOW OR FORMERLY
P -OH -OVERHEAD UTILITY LINE _
- - -SS SANITARY SEWER LINE _
Q SANITARY SEWER MANHOLE
FIRE HYDRANT p3 S1
0 `L
WATER VALVE o -
- WATER WELL
■ YARD INLET/ AREA DRAIN SSMH
RAILROAD TRACK \ 314" EIP \RIM 544.7
® MONITORING WELL v
❑E ELECTRIC BOX/TRANSFORMER �\
3 CURB INLET \ \
0
3 ----SD— - STORM DRAIN
- - -w -
WATERLINE S68
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3----x----x- -FENCE LINE /
-ZONING LINE /
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3 /
— — — —T -UG — — — T -UG - UNDERGROUND TELEPHONE /
SPECIAL FLOOD HAZARD AREA (ZONE AE). /
D 1 % ANNUAL CHANCE FLOOD ZONE. /
/
REGULATORY FLOODWAY /
X
0
+GJv/ ( /
/ 1.25" Elp
�31OAK
/ I /
CHAMBWOOD ROAD - PUBLIC R/W
I
APPROX. LOCATION OF
8" PVC WATERMAIN
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BENTON EDWARDS „E
BENTON EDWARDS BK. 920-782 N24°52'55
TAX PIN: 06-0027-043
B T ACT 17 NOW OR FORMERLY g90�
TRACT 1 -
LANDON MUNDY PLAT CAB. D, FILE 583 , pAD
TAX PIN: 06-0027-044 / / PAVED R
BK. AC 413 NOW OR FORMERLY / 12"CEDAR / i UN'
TRACT2 I -_ -�
PLAT CAB. D, FILE 583 10_ `' CEDAR
TAX PIN: 06-0027-045
1"EIR
NOW OR FORMERLY
N:455880.18
E:1497588.94
NAD 83/2011
JUDITH B. ZIMMER
TAX PIN: 06-0027-049A
BK. 1747-130
PART OF TRACT 6
WIRE FENCE
10" CEDAR
12" CEDAR
10" GUM `_
PLAT CAB. K, FILE 722ia
NOW OR FORMERLY (TYP.) 11" ELM 10"GUM
12" CEDAR
10" CEDAR 014" CEDAR
10" CEDAR
�O� cad 16" CEDAR
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\ 1, 845,045 sq. ft.
42.356 acres
19 CEDAR
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11"PINE
MARKJ. ROSENBLUM
11"CEDARAR
11 CEDAR /
THIS IS TO CERTIFY THAT ON THE 14TH DAY OF MARCH, 2018, AN
& KATE K. ROSENBLUM
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10"ELM
k\ BK. 550, PG. 851
\ TAX PIN: 06-027-005A
12" PERSIMMON �
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FOR LAND SURVEYING IN NORTH CAROLINA BOARD RULE .1600 ( 21
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12"CEDAR
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GROVE OF (19)
PINE TREES
MIN. SIZE 10" DBH
10" TREE
112" EIR
GROVE OF (56) TREES
MIN. SIZE 10" DBH
SPECIES VARIES
\3 �
112" NIR 51 269.12
MARK J. ROSENBLUM
& KATE K. ROSENBLUM
BK. 550, PG. 851
TAX PIN: 06-027-005A
NOW OR FORMERLY
IF --
ZONING INFORMATIONI I
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
DEPARTMENT.
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112" EIR
112" EIR
N:456688.13
E:1497963.67
NAD 83/2011
JOHN H. HUCKERT, JR.
BK. 6354, PG. 141 �o a
TAX PIN: 06-027-006
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112" EIR i
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JUNE MOORE
DOROTHY MOREE
BK. 6403, PG. 115
PLAT D-520
TAX PIN: 06-027-010
NOW OR FORMERLY
112" EIR
12" CEDAR FEMA X -SECTION #464
12" CEDAR BFE = 552.2
\ f-10"CEDAR
42" OAK
11"CEDAR 101,PINE\ N47-32,0
18" CEDAR 15"CEDAR
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LOVELL FAMILY
LIMITED PARTNERSHIP
BK. 1488, PG. 821
TAX PIN: 06-027-007
NOW OR FORMERLY
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UNION COUNTY
EAST FORK OF
TWELVE MILE CREEK
GRAPHIC SCALE
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( IN FEET )
1 inch = 40 ft.
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BK. 1488, PG. 821
TAX PIN: 06-027-007
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( IN FEET )
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AND IMPROVEMENTS, IF ANY, ARE SHOWN HEREON, EXCEPT AS
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N118
Sheet

WESLEY OAKS HOA
50'R/W
BK. 4384-523
STREET TREE 5' qDEE 5' S E STREET TREE TAX PIN: 06-048-323
1.50' WA5' 2.5' 11' LANE 11' LANE 2.5' 5' ALK (50' C -C) NOW OR FORMERLY
(50'C C) ZONE:R-40 ROY& MELISSA HALL
USE: COMMON AREA BK. 4461-613
PROJECT ENGINEER:
30" STD. C & G
3•�
2013A VAN BUREN AVENUE
CITY, STATE, ZIP
iz" 2.0% 2.0%
PHONE:
704-882-4222
FAX:
866-775-0329
J" WATER ME ER
JOHN H. ROSS
4" SEWER6"
ABC
LATERAL
STORM DRAIN PIPE
STREET ADDRESS:
2' MIN. COVER
CITY, STATE, ZIP
WATERMAIN 8" SANITARY SEWER
PHONE:
6' OFF BOC
EMAIL:
XMIN. COVER LOCAL RESIDENTIAL
DEVELOPER:
TYPICAL STREET SECTION
STREET ADDRESS:
27'BC f ROW
CITY, STATE, ZIP
Bo roSCALE/50'
SCAL
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.
• THIS DEVELOPMENT IS A "LOW IMPACT" SITE WITH
APPROXIMATELY 15% OF NEW CONSTRUCTION
(INCLUDING HOUSES & DRIVEWAYS) TO BE IMPERVIOUS.
1
DAVID E. BALLENGER
BK. 602-107
TAX PIN: 06-030-002A
\ / NOW OR FORMERLY
\ ZONE: R-40
\ USE: VACANT
\
\\
3
J
.41,11111W L��
r�
/
/
/
MICHAEL DAVIS
TAX PIN: 06-030-002B
NOW OR FORMERLY
ZONE: R-40
USE: VACANT I
TAX PIN. 06-027-042 /
NOW OR FORMERLY / MARLENE LYONS
ZONE: R-40 TRUSTEE
USE: RESIDENTIAL BK. CS13-496
1 1 TAX PIN: 06-027-042A
_ NOW OR FORMERLY
1:1 ` ZONE:R-40
Cy USE: RESIDENTIAL RICHARD KAPITAN
�BK. 6012-624
�10OD TAX PIN: 06 027-004B
ABC SECTION 60.110-D STREET STANDARDS Q
�i 0 RICHARD KAPITAN NOW OR FORMERLY
2. ALL NEW STREETS MUST HAVE 10 INCHES OF ABC OR 5 INCHES OF B25.00 Ap _ BK. 6012-624 ZONE:R-40
1 SURFACE COURSE, TYPE SF9.5B (ASPHALT CONCRETE BASE COURSE) AND 2 LIFTS OF S9.5B (ASPHALT CONCRETE SURFACE COURSE) W_ - B��C _ j TAX PIN: 06-027-004B USE: RESIDENTIAL
WITH A MINIMUM DEPTH OF 1.5 INCHES FOR EACH LIFT. THE FIRST 1.5 -INCH LIFT OF S9.5B MUST BE W- _ �/�/ NOW OR FORMERLY
1 SURFACE COURSE, TYPE SF9.5B PLACED IMMEDIATELY UPON THE PROPERLY PREPARED BASE COURSE. BENTON EDWARDS ` w_ _ ` ZONE:R-40
THE FINAL 1.5 -INCH LIFT OF S9.5B SURFACE COURSE MUST BE PLACED ON THE INTERMEDIATE SURFACE BK. 734-397 w_ _ USE: RESIDENTIAL
10" COMPACTED AGGREGATE BASE COURSE COURSE ONCE THE DEVELOPMENT OR APPROVED PHASE OF THE DEVELOPMENT HAS RECEIVED 75% OF TRACT 1 ` _w_
THE OCCUPANCY PERMITS FOR THE DEVELOPMENT OR APPROVED PHASE OF DEVELOPMENT. ALL KNOWN-
PLAT CAB. D, FILE 583 BENTON EDWARDS � �W_
BASE COURSE AND INTERMEDIATE COURSE FAILURES MUST BE REPAIRED BEFORE APPLICATION OF THE TAX PIN: 06-027-044 BK. 920-782
FINAL 1.5 -INCH LIFT OF ASPHALT SURFACE COURSE. / LANDON MUNDY NOW OR FORMERLY TAX PIN: 06-027-043 - _
_
BK. 6900-413 ZONE:R-40 NOW OR FORMERLY w- - ® -------
TRACT2 USE RESIDENTIAL -w- - _
W_
PLAT CAB. D, FILE 583 rr- - -
TAX PIN: 06-027-045 0 Lu o
NOW OR FORMERLY �� 214.84' 140.56' 120.00' 123.50 150.00'
ZONE: R-40 y`o. 41 °
USE RESIDENTIAL-_ l
\
LOT: 5 F 2I IS IE CO
OPEN SPACE : 120
LOT: 1 9,596 sq .t
\ 59,984 sq ftI I I I 43,441 sq ft 0.22 ac
h� 1.38 ac 1.00 ac t
ti� I I I I N I
JUDITH B. ZIMMER / LOT: 4 LOT: 2 m
TAX PIN: 06-027-049A i� N LOT: 3 co
BK. 1747-130
LOT: 6 43,306 sq ft 40,422 sq ft � 41,374 sq ft N
56,352 sq ft w\ M 0.99 ac M 0.93 ac M 0.95 ac co
PART OF TRACT 6 1.29 ac o
PLAT CAB. K, FILE 722 \
NOW OR FORMERLY
ZONE: R-40
USE RESIDENTIAL
I - 20'PSDE 9
�o \ LOT:7 \ 4 L 19.6 96.73' I 120.00' 53.90' -7 /
CHARLES B. BAUCOM c9 \ 40,948 0.94 asq
cc ft \ %10
\ \ 'L� • -.
TAX PIN: 06-027-048
-
TRACT 5 \ 1.62'-1 8$ S24°48'32"W 270.63' L I o^o
PLAT CAB. K, FILE 722 p wA� 09 - p �r
I NOW OR FORMERLY ���o \�/ \ `�9 \ \ p L=24.605.65' 120.00' 54.99' L =6 7 9
I ZONE:R-40 \ LOT: 8 s 22
USE RESIDENTIAL \ 40,961 sq ft \\ \ \ � 0.94 ac LOT: 28 _� I
43,358 sq ft P20' -
u� 1.00 ac
N LOT: 9
\ \ \\ 9
BBURKE 40,974 sq ft LOT: 24
BKK..I I (
7 p
7100-160 ti�p�' 0.94 ac \ O� <41,998 sq ft LOT: 27 - /
TAX PIN: 06-030-014A Q o \ ^�0 : 0.96 ac LOT: 25 LOT: 26 40,130 sq ft M
TRACT 2 STREET LIGHT 41,930 s ft 0.92 ac
p / A 41,071 sq ft r: q d N
PLAT CAB. N, FILE 524 N \o (TYP.) 60 `•' 0.94 ac M 0.96 ac M �.
NOW OR FORMERLY \\ LOT: 10 \ / X60
ZONE:R-40 0� \\ 40,987
q f t \ \ \ \`-3
0.94 a
USE: VACANT 2• \ \� 06 6 � � I I
1�� LOT : 23 \\ \ 15'SB
1
LOT: 11 �1� 40,248 sq ft
4 1, 000sq ft \\ ,�_j
p�6. ' 0.92 ac \ g7 5g'
JACK CASE 59' L=93.45 \\ 0.94 ac �\ 9 , 3 \
\
BK. 7071403 00 0 \ �y0 / / \ \\ 5.32' 52.90' 120.78' o
TAX PIN: 06-030-0148 r'� \ 65.50' 56.34'
TRACT 3 _ �� \ / opo
PLAT CAB. N, FILE 524 90 \ RS9SLOT:
I� L-1319.27 NOW OR FORMERLY 11 '' ' LOT : 12 155,451 sq ft
\\ 'G r. 5 , / \
\ \ / oo° � / tm
ZONE:R-40 h \ 50,858 sq ft \ �/ Ao- s� 3.57 ac LOT . C
22 \
USE: VACANT a 1.17 ac p0 0 - o� I
o Q; \ _ / 48,262 sq ft
r -10
6' _ r' \> � 1.11 ac '
53
LOT: 13 \ L-28.90 1.94'
131' 40,708 sq It L=53.52 �� 16.65' ,
0.93 ac L=20.01
\ ESMT. \/ 92 L=39.27 \�� / \ i 24.74
1p. / 0 91'
9
LOT: 14 �o' • 01L=62.75
mi
40,569 sq ft 9 1y2LOT: 21
0.93 ac i \ 5g "� 40,291 sq ft N o
20' PSDE 0.92 ac 0
/ O ^ M
/ p M
OPEN SPACE rn' L=15.08
71,807 sq ft
/
0 1.65 ac N 15244.92',
o-
/ 40,040 sq ft_
0.92 ac g� \ STREET LIGHT v o
MARK J. ROSENBLUM
& KATE K. ROSENBLUM
BK. 550, PG. 851
TAX PIN: 06-027-005A
NOW OR FORMERLY
ZONE: R-40
USE RESIDENTIAL
V LOT: 20
/
/ I P. S. D. E. ' 20� \ _ 43,137 sq ft \
0.99 ac
by
a\
\ OPEN SPACE \ G� o- L p I
/ 391,321 sq ft / G� LOT: 16 /
8.98 ac
/ 40,240 sq ft \ m
\ \ / / 0.92 ac \ LOT : 19 \ 5 13
52.91'
� \ 45, 8 ac ft \ \\ HV -3 TN ON PENINSULA
� N�
`s<p / LOT: 17 I M rn \
\ EX. 20' r \ .� / 40,071 sq ft
\ S.S. ESMT.I I 0.92 ac I c�, LOT : 18
40,073 sq ft
ZONE.AE i yl2o'� 44.411 0.92 ac
210.32'
254.73' - '65(0,
S.S.
I ESMT. / , , , ��s` , a6 �r I
EX S
18' Z� 5j I
SS'-
EX.1 ' S. S. ��-
. mss- - _ _ �� _ SS
�� FLOODWAY
_EAST FORK OF _ I
TWELVE MILE CREEK - -�
FEMA FLOOD AREA
FIRM PANEL 4495J I I
LOVELL FAMILY
LIMITED PARTNERSHIP I
BK. 1488, PG. 821
I l(j TAX PIN: 06-027-007
111 NOW OR FORMERLY I
ZONE.AE Ll UNINCORPORATED N I
m UNION COUNTY
ZONE: R-40 W I
- USE: VACANT
-w-
v _ y
o• /
/
/
/
/
STREET TREE
(TYP.)
STREET LIGHT
(TYP.)
JOHN H. HUCKERT, JR.
/ BK. 6354, PG. 141
N SPACE: 107 TAX PIN: 06-027-006
OPEN
S ft NOW OR FORMERLY
0.20 ac ZONE: R-40
I USE RESIDENTIAL
/
JUNE MOORE
/ DOROTHY MOREE
/ BK. 6403, PG. 115
PLAT D-520
TAX PIN: 06-027-010
NOW OR FORMERLY
ZONE: R-40
\ USE RESIDENTIAL
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
C1
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
II
/
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890.62
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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.
EROSION CONTROL NOTES
1. BOTH BASINS SHALL BE INSPECTED DAILY (MONDAY THROUGH FRIDAY) FOR EXCESSIVE SILT. CONTRACTOR
4. UPON COMPLETION OF SKIMMER BASIN INSTALLATION MEASURES, IMMEDIATELY SEED OF REACHING FINAL GRADE.
WESLEY OAKS HOA
Stabilization Time Frame
Stabilization Time Frame Exceptions
Perimeter dikes, swales, ditches
SHALL REMOVE EXCESSIVE SILT FROM THE TRAPS IMMEDIATELY BEFORE CONSTRUCTION COMMENCES ON EACH
BK. 4384-523
and slopes
-
BASIN DRAINAGE AREA
WORKING DAY.AS NECESSARY. MAINTENANCE SHALL CONTINUE THROUGH COMPLETION OF THE PROJECT.
7 days
None
PROPOSED HIGH HAZARD SILT FENCE
O W
If slopes are 10' or less in length
TAX PIN: 06-048-323
7 days
and are not steeper than 2:1, 14
TEMPORARY SLOPE DRAIN
2. THE CONTRACTOR ENGAGED IN OR CONDUCTING THE LAND -DISTURBING ACTIVITY SHALL BE RESPONSIBLE FOR
NOW OR FORMERLY
I
14 days
/
INSTALLING AND MAINTAINING ALL TEMPORARYAND PERMANENT EROSION AND SEDIMENT CONTROL MEASURES
ZONE:R-40
ROY & MELISSA HALL
All other areas with slopes flatter
14 days
AND FACILITIES DURING THE DEVELOPMENT OF THIS SITE AS REQUIRED BY THE APPROVED PLAN. OPERATIONS
USE: COMMON AREA
BK. 4461-613
HQW Zones)
* "Extensions of time may be approved by the permitting authority based on weather or other
AND MAINTENANCE CONDITIONS ARE INCLUDED IN THE PLAN OUTLINING HOW THE CONTRACTOR SHALL PROVIDE
I
TAX PIN: 06-027-042
J
W
Y
O
=
U)
FOR OPERATIONS AND MAINTENANCE DURING CONSTRUCTION.
m
O
NOW OR FORMERLY/
MARLENE LYONS
Z
2
3. WITHIN SEVEN CALENDAR DAYS FOLLOWING SOIL DISTURBANCE OR RE -DISTURBANCE, ALL PERIMETER SEDIMENT
'
ZONE:R-40
TRUSTEE
CONTROLS SHALL BE INSTALLED AND TEMPORARY STABILIZATION MEASURES SHALL BE COMPLETED ON TOPSOILUSE:
`
RESIDENTIAL
BK. CS13-496
STOCKPILES.
TAX PIN: 06-027-042A
n
/
NOW OR FORMERLY
/
4. AREAS AT FINAL GRADE SHALL RECEIVE PERMANENT STABILIZATION MEASURES WITHIN SEVEN CALENDAR DAYS
`
ft� .
ZONE: R-40
/ USE: RESIDENTIAL
AND STABILIZE ALL BOTH SEDIMENT BASINS (INCLUDING INTERIOR WALLS, WEIR C
CREST, AND EXTERIOR WALLS) 5. THE RESPONSIBILITY FOR MAINTAINING ALL PERMANENT EROSION AND SEDIMENT CONTROL MEASURES AND ` , ` lA4C3 RICHARD KAPITAN
FACILITIES AFTER SITE LAND DISTURBING ACTIVITY IS COMPLETED SHALL LIE WITH THE LANDOWNER OR PERSON _'� OO, Ro BK. 6012-624 NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
, I/"-
5. UPON COMPLETION OF PHASE 1 EROSION CONTROL MEASURES, CONTRACTOR IS TO IN POSSESSION OR CONTROL, EXCEPT FACILITIES AND MEASURES INSTALLED WITHIN ROAD OR STREET /qD TAX PIN: 06 027 0048
- I I� ,)I (
/:-:
CONTACT NCDEQ FOR AN INSPECTION. RIGHT-OF-WAYS OR EASEMENTS. \ w_ `w` `` ­- p/ ,84/ SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
U NOW OR FORMERLY
6. AFTER NCDEQ INSPECTION AND APPROVAL, START CLEARING AND GRADING OF THE 6. ADDITIONAL CONTROL DEVICES MAYBE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION � _W� ` _ ` R/W ZONE:R-40 RICHARD KAPITAN -SITE AS NEEDED FOR ROUGH GRADING OPERATIONS MAINTAIN EROSION CONTROL AND /OR OFF-SITE SEDIMENTATION. BENTON EDWARDS � -I`USE: USE: RESIDENTIAL
BK. ACT 17 BENTON EDWARDS - ` --
BK. 601 -027 -
DEVICES AS NECESSARY TO PREVENT OFF SITE SEDIMENTATION. - w` ` J
7. RUNOFF FROM BUILDING PADS AND OTHER RELATIVELY LEVEL AREAS MUST BE DIVERTED BY USE OFA TRACT 1 _ _ ' -_ I , TAX PIN: 06-027-0048
BK. 920-782 ` _ _
7. ROUGH GRADE ENTIRE SITE WITH APPROVED STRUCTURAL FILL MATERIAL. TEMPORARY DIVERSION DITCH AT THE TOP OF A FILL SLOPE TOWARDS EITHER A SLOPE DRAIN OR RIP -RAP LINED PLAT CAB. D, FILE 583 `W- NOW OR FORMERLY
CHANNEL DOWN THE FILL SLOPE. THE SLOPE DRAIN OR RIP -RAP LINED CHANNEL SHALL REMAIN IN PLACE UNTIL TAX PIN: 06-027-044 TAX PIN: 06-027-043 � -W-` _ ,'/ 7
NOW OR FORMERLY - x_ _ , / , ZONE:R-40
8. AS PORTIONS OF THE SITE ARE BROUGHT UP TO GRADE, THE CONTRACTOR SHALL THE FILL SLOPE HAS BEEN ADEQUATELY STABILIZED WITH ESTABLISHED VEGETATION. ) NOW OR FORMERLY ` �W� _ T - - ----� , r USE: RESIDENTIAL
ADJUST EROSION CONTROL MEASURE AS NECESSARY. LANDON MUNDY ZONE:R-40 � ` - H - - - - c _ '
8. SILT FENCE SHALL BE A MINIMUM OF 10 FT OFF THE PROPOSED TOE OF SLOPE TO PROVIDE SPACE FOR USE RESIDENTIAL - - ® _ - " . . ` l Jl l� ` - -
9. AS SITE IS BROUGHT TO FINAL GRADING, INSURE SOIL STABILIZATION MEASURES AND MAINTENANCE AND SEDIMENT -STORAGE TO THE MAXIMUM EXTENT POSSIBLE. BK. 6900-413 I �Y I - TEMPORARY GRAVEL
SEEDING SCHEDULE ARE FOLLOWED AS PER THE PLANS. I TRACT 2 , I I -_ W _ CONSTRUCTION ENTRANCE _ : _
9. GRADED SLOPES AND FILLS SHALL BE PROTECTED WITH A ROLLED EROSION CONTROL PRODUCT IF COMPLETED PLAT CAB. D, FILE 583 - - , - 1 - ' - ' _ - - - /b1i '596- - - - - - I `� _ _ NCDENR STD.: 6.06 - - I
10. CONTRACTOR TO COORDINATE INSPECTION AND APPROVAL BYA REPRESENTATIVE OF OUTSIDE OPTIMUM GERMINATION SEASONS, WHEN UNFAVORABLE WEATHER CONDITIONS PREVENT TAX PIN: 06-027-045 "
THE LAND QUALITY SECTION PRIOR TO CONVERSION OF THE SKIMMER BASIN TO A ESTABLISHMENT OF VEGETATION GROUND COVER. NOW OR FORMERLY " ' - ' -- ' - -
POST CONSTRUCTION STORMWATER MANAGEMENT BASIN AND BEFORE REMOVAL OF 1 _= - -- - -- _ - y - �-- ' , 11" OAK - _ ' II , _ s /
ANY EROSION CONTROL DEVICES.. 10. THE PERSON RESPONSIBLE FOR LAND DISTURBING ACTIVITY IS TO MAKE SURE THE APPROVED EROSION ZONE:R 40 / _� �_ � 0, � r
GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exceptions
Perimeter dikes, swales, ditches
7 days
None
and slopes
-
BASIN DRAINAGE AREA
High Quality Water (HQW) Zones
7 days
None
PROPOSED HIGH HAZARD SILT FENCE
O W
If slopes are 10' or less in length
Slopes steeper than 3:1
7 days
and are not steeper than 2:1, 14
TEMPORARY SLOPE DRAIN
O
days are allowed.
Slopes 3:1 or flatter
14 days
7 -days for slopes greater than 50
�
_+
O
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-specific conditions that make compliance impracticable." (Section 11.8 (2)(b)).
-,--\ \---a \
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-
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- " SSMH
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=_
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- I -,Im-� �-,
4J\ _I\:- m,, -,�i- f2,11I��I_-:(s,-
GRASS SWALE DETAIL
(1"=40' SCALE)
'7'III, �,(. I I , t,. I
.. ,II,'
r
CONTROL PLAN IS FOLLOWED. INSPECTION REPORTS ARE REQUIRED. USE RESIDENTIAL 0 - ` _ I DAR - c - , ' ` IO " r
/ d3_, �� - ' CONCRETE WASHOUT AREA ' -1 /
11. SILT FENCE STONE OUTLETS ARE NOT INTENDED TO FUNCTION AS A MEASURE IN LIEU OFA SEDIMENT TRAP OR U _ /- - /� , / , -- ( \" ' - - , \ , O
BASIN, AND OFFER NO FILTRATION VALUE FOR RETENTION OF SEDIMENT. PRIMARY PURPOSE IS TO PREVENT SILT ` Q, 0 i AR \ - - I Ir
FENCE LAY DOWN FOR SMALL RETENTION AREAS. STONE OUTLETS SHOULD BE PLACED 1.0 FT. ABOVE THE / /� / , ' , j, ,-,�_I I"" _,,I , ,_I I /_,�-II 0 I � ,1 ,I , ,
' , ' - r , - I � �� �\ 1 % ; ' l /
LOWEST ELEVATION OFA FENCED AREA AS TO PREVENT PONDING BEHIND SILT FENCES THAT EXCEED 1.0 FT. - �j _ -,- , , / ,'_gI(I,,, I ," I:9:-�,,-I I 1 , I. ,-� -:I II - II ', II_�"-A- _, I 1,P� ,- - -�I11- 1,I I,,JI1i i 1I, ,A , '-_- t -II' _ / I II,I, ��-�-n - / III II-,I,C1.' _ - __ � rn
JUDITH B. ZIMMER 61
0 -_ �/' -. , ' ' I \ LIMITS OF DISTURBANCE f \ /r
TAX PIN: 06-027-049A \ / , / - , / ' �. \ ; ' ; co
, 4, I , , II, , " ,I �II ",:, -'I ,I::,I I ,I II ',, "I, : ,!: ,I I, , ,� ,, I, ,,, II, , " ,,I I , ,,,, ,\, I -, \I - 1 ',"I ,,II \I, -
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BK. 1747-130 / / i / , R _ �, ' � \
PART OF TRACT 6 ' . ' ' - _ - , , 1
PLAT CAB. K, FILE 722 - - - ' /% / / - " i /- .I i I / I ' ' -,lI r �, , . Iou -
NQWQR FORMERLY TOTAL DISTURBED AREA = 9.98 AC l' u , + ; ' I
ZONE: R-40 - , 1 _ _ '�' , , **' ) ' /' - - w°6
USE RESIDENTIAL Y / % f \ _ / / :1I" 1 % N°" /
i / a / 1 „ CE�' - ` - � , I SAO / / a
/ // , / , ' / ` ' h'�10' CED7tI - - - - _ _1 A ' , , - ,I
I'\
6" cEbA ' , CEDAR - PROPOSED 20' WIDE RIP -RAP SPILLWAY - / ` ° ,0r6
/ ' / / 13"CEDAJ I \I _ - - _ 'SPILLWAY EL - 578.00 /, d JOHN H. HUCKERT, JR.
, '/ / .� " , 6" CEDAR 'I \ - _ % �-, �- %- " /,., E" Ir -r �'. , _ BK. 6354, PG. 141
jo_ EDAR _ _ ; ; - PROPOSED BAFFLE (TYP) �\ TAX PIN: 06-027-006"Z
// " I / �` , - ,. ^� 1 _ NOW OR FORMERLY
CHARLES B. BAUCOM , ' _ JJ ' , , PROPOSED 24" TEMPORARY SLOPE DRAIN - - , , - - _ _ - _ ,
TAX PIN: 06-027-048 j / / . , /,r 11;EL -, - ' -- - ' - - - , - //<QiTR E �� \^`` P', ZONEDEN
TRACT 5 - �I I LIMITS OF DISTURBANCE A _ 1 1; '/ / , USE RESIDENTIAL
/ `
PLAT CAB. K, FILE 722 /, o" / l 1 ' '��?�j1� - / CE ` 580\` l //
NOW OR FORMERLY , / - co /' '_� � 4 _
ZONE: R 40 -I J 1,845, 045 s�j. ft. ' " /' ' J so 1010EDAR_ 1 X , I
USE RESIDENTIAL / +Q ,'42,35 aCC@S' ' ' ♦ - "
' / f \\, , / # / , - 16",CEDAR - O 1 k iZ
L , , J o' m, ,' ,,y/ ,/ - - - iN) i 2
/ � iQ , / , - ,� , x'14, CE �, ' / l
,�i
,/ /I , J 19" CEDAR � I , / ,
BLAIR BURKE / // 0\- PROPOSED SILT FENCE (TYP) . AR ; , ` _
,, , � �:II,,,, I� ,I -I ,:-,,I,I I -,, ,II , I,- ,, ,II , -, ,�I-I CI I I /O - ,/ ,,, ,,
BK. 7100-160 ` ' -( `- - \ i, , , ,'i1',CEDAR
TAX PIN: 06-030-014A - ` . / � `- / - - - - - "% * -,/
" ' ' ' "-c61� , ,461"PINE/' I ; - / I I- .XI -.:-,I,I �-'1-I_ ',- � /
/TRACT 2 Q -I-! - ", , , '% I tt / ,
PLAT CAB. N, FILE 524 !' , \ \N- - - - - - _ '- , � 111WILD / , ` / JUNE MOORE
/ - j 0, Q��_ERSMAM6N 10" LM 233' I
NOW OR FORMERLY r , � y DOROTHY MOREE
/ BK. 6403, PG. 115
ZONE: R-40 \ ---_ - -I a� - , ; �, , � ; �" - ; ,, , io",cPAD ' _ - - - - - _ \, 1/ ' ( _596- � . -
USE: VACANT \ � ` / j /' ; , `16ME1 M I / PLAT D-520
�. � - - - _ --590 _l _ - - jl' , _ / /I f 5g� TAX PIN: 06-027-010
�, O - _ •� _ _ \; -, _ _ =, i \\' / 10"CEDAR' IV PROPOSED 36" DIAMETER CMP RISER NOW OR FORMERLY
` ° !. o I / / WITH TRASH RACK ON BALLAST PAD, ( ; . ZONE:R-40
/ I , \ ` = ; ; _ _ _ _ _ _ \ t j / ; I y i WITH PROPOSED FAiRCLOTH SKIMMER\; USE RESIDENTIAL
t I , ' - � I' - - - - - - - -- _ _ _ _ - \ N - F- - ' _- , 17"CED ' - ,' /' r /( / _ _ PROPOSED 24" CMP BARRELL @2.8% SKIMMER BASIN 13,1
- - _ / I
JACK CASE / , � , 1 ' `r /�N 'I , , ` \ - \ / , ' - �j � I � , , ,' , " / , 51�, /� , ; , ; i�� - DRAINAGE AREA EVATI0) == 679. 0 /- ; ,
BK. 7071-403 / Al ; ` ,�� ` i \ _ / ) , 1 , o % TOP OF BERM ELEVATION 679.00
1J EDAR
TAX PIN: I1
06-030-0148 ' ,C \ �' LIMITS OF DISTURBANCES 1s" CED 4oit�DAR�� ( PROPOSED RIP -RAP SPILLWAY ELEVATION = 678.00
TRACT 3 \ ` ; - - / , t4"CEDAR; , {\ , , ,i,'' / , o , /, _ ' RISER WEIR ELEVATION = 677.00 _ \
PLAT CAB. N, FILE 524 �' s' / ` jam/ , f / - / \ ` ' , I `' CLEANOUT ELVATION = 576.50 1 ,
NOW OR FORMERLY \ , o \` ' �` , 12" WILd C%�ERRY
\ "I, 15 13" CEDAR 1 ILD CHERRY r��_y //- BOTTOM OF BASIN ELEVATION = 575.00 1�
ZONE:R-40 ' PROPOSED SILT FENCE ` d ✓, , j _ _ 3 ,17"CEDAR {`l �' k �� REQUIRED VOLUME (cf) = 28,044 /
USE: VACANT \' 1,� . I, OUTLET - � ," , " 12" CEQAR_ n,� ; y t ` ` ' i �_ PROVIDED VOLUME (cf) = 29,583 ) ; ; , , \ J
V
% , = 4 ' _Z ; - I 13"CEDAR � ' - - - - ' � � , \ ,\ ` , \ ' ` I SPILLWAY LENGTH (ft) = 20.00 /; LOVELL FAMILY
1 , , _ � - - ` _ J _ / , , O -� RISER - 36" CMP LIMITED PARTNERSHIP
`,' ,% I , , ',i ♦ - _ _ _ I , "%, , /- \ 24:0
II II�, - � -II- - -_ \ ,I - I:- -I- � -
' -
\ , \\- \ C - ' _ / r o , , \ , \ 0 , ` \- i_ _ _ BARREL = 35 LF 24" CMP @ 2.86% BK. 1488, PG. 821
„ , _ _ ``� f; �" ' = o"CEDAR _ 1`3"ct� IO 1 o SKIMMER SIZE = 4" TAX PIN: 06-027-007
r Q ' , ` \ - - - - , ,/ 12"PI _ \ , \ , , C a ,0 - - - - _ - -, ORIFICE SIZE = 3.4" NOW OR FORMERLY
1`' \ , ; \\ �" - _ _ _ g m o \ \ , " UNINCORPORATED
,\ _ 0 _ _ _ - - - 1 EDAR am I
DAVID E. BALLENGER ti \ , ,,\ ' , - TI' _1 - - _ . - , _ _ 10 c R %-/ t o _ _ It , , ' UNION COUNTY
BK. 602-107 ( I`` \` \_ ` t -, O1, L 13"PINEE 14"PINE \ _ - O SB�� _/' / ',,,1 I ' '
TAX PIN: 06-030-002A ` 4 ` \` , `\ _ _ _ I - /'-_ \
NOW OR FORMERLY I \ S ` 1� , ` ,\', ,\, I 0 12' CEDAR I� 13° PINEO , \ ` -,
- _ - - _
ZONE: R 40 V - / 1 , \, _ - - J UNDISTURBED Q o - 10" PINE .� \ - - - _ - 0 _ _ _ - _=' _ . -
USE: VACANT l i �, V \ _ - - �' _ - NATURAL ,-I _ - - / 12" PINE \ -- - - -
MICHAEL DAVIS
TAX PIN: 06-030-002B
NOW OR FORMERLY
ZONE: R-40
USE: VACANT
LEGEND
-ELEV- EXISTING CONTOUR
ELEV PROPOSED CONTOUR
_-��--__:-
bNO
`
1 i ,, I 1-. , "I ,I _ Z -,II 1, -,I :- I I ,II �I, I. ,I:, 1 , .
\ =_ AREAE �I ,Q ` - =
/ I Are '12FDAR R 4„ E `'�,`
1 ` �6r
-�Z�CFDAR 11 _ o _ _' _ - 670-
� / `r6 ,\ ` \ - , 1 " , , 13" PI \ MARK J. ROSENBL UM , - - - ; : - - - ' "
\ / _ PROPOSED BAFFLE (TYP) _ _ _ - �" - " - • 1/ EDAR1T� LIMITS OF DISTURBANCE \ tK' I , &KATE K. ROSENBLUM - " _ _ _ _ _ _ _ _ - _
/ F I I� - 6, BK. 550, PG. 851
PROPOSED DOUBLE ROW SILT FENCE 1 _ - __ - _ - - - \ ' \ 15"CEbAR \ - _ - b TAX PIN: 06-027-005A _ _ _ _ _ _ _
\ - / I,
• • s - \- - - / 14" CEDAR / l , " / II NOW OR FORMERLY i _ _ _ - - _ -- -- _- "_
, , ZONE:R-40 0
PROPOSED 30' WIDE RIP -RAP SPILLWAY I ss cao �! ��``r119" WILD CHERRY _ 56
/ SPILL AY EL = 550.00 I f kx \ ' r ,\� o o ,I' I USE RESIDENTIAL - j -_ -_ - _ - - ----- - -
1 / 0 N-6 ��`\' 11�- 36" OAK ' I \ S -'- 4- - , _ / /c/ r _ _ - � _ _ - _ _ _ `
/JJ//\` 6O y I "CEDAR _ _ - / 10" PINE /�,\/ ' 10" €DAR - - - i \
/ 1 \t Q *- -_ O���°!�.-, . _.I ,.,_.I.- "--,, r_ -.IC�I,I`-,-,E-_,I D- /I I-- _ 1
, 11,-, .-7 -._ 1 1- A-I.I ,:-_, - , :--_--
_- _�
f 0" CEDAR ! 14 = -- _ /
_Q�iS,\ 0�" Y ` -572 13OAK �,%' _ _ - - - - �, :/
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17" SYC RE f f O I � ' jig 12" OAK - i r ; / I \
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Fi °O I IC 1 _ f8"CEDAR" r' �
11"CEgAR � , 1)' PEDAR 70 , - - - - - "/
PROPOSED 4 z4' (INSIDE) CONCRETE RISER 5 -
WITH TRASH RACK ON BALLAST PAD, WITH �I - _ i� I \ 10"CEDAR _ j, - ^/ // /
II
10" C 10" C AR_�� J _ I\
PROPOSED FAIRCLOTH SKIMMER 4- , , \ I,
, _ CEDAR- ` - , _ - _ _ _ _ _ , ' 0" ', AdINAPL ` ` ,
(USE PERMANENT STRUCTURE &ATTACH /� AR oma, \ _ \4"GUM
SKIMMER TEMPORARILY- SEE DETAIL ON C 3.7) -�- d\ , _ _ = _I =�- _ , = - ^EDAR_ X" '' /
,.r, �i n �k � � - - - _�_ _ - ' + dE-0 1Q "CEDAR ,
o - _ _ : 0 0 11 " CE6AR CEDAR , j • /. J
PROPOSED 24"RCP BARREL @ 0.50% h1 11"CEDAR �' - _ / - - _ _ 1 -EDAR _ - , ,
_N, \ � • \ �V� PROPOSED R 0 , _ _ `; - ,\- ,%- - _ - ` _ _ _ . �"- / % ;
PROPOSED RIP -RAP DOUBLE ROW 2 - _ c A 1 r cEBAR - _ - - _ _ - ' , - - - - - - - % E
cS` \ \ _ 11 a O _ - - - - - - - - - _ _\� - _ - _ _ _ / , / _ 1r9" OAK ,
\ SILT FENCE 1 o " 1�'CEDAR - \� # / _ ;,, o"PINE
�+ 1 I� 10 o^c�Al�-i1-�. ,/, �' C�� _' / i "OAK ' ,
1 ` - - P, EX 18"S. S. -546, - �I 0 13"CEDAR, - - - - - - - - j'-% \- - _ _ - - - / / \ - - � ' - "/ \-
�\ . _ h �v_i Ib �I _ 0 13"CEDAR - - - - - / - -j, _ � -- `--- -- - - __ , 1 -,� _ - - - - - _ \
/ - '��-a �� m it _ aa^ cvr4MORE -� S ` ` - - - _ - - - - "_ - - - _ _ - ,� I o _ _EX.18"S _ / _"
- - � 80- o_ - , =8 - - -,L-
,„ __ - 40 LM - - - -
-x-_ _ -•I -_ __ "_I _- '� i - _ _ _ EX.18", - a'O`ncL ---____ = I �l '
_ -'F .FLM
PROPOSED SILT FENCE _ X _ _ , � - �- cq __ _ - ` I ss �=
OUTLET _ _ - - . _ - - _
_ - - !i _ _ _ --1_ S _
_SKIMMER BASIN 2 : _� _ \_,, - �' ',�) J " -
DRAINAGEAREA (C=0.50) = 18.01 AC \ - - EAST FORK OF _ - _ = = �- _ -
-
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) = 28,044-
PROVIDED VOLUME (cf) = 118,449
SPILLWAY LENGTH (ft) = 30.00\
RISER = 4'x4' (INSIDE) CONCRETE RISER \
BARREL = 287.10 LF 36" RCP @ 0.70%
SKIMMER SIZE = 6" \
ORIFICE SIZE = 6"
.
TWELVE MILE CREEK - `__ _ _ - - - - _ - - = - � : -
- - - , J - - �, - _ ---
---
-1 - - -
LOVELL FAMILY '1 -
LIMITED PARTNERSHIP
BK. 1488, PG. 821
TAX PIN: 06-027-007
NOW OR FORMERLY
UNINCORPORATED GRAPHIC SCALE
UNION COUNTY
\ ZONE: R-40 0 100' 200'
_SE: VACAN�\
( IN FEET )
1 inch = loo ft.
SKIMMER BASIN EN GAIN EERING
Project CAVESSON Client BOWMAN
Project # 6198 Date 5/28/2018 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 536,659 Square Feet
Total Disturbed Area 3.19 Acres 138,956 Square Feet
C 0.50 Contour Area Volume Net Volume
Tc 5 Minutes 575 5,190 0 0
110 7.03 Inches per Hour 576 11,309 8,250 8,250
Q10 43.30 CFS 577 18,065 14,687 22,937
4* 578 25,456 21,761 44,697
Required Volume 11,484 Cubic Feet 579 31,285 9,156 53,853
Required Surface Area 18,838 Square Feet
Provided Volume 44,697 Cubic Feet OK
Provided Surface Area 25,456 Square Feet OK
Length 245 Feet Minimum Spillway Design
Width 120 Feet Q10 43.30 CFS
L/W Ratio 2.04 OK H 1 Feet
C 3
Spillway Elevation 578
Surface Area at Spillway 25,456 L 14.43 Feet
Spillway Design
Spillway Length 20 Feet Days to Drain 3 Days
Head over Spillway 1 Feet Skimmer Size 4 Inches
Weir Coefficient 3 Orifice Radius 1.71nches
Max Flow 60 CFS OK Orifice Diamter 3.4 Inches
SKIMMER BASIN EN GAINEERLING
y1 r►-
Project CAVESSON Client BOWMAN
Project # 6198 Date 5/28/2018 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 536,659 Square Feet
Total Disturbed Area 3.19 Acres 138,956 Square Feet
C 0.50 Contour Area Volume Net Volume
Tc 5 Minutes 575 5,190 0 0
110 7.03 Inches per Hour 576 11,309 8,250 8,250
Q10 43.30 CFS 577 18,065 14,687 22,937
111111111
110
578 25,456 21,761 44,697
Required Volume 11,484 Cubic Feet 579 31,285 9,156 53,853
Required Surface Area 18,838 Square Feet
Provided Volume 44,697 Cubic Feet OK
Provided Surface Area 25,456 Square Feet OK
Length 245 Feet Minimum Spillway Design
Width 120 Feet Q10 43.30 CFS
L/W Ratio 2.04 OK H 1 Feet
C 3
Spillway Elevation 578
Surface Area at Spillway 25,456 L 14.43 Feet
Spillway Design
Spillway Length 20 Feet Days to Drain 3 Days
Head over Spillway 1 Feet Skimmer Size 4Inches
Weir Coefficient 3 Orifice Radius 1.7 Inches
Max Flow 60 CFS OK Orifice Diamter 3.4 Inches
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BASIN DRAINAGE AREA
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PROPOSED SILT FENCE
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PROPOSED HIGH HAZARD SILT FENCE
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PROPOSED INLET PROTECTION
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TEMP. CHECK DAM
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TEMPORARY SLOPE DRAIN
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1 i ,, I 1-. , "I ,I _ Z -,II 1, -,I :- I I ,II �I, I. ,I:, 1 , .
\ =_ AREAE �I ,Q ` - =
/ I Are '12FDAR R 4„ E `'�,`
1 ` �6r
-�Z�CFDAR 11 _ o _ _' _ - 670-
� / `r6 ,\ ` \ - , 1 " , , 13" PI \ MARK J. ROSENBL UM , - - - ; : - - - ' "
\ / _ PROPOSED BAFFLE (TYP) _ _ _ - �" - " - • 1/ EDAR1T� LIMITS OF DISTURBANCE \ tK' I , &KATE K. ROSENBLUM - " _ _ _ _ _ _ _ _ - _
/ F I I� - 6, BK. 550, PG. 851
PROPOSED DOUBLE ROW SILT FENCE 1 _ - __ - _ - - - \ ' \ 15"CEbAR \ - _ - b TAX PIN: 06-027-005A _ _ _ _ _ _ _
\ - / I,
• • s - \- - - / 14" CEDAR / l , " / II NOW OR FORMERLY i _ _ _ - - _ -- -- _- "_
, , ZONE:R-40 0
PROPOSED 30' WIDE RIP -RAP SPILLWAY I ss cao �! ��``r119" WILD CHERRY _ 56
/ SPILL AY EL = 550.00 I f kx \ ' r ,\� o o ,I' I USE RESIDENTIAL - j -_ -_ - _ - - ----- - -
1 / 0 N-6 ��`\' 11�- 36" OAK ' I \ S -'- 4- - , _ / /c/ r _ _ - � _ _ - _ _ _ `
/JJ//\` 6O y I "CEDAR _ _ - / 10" PINE /�,\/ ' 10" €DAR - - - i \
/ 1 \t Q *- -_ O���°!�.-, . _.I ,.,_.I.- "--,, r_ -.IC�I,I`-,-,E-_,I D- /I I-- _ 1
, 11,-, .-7 -._ 1 1- A-I.I ,:-_, - , :--_--
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f 0" CEDAR ! 14 = -- _ /
_Q�iS,\ 0�" Y ` -572 13OAK �,%' _ _ - - - - �, :/
3 ,
17" SYC RE f f O I � ' jig 12" OAK - i r ; / I \
�_
cS \' \ ,#
/, i. 1 ' . AR -- I - - __ l 'T/�. i , ,
\ O // i ` r F2 CEDAR -`
- \ I -- '� i la" EDAR ; \ _ = j /' , _ 11 -CEDAR - /, ; , 1 • r / , -
Fi °O I IC 1 _ f8"CEDAR" r' �
11"CEgAR � , 1)' PEDAR 70 , - - - - - "/
PROPOSED 4 z4' (INSIDE) CONCRETE RISER 5 -
WITH TRASH RACK ON BALLAST PAD, WITH �I - _ i� I \ 10"CEDAR _ j, - ^/ // /
II
10" C 10" C AR_�� J _ I\
PROPOSED FAIRCLOTH SKIMMER 4- , , \ I,
, _ CEDAR- ` - , _ - _ _ _ _ _ , ' 0" ', AdINAPL ` ` ,
(USE PERMANENT STRUCTURE &ATTACH /� AR oma, \ _ \4"GUM
SKIMMER TEMPORARILY- SEE DETAIL ON C 3.7) -�- d\ , _ _ = _I =�- _ , = - ^EDAR_ X" '' /
,.r, �i n �k � � - - - _�_ _ - ' + dE-0 1Q "CEDAR ,
o - _ _ : 0 0 11 " CE6AR CEDAR , j • /. J
PROPOSED 24"RCP BARREL @ 0.50% h1 11"CEDAR �' - _ / - - _ _ 1 -EDAR _ - , ,
_N, \ � • \ �V� PROPOSED R 0 , _ _ `; - ,\- ,%- - _ - ` _ _ _ . �"- / % ;
PROPOSED RIP -RAP DOUBLE ROW 2 - _ c A 1 r cEBAR - _ - - _ _ - ' , - - - - - - - % E
cS` \ \ _ 11 a O _ - - - - - - - - - _ _\� - _ - _ _ _ / , / _ 1r9" OAK ,
\ SILT FENCE 1 o " 1�'CEDAR - \� # / _ ;,, o"PINE
�+ 1 I� 10 o^c�Al�-i1-�. ,/, �' C�� _' / i "OAK ' ,
1 ` - - P, EX 18"S. S. -546, - �I 0 13"CEDAR, - - - - - - - - j'-% \- - _ _ - - - / / \ - - � ' - "/ \-
�\ . _ h �v_i Ib �I _ 0 13"CEDAR - - - - - / - -j, _ � -- `--- -- - - __ , 1 -,� _ - - - - - _ \
/ - '��-a �� m it _ aa^ cvr4MORE -� S ` ` - - - _ - - - - "_ - - - _ _ - ,� I o _ _EX.18"S _ / _"
- - � 80- o_ - , =8 - - -,L-
,„ __ - 40 LM - - - -
-x-_ _ -•I -_ __ "_I _- '� i - _ _ _ EX.18", - a'O`ncL ---____ = I �l '
_ -'F .FLM
PROPOSED SILT FENCE _ X _ _ , � - �- cq __ _ - ` I ss �=
OUTLET _ _ - - . _ - - _
_ - - !i _ _ _ --1_ S _
_SKIMMER BASIN 2 : _� _ \_,, - �' ',�) J " -
DRAINAGEAREA (C=0.50) = 18.01 AC \ - - EAST FORK OF _ - _ = = �- _ -
-
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) = 28,044-
PROVIDED VOLUME (cf) = 118,449
SPILLWAY LENGTH (ft) = 30.00\
RISER = 4'x4' (INSIDE) CONCRETE RISER \
BARREL = 287.10 LF 36" RCP @ 0.70%
SKIMMER SIZE = 6" \
ORIFICE SIZE = 6"
.
TWELVE MILE CREEK - `__ _ _ - - - - _ - - = - � : -
- - - , J - - �, - _ ---
---
-1 - - -
LOVELL FAMILY '1 -
LIMITED PARTNERSHIP
BK. 1488, PG. 821
TAX PIN: 06-027-007
NOW OR FORMERLY
UNINCORPORATED GRAPHIC SCALE
UNION COUNTY
\ ZONE: R-40 0 100' 200'
_SE: VACAN�\
( IN FEET )
1 inch = loo ft.
SKIMMER BASIN EN GAIN EERING
Project CAVESSON Client BOWMAN
Project # 6198 Date 5/28/2018 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 536,659 Square Feet
Total Disturbed Area 3.19 Acres 138,956 Square Feet
C 0.50 Contour Area Volume Net Volume
Tc 5 Minutes 575 5,190 0 0
110 7.03 Inches per Hour 576 11,309 8,250 8,250
Q10 43.30 CFS 577 18,065 14,687 22,937
4* 578 25,456 21,761 44,697
Required Volume 11,484 Cubic Feet 579 31,285 9,156 53,853
Required Surface Area 18,838 Square Feet
Provided Volume 44,697 Cubic Feet OK
Provided Surface Area 25,456 Square Feet OK
Length 245 Feet Minimum Spillway Design
Width 120 Feet Q10 43.30 CFS
L/W Ratio 2.04 OK H 1 Feet
C 3
Spillway Elevation 578
Surface Area at Spillway 25,456 L 14.43 Feet
Spillway Design
Spillway Length 20 Feet Days to Drain 3 Days
Head over Spillway 1 Feet Skimmer Size 4 Inches
Weir Coefficient 3 Orifice Radius 1.71nches
Max Flow 60 CFS OK Orifice Diamter 3.4 Inches
SKIMMER BASIN EN GAINEERLING
y1 r►-
Project CAVESSON Client BOWMAN
Project # 6198 Date 5/28/2018 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 536,659 Square Feet
Total Disturbed Area 3.19 Acres 138,956 Square Feet
C 0.50 Contour Area Volume Net Volume
Tc 5 Minutes 575 5,190 0 0
110 7.03 Inches per Hour 576 11,309 8,250 8,250
Q10 43.30 CFS 577 18,065 14,687 22,937
111111111
110
578 25,456 21,761 44,697
Required Volume 11,484 Cubic Feet 579 31,285 9,156 53,853
Required Surface Area 18,838 Square Feet
Provided Volume 44,697 Cubic Feet OK
Provided Surface Area 25,456 Square Feet OK
Length 245 Feet Minimum Spillway Design
Width 120 Feet Q10 43.30 CFS
L/W Ratio 2.04 OK H 1 Feet
C 3
Spillway Elevation 578
Surface Area at Spillway 25,456 L 14.43 Feet
Spillway Design
Spillway Length 20 Feet Days to Drain 3 Days
Head over Spillway 1 Feet Skimmer Size 4Inches
Weir Coefficient 3 Orifice Radius 1.7 Inches
Max Flow 60 CFS OK Orifice Diamter 3.4 Inches
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---
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LOVELL FAMILY '1 -
LIMITED PARTNERSHIP
BK. 1488, PG. 821
TAX PIN: 06-027-007
NOW OR FORMERLY
UNINCORPORATED GRAPHIC SCALE
UNION COUNTY
\ ZONE: R-40 0 100' 200'
_SE: VACAN�\
( IN FEET )
1 inch = loo ft.
SKIMMER BASIN EN GAIN EERING
Project CAVESSON Client BOWMAN
Project # 6198 Date 5/28/2018 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 536,659 Square Feet
Total Disturbed Area 3.19 Acres 138,956 Square Feet
C 0.50 Contour Area Volume Net Volume
Tc 5 Minutes 575 5,190 0 0
110 7.03 Inches per Hour 576 11,309 8,250 8,250
Q10 43.30 CFS 577 18,065 14,687 22,937
4* 578 25,456 21,761 44,697
Required Volume 11,484 Cubic Feet 579 31,285 9,156 53,853
Required Surface Area 18,838 Square Feet
Provided Volume 44,697 Cubic Feet OK
Provided Surface Area 25,456 Square Feet OK
Length 245 Feet Minimum Spillway Design
Width 120 Feet Q10 43.30 CFS
L/W Ratio 2.04 OK H 1 Feet
C 3
Spillway Elevation 578
Surface Area at Spillway 25,456 L 14.43 Feet
Spillway Design
Spillway Length 20 Feet Days to Drain 3 Days
Head over Spillway 1 Feet Skimmer Size 4 Inches
Weir Coefficient 3 Orifice Radius 1.71nches
Max Flow 60 CFS OK Orifice Diamter 3.4 Inches
SKIMMER BASIN EN GAINEERLING
y1 r►-
Project CAVESSON Client BOWMAN
Project # 6198 Date 5/28/2018 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 536,659 Square Feet
Total Disturbed Area 3.19 Acres 138,956 Square Feet
C 0.50 Contour Area Volume Net Volume
Tc 5 Minutes 575 5,190 0 0
110 7.03 Inches per Hour 576 11,309 8,250 8,250
Q10 43.30 CFS 577 18,065 14,687 22,937
111111111
110
578 25,456 21,761 44,697
Required Volume 11,484 Cubic Feet 579 31,285 9,156 53,853
Required Surface Area 18,838 Square Feet
Provided Volume 44,697 Cubic Feet OK
Provided Surface Area 25,456 Square Feet OK
Length 245 Feet Minimum Spillway Design
Width 120 Feet Q10 43.30 CFS
L/W Ratio 2.04 OK H 1 Feet
C 3
Spillway Elevation 578
Surface Area at Spillway 25,456 L 14.43 Feet
Spillway Design
Spillway Length 20 Feet Days to Drain 3 Days
Head over Spillway 1 Feet Skimmer Size 4Inches
Weir Coefficient 3 Orifice Radius 1.7 Inches
Max Flow 60 CFS OK Orifice Diamter 3.4 Inches
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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...N MPLETI N F KIMMER BA IN IN TALLATI N MEA RE 1 -1 -1 - -
EROSION
EROSION CONTROL NOTES
1. THE SEDIMENT BASIN SHALL BE INSPECTED DAILY (MONDAY THROUGH FRIDAY) FOR EXCESSIVE SILT. WESLEY OAKS HOA
CONTRACTOR SHALL REMOVE EXCESSIVE SILT FROM THE BASIN BEFORE CONSTRUCTION COMMENCES ON EACH BK. 4384-523
WORKING DAY.AS NECESSARY. MAINTENANCE SHALL CONTINUE THROUGH COMPLETION OF THE PROJECT.
TAX PIN: 06-048-323
2. THE CONTRACTOR ENGAGED IN OR CONDUCTING THE LAND -DISTURBING ACTIVITY SHALL BE RESPONSIBLE FOR NOW OR FORMERLY 1 /
INSTALLING AND MAINTAINING ALL TEMPORARYAND PERMANENT EROSION AND SEDIMENT CONTROL MEASURES ZONE:R-40 ROY & MELISSA HALL
AND FACILITIES DURING THE DEVELOPMENT OF THIS SITE AS REQUIRED BY THE APPROVED PLAN. OPERATIONS USE: COMMON AREA BK. 4461-613
AND MAINTENANCE CONDITIONS ARE INCLUDED IN THE PLAN OUTLINING HOW THE CONTRACTOR SHALL PROVIDE TAX PIN: 06-027-042 /
FOR OPERATIONS AND MAINTENANCE DURING CONSTRUCTION. NOW OR FORMERLY / MARLENE LYONS �
ZONE: R-40 TRUSTEE
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 USE: RESIDENTIAL BK. CS13-496
STOCKPILES. ` TAX PIN: 06-027-042A
NOW OR FORMERLY /�,
4. AREAS AT FINAL GRADE SHALL RECEIVE PERMANENT STABILIZATION MEASURES WITHIN SEVEN CALENDAR DAYS ` ZONE: R-40
CO O O S S S O SU S, S OF REACHING FINAL GRADE. / / eLwo / /
AND STABILIZE ALL BOTH SEDIMENT BASINS (INCLUDING INTERIOR WALLS, WEIR USE: RESIDENTIAL
C/�lq /I ,�Q� � RICBK. 6012A 21�AN
CREST, AND EXTERIOR WALLS) 5. THE RESPONSIBILITY FOR MAINTAINING ALL PERMANENT EROSION AND SEDIMENT CONTROL MEASURES AND , H'I'V/C3
FACILITIES AFTER SITE LAND DISTURBING ACTIVITY IS COMPLETED SHALL LIE WITH THE LANDOWNER OR PERSON - ` OO, /� TAX PIN: 06-027-004B
5. UPON COMPLETION OF PHASE 1 EROSION CONTROL MEASURES, CONTRACTOR IS TO IN POSSESSION OR CONTROL, EXCEPT FACILITIES AND MEASURES INSTALLED WITHIN ROAD OR STREET - //_ ` ` 1 OqD _ RICHARD KAPITAN NOW OR FORMERLY
CONTACT NCDEQ FOR AN INSPECTION. RIGHT-OF-WAYS OR EASEMENTS. -W` p/ '6 BK. 6012-624 ZONE:R-40
'64 /C
TAX PIN: 06-027-0048
6. AFTER NCDEQ INSPECTION AND APPROVAL, START CLEARING AND GRADING OF THE 6. ADDITIONAL CONTROL DEVICES MAYBE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION � �W� R� USE: RESIDENTIAL
SITE AS NEEDED FOR ROUGH GRADING OPERATIONS MAINTAIN EROSION CONTROL AND /OR OFF-SITE SEDIMENTATION. �'_�
` � • 1� NOW OR FORMERLY II
BENTON EDWARDS W� _ ` / - ZONE:R-40
DEVICES AS NECESSARY TO PREVENT OFF SITE SEDIMENTATION. ` � _� _
7. RUNOFF FROM BUILDING PADS AND OTHER RELATIVELY LEVEL AREAS MUST BE DIVERTED BY USE OFA BK. 734-397 � � W� _ __ � - _ - USE: RESIDENTIAL
7. ROUGH GRADE ENTIRE SITE WITH APPROVED STRUCTURAL FILL MATERIAL. TEMPORARY DIVERSION DITCH AT THE TOP OFA FILL SLOPE TOWARDS EITHER A SLOPE DRAIN OR RIP -RAP LINED TRACT 1 W _ _ _; /
- I I /
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` _ bV_ ` 1� - - - , , / ,
8. AS PORTIONS OF THE SITE ARE BROUGHT UP TO GRADE, THE CONTRACTOR SHALL THE FILL SLOPE HAS BEEN ADEQUATELY STABILIZED WITH ESTABLISHED VEGETATION. TAX PIN: 06-027-044 BK. 920-782 ` - I,y, _ ! - �- � _ _ � , I r/
ADJUST EROSION CONTROL MEASURE AS NECESSARY. ,-Q NOW OR FORMERLY TAX PIN: 06-027-043 - _ �/ • / , 1 ; : ,/ I
8. SILT FENCE SHALL BEA MINIMUM OF 10 FT OFF THE PROPOSED TOE OF SLOPE TO PROVIDE SPACE FOR LANDON MUNDY V/_ - _ - ° _
ZONE:R-40 - NOW OR FORMERLY
9. AS SITE IS BROUGHT TO FINAL GRADING, INSURE SOIL STABILIZATION MEASURES AND MAINTENANCE AND SEDIMENT -STORAGE TO THE MAXIMUM EXTENT POSSIBLE. BK. 6900-413 7 t ��` yY- ®- TEMPORARY GRAVEL
SEEDING SCHEDULE ARE FOLLOWED AS PER THE PLANS. TRACT 2 USE RESIDENTIAL r , ' , , ' / / W- _ _ CONSTRUCTION ENTRANCE �_ _-_
9. GRADED SLOPES AND FILLS SHALL BE PROTECTED WITH A ROLLED EROSION CONTROL PRODUCT IF COMPLETED PLAT CAB. D, FILE 583 ��' - - ' - ' _ - 601 I NO 596 _ - - - '� _ W - - =1V- NCDENR STD.: 6.06
10. CONTRACTOR TO COORDINATE INSPECTION AND APPROVAL BYA REPRESENTATIVE OF OUTSIDE OPTIMUM GERMINATION SEASONS, WHEN UNFAVORABLE WEATHER CONDITIONS PREVENT TAX PIN: 06-027-045 • , ' _ - - - - _ _
THE LAND QUALITY SECTION PRIOR TO CONVERSION OF THE SKIMMER BASIN TO A ESTABLISHMENT OF VEGETATION GROUND COVER. NOW OR FORMERLY k` - - - CONCRETE WASHOUT AREA
POST CONSTRUCTION STORMWATER MANAGEMENT BASIN AND BEFORE REMOVAL OF _ - - e - - - - - - - - -,
ANY EROSION CONTROL DEVICES.. 10. THE PERSON RESPONSIBLE FOR LAND DISTURBING ACTIVITY IS TO MAKE SURE THE APPROVED EROSION ZONE:R 40 I ' _ i1.
CONTROL PLAN IS FOLLOWED. INSPECTION REPORTS ARE REQUIRED. USE RESIDENTIAL l \ I I �� y '� �' ry , ' � t
O�1 _ (0 ,
11. SILT FENCE STONE OUTLETS ARE NOT INTENDED TO FUNCTION AS A MEASURE IN LIEU OFA SEDIMENT TRAP OR U ` . ' 0 , ' � � r_7
OPEN 1 : 120 , , , \ OV /
_ - LOT:,5 5 , � ' , - - -\ _ LOT . 1
BASIN, AND OFFER NO FILTRATION VALUE FOR RETENTION OF SEDIMENT. PRIMARY PURPOSE IS TO PREVENT SILT / 0 f / 9,596 Sq
FENCE LAY DOWN FOR SMALL RETENTION AREAS. STONE OUTLETS SHOULD BE PLACED 1.0 FT. ABOVE THE 59;98,4 sq ft - r 1 1 43,441 gq ft - p a
LOWEST ELEVATION OFA FENCED AREA AS TO PREVENT PONDING BEHIND SILT FENCES THAT EXCEED 1.0 FT. / ; ' / 1.38 ac I - - I , I 1.00 ac - ,
- - y - a" f
�,/ , /`
JUDITH B. ZIMMER ) 610 j / , - \ LIMITS OF DISTURBANCE I , , , ' ` / f o
TAX PIN: 06-027-049A LOT: 4. �L0T�3 LOT : 2 / � ;/ �' �D
` ' LPT :,6' - /' 43,3Q6sq ft- 40, 122 sq'ft, 4374 sq ft ;,' 1
BK. 1747-130 - - 5 3 2 s ft �� 95 ac
PART OF TRACT 6 - 5 q - _ _ _ - ¢ 99 ac 0.93 �c / O J
GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exceptions
Perimeter dikes, swales, ditches
7 days
None
and slopes
1,161,310 Square Feet
Z
High Quality Water (HQW) Zones
7 days
None
PROPOSED HIGH HAZARD SILT FENCE
C
If slopes are 10' or less in length
Slopes steeper than 3:1
7 days
and are not steeper than 2:1, 14
5 Minutes
541 18,154
days are allowed.
Slopes 3:1 or flatter
14 days
7 -days for slopes greater than 50
Q10
93.71 CFS
feet in length.
All other areas with slopes flatter
14 days
None (except for perimeters and
than 4:1.
23,591 64,141
HQW Zones)
* "Extensions of time may be approved by the permitting authority based on weather or other
ite-specific conditions that make compliance impracticable." (Section II.B (2)(b)).Ii
PLAT CAB. K, FILE 722 . _ / -%29 ac- ; , '/ j / . I ,- -,,.- ' _ , I -; I �,,, II _ -, I -1 -o,, -I,- ,w,- _- ,% -- 1 , -_- ' , �.\I- _-I�I�-I- . -O , -,1- I1 I- -_f - .% I --�- -"I , . , ,,--. 'tII -- I- I- I_I " ----,I!�,-1�-,-, _-- ,_- � - __I�,, ---I,%% ,I I I-. , - - '' I - -,, _- -I-II --,,/- I ,-� /' - b , , "
NOW OR FORMERLY _ __ f �_ ' l �/
d/
II1
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II
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II
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0,II,
4 ,\/,'
/_
USE RESIDENTIAL - 'N , / ' - A-/ _ I \ I _ ' I . �I 1
/ -1
TOTAL DISTURBED AREA = 9.99 AC -= = - f , 4 Nod JOHN H. HUCKERT, JR.
4,-m - " / ' _ BK. 6354, PG. 141
, , / \ . , I. 586 _ , � - - =- I " TAX PIN: 06-027-006
LOT : 7 hr a ,� OPEN SPACE: d7
CHARLES B. BAUCOM _ /40,948 sq ft , , , - - , 8,546 sq ft NOW OR FORMERLY
TAX PIN: 06-027-048 '' 0'94 ac - _ _ ZONE:R-40
/' ` ' / r , 0.20 /ac USE RESIDENTIAL
TRACTS \ - _ _ _ - _,% " / J ,Q
PLAT CAB. K, FILE 722 ' , I / 1 8 - , ' /
NOW OR FORMERLY , ' \// \' / , ', - ; l y
ZONE:R-40 I- -, \ \ ,LOT: : 8' \ 1,6"45,045 Oft. ' 1' , ' 1 , , � �
USE RESIDENTIAL `� 40,861 sq ft,' ,'42,35t'acres' _ 1 �- -
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS. L/ 0.9 ac ' ,e' j _ - - / LOT : 2� - '
SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS. \ q/ 4,�,35s s 'ft /I"
,
�o . ,LDT : 9� 1I
- - - - - - - _ _ \40,4sq-ft" _ / �OT:.4 ,'( - ,I, I - - p' , ' I If. ,
BLAIR BURKE / \ � 0.94 ac f, < 41,99$s q ft' LOT .' 27 / /h0 ��
BK. 7100-160 • < _ I r _ - - f7 ' - 3 , ,
, , 0.96 ac , \ LOrt . ;1
TAX PIN: 06-030-014A - I • , - - - - - i -t,I"LOT : 25 / 40 1 0 ft .
TRACT 2 . - _ _ - , -I , 41, 071 sq h ' 41 930 Sq ft
PLAT CAB. N, FILE 524 �- , • , , . --- LOT : 10_ _ ! 59� / , - Y " - f ' 0.94 ac , , b,96 ac/ , / ' �. _/t'' ' % JUNE MOORE
' DOROTHY MOREE
NOW OR FORMERLY , ' , , L • _ I _ - 40,987 - ftp I - ' - _ -� PROPOSED SILT FENCE (TYP) ' , ,' I / /" � ; / , ' ' , ' BK. 6403, PG. 115
ZONE: R-40 \ q _ / -' 1596 -
USE: VACANT` ` C . _ /O.�c ` \'\/ I ` -I 'N / ,'I / , / I % ;' PLAT 6-520
F f S90 TAX PIN: 06 027-010
o - - - - ' , I ' / , / NOW OR FORMERLY
I ! LOT : 23 \ ZONE:R 40
I , ' , - _ - � - - _ _ / '- - 40,248 sq ft,' ' , ,,�,
' roo/ , ' \ I �y USE RESIDENTIAL
Sg _ 41,000 sq ft 0.92 ac \ ' 1/2 IRj /
JACK CASE , / k 5 G \,\"",C _\ - _ 1 �. -/
BK. 7071-403 \' , , . \ - , , ) ,
TAX PIN: 06-030-0148 ,//t" \ �^ LIMITS OF DISTURBANCE , / , , � 1 i \ . - ' , - _
/ ;„
-\: ' I
PLAT CAB. N, FILE 524 \' s�o ;� \ 1 RAN / \ I 1 t`:' /� ,' `,
NOW OR FORMERLY ' , - LCTT . \ r;\Y ` i' /'
\' ' , - _ -- - 155,431 sg ft - ,' /� I
ZONE:R 40 \ 50,859 sq ft` ,/I p \ ' \ � , /, o
3.57 ac LOT . 22 �, { \\
USE: VACANT \' �' : �� _ _ - 1.17 ac - 5� 48,262 s ft �,, , \ I L,. '/ ", j
fi PROPOSED STONE OUTLET / \ � 1
y ' ( .; 1''``0,701 sq\ft', C \ '\ ' __ \ ----- -:=% VI I-
, I
\, , \ ,
DAVID E. BALLENGER ti % \ �! \ \ �� / 1, I , _ , _ _ - _ ' _ - - - - ' - - /' �,'1 LOVELL FAMILY
- '' i;'
BK. 602-107 ( `,`, \ `' �/ -'' "'' _ 80� _� ; I LIMITED PARTNERSHIP
TAX PIN: 06-030-002A I - - l ' . . , - _ / � �- ' \ ' , , � - - \ - - l 5- - ' . J ' BK. 1488, PG. 821
NOW OR FORMERLY • . ,1�' \ , � • _ - " ,'� _ , - - \ - _ _ _ - - - - �, ; " '; , TAX PIN: 06-027-007
ZONE:R-40 _ \ ,- , , LO 14 l - - _ _ - - % ' , , . - - - - _ _ _ _ . _ - - _4: _ _ _ - r ,\ NOW OR FORMERLY
USE: VACANT 40 56q ft 5 LOT ' 21 %� UNINCORPORATED
LEGEND
-ELEV- EXISTING CONTOUR
ELEV PROPOSED CONTOUR
TD TEMPORARY DIVERSION DITCH
■ � LIMITS OF DISTURBANCE
- BASIN DRAINAGE AREA
PROPOSED SILT FENCE
0�q0q__ftW:b§l
' - ,-
\�
`` ;
�,.
-h
1, l `\
\_
MICHAEL DAVIS
TAX PIN: 06-030-0028
NOW OR FORMERLY
ZONE: R-40
USE: VACANT
0.93 ac - ,Q ` - - _ :/ >.",
/. , ; UNION COUNTY
40,291 soft s o
/ . 0.92 ac ` \ 570 f ,, '
_ _ - (' '
\ `rU_ \ • . \ J ' \ - - ` MARK J. ROSENBLUM - - - _-- - '� - - f
1p ' , &KATE K. ROSENBLUM
PROPOSED BAFFLE (TYP) ,/ OPEN SPACE ,' '
\ ; PROPOSED DOUBLE ROW SILT FENCE = _ _ / l 71,807 sq ft �- ; • ` i = BK. 550, PG. 851 \ _ / \`
i 1.65 ac ' _ � ., ., TAX PIN: 06-027-005A -- � - : �-, i, \
s - NOW OR FORMERLY i - /'„ ' `
�s -LOT: 15.
PROPOSED 32' WIDE RIP -RAP SPILLWAY 46,040, sq ft ZONE:R-40 -, 6
- , � 'Q.92 ac - ' - , /'. --� USE RESIDENTIAL = j- ---_ - 5 -
SPILLWAY EL = 550.00 c J \ s `I �o-.- I .- I II . r -- ' I io- ,. "- A,II - _ ; . "-'<-,. - .., ,I
_ _ - ,, 'L -- ---,II,' . I � " � - -K-, I- - - - ,I ,I- -I�. "/ I, _ _ -II-I--IJI -- ,- -0 ,- I,- I \ ---,-- 0,- ,I-- _ - -" I- - -,- 11.,-. " , - ,-- , ,- _ _ - - - - - - - 11
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\ *\ 60\ / LOT: 20 , - " -. - -, _ - ^ -,I/,- , ,),- ,- II,I1, 1
, 7` 4,'137 sq fi' ` - / ' - ;/` /i
Q / c 0.99 ac f�4j: = _ _ / _ /;, \
' �' .572 ,, 1P,S-1-1-�' _ \-'3-, f , _ ��_L �-Ift1_I 1 ,_-, _ ftII,-- _ I, -_- I- --:- �I,., I ".. -II,_- I� I - - - - - - /, ;. , / -
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113 -' i
\ I _ 0.9 ac , ' : rOT : 19 -_
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"- ,1, ,_-V-
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f1-
/II
cc-_ /' �,' 552.91'
PROPOSED 4 z4' (INSIDE) CONCRETE RISER \ 0 45,589 sq \_ - HV -3 TN ON PENINSULA
WITH TRASH RACK ON BALLAST PAD, WITH I , \ 1.05 , L , /; /
PROPOSED FAIRCLOTH SKIMMER I , I _ - •\ LOT,: 17 I _ ' ' - ,
(USE PERMANENT STRUCTURE &ATTACH . \ %. _ 4 , 71'sq ft- - _ _ _ /11Z1 -
SKIMMER TEMPORARILY -SEE DETAIL ON C-3.7) - I ,_ J `�� - _ _ _ = ` _092 as` . ' ` _ _ I LOT: 98 - ' ' _ _ - _I ' J, ', - �- 1/2`4441
' - _ • '# ,
PROPOSED 24" RCP BARREL @ 0.50% h� h -� - _. 0.92.ac
PROPOSED RIP RAP `� PROPOSED - -' . , _ _ - " - - . // / ^ ' '
DOUBLE ROW - \ \ �" • _ - _ - ' V - ' i- /- - / ,
ST ' \ SILT FENCE ---�C�\ 1/2"NFR - ,,I I ' j
- VD EX.18" S S. - 546, _`�� �\ \_ _ / / % , <_
\. h _ mss \ _ \ - , 1"
S.S. % !
_ S.S.-�_ - - '- I 1)
PROPOSED SILT FENCE - _ _ - `- - = �� -ss �, C=
OUTLET -' - ' - - = - - _._ 1-- . _ -----_ss - _ _
\ \ \ - _ ' = `- = 1/2"NIR _ - - -' \1
SKIMMER BASIN 3 \ _ \ , L _ AT0+20.00' 11 �), _ i=
DRAINAGE AREA (C=0.50) = 26.66 AC - - EAST FORK OF = - = - _ _ -
TOP OF BERM ELEVATION = 551.00 -- -= _ �- ` =- �'�' , ` _
TWELVE MILE CREEK ; 1_ _ _ ' -
II
I II
SPILLWAY ELEVATION = 550.00 _ \ _ _ �,�� j =
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
SPILLWAY LENGTH (ft) = 32.00
RISER = 4'x4' (INSIDE) CONCRETE RISER \
BARREL = 287.10 LF 36" RCP @ 0.70%
SKIMMER SIZE = 6" \
ORIFICE SIZE = 6"
LOFAMILY \
LIMITEDD PA PARTNERSHIP
BK. 1488, PG. 821
TAX PIN: 06-027-007
NOW OR FORMERLY
UNINCORPORATED
UNION COUNTY
ZONE: R-40
USE: VACANT
\
�- - - _ _ - - -I �_ r`
- �_.�_
GRAPHIC SCALE
0 100' 200'
( IN FEET)
1 inch = 100 ft.
Project
Project #
Designation
SKIMMER
CAVESSON
6198
SKIMMER BASIN 3
BASIN
Client BOWMAN
Date 5/28/2018
Designer KEW
EN GSI NEE RI NE
%4�
2013A Van Buren Ave.
Indian Trail, NC 28079
O
�O
cn
INC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
26.66 Acres
1,161,310 Square Feet
Z
Total Disturbed Area
9.98 Acres
1 434,729 Square Feet
PROPOSED HIGH HAZARD SILT FENCE
C
PROPOSED INLET PROTECTION
IPROPOSED
TEMP. CHECK DAM
0.93 ac - ,Q ` - - _ :/ >.",
/. , ; UNION COUNTY
40,291 soft s o
/ . 0.92 ac ` \ 570 f ,, '
_ _ - (' '
\ `rU_ \ • . \ J ' \ - - ` MARK J. ROSENBLUM - - - _-- - '� - - f
1p ' , &KATE K. ROSENBLUM
PROPOSED BAFFLE (TYP) ,/ OPEN SPACE ,' '
\ ; PROPOSED DOUBLE ROW SILT FENCE = _ _ / l 71,807 sq ft �- ; • ` i = BK. 550, PG. 851 \ _ / \`
i 1.65 ac ' _ � ., ., TAX PIN: 06-027-005A -- � - : �-, i, \
s - NOW OR FORMERLY i - /'„ ' `
�s -LOT: 15.
PROPOSED 32' WIDE RIP -RAP SPILLWAY 46,040, sq ft ZONE:R-40 -, 6
- , � 'Q.92 ac - ' - , /'. --� USE RESIDENTIAL = j- ---_ - 5 -
SPILLWAY EL = 550.00 c J \ s `I �o-.- I .- I II . r -- ' I io- ,. "- A,II - _ ; . "-'<-,. - .., ,I
_ _ - ,, 'L -- ---,II,' . I � " � - -K-, I- - - - ,I ,I- -I�. "/ I, _ _ -II-I--IJI -- ,- -0 ,- I,- I \ ---,-- 0,- ,I-- _ - -" I- - -,- 11.,-. " , - ,-- , ,- _ _ - - - - - - - 11
'
\ �I \ o \S 1 •- r- _; --- _:-- - j -------
-------- --__ __' -
\ *\ 60\ / LOT: 20 , - " -. - -, _ - ^ -,I/,- , ,),- ,- II,I1, 1
, 7` 4,'137 sq fi' ` - / ' - ;/` /i
Q / c 0.99 ac f�4j: = _ _ / _ /;, \
' �' .572 ,, 1P,S-1-1-�' _ \-'3-, f , _ ��_L �-Ift1_I 1 ,_-, _ ftII,-- _ I, -_- I- --:- �I,., I ".. -II,_- I� I - - - - - - /, ;. , / -
I I II
q„ , /' , --,
- -- I ,I --__,_-/ --_- ,_ --- - _;> - -_--_ I - _I _, I\ _-_
113 -' i
\ I _ 0.9 ac , ' : rOT : 19 -_
_ _ _ -
\ III, , 1 1 -I11 ffI - z.- - I, I -I __I , I ,-I' \ - - - - I 11I _tI._ 0I I --I I ,-"- I I I - _- -_- -I I �I I --, _,I _I -- II -II " - -�I I.- I- - ,- I �- I�I >I0 -e1 -- -- ­_, - 0 _--, - I -, -_, - I/- - --1,1 , > - ,III -.-I-,I, - I ,, �I_ ,- I I ,I/-�-, , _- I -_ I , _- 1-, - _- 6-.-:I, ,;;,-z_�:. -_---_-'� _-- !:EZ -,I =-x-_-.- 1 I -8 _- /I
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"I"I,"I:,p'.�1-,,' , -41,�,I"11 ,�:--I�:' "I:- , �,,"� �- I ,,, : ,
"- ,1, ,_-V-
,�,7
.: - I )l,, )- \-"
f1-
/II
cc-_ /' �,' 552.91'
PROPOSED 4 z4' (INSIDE) CONCRETE RISER \ 0 45,589 sq \_ - HV -3 TN ON PENINSULA
WITH TRASH RACK ON BALLAST PAD, WITH I , \ 1.05 , L , /; /
PROPOSED FAIRCLOTH SKIMMER I , I _ - •\ LOT,: 17 I _ ' ' - ,
(USE PERMANENT STRUCTURE &ATTACH . \ %. _ 4 , 71'sq ft- - _ _ _ /11Z1 -
SKIMMER TEMPORARILY -SEE DETAIL ON C-3.7) - I ,_ J `�� - _ _ _ = ` _092 as` . ' ` _ _ I LOT: 98 - ' ' _ _ - _I ' J, ', - �- 1/2`4441
' - _ • '# ,
PROPOSED 24" RCP BARREL @ 0.50% h� h -� - _. 0.92.ac
PROPOSED RIP RAP `� PROPOSED - -' . , _ _ - " - - . // / ^ ' '
DOUBLE ROW - \ \ �" • _ - _ - ' V - ' i- /- - / ,
ST ' \ SILT FENCE ---�C�\ 1/2"NFR - ,,I I ' j
- VD EX.18" S S. - 546, _`�� �\ \_ _ / / % , <_
\. h _ mss \ _ \ - , 1"
S.S. % !
_ S.S.-�_ - - '- I 1)
PROPOSED SILT FENCE - _ _ - `- - = �� -ss �, C=
OUTLET -' - ' - - = - - _._ 1-- . _ -----_ss - _ _
\ \ \ - _ ' = `- = 1/2"NIR _ - - -' \1
SKIMMER BASIN 3 \ _ \ , L _ AT0+20.00' 11 �), _ i=
DRAINAGE AREA (C=0.50) = 26.66 AC - - EAST FORK OF = - = - _ _ -
TOP OF BERM ELEVATION = 551.00 -- -= _ �- ` =- �'�' , ` _
TWELVE MILE CREEK ; 1_ _ _ ' -
II
I II
SPILLWAY ELEVATION = 550.00 _ \ _ _ �,�� j =
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
SPILLWAY LENGTH (ft) = 32.00
RISER = 4'x4' (INSIDE) CONCRETE RISER \
BARREL = 287.10 LF 36" RCP @ 0.70%
SKIMMER SIZE = 6" \
ORIFICE SIZE = 6"
LOFAMILY \
LIMITEDD PA PARTNERSHIP
BK. 1488, PG. 821
TAX PIN: 06-027-007
NOW OR FORMERLY
UNINCORPORATED
UNION COUNTY
ZONE: R-40
USE: VACANT
\
�- - - _ _ - - -I �_ r`
- �_.�_
GRAPHIC SCALE
0 100' 200'
( IN FEET)
1 inch = 100 ft.
Project
Project #
Designation
SKIMMER
CAVESSON
6198
SKIMMER BASIN 3
BASIN
Client BOWMAN
Date 5/28/2018
Designer KEW
EN GSI NEE RI NE
%4�
2013A Van Buren Ave.
Indian Trail, NC 28079
O
�O
cn
INC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
26.66 Acres
1,161,310 Square Feet
Z
Total Disturbed Area
9.98 Acres
1 434,729 Square Feet
Co -t=,
C
0.50
Contour Area
Volume Net Volume
Tc
5 Minutes
541 18,154
0 0
110
7.03 Inches per Hour 542 20,250
19,202 19,202
Q10
93.71 CFS
543 22,445
21,347 40,549
E
544 24,738
23,591 64,141
Required Volume
1 35,928 Cubic Feet
545 27,130
25,934 90,074
Required Surface Area
1 40,764 Square Feet
546 29,620
28,375 118,449
m
O
Q
547 32,198
30,909 149,358
Provided Volume
1 278,573 Cubic Feet
OK 548 34,848
33,523 182,881
Provided Surface Area
41,762 Square Feet
OK 549 37,566
36,207 219,088
550 40,348
38,957 258,045
550.5 41,762
20,528 278,573
Length
417 Feet
Minimum Spillway
Design
Width
176 Feet
Q10 93.71
CFS
L/W Ratio
1 2.37 1
H 0.5
Feet
C 3
Spillway Elevation
550
Surface Area at Spillway
1 40,348
L 88.35
Feet
Spillway
Design
Spillway Length
32 Feet
Days to Drain
5 Days
Head over Spillway
1 Feet
Skimmer Size
6 Inches
Weir Coefficient
3
Radius
3.0 Inches
Max Flow
96 CFS
77_Orifice
OK Orifice Diamter
6.0 Inches
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LOVELL FAMILY
BK. 602-107
TAX PIN: 06-030-002A
MICHAEL DAVIS
TAX PIN: 06-030-0028
NOW OR FORMERLY
ZONE: R-40
USE: VACANT
WESLEY OAKS HOA
BK, 4384-523
TAX PIN: 06-048-323
NOW OR FORMERLY I \
ZONE:R-40 ROY &MELISSA HALL
110 USE: COMMON AREA BK. 4461-613 i
X 588.15' TAX PIN: 06-027-042
HV -6 PKS AT COR 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 \ \
Cy USE: RESIDENTIAL RICHARD KAPITAN
� ft01O� BK. 6012-624
DD Rp RICHARD PITAN TAX PIN: 06-027-0048
mow_ , qp ,NOW OR FORMERLY
w_ PBK. 6012-624 ZONE:R-40
` vsk iC '^ , TAX PIN: 06-027-0048 \ USE: RESIDENTIAL
w \
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IA NOW OR FORMERLY
BENTON EDWARDS
w_ _ ` ZONE:R-40
BK. 734-397 v'_ ` USE: RESIDENTIAL
O TRACT 1 tl
PLAT CAB. D, FILE 583 BENTON EDWARD` � � —W_
TAX PIN: 06-027-044 BK. 920-782 ` —w, �• ,�
LANDON MUNDY NOW OR FORMERLY TAX PIN: 06-027-043 ft, w_
BK. 6900-413 ZONE:R-40 NOW OR FORMERLY
TRACT 2 USE RESIDENTIAL
PLAT CAB. D, FILE 583 �� 6�� 596 _ - — w
TAX PIN: 06-027-045 ` (O — —
NOW OR FORMERLY _
Td62-USE ZONE:R-40 , ,' _ - - _ • � _ ', ., ` ,
RESIDENTIAL I
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 1 610
TAX PIN: 06-027-049A
BK. 1747-130 l I /
PART OF TRACT 6
PLAT CAB. K, FILE 722
NOW OR FORMERLY
ZONE:R-40
USE RESIDENTIAL
No,d
Nc" JOHN H. HUCKERT, JR. l \
/ 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
TRACT 5 l ,
PLAT CAB. K, FILE 722
NOW OR FORMERLY
ZONE:R 40 \ 1,8,045 sq. ft.
USE RESIDENTIAL / \ ; 42. \ acres /
BLAIR BURKE
BK. 7100-160
TAX PIN: 06-030-014A /
TRACT 2 _ _ _ _
PLAT CAB. N, FILE 524
NOW OR FORMERLY �\ \ ' / JUNE E
- � MOREE
\ \ BK. 6403, PG. 115 DOROTHYY MO
USE. VACANT \ / / / \' , _ I 6 PLAT D-520
cri 59C3 TAX PIN: 06-027-010
/ I NOW OR FORMERLY
\ ; / ZONE. -R-40
RESIDENTIAL
JACK CASE w
BK. 7071 -403_ -
TAX PIN: 06-030-0148 I
TRACT 3 ri
PLAT CAB. N, FILE 524 s�o �,
I ` NOW OR FORMERLY 155,451
\ ZONE:R-40 3.57ac \ 1
USE: VACANT
',`�,• _ , � , � - ----- --- --_--- Bd62- � ' s90 -_ "• - � ,
\ BADIN CHANNERY SILTY CLAY LOAM.
SLOPE: 2 TO 8 PERCENT
` DEPTH TO RESTRICTIVE FEATURE: 20 TO 40 INCHES \ ,
DAVID E. BALLENGER
7
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LOVELL FAMILY
BK. 602-107
TAX PIN: 06-030-002A
ti
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TO LITHIC BEDROCK
J
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LIMITED PARTNERSHIP
BK. 1488, PG. 821
NOW OR FORMERLY
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USE: VACANT
\
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1
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MARK J. ROSENBLUM
570--.
_;
\
& KATE K. ROSENBLUM-
4�1�
,'
BK. 550, PG. 851
,
TAX PIN: 06-027-005A
NOW OR FORMERLY
- - - - - - -
I„
ZONE.R-40
560
USE RESIDENTIAL
\ -
j
-
000
4 sq ft
0.99 ac
j
OPE CE
1,321 sq
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570
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ke V1
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-
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CHEWACLA SILT LOAM.
SLOPE: 0 TO 2 PERCENT
=
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-
EAST FOR, OF
_
' ' _ 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
( IN FEET )
1 inch = loo ft.
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C-3.6

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LINE PROPOSED EARTHEN
/ SSM4 SWALE WITH BERMUDA
RIM 5 .15 I I GRASS OR CITY APPROVED
EQUAL
/ 3:1 MAX SLOPE (BOTH SIDES)
N
/
(31 SECTION A -A
/ NOT TO SCALE
PROPOSED 6' WIDE FLAT-
BOTTOM V -DITCH ,
Q25 = 2.56 CFS .
P DEPTH OF FLOW = 0.63'
,VELOCITY = 0.56 FPS
HINGED TRASH RACK
P TOP OF STRUCTURE - ELEV.=549.50
c
/ PROPOSED RIP -RAP
/ Q25=2.56 CFS
L = 13', W=15', 3Do=6'
i
FES -200
PROPOSED EMERGENCY SPILLWAY
/ WIDTH = 10'
/ \ EL=550.60- _ _ - _ _
SS
O�
BMP RISER SQS F� \
O�
s
'OSED DRY DETENTION POND
BOTTOM OF POND = 54 1. 00
-------
r PROPOSEDRIP-RAP
I\\ , "Q1Q10=83.9583.95 CFS
L = 26', W=30', 3Do=12'
S-100
i
3
560 — GRAPHIC SCALE
0 40' 80'
( IN FEET )
--------- 1 inch = 40 ft.
PRECAST STRUCTURE INSTALLED WITH
"CONSEAL CS102" RUBBER SEALANT FOR
WATER TIGHT JOINTS
(4'x4' INSIDE DIMENSION) OR APPROVED EQUAL
STEPS FOR ACCESS
AND MAINTENANCE (TYP.)
6" ORIFICE OPENING INV = 541.00
6x6'x24" BALLAST PAD
RISER STRUCTURE DETAIL
NOT TO SCALE
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5128118
Sheet
C-3.7

STRUCTURE TABLE
STRUCTURE NAME:
RIM ELEV.
PIPES IN:
PIPES OUT
CB -102
565.15
INV IN =554.71 (26.02 LF OF 481 RCP @ 3.67% FROM CB -103)
INV OUT =552.51 (154.50 LF OF 48" RCP @ 0.50% TO MH -101)
CB -136
578.77
INV IN =557.34 (94.07 LF OF 36 RCP @ 0.50% FROM CB -124)
INV OUT =575.23 (170.19 LF OF 15" RCP @ 4.71 % TO CB -135)
CB -103
565.15
INV IN =556.16 (73.89 LF OF 42" RCP @ 3.80% 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 (73.89 LF OF 42" RCP @ 3.80% 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% 0 TO CB -104)
CB -141
581.09
INV IN =561.50 (104.81 LF OF 42" RCP @ 0.87% FROM CB -106)
INV OUT =577.84 (26.00 LF OF 15" RCP @ 0.50% TO CB -118)
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)
CB -108
576.94
INV IN =567.61 (68.65 LF OF 421 RCP @ 0.500 FROM CB -109)
INV OUT =567.41 (68.73 LF OF 42" RCP @ 3.06% TO CB -107)
DI -133
563.98
INV IN =572.74 (26.01 LF OF 15 RCP @ 2.00% FROM CB -137)
INV OUT =559.73 (46.19 LF OF 24" RCP @ 1.00% TO CB -132)
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% TO CB -108)
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
584.33
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% TO CB -110)
FES -100
549.66
INV IN =569.50 (240.00 LF OF 42" RCP @ 0.50% FROM CB -112)
S2
CB -112
584.87
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)
CB -113
583.74
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 -112)
CB -114
582.21
INV IN =571.77 (41.03 LF OF 42" RCP @ 0.50% FROM CB -115)
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%0 FROM CB -139)
INV OUT =572.49 (64.01 LF OF 42" RCP @ 0.50% TO CB -115)
INV 1N =572.69 (106.42 LF OF 42' RCP @ 0.50/o FROM CB -117)
CB -117
582.08
INV IN =573.72 (197.62 LF OF 36" RCP @ 0.801 % FROM CB -118)
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 DI -140)
CB -118
581.09
INV IN =577.71 (26.00 LF OF 151 RCP @ 0.50% FROM CB -141)
INV OUT =575.32 (197.62 LF OF 36" RCP @ 0.81 % TO CB -117)
INV IN =575.82 (54.82 LF OF 30 RCP @ 1.19/0 FROM DI -119)
CB -120
583.94
INV IN =578.94 (123.84 LF OF 18" RCP @ 4.403% 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 151 RCP @ 1.27% FROM CB -122)
INV OUT =584.42 (123.84 LF OF 18" RCP @ 4.43 % TO CB -120)
INV IN =584.87 (17.90 LF OF 15 RCP @ 2.00% FROM DI -144)
CB -122
589.15
INV IN =585.40 (126.54 LF OF 15 RCP @ 3.85% FROM CB -123)
0
INV OUT =585.20 (26.00 LF OF 15II RCP @ 1.27% TO CB -121)
CB -123
594.02
INV OUT =590.27 (126.54 LF OF 15" RCP @ 3.85% TO CB -122)
CB -124
563.76
INV IN =558.81 (26.00 LF OF 24" RCP @ 1.00% FROM CB -132)
INV OUT =557.81 (94.07 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)
CB -127
567.99
INV IN =562.79 (89.38 LF OF 24" RCP @ 0.50% FROM CB -128)
INV OUT =562.59 (89.38 LF OF 24 RCP @ 0.50/o 0 TO CB -126)
INV IN =563.54 (26.01 LF OF 15" RCP @ 2.00% FROM CB -134)
CB -128
569.29
INV IN =563.44 (50.44 LF OF 24" RCP @ 0.50% FROM CB -129)
INV OUT =563.24 (89.38 LF OF 24" RCP @ 0.50% TO CB -127)
CB -129
570.10
INV IN =563.89 (58.21 LF OF 24" RCP @ 0.50% FROM CB -130)
INV OUT =563.69 (50.44 LF OF 24" RCP @ 0.50% TO CB -128)
CB -130
571.10
INV IN =564.93 (31.85 LF OF 15" RCP @ 0.50% FROM DI -131)
INV OUT =564.18 (58.21 LF OF 24" RCP @ 0.50% TO CB -129)
CB -132
563.76
INV IN =559.27 (46.19 LF OF 24" RCP @ 1.00% FROM DI -133)
INV OUT =559.07 (26.00 LF OF 24" RCP @ 1.00% TO CB -124)
CB -134
567.99
INV OUT =564.06 (26.01 LF OF 15" RCP @ 2.00% TO CB -127)
0
E
STRUCTURE TABLE
STRUCTURE NAME:
RIM ELEV.
PIPES IN:
PIPES OUT
CB -135
570.71
INV IN =567.22 (170.19 LF OF 15" RCP @ 4.71 % FROM CB -136)
INV OUT =567.02 (41.82 LF OF 15" RCP @ 4.71 % TO CB -105)
CB -136
578.77
m
INV OUT =575.23 (170.19 LF OF 15" RCP @ 4.71 % TO CB -135)
CB -137
576.94
INV OUT =573.26 (26.01 LF OF 15" RCP @ 2.00% TO CB -108)
CB -138
584.33
M
C_
INV OUT =579.59 (26.01 LF OF 15" RCP @ 2.00% TO CB -111)
CB -139
580.56
c
INV OUT =577.10 (26.01 LF OF 15" RCP @ 2.00% TO CB -116)
CB -141
581.09
Lu
INV OUT =577.84 (26.00 LF OF 15" RCP @ 0.50% TO CB -118)
CB -142
583.94
INV IN =579.27 (19.72 LF OF 18" RCP @ 0.50% FROM DI -143)
INV OUT =579.07 (26.00 LF OF 18" RCP @ 0.50% TO CB -120)
DI -119
582.82
INV IN =576.97 (73.37 LF OF 24" RCP @ 2.00% FROM CB -120)
INV OUT =576.47 (54.82 LF OF 30" RCP @ 1.19% TO CB -118)
DI -131
568.59
INV OUT =565.09 (31.85 LF OF 15" RCP @ 0.50% TO CB -130)
DI -133
563.98
00
m 00
t4
INV OUT =559.73 (46.19 LF OF 24" RCP @ 1.00% TO CB -132)
DI -140
579.41
INV OUT =575.91 (22.00 LF OF 18" RCP @ 2.00% TO CB -117)
DI -143
582.87
Y
INV OUT =579.37 (19.72 LF OF 18" RCP @ 0.50% TO CB -142)
DI -144
588.73
o�
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INV OUT =585.23 (17.90 LF OF 15" RCP @ 2.00% TO CB -121)
FES -100
549.66
INV IN =545.00 (183.46 LF OF 48" RCP @ 3.56% FROM MH -101)
S2
MH -101
559.24
INV IN =551.74 (154.50 LF OF 48" RCP @ 0.50% FROM CB -102)
INV OUT =551.54 (183.46 LF OF 48" RCP @ 3.56% TO FES -100)
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Sheet
C-3.8

NUMBER AND SIZE OF DOMESTIC AND
IRRIGATION WATER METERS:
3" DOMESTIC METERS = 28
3n In 11 ATI k AArrr n _ nn
4
CONSTRUCTION SCHEDULE
START: AUGUST 2018
END: AUGUST 2019
*ASSUMES HALF INCH WATERINGS WEEKLY ON 5,000 SQ. FT. OF LAWN
5,000 SQ FT * 28 LOTS = 140,000 SQ FT
2 " = 0.041666 FT.
A _ /1/1/1 n - - A nAAI_1 rT _ L rl nn -1 1 rT
1 GALLON = 7.48052 CU. FT. vv
5,832 CU. FT = 43,629 GALLON PER WEEK
43,629 GALLONS / 7 DAYS = 6,232 GALLONS PER DAY
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
7,980 GALLONS PER DAY
6" PVC
2,463
PLAT CAB. N, FILE 524
2" PVC
264
ZONE: R-40
SERVICES
28
FIRE HYDRANTS
3
BK. CS13-496
c
SEWER
LF
AMOUNT
8" DIP
60
z
8" SDR -26
815
`
8" SDR -35
1,866
MANHOLES
16
SERVICES
O
=
28
DAVID E. BALLENGER
BK. 602-107
TAX PIN: 06-030-002A
/ NOW OR FORMERLY
ZONE: R-40
\ USE: VACANT
\
1 EX. MH ID: 1647
i
MICHAEL DAVIS \•\
TAX PIN: 06-030-002B
NOW OR FORMERLY
ZONE: R-40
USE: VACANT
ESTIMATED CONSUMPTIONS
JACK CASE
11,200 GALLONS PER DAY
BK. 7071-403
6,232 GALLONS PER DAY
TAX PIN: 06-030-0148
7,980 GALLONS PER DAY
TRACT 3
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/
\ NOW OR FORMERLY
ZONE: R-40
ZONE: R-40
USE: VACANT
CL
USE: RESIDENTIAL
BK. CS13-496
ESTIMATED CONSUMPTIONS
WATER
11,200 GALLONS PER DAY
IRRIGATION
6,232 GALLONS PER DAY
SEWER
7,980 GALLONS PER DAY
BLAIR BURKE
BK. 7100-160
TAX PIN: 06-030-014A
TRACT 2
PLAT CAB. N, FILE 524
NOW OR FORMERLY
ZONE: R-40
USE: VACANT
CHARLES B. BAUCOM
TAX PIN: 06-027-048
TRACT 5
PLAT CAB. K, FILE 722
NOW OR FORMERLY
ZONE: R-40
USE RESIDENTIAL
WESLEY OAKS HOA
BK. 4384-523
TAX PIN: 06-048-323
ZONE:R-40 ROY & MELISSA HALL
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USE: COMMON AREA BK 4461-613
TAX PIN: 06-027-042
NOW OR FORMERLY /
MARLENE LYONS
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ZONE: R-40
TRUSTEE
CL
USE: RESIDENTIAL
BK. CS13-496
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TAX PIN: 06-027-042A
NOW OR FORMERLY
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ZONE: R-40
Lu
CH USE: RESIDENTIAL RICHARD KAPITAN
AAlaw OO D BK. 6012-624
TAX PIN: 06-027-004B
_ ROAD ` RICHARD KAPITAN NOW OR FORMERLY
EX. FH w- _ \ ~� p�B��C TAX PIN: 06-027-004B BK 6012-624 ZONE:R-40
NOW OR FORMERLY USE: RESIDENTIAL
BENTON EDWARDS ZONE:R-40
_
BK. 734-397 I'i'_ _ 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 wo _
BK 6900-413 ZONE:R-40 NOW OR FORMERLY _ _ ® -------
TRACT 2 USE RESIDENTIAL � � _ -w- _
PLAT CAB. D, FILE 583 EX. 8" PVC WM _ w
TAX PIN: 06-027-045
NOW OR FORMERLY _
ZONEDEN
IL USE RESIDENTIAL
LOT: 5 LOT: 1 OPEN SPACE: 120 /
IL59,984 sq ft I I I I 43,441 sq ft 9096 act l
1.38 ac 1.00 ac /
/
JDITH B. ZIMMER
LOT:4 LOT:3 LOT:2 /
X PIN: 06-027-049A
LOT: 6 43,306 sq ft 40,422 s ft 41,374 sq ft
BK. 1747-130TRACT
56,352 sq ft 0.99 ac 0.93 a� l
'ART OF TRACT 6 0.95 ac /
aT CAB. K, FILE 722 1.29 ac
>W OR FORMERLY \ I �rL /
ZONE: R-40 I I I G' 6„WM
SE RESIDENTIAL
/
JOHN H. HUCKERT, JR.
\ / BK. 6354, PG. 141
\
LOT: 7 `n' P� I OPEN SPACE : 107 TAX PIN: 06 027-006
ft \ ww\\ �1" NOW OR FORMERLY
40,948 s
\ q \ `JSoA - \ 8,546 sq ft ZONE:R-40
0.94 a
\I! 1. r - � I 0.20 ac USE RESIDENTIAL
�i Jr l V
\ - PROP. MH - 10
LOT: 8 1, 8 5,04 sq. ft. PROP. MH - 8 FFi I / -
\
40,961 sq ft 42. MIN. FFE: 580.5' MIN. FFE: 58 .0' MIN. FFE: 581.0'
\
0.94 ac 6 ac PROP. MH - 7 PROP. MH - 9 LOT: 28 /
I 43.00 ac
ft
1 /
1.00
\ MIN. FFE: 40,974
aq f t \ \ G,�C s �� LOT: 24 I LOT: 25LOT:
I l
\ <41,998 sq ft LOT: 27
0.94 /
V 0.96 ac LOT : 26 40,130 sq ft /
C, 41,071 s q ft 41,930 sq ft 0.92 ac /
N 0 96 ac JUNE MOORE
\� LOT: 10 \
\ \
40,987 sq ft
\ 0.94 ac \
\
LOT: 11 \
,A \ 4 1, 000 sq ft
0.94 ac �\
BOG
LOT: 12
50,858 sq ft Gj /
,A 1.17 ac \ ��
I -
LOT: 13 /
40,708 sq ft 2"WM -
0.993 ac/ /
LOT: 14
/ 40,569 sq ft /
LOT: 15
40,040 sq ft
0.92 ac
/.
0.94 ac
I / DOROTHY MOREE
BK. 6403, PG. 115
MIN. FFE: 577.8' \ I ( I l PLAT D-520
TAX PIN: 06-027-010
` I NOW OR FORMERLY
LOT: 23 ZONE:R-40
PROP. MH - 6 40,248 sq ft \ USE RESIDENTIAL
0.92 ac
MIN. FFE: 577.5'
R/W /
55,451 sq ft �\
�- 3.57 ac LOT : 22 \ \
1.11 ac `
OPEN SPACE \ I`l�1 vLOT : 16 l PROP. MH - 14
MIN. FFE: 562.0'
391,321 sq ft Cj
\ 8.98 ac 1 40,240 sq ft
-,\ PROP MH 2 0 92 ac
\ L
45,
1
LOT: 17 I
40,071 sq ft
I 0.92 ac LOT: 18
40,073 sq ft
I _ / 0.92 ac
EX. MH ID: 1646
EX. 18
_EX.' S.S.
18 \ ��
EX. MH ID:1645
EX. MH ID:1648
z7ORK OF
✓E 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
� I LOVELL FAMILY
/ LIMITED PARTNERSHIP
BK. 1488, PG. 821
�6"WM TAX PIN: 06-027-007
NOW OR FORMERLY
LOT: 21 UNINCORPORATED
40,291 sq ft / UNION COUNTY
0.92 ac /
0 MARK J. ROSENBLUM /
PROP. MH - 16 & KATE K. ROSENBLUM I /
BK. 550, PG. 851 /
TAX PIN: 06-027-005A /
NOW OR FORMERLY
ZONE: R-40 /
\ USE RESIDENTIAL
/
LOT: 20 \\ /
MH - 15
43,137 sq ft
0.99 ac
\
\
OT: 19 \ \ I
589 sq ft \ \ l
.05 ac A l
EX 1 " S. S.
� �I _ --ss- /
EX. MH ID.- 1650 /
I � /
I I �
I GROHI SCA\
I / 0 100
( IN FEET )
1 inch = loo ft.
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SEWER LATERALS FOR LOTS
9-12
TO BE INSTALLED ABOVE STORM
DRAINAGE PIPES
VERTICAL
SCALE
PRO
OSED SD 26
N
87.57
of 8" S.S. @ 0• 60%
PRO
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1+00
2+00
3+00
4+00 5+00 6+00 7+00
8+00
9+00
10+00
11+00
11+50
\
LOT: 12
\ \
50,858 sq ft
DETENTION
Q 1.17 ac
I I I
LOT: 11
POND
41,000 sq ft
0.94 ac
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40,987 ft
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40,974 sq ft
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40,040 sq ft
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PSDE & S.S.
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JOINT ESMT.
\ 6"GV
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6"X6" TEE
PROP. MH - 2\�\
2 \ l '• V
WMX-ING ABOVE STORM O � A2•�
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CA
55@ ¢22° BOTTOM 6" WM:562.0 cp ', VFSS
Sg / TOP 42RCP:556.9 663 5 \ o w
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G:569.8
PROP. MH - 3 48'RCp BOTTOM 6" WM:566.1
42„RCP
900
LATERAL (TYP.)
42"RCP
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SS
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PROP. MH - 1
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0.92 ac
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48,262 sq ft
1.11 ac
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_ GRAPHIC
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SEWER LATERALS FOR LOTS 1-8
TO BE INSTALLED ABOVE
STORM DRAINAGE PIPES
LOT' 8
40, 961 sq ft
0.94 ac
\ LOT:7
40,948 sq ft
0.94 ac
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PROP. MH - 6 /
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77.5'
m
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262 sq ft
1.11 ac
LOT: 23
40,248 sq ft
0.92 ac
I
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56,352 sq ft
1.29 ac
PROP. MH -7
42" RCP
4 C 42" RCP
120.26' SS @ 0.50% 5+00
S5°13'59"E
MIN. FFE: 578.5'
1
LOT: 24
1 41,998 sq ft
0.96 ac
1
1
1
1
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PROP. MH -8 /
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WN. FFE: 580.5'
/
/
LOT : 25
41,071 sq ft /
0.94 ac /
/
/
/
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43,306 sq ft
0.99 ac
IRRIGATION & DOMESTIC /
DUAL METER (TYP.) /
V 4" SEWER
1>x LATERAL (TYP.)
00
MIN. FFE: 581.0'
PROP. FH
/
/
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 /
/
/
/
V
/
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7q8 pq '
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425,%2
FFE: 581.0'
LOT:2
41,374 sq ft
0.95 ac
30" RCP !t-
INA
-70
i65
LEGEND: VERTICAL
PROPOSED SDR 35 SCALE
PROPOSED SDR 26
PROPOSED DIP ( IN FEET )
1 inch = 4' ft.
0
\ EXISTING 8" \ \ �� sQ��00, \
/ \ WATERMAIN
'vvJ
LOT : 1 TAPPING SLEEVE
43,441 sq ft \/ & VALVE, \ ��
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/ CONNECTION \
/ \ `ETAIL 25)
\ 400,
/
/
/
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0.22 ac
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4
20' -DIP
PROP. MH - 10 n
6"WM
3' OFF BOC
n �
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WM X-ING BELOW STORM
/ G:584.5
\ BOTT. 18" RCP:579.1
/ \TOP 6"WM: 578.0 !�
(SEE DETAIL 31) 5
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1711 OPEN SPACE: 107
8,546 sq ft
0.20 ac
LOT : 28
43,358 sq ft
1.00 ac / / /
/ GRAPHIC SCALE
0 40' 80'
/
( IN FEET
)
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36" RCP 15" RCP
42" RCP
42" RCP
42" RCP -
42" RCP
42" RCP-
-
-
0
148.04' of 8" S.S 5()Ol.
20'
42" RCP
- 40.
257.27' of 8" S.S. @ 0.50%
-
42" RCP -_wzz-
-
120.26' of 8" S.S. @ 0.50%-
==P:
321.19' of 8" S.S. @ 0.50%
MAX. DEPTH:13.9'
-
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SEWER LATERALS FOR LOTS 1-8
TO BE INSTALLED ABOVE
STORM DRAINAGE PIPES
LOT' 8
40, 961 sq ft
0.94 ac
\ LOT:7
40,948 sq ft
0.94 ac
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PROP. MH - 6 /
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77.5'
m
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262 sq ft
1.11 ac
LOT: 23
40,248 sq ft
0.92 ac
I
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56,352 sq ft
1.29 ac
PROP. MH -7
42" RCP
4 C 42" RCP
120.26' SS @ 0.50% 5+00
S5°13'59"E
MIN. FFE: 578.5'
1
LOT: 24
1 41,998 sq ft
0.96 ac
1
1
1
1
1
PROP. MH -8 /
\76x00
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WN. FFE: 580.5'
/
/
LOT : 25
41,071 sq ft /
0.94 ac /
/
/
/
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43,306 sq ft
0.99 ac
IRRIGATION & DOMESTIC /
DUAL METER (TYP.) /
V 4" SEWER
1>x LATERAL (TYP.)
00
MIN. FFE: 581.0'
PROP. FH
/
/
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 /
/
/
/
V
/
/
'.MH -91
7q8 pq '
S2j¢ S��Spo •�
425,%2
FFE: 581.0'
LOT:2
41,374 sq ft
0.95 ac
30" RCP !t-
INA
-70
i65
LEGEND: VERTICAL
PROPOSED SDR 35 SCALE
PROPOSED SDR 26
PROPOSED DIP ( IN FEET )
1 inch = 4' ft.
0
\ EXISTING 8" \ \ �� sQ��00, \
/ \ WATERMAIN
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43,441 sq ft \/ & VALVE, \ ��
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/ \ `ETAIL 25)
\ 400,
/
/
/
/
OPEN SPACE: 120 (54) 6 RJDIP
z / 9,596 sq ft FROM TAP TO GV
0.22 ac
m
/ 6"GV
4
20' -DIP
PROP. MH - 10 n
6"WM
3' OFF BOC
n �
n X MIN. COV
WM X-ING BELOW STORM
/ G:584.5
\ BOTT. 18" RCP:579.1
/ \TOP 6"WM: 578.0 !�
(SEE DETAIL 31) 5
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1711 OPEN SPACE: 107
8,546 sq ft
0.20 ac
LOT : 28
43,358 sq ft
1.00 ac / / /
/ GRAPHIC SCALE
0 40' 80'
/
( IN FEET
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5/28/18
Sheet
C-4.2

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PROP. MH - 1
U
10'
30'
vW19
DETENTION
POND
17 on 318.00' SS @ 2.38%
I I PSDE & S. S.
} JOINT ESMT.
LOT: 16 � LOT: 15
40,240 sq ft I 40,040 sq ft
O
0.92 ac , 1 0.92 ac
FFE:562.0'
I � /
CL
U
1' MIA
LOT: 14
40,569 sq ft
0.93 ac
Kullt
i50
40
3+50
PROP. MH- 11
4" SEWER
LATERAL (TYP.)
LOT: 13
40,708 sq ft
0.93 ac
I PROP. FH 6"Gt'&
6'X2' REDUC R 2„WM IRRIGATION & DOMESTIC
3' OFF BOC DUAL METER (TYP.)
6'X6” TEE 3' MIN. COVE
. V ° 2"GV &
_ EACH IN VALVE BOXES
p p . • C• .p 'p . F p
P
= 36" RCP
CL
H - 3 6+00 ROP. MH - 4 TRAVERS COURT
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P p pr Pr r• p
24 RCP Ge
42" u CP
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LEGEND: VERTICAL
PROPOSED SDR 35 1 SCALE
PROPOSED SDR 26
PROPOSED DIP ( IN FEET )
1 inch = 4' ft.
0
0
0
O
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518" EIR
E
GRAPHIC SCALE
0 40' 80'
( IN FEET )
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GRADE
48" RCP
1800' of 8.1 S. S @ 2.38%
31800,
540—
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PROP. MH - 2
PROP. MH - 1
U
10'
30'
vW19
DETENTION
POND
17 on 318.00' SS @ 2.38%
I I PSDE & S. S.
} JOINT ESMT.
LOT: 16 � LOT: 15
40,240 sq ft I 40,040 sq ft
O
0.92 ac , 1 0.92 ac
FFE:562.0'
I � /
CL
U
1' MIA
LOT: 14
40,569 sq ft
0.93 ac
Kullt
i50
40
3+50
PROP. MH- 11
4" SEWER
LATERAL (TYP.)
LOT: 13
40,708 sq ft
0.93 ac
I PROP. FH 6"Gt'&
6'X2' REDUC R 2„WM IRRIGATION & DOMESTIC
3' OFF BOC DUAL METER (TYP.)
6'X6” TEE 3' MIN. COVE
. V ° 2"GV &
_ EACH IN VALVE BOXES
p p . • C• .p 'p . F p
P
= 36" RCP
CL
H - 3 6+00 ROP. MH - 4 TRAVERS COURT
0+(CD (50' R/W)
y �+0 — ,_ — _ _.-,, — —• 15 RCP
P p pr Pr r• p
24 RCP Ge
42" u CP
J
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LEGEND: VERTICAL
PROPOSED SDR 35 1 SCALE
PROPOSED SDR 26
PROPOSED DIP ( IN FEET )
1 inch = 4' ft.
0
0
0
O
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518" EIR
E
GRAPHIC SCALE
0 40' 80'
( IN FEET )
1 inch = 40 ft.
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MIN. FFE: 562.0'
LV 1 10
40,240 sq ft
0.92 ac
LOT: 17
40,071 sq ft
0.92 ac
PROP. MH - 5
PROP.
\ PROP; MH - 13
9j90
RcA 357,��
FAII1/J
OPEN SPACE
71,807 sq ft
1.65 ac
PROP. MH - 14
i 9a 35 �
48.84
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24" R
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LOT: 18
40,073 sq ft
0.92 ac
J+UU
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4+00 4+85 50
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48,262 sq ft
1.11 ac
— —
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—
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BOTTOM 6" WM:566.4 —
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71,807 sq ft
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43,137 sq ft
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LOT: 19
45,589 sq ft \ \
1.05 ac \
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LEGEND:
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PROPOSED SDR 26
PROPOSED DIP
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840.02
BACK OF CURB
X
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X
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SECTION Y -Y
RISER HT.
VARIES
v Pp
WHERE 30" TO 36" PIPE IS USED
RISER HT.
VARIES - - - -
6
WHERE 42" TO 54" PIPE IS USED
DETAIL SHOWING METHOD
OF RISER CONSTRUCTION
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.
SECTION X -X
T / SECTION J -J
SEE NOTE
WHERE 30" TO 36" PIPE IS USED
:ol B
p ':1
of a
I •' .I
PLAN
STEPS - STD. NO. 840.66
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-----------------------
8rr
SECTION B -B
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840.02
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-----------------------
8rr
SECTION B -B
2'-0"
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0.362
1 " 21/4 "
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TYPE - E
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3'-9"
SHEET 2 OF 2
SHEET 2 OF 2
1.433
0.092
840.03
36"
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840.03
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SHEET 1 OF 1
840.18
1 PLAN
FRAME AND GRATES
TC
Err A 6"
6„
4,
"- 4
.-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 W-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
I 1 N
I I I 1
I I I I l
I I I
I I r ---MEDIAN D.I.
DOWEL "A"
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HQ
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CDT
CD
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w W
w
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iHEET 1 OF 1
840.18
v
vm
I--1 -0 S
70000 6' Ems{
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D #4 EB RS ISPACESI 6" 6"
m z
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PLAN OF TOP SLAB SECTION S -S
m
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m a z
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SHEET 2 OF 2
840.02
v
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70000
Dom�O
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EXPANSION JOINTS
STD. 840.03 FRAME
GRATE & HOOD
I �6'-0"
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
USE ON FLAT ELEV. EXPANSION JOINT
GRADES 296 AND UNDER
.y n I DEPRESSED GUTTER LINE
EXPANSION JOINT r 1 1 m r--1�--�---1
ELEVATIOINI
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
EXPANSION JOINT 11
TOP
USE ON GRADES OVER 2% ELEV.
�vu -10IDEPRESSED GUTTER LINE
EXPANSION JOINT 6'-01MAX. M
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE GRATED DROP INLET
TOP ELEVATION
PIPE
SPAN
WIDTH
HEIGHT
PIPE
D
CUBIC YARDS OF
CONCRETE IN BOX
MIN. HEIGHT
H
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"
W-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
0.092
0.127
36
3'-8"
2'-0"
4'-6"
0.362
0.247
1.112
1.474
0.132
0.178
I 1 N
I I I 1
I I I I l
I I I
I I r ---MEDIAN D.I.
DOWEL "A"
z
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F_
HQ
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mmme
LL _j N z
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LL
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iHEET 1 OF 1
840.18
v
vm
I--1 -0 S
70000 6' Ems{
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• {,� H1
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D ?v a
2co A 2 y
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Lu aw aw
iq m, c7 m'
S -a p
PLAN OF TOP SLAB SECTION S -S
m
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O r-
Z
�0CD
N m _
M 6" )-•- E #8 "W" BARS #4 BAR
=M>
mD #4 BARS S,, N
� Z @ EQUAL SPACES
a 0> rD
_
� � v
C) v 1 „
D
W SECTION R -R DOWEL
m a z
N O1-4
Z
SHEET 2 OF 2
840.02
v
vm
�' z
70000
Dom�O
mz =�
=�DDm
=Cn�O
zl�-0rm
O
DDD
cn 0 I:
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z
EXPANSION JOINTS
STD. 840.03 FRAME
GRATE & HOOD
I �6'-0"
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
USE ON FLAT ELEV. EXPANSION JOINT
GRADES 296 AND UNDER
.y n I DEPRESSED GUTTER LINE
EXPANSION JOINT r 1 1 m r--1�--�---1
ELEVATIOINI
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
EXPANSION JOINT 11
TOP
USE ON GRADES OVER 2% ELEV.
�vu -10IDEPRESSED GUTTER LINE
EXPANSION JOINT 6'-01MAX. M
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
^." WEEP HOLES
1X
- -1
I
Y '
PLAN
WITH GRATE & FRAME REMOVED
BRICK COPING(INCIDENTAL)
m
Z
DIMENSIONS OF BOX & PIPE
PIPE SPAN WIDTH MIN. HEIGHT
TOP ELEVATION
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN BASED ON MIN. HEIGHT H
WITH NO RISER
BOTTOM WALL PER TOTAL
Lo MIN EN
SLAB FT. HTFon
HEIGHT. GHT, M
ZO
fr-1
PIPE
D
DIMENSIONS OF BOX AND PIPE
SPAN WIDTH WIDTH SPAN
A B C G
MIN. HEIGHT
H
COVER
DIMENSION
E F
BARS -U
N0. LENGTH
BARS -V
NO. LENGTH
BARS -W
NO. LENGTH
TOTAL
LBS.
CU.YOS. CONC. IN BOX
TOP BOTTOM TOT. CONC.
SLAB SLAB ONIHT.HM
HEI T H
DEDUCTIONS
ONE PIPE
C. M. R. C.
12"
W -O"
2'-2"
-- --
2'-9"
-- --
-- --
--
--
--
--
--
-- 0.235
0.772
0.015
0.026
15"
3'-0"
2'-2"
_n
O
3'-0"
�
CA)
O�1
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-I
_
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c4 00
C7 =
Iz
-IC0
0.235
0.829
0.023
0.036
18"
3'-0"
2'-2"
3'-3"
-)
o
N
D
0.235
0.887
0.033
0.049
24"
3'-0"
2'-2"
W-9"
O
0.235
1.001
0.059
0.085
30"
3'-0"
2'-2"
3'-4"
4'-3"
V-2" 4'-0"
4 1'-5"
2
3'-9"
3
3'-9"
39
0.123 0.321
1.433
0.092
0.127
36"
3'-0"
2'-2"
W-10"
4'-9"
1' 8" 4'-0"
4 1'-11"
3
3'-9"
3
3'-9"
43
0.161 0.358
1.714
0.132
0.178
42"
3'-0"
2'-2"
4'-5"
5'-3"
1'-5" 3'-2"
4 1'-8"
2
2'-11"
3
2'-11"
32
0.112 0.318
1.738
0.180
0.243
48"
3'-0"
2'-2"
5'-0"
5'-9"
2'-0" 3'-2"
4 2'-3"
3
2'-11"
3
2'-11"
35
0 145 10.352
0 235
0 317
54"
T-0"
2'-2"
5'-7"
6'_3"
2'_7" 3'-2"
4 2'-10"
5
2'-11"
3
2,_11"
^." WEEP HOLES
1X
- -1
I
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PLAN
WITH GRATE & FRAME REMOVED
BRICK COPING(INCIDENTAL)
m
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DIMENSIONS OF BOX & PIPE
PIPE SPAN WIDTH MIN. HEIGHT
TOP ELEVATION
DEDUCTIONS FOR
ONE PIPE
D A B H
BOTTOM WALL PER TOTAL
Lo MIN EN
SLAB FT. HTFon
HEIGHT. GHT, M
ZO
fr-1
12" 3'-0" 2'-0" 2'-0"
v
STD. 840.16 FRAME -
& GRATE
N
0.648
0.023 0.036
18" 2'-6'
0.703
N _
=
24" 3'-0"
0.814
I 6 A
30" 3'-0" 2'-0" T-6" J
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m
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o
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D
m Z Z
io SEE NOTE (SEE NOTE)
SECTION X -X
O
OF 1
.14
2.052
41 0.180 0.386 2.387 0.297 0.401
* RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER W-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.
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
PIPE SPAN WIDTH MIN. HEIGHT
CUBIC YARDS
CONC. IN BOX
DEDUCTIONS FOR
ONE PIPE
D A B H
BOTTOM WALL PER TOTAL
Lo MIN EN
SLAB FT. HTFon
HEIGHT. GHT, 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'-0"
0.814
0.059 0.085
30" 3'-0" 2'-0" T-6" J
0.222 0.222 0.925
0.092 0.127
#4 BAR
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L-► B
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SECTION A -A
2" DEEP SAW CUT
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SAW JOINT PERPENDICULAR TO EDGE OF EXISTING
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WHEN DIRECTED.
SECTION B -B
GENERAL NOTES:
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LEGEND
GENERAL NOTES FOR PILOT CAR OPERATIONS
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FLAGGER
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DIRECTION OF TRAFFIC FLOW
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3
STEEL POSTS (QUANTITY VAR.)
PLASTIC SLOPE DRAIN PIPE
(PRACTICE STANDARD 6.32)
OR
GEOTEXTILE LINING
.D 14•m .
TEMPORARY OR
PERMANENT DITCH
COIR FIBER BAFFLES
(PRACTICE STANDARD 6.65)
SKIMMER (SIZE VAR.)
STONE PAD -
PI ON VIF1A1 (below skimmer)
TOP OF EMBANKMENT
RISER STRUCTURE .�
TRASH RACK 1' MIN.
FREEBOARD - -
-� 1' MIN.
SKIMMER ��Py 11(( l 111II�
2ytiS)�ll_--`1)111 ii�i)i)I«�()I)I
ISI
g 1'
CLASS B STONE PAD
(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
W/\
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 lip
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
1-anofE
Baffles
I
Baffles
tl
tl
IE
Lll
Skimmer
dewatering
Emergency
device
spillway
1' Freeboard Embankment
1
' A
- 6" min, I
5ediinerlt Crass -Section
Storage zone
ViBw
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 INA 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
Lo; 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 (112 INCH 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 INA 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 WEEKLYAND 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
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
rl ^^T -FLEXIBLE HOSE
END VIEW
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.
EMBANKMENT
GENCY SPILLWAY MAXIMUM HEIGHT OF FLOAT WHEN NO OTHER
/STORM WATER DISCHARGE OPENINGS EXIST
(MAJOR STORM EVENT)
\ INVERT OF LOWEST STORM WATER PVC VENT
GRATE ISCHARGE OPENING PIPE
(MINOR STORM EVENT)
LOAT
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO THE
PIPE STORM WATER /WATER QUALITY DISCHARGE
DISCHARGE G
OPENING \
OUTLET P
FLEXIBLE HOSE
NTRY UNIT SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
SIDE VIEW MAINTAIN DEPRESSION TO �T
(NO SCALE) MINIMIZE CHANCE OF SKIMMER'
BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
J. W. FAIRCLOTH & SON INC.
FAIRCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET STRUCTURE WTELEP ONE: (91)732-1.COM
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 OFA 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 VELOCITYAS 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 INA 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 A
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
FIGURE 6.65C EXAMPLE OF POROUS BAFFLES USING COIR MESH.
INLET ZONE
35% OF SURFACE AREA
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3
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.
WIRE FI
(IF APP
WOVEN FILTER
4' MAX.
I
GENERAL NOTES:
1. SEDIMENT FILTER OUTLET SHALL BE 16 INCHES HIGH BUT NO TALLER THAN 18 INCHES.
2. CLASS 1 OR 2 RIP -RAP SHALL BE USED AND COVERED WITH 4 INCHES OF NCDOT #5 OR
#57 WASHED STONE ON THE UPSLOPE SIDE.
3. POSTS SHALL BE NO MORE THAN 4 FEET APART.
4. SITE OUTLETS AT ANY POINT SMALL CONCENTRATED FLOWS ARE ANTICIPATED AND AT THE
DIRECTION OF THE INSPECTOR.
5. ONE ACRE MAXIMUM DRAINAGE AREA PER OUTLET.
SILT
STONE
• • • • • • • • • • •
•
# 5 WASHED STONE
STD. 30.11 A
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NOTE: MAY BE USED WHERE EXTENSIVE
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MIN 6" PVC PIPE TO SEDIMENT TRAP
A # 5 WASHED STONE
STD. 30.11 A
CLASS 1 OR 2
RIP -RAP t' MIN'
ryA
CONSTRUCTION ENTRANCE TRUCK TIRE WASH
(IF REQUIRED BY TOWN ENGINEER)
N. T. S.
STEEL POST
WASHED STONE
(NCDOT #5 OR #57)
i
FLOW
MAINTENANCE NOTES:
1. FILTER OUTLETS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY OR
HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
2. THE STONE SHALL BE REPLACED PROMPTLY AFTER ANY EVENT THAT HAS CLOGGED
OR REMOVED IT.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH HALF THE HEIGHT
OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCE OUTLET IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
GRADE, PREPARED AND SEEDED.
FENCE
OUTLET
NOT TO SCALE
WATER SUPPLY
DEFINITION
A SMALL TEMPORARY STONE DAM CONSTRUCTED ACROSS A DRAINAGE WAY.
PURPOSE
TO REDUCE EROSION IN A DRAINAGE CHANNEL BY REDUCING THE VELOCITY OF FLOW.
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,
STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM
HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF
SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL MEASURES CAN BE TAKEN
SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
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
STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
DEFINITION
A TEMPORARY SEDIMENT CONTROL MEASURE CONSISTING OF FABRIC BURIED AT THE BOTTOM, STRETCHED, AND SUPPORTED BY
POSTS.
PURPOSE
TO RETAIN SEDIMENT FROM SMALL DISTURBED AREAS BY REDUCING THE VELOCITY OF SHEET FLOWS TO ALLOW SEDIMENT
DEPOSITION.
CONDITIONS WHERE PRACTICE APPLIES
-BELOW SMALL -DISTURBED AREAS THAT ARE LESS THAN 1/4 ACRE ER 100 FEET OF FENCE.
-WHERE RUNOFF CAN BE STORED BEHIND THE SEDIMENT FENCE WITHOUT DAMAGING THE FENCE OR THE SUBMERGED AREA
BEHIND THE FENCE.
-DO NOT INSTALL SEDIMENT FENCES ACROSS STREAMS, DITCHES, OR WATERWAYS, OR OTHER AREAS OF CONCENTRATED
FLOW.
• SEDIMENT FENCE SHOULD BE PLACED ALONG TOPOGRAPHIC ELEVATION CONTOURS, WHERE IT CAN INTERCEPT STORMWATER
RUNOFF THAT IS IN DISPERSED SHEET FLOW. SEDIMENT FENCE SHOULD NOT BE USED ALONG BELOW GRADED SLOPES
GREATER THAN 10 FEET IN HEIGHT.
PLANNING CONSIDERATIONS
A SEDIMENT FENCE IS A SYSTEM TO RETAIN SEDIMENT ON THE CONSTRUCTION SITE. THE FENCE RETAINS SEDIMENT
PRIMARILY BY RETARDING FLOW AND PROMOTING DEPOSITION. IN OPERATION, GENERALLY THE FENCE BECOMES CLOGGED
WITH FINE PARTICLES, WHICH REDUCE THE FLOW RATE. THIS CAUSES A POND TO DEVELOP BEHIND THE FENCE. THE
DESIGNER SHOULD ANTICIPATE PONDING AND PROVIDE SUFFICIENT STORAGE AREAS AND OVERFLOW OUTLETS TO PREVENT
FLOWS FROM OVERTOPPING THE FENCE. SINCE SEDIMENT FENCES ARE NOT DESIGNED TO WITHSTAND HIGH WATER LEVELS,
LOCATE THEM SO THAT ONLY SHALLOW POOLS CAN FORM. TIE THE ENDS OF A SEDIMENT FENCE INTO HIGHER GROUND TO
PREVENT FLOW AROUND THE END OF THE FENCE BEFORE THE POOL REACHES DESIGN LEVEL. CURLING EACH END OF THE
FENCE UPHILL IN A "J" PATTERN MAY BE APPROPRIATE TO PREVENT END FLOW. PROVIDE STABILIZED OUTLETS TO
PROTECT THE FENCE SYSTEM AND RELEASE STORM FLOWS THAT EXCEED THE DESIGN STORM.
DEPOSITION OCCURS AS THE STORAGE POOL FORMS BEHIND THE FENCE. THE DESIGNER CAN DIRECT FLOWS TO SPECIFIED
DEPOSITION AREAS THROUGH APPROPRIATE POSITIONING OF THE FENCE OR BY PROVIDING AN EXCAVATED AREA BEHIND
THE FENCE. PLAN DEPOSITION AREAS AT ACCESSIBLE POINTS TO PROMOTE ROUTINE CLEANOUT AND MAINTENANCE. SHOW
DEPOSITION AREAS IN THE EROSION AND SEDIMENTATION CONTROL PLAN. A SEDIMENT FENCE ACTS AS A DIVERSION IF
PLACED SLIGHTLY OFF THE CONTOUR. A MAXIMUM SLOPE OF 2 PERCENT IS RECOMMENDED. THIS TECHNIQUE MAY BE USED
TO CONTROL SHALLOW, UNIFORM FLOWS FROM SMALL DISTURBED AREAS AND TO DELIVER SEDIMENT -LADEN WATER TO
DEPOSITION AREAS. THE ANCHORING OF THE TOE OF THE FENCE SHOULD BE REINFORCED WITH 12 INCHES OF NCDOT #5
OR #57 WASHED STONE WHEN FLOW WILL RUN PARALLEL TO THE TOE OF THE FENCE.
SEDIMENT FENCES SERVE NO FUNCTION ALONG RIDGES OR NEAR DRAINAGE DIVIDES WHERE THERE IS LITTLE MOVEMENT OF
WATER. CONFINING OR DIVERTING RUNOFF UNNECESSARILY WITH A SEDIMENT FENCE MAY CREATE EROSION AND
SEDIMENTA77ON PROBLEMS THAT WOULD NOT OTHERWISE OCCUR.
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
POSTS DOES NOT MEET THE MINIMUM STANDARDS SPECIFIED LATER IN THIS SECTION.
ANCHORING OF SEDIMENT FENCE IS CRITICAL. THE TOE OF THE FABRIC MUST BE ANCHORED IN A TRENCH BACKFILLED WITH
COMPACTED EARTH. MECHANICAL COMPACTION MUST BE PROVIDED IN ORDER FOR THE FENCE TO EFFEC77VELY POND
RUNOFF.
WIR
FILTER
8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE
STEEL POST
- WIRE FENCE
FILTER FABRIC
8" MIN.
4" MIN.
N
L = THE DISTANCE SUCH THAT POINTS A
AND B ARE OF EQUAL ELEVATION
FIGURE 6.83A SPACE CHECK DAMS IN A CHANNEL SO THAT THE CREST OF DOWNSTREAM DAM IS AT
ELEVATION OF THE TOE OF UPSTREAM DAM
12" OF NCDOT #5 OR
#57 WASHED STONE
CLASS B RIPRAP
FILTER CLOTH
PLAN VIEW
.5'
4' TO 6'
CROSS SECTION VIEW
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FIGURE 6.836 STONE CHECK DAM STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO KEEP
WATER FROM CUTTING AROUND THE DAM.
CHECK DAM
(NCDENR 6.83)
N. T. S.
CONSTRUCTION SPECIFICATIONS
MATERIALS
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS CERTIFIED BY THE
MANUFACTURER OR SUPPLIER AS CONFORMING TO THE REQUIREMENTS IN ASTM D6461, WHICH IS SHOWN IN PART IN TABLE 6.62b.
SYNTHETIC FILTER FABRIC SHOUD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS
OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0 - 1201F.
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT. STEEL WITH A MINIMUM LENGTH OF 5 FEET. MAKE SURE
THAT STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND A MAXIMUM
MESH SPACING OF 6 INCHES.
CONSTRUCTON
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE.(HIGHT FENCES
MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN
JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLYAT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE
NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS.
EXTED THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN TEH WIRE REINFORCEMENT, THEN FABRIC ON THE
UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
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.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPOR TFENCE. SECURE FASTEN
THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE BY 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE
FROM THE BARRIER (FIG. 6.62a)
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS
CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACHE FILTER FABRIC TO EXISTING TREES.
INSTEAD OF EXCAVATING A TRENCH, PLACING FABRIC AND THEN BACKFILLING TRENCH, SEDIMENT FENCE MAY BE INSTALLED USING
SPECIALLY DESIGNED EQUIPMENT THAT INSERTS THE FABRIC INTO A CUT SLICED IN THE GROUND WITH A DISC (FIG. 6.62b)
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1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF THE FENCE. CHECK WITH A
LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS CLOSE AS POSSIBLE TO THE FABRIC,
ENABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER PRESSURE.
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.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS BEFORE COMPACTION
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC
WIRE TIES 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 WEEKAND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
JURAL GROUND SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
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.
STE­
WIRE FENCING
WOVEN FILTER FABRIC
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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.
SEDIMENT FENCE
(NCDENR 6.62)
N. T. S.
8' MAX.
STEEL POST
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• • • • • • • • • •
• • • • • • • • •
• • • • • • • • • •
• • • • • • • • •
• • • • • • • • • •
• • • • • • • • •
• • • • • • • • • •
• • • • • • • • •
• • • • • • • • • •
• • • • • • • • •
• • • • • • • • • •
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• • • • • • • • •
CLASS 1 OR 2
RIP -RAP t' MIN'
ryA
CONSTRUCTION ENTRANCE TRUCK TIRE WASH
(IF REQUIRED BY TOWN ENGINEER)
N. T. S.
STEEL POST
WASHED STONE
(NCDOT #5 OR #57)
i
FLOW
MAINTENANCE NOTES:
1. FILTER OUTLETS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY OR
HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
2. THE STONE SHALL BE REPLACED PROMPTLY AFTER ANY EVENT THAT HAS CLOGGED
OR REMOVED IT.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH HALF THE HEIGHT
OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCE OUTLET IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
GRADE, PREPARED AND SEEDED.
FENCE
OUTLET
NOT TO SCALE
WATER SUPPLY
DEFINITION
A SMALL TEMPORARY STONE DAM CONSTRUCTED ACROSS A DRAINAGE WAY.
PURPOSE
TO REDUCE EROSION IN A DRAINAGE CHANNEL BY REDUCING THE VELOCITY OF FLOW.
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,
STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM
HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF
SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL MEASURES CAN BE TAKEN
SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
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
STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
DEFINITION
A TEMPORARY SEDIMENT CONTROL MEASURE CONSISTING OF FABRIC BURIED AT THE BOTTOM, STRETCHED, AND SUPPORTED BY
POSTS.
PURPOSE
TO RETAIN SEDIMENT FROM SMALL DISTURBED AREAS BY REDUCING THE VELOCITY OF SHEET FLOWS TO ALLOW SEDIMENT
DEPOSITION.
CONDITIONS WHERE PRACTICE APPLIES
-BELOW SMALL -DISTURBED AREAS THAT ARE LESS THAN 1/4 ACRE ER 100 FEET OF FENCE.
-WHERE RUNOFF CAN BE STORED BEHIND THE SEDIMENT FENCE WITHOUT DAMAGING THE FENCE OR THE SUBMERGED AREA
BEHIND THE FENCE.
-DO NOT INSTALL SEDIMENT FENCES ACROSS STREAMS, DITCHES, OR WATERWAYS, OR OTHER AREAS OF CONCENTRATED
FLOW.
• SEDIMENT FENCE SHOULD BE PLACED ALONG TOPOGRAPHIC ELEVATION CONTOURS, WHERE IT CAN INTERCEPT STORMWATER
RUNOFF THAT IS IN DISPERSED SHEET FLOW. SEDIMENT FENCE SHOULD NOT BE USED ALONG BELOW GRADED SLOPES
GREATER THAN 10 FEET IN HEIGHT.
PLANNING CONSIDERATIONS
A SEDIMENT FENCE IS A SYSTEM TO RETAIN SEDIMENT ON THE CONSTRUCTION SITE. THE FENCE RETAINS SEDIMENT
PRIMARILY BY RETARDING FLOW AND PROMOTING DEPOSITION. IN OPERATION, GENERALLY THE FENCE BECOMES CLOGGED
WITH FINE PARTICLES, WHICH REDUCE THE FLOW RATE. THIS CAUSES A POND TO DEVELOP BEHIND THE FENCE. THE
DESIGNER SHOULD ANTICIPATE PONDING AND PROVIDE SUFFICIENT STORAGE AREAS AND OVERFLOW OUTLETS TO PREVENT
FLOWS FROM OVERTOPPING THE FENCE. SINCE SEDIMENT FENCES ARE NOT DESIGNED TO WITHSTAND HIGH WATER LEVELS,
LOCATE THEM SO THAT ONLY SHALLOW POOLS CAN FORM. TIE THE ENDS OF A SEDIMENT FENCE INTO HIGHER GROUND TO
PREVENT FLOW AROUND THE END OF THE FENCE BEFORE THE POOL REACHES DESIGN LEVEL. CURLING EACH END OF THE
FENCE UPHILL IN A "J" PATTERN MAY BE APPROPRIATE TO PREVENT END FLOW. PROVIDE STABILIZED OUTLETS TO
PROTECT THE FENCE SYSTEM AND RELEASE STORM FLOWS THAT EXCEED THE DESIGN STORM.
DEPOSITION OCCURS AS THE STORAGE POOL FORMS BEHIND THE FENCE. THE DESIGNER CAN DIRECT FLOWS TO SPECIFIED
DEPOSITION AREAS THROUGH APPROPRIATE POSITIONING OF THE FENCE OR BY PROVIDING AN EXCAVATED AREA BEHIND
THE FENCE. PLAN DEPOSITION AREAS AT ACCESSIBLE POINTS TO PROMOTE ROUTINE CLEANOUT AND MAINTENANCE. SHOW
DEPOSITION AREAS IN THE EROSION AND SEDIMENTATION CONTROL PLAN. A SEDIMENT FENCE ACTS AS A DIVERSION IF
PLACED SLIGHTLY OFF THE CONTOUR. A MAXIMUM SLOPE OF 2 PERCENT IS RECOMMENDED. THIS TECHNIQUE MAY BE USED
TO CONTROL SHALLOW, UNIFORM FLOWS FROM SMALL DISTURBED AREAS AND TO DELIVER SEDIMENT -LADEN WATER TO
DEPOSITION AREAS. THE ANCHORING OF THE TOE OF THE FENCE SHOULD BE REINFORCED WITH 12 INCHES OF NCDOT #5
OR #57 WASHED STONE WHEN FLOW WILL RUN PARALLEL TO THE TOE OF THE FENCE.
SEDIMENT FENCES SERVE NO FUNCTION ALONG RIDGES OR NEAR DRAINAGE DIVIDES WHERE THERE IS LITTLE MOVEMENT OF
WATER. CONFINING OR DIVERTING RUNOFF UNNECESSARILY WITH A SEDIMENT FENCE MAY CREATE EROSION AND
SEDIMENTA77ON PROBLEMS THAT WOULD NOT OTHERWISE OCCUR.
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
POSTS DOES NOT MEET THE MINIMUM STANDARDS SPECIFIED LATER IN THIS SECTION.
ANCHORING OF SEDIMENT FENCE IS CRITICAL. THE TOE OF THE FABRIC MUST BE ANCHORED IN A TRENCH BACKFILLED WITH
COMPACTED EARTH. MECHANICAL COMPACTION MUST BE PROVIDED IN ORDER FOR THE FENCE TO EFFEC77VELY POND
RUNOFF.
WIR
FILTER
8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE
STEEL POST
- WIRE FENCE
FILTER FABRIC
8" MIN.
4" MIN.
N
L = THE DISTANCE SUCH THAT POINTS A
AND B ARE OF EQUAL ELEVATION
FIGURE 6.83A SPACE CHECK DAMS IN A CHANNEL SO THAT THE CREST OF DOWNSTREAM DAM IS AT
ELEVATION OF THE TOE OF UPSTREAM DAM
12" OF NCDOT #5 OR
#57 WASHED STONE
CLASS B RIPRAP
FILTER CLOTH
PLAN VIEW
.5'
4' TO 6'
CROSS SECTION VIEW
Q
Q Z
�U
N
FIGURE 6.836 STONE CHECK DAM STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO KEEP
WATER FROM CUTTING AROUND THE DAM.
CHECK DAM
(NCDENR 6.83)
N. T. S.
CONSTRUCTION SPECIFICATIONS
MATERIALS
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS CERTIFIED BY THE
MANUFACTURER OR SUPPLIER AS CONFORMING TO THE REQUIREMENTS IN ASTM D6461, WHICH IS SHOWN IN PART IN TABLE 6.62b.
SYNTHETIC FILTER FABRIC SHOUD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS
OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0 - 1201F.
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT. STEEL WITH A MINIMUM LENGTH OF 5 FEET. MAKE SURE
THAT STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND A MAXIMUM
MESH SPACING OF 6 INCHES.
CONSTRUCTON
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE.(HIGHT FENCES
MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN
JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLYAT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE
NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS.
EXTED THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN TEH WIRE REINFORCEMENT, THEN FABRIC ON THE
UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
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.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPOR TFENCE. SECURE FASTEN
THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE BY 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE
FROM THE BARRIER (FIG. 6.62a)
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS
CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACHE FILTER FABRIC TO EXISTING TREES.
INSTEAD OF EXCAVATING A TRENCH, PLACING FABRIC AND THEN BACKFILLING TRENCH, SEDIMENT FENCE MAY BE INSTALLED USING
SPECIALLY DESIGNED EQUIPMENT THAT INSERTS THE FABRIC INTO A CUT SLICED IN THE GROUND WITH A DISC (FIG. 6.62b)
la���r_��►�rrrr.�.��y�xyi�rNrrr.�.���
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF THE FENCE. CHECK WITH A
LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS CLOSE AS POSSIBLE TO THE FABRIC,
ENABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER PRESSURE.
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.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS BEFORE COMPACTION
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC
WIRE TIES 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 WEEKAND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
JURAL GROUND SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
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.
STE­
WIRE FENCING
WOVEN FILTER FABRIC
0
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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.
SEDIMENT FENCE
(NCDENR 6.62)
N. T. S.
8' MAX.
STEEL POST
0
WIRE FENCING
ZFILTER
FABRIC
M w
#5 WASHED STONE
Lo M 1-t
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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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5128118
Sheet
C-5.3

FLOW
CONTOUR
2 -FO
S -FEET SELF FASTENER OVERLAP
ANGLE STEEL POST
(SEE NOTE 4)
END HARDWARE CLOTH HERE
WOOD MULCH OR
COMPOST To V, HEIGHT
OF COMPOST FILTERSOCK
III
IJP(;
I �J
PLAN -VIEW
12 -FEET
OT
(MIN.) 8 -FEET
24 -INCH FRTREXX® COMPOST FILTER SO(
OR ENGINEER APPROVED EQUIVALENT
f HARDWARE CLOTH
L— — — —
z
Iu IIInI
5 -FEET SELF FASTENER
ANGLE STEEL POST
(SEE NOTE 3)
HARDWARE CLOTH
2 -IN CH X 2 -INCH X 36 -INCH
HARD WOODEN STAKE
(SEE NOTE 2)
24 -INCH FILTREXX® COMPOST FILTER
SOCK OR ENGINEER APPROVED
EQUIVALENT
WOOD MULCH OR COMPOST TO Y2
I' HEIGHT OF COMPOST FILTER SOCK
a III ',
� II Tf
TIIll
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SECTION B -B'
24 -INCH FILTREXX® COMPOST
FILTER SOCK OR ENGINEER
APPROVED EQUIVALENT
A'
A
SILT FENCE
2 -FOOT
2 -FOOT
OVERLAP (MIN.) 2 -INCH X 2 -INCH X 36 -INCH
HARD WOODEN STAKE
(SEE NOTE 2)
END HARDWARE CLOTH HERE
-SILT FENCE
3 -FEET 3 -FEET 2 -FEET
SECTION A -A'
SILT FENCE OUTLET NOTES:
1. USE 24 -INCH FILTREXX® COMPOST FILTER SOCK OR ENGINEER APPROVED EQUIVALENT. FILTER SOCKS SHALL BE A MINIMUM
OF 12' LONG. MINIMUM OF 16 -INCH HEIGHT OF COMPOST FILTER SOCK AFTER INSTALLATION.
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
MAXIMUM OF 3 -FEET. DRIVE THE STAKE TO A MINIMUM OF 1 -FOOT INTO THE GROUND LEAVING A MINIMUM OF 3 -INCH
PROTRUDING ABOVE THE COMPOST FILTER SOCK.
4. OVERLAP SILT FENCE OUTLET OPENING WITH FILTER SOCK A MINIMUM OF 2 FEET, STARTING AT STEEL POST. EXTEND
HARDWARE CLOTH AT LEAST 12 INCHES PAST STEEL POST.
5. USE HARDWARE CLOTH 24 GAUGE WIRE MESH WITH %" MESH OPENINGS.
6. SILT FENCE OUTLET LOCATIONS MAY VARY FROM THE APPROVED PLANS AS DIRECTED BY THE OWNER'S INSPECTOR OR
DESIGNATED REPRESENTATIVE AND BASED UPON FIELD CONDITIONS.
7. SILT FENCE OUTLETS SHOULD BE INSTALLED AT POINTS OF CONCENTRATED FLOW AND LOW POINTS. IF WATER IS POOLING
BEHIND INSTALLED SILT FENCE AN ADDITIONAL SILT FENCE OUTLET MAY NEED TO BE INSTALLED.
SILT FENCE OUTLET INSPECTION & MAINTENANCE:
1. REGULAR INSPECTIONS OF SILT FENCE OUTLETS SHALL BE CONDUCTED ONCE EVERY CALENDAR WEEK AND, AS
RECOMMENDED, WITHIN 24 -HOURS AFTER EACH RAINFALL EVENT THAT PRODUCES 1/2 -INCH OR MORE OF PRECIPITATION.
2. MAKE ANY NECESSARY REPAIRS IMMEDIATELY.
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.
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 OUTLET
STRAW BALE
STAPLES BINDING WIRE
(2 PER BALE)
10 mil PLASTIC LINING
WOOD OR METAL NATIVE MATERIAL
STAKES (2 PER BALE) — (OPTIONAL)
B
L
VARIES
SECTION B -B'
NOT TO SCALE
3m MINIMUM STAKE
(TYP.)
.�
X-
10 mil PLASTIC LINING
MR
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'
tSTRAW BALE
(TYP.)
CONCRETE
1 ; WASHOUT
T I+I I+I
915 mm
915 mm Id
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
3.05 mm DIA.
200 mm~' STEEL WIRE
STAPLE DETAIL
CONCRETE WASHOUT BASIN
N. T. S.
3
LENGTH AS NECESSARY
TO GO THRU DIKE
4' MIN. PIPE
1.5' MIN
FLEXIBLE PIPE
TIE DOWN 10' MAX. SPACING
TIE DOWN AT END—�\ \
4'
* AT LESS THAN 1% SLOPE
DIAMETER (D)
PROFILE
EXTEND TO EDGE OF
RIP RAP & WASHED STONE
FILTER BERM
(MCLDS 30.12) —
-SEDIMENT PITAf
77�
'T.
a �
a =
w �
STAKES' ,
a ' a
EARTH DIKE
a a
a
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.
FLEX BLE PPE SLOPE DRAIN
NOT TO SCALE
rn
0
WOOD MULCH OR
Q
0
Lo oM 0
COMPOST TO Y, HEIGHT
U)
Lo co
O
OF COMPOST FILTER
2 -INCH X 2 -INCH % 36 INCH
BI ��
SOCK
HARD WOODEN STAKE
M
a
(SEE NOTE 2)
c
A - 2 -FEET
3 -FEET
3 -FEET 2 -FEET
z o
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Uami
0
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Q N N
�U-N't
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SILT FENCE
L- Z N
7
FASTENER ANGLE
°
-FOOT
B fJ
STEEL POST
_.2
�
o
(SEE NOTE 3)
2 -FO
S -FEET SELF FASTENER OVERLAP
ANGLE STEEL POST
(SEE NOTE 4)
END HARDWARE CLOTH HERE
WOOD MULCH OR
COMPOST To V, HEIGHT
OF COMPOST FILTERSOCK
III
IJP(;
I �J
PLAN -VIEW
12 -FEET
OT
(MIN.) 8 -FEET
24 -INCH FRTREXX® COMPOST FILTER SO(
OR ENGINEER APPROVED EQUIVALENT
f HARDWARE CLOTH
L— — — —
z
Iu IIInI
5 -FEET SELF FASTENER
ANGLE STEEL POST
(SEE NOTE 3)
HARDWARE CLOTH
2 -IN CH X 2 -INCH X 36 -INCH
HARD WOODEN STAKE
(SEE NOTE 2)
24 -INCH FILTREXX® COMPOST FILTER
SOCK OR ENGINEER APPROVED
EQUIVALENT
WOOD MULCH OR COMPOST TO Y2
I' HEIGHT OF COMPOST FILTER SOCK
a III ',
� II Tf
TIIll
(7111 r
z "._.-I� ISH I Til I-
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SECTION B -B'
24 -INCH FILTREXX® COMPOST
FILTER SOCK OR ENGINEER
APPROVED EQUIVALENT
A'
A
SILT FENCE
2 -FOOT
2 -FOOT
OVERLAP (MIN.) 2 -INCH X 2 -INCH X 36 -INCH
HARD WOODEN STAKE
(SEE NOTE 2)
END HARDWARE CLOTH HERE
-SILT FENCE
3 -FEET 3 -FEET 2 -FEET
SECTION A -A'
SILT FENCE OUTLET NOTES:
1. USE 24 -INCH FILTREXX® COMPOST FILTER SOCK OR ENGINEER APPROVED EQUIVALENT. FILTER SOCKS SHALL BE A MINIMUM
OF 12' LONG. MINIMUM OF 16 -INCH HEIGHT OF COMPOST FILTER SOCK AFTER INSTALLATION.
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
MAXIMUM OF 3 -FEET. DRIVE THE STAKE TO A MINIMUM OF 1 -FOOT INTO THE GROUND LEAVING A MINIMUM OF 3 -INCH
PROTRUDING ABOVE THE COMPOST FILTER SOCK.
4. OVERLAP SILT FENCE OUTLET OPENING WITH FILTER SOCK A MINIMUM OF 2 FEET, STARTING AT STEEL POST. EXTEND
HARDWARE CLOTH AT LEAST 12 INCHES PAST STEEL POST.
5. USE HARDWARE CLOTH 24 GAUGE WIRE MESH WITH %" MESH OPENINGS.
6. SILT FENCE OUTLET LOCATIONS MAY VARY FROM THE APPROVED PLANS AS DIRECTED BY THE OWNER'S INSPECTOR OR
DESIGNATED REPRESENTATIVE AND BASED UPON FIELD CONDITIONS.
7. SILT FENCE OUTLETS SHOULD BE INSTALLED AT POINTS OF CONCENTRATED FLOW AND LOW POINTS. IF WATER IS POOLING
BEHIND INSTALLED SILT FENCE AN ADDITIONAL SILT FENCE OUTLET MAY NEED TO BE INSTALLED.
SILT FENCE OUTLET INSPECTION & MAINTENANCE:
1. REGULAR INSPECTIONS OF SILT FENCE OUTLETS SHALL BE CONDUCTED ONCE EVERY CALENDAR WEEK AND, AS
RECOMMENDED, WITHIN 24 -HOURS AFTER EACH RAINFALL EVENT THAT PRODUCES 1/2 -INCH OR MORE OF PRECIPITATION.
2. MAKE ANY NECESSARY REPAIRS IMMEDIATELY.
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.
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 OUTLET
STRAW BALE
STAPLES BINDING WIRE
(2 PER BALE)
10 mil PLASTIC LINING
WOOD OR METAL NATIVE MATERIAL
STAKES (2 PER BALE) — (OPTIONAL)
B
L
VARIES
SECTION B -B'
NOT TO SCALE
3m MINIMUM STAKE
(TYP.)
.�
X-
10 mil PLASTIC LINING
MR
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'
tSTRAW BALE
(TYP.)
CONCRETE
1 ; WASHOUT
T I+I I+I
915 mm
915 mm Id
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
3.05 mm DIA.
200 mm~' STEEL WIRE
STAPLE DETAIL
CONCRETE WASHOUT BASIN
N. T. S.
3
LENGTH AS NECESSARY
TO GO THRU DIKE
4' MIN. PIPE
1.5' MIN
FLEXIBLE PIPE
TIE DOWN 10' MAX. SPACING
TIE DOWN AT END—�\ \
4'
* AT LESS THAN 1% SLOPE
DIAMETER (D)
PROFILE
EXTEND TO EDGE OF
RIP RAP & WASHED STONE
FILTER BERM
(MCLDS 30.12) —
-SEDIMENT PITAf
77�
'T.
a �
a =
w �
STAKES' ,
a ' a
EARTH DIKE
a a
a
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.
FLEX BLE PPE SLOPE DRAIN
NOT TO SCALE
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NOTE:
A 27" DIAMETER PRE -CAST
RING SHALL BE PLACED
8 3/4" AROUND EACH VALVE BOX.
7 1/2"
F-2.. 43/4"�
TOP
—1/4"
7
1
1
BOTTOM
{SCREW TYPE)
7 3/8"
1/4"
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5/16"
5 1
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X63/4"�
11/2'
1"
O
WATER
0
COVER
31 UNION COUNTY PUBLIC WORKS DEPARTMENT HIVUH RU VC HIL
VALVE Box SCALE
UNION COUNTY, N.C. N.T.S.
GATE:
11-17-06
N0. 67
WASHED
STONE
BURY
18"x18"x6"
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N,C,
41„
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
HYDRANTS TO BE SET AT
BURY LINE- EDGE OF R/W AT PROPERTY
TO BE SET AT CORNERS
EXIST. GRADE
LEVEL
6" MECHANICAL JOINT
6" DUCTILE IRON GATE VALVE
LEADER WITH
MEGALUGS 14 GA. STRANDED BLUE COATED
`COPPER TRACER WIRE
O O
MECHANICAL JOINT
cE O O "LOCKED"
HYDRANT TEE
O O
A MINIMUM OF 6" OF CONCRETE
WILL BE PLACED UNDER THE BASE
STANDARD DETAIL
FIRE HYDRANT INSTALLATION SD
1-
CONCRETE PAD
cllIl
I I—1 I
I
VALVE BOX
HYDRANT TEE 14 GAUGE STRANDED BLUE
COATED COPPER TRACER WIRE
,III=I 1 -
1
ll 6" PVC PIPE
3
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
HYDRANT TEE X2" REDUCERNALE:
SC.TS.UNION COUNTY, N.C,
DATE: 7 A
10-4-11
CONCRETE PAD
UNION COUNTY PUBLIC WORKS DEPARTMENT l [Vr l,V VL 4 fIIL
SCALE:
UNION COUNTY, N.C. VALVE BOX INSTALLATION 104il
14 GAUGE STRANDED BLUE
COATED COPPER TRACER WIRE
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
SADDLE
COPPER
SERVICE TUBING
CONNECTOR
CORPORATION
APPROVED
SERVICE HARDWARE
2 PVC
MUELLER
H-13420
FORD
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 COPPER
STYLE 110
GRIP JOINT
EXPANSION CONNECTION
4"
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� SCALE:
S
kN.T.S.
DATE:
10-4-11
CONCRETE PAD
_ e
VALVE BOX -c
14 GAUGE STRANDED BLUE
COATED COPPER TRACER WIRE
ed�a.. e.. ,•. —I dill
IIIII�II -
1
6" PVC PIPE
2" CAST IRON HARCO ADAPTOR
8" OR 6" WATERMAIN 2" PVC
(54 LF QIP 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.
UNION
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
—VALVE BOX
2" GALVANIZED
PIPE 2' LONG
e
e
2' GALVANIZED PIPE
3' LONG— "
2 90° BEND
CONCRETE BLOCKING
STANDARD DETAIL
2" BLOW -OFF
L
ELECTRONIC RADIO
TRANSMITTER VALVE BOX BY
BUILDER/PROPERTY OWNER
F -,
14 GAUGE STRANDED 8" to 10"J I L
BLUE COATED COPPER 1 I
TRACER WIRE ANGLE VALVE ' I
(WITH LOCK WINGS) I
EXPANSION I
I I
CONNECTOR
1 1/2" AMR METER I I
I _ I
CLEARANCE I = I
--- - - - - - -
lilImlpI 14 4
--------- H�_A➢
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
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NOTES:
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ALL CONCRETE = 3000 PSI
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UNION COUNTY PUBLIC WORKS DEPARTMENT
Ma
STANDARD DETAIL
Q
SCALE:
UNION COUNTY, N.C.
P P E BEDDING
N.T.S.
U
DATE:
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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
GRAVITY SEWER - BEDDING DETAIL
CLASS C
L -4
FORCE MAIN
AREFULLY COMPACTED
ELECT BACK FILL 1 FT.
BOVE TOP OF PIPE
#67 STONE
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
16" & 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
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 1/2°.
JOINTS SHALL REMAIN FREE OF CONCRETE FOR INSPECTION, REPAIR OR
REPLACEMENT OF JOINTS,
UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.C. 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 VU 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,•/�. //i ��\//�\!
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 _u_ - --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 45° 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'
C)
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
LJ
(RECESSED FLUSH)
y
ANCHORAGE SCHEDULE
®
TAPPING PLUG
m
w
w
(2)
111/49
BEND
22 1/22
BEND
452 BEND
900-
BEND
TEE
O
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"
1'6"
2'9"
1'6"
2'0"
1'6"
200
1'6"
13"
2'3"
1'6"
3'0"
1'6"
4'0"
1'6"
3'0"
1'6"
300
m
1'6"
1'6"
2'6"
119"
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"
1'9"
4'0"
2'3"
4'3"
3'0"
5'0"
3'3"
4'0"
3'0"
200
12
3'6"
2'0"
59"
2'6"
6'0" 1
3'3"
7'0"
316"
510"
3'6"
300
3'0"
TO"
4'0"
3'0"
4'6"
3'9"
6'0"
3'9"
4'6"
3'6"
200
14"
4'0"
2'6"
53"
3'6"
6'0"
4'3"
6'6"
5'0"
510"
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 1/2°.
JOINTS SHALL REMAIN FREE OF CONCRETE FOR INSPECTION, REPAIR OR
REPLACEMENT OF JOINTS,
UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.C. 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 VU 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,•/�. //i ��\//�\!
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 _u_ - --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 45° 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'
C)
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
LJ
(RECESSED FLUSH)
y
(2) 1' (25mm)
DIA, HOLES
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TAPPING PLUG
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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 3 4"
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°. 11112'
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
-,DITCH BOTTOM DITCH \ \
BOTTOM
H12 .V UNDISTURBED
EARTH
MIN. 11/2 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;
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TAPPING PLUG
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RESTRAINT VALVE
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(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,
131 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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WATER MAIN CROSSING
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PRI❑R APPROVAL FROM UNI❑N COUNTY PUBLIC
PRIVATE
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UNDER STORM DRAIN DETAIL
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UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
STANDARD DETAIL
32
LINE
MAXIMUM SLOPE ACROSS WATER/ SEWER EASEMENT
5:1 SLOPE
SN T.S
LINE
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MAXIMUM DEPTH OF BURY
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PROPOSED
6,0' DEPTH (MAX.)
GRADE
3.0' COVER (MIN.)
STORM DRAIN
NOTES:3
1. METERS WILL NOT BE SET IF WATER METER
BOXES, SEWER CLEAN -OUTS, VALVE BOXES
/4 COMPRESSION
TEE
45 DEGREE 45 DEGREE
BENDS BENDS
OR THEIR APPURTENANCES ARE DAMAGED OR
I_ .I
12" (MIN.)
IMPROPERLY POSITIONED,
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-OF-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 APPROPRIATE
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
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1. MAXIMUM GROUND SLOPE OF 5' TO 1' IN ANY
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DIRECTION INSIDE WATER/SEWER EASEMENTS.
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WORKS,
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FINISHED GRADE
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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
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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
PAVED AREAS. WATER SHALL NOT BE ALLOWED TO ACCUMULATE
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
N. GENERAL ROCK EXCAVATION: ROCK SHALL BE DEFINED AS ANY
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.
CANNOT BE EXCAVATED WITH A SINGLE - TOOTH RIPPER DRAWN
AND THE ARCHITECT. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS PRIOR
OWNER'S ENGINEER. EXCAVATED AREAS TO BE BACKFILLED WITH APPROVED MATERIALS
c
W
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"
ui
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.
3
z
LATEST REVISION.
B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING EXCAVATIONS AGAINST
0
(i
D.
ALL WORK PERFORMED SHALL COMPLY WITH THE REGULATIONS AND ORDINANCES OF THE
COLLAPSE AND WILL PROVIDE BRACING, SHEETING OR SHORING AS NECESSARY.
10
m 00
c4
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.
1. CONTRACTORSHALL STABILIZE EXPOSED GROUND AS SOON AS INDIVIDUAL AREAS S ARE
Lu
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
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
DAMAGE AND DISTURBANCE. IF ANY CONTROL POINTS ARE DAMAGED OR A. ALL STORM SEWER PIPE SHALL BE REINFORCED CONCRETE PIPE UNLESS OTHERWISE RESTRAIN EROSION MUST BE ACCOMPLISHED WITHIN 15 WORKING DAYS OR 90
DISTURBED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE NOTED ON PLANS. ALL DRAINAGE STRUCTURES SHALL BE IN ACCORDANCE WITH NCDOT CALENDAR DAYS FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT,
ENGINEER AND REPLACE THE CONTROL POINTS TO THEIR ORIGINAL CONDITION AT 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 6.108
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.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
ABLE 6.10C
EMPORARY SEEDING RECOMMENDATIONS FOR FALL
EEDING MIXTURE
'YE (GRAIN) 120
EEDING DATES
IOUNTAINS AUG. 15 - DEC. 15
:OASTAL PLAIN
SND 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.
INCH HICK LAYER OF LEAN CO114 E MAY BE PLACED IN SUCH AREAS. THE SITE
.
WATER & SEWER
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
UNION POWER COOPERATIVE
A. PRELIMINARY ARCHITECTURAL BUILDING, AND PLUMBING PLANS HAVE NOT BEEN
BUILDING PERIMETERS OR ON PAVED AREAS.
PIEDMONT NATURAL GAS
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
DAMAGE AND DISTURBANCE. IF ANY CONTROL POINTS ARE DAMAGED OR A. ALL STORM SEWER PIPE SHALL BE REINFORCED CONCRETE PIPE UNLESS OTHERWISE RESTRAIN EROSION MUST BE ACCOMPLISHED WITHIN 15 WORKING DAYS OR 90
DISTURBED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE NOTED ON PLANS. ALL DRAINAGE STRUCTURES SHALL BE IN ACCORDANCE WITH NCDOT CALENDAR DAYS FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT,
ENGINEER AND REPLACE THE CONTROL POINTS TO THEIR ORIGINAL CONDITION AT 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 6.108
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.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
ABLE 6.10C
EMPORARY SEEDING RECOMMENDATIONS FOR FALL
EEDING MIXTURE
'YE (GRAIN) 120
EEDING DATES
IOUNTAINS AUG. 15 - DEC. 15
:OASTAL PLAIN
SND 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.
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 816.1 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 "0" 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.
UTILITY PROVIDERS
00
V_
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 816.1 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 "0" 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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