5152 Wrenn Creek Set Signed 20151016 - NCDENR Set

SITE AND DEVELOPMENT DATA
JURISDICTION
UNION COUNTY, NC
PARCEL ID:
06054048
SITE ADDRESS:
TO BE DETERMINED
ZONING
RA -40
PROPOSED ZONING
RA -40 (CLUSTER SUBDIVISION)
USE CLASSIFICATION
RESIDENTIAL
TOTAL AREA
148.038 ACRES
AREA IN LOTS.
148.03B ACRES
COMMON AREA
56.33 ACRES
RIGHT-OF-WAY
14.5 ACRES
C2.6
Pleasant Grove Road
MINIMUM FRONT SETBACK
25'
MINIMUM CORNER/SIDE SETBACK
7.5
MINIMUM REAR SETBACK
25'
C3.3
EROSION PLAN PH. 1 (2 OF 2)
MINIMUM LOT SIZE
20,000 SF
MINIMUM LOT WIDTH
100 FT
C3.6
EROSION PLAN PH. 2 (2 OF 2)
DISTURBED AREA
0
E A G L E
E N G I N E E R I N G
2013A Van Buren Avenue
Indian Trail, NC 28079
[phone]
P.O. BOX 551
Alpharetta, GA 30009
[phone]
www.eagleonline.net
PROJECT ENGINEER: PATRICK M. QUINN, P.E.
STREET ADDRESS: 2013A VAN BUREN AVENUE
CITY, STATE, ZIP INDIAN TRAIL, NC 28079
PHONE: [phone]
FAX: [phone]
PREPARED FOR: WRENN CREEK LLC
STREET ADDRESS: 2857 WESTPORT RD.
CITY, STATE , ZIP: CHARLOTTE, NC 28208
PHONE: [phone]
CONTACT: JOE DORITY
NO. DATE BY ISSUE
WRENN CREEK SUBDIVISION
$o��H CA t�04
EAGLE 9
ENGINEERING, �
[n INC. O
9= No. C-0873
ti
T'O9rE OF AUS �0
1,1%i1tlpl+rrr'r
sA 0
042 = -
r��rrrrriiir+s��
09-95-95
Know what's below.
Call before you dig.
CALL 1.800-632.4949 OR 811
WWW,NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
CLUSTER SUBDIVISION
CONSTRUCTION PLANS
UNION COUNTY, NC
VICINITY MAP
NOT TO SCALE
Sheet List Table
Sheet Number
Sheet Title
C0.0
COVER
C1.0
EXISTING CONDITIONS BOUNDARY SURVEY
C1.1
EXISTING CONDITIONS TOPOGRAFIC SURVEY
C2.0
OVERALL SITE PLAN
C2.1
SITE PLAN (1 OF 5)
C2.2
SITE PLAN (2 OF 5)
C2.3
SITE PLAN (3 OF 5)
C2.4
SITE PLAN (4 of 5)
C2.5
SITE PLAN (5 OF 5)
C2.6
Pleasant Grove Road
C3.0
OVERALL EROSION CONTROL PLAN PH. 1
C3.1
EROSION CONTROL PHASING PLAN
C3.2
EROSION PLAN PH. 1 (1 OF 2)
C3.3
EROSION PLAN PH. 1 (2 OF 2)
C3.4
OVERALL EROSION CONTROL PLAN PH. 2
C3.5
EROSION PLAN PH. 2 (1 OF 2)
C3.6
EROSION PLAN PH. 2 (2 OF 2)
C4.0
OVERALL GRADING PLAN
C4.1
Road A, 0+00 - 11 +00
C4.2
Road A, 11 +00 - 19+50
C4.3
Road A, 19+50 - 30+00
C4.4
Road A, 30+00 - End
C4.5
Road B, 0+00-10+00
C4.6
Road B, 10+00 -End
C4.7
Road C, 0+00 -End
C4.8
Road D, 0+00-10+50
C4.9
Road D, 10+50-21+00
C4.10
Road D, 21+00-30+50
C4.11
Road D, 30+50-41+00
C4.12
Road D, 41+00 -End
C4.13
GRADING PHASE 1
C4.14
GRADING PLAN (1 OF 5)
C4.15
GRADING PLAN (2 OF 5)
C4.16
GRADING PLAN (3 OF 5)
C4.17
GRADING PLAN (4 OF 5)
C4.18
GRADING PLAN (5 OF 5)
C4.19
AMENITY CENTER PARK GRADING
C5.0
OVERALL UTILITY PLAN
C5.1
SANITARY SEWER (PHASE 1) STA 0+00 TO STA 12+00
C5.2
SANITARY SEWER (PHASE 1) STA 12+00 TO STA 24+00
C5.3
SANITARY SEWER (PHASE 1) STA 24+00 TO STA 25+25
C5.4
SANITARY SEWER (PHASE 1) STA 2+07 TO STA 4+25
C5.5
SANITARY SEWER (PHASE 2) STA 4+25 TO STA 11+04
C5.6
SANITARY SEWER (PHASE 2) STA 4+25 TO STA 11 +04
C5.7
SANITARY SEWER (PHASE 2) STA 16+25 TO STA 28+00
C5.8
SANITARY SEWER (PHASE 2) STA 28+00 TO STA 29+75
C5.9
SANITARY SEWER (PHASE 2) STA 26+00 TO STA 37+50
C5.10
SANITARY SEWER (PHASE 2) STA 35+00 TO STA 38+47
C5.11
SANITARY SEWER (PHASE 3) STA 23+25 TO STA 34+50
C5.12
SANITARY SEWER (PHASE 3) STA 34+50 TO STA 43+25
C5.13
SANITARY SEWER (PHASE 3) STA 40+50 TO STA 42+50
C5.14
SANITARY SEWER (PHASE 3) STA 349+50 TO STA 355+00
05.15
SANITARY SEWER (PHASE 5) STA 15+00 TO STA 23+25
C5.16
P & P - 12in WM 0+00-11 +00
05.17
P & P - 12in WM, 11+11-22+50
C5.18
P & P - 12in WM 22+50-34+00
C5.19
P & P - 12in WM, 34+00-44+76
C6.1
STANDARD DETAILS (1 OF 6)
C6.2
STANDARD DETAILS (2 OF 6)
C6.3
STANDARD DETAILS (3 OF 6)
C6.4
STANDARD DETAILS (4 OF 6)
C6.5
STANDARD DETAILS (5 OF 6)
C6.6
STANDARD DETAILS (6 OF 6)
EEI Project Number:
5152

Parcel Line Table
Line #
Direction
Length
Li
S40' 11' 42"E
179.40
L2
S27° 04'07"E
a
L3
S48° 41'48"E
90.14
L4
S72° 04'05"E
66.27
L5
N76° 19'13"E
31.63
`.,t__.�
S46° 59'50"E
16.47
L7
N80° 21' 16'W
`�---
i
?, •
,yF
S
L9
S62' 55'31"E
50.17
L10
S60° 39' 25'E
56.37
L11
S52° 20'41'E
80.33
L12
S64° 19'12'E
66.69
L13
S59° 06' 25"E
31.02
L14
Parcel Line Table
Line #
Direction
Length
Li
S40' 11' 42"E
179.40
L2
S27° 04'07"E
92.37
L3
S48° 41'48"E
90.14
L4
S72° 04'05"E
66.27
L5
N76° 19'13"E
31.63
L6
S46° 59'50"E
16.47
L7
N80° 21' 16'W
40.30
L8
S31' 26' DO'E
54.00
L9
S62' 55'31"E
50.17
L10
S60° 39' 25'E
56.37
L11
S52° 20'41'E
80.33
L12
S64° 19'12'E
66.69
L13
S59° 06' 25"E
31.02
L14
S50° 59'46"E
54.99
L15
S570 54'34"E
25.82
L16
3465° 32'22"E
33.55
L17
S87° 54'00"E
84.02
L18
N71° 32' 51"E
34.18
L19
S77° 09'06"E
86.43
L20
N70' 54'01'E
35.95
Site
"47
. _
%. I
j
.. rr
..'w
,..,.,.1 `.,
Vicinity Map
b• -e
NOT TO SCALE
Parcel Line Table
Line A
Direction
Length
L21
N76' 31' 11 "E
44.48
L22
N54' 26'05'E
79.95
L23
N74° 46'52"E
48.32
L24
S64° 15'29"E
61.02
L25
S54° 03'24"E
50.82
L26
555° 35' 34"E
39.83
L27
870°14'57"E
41.92
L28
S84° 59' 44"E
4D.32
L29
N79° 09' 25"E
59.02
L30
584° 20'59"E
108.68
L31
S21' 55' 30"E
34.66
L32
N81° 09' 39'E
48.89
L33
S51° 08' 07'E
34.41
L34
S79' 18'43'E.
48.30
L35
S62° 56' 41"E
75.52
L36N81
° 15'54"E
53.05
JERRY HAMMER
BK. 370-574
TAX PIN: 06054055
IOW OF FORMERLY
J 1" EIP
AT 0+19/.76'
SSMH
RIM
SHANNON VISTA ZONING INFORMATION
j SUBDIVISON ,
COMMON OPEN SPACE ACCORDING TO THE UNION COUNTY GEOGRAPHIC INFORMATION SYSTEM {GES} ON APRIL 3,
PLAT BK J-9752015 DATE, THE SUBJECT PROPERTY IS ZONED "RA 40" BECAUSE THERE MAY BE A NEED FOR
INTERPRETATION OF THE APPLICABLE ZONING CODES; WE REFER YOU TO THE UNION
(� COUNTY PLANNING DEPARTMENT FOR ADDITIONAL INFORMATION.
s4u
ti
��TURT1- 000 p�tlV�
LITTLE TWELVE
�,� L4 L5. tr MILE CREEK OAK HILL ESTATE
` L6 PLAT BK.E-697 PROPERTY RUNS WITH
C I THE CENTERLINE OF
1.5" EIP L 9/ CREEK
C!
314" EIP 7 `
�33�Y
ESTELLA WILSON 314" EIP
BK. 4733-486 w
TAX PIN: 06054054 N iv
NOW OF FORMERLY
rrP a
� N
16 314" EIR
+n
4
15 z °'
112" EIR - -
14 N5°22'03"E
99.64'
112" EIR
13
12
11 Uj
LO -
Y
10 z
1 E
SHANNON
MANCHETTES 9
PLAT BK. 6-74
8
112" EIR
7 N5° 17'45"E
134.62' ,
112" EIR
0 00 6 N5°13'08"E ,
N 100.03'
Z � 0 -- 1" EIP
O zi 5 N5°14'10"E
4 100.22'
314" EIR
Q 4 N5'15'27"E
= 100.03'
112" EIR
N5°34'34" WIRE FENCE RUNS
3 WITH PROPERTY LINE
90.00'
518" EIR
N5°14'51 "E
2 85.08'
518" EIR
L15
1r
1 X1'!0 L17 IL�$ L
RIM 530.75
RIM 530.3`1/
N JJ s
BK. 98-78
L \ SECOND TRACT
TRACT LINE PER
BK. 98-78
(SECOND TRACT)
APPROXIMATE
LOCATION OF FEMA +
100 YEAR FLOOD
LINE.
PHASE '1
3,338,862 sq.ft.
76.650 acres
6,448,543 sq.ft.
v
lf?
148.038 acres
A
U
DONALD S. ROBINSON
0��
FAMILY LIMITED
4
PARTNERSHIP
Q
TAX PIN: 06054048
5
OLD DEED REFERENCE
BK. 17-653
GEORGE HOWEY TO
ALBERT M. HOWEY
NOVEMBER 24, 1876
SSMH
RIM 530.63
Sn°Z349•E
z3
i 27 L29 1.30 'r t32
SSMH
J RIM 532.01
1
m
FLAT IRON
AT 0+11.98'
SSMH
RIM 534.74'
FLAT IRON
APPROXIMATE O
LOCATION OF FEMA
REGULATED FLOOD
PLAIN, ZONE AE.
(SHADED AREA),
PHASE 2
3,109.774 sq.ft.
71.391 acres
� w l� � 1
m
L=82.94, R=257.70
CH= S4°34'051V 82.58'
STORM
WATER
MANAGEMENT��
m
EASEMENT
38.029 ac es
Ila -
1� DEED LINE PER
�nBK. 17-653
MICHAEL SMITH
86 `539 E 39.
8K.
�` WILLIAM (YEAR 1876) --
BK. 5381-252 S64°5 ' S"E "' STEPHENSON LINE saz°35,54-E
TAX PIN: D6054002 7 , 7' BK. 17-653 225.1r
NOW OF FORMERLY (YEAR 1876)
L=41.63, R=205.00
LEGEND OF SYMBOLS & ABBREVIATIONS
EIP - EXISTING IRON PIPE
EIR - EXISTING IRON REBAR
NIR - NEW IRON REBAR
S.T. - SIGHT TRIANGLE
M.S.S. - MINIMUM BUILDING SETBACK
P.S.D.E. - PUBLIC STORM DRAINAGE EASEMENT
S.S.E. - SANITARY SEWER EASEMENT
SSMH - SANITARY SEWER MANHOLE
RNV - RIGHT OF WAY
P.S.S.E. - PRIVATE SANITARY SEWER EASEMENT
GPUE - GENERAL PUBLIC UTILITY EASEMENT
C.P. - COMPUTED POINT
ECM - EXISTING CONCRETE MONUMENT
E.P.K. - EXISTING P.K. NAIL
Lk - HANDICAPPED PARKING
®
-TRANSMISSION TOWER
�p7 - UTILITY POLE
- UNDERGROUND GASLINE
Pelma--- - OVERHEADUTILITYLINE
____ss_ - SANITARY SEWER LINE
Q - SANITARY SEWER MANHOLE
- FIRE HYDRANT
- WATER VALVE
- WATER WELL
■ - YARD INLET 1 AREA DRAIN
HWHiH- RAILROAD TRACK
-MONITORING WELL UTILITY NOTES
- 112" EER 518" EIR
1 A
o
C.A. CRATER JR.
r BK. 179550 � or
(FIRST TRACT)`
NOW OF FORMERLY
GPS
N88°38'15 -E
371.61'
TIE LINE
112" EIR _ 05.2
(BENT)
112" EIR
CH= N88°24'51"W 41.55
APPROXIMATELY 19.04 ACRES IN AREA
PURPORTED TO BE A PORTION OF THE
DONALD R. ROBINSON PROPERTY. NO
DEED/TITLE REFERENCE HAS BEEN
FOUND FOR THIS AREA.
1
N75'32'1 5'W
54.90'
1
12" E[R
P
84 R= 82.041 Ch'40
588'39'06"E p t
. TANS °
L=129.67 R=1474.46 ��R �S2s 32" GUM
Ch=129.63 N70°00'03"W p"� ,�.,,,• �'E�r
v 99
® - ELECTRIC BOXfrRANSFORMER
THE LOCATION OF UTILITIES SHOWN HEREON ARE FROM OBSERVED EVIDENCE OF ABOVE
-CURB INLET GROUND APPURTENANCES ONLY. THE SURVEYOR WAS NOT PROVIDED WITH UNDERGROUND
PLANS TO DETERMINE THE LOCATION OF ANY SUBTERRANEAN USES. THIS SURVEYOR MAKES NO
- -
-SD -STORM DRAIN 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
- - -w - WATER LINE 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
x x- -FENCE LINE CONSULTANTS AND HIS CONTRACTORS SHALL HEREBY DISTINCTLY UNDERSTAND THAT THIS
SURVEYOR IS NOT RESPONSIBLE FOR THE SUFFICIENCY OF THE UNDERGROUND UTILITY
-ZONING LINE INFORMATION PROVIDED HEREON, ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS
ACCURATELY AS POSSIBLE FROM THE INFORMATION AVAILABLE. THE SURVEYOR HAS NOT
T -UG T -UG- UNDERGROUND TELEPHONE PHYSICALLY LOCATED THE UNDERGROUND UTILITIES.
927 1
S�T G 1 7.
HAZEL RIDGE, MAP 2 ' 1 ++ '' pg
PLAT CAB. L, FILE 416 pUe J r3�Ye. ; �° 79 ,
L=105.30, R�B71.76
CH= S57°52'27'E 105.30'
L=261.11 R=5416.11
OqR1,4N Ch=261.08 N58'41'54"W
I
Call Before You Dig!!!
North Carolina One Call
1-800-632-4949
IT'S THE LAW
http://www2.ncocc.org
AkB5°4WWF-
199.31'
4
L=174.04, R=255.00
CH= 515,19'18'W 170.68'
DIRT
LOGGING
ROAD
N85°4608'E
50.00'
f ti�
L=39.27, R--25.00
CH= S10°0T32'E 35.36'
DEED/PLAT REFERENCES
DEED 17-653
DEED 45-406
DEED 179-550
DEED 645-094
DEED 826-364
PLAT 4-233
PLAT 6-074
PLAT A -75B
PLAT B -167A
PLAT B -203A
PLAT J-456
PLAT L-416
MAP OF UNION COUNTY DRAWN MY C.M.
MILLER, C.E. AND DATED DECEMBER 1907.
APPROXIMATE
LOCATION OF FEMA
REGULATED FLOODWAY
f (HATCHED AREA).
W
FRANCES LEWIS
BK. 3388-331
TAX PIN: 06054049
NOW OR FORMERLY
N
. REST
HOMEOWNERS
ASSOCIATION
COMMON OPEN SPACE
BRIARCREST - SOUTH
112" EIR MAP 2
PLAT CAB. J-105
TAX PIN: 06054050D
NOW OF FORMERLY
S4°20'16"E _
221.69'
44
314" PVC�� _
S6°35'10"E 45
132.44' p
518" EIR
43
S6°33'04'E
222.00'
70
518" EIR
42
PLEASANT GROVE
S6°28'41"ESECTION V
168.44' PLAT CAB. 8-203A _
518" EIR 518
" EIR
41
S6°25'58"E
218.47'
112" EIR
S5'Qo'14'W 40
199.75'
518" EIR
E
ro
I ao
m 160 17
16
S32*176.88 6W 4
518" EIR d❑ GROVE DRIVE
--
L-M.80, R=5416.11
- CH=859°15'18"E 155.79' ,n 15
17.
ILj--1 PLEASANT GROVE
�a83q,; / SECTION III
PLAT CAB. B -167A
14
112" EIR Nsa2j °a'.A
S27 1'23"W �S74jr_
30.03' r?
s�
TIE LINE °70" r• 518" EIR PLEASANT GROVE
P CAMPGROUND
�� 2 N o BK. 260, PG. 74
4 4a aQ` Ns�° rel PLAT BK. 4-233
UV Vr PLAT CAB. A -75B
�ry O�v �`� �� ryV a �s�?y 112" EIR TAX PIN: 06036001
e < oo �� ° NOW OR FORMERLY GRAPHIC SCALE
' k, C1 ry !� 55 60'05 W
wpm N52°13'10"W 35.88'
26.61' 0 200' 400'
'93 __ A,
Om�m�Q O BRYAN K. MCCARVER
BK. 3459-272IN FEET
TAX PIN: 06057002D
NOW OR FORMERLY 1 inch = 200 ft.
�LLANEOUS 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 8312012.
ALL DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES.
TOPOGRAPHIC DATA WAS SUPPLIED BY AVIOIMAGE, INC. UTILIZING
AERIAL CONTROL SET BY EAGLE ENGINEERING, INC,
VERTICAL DATUM IS REFERENCED TO NAVD88.
CONTOUR INTERVAL = ONE FOOT.
AREAS COMPUTED USING COORDINATE GEOMETRY.
IRON REBARS AT ALL PROPERTY CORNERS UNLESS OTHERWISE
NOTED.
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.
THIS SURVEY IS SUBJECT TO A FULL TITLE SEARCH AND MAY BE
SUBJECT TO EASEMENTS, RIGHTS OF WAY OR RESTRICTIONS EITHER
RECORDED OR IMPLIED.
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. 3710449400J, EFFECTIVE
DATE OCTOBER 16, 2008.
FEET TO A POINT; (5) N 60" 22'40'W FOR A DISTANCE OF 216,28 FEET TO A POINT; (6) N 60'04' 43'W
FOR A DISTANCE OF 108.34 FEET TO A POINT (7) WITH THE ARC OF A CIRCULAR CURVE TO THE LEFT
HAVING A RADIUS OF 5416.11 FEET, AN ARC LENBEGINNING AT A POINT LOCATED AT THE
CENTERLINE INTERSECTION OF PLEASANT GROVE ROAD (&R. #1327) AND SHANNON ROAD (S.R.
#1328). SAID POINT HAVING NORTH CAROLINA STATE PLANE COORDINATES OF N: 444,155.85; E:
1,492,380.73 (NAD 8312011).
THENCE WITH THE CENTERLINE OF SHANNON ROAD; N 39° 30'01" W FOR A DISTANCE OF 690.59
FEET TO A POINT. THENCE, S 64° 58'55' E FOR A DISTANCE OF 70.67 FEET TO A 112" EXISTING IRON
REBAR ON THE EASTERLY RIGHT OF WAY OF SHANNON ROAD. SAID 112" EXISTING IRON REBAR
ALSO BEING THE SOUTHWESTERLY CORNER OF LOT 1 OF SHANNON RANCHETTES AS RECORDED IN
PLAT BOOK 6-74,
THENCE, WITH THE PROPERTY LINE OF LOTS 1-16, SHANNON RANCHETTES THE FOLLOWING ELEVEN
(11) CALLS:
(1) S 64° 58' 55" E FOR A DISTANCE OF 39.03 FEET TO 518" EXISTING IRON REBAR; (2) N 30° 37'49' E
FOR A DISTANCE OF 364.54 FEET TO A 518" EXISTING IRON REBAR; (3) N 05" 14'51' E FOR A DISTANCE
OF 65.08 FEET TO A 518" EXISTING IRON REBAR; (4) N 05° 14'34' E FOR A DISTANCE OF 90.00 FEET TO
A 112" EXISTING IRON REBAR; (5) N 05° 15'27' E FOR A DISTANCE OF 100.03 FEET TO A 314" EXISTING
IRON REBAR; (6) N 05" 14'10'E FOR A DISTANCE OF 100,22 FEET TO A 112" EXISTING IRON REBAR; (7)
N 05' 13' 08" E FOR A DISTANCE OF 100.03 FEET TO A 112" EXISTING IRON REBAR; (8) N 05' 17'46" E
FOR A DISTANCE OF 134.62 FEET TO A 112" EXISTING IRON REBAR; (9) N 05° 21'66' E FOR A DISTANCE
OF 566.71 FEET TO A 112" EXISTING IRON REBAR; (10) N 05'22'03'E FOR A DISTANCE OF 99.64 FEET
TO A 112" EXISTING IRON REBAR; (11) N 08° 22' 51" E FOR A DISTANCE OF 198.34 FEET TO A 314"
EXISTING IRON REBAR LOCATED AT THE SOUTHEAST CORNER OF THE ESTELLA WILSON PROPERTY
AS RECORDED IN BOOK 4733-486.
THENCE, WITH THE ESTELLA WILSON PROPERTY THE FOLLOWING THREE (3) CALLS: (1) N 02° 36' 42"
E FOR A DISTANCE OF 204.72 FEET TO A 314" EXISTING IRON PIPE; (2) N 63'00'33"W FOR A DISTANCE
OF 194.28 FEET TO A 314" EXISTING IRON PIPE; (3) N 25' 13' 30'E FOR A DISTANCE OF 218.91 FEET TO
A 1.5" EXISTING IRON PIPE LOCATED AT THE SOUTHEAST CORNER OF THE JERRY HAMMER
PROPERTY AS RECORDED IN BOOK 370574.
THENCE, WITH THE JERRY HAMMER PROPERTY N 22° 42' 15" E CROSSING A 1" EXISTING IRON PIPE
ON THE CREEK BANK AT 400.88 FEET FOR A TOTAL DISTANCE OF 420.64 FEET TO A POINT IN THE
CENTER OF LITTLE TWELVE MILE CREEK,
THENCE, WITH THE MEANDERINGS OF LITTLE TWELVE MILE CREEK THE FOLLOWING THIRTY SIX (36)
CALLS: (1) S 40° 11'42' E FOR A DISTANCE OF 179.40 FEET: (2) S 27° 04'07' E FOR A DISTANCE OF
92.37 FEET; (3) S 48° 41'48' E FOR A DISTANCE OF 90.14 FEET; (4) S 72° D4'05" E FOR A DISTANCE OF
68,27 FEET; (5) N 76° 19' 13" E FOR A DISTANCE OF 31.63 FEET; (6) S 46° 59' 50" E FOR A DISTANCE OF
16.17 FEET; (7) S 80° 21' 16" E FOR A DISTANCE OF 40.30 FEET; (B) S 31° 26' 00" E FOR A DISTANCE OF
54.00 FEET; (9) S 62° 55'31"E FOR A DISTANCE OF 50.17 FEET; (10 S 60'39'25* E FOR A DISTANCE OF
50.37 FEET; (11) S 52° 20' 41" E FOR A DISTANCE OF 80.33 FEET; (12) S 64° 19' 12" E FOR A DISTANCE
OF 66.69 FEET; (13) S 59° 06' 25" E FOR A DISTANCE OF 31.02 FEET; (14) S 50° 59' 46" E FOR A
DISTANCE OF 54.99 FEET; (15) S 57° 54' 34" E FOR A DISTANCE OF 25.82 FEET; (16) N 65° 32' 22" E FOR
A DISTANCE OF 33.55 FEET; (17) S 87' 54' 00" E FOR A DISTANCE OF 84.02 FEET; (18) IN 71° 32' 51° E
FOR A DISTANCE OF 34.18 FEET; (19) S 77' 09' 06" E FOR A DISTANCE OF 80.43 FEET; (20) N 70° 54' 01"
E FOR A DISTANCE OF 35.95 FEET; (2 1) IN 76' 31' i 4" E FOR A DISTANCE OF 44.48 FEET; (22) N 54° 26'
05" E FOR A DISTANCE OF 79.95 FEET; (23) N 74" 46' 52" E FOR A DISTANCE OF 48.32 FEET: (24) S 64°
15' 29" E FOR A DISTANCE OF 61.02 FEET; (25) S 54° 03' 24" E FOR A DISTANCE OF 50.82 FEET; (26) S
55° 35' 34" E FOR A DISTANCE OF 39.83 FEET; (27) S 70° 14' 57" E FOR A DISTANCE OF 41.92 FEET; (28)
S 80° 59 44" E FOR A DISTANCE OF 40.32 FEET; (29) N 79° 09' 25" E FOR A DISTANCE OF 59.02 FEET;
(30) S 80° 20' 69" E FOR A DISTANCE OF 108.6B FEET; (3 1) S 21° 55' 30" E FOR A DISTANCE OF 34.66
FEET; (32) N 81° 09' 39" E FOR A DISTANCE OF 48.89 FEET; (33) S 51° 08' 07" E FOR A DISTANCE OF
34.41 FEET; (34) S 79° 18' 43" E FOR A DISTANCE OF 48.30 FEET; (35) S 62° 56' 41" E FOR A DISTANCE
OF 75.52 FEET; (36) N 81° 15',54- E FOR A DISTANCE OF 53.05 FEET TO A POINT IN LITTLE TWELVE
MILE CREEK;
THENCE, LEAVING SAID CREEK AND RUNNING WITH THE WESTERLY LINE OF THE FRANCES LEWIS
PROPERTY AS RECORDED IN BOOK 33815-331, THE FOLLOWING TWO (2) CALLS: (1) S 04° 30'42' E
CROSSING AN EXISTING FLAT IRON ON THE BANK OF THE CREEK AT 11.88 FEET FOR A TOTAL
DISTANCE OF 325.50 FEET TO AN EXISTING FLAT IRON; (2) S 03' 51'14'E FOR A DISTANCE OF 1091.52
FEET TO 112" EXISTING IRON REBAR LOCATED AT THE COMMON WESTERLY CORNER OF THE
BRIARCREST HOMEOWNERS ASSOCIATION PROPERTY AS RECORDED IN PLAT CABINET J-105 AND
LOT 44, PLEASANT GROVE, SECTION V AS RECORDED IN PLAT CABINET B -203A.
THENCE, WITH THE WESTERLY LINE OF LOTS 41-44, PLEASANT GROVE, SECTION V THE FOLLOWING
SIX (6) CALLS: (1) S 04' 20' 16" E FOR A DISTANCE OF 221.69 FEET TO A 314" PVC PIPE; (2) S 06' 35' 10"
E FOR A DISTANCE OF 132.44 FEET TO A 518" EXISTING IRON REBAR; (3) S 06' 33' 04" E FOR A
DISTANCE OF 222.00 FEET TO A 518" EXISTING IRON REBAR; (4) S 06° 28'41" E FOR A DISTANCE OF
166.44 FEET TO A 518" EXISTING IRON REBAR; (5) S 06° 25'W E FOR A DISTANCE OF 218.47 FEET TO A
112' EXISTING IRON REBAR; (6) S 05° 00'14" W FOR A DISTANCE OF 199.75 FEET TO A 518" EXISTING
IRON REBAR LOCATED AT THE NORTHWEST CORNER OF LOT 16, PLEASANT GROVE, SECTION ill AS
RECORDED IN PLAT CABINET B -167A.
THENCE, WITH THE WESTERLY LINE OF LOTS 15 AND 16 PLEASANT GROVE, SECTION III THE
FOLLOWING TWO (2) CALLS: (1) S 05° 08'31' W FOR A DISTANCE OF 356.68 FEET TO A 518" EXISTING
IRON REBAR; (2) S 04° 42'35"W FOR A DISTANCE OF 36B.48 FEET TO A 518" EXISTING IRON REBAR
LOCATED AT THE NORTHWESTERLY CORNER OF THE PLEASANT GROVE CAMPGROUND PROPERTY
AS RECORDED IN BOOK 260.74, PLAT BOOK 4-233 AND PLAT CABINET A -75B.
THENCE, WITH THE WESTERLY LINE PLEASANT GROVE CAMPGROUND PROPERTY THE FOLLOWING
TWO (2) CALLS: (1) 5 05° 00'05" W FOR A DISTANCE OF 209.47 FEET TO A 112" EXISTING IRON REBAR;
(2) S 05° 00' 05" W FOR A DISTANCE OF 35.88 FEET TO A POINT IN THE CENTERLINE OF PLEASANT
GROVE ROAD.
THENCE, WITH THE CENTERLINE OF PLEASANT GROVE ROAD THE FOLLOWING THIRTEEN (13) CALLS:
(1) N 52° 13' 10" W FOR A DISTANCE OF 28,61 FEET TO A POINT; (2) N 53° 37'57"W FOR A DISTANCE OF
211.18 FEET TO A POINT; (3) N 58° 10'27'W FOR A DISTANCE OF 179.31 FEET TO A POINT, (4) N 60° 27'
57" W FOR A DISTANCE OF 210.00GTH OF 261.11 FEET AND WHOSE LONG CHORD BEARS N 58° 41'54'
W FOR A DISTANCE OF 261.08 FEET TO A POINT; (8) N 57° 19'017 W FOR A DISTANCE OF 201.04 FEET
TO A POINT; (9) N 59' 21'51- W FOR A DISTANCE OF 99.03 FEET TO A POINT (10) WITH THE ARC OF A
CIRCULAR CURVE TO THE LEFT HAVING A RADIUS OF 2866.71 FEET, AN ARC LENGTH OF 406.07 FEET
AND WHOSE LONG CHORD BEARS N 63'25'25"W FOR A DISTANCE OF 405.73 FEET TO A POINT; (11)
WITH A CURVE TO THE LEFT HAVING A RADIUS OF 1474.46 FEET, AN ARC LENGTH OF 129.67 FEET
AND WHOSE LONG CHORD BEARS N 70'00'03" W FOR A DISTANCE OF 129,63 FEET TO A POINT; (12) N
75° 32' 15" W FOR A DISTANCE OF 54.90 FEET TO A POINT; (13) WITH THE ARC OF A CURVE TO THE
LEFT HAVING A RADIUS OF 282.04 FEET, AN ARC LENGTH OF 105.84 FEET AND WHOSE LONG CHORD
BEARS N 88'39'06'W FOR A DISTANCE OF 105.22 FEET TO THE POINT AND PLACE OF BEGINNING.
THE PROPERTY AS DESCRIBED CONTAINS 148.036 ACRES MORE OR LESS. ALL AS SHOWN ON A
BOUNDARY SURVEY PREPARED BY EAGLE ENGINEERING, INC. (RUSSELL L. WHITEHURST, PLS).
SURVEYORS CERTIFICA QN
THIS IS TO CERTIFY THAT ON THE 3RD DAY OF APRIL, 2015, AN
ACTUAL SURVEY WAS MADE UNDER MY SUPERVISION OF THE
PROPERTY SHOWN ON THIS PLAT, AND THAT THE BOUNDARY LINES
AND IMPROVEMENTS, IF ANY, ARE SHOWN HEREON, EXCEPT AS NOTED.
THIS PLAT MEETS THE MINIMUM STANDARDS OF PRACTICE FOR LAND
SURVEYING IN NORTH CAROLINA BOARD RULE ,1600 ( 21 NCAC 56 ) AND
THE ERROR OF CLOSUBEIDRZHIS PARCEL DOES NOT EXCEED ONE (1)
FOOT PER 10,0 EAR FEET RIMETER SURVEYED NOR 20
SECONDS THOPb THE SQUARE ROOT THE NUMBER OF ANGLES
RUSSELL L. WHITEHURST, PLS
PROFESSIONAL LAND SURVEYOR
LICENSE NO. L-3661
4-3-15
DATE
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Parcel Line Table
Line #
Direction
Length
L1
S40° 11' 42"E
179.40
L2
S27° 04'07"E
92.37
L3
S48° 41' 48"E
90.14
L4
S72° 04'05"E
66.27
L5
N76° 19'13"E
31.63
L6
S46° 59'50"E
16.17
L7
N80° 21' 16"W
40.30
L8
S31' 26'00"E
54.00
L9
S62° 55'31"E
50.17
L10
S60° 39'25"E
50.37
L11
S52° 20' 41 "E
80.33
L12
S64° 19'12"E
66.69
L13
S59° 06'25"E
31.02
L14
S50° 59'46"E
54.99
L15
S57° 54'34"E
25.82
L16
N65° 32'22"E
33.55
L17
S87° 54'00"E
84.02
L18
N71° 32' 51"E
34.18
L19
S77° 09'06"E
80.43
L20
N70° 54'01"E
35.95
Parcel Line Table
Line #
Direction
Length
L21
N76°31'11"E
44.48
L22
N54° 26'05"E
79.95
L23
N74° 46'52"E
48.32
L24
S64° 15'29"E
61.02
L25
S54° 03'24"E
50.82
L26
S55° 35'34"E
39.83
L27
S70° 14'57"E
41.92
L28
S80° 59'44"E
40.32
L29
N79° 09'25"E
59.02
L30
S80° 20'59"E
108.68
L31
S21 ° 55' 30"E
34.66
L32
N810 09'39"E
48.89
L33
S51' 08'07"E
34.41
L34
S79° 18'43"E
48.30
L35
S62° 56'41 "E
75.52
L36
N81' 15'54"E
53.05
LEGEND OF SYMBOLS & ABBREVIATIONS
EIP - EXISTING IRON PIPE
EIR - EXISTING IRON REBAR
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
P.S.S.E. - PRIVATE SANITARY SEWER EASEMENT
GPUE - GENERAL PUBLIC UTILITY EASEMENT
C.P. - COMPUTED POINT
ECM - EXISTING CONCRETE MONUMENT
E.P.K. - EXISTING P.K. NAIL
HANDICAPPED PARKING
®
-TRANSMISSION TOWER
UTILITY POLE
---- GM- ---Gk& - UNDERGROUND GASLINE
P -em - OVERHEAD UTILITY LINE
____SS_ SANITARY SEWER LINE
O SANITARY SEWER MANHOLE
FIRE HYDRANT
1M�MN WATER VALVE
W
® WATER WELL
■ - YARD INLET / AREA DRAIN
RAILROAD TRACK
® MONITORING WELL UTILITY NOTES
JERRY HAMMER
BK. 370-574
TAX PIN: 06054055
JOW OF FORMERLY
/ 1" EIP
AT 0+19.76'
SSMH
RIM
SNI
1.5" EIP
3/4" EIPvJ „/Ns 794 8
83 w 3/4" E I P
ESTELLA WILSON
BK. 4733-486 w
TAX PIN: 06054054
NOW OF FORMERLY
M
a Z N
I16 3/4" E I R
_u, t.
� M
N �
15 00
° Z
1/2" EIR
14 N5°22'03"E
99.64'
1//2" EIR
13
12
11 w
�n ^
LO
N �
10 Z
SHANNON
RANCHETTES 9
PLAT BK. 6-74
8
1/2" EIR
7 N5°17'45"
Q 134.62' \
1/2" EIR
O co 6 N5°13'08" \
� N - 100.0 '
z 1" EIP
O J 5 N5°14'10" %
pp 100.22' /
z a 3/4" E I R
Q 4 N5°100.03'
100.03'
1/2" EIR
3 N5°14'34" 1
90.0
��N5°14'51"E
2 85.0/8" EIR
���
o _
SHANNON VISTA II ZONING INFORMATION �I
SUBDIVISION
COMMON OPEN SPACE ACCORDING TO THE UNION COUNTY GEOGRAPHIC INFORMATION SYSTEM (GIS) ON APRIL 3,
PLAT BK J-975 2015 DATE, THE SUBJECT PROPERTY IS ZONED "RA -40" BECAUSE THERE MAY BE A NEED FOR
INTERPRETATION OF THE APPLICABLE ZONING CODES, WE REFER YOU TO THE UNION
COUNTY PLANNING DEPARTMENT FOR ADDITIONAL INFORMATION.
OOD DRIVE
4�`5 J` LITTLE TWELVE TURTLEW
L� o MILE CREEK OAK HILL ESTATE \
L6 PLAT BK.E-697 PROPERTY RUNS WITH
cP / THE CENTERLINE OF
<9 CREEK
S6 °58'55"E / M h
MICHAEL SMITH 39 p coo`. WILLIAM
BK. 5381-252 S64°5 '55"E _ STEPHENSON
TAX PIN: 06054002 7 .67' BK. 17-653
NOW OF FORMERLY ° °° (YEAR 1876)
/ 1/2" EIR 5/8" EIR
APPROXIMATELY E
/ PURPORTED TO BE A
DONALD R. ROBINSO
/ DEED/TITLE REFERE
FOUND FOR THIS AR
C.A. CRATER, JR.
BK. 179-550\
(FIRST TRACT)
NOW OF FORMERLY
CP
N68°36'15"E
371.61' -,
TIE LINE/
1/2" EIR I
(BENT) C -1
V
ELECTRIC BOX/TRANSFORMER
THE LOCATION OF UTILITIES SHOWN HEREON ARE FROM OBSERVED EVIDENCE OF ABOVE
CURB INLET GROUND APPURTENANCES ONLY. THE SURVEYOR WAS NOT PROVIDED WITH UNDERGROUND
PLANS TO DETERMINE THE LOCATION OF ANY SUBTERRANEAN USES. THIS SURVEYOR MAKES NO
- - -So STORM DRAIN 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
- - -w WATER LINE 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
x x- FENCE LINE CONSULTANTS AND HIS CONTRACTORS SHALL HEREBY DISTINCTLY UNDERSTAND THAT THIS
SURVEYOR IS NOT RESPONSIBLE FOR THE SUFFICIENCY OF THE UNDERGROUND UTILITY
ZONING LINE INFORMATION PROVIDED HEREON, ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS
ACCURATELY AS POSSIBLE FROM THE INFORMATION AVAILABLE. THE SURVEYOR HAS NOT
T -UG T -UG- UNDERGROUND TELEPHONE PHYSICALLY LOCATED THE UNDERGROUND UTILITIES.
1/2" EIR
°
. ^�/2" EIR
_= 5.84 R- 82.04 p �
05.22 S88°39'06"E
L=129.67 R=1474.46
Ch=129.63 N70°00'03"W
PHASE 1
3,338,862 sq.ft.
76.650 acres
16,448,543 sq.ft.
148.038 acres
DONALD S. ROBINSON
FAMILY LIMITED
PARTNERSHIP
TAX PIN: 06054048
OLD DEED REFERENCE
BK. 17-653
GEORGE HOWEY TO
ALBERT M. HOWEY
NOVEMBER 24, 1876
LINE DEED LINE PER 1
04 ACRES IN AREA
PORTION OF THE
N PROPERTY. NO
NCE HAS BEEN
ARE
5° '1 'W
\.90'
Chi¢
¢66� N63°
�R 2s2g,. 32" GUM \
A/ 2866'' �
9
/V`11'
T ° NS927S3\
1
5yo
HAZELRIDGE,MAP2 ' °PLAT CAB. L, FILE 416 (�, VF ` T �° �Og,
O
/ L=105.30, R=6811.76
CH= S57°52'27"E 105.30'
L=261.11 R=5416.11
_Z / Ch=261.08 N58°41'54"W 1
qy
237.8q
1,661 LF --�/
(4' WIDE CHANNEL)
SEASONAL RPW, �--
PHASE 2
3,109,774 sq.ft.
71.391 acres
L=82.94, R=257.70
CH= S4°34'05"W 82.58'
Al -START
OF SEASONAL RPW
STORM
1 WATER w
" U 0TAr ORM
EASEMENT
t4.9','7'51 sq.ft.29 acres
BK. 17-653 225.12'
(YEAR 1876)����1
L=41.63, R=205.00
CH= N88'24'51 "W 41.55'
Call Before You Dig!!!
North Carolina One Call
1-800-632-4949
IT'S THE LAW
http://www2.ncocc.org
199.31
L=174.04, R=255.00
CH= S15°19'18"W 170.68'
L=39.27, R=25.00
CH= S10°07'32"E 35.36'
0
0
J
_
0
FLAT IRON
O
x
U
`4
O
AT 0+11.98'
Y
S
w
•
SSMH
W
C,
M
,6k�
II I
1h�
S6 °58'55"E / M h
MICHAEL SMITH 39 p coo`. WILLIAM
BK. 5381-252 S64°5 '55"E _ STEPHENSON
TAX PIN: 06054002 7 .67' BK. 17-653
NOW OF FORMERLY ° °° (YEAR 1876)
/ 1/2" EIR 5/8" EIR
APPROXIMATELY E
/ PURPORTED TO BE A
DONALD R. ROBINSO
/ DEED/TITLE REFERE
FOUND FOR THIS AR
C.A. CRATER, JR.
BK. 179-550\
(FIRST TRACT)
NOW OF FORMERLY
CP
N68°36'15"E
371.61' -,
TIE LINE/
1/2" EIR I
(BENT) C -1
V
ELECTRIC BOX/TRANSFORMER
THE LOCATION OF UTILITIES SHOWN HEREON ARE FROM OBSERVED EVIDENCE OF ABOVE
CURB INLET GROUND APPURTENANCES ONLY. THE SURVEYOR WAS NOT PROVIDED WITH UNDERGROUND
PLANS TO DETERMINE THE LOCATION OF ANY SUBTERRANEAN USES. THIS SURVEYOR MAKES NO
- - -So STORM DRAIN 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
- - -w WATER LINE 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
x x- FENCE LINE CONSULTANTS AND HIS CONTRACTORS SHALL HEREBY DISTINCTLY UNDERSTAND THAT THIS
SURVEYOR IS NOT RESPONSIBLE FOR THE SUFFICIENCY OF THE UNDERGROUND UTILITY
ZONING LINE INFORMATION PROVIDED HEREON, ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS
ACCURATELY AS POSSIBLE FROM THE INFORMATION AVAILABLE. THE SURVEYOR HAS NOT
T -UG T -UG- UNDERGROUND TELEPHONE PHYSICALLY LOCATED THE UNDERGROUND UTILITIES.
1/2" EIR
°
. ^�/2" EIR
_= 5.84 R- 82.04 p �
05.22 S88°39'06"E
L=129.67 R=1474.46
Ch=129.63 N70°00'03"W
PHASE 1
3,338,862 sq.ft.
76.650 acres
16,448,543 sq.ft.
148.038 acres
DONALD S. ROBINSON
FAMILY LIMITED
PARTNERSHIP
TAX PIN: 06054048
OLD DEED REFERENCE
BK. 17-653
GEORGE HOWEY TO
ALBERT M. HOWEY
NOVEMBER 24, 1876
LINE DEED LINE PER 1
04 ACRES IN AREA
PORTION OF THE
N PROPERTY. NO
NCE HAS BEEN
ARE
5° '1 'W
\.90'
Chi¢
¢66� N63°
�R 2s2g,. 32" GUM \
A/ 2866'' �
9
/V`11'
T ° NS927S3\
1
5yo
HAZELRIDGE,MAP2 ' °PLAT CAB. L, FILE 416 (�, VF ` T �° �Og,
O
/ L=105.30, R=6811.76
CH= S57°52'27"E 105.30'
L=261.11 R=5416.11
_Z / Ch=261.08 N58°41'54"W 1
qy
237.8q
1,661 LF --�/
(4' WIDE CHANNEL)
SEASONAL RPW, �--
PHASE 2
3,109,774 sq.ft.
71.391 acres
L=82.94, R=257.70
CH= S4°34'05"W 82.58'
Al -START
OF SEASONAL RPW
STORM
1 WATER w
" U 0TAr ORM
EASEMENT
t4.9','7'51 sq.ft.29 acres
BK. 17-653 225.12'
(YEAR 1876)����1
L=41.63, R=205.00
CH= N88'24'51 "W 41.55'
Call Before You Dig!!!
North Carolina One Call
1-800-632-4949
IT'S THE LAW
http://www2.ncocc.org
199.31
L=174.04, R=255.00
CH= S15°19'18"W 170.68'
L=39.27, R=25.00
CH= S10°07'32"E 35.36'
IF DEED/PLAT REFERENCES
DEED 17-653
DEED 45-406
DEED 179-550
DEED 645-094
DEED 826-364
PLAT 4-233
PLAT 6-074
PLAT A -75B
PLAT B-1 67A
PLAT B -203A
PLAT J-456
PLAT L-416
MAP OF UNION COUNTY DRAWN MY C.M.
MILLER, C.E. AND DATED DECEMBER 1907.
APPROXIMATE
LOCATION OF FEMA
REGULATED FLOODWAY
(HATCHED AREA).
FRANCES LEWIS
BK. 3388-331
TAX PIN: 06054049
NOW OR FORMERLY
W
N
/ BRIARCREST
HOMEOWNERS
ASSOCIATION
COMMON OPEN SPACE
BRIARCREST - SOUTH
1/2" EIR MAP 2
PLAT CAB. J-105
TAX PIN: 06054050D
\ NOW OF FORMERLY
> °2
©44
3/4" PVC
I \
g° 45
13 0
��
5/8" EIR 90'�
(S
43
6°33' Ail
2.00' 0)
O
5/8" EIR 42
PLEASANT GROVE
S6° '41 / SECTION V
16 44' PLAT CAB. B -203A
5/8" EIR 5/8" EIR
41
6° 5'
18.47'
1/2" EIR
S5°00' "W 40
99.75'
\ 5/8" EIR
E
�X80
� 0 17
6 CM 6
IV \
`\ 16
S32°16'56"W
.76.68'
5/8" EIR GROVE DRIVE
(L=155.80, R=5416.11
CH- S59-151 9"E 155.79' 15
`7p °
PLEASANT GROVE
N6p� 634 SECTION III
M PLAT CAB. B -167A
276 � °
27
\ 1/2" EIR X02) �0
�s� w
\S27°01'23"W
30.03' 7)
TIE LINE \ /t/ 9
� 5/8" EIR
% 702j ^ PLEASANT GROVE
LO
o CAMPGROUND
N� �27 / N o BK. 260, PG. 74
OQ �� oo \�S8° ��9 � PLAT BK. 4-233
h oo�<v �4: O u'js, / PLAT CAB. A -75B
�' ,,GL TOP7-1/2" EIR TAX PIN: 06036001
_ VAN ^oo���7 =' S5°00'05"W NOW OR FORMERLY GRAPHIC SCALE
O� o� �vMco o� N52°13'10"W SIGN RTOP; 88'
�� ocO�p� 26.61' 617.52 6 4 _n 0 200' 400'
__ Tr
BRYAN K. MCCARVER �r
BK. 3459-272 IN FEET
= TAX PIN: 06057002D
NOW OR FORMERLY 1 inch = 200 ft.
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.
ALL DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES.
TOPOGRAPHIC DATA WAS SUPPLIED BY AVIOIMAGE, INC. UTILIZING
AERIAL CONTROL SET BY EAGLE ENGINEERING, INC.
VERTICAL DATUM IS REFERENCED TO NAVD88.
CONTOUR INTERVAL = ONE FOOT.
AREAS COMPUTED USING COORDINATE GEOMETRY.
IRON REBARS AT ALL PROPERTY CORNERS UNLESS OTHERWISE
NOTED.
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.
THIS SURVEY IS SUBJECT TO A FULL TITLE SEARCH AND MAY BE
SUBJECT TO EASEMENTS, RIGHT'S OF WAY OR RESTRICTIONS EITHER
RECORDED OR IMPLIED.
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. 3710449400J, EFFECTIVE
DATE OCTOBER 16, 2008.
LEGAL DESCRIPTION ___jj
FEET TO A POINT; (5) N 60° 22'40" W FOR A DISTANCE OF 216.28 FEET TO A POINT; (6) N 60° 04,43" W
FOR A DISTANCE OF 108.34 FEET TO A POINT (7) WITH THE ARC OF A CIRCULAR CURVE TO THE LEFT
HAVING A RADIUS OF 5416.11 FEET, AN ARC LENBEGINNING AT A POINT LOCATED AT THE
CENTERLINE INTERSECTION OF PLEASANT GROVE ROAD (S.R. #1327) AND SHANNON ROAD (S.R.
#1328). SAID POINT HAVING NORTH CAROLINA STATE PLANE COORDINATES OF N: 444,155.85; E:
1,492,380.73 (NAD 83/2011).
THENCE WITH THE CENTERLINE OF SHANNON ROAD; N 39° 30' 01" W FOR A DISTANCE OF 690.59
FEET TO A POINT. THENCE, S 64° 58'55" E FOR A DISTANCE OF 70.67 FEET TO A 1/2" EXISTING IRON
REBAR ON THE EASTERLY RIGHT OF WAY OF SHANNON ROAD. SAID 1/2" EXISTING IRON REBAR
ALSO BEING THE SOUTHWESTERLY CORNER OF LOT 1 OF SHANNON RANCHETTES AS RECORDED IN
PLAT BOOK 6-74.
THENCE, WITH THE PROPERTY LINE OF LOTS 1-16, SHANNON RANCHETTES THE FOLLOWING ELEVEN
(11) CALLS:
(1) S 64° 58'55" E FOR A DISTANCE OF 39.03 FEET TO 5/8" EXISTING IRON REBAR; (2) N 30° 37'49" E
FOR A DISTANCE OF 364.54 FEET TO A 5/8" EXISTING IRON REBAR; (3) N 05° 14'51 " E FOR A DISTANCE
OF 85.08 FEET TO A 5/8" EXISTING IRON REBAR; (4) N 05° 14'34" E FOR A DISTANCE OF 90.00 FEET TO
A 1/2" EXISTING IRON REBAR; (5) N 05° 15' 27" E FOR A DISTANCE OF 100.03 FEET TO A 3/4" EXISTING
IRON REBAR; (6) N 05° 14'10" E FOR A DISTANCE OF 100.22 FEET TO A 1/2" EXISTING IRON REBAR; (7)
N 05° 13' 08" E FOR A DISTANCE OF 100.03 FEET TO A 1/2" EXISTING IRON REBAR; (8) N 05° 17'45" E
FOR A DISTANCE OF 134.62 FEET TO A 1/2" EXISTING IRON REBAR; (9) N 05° 21'55" E FOR A DISTANCE
OF 566.71 FEET TO A 1/2" EXISTING IRON REBAR; (10) N 05° 22'03" E FOR A DISTANCE OF 99.64 FEET
TO A 1/2" EXISTING IRON REBAR; (11) N 08° 22' 51" E FOR A DISTANCE OF 198.34 FEET TO A 3/4"
EXISTING IRON REBAR LOCATED AT THE SOUTHEAST CORNER OF THE ESTELLA WILSON PROPERTY
AS RECORDED IN BOOK 4733-486.
THENCE, WITH THE ESTELLA WILSON PROPERTY THE FOLLOWING THREE (3) CALLS: (1) N 02° 36,42"
E FOR A DISTANCE OF 204.72 FEET TO A 3/4" EXISTING IRON PIPE; (2) N 63° 00'33" W FOR A DISTANCE
OF 194.28 FEET TO A 3/4" EXISTING IRON PIPE; (3) N 25° 13'30" E FOR A DISTANCE OF 218.91 FEET TO
A 1.5" EXISTING IRON PIPE LOCATED AT THE SOUTHEAST CORNER OF THE JERRY HAMMER
PROPERTY AS RECORDED IN BOOK 370-574.
THENCE, WITH THE JERRY HAMMER PROPERTY N 22° 42' 15" E CROSSING A 1" EXISTING IRON PIPE
ON THE CREEK BANK AT 400.88 FEET FOR A TOTAL DISTANCE OF 420.64 FEET TO A POINT IN THE
CENTER OF LITTLE TWELVE MILE CREEK.
THENCE, WITH THE MEANDERINGS OF LITTLE TWELVE MILE CREEK THE FOLLOWING THIRTY SIX (36)
CALLS: (1) S 40° 11'42" E FOR A DISTANCE OF 179.40 FEET; (2) S 27° 04'07 E FOR A DISTANCE OF
92.37 FEET; (3) S 48° 41'48" E FOR A DISTANCE OF 90.14 FEET; (4) S 72° 04'05" E FOR A DISTANCE OF
66.27 FEET; (5) N 76° 19' 13" E FOR A DISTANCE OF 31.63 FEET; (6) S 46° 59' 50" E FOR A DISTANCE OF
16.17 FEET; (7) S 80° 21' 16" E FOR A DISTANCE OF 40.30 FEET; (8) S 31' 26' 00" E FOR A DISTANCE OF
54.00 FEET; (9) S 62° 55'31" E FOR A DISTANCE OF 50.17 FEET; (10 S 60° 39,25" E FOR A DISTANCE OF
50.37 FEET; (11) S 52° 20' 41" E FOR A DISTANCE OF 80.33 FEET; (12) S 64° 19' 12" E FOR A DISTANCE
OF 66.69 FEET; (13) S 59° 06' 25" E FOR A DISTANCE OF 31.02 FEET; (14) S 50° 59' 46" E FOR A
DISTANCE OF 54.99 FEET; (15) S 57° 54' 34" E FOR A DISTANCE OF 25.82 FEET; (16) N 65° 32' 22" E FOR
A DISTANCE OF 33.55 FEET; (17) S 87° 54' 00" E FOR A DISTANCE OF 84.02 FEET; (18) N 71° 32' 51" E
FOR A DISTANCE OF 34.18 FEET; (19) S 77° 09'06" E FOR A DISTANCE OF 80.43 FEET; (20) N 70° 54' 01"
E FOR A DISTANCE OF 35.95 FEET; (21) N 76° 31' 11" E FOR A DISTANCE OF 44.48 FEET; (22) N 54° 26'
05" E FOR A DISTANCE OF 79.95 FEET; (23) N 74'46'52" E FOR A DISTANCE OF 48.32 FEET; (24) S 64°
15'29" E FOR A DISTANCE OF 61.02 FEET; (25) S 54° 03'24" E FOR A DISTANCE OF 50.82 FEET; (26) S
55° 35'34" E FOR A DISTANCE OF 39.83 FEET; (27) S 70° 14'57" E FOR A DISTANCE OF 41.92 FEET; (28)
S 80° 59'44" E FOR A DISTANCE OF 40.32 FEET; (29) N 79° 09' 25" E FOR A DISTANCE OF 59.02 FEET;
(30) S 80° 20' 59" E FOR A DISTANCE OF 108.68 FEET; (31) S 21° 55' 30" E FOR A DISTANCE OF 34.66
FEET; (32) N 81° 09' 39" E FOR A DISTANCE OF 48.89 FEET; (33) S 51° 08' 07" E FOR A DISTANCE OF
34.41 FEET; (34) S 79° 18' 43" E FOR A DISTANCE OF 48.30 FEET; (35) S 62° 56' 41" E FOR A DISTANCE
OF 75.52 FEET; (36) N 81° 15' 54" E FOR A DISTANCE OF 53.05 FEET TO A POINT IN LITTLE TWELVE
MILE CREEK;
THENCE, LEAVING SAID CREEK AND RUNNING WITH THE WESTERLY LINE OF THE FRANCES LEWIS
PROPERTY AS RECORDED IN BOOK 3388-331, THE FOLLOWING TWO (2) CALLS: (1) S 04° 30' 42" E
CROSSING AN EXISTING FLAT IRON ON THE BANK OF THE CREEK AT 11.88 FEET FOR A TOTAL
DISTANCE OF 325.50 FEET TO AN EXISTING FLAT IRON; (2) S 03° 51'14" E FOR A DISTANCE OF 1091.52
FEET TO 1/2" EXISTING IRON REBAR LOCATED AT THE COMMON WESTERLY CORNER OF THE
BRIARCREST HOMEOWNERS ASSOCIATION PROPERTY AS RECORDED IN PLAT CABINET J-105 AND
LOT 44, PLEASANT GROVE, SECTION V AS RECORDED IN PLAT CABINET B -203A.
THENCE, WITH THE WESTERLY LINE OF LOTS 41-44, PLEASANT GROVE, SECTION V THE FOLLOWING
SIX (6) CALLS: (1) S 04° 20' 16" E FOR A DISTANCE OF 221.69 FEET TO A 3/4" PVC PIPE; (2) S 06° 35' 10"
E FOR A DISTANCE OF 132.44 FEET TO A 5/8" EXISTING IRON REBAR; (3) S 06° 33' 04" E FOR A
DISTANCE OF 222.00 FEET TO A 5/8" EXISTING IRON REBAR; (4) S 06° 28'41" E FOR A DISTANCE OF
166.44 FEET TO A 5/8" EXISTING IRON REBAR; (5) S 06° 25' 58" E FOR A DISTANCE OF 218.47 FEET TO A
1/2" EXISTING IRON REBAR; (6) S 05° 00' 14" W FOR A DISTANCE OF 199.75 FEET TO A 5/8" EXISTING
IRON REBAR LOCATED AT THE NORTHWEST CORNER OF LOT 16, PLEASANT GROVE, SECTION III AS
RECORDED IN PLAT CABINET B -167A.
THENCE, WITH THE WESTERLY LINE OF LOTS 15 AND 16 PLEASANT GROVE, SECTION III THE
FOLLOWING TWO (2) CALLS: (1) S 05° 08'31" W FOR A DISTANCE OF 356.68 FEET TO A 5/8" EXISTING
IRON REBAR; (2) S 04° 42'35" W FOR A DISTANCE OF 368.48 FEET TO A 5/8" EXISTING IRON REBAR
LOCATED AT THE NORTHWESTERLY CORNER OF THE PLEASANT GROVE CAMPGROUND PROPERTY
AS RECORDED IN BOOK 260-74, PLAT BOOK 4-233 AND PLAT CABINET A -75B.
THENCE, WITH THE WESTERLY LINE PLEASANT GROVE CAMPGROUND PROPERTY THE FOLLOWING
TWO (2) CALLS: (1) S 05° 00'05" W FOR A DISTANCE OF 209.47 FEET TO A 1/2" EXISTING IRON REBAR;
(2) S 05° 00' 05" W FOR A DISTANCE OF 35.88 FEET TO A POINT IN THE CENTERLINE OF PLEASANT
GROVE ROAD.
THENCE, WITH THE CENTERLINE OF PLEASANT GROVE ROAD THE FOLLOWING THIRTEEN (13) CALLS:
(1) N 52° 13' 10" W FORA DISTANCE OF 26.61 FEET TO A POINT; (2) N 53° 37'57" W FORA DISTANCE OF
211.18 FEET TO A POINT; (3) N 58° 10'27" W FOR A DISTANCE OF 179.31 FEET TO A POINT; (4) N 60'27'
57" W FOR A DISTANCE OF 210.00GTH OF 261.11 FEET AND WHOSE LONG CHORD BEARS N 58° 41' 54"
W FOR A DISTANCE OF 261.08 FEET TO A POINT; (8) N 57° 19'00" W FOR A DISTANCE OF 201.04 FEET
TO A POINT; (9) N 59° 21' 51" W FOR A DISTANCE OF 99.03 FEET TO A POINT (10) WITH THE ARC OF A
CIRCULAR CURVE TO THE LEFT HAVING A RADIUS OF 2866.71 FEET, AN ARC LENGTH OF 406.07 FEET
AND WHOSE LONG CHORD BEARS N 63° 25'25" W FOR A DISTANCE OF 405.73 FEET TO A POINT; (11)
WITH A CURVE TO THE LEFT HAVING A RADIUS OF 1474.46 FEET, AN ARC LENGTH OF 129.67 FEET
AND WHOSE LONG CHORD BEARS N 70° 00'03" W FOR A DISTANCE OF 129.63 FEET TO A POINT; (12) N
75° 32' 15" W FOR A DISTANCE OF 54.90 FEET TO A POINT; (13) WITH THE ARC OF A CURVE TO THE
LEFT HAVING A RADIUS OF 282.04 FEET, AN ARC LENGTH OF 105.84 FEET AND WHOSE LONG CHORD
BEARS N 88'39'06" W FOR A DISTANCE OF 105.22 FEET TO THE POINT AND PLACE OF BEGINNING.
THE PROPERTY AS DESCRIBED CONTAINS 148.038 ACRES MORE OR LESS. ALL AS SHOWN ON A
BOUNDARY SURVEY PREPARED BY EAGLE ENGINEERING, INC. (RUSSELL L. WHITEHURST, PLS).
SURVEYORS CERTIFICATION
THIS IS TO CERTIFY THAT ON THE 3RD DAY OF APRIL, 2015, AN
ACTUAL SURVEY WAS MADE UNDER MY SUPERVISION OF THE
PROPERTY SHOWN ON THIS PLAT, AND THAT THE BOUNDARY LINES
AND IMPROVEMENTS, IF ANY, ARE SHOWN HEREON, EXCEPT AS NOTED.
THIS PLAT MEETS THE MINIMUM STANDARDS OF PRACTICE FOR LAND
SURVEYING IN NORTH CAROLINA BOARD RULE .1600 (21 NCAC 56 ) AND
THE ERROR OF CLOSURE FOR THIS PARCEL DOES NOT EXCEED ONE (1)
FOOT PER 10,00 OF PERIMETER SURVEYED NOR 20
SECONDS S THE SQUARE R T OF THE NUMBER OF ANGLES
PROFESSIONAL LAND SURVEYOR
LICENSE NO. L-3661
4/3/15
DATE
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IF DEED/PLAT REFERENCES
DEED 17-653
DEED 45-406
DEED 179-550
DEED 645-094
DEED 826-364
PLAT 4-233
PLAT 6-074
PLAT A -75B
PLAT B-1 67A
PLAT B -203A
PLAT J-456
PLAT L-416
MAP OF UNION COUNTY DRAWN MY C.M.
MILLER, C.E. AND DATED DECEMBER 1907.
APPROXIMATE
LOCATION OF FEMA
REGULATED FLOODWAY
(HATCHED AREA).
FRANCES LEWIS
BK. 3388-331
TAX PIN: 06054049
NOW OR FORMERLY
W
N
/ BRIARCREST
HOMEOWNERS
ASSOCIATION
COMMON OPEN SPACE
BRIARCREST - SOUTH
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PLAT CAB. J-105
TAX PIN: 06054050D
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16 44' PLAT CAB. B -203A
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BRYAN K. MCCARVER �r
BK. 3459-272 IN FEET
= TAX PIN: 06057002D
NOW OR FORMERLY 1 inch = 200 ft.
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.
ALL DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES.
TOPOGRAPHIC DATA WAS SUPPLIED BY AVIOIMAGE, INC. UTILIZING
AERIAL CONTROL SET BY EAGLE ENGINEERING, INC.
VERTICAL DATUM IS REFERENCED TO NAVD88.
CONTOUR INTERVAL = ONE FOOT.
AREAS COMPUTED USING COORDINATE GEOMETRY.
IRON REBARS AT ALL PROPERTY CORNERS UNLESS OTHERWISE
NOTED.
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.
THIS SURVEY IS SUBJECT TO A FULL TITLE SEARCH AND MAY BE
SUBJECT TO EASEMENTS, RIGHT'S OF WAY OR RESTRICTIONS EITHER
RECORDED OR IMPLIED.
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. 3710449400J, EFFECTIVE
DATE OCTOBER 16, 2008.
LEGAL DESCRIPTION ___jj
FEET TO A POINT; (5) N 60° 22'40" W FOR A DISTANCE OF 216.28 FEET TO A POINT; (6) N 60° 04,43" W
FOR A DISTANCE OF 108.34 FEET TO A POINT (7) WITH THE ARC OF A CIRCULAR CURVE TO THE LEFT
HAVING A RADIUS OF 5416.11 FEET, AN ARC LENBEGINNING AT A POINT LOCATED AT THE
CENTERLINE INTERSECTION OF PLEASANT GROVE ROAD (S.R. #1327) AND SHANNON ROAD (S.R.
#1328). SAID POINT HAVING NORTH CAROLINA STATE PLANE COORDINATES OF N: 444,155.85; E:
1,492,380.73 (NAD 83/2011).
THENCE WITH THE CENTERLINE OF SHANNON ROAD; N 39° 30' 01" W FOR A DISTANCE OF 690.59
FEET TO A POINT. THENCE, S 64° 58'55" E FOR A DISTANCE OF 70.67 FEET TO A 1/2" EXISTING IRON
REBAR ON THE EASTERLY RIGHT OF WAY OF SHANNON ROAD. SAID 1/2" EXISTING IRON REBAR
ALSO BEING THE SOUTHWESTERLY CORNER OF LOT 1 OF SHANNON RANCHETTES AS RECORDED IN
PLAT BOOK 6-74.
THENCE, WITH THE PROPERTY LINE OF LOTS 1-16, SHANNON RANCHETTES THE FOLLOWING ELEVEN
(11) CALLS:
(1) S 64° 58'55" E FOR A DISTANCE OF 39.03 FEET TO 5/8" EXISTING IRON REBAR; (2) N 30° 37'49" E
FOR A DISTANCE OF 364.54 FEET TO A 5/8" EXISTING IRON REBAR; (3) N 05° 14'51 " E FOR A DISTANCE
OF 85.08 FEET TO A 5/8" EXISTING IRON REBAR; (4) N 05° 14'34" E FOR A DISTANCE OF 90.00 FEET TO
A 1/2" EXISTING IRON REBAR; (5) N 05° 15' 27" E FOR A DISTANCE OF 100.03 FEET TO A 3/4" EXISTING
IRON REBAR; (6) N 05° 14'10" E FOR A DISTANCE OF 100.22 FEET TO A 1/2" EXISTING IRON REBAR; (7)
N 05° 13' 08" E FOR A DISTANCE OF 100.03 FEET TO A 1/2" EXISTING IRON REBAR; (8) N 05° 17'45" E
FOR A DISTANCE OF 134.62 FEET TO A 1/2" EXISTING IRON REBAR; (9) N 05° 21'55" E FOR A DISTANCE
OF 566.71 FEET TO A 1/2" EXISTING IRON REBAR; (10) N 05° 22'03" E FOR A DISTANCE OF 99.64 FEET
TO A 1/2" EXISTING IRON REBAR; (11) N 08° 22' 51" E FOR A DISTANCE OF 198.34 FEET TO A 3/4"
EXISTING IRON REBAR LOCATED AT THE SOUTHEAST CORNER OF THE ESTELLA WILSON PROPERTY
AS RECORDED IN BOOK 4733-486.
THENCE, WITH THE ESTELLA WILSON PROPERTY THE FOLLOWING THREE (3) CALLS: (1) N 02° 36,42"
E FOR A DISTANCE OF 204.72 FEET TO A 3/4" EXISTING IRON PIPE; (2) N 63° 00'33" W FOR A DISTANCE
OF 194.28 FEET TO A 3/4" EXISTING IRON PIPE; (3) N 25° 13'30" E FOR A DISTANCE OF 218.91 FEET TO
A 1.5" EXISTING IRON PIPE LOCATED AT THE SOUTHEAST CORNER OF THE JERRY HAMMER
PROPERTY AS RECORDED IN BOOK 370-574.
THENCE, WITH THE JERRY HAMMER PROPERTY N 22° 42' 15" E CROSSING A 1" EXISTING IRON PIPE
ON THE CREEK BANK AT 400.88 FEET FOR A TOTAL DISTANCE OF 420.64 FEET TO A POINT IN THE
CENTER OF LITTLE TWELVE MILE CREEK.
THENCE, WITH THE MEANDERINGS OF LITTLE TWELVE MILE CREEK THE FOLLOWING THIRTY SIX (36)
CALLS: (1) S 40° 11'42" E FOR A DISTANCE OF 179.40 FEET; (2) S 27° 04'07 E FOR A DISTANCE OF
92.37 FEET; (3) S 48° 41'48" E FOR A DISTANCE OF 90.14 FEET; (4) S 72° 04'05" E FOR A DISTANCE OF
66.27 FEET; (5) N 76° 19' 13" E FOR A DISTANCE OF 31.63 FEET; (6) S 46° 59' 50" E FOR A DISTANCE OF
16.17 FEET; (7) S 80° 21' 16" E FOR A DISTANCE OF 40.30 FEET; (8) S 31' 26' 00" E FOR A DISTANCE OF
54.00 FEET; (9) S 62° 55'31" E FOR A DISTANCE OF 50.17 FEET; (10 S 60° 39,25" E FOR A DISTANCE OF
50.37 FEET; (11) S 52° 20' 41" E FOR A DISTANCE OF 80.33 FEET; (12) S 64° 19' 12" E FOR A DISTANCE
OF 66.69 FEET; (13) S 59° 06' 25" E FOR A DISTANCE OF 31.02 FEET; (14) S 50° 59' 46" E FOR A
DISTANCE OF 54.99 FEET; (15) S 57° 54' 34" E FOR A DISTANCE OF 25.82 FEET; (16) N 65° 32' 22" E FOR
A DISTANCE OF 33.55 FEET; (17) S 87° 54' 00" E FOR A DISTANCE OF 84.02 FEET; (18) N 71° 32' 51" E
FOR A DISTANCE OF 34.18 FEET; (19) S 77° 09'06" E FOR A DISTANCE OF 80.43 FEET; (20) N 70° 54' 01"
E FOR A DISTANCE OF 35.95 FEET; (21) N 76° 31' 11" E FOR A DISTANCE OF 44.48 FEET; (22) N 54° 26'
05" E FOR A DISTANCE OF 79.95 FEET; (23) N 74'46'52" E FOR A DISTANCE OF 48.32 FEET; (24) S 64°
15'29" E FOR A DISTANCE OF 61.02 FEET; (25) S 54° 03'24" E FOR A DISTANCE OF 50.82 FEET; (26) S
55° 35'34" E FOR A DISTANCE OF 39.83 FEET; (27) S 70° 14'57" E FOR A DISTANCE OF 41.92 FEET; (28)
S 80° 59'44" E FOR A DISTANCE OF 40.32 FEET; (29) N 79° 09' 25" E FOR A DISTANCE OF 59.02 FEET;
(30) S 80° 20' 59" E FOR A DISTANCE OF 108.68 FEET; (31) S 21° 55' 30" E FOR A DISTANCE OF 34.66
FEET; (32) N 81° 09' 39" E FOR A DISTANCE OF 48.89 FEET; (33) S 51° 08' 07" E FOR A DISTANCE OF
34.41 FEET; (34) S 79° 18' 43" E FOR A DISTANCE OF 48.30 FEET; (35) S 62° 56' 41" E FOR A DISTANCE
OF 75.52 FEET; (36) N 81° 15' 54" E FOR A DISTANCE OF 53.05 FEET TO A POINT IN LITTLE TWELVE
MILE CREEK;
THENCE, LEAVING SAID CREEK AND RUNNING WITH THE WESTERLY LINE OF THE FRANCES LEWIS
PROPERTY AS RECORDED IN BOOK 3388-331, THE FOLLOWING TWO (2) CALLS: (1) S 04° 30' 42" E
CROSSING AN EXISTING FLAT IRON ON THE BANK OF THE CREEK AT 11.88 FEET FOR A TOTAL
DISTANCE OF 325.50 FEET TO AN EXISTING FLAT IRON; (2) S 03° 51'14" E FOR A DISTANCE OF 1091.52
FEET TO 1/2" EXISTING IRON REBAR LOCATED AT THE COMMON WESTERLY CORNER OF THE
BRIARCREST HOMEOWNERS ASSOCIATION PROPERTY AS RECORDED IN PLAT CABINET J-105 AND
LOT 44, PLEASANT GROVE, SECTION V AS RECORDED IN PLAT CABINET B -203A.
THENCE, WITH THE WESTERLY LINE OF LOTS 41-44, PLEASANT GROVE, SECTION V THE FOLLOWING
SIX (6) CALLS: (1) S 04° 20' 16" E FOR A DISTANCE OF 221.69 FEET TO A 3/4" PVC PIPE; (2) S 06° 35' 10"
E FOR A DISTANCE OF 132.44 FEET TO A 5/8" EXISTING IRON REBAR; (3) S 06° 33' 04" E FOR A
DISTANCE OF 222.00 FEET TO A 5/8" EXISTING IRON REBAR; (4) S 06° 28'41" E FOR A DISTANCE OF
166.44 FEET TO A 5/8" EXISTING IRON REBAR; (5) S 06° 25' 58" E FOR A DISTANCE OF 218.47 FEET TO A
1/2" EXISTING IRON REBAR; (6) S 05° 00' 14" W FOR A DISTANCE OF 199.75 FEET TO A 5/8" EXISTING
IRON REBAR LOCATED AT THE NORTHWEST CORNER OF LOT 16, PLEASANT GROVE, SECTION III AS
RECORDED IN PLAT CABINET B -167A.
THENCE, WITH THE WESTERLY LINE OF LOTS 15 AND 16 PLEASANT GROVE, SECTION III THE
FOLLOWING TWO (2) CALLS: (1) S 05° 08'31" W FOR A DISTANCE OF 356.68 FEET TO A 5/8" EXISTING
IRON REBAR; (2) S 04° 42'35" W FOR A DISTANCE OF 368.48 FEET TO A 5/8" EXISTING IRON REBAR
LOCATED AT THE NORTHWESTERLY CORNER OF THE PLEASANT GROVE CAMPGROUND PROPERTY
AS RECORDED IN BOOK 260-74, PLAT BOOK 4-233 AND PLAT CABINET A -75B.
THENCE, WITH THE WESTERLY LINE PLEASANT GROVE CAMPGROUND PROPERTY THE FOLLOWING
TWO (2) CALLS: (1) S 05° 00'05" W FOR A DISTANCE OF 209.47 FEET TO A 1/2" EXISTING IRON REBAR;
(2) S 05° 00' 05" W FOR A DISTANCE OF 35.88 FEET TO A POINT IN THE CENTERLINE OF PLEASANT
GROVE ROAD.
THENCE, WITH THE CENTERLINE OF PLEASANT GROVE ROAD THE FOLLOWING THIRTEEN (13) CALLS:
(1) N 52° 13' 10" W FORA DISTANCE OF 26.61 FEET TO A POINT; (2) N 53° 37'57" W FORA DISTANCE OF
211.18 FEET TO A POINT; (3) N 58° 10'27" W FOR A DISTANCE OF 179.31 FEET TO A POINT; (4) N 60'27'
57" W FOR A DISTANCE OF 210.00GTH OF 261.11 FEET AND WHOSE LONG CHORD BEARS N 58° 41' 54"
W FOR A DISTANCE OF 261.08 FEET TO A POINT; (8) N 57° 19'00" W FOR A DISTANCE OF 201.04 FEET
TO A POINT; (9) N 59° 21' 51" W FOR A DISTANCE OF 99.03 FEET TO A POINT (10) WITH THE ARC OF A
CIRCULAR CURVE TO THE LEFT HAVING A RADIUS OF 2866.71 FEET, AN ARC LENGTH OF 406.07 FEET
AND WHOSE LONG CHORD BEARS N 63° 25'25" W FOR A DISTANCE OF 405.73 FEET TO A POINT; (11)
WITH A CURVE TO THE LEFT HAVING A RADIUS OF 1474.46 FEET, AN ARC LENGTH OF 129.67 FEET
AND WHOSE LONG CHORD BEARS N 70° 00'03" W FOR A DISTANCE OF 129.63 FEET TO A POINT; (12) N
75° 32' 15" W FOR A DISTANCE OF 54.90 FEET TO A POINT; (13) WITH THE ARC OF A CURVE TO THE
LEFT HAVING A RADIUS OF 282.04 FEET, AN ARC LENGTH OF 105.84 FEET AND WHOSE LONG CHORD
BEARS N 88'39'06" W FOR A DISTANCE OF 105.22 FEET TO THE POINT AND PLACE OF BEGINNING.
THE PROPERTY AS DESCRIBED CONTAINS 148.038 ACRES MORE OR LESS. ALL AS SHOWN ON A
BOUNDARY SURVEY PREPARED BY EAGLE ENGINEERING, INC. (RUSSELL L. WHITEHURST, PLS).
SURVEYORS CERTIFICATION
THIS IS TO CERTIFY THAT ON THE 3RD DAY OF APRIL, 2015, AN
ACTUAL SURVEY WAS MADE UNDER MY SUPERVISION OF THE
PROPERTY SHOWN ON THIS PLAT, AND THAT THE BOUNDARY LINES
AND IMPROVEMENTS, IF ANY, ARE SHOWN HEREON, EXCEPT AS NOTED.
THIS PLAT MEETS THE MINIMUM STANDARDS OF PRACTICE FOR LAND
SURVEYING IN NORTH CAROLINA BOARD RULE .1600 (21 NCAC 56 ) AND
THE ERROR OF CLOSURE FOR THIS PARCEL DOES NOT EXCEED ONE (1)
FOOT PER 10,00 OF PERIMETER SURVEYED NOR 20
SECONDS S THE SQUARE R T OF THE NUMBER OF ANGLES
PROFESSIONAL LAND SURVEYOR
LICENSE NO. L-3661
4/3/15
DATE
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SW OR AlK
PLANT SCHEDULE
ANTICIPATED CONSTRUCTION SCHEDULE
79
TYPICAL ENTRANCE DETAIL
NOVEMBER 1, 2015
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ANTICIPATED COMPLETION
NOVEMBER 1, 2026
PULL FULL
CODE
COMMON NAME
BOTANICAL NAME
MIN. SIZE- (CAL AT
GROWN GROWN
COMMENTS
�$
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,
_
............... _........................... _.-
12" OFF GROUND)
HEIGHT SPREAD
148,038 ACRES
R = 30'
h
TREES
PROP, EOE'
°
OAK
WILLOW OAK
QUERCUS P-IELLDS
2.5" CAL. & 10-12' HT,
60' MAX
5a' MAX
LARGE MATURING
KDW
KOUSA DOGWOOD
CORNUS KOUSA
2.5" GAL. & 94-12' HT:
15'--30'
15'-20'
SMALL MATURING
ACRO
RED MAPLE
ACER RUBRUM
2.5" CAL. & 94-12' HT
80' MAX
50' MAX
LARGE MATURING
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NON FLOOD PLAIN C.O.S.
40.51 ACRES
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SHRUBS
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20,000 SF
SBR
SILVERBERRY
ELEAGNUS COMMUTATA
3 GAL. -24" HT,
10-12
8 CONTAINER
MINIMUM FRONT SETBACK
'-MINIMUM SIZE AT TIME OF PLANTING
SPECIES MAY BE SUBSTITUTED WITH OTHER SPECIES ON THE APPROVED PLANTING LIST FOR UNION COUNTY WITH COUNTY
APPROVAL. SCALE. V=10'
LOTS 9, 14, 28,AND 35 TREE SPECIES SHOULD BE MADE FROM SPECIES CONSIDERED TO BE "SMALL MATURING TREES"
SHANNON ROAD
S.R.#1328
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ME
Vicinity Map
*NUMBER OF LOTS ALLOWED = (USEABLE AREA * 43,550) / 40,00 1
145.42
"USEABLE AREA = GROSS AREA - RAN AREA
ANTICIPATED CONSTRUCTION SCHEDULE
79
ANTICIPATED START
NOVEMBER 1, 2015
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NOVEMBER 1, 2026
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TILERES�
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USEABLE AREA
133,533 ACRES
?NOT TO SCALE;
3
AREA IN LOTS
0. 2 ACRES
d 76
¢n.
_
TOTAL COMMON OPEN SPACE
_ ._..
56.33 ACRES
__
FLOOD PLAIN C.O.S.
_.... --.-
15.82 ACRES
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NON FLOOD PLAIN C.O.S.
40.51 ACRES
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MINIMUM FRONT SETBACK
25 FT
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____......................................................... .. _ _ . ....._......... . -
MINIMUM REAR. SETBACK 25 FT
......... ...---........ __.._.......... _............ __........................ _................ _.............. _.............. _..... ............ ......... ........._ - ---
MINIMUM SIDE SETBACK 7.5 FT
MAXI MUM BUILT UPON AREA FOR LOW DENSITY = 24% OR 35.53 AC
._._ ................................
IMPERVIOUS AREA = 16.6% OR 24.66 AC
*NUMBER OF LOTS ALLOWED = (USEABLE AREA * 43,550) / 40,00 1
145.42
"USEABLE AREA = GROSS AREA - RAN AREA
GRAPHIC SCALE
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100.00'
LOT #: 30
FFE:590.00 I IF`' v E�
LOT #: 31 r C w Cr
--,87,88,
FFE:591.00 LOT #: 32 I C� L `45 16
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LOT #: 35 .•
FFE;569.00
100.00'
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— 10.73' �
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LOT #: 39 I r LOT #: 36
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I LOT #: 17
FFE:566.00
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LOT #: 18
FFE:566.00 _
PROP. WALKING TRAIL
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0.46 ac ni r r dry c•t
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LOT: 86 N 18,266 sq ft o 0.42 ac 1
LOT: 63 \ ~', !,% c�z / OT, 82 LOT : 84 LOT: 85 18,17E sq ft I N 0.42 ac I M ,n
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ro l 0.57 ac N 25,971 sq ft ' LOT
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PARCEL NUMBER:
06036001
OWNER: PLEASANT
GROVE CAMPGROUND
L=29.52 J65.91'
C w y
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2\` I
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LOT : 81
22,652ft
0.52 ac
19 LOT: 87
ft
LOT! 63 \ `` c LOT, 82 LOT: 85 18 1Q 18,266 s 6 sq ft o 042-
q
26,471 sq ft
0.61 ac
LOT: 64
29,618 sq ft
0.68 ac
282.18,-
m
82.18'"
m
I
Fr J
LOT: 120 r,+
23,915 sq ft rv,; LOT: 121
+ 0.55 ac N + 22,957 sq ft
0.53 ac
L L
121.01'
102.09'
- 1
1
LOT M 64
FFE:612.00
LOT: 122
23,635 sq ft
0.54 ac
❑ 21,387 sq ft LOT : 84 18,265 sq ft o 0.42 ac04
0.49 ac LOT: 83 18,459 sq ft 0.42 ac I ``
21,361 sq ft 0.41 ac
¢8.1g• 0.49 ac
6().531 I I
43.1L21
y
<u' 101.38'
?',- _
m �" 72'6$, 77.35' 12.64' 77.5
72.68 13.82 50.85' 75.88' 75.88' 77.36' 77.36'
LOT: 119
f l
i3 24,786 sq ft o LOT: 118
.M j 0.57 ac m 25,971 sq ft
CO 0.60 ac LOT: 117
07 ;
24,305 sq ft
j Cv 0.56 ac j LOT: 116' L01
i4 ftLOT: 111
l � 2 0652 ac + o+ LOT: 115 �, LOT : 112 18,002 sq ft y vo 18,0(
°D 19,964 sq ft LOT: 113 0 18,003 sq ft 0 0.41 ac `
0.46 ac i ry LOT :114 18,043 sq ft iD 0.41 ac1 ell
N
0 17,986 sq ft yv 0.41 ac
s + N F- 0.41 ac l rdt
r �
MATCH LINE
+ SEE SHEET C 2.3 1{
1
jL
t �+
78.81'
24.29'
M77rA
75.00' j r 94.40'
^� �• 100.00' .. sa mr
064.41'
6100.04 . s 94.Dfl
95.0 . T0'13.44'=23.43LO
_... x _
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- n
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DO'
104.00'
[ 104.00' - 100.21'ui
s J
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f 140}11'
11.31'L=29.14
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48.86' r� t
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1 f ( + W
j l W
LOT: 123
24,135 sq ft Cq! LQT :124 0 ! + I LQT :131 m
0.55 ac N j 24,901 sq ft LOT : 125 r_ LOT :130 24,106 sq ft M'
4.51 ac N j 25,435 sq ft LOT :126 LOT :129 �! y 24,476 sq ft 4 0.55 ac N
0.58 ac j 25,972
0.60 ac ft , LOT :127 LOT :128 0 24,841 sq ft N 0.56 ac
25,946 sq ft Oo 28,270 sq ft N 0.57 ac
0.60 ac 0.60 ac
--J
L�
T03.i3' �
5.13'
75.26'
2
104.13' 91.15'
24.08'
100.19'
PARCEL NUMBER:
El06054081
OWNER: EVANS
PARCEL NU BEF�: CHERYL P
06054080 �
OWNER: WINKLE
MARK L & JERRI
H
'1�
N
10208'
PARCEL NUMBER:
06054101
OWNER: HILL GRADY
WYMAN & WF MARY
JOYCE B
o\
PARCEL
NUMBER:
06054102
OWNER:
COLLINS JAM
E & WIFE TRU
K
GRAPHIC SCALE
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Sheet
C2.6
09-15-15
Pleasant Grove Rd PROFILE
04
r
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V1 M et
7+50 8+00 9+00 10+00 11+00 12+00 13+00
14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+0o
z2+00 23+00 24+00
25 17
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__.__....... _._........... . __._.......... _-
_ __
30
--
62
I R ON
PLEASANT PLAINS ROAD
400' SI HT DI5 ANCE @ 3 5' E NT
& D RIAN W IG
Y
c INT SEC ION
PLEASANT GROVE ROAD
8 PROPOSED RIVE
00' SIGHT DIS NCE 3.5' H IGHT
z0
—
::
61
10
60
—600
59
90
7+50 8+00 9+00 10+0D 11+00 12+00 13+00
14+00 15+00 16+00 17+D0 18+00 19+00 20+00 21+0o
z2+00 23+00 24+00
25.17
2" TYPE S 9.58 SURFACE COURSE
TACK COAT 3" TYPE 119.06 BINDER TACK COAT
5" B 2577777 -OB OR C
7
1.5" TYPE S 9.5B SURFACE COURSE (TO BE PLACED ONCE 80-90% OF HOME
CONSTRUCTION HAS BEEN COMPLETED, OR AS REQUIRED BY UNION COUNTY)
1.5" TYPE S 9.5B PLACED IMMEDIATELY UPON PROPERLY PREPARED STONE BASE.
10" CABC OR 5" B25.00 (ASPHALT CONCRETE BASE COURSE)
MAINTENANCE OF TRAFFIC NOTE:
CONTRACTOR SHALL MAINTAIN TRAFFIC
FLOW PER THE NCDOT STANDARDS AND
SPECIFICATIONS, INCLUDING BUT LIMITED
TO THE FOLLOWING DETAILS:
1101.01 1110.01 1135.01
LEGEND
- FULL DEPTH PAVEMENT
1101.02 1110.02 1150.01
\ \
COMPACTED SUBGRADE 98% STANDARD COMPACTED SUBGRADE 98% STANDARD
X\ \ �\��\�/. \�/. \�/: \��\ PROCTOR ASTM D-698 \\\�X\�/.\�/, \/��\�%\ PROCTOR ASTM D-698
1101.05 1130.01 1180.01
1101.11
NOTE:
- 2" MILL & SURFACE COURSE
TYPICAL ROADWAY SECTION INTERIOR TYPICAL ROADWAY SECTION
ASPHALT SHALL BE PROOF -ROLLED BEFORE THE
FINAL LIFT IS PLACED AND AS REQUIRED BY THE
SPECIFICATIONS.
_.�
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�...:� - _ - - f-•wl�..'+'� •i • �4 ��
FFET67
610 00 LOT #: 5$... '•
LQT M `55 FFE:611.00 LOT #: 59
FFE:611.00 LOT #: 60 I
_ FFE:609.00
_ - • , - - - - - - - LOT #: 61
` FFE:608. 0-
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FFE:621.00
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LaT #: 62 LOT #: 63 LOT #:118
FFE:6�T,00 j FFE:6D9.00 ' FFE:621.00
�,
+ + J ,
•. --.• •- t � �
HATCHED AREA INDICA ES
AREA OF FULL WIDEN! 11G
— — — �--- — — -P R�OAQ
200 TAPER - - - ED LIMIT 55 MPH +v`r'��
So' STDRAGE 100' STORAGE '
I
.
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_--- - --- --- -----ti - --
-- -___
a'
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----------------------------------- 51 DfSTANC �_E
_
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^--.DISTAIjfC -
- - -- ___
" - - - - - - - - _ - - 1 - - -
MILL ROAD 25' PAST END - - ,'x` / _ \
OF WIDENING AND OVERLAY
`�
PARCEL NUMBER: PARCEL NUMBER: PARCEL NUMBER: PARCEL NUMBER: � A
06054487 06054486 06054485 06054484
OWNER: JASON R & OWNER: EMILY R & OWNER: WALLACE H OWNER: JODI & GERALD
RENEE L MEARES ASON D WILLIAMS CHIN POYNTZ
- - _ - - - - - - -
- ZOO' TAPER - - -
ST33
I PARCEL NUMBER:
HATCHED AREA INDICATES 06057002A
AREA OF FULL WIDENING
OWNER: ROBERT
PARCEL DUMBER: SHARON & LINDA. H
06054502 MCCARVER
OWNER: JAMES BRENT
& BARBARA. ANN
USSERY
- - - .
-
-
\�~
A=51D'
�
PARCEL NUMBS+06.31 PARCEL NUMBER:
R• 06057002D
46057UQ2C OWNER: BRYAN K &
OWNER: ROBERT
SHARON &LINDA H MICHELLE S MCCARVER
MCCARVER
- �
- - - -
-
MILL ROAD 25 PA TEND
OF WIDENING AND OVERLAY
GRAPHIC SCALE
0 60' 120'
( W FEET }
l
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I inch = so' ft.
Sheet
C2.6
09-15-15
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09-15-15
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C2.6
09-15-15
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C2.6
09-15-15

CONSTRUCTION NOTES & SEQUENCE:
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. OBTAIN GRADINGIEROSION CONTROL PLAN APPROVAL FROM
NCDENR FOR EACH PHASE OF CONSTRUCTION AS SHOWN ON
C3.1.
2. CONTRACTOR TO SET UP AN ON-SITE PRE -CONSTRUCTION
CONFERENCE WITH EROSION CONTROL INSPECTOR OF NCDENR
TO DISCUSS EROSION CONTROL MEASURES.
3. INSTALL PHASE 1 EROSION CONTROL DEVICES AS SHOWN ON
SHEETS C3.2 & C3.3, INCLUDING BUT NOT LIMITED TO
CONSTRUCTION ENTRANCE, SILT FENCE, SKIMMER BASINS,
DIVERSION DITCHES, TREE PROTECTION AND OTHERS AS SHOWN
ON PLANS. CLEARING ONLY AS NECESSARY TO INSTALL THE
E&SC DEVICES SHOWN ON C3.2 & C3.3.
4, CALL FOR ON-SITE INSPECTION BY NCDENR. WHEN APPROVED,
INSPECTOR ISSUES THE GRADING PERMIT AND CLEARING AND
GRUBBING MAY BEGIN.
5. BEGIN CLEARING & GRUBBING, DEMOLITION AND GENERAL
EXCAVATION ON SITE. IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO PHASE/STAGE EROSION CONTROL TO ALLOW
FOR CONSTRUCTION AND TRANSITION BETWEEN EROSION
CONTROL PHASES 1 AND PHASE 2.
6. CONTRACTOR SHALL LIMIT THE AREA OF DISTURBANCE TO THAT
WHICH IS NECESSARY TO COMPLETE CONSTRUCTION OF EACH
PERMITTED PHASE AS SHOWN ON SHEET C3.1. ANY DISTURBED
AREA WHERE CONSTRUCTION HAS CEASED FOR LONGER THAN 7
DAYS NEED TO BE STABILIZED IMMEDIATELY.
7. CONTRACTOR SHALL INSPECT AND REPAIR ALL EROSION
DEVICES AT LEAST EVERY 7 DAYS AND AFTER EVERY RAINFALL.
THE CONTRACTOR SHALL REPAIR, OR REPLACE, ANY DAMAGED
EROSION CONTROL DEVICES, SHOULD IT BE DETERMINED THAT
ANY PROPOSED EROSION CONTROL MEASURES ARE
INSUFFICIENT THE CONTRACTOR SHALL CONTACT THE ENGINEER
TO COORDINATE WHAT ADDITIONAL DEVICES ARE NECESSARY.
GRADING ACTIVITY UPSTREAM OF ANY DAMAGED, OR
INSUFFICIENT DEVICES SHALL BE PROHIBITED UNTIL THE
DEVICE(S) HAVE BEEN REPAIRED, OR REPLACED, AS NECESSARY,
8. INLET PROTECTION, SKIMMER BASINS, DIVERSION DITCHES,
TREE PROTECTION, AND OTHER MEASURES SHALL BE
INSTALLED, OR ADJUSTED, AS THE SITE IS BROUGHT TO FINISHED
GRADE AS SHOWN ON PLAN SHEETS C4.14 & C4.19.
9. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE
WITH VEGETATION, PAVING, DITCH LININGS, ETC.. SEED AND
MULCH DENUDED AREAS WITHIN FOURTEEN (14) CALENDAR DAYS
OF COMPLETION OF ANY PHASE OF CONSTRUCTION;
NOTE: CONTRACTOR SHALL ENSURE THAT THE EROSION
CONTROL DEVICES REMAIN UNDISTURBED DURING
CONSTRUCTION OF THE BUILDING PADS AND ASSOCIATED
PARKING/DRIVE AREAS ADJACENT TO THESE DEVICES UNTIL
THE CONTRIBUTING UPSTREAM AREAS HAVE BEEN STABILIZED
AND APPROVED.
7. AS PORTIONS OF THE SITE ARE STABILIZED THE CONTRACTOR
SHALL COORDINATE WITH THE EROSION CONTROL INSPECTOR
PRIOR TO REMOVAL OF ANY EROSION CONTROL MEASURES.
& ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN
ACCORDANCE WITH THE N. C. EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL AND THE U. S. DEPT. OF
AGRICULTURE.
9. ANY OFF-SITE BORROW OR WASTE REQUIRED FOR THIS PROJECT
MUST COME FROM AN APPROVED
EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE
MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE
DIVISION OF SOLID WASTE MANAGEMENT. DEBRIS FROM
DEMOLITION ACTIVITIES SHOULD BE DISPOSED OF AT AN
APPROVED FACILITY.
10. SLOPES OVER 50 FEET IN LENGTH/HEIGHT, PERIMETER DIKES,
SWALES, DITCHES AND ALL SLOPES STEEPER THAN 3:1 REQUIRE
STABILIZATION IF LEFT IN PLACE LONGER THAN 7 DAYS.
STOCKPILES SHALL NOT EXCEED 25 FEET IN HEIGHT WITH 2:1
SLOPES.
TEMPORARY
CONSTRUCTION ENTRANCE
NCDENR STD. 6.06
NCDENR STD. 6.22
11. CONTRACTOR TO COORDINATE INSPECTION AND APPROVAL BY A
REPRESENTATIVE OF THE LAND QUALITY SECTION PRIOR TO
CONVERSION OF THE SKIMMER BASIN TO A POST CONSTRUCTION
STORMWATER MANAGEMENT BASIN,
12. DETAILS SHOWN ON THIS PLAN SET ARE FOR CONSTRUCTION OF
ROADWAY IMPROVEMENTS, UTILITIES (INCLUDING SANITARY
SEWER, STORM CULVERTS, WATER, ETC), STORMWATER
MANAGEMENT DEVICE AND HOUSE CONSTRUCTION. ANY
DISTURBANCE CREATED DURING HOME CONSTRUCTION WILL BE
COVERED AS PART OF THIS PLAN SET AND IT IS THE
RESPONSIBILITY OF THE BUILDER TO MAINTAIN EROSION
CONTROL MEASURES DURING CONSTRUCTION UNTIL
STABILIZATION HAS BEEN ACHIEVED AND APPROVAL FROM THE
NCDENR EROSION CONTROL INSPECTOR.
EROSION CONTROL LEGEND
DESCRIPTION OF MEASURE
(TIMEFRAME FOR STABILIZATION) _ SYMBOL ON PIANS
TEMPORARY CONSTRUCTION ENTRANCE
DENUDED LIMITS ...w. �■
TEMPORARY SILT FENCE — ❑ ❑ ❑ ❑ —
TEMPORARY DIVERSION DITCH
(7 -DAYS) To Til
COIR MESH BAFFLES
INLET PRO'T'ECTION
RIP RAP APARON
TEMPORARY CHECK DAM
TEMPORARY SLOPE DRAIN
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
m
GRAPHIC SCALE
0 200' 400'
( IN FEET )
1 inch = 200 ft,
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C3.0
LLJ

EROSION CONTROL LEGEND
DESCRIPTION OF MEASURE
(TIMEFRAME FOR STABILIZATION) SYMBOL ON PLANS
TEMPORARY CONSTRUCTION ENTRANCE
DENUDED LIMITS
TEMPORARY SILT FENCE —ED—El—El—El
TEMPORARY DIVERSION DITCH
(7 -DAYS) —TO-> -To , -
COIR MESH BAFFLES
INLET PROTECTION
RIP RAP APARON
TEMPORARY CHECK DAM
TEMPORARY SLOPE DRAIN
141
4_____ gm
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
SLOPES 3:1 OR FLATTER STABIL17ATION SHALL BE PROVIDED WITHIN 14 DAYS.
EROSION CONTROL
PHASE LEGEND
LIMITS OF PHASE 1 DISTURBANCE
(31.84 AC) .
LIMITS OF PHASE 2 DISTURBANCE
(31.25 AC)
■ i
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TOTAL LIMITS OF DISTURBANCE - 98.92 AC
NOTES:
1. TOTAL LIMITS OF DISTURBANCE INCLUDES DISTURBANCE FOR
OFF-SITE IMPROVEMENTS (ROADWAY AND WATER LINE EXTENSION)
2. PHASE LIMITS OF DISTURBANCE MAY OVERLAP ADJACENT SUB -PHASES
WHERE SKIMMER BASINS WILL BE UTILIZED FOR MULTIPLE PHASES.
3. SEE OFF-SITE IMPROVEMENT PLAN SHEETS FOR LIMITS OF DISTURBANCE
NOT SHOWN ON THE EROSION AND SEDIMENT CONTROL PLAN SHEETS.
GRAPHIC SCALE
a 200' 400'
IN FEET }
1 itch = 20B ft.
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Sheet
C3.1
09-15-15

SHANNON ROAD
S.R. #1328
PUBLIC R/W
m
DENUDED LIMITS - - +- III- �
TEMPORARY SILT FENCE - ❑ ❑ ❑ ❑ -
TEMPORARY DIVERSION DITCH
J -DAYS} TD TD
COIR MESH BAFFLES
INLET PROTECTION
III
F- RIP RAP APARON
TEMPORARY CHECK DAM
r, a TEMPORARY SLOPE DRAIN
PARCEL NOTE: SLOPES WITHIN 7 DAYS. SLOPES 3TEEPER H OR FLATTER STABILIAN 3:1 SHALL BE ZATION
LIZED
NUMBER: ATION
• q 4
06454031 PARCEL SHALL BE PROVIDED WITHIN 14 DAYS.
a o
OWNER* NUMBER:
° v KIKER 06054032 PARCEL
a FFERY L OWNER: PARCEL
TEMPORARY a & SLIE ❑ SILVA JUAN NUMBER: PARCEL NUMBER: x PARCEL PARCEL
CONSTRUCTION ENTRANCE a v ti C & 06054033 NUMBER: 06D54035 NUMBER: NUMBER: PARCEL PARCEL PARCEL
NCDENR STD. 6.06 ° ' / _ v o BARBARA OWNER: 46054034 OWNER: 06054036 06454037 NUMBER: NUMBER: PARCEL pARCEt
a MEDtIN OWNER; NUMBER: PARCEL
BER
RACHED OWNER: OWNER: 46054038 54039 PAR 06454 UM
BER' PA L BER'
_ e BARYON L & 060 N M PARCEL NUM
Nsa^3s15•E - , FROST ALBERT S OWNER: pWNER: NUMBER: OWNER:
371.sr � y- - - - - . x TARLTON MANSHACK BENTDN FAIRCLDTH 06054042 06054043 NUMBER: D6054445 PARCEL
e " CAROL B JACK G AMANDA C LENNIS JR MANSHAGK 06054040 OWNER: OWNER: WADE
TIE LINE LENNIS JR OWNER: 06054044 OWNER:
,� RICHARD E & BOBBY J & PARCEL NUMBER:
HICKS WIFE JOYCE FAIRCLDTH KEITH E &WIFE OWNER: DAMS LYNCH NUMBER: 06054054
! ROBBIE P JUSTIN M BOBBY J & VICKI F TERRY GLENN KATHRYN F & 06454046 OWNER.
i^� - , ' WIFE JOYCE WIFE PATRICIA HUSBAND
�I - / �, - _ 1 I + OWNER: EWILSON
TELL
` I - OF SITE CLEAN WATER DIV RSlON DIKE F JOHN D LYNCH JOHN D ESTELLA 0-
8D ;
a NCDENR $TD. 6.22 KATHRYN F a`
OD
o � �� /,-_ --- -'-- `
W J +,` i . i 00
570 1 vq ° v
� � � - � pc` r � ' •-- --.__ "-•�~ - °` ° I rr % r. •rte.'/
r4 '
` �O
v - _
� ' PCS'
SKIMMER BASIN 2
\ - - - - DENUDED AREA = 8.03 ACRES -
- TEMP DIVERSION DITCH T° - ' ` _ _ DRAINAGE AREA = 8.03 ACRES
NCDENR STD 6.20}- - _ - ,� �' "�,� STORAGE REQUIRED = 94,455 CF vj
�� �a � a '. � � I _ - - ,' - •�o `• �� • - - - " - .rs`'- i. " - . r STORAGE PROVIDED =39,884 CF ', ,' •. • •. •� - - - - - - '. , •� .. J ,',,
S� RIP RAP LINED FLUME TO ACT AS SLOPE DRAIN SURFACE AREA REQUIRED = 14,735 SF
nD ,� _ WI GEOTEXTILE FABRIC (SEE DETAIL THIS SHEET) SURFACE AREA PROVIDED = 14,792 5F -
.n TRAPEZOIDAL BOTTOM BASIN ELEVATION = 549 ',
T WEIR ELEVATION = 552 - !.
\ ' - 1' BOTTOM WIDTH � � 30'-6" HDPE PIPE
1 `DEPTH TOP OF BASIN ELEVATION =553.6'
1 ^� INV IN 549.00 - , -
Y - - - 3:1 SIDE SLOPES INV OUT = 548.00
/ USE FAIRCLDTH SKIMMER �, }
SKIMMER BASIN 1 SKIMMER SIZE = 4.0"
DENUDED AREA = 7.27 ACRES - - - - _ ORIFICE SIZE (DIAMETER) = 3.5"
' r SEDIMENT BASIN COIR MESH BAFFLES (TYP.)
I DRAINAGE AREA = 7.27 ACRES ` NCDENR STD. E.65
STORAGE REQUIRED _ 13,081 CF Z �'O
STORAGE PROVIDED = 23,104 CF \ J
SURFACE AREA REQUIRED =13,334 SF - \ . ; �� I . r f �r _ - �• - _ I
J a
' . SURFACE AREA PROVIDED =13,448 SF _ f �� - -550
[ ' BOTTOM BASIN ELEVATION = 566 b - ` 3,315,47X8 5 5 .ft. i c ' / .q"%
,q ,
• 6' WEIR ELEVATION -• 569 �_
_ 1 'I I• 2x2 SKIMMER OUTLET _ , -
- - o TOP OF BASIN ELEVATION = 570.5 a 76.113 res f ; ` STABILIZATION PAD
I ' USE FAIRCLDTH SKIMMER
SKIMMER SIZE = 3.PD0" '
J ORIFICE SIZE { DIAMETER) = 2.7" \ FAIRCLDTH SKIMMER d -
• •.� � 30P-6" HDPE PIPE l SB -2 1 _ J f
INV IN - 566.00 , 8.03 AC.
INV OUT = 564.04 j f148.0
Gt -
- _ _ _ _ - - , - _ - - - r ', 'r •I 'I � _ - , . _ - r Y_ _ _ SSMH
RIM 530.75
FAIRCLDTH SKIMMER
2'x2' SKIMMER OUTLET
STABILIZATION PAI]
1 C � SEDIMENT BASIN _ )
n COIR MESH BAFFLES -
� l - - _ _ _ - _ r SEDIMENT BASIN COIR MESH BAFFLES (TYP.} , _ _ - - 1 ` \ c - (o '06 (TYP,) _
NCDENR STD. 6.65 Ao ` ' " - % ; NCDENR STD. 6.65 -
41 1
I I r f _ -' RIP RAP LINED FLUME TO ACT AS SLOPE DRAIN
v
• '.•r 1.0 - - - � Wl GEOTEXTILE FABRIC (SEE DETAIL THIS SHEET)
r p SKIMMER BASIN 3 + , -_ -- o� TRAPEZOIDAL - 1
TEMPORARY _ " - - DENUDED AREA = 40.13 ACRES. - ` _ # 1' BOTTOM WIDTH
- - DRAINAGE AREA = 49.74 ACRES _ _ _ _ , -' 1' DEPTH ,' !
i - SEDIMENT r � STORAGE REQUIRED = 72,230 CF r { ; ` - � '�`pD_ 3:1 SIDE SLOPES
BASIN f \ STORAGE PROVIDED = 344,692 CF - 1 �v
32" GUM SURFACE AREA REQUIRED = 91,264 SF - - - (1 ' - - r RIM 53vai
44.58 AC. SURFACE AREA PROVIDED = 91,273 SF \ �' ` FAIRCLDTH SKIMMER
BOTTOM BASIN ELEVATION = 555 yv - ,.'r 30'-10" HDPE PIPE
r 70' WEIR ELEVATION = 559 200,0 �. INV IN = 555.00
TOP OF BASIN ELEVATION = 560.5 - 0 INV OUT = 554.00
I j USE FAIRCLOTH SKIMMER - - ❑ �' _ �0�
I SKIMMER SIZE - 8.0" \ C 1 J.p� , r. - - ► 1
ORIFICE SIZE (DIAMETER) = 6.0" 1
_ 6,448,543 sq.ft. - -oJ, • �saD_ �, _ : �` _ _ /." r - . _
o uj
148.038 acres
• 2'x2' SKIMMER OUTLET � - - - - - = _ - - 1
/ STABILIZATION PAD / - ' � - s7&-10•
} - - - - r. -
• / 1 L=A�.63, R=205.00 - - rI � - - - �5�0~
1 CH- 585°24'51"E 41.55" - - i_ - - - - - - - - _ - -------
_j
o � 1 _ - r , 368,814sq.ft. - ��•• _ ---
�- y 8.467 acres
. - I , ' rr � •, 1 ' - •RIP RAP LINED FLUME TO ACT AS SLOPE DRAIN , � - _ f r J � ; - � ' " - • ; �O� . - - . - _ ; r - - - , : �� � _ f- -� �• • , - _ � J - - - �_ - - - - _ � r �
- J Wl GEOTEXTILE FABRIC (SEE DETAIL THIS SHEET) - - - 6r - - - - - " _ - _ ' " - - - - i \
j
TRAPEZOIDAL " ,' �� - ' \ SSMH
1' BOTTOM WIDTH - RIM 530.ss I
?ae�6 I 1'DEPTH----- -
�eyy 3:1 SIDE SLOPES „- - -50-
k
- _
0 0 - ,' ` - 54
r ' , - ���+ ,1 r r , - - - - - - - - - - ', � 7 Y ,•, _ •_ - _ ;�•� ,: - �' ,` _ '• '; 5• � � - _ _ 70
` � � - �`':� • _ � _ _ - _ _ _ - --:---------- -- = - - - - - - - - •. � g �: Icy:;
-
45
• 6ti� _ 1 ,' - - - -�_ . ' . ' 't° _ _ - r � • _ - r r , '
3:1 DR FLATTER
-
L=174.04, R-255.00 , . ' _ - , = - - - _ p ro , 1 1.D, 1 1.0 MIN.
r�� &
CH= 515'19'18"W170.88' �� h ��1 i
I - - - -'I I r , - 11 J -p�� _ - - or� ; I '' - X584_ GRAPHIC SCALE
L=39.27, R=25.00 J _ _ ' } ; �� r
1 H= S1M7'32,E 35.36' 54.1 �'52'E''- ti l �� 7
- - - IIIII0 100' 200'
- NB5°48'08"E
1 ' • - - - _ 454.04 . \ - + , �- - - '
50.00' /// I�� } 1 I .. .......;! I
GEOTEXTILE FABRIC
CROSS SECTION ( IN FEET }
1 inch = IDD ft.
MATCHLINE (SEE SHEET C3.3) RIP RAP LINED FLUME
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C3.2
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n C / ! I ! 1 I 1 ■ .r.. r r *, $ ; ! 1 •' r "" r-... 1 1 / ♦ 1t ♦ ■ _ It i w . �• i ; w • ♦■ • 1 /
n ' ! /.: J E I / ! ► 1 ■r+ "' ♦"-►„-r,,,r 1 I I # + + / ! ..'+ ,r : i t 1 ` ik ► e ■ a r+rR r ■ \ r �r.r.
► / I i r f ..�w__r"•-w 1 i . + .. �+■ ►r \\t■taa■ ►1 ; �r t♦
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I' ► /"r„'" "'"`" I t f , a I / -•"■^ ! f i . t 1 t 1\ +.�-. . ►w t ■ ♦ s 1 1 i L 4 1 SKIMMER i3ASINfi
G] i i ► I 1 ► 1 l r+..w,w.-,.,w/ i 1 • I I r r r'" / ! I I l t t i a 111 ► i e r rr `• r` -- ► '. r ■•♦ ■ t L►1 t \
w - t ■ DENUDED AREA = $.16 ACRES
X77 a • I ► j • /! ! I J ►• N r„a w • t ! ," r O i■ ► r ■ 1 w
♦ € ,, t .*+- ►-...r t '� s r ...rwr j 1 Y 1 1 • ■ ♦ ► t ► r •"- r T DRAINAGE AREA = 8.16 ACRES
. -Sf t i I i + r! + t l a ► ► d •► l t ► ! • - t i Jolt r i I I I ►► a r+. rr • • •. ■ r t • ► `► L t■ e + ■ L ►k► Irl v + %♦
■ t 1 ! 11 "r1 rr--ww.,.r I ► 'a ♦ ► 1 r tt t w`
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■ ! 32" U t I I E a t ■ !.r■ ,.�r w.r / t • t t►► ► ��a�...-r-r..r r I \1+ !►; r ""■ e w ♦ I a r • ■ • \ L ► 1 ■• ■ ► ■ + a .44+�� e► :ta t STORAGE REQUIRED = 14,694 CF
• /r I t1 I o- - i .►� r I 1 t ■ �I t / w ■■ ♦ • r w't i • 11."`_ . ♦ ,% t ■ a t t1 \■ a • ■ , \ t`,
a ' t I I! I '! 1 a s L k I i� rr
r w�.: 1~ ■' I t E I • w `' ,=11 w''w ■rt '■; r ti t r w• +. ► L t a t ■. L ■ t,■ t t t w t♦• a■ i �a/tY 'STORAGE PROVIDED = 28,236 CF
- I ► t a ► ° I I /Itoo,/ r ' ► 1 t w +.e.r.r-.,«r' r 1 I 4 t t * t ► ►e•p{r- �..-.,,, •,,• .. • �• t ti • t t ,... ti r ♦ i at tie t = / SURFACE AREA REQUIRED = 14,978 SF
► . r ► r ti 1 a 1 e w 1 II ��■ ■ ti w wi • •♦ t• +■ t f t ► 1► I /' • i1 ► 1
r l r 1 8. ► I I / 1 t L t ` ► ietr"--- r J ► ►■ ` 1208.a • t► LJ ' . ti w w 1 1 1 1 1 �° ■♦■
J` L L ■ % ■ 1 • 1 \ - t i t •• r a '♦ \ - ■ I • t L ►■ 1
1 I►/ �`� .••• r d I / .. - ► I I i i r ► ■ • t s
+ a i/ + 1 ► L . t ■ , ♦ t . ► I r . SURFACE AREA PROVIDED = 15,138 SF
s I . ► L► 1 ■ Iwr.,...r ♦ r # 1 ► \ • ■t' a r I I 1 i ■ a ! ■ IFI ■ ■
I• /!. 1 • i 6 1 r : 1 id , s ► i 1.. ■ - - r . t I . r ► + ■ ■ i ! 1 ► li; L SKIMMER BASIN 5 .+■ , ; I ► I F I + ■ 1 1 € i ■ ! 1 ► 1
I a ► / ! I I! „+ ! I I r ♦ / , t■ 1 ■ 1 I 1 1 • ■►► : t I BOTTOM BASIN ELEVATION �= 553
/ / ! I ! t I // s + 1 I ►r w •ir •+., �� t tai■ 1 1 IAF ! i 1 l l L , f \ t t . DENUDED AREA = $.71 ACRES . ��La \'� . , 1 ► + ► I 1 1 , ■ ! s 1 ■ i I !
L=105.30, R=6811.78 t + J I +! +! I I I I 1 j r r s l i I s r "' ++ ► 'www-- i i v 1 l -, y d e l ► 7' WEIR ELEVATION = 555
I , / t '■-""' + a •• ■ ` 1 1 1 • • DRAINAGE AREA = 8.71 ACRES ' e \ a i • 1 f I I 1 . I ■
CH= 557°52'2T'E 185.30' ♦ n •+ i • % s � ! 1 1 i 1 1 ►t j f ♦ I 'r r I { . f ' r+ /--vr �+ a I r • I d-". ► ► ' w / r • ' I I ► • I ■i f . r r, r , r /t
1 + - r ► ; ► 1 t 1 i ► ► rr a •tri �' i I 1 r'^ "' / t .. I ► + II TOP OF BASIN ELEVATION = 556.5
a� • + + r ► • r 1 l f . w r I �u 1 1 L `ti t �� /- ! ►1 ►1 tt 1 r .STORAGE REQUIRED =15,678 CF • • , r ..»•__ s I ►
tri a , r r� r r! I i 1 = ► ! ► 1 I 1 s• ti I I I I # I 1 + ► `'"r •*ayr`` ! + I / h + i k ►�, 4 ■ / + / ,f! 1 I 1■I d ► ■, ■ .. •. / / s ► ! + r_r r /t r,•j/ U5E FAIRCLOTH SKIMMER
�] • ► �/ r r / ! ♦ ! _ »I ► / N t I i _ _ _ t r r 3►■ 'i �__ STORAGE PROVIDED = 43,892 CF ■' ♦ a ti. r/ /, r ,•r / +Is' r r,/i fJll, .SKIMMER 51ZE = 3A"
Ag . � ■ / '. I i I I r f j ► it • -- • II N r + ►. ����~ /"'w r ►// / / .. +Ia r-. •*•,,'. ��r Ir •,I- I // + ir/ r
�n s • 1 I f ■ , / r „• I 1 ► + I + i ` • . ■ ! ► • ► t + . r ■ +• I a SURFACE AREA REQUIRED =15,981 SF , w *air .,,. �.. r ,!s r ' r /jr r►r '� ■ ORIFICE SIZE DIAMETER = 2.9"
♦ t : ► I SKIMMER BASIN 4 • ' r1 ri ■ r• ► rq . j rj SURFACE AREA PROVIDED = 16,2>JO 5F • ■ w • •�� � r.. •f r •* 'r I / +r -o - _. ri •r ]
_ 'w d I !! / ► /I t/ /�• j oMi + I e r/ / r ► DENUDED AREA = 9.33 ACRES ■• - . •, 1 i ` r r °- r J - / ► •r . ■ r + -■ r • , • s / ■-rr - .. rf /t /r -. - r • - -
[� , / _ t �+.� °` w ..." ,r.,. /J/ r r d • • + ■ • .r .. - r - , • r ! r r r r / _
_ y� r I r ► ! d I r ► f I r +� • w.--. r ► ► 1 wr• rrr r!,.- +� - .»� rf .. !•rAr a BOTTOM BAS[N ELEVATION = 562 •■'t •/irr W /I / ti ryr'rr +" ."•. r .. .
�1r / / I r • I r r w,
t r" I 7'.0,41 s ! t t j 1' ► f /" . DRAINAGE AREA -9.33 ACRES t • r t r ,,r• ►..,r r rrY �i^r r r �,. + ►r - �--;o1,-,,t.­ ! ro. #;o i r �' w s
n7n 1`: 7 1 1 i L . 1 1 r ► ♦ r..- / - r - rr - w - r tot /r ►-s�rr t !tI •j • �.rt - •-...»
177 f , J ! f ' I ► j r/ /► i I • J / r I I r' STORAGE REQUIRED = 16,796 CF ww ■. ` r ,• "" �i ► , t l . ��... + •• r '• � �.' r r �p ' 7' WEIR ELEVATION = 565 ,�� ► . �,./ / + i'/ r r w.r/ •/ r *;, r/ ;»�..__.
�. .-�1 �, s f - r / I I I J I I / / r .w . ► E ► - r.rw-- �I r°- r r ■• w _71_" r ??te�r r 1 r /rrr�r.,.,,,d w....
► . Cy J i 1 ■ t i k /. a F / r ► 1 r -wrr + .w • •� -1��• ••'� r . /'
- t 1 �■ + ► O • TDP OF BASIN ELEVATION 566.5 ` `"r-" �r - / ! �"� r r
w t 1 ! ; I 1 r~ i 1 STORAGE PROVIDED = 47,024 CF , r.. rr r r+ ata,' ► r -•" 111 t 1 ► ,. r . .war. `..., ;� . ■ �/, r.. ..'-► • l ai' J'$ r
• r r / t 05 I 1 1 1 r / I ■ I t r..■ s.,� \ w I % 1 1 t - ,r,r r•' • • USE FAIRCLOTH SKIMMER _ax$ .+� + .• // ". ■rr / r/ ■• J
a- a ' ► + :r■ I 1 I 1 I I ! ! r I 1 s f r SURFACE AREA REQUIRED = 17,121 SF i '•...oII,..."www• w .t # 1 1 J`/•+•.... F1j ►i► I 1 r,«'r,-, , "�. // r�, / r� /' � w p r w " meter. � ,.•;,";.+•.ter' rr � r ►�I ► t�
Z=pia 1 rw�I/I i 1 I I 1 E 1 / ► I SURFACE AREA PROVIDED=17,29$SF -��. s"tr■''r+If it ■..w ■♦, l ►Id /rw-rrI//tJI e I ; �' / wr SKIMMER SIZE =4.0" .� � "���_'r,W 'l ,I• it ri=�+�► r%/► 78 s °•ti!
1 , r • i I! ■ I I 1 r ... \♦ v, r I I- f i .. ,. I I 1■ •rrr ♦ I j► f l I ► r r �rf� '+ $x'� 7r FII.
mak_ 'a ! r"" ► / t I t ► BOTTOM BASIN ELEVATION = 569 I �s, L.: w ■- i 1 �r l/ J t t ,,/ t ■ 1 / _ ORIFICE SIZE (DIAMETER) = 3,7" F _ w� �» rr rI fair' --- Ss► 40 !
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'77 . e 1 i i r I i t t 8' WEIR ELEVATION = 572 �f r r "' +�r r-�
C �° n i I 1 I I r r r w" w j i- w- ■■ r `",,, ""r- lI . r.. r
=:.r / ,+ / i I t I E i 1 1 I F + T TOP OF BASIN ELEVATION = 573.5 1 /d r xr..A..�\ter r rf i j t I ■ ♦� r �/ ii�i�l� 11 ♦ • x �.-� 1 ., .. 1 \ �_ ► ■+ r. ---
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p0� + ,t1 .. i rra '" r:" . ,/ i' I 1 ► i I/ 1 1 I 1 1 USE FAIRCLOTH SKIMMER I 1I r , " ` - -: %rr r I 1 1 /ffro -- e4/ /r■ `- _ 25'-5" HDPE PIPE STABILIZATION PAD ...• r� : _ y / _ a+ a ' �,- I y - • w r. -r+. .' ► L 'r
177 ,r / i / - / r ► f I ■ { SKIMMER SIZE = 4.4" k ; i • ' rr11 ! I 1 I ®� +rrr _� RIP RAP LINED FLUME TO ACT AS SLOPE DRAIN •. Lr fir, / :. rr" ,,* "r-wr ■+ rr
+ t i ■ / + • /" 1 1 ► ! I f I ► I ► ► ■k +rr-oIo. i1 ■ 1 I / I■ , !T- iNV IN = 569.0 "`+ -»w +.. '♦� .. m GEOTEXTILE FABRIC SEE DETAIL SHEET C3.Z a "" • . L- r w + / " °•-■ r"" w►,` t •.��
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t f ri■ r r t o. ww ■- •
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NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
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TEMPORARY SILT FENCE - ❑ ❑ ❑ ❑ -
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(7 -DAYS) To -TD-1
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° K1KER 06054032
TEMPORARY a a aQ _ ERY PARCEL
FFI=RY L ' OWNEF�: I�ARCL-:I-
NUMBFR PARCEL NUMBER: x pi
CONSTRUCTION ENTRANCE ❑ SILVAJUAN " 06054035 NI NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
06U54U3� i`1LIA�IE3FR=
NCDENR STD. 6.06 a =a C $` OWNER 06054034 .':f�GCWI.. PARCI=L
° BARBARA OWNER= SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
MEDLIN OWNER, 0f
i IABE.R: PARCEL 1�It•Iis4i3Elti':
�e i BARTON L 8, ALBER � S O W 54043 PARCEL
_ N68°36'15"E - FROST �.
371.61' JACK G NUMBE 04, 36054045
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m` ra. LOT #:7 SKIMMER Brl
ASIN 1 v LOT #: 4 ' -�jl __ w'=* '�p� ' DENUDED AREA = 8.03 ACRES �►
l < : FF1=:8172.0 DENUDED AREA = 7.27 ACRES : p >� j\ �p DRAINAGE AREA = 8.03 ACRES
DRAINAGE AREA = 7.27 ACRES FFE s�1,i)t] q =
, pp Lam,._#• �� F _ STORAGE REQUIRED - 14,455 CF
STORAGE REQUIRED = 13,081 CF - • P. • FFF 5fl2.fi C7 ! ' j � �- j 0� STORAGE PROVIDED = 39,884 CF
z le IF �,� ` w {tri, a `FFF.:592.0£? I f `
a T�' �$ STORAGE PROVIDED = 23,104 CF : x (p F t `""' =
�T ❑ �' SURFACE AREA REQUIRED = 13 334 5F L I Cif' �z SURFACE AREA PROVIDED 14 735 SF
8
/ - �� ; F E' 591 00 L •r t SURFACE AREA PROVIDED - 14,792 5F
_ w rx FFE ��Ji�.00 LOT C 1Q �- _
n, r• 0,[,. ' , SURFACE AREA PROVIDED - 13,448 SF BOTTOM BASIN ELEVATION -549
LOT # .4g w •.e.: m - } Fi=E:5937 )0 LOT, � 1
60-"00BOTTOM BASIN ELEVATION = 566 ^•'< O 7' WEIR ELEVATION = 552
6' WEIR ELEVATION - 569 = ._� x^r `` L FF-a89'i70 LO#: `12 % j �� TOP OF BASIN ELEVATION - 553.5 / I
TOP OF BASIN ELEVATION M 570.5 ` �'' ;t: "^_ -k . ` 1= i 'S8i.0i3 1,
_ TEMP DIVERSION DITCIi _ J / iii #:, 13'I , USE FAIRCLOTH SKIMMER
C7 _ vo5 '4Cr f USE FAIRCLOTH SKIMMER 7 NCDENR STD $-2D - ^ �` -w } FE �� 1 ❑ . SKIMMER SIZE = 4A" i
SKIMMER 512E = 3.0" _` t -" - I IA
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BOTTOM BASIN ELEVATION
1 i ar , 200. - - C - F , ,f 1
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FFr:609.00 - TOP OF BASIN ELEVATION = 560.5 , # W! GEOTExTILE FABRIC (SEE DETAIL THIS SHEET}77
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--
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09-15-15
Sheet
C4.4

4.5
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PVI ELEV:619.86
ra
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00
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35,00
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620—
LU
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EXISTING GRADE LT
—600
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GRADE BREAK STA 0+00.00
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ELEV 594.580
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( IN FEET
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602
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IN FEET
1 inch 40 ft.
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621
611
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LOW PT STA: 15+97.49
LOW PT ELEV: 606.20
PVI STA:16+22.49
PVI ELEV:602,26
K:50,00
LVC:400.00
11+00
LOT M 55
FFE609,00
12+00
13+00
14+00
15+00
16+00
17+00
18+00
rola r .1 612F FT -
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610 - 612 X612 614 ~ e 614 fif2�612, - - � LOT*- 62
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GRADE BREAK STA = 19+89.89
ELEV = 618.630
REAK STA = 19+77.89
18.255
10
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VERTICAL
SCALE
( IN FEET }
1 inch = 4' ft.
0
LOT * 121
FFE.0 17.00
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a 40' 80'
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1 inch = 40 ft.
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REAK STA = 19+77.89
18.255
10
M
VERTICAL
SCALE
( IN FEET }
1 inch = 4' ft.
0
LOT * 121
FFE.0 17.00
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CA&
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4284
VA
09-15-15
Shoot
630-4
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0 40'
IN FEET
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CA&
o
SE
4284
VA
09-15-15
Shoot
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4284
VA
09-15-15
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4284
VA
09-15-15
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4284
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09-15-15
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CA&
o
SE
4284
VA
09-15-15
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8 3/411-
7 1/2,,
14"7112"
2"
2 112" 7114"
4"
318" FIE
114"
S 114"
5"
2 LUGS 3/8" x 114"
10 114"
7115"
6"
TOP
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
NOTE:
A 27" DIAMETER PRE -CAST
RING SHALL BE PLACED
AROUND EACH VALVE BOX.
��-4314"�
5116'
7 112"
318"
15 112"
7"
7 112"
BOTTOM
(SCREW TYPE)
STANDARD DETAIL
VALVE BOX
ld 7 318"
114"
-112 314" 1 112"
1"
1 4r!
2"
4 314;'
I�,•� 5 112'
6 3/4p-
11/
14"-
WATER
COVER
CONCRETE PAD
CONCRETE RING
14 GAUGE STRANDED
BLUE COATED COPPER
TRACER WIRE
2" WATER MAIN
SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT 5 AN AR I SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT
DATE; UNION COUNTY, N.C.VALVE BOX INSTALLATION DA E: UNION COUNTY, N.C.
11-17-06 9-10-07 1 A
TABLE PAINT COLORS
SIZE OF PIPE LENGTH OF PIPE BODY...................FIRE HYDRANT RED - RUST-OLEUM ENAMEL # 1210 FIRE HYDRANT RED DEWEY BROTHERS MANHOLE 2001
6" 40'
81. 40' BONNET...............HIGH GLOSS WHITE - RUST-DLEUM ENAMEL # 2766 FRAME & COVER OR APPROVED EQUAL
12" AND LARGER BY ENGINEER CAPS....................HIGH GLOSS WHITE - RUST--DLEUM ENAMEL # 2766
HYDRANTS TO BE SET AT
BURY LINE- EDGE OF RIW AT PROPERTY
TO BE SET AT CORNERS7mff
EXIST, GRADE
I(�ll
CONCRETE RING CONCRETE RING GROUND LEVEL LEVEL
VALVE BOX
TERMINATE 1' BELOW
GROUND LEVEL 2" GALVANIZED
2" COUPLING PIPE 2' LONG
VALVE BOX VALVE BOX
2" BRASS NIPPLE
14 GAUGE STRANDED BLUE)
COATED COPPER TRACER WIRE 6" PVC PIPE RESTING ON BRICK - 6" PVC PIPE RESTING ON BRICK
WATER MAIN (SIZE VARIES) STUB LENGTH VARIES) 2' GALVANIZED PIPE
(SEE TABLE) ;SEE TABLE) 3' LONG 2" - 90° BEND N0. 67
GATE VALVE - 2" GATE VALVE - WASHED
MECHANICAL JOINT MJ PLUG MECHANICAL JOINT
)SITE VARIES UPON STONE
WATERMAIN SIZE) CONCRETE BLOCKING
BURY
.4'
6"
6" MECHANICAL JOINT
6" DUCTILE IRON GATE VALVE
LEADER WITH
MEGALUGS 14 GA. STRANDED BLUE COATED
�CUPPER TRACER WIRE
o 0
MECHANICAL JOINT
C) p "LOCKED"
HYDRANT TEE
0 0
A MINIMUM OF 6" OF CONCRETE
WILL BE PLACED UNDER THE BASE
BRASS NIPPLES
#67 STONE
GROUND LEVEL
a
� TERMINATE 1' BELOW
GROUND LEVEL
1VALVE BOX Z COUPLING
6" PVC PIPE RESTING ON BRICK
� 4
i --VALVE Bax
2" GALVANIZED
PIPE 2' LONG
4 •: r� e
2! GALVANIZED PIPE
3' LONG 2" - 900 BEND
2" GATE VALVE --
MECHANICAL JOINT
CONCRETE BLOCKING
STANDARD DETAIL
2" BLOW-OFF
APPROVED VALVES
1
WATER
1
2
SEWER
2
APCO No. 50
No.
200
VENT -O -MAT
CRISPIN No. 10
No.
20
VENT--O-MAT
VAL-MATIC NO, 25
1 No.
50
VENT -C) -MAT
4'-0" DIA.
1'-0"
8..
4'-0" MIN.
STEPS MAY VARY DUE TO DEPTH
r-14 GA. STRANDED GREEN (FOR SEWER)
OR BLUE (FOR WATER) COATED
COPPER TRACER WIRE
OUT OR BOOT
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL STANDARD DETAIL STANDARD DETAIL
SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.L. MAINLINE FUTURE EXTENSION WITH BLOW -OFF "A 5: AUNION COUNTY, N.C. N•T•S• UNION COUNTY, N.C. N.T.S2.
FIRE HYDRANT INSTALLATIONDATE: AIR RELEASE ,°ATEA
14 GAUGE STRANDED BLUE
COATED COPPER TRACER WIRE
SADDLE
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
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
FB1000G
YOKE
H-5020
Y 502
ANGLE BALL VALVE
B-24273
BA94-323WG
CHECK VALVE
H -14247-A
HHS91-323
CONNECTORS I COPPER
STYLE 110
GRIP JOINT
EXPANSION CONNECTION
o
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
SERVICE CONNECTION
GENERAL NOTES:
1) METER BOX LID TO HAVE AMR LOCATOR (ALLIANCE 1200 OR
EQUAL FOR 50W ERT, STANDARD LID FOR 60W ERT)
2} BUILDER/PROPERTY OWNER 0 INSTALL NIPPLE, VALVE AND
VALVE BOX BEFORE METER WILL BE SET,
3) METER AND ERT BY UNION COUNTY @ PREVAILING RATE
ELECTRONIC RADIO
TRANSMITTER VALVE BOX BY
BUILDER/PROPERTY OWNER
—7
! I
14 GAUGE STRANDEDH L
BLUE COATED COPPER 8" to 10"
TRACER WIRE ANGLE VALVE
(WITH LOCK WINGS)
EXPANSION I I
CONNECTOR I
11/2p. � AMR METER ) I
CLEARANCELm
— ----- ffq—TOMO
HECK VALVE VALVE BY BUILDER/PROPERTY
OWNER
TUBING CONNECTOR YOKE BRASS NIPPLE BY
BUILDER/PROPERTY OWNER
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL SCALE:
N.T.S.
UNION COUNTY, N.C.
METER INSTALLATION FOR AMR METERS a�;i
CONCRETE PAD
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VALVE BOX
14 GAUGE STRANDED BLUE
COATED COPPER TRACER WIRE
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(54 LF DIP RESTRAINT)
6X2 MJ PLUG
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
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Sheet

SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
1. REFER TO NCESCPDM
AREA
]10 AC.
(ACRES)
<100 AC.
MIN.
SPECIFICATIONS
LENGTH Tp
REGARDING SEDIMENT
WIDTH RATIO
2:1
MAX.
2. REFER TO STD. #30.19
LENGTH TO
6.1
WIDTH RATIO
AND INSTALLATION.
MIN,
1800
VOLUME
(CU. FT.
REQUIRED
PER AC.
=
DISTURBED)
z
�LU
435
SURFACE
(SO. FT•
AREA
PER CFS
REQUIRED
Q10)
DATA BLOCK
PLAN VIEW
INFLOW
STRUCTURE
AVERAGE_ AREA*,
WIDTH — LENGTH
■ AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS --SECTION VIEW
INFLOW
STRUCTURE
' SKIMMER
w DEWATERING
DEVICE
SEE NOTE #3
1' FREEBOARD
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
MIN. 1'
PRIMARY SPILLWAY (RISER)
MIN.
PERSPECTIVE VIEW
"C" ENCLOSURE
LTFP FNTRY IINIT
CONSTRUCTION SPECIFICATIONS
1, ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN.
COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL. LOW AREAS IN
THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAPTHI0KNESS,
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH MUST MEET DESIGN REQUIREMENTSAND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTA-
LLATION, REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED
AREA, ALL GONNECTING JOINT$ SHOULD OVERLAP A MINIMUM OF 1 FT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FIL-
TER CLOTH,
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
S. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY WEATHER -RESISTANT AND
WELL GRADED.
7. CONSTRUCTTHE APRON ON ZERO GRADE NTH NO OVER FALL AT THE END. MAKE TME TOP OF THE RIPRAP AT THE DOWN-
STREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
& ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS
LENGTH. IFA CURVE IS NEEDED TO FIT SITE CONOITIDNS, PLACE IT IN THE UPPER SECTION OF THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION (PRACTICES 6, 10, TEMPORARY SEED-
ING, AND 8- 11, PERMANENT SEEDING).
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND 0R BELOW THE RIPRAP HAS TAKEN
PLACE OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE,
NOTES:
SEE APPROPRIATE SCHEDULE FOR DIMENSIONS
1, La IS THE LENGTH OF THE RIPRAP APRON
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT
NOT LESS THAN 6"
3, IN WELL-DEFINED CHANNEL EXTEND THE APRON UP THE
CHANNEL BANKS TO AN ELEVATION OF 6" ABOVE THE
PVC VENT SCHEDULE 40 MAXIMUM TAI LWATER DEPTH OR TO THE TOP OF THE
�-- PVC ELBOW PIPE 1 PVC PIPE BANK WHICH EVER IS LESS.
PVC END CAP �
PVC TEE
WATER SURFACE
PVC END CAP
PVC PIPE SCHEDULE 40
1/2" HOLES IN PVC PIPE
UNDERSIDE
DEWATERING
ZONE �
FILTER FABRIC EMERGENCYFLEXIBLE
SPILLWAY OSE
SLLWAY
STORAGE ZONE
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE
AAARE01a
ACRES
NOTES:
3RD BAFFLE:
1. REFER TO NCESCPDM
HARDWARE
SECTION #6.61 FOR
CLOTH
ADDITIONAL DESIGN
SURROUNDING
SPECIFICATIONS
SKIMMER
REGARDING SEDIMENT
EQSURFACE
D(FTE
REQUIRED PROVIDED RUIRED PROVIE
CUBIC FT. CUBIC FT.) SQ FT. SQ FT.
BASINS.
m
o
2. REFER TO STD. #30.19
FOR BAFFLE SPACING
Lu
AND INSTALLATION.
0)
3. FIRST BAFFLE iS TO BE
-
CONSTRUCTED OF
_
RIP -RAP AND #5
=
WASHED STONE, WITH A
z
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MIN. HEIGHT OF 3' AND
ERMANENT
MIN. TOPWIDTH OF 2'.
OUTLET
Z
STRUCTURE
4 FLASHBOARD RISER NOT
WL.0
PERMITTED FOR USE IN
THE CITY OF CHARLOTTE
L=20'
5. DIMENSION "H" IS FROM
MIN.
BOTTOM OF BASIN TO
THE CREST OF THE
u)
PRIMARY SPILLWAY.
6. TEMPORARY SKIMMER IS
TO BE ATTACHED TO
W
THE PERMANENT OUTLET
EMBANKMENT STRUCTURE FOR EACH
FT7
SEDIMENT BASIN.
K4
fl
C
N
PERSPECTIVE VIEW
"C" ENCLOSURE
LTFP FNTRY IINIT
CONSTRUCTION SPECIFICATIONS
1, ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN.
COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL. LOW AREAS IN
THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAPTHI0KNESS,
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH MUST MEET DESIGN REQUIREMENTSAND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTA-
LLATION, REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED
AREA, ALL GONNECTING JOINT$ SHOULD OVERLAP A MINIMUM OF 1 FT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FIL-
TER CLOTH,
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
S. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY WEATHER -RESISTANT AND
WELL GRADED.
7. CONSTRUCTTHE APRON ON ZERO GRADE NTH NO OVER FALL AT THE END. MAKE TME TOP OF THE RIPRAP AT THE DOWN-
STREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
& ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS
LENGTH. IFA CURVE IS NEEDED TO FIT SITE CONOITIDNS, PLACE IT IN THE UPPER SECTION OF THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION (PRACTICES 6, 10, TEMPORARY SEED-
ING, AND 8- 11, PERMANENT SEEDING).
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND 0R BELOW THE RIPRAP HAS TAKEN
PLACE OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE,
NOTES:
SEE APPROPRIATE SCHEDULE FOR DIMENSIONS
1, La IS THE LENGTH OF THE RIPRAP APRON
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT
NOT LESS THAN 6"
3, IN WELL-DEFINED CHANNEL EXTEND THE APRON UP THE
CHANNEL BANKS TO AN ELEVATION OF 6" ABOVE THE
PVC VENT SCHEDULE 40 MAXIMUM TAI LWATER DEPTH OR TO THE TOP OF THE
�-- PVC ELBOW PIPE 1 PVC PIPE BANK WHICH EVER IS LESS.
PVC END CAP �
PVC TEE
WATER SURFACE
PVC END CAP
PVC PIPE SCHEDULE 40
1/2" HOLES IN PVC PIPE
UNDERSIDE
DEWATERING
ZONE �
FILTER FABRIC EMERGENCYFLEXIBLE
SPILLWAY OSE
SLLWAY
STORAGE ZONE
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE
AAARE01a
ACRES
DENUDED
ACRES
VOLUME
.naa
V'7 M
DEPTH .)
H/2
(FET)
E
(FET)
(FEET)
(FET)
(FEET)
E
S PI ER SKIMMER
ORIFICE
DIAMETER DIAMETER
EQSURFACE
D(FTE
REQUIRED PROVIDED RUIRED PROVIE
CUBIC FT. CUBIC FT.) SQ FT. SQ FT.
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TOP OF
SKIMMER SEDIMENT BASIN
N.T.S.
CROSS SECTION
SKIMMER SEDIMENT BASIN SPILLWAY
N.T.S.
END VIEW
SKIMMER
N.T.S.
PVC TEE -j ORIFICE
PLATE
FRONT VIEW
NOTES:
1. TEMPORARY SKIMMER IS
TO BE ATTACHED TO
THE PERMANENT OUTLET
STRUCTURE FOR EACH
SEDIMENT BASIN.
4. A FILTER BLANKET OR FILTER FABRIC SHALL BE
INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
PIPE OUTLET TO FLAT AREA - NO WELL DEFINED CHANNEL
TYPIC,
FLARE
SECTION
do = PI
Ls=A
W e APRON WIDTH
3 X PIPE 0 MIN
d a APRON DEPTH
J�
ISOMETRIC VIEW
PLAN
STAGE SHOWING MAXIMUM AND MINIMUM TAILWATER CONDITION
OUTLET STABILIZATION STRUCTURE
(NCDENR 6.41)
N.T.S.
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09-15-15

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.
f]" MIN.
2-3" COARSE AGGREGATE
WASHING -4F 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 CONSTRUCTION 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 09JECT10NABLE MATERIALS
SPILLED, WASHED, OR TRACKED ONTO PUBUC ROADWAYS.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
(NCDENR 6.06)
N.T.S.
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 NCDQT 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 6.836) 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.
6. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT COULD CAUSE
EROSION.
8, 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 (1/2 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.
CHECK DAM
(NCDENR 6,83)
N.T.S.
0
# 5 WASHED STONE
STD. 30.11A
r � r
A
IRON
• ■ ■ ■ • ■WON• ■ ■ ■ ■ • ■ • ■ ■ ■ r
NOTE: MAY BE USED WHERE EXTENSIVE
F HAULING WILL BE DONE.
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MIN 6" PVC PIPE TO SEDIMENT TRAP
A # 5 WASHED STONE
T STD. 30.11 A
WATER SUPPLY
CONSTRUCTION ENTRANCE TRUCK TIRE WASH
(IF REQUIRED BY TOWN ENGINEER)
N.T.S.
L = THE [DISTANCE SUCH THAT POINTS AAND 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 NCDQT #5 OR #57
WASHED STONE
CLASS B RIPRAP
FILTER CLOTH
PLAN VIEW
4' TO 6'
CROSS SECTION VIEW
¢Lu
x. Lu
¢z
gw
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FIGURE 6.839 STONE CHECK DAM STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO KEEP
WATER FROM CUTTING AROUND THE DAM.
0IIN.
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.TH CAUSES A POND TO DEVELOP BEHIND THE FENCE. THE
OP
DESIGNER SHOULD ANTICIPATE PONDING AND PRO NT STORAGE AREAS A OUTLETS TO PREVENT
VIDE SUFFICIENT AND OVERFLOW
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
DEPOSTION 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
SEDIMENTATION 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 EFFECTIVELY POND
RUNOFF.
WIR
FILTER
J S' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE
MCCI 1'SnM I' �l
-STEEL POST
- WIRE FENCE
FILTER FABRIC
8" MIN.
IR WIRE TIES
NATURAL GROUND
�, IT MAX.
WIRE FENCING
WOVEN FILTER FABRIC
SEDIMENT FENCE
(NCDENR 6.62)
N.T.S.
CONSTRUCTION SPECIFICATIONS
MATERIALS
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 96% 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 ATA TEMPERATURE RANGE OF 0. 120° F.
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT. STEEL WITH A MINIMUM LENGTH OF S 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.ENSURET AT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE. {RIGHTFELACES MAY
IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE,)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS R LLC T TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE
NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
T STANDAR R N LT FAB B R ME H FA TENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTED THE
4. SUPPOR S ANDA DST E GTH FI ER A REG Y WI E S S
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 FEETAPART. 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 TIP 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)
INSTALLATION SPECIFICATIONS
1, THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF THE FENCE. CHECK NTH 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 VAT THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
S. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP a 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 6 NCHES 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 FDR ANY DEVIATIONS BEFORE COMPACTION
9. COMPACTION I VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC
VITH THE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POi NTS PER SQUARE INCH. COMPACT THE
UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FORA TOTAL OF 4 TRIPS.
MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. FAKE ANY REQUIRED REPAIRS IMMEDIATELY.
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.
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.
GENERAL NOTES:
I. 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'-D" 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.
STEEL POST
d
WIRE FENCING
FlLTER FABRIC
•log 1125
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■ ■ ■ ■ a ■ a ■ a a
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�
r r • r • ■ r ■ ■ ■ �
r • ■ ■ ■ r ■ ■ r r
WATER SUPPLY
CONSTRUCTION ENTRANCE TRUCK TIRE WASH
(IF REQUIRED BY TOWN ENGINEER)
N.T.S.
L = THE [DISTANCE SUCH THAT POINTS AAND 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 NCDQT #5 OR #57
WASHED STONE
CLASS B RIPRAP
FILTER CLOTH
PLAN VIEW
4' TO 6'
CROSS SECTION VIEW
¢Lu
x. Lu
¢z
gw
- U
N
FIGURE 6.839 STONE CHECK DAM STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO KEEP
WATER FROM CUTTING AROUND THE DAM.
0IIN.
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.TH CAUSES A POND TO DEVELOP BEHIND THE FENCE. THE
OP
DESIGNER SHOULD ANTICIPATE PONDING AND PRO NT STORAGE AREAS A OUTLETS TO PREVENT
VIDE SUFFICIENT AND OVERFLOW
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
DEPOSTION 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
SEDIMENTATION 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 EFFECTIVELY POND
RUNOFF.
WIR
FILTER
J S' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE
MCCI 1'SnM I' �l
-STEEL POST
- WIRE FENCE
FILTER FABRIC
8" MIN.
IR WIRE TIES
NATURAL GROUND
�, IT MAX.
WIRE FENCING
WOVEN FILTER FABRIC
SEDIMENT FENCE
(NCDENR 6.62)
N.T.S.
CONSTRUCTION SPECIFICATIONS
MATERIALS
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 96% 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 ATA TEMPERATURE RANGE OF 0. 120° F.
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT. STEEL WITH A MINIMUM LENGTH OF S 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.ENSURET AT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE. {RIGHTFELACES MAY
IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE,)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS R LLC T TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE
NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
T STANDAR R N LT FAB B R ME H FA TENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTED THE
4. SUPPOR S ANDA DST E GTH FI ER A REG Y WI E S S
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 FEETAPART. 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 TIP 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)
INSTALLATION SPECIFICATIONS
1, THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF THE FENCE. CHECK NTH 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 VAT THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
S. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP a 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 6 NCHES 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 FDR ANY DEVIATIONS BEFORE COMPACTION
9. COMPACTION I VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC
VITH THE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POi NTS PER SQUARE INCH. COMPACT THE
UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FORA TOTAL OF 4 TRIPS.
MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. FAKE ANY REQUIRED REPAIRS IMMEDIATELY.
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.
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.
GENERAL NOTES:
I. 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'-D" 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.
STEEL POST
d
WIRE FENCING
FlLTER FABRIC
•log 1125
WASHED STONE
+n
0
m
N
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.
W
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CONSTRUCTION NOTES:
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
UNION POWER COOPERATIVE
SPECIFICATIONS MANUAL SHALL BE CONSIDERED PART OF THESE PLANS.
3/4"
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
35 - 55
OWNER'S ENGINEER, DR OWNER'S SOIL TESTING COMPANY. DELETERIOUS MATERIAL IS TO
DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT BE OBTAINED FOR STORMWATER
NO. 200
REQUIREMENTS SPECIFIED BY THE VARIOUS GOVERNMENTAL AGENCIES, THE ENGINEER,
ENGINEERED FILL MINIMUM % MOISTURE CONTENT
BE STOCKPILED OR REMOVED FROM THE SITE AS DIRECTED BY THE OWNER OR THE
DISCHARGES FROM CONSTRUCTION ACTIVITIES WITH LAND DISTURBANCE OF 1 ACRE OR MORE.
AND AREAS OF STRUCTURES AND PAVEMENTS, SHALL BE
AND THE ARCHITECT. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS PRIOR
RESPONSIBLE FOR PROVIDING ITS EMPLOYEES AND SUB CONTRACTORS WITH
OWNER'S ENGINEER. EXCAVATED AREAS TO BE BACKFILLED WITH APPROVED MATERIALS
VIOLATION OF NC LAW AND IS SUBJECT TO A FINE.
ADEQUATE INFORMATION AND TRAINING TO ENSURE THAT ALL EMPLOYEES AND SUB
TO CONSTRUCTION, AND SHALL SCHEDULE ANY NECESSARY INSPECTIONS ACCORDING TO
SHALL NOT BE USED IN ENGINEERED FILL, BUT MAY BE
AND COMPACTED A5 SHOWN ON THESE PLANS. CONTRACTOR IS RESPONSIBLE FOR
CONTRACTOR SHALL CHECK EROSION CONTROL MEASURES WEEKLY ANO/OR AFTER A 1/2"
USED IN LANDSCAPE AREAS.
AGENCY INSTRUCTIONS.
12. A GRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING THAT WAS NOT
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
SAFETY AND HEAL TU
FROM THE SITE.
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BURIED OR DRIVEN TO A DEPTH OF 18" IN THE GROUND. PREFABRICATED SILT FENCE IS
LATEST REVISION.
B.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING EXCAVATIONS AGAINST
ENGINEER AND REPLACE THE CONTROL POINTS TO THEIR ORIGINAL CONDITION AT
D.
ALL WORK PERFORMED SHALL COMPLY WITH THE REGULATIONS AND ORDINANCES OF THE
UNIFORM TRAFFIC CONTROL DEVICES" (U.S. DOT) SHALL BE FOLLOWED IN THE
COLLAPSE AND WILL PROVIDE BRACING, SHEETING OR SHORING AS NECESSARY.
B.
PIPE LENGTHS SHOWN ARE APPROXIMATE AND TO CENTER OF DRAINAGE STRUCTURE OR
VARIOUS GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER THE WORK.
DESIGN APPLICATION, INSTALLATION, MAINTENANCE AND REMOVAL OF ALL TRAFFIC
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 OTHER
CONTROL DEVICES, WARNING DEVICES AND BARRIERS NECESSARY TO PROTECT THE
PIPE AND APPURTENANCES ARE BEING PLACED.
1. CONTRACTOR SHALL STABILIZE EXPOSED GROUND AS SOON AS INDIVIDUAL AREAS ARE
TO PROMOTE STABLE SLOPES AS SOON AS POSSIBLE.
WORK BEINGF
PER ORMED ON SITE BY OTHER CONTRA TY PAHE
CONTRACTORS AND UTILITY COMPANIES. T
C.
ALL NECESSARY FILL AND EMBANKMENT THAT 15 PLACED DURING CONSTRUCTION SHALL
COMPLETED.
C.
CONTRACTOR SHALL COORDINATE AND SCHEDULE HIS ACTIVITIES, WHERE NECESSARY,
ALL TRAFFIC CONTROL MARKINGS AND DEVICES SHALL CONFORM TO THE
CONSIST OF MATERIAL SPECIFIED BY THE OWNER'S SOIL TESTING COMPANY OR ENGINEER
17.
WHERE TEMPORARY DIVERSIONS ENTER SEDIMENT TRAPS AND BASINS, TEMPORARY SLOPE
WITH OTHER CONTRACTORS AND UTILITY COMPANIES.
PROVISIONS SET FORTH IN THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES
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
PREPARED BY THE U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY
REPORT.
UPSTREAM HAVE BEEN PERMANENTLY STABILIZED AND REMOVAL IS APPROVED BY
UPON COMPLETION OF CONSTRUCTION, THE CONTRACTOR SHALL FURNISH OWNERS
COUNTY PUBLIC WORKS AND APPROVAL. STORM DRAINAGE FACILITIES ARE SUBJECT To
D.
PROPOSED
PROPOSED SPOT ELEVATIONS REPRESENT FINISHED PAVEMENT OR GROUND SURFACE
EROSION CONTROL COORDINATOR.
PLAN:
THE REVIEW AND APPROVAL OF THE COUNTY AND IT SHALL BE THE RESPONSIBILITY OF
IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO COMPLY AND
GRADE UNLESS OTHERWISE NOTED ON DRAWINGS.
1.
ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY AND
THE CONTRACTOR TO OBTAIN THE REQUIRED PERMITS TO PERFORM WORK IN THE PUBLIC
E.
CONTRACTOR SHALL PROVIDE EROSION CONTROL AND SEDIMENTATION BARRIER SILT
. 3STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY SEEDING IS
OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL BUT IN NO CASE LESS
RIGHT -DF -WAY.
BEEN PROVIDED FOR THE CONTRACTOR'S INFORMATION ONLY AND DOES NOT IMPLY
MATERIAL COMPACTION RANGE
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
THAT THE OWNER OR ENGINEER WILL INSPECT AND/OR
4R ENFORCE SAFETY
FENCE OR OTHER MEASURES TO PREVENT SILTATION OF ADJACENT PROPERTY, STREETS,
WHEN SPECIFICALLY REQUIRED AS PART OF THE CONSTRUCTION SEQUENCE SHOWN ON
ALL PRACTICES AS DESIGNATED.
ANY LAND DISTURBING ACTIVITIES.
REGULATIONS.
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 UNION COUNTY
F.
IF WIND EROSION BECOMES SIGNIFICANT DURING CONSTRUCTION, THE CONTRACTOR SHALL
DAYS (7 CALENDAR DAYS FOR SLOPES STEEPER THAN &1).
FT. BELOW THE TOP OF THE RISER. GRAVEL WILL BE CLEANED OR REPLACED WHEN THE
LAND DEVELOPMENT STANDARDS.
UTILITIES AND SHALL PROVIDE AT LEAST 48 HOURS NOTICE TO THE UTILITY
STABILIZE THE AFFECTED AREA USING SPRINKLING, IRRIGATION OR OTHER ACCEPTABLE
I.
THE COUNTY RESERVES THE RIGHT TO INSPECT ALL CONSTRUCTION WITHIN THE PUBLIC
COMPANIES PRIOR TO CONSTRUCTION TO OBTAIN FIELD LOCATIONS OF EXISTING
METHODS.
4. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY
RIGHT-OF-WAY, PUBLIC STORM DRAIN EASEMENTS, DETENTION AND WATER QUALITY
G.
THE CONTRACTOR WILL STABILIZE BY SEED AND MULCH, SOD OR OTHER APPROVED
LOCAL AUTHORITY.
SEDIMENT WILL BE REMOVED FROM THE SEDIMENT TRAP AND BLOCK AND GRAVEL INLET
BMP'S. THE COUNTY HAS THE ABILITY TO APPROVE OR REJECT ANY WORK COMPLETED
THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY DAMAGE TO EXISTING
MATERIALS AS REQUIRED BY ANY DISTURBED AREAS WITHIN ONE WEEK FOLLOWING
THE TYPE OF EROSION CONTROL BARRIERS USED SHALL BE GOVERNED BY THE NATURE
PROTECTION 'DEVICE WHEN STORAGE CAPACITY HAD BEEN APPROXIMATELY 50% FILLED.
OR ONGOING BY THE CONTRACTOR AT THE DEVELOPER'S EXPENSE.
FACILITIES, ABOVE OR BELOW GROUND, THAT MAY OCCUR AS A RESULT OF 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
GRAVEL WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL NO LONGER DRAINS
WORK PERFORMED BY THE CONTRACTOR CALLED FOR IN THIS CONTRACT.
MAINTAIN SUCH AREAS UNTIL FINAL ACCEPTANCE BY OWNER.
APPURTENANCES, AND HORIZONTAL AND VERTICAL CONTROL ON THE TOP OF
D
PR PERLY
K.
H.
ENGINEERED FILL MATERIAL SHALL NOT CONTAIN ROCKS OR HARD LUMPS GREATER THAN
TERRACING.
11.
SAFETY
OF PIPE.
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
TO BASE AND PAVEMENT CONSTRUCTION.
MATTER, DEBRIS, RUBBLE, AND OTHER UNSUITABLE MATERIALS. SHALL BE
ABOUT 0.5 FT DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE REPAIRED AS
REGULATIONS SHALL BE ENFORCED. THE CONTRACTOR OR HIS REPRESENTATIVE
1.
NON -EXPANSIVE MATERIALS
IMPORTED SOILS FOR USE AS ENGINEERED FILL AND SHALL NOT CONTAIN ROCKS OR
7. ALL SILT FENCE SHALL HAVE WIRE AND WASHED STONE.
NECESSARY TO MAINTAIN A BARRIER.
SHALL BE RESPONSIBLE FOR THE CONTROL AND SAFETY OF THE TRAVELING PUBLIC
SITE PLAN AND COORDINATE GEOMETRY
HARD LUMPS GREATER THAN 3 INCHES IN MAXIMUM DIMENSIONS AND SHALL BE FREE OF
C.
CONSTRUCTION OPERATIONS IN OR ADJACENT TO WETLANDS SHALL BE RESTRICTED TO
AND THE SAFETY OF HIS PERSONNEL.
PRELIMINARY ARCHITECTURAL BUILDING, AND PLUMBING PLANS HAVE NOT BEEN
VEGETATION, ORGANIC MATTER, DEBRIS, RUBBLE, AND OTHER UNSUITABLE MATERIALS.
S. 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 UNION COUNTY AND EAGLE ENGINEERING PRIOR TO BEGINNING ANY
REGULATIONS A5 WELL A5 THE ENVIRONMENTAL PROTECTION
LAWS. THE FOLLOWING IS NOT TO BE PERCEIVED AS THE ENTIRE SAFETY PROGRAM
*PERCENTAGES OF MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT, PER ASTM
9. ON-SITE BURIAL PITS REQUIRE AN ON-SITE DEMOLITION LANDFILL PERMIT FOR THE
CONSTRUCTlDN ACTIVITIES.
SEIVE SIZE (PER ASTM D422) .PASSING BY WEIGHT
ZONING ADMINISTRATOR.
C. LABOR SAFETY REGULATIONS SHALL CONFORM TO THE PROVISIONS SET FORTH BY
1 INCH
100
UNION POWER COOPERATIVE
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
NO. 8
35 - 55
THE CITY/COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
ACCORDANCE WITH HIS HEALTH & SAFETY PROGRAM AND ALL OTHER APPLICABLE
NO. 200
0 - 8
ENGINEERED FILL MINIMUM % MOISTURE CONTENT
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
ATTENTION OF THE ENGINEER IN WRITING.
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
STEEL POST WITH WIRE FENCE BACKING SHOULD BE USED INSTEAD OF WOODEN POST,
PREVIOUSLY APPROVED.
SAFETY AND HEAL TU
ALL STORM SEWER PIPE SHALL BE REINFORCED CONCRETE PIPE UNLESS OTHERWISE
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BURIED OR DRIVEN TO A DEPTH OF 18" IN THE GROUND. PREFABRICATED SILT FENCE IS
C.
REGULATIONS A5 WELL A5 THE ENVIRONMENTAL PROTECTION
LAWS. THE FOLLOWING IS NOT TO BE PERCEIVED AS THE ENTIRE SAFETY PROGRAM
*PERCENTAGES OF MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT, PER ASTM
13.
APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES.
ELECTRICAL, MECHANICAL, AND FIRE SAFETY PLANS HAVE NOT BEEN RECEIVED BY
TELEPHONE
D-698 PROCTOR):
704-291-3145
WHEN FIELD CONDITIONS WARRANT OFF-SITE GRADING, PERMISSION MUST BE OBTAINED
UNION POWER COOPERATIVE
BUT JUST BASIC REQUIREMENTS.
(STANDARD
BOUNDARY SURVEY & TOPOGRAPHIC SURVEY PREPARED BY EAGLE ENGINEERING,
FROM AFFECTED PROPERTY OWNERS.
E.
ALL EXCAVATIONS BY THE CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS
INC.
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ELEVATION POINTS TO ACCURATELY DEFINE THE VOLUME OF ROCK EXCAVATED. THE
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OF THE DEPARTMENT OF LABOR'S OCCUPATIONAL SAFETY AND HEALTH
ENGINEERED FILL MINIMUM % MOISTURE CONTENT
14.
ALL STD. NUMBERS REFER TO THE NCDENR STANDARDS MANUAL UNLESS OTHERWISE
ALL POINTS AND MONUMENTS SHALL BE SURVEYED UPON MOBILIZATION TO VERIFY
ADMINISTRATION RULES AND REGULATIONS. PARTICULAR ATTENTION MUST BE PAID
MATERIAL COMPACTION RANGE
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NOTED.
NATIVE SOIL 92% OPTIMUM TO OPTIMUM PLUS 3%
EXCAVATION AS DEFINED HEREIN IN ACCORDANCE WITH CONTRACT UNIT PRICES.
TO THE CONSTRUCTION STANDARDS FOR EXCAVATIONS, 29 CFR PART 1926,
ATTENTION OF THE ENGINEER IN WRITING.
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G.
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,
DAMAGE AND DISTURBANCE. IF ANY CONTROL POINTS ARE DAMAGED OR
"MANUAL
ALL STORM SEWER PIPE SHALL BE REINFORCED CONCRETE PIPE UNLESS OTHERWISE
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BURIED OR DRIVEN TO A DEPTH OF 18" IN THE GROUND. PREFABRICATED SILT FENCE IS
F.
THE MINIMUM STANDARDS AS SET FORTH IN THE CURRENT EDITION OF ON
AND BEHIND RETAINING WALLS
ENGINEER AND REPLACE THE CONTROL POINTS TO THEIR ORIGINAL CONDITION AT
NOT ACCEPTABLE ON THIS PROJECT.
STANDARDS UNLESS OTHERWISE NOTED.
UNIFORM TRAFFIC CONTROL DEVICES" (U.S. DOT) SHALL BE FOLLOWED IN THE
HIS OWN EXPENSE.
B.
PIPE LENGTHS SHOWN ARE APPROXIMATE AND TO CENTER OF DRAINAGE STRUCTURE OR
H.
DESIGN APPLICATION, INSTALLATION, MAINTENANCE AND REMOVAL OF ALL TRAFFIC
ENGINEERED FILL UNDER 1D0% OPTIMUM PLUS OR MINUS 2%
16.
SEDIMENT TRAP AND BASINS SLOPES SHALL BE SEEDED IMMEDIATE AFTER CONSTRUCTION
LOCATIONS, ELEVATIONS, AND DIMENSIONS OF EXISTING UTILITIES, STRUCTURES AND
CONTROL DEVICES, WARNING DEVICES AND BARRIERS NECESSARY TO PROTECT THE
PAVEMENT AREAS
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TO PROMOTE STABLE SLOPES AS SOON AS POSSIBLE.
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PUBLIC AND WORKMEN FROM HAZARDS WITHIN THE PROJECT LIMITS.
FILL IN LANDSCAPE AREAS 92% 2 TO 5% ABOVE OPTIMUM
AT THE TIME OF PREPARATION OF THESE PLANS. THE CONTRACTOR SHALL VERIFY
C.
G.
ALL TRAFFIC CONTROL MARKINGS AND DEVICES SHALL CONFORM TO THE
THE LOCATIONS, ELEVATIONS AND DIMENSIONS OF ALL EXISTING UTILITIES,
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
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DRAINS MAY BE NECESSARY BASED ON FIELD CONDITIONS.
CONSTRUCTION.
PREPARED BY THE U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY
SHALL BE COMPACTED TO AT LEAST THE FOLLOWING PERCENTAGES OF MAXIMUM DRY
J.
UPON COMPLETION OF CONSTRUCTION, THE CONTRACTOR SHALL FURNISH OWNERS
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
STORM DRAINAGE SYSTEM UNTIL FINAL ACCEPTANCE OF THE PROJECT. THE CONTRACTOR
OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL BUT IN NO CASE LESS
FURNISH EAGLE ENGINEERING WITH DISKS OF ALL DRAWINGS, ONE SET OF
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
THAT THE OWNER OR ENGINEER WILL INSPECT AND/OR
4R ENFORCE SAFETY
AGGREGATE BASE MATERIAL OR 100% OPTIMUM PLUS OR MINUS 2%
INFORMATION SHALL CLEARLY AND ACCURATELY REPRESENT ALL CONSTRUCTED
ALL PRACTICES AS DESIGNATED.
REGULATIONS.
IMPORTED GRANULAR SOIL IN BUILDING
AND PAVEMENT AREAS
2.
THE SEDIMENT BASIN WILL BE CLEANED OUT WHEN THE LEVEL OF SEDIMENT REACHES 2.0
1.
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
TOPS AND INVERTS.
UTILITIES AND SHALL PROVIDE AT LEAST 48 HOURS NOTICE TO THE UTILITY
THE INSTALLATION OF TEMPORARY EROSION CONTROL BARRIERS SHALL BE COORDINATED
SEDIMENT POOL NO LONGER DRAINS PROPERLY.
COMPANIES PRIOR TO CONSTRUCTION TO OBTAIN FIELD LOCATIONS OF EXISTING
L. IF 5U GRADE SOILS EXHIBIT PUMPING DURING CTIO A H
B NG COMPA N, THE ARE SHALL BE
EXTENT NECESSARY TO ASSURE ECONOMICAL, EFFECTIVE AND CONTINUOUS CONTROL OF
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.
THE TYPE OF EROSION CONTROL BARRIERS USED SHALL BE GOVERNED BY THE NATURE
PROTECTION 'DEVICE WHEN STORAGE CAPACITY HAD BEEN APPROXIMATELY 50% FILLED.
4. CALCULATED SLOPE OF ALL SANITARY SEWER AND STORM SEWER LINES.
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.
F A
FLOOR SLAB, AND PAVED REAS, IF THIS OCCURS, THE SOFTENED SOILS SHALL BE
APPURTENANCES, AND HORIZONTAL AND VERTICAL CONTROL ON THE TOP OF
D
PR PERLY
K.
ALL UNDERGROUND UTILITIES MUST BE IN PLACE AND TESTED OR INSPECTED PRIOR
REMOVED AND REWORKED IMMEDIATELY PRIOR TO CONCRETE PLACEMENT. IF RAINFALL IS
PREVENT EROSION. FLOATING TURBIDITY CURTAINS SHALL BE USED IN OPEN WATER
OF PIPE.
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
6. HORIZONTAL AND VERTICAL CONTROL OF ALL TOP OF BANKS, TOE OF SLOPES,
TO BASE AND PAVEMENT CONSTRUCTION.
INCH THICK LAYER OF LEAN CONCRETE MAY BE PLACED IN SUCH AREAS. THE SITE
ABOUT 0.5 FT DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE REPAIRED AS
BODIES. IT MAY BE NECESSARY TO EMPLOY A COMBINATION OF BARRIERS, DITCHES AND
SHALL BE GRADED TO TRANSPORT SURFACE RUNOFF AWAY FROM THE STRUCTURES AND
ALL DIMENSIONS SHOWN ON PLAN ARE TO FACE OF BUILDING, EDGE OF PAVEMENT,
NECESSARY TO MAINTAIN A BARRIER.
Ill.
SITE PLAN AND COORDINATE GEOMETRY
PAVED AREAS. WATER SHALL NOT BE ALLOWED TO ACCUMULATE (POND) AROUND
C.
CONSTRUCTION OPERATIONS IN OR ADJACENT TO WETLANDS SHALL BE RESTRICTED TO
A.
PRELIMINARY ARCHITECTURAL BUILDING, AND PLUMBING PLANS HAVE NOT BEEN
BUILDING PERIMETERS OR ON PAVED AREAS.
5.
ALL SEEDED AREAS WILL BE FERTILIZED RESEEDED A5 NECESSARY AND MULCHED
RECEIVED BY EEI,
N. GENERAL ROCK EXCAVATION: ROCK SHALL BE DEFINED AS ANY MATERIAL WHICH
IV.
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
THE CONTRACTOR SHALL CLEAR AND GRUB ONLY THOSE PORTIONS OF THE SITE
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
D.
ELECTRICAL, MECHANICAL, AND FIRE SAFETY PLANS HAVE NOT BEEN RECEIVED BY
TELEPHONE
POUNDS (CATERPILLAR D8K OR EQUIVALENT). THE VOLUME OF ROCK EXCAVATION SHALL
704-291-3145
EEI
UNION POWER COOPERATIVE
BE DETERMINED BY A LICENSED SURVEYOR BY THE AVERAGE END AREA METHOD. THE
E.
BOUNDARY SURVEY & TOPOGRAPHIC SURVEY PREPARED BY EAGLE ENGINEERING,
704-507-1912
CONTRACTOR SHALL SUBMIT TO THE ENGINEER A SCALED PLAN WITH SUFFICIENT
U
INC.
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ELEVATION POINTS TO ACCURATELY DEFINE THE VOLUME OF ROCK EXCAVATED. THE
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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
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SPECIFIED ELEVATION FOR EXCAVATION. CONTRACTOR SHALL BE COMPENSATED FOR ROCK
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THEIR ACCURACY. ANY DISCREPANCIES DISCOVERED MUST BE BROUGHT TO THE
LLIW
EXCAVATION AS DEFINED HEREIN IN ACCORDANCE WITH CONTRACT UNIT PRICES.
ATTENTION OF THE ENGINEER IN WRITING.
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G.
MONUMENTS AND OTHER SURVEY CONTROL POINTS SHALL BE PROTECTED FROM
Vi.
DRAINAGE:
W
DAMAGE AND DISTURBANCE. IF ANY CONTROL POINTS ARE DAMAGED OR
A.
ALL STORM SEWER PIPE SHALL BE REINFORCED CONCRETE PIPE UNLESS OTHERWISE
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DISTURBED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE
=
NOTED ON PLANS, ALL DRAINAGE STRUCTURES SHALL BE IN ACCORDANCE WITH NCDOT
�:
ENGINEER AND REPLACE THE CONTROL POINTS TO THEIR ORIGINAL CONDITION AT
u0
STANDARDS UNLESS OTHERWISE NOTED.
❑
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.
N
TO THE END OF THE PIPE. CONTRACTOR SHALL VERIFY ALL QUANTITIES PRIOR TO
I.
LOCATIONS, ELEVATIONS, AND DIMENSIONS OF EXISTING UTILITIES, STRUCTURES AND
A
SUBMITTAL OF BID.
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=
OTHER FEATURES ARE SHOWN ACCORDING TO THE BEST INFORMATION AVAILABLE
m
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CIA
V1
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
V
THE LOCATIONS, ELEVATIONS AND DIMENSIONS OF ALL EXISTING UTILITIES,
UNLESS OTHERWISE NOTED.
STRUCTURES AND OTHER FEATURES AFFECTING THIS WORK PRIOR TO
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CONSTRUCTION.
D.
ALL STORM DRAINAGE PIPING SHALL BE SUBJECT TO A VISUAL INSPECTION BY THE
J.
UPON COMPLETION OF CONSTRUCTION, THE CONTRACTOR SHALL FURNISH OWNERS
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:
VII.
EROSION/TURBIDITY CONTROL
1. ELEVATIONS OF ALL STORM SEWER AND SANITARY SEWER STRUCTURE BOTTOMS,
TOPS AND INVERTS.
A.
THE INSTALLATION OF TEMPORARY EROSION CONTROL BARRIERS SHALL BE COORDINATED
2. FIELD MEASURED LENGTHS OF PIPES FOR ALL INSTALLED UTILITIES, CONDUITS,
WITH THE CONSTRUCTION OF THE PERMANENT EROSION CONTROL FEATURES TO THE
EXTENT NECESSARY TO ASSURE ECONOMICAL, EFFECTIVE AND CONTINUOUS CONTROL OF
SLEEVES, ETC.
EROSION AND WATER POLLUTION THROUGHOUT THE LIFE OF THE CONSTRUCTION PHASE.
3. LOCATIONS OF ALL STRUCTURES, PIPES, CONDUITS, SLEEVES, ETC.
B.
THE TYPE OF EROSION CONTROL BARRIERS USED SHALL BE GOVERNED BY THE NATURE
4. CALCULATED SLOPE OF ALL SANITARY SEWER AND STORM SEWER LINES.
N P
OF THE CONSTRUCTION OPERATIONA Q SOIL TYPE THAT WILL BE EXPOSED. SILTY
5. HORIZONTAL AND VERTICAL CONTROL OF ALL WATER MAIN FITTINGS AND
AND CLAYEY MATERIAL USUALLY REQUIRE SOLID SEDIMENT BARRIERS TO PREVENT
APPURTENANCES, AND HORIZONTAL AND VERTICAL CONTROL ON THE TOP OF
TURBID WATER DISCHARGE, WHILE SANDY MATERIAL MAY NEED ONLY SILT SILT FENCE TO
WATER MAINS AT ALL CROSSINGS, AND A MINIMUM OF EVERY 200 LINEAR FEET
PREVENT EROSION. FLOATING TURBIDITY CURTAINS SHALL BE USED IN OPEN WATER
OF PIPE.
SITUATIONS. DIVERSION DITCHES OR SWALES MAY BE REQUIRED TO PREVENT TURBID
6. HORIZONTAL AND VERTICAL CONTROL OF ALL TOP OF BANKS, TOE OF SLOPES,
STORM WATER RUNOFF FROM BEING DISCHARGED TO WETLANDS OR OTHER WATER
ALL GRADE BREAKS, BUILDINGS, PONDS, ETC.
BODIES. IT MAY BE NECESSARY TO EMPLOY A COMBINATION OF BARRIERS, DITCHES AND
K.
ALL DIMENSIONS SHOWN ON PLAN ARE TO FACE OF BUILDING, EDGE OF PAVEMENT,
OTHER EROSION/TURBIDITY CONTROL MEASURES IF CONDITIONS WARRANT.
CENTERLINE OF STRUCTURE, OR END OF PIPE UNLESS NOTED OTHERWISE.
C.
CONSTRUCTION OPERATIONS IN OR ADJACENT TO WETLANDS SHALL BE RESTRICTED TO
THOSE AREAS IDENTIFIED IN THE PLANS AND IN THE SPECIFICATIONS.
D.
EXCEPT AS NECESSARY FOR CONSTRUCTION, EXCAVATED MATERIAL SHALL NOT BE
IV.
CLEARING/DEMOLITION
DEPOSITED IN WETLANDS OR IN A POSITION CLOSE ENOUGH THERETO TO BE WASHED
A.
THE CONTRACTOR SHALL CLEAR AND GRUB ONLY THOSE PORTIONS OF THE SITE
AWAY BY HIGH WATER OR RUNOFF.
NECESSARY FOR CONSTRUCTION. DISTURBED AREAS WILL BE SEEDED, MULCHED,
E.
THE CONTRACTOR SHALL SCHEDULE HIS OPERATIONS SUCH THAT THE AREA OF
UNPROTECTED ERODIBLE EARTH EXPOSED AT ANY ONE TIME IS NOT LARGER THAN THE
500DE0 OR PLANTED WITH OTHER APPROVED LANDSCAPE MATERIAL IMMEDIATELY
MINIMUM AREA NECESSARY FOR EFFICIENT CONSTRUCTION OPERATIONS, AND THE
FOLLOWING CONSTRUCTION.
DURATION OF EXPOSED, UNCOMPLETED CONSTRUCTION TO THE ELEMENTS SHALL BE AS
B.
THE TOP 6" OF GROUND REMOVED DURING CLEARING AND GRUBBING SHALL BE
SHORT AS PRACTICABLE. CLEARING AND GRUBBING SHALL BE SO SCHEDULED AND
STOCKPILED AT A SITE DESIGNATED BY THE OWNER OR THE OWNER'S ENGINEER TO
PERFORMED THAT GRADING OPERATIONS CAN FOLLOW IMMEDIATELY THEREAFTER, AND
BE USED FOR LANDSCAPING PURPOSES, UNLESS OTHERWISE DIRECTED BY THE
GRADING OPERATIONS SHALL BE SCHEDULED AND PERFORMED THAT PERMANENT
OWNER OR THE OWNER'S ENGINEER. REMAINING EARTHWORK THAT RESULTS FROM
EROSION CONTROL FEATURES CAN FOLLOW IMMEDIATELY THEREAFTER IF CONDITIONS ON
CLEARING AND GRUBBING OR SITE EXCAVATION IS TO BE UTILIZED ON --SITE IF
THE PROJECT PERMIT.
REQUIRED, PROVIDED THAT THE MATERIAL IS DEEMED SUITABLE FOR CONSTRUCTION
F.
THE CONTRACTOR SHALL PROVIDE ROUTINE MAINTENANCE OF PERMANENT AND
BY THE OWNER'S SOILS TESTING COMPANY. EXCESS MATERIAL IS TO BE EITHER
TEMPORARY EROSION CONTROL FEATURES UNTIL THE PROJECT IS COMPLETE AND ALL
DISTURBED SOILS ARE STABILIZED.
STOCKPILED ON THE SITE AS DIRECTED BY THE OWNER OR OWNERS 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.
TEMPORARY SEEDING REQUIREMENTS PER NCDENR EROSION AND
!ICIan1►A1140 Inviti►fll1:i•»vW_►►l►n►Les_►►ui512R.101►■► F-110 11311-1111111
TABLE 6.10A
TEMPORARY SEEDING RECOMMENDATIONS FOR LATE WINTER AND EARLY SPRING
SEEDING MIXTURE
SPECIES RATS_ (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 F.106
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
FEEDING DATES
IOUNTAINS AUG. 15 - DEC. 15
:OASTAL PLAIN
SND PIEDMONT AUG. 15 - DEC. 30
F011_ AMENDMENTS
'OLLOW SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AN
,000 LB/ACRE 10-10-10 FERTILIZER.
IULCH
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.
1AINTENANCE
IEPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPORESS WITH 50 LB/ACRE
)F NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTENT TEMPORARY COVER BEYOND
UNE 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
01 Ism11MILii ilkmIVAfI;ilk 01-114
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 SEEC
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
Wli1ma'i'II2iIoli gzl-IMfl.-]=L►_l mw4f N 1< ils:mp,
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 ❑ CE A YEAR BUT NECESSARY. RESEED ERTILIZE
R TWICE MOWING IS NOT NECES AR F
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 LOCATIONON
THE CONTRACT bRAWINGS 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. AL 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).
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 A5 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 do SEWER E7MSION 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.
; _14m YI_►Imiza►111►1•�-im.rLiIIIIIIIIII:►_[1wig►11EII•[I]l ti] gafN1,[a]:I*Ni]mKl1►►210
Q. ALL WATER SYSTEM WORK SHALL CONFORM TO UNION COUNTY STANDARDS AND SPECIFICATIONS, UNION COUNTY
WATER AND SEWER E7MSION POLICY & 7O UNION COUNTY WA7M & SEAR 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 I
S E DE ATE FLUSH NG AND DISINFECTION.
Q
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 HANDWHEEI_ FOR EXPOSED
LOCATIONS. ALL VALVES SHALL BE OPEN TEN 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
200❑ FEET DR 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) (SART P) / 148,000
WH ERE:
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
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 NA RAL 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. AL 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).
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 A5 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 do SEWER E7MSION 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.
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Q. ALL WATER SYSTEM WORK SHALL CONFORM TO UNION COUNTY STANDARDS AND SPECIFICATIONS, UNION COUNTY
WATER AND SEWER E7MSION POLICY & 7O UNION COUNTY WA7M & SEAR 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 I
S E DE ATE FLUSH NG AND DISINFECTION.
Q
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 HANDWHEEI_ FOR EXPOSED
LOCATIONS. ALL VALVES SHALL BE OPEN TEN 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
200❑ FEET DR 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) (SART P) / 148,000
WH ERE:
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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