SW3170601_Plansheet - Set_20170714

SITE AND DEVELOPMENT DATA
JURISDICTION
UNION COUNTY, NC
TAX PARCEL (S):
M7-120-012, N7-120-012, 107-120-013, N7-120-013,
M7-120-014, N7-120-014, 07-138-003A
SITE ADDRESS:
3401 WAXHAW INDIAN TRAIL RD
ZONING
MASTER PLANNED DEVELOPMENT DISTRICT (MPD)
510512017
JAB
USE CLASSIFICATION
RESIDENTIAL
TOTAL AREA
± 116.11 ACRES
COMMON AREA
± 57.9 ACRES
710612017
JLR
MINIMUM FRONT SETBACK
20.0'
MINIMUM CORNER/SIDE SETBACK
5.0'
MINIMUM REAR SETBACK
25.0'
C-3.1
PHASE 1 EROSION CONTROL PLAN
C-3.2
PHASE 1 EROSION CONTROL PLAN
C-3.3
PHASE 1 EROSION CONTROL PLAN
C-3.4
PHASE 1 EROSION CONTROL PLAN
C-3.5
PHASE 2 EROSION CONTROL PLAN
E
A
G
L E
E N
G I
N E E
R I N G
FIRM LICENSE # C-0873
2013A Van Buren Avenue P.O. BOX 551
Indian Trail, NC 28079 Alpharetta, GA 30009
[phone] [phone]
www.eagleonline.net
MOORS FARM
OVERALL CONSTRUCTION PLANS & PHASE 1 UTILITY PLANS
�o��N CAR��/�
EAGLE 9
n ENGINEERING, Z
m INC. O
No. C-0873
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cgTF OF Av��O�\
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PROJECT ENGINEER: JOHN H. ROSS, P. E.
STREET ADDRESS: 2013A VAN BUREN AVENUE = z
SEAL
CITY, TATE ZIP INDIAN TRAIL N 2 7 14959 0\`
C , S C 80 9 � �.�
/ ;
r5`� ,NGINE
PHONE: [phone] FRUST/y//IF(/\//6l J7
FAX [phone]
PREPARED FOR:
STREET ADDRESS:
CITY, STATE, ZIP:
PHONE:
EMAIL:
GRAHAM ENTERPRISES OF THE
CAROLINA, LLC
PO BOX 78926
CHARLOTTE, NC 28271
704-552-5338
MEL @GRAHAMENTERPRI SES. ORG
NO.
DATE
BY
ISSUE
1
311012017
JAB
REVISIONS PER REDLINE COMMENTS
2
510512017
JAB
REVISIONS PER REDLINE COMMENTS
3
512212017
KEL
LANDSCAPE PLANS ADDED
4
710612017
JLR
REVISIONS PER REDLINE COMMENTS
Know what's below.
Call before you dig.
CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
ITS THE LAW!
UNION COUNTY, NC
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© 2017 HERE © AND © 2017 Microsoft Corporation
VICINITY MAP
1 "=2000'
Sheet List Table
Sheet
Number
Sheet Title
C-0.0
COVER SHEET
C-1.0
BOUNDARY SURVEY
C-2.0
SITE PLAN OVERALL
C-2.1
PHASING PLAN
C-2.2
OPEN SPACE & TREE SAVE PLAN
C-2.3
SITE PLAN (1 OF 5)
C-2.4
SITE PLAN (2 OF 5)
C-2.5
SITE PLAN (3 OF 5)
C-2.6
SITE PLAN (4 OF 5)
C-2.7
SITE PLAN (5 OF 5)
C-3.0
OVERALL KEY SHEET
C-3.1
PHASE 1 EROSION CONTROL PLAN
C-3.2
PHASE 1 EROSION CONTROL PLAN
C-3.3
PHASE 1 EROSION CONTROL PLAN
C-3.4
PHASE 1 EROSION CONTROL PLAN
C-3.5
PHASE 2 EROSION CONTROL PLAN
C-3.6
PHASE 2 EROSION CONTROL PLAN
C-3.7
PHASE 2 EROSION CONTROL PLAN
C-3.8
PHASE 2 EROSION CONTROL PLAN
C-3.9
BMP 1 PLAN & PROFILE
C-3.10
BMP 2 PLAN & PROFILE
C-3.11
BMP 3 PLAN & PROFILE
C-3.12
BMP 4 PLAN & PROFILE
C-4.0
MOORE FARM PARKWAY 0+00 - 10+00
C-4.1
MOORE FARM PARKWAY 10+00 - END
C-4.2
OLD BARN DRIVE NORTH
C-4.3
OLD BARN DRIVE 0+00 - 11+00
C-4.4
OLD BARN DRIVE 11 +00 - 20+00
C-4.5
OLD BARN DRIVE 20+00 - END
C-4.6
PECAN ORCHARD DRIVE
C-4.7
GRANARY DRIVE 0+00 - 7+50
C-4.8
GRANARY DRIVE 7+50 - END
C-4.9
TILLER COURT
C-4.10
HEARTWOOD LANE
C-4.11
BOWER LANE
C-4.12
HARVEST COURT
C-4.13
GRADING PLAN OVERALL
C-4.14
GRADING PLAN (1 OF 10)
C-4.15
GRADING PLAN (2 OF 10)
C-4.16
GRADING PLAN (3 OF 10)
C-4.17
GRADING PLAN (4 OF 10)
C-4.18
GRADING PLAN (5 OF 10)
C-4.19
GRADING PLAN (6 OF 10)
C-4.20
GRADING PLAN (7 OF 10)
C-4.21
GRADING PLAN (8 OF 10)
C-4.22
GRADING PLAN (9 OF 10)
C-4.23
GRADING PLAN (10 OF 10)
C-4.24
STORM DRAINAGE PIPE TABLE - PHASE 1
C-4.25
STORM DRAINAGE PIPE TABLE - PHASE 2
C-4.26
STORM TRUNK
C-4.27
STORM TRUNK
C-4.28
STORM TRUNK
C-4.29
STORM TRUNK
C-4.30
STORM TRUNK
C-4.31
STORM TRUNK
C-4.32
STORM TRUNK
C-4.33
STORM TRUNK
C-4.34
STORM TRUNK
C-4.35
STORM TRUNK
C-4.36
STORM TRUNK
C-4.37
STORM TRUNK
C-4.38
STORM TRUNK
C-5.0
OVERALL UTILITY PLAN
C-5.1
WATERMAIN RELOCATION PLAN
C-5.2
UTILITIES PLAN @ PROFILE TRUNK -A
C-5.3
UTILITIES PLAN @ PROFILE TRUNK -A
C-5.4
UTILITIES PLAN @ PROFILE TRUNK -A & SEWER EXTENSION
C-5.5
UTILITIES PLAN @ PROFILE TRUNK -B
C-5.6
UTILITIES PLAN @ PROFILE TRUNK -C
C-5.7
UTILITIES PLAN @ PROFILE TRUNK -C
C-5.8
UTILITIES PLAN @ PROFILE TRUNKS D & E
C-5.9
UTILITIES PLAN @ PROFILE TRUNK - F
C-5.10
UTILITIES PLAN @ PROFILE TRUNK - G
C-6.0
SITE DETAILS
C-6.1
SITE DETAILS
C-6.2
SITE DETAILS
C-6.3
SITE DETAILS
C-6.4
SITE DETAILS
C-6.5
SITE DETAILS
C-6.6
LANDSCAPE DETAILS
C-6.7
EROSION CONTROL DETAILS
C-6.8
EROSION CONTROL DETAILS
C-6.9
EROSION CONTROL DETAILS
C-6.10
EROSION CONTROL DETAILS
C-6.11
UCPW DETAILS (1 OF 3)
C-6.12
UCPW DETAILS (2 OF 3)
C-6.13
UCPW DETAILS (3 OF 3)
C-6.14
PROJECT NOTES
C-0.0
5750 ROADWAY COVER C1.0 - C-1.0 ROADWAY IMPROVEMENTS
COVER
C-1.1
WAXHAW-INDIAN TRAIL ROAD IMPROVEMENT PLAN
C-1.2
STRIPING PLAN
C-1.3
CROSS SECTIONS 0+00 TO 6+00
C-1.4
CROSS SECTIONS 6+50 TO 9+00
C-1.5
CROSS SECTIONS 9+50 TO 12+00
C-1.6
CROSS SECTIONS 12+50 TO 15+00
C-1.7
CROSS SECTIONS 15+50 TO 17+00
C-1.8
CROSS SECTION 17+50 TO 19+00
C-1.9
SIGHT DISTANCE PROFILE
C-1.10
SIGHT DISTANCE PROFILE
C-1.11
TRAFFIC CONTROL DETAILS
L-1.0
LANDSCAPE & TREE MITIGATION PLAN (1 OF 4)
L-1.1
LANDSCAPE & TREE MITIGATION PLAN (2 OF 4)
L-1.2
LANDSCAPE & TREE MITIGATION PLAN (3 OF 4)
L-1.3
LANDSCAPE & TREE MITIGATION PLAN (4 OF 4)
L-1.4
TREE INVENTORY AND MITIGATION CALCULATIONS
EEI Project Number: 5750

11 UTILITY NOTES
THE LOCATION OF UTILITIES SHOWN HEREON ARE FROM OBSERVED EVIDENCE OF ABOVE
GROUND APPURTENANCES ONLY. THE SURVEYOR WAS NOT PROVIDED WITH UNDERGROUND
PLANS TO DETERMINE THE LOCATION OF ANY SUBTERRANEAN USES. THIS SURVEYOR MAKES NO
GUARANTEE THAT THE UTILITIES SHOWN HEREON COMPRISE ALL SUCH UTILITIES IN THE AREA,
EITHER IN SERVICE OR ABANDONED. THERE IS NO CERTAINTY OF THE ACCURACY OF THE
INFORMATION AND IT SHALL BE CONSIDERED IN THE LIGHT BY THOSE USING THIS SURVEY.
UTILITIES AND STRUCTURES NOT SHOWN MAY BE ENCOUNTERED. THE OWNER, HIS
CONSULTANTS AND HIS CONTRACTORS SHALL HEREBY DISTINCTLY UNDERSTAND THAT THIS
SURVEYOR IS NOT RESPONSIBLE FOR THE SUFFICIENCY OF THE UNDERGROUND UTILITY
INFORMATION PROVIDED HEREON, ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS
ACCURATELY AS POSSIBLE FROM THE INFORMATION AVAILABLE. THE SURVEYOR HAS NOT
PHYSICALLY LOCATED THE UNDERGROUND UTILITIES.
Call Before You Dig!!!
North Carolina One Call /
1-800-632-4949
qp/�)IT'S THE LAW
http://www2.ncocc.org I
1" EIP /
ITEMS CORRESPONDING TO SCHEDULE 8 SECTION II Q S83°54'34"E
TIE L1
TIE LINE / CENTERLINE
SCHEDULE B - SECTION II ROAD AND
PROPERTY LI
EXCEPTIONS 1 N MB
TITLE POLICY NO. U06165827, EFFECTIVE DATE JUNE 9, 2016 LL I / PARENT
00 FH TTRRACT.
/SCHEDULE B OF THE POLICY OR POLICIES TO BE ISSUED WILL CONTAIN EXCEPTIONS TO THE FOLLOWING - - � O�
MATTERS UNLESS THE SAME ARE DISPOSED OF TO THE SATISFACTION OF THE COMPANY: O
C) w �
LU
1. DEFECTS, LIENS, ENCUMBRANCES, ADVERSE CLAIMS OR OTHER MATTERS, IF ANY, CREATED, FIRST X
APPEARING IN THE PUBLIC RECORDS OR ATTACHING SUBSEQUENT TO THE EFFECTIVE DATE BUT PRIOR TO ' ` jj� I ZLU
THE DATE THE PROPOSED INSURED ACQUIRES FOR VALUE OF RECORD THE ESTATE OR INTEREST OR < j� 81, PVC /
MORTGAGE THEREON COVERED BY THIS COMMITMENT. Z U) ! Id WATERLINE
2. TAXES FOR THE YEAR 2016 AND SUBSEQUENT YEARS, NOT YET DUE AND PAYABLE. < I OVERHEAD /
UTILITIES
Q113 SPEED LIMIT
3. ANY RIGHT, EASEMENT, SETBACK, INTEREST, CLAIM, ENCROACHMENT, ENCUMBRANCE, VIOLATION, SIGN (45 MPH) /
VARIATION, OR OTHER ADVERSE CIRCUMSTANCE AFFECTING THE TITLE REGARDING THE FOLLOWING z 3/4" EIR
MATTERS DISCLOSED BY SURVEY BY EAGLE ENGINEERING, P.L.S., ORIGINALLY DATED MARCH 2, 2015, REVISED 11,450 sq.ft. AT 0+198
JULY 20, 2015, MOST RECENTLY REVISED JUNE 27, 2016: (A) EASEMENTS, WHETHER IDENTIFIED BY BOOK AND 0.263 acres
PAGE OR NOT; (B) SANITARY SEWER LINES AND MANHOLES; (C) PRICE MILL CREEK (RIPARIAN RIGHTS ARE IN AREA MEASURED
NOT INSURED); (D) PONDS, STREAMS, BRANCHES, AND WETLANDS (RIPARIAN RIGHTS ARE NOT INSURED); (E) 30' FROM THE ROAD
NGS MONUMENT
UNION HM71
N A73123.54
E: 149577.07
NAD 83 (2011)
S7°09'21 "E
231.53'
TIE LINE
I I N.T.S.
ABBIE PITT AND
EILEEN MOORE
1/2" NIR BK. 101, PG. 533
N12°53'16"E
2.42'_ \ BK. 121, PG. 35
S72°46'34"E
\ 233.47' PROPOSED
hw\ \ 20' LANDSCAPE
N - \ BUFFER
r -=r A l l . 411 - O n I
IF- ZONING INFORMATION 11
ACCORDING TO THE UNION COUNTY GEOGRAPHIC INFORMATION SYSTEM (GIS) WEBSITE ON
Q
\
^° WELL \
\
/ 2
O
FUTURE CO/VC. \
1
l/40°0, ROAD R/W
S18'49'1 VW
/ LINE z 04,D
/
/ C)
2p
THE PROPERTIES KNOWN AS THE ABBIE PITT AND EILEEN MOORE PROPERTY AS RECORDED IN DEED
S27° 25' 06"W
44,670 sq.ft. �, � 4" CLEAN
L5
1.025 acres o OUT
Z C /
TO BE CONVEYED 3 /
S5° 21' 21 "W
TO STEPHEN PITTS.
Q
APPROX. LOCATION
\
38.85
\ OF SEPTIC DRAINFIELD
"E
N87° 41' 29"W
N15°16'21
>
/
111.77' GAS /
Y2"
NIR TANK /
��
S82° 18'01"W
N49°54'53"W/
L11
11.69'
L=79.42 R=1045.00
15.76
=79.40 S15°02'48"W
1/2" NIR
X53^�
N, 3 2642„w
L13
THE PARCEL AS DESCRIBED CONTAINS 1.025 ACRES MORE OR LESS, ALL AS SHOWN ON A BOUNDARY
80.94
2158,
ABBIE PITT AND
ABBIE PITT
/
BK. 267, PG. 166
BK. 101, PG. 533
TAX PIN: 07138003A
BK. 121, PG. 35
UNION COUNTY
L17
TRACT 3 1/2" NIR
r -=r A l l . 411 - O n I
IF- ZONING INFORMATION 11
1/2" NIR
UN -NAMED BY WOODEN POST
BRANCH \
EXISTING
FLOODPLAIN ZONES AND WETLANDS; (F) DAVIS MINE CREEK (RIPARIAN RIGHTS ARE NOT INSURED); (G)CENTERLINEs76°27"E DENNIS A. MOORE, ET AL WETLANDS
WATER LINES AND OVERHEAD UTILITIES; AND (H) ROAD RIGHTS OF WAY (PROPERTY LINE RUNS TO THE . 3o.a7' BK. 6157, PG. 519 / DELINEATED
CENTER OF THE ROAD). PROPERTY LINE TAX PIN: M7120001
N3°25'21"E BY OTHERS \
RUNS WITH THE313S3'25'21"W /
.86'308.57'� NOW OR FORMERLY
CENTER OF THE S7627'�� UNION COUNTY
4. SEWER EASEMENT TO UNION COUNTY RECORDED IN BOOK 806, PAGE 312; BOOK 1009, PAGE 389; BOOK 03"E
895, PAGE 233; BOOK 982, PAGE 189; BOOK 1991, PAGE 130; AND BOOK 3871, PAGE 180, UNION COUNTY ROAD. WELL I EXISTING II \ � 5426 (TOTAQ / N3°4677,3'
REGISTRY. (TRACT 1). (AFFECTS THE PROPERTY TO THE EXTENT SHOWN HEREON) E-4 N5°51'38"E HOUSE /
527.94' S76°27'03"E
5. SEWER EASEMENT TO UNION COUNTY RECORDED IN BOOK 806, PAGE 298; BOOK 982, PAGE 177; BOOK 30' PERMANENT TIE LINE 30' PERMANENT I I ' 1923.79' ...�
EASEMENT PER S3°42'31"W
895, PAGE 255; AND BOOK 1028, PAGE 143, UNION COUNTY REGISTRY. (TRACT 2) (AFFECTS THE PROPERTY I 79.54' EASEMENT PER
TO THE EXTENT SHOWN HEREON) BK. 1009-390, BK. 1028-143, I POND /
BK. 806-312 61.39' BK. 806-298
(CROSS HATCHED) N55°13'36"V
6. WATER AND SEWER EASEMENT TO UNION COUNTY RECORDED IN BOOK 806, PAGE 315 AND BOOK 1009, L33 35.02' (CROSS \
PAGE 385, UNION COUNTY REGISTRY. (TRACT 3) (AFFECTS THE PROPERTY TO THE EXTENT SHOWN HEREON) FH 83.60' HATCHED) I •f / \ l�
NGS MONUMENT E_5 ••\ 1/2" NIRS
�
7. THE CORRECTNESS OF THE SQUARE FOOTAGE/ACREAGE COMPUTATION CONTAINED IN THE DESCRIPTION UNION HM71 L32BY WOODEN POST':473123.5400
OF THE LAND IS NOT INSURED. S4003'59"W I / 100.00'
E:1495777.0700 d 185.96'
NAD 83 (2011) L31 S5'51'31' W\ \ II / S3°23'26"W
8. MARITAL RIGHTS OF THE SPOUSE, IF ANY, OF MELVIN F. GRAHAM. 51.10' 409.75'
19,030 sq.ft. L30 S8°32'21"W
9. NOTE: ALL TERMS, PROVISIONS, AND CONDITIONS OF THE AMERICAN LAND TITLE ASSOCIATION (ALTA)0.437 acres 51.24' \ / JURISDICTIONAL
� O
COMMITMENT FOR TITLE INSURANCE (2006) ARE INCORPORATED HEREIN BY REFERENCE INCLUDING, BUT 29 S11'19'56"W Fac STREAM
IN AREA MEASURED \ O AMY ELIZABETH MOORE
50.84' <7� DELINEATED
NOT LIMITED TO THE FOLLOWING: 30' FROM THE ROAD L28 AND
S12°53'16"W I Fp BY OTHERS
CENTERLINE. L27 24.16' N65°43'24"WFQe / AMANDAFCAROL MOORE
(1) ALL LIABILITY AND OBLIGATION UNDER THIS COMMITMENT SHALL CEASE AND TERMINATE 6 MONTHS ® 300.00' /r
AFTER THE EFFECTIVE DATE OR WHEN THE POLICY OR POLICIES COMMITTED FOR SHALL ISSUE, WHICHEVER \ \ TIE LINE \ A9/ TAX PARCEL M7120013 BK. 492-421
FIRST OCCURS, PROVIDED THAT THE FAILURE TO ISSUE THE POLICY OR POLICIES IS NOT THE FAULT OF THE L26 S14008'52"W I / g2�) 1,335,314 sq.ft.
COMPANY. �� \ S'SS° 3 935 30.655 acres AXLE
(2) IF THE POLICY TO BE ISSUED IS AN ALTA OWNER'S POLICY (6/17/06) OR ALTA LOAN POLICY (6/17/06), 30' PERMANENT / I / 1\2" EIR
THE POLICY CONTAINS AN ARBITRATION CLAUSE. ALL ARBITRABLE MATTERS WHEN THE AMOUNT OF EASEMENT PER O \I -
INSURANCE 1009-384,
Q
INSURANCE IS $2,000,000 OR LESS SHALL BE ARBITRATED AT THE OPTION OF EITHER THE COMPANY OR THE
INSURED AS THE EXCLUSIVE REMEDY OF THE PARTIES. YOU MAY REVIEW A COPY OF THE ARBITRATION RULES BK. 806-315 s15016'21"w / �ti^
(CROSS HATCHED L25 214.84'ry
/ \ EXISTING O
AT<HTTP://WWW.ALTA.ORG/>. N14°46'12"W / \ WETLANDS �Q'
(3) NOTWITHSTANDING ANYTHING TO THE CONTRARY IN THIS COMMITMENT, IF THE POLICY TO BE / 59.92 / ABBIE PITT AND \ DELINEATED o 2" PVC
ISSUED IS OTHER THAN AN ALTA OWNER'S POLICY (6/17/06) OR ALTA LOAN POLICY (6/17/06), THE POLICY NAIL AT FLAT IRON / EILEEN MOORE \ BY OTHERS / ��t'oD`b�tK
MAY NOT CONTAIN AN ARBITRATION CLAUSE, OR THE TERMS OF THE ARBITRATION CLAUSE MAY BE / BK. 101, PG. 533 \ .•\ tx
DIFFERENT FROM THOSE SET FORTH IN THIS COMMITMENT. IF THE POLICY DOES CONTAIN AN ARBITRATION 8" PVC o z BK. 121, PG. 35 \
CLAUSE, AND THE AMOUNT OF INSURANCE IS LESS THAN THE AMOUNT, IF ANY, SET FORTH IN THE WATERLINE Z J /^ \ /
2,732,942 sq. ft.
ARBITRATION CLAUSE, ALL ARBITRABLE MATTERS SHALL BE ARBITRATED AT THE OPTION OF EITHER THE (.nu
P ~ /2 62.739 acres
COMPANY OR THE INSURED AS THE EXCLUSIVE REMEDY OF THE PARTIES. TAX PARCEL �� '-+ / \
n N7120013
N
ABBIE PITT TAX PARCEL M7120014 \ S42°44'37"W
/ BK. 267, PG. 166 ) I 1067.29'
/ TAX PIN: 07138003A
UNION COUNTY II
HUNTERS POINTE / TRA T
Parcel Line Table
ACCORDING TO THE UNION COUNTY GEOGRAPHIC INFORMATION SYSTEM (GIS) WEBSITE ON
Direction
3/3/15, THE SUBJECT PROPERTY IS ZONED "R-40" BECAUSE THERE MAY BE A NEED FOR
L1
INTERPRETATION OF THE APPLICABLE ZONING CODES, WE REFER YOU TO THE UNION
32.77
COUNTY PLANNING DEPARTMENT FOR FURTHER INFORMATION.
S18'49'1 VW
11 LEGAL DESCRIPTION (PITT OUTPARCEL)
L3
BEING A PARCEL OF LAND LOCATED IN UNION COUNTY, NORTH CAROLINA AND BEING A PORTION OF
65.77
THE PROPERTIES KNOWN AS THE ABBIE PITT AND EILEEN MOORE PROPERTY AS RECORDED IN DEED
S27° 25' 06"W
BOOKS 101-533,121-35 AND 267-166. THE PROPERTY IS MORE PARTICULARLY DESCRIBED AS FOLLOWS:
L5
BEGINNING AT A POINT MARKED BY A 1/2" NEW IRON REBAR ON THE FUTURE RIGHT OF WAY OF
1/2" NIR
WAXHAW-INDIAN TRAIL ROAD AND BEING LOCATED S 07-09-21 E 231.53 FEET FROM N.G.S. MONUMENT
S5° 21' 21 "W
"UNION HM71" HAVING NORTH CAROLINA STATE PLANE COORDINATES OF N: 473123.54; E: 1495777.07.
L7
THENCE, RUNNING WITHIN THE AFORESAID PITT/MOORE PROPERTY, THE FOLLOWING SEVEN (7) CALLS:
38.85
(1) S 72° 46'34" E FOR A DISTANCE OF 233.47 FEET TO A 1/2" NEW IRON REBAR; (2) S 17° 13'26" W FOR A
N87° 41' 29"W
DISTANCE OF 114.26 FEET TO A 1/2" NEW IRON REBAR; (3) WITH THE ARC OF A CURVE TO THE LEFT
L9
HAVING A RADIUS OF 1,045.00 FEET, AN ARC LENGTH OF 79.42 FEET AND A CHORD BEARING AND
30.51
DISTANCE OF S 15° 02'48" W FOR A DISTANCE OF 79.40 FEET TO A 1/2" NEW IRON REBAR; (4) N 73° 26'
S82° 18'01"W
42" W FOR A DISTANCE OF 217.58 FEET TO A 1/2" NEW IRON REBAR; (5) N 49° 54'53" W FOR A DISTANCE
L11
OF 11.69 FEET TO A 1/2" NEW IRON REBAR ON THE FUTURE RIGHT OF WAY OF WAXHAW-INDIAN TRAIL
15.76
ROAD. (6) THENCE, N 15° 16'21" E FOR A DISTANCE OF 111.77 FEET TO A POINT; (7) N 14° 08,52" E FOR A
S23° 48' 31"W
DISTANCE OF 77.59 FEET TO THE POINT AND PLACE OF BEGINNING.
L13
THE PARCEL AS DESCRIBED CONTAINS 1.025 ACRES MORE OR LESS, ALL AS SHOWN ON A BOUNDARY
80.94
SURVEY PREPARED BY EAGLE ENGINEERING, INC. (RUSSELL L. WHITEHURST, PLS) AND DATED MARCH
ABBIE PITT AND
2, 2015 AND LAST REVISED AUGUST 18, 2016.
EILEEN MOORE
S68° 48'46"W
BK. 101, PG. 533
L16
BK. 121, PG. 35
33.11
1/2" NIR
UN -NAMED BY WOODEN POST
BRANCH \
EXISTING
FLOODPLAIN ZONES AND WETLANDS; (F) DAVIS MINE CREEK (RIPARIAN RIGHTS ARE NOT INSURED); (G)CENTERLINEs76°27"E DENNIS A. MOORE, ET AL WETLANDS
WATER LINES AND OVERHEAD UTILITIES; AND (H) ROAD RIGHTS OF WAY (PROPERTY LINE RUNS TO THE . 3o.a7' BK. 6157, PG. 519 / DELINEATED
CENTER OF THE ROAD). PROPERTY LINE TAX PIN: M7120001
N3°25'21"E BY OTHERS \
RUNS WITH THE313S3'25'21"W /
.86'308.57'� NOW OR FORMERLY
CENTER OF THE S7627'�� UNION COUNTY
4. SEWER EASEMENT TO UNION COUNTY RECORDED IN BOOK 806, PAGE 312; BOOK 1009, PAGE 389; BOOK 03"E
895, PAGE 233; BOOK 982, PAGE 189; BOOK 1991, PAGE 130; AND BOOK 3871, PAGE 180, UNION COUNTY ROAD. WELL I EXISTING II \ � 5426 (TOTAQ / N3°4677,3'
REGISTRY. (TRACT 1). (AFFECTS THE PROPERTY TO THE EXTENT SHOWN HEREON) E-4 N5°51'38"E HOUSE /
527.94' S76°27'03"E
5. SEWER EASEMENT TO UNION COUNTY RECORDED IN BOOK 806, PAGE 298; BOOK 982, PAGE 177; BOOK 30' PERMANENT TIE LINE 30' PERMANENT I I ' 1923.79' ...�
EASEMENT PER S3°42'31"W
895, PAGE 255; AND BOOK 1028, PAGE 143, UNION COUNTY REGISTRY. (TRACT 2) (AFFECTS THE PROPERTY I 79.54' EASEMENT PER
TO THE EXTENT SHOWN HEREON) BK. 1009-390, BK. 1028-143, I POND /
BK. 806-312 61.39' BK. 806-298
(CROSS HATCHED) N55°13'36"V
6. WATER AND SEWER EASEMENT TO UNION COUNTY RECORDED IN BOOK 806, PAGE 315 AND BOOK 1009, L33 35.02' (CROSS \
PAGE 385, UNION COUNTY REGISTRY. (TRACT 3) (AFFECTS THE PROPERTY TO THE EXTENT SHOWN HEREON) FH 83.60' HATCHED) I •f / \ l�
NGS MONUMENT E_5 ••\ 1/2" NIRS
�
7. THE CORRECTNESS OF THE SQUARE FOOTAGE/ACREAGE COMPUTATION CONTAINED IN THE DESCRIPTION UNION HM71 L32BY WOODEN POST':473123.5400
OF THE LAND IS NOT INSURED. S4003'59"W I / 100.00'
E:1495777.0700 d 185.96'
NAD 83 (2011) L31 S5'51'31' W\ \ II / S3°23'26"W
8. MARITAL RIGHTS OF THE SPOUSE, IF ANY, OF MELVIN F. GRAHAM. 51.10' 409.75'
19,030 sq.ft. L30 S8°32'21"W
9. NOTE: ALL TERMS, PROVISIONS, AND CONDITIONS OF THE AMERICAN LAND TITLE ASSOCIATION (ALTA)0.437 acres 51.24' \ / JURISDICTIONAL
� O
COMMITMENT FOR TITLE INSURANCE (2006) ARE INCORPORATED HEREIN BY REFERENCE INCLUDING, BUT 29 S11'19'56"W Fac STREAM
IN AREA MEASURED \ O AMY ELIZABETH MOORE
50.84' <7� DELINEATED
NOT LIMITED TO THE FOLLOWING: 30' FROM THE ROAD L28 AND
S12°53'16"W I Fp BY OTHERS
CENTERLINE. L27 24.16' N65°43'24"WFQe / AMANDAFCAROL MOORE
(1) ALL LIABILITY AND OBLIGATION UNDER THIS COMMITMENT SHALL CEASE AND TERMINATE 6 MONTHS ® 300.00' /r
AFTER THE EFFECTIVE DATE OR WHEN THE POLICY OR POLICIES COMMITTED FOR SHALL ISSUE, WHICHEVER \ \ TIE LINE \ A9/ TAX PARCEL M7120013 BK. 492-421
FIRST OCCURS, PROVIDED THAT THE FAILURE TO ISSUE THE POLICY OR POLICIES IS NOT THE FAULT OF THE L26 S14008'52"W I / g2�) 1,335,314 sq.ft.
COMPANY. �� \ S'SS° 3 935 30.655 acres AXLE
(2) IF THE POLICY TO BE ISSUED IS AN ALTA OWNER'S POLICY (6/17/06) OR ALTA LOAN POLICY (6/17/06), 30' PERMANENT / I / 1\2" EIR
THE POLICY CONTAINS AN ARBITRATION CLAUSE. ALL ARBITRABLE MATTERS WHEN THE AMOUNT OF EASEMENT PER O \I -
INSURANCE 1009-384,
Q
INSURANCE IS $2,000,000 OR LESS SHALL BE ARBITRATED AT THE OPTION OF EITHER THE COMPANY OR THE
INSURED AS THE EXCLUSIVE REMEDY OF THE PARTIES. YOU MAY REVIEW A COPY OF THE ARBITRATION RULES BK. 806-315 s15016'21"w / �ti^
(CROSS HATCHED L25 214.84'ry
/ \ EXISTING O
AT<HTTP://WWW.ALTA.ORG/>. N14°46'12"W / \ WETLANDS �Q'
(3) NOTWITHSTANDING ANYTHING TO THE CONTRARY IN THIS COMMITMENT, IF THE POLICY TO BE / 59.92 / ABBIE PITT AND \ DELINEATED o 2" PVC
ISSUED IS OTHER THAN AN ALTA OWNER'S POLICY (6/17/06) OR ALTA LOAN POLICY (6/17/06), THE POLICY NAIL AT FLAT IRON / EILEEN MOORE \ BY OTHERS / ��t'oD`b�tK
MAY NOT CONTAIN AN ARBITRATION CLAUSE, OR THE TERMS OF THE ARBITRATION CLAUSE MAY BE / BK. 101, PG. 533 \ .•\ tx
DIFFERENT FROM THOSE SET FORTH IN THIS COMMITMENT. IF THE POLICY DOES CONTAIN AN ARBITRATION 8" PVC o z BK. 121, PG. 35 \
CLAUSE, AND THE AMOUNT OF INSURANCE IS LESS THAN THE AMOUNT, IF ANY, SET FORTH IN THE WATERLINE Z J /^ \ /
2,732,942 sq. ft.
ARBITRATION CLAUSE, ALL ARBITRABLE MATTERS SHALL BE ARBITRATED AT THE OPTION OF EITHER THE (.nu
P ~ /2 62.739 acres
COMPANY OR THE INSURED AS THE EXCLUSIVE REMEDY OF THE PARTIES. TAX PARCEL �� '-+ / \
n N7120013
N
ABBIE PITT TAX PARCEL M7120014 \ S42°44'37"W
/ BK. 267, PG. 166 ) I 1067.29'
/ TAX PIN: 07138003A
UNION COUNTY II
HUNTERS POINTE / TRA T
Parcel Line Table
Line #
Direction
Length
L1
S2° 45'59"E
32.77
L2
S18'49'1 VW
45.20
L3
S14° 43' 21"W
65.77
L4
S27° 25' 06"W
41.61
L5
S32° 41' 36"W
41.02
L6
S5° 21' 21 "W
20.78
L7
S48° 25' 56"W
38.85
L8
N87° 41' 29"W
36.84
L9
N52° 05'29"W
30.51
L10
S82° 18'01"W
43.04
L11
S54° 54' 51"W
15.76
L12
S23° 48' 31"W
41.22
L13
S41° 14'16"W
80.94
L14
S55° 00'41 "W
24.29
L15
S68° 48'46"W
47.47
L16
S58° 12' 16"W
33.11
L17
N88° 47' 44"W
43.68
L18
S71' 17'01"W
28.03
L19
S57° 54' 21"W
60.08
L20
S41 ° 48' 31 "W
53.30
Parcel Line Table
Line #
Direction
Length
L21
S35° 20' 56"W
32.20
L22
S22° 49' 21 "W
28.16
L23
S3° 21'1 VW
87.15
L24
S25° 07' 51 "W
26.21
L25
N14° 46' 12"W
70.51
L26
N15° 16'21"E
162.68
L27
N14° 08' 52"E
76.76
L28
N12° 53' 16"E
23.42
L29
N11° 19'56"E
49.70
L30
N8° 32'21"E
49.81
L31
N5° 51' 31"E
49.98
L32
N4° 15'41"E
119.73
L33
N3° 42'31"E
144.99
C l o
l `n /
III r
III/ _ do
SSMH
RIM 600.13 /
SSMH //C�
S84°18'51"E / RIM 599.75
1802.31' / / 1/2" EIR
959,101 sq.ft. SSMH_
22.018 acres RIM 599.93 ` �`�' / r
AMY ELIZABETH MOORE RIM 98,72 r / BRANDON OAKS
AND TAX PARCEL M7120012 / COMMUNITY ASSOC.
AMANDA CAROL MOORE l: / `/ .
''•__.. •• � �"� BK. 4767, PG. 256
HATCH
SSMH RIM 597.63
TAX PIN: 07090972
POND BK. 492-421 / 1I / /ryoo^�� NOW OR FORMERLY
1 / �N /
3/4" EIR INDIAN TRAIL __. •/ �/ I 1 / ZONED SF -5
I
75.00' EASEMENT FOR ��•• POND /.-- \� �Cb cb
INGRESS & EGRESS I
BK. 492-421 v
•'��'•• J
(SHADED) SSMH V A C9
/ TAX PARCEL '7120012 RIM 597.07 s�
a
N43°58'35"E
113.93' \ DEED C/N 30' PERMANENT 11 \
E PER BK SANITARY EWER
492 421 EASEMENT
TAX PARCEL M7120014 \\��o Q
(BK. 982-177, BK. 895-255) �,�/
N76°1520 91' �� rb
CO
REO FUNDING
N 3/4" EIR BK. 5801, PG. 703
30' PERMANENT RIM 596.78 L1 TAX PIN: 07120003
/ SSMH AT 0+31.13
SANITARY SEWER � ` NOW OR FORMERLY
TAX PARCEL '7120014 EASEMENT /�/ L2 INDIAN TRAIL
( BK. 895-233; BK. 982-189) /� L3 1/2" EIRP, ZONED: SF -5
SSMH
RIM 595.02 L4.
/ C 3 AREA REO FUNDING
LEGAL DESCRIPTION POCME, OFILE 409 / II
BK. 5801, PG. 703
TAX PIN: 07120005A
WESLEY CHAPEL
/ NOW OR FORMERLY
BEING A PARCEL OR PARCELS OF LAND LOCATED IN UNION COUNTY NORTH CAROLINA AND BEING ZONED R-40 FLAT IRON 2" PVC INDIAN TRAIL
ON PROPERTY LINE
KNOW AS THE ABBIE PITT AND EILEEN MOORE PROPERTY AS RECORDED IN DEED BOOKS 101-533, SSMH
121-35 AND 267-166. THE PROPERTY IS MORE PARTICULARLY DESCRIBED AS FOLLOWS: RIM 601.21 E-4 POND
BEGINNING AT A POINT IN THE CENTERLINE OF WAXHAW-INDIAN TRAIL ROAD AND BEING LOCATED N GATE 20' PERMANENT \g(�G(
05-51-39 E 527.86 N.G.S. MONUMENT "UNION HM71" HAVING NORTH CAROLINA STATE PLANE 1562 SANITARY SEWER QI
COORDINATES OF N: 473123.54; E: 1495777.07. 51° g6 EASEMENT ANGLEIRON
(BK. 1991-130
THENCE, S 76° 27'03" E PASSING A 3/4" EXISTING IRON REBAR AT 19.56 FEET FOR A TOTAL DISTANCE / / \ BK. 3871-180) I ,__�.� ••
OF 1954.25 FEET TO A 1/2" NEW IRON REBAR AT A WOODEN POST. THENCE, N 03° 23,261, E FOR A SSMH J \
DISTANCE OF 467.73 FEET TO A 1/2" NEW IRON REBAR AT A WOODEN POST. THENCE, S 84° 18,511, E FOR 1/2" EIR RIM 600.50 / TAX PARCEL N7120014
A DISTANCE OF 1802.31 FEET TO A 1/2" EXISTING IRON REBAR. THENCE, S 27° 49' 13" W FOR A DISTANCE O PVC
OF 200.05 FEET TO A 3/4" EXISTING IRON REBAR. THENCE, S 27° 45' 09" W FOR A DISTANCE OF 136.87 �q� SSMH ON PROPERTY LINE \
FEET TO A POINT. THENCE, S 28° 03' 17" W PASSING A 3/4" EXISTING IRON REBAR AT A DISTANCE OF \ �S \ RIM 601.22
361.94 FOR A TOTAL DISTANCE OF 393.07 FEET TO IN THE CENTERLINE OF PRICE MILL CREEK. EXISTING �i
FEMA REGULATED \
THENCE, WITH THE CENTERLINE OF PRICE MILL CREEK THE FOLLOWING TWENTY FOUR (24 CALLS: (1) S WETLANDS �C FLOODWAY O PROPERT LINE
DELINEATED \ \ (CROSS HATCHED
02° 45'59" E FOR A DISTANCE OF 32.77 FEET TO A POINT; (2) S 18° 49' 11" W FOR A DISTANCE OF 45.20 ' F�. `
FEET TO A POINT; (3) S 14'43'21" W FOR A DISTANCE OF 65.77 FEET TO A POINT; (4) S 27'25'06" W FOR BY OTHERS\ 100 AREA). ��• O�
A DISTANCE OF 41.61 FEET TO A POINT; (5) S 32° 41'36" W FOR A DISTANCE OF 41.02 FEET TO A POINT; n FEMA REGULATED 100 GATE j ti��SSMH \
(6) S 05° 21' 21" W FOR A DISTANCE OF 20.78 FEET TO A POINT; (7) THENCE, S 48° 25' 56" W FORA \
YEAR FLOODPLAIN 0 RIM 598.89
DISTANCE OF 38.85 FEET TO A POINT; (8) N 87° 41'29" W FOR A DISTANCE OF 36.84 FEET TO A POINT; (9) 101 COMMON ��v' o `pc�� \ ZONE AE.(DOT IN 584.09
2" PVC
GAT J \
^� L11 L10 L5
PROPERTY LINE L6
RUNS WITH THE / •�L7
CENTER OF PRICE/' L8 \ MISCELLANEOUS NOTES
MILL CREEK. L14 / L12 L9
L15 LIQ/
V EIP
at 0+20.87
PRICE MILL
CREEK
FEMA REGULATED 100 1
YEAR FLOODPLAIN
ZONE AE.(DOT
HATCHED AREA). /
L17 �AREAS COMPUTED USING COORDINATE GEOMETRY.
• 6 IRON REBARS AT ALL PROPERTY CORNERS UNLESS OTHERWISE
L18 ��16 NOTED.
I
L19' SSP""
L200, RIN REO FUNDING DEED REFERENCE: AS SHOWN.
' L21 BK. 5801, PG. 703
L22 TAX PIN: 07120005A ALL ADJOINER PROPERTY OWNER INFORMATION IS TAKEN FROM
NOW OR FORMERLY CURRENT DEEDS AND TAX RECORDS AND ARE CONSIDERED "NOW OR
L23 INDIAN TRAIL
i ZONED: RSF FORMERLY".
L24I RAW ERROR OF CLOSURE: 1:82,000. BOUNDARY TRAVERSE WAS
II / ADJUSTED USING THE LEAST SQUARES METHOD.
( / OTHER UNDERGROUND UTILITIES MAY EXIST BUT THEIR LOCATIONS
ARE NOT KNOWN.
I I THIS SURVEY IS OF AN EXISTING PARCEL OR PARCELS OF LAND.
I I / ALL DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES.
II / COMBINED GRID FACTOR IS 0.99985349
u II CONVERGENCE IS -0'58'20.3".
I I N A PORTION OF THE PROPERTY SHOWN HEREON IS LOCATED WITHIN A
W
N 52 05 29 W FOR A DISTANCE OF 30.51 FEET TO A POINT; (10) S 82 18 01 W FOR A DISTANCE OF AREA '1 '0�, HATCHED AREA). OUT 584.04
43.04 FEET TO A POINT; (11) S 54° 54'51 " W FOR A DISTANCE OF 15.76 FEET TO A POINT; (12) S 23'48'31" , \ REO FUNDING LEGEND OF SYMBOLS & ABBREVIATIONS
W FOR A DISTANCE OF 41.22 FEET TO A POINT; (13) S 41° 14'16" W FOR A DISTANCE OF 80.94 FEET TO A 99 GG BK. 5801, PG. 703
POINT; (14) S 55° 00' 41" W FOR A DISTANCE OF 24.29 FEET TO A POINT; (15) S 68° 48,46" W FOR A SSMH SSMH TAX PIN: 07120005 80 EIP -EXISTING IRON PIPE
DISTANCE OF 47.47 FEET TO A POINT; (16) S 58° 12'16" W FOR A DISTANCE OF 33.11 FEET TO A POINT; HUNTERS POINTE RIM 596.90 -ss -Z'- - RIM 597.60 NOW OR FORMERLY - FIRE HYDRANT
(17) N 88° 47'44" W FOR A DISTANCE OF 43.68 FEET TO A POINT; (18) S 71' 17'01" W FOR A DISTANCE OF 98 - 4.57 WESLEY CHAPEL EIR -EXISTING IRON REBAR
28.03 FEET TO A POINT; (19) S 57° 54'21" W FOR A DISTANCE OF 60.08 FEET TO A POINT; (20) S 41'48'31" PHASE THREE O T 584.
\ PLAT E-408 �' O � NIR -NEW IRON REBAR � -WATER VALVE
O SSMH- OUT 584.4 1�I
W FOR A DISTANCE OF 53.30 FEET TO A POINT; (21) S 35° 20'56" W FOR A DISTANCE OF 32.20 FEET TO A ) A S� S.T. - SIGHT TRIANGLE ✓�
WESLEY CHAPEL �, RIM 594.63 2" PVC
POINT; (22) S 22° 49' 21" W FOR A DISTANCE OF 28.16 FEET TO A POINT; (23) S 03° 21' 11" W FOR A ZONED R-40 Ix 97 N PROPERTY LINE M.B.S. MINIMUM BUILDING SETBACK ® -WATER WELL
DISTANCE OF 87.15 FEET TO A POINT; (24) S 25'07'51" W FOR A DISTANCE OF 26.21 FEET TO A POINT. \ Off• S _ P.S.D.E. - PUBLIC STORM DRAINAGE EASEMENT
O S� p3' S.S.E. - SANITARY SEWER EASEMENT - YARD INLET / AREA DRAIN
THENCE, N 59° 37'57" W CROSSING A 1" EXISTING IRON PIPE AT 20.87 FEET FOR A TOTAL DISTANCE OF 1� `C'� 3638,28 \N 1" EIP SSMH - SANITARY SEWER MANHOLE
1068.99 FEET TO AN EXISTING AXLE. THENCE, S 42° 44'37" W FOR A DISTANCE OF 1067.29 FEET TO AN Al 96 S7$ R/W -RIGHT OF WAY - RAILROAD TRACK
EXISTING ANGLE IRON. THENCE, S 42'45'06" W FOR A DISTANCE OF 989.56 FEET TO A 1" EXISTING IRON P.S.S.E. - PRIVATE SANITARY SEWER EASEMENT
PIPE. THENCE, S 78° 38'28" W FOR A DISTANCE OF 361.03 FEET TO AN EXISTING FLAT IRON. THENCE, N FLAT IRO GPUE - GENERAL PUBLIC UTILITY EASEMENT ® - MONITORING WELL
37° 39'15" W FOR A DISTANCE OF 829.88 FEET TO A 1/2" EXISTING IRON REBAR. THENCE, N 57° 25,521, E RUTH MANUS TRUSTEE C.P. - COMPUTED POINT
FOR A DISTANCE OF 491.90 FEET TO AN EXISTING FLAT IRON. THENCE, N 14° 46' 12" W FOR A DISTANCE 95 BK. 3807, PG. 111 \ ECM - EXISTING CONCRETE MONUMENT ❑E ELECTRIC BOX/TRANSFORMER
OF 545.74 FEET TO A FOUND NAIL AT A FLAT IRON. THENCE, N 14° 46' 12" W FOR A DISTANCE OF 70.51 TRACT 9 E.P.K. - EXISTING P.K. NAIL
FEET TO A POINT IN THE CENTERLINE OF WAXHAW-INDIAN TRAIL ROAD. PLAT 6-33 CURB INLET
TAX PIN: 07120006A - HANDICAPPED PARKING
THENCE, WITH THE CENTERLINE OF WAXHAW-INDIAN TRAIL ROAD THE FOLLOWING NINE (9) CALLS: (1) NOW OR FORMERLY ® - - -sD STORM DRAIN
N 15° 16'21" E FOR A DISTANCE OF 162.68 FEET TO A POINT; (2) N 14° 08'52" E FOR A DISTANCE OF 76.76 WESLEY CHAPEL - TRANSMISSION TOWER
FEET TO A POINT; (3) N 12° 53' 16" E FOR A DISTANCE OF 23.42 FEET TO A POINT; (4) N 11° 19,56" E FOR ZONED R-40 - - -w - WATER LINE
A DISTANCE OF 49.70 FEET TO A POINT; (5) N 08° 32'21" E FOR A DISTANCE OF 49.81 FEET TO A POINT; �CE OFv �v T - UTILITY POLE
119.73 FEET TO A POINT; (8)SN 03'42'0F 49.98 FEET TO A 31" E FOR A DISTTANCEOOF 144).9 FEET TO A POINT ; 9)1N 03'25' 0" GRAPHIC SCALE ALE - x X_ -FENCE LINE
----cns----cnsUNDERGROUND
E A DISTANCE OF 313.77 FEET TO THE POINT AND PLACE OF BEGINNING. 0 200' 400' -ZONING LINE
P-eH� -OVERHEAD UTILITY LINE
THE PARCEL AS DESCRIBED CONTAINS 116.112 ACRES MORE OR LESS, ALL AS SHOWN ON AN I I
--T-UG T-t4G- UNDERGROUND TELEPHONE
ALTA/ACSM SURVEY PREPARED BY EAGLE ENGINEERING, INC. (RUSSELL L. WHITEHURST, PLS) AND IN FEET ____SS_ - SANITARY SEWER LINE
DATED MARCH 2, 2015 AND LAST REVISED JULY 27, 2016.
1 inch = 200 ft. Q - SANITARY SEWER MANHOLE
SPECIAL FLOOD HAZARD AREA AS SHOWN ON F.E.M.A. FLOOD
INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE
DATE OCTOBER 16, 2008.
TOPOGRAPHIC DATA WAS PROVIDED BY AVIOIMAGE, INC. AND DERIVED
BY PHOTOGRAMETRY. EAGLE ENGINEERING PROVIDED AERIAL
GROUND CONTROL AND SUPPLEMENTED THE TOPOGRAPHY IN AREAS
OF DENSE FOLIAGE.
CONTOUR INTERVAL = ONE FOOT.
E ELEVATION DATUM IS NAVD 88.
TREES SHOWN ARE SUBJECT TO ERROR IN KIND.
SURVEYORS CERTIFICATION
TO (1) MELVIN F. GRAHAM, (11) URBAN TITLE COMPANY, INC. ISSUING AGENT FOR
FIRST AMERICAN TITLE INSURANCE COMPANY:
THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS
BASED WERE MADE IN ACCORDANCE WITH THE 2011 MINIMUM STANDARD
DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEYS, JOINTLY
ESTABLISHED AND ADOPTED BY ALTA AND NSPS, AND INCLUDES ITEMS 1, 3, 4,
5, 6(b), 11(b), 13, AND 20(a) OF TABLE A THEREOF.
THE FIELD WO AS COMPLETE JUNE 3, 2016.
DATE OF P- L 7, 6
7/27/16
RUSSELL L. WHITEHURST
PROFESSIONAL LAND SURVEYOR # 3661
STATE OF NORTH CAROLINA
CA
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SITE DEVELOPMENT NOTES
1. STREET LIGHTS SHOWN REPRESENT A PRELIMINARY CONCEPT. FINAL
NUMBER AND PLACEMENT WILL BE PROVIDED BY THE UTILITY PROVIDER
AND WILL ADHERE TO THE UNIFIED DEVELOPMENT ORDINANCE "STREET
LIGHTS".
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE COMPLETED
UNDER SEPARATE COVER.
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION
PROVIDED BY EAGLE ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27,
2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
REAR SETBACK I N
SCALE: NOT TO SCALE D/iJC UUURJC MMU IIVICRIVICUI/11C lrUUf\JC FHILURCJ IVIUJI DG RCr/11RCU DCFURG /1rr LIUHIIV IV OF IFIC
FINAL 1.5—INCH LIFT OF ASPHALT SURFACE COURSE.
SCALE: NOT TO SCALE FINAL 1.5—INCH LIFT OF ASPHALT SURFACE COURSE.
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SUTURE
PHASE III
\ I
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I
PHASE I PHASE I
II
I I DENNIS A. MOORE, ET
FUTURE AMENITY AREA #2 AL
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BK. 5801, PG. 703
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BK. 4767, PG. 256
TAX PIN: 07090972
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REO FUNDING
BK. 5801, PG. 703
TAX PIN: 07120005A
NOW OR FORMERLY
INDIAN TRAIL
ZONED:RSFTHE THE
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY &TOPOGRAPHIC INFORMATION PROVIDED BY
EAGLE ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) -DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS
SHOWN ON FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL N0. 3710449700J,
EFFECTIVE DATE OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE
OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR
FUTURE PHASE NOTES UTILITIESLOCATIONS
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1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY &TOPOGRAPHIC INFORMATION PROVIDED BY
EAGLE ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) -DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS
SHOWN ON FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL N0. 3710449700J,
EFFECTIVE DATE OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE
OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR
FUTURE PHASE NOTES UTILITIESLOCATIONS
SITE DEVELOPMENT NOTES
1. STREET LIGHTS SHOWN REPRESENT A PRELIMINARY CONCEPT. FINAL
NUMBER AND PLACEMENT WILL BE PROVIDED BY THE UTILITY PROVIDER
AND WILL ADHERE TO THE UNIFIED DEVELOPMENT ORDINANCE "STREET
LIGHTS".
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE COMPLETED
UNDER SEPARATE COVER.
3. IF APPLICABLE, ALL RETAINING WALLS WILL BE DESIGNED BY OTHERS
4. DESIGN OF THE DUAL PIPE CULVERT CROSSING WILL BE PROVIDED BY
THE MANUFACTURER.
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SITE DEVELOPMENT NOTES
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AND WILL ADHERE TO THE UNIFIED DEVELOPMENT ORDINANCE "STREET
LIGHTS".
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE COMPLETED
UNDER SEPARATE COVER.
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NUMBER AND PLACEMENT WILL BE PROVIDED BY THE UTILITY
CONTRACTOR AND WILL ADHERE TO THE UNIFIED DEVELOPMENT
ORDINANCE "STREET LIGHTS".
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE DONE BY THE
OWNER OR CONTRACTOR.
3. IF APPLICABLE, ALL RETAINING WALLS WILL BE DESIGNED BY OTHERS
4. DESIGN OF THE DUAL PIPE CULVERT CROSSING WILL BE PROVIDED BY
THE MANUFACTURE.
FUTURE PHASE NOTES
1. THE EXISTING HOUSE AND DRIVEWAY, LOCATED AT THE REAR OF FUTURE
LOTS 17 - 20, WILL REMAIN AS LONG AS IT 1S OCCUPIED BY THE THE
CURRENT RESIDENT OR UNTIL SUCH A TIME THE CURRENT RESIDENT
MOVES OFF THE PROPERTY.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH THIS AREA WILL BE CONSTRUCTED
AFTER THIS PARCEL HAS BEEN DEVELOPED.
4. THE TOWN HOME BUILDINGS ARE CURRENTLY BEING DESIGNED AND A
FINAL DETAILED SITE, GRADING, AND UTILITY PLAN WILL BE COMPLETED
AND SUBMITTED TO UNION COUNTY AT A LATER DATE.
10' DEDICATED R.O.W.
FOR PROP. ROADWAY
WIDENING
FUTURE AMENITY AREA #2
OPEN SPACE/ACTIVE
COMMUNITY GARDEN
1.62 ACRES
4
3
2
1
10
DENNIS A. MOORE, ET
AL
BK. 6157, PG. 519
TAX PIN: M7120001
NOW OR FORMERLY
UNION COUNTY
BMP ACCESS AND
MAINTENANCE
EASEMENT
EXIST.
Cos \ PON
4.06 AC.
23
of 68 61 1
69 , 100 60
70 99 59
l71 ' X98 58
I r
72 97 0 57
73 96 Z3 56
�� 95 55
24 74
/ 94 54
HUNTERS POINTE
25 PROP.
COMMON AREA 75
PC E, FILE 409WALKING 93 53
\ WESLEY CHAPEL 26 76 TRAIL
ZONED R-4027 77 - 92 52
\S
Cos 51
PROP. 10' DEDICATED CAROLINA f IEE SAVE 28 78 2.41 AC. 91
THREAD TRAIL EASEMENT AREA #2
INCLUDED WITH INTERNAL 29 79 90 50
WALKING TRAILS 80 89 49
30
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32 82 r 87 47 -
33 83 r 86 46
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85
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PLAT E-408
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FUTURE PHASE
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NOW OR FORMERLY
PROPERTY
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4.47 ACRES
BOUNDARY
1 5 MIN.
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OVER
a
32.40% > 10% THEREFORE (OK)
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8 FEET.
W
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DIFFUSE FLOW MEANS RUN OFF IS CONVEYED IN VERY SHALLOW
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GREENWAY TRAILS SHALL FOLLOW CLEARED AREAS RATHER THAN
SWALES INTO SHALLOW SHEET FLOW INTO PLANTED BUFFERS, GRASS FILTER
BMP ACCESS
W
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PROP.
STRIPS OR RIPARIAN BUFFER. FLOW DIFFUSERS PREVENT GULLY EROSION.
AND MAINTENANCE
WALKING
2
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TRAIL
5.
SITE DEVELOPMENT NOTES
1. STREET LIGHTS SHOWN REPRESENT A PRELIMINARY CONCEPT. FINAL
NUMBER AND PLACEMENT WILL BE PROVIDED BY THE UTILITY
CONTRACTOR AND WILL ADHERE TO THE UNIFIED DEVELOPMENT
ORDINANCE "STREET LIGHTS".
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE DONE BY THE
OWNER OR CONTRACTOR.
3. IF APPLICABLE, ALL RETAINING WALLS WILL BE DESIGNED BY OTHERS
4. DESIGN OF THE DUAL PIPE CULVERT CROSSING WILL BE PROVIDED BY
THE MANUFACTURE.
FUTURE PHASE NOTES
1. THE EXISTING HOUSE AND DRIVEWAY, LOCATED AT THE REAR OF FUTURE
LOTS 17 - 20, WILL REMAIN AS LONG AS IT 1S OCCUPIED BY THE THE
CURRENT RESIDENT OR UNTIL SUCH A TIME THE CURRENT RESIDENT
MOVES OFF THE PROPERTY.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH THIS AREA WILL BE CONSTRUCTED
AFTER THIS PARCEL HAS BEEN DEVELOPED.
4. THE TOWN HOME BUILDINGS ARE CURRENTLY BEING DESIGNED AND A
FINAL DETAILED SITE, GRADING, AND UTILITY PLAN WILL BE COMPLETED
AND SUBMITTED TO UNION COUNTY AT A LATER DATE.
10' DEDICATED R.O.W.
FOR PROP. ROADWAY
WIDENING
FUTURE AMENITY AREA #2
OPEN SPACE/ACTIVE
COMMUNITY GARDEN
1.62 ACRES
4
3
2
1
10
DENNIS A. MOORE, ET
AL
BK. 6157, PG. 519
TAX PIN: M7120001
NOW OR FORMERLY
UNION COUNTY
BMP ACCESS AND
MAINTENANCE
EASEMENT
EXIST.
Cos \ PON
4.06 AC.
23
of 68 61 1
69 , 100 60
70 99 59
l71 ' X98 58
I r
72 97 0 57
73 96 Z3 56
�� 95 55
24 74
/ 94 54
HUNTERS POINTE
25 PROP.
COMMON AREA 75
PC E, FILE 409WALKING 93 53
\ WESLEY CHAPEL 26 76 TRAIL
ZONED R-4027 77 - 92 52
\S
Cos 51
PROP. 10' DEDICATED CAROLINA f IEE SAVE 28 78 2.41 AC. 91
THREAD TRAIL EASEMENT AREA #2
INCLUDED WITH INTERNAL 29 79 90 50
WALKING TRAILS 80 89 49
30
/81 88 48
\ 31
32 82 r 87 47 -
33 83 r 86 46
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PHASE THREE
PLAT E-408
POND
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WESLEY CHAPEL
N.T.S.
= j/,
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23
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69 , 100 60
70 99 59
l71 ' X98 58
I r
72 97 0 57
73 96 Z3 56
�� 95 55
24 74
/ 94 54
HUNTERS POINTE
25 PROP.
COMMON AREA 75
PC E, FILE 409WALKING 93 53
\ WESLEY CHAPEL 26 76 TRAIL
ZONED R-4027 77 - 92 52
\S
Cos 51
PROP. 10' DEDICATED CAROLINA f IEE SAVE 28 78 2.41 AC. 91
THREAD TRAIL EASEMENT AREA #2
INCLUDED WITH INTERNAL 29 79 90 50
WALKING TRAILS 80 89 49
30
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32 82 r 87 47 -
33 83 r 86 46
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HUNTERS
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PHASE THREE
PLAT E-408
POND
\
WESLEY CHAPEL
N.T.S.
= j/,
ZONED R-40
COMPACT FILL TO A DENSI
OF NO LESS THAN 95%
I ,
TAX PIN: 07120005 80
�•, � � -SS -/
J
GRAPHIC SCALE
0 200' 400'
( IN FEET )
I inch = 200 ft.
061107/108/109 0
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION
PROVIDED BY EAGLE ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27,
2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013,
M7-120-014, N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA
AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO.
3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY
BE OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO
RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR
LOCATING ALL EXIST. UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION.
CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED EXCAVATION SHALL BE
REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO
INTERRUPTION OF ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY
UTILITIES DAMAGED DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL
UNDERGROUND AND OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND
APPROVALS HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND
APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING,
BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
FUTURE AMENITYAREA #1
PROP.
WALKING
TRAIL
Cos
3.83 AC.
\209
210
219 211
218 212
TREE SAVE
AREA #4 \
W-, . r E
01 SUBGRADE
UNPAVED WALKING TRAIL DETAIL
N.T.S.
PLAN
VIEW
PROP. 2.0' ROLL C G
1.
N.T.S.
BE DONE WITH LIMITED TO NO CLEARING
\
COMPACT FILL TO A DENSI
OF NO LESS THAN 95%
RAI
TAX PIN: 07120005 80
11.59 ACRES
NOW OR FORMERLY
29.tLOPE
6. CURVES SHALL HAVE A MINIMUM RADIUS OF 95 FEET.
4.47 ACRES
2.
1 5 MIN.
3+1
13.98 ACRES
+p1V
OVER
7. THE VERTICAL CLEARANCE ALONG THE TRAIL SHALL BE A MINIMUM OF
32.40% > 10% THEREFORE (OK)
PREVENT UNAUTHORIZED MOTOR VEHICLE ACCESS. THE INTERSECTION
8 FEET.
W
W
SHALL BEAR WARNING SIGNS FOR PEDESTRIAN CROSSING
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(0.50% MIN., 3% MAX.)
GRAVEL
DIFFUSE FLOW MEANS RUN OFF IS CONVEYED IN VERY SHALLOW
crn r_Ai v QTP"M
LENGTH VARIES WITH DEPTH
THE LONGITUDINAL GRADES SHALL BE A MAXIMUM OF %5, AND THE
UN -CONCENTRATED FLOW AT VELOCITIES THAT DO NOT CAUSE EROSION.
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°
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BRANDON OAKS
\ / COMMUNITY ASSOC.
BK. 4767, PG. 256
TAX PIN: 07090972
NOW OR FORMERLY
BMP 1� ��_ ��\� INDIAN TRAIL
POND `' \ /�5� I ZONED SF -5
011 cos
205 204' 2031202 201 200 �- - 16.82 AC.
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197 190
196 1�
195 187 I
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172 171 194 ` 1
173 170 193 186oo� I \
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92
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2 16 Q- 138 139 167 191 185 II N
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BMP 115
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132
\\ -• •' / \ � 119 ��
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120 130
1 1� -129
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?3 AC.
PROP. `
WALKING
r
PROP(((.
WALKING
TRAIL
\BMP ACCESS
AND MAINTENANCE
\ EASEMENT
124
154 165 /
136 142 55 156 \ 4
13 163
5 143 162 Gam. 183
134 144 157158161
133 1451 160 182
12
127
\6
- TREE SAVE
1\
1 AREA #3
BMP ACCESS
AND MAINTENANCE
EASEMENT
NOTES
AREA FOR WAXHAW INDIAN
PROP. 2.0' ROLL C G
1.
TRAILS SHALL BE DESIGNED FOR EXCLUSIVE USE OF NON -MOTORIZED
BE DONE WITH LIMITED TO NO CLEARING
\
BK. 5801, PG. 703
USERS (WITH THE EXCEPTION OF MOTORIZED WHEELCHAIRS).
TAX PIN: 07120005 80
11.59 ACRES
NOW OR FORMERLY
56.07 ACRES - 48.29%
6. CURVES SHALL HAVE A MINIMUM RADIUS OF 95 FEET.
4.47 ACRES
2.
IF THE GREENWAY TRAIL INTERSECTS WITH A ROAD RIGHT-OF-WAY,
BUFFER:
13.98 ACRES
REMAINING USABLE OPEN SPACE:
POSTS OR BOLLARDS SHALL BE INSTALLED AT THE INTERSECTION TO
7. THE VERTICAL CLEARANCE ALONG THE TRAIL SHALL BE A MINIMUM OF
32.40% > 10% THEREFORE (OK)
PREVENT UNAUTHORIZED MOTOR VEHICLE ACCESS. THE INTERSECTION
8 FEET.
W
W
SHALL BEAR WARNING SIGNS FOR PEDESTRIAN CROSSING
z
\ROP. FOUR 6" DIA.
PROP- PFA
GRAVEL
DIFFUSE FLOW MEANS RUN OFF IS CONVEYED IN VERY SHALLOW
crn r_Ai v QTP"M
3.
THE LONGITUDINAL GRADES SHALL BE A MAXIMUM OF %5, AND THE
UN -CONCENTRATED FLOW AT VELOCITIES THAT DO NOT CAUSE EROSION.
Z
m
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CROSS SLOPES SHALL BE NO GREATER THAN % INCH PER FOOT
KEEPING THE FLOW IN SMALL AMOUNTS THROUGH GROUND SHAPING ALLOWS
m Co
cB
cj
FROM THE CENTERLINE
THE SITE TO ABSORB MORE WATER. FLOW DIFFUSERS ARE USED IN AREAS
v J
p
U
OF TOPOGRAPHIC CHANGE TO TRANSFORM FLOWING WATER IN GRASSED
°
4.
GREENWAY TRAILS SHALL FOLLOW CLEARED AREAS RATHER THAN
SWALES INTO SHALLOW SHEET FLOW INTO PLANTED BUFFERS, GRASS FILTER
BMP ACCESS
W
^
REMOVAL OF TREE
STRIPS OR RIPARIAN BUFFER. FLOW DIFFUSERS PREVENT GULLY EROSION.
AND MAINTENANCE
o
DIFFUSED FLOW THROUGH A FORESTED BUFFER OR A GRASS FILTER STRIP
EASEMENT
5.
WALKING TRAILS SHALL NOT BE LOCATED IN THE STREAM SIDE BUFFER
ACHIEVES A SIGNIFICANT REMOVAL OF SUSPENDED SOLIDS.
ci
INSTALLATION OF WALKING TRAILS IN THE MANAGED USE ZONE SHALL
0
F RE H E
i 0 - - 5
OD LANE
BRANDON OAKS
\ / COMMUNITY ASSOC.
BK. 4767, PG. 256
TAX PIN: 07090972
NOW OR FORMERLY
BMP 1� ��_ ��\� INDIAN TRAIL
POND `' \ /�5� I ZONED SF -5
011 cos
205 204' 2031202 201 200 �- - 16.82 AC.
199198 i 189 188
197 190
196 1�
195 187 I
I ( 1
172 171 194 ` 1
173 170 193 186oo� I \
00 1
92
11 1
'216
213\ \140141 69 168 \
2 16 Q- 138 139 167 191 185 II N
PROP. / c 111 �215\�� 137 153 166 184
WALKING / ,� 112113 9'S'4- /21
G P
TRAIL
/ 114 X91
BMP 115
POND
117\ v
132
\\ -• •' / \ � 119 ��
\ 131\
120 130
1 1� -129
\ 122
:os 123
?3 AC.
PROP. `
WALKING
r
PROP(((.
WALKING
TRAIL
\BMP ACCESS
AND MAINTENANCE
\ EASEMENT
124
154 165 /
136 142 55 156 \ 4
13 163
5 143 162 Gam. 183
134 144 157158161
133 1451 160 182
12
127
\6
- TREE SAVE
1\
1 AREA #3
BMP ACCESS
AND MAINTENANCE
EASEMENT
PROP. 10' DEDICATED CAROLINA
THREAD TRAIL EASEMENT
INCLUDED WITH INTERNAL
WALKING TRAILS
if�146147
149
15,
�i151 178
TREE SAVE 152 17
AREA #3
175 176
174
s
REO FUNDING �S REO FUNDING
BK. 5801, PG. 703 / I I BK. 5801, PG. 703
TAX PIN: 07120005 80 ( I TAX PIN: 07120005A
NOW OR FORMERLYNOW OR FORMERLY
WESLEY CHAPEL I I INDIAN TRAIL
I ZONED: RSF
'I I
I. I
( I PROP. 10' CAROLINA
N THREAD TRAIL EASEMENT
I NOT INCLUDED IN INTERNAL
WALKING TRAIL
III �
COMMON OPEN SPACE II
I
II
�co
lco
Co
OPEN SPACE CALCULATIONS
TOTAL PROJECT ACREAGE:
116.110 ACRES
AREA FOR WAXHAW INDIAN
PROP. 2.0' ROLL C G
TRAIL ROAD R/W DEDICATION:
0.234 ACRES
REO FUNDING
\
BK. 5801, PG. 703
10% OF GROSS
TAX PIN: 07120005 80
11.59 ACRES
NOW OR FORMERLY
56.07 ACRES - 48.29%
WESLEY CHAPEL
4.47 ACRES
PROP. 10' DEDICATED CAROLINA
THREAD TRAIL EASEMENT
INCLUDED WITH INTERNAL
WALKING TRAILS
if�146147
149
15,
�i151 178
TREE SAVE 152 17
AREA #3
175 176
174
s
REO FUNDING �S REO FUNDING
BK. 5801, PG. 703 / I I BK. 5801, PG. 703
TAX PIN: 07120005 80 ( I TAX PIN: 07120005A
NOW OR FORMERLYNOW OR FORMERLY
WESLEY CHAPEL I I INDIAN TRAIL
I ZONED: RSF
'I I
I. I
( I PROP. 10' CAROLINA
N THREAD TRAIL EASEMENT
I NOT INCLUDED IN INTERNAL
WALKING TRAIL
III �
COMMON OPEN SPACE II
I
II
�co
lco
Co
OPEN SPACE CALCULATIONS
TOTAL PROJECT ACREAGE:
116.110 ACRES
AREA FOR WAXHAW INDIAN
PROP. 2.0' ROLL C G
TRAIL ROAD R/W DEDICATION:
0.234 ACRES
TOTAL REMAINING AREA:
115.876 ACRES
OPEN SPACE REQUIRED:
10% OF GROSS
116.11 x 0.10= 11.61
11.59 ACRES
OPEN SPACE PROVIDED:
56.07 ACRES - 48.29%
OPEN SPACE FOR AMENITY:
4.47 ACRES
OPEN SPACE WITHIN STREAM
Z
BUFFER:
13.98 ACRES
REMAINING USABLE OPEN SPACE:
37.62 ACRES (32.40%)
U
32.40% > 10% THEREFORE (OK)
REO FUNDING
BK. 5801, PG. 703
TAX PIN: 07120003
NOW OR FORMERLY
INDIAN TRAIL
ZONED: SF -5
J
PEDESTRIA
CROSSING PROP. TRAVEL LANE
SIGN
PROP. 2.0' ROLL C G
0
(Z1 Q)
a
PROP. PLANTING STRIP
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PROP- PFA
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GREENWAY TRAIL PIPE FILLED
ACCESS W/CONC.
(3.0' SPACING)
PLAN VIEW
CROSSING
SIGN
50IR1W 10
12' LANE
211
5 I
1/4'
PLANTING
WALK
ISIDE
CROSS-SECTION
GREENWAY TRAIL PEDESTRIAN ACCESS POINT
N.T.S.
CONC. FOOTING
/ 6" DIA. STD. GALV.
STEEL PIPE FILLED
W/CONC.
SLOPE CONC.
BASE
PROP. PEA
GRAVEL
GREENWAY
TRAIL
PIPE BOLLARD
N.T.S.
CONC. CAP
6" DIA. STD. GALV.
STEEL PIPE FILLED
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C-2.2

COMMON OPEN
SPACE
I
I
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0 COMMON OPEN ■ N
SPACE U
60.cm PROP. 20' s.s / / � COMMON OPEN ■ ~
9+{E -
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I 5 1g 71.15• SPACE
�� /
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PROP. 5' " Q Lu
m m � 7_4
/ / / GRAVEL PATH 2�' ' - �- 50.80' ■
y 2 Z m No / 6 i T 50.38' 52.00' 52.00'
- GRAVEL PATH - # 0 -s Aye 1 W
y m -7,- v o% oo 1 1 i I I - 25' REAR SETBACK ■ z
EXISTING 52
_ v 7 lo y -1 DELINATED WETLANDS ( / r - - -
D-
_ \ N 52 p0 \ LOT : 53 LOT : 52 I I r • J
EX. TOB o ° / /
a / \ 8,495 SQ FT ui 7,790 SQ FT o
0.20 ACRES M i
Z�T / ��`\ 520° i �\ LOT : 54 N 0.18 ACRES 0 LOT : 51
/\ / EX. TOB - i \ 7,424 SQ FT 1 I ^ 6,929 SQ FTI LOT : 50 ■
\ 0 0.17 ACRES I 0.16 ACRES of 7,182 SQ FT LOT : 49 N LOT : 48 iN
LOT : s5 0 1 I I I 0.16 ACRES M6,767 SQ FT 05,766 SQ FT'- . Q
SE o. 0.16 ACRES o g
w 6 760 SQ FT _ 0.16 ACRES M
m TER BMP 52 p0 R P� \ LOT : 56 00.16 ACRES 1 - - _ I I 0
O
\ SS EASE ENT \ � 6,760 SQ FT L=3.79 o i
/ \ 0 0.16 ACRES
�X. TOB J �� ��/ 52 p0 �� LOT: 57 0 1 _ I I L=13.34
_ \ \ 6,760 SQ FT 9� L=47.58 L=39.68 7.89'
/ /i _ / - "52 p0 \ LOT : 58 00.16 ACRES \ 1, L=24g 52.00' 1,
�/ EX. TOB _ PROP. 5' GRAVEL / �� \ / l 0.16 ACRES o p 46 52.00' - sz.00'
6,760 SQ FT 2 46.66' d
PATH _ - �\ �' �\ \ LOT : 59 0 520 _L=___ I- _ ,I ■
� 6,760 SQ FT / ' " R=200.00
/�"� ! I % - - ♦ \ \ ' 00.16 ACRES $� 0° N R= 2 48 � O N3'56'53"E •
LOT : 60 0 52• h N
L - / / \ 0 016 ACRES- (BPGSO FT
K / °d N R�� N 244.12 -IQ--
-- ACCESS TO LOT : 61 0 0 0- SE y2' Al �' L=63.15 - O
7 _ / \ 06,760 SQ FT O FR -- v B/ ' IG R�VV i 2 / - - 43.29' _
UN NAMED _ / COMMON \ . 0.16 ACRES o
TRIBUTARY OPEN
- �, o - - _ J OPEN SPACE �, 2 520 �� 5� PURL °° 28a __7
1 L=z5.2s 52.00 •
o. � 1 i _ 1� 52.00'
WATER v 5200 cr 52 I L=24.13 _10.17 J -� 52.00'
�o% 15.0' SDE
_ - QUALITY PROP. 20' S.S I \ / 52•°° LOT : 93
TREE SAVE _ -� ��F - - I BMP EASEMENT �, 52°° �� a9"w �\ \ 9,070 SQ FT I ■
i� ° N18 0 0.21 ACRES
AREA #1 - - - - - - �♦ _ 52°0 6' 3a86�' j \ I LOT : 92
ad 7,921 SQ FT �
M ' LOT : 91 0
20>�� - - - - - BASIN 2 0� 0 0.18 ACRES �i o LOT : 90 0
PROP. 10' TEMP. 111. I \ # 52 / LOT : 94 •0 \ I 7,464 SQ FT o 6,760 SQ FT o LOT : 89 o LOT : 88 0
�/ �� I 0.16 ACRES' o 6,760 SQ FT o •
CONSTRUCTION / w \ W I 0.16 ACRES a�
EASEMENT - - - _ _ � / � - \ � / v 86 ` ' I 62 ♦♦ � � i 52 p0 GK LOT : g5 g 0160A RES o � 0.17 ACRES M o 0160 RES M of
EASEMENT / GQ W LOT : 105 3�' �� �gF o \ - O
� 6,760 SQ FT 0-
00
_ (� O
_ 0� 0 0 0.16 ACRES
0 6,668 SQ FT / � i � ` � �`
41,95'- - 99.81' \ \ 0.15 ACRES o ♦ // \ 52 FR LOT : 96 •o \ L - - - a - I I I I ` •
DENNIS A. MOORE, ET 52.09' 49.86' 69.15' 250, �� / Y ♦ 20 \ 5,760 SQ FT o- _ i O - - J L - - _
_ _ C_ _ / m \'`�° � �' � � 4� $5 \ LOT : 97 0 0.16 ACRES \ \� C� � 0 25' RE R SETBACK) L
BK. 6157, PG. 519 25' REAR SETBACK - - - - - - - - - �, 2� oo- _ aj \ SBP 138 26.66' 48.54' 1 I -
r - - - - - - - - - ��o. Cad ryco. L-23.74 S2 \ \/ Cv / LOT 62 CP L 4 0.16 ACRES i PR °p 1 64.42' 52.00'
TAX PIN: M7120001 0 Q 1 \ "� co 8,658 SQ FT \ / LOT ; ga o 6,760 SQ FT o_ \ \ , RE 52 52.00'
I � � � LOT : 104 \ N \ 0.20 ACRES / 5�/Qp \ 0 16 ACRES o- \ \ 25 0° 52.00'
NOW OR FORMERLY l � � � � �
/`� 7,135 SQ FT / (v% \ O \ \ LOT : 99 q \ 52
UNION COUNTY � ��,,,,
N LOT : 8 I a LOT : 9 // �h�� �O / 0.16 ACRES / �/ \ \ \ \ \ //♦,`�� �' 0.16 ACRES -
LOT : 5 LOT : 6 c 7,617 SQ FT I 11,930 SQ FT 3 \ / / !' 0.16 C FT o.
LOT : 7 h g LOT : 100 q i 52
v 7,506 SQ FT 5,847 SQ FT 0.17 ACRES 0.27 ACRES ^ S 73 N/ °�'� \ pa O 6,945 SQ FT o -
o r7 7,719 SQ FT I rn 0 /
I 0.17 ACRES ^ 0.16 ACRES ^ 10.18 ACRES I „�• O ,... ?96, / / \ \ �� , p`o' O 0.16 ACRESLOT 63
LOT : 103 / \ \ �/ / 8,027 SQ FT \ t �O♦ rA \ \ �� 5
/ I I 7,576 SQ FT \ 0.18 ACRES / ;;• F� \� i N 57,0 COMMON
�a 0.17 ACRES �° 9 3 LOT : 101 �- o\^ OPEN SPACE
20' FR SETBACK 6 ag' / , r \ �" BREAKAWAY
/ 12,867 SQ FT \ i
3.43' M' \
I L=33.36 ,� 3.13' / ^" 0 2.38 AC CLUSTER MAILBOX UNITS
-
PROP. / � � v' � / 0.30 ACRES � i 520 \ \ ( )
PROP. FUTURE :" '' L=10.10 's / \ 1 ��� \ PROPOSED 10'
` J DRAIN EASEMENT SEE C-6.3 FOR CBU DETAIL °
THROUGH '_w. - _ _ � 10'X70' � /v � 3Q23•
69.73' L-45.63 L-3703 g� ¢y / 16 PRIVATE STORM
STREET WHEN 52.00' So.21' SIGHT TRIANGLES TYP.) /momry
/ / 51
ABUTTING / ti LOT : 64 ACCESS TO
DEVELOPS O L=43.20 LOT : 102 \ / 6,959 SQ FT 57 / COMMON PSDE (TYP) 55
O X10,616 SQ FT \ 0.16 ACRES / °0' / OPEN SPACE �0 �' ■
o N2'04'46"E O --L_ 106.8 0.24 ACRES /� L q
t� -1 �- 0� O �/ Q L=9.33 $ v 5
N o. \ 130 v ;e , N PROP. 5' \ 5 •
I� 139.50' R-267. ,yQr 4 0 �, / / 0. 0' 2 00' / 0 0.28
PROP. END a Q -
STREET OLD BARN DR - o� ,36 /.� Mry / .00• �� 51.7 M GRAVEL PATH s9• a V ��Q�� \ ■
BARRIER 14.7x' L=52.54 w 23,
52.00' 32.14' CL v 5° p� Z� \ ■
_ 45.17 � O O \ LOT 65 / ^* 2 Sp, is, n
/ 7,276 SQ FT o
LOT : 66 / \ RE 1 1 i i
0.17 ACRES / A 5 51.92
_ \ \ LOT : 81 'a
r PROP n"� 7.535 SQ FT l l Ere O.gp• 1 1
"� 3 50.51' _ 1 1 702 �8 Q ES
20' FRON ETBACK I L=42.03 O I N� ��\ O $0 0, P 10500 L=39.27 / / 0.17 ACRES o / / ��C/(, 50.51' _ -
I Lo I J M / o LOT : 67 50.33' 50.33' _ LOT : 80 0
I I 46.12, O O Vel/C / rn , -, ;� 6,765 SQ FT N / % _ 50.51' 50.51' w 7.277 SQ FT \ o' \ •
nN N 0.16 ACRES o LOT : 68 / _ - - r " 0.17 ACRES \ ■
X0.0 'F / 1 O _ _ � \
I I LOT : 1 0 9 52. pp. ov 2 10'X70' / '°6,785 SQ FT / r - _ _ _ _ I I 0 7,139 SQ FT \ \
r LOT : 78 0.16 ACRES \ ■
o LOT : 69 / I I r o 6,760 SQ FT o
ao LOT 4 LOT 3 10,763 SQ FT 1 /I _ PROP ��� 0.16 ACRES I
6,797 SQ FT I r LOT : 2 V SIGHT TRIANGLES �I \
0.16 ACRES n 7,115 SQ FT ri 8 718 SQ FT E' n a % 52. $O• O 7,083 SQ FT / I LOT . 77 \
0.16 ACRES I I 0.25 ACRES I e / MT p0' 0' I w \ (�
0.20 ACRES ip I ' 3 8,270 SQ FT l� R �� a 015 (ES ) /I 0.16 ACRES 0 16 ACRES o I I o 0.16 ACRES 1 \ ■
I 0 LOT : 10 5 e�/C p 34 Vii/. 7,184 SQ FT o o I �, LOT : 76 06,777 SQ FT o j 28
II 0 LOT : 71 N0.16 ACRES
�\ •Op• �w O / , \ 7,161 SQ FT o_ � �� L'S •
W -I 0.19 ACRES ('%Y / M o o LOT : 72 "Cl w
2 I I I I I pp 7,161 SQ FT o LOT : 73 o LOT : 74 I w 7,237 SQ FT � 0 0.16 ACRES 1 1 10 ■
o S2 O 0.16 ACRES
117,237 .1 C FT 7,161 SQ FT 0 7,161 SQ FT o 0.17 ACRES N _ 2a
_ p °0' \` 4 I l I 0.17 ACRES M 0.16 ACRES M_ 0.16 ACRES I n' 1 5.86' �'.� L�Sa a1 I■
_ _ _ I 3•
_ _ 6. .160 SQ FT o ,l �y 6 22 C\ : / l I I 11.0' I I 72 \ % ADO � I■
25 REAR SETBACK -I L - - - - I 0.16 ACRES LOT : 12 20 FRO 0' _ .o0 4T R
p� 52.03' `� ,� 6,760 SQ FT o N 351' C=57 I I 2 L-3.23 52
55.66' M a; / 0.16 ACRES o ere 56 46, s17.13 O 92 �`,- I I I I N /
a 70.93' 58.18' � LOT : 13 AC/( �_ \ 26"W L_5g I I � 49.12' � 1
1 _ �I 6,760 SQ FT o 77
1 J
D A D6.16 ACRES LOT : _ 8.28
��, O 51110'62.53'215 .7"TE ' L -1g'84
L,5
°9O
10.0PSDE �8.28 6 QL=58.2a
•C \ L=58.28 L=58.28 L016ACRES LOT
6,760 SQ FT o O_Q. P
2+o0 52.00, : 15 UBLIC R/W
0.16 ACRES
52.00, LOT 16L-499 99
7,375 SQ FT rnR=1000 00 52p0
0.17 ACRES
5200• O00
9
1
99
FUTURE AMENITY AREA + L / of o L= LOT : 31 ■
52• \ / N b$ L=43.09 L=50.99 L=50.99 ETBACK w 7,057 SQ FT
OPEN SPACE/ACTIVE Q 00, 2$' f JJJ 11 "' �� L=52.21 L=50.99 L=50.99 ON ( P 0.16 ACRES ■
► 20 FR cn o 7,LO4 SQ F T
COMMUNITY I I 52.00• E R SETegc f / /� r I 10' l�1TL. I=[IfT. (T P.) m LOT : 29 o
N 0.16 ACRES \
(1.62
) k / 10'X70' 06,875 SQ FT N \
N�
PROP. 10.0' R �l i 5z0p' NOW OR FORMERLY Q l SIGHT TRIANGLES (TYP.) 06,760 sO 0.16 ACRES
FT
W 0
/ 27.5' 0 0.16 ACRES
DEDICATION O Q BC -BC ABBIE & STEPHEN PITT 32' l LOT : 26 i
35'X35' & 10'X70' Q II I II o 0.16 ASQ FT o �1
0 �1 TAX PIN# 07138003A t I 4 0.16 ACRES
`l / � \,, LOT: 25 � 7,132 SQ FT � 1. � 5� 4
1 I SIGHT TRIANGLES (TYP.) DB 6767 PG 533 / rn LOT : 21 m Lor : 22 ^ LOT : 23 7 077 SQ FT o 7'077 SQ FT 0.16 ACRES
PROP. MONUTEN COMMON �� I LOT : 24 o _ ■
(DESIGNED BY OTHERS) 19"5' OPEN SPACE 2� 10,426 sQ FT �, P \, 0.16 ACRES E1B 2
BC -BC (1.18 AC) 0 0.24 ACRES m 7,573 SQ FT I 7,242 SQ FT i i 0.16 ACRES �I I _ l - 25 REA ACK
0.17 ACRES M 0.17 ACRES I 66'
(TYP.) w r ` / I
PROP. PUBLICn^ I V / I s4
10
R W M L- ( + I I I J` 52.00'
O / 1- I L 55.03
L �__--
25' REAR
EXIST. 60' I / f'� N. n �p°� SETBAC o - - - L - - - -
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_ - -
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V 92.22'57 51'
15•g6' 41• PROP 5'
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59.13' 57.80'
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57.51'
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EXIST. E -�
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EXIST. 60' PUBLIC R/W • •••••-... - ••-• xlsr. EOP Q INCLUDE
•' 1 10 DEDICATED CAROLINA
•s0•'R�$Ld�
- •- -T- - _ "'••••••... --► y •• ,q ry �., SIGHTTRIANGLES, THREAD TRAIL EASEMENT 'O�� ■
-� •••••...., � �, 1 D WITH INTERNAL
- - - = "yam............
...................(TYP.) �s
EXIST. DRIVEWAY & - - - - y �► h WALKING TRAILS
PIPE TO BE - - _ .. y........ �, / i ■ M
REMOVED
ON l `► . �► ` ,•••. / j �� ■ N
y.••..
OHP •�• y"••• RZY ��NE PROP. 5' HUNTERS POINTE U
EXIST. •�• '~;y Roa, ti 30•o' PROpE GRAVEL PATH COMMON AREA ■ I�
R
PCE FILE 409
DRIVEWAY HP � • �'•••. ,
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OHP EkIST 6 FVB�IC R/ •' ~•• •ti' ti ~ do
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THE MONUMENT SIGN PACKAGE & LGHTINELEVATION WILL BE o\
SUBMITTED SEPARATELY BY THF OWNER OR THE CONTRACTOR.
LEGEND
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0
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EXIST. DITCH CENTERLINE SDE PUBLIC STORM DRAINAGE EASEMENT
OHP
EXIST. OVERHEAD POWER LINE PSDE PRIVE STORM DRAIANGE EASEMENT
EXIST. TOP OF BANK
W
EXIST. WATER LINE
SS-
EXIST. SEWER LINE
-xxxx
EXIST. FENCE
U
EXIST. STORM DRAINAGE PIPE
Lu Lu
EXIST. POWER POLE
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PROPOSED STORM DRAINAGE PIPE
aPROPOSED
CATCH BASIN
U 4
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PROPOSED JUNCTION BOX
OP
GENERAL NOTES:
FUTURE PHASE NOTES
1. THE EXISTING HOUSE AND DRIVEWAY, LOCATED AT THE REAR OF FUTURE LOTS 17 -
20, WILL REMAIN AS LONG AS IT IS OCCUPIED BY THE THE CURRENT RESIDENT OR
UNTIL SUCH A TIME THE CURRENT RESIDENT MOVES OFF THE PROPERTY.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1 HAVE BEEN
MET.
3. GRAVEL WALKING TRAIL THROUGH THIS AREA WILL BE CONSTRUCTED AFTER THIS
PARCEL HAS BEEN DEVELOPED.
4. THE TOWN HOME BUILDINGS ARE CURRENTLY BEING DESIGNED AND A FINAL DETAILED
SITE, GRADING, AND UTILITY PLAN WILL BE COMPLETED AND SUBMITTED TO UNION
COUNTY AT A LATER DATE.
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY
EAGLE ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD AREA AS DETERMINED BY THE
DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT. REFERENCE COMMUNITY PANEL NUMBER
3710449700J DATED OCTOBER 16, 2008.
4. ELEVATION DATUM: NAVD88
5. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE
OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR
THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST.
UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES
AND PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
6. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO
INTERRUPTION OF ANY EXIST. UTILITY, IF BEING UTILIZED.
7. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES
DAMAGED DURING CONSTRUCTION.
8. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
9. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
10. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND
APPROVALS HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS
MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY,
DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
GRAPHIC SCALE
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• EX' t� - / po _ 52.00' 52.00' 57.1 ' SPACEEXIST
DELINIA ED WETLANDS oa 52 I Ir - r - - - 6 70.91' PROP. 5'
52• \ \ I 1 LOT . 53 I LOT : 52 I I - - - - _ 8'53' GRAVEL PATH \
I
8,495 SO FT M 7,790 SO FT
yZr' 0.20 ACRES oa LOT : 54 0 0.18 ACRES oo LOT : 51 I I I I I / /I ,B 1J• PROP. 10' DEDICATED CAROLINA
i \ 7,424 SQ FT I I I ^ 6,929 SO FT LOT : 50 h LOT : 49 I \ \
\ 0 0.17 ACRES 0.16 ACRES of 7,182 SQ FT � LOT : 48 iv / / \ THREAD TRAIL EASEMENT
5200 C� \ LOT : 55 0 w 06,767 SO FT LOT : 47 1
/ S � I I I 0.16 ACRES M 66,766 SO FT � LOT : 46 / \ INCLUDED WITH INTERNAL 1 \
o- 0.16 ACRES M o 6,766 SQ FT �\
P \ w6,760 SQ FT I -_0.16 ACRES 07,041 SO FT .r LOT : 45 / \2s WALKING TRAILS
TER BMP 00 \ 0 0.16 ACRES I I 0 0.16 ACRES 0.16 ACRES I / \
52 �� LOT : 56 0 - _ Q n \ \
d 8,474 SO FT �
0.19 ACRES a ) \ \ �
SS EASEMENT \ �,s,7so sQ FT o. L=3.79 0 0 0 0 � 1 / �,• / qR sg PROP
0 0.16 ACRES - O LOT : 44 \ S 20' SANITARY \ \
57.. LOT : 57 0 _ I I L=13.34 O 8,309 SO FT \FT \ \
\ 6,760 SQ FT o' �P L=47.58 L=39.68 799, c� / 0.19 ACRES\� SEWER EASEMENT
52p0 i \ \ LOT : 58 00.16 ACRES DQ ,
W 6,760 SO FT o' U (\,. �(�' 1 _ 46.66.
p Q ' `� O 52.00' R0 / % � LOT 43 9).
\ 0.16 ACRES gP o L=99.78 52.00' I' :, T , / 1
LOT 59 '0 52 00' 8 309 S FT /
FEMA
ZONE AE -FW
HUNTERS
POINTE
PHASE THREE
PLAT E-408
WESLEY CHAPEL
ZONED R-40
DAVIS MINE GREEK
/ FEMA
/ ZONE AE /
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\ \ x,6,760 SQ FT o- �D G Iyv R=200.00'' - O 41.46 L=s.fio C,471j T6gCK 0.19 ARES \\
• \ \ \ LOT : 60 00.16 ACRES olaN yZO� UB�IhR N ��22.48 O O / 11
o' QNB S Nv 5�� P N 8-200.00+ N3'56'S3"E C\ • / / ^ \ o 1 \ 1
-6,6,760
,6,760 SQ FT
\ LOT : 61 00.16 ACRES o ZQ FR 52 pd .1 63.15 - N 244 - 0 L_ oo
1 6,760 SO FT o. Q O_ i L 43.29' , N rn / / LOT : 42 I
1 00.16 ACRES 0.p0 2882 L=25.29 �� / 9,226 SQ FT
o. 52• < � � I 1 � I I � ; ii 52.00'� 0.21 ACRES
` \ y2o 52• UAL I L=24.13 _10.17 ti --1 62.00' 62.00' 62.00' 25.64' /.1 \. / / // /\
�
S I \ rn a ny20p LOT : 93 I I 14.08' 20' F x\74'46 \ / / � / -I \ \ \1 1
5 0� 1,�gw � "0 \ 9,070 SO FT I 1 U.E. RUNT SETBACK I \ ��
T \ y s\ \ :1 1
■ J V 6� N�
18 0.21 ACRES Io�
03LOT 92
:
52• / 0 7,921 SO FT cp ' O O LOT : 41 \
• - Op o \ 7 I 0.18 ACRES M LOT : 91 o LOT : 90 o I / /� O 8,309 SQ FT \ \ \ \S
■ / 52• / t LOT : 94 0 \ 7 I M 7,464 SQ FT o LOT : 89 0 E 0.1�ACRES
06,760 SQ FT o LOT : 88 \ 6,760 SO FT o. 0.17 ACRES 6 6,760 SQ FT LOT : 87 o LOT : 86/I 0.16 ACRES M 0 6,760 SO FT o 0.16 ACRES \ 0.16 ACRES M 0.16 ACRES M 0 - 06,760 SO FT 8,981 SQ FTLOT : 95 W 0.16 ACRES 0.21 ACRES \
6,760 SO FT o. .- .-
■ 52 p0 LOT : 96 q 0.16 ACRES \ - - I 14 I I I I� / W
\ \ o - --- I I ti� LOT: 85 i.13p ss F
/ w 6,760 SQ FTS i O O - J L - - - L - - 9,378 SO FT
A l 8y \ LOT 97 00 0.16 ACRES \ \� i O �O - L - - - - - I I / / 0.22 ACRES 11 O LOT 40 \ �
/ 8A \ ] 1381' 29.89' 48.54' I - L - - 8,309 SQ
6,760 sQ Fr o. - J
I 64.42' \
0.16 ACRES i - _ \ \ 1 0.19 ACRES \ \ \ \ o
1 \ LOT : 98 q \ \ i y200 52.00' 52.00' � _ � I � \ \ `� O `
6,760 SO FT o \ \ i 52.00 - - 52.00' \
. \ \ LOT : gg woo 0.16 ACRES \ \ \ 0 38.97- - - -
52 0 \
■ ' �\ i 6,760 SO FT'S \ C\� a0 i 131.15 ' i - 139.07 I I
■ / / y` LOT : 100 woSO FT o 0.16 ACRES \ \ R SEI'a 52 p0 Y �\��: - 20' S.S. ESMT _ I I \
\
-;So 0..116 ACRES
\ o 25 REP \ _ .,
■ \ 0 \ o� �� y2 o0 \ _ _ 10.0' PSDE _ - - - FE \
?� \ po COMMON - - - - _ 20' SDE J I1 ZONE AE- W \
LOT : 101 �• o` 52' OPEN SPACE BREAKAWAY 2� a1 10.0' PSDE _ ( ' w I w \
12,867 so FT \`� \ 2pd m\ \ (2.38 AC) CLUSTER MAILBOX UNITS o� / / �/ 16 -130.00'- _ - WATER
■ 0.30 ACRES
\ 5 \\ \ SEE C-6.3 FOR CBU DETAIL °2/•\ / QUALITY
PROPOSED 10' S2 / 2 0 � �
PRIVATE STORM u 1
�\ \ LOT : 39
y116 DRAIN EASEMENT 5p6 / / \ \ J 019 SO FT ACRES I BMP I I N I N
/ PSDE (TYP) _ 5 / /
LOT: 84 ^ \� �� I I I w � W /
52.00, / v 1 0 2s / \ LOT : 83 'o0 9.405 SQ FT / / a 139 I -'cl' /
■ N PROP. 5' 1 5 \ 6,783 SQ FT \ 0.22 ACRES • / �� 02'. U
51 �' GRAVEL PATH 69 1 0 6 \ N o 0.16 ACRES .1
72
� � \ LOT : 82 cP \
. / SQ n Op Pv \ \ 7.414 SO FT �' �`� LOT : 38 STORMWATER BMP
/ \ 15' I I 52' ? 0.17 ACRES \ \� /362. �s �\ 8,309 SQ FT / ACCESS EASEMENT
■ / � 25, 50.90' I I 51.92 - _ � � \ \ LOT : 81 0� 5 '` \ \ 0.19 ACRES �
/ \ \Rf 1 Bq W 50.33' 50.51' - I LOT : 80 07,228
SQ FT l �qR ET CK 50.51' O 50.51' 50.51' 50.33' _ 1 I I I f \ 0.17 ACRES \ 00/ 1. / v \ /3pO \ / ^�
/ r - _
kCRES
p• LOT 68 / 1 _ � � _, r--
_66,785
/ r^ 6,785 SO FT - g - - - _ _ - _ I I ��� \ /
0.16 ACRES ° OI - I I a 7,139 SQ FT \ \ ON \ 3� �2 �� LOT : 37 \ I ' / o
VGLES LOT : 69 IO I r - I I I LOT : 78 0 0.16 ACRES \ FR 1 A / 8,309 SO FT O �
0.16 C O I I LOT : 77 06,760 SO FT o 0 / / O
■ � 0.16 ACRES "� LOT : 70 ' I I o 0.16 ACRES 1 \ \ 2g2'IA � 8 0.19 ACRES \ / %�
J / 7,184 SQ FT o0 o I I LOT : 76 I 0 6,777
CRFT SS o \ X5828 5223
0.16 ACRES o o LOT 71 iv I I LOT 75 w 7,161 SQ FT o
■ / I M 0 o LOT : 72 iv w
/ M 7,161 SQ FT o LOT : 73 o LOT : 74 I w 7,237 SQ FTI o 0.16 ACRES
0.16 ACRES ^ 7,237 SQ FTI „i 7,161 SQ FT I o 7,161 SQ FT o 0.17 ACRES N -5
20' I 0.17 ACRES n 0.16 ACRES M 0.16 ACRES ^� I ( L%58 y20� 1515' LOT
46 22 1 FRQN / l I 11.0' I i 16' \ 3 a1 8, 936 SO FT \� SS
C,634 BqC I I I I I I I I I L.51.72 \ /190000 O 2560 ` i 0.21 ACRES
C, I8: -T
52 K I I I L=3.23. 1 g .00 �10 2589
o s2 I I I I I N i �LOT : 35 Ate. / PROP. 5'
7,749 SO FT GRAVEL PATH
L=58. 110' UT . ES T.l_`(TYP. _ L= BAR 98' _ �- 0.18 ACRES \ / / -
q- 28 v m O i
58. � 106. 9 �� LOT : 34 'p / � �
■ O 28 L=58.28 ri _ L=58.28 D C �n� ly'E 5p g RON 6,760 SQ FT o. \ \ /
L=58.28 %I" L=58.28 50R/_� O 511'25 �� F
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■ 3 0 N r- - -r R=1000.00 52.00 __ LOT : 32
0 00 rn L_28 23 23.21' 1 \ 7,094 SO FT
S O LOT 31 0 0.16 ACRES
-
_50. N O N \'
1 �
N v Ik6 L=43.09 L=50.99 ( L L q 1 wo 7,057 SQ FT rn. \ o / y20
■ // N �� L=52.21 L=50.99 L=50.99 �� ,
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/ _ I w 7,094 SQ FT \ /
10 X70' O 6.8OT 2975 SO FTI N 0.16 ACRES \ \ \ \- i / rn
i` SIGHT TRIANGLES TYP. v+ LOT : 28 o 0.16 ACRES I 6°
6p, (TYP.) 6,760 SO FT o
O I LOT : 27 _ 0.16 ACRES I I \ \V -7 26 � / / / / -FW 20' STREA SIDE BUFFER (FROM
LOT : 26 0 6,925 SO FT o. \ 30 / / TOP OF BANK EACH SIDE)
it Z I 0.16 ACRES I /
■ � / I I I �,, LOT : 25 I SQ FT $ _ � � y1•4�'
LOT : 22 LOT : 23 71 LOT : 24 0 7,077 SQ FT 0.16 ACRES _ /
rn LOT : 21 I nzo 7,077 SO FTI
10 426 SQ FT vi ��, 0.16 ACRES o 0.16 ACRES I - 1
/ co 7,573 SQ FT 7 242 SO FTI \ /
■ 0 ^ " 0.24 ACRES 0.17 ACRES I M 0.17 ACRES I I I I I I I I 33.66'
i� h I I I I I I I I --
L _ _ I I I I _ 5 RE R SETBA 52. COMMON
50' MANAGED USE
/ 32 - I" - I I 2 55.03' COMMON OPEN / / / // // / BUFFER ZONE (FROM TOP OF
• �� �Q O - J L 1596 41.65' SPACE / / / / / / CO BANK ON EACH SIDE)
92.22' 57.51' PROP. 5' / 25. ac.
V GRAVEL PATH / /
57.51' / / /
59.13' 57.80'
I REO FUNDING
BK. 5801, PG. 703
Q / / ti COMMON OPEN / / / �/ /
. J SPACE PROP. 10' DEDICATED CAROLINA ' FEMA TAX PIN: 07120005FORMERLY 80
l 1 O / THREAD TRAIL EASEMENT q / // �"// ,/ / ZONE AE / NWE�EYOCHAPEL
Y
(v W 35'X35' & 10'X70'
W ■ N
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ZEN o N N (TYP.) / WALKING TRAILSlo
�� / / / ��/ / /
J o n"' / / / / 100' UPLAND pQ
HUNTERS POINTE <� / / 4p� X00-'�2e BUFFER ZONE (FROM TOP OF / Q�
-.,,•_•• E COMMON AREA F` / / �/ �y � \
p 0' PROP�RjY `IN GROAVEL P. 'PATH WESLEY ICLE 409 l000lHAPEL / ���� /// BANK ON EACH S0) ` \
Q Z �► R3 ZONED R-40 O j //� \�
■ CO - /�.
••.. \,•••
GENERAL NOTES:
EXIST. DITCH CENTERLINE SDE PUBLIC STORM DRAINAGE EASEMENT
•••''•,,•• 1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY
ti••''•• EXIST. OVERHEAD POWER LINE PSDE PRIVE STORM DRAIANGE EASEMENT EAGLE ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
y �� •,
y •'••• 2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
�'•••• "�aEv� 3. THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD AREA AS DETERMINED BY THE
•\••\•••� EXIST. TOP OF BANK r••••'' - �® DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT. REFERENCE COMMUNITY PANEL NUMBER
�►••''' EXIST. WATER LINE 3710449700J DATED OCTOBER 16, 2008.
4. ELEVATION DATUM: NAVD88
EXIST. SEWER LINE 5. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE
OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR
EXIST. FENCE THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST.
THE MONUMENT SIGN PACKAGE &LIGHTING ELEVATION WILL BE UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES
BE REPORTED TO THE
SUBMITTED SEPARATELY BY THE OWNER OR THE CONTRACTOR. EXIST. STORM DRAINAGE PIPE FUTURE PHASE NOTES 6. PROVIDE MINIMUM OF 48 HOURAND PROPOSED EXCAVATIONHALL NOTICE TO OWNER OR REPRESEINTATIVE NEER IMMEDIATELY.
1. THE EXISTING HOUSE AND DRIVEWAY, LOCATED AT THE REAR OF FUTURE LOTS 17 - 20, WILL INTERRUPTION OF ANY EXIST. UTILITY, IF BEING UTILIZED.
EXIST. POWER POLE REMAIN TLONG AS IT IS OCCUPIED LO THE THE CURRENT RESIDENT OR UNTIL SUCH A TIME 7. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES GRAPHIC SCALE
DAMAGED DURING CONSTRUCTION.
PROPOSED STORM DRAINAGE PIPE THE CURRENT RESIDENT MOVES OFF THE PROPERTY. 8. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND 0 60' 120'
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1 HAVE BEEN MET. OVERHEAD UTILITIES.
PROPOSED CATCH BASIN 3. GRAVEL WALKING TRAIL THROUGH THIS AREA WILL BE CONSTRUCTED AFTER THIS PARCEL HAS 9. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
BEEN DEVELOPED. 10. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND ( IN FEET )
4. THE TOWN HOME BUILDINGS ARE CURRENTLY BEING DESIGNED AND A FINAL DETAILED SITE, APPROVALS HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS
PROPOSED JUNCTION BOX GRADING, AND UTILITY PLAN WILL BE COMPLETED AND SUBMITTED TO UNION COUNTY AT A MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, 1 inch = 60' ft.
© LATER DATE. DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
= SEAL =
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DENNIS A. MOORE, ET AL
BK. 6157, PG. 519
TAX PIN: M7120001
NOW OR FORMERLY
UNION COUNTY
MATCHL 1 NE SHEET C-2.2
p•1
5' GRAVEL
WALKING TRAIL
\\ 0.31 ACRES
L-4.05 �, MATCHL 1 NE SHEET C-2.5
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REO FUNDING
BK. 5801, PG. 703
TAX PIN: 07120003
NOW OR FORMERLY
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I-UTURE PHASE NOTES
1. THE EXISTING HOUSE AND DRIVEWAY, LOCATED AT THE REAR OF FUTURE LOTS 17 - 20, WILL REMAIN AS LONG
AS IT IS OCCUPIED BY THE THE CURRENT RESIDENT OR UNTIL SUCH A TIME THE CURRENT RESIDENT MOVES OFF
THE PROPERTY.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1 HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH THIS AREA WILL BE CONSTRUCTED AFTER THIS PARCEL HAS BEEN DEVELOPED.
4. THE TOWN HOME BUILDINGS ARE CURRENTLY BEING DESIGNED AND A FINAL DETAILED SITE, GRADING, AND
UTILITY PLAN WILL BE COMPLETED AND SUBMITTED TO UNION COUNTY AT A LATER DATE.
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COMMON OPEN
SPACE
REO FUNDING
BK. 5801, PG. 703
TAX PIN: 07120005 80
NOW OR FORMERLY
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THE MONUMENT SIGN PACKAGE & LIGHTING ELEVATION WILL BE
SUBMITTED SEPARATELY BY THE OWNER OR THE CONTRACTOR.
LEGEND
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EXIST. TOP OF BANK
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EXIST. WATER LINE
SS-
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EXIST. FENCE
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OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR
EXIST. POWER POLE
THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST.
PROPOSED STORM DRAINAGE PIPE
UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES
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GENERAL NOTES:
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AL
BK. 6157, PG. 519
TAX PIN: M7120001
NOW OR FORMERLY
UNION COUNTY
DENNIS A. MOORE, ET
AL
BK. 6157, PG. 519
TAX PIN: M7120001
NOW OR FORMERLY
UNION COUNTY
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7,836 SO FT o ��
MATCHLINE SHEET C-2.4 MATCHLINE SHEET C-2.4
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LEGEND
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GENERAL NOTES:
EXIST.
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THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD AREA AS DETERMINED BY THE
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DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT. REFERENCE COMMUNITY PANEL NUMBER
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1. THE EXISTING HOUSE AND DRIVEWAY, LOCATED AT THE REAR OF FUTURE LOTS 17 -
8.
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PROPOSED
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9.
ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1 HAVE BEEN
10.
THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND
GRAPHIC SCALE
1
PROPOSED
CATCH BASIN
MET.
APPROVALS HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS
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MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY,
0 60' 120'
PARCEL HAS BEEN DEVELOPED.
DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
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4. THE TOWN HOME BUILDINGS ARE CURRENTLY BEING DESIGNED AND A FINAL DETAILED
SITE, GRADING, AND UTILITY PLAN WILL BE COMPLETED AND SUBMITTED TO UNION
( IN FEET)
COUNTY AT A LATER DATE.
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100' UPLAND
BUFFER ZONE (FROM TOP OF
BANK ON EACH SIDE)
\ W
\ CL
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BK. 5801, PG. 703
TAX PIN: 07120003
NOW OR FORMERLY
\ \ •�_ _ J \ . INDIAN TRAIL
ZONED: SF -5
\\ \ \ I PROPOSED
\ 10' CAROLINA TREAD '
TRAIL EASEMENT
i
s \
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BK. 5801, PG. 703
TAX PIN: 07120005A
NOW OR FORMERLY
INDIAN TRAIL
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TRAIL EASEMENT
� 1
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20' STREAM SIDE BUFFER (FROM
5 TOP OF BANK - EACH SIDE)
s
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5 \
50' MANAGED USE ss \
BUFFER ZONE (FROM TOP OF
BANK ON EACH SIDE)
COMMON OPEN / ` \ 100' UPLAND \
I • / ` \ \ s BUFFER ZONE (FROM TOP OF 1
\ \ ss\\\ \ �� ss� mss SEW SM 11, - SPACEs\\ BANK ON EACH SIDE) '
\ / ' S� •,•��___�� \ \ 50' MANAGED USE
\ \ \ BUFFER ZONE (FROM TOP OF
45.31' / \ BANK ON EACH SIDE)
-__ 68.75'
/00,
46.55' S REPR i L _ _ 49 12 \ \ \ \ \ 20' STREAM SIDE BUFFER (FROM ESM1
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LOT : 187 1 I II I LOT : 185 \ 69 \ \ \ EX _ SS
10,045 SQ S I ��, 8,163 SQ FT G LOT : 184SS-
UN-NAMED / 0.23 ACRES I LOT : 186 91 I ri 7,697 SQ FT - ESMT•
\ _ ss
0.19 ACRES M / / \ O� \ \ _ -ss-
LOT ARY SEWER
TRIBUTARY \ 0 1 9,476 SQ FT I 0.18 ACRES o _
0.22 ACRES I I : 183 / / \ \ _ -SAN
r M1 8,150 SQ FT Q \ ss _ _ Ss - 30
0.19 ACRES EXIST.
\ M� LOT : 00°\ \ I I _ \ L-19.80I� // /^ //7,818LOT18
188 SQ
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"IV 1=35.01
LOT
w 6,912 SQBFT
�0889 0.16 ACRES,
•p o 10 PSDE a \
w l- - - - _/ 53A r 00 P-1, 46 / L=8.43 LOT : 180
_ _ .74
R-300. STOP <� /\ s
�` - - 130.00' - w9 10 42 tJ3'W �0 SIGN sg / /. ?o /,1,50 / 0.16 ACRES
p ON L=76.54 \\� �0�, yC / \ ?
Z - - - - - �\� N L=32.30 %� ' L=44.30 L=44.30 0 ! a30 % .� T SFT ^ / LOT : 179 \
� r 1 LOT 189 \ 4.81' L=/22.66 �I�� / r X90 / / 7.558 SQ FT >/ / \
N 9,286 SQ FT LOT : 191 0.17 ACRES /� \
FUTURE PHASE I o �� 0.21 ACRES > �� 10'X J0' 7,544 SQ FTI
N 36 0.17 ACRES
T25 T2 T29
SINGLE FAMILY / sy SIGH
1 �\ / / \ \
o I ATTACHED UNITS
LOT Rs, �/e`/ F 7\ � / LOT 178SO FT o0j
/\ 13p 0p, ` ` �� 10,209 SQ FT 2\ C O / 70.17 ,566 ACRES
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\ 9,913 SQ FT M
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Co \ In o> /^) M / /i/ \ ? 6,787 SQ FT / 2, \
146.0' \ \ 7 la" v ^� W / lv�j ° 4" 0.16 ACRES
+38-- - ,2 / co /z / �. LOT : 162 / /� 50. yo• / s,•
6.80 LOT : 193 / /^ \ 0.19 ACRES / / 0 / �/ PROPOSED
\ / J h 8,445 SQ FT
7,506 SQ FT o S / x
DENNIS A. MOORE, ET AL 0.17 ACRES /°� 13 / / / a/ S °� / LOT : 176 \ S92'
N 0 \/ � �' �� ' 7,409 SQ FT \ / 10' CAROLINA TREAC
BK. 6157, PG. 519 / 0 \ \ L=6.64 / 0' .� '%
/ / ��, LOT : 161 F` 0.17 ACRES \ A, TRAIL EASEMENT
TAX PIN: M7120001 -- \ I I rn w/ ,SO J / 7,701 SO FT / °� �• cP , �/ / \ 44 �
10.0' PSD I / a 13 M S' 0.18 ACRES / O I p ti / \ 9,
NOW OR FORMERLY _ _�1 ` / �/ ool• \ w• /� \ \ /
UNION COUNTY I I I 1 - - I / LOT : 194 \ 51 k J �/ �° 10'X70 6+,
r2a 50.0 174:1 r3o I SQE ` \ 7,094 SQ FT `moo, o /, \ \ 56 4g \ �y�' SIGHT C"\ �\\ J / / LOT : 175 / \
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ACRES / SO FT/ \�O \\ \ / ^ // LOT : 174
T23 10- 0 W T31 LOT : 195 aa' LOT 164 / \
Q / : I ' PSDE � > 7,664 SQ FT o �
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LOT : 159 v // o O 519
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FUTURE PHASE I / h � 4� ^� \ h , � \
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SINGLE FAMILY ! %. ry� QjV r ss�j, �O / O �? STREET WHEN
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I U I I _ U I ' LOT : 197 4 /\ /c, ryo ' \ 161 2.04' G, 8,437 SQ FT 0.21 ACRES 7 S7'
a• / 22', 0.19 ACRES
m m I / 9,866 SQ FT /`� dop ra \ \ / \ \ h N o v 7470 /U REO FUNDING
1 a2 1 BASIN #4 0.23 ACRES /\ M LOT : 167 \ \ o o o
w w _ / N \ o \ U �° '� N 2' �� �' BK. 5801, PG. 703
/ 9,069 SQ Fr \ / / h v>05*
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0.
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O - ^ \ \ 123
. - - - - ,34, / v LOT : 157 "'- 7,322 Sq FT �� WESLEY CHAPEL
CL w STORMWATER BMP N / \ / 7,818 SQ FT /'' 0.17 ACRES
p I LOT 198 -�' \ �/ / 0.18 ACRES O /
JI T17 O Lo I Q T37 I ACCESS EASEMENT 6,858 sQ Fr a r:' \ \ \ \ �. �� �o°` 24/ oo '406
N I N \ 0.16 ACRES 0 Cd LOT : 168 1' 7 /M oo v
I- I I L �- Cv Al
8,871 SQ FT N \ u�
8 0 \ N cl/ \ \ N V O/S
ry
h 0.20 ACRES / 1 \ n '� Q) �`��
LLI1= lu l `30 07• \ / J .' /� LOT 150 70
Lu 0 X13 / \ o Q o y �/ 7,301 SQ FT o
Z o I T16 I I I T38 I \ \ I� °.°°'' ���- In �} 168.11_ 2.56' O N / \ \ //' /� O 0.17 ACRES SQ / Q
0_ O V o I W N i\ °'t / �' / LOT : 156 n n� o O �/ / F j O
7,955 SQ FT
� 0_ •O- Y LOT : 199 O `� _ � � � 4�2 / o � Q
J to qj . o' n = 7
U F I 1 FUTURE PHASE -13 Q / 0.18 ACRES 'to
> w U 7,398 SQ FTo (�
N I rt s � N i� Q 0.17 ACRES00
W I O b 1 SINGLE FAMILY o m o�N ^ \
Il 1 ATTACHED UNITS m �- w - _ - _ n �' 12,204 SQ FT /� / \ \ \ N
�/ LOT : 149 \
h 0 oN ��76.641 SQ FT �
O I \ _ _ 0_28 ACRES / / 130 00• \ \ v / 8 ACRES /
1
TI -1 I Tao I \ Q I^ 130.61' -i , 4Q a /
-il 000 1 rn Li I �I_ o LOT : 155 0/ `13j83•\ N
I LOT : 200 20' SDE h / 9,360 SQ FT
O 7,246 SQ FT v 9 0 - \
1 in N 0.21 ACRES %
T13 p 1 Ito I Tat N i 0.17 ACRESLo o 158.11 - / ` o to / / 7048Ls° FT
■■o■■■■■■■■■■■m■■■ 9113000000000010000000soon 0
MATCHLINE SHEET C-2.6 MATCHLINE SHEET C-2.6
THE MONUMENT SIGN PACKAGE & LIGHTING ELEVATION WILL BE
SUBMITTED SEPARATELY BY THE OWNER OR THE CONTRACTOR.
LEGEND GENERAL NOTES:
EXIST. DITCH CENTERLINE SDE PUBLIC STORM DRAINAGE EASEMENT 1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY
EXIST. OVERHEAD POWER LINE PSDE PRIVE STORM DRAIANGE EASEMENT EAGLE ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
EXIST. TOP OF BANK 3. THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD AREA AS DETERMINED BY THE
DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT. REFERENCE COMMUNITY PANEL NUMBER
EXIST. WATER LINE 3710449700J DATED OCTOBER 16, 2008.
4. ELEVATION DATUM: NAVD88
EXIST. SEWER LINE 5. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE
OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR
THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST.
EXIST. FENCE FUTURE PHASE NOTES UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES
AND PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
EXIST. STORM DRAINAGE PIPE 1. THE EXISTING HOUSE AND DRIVEWAY, LOCATED AT THE REAR OF FUTURE LOTS 17 - 20, WILL REMAIN 6. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO
INTERRUPTION OF ANY EXIST. UTILITY, IF BEING UTILIZED.
AS LONG AS IT IS OCCUPIED BY THE THE CURRENT RESIDENT OR UNTIL SUCH A TIME THE CURRENT
7. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES
EXIST. POWER POLE RESIDENT MOVES OFF THE PROPERTY. DAMAGED DURING CONSTRUCTION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1 HAVE BEEN MET. 8. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
PROPOSED STORM DRAINAGE PIPE 3. GRAVEL WALKING TRAIL THROUGH THIS AREA WILL BE CONSTRUCTED AFTER THIS PARCEL HAS BEEN OVERHEAD UTILITIES.
DEVELOPED. 9. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PROPOSED CATCH BASIN 4. THE TOWN HOME BUILDINGS ARE CURRENTLY BEING DESIGNED AND A FINAL DETAILED SITE, GRADING, 10. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND
AND UTILITY PLAN WILL BE COMPLETED AND SUBMITTED TO UNION COUNTY AT A LATER DATE. APPROVALS HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS
MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY,
PROPOSED JUNCTION BOX DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
GRAPHIC SCALE
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NOT TO SCALE
TEMPORARY PLASTIC PROTECTION FENCE
1. FENCE MATERIAL SHALL BE A HIGH-DENSITY POLYETHYLENE MESH, ULTRAVIOLET -STABILIZED MIN. 2 YEARS; MINIMUM HEIGHT 4.0 FEET. AND SHALL BE HIGH -VISIBILITY ORANGE POSTS: RIGID
METAL OR WOOD POSTS, MINIMUM LENGTH 6.0 FEET. FENCE TIES SHALL BE STEEL WIRE, #14 GAUGE OR NYLON CABLE TIES.
2. WARNING SIGNS: SHEET METAL PLASTIC OR OTHER RIGID WATERPROOF MATERIAL 1.5 FEET BY 2.0 FEET WITH 4 INCH BLACK LETTERS ON A WHITE BACKGROUND. TEXT SHALL BE:
"PROTECTED SITE - KEEP OUT" UNLESS OTHERWISE SPECIFIED.
1. FENCES SHALL BE ERECTED PRIOR TO MOVING CONSTRUCTION EQUIPMENT ONTO ANY AREA DESIGNATED FOR PROTECTION.
2. THE FENCE LINE, AS INDICATED ON THE PLANS, SHALL BE STAKED BY A LICENSED REGISTERED SURVEYOR.
3. WHERE USED FOR PROTECTION OF INDIVIDUAL TREES, FENCE SHALL BE PLACED AT THE DRIP LINE (EXTENT OF CANOPY). IF NOT POSSIBLE, PLACEMENT SHALL BE AS CLOSE TO THE DRIP
LINE AS POSSIBLE AND IN NO CASE LESS THAN 5.0 FEET AWAY FROM THE TREE TRUNK.
4. ON APPROVAL OF THE STAKEOUT POSTS SHALL BE SECURELY DRIVEN ON 12.0 FOOT -MAXIMUM CENTERS NORMAL TO THE GROUND TO A DEPTH 1/3 OF THE TOTAL POST LENGTH. PLASTIC
BARRIER FENCE SHALL BE PLACED ALONG THE SIDE OF ALL POSTS. ENDS OF FENCING SEGMENTS SHALL OVERLAP A DISTANCE OF AT LEAST ONE HALF THE FENCE HEIGHT.
5. FENCING SHALL BE SECURED TO POSTS WITH WIRE OR CABLE TIES AT TOP, MIDDLE AND BOTTOM OF POST. FASTENER SHALL BE TIGHT ENOUGH TO PREVENT THE FENCING FROM SLIPPING
DOWN. OVERLAPS SHALL ALSO BE SECURELY FASTENED.
6. WARNING SIGNS SHALL BE MOUNTED ON THE FENCE AT NO MORE THAN 100 FOOT INTERVALS.
7. MAINTENANCE SHALL COMMENCE IMMEDIATELY AFTER ERECTION OF THE FENCE AND CONTINUE UNTIL ONE WEEK PRIOR TO ACCEPTANCE OF THE CONTRACT, AND SHALL CONSIST OF:
REPLACING DAMAGED POST(S) AND FENCING; RE -FASTENING AND TIGHTENING FENCING; AND RESTORING FENCE TO ITS INTENDED HEIGHT.
8. FENCING USED FOR TREE OR OTHER VEGETATION PROTECTION SHALL NOT BE TEMPORARILY REMOVED TO ALLOW EQUIPMENT ACCESS OVER A PROTECTED AREA, EXCEPT AS REQUIRED FOR
ITEMS OF WORK SPECIFICALLY SHOWN ON THE PLANS AND/OR APPROVED BY THE ENGINEER IN WRITING.
TREE PROTECTION NOTES
THE START OF GRADING INVOLVING THE LOWERING OF EXISTING GRADE AROUND A STREET OR STRIPPING OF TOPSOIL A CLEAN SHARP VERTICAL CUT SHALL BE MADE
AT THE OF END THE ON THE ROOTS OUTSIDE THE TREE SAVE AREA. THIS SHALL OCCUR AT THE SAME TIME THAT OTHER EROSION CONTROL MEASURES ARE
INSTALLED. THE TREE PROTECTION FENCING SHALL BE INSTALLED ON THE SIDE OF THE CUT FARTHEST AWAY FROM THE TREE TRUNK AND SHALL REMAIN IN PLACE
UNTIL ALL CONSTRUCTION IS COMPLETED.
2. NO STORAGE OF MATERIALS, FILL, OR EQUIPMENT AND NO TRESPASSING SHALL BE ALLOWED WITHIN THE BOUNDARY OF THE PROTECTED TREE AREA.
3. TREE PROTECTION AREA EQUALS ONE FOOT OF RADIUS FOR EVERY INCH OF DIAMETER OF EXISTING TREE, OR SIX FOOT RADIUS WHICH EVER IS GREATER
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BOTH INTERMITTENT STREAMS, & PERENNIAL STREAMS ARE PRESENT ONSITE.
PROPOSED SITE IMPROVEMENTS INCLUDE A PERMANENT CULVERT STREAM CROSSING
RESULTING IN THE THE LOSS OF 140 LF OF INTERMITTENT TRIBUTARY. A TEMPORARY
DISTURBANCE TO INSTALL SANITARY SEWER CROSSING WILL RESULT IN EXCAVATION
WITHIN 20 LINEAR FEET A INTERMITTENT TRIBUTARY.
REFERENCE 404 GENERAL PERMIT SAW -2016-01541 (MOORE FARM DEVELOPMENT)
SOILS:
SOILS FOUND ON THIS SITE INCLUDE THE FOLLOWING:
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CONSTRUCTION SEQUENCE:
1. OBTAIN LAND DISTURBANCE APPROVAL
Stabilization Time Frame Exception
2. HOLD A PRE -CONSTRUCTION MEETING WITH PERMITTEES, ENGINEERS, INSPECTORS, CONTRACTORS.
7 days
3. OBTAIN TEMP. DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCE
• 00
4. FLAG ALL BUFFER ZONES AND TREE SAVE AREAS PER PLANS
Wt�
5. CLEAR & GRUB ONLY AS NECESSARY FOR INSTALLATION OF PERIMETER CONTROLS ON WEST SIDE OF STREAM CROSSING.
7 days
6. INSTALL PERIMETER CONTROLS (E.G., SILT FENCE) ON WEST SIDE OF STREAM CROSSING.
m � M
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7. CLEAR & GRUB ONLY IN AREAS OF BASINS/ TRAPS/ PONDS ON WEST SIDE OF STREAM CROSSING.
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7 days
8. INSTALL BASINS/ TRAPS/ PONDS AND INSTALL DIVERSIONS TO THOSE STRUCTURES ON THE WEST SIDE OF THE STREAM
below.
CROSSING (OUTLET STRUCTURES MUST BE COMPLETELY INSTALLED AS SHOWN ON THE DETAILS BEFORE PROCEEDING TO
Know what's
NEXT STEP; AREAS DRAINING TO THESE STRUCTURES CANNOT BE DISTURBED UNTIL THE STRUCTURES AND DIVERSIONS TO
Call
THE STRUCTURES ARE COMPLETELY INSTALLED)
before you di
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9. ONCE COMPLETED CONTACT THE NC DEQ INSPECTOR FOR AN ON-SITE INSPECTION. UPON APPROVAL, FURTHER LAND
TOTAL PROJECT AREA: 116.11 ACRES p
TOTAL AREA OF R/W DEDICATION: 0.23 ACRES CALL 1-800.632.4949 OR 811
DISTURBING ACTIVITIES MAY BEGIN.
USEABLE ACREAGE: 115.88 ACRES
10. ONCE LAND LAND DISTURBING ACTIVITY HAS COMMENCED ON WEST SIDE OF STREAM CROSSING ALL TEMPORARY
�±
OPEN SPACE: 56.07 ACRES WWWlNC811lORG
MEASURES FOR STREAM CROSSING SHALL BE INSTALLED PER NCDEQ STD. 6.70 (TEMP. CULVERT, RIP -RAP CROSSING,
HQW Zones)
STONE DIVERSIONS)
TOTAL IMPERVIOUS AREA
11. AFTER TEMP. STREAM CROSSING IS IN PLACE PREVIOUS STEPS 4-9 SHALL BE COMPLETED ON THE EAST SIDE OF THE
AT COMPLETION 39.8. ACRES
NC ONE -CALL CENTER
STREAM CROSSING.
PROPOSED DISTURBANCE: 75 ACRES12.IT
ITS THE LAW!
IS THE RESPONSIBILITY OF THE CONTRACTOR TO PHASE/STAGE EROSION CONTROL TO ALLOW FOR CONSTRUCTION.
W
13. CONTRACTOR SHALL INSPECT AND REPAIR ALL EROSION DEVICES AT LEAST ONCE A WEEK AND AFTER EVERY RAINFALL.
WATERSHED
GRADING ACTIVITY SHALL BE PROHIBITED IN THE AREAS OF THE SEDIMENT CONTROL DEVICES/SEDIMENT TRAPS UNTIL THE
WW
AREAS UPSTREAM OF THESE DEVICES HAVE BEEN STABILIZED AND APPROVED.
SITE IS LOCATED IN THE CATAWBA RIVER BASIN, SITE DRAINS TO UN -NAMED
14. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC.. SEED AND
TRIBUTARY, DAVIS MILL CREEK AND PRICE MILL CREEK, THEN OFFSITE TO TWELVE MILE
CREEK AND THEN DISCHARGING INTO THE CATAWBA RIVER.
MULCH DENUDED AREAS WITHIN FOURTEEN (14) CALENDAR DAYS OF COMPLETION OF ANY PHASE OF CONSTRUCTION
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15. INLET PROTECTION SHALL BE ADDED TO ALL STORM DRAINS AS THEY ARE INSTALLED AND SHALL REMAIN UNTIL ALL
WETLANDS:
AREAS UPSTREAM OF THE DRAINS ARE COMPLETELY STABILIZED.
THIS PROJECT HAS DELINEATED WETLANDS PRESENT ONSITE. PROPOSED SITE
16. CONTRACTOR SHALL MAINTAIN TEMPORARY DIVERSION AT THE TOP OF FILL SLOPES GREATER THAN 10 FEET. DIVERSION
IMPROVEMENTS WILL RESULT IN THE DISTURBANCE OF EXISTING WETLANDS.
SHALL BE ROUTED TO SLOPE DRAINS DURING FILL PLACEMENT AND SHALL REMAIN IN PLACE UNTIL THE SLOPE IS
REFERENCE 404 GENERAL PERMIT SAW-2016-01541(MOORE FARM DEVELOPMENT)
COMPLETELY STABILIZED WITH ESTABLISHED VEGETATION.
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17. WHEN SITE IS APPROVED BY INSPECTOR, REMOVE TEMPORARY DIVERSIONS, SILT FENCING, SEDIMENT BASINS, ETC.., AND
RIPARIAN BUFFERS:
SEED OUT OR PAVE ANY RESULTING BARE AREAS.
BOTH INTERMITTENT STREAMS, & PERENNIAL STREAMS ARE PRESENT ONSITE.
PROPOSED SITE IMPROVEMENTS INCLUDE A PERMANENT CULVERT STREAM CROSSING
RESULTING IN THE THE LOSS OF 140 LF OF INTERMITTENT TRIBUTARY. A TEMPORARY
DISTURBANCE TO INSTALL SANITARY SEWER CROSSING WILL RESULT IN EXCAVATION
WITHIN 20 LINEAR FEET A INTERMITTENT TRIBUTARY.
REFERENCE 404 GENERAL PERMIT SAW -2016-01541 (MOORE FARM DEVELOPMENT)
SOILS:
SOILS FOUND ON THIS SITE INCLUDE THE FOLLOWING:
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` `` °v'v°°vv av'vv o°'va v'v°vvvv°vavv°vavv°vavv'vv v'v°vvv°v'ovv°'va v'v°vvvv°vav'v°vavvv
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_ _ , 000zoo° o°o°o �0000:o°vv
oaoa°0000°oo 000 ,0000°° WORK NOT TO OCCUR IN STREAM
= oo STAGING AREAS TO BE LOCATED AT LEAST 50 FEET FROM TOP OF STREAM BANK.
' �o�0000000a�000a000000�e<�
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� - 1) CLEARLY FIELD MARK THE LOCATION OF ALL DELINEATED WETLAND BOUNDARIES AND TREES AND SHRUBS TO BE PROTECTED.
i = - ;�, aoe^o�o:o°0000°s000 °o°°000vo°0000°s000'o�ooe'so°ova
2 CLEAR AND GRUB ONLY VEGETATION NECESSARY FOR CONSTRUCTION OF UTILITY LINE AND NOT MORE THAN 1 DAY BEFORE CONSTRUCTION IS TO OCCUR. INSTALL
SILT FENCE AS NEEDED.
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3) INSTALL 36" DIAMETER FLUME PIPE AND SANDBAG DAMS AT BOTH ENDS TO DIRECT STREAM FLOW THROUGH THE PIPE. PUMP ANY SEDIMENT -LADEN WATER WITHIN
' \ ' THE WORK AREA TO A SEDIMENT FILTER BAG.
4) STRIP TOPSOIL AND BEGIN UTILITY TRENCH EXCAVATION FOR UTILITY LINE INSTALLATION.
1 ,
' 5) LOCATE ANY STOCKPILES AT LEAST 10 FEET BACK FROM TOP OF STREAM BANK. INSTALL 18" SILT FENCE BETWEEN THE STREAM AND TEMPORARY STOCKPILES.
6) INSTALL TRENCH PLUGS ON BOTH SIDES OF STREAM CHANNEL WHILE TRENCH IS OPEN.
7) IMMEDIATELY UPON COMPLETION (1 DAY) OF UTILITY LINE INSTALLATION, BACKFILL TRENCH TO RECONSTRUCTION GRADES, REPLACE TOPSOIL, AND STABILIZE ALL
\ DISTURBED AREAS. INSTALL AN EROSION CONTROL BLANKET ON ALL DISTURBED AREAS WITHIN 50' OF THE STREAM.
8) REMOVE FLUME PIPE AND SANDBAGS UPON STABILIZATION OF THE STREAM CHANNEL.
\ ' \ 9) REMOVE ALL REMAINING EXCESS MATERIAL TO A DISPOSAL SITE WITH AN APPROVED EROSION & SEDIMENT CONTROL PLAN.
10) INSTALL WATER BARS ACROSS UTILITY LINE RIGHT OF WAY TO DIVERT RUNOFF AWAY FROM DISTURBED AREA NEAR STREAM.
GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exception
Perimeter dikes, swales, ditches
7 days
None
and slopes
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High Quality Water (HQW) Zones
7 days
None
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If slopes are 10' or less in length
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X49. oa° 000°ooov<oo°<oo°°°°0000°000vo°°°°°°°°°°v°°v°v °v°°
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' �o�0000000a�000a000000�e<�
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� - 1) CLEARLY FIELD MARK THE LOCATION OF ALL DELINEATED WETLAND BOUNDARIES AND TREES AND SHRUBS TO BE PROTECTED.
i = - ;�, aoe^o�o:o°0000°s000 °o°°000vo°0000°s000'o�ooe'so°ova
2 CLEAR AND GRUB ONLY VEGETATION NECESSARY FOR CONSTRUCTION OF UTILITY LINE AND NOT MORE THAN 1 DAY BEFORE CONSTRUCTION IS TO OCCUR. INSTALL
SILT FENCE AS NEEDED.
A
3) INSTALL 36" DIAMETER FLUME PIPE AND SANDBAG DAMS AT BOTH ENDS TO DIRECT STREAM FLOW THROUGH THE PIPE. PUMP ANY SEDIMENT -LADEN WATER WITHIN
' \ ' THE WORK AREA TO A SEDIMENT FILTER BAG.
4) STRIP TOPSOIL AND BEGIN UTILITY TRENCH EXCAVATION FOR UTILITY LINE INSTALLATION.
1 ,
' 5) LOCATE ANY STOCKPILES AT LEAST 10 FEET BACK FROM TOP OF STREAM BANK. INSTALL 18" SILT FENCE BETWEEN THE STREAM AND TEMPORARY STOCKPILES.
6) INSTALL TRENCH PLUGS ON BOTH SIDES OF STREAM CHANNEL WHILE TRENCH IS OPEN.
7) IMMEDIATELY UPON COMPLETION (1 DAY) OF UTILITY LINE INSTALLATION, BACKFILL TRENCH TO RECONSTRUCTION GRADES, REPLACE TOPSOIL, AND STABILIZE ALL
\ DISTURBED AREAS. INSTALL AN EROSION CONTROL BLANKET ON ALL DISTURBED AREAS WITHIN 50' OF THE STREAM.
8) REMOVE FLUME PIPE AND SANDBAGS UPON STABILIZATION OF THE STREAM CHANNEL.
\ ' \ 9) REMOVE ALL REMAINING EXCESS MATERIAL TO A DISPOSAL SITE WITH AN APPROVED EROSION & SEDIMENT CONTROL PLAN.
10) INSTALL WATER BARS ACROSS UTILITY LINE RIGHT OF WAY TO DIVERT RUNOFF AWAY FROM DISTURBED AREA NEAR STREAM.
GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exception
Perimeter dikes, swales, ditches
7 days
None
and slopes
M
g
Wt�
High Quality Water (HQW) Zones
7 days
None
m � M
m
If slopes are 10' or less in length
Slopes steeper than 3:1
7 days
and are not steeper than 2:1, 14
ry
days are allowed.
Slopes 3:1 or flatter
14 days
7 -days for slopes greater than 50
CL CL
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feet in length.
All other areas with slopes flatter
14 days
None (except for perimeters and
than 4:1.
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HQW Zones)
* "Extensions of time may be approved by the permitting authority based on weather or other
site-specific conditions that make compliance impracticable." (Section 11.13 (2)(b)).
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
1. PORTABLE TOILET FACILITIES SHALL NOT BE LOCATED WITHIN 20 FEET OF ANY STORMWATER STRUCTURE AND/OR 50
FEET OF ANY WATER COURSE, WETLAND AREA, STREAM, FLOODPLAIN, OR LAKE.
2. STOCKPILES OF USEABLE AND/OR WASTE MATERIALS SHALL HAVE APPROPRIATE MEASURES INSTALLED TO PREVENT
EROSION AT ALL TIMES. STOCKPILES THAT ARE UNDISTURBED FOR MORE THAN FOURTEEN (14) DAYS SHALL HAVE
APPROPRIATE STABILIZATION MEASURES INSTALLED. STOCKPILES SHALL BE PLACED A MINIMUM OF 50 FEET AWAY FROM
DESIGNATED BUFFERS, WETLANDS, WATER BODIES, STORMWATER INLET STRUCTURES, ADJACENT PROPERTY, AND PUBLIC OR
PRIVATE ROADWAYS.
3. ALL CONCRETE RELATED PRODUCTION, CLEANING AND MIXING ACTIVITIES SHALL BE DONE IN THE DESIGNATED CONCRETE
MIXING/WASHOUT LOCATIONS AS SHOWN ON THE EROSION CONTROL PLAN. UNDER NO CIRCUMSTANCE MAY WASHOUT
WATER DRAIN ONTO THE PUBLIC RIGHT OF WAY OR INTO ANY PUBLIC OR PRIVATE STORM DRAIN COLLECTION SYSTEM.
4. SLOPES OF 33% (-3H:lV) OR GREATER SHALL BE STABILIZED WITH SYNTHETIC OR VEGETATIVE MATS, IN ADDITION TO
HYDROSEEDING. IT MAY BE NECESSARY TO DIVERT FLOWS AROUND STEEP SLOPE DISTURBANCES BY INSTALLING
TEMPORARY SLOPE DRAINS OR DIVERSION DITCHES WITH ROCK CHECK DAMS DURING CONSTRUCTION. INITIATE
STABILIZATION MEASURES ON ANY EXPOSED STEEP SLOPE (3H:1 V OR GREATER) WHERE LAND -DISTURBING ACTIVITIES
HAVE PERMANENTLY OR TEMPORARILY CEASED, AND WILL NOT RESUME FOR A PERIOD OF 7 CALENDAR DAYS.
5. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE WHERE
CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE MORE THAN FOURTEEN (14)
DAYS AFTER WORK HAS CEASED EXCEPT AS STATED BELOW.
5.1. WHERE STABILIZATION BY THE 14TH DAY IS PRECLUDED BY SNOW COVER OR FROZEN GROUND CONDITIONS
STABILIZATION MEASURES MUST BE INITIATED AS SOON AS PRACTICABLE.
5.2. WHERE CONSTRUCTION ACTIVITY ON A PORTION OF THE SITE IS TEMPORARILY CEASED, AND EARTH -DISTURBING
ACTIVITIES WILL BE RESUMED WITHIN 14 DAYS, TEMPORARY STABILIZATION MEASURES DO NOT HAVE TO BE INITIATED
ON THAT PORTION OF THE SITE.
6. PROVIDE SILT FENCE AND/OR OTHER CONTROL DEVICES, AS MAY BE REQUIRED, TO CONTROL SOIL EROSION DURING
UTILITY CONSTRUCTION. ALL DISTURBED AREAS SHALL BE CLEANED, GRADED, AND STABILIZED IMMEDIATELY AFTER THE
UTILITY INSTALLATION. FILL COVER AND TEMPORARY SEEDING AT THE END OF EACH DAY ARE RECOMMENDED. IF WATER
IS ENCOUNTERED WHILE TRENCHING, THE WATER SHOULD BE FILTERED TO REMOVE SEDIMENT BEFORE BEING PUMPED BACK
INTO ANY WATERS OF THE STATE.
7. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF CONSTRUCTION UNTIL THE
COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED AREAS HAVE BEEN PERMANENTLY STABILIZED.
ADDITIONAL CONTROL DEVICES MAY BE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR
OFFSITE SEDIMENTATION. ALL TEMPORARY CONTROL DEVICES SHALL BE REMOVED WITHIN 30 DAYS OF CONSTRUCTION
COMPLETION AND SITE STABILIZATION.
16. TEMPORARY DIVERSION BERMS, DITCHES OR SLOPE DRAINS WILL BE PROVIDED AS NEEDED DURING CONSTRUCTION TO
PROTECT WORK AREAS FROM UPSLOPE RUNOFF AND/OR TO DIVERT SEDIMENT -LADEN WATER TO APPROPRIATE TRAPS
OR STABLE OUTLETS.
17. ALL WATERS OF THE STATE (WOS), INCLUDING WETLANDS, ARE TO BE FLAGGED OR OTHERWISE CLEARLY MARKED IN THE
FIELD BEFORE ANY LAND DISTURBANCE ACTIVITIES OCCUR. A DOUBLE ROW OF SILT FENCE IS TO BE INSTALLED IN ALL
AREAS WHERE A 50 -FOOT BUFFER CAN'T BE MAINTAINED BETWEEN THE DISTURBED AREA AND ALL WOS. A 10 -FOOT
BUFFER SHOULD BE MAINTAINED BETWEEN THE LAST ROW OF SILT FENCE AND ALL WOS. A MINIMUM 5 -FOOT BUFFER
SHALL BE MAINTAINED BETWEEN THE LAST ROW OF SILT FENCE AND ALL OTHER WATER BODIES.
18. LITTER, CONSTRUCTION DEBRIS, OILS, FUELS, AND BUILDING PRODUCTS WITH SIGNIFICANT POTENTIAL FOR IMPACT (SUCH
AS STOCKPILES OF FRESHLY TREATED LUMBER) AND CONSTRUCTION CHEMICALS THAT COULD BE EXPOSED TO STORM
WATER MUST BE PREVENTED FROM BECOMING A POLLUTANT SOURCE IN STORM WATER DISCHARGES.
19. MINIMIZE THE DISCHARGE OF POLLUTANTS FROM EQUIPMENT AND VEHICLE WASHING, WHEEL WASH WATER, AND OTHER
WASH WATERS. WASH WATERS MUST BE TREATED IN A SEDIMENT BASIN OR ALTERNATIVE CONTROL THAT PROVIDES
EQUIVALENT OR BETTER TREATMENT PRIOR TO DISCHARGE.
20. MINIMIZE THE EXPOSURE OF BUILDING MATERIALS, BUILDING PRODUCTS, CONSTRUCTION WASTES, TRASH, LANDSCAPE
MATERIALS, FERTILIZERS, PESTICIDES, HERBICIDES, DETERGENTS, SANITARY WASTE AND OTHER MATERIALS PRESENT ON
THE SITE TO PRECIPITATION AND TO STORMWATER.
21. MINIMIZE THE DISCHARGE OF POLLUTANTS FROM SPILLS AND LEAKS AND IMPLEMENT CHEMICAL SPILL AND LEAK
PREVENTION AND RESPONSE PROCEDURES.
22. MINIMIZE THE DISCHARGE OF POLLUTANTS FROM DEWATERING OF TRENCHES AND EXCAVATED AREAS. THESE DISCHARGES
ARE TO BE ROUTED THROUGH APPROPRIATE BMPS (SEDIMENT BASIN, FILTER BAG, ETC.).
23. THE FOLLOWING DISCHARGES FROM SITES ARE PROHIBITED:
a. WASTEWATER FROM WASHOUT OF CONCRETE, UNLESS MANAGED BY AN APPROPRIATE CONTROL;
b. WASTEWATER FROM WASHOUT AND CLEAN OUT OF STUCCO, PAINT, FORM RELEASE OILS, CURING
C. COMPOUNDS AND OTHER CONSTRUCTION MATERIALS;
d. FUELS, OILS, OR OTHER POLLUTANTS USED IN VEHICLE AND EQUIPMENT OPERATION AND MAINTENANCE; AND
e. SOAPS OR SOLVENTS USED IN VEHICLE AND EQUIPMENT WASHING.
24. AFTER CONSTRUCTION ACTIVITIES BEGIN, INSPECTIONS MUST BE CONDUCTED AT A MINIMUM OF AT LEAST ONCE EVERY
CALENDAR WEEK AND MUST BE CONDUCTED UNTIL FINAL STABILIZATION IS REACHED ON ALL AREAS OF THE
CONSTRUCTION SITE.
25.I1F EXISTING BMPS NEED TO BE MODIFIED OR IF ADDITIONAL BMPS ARE NECESSARY TO COMPLY WITH THE REQUIREMENTS
OF THE NPDES PERMIT AND/OR DEQ'S WATER QUALITY STANDARDS, IMPLEMENTATION MUST BE APPROVED EITHER BY THE
ENGINEER OR DEQ INSPECTOR AND BE COMPLETED BEFORE THE NEXT STORM EVENT WHENEVER PRACTICABLE. IF
IMPLEMENTATION BEFORE THE NEXT STORM EVENT IS IMPRACTICABLE, THE SITUATION MUST BE DOCUMENTED AND
ALTERNATIVE BMPS MUST BE IMPLEMENTED AS SOON AS REASONABLY POSSIBLE.
26. ALL SEDIMENT AND EROSION CONTROLS SHALL BE INSPECTED UNTIL CONSTRUCTION IS COMPLETE AND THE SITE IS
PERMANENTLY STABILIZED.
27. DAMAGED, INEFFECTIVE BMPS NEED TO BE MAINTAINED WITHIN SEVEN (7) CALENDAR DAYS, BEFORE THE NEXT
INSPECTION OR AS REASONABLY POSSIBLE AND BEFORE THE NEXT STORM EVENT WHENEVER PRACTICABLE TO MAINTAIN
THE CONTINUED EFFECTIVENESS OF STORMWATER CONTROLS.
28.GRADED SLOPES AND FILLS SHALL BE PROTECTED WITH A ROLLED EROSION CONTROL PRODUCT IF COMPLETED OUTSIDE
OPTIMUM GERMINATION SEASONS WHEN UNFAVORABLE WEATHER CONDITIONS PREVENT ESTABLISHMENT OF VEGETATIVE
GROUND COVER
29. SEDIMENT TRAPS AND BASINS NEED TO BE STABILIZED IMMEDIATELY AFTER INSTALLATION. THIS INCLUDES THE INTERIOR
WALLS AS WELL AS CREST AND OUTSIDE WALLS.
30. MAINTAIN DIVERSIONS ALONG THE TOP OF FILL SLOPES AND SLOPE DRAINS DURING THE FILL PLACEMENT PROCESS THESE
SHOULD REMAIN IN PLACE UNTIL THE FILL SLOPES HAVE BEEN ADEQUATELY STABILIZED WITH ESTABLISHED VEGETATION
31. SKIMMER/SEDIMENT BASINS SHALL NOT BE CONVERTED TO PERMANENT STORMWATER BMP POND UNTIL ALL AREAS
UPSTREAM OF THE BASINS ARE COMPLETELY STABILIZED.
32.01NICE CONSTRUCTION ACROSS THE STREAMS/CREEK IS COMPLETED, INSTALL SILT FENCE AND/OR ADDITIONAL MEASURES
ADJACENT TO THE STREAM/CREEK UNTIL THE AREA IS STABILIZED.
33. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN APPROVED EROSION
CONTROL PLAN, A SITE REGULATED UNDER THE MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE DIVISION OF
SOLID WASTE MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY ACTIVITIES ON SITE
MUST BE DISPOSED OF AT A FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF
SOLID WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS.
34.RUNOFF FROM THE BUILDING PADS AND OTHER RELATIVELY LEVEL AREAS SHALL NOT BE ALLOWED TO SHEET FLOW OVER
FILL SLOPES.
o GRAPHIC Q SCALE
400`
Disturbed Area: 75.00 AC.
( IN FEET )
1 inch = 200 ft.
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I \ EXIST. STRUCTUR PROP. LIMITS
T0 REMAIN OF DISTURBANCE
I 1 1
EXIST. STORAGE I EXIST. STRUCTURES
'
REMOVED RS TO BE TO BE REMOVED i
I I Z o E
PROP. SILT 1 1
w
I',FENCE IA,, !
l %CP=ERTY LIN ( \ ,
� 1
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' ■� , , I \ R 0,'1.6
EXIST. STRUCTURES ■ © © 0 0, \ ' I P 01'ERTY LIN /
a' = I _ + 0, TO BE REMOVED \ 0'0 0 E
0 1', o EXIST. WELL ■ p �� PROP. SILT FENCE' 1 , f 1 I'
D TO BE ABANDONED ■ I I S p OUTLET I ` ,\' ■', ' '' I 'I I 1 j ; \
11 ;' 1 1 1 1 1 p 6,L� \
EXIST. 1: 006,
EXIST. STORAGE 0 ■ t0' 01 1 f I 11 1 1'
BARN CONTAINERS TO BE ©' ■ I ; \ 0 ', 0, I `' ,'1 ■' I ' j j 1 1 1 j ; 1 I ■//+ J
r REMOVED �, ■• �� �O © —I ' ' ' 1 I ' ' ' i I © ♦I I
I 1
■ �3 rn01
i � � �' '''�'•1 111♦ �I
0 1 PROP. TEMP
0 EXIST. STRUCTURE ■ DIVISION DITCH
TO REMAIN ®1.80% 0� iI I ''�0,� -
1 0' I. j' I 1 j' EXIST. POND l
\ 0 EXIST. STRUCTURES',; (TO REMAIN)
'I I TO BE REMOVED ; ; ; PROP. ' I I j ' , 1 1 I EXIST. 15" CULVERT // I
iT0 REMAIN)IL
\` \
I 0 FENCE
!I - ■ 0 PROP. CONCRETE WASHOUT AREA ULT ;
PROP. 48 LF OF ' -� - \, , 1 I 1 1 ' 1 _ :,' '01
„I ■ PROP. SILT FENCE I ,, , 1 I , , OUTLET #13 (TYP.) I 6j
18” 18 RCP 01.0%''j� // ©-' © I OUTLET ` �' ,i I i i 1 615
fJ © ���' 10 0' ;'', I , ; f ;,, I I I a DA: 0..60 ACI / f
I b r I �R�P. LIMITS •\ , , \ , ,�
e .�
OF DISTURBANCE 0
' GDS
� �� PROP. 36„ TEMP �''' TEMP ROCK
PIPE CROSSING �' I CHECK DAM (TYP
0 0.65%
2 VERT SEPARATH
1
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P 0.20 x100
• 1 I
TEMP. CONSTRUCTION i o
+ - P OR 100 O.C.
I �� i , ' � 1 � ' ' i � ,PROP RIP RAP TEM
Exls>RivEwa I ENTRANCE f I J ■ \ :. \ • ; m'
'STREAM CROSSING �•
.; � f, 1 I / ; - / ; - � ■ � ''' � I � , `'f ' �_ I , , - - ' ,; " � PROP. TEMP,
I / DIVISION DITCH' 62
cfn i i ', 1 i , �' / . _ ■ 0 1.00% S
11 o
TEMP ROCK �` \ 1 , , I , I � 7 ` ■ �- — 625
CHECK DAM (TYP.) an'p ] 1
- - 2 VERT . ARATION
'
1' I 1 I
DI
s c., 100 O.C.
� PROP. STONE , , ,`', 1 1 ; -I
I � So ♦ �' FLOW DIVERTER ' � i f , f � i � �(, I PROP. STONE PROP. RIP RAP
i I „ , ,'� r , 1 ,, \ ' FLOW DIVERTER FILTER RING
' / w 6 HIGH(MIN.) '', , I ` ' ' i '' i i ;(' 1; 6" HIGH(MIN.)
m / ♦ LA PROP. TEMP i i 1 ' , ' I 1 , PROP. 18" TEMP
0 / DIVISION DITCH ' '' 1 PIPE CROSSING
II I ♦ I 01.6090
ISI ■ ; 1 T�I'',,1,(y, �' __ __- -__-
X�� /� ♦
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TREE SAVE AREA I I " J� 1, I , I 1 i, 'i 1 PROP. 5 i i ' t \ PIPE CROSSING y
■ PROP. 18 TEMP _ i `` ) I 1 , PILLWAY. 620.00 ,1 \ 01.00%
\ O I ♦ I PIPE CROSSING "\; i { i ' , \ ■I, N-
nl '' 11 I r 1 y co
Ii 1:_I ■ I ; 01.6090 11 1 1 ) 1 ,,
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�I { ■ I I „�'', OUTLET 12 TYP.
■ / ' \ 'A
PROP.
(DA: 0.20 AC) p
■ ' PROP. 8 SLOPE
�' ' I Q ;1''; , RISER STRUCTURE
ID ♦' / DRAIN 1� 'I:, ; (REF. SHEET 03.10 FOR ; 1�, 615 —
,;;1 ` DESIGN O F0) \ PROP. SILT 6
A �I 1I I ♦ / PROP. 4" FAIRCLOTH 'I i� X i t 1 ,I.1,1 � 1�
SII J/ I 1' SKIMMER ORIFICE DIA:3.4" ; f' PROP. 11 Lx8 Wx6 D I FENCE
1, �0 \'' , 1 CLASS A RIPRAP ■.���
,; ■ ��
PROP. LIMITS PROP. SKIMMER BASIN A �; ' 1 1 m 1 ti ■ ■��� ■
I f , , ■ /
CI ' II '1 / ■ OF DISTURBANCE 32,616 CU. FT. REQUIRED VOLUME ;�"', ' ,�, ,I II' '� \ 623 Am
\ ♦ / 44 201 CU. FT. PROVIDED VOLUME 1 1 v' ' \ ■,�� spa
II • � 1',' 1 ■ �� EX
0 0 6�0 10,735 SQ. FT. REQUIRED AREA tib o \' i i i' �'. * A Ds
\ I i — s _ ♦ ; 11,035 SQ. FT. PROVIDED AREA 1 'i (' PROP. SILT FENCE \ PROP. LIMITS 1 ;l
r ♦ I BASIN BOTTOM ELEVATION _ 613.00OUTLET �OF DISTURBANCE I
� I i BASIN DEPTH - 6 FEET
0 , 0� , I ' , : - RISER STRUCTURE<
63 ♦ 0' I 6�s ��� i , I , 1 f i M� ' ' �� - - 6�0 (REEF. SHEET C3r11 FOR '
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© DESIGN 1"�
DRIVEW-� ♦I g35 \ i '� ' i' , r
t.. r► PROP. 10 Lx8 W,
f ■. 1 ► _ , I, CLASS A RIFjiAP
' ■ ' 1 1 \ START OF / ♦ ,
EXIST. WETLANDS " ♦, ' ��
►- ' ExIST. WELL
DISTURBANCE +'
` 1 ' # REF. 404 PERMIT
o ', ' 1 1 SAW -2016-01541 ♦� ' 60°
w' 0 1
0 PROP. • _ � ;j ; , �` �\ ; 1 � ' ' � � ; ,' ' . � . \: ~'J � ' hoe, ��y �^ ,
630' 1 \ 1 BAFFLES \ 6�y ; 1 '. \ I I ... 11111111
. �� i►
0 e _ \ \\;, OS ��, _
PROP. 45 LF OF / 0 NOW OR FORMERLY 1 \ f ' , ; \ WETLANDS
18" RCP 01.0%
i ABBIE &STEPHEN
- - _ _ - D. TAX PIN# 07138003A
1
DB 6767 PG 533 ��►���_ 1 \ \ \A I 1 y 1 i'
1 ' I ©/ .. 1 PROP. TOP
\ PROP. 20'x100 ,j- OF BERM
62S �' TEMP. CONSTRUCTION 625.0.
ENTRANCE
PROP. CONCRETE WASHOUT AREA 1 PROP. 8" SLOPE
PROPOSED STOCK PILE tOGATION. ALL STOCKPILE AREAS DRAI�F _
�' ■ ■ i co I SHALL BE WRAPPED WITH SILT FENCE AND STABILIZED AS 1 , , , '\ , r r ' 1 I T. i i / + 0 sz,
"�� , , _ ■ SOON AS POSSIBLE. CONTRACTOR SHALL COORDINATE
6 1 I ' ■ ■ ■ • ■ / ALTERNATE STOCK ILE_LOCATiONS WITH EROSION \ ; ` , •■�, ; I '` 1 , i ; ' ' ` I
20 I CONTROL INSPE6R PRIOR TO INSTALTION. NO STOCK' \ ♦ , • 1 ' I ,
�' • ^ PROP. T WIDE , I PILES SHALL LOCATED WITHIN 50 FEET OF�ANY STORM TEMP ROCK
SPILLWAY DRAIN, BASIN, OR STREAM UNLESS NO ALTERNATIVE 15 CHECK DAM (TYP.) � �; '\` 1 1• F 1 ' � I 1 � , ♦ � '\�I
II EL: 618.00 / F,EASIBLEI \ 2 VERT SEPARATION 1 •1 , I , 1 f 1 , \, \ ��`
' ® I Mo \ OR 100'O.C.
`615 ' PROP.
�W�` BAFFLES _ PROP. TEMP A �,�'
PROP. 2.5" FAIRCLOTH ; DIVISION DITCH �� TREE \ C
SKIMMER ORIFICE DIA: 2.1" It PROTECTIVE
PROP. TREE 0 2.09e FENCING f
- ' � - - - - ♦ 18 I ti PROP. SILT FENCE � '\ • �,• ' r 1 i , �
I1' ♦ x� 6t5y l ; .�♦ ' PROTECTIVE \ \ OUTLET #1 (TYP.)
a. ae FENCING
1 1 '
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A, 1' \ PROP. SKIMMER BASIN B ( )
6�0 w ♦ I 15,768 CU. FT. REQUIRED VOLUME j \ N \ , , �� \ ' i , 1 PROP. SILT F f f
— J \ 615 16,674 CU. FT. PROVIDED VOLUME - I ' \ 0 1 r ' ' I FENCE
. _ _ _ � , ` _ _ ♦ o`,rn � PROP. LIMITS 1 . �rn \ '�
6,722 SQ. FT. REQUIRED AREA � ■ � • ' . ,' - 1 ° ' I I ' ' '• ' '
7,002 SQ. FT. PROVIDED AREA l ■, OF DISTURBANCE \ \o
BASIN BOTTOM_ ELEVATION = 615.00 ■ up �� ; + 1 i i i ' D i i ,
BASIN DEPTH = 4 FEET / ■ 6, ��s• �� , +' (, , i , , ,
/� , , ' ( ■ �- \ HIGH ,
PROP. TEMP �"� ■ ' \ POINT \ \ \ i , , , ; ,
PROP. 11'Lx8'Wx6"D , ' \ DIVISION DITCH 01.8% ■ ; 1 1' �' \ ' 1 ' D
CLASS A RIPRAP Z�':� I ' ■ l ] \ \ ' ; PROP. 5' WIDE f 1
♦ \ ■ ♦ I 0, PROP. SILT \� 1 STONE SPILLWAY ;
' l �' ( \ ��� , FENCE 1 ♦ \ i
ELEV.
620.00
v� l �' ► �� ' ' ; i I.
Ili ^� • ■ 1 TEMP ROCK ! ■ i ; \� PROP. SILT FENCE
`o I CHECK DAM (TYP.) 639 / OUTLET #2 (TYP.) ♦
PROP. LIMITS ■� 2 VERT SEPARATION \ I S ` (DA. 0.27 AC) ♦ irk
;I OF DISTURBANCE OR 100'O.C.■` UNDISTURBED / i �'
�� ■I PROP. LIMITS' ■ TREE SAVE AREA : ♦ 11 I �„ 'll 1
I OF DISTURBANCE ■j I ♦ , ' ' I i ' ' ''' '
PROP. 5' WIDE ♦ , i { ' '' 1
I I ;STONE SPILLWAY ♦ / �,,, , i
011, s21 s,9 \X� ELEV. 620.00 ♦ i 1 , , ' 1 f -i
TOTAL PROJECT AREA: 116.11 ACRES
TOTAL AREA OF R/W DEDICATION: 0.23 ACRES
USEABLE ACREAGE: 115.88 ACRES
OPEN SPACE: 56.07 ACRES
TOTAL IMPERVIOUS AREA
AT COMPLETION 39.8 ACRES
PROPOSED DISTURBANCE: 75 ACRES
WATERSHED
SITE IS LOCATED IN THE CATAWBA RIVER BASIN, SITE DRAINS TO UN -NAMED TRIBUTARY, DAVIS MILL CREEK AND PRICE
MILL CREEK, THEN OFFSITE TO TWELVE MILE CREEK AND THEN DISCHARGING INTO THE CATAWBA RIVER.
WETLANDS:
THIS PROJECT HAS DELINEATED WETLANDS PRESENT ONSITE. PROPOSED SITE IMPROVEMENTS WILL RESULT IN THE
DISTURBANCE OF EXISTING WETLANDS. REFERENCE 404 GENERAL PERMIT SAW -2016-01541 (MOORE FARM
DEVELOPMENT)
RIPARIAN BUFFERS:
BOTH INTERMITTENT STREAMS, & PERENNIAL STREAMS ARE PRESENT ONSITE. PROPOSED SITE IMPROVEMENTS INCLUDE
A PERMANENT CULVERT STREAM CROSSING RESULTING IN THE THE LOSS OF 140 LF OF INTERMITTENT TRIBUTARY. A
TEMPORARY DISTURBANCE TO INSTALL A SANITARY SEWER CROSSING WILL RESULT IN EXCAVATION WITHIN 20 LINEAR
FEET A INTERMITTENT TRIBUTARY.
REFERENCE 404 GENERAL PERMIT SAW -2016-01541 (MOORE FARM DEVELOPMENT)
SOILS ON SITE CONSIST OF:
• BAB - BADIN CHANNERY SILT LOAM 2 TO 8PERCENT SLOPES
• BAC - BADIN CHANNERY SILT LOAM 8 TO 15PERCENT SLOPES
• BDB2 - BADIN CHANNERY SILTY CLAY LOAM 2TO 8 PERCENT SLOPES MODERATELY ERODED
• BDC2 - BADIN CHANNERY SILTY CLAY LOAM 8TO 15 PERCENT SLOPES MODERATELY ERODED
• CHA - CHEWACLA SILT LOAM 0 TO 2PERCENT SLOPES FREQUENTLY FLOODED
• GOC - GOLDSTON VERY CHANNERY SILTLOAM 4 TO 15 PERCENT SLOPES
• GSB - GOLDSTON-BADIN COMPLEX 2 TO 8PERCENT SLOPES
• SCA - SECREST-CID COMPLEX 0 TO 3PERCENT SLOPES
• WYB - WYNOTT GRAVELLY LOAM 2 TO 8PERCENT SLOPES
Disturbed Area: 75.00 AC.
GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exception
Perimeter dikes, swales, ditches
7 days
None
and slopes
m
g
TEMPORARY DIVERSION DITCH
High Quality Water (HQW) Zones
7 days
None
m M
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LLU
?
If slopes are 10' or less in length
Slopes steeper than 3:1
7 days
and are not steeper than 2:1, 14
CALL 1-800-632.4949 OR 811
EXIST. DITCH CENTERLINE
days are allowed.
Slopes 3:1 or flatter
14 days
7—days for slopes greater than 50
IT'S THE LAW!
EXIST. WATER LINE
feet in length.
All other areas with slopes flatter
14 days
None (except for perimeters and
than 4:1.
EXIST. FENCE
HQW Zones)
* "Extensions of time may be approved by the permitting authority based on weather or other
ite—specific conditions that make compliance impracticable." (Section ILB (2)(b)).
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
EROSION CONTROL LEGEND
■ = = = = = ■
TD—TD—TD—TD—TD—
A D--►TD--►TD--►TD--►TD—
CONSTRUCTION ENTRANCE
LIMITS OF DISTURBANCE
,
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TREE PROTECTIVE FENCING
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Know what's below.
RIP RAP APARON
Call before you dig.
TEMPORARY CHECK DAM
CALL 1-800-632.4949 OR 811
EXIST. DITCH CENTERLINE
WWW,NC811.ORG
EXIST. OVERHEAD POWER LINE
NC ONE -CALL CENTER
EXIST. TOP OF BANK
IT'S THE LAW!
EXIST. WATER LINE
W
EXIST. SEWER LINE
O
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GRAPHIC SCALE
EXIST. FENCE
0 60' 120'
EXIST. STORM DRAINAGE PIPE
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( IN FEET )
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■ ' _ 1 ♦ I DIVISION DITCH 0 1.8% / ■ /, / (. \ \ \ \ \ \ I \ \ 1 + i i + �' 1 \ I I 1 I
PROP. 11 Lx8 Wx6 D ♦ I I I I / / / / ! I I I \ I / I I I 1 1 / I, 1\ \ \ PROP. 5 WIDE / 61, I 1 1 \I \ (\ I 1 \ I 1 ♦ 1
■ \ CLASS A RIPRAP ( �c�\ / / I I I / / / / / ■ , ♦ I I / / 1 1 ( I \ \ \ \ \ p PREP. S�L'T \ \ \ t STONE SPILLWAY'
■ - I I , ELEV. 620.00
/ FENCE
1 1 ♦ I / 1 / / / I 1 \ I
■ a--,— �. If �1j1� \I I // ♦` j I r I I I /(/ / � ( j � ( ■ I I♦ I \ � \ I \ 1 ` \ \ �\ \ \ 1 I / / � il(I111 � ��
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■ ■ /I \ I / h / t / / _ I It 1 \ �\ \ ♦ PROP. SILT FENCE ' , i ♦ ,1�, ' / / \ \ / 1 , I I I 1 1 \ \♦ \
■ 1 F + III I I I cc I I r ( / / CHECK DAM TYP. 63 / I I I I r \ \ \ \ 1 \ 1 ( �♦ ' ' ♦ �/� ' / / \ / I I I
■ 1 t / I` I -J / // ( ) / 9 ♦ I / / I ) 1 \ 1 I l i i ' i / / I 1 1
■ ■ ■ I I / I I / ■ I 2 VERT SEPARATION t ! I I I 1 OUTLET #2 (TYP.) ♦ , , , , t / /� J
PROP. LIMITS \ / / / ♦ ♦ / , , , / / / I I I I \ \
/ PROP. TEMP \ i , , i I /
■ — , —■— — I II• / I I OF DISTURBANCE \ \ I r I I 1 \ I OR 100'O.C. UNDISTURBED ♦ / / I I I DIVISION DITCH I I 1 \ 1 (DA: 0.27 AC) , / / i
■ ■ / C \ (l I \ , \ ` - I ■ \ 1 I I ( 1 1 I 1 \ \ PROP. LIMITS I ■ \ TREE SAVE AREA ♦ I / / I ' \ I ( \ \ ♦ I ' I \ I /MP�ROCK J 1 I ( 1
OF DISTURBANCE \ ♦ / J f \ I I \I I I I 1 \ / I / _ 1
■ � / \ / \ � \ \ I / ■ / I / � \ I � 1 I � ,II\\ ,III / 4 ♦ , � � ' i ,' / l � t / / / �y -CHECK D'/4M
■ ■■ ■■ 1 1I \ II IIfI• � � t< I III III` ( 1\ \ / I \ I J II -)I /( �_// ^\/ \/ \I ! � / \I ( I ) /� / I /\ \ \ I\ \ I r� 1I 1 1 \ I 1 I \ \ 1\ \ 1I I( \ ( / \ � /\ / i■ 1 \ \ / (♦ i (\ / II � / / / / / J / II PROP. TEMP. SED TRAP -1 I 27 9x
2 RT `SEP
I PROP. 5• WIDE
6,588 CU. FT. REQUIRED VOLUME] / / ♦' � OR 1000,C./ STONE SPILLWAY
7,594 CU. FT. PROVIDED VOLUME I 1 620.00 — — — — ELEV:2,098 SQ. FT. REQUIRED AREA
l l
l
1
■ — , ■— — I I / 7 /moi / \ \ \ \ I I / < ` \ \ ♦
■■ — ' / III / II 1 \` j/ / % (i\ IL — j 1/ I / , / / /r / I 1 \I 1 \ \ \ \ \ \ \ \ \ _ /�/// // /( II I
3,244
PROVIDED 0COS BASINBOTTOM ELEVATION
2.43ac. BASIN DEPTH 3.5 FEETOli-
I
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TOTAL PROJECT AREA:
116.11 ACRES
TOTAL AREA OF R/W DEDICATION:
0.23 ACRES
USEABLE ACREAGE:
115.88 ACRES
OPEN SPACE:
56.07 ACRES
TOTAL IMPERVIOUS AREA
EXIST. OVERHEAD POWER LINE
AT COMPLETION
39.8 ACRES
PROPOSED DISTURBANCE:
75 ACRES
SITE IS LOCATED IN THE CATAWBA RIVER BASIN, SITE DRAINS TO
UN -NAMED TRIBUTARY, DAVIS MILL CREEK AND PRICE MILL CREEK,
THEN OFFSITE TO TWELVE MILE CREEK AND THEN DISCHARGING
INTO THE CATAWBA RIVER.
WETLANDS:
THIS PROJECT HAS DELINEATED WETLANDS PRESENT ONSITE.
PROPOSED SITE IMPROVEMENTS WILL RESULT IN THE DISTURBANCE
OF EXISTING WETLANDS. REFERENCE 404 GENERAL PERMIT
SAW -2016-01541 (MOORE FARM DEVELOPMENT)
RIPARIAN BUFFERS:
BOTH INTERMITTENT STREAMS, & PERENNIAL STREAMS ARE
PRESENT ONSITE. PROPOSED SITE IMPROVEMENTS INCLUDE A
PERMANENT CULVERT STREAM CROSSING RESULTING IN THE THE
LOSS OF 140 LF OF INTERMITTENT TRIBUTARY. A TEMPORARY
DISTURBANCE TO INSTALL A SANITARY SEWER CROSSING WILL
RESULT IN EXCAVATION WITHIN 20 LINEAR FEET A INTERMITTENT
TRIBUTARY.
REFERENCE 404 GENERAL PERMIT SAW -2016-01541 (MOORE FARM
DEVELOPMENT)
SOILS:
SOILS ON SITE CONSIST OF THE FOLLOWING:
•
BAB- BADIN CHANNERY SILT LOAM, 2 TO 8PERCENT SLOPES
•
BAC- BADIN CHANNERY SILT LOAM, 8 TO 15PERCENT SLOPES
• BDB2 - BADIN CHANNERY SILTY CLAY LOAM, 2TO 8 PERCENT
SLOPES, MODERATELY ERODED
• BDC2 - BADIN CHANNERY SILTY CLAY LOAM, 8TO 15 PERCENT
SLOPES, MODERATELY ERODED
• CHA- CHEWACLA SILT LOAM, 0 TO 2PERCENT SLOPES,
FREQUENTLYFLOODED
• GOC- GOLDSTON VERY CHANNERY SILTLOAM, 4 TO 15
PERCENT SLOPES
• GSB - GOLDSTON-BADIN COMPLEX, 2 TO 8PERCENT SLOPES
•
SCA- SECREST-CID COMPLEX, 0 TO 3PERCENT SLOPES
• WYB - WYNOTT GRAVELLY LOAM, 2 TO 8PERCENT SLOPES
°
GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exception
Perimeter dikes, swales, ditches
7 days
None
and slopes
m
g
EXIST. OVERHEAD POWER LINE
High Quality Water (HQW) Zones
7 days
None
EXIST. WATER LINE
?
If slopes are 10' or less in length
Slopes steeper than 3:1
7 days
and are not steeper than 2:1, 14
EXIST. STORM DRAINAGE PIPE
days are allowed.
Slopes 3:1 or flatter
14 days
7—days for slopes greater than 50
z°
W
feet in length.
All other areas with slopes flatter
14 days
None (except for perimeters and
than 4:1.
w
HQW Zones)
* "Extensions of time may be approved by the permitting authority based on weather or other
ite—specific conditions that make compliance impracticable." (Section ILB (2)(b)).
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
0 = = = = = 0
REO FUNDING
BK. 5801, PG. 703
TAX PIN: 07120005 80
NOW OR FORMERLY
WESLEY CHAPEL
CONSTRUCTION ENTRANCE
LIMITS OF DISTURBANCE
SILT FENCE
TD--►TD--►TD--►TD--►TD- TEMPORARY DIVERSION DITCH
EXIST. POWER POLE
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!
GRAPHIC SCALE
0 60' 120'
( IN FEET )
1 inch = 60' ft.
TREE PROTECTIVE FENCING
4
RIP RAP APARON
0
TEMPORARY CHECK DAM
w
5
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m
g
EXIST. OVERHEAD POWER LINE
0
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Z
EXIST. WATER LINE
?
EXIST. SEWER LINE
a�
EXIST. FENCE
J�
EXIST. STORM DRAINAGE PIPE
EXIST. POWER POLE
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!
GRAPHIC SCALE
0 60' 120'
( IN FEET )
1 inch = 60' ft.
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GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exception
Perimeter dikes, swales, ditches
7 days
None
and slopes
TREE PROTECTIVE FENCING
LUO
High Quality Water (HQW) Zones
7 days
None
Call before you dig.
TEMPORARY CHECK DAM
If slopes are 10' or less in length
Slopes steeper than 3:1
7 days
and are not steeper than 2:1, 14
NC ONE -CALL CENTER
EXIST. TOP OF BANK
days are allowed.
Slopes 3:1 or flatter
14 days
7—days for slopes greater than 50
a.
—
feet in length.
All other areas with slopes flatter
14 days
None (except for perimeters and
than 4:1.
EXIST. STORM DRAINAGE PIPE
HQW Zones)
* "Extensions of time may be approved by the permitting authority based on weather or other
ite—specific conditions that make compliance impracticable." (Section 11.6 (2)(b)).
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
J�� SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
CK
. 1, I i _c "17 \, 1 1 1 1 1 I ` , I IT, N
TOTAL PROJECT AREA: 116.11 ACRES
TOTAL AREA OF R/W DEDICATION: 0.23 ACRES
USEABLE ACREAGE: 115.88 ACRES
OPEN SPACE: 56.07 ACRES
TOTAL IMPERVIOUS AREA
AT COMPLETION 39.8 ACRES
PROPOSED DISTURBANCE: 75 ACRES
WATERSHED
SITE IS LOCATED IN THE CATAWBA RIVER BASIN, SITE DRAINS TO UN NAMED
TRIBUTARY, DAVIS MILL CREEK AND PRICE MILL CREEK, THEN OFFSITE TO TWELVE MILE
CREEK AND THEN DISCHARGING INTO THE CATAWBA RIVER.
WETLANDS:
THIS PROJECT HAS DELINEATED WETLANDS PRESENT ONSITE. PROPOSED SITE
IMPROVEMENTS WILL RESULT IN THE DISTURBANCE OF EXISTING WETLANDS.
REFERENCE 404 GENERAL PERMIT SAW -2016-01541 (MOORE FARM DEVELOPMENT)
RIPARIAN BUFFERS:
BOTH INTERMITTENT STREAMS, & PERENNIAL STREAMS ARE PRESENT ONSITE.
PROPOSED SITE IMPROVEMENTS INCLUDE A PERMANENT CULVERT STREAM CROSSING
RESULTING IN THE THE LOSS OF 140 LF OF INTERMITTENT TRIBUTARY. A TEMPORARY
DISTURBANCE TO INSTALL A SANITARY SEWER CROSSING WILL RESULT IN EXCAVATION
WITHIN 20 LINEAR FEET A INTERMITTENT TRIBUTARY.
REFERENCE 404 GENERAL PERMIT SAW -2016-01541 (MOORE FARM DEVELOPMENT)
SOILS:
SOILS FOUND ON THIS SITE INCLUDE THE FOLLOWING:
Disturbed Area: 75.00 AC.
EROSION CONTROL LEGEND
TD—TD—TD—TD—TD—
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CALL 1-800-632.4949 OR 811
EXIST. DITCH CENTERLINE
WWW,NC811.ORG
EXIST. OVERHEAD POWER LINE
NC ONE -CALL CENTER
EXIST. TOP OF BANK
IT'S THE LAW!
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ELEV. 611.00
TOTAL PROJECT AREA: 116.11 ACRES
TOTAL AREA OF R/W DEDICATION: 0.23 ACRES
USEABLE ACREAGE: 115.88 ACRES
OPEN SPACE: 56.07 ACRES
TOTAL IMPERVIOUS AREA
AT COMPLETION 39.8 ACRES
PROPOSED DISTURBANCE: 75 ACRES
WATERSHED
SITE IS LOCATED IN THE CATAWBA RIVER BASIN, SITE DRAINS TO UN -NAMED
TRIBUTARY, DAVIS MILL CREEK AND PRICE MILL CREEK, THEN OFFSITE TO TWELVE MILE
CREEK AND THEN DISCHARGING INTO THE CATAWBA RIVER.
WETLANDS:
THIS PROJECT HAS DELINEATED WETLANDS PRESENT ONSITE. PROPOSED SITE
IMPROVEMENTS WILL RESULT IN THE DISTURBANCE OF EXISTING WETLANDS.
REFERENCE 404 GENERAL PERMIT SAW -2016-01541 (MOORE FARM DEVELOPMENT)
RIPARIAN BUFFERS:
BOTH INTERMITTENT STREAMS, & PERENNIAL STREAMS ARE PRESENT ONSITE.
PROPOSED SITE IMPROVEMENTS INCLUDE A PERMANENT CULVERT STREAM CROSSING
RESULTING IN THE THE LOSS OF 140 LF OF INTERMITTENT TRIBUTARY. ATEMPORARY
DISTURBANCE TO INSTALL SANITARY SEWER CROSSING WILL RESULT IN EXCAVATION
WITHIN 20 LINEAR FEET A INTERMITTENT TRIBUTARY.
REFERENCE 404 GENERAL PERMIT SAW -2016-01541 (MOORE FARM DEVELOPMENT)
SOILS:
SOILS FOUND ON THIS SITE INCLUDE THE FOLLOWING:
Disturbed Area: 75.00 AC.
F
GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exception
Perimeter dikes, swales, ditches
7 days
None
and slopes
TEMPORARY DIVERSION DITCH
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High Quality Water (HQW) Zones
7 days
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TREE PROTECTIVE FENCING
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days are allowed.
Slopes 3:1 or flatter
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7—days for slopes greater than 50
EXIST. OVERHEAD POWER LINE
-
feet in length.
All other areas with slopes flatter
14 days
None (except for perimeters and
than 4:1.
NC ONE -CALL CENTER
HQW Zones)
* "Extensions of time may be approved by the permitting authority based on weather or other
rite—specific conditions that make compliance impracticable." (Section 11.13 (2)(b)).
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
EROSION CONTROL LEGEND
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GROUND STABILIZATION
Site Area Description
Stabilization Time Frame
Stabilization Time Frame Exception
Perimeter dikes, swales, ditches
7 days
None
and slopes
m
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CALL 1.800.632.4949 OR 811
High Quality Water (HQW) Zones
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None
WWW.NC811.ORG
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IT'I S THE LAW!
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* "Extensions of time may be approved by the permitting authority based on weather or other
ite—specific conditions that make compliance impracticable." (Section ILB (2)(b)).
NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) — DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID — M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014,
07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER
16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS
SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR TO
COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED EXCAVATION
SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT
ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION,
SPECIAL USE, SEWER AND WATER.
DEVELOPMENT NOTES
i
1. ROAD LIGHTING PLAN IS REPRESENT A PRELIMINARY CONCEPT. FINAL NUMBER AND
PLACEMENT STREET LIGHTS
WILL BE
PROVIDED BY THE
LIGHTS".UTILITY CONTRACTOR AND WILL
ADHERE TO TTHEUN FIEDDEVELOPDEVELOPMENT ORDINANCE"STREET
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE DONE BY THE OWNER OR
CONTRACTOR AND NOT INCLUDED IN THE CIVIL CONSTRUCTION PERMITTING PACKAGE.
3. ACTUAL LOCATION OF TREES TO BE DETERMINED BASED UPON HOUSE PLACEMENT. ALL
STREET AND REAR YARD TREES SHALL BE INSTALLED WITH HOUSE LANDSCAPE PACKAGE.
i PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL REMAIN AS LONG AS THE
CURRENT RESIDENT REMAINS OR UNTIL SUCH TIME AS THE CURRENT RESIDENT MOVES TO
/ A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1 HAVE BEEN MET.
/ 3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN CONDITIONS IN
/ NOTE 1 HAVE BEEN MET.
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NOTE: SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITHIN 7 DAYS.
SLOPES 3:1 OR FLATTER STABILIZATION SHALL BE PROVIDED WITHIN 14 DAYS.
EROSION CONTROL LEGEND
127
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\ 144
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145
146 , ' �% / ��. 'r CONSTRUCTION ENTRANCE
638 \ 14$. / \ \ �,�1� ■ ■ LIMITS OF DISTURBANCE
SILT FENCE ,
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EXIST. OVERHEAD POWER LINE
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EXIST. TOP OF BANK / J WWW.NC811.ORG
j
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C-3.8

METAL GRATE/TRASH RACK
W/ 4" OPENINGS
(RUST RESISTANT MATERIAL).
TRASH RACK SHALL BE HINGED
FOR EASY MAINTENANCE ACCESS
I9.
LEN FT
I
II LENGTH II
00
0;
TOP VIEW
TOP VIEW ' a.
104 f ` . < aLd
RISER TRASH RACK DETAIL
I� 9.0 FT
N.T.S. r
SIDE VIEW
RISER CONCRETE ANCHOR PAD
N.T.S.
100 YR. ELEV: 603.41
- - - I 5.00'
TOP OF BOX (OPEN)
ELEV 601.75
0.50' 4.00'
4" PVC SCH. 40
SUBMERGED ORIFICE
4" TEE WITH REMOVABLE
CAP FOR MAINTENANCE
WITH 2.5" DIA. ORIFICE OPENING
WQELEV: 601.25 -S7----------------
PERMANENT POOL _,S7_
EL. 600.00 -
1.00'
SUBMERGED ORIFICE INLET
TO BE V BELOW PERMANENT
POOL ELEV. 599.00
METAL GRATE/TRASH RACK TO BE INSTALLED
INSTALL BARS W/ 4" OPENING BETWEEN
(RUST RESISTANT MATERIAL)
STEPS FOR ACCESS
AND MAINTENANCE
36" RCP OUTLET PIPE @ 0.50% SLOPE
PROVIDE WATERTIGHT CONNECTION
TO STRUCTURE AND O-RING JOINTS
8" GATE VALVE
GROUT BOTTOM OF BOX
TO CREATE TROUGH
FOREBAY WEIR
EL. 600.00
600.00 (PERMANENT POOL)
2
1 FOREBAY 1�
I I
I I
ELEV: 601.25 I I
I I s
10' I 0.50'-
-
.50'-- - - - - - - - - - - - - ' •I
---- - - - - --
6.75'
DRAIN VALVE STEM •I ti
I � •
'I I
8" GATE VALVE I I
I � I
• J I
8" DIP DRAIN PIPE ' • 1 I
INV. ELEV. 595.50 I I
••I I
I I
5" ORIFICE
(CONNECTION FOR TEMP. SKIMMER)
5.00'
CONCRETE RISER
FRONT ELEVATION
NTS
Table 10-6, continued
Sample Operation and Maintenance Provisions for Wet Detention Basins
BMP element:
Potentialproblems:
How to remediate theproblem:
The vegetated shelf
Best professional practices
Prune according to best professional
The perimeter of thewet
show that pruning is needed
practices
detention basin
to maintain optimal plant
remove the gully, and then plant a
NTS
health.
grotrid cover and water until it is
Plants are dead, diseased or
Determine the source of the
established. Provide lime and a
ALISMA SUBCORDATUM
dying.problem:
soils, hydrology, disease,
QUILL SEDGE
Vegetation is too short or too
etc. Remedy the problem and
CHELONE GLABRA
.
replace plants. Proide aone-timev
The inlet device: pipe or
The pipe is clogged.
fertilizer application to establish the
swale
SOFT RUSH
ground cover if a soil test indicates
JOE PYE WEED
The pipe is cracked or
it is necessary.
EUPATORIADELPHUS MACULATUS
Weeds are present.
Remove the weeds, preferably by
PRIMROSE WILLOW
Erosion is occurring in the
hand, If pesticide is used, t%-ipe it on
PELTANDRA VIRGINICA
Swale.
the lams rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
KOSTELETZKYA VIRGINICA
a depth greater than the
sediment and remedy the problem it
DUCK POTATO
original design sediment
possible. Remove the sediment and
The forebay
storage depth.
dispose of it m a location is=here it
LONGLEAF LOBELIA
a depth greater than the
will not cause impacts to streams or
LOBELIA SIPHILITICA
original design depth for
the B".11P.
Algal growth covers over
Consult a professional to remove
dispose of it in a location where it
SCHOENOPLECTUS AMERICANUS
50% of the area.
and control the algal growth.
NARROW PLUMEGRASS
Cattails, phragmites or other
Remove the plants by wiping them
W
invasive plants cover 50 % of
with pesticide (do not spray).
WOOLGRASS
the 'basin surface.
protection such as reinforced turf
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
revent future erosion problems.
Evidence of muskrat or
Use traps to remove muskrats and
Remove the weeds, preferably by
beaver activity is present,
consult a professional to remove
beavers.
A. tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An artnual inspection by an
-Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving nater
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
I'Vater Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
0.50'
CONCRETE RISER
SIDE ELEVATION
NTS
TOP OF BOX (OPEN)
BOTTOM OF X WEIR (3 SIDES)
ELEV: 601.25
4" ORIFICE
INV. ELEV: 600.00
6.75'
8" DIP DRAIN PIPE
ELEV: 595.00
--AA
AA
FOREBAY BOTTOM EL=595
PROVIDE PIPE SUPPORT
FOREBAY BERM FOR TURN -DOWN ORIFICE
EL. 600.75 (SEE DETAIL BELOW)
5' TOP WIDTH WATER QUALITY POND:601.25
- - - - - - - - - - - - - - - - - - 4 - - - -
600.00 (PERMANENT POOL)
�1
METAL GRATE/TRASH RACK TO BE INSTALLED
INSTALL BARS W/ 4" OPENING BETWEEN
ON FOUR SIDES
(RUST RESISTANT MATERIAL)
ELEV: 601.25
STEPS FOR ACCESS
AND MAINTENANCE
36" RCP OUTLET PIPE @ 1.0% SLOPE
PROVIDE WATERTIGHT CONNECTION TO
STRUCTURE AND O-RING JOINTS
INV. ELEV. 595.50
GROUT BOTTOM OF BOX
TO CREATE TROUGH
BOTTOM
ELEV. 595.00
25' --�
3
1 SPILLWAY INVERT 1
- I EL. =603.50
CROSS SECTION - SPILLWAY SLAB
NTS
PROP. 3,000 PSI
CONCRETE #4 REBAR
@ 12" OC. EW
PROP. 8"
EL: 604.00 CONCRETE CURB
3:1 SLOPE J 12" DEEPx6"
THICK TOE WALL
EMERGENCY SPILLWAY SECTION
(CONNECTION FOR TEMP. 5" SKIMMER)
N.T.S.
SPILLWAY SLAB NOTES
1. CONCRETE FOR THE SPILLWAY SHALL BE 61N THICK, 3,000 PSI
2. SUBGRADE FOR THE SPILLWAY SLAB SHALL BE 2,000 PSF. (MIN.)
3. WELDED WIRE FABRIC WITHIN THE CONCRETE SLAB SHALL BE 61N X 61N MESH 10 GAGE STEEL WIRE.
4. WELDED WIRE FABRIC SHALL BE PLACED IN ACCORDANCE WITH ACI 302. 1 R-96.
Table 10-6
Sample Operation and Nfaintenance Provisions for Wet Detention Basins
BifP element.-
Potentialproblems-.
How to remediate theproblem:
The entire BINIP
Trash/ debris is present.
Remove tilt, trash/ debris.
The perimeter of thewet
? reas of bare soil ax -id/ or
Regrade the soil it necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
NTS
BOTTOM OF SHELF
grotrid cover and water until it is
SWEETFLAG
ASCLEPIAS INCARNATA
established. Provide lime and a
ALISMA SUBCORDATUM
WATER PLANTAIN
one-time fertilizer application,
QUILL SEDGE
Vegetation is too short or too
s aintain vegetation at a height of
CHELONE GLABRA
.
rely six inches.
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
swale
SOFT RUSH
sediment off-site.
JOE PYE WEED
The pipe is cracked or
Replace the pipe.
EUPATORIADELPHUS MACULATUS
otherwise damaged.
LUDWIGIA SPP.
PRIMROSE WILLOW
Erosion is occurring in the
Regrade the swale if necessary to
PELTANDRA VIRGINICA
Swale.
smooth it over and provide erosion
HALBERDLEAF ROSEMALLOW
PONTEDERIA CORDATA
control devices such as reinforced
KOSTELETZKYA VIRGINICA
SEASHORE MALLOW
turf matting or riprap to avoid
DUCK POTATO
LOBELIA CARDINALIS
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
LONGLEAF LOBELIA
a depth greater than the
sedimer:xt and remedy the problem if
LOBELIA SIPHILITICA
original design depth for
possible. Remove the sediment and
SOFT STEM BULRUSH
sediment storage.
dispose of it in a location where it
SCHOENOPLECTUS AMERICANUS
THREE -SQUARE BULRUSH
will not cause impacts to streams or
NARROW PLUMEGRASS
SCHOENOPLECTUS PUNGENS
the BNW.
W
Erosion has occurred.
provide additional erosion
WOOLGRASS
NC)
ON
protection such as reinforced turf
ZIZANIOPSIS MILIACEA
GIANT CUTGRASS
matting or riprap if needed to
revent future erosion problems.
IVeeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, ,%wipe it on
the plants rather than spraying.
:-7
TURN DOWN ORIFICE PIPE
GALVANIZED C -CHANNEL STRUT MATERIAL -
BOLTED TOGETHER SPACED AS NECESSARY
TO PROVIDE ADEQUATE SUPPORT
FINISH GRADE -
EMBED AS NECESSARY TO PROV E-
0
SU OR
GALVANIZED C -CHANNEL STRUT MAT IAL
ELEVATION
ORIFICE SUPPORT DETAIL
N.T.S.
1.5' SEDIMENT STORAGE EL=55
VEGETATED SHELF TO BE
6' WIDE OVER V RISE
PERMANENT POOL SHALL
BEAT MIDPOINT OF SHELF
1'
p PERMANENT
POOL
WET POND #1 SECTION
NOT TO SCALE
6
1�
THREE (3) SPECIES MIN. OF J
SHALLOW WATER
EMERGENT PLANTS
THREE (3) SPECIES MIN. OF VEGETATED SHELF
SHALLOW LAND PROFILE VIEW
HERBACEOUS PLANTS N.T.S.
SHALLOW WA
EMERGENT PLA
3 SPECIES
PERMANENTPOOL
EL=600.00
SHALLOW L
HERBACEOUS PLA
3 SPECIES
VEGETATED SHELF
PLAN VIEW
N. T. S.
PLACE COMPACTED FILL OVER
AND AROUND OUTLET PIPES
FOR COVER AND TO PROVIDE
ACCESS TO OUTLET STRUCTURE
EARTH BERM
EL. 604.50
10' TOP WIDTH
OUTLET 3.0'
STRUCTURE 3.0'
1�
1 6
1�
POND WEIR
EL. 603.50
25WIDE
1
ANTI-FLOT ANTI -SEEP
CONC. PADANTI-SEEP COLLAR
COLLAR
6' WIDE VEGETATED SHELF
INSIDE EDGE 6" BELOW PERM. POOL
OUTSIDE EDGE 6" ABOVE PERM. POOL
50: RIP -RAP
.595.0000 (MI� IMENT % 0
_STORAGE)
-SS S
WET BMP POND \ ,
ZOUTLET STRUCTURE PROP.
;(REF. DETAIL THIS MH /
NSHEET) - - - - - -
-13
\
60) ,
i
GRAPHIC SCALE
)� 0 30' 60'
IN FEET)
/ 1 inch = 30 ft.
®SHALLOW WATER
0"-6" BELOW NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
SHALLOW LAND
0"-12" ABOVE NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
TOPS OF BERMS EXTERIOR SLOPES OF CONTAINMENT BERMS SHALL BE PLANTED WITH CENTIPEDE GRASS
MINIMUM PLANTING REQUIREMENTS (PER NCDENR BMP MANUAL)
50 PLANTS PER 200 SF OF VEGETATED SHELF REQUIRED
AREA OF VEGETATED (LITTORAL) SHELF: 3,632 SF
MINIMUM NUMBER OF PLANTS: 909 PLANTS
USE THREE SPECIES EACH OF SHALLOW WATER EMERGENT,
AND SHALLOW LAND HERBACEOUS PLANTS: 151 OF EA. SPECIES
PLANTS SHOULD BE SPACED APPROXIMATELY 24" - 36" ON CENTER AND SHOULD
YIELD COVER IN APPROXIMATELY 1 - 2 YEARS.
THESE ENGINEERING DESIGN PROVISION ARE BASED PROVISIONS AND GUIDELINES BY THE
NORTH CAROLINA DIVISION OF WATER QUALITY STORMWATER BMP DESIGN MANUAL.
*REF: NCDENR STORMWATER BMP MANUAL CHAPTER 6 (LANDSCAPE AND SOIL COMPOSITION SPECIFICATIONS) P.6-1 - 6-12
TABLE 9-1 STORMWATER WETLAND PLANT RECOMMENDATIONS
(FROM NCDENR BMP MANUAL)
TOP OF SHELF
TER
SHALLOW
NTS
SHALLOW
WIN.
(HERBACEOUS PLANTS)
(HERBACEOUS
PLANTS)
AND
COMMON NAME
NTS
BOTTOM OF SHELF
WIN.
SWEETFLAG
VEGETATED SHELF
PLAN VIEW
N. T. S.
PLACE COMPACTED FILL OVER
AND AROUND OUTLET PIPES
FOR COVER AND TO PROVIDE
ACCESS TO OUTLET STRUCTURE
EARTH BERM
EL. 604.50
10' TOP WIDTH
OUTLET 3.0'
STRUCTURE 3.0'
1�
1 6
1�
POND WEIR
EL. 603.50
25WIDE
1
ANTI-FLOT ANTI -SEEP
CONC. PADANTI-SEEP COLLAR
COLLAR
6' WIDE VEGETATED SHELF
INSIDE EDGE 6" BELOW PERM. POOL
OUTSIDE EDGE 6" ABOVE PERM. POOL
50: RIP -RAP
.595.0000 (MI� IMENT % 0
_STORAGE)
-SS S
WET BMP POND \ ,
ZOUTLET STRUCTURE PROP.
;(REF. DETAIL THIS MH /
NSHEET) - - - - - -
-13
\
60) ,
i
GRAPHIC SCALE
)� 0 30' 60'
IN FEET)
/ 1 inch = 30 ft.
®SHALLOW WATER
0"-6" BELOW NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
SHALLOW LAND
0"-12" ABOVE NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
TOPS OF BERMS EXTERIOR SLOPES OF CONTAINMENT BERMS SHALL BE PLANTED WITH CENTIPEDE GRASS
MINIMUM PLANTING REQUIREMENTS (PER NCDENR BMP MANUAL)
50 PLANTS PER 200 SF OF VEGETATED SHELF REQUIRED
AREA OF VEGETATED (LITTORAL) SHELF: 3,632 SF
MINIMUM NUMBER OF PLANTS: 909 PLANTS
USE THREE SPECIES EACH OF SHALLOW WATER EMERGENT,
AND SHALLOW LAND HERBACEOUS PLANTS: 151 OF EA. SPECIES
PLANTS SHOULD BE SPACED APPROXIMATELY 24" - 36" ON CENTER AND SHOULD
YIELD COVER IN APPROXIMATELY 1 - 2 YEARS.
THESE ENGINEERING DESIGN PROVISION ARE BASED PROVISIONS AND GUIDELINES BY THE
NORTH CAROLINA DIVISION OF WATER QUALITY STORMWATER BMP DESIGN MANUAL.
*REF: NCDENR STORMWATER BMP MANUAL CHAPTER 6 (LANDSCAPE AND SOIL COMPOSITION SPECIFICATIONS) P.6-1 - 6-12
TABLE 9-1 STORMWATER WETLAND PLANT RECOMMENDATIONS
(FROM NCDENR BMP MANUAL)
0
0
W
SHALLOW
WATER
SHALLOW
LAND
(HERBACEOUS PLANTS)
(HERBACEOUS
PLANTS)
BOTANICAL NAME
COMMON NAME
BOTANICAL NAME
COMMON NAME
ACORUS SUBCORDATUM
SWEETFLAG
ASCLEPIAS INCARNATA
SWAMP MILKWEED
ALISMA SUBCORDATUM
WATER PLANTAIN
CAREX TENERA
QUILL SEDGE
HYDROLEA QUADRIVALVIS
WATERPOD
CHELONE GLABRA
WHITE TURTLEHEAD
IRIS VIRGINICA
BLUE FLAG IRIS
EUPATORIADELPHUS DUBIUS
DWARF JOE PYE WEED
JUNCUS EFFUSUS VAR. PYLAEI
SOFT RUSH
EUPATORIADELPHUS FISTULOSUS
JOE PYE WEED
0: IX 0:
OR SOLUTUS
EUPATORIADELPHUS MACULATUS
SPOTTED TRUMPETWEED
LUDWIGIA SPP.
PRIMROSE WILLOW
HIBISCUS COCCINEUS
SCARLET ROSE MALLOW
PELTANDRA VIRGINICA
ARROW ARUM
HIBISCUS LAEVIS
HALBERDLEAF ROSEMALLOW
PONTEDERIA CORDATA
PICKERELWEED
KOSTELETZKYA VIRGINICA
SEASHORE MALLOW
SAGITTARIA LATIFOLIA
DUCK POTATO
LOBELIA CARDINALIS
CARDINAL FLOWER
SAGITTARIA LANCIFOLIA
BULLTONGUE
LOBELIA ELONGATA
LONGLEAF LOBELIA
SAURURUS CERNUUS
LIZARD' S TAIL
LOBELIA SIPHILITICA
GREAT BLUE LOBELIA
SCHOENOPLECTUS TABERNAEMONTANI
SOFT STEM BULRUSH
RHYNCHOSPORA COLORATA
STARRUSH WHITETOP
SCHOENOPLECTUS AMERICANUS
THREE -SQUARE BULRUSH
SACCHARUM BALDWINII
NARROW PLUMEGRASS
SCHOENOPLECTUS PUNGENS
VAR. PUNGENS
W
r\ r\
C
SCIRPUS CYPERINUS
WOOLGRASS
NC)
ON
�
ZIZANIOPSIS MILIACEA
GIANT CUTGRASS
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C-3.9
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C-3.9

METAL GRATE/TRASH RACK
W/ 4" OPENINGS
(RUST RESISTANT MATERIAL).
TRASH RACK SHALL BE HINGED
FOR EASY MAINTENANCE ACCESS
I�10.0 FTI
I LENGTH I
� S
00
o�
TOP VIEW
TOP VIEWIn
104 f ` ° < aLJ
N.T.S.
100 YR. ELEV: 623.32
25 YR. ELEV: 623.10
RISER CONCRETE ANCHOR PAD
N.T.S.
PLACE COMPACTED FILL OVER
AND AROUND OUTLET PIPES
FOR COVER AND TO PROVIDE
ACCESS TO OUTLET STRUCTURE POND WEIR
FOREBAY WEIR EARTH BERM EL. 624.00
EL. 620.00 OUTLET STRUCTURE EL. 625.00 20' WIDE
10' TOP WIDTH
3.0' PROVIDE PIPE SUPPORT
3.0'
FOREBAY BERM 3.0'
3.0' FOR TURN -DOWN ORIFICE 2
EL. 620.50 (SEE DETAIL BELOW) 1 3 �1 D50: RIP -RAP
6 5' TOP WIDTH WATER QUALITY POND: 621.50
1 620.00(PERMANENTPOOL)__________________________________SZ-__-_-__-_ _- 3 6
2 FOREBAY 11 2 3 620.00 (PERMANENT POOL) 1
11
FOREBAY BOTTOM EL=613.00 POND BOTTOM EL=613.00
0.5' SEDIMENT STORAGE EL=612.50 - -------------------------------------------------------------------- --
�, 14
0.5' SEDIMENT STORAGE EL=612.
ANTI-FLOT ANTI -SEEP
6' WIDE VEGETATED SHELF CONC. PAD ANTI -SEEP COLLAR
INSIDE EDGE 6" BELOW PERM. POOL 6' WIDE VEGETATED SHELF
OUTSIDE EDGE 6" ABOVE PERM. POOLWET POND #2 SECTION INSIDE EDGE 6" BELOW PERM. POOL
OUTSIDE EDGE 6" ABOVE PERM. POOL
NOT TO SCALE
Table 10-6
Sample Operation and-Wainterza.nce Pi:ovisions for Wet Detention Basins
B'NIP element:
Potential problems:
(OPEN) TOP OF BOX 5.00'
The entire BNIP
Trash debris is present,
Remove the trash/debris.
ELEV: 622.00
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
0.50'
4.00'
NTS
health.
ground d cover and water until it is
4" PVC SCH. 40
Plants are dead, diseased or
established. Provide lime and a
ALISMA SUBCORDATUM
dying.
one-time fertilizer application.
QUILL SEDGE
SUBMERGED ORIFICE
Ml aintain vegetation at a height of
CHELONE GLABRA
.I
p •
The Inlet device; pipe or
The pipe is clogged.
4" TEE WITH REMOVABLE
swale
SOFT RUSH
sediment off-site.
I
0.50'
Replace the pipe.
EUPATORIADELPHUS MACULATUS
othenvise damn
2 YR. ELEV: 622.16 CAP FOR MAINTENANCE_
_ _ _ _ _ _ _
_ _ _ _ _
_ _ _ _ _ 10' _
, • i
Swale.
sakooth it over and provide erosion
,
Sediment has accumulated to
STEPS FOR ACCESS
WITH 2" ORIFICE OPENING
WQELEV. 621.50 -S7----------------
a depth greater than the
turf matting or riprap to avoid
DUCK POTATO
• I
a
future problemswith erosion.
The forebay
Sediment has accumulated to
AND MAINTENANCE
PERMANENT POOL
a depth greater than the
sediment and remedy the problem if
LOBELIA SIPHILITICA
original design depth for
possible. Remove the sediment and
Algal growth corers over
sediment storage.
dispose of it in a location where it
EL. 620.00
-
\viii not cause impacts to streams or
NARROW PLUMEGRASS
-
the BM -P.
I
9.50' 36" RCP OUTLET PIPE @.5% SLOPE
WOOLGRASS
1.00'
protection such as reinforced turf
The embankment
DRAIN VALVE STEM
•I
I,
prevent future erosion problems.
PROVIDE WATERTIGHT CONNECTION
Remove the `needs, preferably by
beaver activity is present.
hand. If pesticide is used, wipe it on.
i
TO STRUCTURE AND O-RING JOINTS
Consult a dam safety specialist to
the embankment.
remove the tree.
'I
_lake all needed repairs.
INV. ELEV. 613.00
8" GATE VALVE
I
I
i
I
needs repair.
SUBMERGED ORIFICE INLET
The outlet device
Clogging has occurred.
I
�
I
TO BE 1' BELOW PERMANENT
8" DIP DRAIN PIPE
Repair or replace the outlet device.
I
I
Erosion or other signs of
POOL ELEV. 619.00
INV. ELEV. 613.00
damage have occurred at the
"I
• I
outlet.
I
1756.
I -- - -
/
- - - - --
4" ORIFICE\\%\\i\\\
°
•
��`
(CONNECTION FOR TEMP. SKIMMER)
\ . •✓ / / / / / / /
INV. ELEV.:613.00
GROUT BOTTOM OF BOX
CONCRETE RISER
TO CREATE TROUGH
SIDE ELEVATION
NTS
BOTTOM ELEV:612.50
5.00'
15
� t
TOP OF BOX (OPEN)
ELEV: 622.00
3 3
1 SPILLWAY INVERT 1
EL. =624.00
STEPS FOR ACCESS
0.50'
_
ANDA
_
s ,
I „•
CROSS SECTION - SPILLWAY SLAB
0.50'
I
• �.if
I
�.•
4" ORIFICE
INV. ELEV: 620.00
NTS
PROP. 3,000 PSI
' �
I •
ELEV.: 625.00 CONCRETE #4 REBAR
36" RCP OUTLET PIPE @ 0.50% SLOPE
9.50'
@ 12" OC. EW
PROVIDE WATERTIGHT CONNECTION
, i O
�
ELEV.: 624.00 PROP. 8"
TO STRUCTURE AND O-RING JOINTS
I r .
CONCRETE CURB
8" DIP DRAIN PIPE
8"GATE VALVE
i i `\`\
I '
I
INV. ELEV: 613.00
----------------- - - ---`
, �
%
GROUT BOTTOM OF BOX
TO CREATE TROUGH
• • I \ I
• \ ' /
I
• •
3:1 SLOPE 12" DEEPx6"
�'
I
IM
BOTTOM
THICK TOE WALL
'
•
. ,
ELEV- 612.50
' +•
+•.
4
.:
EMERGENCY SPILLWAY SECTION
v•
.• , .
e •
..
• A.
1. : . A\
. •
N.T.S.
CONCRETE RISER
SPILLWAYTE LAB NOTES
O S
FRONT ELEVATION
1. CONCRETE FOR THE SPILLWAY SHALL BE 61N THICK, 3,000 PSI
NTS
(CONNECTION FOR TEMP. 4" SKIMMER)
2. SUBGRADE FOR THE SPILLWAY SLAB SHALL BE 2,000 PSF. (MIN.)
3. WELDED WIRE FABRIC WITHIN THE CONCRETE SLAB SHALL BE 61N X 61N MESH 10 GAGE STEEL WIRE.
4. WELDED WIRE FABRIC SHALL BE PLACED IN ACCORDANCE WITH ACI 302.1 R-96.
Table 10-6
Sample Operation and-Wainterza.nce Pi:ovisions for Wet Detention Basins
B'NIP element:
Potential problems:
Horn to remediate the roblem:
The entire BNIP
Trash debris is present,
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, anti then plant a
NTS
health.
ground d cover and water until it is
SWEETFLAG
Plants are dead, diseased or
established. Provide lime and a
ALISMA SUBCORDATUM
dying.
one-time fertilizer application.
QUILL SEDGE
Vegetation is too short or too
Ml aintain vegetation at a height of
CHELONE GLABRA
Ion .
approximately six inches.
The Inlet device; pipe or
The pipe is clogged.
C"nclog the pipe. Dispose of the
swale
SOFT RUSH
sediment off-site.
JOE PYE WEED
The pipe is cracked or
Replace the pipe.
EUPATORIADELPHUS MACULATUS
othenvise damn
Remove the weeds, preferably by
Erosion is occurring in the
Regrade the swale if necessary to
hand. if pesticide is used, wipe it on
PELTANDRA VIRGINICA
Swale.
sakooth it over and provide erosion
The main treatment area
Sediment has accumulated to
control devices such as reinforced
KOSTELETZKYA VIRGINICA
a depth greater than the
turf matting or riprap to avoid
DUCK POTATO
original design sediment
future problemswith erosion.
The forebay
Sediment has accumulated to
Search for the source of the
LONGLEAF LOBELIA
a depth greater than the
sediment and remedy the problem if
LOBELIA SIPHILITICA
original design depth for
possible. Remove the sediment and
Algal growth corers over
sediment storage.
dispose of it in a location where it
SCHOENOPLECTUS AMERICANUS
30% of the area.
\viii not cause impacts to streams or
NARROW PLUMEGRASS
Cattails, phragmites or other
the BM -P.
Erosion has occurred.
Provide additional erosion
WOOLGRASS
the basin surface.
protection such as reinforced turf
The embankment
Shrubs have started to grow
matting or riprap if needed to
ori the embankment.
prevent future erosion problems.
Weeds are present.
Remove the `needs, preferably by
beaver activity is present.
hand. If pesticide is used, wipe it on.
the plants rather than spraying.
Table 10-6, continued
Sample Operation and Niaurteitartce Provisiorms for Wet Detention Basins
BNIP element:
Potentialproblems:
Hoar to remediate the roblem:
The vegetated shelf
Best professional practices
Prune according to best professional
WIN.
shone that pruning is needed
practices
PLANTS)
to maintain optional plant
COMMON NAME
NTS
health.
WIN.
SWEETFLAG
Plants are dead, diseased or
Determine the source of the
ALISMA SUBCORDATUM
dying.
problem: soils, hydrology, disease,
QUILL SEDGE
HYDROLEA QUADRIVALVIS
etc. Remedy the problem and
CHELONE GLABRA
WHITE TURTLEHEAD
replace plants. Provide a one-time
BLUE FLAG IRIS
EUPATORIADELPHUS DUBIUS
fertilizer application to establish the
JUNCUS EFFUSUS VAR. PYLAEI
SOFT RUSH
ground cover if a soil test indicates
JOE PYE WEED
it is necessaiv.
EUPATORIADELPHUS MACULATUS
Weeds are present.
Remove the weeds, preferably by
PRIMROSE WILLOW
HIBISCUS COCCINEUS
hand. if pesticide is used, wipe it on
PELTANDRA VIRGINICA
ARROW ARUM
the plants rather than s ra =iri .
The main treatment area
Sediment has accumulated to
Search for the source of the
KOSTELETZKYA VIRGINICA
a depth greater than the
sediment and remedy the problem if
DUCK POTATO
original design sediment
possible. Remove the sediment and
SAGITTARIA LANCIFOLIA
storage depth.
dispose of it in a location v"here it
LONGLEAF LOBELIA
SAURURUS CERNUUS
will not cause impacts to streams or
LOBELIA SIPHILITICA
GREAT BLUE LOBELIA
the BNfP.
Algal growth corers over
Consult a professional to remove
STARRUSH WHITETOP
SCHOENOPLECTUS AMERICANUS
30% of the area.
and control the algal growth.
NARROW PLUMEGRASS
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray),
WOOLGRASS
the basin surface.
U
The embankment
Shrubs have started to grow
Remove shrubs immediately.
ori the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An aluival inspection by an
_lake all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local'NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 419-E33-
1756.
i U IF
1 RIP RAP APRON /
CLASS 8 RIP RAP �, \A
' . I /
LENGTH - 15 FT \moo. /
I I WIDTH - 10.5 FT (AT FES) 1 1 \' ' / / / /' / •;\ / / / N
WIDTH - 18.5 FT \ , / , l 1 / �\• . /` / , / 1
/ WET DETENTION POND EMBANKMENT �/ /,
d50 - 6"o I SHOULD BE PLACED AND COMPACTED
dMAX - 9" ¢ 1 IN ACCORDANCE WITH STRUCTURAL FILL
LOT 64
l PAD: 631.00
I MIN. THICKNESS - 1 1-1/2 N_ SPECIFICATIONS ON SHEET AND , / ' /'
19B -JB \ '
PLANTED WITH CENTIPEDE GRASS PER ,/ /' / W E
RCP NC DENR BMP MANUAL / / /
J seg / / I l • l
PROP. 24" FES
INV. ELEV.= 613.0 5 / ` /'
AREA= U 19A -FES WET
LOT 63 �,' s�,� VOLUME=11,332 OUTLET STRUCTURE / ,, �• .\� • • %, /' /'
i 'CONCRETE EMERGENCY SPILLWAY /
PAD: 629.50 ' �� � � l' (REF. DETAIL THIS /
GRAVEL SPILLWAY, a� SHEET) / (REF. DETAIL THIS SHEET)
1 ' 5.00 FT. WIDE \ � `� \ /
ELEV. 620.00 6ti° / /
(REF. DETAIL THIS SHEET)_ r / /
' LOT 621
PAD: 627.50 e o1� m I 6P OF BERM / / - Jm ] E I' / / / '/ / I
\ / w 10.0' WIDE / / , / I
' cn No
612.50 (MIN. 0.5' SEDIMENT
� , STORAGE) sus I �
COLE / OR ED ANTI -SEEP /' • / , , / ' \
a� rn W \.
62 6' )(FLK ° o (PER NCDOT STD. 840.72 I. / • '( )'
PROP. 6
e
\ WIDE VEGETATED szD I Q z /ON SHEET C-6.2
LITTORAL SHELF '/ //
PROP. 36" FES f• / % l , l '
INV. ELEV.= 612.2W.
6,3 s75 - " Ft RIP RAP APRON
CLASS B RIP RAP
/\ 'l LENGTH 15 FT / l / l \ ' ,
PROPOSED WET BMP POND #2 1', / WIDTH - 10.5 FT (AT FES)
RcA f BOTTOM ELEV.=613.00 I WIDTH 18.5 FT
l PERMANENT POOL ELEV.=620.00 l• 6
s• AREA OF PERM. POOL 6,741 sfl OMAX - 9"
TOP OF BANK=625.00 f MIN. THICKNESS y 1' 1-112- l / l 10 ,
S GRAVEL SPILLWAY 61
5.00 FT. WIDE / I
I ELEV. 620.00 / . / 0 It / / \`�O•
(REF. DETAIL THIS SHEET) f,
\\\\\� 62 620 �n t
PROP. 24" FES 1 I , / / 6 ✓ ��RZ i / l /, '�T
INV. ELEV.= 613.00,
\\ • jy J1J \ Q ` � 615 '\, 1 11'x.1 / / / SS /'.,� '/ Ss\
• � � ��� A � � Cm ¢ 613 � �,', rn/ / ,�P� / / `� •
� � �� ` ` `. \ .� s • o o\ � �.: 24„ RCp 615 � �,; / / � / `1 i / / / ,/ / '/ >' , ',
I y1 �G RIP RAP APRON 6,
2
CLASS 8 RIP RAP / l l A,
SLOT 101 N� LENGTH - 15 FT P It
WIDTH - 10.5 FT (AT FES)
�( PAD: 618.50 � PROP. RIP RAP _ � / �
/ %,
� � � WIDTH - 18.5 FT \'. /� /
a d50 - 6" APRON BELOW \'
i
dMAX - 9" EMERGENCY - �;• / GRAPHIC SCALE
� - ��
MIN. THICKNESS - 1' 1-112" SS. SPILL WAY / / /
0 30' 60'
PROP. FOREBAY 626
AREA= ` / CID -IN FEET
0o \ VOLUME=11331 /, ( )
\ LOT 61�\ c'o / / 1 inch = 30 ft.
PAD: 626.75
VEGETATED SHELF TO BE
6' WIDE OVER V RISE
PERMANENT POOL SHALL
BEAT MIDPOINT OF SHELF
1'
p PERMANENT
POOL
6'
6
1�
THREE (3) SPECIES MIN. OF J
SHALLOW WATER
EMERGENT PLANTS
THREE (3) SPECIES MIN. OF VEGETATED SHELF
SHALLOW LAND PROFILE VIEW
HERBACEOUS PLANTS N.T.S.
SHALLOW WA
EMERGENT PLA
3 SPECIES
PERMANENTPOOL
EL=620.00
SHALLOW L
HERBACEOUS PLA
3 SPECIES
VEGETATED SHELF
PLAN VIEW
N. T. S.
®SHALLOW WATER
0"-6" BELOW NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
SHALLOW LAND
0"-12" ABOVE NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
TOPS OF BERMS EXTERIOR SLOPES OF CONTAINMENT BERMS SHALL BE PLANTED WITH CENTIPEDE GRASS
MINIMUM PLANTING REQUIREMENTS (PER NCDENR BMP MANUALI
50 PLANTS PER 200 SF OF VEGETATED SHELF REQUIRED
AREA OF VEGETATED (LITTORAL) SHELF: 1'884 SF
MINIMUM NUMBER OF PLANTS: 471 PLANTS
USE THREE SPECIES EACH OF SHALLOW WATER EMERGENT,
AND SHALLOW LAND HERBACEOUS PLANTS: 78 OF EA. SPECIES
PLANTS SHOULD BE SPACED APPROXIMATELY 24" - 36" ON CENTER AND SHOULD
YIELD COVER IN APPROXIMATELY 1 - 2 YEARS.
THESE ENGINEERING DESIGN PROVISION ARE BASED PROVISIONS AND GUIDELINES BY THE
NORTH CAROLINA DIVISION OF WATER QUALITY STORMWATER BMP DESIGN MANUAL.
*REF: NCDENR STORMWATER BMP MANUAL CHAPTER 6 (LANDSCAPE AND SOIL COMPOSITION SPECIFICATIONS) P.6-1 - 6-12
TABLE 9-1 STORMWATER WETLAND PLANT RECOMMENDATIONS
(FROM NCDENR BMP MANUAL)
TOP OF SHELF
TER
SHALLOW
NTS
SHALLOW
WIN.
(HERBACEOUS PLANTS)
(HERBACEOUS
PLANTS)
AND
COMMON NAME
NTS
BOTTOM OF SHELF
WIN.
SWEETFLAG
VEGETATED SHELF
PLAN VIEW
N. T. S.
®SHALLOW WATER
0"-6" BELOW NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
SHALLOW LAND
0"-12" ABOVE NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
TOPS OF BERMS EXTERIOR SLOPES OF CONTAINMENT BERMS SHALL BE PLANTED WITH CENTIPEDE GRASS
MINIMUM PLANTING REQUIREMENTS (PER NCDENR BMP MANUALI
50 PLANTS PER 200 SF OF VEGETATED SHELF REQUIRED
AREA OF VEGETATED (LITTORAL) SHELF: 1'884 SF
MINIMUM NUMBER OF PLANTS: 471 PLANTS
USE THREE SPECIES EACH OF SHALLOW WATER EMERGENT,
AND SHALLOW LAND HERBACEOUS PLANTS: 78 OF EA. SPECIES
PLANTS SHOULD BE SPACED APPROXIMATELY 24" - 36" ON CENTER AND SHOULD
YIELD COVER IN APPROXIMATELY 1 - 2 YEARS.
THESE ENGINEERING DESIGN PROVISION ARE BASED PROVISIONS AND GUIDELINES BY THE
NORTH CAROLINA DIVISION OF WATER QUALITY STORMWATER BMP DESIGN MANUAL.
*REF: NCDENR STORMWATER BMP MANUAL CHAPTER 6 (LANDSCAPE AND SOIL COMPOSITION SPECIFICATIONS) P.6-1 - 6-12
TABLE 9-1 STORMWATER WETLAND PLANT RECOMMENDATIONS
(FROM NCDENR BMP MANUAL)
0
0
W
SHALLOW
WATER
SHALLOW
LAND
(HERBACEOUS PLANTS)
(HERBACEOUS
PLANTS)
BOTANICAL NAME
COMMON NAME
BOTANICAL NAME
COMMON NAME
ACORUS SUBCORDATUM
SWEETFLAG
ASCLEPIAS INCARNATA
SWAMP MILKWEED
ALISMA SUBCORDATUM
WATER PLANTAIN
CAREX TENERA
QUILL SEDGE
HYDROLEA QUADRIVALVIS
WATERPOD
CHELONE GLABRA
WHITE TURTLEHEAD
IRIS VIRGINICA
BLUE FLAG IRIS
EUPATORIADELPHUS DUBIUS
DWARF JOE PYE WEED
JUNCUS EFFUSUS VAR. PYLAEI
SOFT RUSH
EUPATORIADELPHUS FISTULOSUS
JOE PYE WEED
OR SOLUTUS
EUPATORIADELPHUS MACULATUS
SPOTTED TRUMPETWEED
LUDWIGIA SPP.
PRIMROSE WILLOW
HIBISCUS COCCINEUS
SCARLET ROSE MALLOW
PELTANDRA VIRGINICA
ARROW ARUM
HIBISCUS LAEVIS
HALBERDLEAF ROSEMALLOW
PONTEDERIA CORDATA
PICKERELWEED
KOSTELETZKYA VIRGINICA
SEASHORE MALLOW
SAGITTARIA LATIFOLIA
DUCK POTATO
LOBELIA CARDINALIS
CARDINAL FLOWER
SAGITTARIA LANCIFOLIA
BULLTONGUE
LOBELIA ELONGATA
LONGLEAF LOBELIA
SAURURUS CERNUUS
LIZARD' S TAIL
LOBELIA SIPHILITICA
GREAT BLUE LOBELIA
SCHOENOPLECTUS TABERNAEMONTANI
SOFT STEM BULRUSH
RHYNCHOSPORA COLORATA
STARRUSH WHITETOP
SCHOENOPLECTUS AMERICANUS
THREE -SQUARE BULRUSH
SACCHARUM BALDWINII
NARROW PLUMEGRASS
SCHOENOPLECTUS PUNGENS
VAR. PUNGENS
J
SCIRPUS CYPERINUS
WOOLGRASS
U
ZIZANIOPSIS MILIACEA
GIANT CUTGRASS
=
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METAL GRATE/TRASH RACK
W/ 4" OPENINGS
(RUST RESISTANT MATERIAL).
TRASH RACK SHALL BE HINGED
FOR EASY MAINTENANCE ACCESS
I�10.5 FTI
I LENGTH I
o�
Lo
o�
TOP VIEW
TOP VIEW
104 f ` ° < a Ljj
N.T.S.
RISER CONCRETE ANCHOR PAD
N.T.S.
FOREBAY WEIR
EL. 613.50
3.0'
3.0'
6 1 613.50 (PERMANENT POOL)
2
�1 FOREBAY 11
FOREBAY BOTTOM EL=609.00
6' WIDE VEGETATED SHELF
INSIDE EDGE 6" BELOW PERM. POOL
OUTSIDE EDGE 6" ABOVE PERM. POOL
100 YR. ELEV: 617.09
25 YR. ELEV: 616.71 I 5.00' -
TOP OF BOX
ELEV: 616.50
0.50' 4.00'
I I
2 YR. ELEV: 615.46
-----4"PVC SC-H:4B----- - - - ---
SUBMERGED ORIFICE ELEV: 615.5 -
4" TEE WITH REMOVABLE
CAP FOR MAINTENANCE 10' 0.50' °
WQ ELEV: 614.75 WITH 2"0 ORIFICE OPENING � '
-
V- - - - - - - - - - - - ---- ---- - - - - --
t
PERMANENT POOL
EL. 613.50 - I 8.50'
.I e
1.00' DRAIN VALVE STEM I,
I I •
'I
8" GATE VALVE I
I � I
• I I
SUBMERGED ORIFICE INLET
TO BE 1' BELOW PERMANENT 8" DIP DRAIN PIPE ° I
POOL ELEV. 612.50 INV. ELEV. 608.50 I
I I
4"ORIFICE
(CONNECTION FOR TEMP. SKIMMER) ��\\�\\��\\\�\/\� \\\ j\/\\��
CONCRETE RISER
SIDE ELEVATION
NTS
METAL GRATE/TRASH RACK TO BE INSTALLED
INSTALL BARS W/4" OPENING BETWEEN
(RUST RESISTANT MATERIAL)
5.00' TOP OF BOX (OPEN)
ELEV: 616.5
STEPS FOR ACCESS ••• 310' 0,50'
AND MAINTENANCE
I I BOTTOM OF X WEIRS (2 SIDES)
I i • ELEV: 615.5
. - I.
0.50' • I I 4" ORIFICE
�•� �• INV. ELEV: 613.50
36" RCP OUTLET PIPE @ 0.80% SLOPE • '� I"° ., 8.50'
PROVIDE WATERTIGHT CONNECTION
TO STRUCTURE AND O-RING JOINTS . • I O I
PROVIDE PIPE SUPPORT
FOREBAY BERM FOR TURN -DOWN ORIFICE
EL. 614.00 (SEE DETAIL BELOW)
5' TOP WIDTH WATER QUALITY POND: 614.75
613.50 (PERMANENT POOL)
�1
METAL GRATEITRASH RACK TO BE INSTALLED
INSTALL BARS W14" OPENING BETWEEN
ON FOUR SIDES
(RUST RESISTANT MATERIAL)
ELEV: 615.5
STEPS FOR ACCESS
AND MAINTENANCE
36" RCP OUTLET PIPE @ 0.8% SLOPE
PROVIDE WATERTIGHT CONNECTION TO
STRUCTURE AND O-RING JOINTS
INV. ELEV. 608.50
INV. ELEV: 608.50
GROUT BOTTOM OF BOX
TO CREATE TROUGH
BOTTOM ELEV: 608.00
201
3 3
1 SPILLWAY INVERT 1
- I EL. =620.00
}
CROSS SECTION - SPILLWAY SLAB
NTS
PROP. 3,000 PSI
ELEV: 621.00 CONCRETE #4 REBAR
@ 12" OC. EW
ELEV: 620.00 PROP. 8"
CONCRETE CURB
•� Ir
8" DIP DRAIN PIPE
i ' \ I • ° ELEV: 609.0
8" GATE VALVES
• I I I I 3:1 SLOPE
GROUT BOTTOM OF BOX • I I
TO CREATE TROUGH ` /
• I � � I ^ BOTTOM
ELEV: 608.00
CONCRETE RISER
FRONT ELEVATION
NTS
(CONNECTION FOR TEMP. 4" SKIMMER)
Table 10-6
Sample Operation and Maintenance Pi:ovisions for Wet Detention Basins
RNIP element:
Potentialproblems:
Horn to remediate theproblem:
The entire BNIP
Trash/debris is present,
Remove the trash/ debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
NTS
health.
ground d cover and water Until it is
SWEETFLAG
Plants are dead, diseased or
established. Provide lime and a
ALISMA SUBCORDATUM
dying.
one-time fertilizer application.
QUILL SEDGE
Vegetation is too short or too
A taintain vegetation at a height of
CHELONE GLABRA
Ion .
approximately six inches.
The Inlet device: pipe or
The pipe is clogged.
C"nclog the pipe. Dispose of the
swale
SOFT RUSH
sediment off-site.
JOE PYE WEED
The pipe is cracked or
Replace the pipe.
EUPATORIADELPHUS MACULATUS
otherwise damaged.
Renmove the weeds, preferably by
Erosion is occurring in the
Regrade the swale if necessary to
hand. if pesticide is used, wipe it on
PELTANDRA VIRGINICA
Swale.
smooth it over and provide erosion
The main treatment area
Sediment has accumulated to
control devices such as reinforced
KOSTELETZKYA VIRGINICA
a depth greater than the
turf matting or riprap to avoid
DUCK POTATO
original design sediment
future problemswith erosion.
The forebay
Sediment has accumulated to
Search for the source of the
LONGLEAF LOBELIA
a depth greater than the
sediment and remedy the problem if
LOBELIA SIPHILITICA
original design depth for
possible. Remove the sediment and
Algal growth corers over
sediment storage.
dispose of it in a location where it
SCHOENOPLECTUS AMERICANUS
30% of the area.
Nva not cause impacts to streams or
NARROW PLUMEGRASS
Cattails, phragmites or other
the BNO.
Erosion has occurred.
Provide additional erosion
WOOLGRASS
the basin surface.
protection such as reinforced turf
The embankment
Shrubs have started to grow
matting or riprap if needed to
ori the embammlcnnent..
prevent future erosion problems.
Weeds are present.
Remove the `\^eeds, preferably by
beaver activity is present.
haind. If pesticide is used, wipe it on.
the plants rather than spraying.
12" DEEPx6"
THICK TOE WALL
EMERGENCY SPILLWAY SECTION
N.T.S.
SPILLWAY SLAB NOTES
1. CONCRETE FOR THE SPILLWAY SHALL BE 61N THICK, 3,000 PSI
2. SUBGRADE FOR THE SPILLWAY SLAB SHALL BE 2,000 PSF. (MIN.)
3. WELDED WIRE FABRIC WITHIN THE CONCRETE SLAB SHALL BE 61N X 61N MESH 10 GAGE STEEL WIRE.
4. WELDED WIRE FABRIC SHALL BE PLACED IN ACCORDANCE WITH ACI 302. 1 R-96.
Table 10-6, continued
Sample Operation and Niaultenance Provisions for Wet Detention Basins
BNIP element:
Potentialproblems:
Hoar to remediate the roblem:
The vegetated shelf
Best professional practices
Prune according to best professional
WIN.
shone that pruning is needed
practices
PLANTS)
to maintain optimal plant
COMMON NAME
NTS
health.
WIN.
SWEETFLAG
Plants are dead, diseased or
Determine the source of the
ALISMA SUBCORDATUM
dying.
problem: soils, hydrology, disease,
QUILL SEDGE
HYDROLEA QUADRIVALVIS
etc. Remedy the problem and
CHELONE GLABRA
WHITE TURTLEHEAD
replace plants. Provide a one-time
BLUE FLAG IRIS
EUPATORIADELPHUS DUBIUS
fertilizer application to establish the
JUNCUS EFFUSUS VAR. PYLAEI
SOFT RUSH
ground cover if a soil test indicates
JOE PYE WEED
it is necessaiv.
EUPATORIADELPHUS MACULATUS
Weeds are present.
Renmove the weeds, preferably by
PRIMROSE WILLOW
HIBISCUS COCCINEUS
hand. if pesticide is used, wipe it on
PELTANDRA VIRGINICA
ARROW ARUM
the plants rather than s ra =iri .
The main treatment area
Sediment has accumulated to
Search for the source of the
KOSTELETZKYA VIRGINICA
a depth greater than the
sediment and remedy the problem if
DUCK POTATO
original design sediment
possible. Remove the sediment and
SAGITTARIA LANCIFOLIA
storage depth.
dispose of it in a location v"here it
LONGLEAF LOBELIA
SAURURUS CERNUUS
will not cause impacts to streams or
LOBELIA SIPHILITICA
GREAT BLUE LOBELIA
the BNAP.
Algal growth corers over
Consult a professional to remove
STARRUSH WHITETOP
SCHOENOPLECTUS AMERICANUS
30% of the area.
and control the algal growth.
NARROW PLUMEGRASS
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray),
WOOLGRASS
the basin surface.
U
The embankment
Shrubs have started to grow
Remove shrubs immediately.
ori the embammlcnnent..
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local 'NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 419-733-
1756.
i" SEDIMENT STORAGE EL=608.0(
WET POND #2 SECTION
NOT TO SCALE
62p \PROP. 6' WIDE VEGETATED
/ (LITTORAL) SHELF)
/ WET BMP POND'
OUTLET STRUCTURE
(REF. DETAIL THIS
SHEET)
PROPOSED ANTI -SEEP' Q
COLLAR Q0
/ (PER NCDOT STD. 840.72 �O
ON SHEET C-6.2
RIP RAP APRON 28A -FES
CLASS B RIP RAP
LENGTH - 15 FT
- - - WIDTH - 10.5 FT (AT FES)
_ WIDTH - 18.5 FT ,
d50 - 6" /
dMAX - 9"
MIN. THICKNESS - 1' 1-1/2" /
`BASIN 3A -FES
/ BASIN 3A -FES
PROP.. 20' S.S. ESMT:
6
G3 6�0
8" RCP
PROP-..- 20' -S5. ESMT. j 6�
WET DETENTION POND EMBANKMENT'
SHOULD BE PLACED AND COMPACTED
/IN ACCORDANCE WITH STRUCTURAL FILL
SPECIFICATIONS ON SHEET AND",
PLANTED WITH CENTIPEDE GRASS PER s
= - NC DENR BMP MANUAL
/ 608.0 (MIN. 6" SEDIMENT
/ STORAGE)
/
TOP OF BERM/ s�o sc'o
10.0' WIDE \
/ I / ELEV- 62�1.0.0X,, ,
GRAVEL SPILLWAY
/ H2 5.00 FT. WIDE
ELEV. 613.50
(REF. DETAIL THIS SHEET)
CONCRETE EMERGENCY SPILLWAY
(REF. DETAIL THIS SHEET)
It
It
l
s
VEGETATED SHELF TO BE
6' WIDE OVER V RISE
PERMANENT POOL SHALL
BE AT MIDPOINT OF SHELF 1 6
1'
PERMANENT
POOL
THREE (3) SPECIES MIN. OF J
SHALLOW WATER
EMERGENT PLANTS
THREE (3) SPECIES MIN. OF VEGETATED SHELF
SHALLOW LAND PROFILE VIEW
HERBACEOUS PLANTS N.T.S.
SHALLOW WA
EMERGENT PLA
3 SPECIES
PERMANENTPOOL
EL=809.50
SHALLOW L
HERBACEOUS PLA
3 SPECIES
VEGETATED SHELF
PLAN VIEW
N. T. S.
PLACE COMPACTED FILL OVER
AND AROUND OUTLET PIPES
COVER AND TO PROVIDE
ACCESS TO OUTLET STRUCTURE POND WEIR
EARTH BERM EL. 612.00
EL. 620.00 20' WIDE
10' TOP WIDTH
OUTLET
STRUCTURE
1� �1
/FOR
6
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• • • �i
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E
11/ N, ■
/ I
LOT 115
PAD: 631.00
\ \\\\N
POND
3.50 /
'=613.50
8,647 sf
1.00
i�
LOT 117
/
PAD: 631.00
PROP. FOREBAY
i a
AREA=2,712 FTZ
/VOLUME=8,634 FT' '1
608.50 (MIN. 6" SEDIMENT
9
STORAGE) � �
LOT 18
j \ PAD:63,1.00
000
RIP RAP APRON
CLASS B RIP RAP
LENGTH - 15 FT \ a
WIDTH - 10.5 FT (AT FES)
WIDTH - 18.5 FT LOT 119
6
01 dMAX 9" PAD: 63\0
MIN. THICKNESS - 1' 1-112" \
\32C -DI GRAPHIC SCALE
0 30' 60'
LOT 120
\ PAD -631.00 ( IN FEET )
'- �• 1 inch = 30 ft.
®SHALLOW WATER
0"-6" BELOW NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
SHALLOW LAND
0"-12" ABOVE NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
TOPS OF BERMS EXTERIOR SLOPES OF CONTAINMENT BERMS SHALL BE PLANTED WITH CENTIPEDE GRASS
MINIMUM PLANTING REQUIREMENTS (PER NCDENR BMP MANUAL)
50 PLANTS PER 200 SF OF VEGETATED SHELF REQUIRED
AREA OF VEGETATED (LITTORAL) SHELF: 2,317 SF
MINIMUM NUMBER OF PLANTS: 580 PLANTS
USE THREE SPECIES EACH OF SHALLOW WATER EMERGENT,
AND SHALLOW LAND HERBACEOUS PLANTS: 97 OF EA. SPECIES
PLANTS SHOULD BE SPACED APPROXIMATELY 24" - 36" ON CENTER AND SHOULD
YIELD COVER IN APPROXIMATELY 1 - 2 YEARS.
THESE ENGINEERING DESIGN PROVISION ARE BASED PROVISIONS AND GUIDELINES BY THE
NORTH CAROLINA DIVISION OF WATER QUALITY STORMWATER BMP DESIGN MANUAL.
*REF: NCDENR STORMWATER BMP MANUAL CHAPTER 6 (LANDSCAPE AND SOIL COMPOSITION SPECIFICATIONS) P.6-1 - 6-12
TABLE 9-1 STORMWATER WETLAND PLANT RECOMMENDATIONS
(FROM NCDENR BMP MANUAL)
TOP OF SHELF
TER
SHALLOW
NTS
SHALLOW
WIN.
(HERBACEOUS PLANTS)
(HERBACEOUS
PLANTS)
AND
COMMON NAME
NTS
BOTTOM OF SHELF
WIN.
SWEETFLAG
VEGETATED SHELF
PLAN VIEW
N. T. S.
PLACE COMPACTED FILL OVER
AND AROUND OUTLET PIPES
COVER AND TO PROVIDE
ACCESS TO OUTLET STRUCTURE POND WEIR
EARTH BERM EL. 612.00
EL. 620.00 20' WIDE
10' TOP WIDTH
OUTLET
STRUCTURE
1� �1
/FOR
6
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E
11/ N, ■
/ I
LOT 115
PAD: 631.00
\ \\\\N
POND
3.50 /
'=613.50
8,647 sf
1.00
i�
LOT 117
/
PAD: 631.00
PROP. FOREBAY
i a
AREA=2,712 FTZ
/VOLUME=8,634 FT' '1
608.50 (MIN. 6" SEDIMENT
9
STORAGE) � �
LOT 18
j \ PAD:63,1.00
000
RIP RAP APRON
CLASS B RIP RAP
LENGTH - 15 FT \ a
WIDTH - 10.5 FT (AT FES)
WIDTH - 18.5 FT LOT 119
6
01 dMAX 9" PAD: 63\0
MIN. THICKNESS - 1' 1-112" \
\32C -DI GRAPHIC SCALE
0 30' 60'
LOT 120
\ PAD -631.00 ( IN FEET )
'- �• 1 inch = 30 ft.
®SHALLOW WATER
0"-6" BELOW NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
SHALLOW LAND
0"-12" ABOVE NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
TOPS OF BERMS EXTERIOR SLOPES OF CONTAINMENT BERMS SHALL BE PLANTED WITH CENTIPEDE GRASS
MINIMUM PLANTING REQUIREMENTS (PER NCDENR BMP MANUAL)
50 PLANTS PER 200 SF OF VEGETATED SHELF REQUIRED
AREA OF VEGETATED (LITTORAL) SHELF: 2,317 SF
MINIMUM NUMBER OF PLANTS: 580 PLANTS
USE THREE SPECIES EACH OF SHALLOW WATER EMERGENT,
AND SHALLOW LAND HERBACEOUS PLANTS: 97 OF EA. SPECIES
PLANTS SHOULD BE SPACED APPROXIMATELY 24" - 36" ON CENTER AND SHOULD
YIELD COVER IN APPROXIMATELY 1 - 2 YEARS.
THESE ENGINEERING DESIGN PROVISION ARE BASED PROVISIONS AND GUIDELINES BY THE
NORTH CAROLINA DIVISION OF WATER QUALITY STORMWATER BMP DESIGN MANUAL.
*REF: NCDENR STORMWATER BMP MANUAL CHAPTER 6 (LANDSCAPE AND SOIL COMPOSITION SPECIFICATIONS) P.6-1 - 6-12
TABLE 9-1 STORMWATER WETLAND PLANT RECOMMENDATIONS
(FROM NCDENR BMP MANUAL)
0
0
W
SHALLOW
WATER
SHALLOW
LAND
(HERBACEOUS PLANTS)
(HERBACEOUS
PLANTS)
BOTANICAL NAME
COMMON NAME
BOTANICAL NAME
COMMON NAME
ACORUS SUBCORDATUM
SWEETFLAG
ASCLEPIAS INCARNATA
SWAMP MILKWEED
ALISMA SUBCORDATUM
WATER PLANTAIN
CAREX TENERA
QUILL SEDGE
HYDROLEA QUADRIVALVIS
WATERPOD
CHELONE GLABRA
WHITE TURTLEHEAD
IRIS VIRGINICA
BLUE FLAG IRIS
EUPATORIADELPHUS DUBIUS
DWARF JOE PYE WEED
JUNCUS EFFUSUS VAR. PYLAEI
SOFT RUSH
EUPATORIADELPHUS FISTULOSUS
JOE PYE WEED
OR SOLUTUS
EUPATORIADELPHUS MACULATUS
SPOTTED TRUMPETWEED
LUDWIGIA SPP.
PRIMROSE WILLOW
HIBISCUS COCCINEUS
SCARLET ROSE MALLOW
PELTANDRA VIRGINICA
ARROW ARUM
HIBISCUS LAEVIS
HALBERDLEAF ROSEMALLOW
PONTEDERIA CORDATA
PICKERELWEED
KOSTELETZKYA VIRGINICA
SEASHORE MALLOW
SAGITTARIA LATIFOLIA
DUCK POTATO
LOBELIA CARDINALIS
CARDINAL FLOWER
SAGITTARIA LANCIFOLIA
BULLTONGUE
LOBELIA ELONGATA
LONGLEAF LOBELIA
SAURURUS CERNUUS
LIZARD' S TAIL
LOBELIA SIPHILITICA
GREAT BLUE LOBELIA
SCHOENOPLECTUS TABERNAEMONTANI
SOFT STEM BULRUSH
RHYNCHOSPORA COLORATA
STARRUSH WHITETOP
SCHOENOPLECTUS AMERICANUS
THREE -SQUARE BULRUSH
SACCHARUM BALDWINII
NARROW PLUMEGRASS
SCHOENOPLECTUS PUNGENS
VAR. PUNGENS
SCIRPUS CYPERINUS
WOOLGRASS
U
ZIZANIOPSIS MILIACEA
GIANT CUTGRASS
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METAL GRATE/TRASH RACK
W/ 4" OPENINGS
(RUST RESISTANT MATERIAL).
TRASH RACK SHALL BE HINGED
FOR EASY MAINTENANCE ACCESS
TOP VIEW
RISER TRASH RACK DETAIL
N.T.S.
I FT I
II
LENGTH II
o�
TOP VIEW
104 f° ° W
P
RISER CONCRETE ANCHOR PAD
N.T.S.
100 YR. ELEV: 617.78
TOP OF BOX
ELEV: 618.00 I
0.50'
I
4"PVC SCH. 40 WEIR 615.02 I
SUBMERGED ORIFICE (3 SIDES)
4" TEE WITH REMOVABLE I
CAP FOR MAINTENANCE 10'
WO ELEV: 615.02 WITH 3"0 ORIFICE OPENING I
- V_
PERMANENT POOL
EL. 614.00
EL. 614.50
FOREBAY WEIR
EL. 614.00
614.00 (PERMANENT POOL)
3
1 FOREBAY 11
FOREBAY BOTTOM EL=608.00
SED. STORAGE EL=607.50
TOP OF BOX SHALL BE
OPEN W1 TRASH RACK
(SEE DETAIL THIS SHEET)
5.00'
I
4.00'
I
I
I°
I
0.50' -
I
• 10.50'
1.00' DRAIN VALVE STEM •I I V
•I
8" GATE VALVE I I
I I
SUBMERGED ORIFICE INLET I I
• i I
TO BE 1' BELOW PERMANENT 8"DIP DRAIN PIPE I I
POOL ELEV. 613.00 INV. ELEV. 608.00 '•I I
I� I
• IU ---- -
----_ I
4" ORIFICE CONCRETE RISER
(CONNECTION FOR TEMP. SKIMMER)
SIDE ELEVATION
NTS
5.00' TOP OF BOX (OPEN)
ELEV: 618.00
STEPS FOR ACCESS 310 0.50'
AND MAINTENANCE
I , .
0.50'
WEIR 615.02 I. WEIR 615.02
(3 SIDES) �• I I (3 SIDES)
I v•
I� I•
24" RCP OUTLET PIPE @ 0.50% SLOPE ' I I. 10.50'
PROVIDE WATERTIGHT CONNECTION I 14" ORIFICE
TO STRUCTURE AND O-RING JOINTS • I I ELEV. 614.00
.� la•
8" DIP DRAIN PIPE
i� ��' \���� I'•
ELEV-608.0
8" GATE VALVE
�• I I 1 11 11 I. f
• � I � / I I
GROUT BOTTOM OF BOX • I `\ �' 1 3:1 SLOPE
TO CREATE TROUGH i • • BOTTOM
. , ELEV: 607.5
',
CONCRETE RISER
FRONT ELEVATION
NTS (CONNECTION FOR TEMP. 4" SKIMMER)
Table 10-6
Sample Operation and-Waintenance Provisions for Wet Detention Basins
BNIP element:
Potentialproblems-
How to remediate the roblent:
The entire BNIP
Trash/ debris is present,
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ASCLEPIAS INCARNATA
health.
ground nld cover and water Until it is
WATER PLANTAIN
Plants are dead, diseased or
established. Provide lime and a
HYDROLEA QUADRIVALVIS
ch -g.
one-time fertilizer application.
1
Vegetation is too short or too
vlaintairn vegetation at a height of
EUPATORIADELPHUS DUBIUS
Ion .
approximately six inches.
The Inlet device: pipe or
The pipe is clogged.
C"nclog the pipe. Dispose of the
swale
OR SOLUTUS
sediment off-site.
PROP. RIP RAP
The pipe is cracked or
Replace the pipe.
HIBISCUS COCCINEUS
otherwise darn
Rennove the weeds, preferably by
Erosion is occurring in the
Regrade the swale if necessary to
hand. if pesticide is used, wipe it on
PONTEDERIA CORDATA
Swale.
snnooth it over and provide erosion
The main treatment area
Sediment has accumulated to
control devices such as reinforced
LOBELIA CARDINALIS
a depth greater thain the
turf matting or riprap to avoid
BULLTONGUE
original design sediment
future problemswith erosion.
The forebay
Sediment has accumulated to
Search for the source of the
GREAT BLUE LOBELIA
a depth greater thaii the
sediment and reniedy the problem if
RHYNCHOSPORA COLORATA
original design depth for
possible. Remove the sediment and
Algal growth covers over
sediment storage.
dispose of it in a location where it
SCHOENOPLECTUS PUNGENS
30% of the area.
Nva not cause impacts to streams or
Cattails, phragmites or other
the BNO.
Erosion has occurred.
Provide additional erosion
GIANT CUTGRASS
the basin surface.
protection such as reinforced turf
The embankment
Shrubs have started to grow
matting or riprap if needed to
on the embankment.
prevent future erosion problems.
Weeds are present.
Remove the `needs, preferably by
beaver activity is present.
hand. If pesticide is used, wipe it on.
the plants rather than spraying.
STEPS FOR ACCESS
AND MAINTENANCE
36" RCP OUTLET PIPE @ 1.0% SLOPE
PROVIDE WATERTIGHT CONNECTION TO
STRUCTURE AND O-RING JOINTS
INV. ELEV. 608.00
INV. ELEV: 608.00
GROUT BOTTOM OF BOX
TO CREATE TROUGH
BOTTOM ELEV: 607.50
20'
3 3
1 SPILLWAY INVERT 1
EL. =618.00
CROSS SECTION - SPILLWAY SLAB
NTS
ELEV: 619.0
ELEV: 618.0
PROP. 3,000 PSI
CONCRETE #4 REBAR
@ 12" OC. EW
PROP. 8"
CONCRETE CURB
12" DEEPx6"
THICK TOE WALL
EMERGENCY SPILLWAY SECTION
N.T.S.
SPILLWAY SLAB NOTES
1. CONCRETE FOR THE SPILLWAY SHALL BE 61N THICK, 3,000 PSI
2. SUBGRADE FOR THE SPILLWAY SLAB SHALL BE 2,000 PSF. (MIN.)
3. WELDED WIRE FABRIC WITHIN THE CONCRETE SLAB SHALL BE 61N X 61N MESH 10 GAGE STEEL WIRE.
4. WELDED WIRE FABRIC SHALL BE PLACED IN ACCORDANCE WITH ACI 302. 1 R-96.
Table 10-6, continued
Sample Operation and Nfairttenance A1.'ovisions for Wet Detention BaS3115
BNIP element:
Potentialproblems:
Hoar to remediate the roblem:
The vegetated shelf
Best professional practices
Prune according to best professional
BOTANICAL NAME
shone that pruning is needed
practices
COMMON NAME
to maintain optimal plant
SWEETFLAG
ASCLEPIAS INCARNATA
health.
ALISMA SUBCORDATUM
WATER PLANTAIN
Plants are dead, diseased or
Determine the source of the
HYDROLEA QUADRIVALVIS
ch -g.
problem: soils, hydrology, disease,
1
IRIS VIRGINICA
etc. Remedy the problem and
EUPATORIADELPHUS DUBIUS
DWARF JOE PYE WEED
replace plants. Provide a one-time
4 -A -FES/
PROP. 36" FES _
EUPATORIADELPHUS FISTULOSUS
fertilizer application to establish the
W uj
OR SOLUTUS
ground cover if a soil test indicates
PROP. RIP RAP
LUDWIGIA SPP.
it is necessaiv.
HIBISCUS COCCINEUS
Weeds are present.
Rennove the weeds, preferably by
WAY
HIBISCUS LAEVIS
hand. if pesticide is used, wipe it on
PONTEDERIA CORDATA
PICKERELWEED
the plants rather than s ra =iri .
The main treatment area
Sediment has accumulated to
Search for the source of the
LOBELIA CARDINALIS
a depth greater thain the
sediment and remedy the problem if
BULLTONGUE
original design sediment
possible. Remove the sediment and
SAURURUS CERNUUS
storage depth.
dispose of it in a location v"here it
GREAT BLUE LOBELIA
SCHOENOPLECTUS TABERNAEMONTANI
will not cause impacts to streams or
RHYNCHOSPORA COLORATA
STARRUSH WHITETOP
the BNAP.
Algal growth covers over
Consult a professional to remove
NARROW PLUMEGRASS
SCHOENOPLECTUS PUNGENS
30% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray),
GIANT CUTGRASS
the basin surface.
U
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local XC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight t -nit at 419-733-
1756.
1
PROVIDE PIPE SUPPORT
FOR TURN -DOWN ORIFICE
(SEE DETAIL BELOW)
--------------------- -WATER QUALITY POND: 615.02
4 - - - - - - - - - - -
614.00 (PERMANENT POOL)
);5 SEDIMENT STORAGE EL=607.5
620
RAP APRON
RIP
CLASS 8 RIP RAP
LENGTH - 15 FT
WIDTH - 10.5 FT (AT FES)
WIDTH - 18.5 FT
d50 - 6"
dMAX - 9"
�'MIN. THICKNESS - 1' 1-112"
607.50 (MIN. 0.5' SEDIMENT STOR,
GRAVEL SF
1n F
VEGETATED SHELF TO BE -
6' WIDE OVER V RISE
PERMANENT POOL SHALL
BEAT BOTTOM OF SHELF
1'
POOL
THREE (3) SPECIES MIN. OF
SHALLOW LAND
HERBACEOUS PLANTS
SHALLOW D
HERBACEOUS PLAT
3 SPECIES 1
PERMANENTPOOL
EL=614.00
WET POND #4 SECTION
NOT TO SCALE
VEGETATED SHELF
PROFILE VIEW
N. T. S.
VEGETATED SHELF
PLAN VIEW
N. T. S.
®SHALLOW WATER
0"-6" BELOW NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
SHALLOW LAND
0"-12" ABOVE NORMAL POOL
PLANT REQ. 50 PLANTS/200 S.F.
TOPS OF BERMS EXTERIOR SLOPES OF CONTAINMENT BERMS SHALL BE PLANTED WITH CENTIPEDE GRASS
PLACE COMPACTED FILL OVER
AND AROUND OUTLET PIPES
FOR COVER AND TO PROVIDE
ACCESS TO OUTLET STRUCTURE
EARTH BERM
EL. 619.00
10' TOP WIDTH
OUTLET
STRUCTURE
1�
6
1 3 1�
POND WEIR
EL. 618.00
20' WIDE
1
ANTI -SEEP
ANTI-FLOT
CONC. PAD ANTI -SEEP COLLAR
COLLAR
6' WIDE VEGETATED SHELF
INSIDE EDGE 6" BELOW PERM. POOL
OUTSIDE EDGE 6" ABOVE PERM. POOL
MINIMUM PLANTING REQUIREMENTS (PER NCDENR BMP MANUAL)
50 PLANTS PER 200 SF OF VEGETATED SHELF REQUIRED
AREA OF VEGETATED (LITTORAL) SHELF: 5,218 SF
MINIMUM NUMBER OF PLANTS: 1,308 PLANTS
USE THREE SPECIES EACH OF,
AND SHALLOW LAND HERBACEOUS PLANTS: 436 OF EA. SPECIES
PLANTS SHOULD BE SPACED APPROXIMATELY 24" - 36" ON CENTER AND SHOULD
YIELD COVER IN APPROXIMATELY 1 - 2 YEARS.
THESE ENGINEERING DESIGN PROVISION ARE BASED PROVISIONS AND GUIDELINES BY THE
NORTH CAROLINA DIVISION OF WATER QUALITY STORMWATER BMP DESIGN MANUAL.
*REF: NCDENR STORMWATER BMP MANUAL CHAPTER 6 (LANDSCAPE AND SOIL COMPOSITION SPECIFICATIONS) P.6-1 - 6-12
TABLE 9-1 STORMWATER WETLAND PLANT RECOMMENDATIONS
(FROM NCDENR BMP MANUAL)
CLASS B
RIP -RAP
d50 - 6"
of
GRAPHIC SCALE
` 0 40' 80'
36„Rcp
( IN FEET )
\\ 1 inch = 40 ft.
SHALLOW WATER
SHALLOW
LAND
(HERBACEOUS PLANTS)
(HERBACEOUS
PLANTS)
BOTANICAL NAME
COMMON NAME
BOTANICAL NAME
COMMON NAME
ACORUS SUBCORDATUM
SWEETFLAG
ASCLEPIAS INCARNATA
SWAMP MILKWEED
ALISMA SUBCORDATUM
WATER PLANTAIN
CAREX TENERA
QUILL SEDGE
HYDROLEA QUADRIVALVIS
WATERPOD
CHELONE GLABRA
1
IRIS VIRGINICA
/
EUPATORIADELPHUS DUBIUS
DWARF JOE PYE WEED
0
4 -A -FES/
PROP. 36" FES _
EUPATORIADELPHUS FISTULOSUS
INV. ELEV.= 607.00
W uj
OR SOLUTUS
EUPATORIADELPHUS MACULATUS
PROP. RIP RAP
LUDWIGIA SPP.
-APRON BELOW
HIBISCUS COCCINEUS
EMERGENCY SPILL
PELTANDRA VIRGINICA
WAY
HIBISCUS LAEVIS
PROPOSED ANTI -SEEP
of
GRAPHIC SCALE
` 0 40' 80'
36„Rcp
( IN FEET )
\\ 1 inch = 40 ft.
SHALLOW WATER
SHALLOW
LAND
(HERBACEOUS PLANTS)
(HERBACEOUS
PLANTS)
BOTANICAL NAME
COMMON NAME
BOTANICAL NAME
COMMON NAME
ACORUS SUBCORDATUM
SWEETFLAG
ASCLEPIAS INCARNATA
SWAMP MILKWEED
ALISMA SUBCORDATUM
WATER PLANTAIN
CAREX TENERA
QUILL SEDGE
HYDROLEA QUADRIVALVIS
WATERPOD
CHELONE GLABRA
WHITE TURTLEHEAD
IRIS VIRGINICA
BLUE FLAG IRIS
EUPATORIADELPHUS DUBIUS
DWARF JOE PYE WEED
JUNCUS EFFUSUS VAR. PYLAEI
SOFT RUSH
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JOE PYE WEED
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EUPATORIADELPHUS MACULATUS
SPOTTED TRUMPETWEED
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PELTANDRA VIRGINICA
ARROW ARUM
HIBISCUS LAEVIS
HALBERDLEAF ROSEMALLOW
PONTEDERIA CORDATA
PICKERELWEED
KOSTELETZKYA VIRGINICA
SEASHORE MALLOW
SAGITTARIA LATIFOLIA
DUCK POTATO
LOBELIA CARDINALIS
CARDINAL FLOWER
SAGITTARIA LANCIFOLIA
BULLTONGUE
LOBELIA ELONGATA
LONGLEAF LOBELIA
SAURURUS CERNUUS
LIZARD' S TAIL
LOBELIA SIPHILITICA
GREAT BLUE LOBELIA
SCHOENOPLECTUS TABERNAEMONTANI
SOFT STEM BULRUSH
RHYNCHOSPORA COLORATA
STARRUSH WHITETOP
SCHOENOPLECTUS AMERICANUS
THREE -SQUARE BULRUSH
SACCHARUM BALDWINII
NARROW PLUMEGRASS
SCHOENOPLECTUS PUNGENS
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CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
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CALL 1-800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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Call before you dig.
CALL 1-800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
GRAPHIC SCALE
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IT'S THE LAW!
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NOT TO SCALE
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DRAINAGE NOTES:
1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER.
CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING LOTS,
ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT
COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
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!
GRAPHIC SCALE
0 200' 400'
( IN FEET )
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NOTES:
1.
ALL SPOT ELEVATIONS ARE AT BACK OF CURB UNLESS OTHERWISE NOTED AND DO NOT REFLECT
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PEDESTRIAN RAMP INSTALLATION.
2.
TRUNCATED DOME MATS ARE REQUIRED AT ALL RAMPS.
3.
ALL STORM DRAIN PIPES TO BE FIELD VERIFIED BY THE INSPECTOR PRIOR TO BACKFILLING.
4.
ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM AN
APPROVED EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE MINING ACT OF
w
1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.
5.
TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST BE DISPOSED OF ATA FACILITY REGULATED
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1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
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2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
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3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER.
CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING LOTS,
ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT
COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
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!
GRAPHIC SCALE
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( IN FEET )
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- PC E, FILE 409
P WESLEY CHAPEL
�1 -------- IR ZONED R-40
DEVELOPMENT NOTES DRAINAGE NOTES: GENERAL NOTES: / _�- - - - - -
1. ROAD LIGHTING PLAN IS REPRESENT A PRELIMINARY CONCEPT. FINAL 1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM 1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
NUMBER AND PLACEMENT OF STREET LIGHTS WILL BE PROVIDED BY THE WATER RUNOFF. ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
ORILITY DINANCONTSTREOR LIGHTS".
AG D WILL ADHERE TO THE UNIFIED DEVELOPMENT 3. DEED REFERENCE(S) -DEED BOOK 101-553, 121-35 AND 267-166 LEGEND ,
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE DONE BY THE REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING - - - �LEV- - EXISTING CONTOUR oHP PROP. OVER HEAD ,
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
OWNER OR CONTRACTOR AND NOT INCLUDED IN THE CIVIL UNIFORMLY BETWEEN SPOT ELEVATIONS.
CONSTRUCTION PERMITTING PACKAGE. N7-120-014, 07-138-003A ELEV- PROPOSED CONTOUR POWER LINE
3. ACTUAL LOCATION OF TREES TO BE DETERMINED BASED UPON HOUSE 3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM 5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
PLACEMENT. ALL STREET AND REAR YARD TREES SHALL BE INSTALLED WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE EXISTING DITCH PROP. POWER POLE
WITH HOUSE LANDSCAPE PACKAGE. LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON OCTOBER 16, 2008.
f PROP, SWALE Know what's below
PROJECT COMPLETION. 6. ELEVATION DATUM: NAVD88 �
EXIST. OVER HEAD
4.
IN NOTE 1 HAVE MET
MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.EXISTING
NOTES:
1.
ALL SPOT ELEVATIONS ARE AT BACK OF CURB UNLESS OTHERWISE NOTED AND DO NOT REFLECT
STORM DRAINAGE PIPE
PEDESTRIAN RAMP INSTALLATION.
2.
TRUNCATED DOME MATS ARE REQUIRED AT ALL RAMPS.
3.
ALL STORM DRAIN PIPES TO BE FIELD VERIFIED BY THE INSPECTOR PRIOR TO BACKFILLING.
4.
ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM AN
PROPOSED STORM DRAINAGE PIPE
APPROVED EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE MINING ACT OF
you
1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.
5.
TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST BE DISPOSED OF AT A FACILITY REGULATED
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
BY THE DIVISION OF SOLID WASTE MANAGEMENT.
EXIST. POWER POLE
4.
IN NOTE 1 HAVE MET
MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.EXISTING
7.
THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
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STORM DRAINAGE PIPE
POWER LINE
-
Call I before dig.
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UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
=
PROPOSED STORM DRAINAGE PIPE
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5.
MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
Z
EXIST. POWER POLE
CALL 1.800.632.4949 OR 811
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PROPOSED CATCH BASIN
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6.
MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
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EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
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7.
ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
8.
PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
\Q
PROPOSED JUNCTION BOX
ANY EXIST. UTILITY, IF BEING UTILIZED.
CL
�
�\ EXISTING TREE LINE
NC ONE -CALL CENTER
PHASE 3 NOTES
ELEV
9.
THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
0
PROP. SPOT ELEVATION
1.
THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
DURING CONSTRUCTION.
�
-- .. . EXISTING TOP OF BANK
ITS THE LAW!
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
10.
THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
�
PROP. GEOGRID FABRIC FOR
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GRAPHIC SCALE
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SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
OVERHEAD UTILITIES.
SLOPE STABILIZATION
EXISTING FENCE
2.
FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
-
-
HAVE BEEN MET.
11.
ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PROP.TREE PROTECTION FENCING
0 40' 80'
3.
GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS BEEN
12.
THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
PROPOSED TREE LINE CLEARING LIMITS
M
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HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE ( IN FEET )
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER. 1 inch = 40 ft.
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DEVELOPMENT NOTES
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DEVELOPMENT NOTES DRAINAGE NOTES: GENERAL NOTES:
1. ROAD LIGHTING PLAN IS REPRESENT A PRELIMINARY CONCEPT. FINAL 1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM 1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
NUMBER AND PLACEMENT OF STREET LIGHTS WILL BE PROVIDED BY THE WATER RUNOFF. ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
UTILITY CONTRACTOR AND WILL ADHERE TO THE UNIFIED DEVELOPMENT
ORDINANCE "STREET LIGHTS". 2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL 3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE DONE BY THE REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
OWNER OR CONTRACTOR AND NOT INCLUDED IN THE CIVILUNIFORMLY BETWEEN SPOT ELEVATIONS. 4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
CONSTRUCTION PERMITTING PACKAGE. N7-120-014, 07-138-003A
3. ACTUAL LOCATION OF TREES TO BE DETERMINED BASED UPON HOUSE 3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM 5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
PLACEMENT. ALL STREET AND REAR YARD TREES SHALL BE INSTALLED WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
WITH HOUSE LANDSCAPE PACKAGE. LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON OCTOBER 16, 2008.
PROJECT COMPLETION. 6. ELEVATION DATUM: NAVD88
4.
IN NOTE 1 HAVE MET
MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
NOTES:
1.
ALL SPOT ELEVATIONS ARE AT BACK OF CURB UNLESS OTHERWISE NOTED AND DO NOT REFLECT
POWER LINE
PEDESTRIAN RAMP INSTALLATION.
2.
TRUNCATED DOME MATS ARE REQUIRED AT ALL RAMPS.
3.
ALL STORM DRAIN PIPES TO BE FIELD VERIFIED BY THE INSPECTOR PRIOR TO BACKFILLING.
4.
ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM AN
o a
APPROVED EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE MINING ACT OF
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.
5.
TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST BE DISPOSED OF AT A FACILITY REGULATED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
BY THE DIVISION OF SOLID WASTE MANAGEMENT.
ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
8.
4.
IN NOTE 1 HAVE MET
MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
7.
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PROPOSED CONTOUR
POWER LINE
W(D
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
5.
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UTILITY CONTRACTOR AND WILL ADHERE TO THE UNIFIED DEVELOPMENT
ORDINANCE "STREET LIGHTS".
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE DONE BY THE
OWNER OR CONTRACTOR AND NOT INCLUDED IN THE CIVIL
CONSTRUCTION PERMITTING PACKAGE.
3. ACTUAL LOCATION OF TREES TO BE DETERMINED BASED UPON HOUSE
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1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
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UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM
WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING
LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS IN NOTE 1 HAVE BEEN MET.
LU
- ----- ----- ------ - ------GRAVEL -PATH
/ \ - -------------------
x
------ -_
///
X618 _ /��� -'- -----
j
PROP. 5' 14C -DI--___ ----------------- � � ,,, -----
62s.15
GRAVEL PATH - _ - -
- - - - 628.38
-- --_ ----
----- _ �--628
628
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
- - - -ELEV- - EXISTING CONTOUR
ELEV- PROPOSED CONTOUR
EXISTING DITCH
PROP, SWALE
EXISTING STORM DRAINAGE PIPE
PROPOSED STORM DRAINAGE PIPE
PROPOSED CATCH BASIN
O PROPOSED JUNCTION BOX
ELEV PROP. SPOT ELEVATION
PROP. GEOGRID FABRIC FOR
SLOPE STABILIZATION
PROPOSED TREE LINE CLEARING LIMITS
<v- 24°F
1 G -DI
-, 11
oHP PROP. OVER HEAD
POWER LINE
PROP. POWER POLE
EXIST. OVER HEAD
POWER LINE
EXIST. POWER POLE
1= EXISTING TREE LINE
.. .. . EXISTING TOP OF BANK
EXISTING FENCE
PROP.TREE PROTECTION FENCING
621.73
I
i
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!
GRAPHIC SCALE
0 40' 80'
( IN FEET )
1 inch = 40 ft.
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NOTES:
1.
ALL SPOT ELEVATIONS ARE AT BACK OF CURB UNLESS OTHERWISE NOTED AND DO NOT REFLECT
g
PEDESTRIAN RAMP INSTALLATION.
2.
TRUNCATED DOME MATS ARE REQUIRED AT ALL RAMPS.
3.
ALL STORM DRAIN PIPES TO BE FIELD VERIFIED BY THE INSPECTOR PRIOR TO BACKFILLING.
4.
ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM AN
Uj
APPROVED EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE MINING ACT OF
w
1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.
5.
TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST BE DISPOSED OF AT A FACILITY REGULATED
BY THE DIVISION OF SOLID WASTE MANAGEMENT.
rn
V
CO
r%M A IA1 A ^r* k1f%-rCt`.
1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM
WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING
LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS IN NOTE 1 HAVE BEEN MET.
LU
- ----- ----- ------ - ------GRAVEL -PATH
/ \ - -------------------
x
------ -_
///
X618 _ /��� -'- -----
j
PROP. 5' 14C -DI--___ ----------------- � � ,,, -----
62s.15
GRAVEL PATH - _ - -
- - - - 628.38
-- --_ ----
----- _ �--628
628
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
- - - -ELEV- - EXISTING CONTOUR
ELEV- PROPOSED CONTOUR
EXISTING DITCH
PROP, SWALE
EXISTING STORM DRAINAGE PIPE
PROPOSED STORM DRAINAGE PIPE
PROPOSED CATCH BASIN
O PROPOSED JUNCTION BOX
ELEV PROP. SPOT ELEVATION
PROP. GEOGRID FABRIC FOR
SLOPE STABILIZATION
PROPOSED TREE LINE CLEARING LIMITS
<v- 24°F
1 G -DI
-, 11
oHP PROP. OVER HEAD
POWER LINE
PROP. POWER POLE
EXIST. OVER HEAD
POWER LINE
EXIST. POWER POLE
1= EXISTING TREE LINE
.. .. . EXISTING TOP OF BANK
EXISTING FENCE
PROP.TREE PROTECTION FENCING
621.73
I
i
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!
GRAPHIC SCALE
0 40' 80'
( IN FEET )
1 inch = 40 ft.
0
0
0
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m M
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--- 625.00 - --- ---- 620.67
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624.52 HP - - - - _ _ _ �I - - - v v DISTURBANCE
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PROP. 20 S.S -- _ '---- -
�1 EASEMENT ice' - -�� ,'� - �;''_ - ' / ' - '6>s
- - ' - - - - - PROP. 5' . 628
GRAVEL PATH `��- _ ��z- ; - - GROVEL PATH 15 -
/ _ _ ,' R ,- - --
,_>� _ 'cam - _ , ' •.,�' .� , - 'av �/ '/- - - - - - -� -� ,
/ PROPOSED \ _ " - - ' 612.13 TW ��` �\�` t\\ >> ,`\ j _ r - \
/ SEGMENTAL BLOCK ` v - - - - _ , , _ , , ------
- _ -
/ 612.13 BTM 627.;
RETAINING WALL
(DESIGN BY OTHERS)
EXISTING - -
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�l 611.00 Tw ,,- _ _ , R NG WALL - - _ _ - _ _ > - - 628.80 53 20�
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628.5
625 57 -631.00 H
613.75 TW 606.79 18A - DI
\, y ✓ = 607.56 BTM _ - �/ , - - - _ �,� - ; - - - - 58 ti� , ' PAD:
630.90
614.21 TW '20C -DCB 208`DCB _ >;_ - PROPOSED RIP -RAP -PAD: /6
608.91FIT M_ `� ��610.97 TW L=20', W=23', D50=0.60'_-- ��-- _�-_=�5g So_ -� ,'",- -� -629.49
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609.51 TW610 - _ _ - ' ' / _ - - / 625/ _ - - BA - 26� y PAD: / 628.98
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PROPOSED I RIP RAP OAPRON . 5 / / 2�' FRS629.50 630 \
- - 628 2
5 GRAVEL PATHS 620 L 13', w 5', D5o 7' /' _ "" ---
_
626.75 _
/�-----_�-- - - - - - _ 19B -JB
19A -FES �� \ /- N p 1
_ - 20� ���_ ,- - �"� --- _ -,- _ ��- _ �I///�� o -626.92_ _ '- ,-- 63 PAD: 6
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__- -_ c�' -� 17B -CB ����o 629.41 _ - - ------ 630.68_------
� b/ i,- -
`WATER 16IA-FE`Is / 63p Ego
PAD: �'�� \,- 93
I16B-JB -
-- '\ / s ----- - - 63p" ----- s�o 631.00
BMP
623.77 HP / \ 7� 624.16 625 = 2 628.06 S2
27A -DI B A S I N # 2 _
-PROP. 10 TEMP. - , \� 623.12 } \� 619` 623.91 / 15"R / 62E - ESO 94
631.00
CONSTRUCTION 19D-i�E2 / 17C -CB _ _ - 30�5/��
624.25 i s / _ `
_-- EASEMENT
PAD: y� , - - - - " 95 - \ 630.15
V 3 � 16C -DCB �
DEVELOPMENT NOTES
15'D 1n
1. ROAD LIGHTING PLAN IS REPRESENT A PRELIMINARY CONCEPT. FINAL
NUMBER AND PLACEMENT OF STREET LIGHTS WILL BE PROVIDED BY THE
UTILITY CONTRACTOR AND WILL ADHERE TO THE UNIFIED DEVELOPMENT
ORDINANCE "STREET LIGHTS".
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE DONE BY THE
OWNER OR CONTRACTOR AND NOT INCLUDED IN THE CIVIL
CONSTRUCTION PERMITTING PACKAGE.
3. ACTUAL LOCATION OF TREES TO BE DETERMINED BASED UPON HOUSE
PLACEMENT. ALL STREET AND REAR YARD TREES SHALL BE INSTALLED
WITH HOUSE LANDSCAPE PACKAGE.
623.77 HP
DRAINAGE NOTES:
1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM
WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING
LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS IN NOTE 1 HAVE BEEN MET.
GENERAL NOTES:
625.26
F2�8,
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
630.25
97
LEGEND
� u f-629.97
- - - -ELEV- -
EXISTING CONTOUR
NOTES:
1.
ALL SPOT ELEVATIONS ARE AT BACK OF CURB UNLESS OTHERWISE NOTED AND DO NOT REFLECT
EXISTING DITCH
PEDESTRIAN RAMP INSTALLATION.
2.
TRUNCATED DOME MATS ARE REQUIRED AT ALL RAMPS.
3.
ALL STORM DRAIN PIPES TO BE FIELD VERIFIED BY THE INSPECTOR PRIOR TO BACKFILLING.
4.
ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM AN
PROPOSED CATCH BASIN
APPROVED EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE MINING ACT OF
PROPOSED JUNCTION BOX
1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.
5.
TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST BE DISPOSED OF AT A FACILITY REGULATED
W Cc
2
BY THE DIVISION OF SOLID WASTE MANAGEMENT.
Z a)
U m
CO
623.77 HP
DRAINAGE NOTES:
1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM
WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING
LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS IN NOTE 1 HAVE BEEN MET.
GENERAL NOTES:
625.26
F2�8,
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
630.25
97
LEGEND
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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!
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DENNIS A. MOORE, ET AL
BK. 6157, PG. 519
TAX PIN: M7120001
NOW OR FORMERLY
UNION COUNTY
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PROP. POWER POLE
Know what's below.
PLACEMENT. ALL STREET AND REAR YARD TREES SHALL BE INSTALLED
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a
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CALL 1.800.632.4949 OR 811
NOTES:
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
7.
THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
POWER LINE
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
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WWW.NC811.ORG
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6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
2. RUNCATED L STORM DRAIN REQUIRED MATS ARE RAMPS. ATALL
3. ALINSPECTOR PRIOR TO BACKFILLING.
PI ES TO BE FIELD VRIFIED BYTH
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
8•
PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OFO
PROPOSED JUNCTION BOX
IT'S THE LAW!
ANY EXIST. UTILITY, IF BEING UTILIZED.
4. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM AN
PHASE 3 NOTES
EXISTING TREE LINE
APPROVED EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE MINING ACT OF
9.
THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
ELEV
PROP. SPOT ELEVATION
1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
DURING CONSTRUCTION.
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5. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST BE DISPOSED OFATA FACILITY REGULATED
BY THE DIVISION OF SOLID WASTE MANAGEMENT.
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
10.
THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
PROP. GEOGRID FABRIC FOR
GRAPHIC SCALE
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
OVERHEAD UTILITIES.
SLOPE STABILIZATION
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2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
11.
ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PROP.TREE PROTECTION FENCING
0 40' 80'
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
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THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
PROPOSED TREE LINE CLEARING LIMITS
CONDITIONS IN NOTE 1 HAVE BEEN MET.
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
( IN FEET )
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
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C-4.19

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DENNIS A. MOORE, ET AL
BK. 6157, PG. 519
TAX PIN: M7120001
NOW OR FORMERLY
UNION COUNTY
DEVELOPMENT NOTES
GENERAL NOTES:
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LEGEND
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EXISTING CONTOUR
OHP PROP. OVER HEAD
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OWNER OR CONTRACTOR AND NOT INCLUDED IN THE CIVIL
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A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
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PLACEMENT. ALL STREET AND REAR YARD TREES SHALL BE INSTALLED
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�
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
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LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
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ELEVATION DATUM: NAVD88
EXISTING STORM DRAINAGE PIPE
EXIST. OVER HEAD
CALL 1.800.632.4949 OR 811
NOTES:
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
7.
THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
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5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
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1. ALL SPOT ELEVATIONS ARE AT BACK OF CURB UNLESS OTHERWISE NOTED AND DO NOT REFLECT
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
PROPOSED CATCH BASIN
NC ONE -CALL CENTER
PEDESTRIAN RAMP INSTALLATION.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
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EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
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2. RUNCATED L STORM DRAIN REQUIRED MATS ARE RAMPS. ATALL
3. ALINSPECTOR PRIOR TO BACKFILLING.
PI ES TO BE FIIELD VRIFIED BYTH
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8•
PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OFO
PROPOSED JUNCTION BOX
IT'S THE LAW!
ANY EXIST. UTILITY, IF BEING UTILIZED.
4. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM AN
PHASE 3 NOTES
EXISTING TREE LINE
APPROVED EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE MINING ACT OF
9.
THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
ELEV
PROP. SPOT ELEVATION
1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
DURING CONSTRUCTION.
.............. EXISTING TOP OF BANK
5. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST BE DISPOSED OFATA FACILITY REGULATED
BY THE DIVISION OF SOLID WASTE MANAGEMENT.
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
10.
THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
PROP. GEOGRID FABRIC FOR
GRAPHIC SCALE
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
OVERHEAD UTILITIES.
SLOPE STABILIZATION
EXISTING FENCE
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
11.
ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PROP.TREE PROTECTION FENCING
0 40' 80'
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
12.
THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
PROPOSED TREE LINE CLEARING LIMITS
CONDITIONS IN NOTE 1 HAVE BEEN MET.
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
( IN FEET )
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
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C-4.20

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DEVELOPMENT NOTES
1. ROAD LIGHTING PLAN IS REPRESENT A PRELIMINARY CONCEPT. FINAL
NUMBER AND PLACEMENT OF STREET LIGHTS WILL BE PROVIDED BY THE
UTILITY CONTRACTOR AND WILL ADHERE TO THE UNIFIED DEVELOPMENT
ORDINANCE "STREET LIGHTS".
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE DONE BY THE
OWNER OR CONTRACTOR AND NOT INCLUDED IN THE CIVIL
CONSTRUCTION PERMITTING PACKAGE.
3. ACTUAL LOCATION OF TREES TO BE DETERMINED BASED UPON HOUSE
PLACEMENT. ALL STREET AND REAR YARD TREES SHALL BE INSTALLED
WITH HOUSE LANDSCAPE PACKAGE.
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1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
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2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM
WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING
LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS IN NOTE 1 HAVE BEEN MET.
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
- - - -ELEV- - EXISTING CONTOUR
ELEV- PROPOSED CONTOUR
EXISTING DITCH
PROP, SWALE
EXISTING STORM DRAINAGE PIPE
PROPOSED STORM DRAINAGE PIPE
PROPOSED CATCH BASIN
O PROPOSED JUNCTION BOX
ELEV PROP. SPOT ELEVATION
PROP. GEOGRID FABRIC FOR
SLOPE STABILIZATION
PROPOSED TREE LINE CLEARING LIMITS
w
I
38L -HW
i
/
i
I
oHP PROP. OVER HEAD
POWER LINE
PROP. POWER POLE
EXIST. OVER HEAD
POWER LINE
EXIST. POWER POLE
=�,..� EXISTING TREE LINE
.............. EXISTING TOP OF BANK
EXISTING FENCE
PROP.TREE PROTECTION FENCING
PAD: 176
1626.75
I
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!
GRAPHIC SCALE
0 40' 80'
( IN FEET )
1 inch = 40 ft.
O
O
NOTES:
1.
ALL SPOT ELEVATIONS ARE AT BACK OF CURB UNLESS OTHERWISE NOTED AND DO NOT REFLECT
LO CO 1-t
LO Ca
PEDESTRIAN RAMP INSTALLATION.
2.
TRUNCATED DOME MATS ARE REQUIRED AT ALL RAMPS.
3.
ALL STORM DRAIN PIPES TO BE FIELD VERIFIED BY THE INSPECTOR PRIOR TO BACKFILLING.
4.
ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM AN
APPROVED EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE MINING ACT OF
C;
U
1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.
5.
TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST BE DISPOSED OF AT A FACILITY REGULATED
LU E
BY THE DIVISION OF SOLID WASTE MANAGEMENT.
Z (1)2
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1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM
WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING
LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS IN NOTE 1 HAVE BEEN MET.
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
- - - -ELEV- - EXISTING CONTOUR
ELEV- PROPOSED CONTOUR
EXISTING DITCH
PROP, SWALE
EXISTING STORM DRAINAGE PIPE
PROPOSED STORM DRAINAGE PIPE
PROPOSED CATCH BASIN
O PROPOSED JUNCTION BOX
ELEV PROP. SPOT ELEVATION
PROP. GEOGRID FABRIC FOR
SLOPE STABILIZATION
PROPOSED TREE LINE CLEARING LIMITS
w
I
38L -HW
i
/
i
I
oHP PROP. OVER HEAD
POWER LINE
PROP. POWER POLE
EXIST. OVER HEAD
POWER LINE
EXIST. POWER POLE
=�,..� EXISTING TREE LINE
.............. EXISTING TOP OF BANK
EXISTING FENCE
PROP.TREE PROTECTION FENCING
PAD: 176
1626.75
I
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!
GRAPHIC SCALE
0 40' 80'
( IN FEET )
1 inch = 40 ft.
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---ES
DEVELOPMENT NOTES DRAINAGE NOTES:
1. ROAD LIGHTING PLAN IS REPRESENT A PRELIMINARY CONCEPT. FINAL
NUMBER AND PLACEMENT OF STREET LIGHTS WILL BE PROVIDED BY THE
UTILITY CONTRACTOR AND WILL ADHERE TO THE UNIFIED DEVELOPMENT
ORDINANCE "STREET LIGHTS".
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE DONE BY THE
OWNER OR CONTRACTOR AND NOT INCLUDED IN THE CIVIL
CONSTRUCTION PERMITTING PACKAGE.
3. ACTUAL LOCATION OF TREES TO BE DETERMINED BASED UPON HOUSE
PLACEMENT. ALL STREET AND REAR YARD TREES SHALL BE INSTALLED
WITH HOUSE LANDSCAPE PACKAGE.
/ 24.8 6
PAD:
- 62475 62S X26 l - - I 628.00
174
6131
- -
�ti 165
/ \ PAD: _ v
2 PAD: , " 40M -CB �� - - - 629.25 - - REO FUNDING
44E -DI 1 A _ - - -� - - _ BK. 5801, PG. 703
_ - 625.50 26.0 ��.\ 6 - TAX PIN: 07120005 80
NOW OR FORMERLY
\ WESLEY CHAPEL
tiA 166
PAD: ��� � / 7 � I �Q � ��� ,� � � _ �\ _ - _ \FUTURE
2 " " 626.48 ` �ti s Q \ - - - _ TH\UGHy
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4.J7 08 WHEN ,
ti ' - 158 s - - - - ABUTTING
�'-__-167- PAD: � � \ - `
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PROP.
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� ' � �', rnw .00 (LEFT
PAD: -
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1 CM �' � z
It
GENERAL NOTES:
1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM
WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING
LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS IN NOTE 1 HAVE BEEN MET.
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
LEGEND
- - - -ELEV- -
EXISTING CONTOUR
NOTES:
1.
ALL SPOT ELEVATIONS ARE AT BACK OF CURB UNLESS OTHERWISE NOTED AND DO NOT REFLECT
POWER LINE
PEDESTRIAN RAMP INSTALLATION.
2.
TRUNCATED DOME MATS ARE REQUIRED AT ALL RAMPS.
3.
ALL STORM DRAIN PIPES TO BE FIELD VERIFIED BY THE INSPECTOR PRIOR TO BACKFILLING.
4.
ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM AN
APPROVED EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE MINING ACT OF
4 C;
U
1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.
5.
TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST BE DISPOSED OF AT A FACILITY REGULATED
PROPOSED STORM DRAINAGE PIPE
BY THE DIVISION OF SOLID WASTE MANAGEMENT.
Z
U m
PROPOSED CATCH BASIN
/ 24.8 6
PAD:
- 62475 62S X26 l - - I 628.00
174
6131
- -
�ti 165
/ \ PAD: _ v
2 PAD: , " 40M -CB �� - - - 629.25 - - REO FUNDING
44E -DI 1 A _ - - -� - - _ BK. 5801, PG. 703
_ - 625.50 26.0 ��.\ 6 - TAX PIN: 07120005 80
NOW OR FORMERLY
\ WESLEY CHAPEL
tiA 166
PAD: ��� � / 7 � I �Q � ��� ,� � � _ �\ _ - _ \FUTURE
2 " " 626.48 ` �ti s Q \ - - - _ TH\UGHy
51A -CB sus '��� , ' - S TREE�T ,
4.J7 08 WHEN ,
ti ' - 158 s - - - - ABUTTING
�'-__-167- PAD: � � \ - `
3 . - _ PAD:
44F -DI 636.75 v - �a _ A ` 633.21 ' ' VE�`0f V 1
4� / - 6 52
-STEM WAL1
_
r
;
PROP.
ISTREET
DCB / , PAD: _ 400-cB _ _ �o ARRIER
627.50 c � _ - - _ _ ,o PAD: - \V
5., 6� �,� 3 57 X157 PAD: 635.25
-STEM
ti/WALL
� ' � �', rnw .00 (LEFT
PAD: -
628.25
66 637.25 I ; I j� 156 I
�
1 CM �' � z
It
GENERAL NOTES:
1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM
WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING
LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS IN NOTE 1 HAVE BEEN MET.
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
LEGEND
- - - -ELEV- -
EXISTING CONTOUR
OHP PROP. OVER HEAD
ELEV-
PROPOSED CONTOUR
POWER LINE
WC7
EXISTING DITCH
PROP. POWER POLE
- f
PROP, SWALE
m
EXIST. OVER HEAD
4 C;
U
EXISTING STORM DRAINAGE PIPE
POWER LINE
PROPOSED STORM DRAINAGE PIPE
EXIST. POWER POLE
Z
U m
PROPOSED CATCH BASIN
�
O
PROPOSED JUNCTION BOX
vLL�
N
z
EXISTING TREE LINE
ELEV
PROP. SPOT ELEVATION
.............. EXISTING TOP OF BANK
PROP. GEOGRID FABRIC FOR
Z
Z
SLOPE STABILIZATION
EXISTING FENCE
U_j
m
0
PROP.TREE PROTECTION FENCING
AD
PROPOSED TREE LINE CLEARING LIMITS
v
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!
GRAPHIC SCALE
0 40' 80'
( IN FEET )
1 inch = 40 ft.
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TRIBUTARY _ , � ', - -
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61
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PAD.- T27 T28 � � I A V A � A � � � I I I I I r
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DEVELOPMENT NOTES
1. ROAD LIGHTING PLAN IS REPRESENT A PRELIMINARY CONCEPT. FINAL
NUMBER AND PLACEMENT OF STREET LIGHTS WILL BE PROVIDED BY THE
UTILITY CONTRACTOR AND WILL ADHERE TO THE UNIFIED DEVELOPMENT
ORDINANCE "STREET LIGHTS".
2. PERMITTING FOR THE PROJECT MONUMENT SIGNS WILL BE DONE BY THE
OWNER OR CONTRACTOR AND NOT INCLUDED IN THE CIVIL
CONSTRUCTION PERMITTING PACKAGE.
3. ACTUAL LOCATION OF TREES TO BE DETERMINED BASED UPON HOUSE
PLACEMENT. ALL STREET AND REAR YARD TREES SHALL BE INSTALLED
WITH HOUSE LANDSCAPE PACKAGE.
LU
PAD: 3' (RIGHT) / 40G -CB 24„
61725
7:25
620.5L
r 2 OH -CB
/I
-190 192 PAD:
623.001 621.03 � �
t I 617.50 ^� 5
I II�III I I I x616
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40C -JB ( 623.2,
4B
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PAD:
` PROPOSED RIP -RAP APRON I e� p _ 40B -JB 624.50 I 2.15 I
L=20', W=23', D50=0.6' 36 o
, I OA -FES - - -
, I I 1 1 1 -
t ( A
n I I 195 7o I PAD:
\ PROPOSED RIP -RAP APRON:1 - -
� 44
L=13', W=15', D50=0.45' 38A FES 25. ' , 6255 \ I s` 62450
1 I
DRAINAGE NOTES:
1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM
WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING
LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS IN NOTE 1 HAVE BEEN MET.
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
o
LEGEND
- - - -ELEV- -
EXISTING CONTOUR
NOTES:
1.
ALL SPOT ELEVATIONS ARE AT BACK OF CURB UNLESS OTHERWISE NOTED AND DO NOT REFLECT
EXISTING DITCH
PEDESTRIAN RAMP INSTALLATION.
2.
TRUNCATED DOME MATS ARE REQUIRED AT ALL RAMPS.
3.
ALL STORM DRAIN PIPES TO BE FIELD VERIFIED BY THE INSPECTOR PRIOR TO BACKFILLING.
4.
ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM AN
PROPOSED CATCH BASIN
APPROVED EROSION CONTROL PLAN SITE, A SITE REGULATED UNDER THE MINING ACT OF
PROPOSED JUNCTION BOX
1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.
5.
TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST BE DISPOSED OF AT A FACILITY REGULATED
PROP. GEOGRID FABRIC FOR
BY THE DIVISION OF SOLID WASTE MANAGEMENT.
SLOPE STABILIZATION
Wo
Y
LU
PAD: 3' (RIGHT) / 40G -CB 24„
61725
7:25
620.5L
r 2 OH -CB
/I
-190 192 PAD:
623.001 621.03 � �
t I 617.50 ^� 5
I II�III I I I x616
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, r
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v
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PAD:
` PROPOSED RIP -RAP APRON I e� p _ 40B -JB 624.50 I 2.15 I
L=20', W=23', D50=0.6' 36 o
, I OA -FES - - -
, I I 1 1 1 -
t ( A
n I I 195 7o I PAD:
\ PROPOSED RIP -RAP APRON:1 - -
� 44
L=13', W=15', D50=0.45' 38A FES 25. ' , 6255 \ I s` 62450
1 I
DRAINAGE NOTES:
1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM
WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM
WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING
LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
PHASE 3 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY LOCATED IN PHASE 3 WILL
REMAIN AS LONG AS THE CURRENT RESIDENT REMAINS OR UNTIL
SUCH TIME AS THE CURRENT RESIDENT MOVES TO A NEW LOCATION.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
3. GRAVEL WALKING TRAIL THROUGH PHASE 3 WILL BE CONSTRUCTED WHEN
CONDITIONS IN NOTE 1 HAVE BEEN MET.
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
3. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
4. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
5. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
6. ELEVATION DATUM: NAVD88
7. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
8. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
9. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
10. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
o
LEGEND
- - - -ELEV- -
EXISTING CONTOUR
ELEV-
PROPOSED CONTOUR
°p
o
EXISTING DITCH
- f
PROP, SWALE
Z
EXISTING STORM DRAINAGE PIPE
PROPOSED STORM DRAINAGE PIPE
PROPOSED CATCH BASIN
O
PROPOSED JUNCTION BOX
ELEV
PROP. SPOT ELEVATION
z
PROP. GEOGRID FABRIC FOR
z
SLOPE STABILIZATION
Wo
Y
PROPOSED TREE LINE CLEARING LIMITS
0
44F
oHP PROP. OVER HEAD
POWER LINE
PROP. POWER POLE
EXIST. OVER HEAD
POWER LINE
EXIST. POWER POLE
= EXISTING TREE LINE
.......... EXISTING TOP OF BANK
EXISTING FENCE
PROP.TREE PROTECTION FENCING
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!
GRAPHIC SCALE
0 40' 80'
( IN FEET )
1 inch = 40 ft.
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Sheet
C-4.23

STRUCTURE TABLE
STRUCTURE NAME:
RIM (BC) ELEV.-
PIPES IN:
PIPES OUT
1A -FES
603.96
INV IN =600.00 (85.8 LF OF 42" RCP @ 4.00% FROM 1B -DI)
INV OUT =621.68 (26.8 LF OF 15" RCP @ 1.60% TO 17B -CB)
IB -DI
615.00
INV IN =603.63 (120.1 LF OF 42" RCP @ 4.00% FROM IC -JB)
INV OUT =603.43 (85.8 LF OF 42" RCP @ 4.00% TO 1A -FES)
1C -JB
619.51
INV IN =608.63 (32.0 LF OF 42" RCP @ 3.02% FROM 1D -DCB)
INV OUT =608.43 (120.1 LF OF 42" RCP @ 4.00% TO 1B -DI)
1D -DCB
616.30
INV IN =610.10 (34.8 LF OF 36" RCP @ 1.00% FROM 1E -DCB)
INV IN =610.10 (62.6 LF OF 36" RCP @ 2.27% FROM 2A -CB)
INV IN =611.10 (78.6 LF OF 24" RCP @ 0.80% FROM 11A -CB)
INV OUT =609.60 (32.0 LF OF 42" RCP @ 3.02% TO IC -JB)
1E -DCB
616.15
INV IN =611.45 (127.0 LF OF 24" RCP @ 2.21 % FROM IF -DI)
INV OUT =610.45 (34.8 LF OF 36" RCP @ 1.00% TO ID -DCB)
1F -DI
618.54
INV IN =614.75 (41.0 LF OF 18" RCP @ 2.56% FROM 1G -DI)
INV OUT =614.25 (127.0 LF OF 24" RCP @ 2.21% TO IE -DCB)
1G -DI
619.50
INV IN =616.05 (91.9 LF OF 15" RCP @ 2.59% FROM 1H -DI)
INV OUT =615.80 (41.0 LF OF 18" RCP @ 2.56% TO 1F -DI)
1H -DI
623.52
INV IN =615.23 (72.0 LF OF 24" RCP @ 1.71 % FROM 19D -CB)
INV IN =615.73 (39.7 LF OF 18" RCP @ 1.00% FROM 20A -CB)
INV OUT =618.43 (91.9 LF OF 15" RCP @ 2.59% TO 1G -DI)
2A -CB
616.72
INV IN =611.72 (78.3 LF OF 36" RCP @ 1.66% FROM 2B -CB)
INV OUT =611.52 (62.6 LF OF 36" RCP @ 2.27% TO 1D -DCB)
INV OUT =613.27 (26.3 LF OF 15" RCP @ -0.50% TO 2A1 -CB)
2A 1 -CB
616.65
INV IN =613.40 (26.3 LF OF 15" RCP @ -0.50% FROM 2A -CB)
INV OUT =621.47 (154.1 LF OF 24" RCP @ 3.12% TO 19D -CB)
2B -CB
618.22
INV IN =613.22 (43.1 LF OF 36" RCP @ 0.17%0 FROM 2C -CB)
INV IN =614.77 (121.3 LF OF 15" RCP @ 1.00 / FROM 3A -DI)
INV OUT =613.02 (78.3 LF OF 36" RCP @ 1.66% TO 2A -CB)
2C -CB
619.08
INV IN =613.50 (149.6 LF OF 36" RCP @ 2.10% FROM 2D -CB)
INV OUT =613.30 (43.1 LF OF 36" RCP @ 0.17% TO 2B -CB)
2D -CB
622.79
INV IN =618.49 (120.9 LF OF 15" RCP @ 1.00% FROM 4A -DI)
INV IN =618.24 (26.6 LF OF 18" RCP @ 0.50% FROM 5A -CB)
INV IN =616.74 (106.1 LF OF 36" RCP @ 2.03% FROM 2E -CB)
INV OUT =616.64 (149.6 LF OF 36" RCP @ 2.10% TO 2C -CB)
2E -CB
625.43
INV IN =618.87 (96.5 LF OF 30" RCP @ 0.82% FROM 2F -CB)
INV OUT =618.89 (106.1 LF OF 36" RCP @ 2.03% TO 2D -CB)
2F -CB
627.83
INV IN =620.16 (27.2 LF OF 24" RCP @ 5.00% FROM 7A -DCB)
INV IN =619.66 (204.3 LF OF 30" RCP @ 0.64% FROM 2G -CB)
INV IN =622.42 (120.3 LF OF 15" RCP @ 2.00% FROM 6A -DI)
INV OUT =619.66 (96.5 LF OF 30" RCP @ 0.82% TO 2E -CB)
2G -CB
630.30
INV IN =621.16 (151.8 LF OF 30" RCP @ 0.50% FROM 2H -CB)
INV OUT =620.96 (204.3 LF OF 30" RCP @ 0.64% TO 2F -CB)
2H -CB
627.22
INV IN =622.12 (25.0 LF OF 30" RCP @ 0. 79 o FROM 21 -CB)
INV IN =623.40 (121.1 LF OF 15" RCP @ 0.57/ FROM 8A -DI)
INV OUT =621.92 (151.8 LF OF 30" RCP @ 0.50% TO 2G -CB)
21 -CB
627.02
INV IN =622.82 (124.6 LF OF 24" RCP @ 0.607% FROM 2J -CB)
INV IN =622.82 (26.3 LF OF 24" RCP @ 0.50% FROM 9A -DCB)
INV OUT =622.32 (25.0 LF OF 30" RCP @ 0.79% TO 2H -CB)
2J -CB
628.42
INV IN =624.15 (90.9 LF OF 18" RCP @ 1.11 % FROM 2K -CB)
INV OUT =623.65 (124.6 LF OF 24" RCP @ 0.67% TO 21 -CB)
2K -CB
629.77
INV IN =625.35 (104.6 LF OF 18" RCP @ 1.607% FROM 2L -CB)
INV IN =625.60 (25.4 LF OF 15" RCP @ 0.50% FROM 49A -CB)
INV OUT =625.15 (90.9 LF OF 18" RCP @ 1.11 % TO 2J -CB)
2L -CB
631.34
INV IN =627.34 (98.9 LF OF 15" RCP @ 2.00% FROM 2M -DI)
INV OUT =627.09 (104.6 LF OF 18" RCP @ 1.67% TO 2K -CB)
2M -DI
632.81
INV IN =626.21 (176.9 LF OF 18" RCP @ 0.66% FROM 228 -CB)
INV OUT =629.32 (98.9 LF OF 15" RCP @ 2.00% TO 2L -CB)
3A -DI
619.10
INV IN =627.57 (26.3 LF OF 18" RCP @ 0.50% FROM 22C -CB)
INV IN =627.57 (14.9 LF OF 18" RCP @ 2.34% FROM 22D - DI)
INV OUT =615.98 (121.3 LF OF 15" RCP @ 1.00% TO 2B -CB)
4A -DI
623.35
INV OUT =619.70 (120.9 LF OF 15" RCP @ 1.00% TO 2D -CB)
5A -CB
622.69
INV IN =618.57 (133.4 LF OF 18" RCP @ 0.54% FROM 5B -DI)
INV OUT =618.37 (26.6 LF OF 18" RCP @ 0.50% TO 2D -CB)
5B -DI
622.94
INV IN =619.49 (102.7 LF OF 18" RCP @ 1.77% FROM 5E -DI)
INV OUT =619.29 (133.4 LF OF 18" RCP @ 0.54% TO 5A -CB)
5D -DI
631.00
INV OUT =622.62 (22.4 LF OF 15" RCP @ 5.00% TO 5E -DI)
5E -DI
626.36
INV IN =621.50 (22.4 LF OF 15" RCP @ 5.00% FROM 5D -DI)
INV OUT =621.30 (102.7 LF OF 18" RCP @ 1.77% TO 5B -DI)
6A -DI
629.29
INV IN =643.24 (55.7 LF OF 18" RCP @ 8.89% FROM 24A -FES)
INV OUT =624.83 (120.3 LF OF 15" RCP @ 2.00% TO 2F -CB)
7A -DCB
627.73
INV IN =642.18 (57.3 LF OF 18" RCP @ 1.50% FROM 24B -CB)
INV OUT =621.52 (27.2 LF OF 24" RCP @ 5.00% TO 2F -CB)
8A -DI
627.02
INV IN =641.00 (65.1 LF OF 18" RCP @ 1.50% FROM 24C -CB)
INV OUT =624.08 (121.1 LF OF 15" RCP @ 0.57% TO 2H -CB)
9A -DCB
627.37
INV IN =623.45 (118.9 LF OF 18" RCP @ 0.67% FROM 9B -DI)
INV OUT =622.95 (26.3 LF OF 24" RCP @ 0.50% TO 21 -CB)
9B -DI
627.67
INV IN =624.49 (43.8 LF OF 15" RCP @ 4.00% FROM 9C -DI)
INV IN =624.49 (51.0 LF OF 15" RCP @ 0.50% FROM 50A -CB)
INV OUT =624.24 (118.9 LF OF 18" RCP @ 0.67% TO 9A -DCB)
9C -DI
634.64
INV IN =616.78 (30.4 LF OF 18" RCP @ 2.52% FROM 25B -CB)
INV OUT =626.24 (43.8 LF OF 15" RCP @ 4.00% TO 9B -DI)
11A -CB
616.85
INV IN =611.93 (44.9 LF OF 24" RCP @ 0.72% FROM 118 -CB)
INV OUT =611.73 (78.6 LF OF 24" RCP @ 0.80% TO 1D -DCB)
11B -CB
617.59
INV IN =612.45 (43.2 LF OF 24" RCP @ 0.91 % FROM 1IC-CB)
INV OUT =612.25 (44.9 LF OF 24" RCP @ 0.72% TO 11A -CB)
11C -CB
618.32
INV IN =613.04 (36.1 LF OF 24" RCP @ 1.00% FROM 11D -CB)
INV OUT =612.84 (43.2 LF OF 24" RCP @ 0.91 % TO 11B -CB)
1ID-CB
618.93
INV IN =613.61 (26.3 LF OF 24" RCP @ 0.56% FROM 1IE-CB)
INV IN =614.36 (116.4 LF OF 15" RCP @ 0.98% FROM 12A -CB)
INV OUT =613.41 (36.1 LF OF 24" RCP @ 1.00% TO 1IC-CB)
11E -CB
618.93
INV IN =613.95 (54.5 LF OF 24" RCP @ 1.47% FROM 1IF-CB)
INV OUT =613.75 (26.3 LF OF 24" RCP @ 0.56% TO 1ID-CB)
1IF-CB
620.01
INV IN =614.95 (71.2 LF OF 24" RCP @ 1.47% FROM 11 G -CB)
INV OUT =614.75 (54.5 LF OF 24" RCP @ 1.47% TO 11E -CB)
11G -CB
621.35
INV IN =616.95 (26.3 LF OF 15" RCP @ 0.75%0 FROM 13A -CB)
INV IN =616.20 (104.0 LF OF 24" RCP @ 1.47/o FROM 1IH-DCB)
INV OUT =616.00 (71.2 LF OF 24" RCP @ 1.47% TO 1IF-CB)
11H -DCB
623.24
INV IN =618.47 (136.6 LF OF 15" RCP @ 1.740 % FROM 111 -CB)
INV IN =618.47 (26.3 LF OF 15" RCP @ 2.26% FROM 14A -DCB)
INV OUT =617.72 (104.0 LF OF 24" RCP @ 1.47% TO 11G -CB)
111 -CB
625.69
INV IN =621.05 (124.4 LF OF 15" RCP @ 2.230 % FROM 11J -DI)
INV IN =621.05 (26.3 LF OF 15" RCP @ 1.44% FROM 15A -CB)
INV OUT =620.85 (136.6 LF OF 15" RCP @ 1.74% TO 11H -DCB)
11J -DI
627.69
INV IN =624.03 (28.7 LF OF 15" RCP @ 11.26% FROM 1lK-DI)
INV OUT =623.83 (124.4 LF OF 15' RCP @ 2.23% TO 111 -CB)
11K -D1
633.00
INV OUT =627.24 (28.7 LF OF 15' RCP @ 11.26% TO 11J -DI)
12A -CB
619.19
INV IN =595.22 (56.8 LF OF 36" RCP @ 0.50% FROM BASIN IB)
INV OUT =615.50 (116.4 LF OF 15" RCP @ 0.98% TO 11D -CB)
13A -CB
621.35
INV IN =617.35 (116.0 LF OF 15" RCP @ 0.55% FROM 13B -DI)
INV OUT =617.15 (26.3 LF OF 15" RCP @ 0.75% TO 11 G -CB)
13B -DI
621.27
INV OUT =617.98 (116.0 LF OF 15" RCP @ 0.55% TO 13A -CB)
14A -DCB
623.24
INV IN =619.17 (115.9 LF OF 15" RCP @ 0.50% FROM 14B -DI)
INV OUT =619.07 (26.3 LF OF 15" RCP @ 2.26% TO 1IH-DCB)
148 -DI
623.93
INV IN =619.47 (205.9 LF OF 15" RCP @ 1.87% FROM 14C -DI)
INV OUT =619.75 (115.9 LF OF 15" RCP @ 0.50% TO 14A -DCB)
14C -DI
627.76
INV IN =608.00 (61.1 LF OF 36" RCP @ 0.82% FROM BASIN 3-B)
INV OUT =623.32 (205.9 LF OF 15" RCP @ 1.87% TO 14B -DI)
15A -CB
625.69
INV OUT =621.43 (26.3 LF OF 15" RCP @ 1.44% TO 111 -CB)
16A -FES
615.33
INV IN =613.00 (18.3 LF OF 24" RCP @ 3.07% FROM 168 -JB)
16B -JB
623.46
INV IN =616.49 (39.6 LF OF 24" RCP @ 1.00% FROM 16C -DCB)
INV IN =617.78 (69.2 LF OF 18" RCP @ 1.62% FROM 17A -CB)
INV OUT =613.56 (18.3 LF OF 24" RCP @ 3.07% TO 16A -FES)
16C -DCB
623.02
INV IN =617.39 (27.0 LF OF 18" RCP @ 1.00% FROM 16D -DCB)
INV OUT =616.89 (39.6 LF OF 24" RCP @ 1.00% TO 16B -JB)
16D -DCB
623.02
INV IN =617.91 (118.7 LF OF 15" RCP @ 0.98% FROM 16E -DI)
INV OUT =617.66 (27.0 LF OF 18" RCP @ 1.00% TO 16C -DCB)
16E -DI
624.17
INV IN =620.74 (37.7 LF OF 15" RCP @ 7.04 % FROM 16F -DI)
INV OUT =619.07 (118.7 LF OF 15" RCP @ 0.98% TO 16D -DCB)
16F -DI
633.93
INV OUT =623.38 (37.7 LF OF 15" RCP @ 7.04% TO 16E -DI)
17A -CB
623.62
INV IN =619.00 (96.4 LF OF 15" RCP @ 2.23% FROM 178 -CB)
INV OUT =618.90 (69.2 LF OF 18" RCP @ 1.62% TO 16B -JB)
17B -CB
626.14
INV IN =621.25 (26.8 LF OF 15" RCP @ 1.60%0 FROM 17C -CB)
INV IN =621.25 (120.7 LF OF 15" RCP @ 0.50% FROM 18A -DI)
INV OUT =621.15 (96.4 LF OF 15" RCP @ 2.23% TO 17A -CB)
STRUCTURE TABLE
STRUCTURE NAME:
RIM (BC) ELEV.'
PIPES IN:
PIPES OUT
17C -CB
626.25
INV IN =621.78 (120.2 LF OF 15" RCP @ 2.00% FROM 17D -DI)
INV OUT =621.68 (26.8 LF OF 15" RCP @ 1.60% TO 17B -CB)
17D -DI
628.00
INV IN =624.28 (37.8 LF OF 15" RCP @ 5.00% FROM 17E -DI)
INV OUT =624.18 (120.2 LF OF 15" RCP @ 2.00% TO 17C -CB)
17E -DI
636.25
a
U
INV OUT =626.17 (37.8 LF OF 15" RCP @ 5.00% TO 17D -DI)
18A -DI
625.70
W c:LU
INV OUT =621.85 (120.7 LF OF 15" RCP @ 0.50% TO 178 -CB)
19A -FES
616.42
INV IN =613.00 (42.7 LF OF 36" RCP @ 0.50% FROM 19B -JB)
rVn
19B -JB
625.77
INV IN =618.40 (29.0 LF OF 18" RCP @ 2.28% FROM 27A -DI)
INV IN =613.71 (98.7 LF OF 30" RCP @ 0.50% FROM 19B1 -JB)
INV OUT =613.21 (42.7 LF OF 36" RCP @ 0.50% TO 19A -FES)
19B1 -JB
623.31
INV IN =614.40 (24.7 LF OF 30" RCP @ 0.50% FROM 19C -DCB)
INV OUT =614.20 (98.7 LF OF 30" RCP @ 0.50% TO 19B -JB)
19C -DCB
620.14
INV IN =615.23 (72.0 LF OF 24" RCP @ 1.71 % FROM 19D -CB)
INV IN =615.73 (39.7 LF OF 18" RCP @ 1.00% FROM 20A -CB)
INV OUT =614.53 (24.7 LF OF 30" RCP @ 0.50% TO 19B 1 -JB)
19D -CB
621.68
INV IN =616.66 (154.1 LF OF 24" RCP @ 3.12% FROM 19E -CB)
INV OUT =616.46 (72.0 LF OF 24" RCP @ 1.71 % TO 19C -DCB)
19E -CB
627.72
INV IN =621.67 (30.4 LF OF 24" RCP @ 2.19% FROM 2lA1-CB)
INV OUT =621.47 (154.1 LF OF 24" RCP @ 3.12% TO 19D -CB)
19F -CB
632.72
INV IN =627.89 (120.2 LF OF 24" RCP @ 1.00% FROM 19G -DI)
INV OUT =627.69 (148.5 LF OF 24" RCP @ 2.00% TO 218 -CB)
19G -DI
633.60
Lu
INV OUT =629.09 (120.2 LF OF 24" RCP @ 1.00% TO 19F -CB)
20A -CB
619.70
INV IN =616.37 (41.6 LF OF 15" RCP @ 0.50% FROM 20B -DCB)
INV OUT =616.12 (39.7 LF OF 18" RCP @ 1.00% TO 19C -DCB)
20B -DCB
619.89
INV IN =616.78 (29.1 LF OF 15" RCP @ 0.50% FROM 20C -DCB)
INV OUT =616.58 (41.6 LF OF 15" RCP @ 0.50% TO 20A -CB)
20C -DCB
620.03
W
INV OUT =616.93 (29.1 LF OF 15" RCP @ 0.50% TO 20B -DCB)
21A1 -CB
627.72
INV IN =622.53 (64.4 LF OF 24" RCP @ 2.68% FROM 21A2 -CB)
INV OUT =622.33 (30.4 LF OF 24" RCP @ 2.19% TO 19E -CB)
2lA2-CB
631.62
INV IN =624.46 (26.3 LF OF 24" RCP @ 1.00% FROM 21B -CB)
INV OUT =624.26 (64.4 LF OF 24" RCP @ 2.68% TO 21A1 -CB)
21B -CB
631.78
INV IN =625.22 (50.5 LF OF 18" RCP @ 5.00% FROM 21C -CB)
INV IN =625.22 (107.2 LF OF 18" RCP @ 0.74% FROM 22A -JB)
INV IN =624.72 (148.5 LF OF 24" RCP @ 2.00% FROM 19F -CB)
INV OUT =624.72 (26.3 LF OF 24" RCP @ 1.00% TO 2lA2-CB)
21C -CB
633.34
INV IN =627.94 (85.1 LF OF 18" RCP @ 6.43% FROM 21D -CB)
INV OUT =627.74 (50.5 LF OF 18" RCP @ 5.00% TO 21B -CB)
21D -CB
637.47
INV IN =633.60 (30.3 LF OF 15" RCP @ 1.00% FROM 21E -CB)
INV IN =633.65 (57.2 LF OF 15" RCP @ 1.50% FROM 23A -CB)
INV OUT =633.40 (85.1 LF OF 18" RCP @ 6.43% TO 21C -CB)
21E -CB
637.47
INV OUT =633.90 (30.3 LF OF 15" RCP @ 1.00% TO 21D -CB)
22A -JB
633.64
INV IN =626.21 (176.9 LF OF 18" RCP @ 0.66% FROM 228 -CB)
INV OUT =626.01 (107.2 LF OF 18" RCP @ 0.74% TO 218 -CB)
22B -CB
630.95
INV IN =627.57 (26.3 LF OF 18" RCP @ 0.50% FROM 22C -CB)
INV IN =627.57 (14.9 LF OF 18" RCP @ 2.34% FROM 22D - DI)
INV OUT =627.37 (176.9 LF OF 18" RCP @ 0.66% TO 22A -JB)
22C -CB
631.13
INV OUT =627.70 (26.3 LF OF 18" RCP @ 0.50% TO 22B -CB)
22D - DI
631.24
INV OUT =627.92 (14.9 LF OF 18" RCP @ 2.34% TO 22B -CB)
23A -CB
640.26
INV IN =634.51 (12.9 LF OF 15" RCP @ 1.50% FROM 23B -DI)
INV OUT =634.51 (57.2 LF OF 15" RCP @ 1.50% TO 21D -CB)
23B -DI
638.01
INV OUT =634.70 (12.9 LF OF 15" RCP @ 1.50% TO 23A -CB)
24A -FES
649.96
INV OUT =648.17 (55.7 LF OF 18" RCP @ 8.89% TO 24B -CB)
24B -CB
646.82
INV IN =643.24 (55.7 LF OF 18" RCP @ 8.89% FROM 24A -FES)
INV OUT =643.04 (57.3 LF OF 18" RCP @ 1.50% TO 24C -CB)
24C -CB
646.90
INV IN =642.18 (57.3 LF OF 18" RCP @ 1.50% FROM 24B -CB)
INV OUT =641.98 (65.1 LF OF 18" RCP @ 1.50% TO 24D -FES)
24D -FES
642.79
INV IN =641.00 (65.1 LF OF 18" RCP @ 1.50% FROM 24C -CB)
25A -FES
626.69
INV OUT =621.69 (64.1 LF OF 18" RCP @ 6.16% TO 25B -CB)
25B -CB
622.45
INV IN =617.55 (109.6 LF OF 18" RCP @ 0.50% FROM 26A -CB)
INV IN =617.75 (64.1 LF OF 18" RCP @ 6.16% FROM 25A -FES)
INV OUT =617.55 (30.4 LF OF 18" RCP @ 2.52% TO 25C -CB)
25C -CB
622.45
INV IN =616.78 (30.4 LF OF 18" RCP @ 2.52% FROM 25B -CB)
INV OUT =616.58 (61.1 LF OF 18" RCP @ 2.59% TO 25D -FES)
25D -FES
618.21
INV IN =615.00 (61.1 LF OF 18" RCP @ 2.59% FROM 25C -CB)
26A -CB
624.56
INV IN =618.35 (48.3 LF OF 15" RCP @ 0.50% FROM 26B -DI)
INV OUT =618.10 (109.6 LF OF 18" RCP @ 0.50% TO 258 -CB)
26B -DI
622.00
INV OUT =618.59 (48.3 LF OF 15" RCP @ 0.50% TO 26A -CB)
27A -DI
624.42
INV OUT =619.06 (29.0 LF OF 18" RCP @ 2.28% TO 19B -JB)
49A -CB
629.77
INV OUT =625.73 (25.4 LF OF 15" RCP @ 0.50% TO 2K -CB)
50A -CB
628.05
INV IN =624.95 (62.0 LF OF 15" RCP @ 0.50% FROM 50A1 -CB)
INV OUT =624.75 (51.0 LF OF 15" RCP @ 0.50% TO 9B -DI)
50A1 -CB
629.13
INV OUT =625.26 (62.0 LF OF 15" RCP @ 0.50% TO 50A -CB)
Al -HW
611.10
INV IN =603.00 (124.9 LF OF 72" RCP @ 0.50% FROM A2 -HW)
A2 -HW
610.14
INV OUT =603.62 (124.9 LF OF 72" RCP @ 0.50% TO Al -HW)
B1 -HW
613.84
INV IN =606.50 (125.3 LF OF 72" RCP @ 0.50% FROM B2 -HW)
B2 -HW
613.64
INV OUT =607.13 (125.3 LF OF 72" RCP @ 0.50% TO B1 -HW)
BASIN 1A -FES
598.63
INV IN =595.22 (56.8 LF OF 36" RCP @ 0.50% FROM BASIN IB)
BASIN 1B
606.86
INV OUT =595.50 (56.8 LF OF 36" RCP @ 0.50% TO BASIN 1A -FES)
BASIN 2-C
624.35
INV OUT =613.00 (75.6 LF OF 36" RCP @ 6.47% TO BASIN 2A -FES)
BASIN 2A -FES
611.53
INV IN =608.12 (75.6 LF OF 36" RCP @ 6.47% FROM BASIN 2-C)
BASIN 3-B
613.50
INV OUT =608.50 (61.1 LF OF 36" RCP @ 0.82% TO BASIN 3A -FES)
BASIN 3A -FES
611.42
INV IN =608.00 (61.1 LF OF 36" RCP @ 0.82% FROM BASIN 3-B)
W
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C-4.24
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STRUCTURE TABLE
STRUCTURE TABLE
STRUCTURE NAME:
RIM (BC) ELEV.-
PIPES IN:
PIPES OUT
STRUCTURE NAME:
RIM (BC) ELEV.-
PIPES IN:
PIPES OUT
4 -A -FES
610.42
INV IN =607.00 (92.6 LF OF 36" RCP @ 1.08% FROM BASIN 4-B)
U
40B -JB
621.87
INV IN =608.52 (69.6 LF OF 36" RCP @ 0.50% FROM 40C -JB)
INV OUT =608.32 (63.4 LF OF 36" RCP @ 0.50% TO 40A -FES)
28A -FES
610.79
z
Z cc)
Lu a, 0
40C -JB
619.44
INV IN =609.06 (103.2 LF OF 36" RCP @ 0.50% FROM 40D -DCB)
INV OUT =608.86 (69.6 LF OF 36" RCP @ 0.50% TO 40B -JB)
28B -JB
621.33
INV IN =612.74 (105.9 LF OF 30" RCP @ 2.61 % FROM 28C -HW)
INV OUT =612.54 (215.3 LF OF 30" RCP @ 2.11 % TO)
400 -DCB
614.78
INV IN =609.78 (63.7 LF OF 36" RCP @ 1.59% FROM 40E -CB)
INV IN =611.53 (33.8 LF OF 15" RCP @ 4.39% FROM 52A -DI)
INV OUT =609.58 (103.2 LF OF 36" RCP @ 0.50% TO 40C -JB)
28C -HW
619.96
INV OUT =615.50 (105.9 LF OF 30" RCP @ 2.61 % TO 28B -JB)
40E -CB
616.75
INV IN =610.99 (62.5 LF OF 36" RCP @ 0.67% FROM 40F -CB)
INV OUT =610.79 (63.7 LF OF 36" RCP @ 1.59% TO 40D -DCB)
29A -FES
611.88
INV IN =609.00 (82.4 LF OF 30" RCP @ 0.50% FROM 29B -DI)
Q
40F -CB
617.73
INV IN =611.61 (64.4 LF OF 36" RCP @ 3.04% FROM 40G -CB)
INV IN =611.78 (27.1 LF OF 15" RCP @ 0.50% FROM 41A -CB)
INV OUT =611.41 62.5 LF OF 36" RCP 0.67% TO 40E -CB
( �° )
296 DI
617.17
0
INV IN =609.61 (150.1 LF OF 30" RCP @ 0.50% FROM 29C DCB)
0
INV OUT =609.41 (82.4 LF OF 30" RCP @ 0.50% TO 29A -FES)
29C -DCB
620.41
INV IN =610.56 (30.4 LF OF 30" RCP @ 0.50% FROM 29D -DCB)
INV OUT =610.36 (150.1 LF OF 30" RCP @ 0.50% TO 29B -DI)
40G -CB
619.84
INV IN =614.57 (86.2 LF OF 24" RCP @ 1.00% FROM 44A -CB)
INV IN =614.57 (27.1 LF OF 24" RCP @ 0.50% FROM 40H -CB)
INV OUT =613.57 (64.4 LF OF 36" RCP @ 3.04% TO 40F -CB)
29D -DCB
620.41
INV IN =611.71 (74.9 LF OF 18" RCP @ 0.50% FROM 29E -DI)
INV IN =616.01 (132.9 LF OF 24" RCP @ 1.53% FROM 30ACB)
INV OUT =610.71 (30.4 LF OF 30" RCP @ 0.50% TO 29C -DCB)
40H -CB
619.84
INV IN =614.90 (78.5 LF OF 24" RCP @ 0.38% FROM 401 -CB)
INV OUT =614.70 (27.1 LF OF 24" RCP @ 0.50% TO 40G -CB)
29E -DI
622.14
INV OUT =612.09 (74.9 LF OF 18" RCP @ 0.50% TO 29D -DCB)
401 -CB
620.19
INV IN =615.40 (109.3 LF OF 24" RCP @ 1.20FROM 42A -CB) % FROM 40J -CB)
INV IN =615.20 (26.3 LF OF 18" RCP @ 0.50%
INV OUT =615.20 (78.5 LF OF 24" RCP @ 0.38% TO 40H -CB)
30ACB
622.87
INV IN =618.24 (101.2 LF OF 24" RCP @ 4.32% FROM 30B -CB)
INV OUT =618.04 (132.9 LF OF 24" RCP @ 1.53% TO 29D -DCB)
40J -CB
621.86
INV IN =616.97 (77.9 LF OF 24" RCP @ 1.37% FROM 40K -CB)
INV OUT =616.72 (109.3 LF OF 24" RCP @ 1.21 % TO 401 -CB)
30B -CB
627.27
INV IN =623.11 (138.5 LF OF 18" RCP @ 4.50% FROM 31A -CB)
INV IN =623.11 (124.3 LF OF 18" RCP @ 1.807% FROM 30C -DI)
INV IN =623.36 (30.3 LF OF 15" RCP @ 0.50% FROM 53A -CB)
INV OUT =622.61 (101.2 LF OF 24" RCP @ 4.32% TO 30ACB)
40K -CB
623.08
INV IN =619.41 (26.2 LF OF 15" RCP @ 0.50% FROM 43A -CB)
INV IN =618.74 (74.9 LF OF 18" RCP @ 1.50% FROM 40L -CB)
INV OUT =618.04 (77.9 LF OF 24" RCP @ 1.37% TO 40J -CB)
30C -DI
629.15
INV IN =625.69 (16.4 LF OF 15" RCP @ 1.87% FROM 30C1 -JB)
INV OUT =625.44 (124.3 LF OF 18" RCP @ 1.87% TO 30B -CB)
40L -CB
624.21
INV IN =620.12 (66.6 LF OF 15" RCP @ 4.76% FROM 40M -CB)
INV OUT =619.87 (74.9 LF OF 18" RCP @ 1.50% TO 40K -CB)
30C1 -JB
636.63
INV OUT =625.99 (16.4 LF OF 15" RCP @ 1.87% TO 30C -DI)
INV OUT =631.05 (66.9 LF OF 15" RCP @ -5.00% TO 30D -DI)
40M -CB
628.18
INV IN =623.48 (108.9 LF OF 15" RCP @ 4.98% FROM 40N -CB)
INV OUT =623.28 (66.6 LF OF 15" RCP @ 4.76% TO 40L -CB)
40N -CB
633.45
INV IN =629.10 (26.0 LF OF 15" RCP @ 2.12% FROM 400 -CB)
INV OUT =628.90 (108.9 LF OF 15" RCP @ 4.98% TO 40M -CB)
30D -DI
642.83
INV IN =634.38 (66.9 LF OF 15" RCP @ -5.00% FROM 30C1 -JB)
400 -CB
633.45
INV IN =629.85 (136.4 LF OF 15" RCP @ 0.38% FROM 40P -DI)
INV OUT =629.65 (26.0 LF OF 15" RCP @ 2.12% TO 40N -CB)
31A -CB
633.50
INV IN =629.59 (53.8 LF OF 15" RCP @ 5.45% FROM 31B -DCB)
INV OUT =629.34 (138.5 LF OF 18" RCP @ 4.50% TO 30B -CB)
40P -DI
633.49
INV OUT =630.37 (136.4 LF OF 15" RCP @ 0.38% TO 400 -CB)
31B -DCB
636.65
INV IN =632.71 (26.3 LF OF 15" RCP @ 1.08% FROM 31C -DCB)
INV OUT =632.51 (53.8 LF OF 15" RCP @ 5.45% TO 31A -CB)
41A -CB
617.73
INV IN =612.12 (127.4 LF OF 15" RCP @ 0.50% FROM 41B -DI)
INV OUT =611.92 (27.1 LF OF 15" RCP @ 0.50% TO 40F -CB)
31C -DCB
636.65
INV IN =633.20 (54.7 LF OF 15" RCP @ 0.50% FROM 31C1 -CB)
INV OUT =633.00 (26.3 LF OF 15" RCP @ 1.08% TO 31B -DCB)
41B -DI
615.86
INV OUT =612.75 (127.4 LF OF 15" RCP @ 0.50% TO 41A -CB)
31 C1 -CB
637.27
INV IN =633.67 (89.5 LF OF 15" RCP @ 0.50% FROM 31 C2 -CB)
INV OUT =633.47 (54.7 LF OF 15" RCP @ 0.50% TO 31C -DCB)
42A -CB
620.19
INV IN =615.59 (115.6 LF OF 15" RCP @ 0.50% FROM 42B -DI)
INV OUT =615.34 (26.3 LF OF 18" RCP @ 0.50% TO 401 -CB)
31C2 -CB
639.09
INV IN =634.32 (74.9 LF OF 15" RCP @ 0.50% FROM 31 C3 -DI)
INV OUT =634.12 (89.5 LF OF 15" RCP @ 0.50% TO 31 C1 -CB)
42B -DI
619.28
INV OUT =616.16 (115.6 LF OF 15" RCP @ 0.50% TO 42A -CB)
31C3 -DI
637.97
INV OUT =634.70 (74.9 LF OF 15" RCP @ 0.50% TO 31 C2 -CB)
43A -CB
623.08
INV IN =619.74 (115.5 LF OF 15" RCP @ 0.50% FROM 43B -DI)
INV OUT =619.54 (26.2 LF OF 15" RCP @ 0.50% TO 40K -CB)
32A -FES
611.87
INV IN =609.00 (37.6 LF OF 30" RCP @ 3.50% FROM 32B -JB)
43B -DI
623.42
INV OUT =620.31 (115.5 LF OF 15" RCP @ 0.50% TO 43A -CB)
32B -JB
621.00
INV IN =610.51 (26.5 LF OF 30" RCP @ 3.50% FROM 32C -DI)
INV OUT =610.31 (37.6 LF OF 30" RCP @ 3.50% TO 32A -FES)
44A -CB
620.83
INV IN =615.62 (26.3 LF OF 24" RCP @ 1.50% FROM 44B -CB)
INV OUT =615.42 (86.2 LF OF 24" RCP @ 1.00% TO 40G -CB)
32C -DI
620.56
INV IN =611.64 (141.8 LF OF 30" RCP @ 0.70% FROM 32D -CB)
INV OUT =611.44 (26.5 LF OF 30" RCP @ 3.50% TO 32B -JB)
44B -CB
620.83
INV IN =616.22 (64.3 LF OF 24" RCP @ 0.50% FROM 44C -DI)
INV OUT =616.02 (26.3 LF OF 24" RCP @ 1.50% TO 44A -CB)
32D -CB
620.21
INV IN =613.89 (109.3 LF OF 15" RCP @ 5.440 % FROM 32E -CB)
INV IN =613.14 (26.4 LF OF 24" RCP @ 0.85% FROM 33A -DCB)
INV OUT =612.64 (141.8 LF OF 30" RCP @ 0.70% TO 32C -DI)
44C -DI
620.76
INV IN =617.04 (73.0 LF OF 18" RCP @ 1.69% FROM 44D -DI)
INV OUT =616.54 (64.3 LF OF 24" RCP @ 0.50% TO 44B -CB)
32E -CB
625.37
INV IN =620.02 (26.3 LF OF 15" RCP @ 1.00% FROM 32F -CB)
INV OUT =619.82 (109.3 LF OF 15" RCP @ 5.44% TO 32D -CB)
44D -DI
622.21
INV IN =618.63 (118.6 LF OF 15" RCP @ 0.70% FROM 44E -DI)
INV OUT =618.27 (73.0 LF OF 18" RCP @ 1.69% TO 44C -DI)
32F -CB
625.37
INV IN =620.49 (125.9 LF OF 15" RCP @ 1.00% FROM 32G -DI)
INV OUT =620.29 (26.3 LF OF 15" RCP @ 1.00% TO 32E -CB)
44E -DI
623.09
INV IN =619.66 (65.6 LF OF 15" RCP @ 7.69% FROM 44F -DI)
INV OUT =619.46 (118.6 LF OF 15" RCP @ 0.70% TO 44D -DI)
32G -DI
624.96
INV OUT =621.75 (125.9 LF OF 15" RCP @ 1.00% TO 32F -CB)
44F -DI
635.16
INV OUT =624.69 (65.6 LF OF 15" RCP @ 7.69% TO 44E -DI)
33A -DCB
620.21
INV IN =613.87 (36.0 LF OF 18" RCP @ 0.80% FROM 33B -CB)
INV OUT =613.37 (26.4 LF OF 24" RCP @ 0.85% TO 32D -CB)
45A -DI
640.50
INV OUT =632.35 (50.6 LF OF 15" RCP @ 5.86% TO 46C -CB)
33B -CB
618.99
INV IN =614.35 (28.4 LF OF 18" RCP @ 0.50% FROM 33C -DCB)
INV OUT =614.15 (36.0 LF OF 18" RCP @ 0.80% TO 33A -DCB)
46A -FES
627.21
INV IN =624.00 (131.2 LF OF 18" RCP @ 2.50% FROM 46B -CB)
33C -DCB
617.87
INV IN =614.74 (116.7 LF OF 15" RCP @ 1.50% FROM 33D -DI)
INV OUT =614.49 (28.4 LF OF 18" RCP @ 0.50% TO 33B -CB)
46B -CB
632.49
INV IN =627.53 (26.3 LF OF 15" RCP @ 2.50% FROM 46C -CB)
INV OUT =627.28 (131.2 LF OF 18" RCP @ 2.50% TO 46A -FES)
33D -DI
619.90
INV OUT =616.49 (116.7 LF OF 15" RCP @ 1.50% TO 33C -DCB)
46C -CB
632.49
INV IN =628.39 (89.7 LF OF 15" RCP @ 4.02% FROM 46D -CB)
INV IN =629.39 (50.6 LF OF 15" RCP @ 5.86% FROM 45A -DI)
INV OUT =628.19 (26.3 LF OF 15" RCP @ 2.50% TO 468 -CB)
34A -DCB
639.19
INV IN =632.65 (26.3 LF OF 15" RCP @ 0.50% FROM 34B -DCB)
INV OUT =632.45 (52.9 LF OF 15" RCP @ 0.50% TO 46D -CB)
46D -CB
636.38
INV IN =632.19 (52.9 LF OF 15" RCP @ 0.50% FROM 34A -DCB)
INV IN =632.19 (107.1 LF OF 15" RCP @ 2.30% FROM 46E -CB)
INV OUT =631.99 89.7 LF OF 15" RCP 4.02% TO 46C -CB
( @ )
348 -DCB
639.19
0
INV OUT =632.79 (26.3 LF OF 15" RCP @ 0.50% TO 34A -DCB)
35A -FES
623.33
INV IN =621.00 (62.8 LF OF 24" RCP @ 1.23% FROM 35B -DCB)
46E -CB
639.03
INV IN =634.85 (101.1 LF OF 15" RCP @ 0.50% FROM 416E1 -CB)
INV OUT =634.65 (107.1 LF OF 15" RCP @ 2.30% TO 46D -CB)
35B -DCB
627.01
INV IN =622.27 (26.3 LF OF 18" RCP @ 1.23% FROM 35C -DCB)
INV OUT =621.77 (62.8 LF OF 24" RCP @ 1.23% TO 35A -FES)
47A -HW
624.83
INV IN =621.00 (121.7 LF OF 36" RCP @ 2.05% FROM 47B -FES)
35C -DCB
627.01
INV IN =622.80 (122.2 LF OF 18" RCP @ 0.50% FROM 35D -DI)
INV OUT =622.60 (26.3 LF OF 18" RCP @ 1.23% TO 35B -DCB)
47B -FES
626.92
INV OUT =623.50 (121.7 LF OF 36" RCP @ 2.05% TO 47A -HW)
35D -DI
626.93
INV IN =623.66 (186.2 LF OF 15" RCP @ 0.50% FROM 35E -DI)
INV OUT =623.41 (122.2 LF OF 18" RCP @ 0.50% TO 35C -DCB)
51A -CB
624.07
INV OUT =619.61 (26.3 LF OF 15" RCP @ 1.00% TO 38C -CB)
35E -DI
629.70
INV OUT =624.59 (186.2 LF OF 15" RCP @ 0.50% TO 35D -DI)
52A -DI
620.50
INV OUT =613.01 (33.8 LF OF 15" RCP @ 4.39% TO 40D -DCB)
36A -FES
613.98
INV IN =611.11 (27.3 LF OF 30" RCP @ 0.78% FROM 36B -DI)
53A -CB
627.27
INV OUT =623.51 (30.3 LF OF 15" RCP @ 0.50% TO 30B -CB)
36B -DI
621.53
INV IN =615.13 (119.0 LF OF 24" RCP @ 1.50% FROM 36C -DI)
INV OUT =611.32 (27.3 LF OF 30" RCP @ 0.78% TO 36A -FES)
416E1 -CB
638.70
INV IN =635.56 (65.8 LF OF 15" RCP @ 0.50% FROM 416E2 -DI)
INV OUT =635.36 (101.1 LF OF 15" RCP @ 0.50% TO 46E -CB)
36C -DI
629.62
INV IN =617.12 (104.7 LF OF 24" RCP @ 1.50% FROM 36D -CB)
INV OUT =616.92 (119.0 LF OF 24" RCP @ 1.50% TO 36B -DI)
416E2 -DI
640.12
INV OUT =635.88 (65.8 LF OF 15" RCP @ 0.50% TO 416E1 -CB)
36D -CB
628.93
INV IN =623.66 (26.3 LF OF 18" RCP @ 1.00% FROM 36E -CB)
INV IN =618.69 (216.3 LF OF 24" RCP @ 0.50% FROM 37A -DCB)
INV OUT =618.69 (104.7 LF OF 24" RCP @ 1.50% TO 36C -DI)
BASIN 4-B
613.89
INV OUT =608.00 (92.6 LF OF 36" RCP @ 1.08% TO 4 -A -FES)
36E -CB
628.93
INV IN =624.17 (108.2 LF OF 15" RCP @ 1.00% FROM 36F -DI)
INV OUT =623.92 (26.3 LF OF 18" RCP @ 1.00% TO 36D -CB)
36F -DI
629.40
INV OUT =625.25 (108.2 LF OF 15" RCP @ 1.00% TO 36E -CB)
37A -DCB
624.61
INV IN =620.27 (26.3 LF OF 18" RCP @ 0.50% FROM 37B -DCB)
INV OUT =619.77 (216.3 LF OF 24" RCP @ 0.50% TO 36D -CB)
37B -DCB
624.61
INV IN =620.60 (107.1 LF OF 18" RCP @ 0.50% FROM 37C -DI)
INV OUT =620.40 (26.3 LF OF 18" RCP @ 0.50% TO 37A -DCB)
37C -DI
625.19
INV OUT =621.14 (107.1 LF OF 18" RCP @ 0.50% TO 37B -DCB)
38A -FES
610.33
INV IN =608.00 (64.9 LF OF 24" RCP @ 5.00% FROM 38B -DI)
38B -DI
622.96
INV IN =616.69 (120.9 LF OF 24" RCP @ 1.41 % FROM 38C -CB)
INV OUT =611.24 (64.9 LF OF 24" RCP @ 5.00% TO 38A -FES)
38C -CB
624.07
INV IN =618.60 (60.2 LF OF 24" RCP @ 1.49% FROM 38D -DCB)
INV IN =619.35 (26.3 LF OF 15" RCP @ 1.00% FROM 51A -CB)
INV OUT =618.40 (120.9 LF OF 24" RCP @ 1.41 % TO 38B -DI)
38D -DCB
624.81
INV IN =619.70 (107.3 LF OF 24" RCP @ 1.47% FROM 38E -DCB)
INV OUT =619.50 (60.2 LF OF 24" RCP @ 1.49% TO 38C -CB)
38E -DCB
626.16
INV IN =621.48 (26.3 LF OF 24" RCP @ 1.01 % FROM 38F -DCB)
INV OUT =621.28 (107.3 LF OF 24" RCP @ 1.47% TO 38D -DCB)
38F -DCB
626.16
INV IN =621.94 (127.5 LF OF 24" RCP @ 0.60% FROM 38G -DI)
INV OUT =621.74 (26.3 LF OF 24" RCP @ 1.01 % TO 38E -DCB)
38G -DI
626.68
INV IN =623.21 (63.7 LF OF 18" RCP @ 7.40% FROM 38H -DI)
INV OUT =622.71 (127.5 LF OF 24" RCP @ 0.60% TO 38F -DCB)
38H -DI
635.87
INV IN =628.11 (122.9 LF OF 18" RCP @ 0.98% FROM 381 -DI)
INV OUT =627.91 (63.7 LF OF 18" RCP @ 7.40% TO 38G -DI)
381 -DI
635.73
INV IN =629.52 (57.2 LF OF 18" RCP @ 2.00% FROM 38J -DCB)
INV OUT =629.32 (122.9 LF OF 18" RCP @ 0.98% TO 38H -DI)
38J -DCB
635.39
INV IN =630.86 (26.3 LF OF 18" RCP @ 2.00% FROM 38K -DCB)
INV OUT =630.66 (57.2 LF OF 18" RCP @ 2.00% TO 381 -DI)
38K -DCB
635.39
INV IN =631.64 (130.8 LF OF 15" RCP @ 1.01 % FROM)
INV OUT =631.39 (26.3 LF OF 18" RCP @ 2.00% TO 38J -DCB)
38L -HW
634.50
40A -FES
611.42
INV IN =608.00 (63.4 LF OF 36" RCP @ 0.50% FROM 40B -JB)
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GENERAL NOTES:
63(
62(
61(
60(
59(
STORM RUN 1 PROFILE
U+UU 1+UU L+UU .S+UU 4+UU S+UU b+UU
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH
2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS
PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR
LOCATING ALL EXIST. UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND
PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
STORM PIPE PROFILE
HORIZONTAL SCALE: 30 FEET PER INCH
EXISTING GROUND
PROPOSED GROUND
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF
BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED
PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION,
ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
DRAINAGE NOTES:
30
20
10
M
DE -WATERING NOTES
1. 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.
90 2. 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.
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS
WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
Know what's below.
0111 before you dig.
CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH
2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS
PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR
LOCATING ALL EXIST. UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND
PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
STORM PIPE PROFILE
HORIZONTAL SCALE: 30 FEET PER INCH
EXISTING GROUND
PROPOSED GROUND
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF
BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED
PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION,
ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
DRAINAGE NOTES:
30
20
10
M
DE -WATERING NOTES
1. 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.
90 2. 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.
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS
WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
Know what's below.
0111 before you dig.
CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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EXCAVATIONS DRY UNTIL SUCH TIME AS PIPE LAYING AND GRADING IS COMPLETED AND STRUCTURES TO BE BUILT THEREIN ARE
COMPLETED.
2. NO WATER SHALL BE ALLOWED TO RISE AROUND THE PIPE IN UNBACKFILLED TRENCHES NOR SHALL IT BE ALLOWED TO RISE OVER
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1. 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.
2. 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
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GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY &
TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING
DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND
267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013,
N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL
FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE
DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S
CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT
SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO
RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE
CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST.
UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION.
CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER
IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR
REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST.
UTILITY, IF BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR
REPLACEMENT OF ANY UTILITIES DAMAGED DURING
CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING
NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE
NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL
NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED
PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS
MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION,
ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION,
SPECIAL USE, SEWER AND WATER.
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT
CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE
GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT
ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO
DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE
THAT ALL AREAS WITHIN PARKING LOTS, ROADS, AND
LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM
WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS
OTHERWISE NOTED.
Know what's below.
0111 before you dig.
CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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15
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY &
TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING
DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND
267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013,
N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL
FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE
DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S
CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT
SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO
RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE
CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST.
UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION.
CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER
IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR
REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST.
UTILITY, IF BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR
REPLACEMENT OF ANY UTILITIES DAMAGED DURING
CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING
NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE
NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL
NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED
PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS
MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION,
ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION,
SPECIAL USE, SEWER AND WATER.
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT
CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE
GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT
ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO
DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE
THAT ALL AREAS WITHIN PARKING LOTS, ROADS, AND
LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM
WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS
OTHERWISE NOTED.
Know what's below.
0111 before you dig.
CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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STORM PIPE PROFILE
HORIZONTAL SCALE: 30 FEET PER INCH
EXISTING GROUND - - - - - - - -
PROPOSED GROUND
1. 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.
2. 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.
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH
2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS
PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR
LOCATING ALL EXIST. UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND
PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF
BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED
PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION,
ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
DRAINAGE NOTES:
' IJ
M
9•J
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER
RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS
ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT
ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER.
CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING LOTS, ROADS,
AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
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!
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STORM PIPE PROFILE
HORIZONTAL SCALE: 30 FEET PER INCH
EXISTING GROUND - - - - - - - -
PROPOSED GROUND
1. 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.
2. 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.
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH
2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS
PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR
LOCATING ALL EXIST. UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND
PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF
BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED
PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION,
ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
DRAINAGE NOTES:
' IJ
M
9•J
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER
RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS
ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT
ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER.
CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING LOTS, ROADS,
AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
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!
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HORIZONTAL SCALE: 30 FEET PER INCH
EXISTING GROUND
--------
PROPOSED GROUND
DRAINAGE NOTES:
GENERAL NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH 2, 2015 AND REVISED
JULY 27, 2016.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING
UNIFORMLY BETWEEN SPOT
ELEVATIONS.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL
BE TAKEN TO ENSURE
THAT ALL AREAS WITHIN
PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD
AREA AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP COMMUNITY
PANEL NO. 3710449700J,
,
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
EFFECTIVE DATE OCTOBER 16, 2008.
,
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
5. ELEVATION DATUM: NAVD88
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE
MAY BE OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER
ASSUMES NO RESPONSIBILITY
FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING
ALL EXIST. UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST.
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
UTILITIES AND PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER
IMMEDIATELY.
Know below.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR
TO INTERRUPTION OF ANY EXIST. UTILITY, IF BEING UTILIZED.
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DE -WATERING NOTES
before dig.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY
UTILITIES DAMAGED DURING CONSTRUCTION.
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1. 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
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND
AND OVERHEAD UTILITIES.
CALL 1.800.632.4949 OR 811
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.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
YYYY,AnA�YY►A'
.NC811.ORG
2. 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
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS
AND APPROVALS HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION.
THESE PERMITS AND
NC ONE -CALL CENTER
(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
APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
OR OTHER CONSTRUCTION.
IT'S THE LAW!
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1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014,
07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA
FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES
NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE
CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR TO COMMENCEMENT OF
CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED EXCAVATION SHALL BE REPORTED
TO THE ENGINEER IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY
EXIST. UTILITY, IF BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD
UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE
BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT
LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL USE,
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2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014,
07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA
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5. ELEVATION DATUM: NAVD88
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7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY
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8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
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9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD
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STORM PIPE PROFILE
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EXISTING GROUND --------
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STORM PIPE PROFILE
HORIZONTAL SCALE
EXISTING GROUND
PROPOSED GROUND
DE -WATERING NOTES
30 FEET PER INCH
1. 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.
2. NO WATER SHALL BE ALLOWED TO RISE AROUND THE PIPE IN UNBACKFILLED TRENCHES
30 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.
C
15
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY.
THE CONTRACTOR IS RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL
BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING LOTS, ROADS, AND LANDSCAPED
ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
Know what's below.
0111 before you dig.
CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
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STORM PIPE PROFILE
HORIZONTAL SCALE
EXISTING GROUND
PROPOSED GROUND
DE -WATERING NOTES
30 FEET PER INCH
1. 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.
2. NO WATER SHALL BE ALLOWED TO RISE AROUND THE PIPE IN UNBACKFILLED TRENCHES
30 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.
C
15
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY.
THE CONTRACTOR IS RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL
BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING LOTS, ROADS, AND LANDSCAPED
ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
Know what's below.
0111 before you dig.
CALL 1.800.632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH
2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS
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8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
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3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS
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2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
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5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS
PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR
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8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
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PROP.
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98.74' OF 30"
RCP @ 0.50%
24.68' OF 30" RCP @ 0.50%
42.70' OF 36" RCP @ 0.50%
i+UU
STORM RUN 21 PROFILE
L+UU
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STORM PIPE PROFILE
HORIZONTAL SCALE:
EXISTING GROUND
PROPOSED GROUND
40 FEET PER INCH
M
1.00'
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20
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STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
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STORM RUN 22 PROFILE
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40 FEET PER INCH
M
1.00'
30
20
64(
63(
62(
,S+UU
S+UU
STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND - - - - - - - -
PROPOSED GROUND
STORM RUN 22 PROFILE
b+UU
U-t-UU
1+UU
L+UU
STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND --------
PROPOSED GROUND
.S+UU
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STORM RUN 22D PROFILE
i40
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STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND --------
PROPOSED GROUND
.S+UU
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STORM RUN 22D PROFILE
i40
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20
3+50
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U+UU
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STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND - - - - - -
PROPOSED GROUND
>30
i20
0.50%
i10
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY
30 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
I°/ 4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL
N0, 3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
25 6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER
ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR TO
COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE
PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL
USE, SEWER AND WATER.
DE -WATERING NOTES
1. 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.
2. 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.
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE
THAT ALL AREAS WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT
COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
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!
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STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND - - - - - -
PROPOSED GROUND
>30
i20
0.50%
i10
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY
30 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
I°/ 4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL
N0, 3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
25 6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER
ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR TO
COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE
PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL
USE, SEWER AND WATER.
DE -WATERING NOTES
1. 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.
2. 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.
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE
THAT ALL AREAS WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT
COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
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!
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STORM RUN 23 PROFILE
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63(
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30
1+00 1+25
STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND - - - - - - - -
PROPOSED GROUND
STORM RUN 27 PROFILE
65(
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EXISTING GROUND - - - - - - - -
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STORM RUN 27 PROFILE
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HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND - - - - - - - -
PROPOSED GROUND
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC
INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH 2, 2015
AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013,
N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD
HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP
COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER 16,
2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY.
THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE
ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN.
THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES
PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN
EXIST. UTILITIES AND PROPOSED EXCAVATION SHALL BE REPORTED TO
THE ENGINEER IMMEDIATELY.
64(
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EXISTING GROUND - - - - - - - -
PROPOSED GROUND
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC
INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH 2, 2015
AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013,
N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD
HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP
COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER 16,
2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY.
THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS PLAN; THE
ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN.
THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES
PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN
EXIST. UTILITIES AND PROPOSED EXCAVATION SHALL BE REPORTED TO
THE ENGINEER IMMEDIATELY.
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STORM RUN 24 PROFILE
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HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND - - - - - - - -
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STORM RUN 28 PROFILE
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STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND - - - - - - - -
PROPOSED GROUND
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE
PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT
OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL
UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY
PERMITS AND APPROVALS HAVE BEEN OBTAINED PRIOR TO
CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE
NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY,
DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
DRAINAGE NOTES:
STORM RUN 25 PROFILE
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HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND - - - - - - - -
PROPOSED GROUND
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE
PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT
OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL
UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY
PERMITS AND APPROVALS HAVE BEEN OBTAINED PRIOR TO
CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE
NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY,
DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
DRAINAGE NOTES:
STORM RUN 25 PROFILE
M
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STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND - - - - - - - -
PROPOSED GROUND
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER
RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS
ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT
ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE
SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING LOTS, ROADS, AND
LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
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STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND - - - - - - - -
PROPOSED GROUND
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER
RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS
ONLY. THE CONTRACTOR IS RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT
ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE
SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PARKING LOTS, ROADS, AND
LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
63(
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HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND --------
PROPOSED GROUND
STORM RUN 29 PROFILE
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HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND --------
PROPOSED GROUND
STORM RUN 29 PROFILE
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1+UU
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STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND --------
PROPOSED GROUND
1. 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.
2. 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.
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WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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STORM PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND --------
PROPOSED GROUND
1. 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.
2. 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.
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CALL 1.800-632.4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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1. 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.
2. 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.
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS
WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
STORM RUN 37 PROFILE
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1. 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.
2. 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.
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS
WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
STORM RUN 37 PROFILE
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HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND
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GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH
2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS
PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR
LOCATING ALL EXIST. UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND
PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF
BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED
PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION,
ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
30
20
15
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WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
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4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
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5. ELEVATION DATUM: NAVD88
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2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS
WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH
2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
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5. ELEVATION DATUM: NAVD88
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7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF
BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED
PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION,
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2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS
WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
GENERAL NOTES:
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE ENGINEERING DATED MARCH
2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014, N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS
PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR
LOCATING ALL EXIST. UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND
PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXIST. UTILITY, IF
BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES.
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11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED
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GENERAL NOTES:
30
20
10
W
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
DE -WATERING NOTES
1. 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.
2. 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.
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT
CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN
STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL
AREAS WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS
SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO
BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS
OTHERWISE NOTED.
Know what's below.
0111 before you dig.
CALL 1.800-632-4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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10
GENERAL NOTES:
30
20
10
W
1. THIS IS NOT A CERTIFIED SURVEY. BOUNDARY & TOPOGRAPHIC INFORMATION PROVIDED BY EAGLE
ENGINEERING DATED MARCH 2, 2015 AND REVISED JULY 27, 2016.
2. DEED REFERENCE(S) - DEED BOOK 101-553, 121-35 AND 267-166
3. TAX PARCEL ID - M7-120-012, N7-120-012, M7-120-013, N7-120-013, M7-120-014,
N7-120-014, 07-138-003A
4. A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON
FEMA FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 3710449700J, EFFECTIVE DATE
OCTOBER 16, 2008.
5. ELEVATION DATUM: NAVD88
6. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXIST. UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXIST. UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
7. PROVIDE MINIMUM OF 48 HOUR NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXIST. UTILITY, IF BEING UTILIZED.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES.
10. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE
BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION,
SUBDIVISION, SPECIAL USE, SEWER AND WATER.
DE -WATERING NOTES
1. 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.
2. 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.
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT
CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL
REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN
STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL
AREAS WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS
SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO
BE 0.5%.
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0%
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS
OTHERWISE NOTED.
Know what's below.
0111 before you dig.
CALL 1.800-632-4949 OR 811
WWW.NC811.ORG
NC ONE -CALL CENTER
IT'S THE LAW!
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HORIZONTAL SCALE: 40 FEET PER INCH
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1. 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.
2. 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.
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS
WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%. ,
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0% ,
0
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
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!
GENERAL NOTES:
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A PORTION OF THIS PROPERTY IS LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN ON FEMA FLOOD INSURANCE
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10.
ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
11.
THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED
PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION,
30
ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
DE
-WATERING NOTES
20
15
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EXCAVATIONS DRY UNTIL SUCH TIME AS PIPE LAYING AND GRADING IS COMPLETED AND STRUCTURES TO BE BUILT THEREIN ARE
COMPLETED.
2. 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.
DRAINAGE NOTES:
1. SPILL CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO ENSURE THAT ALL AREAS
WITHIN PARKING LOTS, ROADS, AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 2.0%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%. ,
6. MIN. SLOPE ON SPILL CURB AND GUTTER TO BE 0.0% ,
0
7. ALL SPOT ELEVATIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
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!
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64
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BK. 5801, PG. 703
TAX PIN: 07120005A
NOW OR FORMERLY
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UCPW SKETCH PLAN SUMMARY DATA
DENNIS A. MOORE, ET
AL
BK. 6157, PG. 519
TAX PIN: M7120001
NOW OR FORMERLY
UNION COUNTY
POND
(.ALL NEW STREETS MUST HAVEao) F B R INCHES
LI ACO 5SPHALT CON
ESTIMATED CONSUMPTIONS: PHASE 1
WATER
1 3' INTERMEDIATE COURSE, TYPE SF9.58
UNITS
N UMBER
METER
SIZE
GPD/
UNIT
TOTAL
SIN GLE FAMILY LOTS
EACH
110
3/41"
400
44000
ATTACHED SF LOTS
EACH
0
1 3/41"
400
0
CLUBHOUSE (EST. 5000SF)
SF
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0.5
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IRRIGATION (EST. 5ACRES)
ACRES
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1940
9700
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N
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TOTAL
53700
TOTAL METERS: 110-- 3/4" M'ET'ERS' 1 -- 1" METERS
FIRE FLOW REQUIREMENT: 1000 GPM AT 20 PSI
WESLEY CHAPEL
ZONED R-40
SEWER
UNITS NUMBER GPD/UNIT TOTAL
SIN GLE FAMILY LOTS EACH 110 285 31350
ATTACHED SF LOTS EACH 0 285 0
CLUBHOUSE (EST. 5000SF) SF 0 0.5 0
TOTAL 31350
N OTES:
CLUBHOUSE WATER CONSUMPTION BASED ON 50 GPD/100 SF OF FLOOR SPACE
IRRIGATION CONSUMPTION BASED ON 1/2 INCH PER WEEK OVER IRRIGATED AREA.
1/2 INCH PER WEEK PER ACRE EQUATES TO 1940 GPD/ACRE
CONSUMPTION RATES BASED ON NC ADMIN. CODE TITLE 15A, SUBCHAPTER 2T
WQ
PROJECT ENGINEER: EAGLE ENGINEERING, INC
STREETADDRESS: 2013A VAN BUREN AVE.
CITY, STATE, ZIP: INDIAN TRAIL, NC 28079
PHONE: [phone]
EMAIL: JROSS@EAGLEONLINE.'NET
CONTACT: JOHN H. ROSS, P.E
1 inchh = 100 ft.
DEVELOPER: GRAHAM ENTERPRISES OF THE CAROLINA, LLC
STREET ADDRESS: PO BOX 78926
CITY, STATE, ZIP: CHARLOTTE, NC 28271
PHONE: [phone]
EMAIL: [e-mail]
CONTACT: MEL GRAHAM
OWNER -1: GRAHAM ENTERPRISES OF THE CAROLINA, LLC
STREET ADDRESS: PO BOX 78926
CITY, STATE, ZIP: CHARLOTTE, NC 28271
PHONE: [phone]
EMAIL: [e-mail]
PRO] ECTED START DATE: JULY, 2017
PROJECTED COMPLETION DATE: DECEMBER, 2019
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10' COMPACTED AGGREGATE BASE COURSE
PREPARED BASECOURSE.
PLACED IMMEDI-ATELY UPON THE PROPERLY PREPARED BASE COURSE.
THE FINAL,S-INCH LIFT OF 5858 SURFACE COURSE MUST BE PLACED ON THE INTERMEDIATE SURFACE
COD ESE ONCE THE DEVELOPMENT OR AP -PROVED PHASE OF THE DEVELOPMENT HAS RECEIVED 75% OF
THE OCCUPANCY PERMITS FOR THE DEVELOPMENT OR APPROVED PHASE OF DEVELOPMENT. ALL KNOWN
SCMF: NOT TO SCALE
10' COMPACTED AGGREGATE BASE COURSE
THE FINAL v.S-INCH LIFT OF Sg.SB SURFACE COURSE MUSTBE PLACED ON THEINTERME[
-INCH LIF OF SURFACE MUS BE PLACED
COURSE ONCE THE DEVELOPMENT OR AP -PROVED PHASE OF THE DEVELOPMENT HAS
BASE COURSE AND INTERMEDI-ATE COURSE FAILURES MUST BE REPAIRED BEFORE APPLICATION OFTHE
6
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Water
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107
10' COMPACTED AGGREGATE BASE COURSE
THE FINAL v.S-INCH LIFT OF Sg.SB SURFACE COURSE MUSTBE PLACED ON THEINTERME[
-INCH LIF OF SURFACE MUS BE PLACED
COURSE ONCE THE DEVELOPMENT OR AP -PROVED PHASE OF THE DEVELOPMENT HAS
24' EOP/50' ROW
6
THE OCCUPANCY PERMITS FORTHE DEVELOPMENT OR APPROVED PHASE OF DEVELOPA
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8" SEWER
EASECOURSE AND INTERMEDI-ATE COURSE FAILURES MUST BE REPAIRED BEFORE APPL
Manholes
42
FINAL a.5 -INCH LIFT OF AS-PHALT SURFACE COURSE.
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Material Summary, Phase 1
Water
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12" Water
0 LF
8" Water
2,726 LF
6" Water
3,763 LF
2" Water
80 LF
3/4" Services
107
1 " Irrigation
1
Fire hydrants
6
Sewer
8" SEWER
6,805 LF
Manholes
42
4" Sewer Laterals
107
# 3401 NOTES
1. THE EXISTING HOUSE AND DRIVEWAY WILL
STAY AS LONG AS THE CURRENT RESIDENT REMAINS.
2. FUTURE LOTS 17-20 WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1 HAVE
BEEN MET.
3. GRAVEL WALKING TRAIL WILL BE CONSTRUCTED WHEN CONDITIONS IN NOTE 1
HAVE BEEN MET.
HUNTERS
POINTE
COMMON AREA
PC E, FILE 409
WESLEY CHAPEL
ZONED R-40 —�
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EXISTING SANITARY SEWER
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100 YEAR FLOOD PLAIN
MH -EX MH 13
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100 YEAR FLOOD PLAIN
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BK. 5801, PG. 703
TAX PIN: 07120005 80
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100 YEAR FLOOD PLAIN
RUTH MANUS TRUSTEE
BK. 3807, PG. 111
TRACT 9
PLAT 6-33
TAX PIN: 07120006A
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1. CONTRACTOR SHALL REQUEST UCPW AND ALL OTHER APPLICABLE UTILITY PROVIDERS TO IDENTIFY AND
MARK ALL BURIED UTILITIES IN THE PROJECT AREA. ONCE ALL OF THE UTILITIES ARE MARKED, THE
CONTRACTOR SHALL SCHEDULE AN ONSITE PRE -CONSTRUCTION MEETING WITH UCPW 48 HOURS PRIOR
TO COMMENCEMENT OF ANY CONSTRUCTION.
2. CONTRACTOR SHALL INSTALL PROPOSED 8" WATERMAIN PARALLEL TO PROPOSED EOP (UNLESS
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3. EXISTING 8" WATERMAIN SHALL NOT BE TAKEN OFFLINE UNTIL PROPOSED 8" WATERMAIN IS COMPLETELY
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4. TIMING/SCHDEULE FOR 8" WATERMAIN SHUTOFF SHALL BE COORDINATED WITH THE UCPW INSPECTOR.
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HAS BEEN FLUSHED DOWNSTREAM VALVE SHALL BE SHUTOFF. PLUG ABANDONED WATERMAIN AT
LOCATIONS SHOWN ON THESE PLANS AND FILL WITH FLOWABLE FILL.
6. TIE PROPOSED 8" WATERMAIN (AT EACH END) TO EXISTING 8" WATERMAIN.
7. REPLACE EXISTING WATER METER CONNECTIONS TO NEW 8" WM.
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9. ONCE APPROVED VALVES CAN BE OPENED AND SERVICE RESTORED FOR THE 8" WATERMAIN.
10. ALL CONSTRUCTION SHALL BE FULLY COORDINATED WITH THE UCPW FIELD INSPECTOR.
WAXHAW - INDIAN TRAIL ROAD
SR #1008
EX. MAINTENANCE R/W
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44,670 sq ft
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I I 5;� N'I NCWAL.
4.000" 0.3,
4.000" C.D.
4,000" O.D.
< H CO
J
LII
STEEL FIPE
STEE_ PIPE
STEEL PIPE
z
WIFE POST
-
WIRE
E VARIES I P7 GA.
cc
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#7NGAOM1
PAY
s' -0P I
1.660" O.D.
IPI
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III
I II
BRACE RAIL
a �r)
STEEL PIPE
1.660" O.D.
ALUMINUM PIPE
ALUMINUM PIPE
=
II I TIE ROD TERMINAL POST AT R1W II
W:T-1 TURNBUCKLE.
T P_
V
(AS SHOWN
LENGTH OF THREADS I IN FENCE AT -HIS POST MAY BE OMITTED J
BREAK
II EOR TURNBUCKLE IS ('}
:F FENCE CAN 6E TAUT WITHOUT BREAK: NG AND
7" MIN. WT TIE R00 Z
U I U AS REQUIRED. _F OMISSION AND ERECTION ARE APPROVE] BY W
ELEVATION - THE ENGINEER.
DETAIL
METHOD OF TYING FENCE TO ENDWALL METHOD OF CONSTRUCTING FENCE ON SHARP BREAK IN GRADE
BMP PERIMETER NOTES:
VINYL CLAD CHAIN CAPS ARE REQUIREC ON PIPE POST. CAPS ARE NOT PEOUIFED ON "H" POST OR ROL_ FORMED
POST. INSTALL FENCE FABRIC ON TFE SIDE-ARTFEST FROM THE HIGHWAY EXCEPT THAT ON
LINK FENCE DETAIL HORIZONTAL CURVES GREATER THAN THREE DEGREES_-NSTAL_ THE FENCE TO PU_L AGAINST LINE SHEET 1 CF 3
POST. CONSIDER ALL CHANGES IN DIRECTION OF -ENCE L:NE OE 30` Oa MORE AS CORNERS.
866-01
THE FABRIC MAY EITHER BE FASTENED TO THE TENSION
VARIES DUE TO DIFFERING MANUFACTURING DIMENSIONS. WIRE 6Y HOG RINGS SPACED AT 2' INTERVALS, OR THE
TENSION WIFE MAY BE WOVEN THROUGH THE FABRIC.
LINE POST TERMINAL POST LINE POST
b TENSION WIRE - #7 GA. BRACE RAIL 2 1/2" VINYL COATED CORNER & END POST
'a s USE TIE WIRE (#6 GA.)AT 24" CTRS.
¢o o TO TIE FABRIC TO 3RACE RAIL. 1A1.
2"
2" MESH VINYL COATED CHAIN
If
zz _
WIRE C_IPS;TIES USED
io TO ATTACH FABRIC TO
POST AT 12" CTRS.
III I TENSION W:FE - #7 GA. TIE ROD .375 ]IA.
III I II I WIT -I TJRN3UCKLE IIII BRACE RAIL LINE POST
,yam SLI (ROLL FORME]) (ROLL FORMED)
Ilrt B 3" MIN. IIII
T- L_I I LI I IJ ROLL FORMED LINE POST MAY BE ]RIVEN TO A
3" MIN. B" FOR 4' A. S' MINIMUM OF 3'-0" IN LIEU OF CONCRETE ANCHOR,
•��1FOR 4' 8 5' 9" FOR 6' UNLESS OTiERWISE ]IRECTED 3Y THE ENGINEER.
12" FOR 6' 2'-6'- MIN. FOR 4' S'
3 -� MIN. FOR 6
LINE BRACE DETAIL
'•"H" IS THE HE:GHT OF FENCE. SEE PAY -TEM
DESCRIPTION FOR REO'D HEIGHT FOR PROJECT.
FABRIC
GALV. STEE_ OR ALUMINUM COATEC STEEL
ALUMINUM ALLOY OR ALJMINUM
#11 GAGE
FRAME
COMPONENTS
#11 GAGE
SYSTEM
COATED STEEL #11 GAGE
FRAM=
COMPONENTS
G3
GALVANIZED STEEL
#11 GAGE
ALUMINUM ALLOY
SYSTEM
G1
G2
G3
Al
STEEL R.F.
POST
1.90" O.D.
1.625" X 1.875"
1.625" X 1.675"
2.375" O.D.
2.00" X 2.50"
STEEL PIPE
STEEL PIPE
STEEL N
STEEL R.F.
A_UM•NUM PIPE
ALUMINUM PIPE
TERMINAL POST
2,375" O.D.
2.375" O.J.
2.375" O.D.
2,875" O.D.
2.975" O.D.
D. CORNER,
END.CORNER,ALUMINUM
STEEL PIPE
STEE_ PIPE
STEEL PIPE
PIPE
ALUMINUM PIPE
GATE POST UP
2.875" O.D.
2.875" O.D.
2.875" O,D.
2.875" O.D.
2.875" O.D.
THRU 6 LEAF
STEEL PIPE
STEEL PIPE
STEE_ PIPE
A:.UM'NUM PIPE
ALUMINUM PIPE
GATE POST 7'
4.000" 0.0.
4.000" 0.3,
4.000" C.D.
4,000" O.D.
4.000" O.C.
THRU 12' LEAF
STEEL FIPE
STEE_ PIPE
STEEL PIPE
ALUMINUM PIPE
ALUMINUM PIPE
-
Q
cc
1.250 % 1.525
D
PAY
DIRECTED BY ENGINEER
1.660" O.D.
1.660" O.D.
STEEL R.F. OR
1.660" O.D.
1.660" O.D.
BRACE RAIL
STEEL PIPE
STEEL PIPE
1.660" O.D.
ALUMINUM PIPE
ALUMINUM PIPE
Cn'-''
IN RADII -. - _
/L
_ PAY LIMITS
IN RADII
T P_
V
(AS SHOWN
FABRIC
GALV. STEEL OR A_UMIM1UM COATED STEEL
m
#11 GAGE
FRAME
COMPONENTS
GALVANIZED STEEL
SYSTEM
G1
62
G3
� W
2.375" O.D.
1.625" X 1.875"
1.625" X '.875"
LINE POST
STEEL PIPE
STEEL H
STEEL R.F.
T ERNINA_ POST
2.675` O.D.
2.875" O.D.
2.875" O.D.
(END, COINER,
STEE_ P:FE
STEEL PIPE
STEE_ PIPE
RAGES)
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2-�-�- 2-'-0--" { 15" 2'-0" 2'-
I I o,c4 T- .
GATE POSTUP
2.875" O.D.
2.875" O.D.
2.875" O.D.
THRU 6' LEAF
STEEL PIPE
STEEL PIPE
STEEL PIPE
GATE POST 7'
4.000" O.D.
4.000" O.D.
4.000" O.D.
THRU 12' _EAR
STEEL PIPE
STEEL PIPE
STEEL PIPE
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1.250 X 1.625
-----------
1.660' O.C.
1.660" O.D.
ST=EL R, F. CR
BRACE SAIL
STEEL PIPE
STEE_ P:PE
1.660'' 0.].
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PIPE
FOR 4' AND 5' FENCE SYSTEMS FOR 6' FENCE SYSTEMS
ALLOWABLE COMPONENTS FOR FENCE SYSTEMS
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NOTES:
CONSTRUCT STANDARD SIDEWALK 5' WIDE AND
4" THICK UNLESS OTHERWISE DENOTED ON PLANS.
PLACE A GROOVE JOINT 1" DEEP WITH %8" RADII
IN THE CONCRETE SIDEWALK AT 5' INTERVALS.
ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 50'
INTERVALS. A lip" EXPANSION JOINT WILL BE REQUIRED
WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
SEE STD. DWG. 848.05 FOR WHEELCHAIR RAMP LOCATION
REQUIREMENTS AND CONSTRUCTION GUIDELINES.
%8" RAD SURFACE OF
JOINT SEALER SIDEWALK
'•,Q'.e' �•,Q ;�e •' �• •o'.e ••'. 'o?.c: �' � '' •o;.e: �. •e.,e :!, •o. -a. �' o>.a'.
%p" JOINT WIDTH_I- JOINT FILLER
T =SIDEWALK THICKNESS
TRANSVERSE EXPANSION JOINT
IN SIDEWALK
PLAN VIEW
/ 1,2" EXPANSION JOINT
/ FILL 3/8" WIDE x 1" DEEP GROOVED OR
/ SAWN JOINT WITH JOINT
BUILDING, SEALING COMPOUND
WALL, ETC. / %g" RAD 1/8" RAD
/ PROPOSED :>...: ; o ..: .o•, o .. > .. .
CONCRETE PROP. C
SIDEWALK CONIC. PAVEMENT
DETAILS SHOWING JOINTS IN CONCRETE SIDEWALK
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VIEW OF TYPICAL
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VARIABLE � 10' SUGGESTED VARIABLE 10' SJGGESTED
C
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LL J O F --I
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A
B
C SECTION A -A SECTION B -B SECTION C -C
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RAMP W:DTN AREA IS VARIABLE
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CURB AND GUTTER OR AS TRANSITION
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PAY
DIRECTED BY ENGINEER
cc
APRON SLOPES UP
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LIMITS
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RADII SEE
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CURB AND GUTTER, PLACE L¢" EXPANSION JOINTS AT 25' INTERVALS.
0
4' X 4' CLEAR SPACE I
:iiZ'v! .;'r(",�
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GUTTER
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\� FACE OF CURB
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T 3 0= 3
j/
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16.01
0
846.01
v
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NOTES: 0 cr) vITTPAVEMENT U
1. CONSTRUCT THE RAMP SURFACE TO BE STABLE, FIRM, ARD SLIP RESISTANT. CO49TRLJCT THE CURB RAMP TYPE AS SHOWN IN THE PAVEMENT YAKKING ~
PLANS OR AS DIRECTED BY THE ENGINEER, ¢ �D ~' z 6" 2' 0" 18., RAD. 9' 9' " RAD. 2" RAD. PAVEMENT lig" RAD, SURFACE ¢ < 3
Zx=16 Dcnoo 1/2„ RAD. �• 1/8'r RAD. 1/4 RAD. SURFACE Z L)
2. LOCATE CURB RAMPS AND PLAICE PEDESTRIAN CROSSWALK MARKINGS AS SHOWN IN THE PAVEMENT PARKING PLAITS. WHEN FIELD ADJUSTMENTS REQUIRE LL 1 N Z jO TI -i Lfj 3" RAD. TN LL J a - Z
MOVING CURB RAMPS OR MARKINGS AS SHOWN, CONTACT THE SIGNING AND DELINEATION LIMIT OR LOCATE AS OIRECTEO BY THE ENGINEER. O �O � S - LH z � = D _ 1/8` RAD. � � I O O U x
w¢zLL oOxc>� - iD ¢ ) :_-A Iz .j:,' xz
9. COOROIH0.TE THE CURB RAMP AND THE PEdE5TRIAN CROSSWALK MARKINGS SO A 4'x4' CLEAR SPACE AT THE BASE OF THE CURB RAMP WILL FALL � ty � O � _ m z � m O �•c' � N ?�; - o z ;^ „ o ; „ H LLJ U � O C�7
WITHIN THE PEDESTRIAN CROSSWfLK LINES. Q H-4 U) O �. c �. r` c .- ° n co 6'.•' 1 ao 2 Q H- --
H2 Zw 22.90-77 t0 v'. v'. T ,•. H -x Z
U)HLLOJ , F•HOr :, :,,. :?:•o. .., o. N� •c. N_ 1 "RAD. (n H- OUU
4. SET BACK DISTANCE FROM INSIdE CROSSWALK MARKING TO NEAREST ECCE OF TRAVEL LANE IS 4' YINIYUA. +�0 Q �yom"' 3 oclJ-►-I
Z '¢ DDD �� 2` 6" 4,. RAD. it 6„ i:. p Z0�2
5. REFER TO THE PAVEMENT MARKING PLANS FOR STOP BAR LOCATIONS AT SIGNALIZED INTERSECTI0N5. IF A PAVEMENT YAKKING PLAN IS NOT H-� �� 2'-6'r CURB AND GUTTER V-6" CURB AND GUTTER N H-�
PROVIDED, CONTACT THE SIGNAL DESIG4 SECTION FOR THE STOP BAR LOCATIONS OR LOCATE AS DIRECTED BY THE ENGINEER. LLu O Cn H-1 ' a p
a z B" X 12" OR 18" 9" X 12" OR 18" LLI
O
6. TERMINATE PARKIIiG A MINIMUM OF 20' &ACX OF A PEDESTRIAN CROSS%kLK. CONCRETE CURB CONCRETE CURB
4'-0" PROPOSED
7. CONSTRUCT CURB RAMPS A MINIMUM OF 4' WIDE- 2`_O" p'_0" EDGE OF
PAVEMENT 2" RAD. 2'-0"
B. CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.33% MAXIMUM. 4.I 8"-.-2'-4" MIN. J/ " RADIUSLo1/ "/ LEI
9. ALLOWABLE GROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE 2% MAXIMUM_ a':r �`:.•
cc m �,• n -.7 i . ,q.. c o•• n 7rr I'e _ c .' o 44° CL
10. CONSTRUCT THE SIDE FLARE SLOPE A MAxIPUM flF 10% MEASURED ALONG THE CURB LINE_ �) z v a'� :::'.'v a :. 4 ..:.P:: F: :o.
O O LL H
11. CONSTRUCT THE COUNTER SLOPE OF THE GUTTER OR STREET AT THE WE OF THE CURB RAMP k MAXIMUM OF .5% AND LTAINTAIN A 0 D z kH 8r' t'
SMOOTH TRANSITION. N z n U' EXPRESSWAY GUTTER z I- W
Ip m = SHOULDER BERM GUTTER O
m 8" X 6" MEDIAN CURB VALLEY GUTTER
CDIIll-
Q
12. CONSTRUCT LANDINGS FOR SIDEWALK A MINIMUM OF 4'x4' WITH A MAXIMUM SLOPE OF 262 IN ANY dIREGTION. CONSTRUCT LANDINGS FOR Cn
n� Q
Im CL MEDIAN ISLANDS A MINIMUM OF 5'x5` WITH A YAXIYLY SLOPE 4F 2%IN ANY DIRECTION.
LZ Z)
rn m Z SECTION VIEW OF CURBS OR CURBS AND GUTTERS o m 0
19. TO USE A MEDIAN ISLISND AS A PEDESTRIAN REFUGE AREA, MEDIAN ISLANDS WILL BE A MINIMUP CF S' WIDE. CONSTRUCT MEDIAN! ISLANDS O � LLI
TO PROVIDE PASSAGE OVER OR THROUGHT THE ISLAND. cc H C D CC ZD
a m O GENERAL NOTES: FILL 3/8" x 1" DEEP Q CID
14. SMALL CHA.NNELI7ATION ISLANDS THAT CAN NOT PROVIDE A 5'X5' LANDING AT TJ -IE TOP OF A RAMPS, WILL BE CUT THROUGH LEVEL WITH Z W GROOVED OR SAWN z � Ir
THE SURFACE STREET, ¢ it G7� O -PLACE CONTRACTION JOINTS AT 10' INTERVALS, EXCEPT THAT Q Ill
H x JOINT WITH JOINT
y C D A 15' SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN SEALER U) C?
15. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WBERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP. THE ACkIACENT SURFACE -4 0 SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBTAINED JOINT SEALER W
IS PLANITI4G OR OTHER NON -WALKING SURFACE OR THE SIDE APPROACH IS SUBSTANTIALLY OBSTRUCTED, C Z WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS. !8" RAD. GUTTER U) LC O
'-' m m -JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER. /8" RAD. PAVEMENTSURFACE
16. PLACE A &J' EXPA.NSION JOINT WHERE THE CONCRETE GURB RAMP JOIh9 THE CURB AS SHOWN IN ROA90YAY STANDARD ORAWING M. 0 1 C � � -CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF SURFACE J z a
w o TEMPLATES OR FORMED BY OTHER APPROVED METHODS. o.' , ;c•' , o. _j:,'.?',� 'j (V z V
17. PLAGE ALL PEDESTRIAN PUSH BUTTON 1 ACTUATORS AND GROSSING SIG4ALS A5 SHOWN IN THE PLANS OR AS SHIOW IN THE MUTCD. x CONSTRUCT NON -TEMPLATE FORMED JOINTS A MIN. OF 11-x' DEEP. '' ',�-,' �' ',j- P a > ' ' 'c`•- 6 W
-FILL ALL CONSTRUCTION JOINTS, EXCEPT IN 8"x6" MEDIAN CURB,
n V p'. p'. .. C, •�
19. CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWkLKS. OR LIMITED R(W SITUATIONS, WILL BE HANDLED BY SPECIAL DETAILS_ WITH JOINT FILLER AND SEALER. PROPOSED �
CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT FOR THE DETAILS OR FOR A SPECIAL DESIGN.CURB & GUTTER c PROP.
-SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJACENT TO JOINT FILLER
PAVEMENT4�
ALL RIGID OBJECTS, JOINT
LONGITUDINAL JOINT TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
s1 EEr 3 Of S SHEET 1 0= 3 SECTION VIEW OF JOINTS sHEET 1 cF 3
$48.05 846.01 846.01
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7" I 22' PAVEMENT
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2'--6" CURB & GUTTER -
�C TERRAIN MAX. SLOPE
LEVEL 2:1
ROLLING 2:1
HILLY 1-1/1:1
35'
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SLOPE AS REQUIRED
SECTION AA
FIGURE 7
SYMMETRICAL CUL-DE-SAC WITH
CURB & GUTTER
ISOMETRIC VIEW
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DRIVEWAY WITH EXPRESSWAY GUTTER TRANSITION DRIVEWAY WITH 2'-6" CURB AND GUTTER
ac
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VIEW OF TYPICAL
CURB AND GUTTER OCCURENCES
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NOTES:
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VARIABLE � 10' SUGGESTED VARIABLE 10' SJGGESTED
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A
B
C SECTION A -A SECTION B -B SECTION C -C
Q
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EXPRESSWAY GUTTER TRANSITION GUTTER 2'-6" CURB 8 GUTTER
H-
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RAMP W:DTN AREA IS VARIABLE
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JOINT EALER JOINT SEALER
RAD OF 1Z " RAD SURFACE OF
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/GUTTER GUTTER
0 Edi Z
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EDGE OF PAVEMENT
C " 10" TO 12" o o
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EXPANSION JOINT CONTRACTION JOINT
V
PLAN VIEW OF TRANSITION
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EXPRESSWAY GUTTER TO 2'•6" CURB AND GUTTER
NOTES:
-IN THE TRANSITION FROM 4'-0" CONCRETE EXPRESSWAY GUTTER TO 2'-6" CONCRETE
N
CURB AND GUTTER, PLACE L¢" EXPANSION JOINTS AT 25' INTERVALS.
0
4' X 4' CLEAR SPACE I
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-PLACE GROOVE JOINTS 1" DEEP AT 12'-6' INTERVALS BETWEEN EXPANSION JOINTS.
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MUa FALL WITHIN
-FILL AND SEAL THE TOP b1" OF THE EXPANSION JOINTS AND 1" OF CONTRACTION
T 3 0= 3
JOINTS WITH APPROVED JOINT SEALING COMPOUND.
SHEET 3 OF 3
16.01
0
846.01
z 0 z
NOTES: 0 cr) vITTPAVEMENT U
1. CONSTRUCT THE RAMP SURFACE TO BE STABLE, FIRM, ARD SLIP RESISTANT. CO49TRLJCT THE CURB RAMP TYPE AS SHOWN IN THE PAVEMENT YAKKING ~
PLANS OR AS DIRECTED BY THE ENGINEER, ¢ �D ~' z 6" 2' 0" 18., RAD. 9' 9' " RAD. 2" RAD. PAVEMENT lig" RAD, SURFACE ¢ < 3
Zx=16 Dcnoo 1/2„ RAD. �• 1/8'r RAD. 1/4 RAD. SURFACE Z L)
2. LOCATE CURB RAMPS AND PLAICE PEDESTRIAN CROSSWALK MARKINGS AS SHOWN IN THE PAVEMENT PARKING PLAITS. WHEN FIELD ADJUSTMENTS REQUIRE LL 1 N Z jO TI -i Lfj 3" RAD. TN LL J a - Z
MOVING CURB RAMPS OR MARKINGS AS SHOWN, CONTACT THE SIGNING AND DELINEATION LIMIT OR LOCATE AS OIRECTEO BY THE ENGINEER. O �O � S - LH z � = D _ 1/8` RAD. � � I O O U x
w¢zLL oOxc>� - iD ¢ ) :_-A Iz .j:,' xz
9. COOROIH0.TE THE CURB RAMP AND THE PEdE5TRIAN CROSSWALK MARKINGS SO A 4'x4' CLEAR SPACE AT THE BASE OF THE CURB RAMP WILL FALL � ty � O � _ m z � m O �•c' � N ?�; - o z ;^ „ o ; „ H LLJ U � O C�7
WITHIN THE PEDESTRIAN CROSSWfLK LINES. Q H-4 U) O �. c �. r` c .- ° n co 6'.•' 1 ao 2 Q H- --
H2 Zw 22.90-77 t0 v'. v'. T ,•. H -x Z
U)HLLOJ , F•HOr :, :,,. :?:•o. .., o. N� •c. N_ 1 "RAD. (n H- OUU
4. SET BACK DISTANCE FROM INSIdE CROSSWALK MARKING TO NEAREST ECCE OF TRAVEL LANE IS 4' YINIYUA. +�0 Q �yom"' 3 oclJ-►-I
Z '¢ DDD �� 2` 6" 4,. RAD. it 6„ i:. p Z0�2
5. REFER TO THE PAVEMENT MARKING PLANS FOR STOP BAR LOCATIONS AT SIGNALIZED INTERSECTI0N5. IF A PAVEMENT YAKKING PLAN IS NOT H-� �� 2'-6'r CURB AND GUTTER V-6" CURB AND GUTTER N H-�
PROVIDED, CONTACT THE SIGNAL DESIG4 SECTION FOR THE STOP BAR LOCATIONS OR LOCATE AS DIRECTED BY THE ENGINEER. LLu O Cn H-1 ' a p
a z B" X 12" OR 18" 9" X 12" OR 18" LLI
O
6. TERMINATE PARKIIiG A MINIMUM OF 20' &ACX OF A PEDESTRIAN CROSS%kLK. CONCRETE CURB CONCRETE CURB
4'-0" PROPOSED
7. CONSTRUCT CURB RAMPS A MINIMUM OF 4' WIDE- 2`_O" p'_0" EDGE OF
PAVEMENT 2" RAD. 2'-0"
B. CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.33% MAXIMUM. 4.I 8"-.-2'-4" MIN. J/ " RADIUSLo1/ "/ LEI
9. ALLOWABLE GROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE 2% MAXIMUM_ a':r �`:.•
cc m �,• n -.7 i . ,q.. c o•• n 7rr I'e _ c .' o 44° CL
10. CONSTRUCT THE SIDE FLARE SLOPE A MAxIPUM flF 10% MEASURED ALONG THE CURB LINE_ �) z v a'� :::'.'v a :. 4 ..:.P:: F: :o.
O O LL H
11. CONSTRUCT THE COUNTER SLOPE OF THE GUTTER OR STREET AT THE WE OF THE CURB RAMP k MAXIMUM OF .5% AND LTAINTAIN A 0 D z kH 8r' t'
SMOOTH TRANSITION. N z n U' EXPRESSWAY GUTTER z I- W
Ip m = SHOULDER BERM GUTTER O
m 8" X 6" MEDIAN CURB VALLEY GUTTER
CDIIll-
Q
12. CONSTRUCT LANDINGS FOR SIDEWALK A MINIMUM OF 4'x4' WITH A MAXIMUM SLOPE OF 262 IN ANY dIREGTION. CONSTRUCT LANDINGS FOR Cn
n� Q
Im CL MEDIAN ISLANDS A MINIMUM OF 5'x5` WITH A YAXIYLY SLOPE 4F 2%IN ANY DIRECTION.
LZ Z)
rn m Z SECTION VIEW OF CURBS OR CURBS AND GUTTERS o m 0
19. TO USE A MEDIAN ISLISND AS A PEDESTRIAN REFUGE AREA, MEDIAN ISLANDS WILL BE A MINIMUP CF S' WIDE. CONSTRUCT MEDIAN! ISLANDS O � LLI
TO PROVIDE PASSAGE OVER OR THROUGHT THE ISLAND. cc H C D CC ZD
a m O GENERAL NOTES: FILL 3/8" x 1" DEEP Q CID
14. SMALL CHA.NNELI7ATION ISLANDS THAT CAN NOT PROVIDE A 5'X5' LANDING AT TJ -IE TOP OF A RAMPS, WILL BE CUT THROUGH LEVEL WITH Z W GROOVED OR SAWN z � Ir
THE SURFACE STREET, ¢ it G7� O -PLACE CONTRACTION JOINTS AT 10' INTERVALS, EXCEPT THAT Q Ill
H x JOINT WITH JOINT
y C D A 15' SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN SEALER U) C?
15. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WBERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP. THE ACkIACENT SURFACE -4 0 SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBTAINED JOINT SEALER W
IS PLANITI4G OR OTHER NON -WALKING SURFACE OR THE SIDE APPROACH IS SUBSTANTIALLY OBSTRUCTED, C Z WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS. !8" RAD. GUTTER U) LC O
'-' m m -JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER. /8" RAD. PAVEMENTSURFACE
16. PLACE A &J' EXPA.NSION JOINT WHERE THE CONCRETE GURB RAMP JOIh9 THE CURB AS SHOWN IN ROA90YAY STANDARD ORAWING M. 0 1 C � � -CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF SURFACE J z a
w o TEMPLATES OR FORMED BY OTHER APPROVED METHODS. o.' , ;c•' , o. _j:,'.?',� 'j (V z V
17. PLAGE ALL PEDESTRIAN PUSH BUTTON 1 ACTUATORS AND GROSSING SIG4ALS A5 SHOWN IN THE PLANS OR AS SHIOW IN THE MUTCD. x CONSTRUCT NON -TEMPLATE FORMED JOINTS A MIN. OF 11-x' DEEP. '' ',�-,' �' ',j- P a > ' ' 'c`•- 6 W
-FILL ALL CONSTRUCTION JOINTS, EXCEPT IN 8"x6" MEDIAN CURB,
n V p'. p'. .. C, •�
19. CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWkLKS. OR LIMITED R(W SITUATIONS, WILL BE HANDLED BY SPECIAL DETAILS_ WITH JOINT FILLER AND SEALER. PROPOSED �
CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT FOR THE DETAILS OR FOR A SPECIAL DESIGN.CURB & GUTTER c PROP.
-SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJACENT TO JOINT FILLER
PAVEMENT4�
ALL RIGID OBJECTS, JOINT
LONGITUDINAL JOINT TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
s1 EEr 3 Of S SHEET 1 0= 3 SECTION VIEW OF JOINTS sHEET 1 cF 3
$48.05 846.01 846.01
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SLOPE AS REQUIRED
SECTION AA
FIGURE 7
SYMMETRICAL CUL-DE-SAC WITH
CURB & GUTTER
ISOMETRIC VIEW
1 '-I MIN 6-
*' P! 2.4 TO 6 = X -(A+9")
I B = ]-STANCE FROM FRONT EDGE OF SIDEWALK
TO BACK POINT OF '2:1 (8.334} SLOPE.
BACK OF SIDEWALK DROP P.EQLIRED FOR ALL
-:-',.: SIDEWALK SLOPES.
'• BACK OF SIDEWALK DROP P.EQJIREC FOR
SS7ErALK SLOPES 0.04.
MEET1 of 3 DETECTABLE WARNING DOMES
848.05
it -ON 1,- 0„
7"6" 7"
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0.04 (NORM. 1
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SECTION B
N
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-0.02 (NORM.}
12:1 MAX. RAMP
SIDEWALK 5N 4 MIN
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-RANS:-ION CROP TRANSITION
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I
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1 '-I MIN 6-
*' P! 2.4 TO 6 = X -(A+9")
I B = ]-STANCE FROM FRONT EDGE OF SIDEWALK
TO BACK POINT OF '2:1 (8.334} SLOPE.
BACK OF SIDEWALK DROP P.EQLIRED FOR ALL
-:-',.: SIDEWALK SLOPES.
'• BACK OF SIDEWALK DROP P.EQJIREC FOR
SS7ErALK SLOPES 0.04.
MEET1 of 3 DETECTABLE WARNING DOMES
848.05
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0.04 (NORM. 1
X
SECTION B
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-0.02 (NORM.}
12:1 MAX. RAMP
SIDEWALK 5N 4 MIN
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-RANS:-ION CROP TRANSITION
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1 '-I MIN 6-
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I B = ]-STANCE FROM FRONT EDGE OF SIDEWALK
TO BACK POINT OF '2:1 (8.334} SLOPE.
BACK OF SIDEWALK DROP P.EQLIRED FOR ALL
-:-',.: SIDEWALK SLOPES.
'• BACK OF SIDEWALK DROP P.EQJIREC FOR
SS7ErALK SLOPES 0.04.
MEET1 of 3 DETECTABLE WARNING DOMES
848.05
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7"6" 7"
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0.04 (NORM. 1
X
SECTION B
N
SICEWALK (5` STI.;
s
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-0.02 (NORM.}
12:1 MAX. RAMP
SIDEWALK 5N 4 MIN
ELEVATION, J.B CURB ;g
-RANS:-ION CROP TRANSITION
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C-6.1

r- 17 7i'>
L cIj1IS,
OR EQUIVALENT EQUAL
CLUSTER BOX UNIT (CBU) - CONCRETE PAD
SPECIFICATIONS -
-ANCHORING METHODS -
CLUSTER BOX UNIT (CBU)'S MUST BE INSTALLED APPROXIMATELY ONE WEEK PRIOR TO CUSTOMER OCCUPANCY. CBU'S MUST NOT BE INSTALLED UNTIL THE LOCAL USPS
REPRESENTATIVE HAS CONDUCTED AN ON-SITE VISIT TO ENSURE COMPLIANCE WITH THE OFFICIAL SPECIFICATIONS.
CONTACT THE MATTHEW USPS REPRESENTATIVE TO HAVE THE PADS INSPECTED PRIOR TO POURING THE CONCRETE AT [phone].
CBU'S MUST BE INSTALLED FACING THE CORRECT DIRECTION. CBU'S INSTALLED ON CONCRETE PADS POURED BEHIND THE SIDEWALK SHOULD FACE THE SIDEWALK.
CBU'S INSTALLED ON CONCRETE PADS LOCATED IN LANDSCAPE STRIPS BETWEEN THE CURB AND THE SIDEWALK SHOULD FACE THE SIDEWALK. DO NOT INSTALL CBU
FACING THE CURB OR STREET -CAUSING THE CARRIER AND THE CUSTOMER TO STAND IN THE STREET TO DELIVER OR RETRIEVE MAIL.
CBU'S SHOULD NOT BE INSTALLED SO CLOSE TO AN INTERSECTION OR TRAFFIC LANE THAT THEY BLOCK VISIBILITY FOR APPROACHING TRAFFIC OR COULD BE STRUCK BY
A PASSING MOTOR VEHICLE.
CBU'S SHOULD NOT BE LOCATED ON DEAD-END STREETS WHERE THERE IS NO SAFE TURNAROUND FOR POSTAL DELIVERY VEHICLES. NOTIFY THE MATTHEWS USPS
REPRESENTATIVE IMMEDIATELY UPON COMPLETION OF THE CBU INSTALLATION SO THAT WE CAN INSTALL THE ARROW LOCK AND SECURE THE UNIT.
ALL CBU COMPARTMENT KEYS WILL BE DISTRIBUTED BY THE BUILDER/DEVELOPER AT THE TIME OF MOVE IN. THE LOCAL USPS REPRESENTATIVE NEEDS TO BE CONTACTED
BY THE BUILDER/DEVELOPER FOR THE BOX ADDRESS ASSIGNMENTS. EACH HOMEOWNER SHOULD RECEIVE A COPY OF THE MODE OF DELIVERY AGREEMENT AT THE TIME
OF MOVE IN.
ANY DEVIATIONS FROM THE USPS DESIGNATED LOCATION OF THE CBU MUST NOT OCCUR WITHOUT FIRST RECEIVING AUTHORIZATION FROM THE MATTHEWS USPS
REPRESENTATIVE.
RIGHT OF WAY
0
0
EDGE OF TRAVEL LANE -__\
CURB & GUTTER
FLM IN ED HEADI - ALL
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EDGE OF TRAVEL LANE
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RIGHT OF WAY
CURB & GUTTER
"'y
ADA RAMP LOC.
c;
W
20' 25' 20' PAVED TURNOUT
MIN. MIN. MIN. (MATERIAL TO MATCH TRAVEL LANES)
Y
CONCRETE PAD
0_d17 L1 Pr❑❑C❑_� ISG
FOR CBU
CBU
�y
j Q N
5900 Eaet Division Street Phone [phone] ITEMS ACE SUBJECT TO CHAN-E n ITHOUT NOTICE.
Lebanon, Tennessee 37090 Fax [phone]
NOTE:
�
TURNOUT NOT REQUIRED IF ALL THE FOLLOWING
CONCRETE PAD CONDITIONS ARE MET:
ADA RAMP LOC. FOR CBU
ADT 5 200
CBU
LANE WIDTH �: 15'
W
NO BIKE LANE
CBU LOCATION WITH SIDEWALK
0-
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TURNOUT 2' CBU
MIN.
M -a
BERM
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ADA RAMP LOC.
CONCRETE PAD
Z)CO
FOR CBU
TURNOUT CBU
LU
BERM
ADA RAMP LOC. CONCRETE PAD
SIDEWALK FOR CBU
CBU LOCATION WITH SIDEWALK
FIGURE 2
CBU PLACEMENT FOR C &
G SECTION RESIDENTIAL LOCAL AND COLLECTOR
SUBDIVISION STREETS
m
N.T.S.
24.00 24.00
MIN MIN
4x 0.50 ANCHOR BOLTS, PER CBU 24.00 24.00 BROOM FINISH
14.00 USE TEMPLATE TO ENSURE ALIGNMENT MIN MIN
2.00 BROOM FINISH
4.00 4X 0.50 ANCHOR BOLTS,
2 OD USE TEMPLATE TO ENSURE ALIGNMENT
24.00 MIN ' 1 MAX CHAMFER EDGES, IN LANDSCAPE AREAS,
I -Q
I TOOL EDGES FLUSH WITH ADJOINING SURFACES
CL
;. 32.00 24.00 IN PAVED AREAS.
MAX I I
MIN
(34.00)�_--_� I °
10.00
2.00 I it I 5.00
1 I I -o-a-
I
10.00
5,00 PER CBU 24.00
a- MIN
192.00 MAX `__ _-_, ON ALL SIDES FOR DRAINAGE.
SEE NOTE a SLOPE SURFACE 25 INCH PER FOOT
i � � i
-- �-
(34.00) r-= ;--
I CHAMFER EDGES, IN LANDSCAPE AREAS,
I TOOL EDGES FLUSH WITH ADJOINING
SURFACES IN PAVED AREAS. BUTYL RUBBER PAD
I I i I CBU OUTLINE
J.i+ SLOPE SURFACE .25 INCH PER FOOT Z(WITH METAL PEDESTAL ONLY)
j -'-'- ON ALL SIDES FCR DRAINAGE
z4.o0 MIN � � CBU PEDESTAL MATCH EXISTING GRADE IN
BUTYL RUBBER PAD PAVED AREAS
--- --�
(WITH METAL PEDESTAL ONLY) 4X 0.50
ANCHOR BOLTS SLOPE SURFACE .25 INCH PER FOOT
CBU PEDESTAL CBU MATCH EXISTING GRADE IN I ON ALL SIDES FOR DRAINAGE
4X 0.50 OUTLINE PAVED AREAS VIX 4.50 MIN '
ANCHOR BOLTS SLOPE SURFACE .25 INCH PER FOOT - I 4 RODS ON 14.00 CENTERS MAXIMUM,
EACH WAY
PER CBU ON ALL SIDES FOR DRAINAGE ,
50 MIN OPTIONAL COMPACT GRAVEL OR
4 RODS ON 14.00 CENTERS MAXIMUM, 6 � , �
EACH WAY CRUSHED STONE (OMIT WHERE
OPTIONAL COMPACT GRAVEL OR SOLID ROCK OCCURS)
da d
a CRUSHED STONE (OMIT WHERE a Qaa°°a as Fa as as as a
MAXIMUM FROST DEPTH
SOLID ROCK OCCURS) dP D$ aD dP 9 P D ",aD9d 8,00 MIN
g dS9 dna 44P44 44 4 d� 44°44 ��eaQe�
a � a 4X 4.00 aa4,° ,q a4o �4a ,aa a�°naaa�aaa
D;°oa°0809°oa°ao°oT°adea°eo; Po^8 8.00 MIN MAXIMUM FROST DEPTH
4X 4.00 °, a;a a^„ado 4°° °°° ° &�^
8.00 MIN
8.00 MIN FIRM UNDISTURBED SOIL
FIRM UNDISTURBED SOIL OR WELL -COMPACTED FILL
OR WELL -COMPACTED FILL
3.00
3.00
NOTES:
1. CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI ® 28 DAYS, CONTAIN 4% MIN - 6s MAX NOTES:
AIR ENTRAINMENT AND BE PLACED WITH A 3.50 - 4.50 SLUMP IN ACCORDANCE WITH ACI 301.
2. REINFORCING STEEL RODS SHALL CONFORM To ASTM A615, GRADE 60. 1. CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI @ 2B DAYS, CONTAIN 4% MIN - 6% MAX
3. ANCHOR BOLTS SHALL CONFORM TO ASTM A193, GRADE BBM, TYPE 316 STAINLESS STEEL. AIR ENTRAINMENT AND BE PLACED WITH A 3.50 - 4.50 SLUMP IN ACCORDANCE WITH ACI 301.
4. A 3 CBU CONFIGURATION IS DEPICTED. A 2 OR 4 CBU CONFIGURATION MAY BE USED AS LONG AS THEY 2. REINFORCING STEEL RODS SHALL CONFORM TO ASTM A615, GRADE 60.
ARE ARRANGED IN GROUPS SUCH THAT THE OVERALL DIMENSION OF THE CONCRETE BASE DOES NOT
EXCEED 192 INCHES. 3. ANCHOR BOLTS SHALL CONFORM TO ASTM A193, GRADE 138M, TYPE 316 STAINLESS STEEL.
MULTIPLE UNIT CONCRETE PAD SINGLE UNIT CONCRETE PAD
USPS CLUSTER MAIL BOX
CONCRETE PAD
CLUSTER BOX UNIT (CBU)
-ANCHORING METHODS- N.T.S.
CBU'S MUST BE LEVEL AND MOUNTED FIRMLY IN CONCRETE, USING ONE OF THE FOLLOWING METHODS. 1. THE J -BOLT METHOD IS THE PREFERRED METHOD OF INSTALLATION OF CBU'S ON
CONCRETE PADS; HOWEVER,
1. THE J -BOLT PATTERN MUST BE ACCURATE WITH THE CBU PEDESTAL PLATE. WHEN USING J -BOLTS, IN ORDER TO PREVENT ANY DAMAGE OR ACCIDENTS THAT COULD RESULT
FROM THE EXPOSED BOLTS, CONSIDERATION SHOULD BE GIVEN AS TO THE TIME LAPSE BETWEEN POURING THE CONCRETE AND THE ACTUAL INSTALLATION. EXPANSION
ANCHORS MUST BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS.
2. THE USE OF ANCHOR BOLTS FOR THE INSTALLATION OF CBU'S ON CONCRETE PADS IS ALSO ACCEPTABLE AS LONG AS THE METHODS DESCRIBED BELOW ARE FOLLOWED.
A. HILTI KWIK BOLT II, 1/2" DIAMETER X 5-1 /2"OVERALL LENGTH CATALOG NUMBER: 000-453-696, KB II 12-512 STAINLESS STEEL CATALOG NUMBER: 000-454-744 MINIMUM
EMBEDMENT IN CONCRETE MUST BE NO LESS THAN 3-1/2"
B. ITW RAMSET REDHEAD TRUBLOT, GALVANIZED, 1/2"DIAMETER X 7"OVERALL LENGTH
C. RAWL STUD, 1/2"DIAMETER X 5 1/2"OVERALL LENGTH, GALVANIZED. CATALOG NUMBER: 7324 MINIMUM EMBEDMENT IN CONCRETE MUST BE NO LESS THAN 4"
NCDOT STANDARD DETAIL
A
B
C
1. ALL CONCRETE TO BE 3600 P.S.I. COMPRESSIVE STRENGTH.
2. TYPE OF PIPE TO BE USED IS 1-5/8" MAX. O.D. BLACK IRON, LOW CARBON PIPE OR GALVANIZED.
3. ALL JOINTS TO HAVE A 1/2" FILLET WELD AT ALL JOINTS.
4. AFTER INSTALLATION PAINT ASSMBLY WITH BLACK ALL WEATHER ENAMEL.
5. SEE DETAIL 50.04B FOR WARRANTS
NOT TO SCALE
TYPICAL HANDRAIL
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FO,. DETAILS SEE LEVE -SE SIDE.
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Copyright ® 2006 0 O d -- �a,e�s, m�. Al Rights Rese-cl. Iseae: January 2008
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1. ALL CONCRETE TO BE 3600 P.S.I. COMPRESSIVE STRENGTH.
2. TYPE OF PIPE TO BE USED IS 1-5/8" MAX. O.D. BLACK IRON, LOW CARBON PIPE OR GALVANIZED.
3. ALL JOINTS TO HAVE A 1/2" FILLET WELD AT ALL JOINTS.
4. AFTER INSTALLATION PAINT ASSMBLY WITH BLACK ALL WEATHER ENAMEL.
5. SEE DETAIL 50.04B FOR WARRANTS
NOT TO SCALE
TYPICAL HANDRAIL
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N Z n = 11� Q Q ,._I ,-H ,,..I PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12' F-H ., M
yH O 1 DEPRESSION CM 1 1 F �/t Z O= O Q� �D' j- Q Q ON CENTER. USE S-E7S WHICH COMELY WI-H STD. DRAWING 840.66. Q z m •� pp
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oly M - o _ _ - - l - cn w o s CUT WASHER C7 2 II 0^-0' TO 16'-0' IN HEIGHT USE 8" WALLS AND BOTTOM S._AB. ADJUST Q 2 N
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Z SECTION G - G �-H 1 0 GO N r 2ND ({A '-' r I o POROUS =AERIC BAG OE WRAP, AT EACH WEEP HO-E OR AS DIRECTED 6Y THE EN"uIM1EER. CA
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1L2"CLR. ENGINEER BY ADDING 2" -0 THE WALL HIEGFT ABOVE THE TOP ELEVATION. ADJUST
O 1- " I II T 11.2•' #3 BARS "X" 1L2" OUANT:TIES ACCORD:NG_Y.
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= Z (� O LL x ("), TOP S-.B GUTTER LINE LL
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❑ �+ Z p CA F 1" PIPE SLEEVE X 3' LONG. Z Q w ...• O 0 O�Ev7NG 6"• #4 BAR Z _ _ _ _ _ Qcf) W
m (p �' N - m CA a 6" TDP ELEVATION Q F-1 W W
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❑ 0 111 1,r 1 r1 111 W e Z --H PART SECTION a Z -I CL
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VAAIES W W
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1/8 �8 �8 Q ?❑ 0 x❑ 1 t CLR. Q= O Z Z
co I I I I - I-- CO O #3 BARS "X" H Q O O M a2 (MIN L ❑ 2
a a11 11 /l ��4yQ� 1! p . _ 4" z z = J J
O Z SECTION H - H 1 N v 1 11 W co _0 > EQUALLY SPACED 11t" C' R ~ Z ~ - EE NOTE #4 BAR Z Z LU OW
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('i G W Ci SHOWING DETAILS AT OPENING W Z Z
com 3r-141/ N a 21-134x1 N a wxcn =p CD =p zH o 0
#4 BARS "Y" LL Lu M:N. DIMENS=ONS AND OUANTITIES FOR CONCRETE CA.TCF BASIN (BASED ON MIN. HE=GHT, F) W Lu Lu � �
�/± Q 11�° CLR. 1Lp" CLR.
O W EQUALLY SPACED '�[ W JIM'S OF BOX 5 =IPE=EInFOPC. NO 70P 8 BO'. SiAE CU. vDS. CONI. TOTA 0_AN7;TIES DEDJCTION CAD. 0NB � � W W
6" THRDAJ
W-61'
rr CC - 6" (,� D °IPE y?AN WID F HE:GFT BA=S X BARS 9A;S - 2 DIMENSIONS IN BOX BOX b $LASS ONE PIPE 0°EN:NG V
3 -6 2'-6'1 p o #3 BARS "X" „ S �
cp LL N Z y D A B F j N0. _ENGTH 'v0. LENGTH N0. LENGTH F G TOP SLAS 3--. �_Aa KN.- �. 'i, L35. iE:Nr Y" ;r:n r, _ R, C. YD` Z
�.4 O H 12' 3' 6" 2' 3" 1' -0" j 4 3' C, 6 4'-3' 2 4'-3" 4'-6" 3--3" 0.181 0.271 0.250 27 1.046 0.015 0.032 C. C-46 O
SECTION E - E SECTION F - F Z DOWEL U Z 16" 3'-6' 2 -3" 2' 1" 4 3'.D' 6 4'-3" 2 4'-3" 4'-6" 3'-3` 0.161 0.271 0.250 27 i., G3 0.023 0.036 D. 4E D- m m
t8'' a' 0" 2' 6" 2' a" j 7 4' 9" 2 4' 9" 5' o" 3'-8" 0.226 0.340 0.284 35 1.379 0.033 0.049 C. 053 CO Q
24" 4'-0'- 2'-8' 2' 1C" 5 5 - 7 4' 9" 2 4'-9" 5'-0" 3'-8" 0.226 0.340 0.284 35 1.521 C.059 0.085 C. C53
SHEET 1 OF 1 SHEET 1 OF 1 SECTION W-W ''
1840. � � 840.161 30-' a'•0" 3'�6" 3'�4" 5 4�3 9 4' 9 2 a' 9" 5,-0" 4'-6" C.278 0.417 3.315 43 1.916 0.092 0.127 0.053
SHEET 2 0= 2 S^.EET 2 CT" 2 SHE E7 1 OF 2 36" 4'-6" 4'•0" 3-10'' I 5 4' 9"D 5'-3-' 2 5'-3' 5'-6" 5'-0" 0.340 0.510 0.352 51 2.390 C. 132 0.178 O.Os9
S^EET 1 C= 2 LLl
a2" 5' 0' 4' 6' a' c" j 5 5' 3" 12 5. 9" 2 5 o•' 6'-0" 5'-6" 0.407 0.611 3.389 64 2.914 0.1 BC 0.243 0.066" (-Z) O
840.04 840.04 840.04 4e" 5 D' 5`-D' 4--10; 5 1S 5'-9' 2 5' 6'-0" fi-0" 0.444 0.666 0.407 68 3.293 0.235 x.317 0.a66 840.04 0 0
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m _��_E Alice HOOD GENERAL 40TES: Z FDE1 Z T01'I 2
Q BACK OF UPS SFE STO.NO- M-03 USE CLASS 'B' CONCRETE THPOWWLIT. � [F} Q � Q G'7 "_v Q� Q
} S E CPAhL;ION JOINTS } I-1 } z N
<, ]i PROVIDE ALL CATCH RUINS OVER 3'.6' IN DEPTH MITE" STEPS 12" Q <, Q C Ia° NOTE: USE TYPE "E", "F" AND "G" GRATE - <
mH ON CE hTER. USE STEPS WIC!• C>L71PLY MITI STD. DRAl4[NG 84il.66. Z ~ 2 =F--F Z B" E� Z F- O U4LESS OTHERWISE NOTED, <•1� P�� � z F- =
FNO = TOP ELEVATION DPTIC#A.SL COhS TRDC770N - W4D_ITHIC POUR, 2- KEYWAY, CR 94 R•ri BOWELS AT I-.,I � kyr � DN0 � 1..,12 s3O D N O � � N � {� U
T 70 T -_-_ _ _ - -_ _ c y 12' CENTERS AS DIRECTED BY THE ENGINEER. LL JON AAO Tl --A (AS B' 6" LL J CL I•-I Z --I (f? LL J - �-•'�
rn y y 7;- f __ - 2 z mz =� #4 BARS 'v' sr0. aeD.a3 F_�; a z Tnz ZE pp a z
USE FORMS FOR TI•E COh.STRUL7ICN OF TYE BCTTON 5_AB. � 0 � 2 N � D E SIACES O 0 C1] = 7-r � � 4i O O2L _
O' O C7 j` A ---- IF REINFORCED ,^.ONGRETE PIPE ES SET I4 BOTTCIr SLAB OF BOX, ADO TC S_AB W Z LL - O' O C7 11�' 1]. " GRATE S H09D 2E - 0 � M1 _ h Z
=-1Zmm -r= i^. _ _ AS SHOWN flh STB. KO. 040.0C. HEQ.iQO� =�IZD=m 3" � I I ` H[a-7Q0� =�Z�RF 2��� I_21�, � F-- C �
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Z �7 - ____ - W z: �7 W Z TL W
NO f- _
FOR 8'-0' IK HEICJ•IT CR LESS USE fi' RALLS A40 BOTTOM SLAB. CYtR ~ LL d- A ~ O r f ! CO H W p J N 0 i - - N N [/] 2 O J
C3= Z - 0 6'-0" TO 16w-0" IN HEIGHT USE t3- MA-LS AND WT-TOM S_AB. ADJUST = O N ¢ C}= Z m W r6 I = O N ¢ 0 X: N - _ SECTION - LL SET ION - m ¢ O N Q
D 1- _ _ UJAhTITIES AlC>C.JRD I 'CL-f- z ,,co _ D It = w R 7 [�} F^d'-0' Z N= D �' Z N=
D D _ [] _
44NS7F-L1C7 N[TH P[PE OPAOAN�S un-7 CH7 NG. •> i a -� _
{o - SEE 1CTE I-N {o L a C dJRB AIrO GUTTER PITH CATCH BASIN OP: STEP GRA1}ES ~p �� ALIGN FRAME WITH IMIS IOE !- O
{17 N r PLAN T - 3" - CHANFER ALL EJ(P'CSED CCF44ERS 1", i W D il? N r a °J° ' W {!S O r � 0 EIIGE OF WALL TG ALL-001 ,gp +E r W
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Z p Z a c a? 0 Z FOR VE RTIf,AL ADJU5TME VT V.
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TOP ELEVATION _ _ SECTION X-X OMAYPCNS NOT TO SCALE- w ; w
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GRADES 2$ AND IRDER W
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SEEFRA
G?,TE AND40. HOOD STEPS S'I'D. F4. 840.66 - SECTION - PP 5EOTION - NN A+ J v, V
SEE STD.KO. 844.03 STEPS - Ste. X0- BdG _86 DEPRESSED GUTTER LINE B
_ A EXPr NSIOh JO [ hT I I
6" fi TSP ELEVATION - - - ` - - - ' - PLAN OF TOP SLAB SECTION S- S ;- `- rn PLAN _� � i F = z
m x m DC O rn FHaNE,GRATE, d HI00� A55"Y `I
Oz , _ - z - 0 Ciz ELEVATION oZ 70�z °�"'� oOu7 I� V
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}T W +NOR1Mal CURB AT:D GLFFLER 9N LIGHT {HADES W H C C7 LL m
N _ 6� - B I E� i..7r ..f /Z� N L�'J `r/ rn N E" Ir-{}x E}'n r Z =
CL fi] NORMAL $UTTER LINE Z Q W m
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N -.CI = m N = EXPANSION JOINT B" ' ' m IL O _
= N s" E #J9 "M-' BARS #4 Em B.. �+ N z 3' -G" - f Z 1 , , O
m tra 6' - C - fi-' - - = m {!a �''^ TIpP ¢ ay G7 _ - < Od Q Q W
SECTION Y-Y _ _ ELEV. D[ 2 Q [� J
-- 0 zrc
S m z 0 } B Q m 4EOLl4L SPACES 776E ON * 17ES L'ER ?As 0 Q z D>❑ I( to I_ 7 L cv r Q
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n VARIES - - - -_
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a] Q = fi" _' o ❑ 2 Q ' l^ I 1' 0' I I ❑ yfJ ❑ SECTION Ah
z *4 B�Rs ^u' F=H Z `� Z Q Q
o s'` SECTION J-J :-,�:-. < W 2 = !? v ,f2' < W = ❑ ❑ <
_ H- = m DOWEL ELEVATION F- H ~ n a m �� - - F- (a 0 J
-^''- -`�.' YA•ERE 30' TO 36' ?IRE ES USED I I ( 1
'-" = SEE RTE SECTION M-M 0 V= _ o-4 SECTION R-R hoRMAAL CURB AN3 CVJTTER DN STEEP TRADES 0 W = D Z O` fiI• O Z
DD N - WHERE L2' TC 3'4" PEPE IS USED S � � � � I"I = � � � v I-'I rI FR ME PLAN ' S w O L
m Z MERE 30' To 36' PIPE IS LGEO m
LI] Z r Z ■INQ DIEMSIONS AMD QUANTITIES PER UNN*FE CATCH BASIM BASEM ON HIM. HOGHT, N, WITH NO RISER ' tri r = Z SECTION ,AJ rJ} z
P:SER HT. H {7' ( i N Z G] W
N VAA:£5 � �.. �"- _ c -. � - _ J DCrE45IpiS OF 89Pf Ah1] PIPE CG![]? CU_YOS. U1VC. IN BJ% Om UCT[045 J � � T- =_1 '$'-o-8`'
-n o U' 7T PIFE SPAN WIDTH MIDTH SPAN MIF,. H=7{�IT DIMENSION BAPS-U 8495-Y BAR"a-iY -. 7a[- CNV= PIPE L.J O -n � � 1�'• � 1W
Z O J :Y J Z �} Z O T1YAL TCF BOTTOM r1 tr.� D _ I �,.J L� O 0 C 1
A B C G H E F NO- LEhtaTH k0_ 4GTH h0. LENGTH I L&S_ BLAH SLA3. F C. Y_ R. C_ w (JI - 'l T I f
3 -0' 2'-2� -- -- 2•-S� - - -- -- - - - -- -- -- 0.235 4.772 0.415 O. C2fi N v - a _ .... ...- - - ¢
2'-2' "s'-O" 0-235 4.829 0.0x23 0.036 z 7't,� W
A - - -:-E 2'-Q" HAA ,+ rL 'S
1B" `Sm-O` 2'-2" "s'-3' 0-235 4.001 0_059 0.049 s+• �' 1 3` I_6'1
3�-0' 2'-2' 3'-9' 0.235 1.001 6.459 O. CBS 1' �Ot„
30' 3'-0" 2'-2' 8'.4' 4'-3" V-2' 4'-0" d 1'-5' 2 3'-9" 's 's'-3" 38 0.123 0.3"r1 1.+33 6.092 0.'27 3r arc $' 4'+4 r ^
' 7 36' 2-
3' 10' 4'-a- 1'-0� 4• D" 4 1'-11' 3 5'-9" $ `s'-9" 43 0.161 0-358 1.711 6_132 0.'7B rr 1if V
MHERE 42' TO 54' PIPE IS USED -4--* 42" 3-0' 2'-2" d'-5' 5' 's' 1'-5'' a'-2°' 4 1'-8' 2: 2'-11' 3 2`-11' 32 0.112 0.318 1.738 O_180 O. Fd3 SE�CTIOII -[
DETAIL SHOWING METHOD • --` r -' •' dB' 3--0' 2'-2' 5'-O 5'-9' 2'-0" 8-2" 4 2'-3•' 3 2'-11' 3 2'-11' 35 4.1'5 0.352 2.052 6.735 0.317 2 15" 4x15
' 5%0' 2'-2' 5'-7' 6'-3' 2'-7' 3'-127-4-12'-10' S• z'-11' 3 2`-11' 61 O. 180 0.386 2.387 0-297 0.401
HEFT 1 OF 2 OF RISER CONSTRUCTION PLAN PL14N SPIFFY 1 OF 2 HEFT 2 OF 2 SHEET 2 OF 2 EET 1 OF 2 � SrEE7 1 OF 2
840. 02 840.02 40.0eT RISER H45 .22Ei CUBIC YARDS OF CAiCR=7E PER FOOT HEIGHT 840.02 840. n3 8x40.0
V Vi VL 840.02 Vi V L V �7 HOOD ELEVATION TI FE - MR Y4/ a7
v z v z v z
`t 3r- �" Q 2' WEEP HOLES - `+? 0 ni O
1 " r-H } GENERAL NO-"E5: F_ r rH
FC-F' Z .' I Q Q F¢-4' Z Y USF CLASS •B' 90NCRFTF -H30NHOIJT_ Q Q ,c., • z DETAIL SHOWING TYPES OF GRATES '-113,pF" ~ Q Q 2 Ln
1" DEPRESSION 'c4 r, 1 r. 2~2 �(n 0 �� ZH = =If7 0 115E ACCORDING TO WATER FLOW. 11 ZH =
i L�1 cr DFyO= PPLTN'IOE ALL DROP INLETS OVER 3'-8" 24 DEPTH MITH STEPS 12' N2L7U DN0= N([�, U Ln
r0 i e, , it 'h �I LL •J O �, r0 T -i Olti GE OYER. lb^E STEPS 11YIdi COMPLY 1YIT1{ 5T6. ORABh'Ih6 $44.56. W J �-q Z m0 T -� B' I.LJ �' Z CO W
mz 2� 1 7 1 -75. T �� F� 2 z m I
N D - I H Ov 2 Nz =D 1 I 1 OPTIONAL CBhS-PIJCTION - "')LITHIC PAIR 2- KEYWAY OR 1d 349 DOWELS AT Oo = Nz =D a.0 _ 0]
oc} m C] r II W Q Z LL �i}O = f7 1 12' CENTERS AS DIRECTED 8Y 7F♦: ENGINEER. W Q Z W 00 = [] ro r rr r S Z " W g
TYPE G' TYPE "E" TYPE F'
=-n D D m Q = 2� D D rn JSE FDRYS PSR THE CONSTRUCTION Of THE BGT OM SLAB. Q = _� D D rn A A ,� W¢ Q LL= Q)
�f�-� E I E HUQp{�- _ Zy - I IA
~L3p1��rr�'pFH W o-¢Hrf, 7F RE EN"RCEO CDFICRETE PIPE ES SET 14 RO'TOM SLAB OF BOX; !DD O SLAB 4 FH {17 1
zH�Q o (D I =~zw z��a�T 1 AS 5ND04 DN STD. W. B40.AO0. �= zLL w z�u��1 �=~zw = o
C} _ Z C} 0 - _ - _ - - - - - _ w O F-H < G }= 7Ci Z 1 CCNSTPJJCT WITH POPE CRDN(,S WATCHING. = O - Q [3 = 33 Z T p Q
�{ D 0 z N �L D - - I SEE S7A%4HD CFAM1% W.25 FOR ATTACHK4T OF FRAMES Aho- GRATES" WT SHOW'I. -
> 0 1 O F- H = [t.STALL 2' WEEP:40LES AS DIREC-ED 3Y THE ENGINEER. Z 4N7H D D WATER FLOW - SAG �- WATER FLO1M - 7 O � H J
D&r, z N
(l?fl r 04
W O � [.LSTALL 5T7]hE WAIAIS, DF A Y:Y7YIMI OF CLB IC F-0OT OF ND. 78Y STOhE 7N A W 0 +lfl _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ W ❑
Z H 1 ' 0 Z 1 PORM FABRIC BSG OR WRAP, A- ArH WEEP HOLE ]R AS DIRECTE0 BY THE ENGI6EER. r 0 z E 11jF�rr r 0
SECTION G-G �' `F"
}�j I I GIAIFER ALL EXPOSED OOR}iERS 1".
r i l_41�x it- ii F Y ' CPAWTHG 40T -0 SCALE.
-n r PLAN OF FRAME In PLAN----------------------- i r, rNLrl Lu W
1r-7 1'-7"I CAST IRON r
WITH GRATE a FRAM=_ REMOVED SECTION S-B Q Y
O
m o m PLAN OF GRATING °° rn BRICK COPING{ INCIDENTAL j _ o -n m - - - - - - 1 T 21; " L O " Lu z
z 1 1 r CAST IRON O Q Z C'J z TOP ELEVATION O z WATER FLOW SAG WMER FLOW -� O O<
4-, 0 2 3 Jd w O �' LL W r, SECTION A-A LL O
T' STD. B40.16 FPJr1iE � (o
= Z {? Z s= t_ 8 GRATE Z J m m z =
M Z O m ua s" A S" 6" B fi-, - " M IL Z ~ 0 TYPE "F" TYPE "Er, TYPE "G" TYPE - E � Z
L7 i}er' i" i �rc 1r_rc = a m d r m Q V
Q co
p 1" 7" ' ri i rc ❑ W {!1 rn 0 = x p 0 D D r1 RAISED � FLOW ARROW rr Q ¢ J O
❑ I I cr) z RAISED FLOW ARROW 2$ i
LU
072 .r n 31,3$,r 2'-3a' Qv� 1 's I Q�3 Dm %fi16r' HIGH �I _ QWZ �1 =
cl
m i J$Ir a O n I ¢ LLI S Q~ 0 til Qco V D7 Z a
D FU I :awe ri �1 I Y - �'I1 I =kt ii n I Y d D DOWEL W~ {? Diri r (l1+ Q
Z SECTION H- H 74 I a �4 _ W {) H a SEE NOTE DOMEL 56E MUTEZ 1 m z W
v z 3- 2 I 2- 2 = m Z z c I MAX-LLAJ PIPE THIS SIDE _ iv = v Z r " = o (D
D cx c' _ _ H m C' SECTION - SECTION Y-Y m = 1 'r W (W" Lu
i p r' J 5
Z O 2" 2�t` F-Tz CL Ts - O z 0 D Q O �' ri i1/2 1 it z d'
O y r r' W cm ENW Sj DIMENSIONS af,tQ QUANTITIES FOR OPUP INLET{BASED ON MIH. HEIGHT, Hj W N v = 1 " i�FYc 1 R w LL a
co m `,� - 144 2'- 14$ �. ifl DIN-ENSIGNS OF BOX 3 PIPE CUBIC YARDS D=DUCTIOI.S FOR z v- „ �4 r r, �'tF LL
� 0 7 PI RE SPAN WIDTH YIN- HEIGHT CONC. IN B4% OhE PIPE 2 11:4 2 11
O BOTTOM ?MALL PER r_i --
2'-
i n ri = 0 A B H G_Y. R.C.
3 -B `'' 6 O SLAG FT- HT. r{� i i�r, I 1� CAR'' ,
�4
(74 LL 12" 3'-0" 2'-fl- 2'-0' 0.222 9.222 0.592• 0.015 O.fl26 - 3'.11 T•1- J. //�
SECTION E - E SECTION F - F 15' 2'-3" 0.840 0.q{ 0.046 - r C
16" 2'-6' 0.7049 0.033 9.044 1 SECTION A-A -�." ;����pESSIp�� f
24" 3'-'J' 0.81-0 D. D59 O.0as TYPE F
HEET 1 OF 1 SHEET 1 OF 1 [SHEET 1 DF 1 ?,p" 3'_0' 2'-fl" V-6' D.222 4.222 0.925 D. D92 0.127 SHEET 1 OF 1 BEET 2 OF 2 T,fPE G SECTION A-A SHEET 2 OF 2
840.16 J 840.161 1840.14 1840.14 1840.03 r 840.03 =
�
NGINE \
Sheet
C-6.3

INSTALLATION OF STREET NAME SIGN INTERSECTION with 811
INTERSECTION with CURB and GUTTER 8W NOTES:
SIDEWALK, CURB, and GUTTER
U
VARIES -MAXIMUM 100' STORM cud 1. A MINIMUM OF 24" FROM OUTSIDE DIAMETER OF PIPE TO SIDE
T DRAINAGE
AV STREET STREET NAME MARKER EASEMENT em 1 OF TRENCH MUST BE ALLOWED FOR COMPACTION OF FILL
• 2 J
MOuvu 4 10p0 NAME STANDARD RNV (SDE) = o ! MATERIAL. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED wu MARKERCHECK DAM SEE DETAIL IMMEDIATELY AFTER THE PIPE IS LAD. THE FILL AROUND THE
RNV CURB ANDL(SEE ) ; P I
t GUTTER LSTANDARD A ! ?
s,_o„ & GUTTER ;--------------------------------------------------------------------------------------- -----------------------------------------------------/--------- PIPE SHALL BE PLACED IN LAYERS NOT TO EXCEED 6".
STOP SIGN I W UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED
R/W + V W VW •Y WY Y W V W Y W W W W W W W W W
TO RISE IN UNBACKFILLED TRENCHES AFTER THE PIPE HAS BEEN
2QQQ VALLEY GUTTER FLOW FLOW FLOW PLACED. COMPACTION REQUIREMENTS SHALL BE ATTAINED BY
MINOR I w 1 w w w W w 'v 41 v w
VALLEY o 2% MAXIMUM EFFECTIVE SLOPE 2%MAXIMUM EFFECTIVE SLOPE THE USE OF MECHANICAL TAMPS ONLY. EACH AND EVERY LAYER
GUTTER o MINOR b, 1 ; OF BACKFILL SHALL BE PLACED LOOSE AND THOROUGHLY COMPACTED
STOP SIGN i v w v w y W W I 1 u u /
� I , INTO PLACE.
ACCESSIBLE ------------ -___------- _ _ _ _ =
RAMPS F -F-0- R_ - 2, ALL BACKFILL MATERIAL SHALL HAVE AN IN PLACE COMPACTED DENSITY OF 95%.
RNV F + R/W R/W + (SEE DETAIL)
A 3. STANDARD PROCTOR. THE FINAL 2' BELOW FINISHED GRADE SHALL BE 100%.
[STREET O
NAME STOP SIGN Q $._D.. STD. RIP RAP APRON 4. ALL TRENCHING OPERATIONS SHALL MEET OSHA STANDARDS.
MARKER � PLAN
5. BACKFILL MATERIAL BENEATH ROADWAY SHALL BE SELECT BACKFILL MATERIAL.
SIDEWALK O R/W
3' STREET NAME MARKER
p WATER QUALITY STORM
- = 1�11�11-IIIJII =111= 1.111 11=III=III =111-111=111�11===� = 1= I-111 1=III=III =�11 11 111 1111�11�I11�1111 111 11111 1�111111111IIII IIIJII111 1111 Ell ��111 1� 111��1=III11 311�11
"'JTI=111=111 11-111="'X11=111-111 11JII="' 11=111=111 111-III_III�IIJII='=111=111=111-
�° - r
INTERSECTION with PROFILE
�J�PyoP�O
DITCHES, and NO CURB and GUTTER ��°tett
/ / STREET NAME NOTES BOTTOM WATER QUALITY STORM I I I
\//\ \\// \//\//\//\// 2 = I_ I I I I'
\ \ \ \ \ \ \ MARKER �I MAXIMUM SLOPE 2 VARIES, HEIGHT I OUTSIDE DIAMETER I _
1. TWO STREET NAME MARKERS ARE REQUIRED IF THE 1111 1111i1111JII =1i =111=1i _ L _ -111=11= 111= -_- TO MAINTAINTO BE p 10 YEAR STORM 6" FREE BOARD -111=111=111=
\\\ \\\\ \\\\\\\\ MAJOR STREET HAS 3 OR MORE LANES. _ - III311al _ill=lfilll ll rll EFFECTIVE SLOPE I -I III -L
R/W LR/W 11�111-11=1 _II--
�M \\\\\\\\\.\"�-111=111=111=111=1=11_ pWATERQUALITYSTOR IIJIIJ11�11�11= - LESS THAN 2% 11 III 1111�1�1
//�//�//\y 2. ANY VARIANCE FROM THIS STANDARD MUST BE 0-11L11t111111J-II_ 11- = 1=1T1=111=111-
\ \ \ \ APPROVED BY THE TOWN AND/OR COUNTY. NOTES:
.• all JIIJII311�11- JI -II - - - - I IIIJIIJII="-
CHECK DAM and VARIES IIIA
MINOR
ITCH 1 20L FOOT ACCESS EASEMENT ACONNECTINGUTO VEGETATION (15" MIN) I I'
\ \\ STREET NAME MARKER A DEDICATED PUBLIC RIGHT OF WAY. SECTION A -A MAINTAINED TO FOREBAY BERM
STOP SIGN 24 24"
ACCESS ROAD SHALL HAVE MIN. 12' X"6"HEIGHT DETAIL
R/w F RNV STABILIZED WIDTH, MAX. LONG. GRADE OF
15%, MAX. CROSS -SLOPE 5%. IN ADDITION, PIPE SHALL BE PLACED
A 10 -FOOT WIDE PERMANENT MAINTENANCE 4" MAX. WQv
ACCESS EASEMENT MUST BE PROVIDED STORAGE HEIGHT ON SUITABLE MATERIAL
o S- AROUND THE PERIMETER OF ALL BMPS TO
ALLOW FOR ADEQUATE MAINTENANCE AND
NOT TO SCALE REPAIR.
STREET NAME SIGN INSTALLATION GRASS CHANNEL TRENCH D ETAI L
LOCATIONS FOR STORM DRAIN
NOTES:
W2
FILTER FABRIC LAP
I I RIP RAP SUMMARY (IF NEEDED) 5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION.
I I CHART ELEVATION SEE STD. 20.23 AND 20.24 6. THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
OUT WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
LET La W1 I T H ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
- - - NATURAL GRADE 7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
YARD INLET SUMMARY CHART
RIP RAP __ O
I YARD INLET AREA (AC.) CFS HEAD H (FT.) COMMENT H �I I� � 4"
T (THICKNESS)
S)
E IT�
r
NATE; LAYER OF FILTER FABRIC
MINIMUM H=2/3 PIPE DIAMETER
• d50 (see fig 8.06 aft "NC SEDIMENT AND EROSION CONTROL MANUAL"
NOT TO SCALE dmax = 1.5 x d50 APPROVED DATE: 02/2007 SECTION B -B END VIEW
T = 1.5 X dmax.
GRADING AT DROP INLET RIP RAP APRON AT PIPE OUTFALLS FLARED END SECTION
OTHER THAN AT SWIM 12" THRU 72" PIPE
NOTES: ER -1
1. WHERE A DEAD-END STREET REQUIRES A GUARDRAIL SECTION,
END OF ROADWAY MARKER (ER -1, 24"x24", RED) SIGNS ARE
REQUIRED. °'
2. SIGNS ARE TO BE PLACED BEHIND THE GUARDRAIL (SEE PAVEMENT
STD 50.07A & B) EVENLY SPACED WITH ONE SIGN PLACED AT
GENERAL NOTES: THE CENTERLINE LOCATION AND ADDITIONAL SIGNS AT PROPERTY LINE
1. STEEL BEAM TYPE GUARD RAILS SHALL BE INSTALLED AT THE END OF ALL DEAD-END STREETS, EXCEPT CUL-DE-SAC STREETS 6' O.C. (MINIMUM OF 3 SIGNS, MAXIMUM OF 5 SIGNS). TREEf BARRICADE
WHICH HAVE BEEN IMPROVED WITH A PERMANENT TURN -AROUND. Q SIGN POST
o
2. FOR STREETS 26' IN WIDTH THE GUARD RAIL SHALL CONSIST OF TWO(2)12'-6" SECTIONS OR 1 25' SECTION, THREE (3) STEEL 3' END ROAD FILL (ER -1)
POSTS, AND TWO (2) TERMINAL SECTIONS. FOR STREETS GREATER THAN 25' IN WIDTH THE GUARD RAIL SHALL SPAN THE
ENTIRE WIDTH OF THE STREET. SIGN LOCATION DETAIL O
CROSS z
3. GUARD RAIL SHALL CONSIST OF RAIL ELEMENTS FABRICATED TO DEVELOP CONTINUOUS BEAM STRENGTH AND INSTALLED AS SHOWN. SECTION GUARD RAIL
OF POST
4. MINIMUM THICKNESS OF GUARD RAIL SHALL BE 12 GAGE U.S. STANDARD. (2 #/l JJ
THE RAIL ELEMENT INCLUDING SPLICES, SHALL HAVE A MINIMUM ULTIMATE TENSILE STRENGTH OF 80,000 LBS.
GUARD RAIL PARTS FURNISHED SHALL BE INTERCHANGEABLE WITH SIMILAR PARTS REGARDLESS OF THE SOURCE OF MANUFACTURER. ° CROSS
THE HOLES FOR CONNECTING BOLTS SHALL BE PUNCHED OF DRILLED, BURNING WILL NOT BE PERMITTED. o OFCPOST GUARD RAIL CLAMP (TYPICAL)
5. THE GUARD, BOLTS, NUTS, STEEL POSTS. AND ALL OTHER METAL PARTS SHALL BE GALVANIZED TO CONFORM TO THE REQUIREMENTS POST o (14 GAUGE)
0
FOR THE COATING CLASS, (2.50 OUNCES PER SQUARE FOOT) OF THE CURRENT SPECIFICATIONS FOR ZINC -COATED (GALVANIZED) IRON, AND o I I I -I I MI MI o IIIII I II I II III
STEEL SHEETS, COILS, AND CUT LENGTHS, IN ACCORDANCE WITH ASTM 123A. o x ° i1 1-1 1-1 1 " 1-I 11-� 11' : ,1 11-1
1-11 I -I I e I I I -I I Iz
o v o -III e l -I 11- z TENSION SCREWS
6. IF THE AVERAGE SPELTER COATING AS DETERMINED FROM THE REQUIRED SAMPLES IS LESS THAN TWO (2) OUNCES OF SPELTER PER° POST o N
SQUARE FOOT, OR IF ANY ONE SPECIMEN HAS LESS THAN 1.8 ONCES OF SPELTER PER SQUARE FOOT OF DOUBLE EXPOSED SURFACE, THE I o III-� o _ N
LOT SAMPLED SHALL BE REJECTED, THE FINISHED SHEETS SHALL BE OF FIRST CLASS COMMERCIAL QUALITY, FREE FROM INJURIOUS DEFECTS, ° o
=11 1 111= n00000
w0�SUCH AS BLISTERS, FLUX, AND UNCOATED SPOTS. BASE 0° °7. THE GUARD RAIL SHALL BE INSPECTED TO DETERMINE THAT THE MATERIAL, DIMENSIONS, AND WORKMANSHIP ARE IN ACCORDANCE o - ` '-"'-' ' i = 0- I I I -I I I 1-1 11= __
WITH THIS PLAN. I -1 1-1 1 1-1I1= 11 -I I1 1I1 -
1I _I I1= Z I I., o I J
8, WHERE A DEAD-END STREET REQUIRES GUARD RAIL, END OF ROADWAY MARKER SIGNS SHALL ALSO BE REQUIRED. II 0 II
(SEE STD. 50.08A & 50.08B) (ER -1). N BASE o
(SLEEVE) °
0
DEAD END STREET BARRICADE END OF ROADWAY MARKER END OF ROADWAY MARKER (ER -2)
GENERAL NOTES GUARD RAIL CLAMP INSTALLATION
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON TO BE END OF FLARED SECTION
ALTERNATE WALL
TABLE OF DIMENSIONS
PLAN
DESIGNED BY THE ENGINEER.
CONFIGURATION
D
T
2. REFER TO THE CHARLOTTE MECKLENBURG STORM WATER DESIGN MANUAL FOR RIPRAP
~ +
C
E
APRON DESIGN STANDARDS.
J -
WT.
DESIGN STORM WSEL
I
2-1/4"
4"
2'-0"
- I -I - - - - - - - - - - - --
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END OF THE
6'-1"
w
1
PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF 2:1 AND A
2-1/4"
6"
3
HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR CULVERT HEIGHT.
o _
6'-1"
3:1
4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE SURFACE OF THE
18"
2-1/2"
�_-III
"-III-III
E,
OF THE APRON SHALLVED BE AT THE SAAMEEGRADESHALL UNDERCUT
THATITING HE INVERTCHANNEL.
WITH THE
T
�}
3'-0"
I I I I
(FLUSH)
1190
24"
3"
SURFACE OF THE RECEIVING CHANNEL. THE APRON SHALL HAVE A CUTOFF OR TOE WALL
3'-8"
2'-6"
w I I I I
AT THE DOWNSTREAM ENDIf
.
3:1
1770
-� \
B Z o B
J
C B
4'-6"
I \
L-
5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM WIDTH OF THE o
RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1.
L = LENGTH
3:1
1 2380
bq�9���
4"
1'-3"
1 J
6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER.
6'-0"
8'-2"
FILTER FABRIC LAP
I I RIP RAP SUMMARY (IF NEEDED) 5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION.
I I CHART ELEVATION SEE STD. 20.23 AND 20.24 6. THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
OUT WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
LET La W1 I T H ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
- - - NATURAL GRADE 7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
YARD INLET SUMMARY CHART
RIP RAP __ O
I YARD INLET AREA (AC.) CFS HEAD H (FT.) COMMENT H �I I� � 4"
T (THICKNESS)
S)
E IT�
r
NATE; LAYER OF FILTER FABRIC
MINIMUM H=2/3 PIPE DIAMETER
• d50 (see fig 8.06 aft "NC SEDIMENT AND EROSION CONTROL MANUAL"
NOT TO SCALE dmax = 1.5 x d50 APPROVED DATE: 02/2007 SECTION B -B END VIEW
T = 1.5 X dmax.
GRADING AT DROP INLET RIP RAP APRON AT PIPE OUTFALLS FLARED END SECTION
OTHER THAN AT SWIM 12" THRU 72" PIPE
NOTES: ER -1
1. WHERE A DEAD-END STREET REQUIRES A GUARDRAIL SECTION,
END OF ROADWAY MARKER (ER -1, 24"x24", RED) SIGNS ARE
REQUIRED. °'
2. SIGNS ARE TO BE PLACED BEHIND THE GUARDRAIL (SEE PAVEMENT
STD 50.07A & B) EVENLY SPACED WITH ONE SIGN PLACED AT
GENERAL NOTES: THE CENTERLINE LOCATION AND ADDITIONAL SIGNS AT PROPERTY LINE
1. STEEL BEAM TYPE GUARD RAILS SHALL BE INSTALLED AT THE END OF ALL DEAD-END STREETS, EXCEPT CUL-DE-SAC STREETS 6' O.C. (MINIMUM OF 3 SIGNS, MAXIMUM OF 5 SIGNS). TREEf BARRICADE
WHICH HAVE BEEN IMPROVED WITH A PERMANENT TURN -AROUND. Q SIGN POST
o
2. FOR STREETS 26' IN WIDTH THE GUARD RAIL SHALL CONSIST OF TWO(2)12'-6" SECTIONS OR 1 25' SECTION, THREE (3) STEEL 3' END ROAD FILL (ER -1)
POSTS, AND TWO (2) TERMINAL SECTIONS. FOR STREETS GREATER THAN 25' IN WIDTH THE GUARD RAIL SHALL SPAN THE
ENTIRE WIDTH OF THE STREET. SIGN LOCATION DETAIL O
CROSS z
3. GUARD RAIL SHALL CONSIST OF RAIL ELEMENTS FABRICATED TO DEVELOP CONTINUOUS BEAM STRENGTH AND INSTALLED AS SHOWN. SECTION GUARD RAIL
OF POST
4. MINIMUM THICKNESS OF GUARD RAIL SHALL BE 12 GAGE U.S. STANDARD. (2 #/l JJ
THE RAIL ELEMENT INCLUDING SPLICES, SHALL HAVE A MINIMUM ULTIMATE TENSILE STRENGTH OF 80,000 LBS.
GUARD RAIL PARTS FURNISHED SHALL BE INTERCHANGEABLE WITH SIMILAR PARTS REGARDLESS OF THE SOURCE OF MANUFACTURER. ° CROSS
THE HOLES FOR CONNECTING BOLTS SHALL BE PUNCHED OF DRILLED, BURNING WILL NOT BE PERMITTED. o OFCPOST GUARD RAIL CLAMP (TYPICAL)
5. THE GUARD, BOLTS, NUTS, STEEL POSTS. AND ALL OTHER METAL PARTS SHALL BE GALVANIZED TO CONFORM TO THE REQUIREMENTS POST o (14 GAUGE)
0
FOR THE COATING CLASS, (2.50 OUNCES PER SQUARE FOOT) OF THE CURRENT SPECIFICATIONS FOR ZINC -COATED (GALVANIZED) IRON, AND o I I I -I I MI MI o IIIII I II I II III
STEEL SHEETS, COILS, AND CUT LENGTHS, IN ACCORDANCE WITH ASTM 123A. o x ° i1 1-1 1-1 1 " 1-I 11-� 11' : ,1 11-1
1-11 I -I I e I I I -I I Iz
o v o -III e l -I 11- z TENSION SCREWS
6. IF THE AVERAGE SPELTER COATING AS DETERMINED FROM THE REQUIRED SAMPLES IS LESS THAN TWO (2) OUNCES OF SPELTER PER° POST o N
SQUARE FOOT, OR IF ANY ONE SPECIMEN HAS LESS THAN 1.8 ONCES OF SPELTER PER SQUARE FOOT OF DOUBLE EXPOSED SURFACE, THE I o III-� o _ N
LOT SAMPLED SHALL BE REJECTED, THE FINISHED SHEETS SHALL BE OF FIRST CLASS COMMERCIAL QUALITY, FREE FROM INJURIOUS DEFECTS, ° o
=11 1 111= n00000
w0�SUCH AS BLISTERS, FLUX, AND UNCOATED SPOTS. BASE 0° °7. THE GUARD RAIL SHALL BE INSPECTED TO DETERMINE THAT THE MATERIAL, DIMENSIONS, AND WORKMANSHIP ARE IN ACCORDANCE o - ` '-"'-' ' i = 0- I I I -I I I 1-1 11= __
WITH THIS PLAN. I -1 1-1 1 1-1I1= 11 -I I1 1I1 -
1I _I I1= Z I I., o I J
8, WHERE A DEAD-END STREET REQUIRES GUARD RAIL, END OF ROADWAY MARKER SIGNS SHALL ALSO BE REQUIRED. II 0 II
(SEE STD. 50.08A & 50.08B) (ER -1). N BASE o
(SLEEVE) °
0
DEAD END STREET BARRICADE END OF ROADWAY MARKER END OF ROADWAY MARKER (ER -2)
GENERAL NOTES GUARD RAIL CLAMP INSTALLATION
0
0
uj
W
TABLE OF DIMENSIONS
PLAN
oLO
D
T
A
B
C
E
L
H:V
WT.
12"
2-1/4"
4"
2'-0"
4'-1"
2'-0"
6'-1"
3:1
730
15"
2-1/4"
6"
2'-3"
3'-10"
2'-0"
6'-1"
3:1
730
18"
2-1/2"
9"
2'-3"
3'-10"
3'-0"
6'-1"
3:1
1190
24"
3"
10"
3'-8"
2'-6"
4'-0"
6'-2"
3:1
1770
30"
3-1/2"
1'-0"
4'-6"
V-8"
5'-0"
6'-2"
3:1
1 2380
36"
4"
1'-3"
5'-3"
2'-11"
6'-0"
8'-2"
3:1
5320
42"
4-1/2"
V-9"
5'-3"
2'-11"
1
8'-2"
3:1
5920
48"
5"
2'-0"
6'-0"
2'-2"
7'-0"
8'-2"
3:1
7470
54"
5-1/2"
2'-3"
5'-6"
2'-10"
7'-6"
8'-4"
3:1
8810
60"
6"
2'-6"
5'-0"
3'-3"
8'-0"
8'-3"
3:1
11180
66"
6-1/2"
3'-0"
6'-0"
2'-3"
8'-6"
8'-3"
3:1
12530
72"
7"
3'-0"
6'-6"
1'-9"
9'-O"
8'-3"
3:1
13980
FILTER FABRIC LAP
I I RIP RAP SUMMARY (IF NEEDED) 5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION.
I I CHART ELEVATION SEE STD. 20.23 AND 20.24 6. THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
OUT WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
LET La W1 I T H ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
- - - NATURAL GRADE 7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
YARD INLET SUMMARY CHART
RIP RAP __ O
I YARD INLET AREA (AC.) CFS HEAD H (FT.) COMMENT H �I I� � 4"
T (THICKNESS)
S)
E IT�
r
NATE; LAYER OF FILTER FABRIC
MINIMUM H=2/3 PIPE DIAMETER
• d50 (see fig 8.06 aft "NC SEDIMENT AND EROSION CONTROL MANUAL"
NOT TO SCALE dmax = 1.5 x d50 APPROVED DATE: 02/2007 SECTION B -B END VIEW
T = 1.5 X dmax.
GRADING AT DROP INLET RIP RAP APRON AT PIPE OUTFALLS FLARED END SECTION
OTHER THAN AT SWIM 12" THRU 72" PIPE
NOTES: ER -1
1. WHERE A DEAD-END STREET REQUIRES A GUARDRAIL SECTION,
END OF ROADWAY MARKER (ER -1, 24"x24", RED) SIGNS ARE
REQUIRED. °'
2. SIGNS ARE TO BE PLACED BEHIND THE GUARDRAIL (SEE PAVEMENT
STD 50.07A & B) EVENLY SPACED WITH ONE SIGN PLACED AT
GENERAL NOTES: THE CENTERLINE LOCATION AND ADDITIONAL SIGNS AT PROPERTY LINE
1. STEEL BEAM TYPE GUARD RAILS SHALL BE INSTALLED AT THE END OF ALL DEAD-END STREETS, EXCEPT CUL-DE-SAC STREETS 6' O.C. (MINIMUM OF 3 SIGNS, MAXIMUM OF 5 SIGNS). TREEf BARRICADE
WHICH HAVE BEEN IMPROVED WITH A PERMANENT TURN -AROUND. Q SIGN POST
o
2. FOR STREETS 26' IN WIDTH THE GUARD RAIL SHALL CONSIST OF TWO(2)12'-6" SECTIONS OR 1 25' SECTION, THREE (3) STEEL 3' END ROAD FILL (ER -1)
POSTS, AND TWO (2) TERMINAL SECTIONS. FOR STREETS GREATER THAN 25' IN WIDTH THE GUARD RAIL SHALL SPAN THE
ENTIRE WIDTH OF THE STREET. SIGN LOCATION DETAIL O
CROSS z
3. GUARD RAIL SHALL CONSIST OF RAIL ELEMENTS FABRICATED TO DEVELOP CONTINUOUS BEAM STRENGTH AND INSTALLED AS SHOWN. SECTION GUARD RAIL
OF POST
4. MINIMUM THICKNESS OF GUARD RAIL SHALL BE 12 GAGE U.S. STANDARD. (2 #/l JJ
THE RAIL ELEMENT INCLUDING SPLICES, SHALL HAVE A MINIMUM ULTIMATE TENSILE STRENGTH OF 80,000 LBS.
GUARD RAIL PARTS FURNISHED SHALL BE INTERCHANGEABLE WITH SIMILAR PARTS REGARDLESS OF THE SOURCE OF MANUFACTURER. ° CROSS
THE HOLES FOR CONNECTING BOLTS SHALL BE PUNCHED OF DRILLED, BURNING WILL NOT BE PERMITTED. o OFCPOST GUARD RAIL CLAMP (TYPICAL)
5. THE GUARD, BOLTS, NUTS, STEEL POSTS. AND ALL OTHER METAL PARTS SHALL BE GALVANIZED TO CONFORM TO THE REQUIREMENTS POST o (14 GAUGE)
0
FOR THE COATING CLASS, (2.50 OUNCES PER SQUARE FOOT) OF THE CURRENT SPECIFICATIONS FOR ZINC -COATED (GALVANIZED) IRON, AND o I I I -I I MI MI o IIIII I II I II III
STEEL SHEETS, COILS, AND CUT LENGTHS, IN ACCORDANCE WITH ASTM 123A. o x ° i1 1-1 1-1 1 " 1-I 11-� 11' : ,1 11-1
1-11 I -I I e I I I -I I Iz
o v o -III e l -I 11- z TENSION SCREWS
6. IF THE AVERAGE SPELTER COATING AS DETERMINED FROM THE REQUIRED SAMPLES IS LESS THAN TWO (2) OUNCES OF SPELTER PER° POST o N
SQUARE FOOT, OR IF ANY ONE SPECIMEN HAS LESS THAN 1.8 ONCES OF SPELTER PER SQUARE FOOT OF DOUBLE EXPOSED SURFACE, THE I o III-� o _ N
LOT SAMPLED SHALL BE REJECTED, THE FINISHED SHEETS SHALL BE OF FIRST CLASS COMMERCIAL QUALITY, FREE FROM INJURIOUS DEFECTS, ° o
=11 1 111= n00000
w0�SUCH AS BLISTERS, FLUX, AND UNCOATED SPOTS. BASE 0° °7. THE GUARD RAIL SHALL BE INSPECTED TO DETERMINE THAT THE MATERIAL, DIMENSIONS, AND WORKMANSHIP ARE IN ACCORDANCE o - ` '-"'-' ' i = 0- I I I -I I I 1-1 11= __
WITH THIS PLAN. I -1 1-1 1 1-1I1= 11 -I I1 1I1 -
1I _I I1= Z I I., o I J
8, WHERE A DEAD-END STREET REQUIRES GUARD RAIL, END OF ROADWAY MARKER SIGNS SHALL ALSO BE REQUIRED. II 0 II
(SEE STD. 50.08A & 50.08B) (ER -1). N BASE o
(SLEEVE) °
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OUT WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
LET La W1 I T H ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
- - - NATURAL GRADE 7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
YARD INLET SUMMARY CHART
RIP RAP __ O
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T (THICKNESS)
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NOT TO SCALE dmax = 1.5 x d50 APPROVED DATE: 02/2007 SECTION B -B END VIEW
T = 1.5 X dmax.
GRADING AT DROP INLET RIP RAP APRON AT PIPE OUTFALLS FLARED END SECTION
OTHER THAN AT SWIM 12" THRU 72" PIPE
NOTES: ER -1
1. WHERE A DEAD-END STREET REQUIRES A GUARDRAIL SECTION,
END OF ROADWAY MARKER (ER -1, 24"x24", RED) SIGNS ARE
REQUIRED. °'
2. SIGNS ARE TO BE PLACED BEHIND THE GUARDRAIL (SEE PAVEMENT
STD 50.07A & B) EVENLY SPACED WITH ONE SIGN PLACED AT
GENERAL NOTES: THE CENTERLINE LOCATION AND ADDITIONAL SIGNS AT PROPERTY LINE
1. STEEL BEAM TYPE GUARD RAILS SHALL BE INSTALLED AT THE END OF ALL DEAD-END STREETS, EXCEPT CUL-DE-SAC STREETS 6' O.C. (MINIMUM OF 3 SIGNS, MAXIMUM OF 5 SIGNS). TREEf BARRICADE
WHICH HAVE BEEN IMPROVED WITH A PERMANENT TURN -AROUND. Q SIGN POST
o
2. FOR STREETS 26' IN WIDTH THE GUARD RAIL SHALL CONSIST OF TWO(2)12'-6" SECTIONS OR 1 25' SECTION, THREE (3) STEEL 3' END ROAD FILL (ER -1)
POSTS, AND TWO (2) TERMINAL SECTIONS. FOR STREETS GREATER THAN 25' IN WIDTH THE GUARD RAIL SHALL SPAN THE
ENTIRE WIDTH OF THE STREET. SIGN LOCATION DETAIL O
CROSS z
3. GUARD RAIL SHALL CONSIST OF RAIL ELEMENTS FABRICATED TO DEVELOP CONTINUOUS BEAM STRENGTH AND INSTALLED AS SHOWN. SECTION GUARD RAIL
OF POST
4. MINIMUM THICKNESS OF GUARD RAIL SHALL BE 12 GAGE U.S. STANDARD. (2 #/l JJ
THE RAIL ELEMENT INCLUDING SPLICES, SHALL HAVE A MINIMUM ULTIMATE TENSILE STRENGTH OF 80,000 LBS.
GUARD RAIL PARTS FURNISHED SHALL BE INTERCHANGEABLE WITH SIMILAR PARTS REGARDLESS OF THE SOURCE OF MANUFACTURER. ° CROSS
THE HOLES FOR CONNECTING BOLTS SHALL BE PUNCHED OF DRILLED, BURNING WILL NOT BE PERMITTED. o OFCPOST GUARD RAIL CLAMP (TYPICAL)
5. THE GUARD, BOLTS, NUTS, STEEL POSTS. AND ALL OTHER METAL PARTS SHALL BE GALVANIZED TO CONFORM TO THE REQUIREMENTS POST o (14 GAUGE)
0
FOR THE COATING CLASS, (2.50 OUNCES PER SQUARE FOOT) OF THE CURRENT SPECIFICATIONS FOR ZINC -COATED (GALVANIZED) IRON, AND o I I I -I I MI MI o IIIII I II I II III
STEEL SHEETS, COILS, AND CUT LENGTHS, IN ACCORDANCE WITH ASTM 123A. o x ° i1 1-1 1-1 1 " 1-I 11-� 11' : ,1 11-1
1-11 I -I I e I I I -I I Iz
o v o -III e l -I 11- z TENSION SCREWS
6. IF THE AVERAGE SPELTER COATING AS DETERMINED FROM THE REQUIRED SAMPLES IS LESS THAN TWO (2) OUNCES OF SPELTER PER° POST o N
SQUARE FOOT, OR IF ANY ONE SPECIMEN HAS LESS THAN 1.8 ONCES OF SPELTER PER SQUARE FOOT OF DOUBLE EXPOSED SURFACE, THE I o III-� o _ N
LOT SAMPLED SHALL BE REJECTED, THE FINISHED SHEETS SHALL BE OF FIRST CLASS COMMERCIAL QUALITY, FREE FROM INJURIOUS DEFECTS, ° o
=11 1 111= n00000
w0�SUCH AS BLISTERS, FLUX, AND UNCOATED SPOTS. BASE 0° °7. THE GUARD RAIL SHALL BE INSPECTED TO DETERMINE THAT THE MATERIAL, DIMENSIONS, AND WORKMANSHIP ARE IN ACCORDANCE o - ` '-"'-' ' i = 0- I I I -I I I 1-1 11= __
WITH THIS PLAN. I -1 1-1 1 1-1I1= 11 -I I1 1I1 -
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0
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GENERAL NOTES GUARD RAIL CLAMP INSTALLATION
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HEET 1 OF 1
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840.34
GENERAL NOTES:
USE STANDARD OR JUMBO BRICK FOR WALL CONSTRUCTION. SOLID
CONCRETE BRICK OR BLOCK ARE OPTIONAL WALL CONSTRUCTION MATERIAL
PRECAST UNITS MADE OF CLASS "AA" CONCRETE MAY BE USED IN LIEU
OF BRICK MASONRY CONTRUCTION. SUBMIT DESIGN OF PRECAST UNITS
FOR APPROVAL PRIOR TO CONSTRUCTION.
INCLUDE ALL ADJUSTMENTS TO WALLS, SLABS OR REINFORCING MATERIAL
IN THE UNIT PRICE BID FOR EACH UNIT.
INSTALL OPTIONAL MANHOLE IN POSITION AS DIRECTED BY THE ENGINEER.
CUT OR BEND ALL REBAR CROSSING THIS OPENING TO ALLOW 2" MINIMUM
CONCRETE COVERAGE. ENCLOSE THE OPENING WITH 8 "A" BARS TIED TO
TO THE REBAR MAT AND SET SO A MINIMUM OF 3" CONCRETE COVER IS
ATTAINED. REFERENCE STD. NO. 840.54 FOR MANHOLE INFORMATION.
PROVIDE JUNCTION BOXES WITH MAHNOLES OVER 3'-6" IN DEPTH WITH
STEPS PLACED ON 12" CENTERS. REFERENCE STD. NO. 840.66.
SPACE DOWEL "C" BARS AT A MAXIMUM OF 12" CENTERS.
MAXIMUM DEPTH OF THIS UNIT AS SHOWN IS 12'.
CONSTRUCT THE JUNCTION BOX IN ACCORDANCE WITH
SECTIONS 830, 832, 834 AND 840 OF THE STANDARD SPECIFICATIONS.
BILL OF MATERIAL
BAR OTY. SIZE LENGTH
WEIGHT
A 8 #5 V-2"
9.7
B 14 #5 5'-6"
80.3
C 26 14 1'-6"
26.1
Y 101.5
STEEL TOTAL WEIGHT
217.6
0'-2"
O.COS
CU. YDS. CLASS "AA" CONC.
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SHEET 1 OF 1 SFEET 1 OF 1
840.00 840.00
TABLES OF QUANTITIES FOR PIPE SET IN PAD
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3'-9"
#5 REBARS„/,
4'-3"
4'-6"
4'-6"
0.375
. P. rc..'
D '..° °5
-o ' . ''. '.�\
'�•.
?
:? 12" CENTERS
0.092
>
d ti
5
4'-0"
12"CENTERSI
4'-3"
20
4'-9"
CENTERS (TYP.)
%%.
0.463
p...
0.333
64
2.341
Wo
0.178
42"
a' -:: -.: D' :.• v' -., o
4'-6"
•
22
Y::; n' :.• v'•:, v,:,•?::: o• :..
SECTION 'D -D'
v �;
SOLID
WALL
ISOMETRIC VIEW
0.370
SECTION 'B -B'
SHEET 1 OF 2
SECTION 'C -C'
0.243-
840.45
840.45
5'-3"
26
W-3"
6'-4"
D D
0.743
0.743
0.407
111
3.623
0.235
0.317
,.
5'-10"
-
W
28
W-7"
a
1" MIN.
.e
• o •'
0.444
126
4.283
y
z�
CLR. TYP
( )
60"
6'-6"
6'-6"
C
30
_
1'" MIN.
L C
7'-6"
C.
o ~
0.481
145
cLR.(rYP) ��
A
WAFFLE WALL
ISOMETRIC VIEW
LL
7'-1"
0
4x4 W4xW4
- WWF (LAP
#5 REBARS @ 12"
z Q
�, H 3
1.210
1.210
> WWF 6" ON-
CENTERS (HORIZ.
5.917
0.444
Q Ln
o
g �~ TO REBARS)
& VERT.)
W
fr J
cc
(USE WITH
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p C3 L-
3
DRAINAGE STRUCTURES
Q Z
D
TYPICAL)
c.'
p o
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WAFFLE
WALL PLAN
VIEW
Q Q
ZINST
SOLID WALL PLAN
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a Q z
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6.,
,L,
WITHANCDOTLL
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6,r
6., ,-W,
6"'o.'
v
TO FABRIC )
OPTIONAL
JOINT DETAILS
USE ASTM A615 GRADE 60 REINFORCING STEEL. JSE ASTM A185
CC
�
LBS. W. YDS .
REINF MIN. "H„
44 REBARS @v
R.C.
12"
• LIMIT MAXIMUM STRUCTURE SIZE INSIDE CLEAR DIMENSIONS
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Qcc
~ Z
45 REBARS @ 12"
2'-9"
` LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB TO 15'-0".
r C
CENTERS (HORIZ.
8 VERT.)
1" MIN. CLR.
PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH OSHA STANDARD
1926.704.
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1 MIN. CLR.
'
o
q'
4' X 4' & LARGER
_
N 0
O
d ►>-i
DRAINAGE STRUCTURES
C.1/
O
` PRECAST ALL ELEMENTS TO MEET ASTM C913.
4x4 W4xW4
Q 0
TYPICAL) - 'L' BARS WITH
OF WALL
FRAME AND GRATE HEIGHT MAY BE ADJUSTED WITH CONCRETE
'.5 ',
Z
C m
RISER SECTION
4x4 W4xW4
3 a.
uJ o
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W W
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a
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'.ti:'
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4'-0"
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0.259
o
1.434
0.059
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#5 REBARS
3'-6"
3'-6"
3'-9"
18
4'-3"
4'-6"
4'-6"
0.375
#5 REBARS 12'
p.
51
:? 12" CENTERS
0.092
0.127
5
4'-0"
4'.0"
4'-3"
20
4'-9"
CENTERS (TYP.)
5'.0"
0.463
TYPICAL}
0.333
64
2.341
0.132
0.178
42"
a' -:: -.: D' :.• v' -., o
4'-6"
•
22
Y::; n' :.• v'•:, v,:,•?::: o• :..
SECTION 'D -D'
v �;
SOLID
WALL
ISOMETRIC VIEW
0.370
SHEET 1 OF 2
SHEET 1 OF 2
SECTION 'C -C'
0.243-
840.45
840.45
5'-4"
5'-3"
26
W-3"
6'-4"
6'-4"
0.743
0.743
0.407
111
3.623
v
v m
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SHEET 1 OF 2
840.35
4' 5 M: 14.
SECTION X -X
BRICK ALT.
6'-1" MIN.
SECTION Y -Y
4`-0'
FRAME AND GRATES
MAX. PIFE DIAMETER IS 18" R.C.P. MAX. PIPE DIAMETERIS G6" R.C.P.
SECTION X -X CONCRETE ALT. NO -ES: SECTION Y -Y
-HORIZONTAL AND VERT=CAL CIMENSIONS MAY BE ADJUSTED AS THE
=IELD CONDITIONS AND;OR ALTERNATE DESIGN PEQL_RE.
-MAXIMUM HEIGHT FOR THIS STRUCTJRE :S 14'-0`.
-MAKE ALL ADJUSTMENTS AS CIRECTED By THE ENGINEER.
-DEPTH OF STEEL GRATE WILL REOIJRE DEEPER SEAT ALONG SHORT WALLS
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m U
LL -1, F• -I z
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v z
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ADD - z H=
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m 2y8„ 21/8„
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m 21/8" 211/8 _
a lye" NOTE: 2,1/g„ H
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SEE STD. DWG. 840.25 21�„{.� (D
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L
FRAME ELEVATION X -X FRAME ELEVATION Y -Y FRAME SECTION X -X
SHEET 1 OF 1 SHEET 1 OF 1
840.29 840.29
v' v
MIN.
•" MIN.
840.04, 840.05, 840.14, 840.15, 840.31, 840.32, 840.34,
840.35, 840.36 AND 840.41.
Q Q
ZINST
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THE SAME MIN. AREA OF STEEL IS PROVIDED.
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4x4 W4xW4
i PAY FOR PRECAST ASECTIONGE CB'40ES IN ACCORDANCE
DSTANDARD
_J Z
WWF (LAP
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OPTIONAL
JOINT DETAILS
GENERAL NOTES: z
o�
+% THIS PRECAST BOX MAY BE USED FOR THE FOLLOWING STANDARDS: ~
L840.04,
MIN.
6
840.04, 840.05, 840.14, 840.15, 840.31, 840.32, 840.34,
840.35, 840.36 AND 840.41.
Q Q
ZINST
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THE SAME MIN. AREA OF STEEL IS PROVIDED.
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DSTANDARD
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S-ECIFICATION
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OPTIONAL
JOINT DETAILS
USE ASTM A615 GRADE 60 REINFORCING STEEL. JSE ASTM A185
I. ZLLoo
�
LBS. W. YDS .
REINF MIN. "H„
44 REBARS @v
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~ Z
45 REBARS @ 12"
2'-9"
` LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB TO 15'-0".
x W
0 O
CENTERS (HORIZ.
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TO 6'-0"' X 6'-0".
PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH OSHA STANDARD
1926.704.
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'
ORIENT STRUCTURES 50 THAT CORNERS WILL NOT 3E CUT OR MODIFIED
z .�
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x THE OUTSIDE PIPE DIAM-TER PLUS 2" IS THE MINIMUM STRUCTURE
~
UNLESS ALLOWED BY DETAIL IN PLANS.
LOCATEDIN
d ►>-i
DRAINAGE STRUCTURES
C.1/
O
` PRECAST ALL ELEMENTS TO MEET ASTM C913.
,
Q 0
TYPICAL) - 'L' BARS WITH
OF WALL
FRAME AND GRATE HEIGHT MAY BE ADJUSTED WITH CONCRETE
ROUND MANHOLE MAY 3E USED IN LIEU OF SQUARE PROVIDED 2 EXTRA
rZ
1'-6" LEGS OR BRIC{ IN ACCORDANCE WITH STANDARD 840.25.
PLAN VIEW OF BASE UNIT PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH
STEPS 12" ON CENTERS IN ACCORDANCE WITH STD. N0. 840.66.
6" 'L' OR 'W' 6' WELDED WIRE FABRIC MAYBE 5U65TITUTED FOR REBAR IF
o Z Li
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Cii H v 2 45 BARS EACH SIDE O Q
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m m I 6" GEN7ERS -1
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LOCATE OPENING -`
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SHEET 1 OF 1 6 1. 'L'
640.46 MI"' PLAN TOP SLA
0
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r- O O
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7O
ZO
O Z Z
m
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W
O m
X O
m
OF 1
.31
2 #5 BASS 9
OPENING 1"
CLEAR (SEE NOTES)
Z TYPICAL SECTION
6„ TOP SLAB
MIN.
MIN.
MIN.
1" MIN. CLR.
FOR MANHOLE COVER & FRAME
MIN
MIN.
THE SAME MIN. AREA OF STEEL IS PROVIDED.
6All
U.1
- ----
C. TO C.
BRICK MAY BE USED
:Q
4x4 W4xW4
SEAL JOINTS WITH AN A°PROVED SEA_ANT (SEE SECTION 840 OF NCDOT
LU
A
o-
WWF (LAP WWFer
N0.
m
E
STANDARD SPECIFICATIONS.
6" ONTO FABRIC)
o
�
LBS. W. YDS .
REINF MIN. "H„
44 REBARS @v
R.C.
12"
• LIMIT MAXIMUM STRUCTURE SIZE INSIDE CLEAR DIMENSIONS
'
#4 REBARS @
#5 REBARS 12"
2'-9"
6" CENTERS
3'-0"
9
TO 6'-0"' X 6'-0".
cc CA
6" CENTERS
EACH WAY
0.760
'
EACH WAY
16"
2'-3"
¢ _ _
x THE OUTSIDE PIPE DIAM-TER PLUS 2" IS THE MINIMUM STRUCTURE
~
LL Q
W
LOCATEDIN
SIZE OR THE OPENING REQUIRED FOR GRATE AND FRAME WHICHEVER
C.1/
O
CENTER THIRD
TYPICAL PRECAST
IS GREATER.
W
OF WALL
0.023
ROUND MANHOLE MAY 3E USED IN LIEU OF SQUARE PROVIDED 2 EXTRA
rZ
2'-8"
RISER SECTION
#5'S ARE PLACED ON EVERY SIDE NOT ADJACENT TO A WALL. SEE STD.
3 a.
3'-3"
3'-8"
DWG. 840.34 FOR MANHO-E INSTALLATION.
0.227
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M D PRECAST RISER PLAN ¢ H N
Cii H v 2 45 BARS EACH SIDE O Q
z OF OPENING FULL SPAN - z 6„ ,L, 6" z W W
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C7 � > _
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M O I I STEPSFr
? _
n »4 REBARS Q
m m I 6" GEN7ERS -1
a o 3
co x
I
LOCATE OPENING -`
AS REQUIRED
(SEE NOTES)
SHEET 1 OF 1 6 1. 'L'
640.46 MI"' PLAN TOP SLA
0
vm
" -4
r- O O
z x
=-nDDm
x cA 0 0
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CD
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z C w
rn D Z v
CA r -4 v
7O
ZO
O Z Z
m
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W
O m
X O
m
OF 1
.31
2 #5 BASS 9
OPENING 1"
CLEAR (SEE NOTES)
Z TYPICAL SECTION
6„ TOP SLAB
MIN.
MIN.
r1/
1" MIN. CLR.
FOR MANHOLE COVER & FRAME
MIN
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Lo
ct
X
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C. TO C.
BRICK MAY BE USED
:Q
4x4 W4xW4
DEINICTIONS FOR ONE
PIPE CU.YDS.
LU
A
o-
WWF (LAP WWFer
N0.
m
E
F
6" ONTO FABRIC)
o
�
LBS. W. YDS .
REINF MIN. "H„
r -l•7
R.C.
12"
a
'
2'-3"
#5 REBARS 12"
2'-9"
>
3'-0"
0.187
CENTERS
o
22
0.760
0.015
I-
16"
TYPICAL SECTION Holm
OF BASE UNIT
- OPTIONAL MANHOLE
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uj
W
FOR MANHOLE COVER & FRAME
E
7
�
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ct
X
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CUBIC YARDS
IN BOX
TO ADJUST FRMS&
DEINICTIONS FOR ONE
PIPE CU.YDS.
COVER TO SURFACE
A
ELEVATION MAX. 1'
H
N0.
LENGTH
E
F
a
Pdv
�
LBS. W. YDS .
REINF MIN. "H„
r -l•7
R.C.
12"
ma
'
2'-3"
12
2'-9"
W-0"
3'-0"
0.187
0.167
I- - -4
22
0.760
0.015
I-
f� SEE STANDARD 840.54
r1/
uj
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FOR MANHOLE COVER & FRAME
#SPABCED
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PLAN ONAL
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DIMENSIONS OF BOX AND PIPE
PIPE SPAN WIDTH HEIGHT
C. TO C.
BRICK MAY BE USED
CUBIC YARDS
IN BOX
TO ADJUST FRMS&
DEINICTIONS FOR ONE
PIPE CU.YDS.
COVER TO SURFACE
A
ELEVATION MAX. 1'
H
I � -
A I
SECTION X -X
SECTION Y -Y
PIPE
1 EORF lliv
SECTION
C -C OR D -D
IT -
F
Cn Z
x H H
�
. 0.: • Q
o•• o'. o•- 01
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:°
GENERAL NOTES:
CHAMFER ALL EXPOSED CORNERS 1".
USE CLASS "B" CONCRETE THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR
#4 BAR DOWELS AT 12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS TO CONSTRUCT THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX
ADD TO BASE AS SHOWN ON STANDARD NO. 840.00. '
PROVIDE ALL JUNCTION BOXES OVER 3'-8" IN DEPTH WITH STEPS
12" ON CENTERS IN ACCORDANCE WITH STD. N0. 840.66.
ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES
TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS
SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP
ELEVATION IS 12 FEET.
r #4 BAR
ell
DOWEL
STREETSCAPER
N.T.S.
SIDE
INSTALLATION*
HEET 1 OF 1
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z
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• IT IS RECOMMENDED TO INSTALL PRIOR TO PLACEMENT OF STONE, HOWEVER, IT CAN
BE INSTALLED BEFORE STONE IS SET UP.
• TYPICALLY INSTALLED BY MASON CREW WHILE TYING IN CURB INLETS.
• LEAVE ONE BRICK OUT (APPX 8"-10") OR REMOVE BRICK FOR INSTALLATION AS IT IS
SIZED TO TAKE THE PLACE OF ONE BRICK DURING POINT UP.
• ATTACH SECURELY TO FACE OF CURB INLET FRAME WITH ZIP TIES, CLAMPS OR TACK
WELDING FOR POINT UP.
• IT IS IMPORTANT THAT THE DEVICE IS POINTED UP SECURELY AND THAT THE DEVICE
HAS A STRONG BASE TO REST ON IN ORDER TO AVOID SETTLING.
• FILL CAVITY WITH SCRAP SILT FENCE, SAND OR OTHER PRIOR TO PAVING TO PREVENT
ASPHALT FROM FILLING THE DEVICE.
• INSTRUCT PAVING CONTRACTOR TO ROLL AS CLOSE AS POSSIBLE TO DEVICE IN ORDER
TO ENSURE A TIGHT FIT BETWEEN CURB INLET FRAME AND THE STREETSCAPER.
• REMOVE PLUG MATERIAL IMMEDIATELY AFTER PAVING TO ENSURE THAT NO ASPHALT
HAS ENTERED THE CAVITY AND TO ALLOW WATER TO DRAIN PROPERLY.
• PERIODICALLY INSPECT TO CONFIRM THAT TRASH OR DEBRIS HAS NOT ENTERED THE
DEVICE AND THAT IT IS PERFORMING PROPERLY.
• PRIOR TO FINAL SURFACE COURSE, FILL CAVITY WITH ASPHALT WHILE PAVING.
*INSTALLATION PER DIRECTION BY MANUFACTURER WWW.STREETSCAPER.COM
0
0
uj
W
DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES
�
Lo
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Lo co
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DIMENSIONS OF BOX AND PIPE
PIPE SPAN WIDTH HEIGHT
REINFORCEMENT
BARS "A"
TOP SLAB
DIMENSIONS
CUBIC YARDS
IN BOX
TOTAL QUANTITIES
BOX AND SLABS
DEINICTIONS FOR ONE
PIPE CU.YDS.
D
A
B
H
N0.
LENGTH
E
F
TOP
SLAB
BOTTOM
SLAB
WALL/
Fr. OF HT.
LBS. W. YDS .
REINF MIN. "H„
C.S.
R.C.
12"
2'-0"
2'-0"
2'-3"
12
2'-9"
W-0"
3'-0"
0.187
0.167
0.186
22
0.760
0.015
0.024
16"
2'-3"
2'-3"
2'-6"
12
W-0"
3'-3"
3'-3"
0.196
0.196
0.204
24
0.902
0.023
0.038
18"
2'-8"
2'-8"
2'-9"
14
3'-3"
3'-8"
3'-6" 1
0.227
0.227
0.222
30
1.065
0.033
0.049
24"
3'-0"
3'-0"
3'-3"
16
3'-9"
4'-0"
4'-0"
0.296
0.296
0.259
40
1.434
0.059
0.085
30"
3'-6"
3'-6"
3'-9"
18
4'-3"
4'-6"
4'-6"
0.375
0.375
0.296
51
1.860
0.092
0.127
36"
4'-0"
4'.0"
4'-3"
20
4'-9"
5'-0"
5'.0"
0.463
0.463
0.333
64
2.341
0.132
0.178
42"
4'-6"
4'-6"
4'-9"
22
5'-3"
W-8"
5'-6"
0.560
0.560
0.370
77
2.878
0.180
0.243-
48"
5'-4"
5'-4"
5'-3"
26
W-3"
6'-4"
6'-4"
0.743
0.743
0.407
111
3.623
0.235
0.317
54"
5'-10"
5'-10"
5'-9"
28
W-7"
W-10"
8'-10"
0.885
0.865
0.444
126
4.283
0.297
1 0.401
60"
6'-6"
6'-6"
6'-3"
30
7'-3"
7'-6"
7'-6"
1.042
1.042
0.481
145
5.090 1
0.367
1 0.495
66"
7'-1"
7'-1"
6'-9"
32
1 7'.10"1
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• TYPICALLY INSTALLED BY MASON CREW WHILE TYING IN CURB INLETS.
• LEAVE ONE BRICK OUT (APPX 8"-10") OR REMOVE BRICK FOR INSTALLATION AS IT IS
SIZED TO TAKE THE PLACE OF ONE BRICK DURING POINT UP.
• ATTACH SECURELY TO FACE OF CURB INLET FRAME WITH ZIP TIES, CLAMPS OR TACK
WELDING FOR POINT UP.
• IT IS IMPORTANT THAT THE DEVICE IS POINTED UP SECURELY AND THAT THE DEVICE
HAS A STRONG BASE TO REST ON IN ORDER TO AVOID SETTLING.
• FILL CAVITY WITH SCRAP SILT FENCE, SAND OR OTHER PRIOR TO PAVING TO PREVENT
ASPHALT FROM FILLING THE DEVICE.
• INSTRUCT PAVING CONTRACTOR TO ROLL AS CLOSE AS POSSIBLE TO DEVICE IN ORDER
TO ENSURE A TIGHT FIT BETWEEN CURB INLET FRAME AND THE STREETSCAPER.
• REMOVE PLUG MATERIAL IMMEDIATELY AFTER PAVING TO ENSURE THAT NO ASPHALT
HAS ENTERED THE CAVITY AND TO ALLOW WATER TO DRAIN PROPERLY.
• PERIODICALLY INSPECT TO CONFIRM THAT TRASH OR DEBRIS HAS NOT ENTERED THE
DEVICE AND THAT IT IS PERFORMING PROPERLY.
• PRIOR TO FINAL SURFACE COURSE, FILL CAVITY WITH ASPHALT WHILE PAVING.
*INSTALLATION PER DIRECTION BY MANUFACTURER WWW.STREETSCAPER.COM
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1. 200 SF MIN. TOTAL REQUIRED AREA PER TREE.
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5. 4" SAUCER WILL BE OUTSIDE OF BACKFILL.
TOPSOIL/PLANTING MIX ja UNCOMPACT AND
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PLANTING REQUIREMENTS.
4. THIS DETAIL IS INTENDED TO SHOW THE BASIC 8' MIN.
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IN THE STREET RIGHT-OF-WAY.
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REMOVE TOP 1/3 OF BURLAP,FREE
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AND ANY NAILS/PINS, ETC.
MIX NEW TOPSOIL WITH
SUBSOIL AT BOTTOM 3"-4".
REMOVE TOP 2/3 OF WIRE BASKET
WHERE PRESENT PLANTING MIX
(AS SPECIFIED)
UNDISTURBED SOIL LINE
L99 � � � � �
(IF SOIL HAS BEEN PREVIOUSLY
DISTURBED, FIRM SOIL UNDER 8" 6" 24" 6" 8"
ROOT BALL)
52"
ALL TREES SHALL MEET AMERICAN STANDARD FOR NURSERY STOCK (ANSI, 1990, PART 1, "Shade and Flowering Trees")
For Example: Caliper Height (range) Max. height Min. root ball dia. Min. root ball depth
2" 12-14' 16' 24" 16"
3" 14-16' 18' 32" 21"
PLANTING DETAIL -SINGLE STEM TREE
DETAIL FOR TREE PLANTING STRIP
NOTES:
NOTES:
SEE APPROVED TREE 1. REMOVE ALL BARRIERS UPON COMPLETION OF PROJECT.
PRESERVATION PLAN FOR
1. RUBBER HOSE MAY BE DELETED IF 3/4" NYLON STRAP IS USED (GUYING
REQUIRED RADIUS 2. SEE PLANS FOR LOCATION OF ALL TREE PROTECTION FENCES.
OF TREES NOT REQUIRED UNLESS SPECIFIED)
OF TREE BARRIER
2. REMOVE WIRE OR NYLON TWINE FROM BALL
3. INSTALL TOP OF BALL 2" ABOVE FINISH GRADE (ADJACENT UPHILL GRADE)
4. SOAK ROOT BALL AND PLANT PIT IMMEDIATELY AFTER INSTALLATION
5. LENGTH OF RUBBER HOSE TO BE 2/3 CIRCUMFERENCE OF TREE
6. PLACE 2 WOOD STAKES PARALLEL TO STREET
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7. 4" SAUCER WILL BE OUTSIDE OF BACKFILL
8. SEE SPECIFICATIONS FOR OTHER
PLANTING REQUIREMENTS
9. THIS DETAIL APPLIES TO SINGLE STEM TREES
1/4" POLY ROPE OR
AND MULTI -STEM TREES
3/4 NYLON STRAP
10. SET TREE IN VERTICAL POSITION RUBBER HOSE
PRIOR TO STAKING
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FINISH GRADE
4" LAYER OF MULCH
PLAN VIEW OF ROOT ZONE
TOP OF ROOT BALL TO (NO MORE THAN 4"
TOUCHING TRUNK)
BE 2" ABOVE FINISH GRADE
1"x2"x18" WOOD STAKE
WITH CENTERED 3/8" HOLE 4" HIGH WATER BERM
FOR PRUNING SEE ONE FOOT FOR EACH
COMPACT FILL TO
NATIONAL ARBORIST INCH OF TRUNK DIAMETER w
BE BENCHED IN
ASSOCIATION SPECS. OR 1/2 HEIGHT OF TREE Z
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WHICHEVER IS GREATER
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REMOVE TOP 1/3 OF BURLAP, 2
6 MINIMUM WIDTH o
AND ANY NAILS/PINS, ETC. 1 MAX SLOPE
FOR 2" CAL. TREES
6" BARK
MULCH,
REMOVE TOP 2/3 OF WIRE BASKET
TREE LIMB 1
REMOVAL DEAD TREES AND SCRUB OR UNDER o (PLACE BARK
WHERE PRESENT PLANTING MIX
(AS SPECIFIED)
GROWTH SHALL BE CUT FLUSH WITH I MULCH AT AREAS
UNDISTURBED SOIL LINE
ADJACENT GRADE. NO GRUBBING NOT PROTECTED
(IF SOIL HAS BEEN PREVIOUSLY
ALLOWED UNDER DRIP LINE. BY BARRIER.
DISTURBED, FIRM SOIL UNDER g" 6" 20" 6" 8"
ROOT BALL)
2x4" STANDARDS + 1x4" RAILS
48"
OR ORANGE SAFETY FENCING
MAY BE USED. c
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ALL TREES SHALL MEET AMERICAN STANDARD FOR NURSERY STOCK (ANSI, 1990, PART 1, "Shade and Flowering Trees")
L I -I I I -I I II II I I- I I-1 I I-
-III-III- I
For Example: Caliper Height (range) Max. height Min. root ball dia. Min. root ball depth
2" 12-14' 16' 24" 16"
3" 14-16' 18' 32" 21"
TREE PROTECTION DETAIL
TREE PLANTING DETAIL FOR SLOPES
NOTES:
NOTES:
1. 200 SF MIN. TOTAL REQUIRED AREA PER TREE.
1. REMOVE WIRE OR NYLON TWINE FROM BALL
2. FOR NEW PLANTING AREAS, REMOVE ALL PAVEMENT,
GRAVEL SUB -BASE AND CONSTRUCTION DEBRIS
2. INSTALL TOP OF BALL 2" ABOVE FINISH GRADE
GENERAL NOTES
BEFORE PREPARING SOIL AND PLANTING TREES.
3. SOAK ROOT BALL AND PLANT PIT IMMEDIATELY AFTER
1. TREE GRATES AND ASSOCIATED IRRIGATION SYSTEMS ARE REQUIRED AT VARIOUS LOCATIONS. ALL OTHER INSTALLATIONS OF IRRIGATION SYSTEMS WITHIN THE RIGHT-OF-WAY
3. REMOVE COMPACTED SOIL AND ADD 24" NEW
TOPSOIL/PLANTING MIX ja UNCOMPACT AND
INSTALLATION
OF THE TOWN OR STATE MAINTAINED STREETS REQUIRE AN ENCROACHMENT AGREEMENT EXECUTED THROUGH THE TOWN OF NCDOT. THE REVIEW/APPROVAL OF THE
8' MIN.
AMEND TOP 24 OF EXISTING SOIL TO MEET BACK OF CURB/BACK OF CURB
4. IF STAKING IS REQUIRED USE DETAIL FOR STD. NO. 4.01.
ENCROACHMENT AGREEMENT MAY INCLUDE ADDITIONAL REQUIREMENTS. CONTACT THE TOWN OR NCDOT FOR ADDITIONAL INFORMATION INCLUDING COST, SUBMITTAL, AND
LIABILITY INSURANCE COVERAGE REQUIREMENTS.
TOPSOIL/PLANTING MIX STANDARDS FOR TREES. TREE ROOT BALL
5. LENGTH OF RUBBER HOSE TO BE 2/3 CIRCUMFERENCE OF
2. A DRAINAGE SYSTEM IS REQUIRED AS SHOWN FOR ALL IRRIGATED PLANTING AREAS LOCATED ADJACENT TO STREET. ALL IRRIGATION/DRAINAGE SYSTEMS NOT ASSOCIATED
4. THIS DETAIL IS INTENDED TO SHOW THE BASIC
ELEMENTS REQUIRED FOR INSTALLING TREES PROPOSED NEW 1'-6" CURB &GUTTER
TREE.
WITH TREE PITS AT LOCATIONS, REQUIRE AN ENCROACHMENT AGREEMENT EXCUTED THROUGH THE TOWN OR NCDOT FOR TOWN OR STATE -MAINTAINED ROADS, RESPECTIVELY.
IN THE STREET RIGHT-OF-WAY. CONCRETE CURB CONTINUOUS
CONTACT THE TOWN OR NCDOT FOR ADDITIONAL INFORMATION INCLUDING COST, SUBMITTAL AND LIABILITY INSURANCE COVERAGE REQUIREMENTS.
AROUND ISLAND PERIMETER
6. 4" SAUCER WILL BE OUTSIDE OF BACKFILL.
7. SEE SPECIFICATIONS FOR OTHER
3. PLANTING MIX:
PLANTING REQUIREMENTS.
PLANTING MIX SHALL BE NATURAL, FERTILE, AGRICULTURAL TOPSOIL, CAPABLE OF SUSTAINING VIGOROUS PLANT GROWTH. IT MAY BE DEVELOPED BY AMENDING THE EXISTINGz
SOIL OR REMOVING THE EXISTING SOIL AND REPLACING WITH NEW SOIL. IT SHALL BE OF UNIFORM COMPOSITION THROUGHOUT WITH ADMIXTURE OF SUBSOIL. IT SHALL BE
a Yi zit
4" LAYER OF MULCH -
FREE OF STONES, LUMPS, LIVE PLANTS AND THEIR ROOTS, STICKS, AND OTHER EXTRANEOUS MATTER. PLANTING MIX SHALL NOT BE USED WHILE IN A FROZEN OR MUDDY
EXISTING ASPHALT PARKING LOT s ``f EXISTING ASPHALT PARKING LOT
NO MORE THAN 4"
CONDITION. UNLESS OTHERWISE SPECIFIED IN THE CONTRACT DOCUMENTS THE PLANTING MIX SHALL CONTAIN THE FOLLOWING SPECIFIED PERCENTAGES OF CONSTITUENTS:
2'-6" CURB IS AN OPTION.
TOP OF ROOT BALL TO
BE 2" ABOVE FINISH GRADE TOUCHING TRUNK
CLAY - MINIMUM 10% - MAXIMUM 30% CLAY (RED CLAY, WELL PULVERIZED); CLAY SHALL BE STERILE.
.' d
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1 "x2"x18" WOOD STAKE 4" HIGH WATER BERM
SILT - MINIMUM 30% - MAXIMUM 50%.
d
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WITH CENTERED 3/8" HOLD
COARSE SAND - MINIMUM 30% - MAXIMUM 45%. COARSE SAND AND FREE OF ROCK, 1.Omm TO 0.5mm IN DIAMETER.
a
CURB AND GUTTER
ORGANIC MATERIAL - MINIMUM 5%. ORGANIC MATERIAL IS DEFINED AS COMPOST/HUMUS SUCH AS SAWDUST OR LEAF MOLD THAT HAS COMPLETED THE DECOMPOSITION
CURB AND GUTTER
PROCESS. PERCENTAGE OF ORGANIC MATTER SHALL BE DETERMINED BY LOSS ON IGNITION, OF MOISTURE FREE SAMPLES DRIED AT 65 DEGREES.
FINISH GRADE
MIN. DEPTH TOPSOIL,
PLANTING MIX SHALL HAVE AN ACIDITY RANGE OF PH 5.5 TO PH 7.024'
FREE OF STONES AND DEBRIS
MIX NEW TOPSOIL WITH
REMOVE TOP 1/3 OF BURLAP AND
ELEMENTS - THE PLANTING MIX SHALL HAVE THE FOLLOWING NUTRIENTS AT THE SPECIFIED PERCENT BASE SATURATION, TO BE DETERMINED BY SOIL TEST REQUIRED
SUBSOIL AT BOTTOM
ANY NAILS/PINS, ETC. 6„
BY THE CITY OF CHARLOTTE.
3"-4".
MIN.
CALCIUM - 55% TO 80%
REMOVE TOP 2/3 OF WIRE BASKET PL
PLANTING MIX
MAGNESIUM - 10% TO 30%
WHERE PRESENT SPECIFIED)
POTASSIUM - 5% TO 8%
UNDISTURBED SOIL LINE
(IF SOIL HAS BEEN PREVIOUSLY g" =6-24" 6" 8"
DISTURBED, FIRM SOIL UNDER
ROOT BALL)
52"
ALL TREES SHALL MEET AMERICAN STANDARD FOR NURSERY STOCK (ANSI, 1990, PART 1, "Shade and Flowering Trees")
For Example: Height Min. root ball dia. Min. root ball depth
8' 22" 15"
PLANTING DETAIL -MULTI -STEM TREE
TREE PLANTING -NOTES
DETAIL FOR TREE PLANTING ISLAND
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DEFINITION
A GRAVELED AREA OR PAD LOCATED AT POINTS WHERE VEHICLES ENTER AND LEAVE A
CONSTRUCTION SITE.
PURPOSE
TO PROVIDE A BUFFER AREA WHERE VEHICLES CAN DROP THEIR MUD AND SEDIMENT TO
AVOID TRANSPORTING IT ONTO PUBLIC ROADS, TO CONTROL EROSION FROM SURFACE RUNOFF,
AND TO HELP CONTROL DUST.
CONDITIONS WHERE PRACTICE APPLIES
WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND MOVING DIRECTLY ONTO A
PUBLIC ROAD OR OTHER PAVED OFF-SITE AREA. CONSTRUCTION PLANS SHOULD LIMIT TRAFFIC
TO PROPERLY CONSTRUCTED ENTRANCES.
DESIGN CRITERIA
AGGREGATE SIZE -USE 2-3 INCH WASHED STONE.
DIMENSIONS OF GRAVEL PAD -
THICKNESS. 6 INCHES MINIMUM
WIDTH: 12 -FEET MINIMUM OR FULL WIDTH AT ALL POINTS OF THE VEHICULAR
ENTRANCE AND EXIT AREA, WHICHEVER IS GREATER
LENGTH: 50 -FEET MINIMUM
LOCATION -LOCATE CONSTRUCTION ENTRANCES AND EXITS TO LIMIT SEDIMENT FROM
LEAVING THE SITE AND TO PROVIDE FOR MAXIMUM UTILITY BY ALL CONSTRUCTION VEHICLES
(FIGURE 6.06A). AVOID STEEP GRADES, AND ENTRANCES AT CURVES IN PUBLIC ROADS.
WASHING -IF CONDITIONS AT THE SITE ARE SUCH THAT MOST OF THE MUD AND SEDIMENT
ARE NOT REMOVED BY VEHICLES TRAVELING OVER THE GRAVEL, THE TIRES SHOULD BE
WASHED. WASHING SHOULD BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE
THAT DRAINS INTO A SEDIMENT TRAP OR OTHER SUITABLE DISPOSAL AREA. A WASH RACK
MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE.
CONSTRUCTION SPECIFICATIONS
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER
OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS,
AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE
OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN
LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
MAINTENANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM
LEAVING THE 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 OBJECTIONABLE MATERIALS
SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
(NCDENR 6.06)
N. T. S.
PAN
DEPOSITION OCCURS AS THE STORAGE POOL FORMS BEHIND THE FENCE. THE DESIGNER CAN DIRECT FLOWS TO SPECIFIED
w 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
NOTE: MAY BE USED WHERE EXTENSIVE DEPOSITION AREAS IN THE EROSION AND SEDIMENTATION CONTROL PLAN. A SEDIMENT FENCE ACTS AS A DIVERSION IF
w z HAULING WILL BE DONE. PLACED SLIGHTLY OFF THE CONTOUR. A MAXIMUM SLOPE OF 2 PERCENT IS RECOMMENDED. THIS TECHNIQUE MAY BE USED
w w TO CONTROL SHALLOW, UNIFORM FLOWS FROM SMALL DISTURBED AREAS AND TO DELIVER SEDIMENT -LADEN WATER TO
FL :2 DEPOSITION AREAS. THE ANCHORING OF THE TOE OF THE FENCE SHOULD BE REINFORCED WITH 12 INCHES OF NCDOT #5
LJ OR #57 WASHED STONE WHEN FLOW WILL RUN PARALLEL TO THE TOE OF THE FENCE.
(D to
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 0-209 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.
CONSTRUCTION ENTRANCE TRUCK TIRE WASH
(IF REQUIRED BY TOWN ENGINEER)
N. T. S.
WATER SUPPLY
ED STONE
1A
18' MIN.
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.
WIRE
FILTER F
8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE
QTCCI OnCT I -
- STEEL POST
- WIRE FENCE
FILTER FABRIC
8" MIN.
4" MIN.
N
)R WIRE TIES
NATURAL GROUND
SEDIMENT FENCE
(NCDENR 6.62)
N. T. S.
CONSTRUCTION SPECIFICATIONS
MATERIALS
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS CERTIFIED BY THE
MANUFACTURER OR SUPPLIER AS CONFORMING TO THE REQUIREMENTS IN ASTM D6461, WHICH IS SHOWN IN PART IN TABLE 6.62b.
SYNTHETIC FILTER FABRIC SHOUD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS
OF EXPECTED USABLE CONSTRUCTION LIFE 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 5 FEET. MAKE SURE
THAT STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND A MAXIMUM
MESH SPACING OF 6 INCHES.
CONSTRUCTON
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE. (HIGHT FENCES
MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN
JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE
NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS.
EXTED THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN TEH WIRE REINFORCEMENT, THEN FABRIC ON THE
UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN
SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPOR TFENCE. SECURE FASTEN
THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE BY 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE
FROM THE BARRIER (FIG. 6.62a)
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS
CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACHE FILTER FABRIC TO EXISTING TREES.
INSTEAD OF EXCAVATING A TRENCH, PLACING FABRIC AND THEN BACKFILLING TRENCH, SEDIMENT FENCE MAY BE INSTALLED USING
SPECIALLY DESIGNED EQUIPMENT THAT INSERTS THE FABRIC INTO A CUT SLICED IN THE GROUND WITH A DISC (FIG. 6.62b)
INSTALLATION SPECIFICATIONS
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF THE FENCE. CHECK WITH A
LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS CLOSE AS POSSIBLE TO THE FABRIC,
ENABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER PRESSURE.
4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP 81NCHES OF THE FABRIC. ATTACH
EACH TIE DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY
APART. ALSO, EACH TIE SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN TIGHTENED TO PREVENT SAGGING.
6. WRAP APPROXIMATELY 61NCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS BEFORE COMPACTION
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC
WITH THE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POINTS PER SQUARE INCH. COMPACT
THE UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR A TOTAL OF 4 TRIPS.
MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
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.
DEFINITION
A HORSESHOE SHAPED ROCK DAM STRUCTURE AT A PIPE INLET WITH A SEDIMENT STORAGE AREA AROUND THE OUTSIDE PERIMETER OF THE
STRUCTURE.
PURPOSE TO PREVENT SEDIMENT FROM ENTERING, ACCUMULATING IN AND BEING TRANSFERRED BY A CULVERT OR STORM DRAINAGE
SYSTEM PRIOR TO STABILIZATION OF THE DISTURBED DRAINAGE AREA. THIS PRACTICE ALLOWS EARLY USE OF THE STORM DRAINAGE SYSTEM.
CONDITIONS WHERE PRACTICE APPLIES
ROCK PIPE INLET PROTECTION MAY BE USED AT PIPES WITH A MAXIMUM DIAMETER OF 36 INCHES. THIS INLET PROTECTION MAY BE USED TO
SUPPLEMENT ADDITIONAL SEDIMENT TRAPS OR BASINS AT THE PIPE OUTLET, OR USED IN COMBINATION WITH AN EXCAVATED SEDIMENT
STORAGE AREA TO SERVE AS A TEMPORARY SEDIMENT TRAP. PIPE INLET PROTECTION SHOULD BE PROVIDED TO PROTECT THE STORM
DRAINAGE SYSTEM AND DOWNSTREAM AREAS FROM SEDIMENTATION UNTIL PERMANENT STABILIZATION OF THE DISTURBED DRAINAGE AREA.
DO NOT INSTALL THIS MEASURE IN AN INTERMITTENT OR PERENNIAL STREAM.
PLANNING CONSIDERATIONS
WHEN CONSTRUCTION ON A PROJECT REACHES A STAGE WHERE CULVERTS AND OTHER STORM DRAINAGE STRUCTURES ARE INSTALLED AND
MANY AREAS ARE BROUGHT TO THE DESIRED GRADE, THERE IS A NEED TO PROTECT THE POINTS WHERE RUNOFF CAN LEAVE THE SITE
THROUGH CULVERTS OR STORM DRAINS. SIMILAR TO DROP AND CURB INLETS, CULVERTS RECEIVING RUNOFF FROM DISTURBED AREAS CAN
CONVEY LARGE AMOUNTS OF SEDIMENT TO LAKES OR STREAMS. EVEN IF THE PIPE DISCHARGES INTO A SEDIMENT TRAP OR BASIN,
THE PIPE OR PIPE SYSTEM ITSELF MAY CLOG WITH SEDIMENT.
DESIGN CRITERIA
WHEN USED IN COMBINATION WITH AN EXCAVATED SEDIMENT STORAGE AREA TO SERVE AS A TEMPORARY SEDIMENT TRAP, THE DESIGN
CRITERIA FOR TEMPORARY SEDIMENT TRAPS MUST BE SATISFIED. THE MAXIMUM DRAINAGE AREA SHOULD BE 5 ACRES, AND 3600
CUBIC FEET OF SEDIMENT STORAGE PER ACRE OF DISTURBED DRAINAGE AREA SHOULD BE PROVIDED.
THE MINIMUM STONE HEIGHT SHOULD BE 2 FEET, WITH SIDE SLOPES NO STEEPER THAN 2:1. THE STONE "HORSESHOE" AROUND THE PIPE
INLET SHOULD BE CONSTRUCTED OF CLASS B OR CLASS I RIPRAP, WITH A MINIMUM CREST WIDTH OF 3 FEET. THE OUTSIDE FACE OF THE
RIPRAP SHOULD BE COVED WITH A 12 -INCH THICK LAYER OF #5 OR #57 WASHED STONE.
IN PREPARING PLANS FOR ROCK PIPE INLET PROTECTION, IT IS IMPORTANT TO PROTECT THE EMBANKMENT OVER THE PIPE FROM
OVERTOPPING. THE TOP OF THE STONE SHOULD BE A
MINIMUM OF 1 FOOT BELOW THE TOP OF THE FILL OVER THE PIPE. THE STONE SHOULD TIE
INTO THE FILL ON BOTH SIDES OF THE PIPE. THE INSIDE TOE OF THE STONE SHOULD BE NO
CLOSER THAN 2 FEET FROM THE CULVERT OPENING TO ALLOW PASSAGE OF HIGH FLOWS.
THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED UPSTREAM OF THE ROCK PIPE INLET
PROTECTION, WITH A MINIMUM DEPTH OF 18 INCHES BELOW GRADE.
CLASS B
FILTEI
NCDOT#5
WASHED
ELEVATION
:TEM
NATURAL GRO
RIPRAP HEADWALL, 1' MIN.
HEIGHT FROM ROAD SHOULDER
1.5'
NCDOT #5 OR #57-1 CLASS B
WASHED STONE RIPRAP
FIGURE 6.55A ROCK PIPE INLET PROTECTION PLAN VIEW AND CROSS-SECTION VIEW
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1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SPOIL.
2. INSTALL THE CLASS B OR CLASS 1 RIPRAP IN A SEMI -CIRCLE AROUND THE PIPE INLET. THE STONE SHOULD BE BUILT UP HIGHER ON
EACH END WHERE IT TIES INTO THE EMBANKMENT. THE MINIMUM CREST WIDTH OF THE RIPRAP SHOULD BE 3 FEET, WITH A MINIMUM BOTTOM
WIDTH OF 11 FEET. THE MINIMUM HEIGHT SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN THE SHOULDER OF THE EMBANKMENT OR
DIVERSIONS.
3. A 1 FOOT THICK LAYER OF NC DOT #5 OR #57 STONE SHOULD BE PLACED ON THE OUTSIDE SLOPE OF THE RIPRAP.
4. THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONE HORSESHOE 18 INCHES BELOW NATURAL
GRADE.
5. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION AND ESTABLISH FINAL GRADING ELEVATIONS, COMPACT
AREA PROPERLY, AND STABILIZE WITH GROUND COVER.
MAINTENANCE
INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (M INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS
ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA
AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING. CHECK THE STRUCTURE FOR DAMAGE. ANY RIPRAP DISPLACED FROM THE
STONE HORSESHOE MUST BE REPLACED IMMEDIATELY. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED,
REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE
PERMANENT GROUND COVER (SURFACE STABILIZATION).
ROCK PIPE INLET PROTECTION
(NCDENR 6.55)
N. T. S.
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DEFINITION
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A TEMPORARY SEDIMENT CONTROL MEASURE CONSISTING OF FABRIC BURIED AT THE BOTTOM, STRETCHED, AND SUPPORTED BY
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PURPOSE
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TO RETAIN SEDIMENT FROM SMALL DISTURBED AREAS BY REDUCING THE VELOCITY OF SHEET FLOWS TO ALLOW SEDIMENT
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DEPOSITION.
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CONDITIONS WHERE PRACTICE APPLIES
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-BELOW SMALL -DISTURBED AREAS THAT ARE LESS THAN 1/4 ACRE ER 100 FEET OF FENCE.
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-WHERE RUNOFF CAN BE STORED BEHIND THE SEDIMENT FENCE WITHOUT DAMAGING THE FENCE OR THE SUBMERGED AREA
W
W
BEHIND THE FENCE.
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-DO NOT INSTALL SEDIMENT FENCES ACROSS STREAMS, DITCHES, OR WATERWAYS, OR OTHER AREAS OF CONCENTRATED
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FLOW.
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-SEDIMENT FENCE SHOULD BE PLACED ALONG TOPOGRAPHIC ELEVATION CONTOURS, WHERE IT CAN INTERCEPT STORMWATER
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RUNOFF THAT IS IN DISPERSED SHEET FLOW. SEDIMENT FENCE SHOULD NOT BE USED ALONG BELOW GRADED SLOPES
ANGLE IRON
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GREATER THAN 10 FEET IN HEIGHT.
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PLANNING CONSIDERATIONS
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A SEDIMENT FENCE IS A SYSTEM TO RETAIN SEDIMENT ON THE CONSTRUCTION SITE. THE FENCE RETAINS SEDIMENT
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PRIMARILY BY RETARDING FLOW AND PROMOTING DEPOSITION. IN OPERATION GENERALLY THE FENCE BECOMES CLOGGED
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WITH FINE PARTICLES WHICH REDUCE THE FLOW RATE. THIS CAUSES A POND TO DEVELOP BEHIND THE FENCE. THE
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DESIGNER SHOULD ANTICIPATE PONDING AND PROVIDE SUFFICIENT STORAGE AREAS AND OVERFLOW OUTLETS TO PREVENT
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FLOWS FROM OVERTOPPING THE FENCE. SINCE SEDIMENT FENCES ARE NOT DESIGNED TO WITHSTAND HIGH WATER LEVELS
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3" TUBE STEEL
LOCATE THEM SO THAT ONLY SHALLOW POOLS CAN FORM. TIE THE ENDS OF A SEDIMENT FENCE INTO HIGHER GROUND TO
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PREVENT FLOW AROUND THE END OF THE FENCE BEFORE THE POOL REACHES DESIGN LEVEL. CURLING EACH END OF THE
07
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FENCE UPHILL IN A "J" PATTERN MAY BE APPROPRIATE TO PREVENT END FLOW. PROVIDE STABILIZED OUTLETS TO
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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
w 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
NOTE: MAY BE USED WHERE EXTENSIVE DEPOSITION AREAS IN THE EROSION AND SEDIMENTATION CONTROL PLAN. A SEDIMENT FENCE ACTS AS A DIVERSION IF
w z HAULING WILL BE DONE. PLACED SLIGHTLY OFF THE CONTOUR. A MAXIMUM SLOPE OF 2 PERCENT IS RECOMMENDED. THIS TECHNIQUE MAY BE USED
w w TO CONTROL SHALLOW, UNIFORM FLOWS FROM SMALL DISTURBED AREAS AND TO DELIVER SEDIMENT -LADEN WATER TO
FL :2 DEPOSITION AREAS. THE ANCHORING OF THE TOE OF THE FENCE SHOULD BE REINFORCED WITH 12 INCHES OF NCDOT #5
LJ OR #57 WASHED STONE WHEN FLOW WILL RUN PARALLEL TO THE TOE OF THE FENCE.
(D to
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 0-209 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.
CONSTRUCTION ENTRANCE TRUCK TIRE WASH
(IF REQUIRED BY TOWN ENGINEER)
N. T. S.
WATER SUPPLY
ED STONE
1A
18' MIN.
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.
WIRE
FILTER F
8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE
QTCCI OnCT I -
- STEEL POST
- WIRE FENCE
FILTER FABRIC
8" MIN.
4" MIN.
N
)R WIRE TIES
NATURAL GROUND
SEDIMENT FENCE
(NCDENR 6.62)
N. T. S.
CONSTRUCTION SPECIFICATIONS
MATERIALS
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS CERTIFIED BY THE
MANUFACTURER OR SUPPLIER AS CONFORMING TO THE REQUIREMENTS IN ASTM D6461, WHICH IS SHOWN IN PART IN TABLE 6.62b.
SYNTHETIC FILTER FABRIC SHOUD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS
OF EXPECTED USABLE CONSTRUCTION LIFE 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 5 FEET. MAKE SURE
THAT STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND A MAXIMUM
MESH SPACING OF 6 INCHES.
CONSTRUCTON
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE. (HIGHT FENCES
MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN
JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE
NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS.
EXTED THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN TEH WIRE REINFORCEMENT, THEN FABRIC ON THE
UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN
SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPOR TFENCE. SECURE FASTEN
THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE BY 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE
FROM THE BARRIER (FIG. 6.62a)
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS
CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACHE FILTER FABRIC TO EXISTING TREES.
INSTEAD OF EXCAVATING A TRENCH, PLACING FABRIC AND THEN BACKFILLING TRENCH, SEDIMENT FENCE MAY BE INSTALLED USING
SPECIALLY DESIGNED EQUIPMENT THAT INSERTS THE FABRIC INTO A CUT SLICED IN THE GROUND WITH A DISC (FIG. 6.62b)
INSTALLATION SPECIFICATIONS
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF THE FENCE. CHECK WITH A
LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS CLOSE AS POSSIBLE TO THE FABRIC,
ENABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER PRESSURE.
4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP 81NCHES OF THE FABRIC. ATTACH
EACH TIE DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY
APART. ALSO, EACH TIE SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN TIGHTENED TO PREVENT SAGGING.
6. WRAP APPROXIMATELY 61NCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS BEFORE COMPACTION
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC
WITH THE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POINTS PER SQUARE INCH. COMPACT
THE UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR A TOTAL OF 4 TRIPS.
MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
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.
DEFINITION
A HORSESHOE SHAPED ROCK DAM STRUCTURE AT A PIPE INLET WITH A SEDIMENT STORAGE AREA AROUND THE OUTSIDE PERIMETER OF THE
STRUCTURE.
PURPOSE TO PREVENT SEDIMENT FROM ENTERING, ACCUMULATING IN AND BEING TRANSFERRED BY A CULVERT OR STORM DRAINAGE
SYSTEM PRIOR TO STABILIZATION OF THE DISTURBED DRAINAGE AREA. THIS PRACTICE ALLOWS EARLY USE OF THE STORM DRAINAGE SYSTEM.
CONDITIONS WHERE PRACTICE APPLIES
ROCK PIPE INLET PROTECTION MAY BE USED AT PIPES WITH A MAXIMUM DIAMETER OF 36 INCHES. THIS INLET PROTECTION MAY BE USED TO
SUPPLEMENT ADDITIONAL SEDIMENT TRAPS OR BASINS AT THE PIPE OUTLET, OR USED IN COMBINATION WITH AN EXCAVATED SEDIMENT
STORAGE AREA TO SERVE AS A TEMPORARY SEDIMENT TRAP. PIPE INLET PROTECTION SHOULD BE PROVIDED TO PROTECT THE STORM
DRAINAGE SYSTEM AND DOWNSTREAM AREAS FROM SEDIMENTATION UNTIL PERMANENT STABILIZATION OF THE DISTURBED DRAINAGE AREA.
DO NOT INSTALL THIS MEASURE IN AN INTERMITTENT OR PERENNIAL STREAM.
PLANNING CONSIDERATIONS
WHEN CONSTRUCTION ON A PROJECT REACHES A STAGE WHERE CULVERTS AND OTHER STORM DRAINAGE STRUCTURES ARE INSTALLED AND
MANY AREAS ARE BROUGHT TO THE DESIRED GRADE, THERE IS A NEED TO PROTECT THE POINTS WHERE RUNOFF CAN LEAVE THE SITE
THROUGH CULVERTS OR STORM DRAINS. SIMILAR TO DROP AND CURB INLETS, CULVERTS RECEIVING RUNOFF FROM DISTURBED AREAS CAN
CONVEY LARGE AMOUNTS OF SEDIMENT TO LAKES OR STREAMS. EVEN IF THE PIPE DISCHARGES INTO A SEDIMENT TRAP OR BASIN,
THE PIPE OR PIPE SYSTEM ITSELF MAY CLOG WITH SEDIMENT.
DESIGN CRITERIA
WHEN USED IN COMBINATION WITH AN EXCAVATED SEDIMENT STORAGE AREA TO SERVE AS A TEMPORARY SEDIMENT TRAP, THE DESIGN
CRITERIA FOR TEMPORARY SEDIMENT TRAPS MUST BE SATISFIED. THE MAXIMUM DRAINAGE AREA SHOULD BE 5 ACRES, AND 3600
CUBIC FEET OF SEDIMENT STORAGE PER ACRE OF DISTURBED DRAINAGE AREA SHOULD BE PROVIDED.
THE MINIMUM STONE HEIGHT SHOULD BE 2 FEET, WITH SIDE SLOPES NO STEEPER THAN 2:1. THE STONE "HORSESHOE" AROUND THE PIPE
INLET SHOULD BE CONSTRUCTED OF CLASS B OR CLASS I RIPRAP, WITH A MINIMUM CREST WIDTH OF 3 FEET. THE OUTSIDE FACE OF THE
RIPRAP SHOULD BE COVED WITH A 12 -INCH THICK LAYER OF #5 OR #57 WASHED STONE.
IN PREPARING PLANS FOR ROCK PIPE INLET PROTECTION, IT IS IMPORTANT TO PROTECT THE EMBANKMENT OVER THE PIPE FROM
OVERTOPPING. THE TOP OF THE STONE SHOULD BE A
MINIMUM OF 1 FOOT BELOW THE TOP OF THE FILL OVER THE PIPE. THE STONE SHOULD TIE
INTO THE FILL ON BOTH SIDES OF THE PIPE. THE INSIDE TOE OF THE STONE SHOULD BE NO
CLOSER THAN 2 FEET FROM THE CULVERT OPENING TO ALLOW PASSAGE OF HIGH FLOWS.
THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED UPSTREAM OF THE ROCK PIPE INLET
PROTECTION, WITH A MINIMUM DEPTH OF 18 INCHES BELOW GRADE.
CLASS B
FILTEI
NCDOT#5
WASHED
ELEVATION
:TEM
NATURAL GRO
RIPRAP HEADWALL, 1' MIN.
HEIGHT FROM ROAD SHOULDER
1.5'
NCDOT #5 OR #57-1 CLASS B
WASHED STONE RIPRAP
FIGURE 6.55A ROCK PIPE INLET PROTECTION PLAN VIEW AND CROSS-SECTION VIEW
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1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SPOIL.
2. INSTALL THE CLASS B OR CLASS 1 RIPRAP IN A SEMI -CIRCLE AROUND THE PIPE INLET. THE STONE SHOULD BE BUILT UP HIGHER ON
EACH END WHERE IT TIES INTO THE EMBANKMENT. THE MINIMUM CREST WIDTH OF THE RIPRAP SHOULD BE 3 FEET, WITH A MINIMUM BOTTOM
WIDTH OF 11 FEET. THE MINIMUM HEIGHT SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN THE SHOULDER OF THE EMBANKMENT OR
DIVERSIONS.
3. A 1 FOOT THICK LAYER OF NC DOT #5 OR #57 STONE SHOULD BE PLACED ON THE OUTSIDE SLOPE OF THE RIPRAP.
4. THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONE HORSESHOE 18 INCHES BELOW NATURAL
GRADE.
5. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION AND ESTABLISH FINAL GRADING ELEVATIONS, COMPACT
AREA PROPERLY, AND STABILIZE WITH GROUND COVER.
MAINTENANCE
INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (M INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS
ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA
AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING. CHECK THE STRUCTURE FOR DAMAGE. ANY RIPRAP DISPLACED FROM THE
STONE HORSESHOE MUST BE REPLACED IMMEDIATELY. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED,
REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE
PERMANENT GROUND COVER (SURFACE STABILIZATION).
ROCK PIPE INLET PROTECTION
(NCDENR 6.55)
N. T. S.
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Sheet
C-6.7

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 MAYBE USED TO:
• REDUCE VELOCITY IN SMALL TEMPORARY CHANNELS THAT ARE DEGRADING, BUT WHERE
PERMANENT STABILIZATION IS IMPRACTICAL DUE TO THEIR SHORT PERIOD OF USEFULNESS;
• REDUCE VELOCITY IN SMALL ERODING CHANNELS WHERE CONSTRUCTION DELAYS OR WEATHER
CONDITIONS PREVENT TIMELY INSTALLATION OF NONEROSIVE LINERS.
DO NOT USE CHECK DAMS IN INTERMITTENT OR PERENNIAL STREAMS.
DESIGN CRITERIA
THE FOLLOWING CRITERIA SHOULD BE USED WHEN DESIGNING A CHECK DAM:
• THE DRAINAGE AREA IS LIMITED TO ONE HALF ACRE.
• KEEP A MAXIMUM HEIGHT OF 2 FEET AT THE CENTER OF THE DAM
• KEEP THE CENTER OF THE CHECK DAM AT LEAST 9 INCHES LOWER THAN THE OUTER EDGE AT
NATURAL GROUND ELEVATION.
• KEEP THE SIDE SLOPES OF THE DAM AT 2:1 OR FLATTER.
• ENSURE THAT THE MAXIMUM SPACING BETWEEN DAMS PLACES THE TOES OF THE UPSTREAM
DAM AT THE SAME ELEVATION AS THE TOP OF THE DOWNSTREAM DAM (FIGURE 6.83A)
• STABILIZE OUTFLOW AREAS ALONG THE CHANNEL TO RESIST EROSION
• USE NCDOT CLASS B STONE AND LINE THE UPSTREAM SIDE OF THE DAM WITH NCDOT #5 OR
#57 STONE.
• KEY THE STONE INTO THE DITCH BANKS AND EXTEND IT BEYOND THE ABUTMENTS A MINIMUM
OF 1.5 FEET TO AVOID WASHOUTS FROM OVERFLOW AROUND THE DAM.
CONSTRUCTION SPECIFICATIONS
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOW IN THE PLAN ON A FILTER FABRIC
FOUNDATION.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL WHERE
THE DAM ABUTS THE CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK (FIGURE 6.83B) TO KEEP WATER
FROM CUTTING AROUND THE ENDS OF THE CHECK DAM.
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER
DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.
5. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT COULD
CAUSE EROSION.
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE.
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW THE
CHECK DAMS, ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONES.
MAINTENANCE
INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLYAND AFTER EACH SIGNIFICANT (112 INCH
OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS,
OR OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH
FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT
EROSION OCCURS BETWEEN DAMS, ADDITIONAL MEASURES CAN BE TAKEN SUCH AS, INSTALLING A
PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO
CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND
PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS
NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
CHECK DAM
(NCDENR 6.83)
N.T.S.
DEFINITION
POROUS BARRIERS INSTALLED INSIDE A TEMPORARY SEDIMENT TRAP, ROCK DAM, SKIMMER BASIN, OR
SEDIMENT BASIN TO REDUCE THE VELOCITYAND TURBULENCE OF THE WATER FLOWING THROUGH THE
MEASURE, AND FACILITATE THE SETTLING OF SEDIMENT FROM THE WATER BEFORE DISCHARGE.
PURPOSE
SEDIMENT TRAPS AND BASINS ARE DESIGNED TO TEMPORARILY POOL RUNOFF WATER TO ALLOW
SEDIMENT TO SETTLE BEFORE THE WATER IS DISCHARGED. UNFORTUNATELY, THEYARE USUALLY NOT
VERY EFFECTIVE DUE TO HIGH TURBULENCE AND "SHORT-CIRCUITING" FLOWS WHICH TAKE RUNOFF
QUICKLY TO THE OUTLET WITH LITTLE INTERACTION WITH MOST OF THE BASIN. BAFFLES IMPROVE THE
RATE OF THE SEDIMENT RETENTION BY DISTRIBUTING THE FLOW AND REDUCING TURBULENCE. THIS
PROCESS CAN IMPROVE SEDIMENT RETENTION.
CONDITIONS WHERE PRACTICE APPLIES
THIS PRACTICE SHOULD BE USED IN ANY TEMPORARY SEDIMENT TRAP, ROCK DAM, SKIMMER BASIN OR
TEMPORARY SEDIMENT BASIN.
PLANNING CONSIDERATION
POROUS BAFFLES EFFECTIVELY SPREAD THE FLOW ACROSS THE ENTIRE WIDTH OF A SEDIMENT
BASIN OR TRAP. WATER FLOWS THROUGH THE BAFFLE MATERIAL, BUT IS SLOWED SUFFICIENTLY
TO BACK UP THE FLOW, CAUSING IT TO SPREAD ACROSS THE ENTIRE WIDTH OF THE BAFFLE
(FIGURE 6.65A)
SPREADING THE FLOW IN THIS MANNER UTILIZES THE FULL CROSS SECTION OF THE BASIN, WHICH
IN TURN REDUCES FLOW RATES OR VELOCITY AS MUCH AS POSSIBLE. IN ADDITION, THE
TURBULENCE IS ALSO GREATLY REDUCED. THE COMBINATION INCREASES SEDIMENT DEPOSITION
AND RETENTION AND ALSO DECREASES THE PARTICLE SIZE OF SEDIMENT CAPTURED.
THE INSTALLATION SHOULD BE SIMILAR TO A SEDIMENT FENCE (FIGURE 6.65B). MATERIALS SUCH AS
700 G/M2 COIR EROSION BLANKET (FIGURE 6.65D), COIR MESH, OR TREE PROTECTION FENCE
FOLDED OVER TO REDUCE PORE SIZE HAVE BEEN USED SUCCESSFULLY. OTHER SIMILAR
MATERIALS COULD WORK AS WELL. A SUPPORT WIRE OR ROPE ACROSS THE TOP WILL HELP
PREVENT EXCESSIVE SAGGING IF THE MATERIAL IS ATTACHED TO IT WITH APPROPRIATE TIES.
ANOTHER OPTION IS TO USE A SAWHORSE TYPE OF SUPPORT WITH THE LEGS STABILIZED WITH
REBAR INSERTED INTO THE BASIN FLOOR. THESE STRUCTURES WORK WELL AND CAN BE
PREFABRICATED OFF SITE AND QUICKLY INSTALLED. ANOTHER BAFFLE SYSTEM INVOLVES PLACING
SILT FENCE FABRIC IN FRONT OFA WIRE FENCE (HOG WIRE) BACKING, AND SLITTING THE FABRIC IN
ALTERNATING SQUARES (FIGURE 6.65B). THIS PERMITS FLOW THROUGH THE SILT FENCE SIMILAR TO
MORE POROUS MATERIALS.
DESIGN CRITERIA
THE TEMPORARY SEDIMENT TRAP, ROCK DAM, OR TEMPORARY SEDIMENT BASIN SHOULD BE SIZED
USING THE APPROPRIATE DESIGN CRITERIA.
THE PERCENT OF SURFACE AREA FOR EACH SECTION OF THE BAFFLE ARE AS FOLLOWS:
• INLET ZONE: 35%
• FIRST CELL: 25%
• SECOND CELL: 25%
• OUTLET ZONE: 15%
• BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES THAT DIVIDE THE BASIN IN
THIRDS.
BE SURE TO CONSTRUCT BAFFLES UP THE SIDE OF THE TRAP OR BASIN BANKS SO WATER DOES
NOT FLOW AROUND THE STRUCTURES. MOST OF THE SEDIMENT WILL BE CAPTURED IN THE INLET
ZONE. SMALLER PARTICLE SIZE SEDIMENTS ARE CAPTURED IN THE LATTER CELLS. BE SURE TO
MAINTAIN ACCESS TO THE TRAP FOR MAINTENANCE AND SEDIMENT REMOVAL.
THE DESIGN LIFE OF THE FABRIC IS 6-12 MONTHS BUT MAY NEED TO BE REPLACE MORE OFTEN IF
DAMAGED OR CLOGGED.
CONSTRUCTION SPECIFICATIONS
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POSTS OR SAWHORSES ACROSS THE WIDTH OF THE SEDIMENT TRAP.
3. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED A MAXIMUM OF 4 FEET
APART, AND INSTALLED UP THE SIDES OF THE BASIN AS WELL. THE TOP OF THE FABRIC SHOULD
BE 61NCHES HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD BE 2 INCHES
LOWER THAN THE TOP OF THE BERMS.
4. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND THE OUTLET DISCHARGE
POINT. BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES.
5. WHEN USING POSTS, ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE MEASURE TO
PREVENT SAGGING.
6. WRAP POROUS MATERIAL, LIKE JUTE BACKED BY COIR MATERIAL, OVER A SAWHORSE OR THE
TOP WIRE. HAMMER REBAR INTO THE SAWHORSE LEGS FOR ANCHORING. THE FABRIC SHOULD
HAVE FIVE TO TEN PERCENT OPENINGS IN THE WEAVE. ATTACH FABRIC TO A ROPE AND A
SUPPORT STRUCTURE WITH ZIP TIES, WIRE, OR STAPLES.
7. THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRANCH OR PINNED WITH
8 -INCH EROSION CONTROL MATTING STAPLES.
8. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
MAINTENANCE
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OR A BAFFLE COLLAPSE,
TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHED HALF FULL TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID
DAMAGING THE BAFFLES DURING CLEANOUT. SEDIMENT DEPTH SHOULD NEVER EXCEED HALF THE
DESIGNED STORAGE DEPTH.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE
MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE, AND STABILIZE IT.
L = THE DISTANCE SUCH THAT POINTS A
AND B ARE OF EQUAL ELEVATION
FIGURE 6.83A SPACE CHECK DAMS IN A CHANNEL SO THAT THE CREST OF DOWNSTREAM DAM IS AT
ELEVATION OF THE TOE OF UPSTREAM DAM
12" OF NCDOT #5 OR
#57 WASHED STONE
CLASS B RIPRAP
FILTER CLOTH
PLAN VIEW
.5'
4' TO 6'
CROSS SECTION VIEW
1�-7
Q W
W
FIGURE 6.838 STONE CHECK DAM STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO KEEP
WATER FROM CUTTING AROUND THE DAM.
INLET
OUTLET
FIGURE 6.65A POROUS BAFFLES IN A SEDIMENT BASIN. THE FLOW IS DISTRIBUTED EVENLY ACROSS THE BASIN
TO REDUCE FLOW RATES AND TURBULENCE, RESULTING IN GREATER SEDIMENT RETENTION.
BAFFLES NEED TO BE INSTALLED CORRECTLY IN ORDER TO FULLY PROVIDE THEIR BENEFITS.
REFER TO FIGURE 6.65B AND THE FOLLOWING KEY POINTS:
-THE BAFFLE MATERIAL NEEDS TO BE SECURED AT THE BOTTOM AND SIDES USING STAPLES OR
BY TRENCHING AS FOR SILT FENCE
• MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS SHOULD BE READILY
ACCESSIBLE FOR MAINTENANCE.
SUPPORT ROPE SUPPORT POST STAKE TO
OR WIRE TO 24" INTO BOTTOM SUPPORT WIRE
PREVENT SAGGING
OR SIDE
COIR MESH OR SIMILAR, STAPLED OR
TRENCHED INTO BOTTOM OR SIDE
FIGURE 6.658 CROSS-SECTION OF A POROUS BAFFLE IN A SEDIMENT BASIN. NOTE THAT THERE IS NO WEIR
BECAUSE THE WATER FLOWS THROUGH THE BAFFLE MATERIAL.
BAFFLES
(NCDENR 6.65)
N.T.S.
JIL
WIRE FENCING
WOVEN FILTER FABRIC
0
N
8' MAX.
GENERAL NOTES:
1. WIRE FENCING SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE A MINIMUM OF 6
LINE WIRES WITH 12" STAY SPACING.
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF MORE
THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER ANGLE STEEL
TYPE.
4. WIRE FENCING SHALL BE AT LEAST #10 GAGE WITH A MINIMUM OF 6 LINE WIRES WITH 12"
STAY SPACING.
5. TURN SILT FENCE UP SLOPE AT ENDS.
6. WIRE MESH SHALL BE MIN. 13 GAGE WITH MAXIMUM 12" OPENINGS.
7. WIRE AND WASHED STONE IS REQUIRED TO BE SHOWN ON PLANS AT THE TOE OF SLOPES
GREATER THAN 10 FEET VERTICAL (2:1 SLOPE)
8. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS ADJACENT
TO SWIM BUFFERS, STREAMS OR WETLANDS (REFER TO SWIM BUFFER GUIDELINES). THE
COLOR ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF ENVIRONMENTALLY SENSITIVE
AREAS.
9. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE.
10. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
11. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
AREAS OF CONCENTRATED FLOW.
,V MIN.
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.
FIGURE 6.65C EXAMPLE OF POROUS BAFFLES USING COIR MESH.
DEFINITION
A TEMPORARY RIDGE OR EXCAVATED CHANNEL OR COMBINATION RIDGE AND CHANNEL CONSTRUCTED ACROSS SLOPING LAND ON A
PREDETERMINED GRADE.
PURPOSE
TO PROTECT WORK AREAS FROM UPSLOPE RUNOFF, AND TO DIVERT SEDIMENT -LADEN WATER TO APPROPRIATE TRAPS OR STABLE
OUTLETS.
CONDITIONS WHERE PRACTICE APPLIES
THIS PRACTICE APPLIES TO CONSTRUCTION AREAS WHERE RUNOFF CAN BE DIVERTED AND DISPOSED OF PROPERLY TO CONTROL
EROSION, SEDIMENTATION, OR FLOOD DAMAGE. SPECIFIC LOCATIONS AND CONDITIONS INCLUDE:
-ABOVE DISTURBED EXISTING SLOPES, AND ABOVE CUT OR FILL SLOPES TO PREVENT RUNOFF OVER THE SLOPE;
-ACROSS UNPROTECTED SLOPES, AS SLOPE BREAKS, TO REDUCE SLOPE LENGTH;
-BELOW SLOPES TO DIVERT EXCESS RUNOFF TO STABILIZED OUTLETS;
• WHERE NEEDED TO DIVERT SEDIMENT -LADEN WATER TO SEDIMENT TRAPS,
-AT OR NEAR THE PERIMETER OF THE CONSTRUCTION AREA TO KEEP SEDIMENT FROM LEAVING THE SITE; AND
-ABOVE DISTURBED AREAS BEFORE STABILIZATION TO PREVENT EROSION, AND MAINTAIN ACCEPTABLE WORKING CONDITIONS.
• TEMPORARY DIVERSIONS MAY ALSO SERVE AS SEDIMENT TRAPS WHEN THE SITE HAS BEEN OVEREXCAVATED ON A FLAT
'E AREA GRADE, THEY MAY ALSO BE USED IN CONJUNCTION WITH A SEDIMENT FENCE.
PLANNING CONSIDERATIONS
IT IS IMPORTANT THAT DIVERSIONS ARE PROPERLY DESIGNED, CONSTRUCTED AND MAINTAINED SINCE THEY CONCENTRATE
WATER FLOW AND INCREASE EROSION POTENTIAL FIGURE 6.20A). PARTICULAR CARE MUST BE TAKEN IN PLANNING
DIVERSION GRADES. TOO MUCH SLOPE CAN RESULT IN EROSIVE VELOCITY IN THE DIVERSION CHANNEL OR AT THE
OUTLET. A CHANGE OF SLOPE FROM STEEPER GRADE TO FLATTER MAY CAUSE DEPOSITION TO OCCUR. THE DEPOSITION
REDUCES CARRYING CAPACITY, AND MAY CAUSE OVERTOPPING AND FAILURE. FREQUENT INSPECTION AND TIMELY
MAINTENANCE ARE ESSENTIAL TO THE PROPER FUNCTIONING OF DIVERSIONS. SUFFICIENT AREA MUST BE AVAILABLE TO
CONSTRUCT AND PROPERLY MAINTAIN DIVERSIONS. IT IS USUALLY LESS COSTLY TO EXCAVATE A CHANNEL AND FORM A
RIDGE OR DIKE ON THE DOWNHILL SIDE WITH THE SPOIL THAN TO BUILD DIVERSIONS BY OTHER METHODS. WHERE
SPACE IS LIMITED, IT MAY BE NECESSARY TO BUILD THE RIDGE BY HAULING IN DIKING MATERIAL, OR USING A SILT FENCE
TO DIVERT THE FLOW. USE GRAVEL TO FORM THE DIVERSION DIKE WHEN VEHICLES MUST CROSS FREQUENTLY (FIGURE
6.208).
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FIGURE 6.65D EXAMPLE OF POROUS BAFFLES MADE OF 700 G/MZ COIR EROSION BLANKET AS VIEWED FROM THE INLET
2' MIN.
FIGURE 6.20a TEMPORARY EARTHEN DIVERSION DIKE
PLAN TEMPORARY DIVERSIONS TO FUNCTION 1 YEAR OR MORE OR THEY MAYBE CONSTRUCTED ANEW AT THE END OF EACH DAY'S
GRADING OPERATION TO PROTECT NEW FILL. DIVERSIONS THAT ARE TO SERVE LONGER THAN 30 WORKING DAYS SHOULD BE
SEEDED AND MULCHED AS SOON AS THEY ARE CONSTRUCTED TO PRESERVE DIKE HEIGHT AND REDUCE
MAINTENANCE. WHERE DESIGN VELOCITIES EXCEED 2 FT/SEC, A CHANNEL LINER IS USUALLY NECESSARY TO
PREVENT EROSION (TABLE 8.05A, APPENDIX 8.05). TEMPORARY DIVERSIONS MAY SERVE AS IN-PLACE SEDIMENT TRAPS IF
OVEREXCAVATED 1 TO 2 FEET AND PLACED ON A NEARLY FLAT GRADE. THE DIKE SERVES TO DIVERT WATER AS
THE STAGE INCREASES. A COMBINATION SILT FENCE AND CHANNEL IN WHICH FILL FROM THE CHANNEL IS USED TO
STABILIZE THE FENCE CAN TRAP SEDIMENT AND DIVERT RUNOFF SIMULTANEOUSLY. WHEREVER FEASIBLE, BUILD AND
STABILIZE DIVERSIONS AND OUTLETS BEFORE INITIATING OTHER LAND -DISTURBING ACTIVITIES.
CONSTRUCTION SPECIFI CA TIONS
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVATION PLUS THE SPECIFIED
SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE LESS THAN 30 WORKING
DAYS.
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE
FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN
THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL
GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
TEMPORARY DIVERSIONS
(NCDENR 6.20)
N. T. S.
STEEL POST
W
WIRE FENCING
0
o
FILTER FABRIC
M
#5 WASHED STONE
w
WV
N
FLOW
5t.e c\V�
,V MIN.
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.
FIGURE 6.65C EXAMPLE OF POROUS BAFFLES USING COIR MESH.
DEFINITION
A TEMPORARY RIDGE OR EXCAVATED CHANNEL OR COMBINATION RIDGE AND CHANNEL CONSTRUCTED ACROSS SLOPING LAND ON A
PREDETERMINED GRADE.
PURPOSE
TO PROTECT WORK AREAS FROM UPSLOPE RUNOFF, AND TO DIVERT SEDIMENT -LADEN WATER TO APPROPRIATE TRAPS OR STABLE
OUTLETS.
CONDITIONS WHERE PRACTICE APPLIES
THIS PRACTICE APPLIES TO CONSTRUCTION AREAS WHERE RUNOFF CAN BE DIVERTED AND DISPOSED OF PROPERLY TO CONTROL
EROSION, SEDIMENTATION, OR FLOOD DAMAGE. SPECIFIC LOCATIONS AND CONDITIONS INCLUDE:
-ABOVE DISTURBED EXISTING SLOPES, AND ABOVE CUT OR FILL SLOPES TO PREVENT RUNOFF OVER THE SLOPE;
-ACROSS UNPROTECTED SLOPES, AS SLOPE BREAKS, TO REDUCE SLOPE LENGTH;
-BELOW SLOPES TO DIVERT EXCESS RUNOFF TO STABILIZED OUTLETS;
• WHERE NEEDED TO DIVERT SEDIMENT -LADEN WATER TO SEDIMENT TRAPS,
-AT OR NEAR THE PERIMETER OF THE CONSTRUCTION AREA TO KEEP SEDIMENT FROM LEAVING THE SITE; AND
-ABOVE DISTURBED AREAS BEFORE STABILIZATION TO PREVENT EROSION, AND MAINTAIN ACCEPTABLE WORKING CONDITIONS.
• TEMPORARY DIVERSIONS MAY ALSO SERVE AS SEDIMENT TRAPS WHEN THE SITE HAS BEEN OVEREXCAVATED ON A FLAT
'E AREA GRADE, THEY MAY ALSO BE USED IN CONJUNCTION WITH A SEDIMENT FENCE.
PLANNING CONSIDERATIONS
IT IS IMPORTANT THAT DIVERSIONS ARE PROPERLY DESIGNED, CONSTRUCTED AND MAINTAINED SINCE THEY CONCENTRATE
WATER FLOW AND INCREASE EROSION POTENTIAL FIGURE 6.20A). PARTICULAR CARE MUST BE TAKEN IN PLANNING
DIVERSION GRADES. TOO MUCH SLOPE CAN RESULT IN EROSIVE VELOCITY IN THE DIVERSION CHANNEL OR AT THE
OUTLET. A CHANGE OF SLOPE FROM STEEPER GRADE TO FLATTER MAY CAUSE DEPOSITION TO OCCUR. THE DEPOSITION
REDUCES CARRYING CAPACITY, AND MAY CAUSE OVERTOPPING AND FAILURE. FREQUENT INSPECTION AND TIMELY
MAINTENANCE ARE ESSENTIAL TO THE PROPER FUNCTIONING OF DIVERSIONS. SUFFICIENT AREA MUST BE AVAILABLE TO
CONSTRUCT AND PROPERLY MAINTAIN DIVERSIONS. IT IS USUALLY LESS COSTLY TO EXCAVATE A CHANNEL AND FORM A
RIDGE OR DIKE ON THE DOWNHILL SIDE WITH THE SPOIL THAN TO BUILD DIVERSIONS BY OTHER METHODS. WHERE
SPACE IS LIMITED, IT MAY BE NECESSARY TO BUILD THE RIDGE BY HAULING IN DIKING MATERIAL, OR USING A SILT FENCE
TO DIVERT THE FLOW. USE GRAVEL TO FORM THE DIVERSION DIKE WHEN VEHICLES MUST CROSS FREQUENTLY (FIGURE
6.208).
'_ co.
J
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.�'
MIF �it>
r >�
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• V ��+ � M f �:��1��""��4y 5:t yam: '`
i
_ - - _- _ - �-, _ � � - _ - _ - _ - :fir .ri: �'•'`� �''_; ` _-
yetior
w, V�i
FIGURE 6.65D EXAMPLE OF POROUS BAFFLES MADE OF 700 G/MZ COIR EROSION BLANKET AS VIEWED FROM THE INLET
2' MIN.
FIGURE 6.20a TEMPORARY EARTHEN DIVERSION DIKE
PLAN TEMPORARY DIVERSIONS TO FUNCTION 1 YEAR OR MORE OR THEY MAYBE CONSTRUCTED ANEW AT THE END OF EACH DAY'S
GRADING OPERATION TO PROTECT NEW FILL. DIVERSIONS THAT ARE TO SERVE LONGER THAN 30 WORKING DAYS SHOULD BE
SEEDED AND MULCHED AS SOON AS THEY ARE CONSTRUCTED TO PRESERVE DIKE HEIGHT AND REDUCE
MAINTENANCE. WHERE DESIGN VELOCITIES EXCEED 2 FT/SEC, A CHANNEL LINER IS USUALLY NECESSARY TO
PREVENT EROSION (TABLE 8.05A, APPENDIX 8.05). TEMPORARY DIVERSIONS MAY SERVE AS IN-PLACE SEDIMENT TRAPS IF
OVEREXCAVATED 1 TO 2 FEET AND PLACED ON A NEARLY FLAT GRADE. THE DIKE SERVES TO DIVERT WATER AS
THE STAGE INCREASES. A COMBINATION SILT FENCE AND CHANNEL IN WHICH FILL FROM THE CHANNEL IS USED TO
STABILIZE THE FENCE CAN TRAP SEDIMENT AND DIVERT RUNOFF SIMULTANEOUSLY. WHEREVER FEASIBLE, BUILD AND
STABILIZE DIVERSIONS AND OUTLETS BEFORE INITIATING OTHER LAND -DISTURBING ACTIVITIES.
CONSTRUCTION SPECIFI CA TIONS
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVATION PLUS THE SPECIFIED
SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE LESS THAN 30 WORKING
DAYS.
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE
FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN
THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL
GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
TEMPORARY DIVERSIONS
(NCDENR 6.20)
N. T. S.
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C-6.8

TEMPORARY SEDIMENT TRAP
DESIGN CRTERIA
DRAINAGE
EMERGENCY
AREA
< 5 AC.
(ACRES)
BY-PASS 6"
MIN.
WV
LENGTH TO
2:1
WIDTH
r7���
RATIO
SETTLED TOP
2' TO 3.5'
3600
MIN.
(CU. FT.
VOLUME
PER AC.
REQUIRED
DISTURBED)
W
435
SURFACE
(SQ. Fr.
AREA
PER CFS
REQUIRED
Q10)
NOTE:
1. PLEASE REFER TO
NCESCPDM SECTION
#6.60 FOR ADDITIONAL
DESIGN SPECIFICATIONS
REGARDING TEMPORARY
SEDIMENT TRAPS.
2. REFER TO STD. #30.19
FOR BAFFLE SPACING
AND INSTALLATION.
CROSS—SECTION
l,mi,,-yil-TT
DESIGN SETTLED TOP
12" MIN OF NCDOT #5
OR #57 WASHED STONE
3600 CU FT / ACRE
21" MIN.
H
1.121.5' MIN.
`vi
W=5' MIN.
T= f5' MIN.
v
5' MAX
FILTER
FABRIC
OVERFILL 6" FOR
SETTLEMENT
5' MAX FILL �� L=10' MIN.
0
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c:
00
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DATA BLOCK
0
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Q N
NOT TO SCALE
DRAINAGE DENUDED TRAP VOLUME TRAP SURFACE AREA CLEANOUT H L T W X
TRAP NO. AREA AREA Q,o REQUIRED PROVIDED REQUIRED PROVIDED DEPTH H/2 (FEET) (FEET) (FEET) (FEET) (FEET)
(ACRES) (ACRES) (C.F.) (C.F.) (C.F.) (C.F.) (FT.)
STEEL POST
WIRE FENCING
(IF APPLICABLE) 4
WOVEN FILTER FABRIC^ L�
TEMPORARY SEDIMENT TRAP
4' MAX.
WASHED STONE HARDWARE CLOTH
(NCDOT #5 OR #57)� BETWEEN POSTS
AND COVERED BY
STONE
GENERAL NOTES:
1. SEDIMENT FILTER OUTLET AND HARDWARE CLOTH SHALL BE 16 INCHES HIGH BUT NO
TALLER THAN 18 INCHES.
2. HARDWARE CLOTH SHALL BE ANCHORED TO THE STEEL POSTS SECURELY USING
APPROPRIATE ANCHORS. HARDWARE CLOTH SHALL BE KEYED IN A MINIMUM OF 12 INCHES
IN LENGTH AND BACKFILLED PROPERLY AS SHOWN IN ABOVE DETAIL. HARDWARE CLOTH TO
BE SAME AS STD. #30.09 (19 GAUGE, 1/4" SPACING).
3. POSTS SHALL BE NO MORE THAN 4 FEET APART.
4. SITE OUTLETS AT ANY POINT SMALL CONCENTRATED FLOWS ARE ANTICIPATED AND AT THE
DIRECTION OF THE INSPECTOR.
5. ONE ACRE MAXIMUM DRAINAGE AREA PER OUTLET.
STEEL POST
HARDWARE CLOTH
WASHED STONE
(NCDOT #5 OR #57)
i
FLOW
ANCHOR SKIRT;
EXCAVATE TRENCH
AND COMPACT
BACKFILL
MAINTENANCE NOTES:
1. FILTER OUTLETS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY OR
HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
2. THE STONE SHALL BE REPLACED PROMPTLY AFTER ANY EVENT THAT HAS CLOGGED
OR REMOVED IT.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH HALF THE HEIGHT
OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCEOUTLET IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
GRADE, PREPARED AND SEEDED.
SILT
OUTLET
FENCE
OPTION
I
NOT TO SCALE
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NGINE \
Hous"r
C-6.9

NOTE: CURB INLETS FITTED WITH SILTSACK WILL HAVE THE THROAT BLOCKED IN ORDER TO FORCE WATER
THROUGH THE GRATE AND INTO THE SILTSACK.
2 EACH
DUMP STRAPS
SILTSACK®
SPECIFICATIONS
NOTE: THE SILTSACK WILL BE MANUFACTURED FROM A WOVEN POLYPROPYLENE
FABRIC THAT MEETS OR EXCEEDS THE FOLLOWING SPECIFICATIONS:
REGULAR FLOW SILTSACK
(FOR AREAS OF LOW TO MODERATE PRECIPITATION AND RUN-OFF)
HI -FLOW SILTSACK
(FOR AREAS OF MODERATE TO HEAVY PRECIPITATION AND RUN-OFF)
INSTALLATION DETAIL PROPERTIES TEST METHOD UNITS
GRAB TENSILE STRENGTH ASTM D-4632 265 LBS
GRAB TENSILE ELONGATION ASTM D-4632 20%
PUNCTURE ASTM D-4833 135 LBS
MULLEN BURST ASTM D-3786 420 PSI
TRAPEZOID TEAR ASTM D-4533 45 LBS
UV RESISTANCE ASTM D-4355 90%
DUMP STRAP APPARENT OPENING SIZE ASTM D-4751 20 US SIEVE
FLOW RATE ASTM D-4491 200 GAL/MIN/SQ FT
PERMITITVITY ASTM D-4491 1.5 SEC -1
1 " REBAR FOR BAG
REMOVAL FROM INLET
SEDIMENT BASIN
PROPERTIES
TEST METHOD UNITS
EXPANSION RESTRAINT
27
GRAB TENSILE STRENGTH ASTM D-4632 300 LBS
(1/4" NYLON ROPE
GRAB TENSILE ELONGATION ASTM D-4632 20%
2" FLAT WASHERS)
PUNCTURE
ASTM D-4833 120 LBS
LENGTH TO
MULLEN BURST
ASTM D-3786 800 PSI
2:1
TRAPEZOID TEAR
ASTM D-4533 120 LBS
LENGTH TO
UV RESISTANCE
ASTM D-4355 80%
APPARENT OPENING SIZE ASTM D-4751 40 US SIEVE
FLOW RATE
ASTM D-4491 40 GAL/MIN/SQ FT
BAG DETAIL
(CU. FT.
PERMITITVITY
ASTM D-4491 0.55 SEC -1
HI -FLOW SILTSACK
(FOR AREAS OF MODERATE TO HEAVY PRECIPITATION AND RUN-OFF)
INSTALLATION DETAIL PROPERTIES TEST METHOD UNITS
GRAB TENSILE STRENGTH ASTM D-4632 265 LBS
GRAB TENSILE ELONGATION ASTM D-4632 20%
PUNCTURE ASTM D-4833 135 LBS
MULLEN BURST ASTM D-3786 420 PSI
TRAPEZOID TEAR ASTM D-4533 45 LBS
UV RESISTANCE ASTM D-4355 90%
DUMP STRAP APPARENT OPENING SIZE ASTM D-4751 20 US SIEVE
FLOW RATE ASTM D-4491 200 GAL/MIN/SQ FT
PERMITITVITY ASTM D-4491 1.5 SEC -1
1 " REBAR FOR BAG
REMOVAL FROM INLET
SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA
>10 AC.
(ACRES)
<100 AC.
MIN.
WV
LENGTH TO
WIDTH RATIO
2:1
MAX.
O
LENGTH TO
6:1
WIDTH RATIO
a �
00 -[
MIN.
1800
VOLUME
(CU. FT.
REQUIRED
PER AC.
1,
E
DISTURBED)
W
435
SURFACE
(SQ, 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
DEWATERING
ZONE -
FILTER FABRIC
SEDIMENT
STORAGE ZONE
OIL-ABSORBANT SILTSACK
(FOR AREAS WHERE THERE IS A CONCERN FOR OIL RUN-OFF OR SPILLS)
DEPENDING ON YOUR PARTICULAR APPLICATION, THE SILTSACK CAN BE MADE
FROM EITHER ONE OF THE ABOVE FABRICS WITH AN OIL-ABSORBANT PILLOW
INSERT OR MADE COMPLETELY FROM AN OIL-ABSORBANT SILTSACK WITH A
WOVEN PILLOW INSERT.
DUMP STRAP
SILT SACK® INLET PROTECTION
N. T. S.
NOTES:
BAFFLE 3RD BAFFLE: 1. REFER TO NCESCPDM
HARDWARE SECTION #6.61 FOR
CLOTH ADDITIONAL DESIGN
SURROUNDING SPECIFICATIONS
SKIMMER REGARDING SEDIMENT
LENGTH BASINS.
2. REFER TO STD. #30.19
10' FOR BAFFLE SPACING
MIN. AND INSTALLATION.
3. FIRST BAFFLE IS TO BE
`' _ CONSTRUCTED OF
:4 RIP -RAP AND #5
WASHED STONE, WITH A
MIN. HEIGHT OF 3' AND
PERMANENT MIN. TOPWIDTH OF 2'.
OUTLET
SKIMMER STRUCTURE 4. FLASHBOARD RISER NOT
DEWATERING PERMITTED FOR USE IN
DEVICE THE CITY OF CHARLOTTE
L=20' 5. DIMENSION "H" IS FROM
MIN. BOTTOM OF BASIN TO
THE CREST OF THE
PRIMARY SPILLWAY.
SEE NOTE #3 6. TEMPORARY SKIMMER IS
1' FREEBOARD W TO BE ATTACHED TO
6" MAX. DEPTH OF FLOWEMBANKMENT THE PERMANENT OUTLET
OVER EMERGENCY SPILLWAY STRUCTURE FOR EACH
SEDIMENT BASIN.
MIN. 1'
PRIMARY SPILLWAY (RISER) 7
II
MIN. 1 1
1 f Z I(
H EMERGENCY
r' SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Q10 REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ FT.) (SQ FT.) H/2 DIAMETER DIAMETER
EE BM11 DETA L SHEETS C -3.9--C-3.13
SEDIMENT BASIN
N. T. S.
PVC END CAP
DEFINITION
A TEMPORARY MEASURE OF WIRE -MESH HARDWARE CLOTH AROUND STEEL POSTS SUPPORTING WASHED STONE PLACED AROUND THE OPENING OF A DROP
INLET.
PURPOSE
TO PREVENT SEDIMENT FROM ENTERING YARD INLETS, GRATED STORM DRAINS OR DROP INLETS DURING CONSTRUCTION. THIS PRACTICE ALLOWS EARLY
USE OF THE STORM DRAIN SYSTEM.
CONDITIONS WHERE PRACTICE APPLIES
TO BE PLACED AROUND A CATCH BASIN OR A DROP INLET AND WHERE THE FLOW IS LIGHT TO MODERATE. IF HEAVY FLOW IS ANTICIPATED, USE THE ROCK
DOUGHNUT INLET PROTECTION METHOD (PRACTICE 6.54, ROCK DOUGHNUT INLET PROTECTION). IT IS ALSO USED WHERE STORM DRAIN INLETS ARE TO BE
MADE OPERATIONAL BEFORE PERMANENT STABILIZATION OF THE DISTURBED DRAINAGE AREA. THIS METHOD OF INLET PROTECTION IS EFFECTIVE WHERE
THE INLET IS EXPECTED TO DRAIN SHALLOW SHEET FLOW. THE IMMEDIATE LAND AREA AROUND THE INLET SHOULD BE RELATIVELY FLAT (LESS THAN 1
PERCENT) AND LOCATED SO THAT ACCUMULATED SEDIMENT CAN BE EASILY REMOVED. THIS PRACTICE MUST NOT BE USED NEAR THE EDGE OF FILL
MATERIAL AND MUST NOT DIVERT WATER OVER CUT OR FILL SLOPES.
DESIGN CRITERIA
ENSURE THAT DRAINAGE AREAS DO NOT EXCEED 1 ACRE PER INLET. FOR SECURING THE WIRE MESH HARDWARE CLOTH BARRIERS, USE STEEL T POSTS.
THE POSTS NEED TO BE 1.25 LB/LINEAR FT STEEL WITH A MINIMUM LENGTH OF 5 FEET. MAKE SURE THE POSTS HAVE PROJECTIONS TO FACILITATE
FASTENING THE HARDWARE CLOTH. SECURELY DRIVE EACH STAKE INTO THE GROUND TO A MINIMUM DEPTH OF 2 FEET. THE MAXIMUM
SPACING FOR THE POSTS IS 4 FEET. THE WIRE MESH SHOULD BE AT LEAST A 19 -GAUGE HARDWARE CLOTH WITH A % INCH MESH OPENING. THE TOTAL
HEIGHT SHOULD BE A MINIMUM OF 2 FEET. PROVIDING A FLAP OF HARDWARE CLOTH ON THE GROUND PROJECTING AWAY FROM THE INLET CAN AID IN
REMOVAL OF THE STONE AT THE PROJECT'S COMPLETION. THE SEDIMENT CONTROL STONE WITH A HEIGHT OF 16 INCHES SHOULD HAVE A OUTSIDE SLOPE
OF 2:1. THE TOP ELEVATION OF THE STRUCTURE MUST BEAT LEAST 12 INCHES LOWER THAN THE GROUND ELEVATION DOWNSLOPE FROM THE INLET. ITIS
IMPORTANT THAT ALL STORM FLOWS PASS OVER THE STRUCTURE INTO THE STORM DRAIN AND NOT BYPASS THE STRUCTURE. TEMPORARY DIKES BELOW
THE STRUCTURE MAY BE NECESSARY TO PREVENT BYPASS FLOW. SOIL EXCAVATED WHEN CONSTRUCTING THE SEDIMENT POOL MAY BE USED FOR THIS
PURPOSE (FIGURE 6.51A).
N(
v
NCDOT #5 OR #57
WASHED STONE
,o f'^"r'C' LI^'nWARE CLOTH
IGS)
FIGURE 6.51A HARDWARE CLOTH AND GRAVEL INLET PROTECTION
CONSTRUCTION SPECIFICATIONS
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
2. DRIVE 5 -FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND THE PERIMETER OF THE INLET, A
MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE THE WIRE MESH TO THE STEEL POSTS AT THE TOP, MIDDLE, AND BOTTOM. PLACING
A 2 -FOOT FLAP OF THE WIRE MESH UNDER THE GRAVEL FOR ANCHORING IS RECOMMENDED.
4. PLACE CLEAN GRAVEL (NC DOT #5 OR #57 STONE) ON A 2:1 SLOPE WITH A HEIGHT OF 16 INCHES AROUND THE WIRE, AND SMOOTH TO AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ACCUMULATED SEDIMENT, AND ESTABLISH FINAL GRADING ELEVATIONS.
6. COMPACT THE AREA PROPERLY AND STABILIZED IT WITH GROUNDCOVER.
MAINTENANCE
INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (% INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF ANY DEBRIS OR
OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT
REMOVAL. REPLACE STONE AS NEEDED.
HARDWARE CLOTH AND GRAVEL INLET PROTECTION
(NCDENR 6.51)
N. T. S.
PERSPECTIVE VIEW
PVC VENT
PVC ELBOW PIPE
PVC END CAP
WATER SURFACE
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 RIPRAP THICKNESS.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH MUST MEET DESIGN REQUIREMENTS AND 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 CONNECTING JOINTS 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.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY WEATHER -RESISTANT AND
WELL GRADED.
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE END. MAKE THE TOP OF THE RIPRAP AT THE DOWN-
STREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS
LENGTH. IF A CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION (PRACTICES 6.10, TEMPORARY SEED-
ING, AND 6.11, PERMANENT SEEDING).
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN
PLACE OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
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
MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
BANK WHICH EVER IS LESS.
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
L
do = PI
La = AI
W = AHKUN VVIU I H
3 X PIPE 0 MIN
d = APRON DEPTH
f�
ISOMETRIC VIEW
RIPRAP
PLAN
Filter blanket
MAXIMUM
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OUTLET STABILIZATION STRUCTURE
(NCDENR 6.41)
N. T. S.
LENGTH AS NECESSARY
TO GO THRU DIKE
4' MIN. PIPE
1.5' MIN. 12
"C" ENCLOSURE FLEXIBLE PIPE
TIE DOWN 10' MAX. SPACING r
TIE DOWN AT END
kTER ENTRY UNIT 4' (MIN)* -1
DIAMETER (D)
PROFILE
SCHEDULE 40
PVC PIPE
* AT LESS THAN 1% SLOPE
EXTEND TO EDGE OF DISTU
RIP -RAP AP
RIP RAP & WASHED STONE
FILTER BERM
(CLDS 30.12) -
-SEDIMENT PIT
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NOT REQUIRED IF BASIN
IS LOCATED DOWNSTREAM
OF PIPE OUTLET.
(VOLUME PER CLDS 30.12)
PVC PIPE SCHEDULE 40
1/2" HOLES IN PVC PIPE
PVC TEE UNDERSIDE ORIFICE
PVC TEE PLATE CONSTRUCTION SPECIFICATIONS:
1. THE TOP OF THE EARTH DIKE OVER THE INLET PIPE AND THOSE 4. THE SOIL AROUND AND UNDER THE INLET PIPE AND ENTRANCE
FLEXIBLE DIKES CARRYING WATER TO THE PIPE SHALL BE AT LEAST 1.5 FEET SECTION SHALL BE HAND TAMPED IN 4" LIFTS TO THE TOP OF
HOSE HIGHER AT ALL POINTS THAN THE TOP OF THE INLET PIPE. THE EARTH DIKE.
0 2. THE PIPE SHALL BE FLEXIBLE WITH WATER TIGHT CONNECTING 5. FOLLOW-UP INSPECTION AND ANY NEEDED MAINTENANCE SHALL
BANDS. FLEXIBLE PIPE SHOULD BE STAKED ON EITHER SIDE. BE PERFORMED AFTER EACH STORM BY THE FINANCIALLY RESPONSIBLE
3. A RIP RAP APRON SHALL BE PROVIDED AT THE OUTLET, IF PARTY OR HIS AGENT.
EMPTYING INTO A DISTURBED AREA. 6. OUTLET PIPE SHOULD BE TAKEN OVER OR THROUGH ANY SILT FENCE,
END VIEW FRONT VIEW TAKING CARE NOT TO VOID THE EFFECTIVENESS OF THE SILT FENCE.
NOTES:
SKIMMER 1. TEMPORARY SKIMMER IS FLEXIBLE PIPE SLOPE DRAIN
N.T.S. TO BE ATTACHED TO N.T.S.
THE PERMANENT OUTLET
STRUCTURE FOR EACH
SEDIMENT BASIN.
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C-6.10

NOTE:
A 27" DIAMETER PRE -CAST
RING SHALL BE PLACED
8 3/4" AROUND EACH VALVE BOX.
7 1/2"
F-2" 43/4"�
TOP
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
7 3/8"
1/2" j 3/4" __-I r 11/2"
1/2" 1 1/2
1 1"
7"
1
7 1/2"
BOTTOM
(SCREW TYPE)
STANDARD DETAIL
VALVE BOX
COVER
CONCRETE PAD –\
CONCRETE RING GROUND LEVEL
4 . • d • , • ti . • d
a d h d
VALVE BOX
TERMINATE 1' BELOW
GROUND LEVEL 2" GALVANIZED
2" COUPLING PIPE 2' LONG
14 GAUGE STRANDED VALVE BOX
BLUE COATED COPPER
TRACER WIRE
6" PVC PIPE RESTING ON BRICK
d
2' GALVANIZED PIPE ,�
2" WATER MAINJ 3' LONG 2" - 90° BEND
2" GATE VALVE -
MECHANICAL JOINT
CONCRETE BLOCKING
UNION COUNTY PUBLIC WORKS DEPARTMENT 5 I ANUAKU Ut I AIL SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C. VALVE BOX INSTALLATIONADATE UNION COUNTY, N.C.
F10-4-11
TABLE PAINT COLORS
SIZE OF PIPE LENGTH OF PIPE
6" 40' BODY...................FIRE HYDRANT RED - RUST-OLEUM ENAMEL # 1210 FIRE HYDRANT RED
B" 40' BONNET...............HIGH GLOSS WHITE - RUST-OLEUM ENAMEL # 2766
12" AND LARGER BY ENGINEER CAPS....................HIGH GLOSS WHITE - RUST-OLEUM ENAMEL # 2766
HYDRANTS TO BE SET AT
BURY LINE- EDGE OF R/W AT PROPERTY
TO BE SET AT CORNERS
EXIST. GRADE
p
CONCRETE RING � CONCRETE RING � GROUND LEVEL LEVEL
VALVE BOX
TERMINATE 1' BELOW
GROUND LEVEL 2" GALVANIZED
VALVE BOX VALVE BOX 2" COUPLING PIPE 2' LONG 6" MECHANICAL JOINT
6" DUCTILE IRON GATE VALVE
z" BRASS NIPPLE BURY LEADER WITH
14 GAUGE STRANDED BLUES MEGALUGS
COATED COPPER TRACER WIRE 6" PVC PIPE RESTING ON BRICK f 6" PVC PIPE RESTING ON BRICK 14 GA. STRANDED BLUE COATED
CLIPPER TRACER WIRE
WATER MAIN (SIZE VARIES) STUB LENGTH VARIES) 2' GALVANIZED PIPE O O
(SEE TABLE) (SEE TABLE) 3' LONG 2" - 90' BEND NO. 67
MECHANICAL JOINT
GATE VALVE - 2" GATE VALVE - WASHED
MECHANICAL JOINT MJ PLUG "LOCKED"
(SIZE VARIES UPON MECHANICAL JOINT STONE O O
CONCRETE BLOCKING HYDRANT TEE
WATERMAIN SIZE) O O
18" x 18" x 6" A MINIMUM OF 6" OF CONCRETE
WILL BE PLACED UNDER THE BASE
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL STANDARD DETAIL
SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.C. MAINLINE FUTURE EXTENSION WITH BLOW -OFF DATE: 2 A UNION COUNTY, N.C. FRE HYDRANT N S T A L L A T 0 N N.T.S.
DATE:
10-4-11 1-2-14
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 CONCRETE PAD
VALVE BOX BEFORE METER WILL BE SET.
3) METER AND ERT BY UNION COUNTY @ PREVAILING RATE —
d
14 GAUGE STRANDED -
BLUE COATED COPPER
TRACER WIRE
ELECTRONIC RADIO
TRANSMITTER
I I
8" to 10"
ANGLE VALVE
WITH LOCK WINGS)
EXPANSION
VALVE BOX BY
BUILDER/PROPERTY OWNER
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VALVE BOX
CONNECTOR — I
11/2" AMR METER 14 GAUGE STRANDED BLUE
CLEARANCE I COATED COPPER TRACER WIRE
a-r—
ZCHECK
VALVE VALVE BY BUILDER/PROPERTY
OWNER
TUBING CONNECTOR YOKE BRASS NIPPLE BY 8" OR 6" WATERMAIN
BUILDER/PROPERTY OWNER (54 LF DIP RESTRAINT)
6X2 MJ PLUG
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C. METER INSTALLATION FOR AMR METERS DAT: 6 UNION COUNTY, N.C.
2' OF 2" BRASS NIPPLE
6" PVC PIPE
2" CAST IRON HARCO ADAPTOR
2" THREADED VALVE
8" OR 5"X2" REDUCER
2" PVC
14 GAUGE STRANDEDBLUE–\
COATED COPPER TRACER WIRE
SADDLE
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
STANDARD DETAIL
2'' BLOW -OFF
COPPER
SERVICE TUBING
CONNECTOR
CORPORATION
APPROVED
SERVICE HARDWARE
ROMAC 101N SHALL REPLACE MUELLER FOR PIPE
MUELLER
FORD
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2"PVC
H-13420
S70
SADDLE
UP TO 8"
SEE NOTE
FC 101
BALL CORPORATION
B-25008
F61000G
YOKE
H-5020
Y 502
ANGLE BALL VALVE
B-24273
BA94-323WG
CHECK VALVE
H -14247-A
HHS91-323
CONNECTORS I COPPER
STYLE 110
1 GRIP JOINT
EXPANSION CONNECTION
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JEC 23
NOTE:
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ROMAC 101N SHALL REPLACE MUELLER FOR PIPE
DIAMETER UP TO 8"
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SMITH BLAIR 317, FORD FC 202 OR ROMAC 202N SHALL
REPLACE MUELLER FOR PIPE DIA. 12" AND UP
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SCALE:
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SERVICE CONNECTION
ATE
1D�
Y PIPE DIA.
CLASS A
NOTES:
ALL CONCRETE = 3000 PSI
ALL STONE = N.C.D.O.T. NO. 67
J I UIYL
CLASS B
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UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
S
PIPE BEDDING ALE: 8
UNION COUNTY, N.C. N.T.S.
DATE:
11-17-06
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C-6. 11

GRAVITY SEWER - BEDDING DETAIL
PVC C900
SDR 18 (200 PSI)
OR
DUCTILE IRON CL)
WITH PROTECTEE
CLASS C
FORCE MAIN
kMP IN
-12" LIFTS
:CAREFULLY COMPACTED
SELECT BACK FILL 1 FT.
ABOVE TOP OF PIPE
HAND TAMP
EARTH
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
SEWER BEDD G
SCALE:
N.T.S.
DATE:
0
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p 1 114 "RAISED LETTERING
(RECESSED FLUSH)
12-16-13
NOTES: W
5" SCH 40 STEEL PIPE
WV
CAREFULLY COMPACTED
THREE COURSES OF
(2) 1"(25mm)
DIA. HOLES
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9578 BELOW GRADE - 9373 PRIMER
24"
SELECT BACK FILL 1 FT.
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J e' �y
FOR PVC -- USE SDR 35 FOR 10 FT. OR LESS.
USE SDR 26 FOR 10 FT. OR MORE.
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ABOVE TOP OF PIPE
TAMP IN 6" - 12" LIFT
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ESMT/R/W LINE --_4"
WIDEST SHELF
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USE DUCTILE IRON - IF UNDER 3 FT. DEEP
AFTER
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#67 STONE
)K CAREFULLY COMPACTED
(756mm) BOLT CIRCLE.
OR OVER 18 FT. DEEP.
2"
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SELECT LL 1 FT
2F�So
2'3"
V-9
M/
4'0"
8" 8" ABOVE TOPOFIP PE
ACE PER
X NO STONES LARGER THAN # 67 STONE
300
gao� a
REMOVED AFTER CONNECTION
1' HAND TAMP EARTH
®sem
SHALL BE USED IN SELECT BACKFILL
D.I.P.
BEND ��0°0o
• .
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112"
BOTTOM VIEW
200
•
• 00000�a`
0000
LATERAL FROM THE 4" STUB OUT.
•
[13mm] O
PVC C900
SDR 18 (200 PSI)
OR
DUCTILE IRON CL)
WITH PROTECTEE
CLASS C
FORCE MAIN
kMP IN
-12" LIFTS
:CAREFULLY COMPACTED
SELECT BACK FILL 1 FT.
ABOVE TOP OF PIPE
HAND TAMP
EARTH
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
SEWER BEDD G
SCALE:
N.T.S.
DATE:
0
o
ANCHORAGE SCHEDULE
12-16-13
4. PROTECTIVE
5" SCH 40 STEEL PIPE
WV
WITH EPDXY COATING
THREE COURSES OF
RUST-OLEUM 9335 ABOVE GRADE
GRADE RINGS MAXIMUM
9578 BELOW GRADE - 9373 PRIMER
24"
DATE:
T
T
\ 60°
1//4' MESH SCREEN
18" MAX.
L
H
' D.I.P. EVERY 12"
STRAIGHT WALL OF M.H.
TO BE LOCATED OVER IN
5' - 0" FOR PIPES
OVER 18" _
4' - 0" FOR PIPES
18" & SMALLER
PRECAST INVERTS ONLY
2" STAINLESS STEEL STAPS
O.C. FROM BASE
" x 3" S.S. ANCHOR
PER STRAP
x 2'
ETE ANCHOR
NOTES:
MINIMUM COVER IS 36"
2" PVC SDR 21 (200 PSI)
6"-8" PVC SDR 18
12" OR LARGER DIP
NO STONES LARGER THAN # 67 STONE
SHALL BE USED IN SELECT BACKFILL
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
8 A
GENERAL NOTES:
II
1 1 ROLL OF MASTIC AND A 6" EXTERNAL JOINT/SEAM WRAP INSTALLED ON EACH MANHOLE SECTION
(2) MANHOLE VACUUM TESTING - AFTER EACH MANHOLE IS INSTALLED AND ALL PIPES ARE CONNECTED, BUT BEFORE BACKFILLING, THE MANHOLE SHALL BE VACUUM TESTED.
ALL PIPES ENTERING THE MANHOLE SHALL BE PLUGGED AND BRACED. THE CONTRACTOR SHALL FURNISH ALL MATERALS, LABOR AND EQUIPMENT NECESSARY TO PERFORM
THE TESTING. A VACUUM OF 10 INCHES OF MERCURY SHALL BE CREATED ON THE INSIDE OF THE MANHOLE. AT THE VACUUM OF 10 INCHES OF MERCURY, THE PUMP SHALL
BE STOPPED AND THE TIME SHALL BE MEASURED FOR THE VACUUM TO DROP 9 INCHES. FAILURE OF THE TEST SHALL BE ANY AMOUNT OF TIME LESS THAN THE FOLLOWING.
4 FT. DIAMETER MANHOLE = 60 SECONDS
5 FT. DIAMETER MANHOLE = 75 SECONDS
6 FT. DIAMETER MANHOLE = 90 SECONDS
7 FT. DIAMETER MANHOLE = 105 SECONDS
8 FT. DIAMETER MANHOLE = 120 SECONDS
10 FT. DIAMETER MANHOLE = 150 SECONDS
UPON TEST FAILURE, THE CONTRACTOR SHALL REPAIR ALL LEAKS AND RETEST THE MANHOLE UNTIL THE TEST HAS PASSED.
STANDARD DETAIL
20' JT D.I.P.
D.I.P. TEE
UiU UU i i UR ULLL
STANDARD DETAIL
WATER TRENCH
�20' JOINT D.I.P. OR D.I.P.
TO UNDISTURBED GROUND.
11MIN.\
o'er
UNION COUNTY PUBLIC WORKS DEPARTMENT
MASONRY
STANDARD DETAIL
0
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ANCHORAGE SCHEDULE
I
4. PROTECTIVE
5"—
"—
WV
UNION COUNTY, N.C.
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WALL WITH
WALL
22 1/22 BEND
452 BEND
902 BEND
DATE:
TIES ON
STRAIGHT WALL OF M.H.
PIPE SIZE
L
H
' D.I.P. EVERY 12"
TO BE LOCATED OVER
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NOTES:
ESMT/R/W LINE --_4"
WIDEST SHELF
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1'3"
TO BE LOWERED
AFTER
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VARIES
2'9"
CONNECTION
TO BUILDING PLUMBING
2"
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1'6"
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2'3"
V-9
M/
4'0"
000 00
•
3'0"
�
300
gao� a
REMOVED AFTER CONNECTION
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PIECE 4" SCH. 40 COMBINATION WYE TO MINIMIZE
24" CONCRETE 1"
D.I.P.
BEND ��0°0o
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MIN PROTECTOR MIN
200
•
• 00000�a`
0000
LATERAL FROM THE 4" STUB OUT.
•
2'0"
00 0 0 0 0
5 ♦ pp Cb O�0p0
0008
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3/4" (19mm) LETTERS
(RECESSED FLUSH)
NOTES:
1. ALL CASTINGS TO BE FREE FROM SAND HOLES. NO PLUGGING ALLOWED.
2. MACHINE ALL CONTACT SURFACES BETWEEN RING AND COVER.
3. PROVIDE TWO VENT HOLES IN COVER, 1" DIA. TAPERED TO 1-1/8" ON
REVERSE SIDE.
4. MINIMUM WEIGHTS: COVER - 120 LBS. RING - 190 LBS.
5. ALL MANHOLE RINGS OUT OF ROAD RIGHT OF WAY SHALL BE BOLTED
INTO MANHOLE WITH 5/8" DIAMETER KWIK BOLT STUD ANCHOR SYSTEM.
HILTI BRAND OR APPROVED EQUAL.
2' - 11/4"
1' - 113/4"
1' - 111/2"
1' - 5 1/4" 11/2"
2 3/4"
2 1/8" 1„ 3 3/4" 7,1/2„
3 10 1/4" 4 3/4
4 3/8" 2' - 0 1/2"
1/2"
4 3/8"
2' - 9 1/4"
(U.S. FOUNDRY - 669, VULCAN - 1384 OR EQUAL)
8
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UNION COUNTY PUBLIC WORKS DEPARTMENT
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STANDARD DETAIL
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ANCHORAGE SCHEDULE
I
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Lo CO
SCALE:
WV
UNION COUNTY, N.C.
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11
RING COVER
22 1/22 BEND
452 BEND
902 BEND
DATE:
1 \
TEST PRESSURE
PIPE SIZE
L
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9-9-11
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NOTES:
ESMT/R/W LINE --_4"
CLEAN OUT EXTENSION
(P.S.I.)
z
1'3"
TO BE LOWERED
AFTER
1'0"
1. THE CLEAN-OUT SHALL BE ADJUSTED TO GRADE
2'9"
CONNECTION
TO BUILDING PLUMBING
1'6"
AND THE POST REMOVED BY THE PLUMBER UPON
6„
1'6"
1'3"
2'3"
CONNECTION TO THE TAP.
M/
4'0"
4"x4"x8' (MIN) POST TO BE
3'0"
2. PLUMBER SHALL HAVE THE OPTION TO INSTALL A ONE
300
8„
REMOVED AFTER CONNECTION
1'6"
PIECE 4" SCH. 40 COMBINATION WYE TO MINIMIZE
24" CONCRETE 1"
3'0" 2'0"
TO BUILDING PLUMBING
2'0"
TRENCH DEPTH OR INSTALL THE SEWER SERVICE
MIN PROTECTOR MIN
200
(SEE NOTE 1)
2'0"
LATERAL FROM THE 4" STUB OUT.
RING
2'0"
GRADE
4'6"
3. ALL CONSTRUCTION BY THE PLUMBER, EITHER OPTION 1
3'6"
2'3"
300
Q
OR OPTION 2, SHALL BE INSPECTED AND APPROVED
1'9"
4'0"
23"
4'3" 3'0"
BY UNION COUNTY PLUMBING INSPECTOR UNDER A
��\\i�\\'\\\%moi
•
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STAINLESS STEEL STRAP
ON D.I.P. DROPS 4' MAX. VALID PLUMBING PERMIT.
SPACING.
o� Qv DOO�OVO "pOp �f O'OP�jp�j O O O
00o OO..Q.Sp Oo�ppOOpO
#67 STONE
OPTION 'A' OPTION'S'
GENERAL NOTES:
(1) CARE MUST BE TAKEN TO FORM A SMOOTH FINISHED TROUGH FROM ENTRANCE PIPES TO EXIT PIPE, AND IN CURVED
MANHOLES THE TROUGH MUST BE A SMOOTH CIRCULAR ARC TANGENT TO THE INSIDE WALLS OF THE PIPES AT THEIR ENDS.
(2) THE SLOPE OF THE OUTSIDE DROP TROUGH SHALL BE 1/4" PER FOOT.
(3) ALL PIPE OPENINGS TO BE NO GREATER THAN 3" LARGER THAN O.D. OF PIPE AND ADDITIONALLY REINFORCED WITH A MINIMUM OF 0.20 SQ. IN.
OF STEEL AT 90 DEGREES. PIPE TO BE CENTERED IN OPENINGS, ADDITIONAL REINFORCEING NOT REQUIRED FOR CORED OPENINGS.
(4) OUTSIDE DROP SHALL NOT ENTER MANHOLE IN CONE SECTION.
(5) MATCH DROP INFLUENT CROWN TO CROWN WITH EFFLUENT PIPE.
UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C. MANHOLE DATE: 10 UNION COUNTY, N.C.
7-31-14
UNDISTURBED EARTH �. DITCH L
12" BANKS
• MAX 45' CONCRETE
CONCRETE i
DITCH BANKS UNDISTURBED
EARTH
PLAN 450 BENDS BDITCH
ANKS
ALSO 900, 22 1/20, 11 1/20
DITCH BANK
H CONCRETE
• ' v DITCH BOTTOM
H/2 UNDISTURBED
EARTH
ELEVATION AT FITTINGS
CONTRACTOR SHALL USE TIE RODS TO SHIM AS NECESSARY
SECURE VERTICAL BENDS
/DITCH'
\ • \
BOTTOM
MIN. 11/2 CU. YD
UNDISTURBED EARTH OF CONCRETE
VERTICAL BEND
STANDARD DETAIL
OUTSIDE DROP MANHOLE
4. CONTRACTOR OR UNION COUNTY PUBLIC WORKS 4" PVC FEMALE
PERSONNEL MAY ADJUST SERVICE LATERAL ELEVATION ADAPTOR W/SHC. 3.0'
WITH FITTINGS IF ADEQUATE GRADE EXISTS. 40 PLUG MIN
5. LATERAL CONNECTIONS TO MANHOLES MUST BE
CORED AND BOOT INSTALLED. 4" SCH. 40 PVC
OPTIONAL 4" SCH. 40 COMBINATION
4" SCH. 40 - 1/8 BEND
SOLVENT WELD CONNECTION (TYP) WYE TO BE INSTALLED
BY BUILDER'S PLUMBER. — — TO BUILDING
4" SCH. 40 PVC NIPPLE. IF ADEQUATE GRADE EXISTS BY PLUMBER
LENGTH VARIES DEPENDING ON TO BUILDING'S FLOOR OPTION 2
DEPTH OF SEWER MAIN TO ELEVATION (SEE NOTE 2) TO BUILDING (SEE NOTE 3)
MINIMIZE ADDITIONAL BENDS. BY PLUMBER
4" SCH. 40 COMBINATION WYE OPTION 1
(SEE NOTE 3)
DISTANCE VARIES
SDR 35 PVC 8x8x4 WYE
INSTALL ROTATED 45° FROM 1% MIN. SLOPE I
THE SPRING LINE
SPRING LINE
UNION COUNTY PUBLIC WORKS DEPARTMENT
10 BUNION COUNTY, N.C.
THRUST BLOCK DIMENSIONS BASED ON SOIL BEARING CAPACITY
OF 2000 P.S.F. AND A WATER TEST PRESSURE OF 150 P.S.I. SIZES OF THRUST
BLOCKS MAY BE REVISED BY THE ENGINEER WHERE BEARING CAPACITY
OF SOIL VARIES.
PROVIDE TAR PAPER JOINT BETWEEN CONCRETE THRUST BLOCK AND
PORTION OF PIPE BEING ANCHORED.
ALL CONCRETE THRUST BLOCKS SHALL BE 2500 P.S.I. CONCRETE.
MAXIMUM VERTICAL DEFLECTION SHALL BE 22 1/20.
JOINTS SHALL REMAIN FREE OF CONCRETE FOR INSPECTION, REPAIR OR
REPLACEMENT OF JOINTS.
Iva
-45° \_4" SCH. 40
GRAVITY SEWER MAIN PVC CAP ON
(SEE SPECIFICATIONS) 4" STUB OUT
STANDARD DETAIL
SEWER LATERAL
EXISTING
WATER MAIN
THRUST BLOCKING DIP
TAPPING SLEEVE
& VALVE
ENCASEMENT
w w
OPTION "A"
TIE IN - DUCTILE IRON DETAIL
NOTE:
OPTION "A" OR "B" WILL BE REQUIRED, DEPENDING ON
THE AMOUNT OF SPACE AVAILABLE, TO BE FIELD VERIFIED
EXISTI
WATER MI
RESTRAINT JOIN'
PIPE FROM VALVI
TO 54' PAST CASINI
DIP
DIP WATER MAI
2UST BLOCKING
PING SLEEVE
%LVE
54'
W
ENCASEMENT
OPTION "B"
TIE IN - DI, RESTRAINT JOINT DETAIL
STANDARD DETAIL STANDARD DETAIL STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT I SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.C. THRUST BLOCK N.T.S. 16UNION COUNTY, N.C. THRUST BLOCK S P E C F C A T ONS N/A 1 7 UNION COUNTY, N.C. N.T.S.
1117T06 111706 TAPPING SLEEVE 11D-1706
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2'6"
1'9"
4'0"
23"
4'3" 3'0"
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12"
3'6"
2'0"
5'3"
2'6"
1 6'0" 3'3"
7'0"
3'6"
5'0"
3'6"
300
3'0"
1'0"
4'0"
3'0"
4'6" 3'9"
6'0"
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4'6"
3'6"
200
14"
4'0"
2'6"
5'3"
3'6"
6'0" 4'3"
6'6"
5'0"
5'0"
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300
3'0"
2'9"
4'6"
3'6"
5'0" 4'6"
7'0"
4'3"
5'0"
4'0"
200
16"
4'0"
3'0"
6'3"
3'9"
6'5" 5'3"
8'0"
5'3"
7'6"
4'0"
300
THRUST BLOCK DIMENSIONS BASED ON SOIL BEARING CAPACITY
OF 2000 P.S.F. AND A WATER TEST PRESSURE OF 150 P.S.I. SIZES OF THRUST
BLOCKS MAY BE REVISED BY THE ENGINEER WHERE BEARING CAPACITY
OF SOIL VARIES.
PROVIDE TAR PAPER JOINT BETWEEN CONCRETE THRUST BLOCK AND
PORTION OF PIPE BEING ANCHORED.
ALL CONCRETE THRUST BLOCKS SHALL BE 2500 P.S.I. CONCRETE.
MAXIMUM VERTICAL DEFLECTION SHALL BE 22 1/20.
JOINTS SHALL REMAIN FREE OF CONCRETE FOR INSPECTION, REPAIR OR
REPLACEMENT OF JOINTS.
Iva
-45° \_4" SCH. 40
GRAVITY SEWER MAIN PVC CAP ON
(SEE SPECIFICATIONS) 4" STUB OUT
STANDARD DETAIL
SEWER LATERAL
EXISTING
WATER MAIN
THRUST BLOCKING DIP
TAPPING SLEEVE
& VALVE
ENCASEMENT
w w
OPTION "A"
TIE IN - DUCTILE IRON DETAIL
NOTE:
OPTION "A" OR "B" WILL BE REQUIRED, DEPENDING ON
THE AMOUNT OF SPACE AVAILABLE, TO BE FIELD VERIFIED
EXISTI
WATER MI
RESTRAINT JOIN'
PIPE FROM VALVI
TO 54' PAST CASINI
DIP
DIP WATER MAI
2UST BLOCKING
PING SLEEVE
%LVE
54'
W
ENCASEMENT
OPTION "B"
TIE IN - DI, RESTRAINT JOINT DETAIL
STANDARD DETAIL STANDARD DETAIL STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT I SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.C. THRUST BLOCK N.T.S. 16UNION COUNTY, N.C. THRUST BLOCK S P E C F C A T ONS N/A 1 7 UNION COUNTY, N.C. N.T.S.
1117T06 111706 TAPPING SLEEVE 11D-1706
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3
GENERAL NOTES
(1) RPZ SHALL BE INSTALLED FOR CUSTOMER APPLICATIONS
APPROVED BY UNION COUNTY PUBLIC WORKS.
(2) REDUCED PRESSURE PRINCIPLE BACKFLOW PREVENTION
ASSEMBLY SHALL COMPLY WITH ASSE 1013 & AWWA C511
(FEBCO B25Y, WILKINS MODEL 975XL, HERSEY MODEL FRPII OR EQUAL).
(3) OWNER SHALL PROVIDE WRITTEN CERTIFICATION TO THE
COUNTY THAT THE RPZ HAS BEEN TESTED BY A CERTIFIED
BACKFLOW PREVENTION TECHNICIAN AFTER INSTALLATION.
(4) BACKFLOW PREVENTION ASSEMBLY SHALL BE
REDUCED PRESSURE PRINCIPLE BACKFLOW PREVENTION ASSEMBLY
CENTERED ON CONCRETE OR APPROVED FIBERGLASS
VARIES
MOUNTING PAD AND CENTERED WITHIN ENCLOSURE.
ELECTRICAL RECEPTACLE
(SEE MANUFACTURER)
CLASS 1 OR CLASS 2, ASSE
z
SCALE :
MIN.
1060 INSULATED WEATHERPROOF
(5) REDUCER PRESSURE ZONE ASSEMBLY SHALL BE ABOVE
JUMPER
IONNEET 0
UNION
ENCLOSURE ANCHORED TO
GROUND ONLY,
J
METER BOXES, SEWER
LINE I I
MINIMUM
CONCRETE OR APPROVED
(6) BACKFLOW PREVENTION ASSEMBLY SHALL BE INSTALLED
CLEAN—OUTS, VALVE
SCALE:
POSITIVE DRAINAGE OUT OF
BALL
FIBERGLASS MOUNTING PAD
OUTSIDE OF THE RIGHT OF WAY, MAXIMUM OF 5 FEET.
(7) PIPE MATERIAL SHALL BE BRASS (ASTM B43).
(B) INSTALLATION SHALL BE IN COMPLIANCE WITH ALL
APPLICABLE COUNTY ORDINANCES AND SPECIFICATIONS
IN ADDITION TO THE N.C. PLUMBING CODE. ¢ 6•
(9) PROPERTY OWNER SHALL BE RESPONSIBLE FOR Z
MAINTENANCE AND OPERATION OF BACKFLOW
ASSEMBLY AND COMPLIANCE WITH REPORTING AND
TESTING REQUIREMENTS. w
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1' CLEA
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BRASS TO
METER
CLE
STANDARD
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UNION COUNTY PUBLIC WORKS DEPARTMENT REDUCED PRESSURE ZONE DETAIL SCALE:
ONEASSEMBLY24AUNION COUNTY, N.C. DATE:
(3/41' - 21 12-13-13
LOCATE CBU ONLY — -�
IN CROSSHATCH AREA.
(DO NOT INSTALL IN
"THROAT" OF CUL-DE-SAC)
2'-6" CURB & GUTTER
EDGE
TRAVELOLANE A I ■
ROADWAY
CENTERLINE
RAMP LOC.
SEE FIGURE 7 PAGE 45, "NCDOT SUBDIVISION ROADS MINIMUM CONSTRUCTION
STANDARDS JANUARY 2010" FOR LOCAL AND COLLECTOR ROAD DIMENSIONS.
W W
Lu
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W LL
O O 0
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W W I
ADA RAMP LOC. COF
2'-6"
C&G
CBU
CONCRETE PAD
FOR CBU (PER USPS)
- CBU
(ACCESS FROM PAD)
FIGURE 3
CBU PLACEMENT FOR C & G SECTION RESIDENTIAL SUBDIVISION STREETS
z
0
METER &CONNECTOR LINE ~
EXISTING WATERMAIN RPZ SLEEVE LONG PATTERN
I TAPPING PLUG
z
V)2" 0 RESTRAINT VALVE
- ------------- - - - - -- J.
% J
EXISTING VALVE- I S" - 54 LF RESTRAINT JT.
LENGTH OF STUB
VARIES (SEE NOTE 7) NEW WATERMAIN
GENERAL NOTES
(1) INSTALL CONNECTOR LINE FROM EXISTING BLOW OFF ASSEMBLY TO NEW
MAIN FOR FILLING, TESTING AND STERILIZING NEW MAIN.
12) CONNECTOR LINE TO BE ASSEMBLED WITH RPZ AND METER BY CONTRACTOR
AND TO BE OPERATED AND INDEPENDENT OF EXISTING MAIN,
(3) BLOCKING ON EXISTING LINE NOT TO BE DISTURBED.
141 FINAL CONNECTION TO EXISTING MAIN TO BE MADE ONLY AFTER TOTAL
PROJECT IS ACCEPTED BY UNION COUNTY PUBLIC WORKS,
151 VALVES ON EXISTING SYSTEM TO BE OPERATED BY UCPW FORCES ONLY.
(6) ONLY ONE CONNECTION WILL BE ALLOWED BETWEEN THE EXISTING SYSTEM
AND THE NEW CONSTRUCTION UNTIL TESTING AND DISINFECTION IS COMPLETE.
(7) 6" OR B" DIAMETER PIPE= 40 LF OF STUB, 12" OR 16" DIAMETER PIPE= 72 LF OF STUB
NOTE: MAXIMUM
120 VOLT GFCI
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0
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ELECTRICAL RECEPTACLE
UNION COUNTY PUBLIC WORKS DEPARTMENT
6'
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SCALE :
MIN.
5
THREADED
JUMPER
IONNEET 0
UNION
SERVICE
SANITARY
0___�SEWER MAIN
J
METER BOXES, SEWER
LINE I I
MINIMUM
PRELIMINARY DETAIL
DRAIN PORT - PROVIDE
CLEAN—OUTS, VALVE
SCALE:
POSITIVE DRAINAGE OUT OF
BALL
MAXIMUM SLOPE ACROSS SEWER EASEMENT
ENCLOSURE (MINIMUM TWICE
VALVE
DATE:
THE SIZE OF RPZ)
„ P
APPURTENANCES ARE
)Iii -11TH
4'3000 PSI CONCRETE
—" =1111(,=11111=llll�v=
IIID iii=lllli�l=11111= SLAB. DIMENSIONS PER
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DAMAGED OR
BOX MANUFACTURER
�� MINIMUM 6
WW
SPECIFICATIONS
OPENING
MINIMUM 2'
0
C)
ANNULAR AREA
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MINIMUMEE OF
E-
ISI-1111_—ET
BRASS FROM BOW
3/4" DOMESTIC
I" FLOW
NOTE: WATER METERS ARE
T -IIID IIIIIJ�u
METER
STANDARD
D
UNION COUNTY PUBLIC WORKS DEPARTMENT REDUCED PRESSURE ZONE DETAIL SCALE:
ONEASSEMBLY24AUNION COUNTY, N.C. DATE:
(3/41' - 21 12-13-13
LOCATE CBU ONLY — -�
IN CROSSHATCH AREA.
(DO NOT INSTALL IN
"THROAT" OF CUL-DE-SAC)
2'-6" CURB & GUTTER
EDGE
TRAVELOLANE A I ■
ROADWAY
CENTERLINE
RAMP LOC.
SEE FIGURE 7 PAGE 45, "NCDOT SUBDIVISION ROADS MINIMUM CONSTRUCTION
STANDARDS JANUARY 2010" FOR LOCAL AND COLLECTOR ROAD DIMENSIONS.
W W
Lu
J J
d MIN.
W LL
O O 0
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W W I
ADA RAMP LOC. COF
2'-6"
C&G
CBU
CONCRETE PAD
FOR CBU (PER USPS)
- CBU
(ACCESS FROM PAD)
FIGURE 3
CBU PLACEMENT FOR C & G SECTION RESIDENTIAL SUBDIVISION STREETS
z
0
METER &CONNECTOR LINE ~
EXISTING WATERMAIN RPZ SLEEVE LONG PATTERN
I TAPPING PLUG
z
V)2" 0 RESTRAINT VALVE
- ------------- - - - - -- J.
% J
EXISTING VALVE- I S" - 54 LF RESTRAINT JT.
LENGTH OF STUB
VARIES (SEE NOTE 7) NEW WATERMAIN
GENERAL NOTES
(1) INSTALL CONNECTOR LINE FROM EXISTING BLOW OFF ASSEMBLY TO NEW
MAIN FOR FILLING, TESTING AND STERILIZING NEW MAIN.
12) CONNECTOR LINE TO BE ASSEMBLED WITH RPZ AND METER BY CONTRACTOR
AND TO BE OPERATED AND INDEPENDENT OF EXISTING MAIN,
(3) BLOCKING ON EXISTING LINE NOT TO BE DISTURBED.
141 FINAL CONNECTION TO EXISTING MAIN TO BE MADE ONLY AFTER TOTAL
PROJECT IS ACCEPTED BY UNION COUNTY PUBLIC WORKS,
151 VALVES ON EXISTING SYSTEM TO BE OPERATED BY UCPW FORCES ONLY.
(6) ONLY ONE CONNECTION WILL BE ALLOWED BETWEEN THE EXISTING SYSTEM
AND THE NEW CONSTRUCTION UNTIL TESTING AND DISINFECTION IS COMPLETE.
(7) 6" OR B" DIAMETER PIPE= 40 LF OF STUB, 12" OR 16" DIAMETER PIPE= 72 LF OF STUB
WATER MAIN CROSSING
UNDER STORM DRAIN DETAIL
ONLY APPLICABLE IF
MAXIMUM DEPTH OF BURY
FOR WATER MAIN IS LESS
THAN 6' AT CROSSING,
_I I I_I i .._III— - III — I • r I—III-1 I
IIS
PROPOSED 6.0' DEPTH (MAX.)
GRADE
STM n
45 DEGREE 45 DEGREE
BENDS BENDS
I I 12' (MIN.)
54' RESTRAINT J❑INT
�' � � wnTER wwra I
RESTRAINT
JOINT DIP
20' RESTRAINT J❑INT DIP
3.0' COVER [MIN.)
54' RESTRAINT J❑INT DIP
RESTRAINT
JOINT DIP
UCPW PRELIMINARY DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT PRELIMINARY DETAIL
SCALE:
UNION COUNTY, N.C. WATER MAIN UNDER STORM DRAIN CROSSING N.T.S.
RESTRAINT
VALVE
54' RESTRAINT JT. PIPE (DIP)
TEE 3/4" CORP. STOP
PROPOSED
f LINE
RESTRAINT TAPPING VALVE
JOINT PIPE TAPPING SLEEVE
(DIP) (FOR THRUST BLOCKING
SEE DETAIL# 16
/EXISTING WATER MAIN L%.Q /
CONCRETE BLOCKING LINE TO ABANDONED
WITH THREADED ROD
PLUG TO BE RESTRAINT
TO CONCRETE ANCHOR
RESTRAINT
VALVE
54' RESTRAINT JT. PIPE (DIP)
3/4" CORP. STOP TEE
PROPOSED
LINE � _ _ .
TAPPING VALVE RESTRAINT
TAPPING SLEEVE JOINT PIPE`1
(FOR THRUST BLOCKING (DIP)
SEE DETAIL# 161
�.i
EXISTING WATER MAIN
I INF TO ABANDONED
CONCRETE BLOCKING
WITH THREADED ROD
PLUG TO BE RESTRAINT
TO CONCRETE ANCHOR
NOTE: ALL WATERMAINS ALONG EXISTING DOT ROADS MUST BE A MINIMUM DISTANCE OF A 1/1 RATIO OFF
EDGE OF PAVEMENT OR BACK OF CURB.
STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENTSCALE:
UNION COUNTY, N.C. WATERMAIN RELOCATION N.T.S.27
DATE:
4-3-08
NOTE: MAXIMUM
STANDARD DETAIL
SLOPE OF 2' PER
0
o
Fl
UNION COUNTY PUBLIC WORKS DEPARTMENT
R/W
z
SCALE :
2
5
UNION COUNTY, N.C.
JUMPER
IONNEET 0
DATE:
SERVICE
SANITARY
0___�SEWER MAIN
J
METER BOXES, SEWER
LINE I I
9-2-10
PRELIMINARY DETAIL
�
WATER MAIN CROSSING
UNDER STORM DRAIN DETAIL
ONLY APPLICABLE IF
MAXIMUM DEPTH OF BURY
FOR WATER MAIN IS LESS
THAN 6' AT CROSSING,
_I I I_I i .._III— - III — I • r I—III-1 I
IIS
PROPOSED 6.0' DEPTH (MAX.)
GRADE
STM n
45 DEGREE 45 DEGREE
BENDS BENDS
I I 12' (MIN.)
54' RESTRAINT J❑INT
�' � � wnTER wwra I
RESTRAINT
JOINT DIP
20' RESTRAINT J❑INT DIP
3.0' COVER [MIN.)
54' RESTRAINT J❑INT DIP
RESTRAINT
JOINT DIP
UCPW PRELIMINARY DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT PRELIMINARY DETAIL
SCALE:
UNION COUNTY, N.C. WATER MAIN UNDER STORM DRAIN CROSSING N.T.S.
RESTRAINT
VALVE
54' RESTRAINT JT. PIPE (DIP)
TEE 3/4" CORP. STOP
PROPOSED
f LINE
RESTRAINT TAPPING VALVE
JOINT PIPE TAPPING SLEEVE
(DIP) (FOR THRUST BLOCKING
SEE DETAIL# 16
/EXISTING WATER MAIN L%.Q /
CONCRETE BLOCKING LINE TO ABANDONED
WITH THREADED ROD
PLUG TO BE RESTRAINT
TO CONCRETE ANCHOR
RESTRAINT
VALVE
54' RESTRAINT JT. PIPE (DIP)
3/4" CORP. STOP TEE
PROPOSED
LINE � _ _ .
TAPPING VALVE RESTRAINT
TAPPING SLEEVE JOINT PIPE`1
(FOR THRUST BLOCKING (DIP)
SEE DETAIL# 161
�.i
EXISTING WATER MAIN
I INF TO ABANDONED
CONCRETE BLOCKING
WITH THREADED ROD
PLUG TO BE RESTRAINT
TO CONCRETE ANCHOR
NOTE: ALL WATERMAINS ALONG EXISTING DOT ROADS MUST BE A MINIMUM DISTANCE OF A 1/1 RATIO OFF
EDGE OF PAVEMENT OR BACK OF CURB.
STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENTSCALE:
UNION COUNTY, N.C. WATERMAIN RELOCATION N.T.S.27
DATE:
4-3-08
off.'o
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SEAL
14959 _
1,7
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C-6. 13
NOTE: MAXIMUM
W
SLOPE OF 2' PER
0
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Fl
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R/W
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NOTE: METERS WILL
PRIVATE I I
I I PRIVATE
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NOT BE SET IF WATER
SERVICE
SERVICE
SANITARY
0___�SEWER MAIN
J
METER BOXES, SEWER
LINE I I
I I LINE
PRELIMINARY DETAIL
�
CLEAN—OUTS, VALVE
SCALE:
c
UNION COUNTY, N.C.
MAXIMUM SLOPE ACROSS SEWER EASEMENT
BOXES OR THEIR
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APPURTENANCES ARE
09-21-15
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PRESSURE ASSEMBLY
IRRIGATION 3/4" WATER
SHALL BE INSTALLED
METER SERVICE T❑
BY THE CONTRACTOR'
WATERMAIN
PER UCPW DETAIL 24A
UCPW PRELIMINARY DETAIL
PRELIMINARY DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT
SCALE:
UNION COUNTY, N.C.
IRRIGATION AND DOMESTIC DUAL METER
TAP
N.T.S.
DATE:
07-18-16
off.'o
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14959 _
1,7
Sheet
C-6. 13
NOTE: MAXIMUM
W
SLOPE OF 2' PER
0
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10' WIDTH ACROSS
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R/W
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MAXIMUM SLOPE ACROSS SEWER EASEMENT
N.T.S.
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3
2
X
I.
MISCELLANEOUS
V.
PAVING AND GRADING
A.
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
NPDES NOTE:
NON -EXPANSIVE MATERIALS
SPECIFICATIONS MANUAL SHALL BE CONSIDERED PART OF THESE PLANS.
N.
EXCAVATED IN ACCORDANCE WITH THESE PLANS OR AS DIRECTED BY THE OWNER, THE
REGULATIONS ADOPTED BY THE US ENVIRONMENTAL PROTECTION AGENCY (US EPA) AND BY
B.
THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE PERMIT AND INSPECTION
SHALL BE RESPONSIBLE FOR THE CONTROL AND SAFETY OF THE TRAVELING PUBLIC
OWNER'S ENGINEER, OR OWNER'S SOIL TESTING COMPANY. DELETERIOUS MATERIAL IS TO
THE NORTH CAROLINA DIVISION OF WATER QUALITY REQUIRE THAT A NATURAL POLLUTANT
�
REQUIREMENTS SPECIFIED BY THE VARIOUS GOVERNMENTAL AGENCIES, THE ENGINEER,
VEGETATION, ORGANIC MATTER, DEBRIS, RUBBLE, AND OTHER UNSUITABLE MATERIALS.
BE STOCKPILED OR REMOVED FROM THE SITE AS DIRECTED BY THE OWNER OR THE
DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT BE OBTAINED FOR STORMWATER
THE CONTRACTOR'S MAINTENANCE OF TRAFFIC PLAN MUST BE SUBMITTED AND
AND THE ARCHITECT. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS PRIOR
SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
OWNER'S ENGINEER. EXCAVATED AREAS TO BE BACKFILLED WITH APPROVED MATERIALS
DISCHARGES FROM CONSTRUCTION ACTIVITIES WITH LAND DISTURBANCE OF 1 ACRE OR MORE.
6.
TO CONSTRUCTION, AND SHALL SCHEDULE ANY NECESSARY INSPECTIONS ACCORDING TO
AND COMPACTED AS SHOWN ON THESE PLANS. CONTRACTOR IS RESPONSIBLE FOR
SEIVE SIZE (PER ASTM D422) % PASSING BY WEIGHT
THE CITY/COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
AGENCY INSTRUCTIONS.
LABOR SAFETY REGULATIONS SHALL CONFORM TO THE PROVISIONS SET FORTH BY
ACQUIRING ANY PERMITS THAT ARE NECESSARY FOR REMOVING DELETERIOUS MATERIAL
CONTRACTOR SHALL CHECK EROSION CONTROL MEASURES WEEKLY AND/OR AFTER A 1/2"
C.
ALL SPECIFICATIONS AND DOCUMENTS REFERRED TO IN THESE PLANS SHALL BE OF THE
3/4' 90 - 100
FROM THE SITE.
OR MORE RAIN. CONTRACTOR SHALL KEEP RECORDS OF EVERY INSPECTION.
CONTRACTOR SHALL PROVIDE AND MAINTAIN HIS OWN SAFETY EQUIPMENT IN
LATEST REVISION.
B.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING EXCAVATIONS AGAINST
ACCORDANCE WITH HIS HEALTH & SAFETY PROGRAM AND ALL OTHER APPLICABLE
D.
ALL WORK PERFORMED SHALL COMPLY WITH THE REGULATIONS AND ORDINANCES OF THE
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COLLAPSE AND WILL PROVIDE BRACING, SHEETING OR SHORING AS NECESSARY.
EROSION CONTROL NOTES:
PREVIOUSLY APPROVED.
VARIOUS GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER THE WORK.
RESPONSIBLE FOR PROVIDING ITS EMPLOYEES AND SUB CONTRACTORS WITH
DEWATERING METHODS SHALL BE USED AS REQUIRED TO KEEP TRENCHES DRY WHILE
1. CONTRACTOR SHALL STABILIZE EXPOSED GROUND AS SOON AS INDIVIDUAL AREAS ARE
E.
WORK PERFORMED UNDER THIS CONTRACT SHALL INTERFACE SMOOTHLY WITH OTHER
MATERIALS. STRIPPED SOILS SHALL NOT BE USED IN ENGINEERED FILL, BUT MAY BE
PIPE AND APPURTENANCES ARE BEING PLACED.
COMPLETED.
CONTRACTORS AND SUB CONTRACTOR'S EMPLOYEES COMPLY WITH ALL APPLICABLE
WORK BEING PERFORMED ON SITE BY OTHER CONTRACTORS AND UTILITY COMPANIES. THE
C.
ALL NECESSARY FILL AND EMBANKMENT THAT IS PLACED DURING CONSTRUCTION SHALL
REQUIREMENTS. CONTRACTOR SHALL REMAIN IN COMPLIANCE WITH ALL OCCUPATION
LEAST THE FOLLOWING
CONTRACTOR SHALL COORDINATE AND SCHEDULE HIS ACTIVITIES WHERE NECESSARY
CONSIST OF MATERIAL SPECIFIED BY THE OWNER'S SOIL TESTING COMPANY OR ENGINEER
-
2. CONTRACTOR SHALL NOT REMOVE ANY BASIN UNTIL ALL SEDIMENT PRODUCING AREAS
13. ALL STD. NUMBERS REFER TO THE NCDENR STANDARDS MANUAL UNLESS OTHERWISE
WITH OTHER CONTRACTORS AND UTILITY COMPANIES.
LAWS. THE FOLLOWING IS NOT TO BE PERCEIVED AS THE ENTIRE SAFETY PROGRAM
AND BE PLACED AND COMPACTED ACCORDING TO THESE PLANS OR THE REFERENCED
UPSTREAM HAVE BEEN PERMANENTLY STABILIZED AND REMOVAL IS APPROVED BY
F.
THE WATER AND SANITARY SEWER FACILITIES ARE SUBJECT TO REVIEW BY UNION
D-698 (STANDARD PROCTOR):
SOILS REPORT.
EROSION CONTROL COORDINATOR.
ALL EXCAVATIONS BY THE CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS
COUNTY PUBLIC WORKS AND APPROVAL. STORM DRAINAGE FACILITIES ARE SUBJECT TO
D.
PROPOSED SPOT ELEVATIONS REPRESENT FINISHED PAVEMENT OR GROUND SURFACE
OF THE DEPARTMENT OF LABOR'S OCCUPATIONAL SAFETY AND HEALTH
ENGINEERED FILL MINIMUM % MOISTURE CONTENT
THE REVIEW AND APPROVAL OF UNION COUNTY AND IT SHALL BE THE RESPONSIBILITY OF
C.
GRADE UNLESS OTHERWISE NOTED ON DRAWINGS.
3. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY SEEDING IS
NOT ACCEPTABLE ON THIS PROJECT.
THE CONTRACTOR TO OBTAIN THE REQUIRED PERMITS TO PERFORM WORK IN THE PUBLIC
E.
CONTRACTOR SHALL PROVIDE EROSION CONTROL AND SEDIMENTATION BARRIER (SILT
NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE DENUDED AREAS AND ESPECIALLY
RIGHT-OF-WAY.
SUBPART P.
ENGINEERED FILL UNDER STRUCTURES 98% OPTIMUM TO OPTIMUM PLUS 3%
WHEN SPECIFICALLY REQUIRED AS PART OF THE CONSTRUCTION SEQUENCE SHOWN ON
G.
GRADING OFF SITE WILL REQUIRE A LETTER OF PERMISSION FROM THE OWNER PRIOR TO
AND BEHIND RETAINING WALLS
FENCE OR OTHER MEASURES TO PREVENT SILTATION OF ADJACENT PROPERTY, STREETS,
THE PLAN. ALL GRADED SLOPES MUST BE SEEDED AND MULCHED WITHIN 14 CALENDAR
UNIFORM TRAFFIC CONTROL DEVICES" (U.S. DOT) SHALL BE FOLLOWED IN THE
ANY LAND DISTURBING ACTIVITIES.
16. WHERE TEMPORARY DIVERSIONS ENTER SEDIMENT TRAPS AND BASINS, TEMPORARY SLOPE
STORM SEWERS AND WATERWAYS.
DAYS (7 CALENDAR DAYS FOR SLOPES STEEPER THAN 3:1).
H.
ALL CONSTRUCTION SHALL COMPLY WITH THE LATEST EDITION OF UNION COUNTY LAND
F
F.
IF WIND EROSION BECOMES SIGNIFICANT DURING CONSTRUCTION, THE CONTRACTOR SHALL
PAVEMENT AREAS
E.
DEVELOPMENT STANDARDS.
PUBLIC AND WORKMEN FROM HAZARDS WITHIN THE PROJECT LIMITS.
STABILIZE THE AFFECTED AREA USING SPRINKLING, IRRIGATION OR OTHER ACCEPTABLE
4. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY
I.
THE COUNTY RESERVES THE RIGHT TO INSPECT ALL CONSTRUCTION WITHIN THE PUBLIC
PROPERLY STABILIZED.
METHODS.
LOCAL AUTHORITY.
PROVISIONS SET FORTH IN THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES
RIGHT-OF-WAY, PUBLIC STORM DRAIN EASEMENTS, DETENTION AND WATER QUALITY
G.
THE CONTRACTOR WILL STA
STABILIZE BY SEED AND MULCH, SOD OR OTHER APPROVED
A
PREPARED BY THE U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY
SHALL BE COMPACTED TO AT LEAST THE FOLLOWING PERCENTAGES OF MAXIMUM DRY
BMP'S. THE COUNTY HAS THE ABILITY TO APPROVE OR REJECT ANY WORK COMPLETED
MATERIALS AS REQUIRED ANY DISTURBED AREAS WITHIN ONE WEEK FOLLOWING
5. NO SLOPES SHALL EXCEED 2:1. FILL SLOPES GREATER THAN 10' REQUIRE ADEQUATE
FOR THE
1.TEMPORARY CONSTRUCTION ENTRANCE; MAINTAIN THE GRAVEL PAD IN A
OR ONGOING BY THE CONTRACTOR AT THE DEVELOPER'S EXPENSE.
IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO COMPLY AND
CONSTRUCTION OF THE UTILITY SYSTEMS AND PAVEMENT AREAS. CONTRACTOR SHALL
TERRACING.
ENFORCE ALL APPLICABLE SAFETY REGULATIONS. THE ABOVE INFORMATION HAS
BLEND WITH NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
MAINTAIN SUCH AREAS UNTIL FINAL ACCEPTANCE BY OWNER.
THE INSTALLATION OF TEMPORARY EROSION CONTROL BARRIERS SHALL BE COORDINATED
BEEN PROVIDED FOR THE CONTRACTOR'S INFORMATION ONLY AND DOES NOT IMPLY
MATERIAL COMPACTION RANGE
H.
ENGINEERED FILL MATERIAL SHALL NOT CONTAIN ROCKS OR HARD LUMPS GREATER THAN
AGGREGATE BASE MATERIAL OR 98% OPTIMUM PLUS OR MINUS 2%
REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED OR TRACKED ONTO PUBLIC
EXTENT NECESSARY TO ASSURE ECONOMICAL, EFFECTIVE AND CONTINUOUS CONTROL OF
THAT THE OWNER OR ENGINEER WILL INSPECT AND/OR ENFORCE SAFETY
6 GROUNDCOVER ON EXPOSED SLOPES SHOULD BE COMPLETED WITHIN 14 CALENDAR DAYS
II.
SAFETY
3 INCHES IN MAXIMUM DIMENSIONS AND SHALL BE FREE OF VEGETATION, ORGANIC
'
A.
DURING THE CONSTRUCTION AND MAINTENANCE OF THIS PROJECT, ALL SAFETY
MATTER, DEBRIS, RUBBLE, AND OTHER UNSUITABLE MATERIALS. SHALL BE
7. ALL SILT FENCE SHALL HAVE WIRE AND WASHED STONE.
GERMAN MILLET
BUILDING PERIMETERS OR ON PAVED AREAS.
NON -EXPANSIVE MATERIALS
SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
N.
REGULATIONS SHALL BE ENFORCED. THE CONTRACTOR OR HIS REPRESENTATIVE
I. IMPORTED SOILS FOR USE AS ENGINEERED FILL AND SHALL NOT CONTAIN ROCKS
SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.
PIEDMONT
SHALL BE RESPONSIBLE FOR THE CONTROL AND SAFETY OF THE TRAVELING PUBLIC
HARD LUMPS GREATER THAN 3 INCHES IN MAXIMUM DIMENSIONS AND SHALL BE FREE OF
8 A FILTER BERM SHALL BE PLACED TEMPORALLY AT THE END OF ALL FES UNTIL RIP RAP
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AND THE SAFETY OF HIS PERSONNEL.
VEGETATION, ORGANIC MATTER, DEBRIS, RUBBLE, AND OTHER UNSUITABLE MATERIALS.
APRONS ARE INSTALLED.
B.
THE CONTRACTOR'S MAINTENANCE OF TRAFFIC PLAN MUST BE SUBMITTED AND
J. AGGREGATE BASE MATERIAL SHALL MEET THE FOLLOWING GRADATION REQUIREMENTS.
SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
W
APPROVED BY UNION COUNTY AND EAGLE ENGINEERING PRIOR TO BEGINNING ANY
6.
g ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF
CONSTRUCTION ACTIVITIES.
SEIVE SIZE (PER ASTM D422) % PASSING BY WEIGHT
THE CITY/COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
C.
LABOR SAFETY REGULATIONS SHALL CONFORM TO THE PROVISIONS SET FORTH BY
1 INCH 100
10. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A
m 10
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OSHA IN THE FEDERAL REGISTER OF THE DEPARTMENT OF TRANSPORTATION.
3/4' 90 - 100
VIOLATION OF NC LAW AND IS SUBJECT TO A FINE.
D.
CONTRACTOR SHALL PROVIDE AND MAINTAIN HIS OWN SAFETY EQUIPMENT IN
NO. 8 35 - 55
AND OTHER DEBRIS FROM THE RISER AND POOL AREA.
ACCORDANCE WITH HIS HEALTH & SAFETY PROGRAM AND ALL OTHER APPLICABLE
NO. 200 0 - 8
11. A GRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING THAT WAS NOT
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LEGAL AND HEALTH AND SAFETY REQUIREMENTS. THE CONTRACTOR IS ALSO
K. ALL AREAS TO RECEIVE FILL, AND AREAS OF STRUCTURES AND PAVEMENTS, SHALL BE
PREVIOUSLY APPROVED.
VI.
RESPONSIBLE FOR PROVIDING ITS EMPLOYEES AND SUB CONTRACTORS WITH
STRIPPED OF VEGETATION, ORGANIC MATTER, DEBRIS, RUBBLE, AND OTHER UNSUITABLE
PLUGGING WITH ICE.
A.
ADEQUATE INFORMATION AND TRAINING TO ENSURE THAT ALL EMPLOYEES AND SUB
MATERIALS. STRIPPED SOILS SHALL NOT BE USED IN ENGINEERED FILL, BUT MAY BE
12. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES.
CONTRACTORS AND SUB CONTRACTOR'S EMPLOYEES COMPLY WITH ALL APPLICABLE
USED IN LANDSCAPE AREAS. ENGINEERED FILL MATERIAL SHALL BE COMPACTED TO AT
WHEN FIELD CONDITIONS WARRANT OFF-SITE GRADING, PERMISSION MUST BE OBTAINED
REQUIREMENTS. CONTRACTOR SHALL REMAIN IN COMPLIANCE WITH ALL OCCUPATION
LEAST THE FOLLOWING
FROM AFFECTED PROPERTY OWNERS.
SAFETY AND HEALTH REGULATIONS AS WELL AS THE ENVIRONMENTAL PROTECTION
z
13. ALL STD. NUMBERS REFER TO THE NCDENR STANDARDS MANUAL UNLESS OTHERWISE
B.
LAWS. THE FOLLOWING IS NOT TO BE PERCEIVED AS THE ENTIRE SAFETY PROGRAM
* PERCENTAGES OF MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT, PER ASTM
NOTED.
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BUT JUST BASIC REQUIREMENTS.
D-698 (STANDARD PROCTOR):
HEALTHY VIGOROUS CONDITION TO PROTECT THE AREA FROM EROSION AND SCOUR
E.
ALL EXCAVATIONS BY THE CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS
14. STEEL POST WITH WIRE FENCE BACKING SHOULD BE USED INSTEAD OF WOODEN POST,
OF THE DEPARTMENT OF LABOR'S OCCUPATIONAL SAFETY AND HEALTH
ENGINEERED FILL MINIMUM % MOISTURE CONTENT
BURIED OR DRIVEN TO A DEPTH OF 18" IN THE GROUND. PREFABRICATED SILT FENCE IS
C.
ADMINISTRATION RULES AND REGULATIONS. PARTICULAR ATTENTION MUST BE PAID
MATERIAL COMPACTION RANGE
NOT ACCEPTABLE ON THIS PROJECT.
NATIVE SOIL 92% OPTIMUM TO OPTIMUM PLUS 3%
UNLESS OTHERWISE NOTED.
TO THE CONSTRUCTION STANDARDS FOR EXCAVATIONS, 29 CFR PART 1926,
SHOULD THE FABRIC OF THE SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
SUBPART P.
ENGINEERED FILL UNDER STRUCTURES 98% OPTIMUM TO OPTIMUM PLUS 3%
15. SEDIMENT TRAP AND BASINS SLOPES SHALL BE SEEDED IMMEDIATE AFTER CONSTRUCTION
F.
THE MINIMUM STANDARDS AS SET FORTH IN THE CURRENT EDITION OF "MANUAL ON
AND BEHIND RETAINING WALLS
TO PROMOTE STABLE SLOPES AS SOON AS POSSIBLE.
OWNER'S ENGINEER PRIOR TO THE PLACEMENT OF BACKFILL. CONTRACTOR TO NOTIFY THE
UNIFORM TRAFFIC CONTROL DEVICES" (U.S. DOT) SHALL BE FOLLOWED IN THE
FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
16. WHERE TEMPORARY DIVERSIONS ENTER SEDIMENT TRAPS AND BASINS, TEMPORARY SLOPE
ENGINEER 48 HOURS IN ADVANCE TO SCHEDULE INSPECTIONS.
DESIGN APPLICATION, INSTALLATION, MAINTENANCE AND REMOVAL OF ALL TRAFFIC
ENGINEERED FILL UNDER 95% OPTIMUM PLUS OR MINUS 2%
DRAINS MAY BE NECESSARY BASED ON FIELD CONDITIONS.
CONTROL DEVICES, WARNING DEVICES AND BARRIERS NECESSARY TO PROTECT THE
PAVEMENT AREAS
E.
THE CONTRACTOR SHALL MAINTAIN AND PROTECT FROM MUD, DIRT, DEBRIS, ETC. THE
PUBLIC AND WORKMEN FROM HAZARDS WITHIN THE PROJECT LIMITS.
FILL IN LANDSCAPE AREAS 92% 2 TO 5% ABOVE OPTIMUM
G.
ALL TRAFFIC CONTROL MARKINGS AND DEVICES SHALL CONFORM TO THE
PROPERLY STABILIZED.
MAY BE REQUIRED TO RECLEAN PIPES AND INLETS FOR THESE PURPOSES.
PROVISIONS SET FORTH IN THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES
AGGREGATE BASE MATERIAL OR IMPORTED GRANULAR SOIL IN BUILDING AND PAVED AREAS
LL�,
PREPARED BY THE U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY
SHALL BE COMPACTED TO AT LEAST THE FOLLOWING PERCENTAGES OF MAXIMUM DRY
MAINTENANCE PLAN:
MM
ADMINISTRATION.
DENSITY AND OPTIMUM MOISTURE CONTENT, PER ASTM D-698 MODIFIED OR AASHTO
FOR THE
1.TEMPORARY CONSTRUCTION ENTRANCE; MAINTAIN THE GRAVEL PAD IN A
H.
IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO COMPLY AND
EQUIVALENT.
CONDITION PREVENT MUD OR SEDIMENT FROM LEAVING THE SITE. THIS MAY REQUIRE
ENFORCE ALL APPLICABLE SAFETY REGULATIONS. THE ABOVE INFORMATION HAS
BLEND WITH NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
PERIODIC TOPDRESSING WITH 2 -INCH STONE. AFTER EACH RAINFALL INSPECT ANY
THE INSTALLATION OF TEMPORARY EROSION CONTROL BARRIERS SHALL BE COORDINATED
BEEN PROVIDED FOR THE CONTRACTOR'S INFORMATION ONLY AND DOES NOT IMPLY
MATERIAL COMPACTION RANGE
STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY
WITH THE CONSTRUCTION OF THE PERMANENT EROSION CONTROL FEATURES TO THE
AGGREGATE BASE MATERIAL OR 98% OPTIMUM PLUS OR MINUS 2%
REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED OR TRACKED ONTO PUBLIC
EXTENT NECESSARY TO ASSURE ECONOMICAL, EFFECTIVE AND CONTINUOUS CONTROL OF
THAT THE OWNER OR ENGINEER WILL INSPECT AND/OR ENFORCE SAFETY
IMPORTED GRANULAR SOIL IN BUILDING
ROADWAYS.
EROSION AND WATER POLLUTION THROUGHOUT THE LIFE OF THE CONSTRUCTION PHASE.
REGULATIONS.
AND PAVEMENT AREAS
2. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
I.
THE CONTRACTOR SHALL EXERCISE EXTREME CAUTION IN AREAS OF BURIED
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM
(1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT
OF THE CONSTRUCTION OPERATION AND SOIL TYPE THAT WILL BE EXPOSED. SILTY
UTILITIES AND SHALL PROVIDE AT LEAST 48 HOURS NOTICE TO THE UTILITY
HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGES IMMEDIATELY. IF
AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO
AND CLAYEY MATERIAL USUALLY REQUIRE SOLID SEDIMENT BARRIERS TO PREVENT
COMPANIES PRIOR TO CONSTRUCTION TO OBTAIN FIELD LOCATIONS OF EXISTING
L. IF SUB GRADE SOILS EXHIBIT PUMPING DURING COMPACTION, THE AREA SHALL BE
ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT
TURBID WATER DISCHARGE, WHILE SANDY MATERIAL MAY NEED ONLY SILT SILT FENCE TO
UNDERGROUND UTILITIES.
ALLOWED TO DRY UNTIL THE SOILS BECOME WORKABLE WITHOUT PUMPING. THE
THE SEDIMENT UNDERNEATH CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE
J.
THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY DAMAGE TO EXISTING
MOISTURE CONTENT OF THE SOILS SHALL BE ADJUSTED TO PREVENT PUMPING.
ENTIRE BASIN NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE
SITUATIONS. DIVERSION DITCHES OR SWALES MAY BE REQUIRED TO PREVENT TURBID
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,
VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOW THE SKIMMER.
STORM WATER RUNOFF FROM BEING DISCHARGED TO WETLANDS OR OTHER WATER
WORK PERFORMED BY THE CONTRACTOR CALLED FOR IN THIS CONTRACT.
FLOOR SLAB, AND PAVED AREAS. IF THIS OCCURS, THE SOFTENED SOILS SHALL BE
PLACE REMOVED SEDIMENT IN AN AREA WITH SEDIMENT CONTROLS.
BODIES. IT MAY BE NECESSARY TO EMPLOY A COMBINATION OF BARRIERS, DITCHES AND
REMOVED AND REWORKED IMMEDIATELY PRIOR TO CONCRETE PLACEMENT. IF RAINFALL IS
3. REPAIR BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS FLOWING
K.
ALL UNDERGROUND UTILITIES MUST BE IN PLACE AND TESTED OR INSPECTED PRIOR
EXPECTED AT A TIME WHEN BEARING SOILS IN FOOTING AREAS ARE EXPOSED, A 2 TO 4
UNDERNEATH OR AROUND THEM.
CONSTRUCTION OPERATIONS IN OR ADJACENT TO WETLANDS SHALL BE RESTRICTED TO
TO BASE AND PAVEMENT CONSTRUCTION.
INCH THICK LAYER OF LEAN CONCRETE MAY BE PLACED IN SUCH AREAS THE SITE
4 IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN USUALLY
III. SITE PLAN AND COORDINATE GEOMETRY
A. PRELIMINARY ARCHITECTURAL BUILDING, AND PLUMBING PLANS HAVE NOT BEEN
RECEIVED BY EEI.
B. SITE PLAN PREPARED BY EEI.
C. STRUCTURAL PLANSHAVE NOT BEEN RECEIVED BY EEI.
D. ELECTRICAL, MECHANICAL, AND FIRE SAFETY PLANS HAVE NOT BEEN RECEIVED BY
EEI.
E. BOUNDARY SURVEY & TOPOGRAPHIC SURVEY PREPARED BY ESP & ASSOCIATES
AND VERIFIED BY
EAGLE ENGINEERING INC.
F. ALL POINTS AND MONUMENTS SHALL BE SURVEYED UPON MOBILIZATION TO VERIFY
THEIR ACCURACY. ANY DISCREPANCIES DISCOVERED MUST BE BROUGHT TO THE
ATTENTION OF THE ENGINEER IN WRITING.
G. MONUMENTS AND OTHER SURVEY CONTROL POINTS SHALL BE PROTECTED FROM
DAMAGE AND DISTURBANCE. IF ANY CONTROL POINTS ARE DAMAGED OR
DISTURBED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE
ENGINEER AND REPLACE THE CONTROL POINTS TO THEIR ORIGINAL CONDITION AT
HIS OWN EXPENSE.
H. ALL ELEVATIONS REFER TO THE NATIONAL GEODETIC VERTICAL DATUM.
I. LOCATIONS, ELEVATIONS, AND DIMENSIONS OF EXISTING UTILITIES, STRUCTURES AND
OTHER FEATURES ARE SHOWN ACCORDING TO THE BEST INFORMATION AVAILABLE
AT THE TIME OF PREPARATION OF THESE PLANS. THE CONTRACTOR SHALL VERIFY
THE LOCATIONS, ELEVATIONS AND DIMENSIONS OF ALL EXISTING UTILITIES,
STRUCTURES AND OTHER FEATURES AFFECTING THIS WORK PRIOR TO
CONSTRUCTION.
J. UPON COMPLETION OF CONSTRUCTION, THE CONTRACTOR SHALL FURNISH OWNER'S
ENGINEER WITH COMPLETE "AS -BUILT" INFORMATION CERTIFIED BY A REGISTERED
LAND SURVEYOR. THIS "AS -BUILT INFORMATION SHALL BE PRODUCED ON AUTOCAD
VERSION 12, OR LATER, AND UPON COMPLETION, THE CONTRACTOR SHALL
FURNISH EAGLE ENGINEERING WITH DISKS OF ALL DRAWINGS, ONE SET OF
REPRODUCIBLE MYLARS, AND FIVE SETS OF BLUEPRINTS. THE "AS -BUILT"
INFORMATION SHALL CLEARLY AND ACCURATELY REPRESENT ALL CONSTRUCTED
ITEMS INCLUDING, BUT NOT LIMITED TO:
1. ELEVATIONS OF ALL STORM SEWER AND SANITARY SEWER STRUCTURE BOTTOMS,
TOPS, AND INVERTS.
2. FIELD MEASURED LENGTHS OF PIPES FOR ALL INSTALLED UTILITIES, CONDUITS,
SLEEVES, ETC.
3. LOCATIONS OF ALL STRUCTURES, PIPES, CONDUITS, SLEEVES, ETC.
4. CALCULATED SLOPE OF ALL SANITARY SEWER AND STORM SEWER LINES.
5. HORIZONTAL AND VERTICAL CONTROL OF ALL WATER MAIN FITTINGS AND
APPURTENANCES, AND HORIZONTAL AND VERTICAL CONTROL ON THE TOP OF
WATER MAINS AT ALL CROSSINGS, AND A MINIMUM OF EVERY 200 LINEAR FEET
OF PIPE.
6. HORIZONTAL AND VERTICAL CONTROL OF ALL TOP OF BANKS, TOE OF SLOPES,
ALL GRADE BREAKS, BUILDINGS, PONDS, ETC.
K. ALL DIMENSIONS SHOWN ON PLAN ARE TO FACE OF BUILDING, EDGE OF PAVEMENT,
CENTERLINE OF STRUCTURE, OR END OF PIPE UNLESS NOTED OTHERWISE.
IV. CLEARING/DEMOLITION
A. THE CONTRACTOR SHALL CLEAR AND GRUB ONLY THOSE PORTIONS OF THE SITE
NECESSARY FOR CONSTRUCTION. DISTURBED AREAS WILL BE SEEDED, MULCHED,
SODDED OR PLANTED WITH OTHER APPROVED LANDSCAPE MATERIAL IMMEDIATELY
FOLLOWING CONSTRUCTION.
B. THE TOP 6" OF GROUND REMOVED DURING CLEARING AND GRUBBING SHALL BE
STOCKPILED AT A SITE DESIGNATED BY THE OWNER OR THE OWNER'S ENGINEER TO
BE USED FOR LANDSCAPING PURPOSES, UNLESS OTHERWISE DIRECTED BY THE
OWNER OR THE OWNER'S ENGINEER. REMAINING EARTHWORK THAT RESULTS FROM
CLEARING AND GRUBBING OR SITE EXCAVATION IS TO BE UTILIZED ON-SITE IF
REQUIRED, PROVIDED THAT THE MATERIAL IS DEEMED SUITABLE FOR CONSTRUCTION
BY THE OWNER'S SOILS TESTING COMPANY. EXCESS MATERIAL IS TO BE EITHER
STOCKPILED ON THE SITE AS DIRECTED BY THE OWNER OR OWNER'S ENGINEER, OR
REMOVED FROM THE SITE. THE CONTRACTOR IS RESPONSIBLE FOR ACQUIRING ANY
PERMITS THAT ARE NECESSARY FOR REMOVING EXCESS EARTHWORK FROM THE
SITE.
C. ALL CONSTRUCTION DEBRIS AND OTHER WASTE MATERIALS SHALL BE DISPOSED OF
OFF-SITE IN ACCORDANCE WITH APPLICABLE REGULATORY AGENCY REQUIREMENTS
OR AS DIRECTED BY THE OWNER OR THE OWNER'S ENGINEER.
D. EXCEPT AS NECESSARY FOR CONSTRUCTION, EXCAVATED MATERIAL SHALL NOT or-
DEPOSITED
EDEPOSITED IN WETLANDS OR IN A POSITION CLOSE ENOUGH THERETO TO BE WASHED G.S. 113A-57(2), THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO
AWAY BY HIGH WATER OR RUNOFF. GREATER THAN THE ANGLE THAT CAN BE RETAINED BY VEGETATIVE COVER OR
E. THE CONTRACTOR SHALL SCHEDULE HIS OPERATIONS SUCH THAT THE AREA OF OTHER ADEQUATE EROSION -CONTROL DEVISES OR STRUCTURES. IN ANY EVENT,
UNPROTECTED ERODIBLE EARTH EXPOSED AT ANY ONE TIME IS NOT LARGER THAN THE SLOPES LEFT EXPOSED SHALL, WITHIN 14 CALENDAR DAYS OF COMPLETION OF ANY
MINIMUM AREA NECESSARY FOR EFFICIENT CONSTRUCTION OPERATIONS, AND THE PHASE OF GRADING, BE PLANTED OR OTHERWISE BE PROVIDED WITH TEMPORARY OR
DURATION OF EXPOSED, UNCOMPLETED CONSTRUCTION TO THE ELEMENTS SHALL BE AS PERMANENT GROUND COVER, DEVICES, OR STRUCTURES SUFFICIENT TO RESTRAIN
SHORT AS PRACTICABLE. CLEARING AND GRUBBING SHALL BE SO SCHEDULED AND EROSION.
PERFORMED THAT GRADING OPERATIONS CAN FOLLOW IMMEDIATELY THEREAFTER, AND
GRADING OPERATIONS SHALL BE SCHEDULED AND PERFORMED THAT PERMANENT G.S. 113A-57(3), PROVISIONS FOR A PERMANENT GROUND COVER SUFFICIENT TO
EROSION CONTROL FEATURES CAN FOLLOW IMMEDIATELY THEREAFTER IF CONDITIONS ON RESTRAIN EROSION MUST BE ACCOMPLISHED WITHIN 15 WORKING DAYS OR 90
THE PROJECT PERMIT. CALENDAR DAYS FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT,
F. THE CONTRACTOR SHALL PROVIDE ROUTINE MAINTENANCE OF PERMANENT AND WHICHEVER PERIOD IS SHORTER.
TEMPORARY EROSION CONTROL FEATURES UNTIL THE PROJECT IS COMPLETE AND ALL
DISTURBED SOILS ARE STABILIZED.
TEMPORARY SEEDING REQUIREMENTS PER NCDENR EROSION AND
TABLE 6.10A
TEMPORARY SEEDING RECOMMENDATIONS FOR LATE WINTER AND EARLY SPRING
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN
PIEDMONT AND COASTAL PLAIN,
KOREAN IN MOUNTAINS) 50
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO EXTEND
BEYOND JUNE.
SEEDING DATES
MOUNTAINS ABOVE 2500 FEET: FEB. 15 - MAY 15
BELOW 2500 FEET: FEB. 1- MAY 1
PIEDMONT JAN. 1 - MAY 1
COASTAL PLAIN DEC. 1 - APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE
USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
TABLE 6.10B
SHALL BE GRADED TO TRANSPORT SURFACE RUNOFF AWAY FROM THE STRUCTURES AND
TEMPORARY SEEDING
JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE
SEEDING MIXTURE
PAVED AREAS. WATER SHALL NOT BE ALLOWED TO ACCUMULATE (POND) AROUND
SPECIES
DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK PULL THE SKIMMER OVER TO THE
GERMAN MILLET
BUILDING PERIMETERS OR ON PAVED AREAS.
IN THE PIEDMONT AND MOUNTAINS, A SMALL -STEMMED SUDANGRASS MAY BE
SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
N.
GENERAL ROCK EXCAVATION: ROCK SHALL BE DEFINED AS ANY MATERIAL WHICH
MOUNTAINS
SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.
PIEDMONT
CANNOT BE EXCAVATED WITH A SINGLE -TOOTH RIPPER DRAWN BY A CRAWLER
5.
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED THE ORIFICE CAN BE REMOVED AND
�
TRACTOR HAVING A MINIMUM DRAW BAR PULL RATED AT NOT LESS THAN 56,000
4
U Q(1)
THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE
W
POUNDS (CATERPILLAR D8K OR EQUIVALENT). THE VOLUME OF ROCK EXCAVATION SHALL
-
SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
W
BE DETERMINED BY A LICENSED SURVEYOR BY THE AVERAGE END AREA METHOD. THE
6.
CHECK THE FABRIC SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH
CONTRACTOR SHALL SUBMIT TO THE ENGINEER A SCALED PLAN WITH SUFFICIENT
Q N N
Pw :�i
FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT,
Qt
ELEVATION POINTS TO ACCURATELY DEFINE THE VOLUME OF ROCK EXCAVATED. THE
3
SPILLWAYS AND OUTLET FOR EROSION DAMAGE AND INSPECT THE EMBANKMENT FOR
m 10
co 00
DEPTH OF ROCK SHALL BE DEFINED AS FROM TOP OF ROCK TO THE CONTRACT
W
PIPING SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH
O
SPECIFIED ELEVATION FOR EXCAVATION. CONTRACTOR SHALL BE COMPENSATED FOR ROCK
0
AND OTHER DEBRIS FROM THE RISER AND POOL AREA.
EXCAVATION AS DEFINED HEREIN IN ACCORDANCE WITH CONTRACT UNIT PRICES.
7
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN SOME SPECIAL
o
N
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cr
PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM
VI.
DRAINAGE:
w
PLUGGING WITH ICE.
A.
ALL STORM SEWER PIPE SHALL BE REINFORCED CONCRETE PIPE UNLESS OTHERWISE
8.
FOR RIPRAP CHANNELS; INSPECT CHANNELS AT REGULAR INTERVALS AS WELL AS AFTER
NOTED ON PLANS. ALL DRAINAGE STRUCTURES SHALL BE IN ACCORDANCE WITH NCDOT
a
MAJOR RAINS AND REPAIRS PROMPTLY. GIVE SPECIAL ATTENTION TO THE OUTLET AND
STANDARDS UNLESS OTHERWISE NOTED.
INLET SECTIONS AND OTHER POINTS WHERE CONCENTRATED FLOW ENTERS. CAREFULLY
z
z
CHECK STABILITY AT ROAD CROSSINGS AND LOOK FOR INDICATIONS OF PIPING, SCOUR
B.
PIPE LENGTHS SHOWN ARE APPROXIMATE AND TO CENTER OF DRAINAGE STRUCTURE OR
0
HOLES OR BANK FAILURES. MAINTAIN ALL VEGETATION ADJACENT TO THE CHANNEL IN A
z
cD
TO THE END OF THE PIPE. CONTRACTOR SHALL VERIFY ALL QUANTITIES PRIOR TO
HEALTHY VIGOROUS CONDITION TO PROTECT THE AREA FROM EROSION AND SCOUR
SUBMITTAL OF BID.
DURING OUT -OF -BANK FLOW.
9.
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE
C.
ALL DRAINAGE STRUCTURE GRATES AND COVERS SHALL BE AS PER NCDOT STANDARDS
ANY REQUIRED REPAIRS IMMEDIATELY.
UNLESS OTHERWISE NOTED.
10.
SHOULD THE FABRIC OF THE SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
D.
ALL STORM DRAINAGE PIPING SHALL BE SUBJECT TO A VISUAL INSPECTION BY THE
11.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME
w
OWNER'S ENGINEER PRIOR TO THE PLACEMENT OF BACKFILL. CONTRACTOR TO NOTIFY THE
FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
ENGINEER 48 HOURS IN ADVANCE TO SCHEDULE INSPECTIONS.
UNDERMINING THE FENCE DURING CLEANOUT.
12.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE
E.
THE CONTRACTOR SHALL MAINTAIN AND PROTECT FROM MUD, DIRT, DEBRIS, ETC. THE
AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN
STORM DRAINAGE SYSTEM UNTIL FINAL ACCEPTANCE OF THE PROJECT. THE CONTRACTOR
-
PROPERLY STABILIZED.
MAY BE REQUIRED TO RECLEAN PIPES AND INLETS FOR THESE PURPOSES.
13.
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL.
LL�,
IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION
RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE
VII.
EROSION/TURBIDITY CONTROL
AREA PROTECTED IS PERMANENTL STABILIZED, REMOVE THE RIDGE AND CHANNEL TO
BLEND WITH NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
A.
THE INSTALLATION OF TEMPORARY EROSION CONTROL BARRIERS SHALL BE COORDINATED
14.
INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EVERY SIGNIFICANT
WITH THE CONSTRUCTION OF THE PERMANENT EROSION CONTROL FEATURES TO THE
(1/2 -INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT
EXTENT NECESSARY TO ASSURE ECONOMICAL, EFFECTIVE AND CONTINUOUS CONTROL OF
SEDIMENT, STRAW, LIMBS OR OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN
EROSION AND WATER POLLUTION THROUGHOUT THE LIFE OF THE CONSTRUCTION PHASE.
NEEDED.
B.
THE TYPE OF EROSION CONTROL BARRIERS USED SHALL BE GOVERNED BY THE NATURE
15.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM
OF THE CONSTRUCTION OPERATION AND SOIL TYPE THAT WILL BE EXPOSED. SILTY
HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGES IMMEDIATELY. IF
AND CLAYEY MATERIAL USUALLY REQUIRE SOLID SEDIMENT BARRIERS TO PREVENT
SIGNIFICANT EROSION OCCURS BETWEEN THE DAMS ADDITIONAL MEASURES CAN BE TAKEN
TURBID WATER DISCHARGE, WHILE SANDY MATERIAL MAY NEED ONLY SILT SILT FENCE TO
SUCH AS INSTALLING A PROTECTIVE RIP RAP LINER IN THAT PORTION OF THE CHANNEL.
PREVENT EROSION. FLOATING TURBIDITY CURTAINS SHALL BE USED IN OPEN WATER
16.
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE
SITUATIONS. DIVERSION DITCHES OR SWALES MAY BE REQUIRED TO PREVENT TURBID
TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK
STORM WATER RUNOFF FROM BEING DISCHARGED TO WETLANDS OR OTHER WATER
DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD
BODIES. IT MAY BE NECESSARY TO EMPLOY A COMBINATION OF BARRIERS, DITCHES AND
STONES TO DAM AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
OTHER EROSION/TURBIDITY CONTROL MEASURES IF CONDITIONS WARRANT.
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 or-
DEPOSITED
EDEPOSITED IN WETLANDS OR IN A POSITION CLOSE ENOUGH THERETO TO BE WASHED G.S. 113A-57(2), THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO
AWAY BY HIGH WATER OR RUNOFF. GREATER THAN THE ANGLE THAT CAN BE RETAINED BY VEGETATIVE COVER OR
E. THE CONTRACTOR SHALL SCHEDULE HIS OPERATIONS SUCH THAT THE AREA OF OTHER ADEQUATE EROSION -CONTROL DEVISES OR STRUCTURES. IN ANY EVENT,
UNPROTECTED ERODIBLE EARTH EXPOSED AT ANY ONE TIME IS NOT LARGER THAN THE SLOPES LEFT EXPOSED SHALL, WITHIN 14 CALENDAR DAYS OF COMPLETION OF ANY
MINIMUM AREA NECESSARY FOR EFFICIENT CONSTRUCTION OPERATIONS, AND THE PHASE OF GRADING, BE PLANTED OR OTHERWISE BE PROVIDED WITH TEMPORARY OR
DURATION OF EXPOSED, UNCOMPLETED CONSTRUCTION TO THE ELEMENTS SHALL BE AS PERMANENT GROUND COVER, DEVICES, OR STRUCTURES SUFFICIENT TO RESTRAIN
SHORT AS PRACTICABLE. CLEARING AND GRUBBING SHALL BE SO SCHEDULED AND EROSION.
PERFORMED THAT GRADING OPERATIONS CAN FOLLOW IMMEDIATELY THEREAFTER, AND
GRADING OPERATIONS SHALL BE SCHEDULED AND PERFORMED THAT PERMANENT G.S. 113A-57(3), PROVISIONS FOR A PERMANENT GROUND COVER SUFFICIENT TO
EROSION CONTROL FEATURES CAN FOLLOW IMMEDIATELY THEREAFTER IF CONDITIONS ON RESTRAIN EROSION MUST BE ACCOMPLISHED WITHIN 15 WORKING DAYS OR 90
THE PROJECT PERMIT. CALENDAR DAYS FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT,
F. THE CONTRACTOR SHALL PROVIDE ROUTINE MAINTENANCE OF PERMANENT AND WHICHEVER PERIOD IS SHORTER.
TEMPORARY EROSION CONTROL FEATURES UNTIL THE PROJECT IS COMPLETE AND ALL
DISTURBED SOILS ARE STABILIZED.
TEMPORARY SEEDING REQUIREMENTS PER NCDENR EROSION AND
TABLE 6.10A
TEMPORARY SEEDING RECOMMENDATIONS FOR LATE WINTER AND EARLY SPRING
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN
PIEDMONT AND COASTAL PLAIN,
KOREAN IN MOUNTAINS) 50
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO EXTEND
BEYOND JUNE.
SEEDING DATES
MOUNTAINS ABOVE 2500 FEET: FEB. 15 - MAY 15
BELOW 2500 FEET: FEB. 1- MAY 1
PIEDMONT JAN. 1 - MAY 1
COASTAL PLAIN DEC. 1 - APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE
USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
TABLE 6.10B
UTILITY PROVIDERS
TEMPORARY SEEDING
RECOMMENDATIONS FOR SUMMER
SEEDING MIXTURE
704-296-4210
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
AUG. 15 - DEC. 15
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.
TABLE 6.10C
UTILITY PROVIDERS
TEMPORARY SEEDING
RECOMMENDATIONS FOR FALL
SEEDING MIXTURE
704-296-4210
SPECIES
RATE (LB/ACRE)
RYE (GRAIN)
120
SEEDING DATES
704-821-2105
MOUNTAINS
AUG. 15 - DEC. 15
COASTAL PLAIN
LLJ�
AND PIEDMONT
AUG. 15 - DEC. 30
SOIL AMENDMENTS
FOLLOW SOIL TESTS OR APPLY 2,000 LB ACRE GROUND AGRICULTURAL LIMESTONE
AND 1,000 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
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50 LB/ ACRE
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTENT TEMPORARY COVER BEYOND
JUNE 15 OVERSEED WITH 50 LB ACRE KOBE PIEDMONT AND COASTAL PLAIN OR
KOREAN (MOUNTAINS) LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
PERMANENT SEEDING REQUIREMENTS PER NCDENR EROSION AND
SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
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 ITIS 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 SEED
FESCUE IN SEPT.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE
SUDANGRASS. PRIOR TO MAY 1 OR AFTER AUG. 15 AND 40 LB/ACRE RYE (GRAIN)
SEEDING DATES
BEST POSSIBLE
FALL: AUG. 25 - SEPT. 15 AUG. 20 - OCT. 25
LATE WINTER: FEB. 15 - MAR. 21 FEB. 1 - APR. 15
FALL IS BEST FOR TALL FESCUE AND LATE WINTER LESPEDEZAS. OVERSEEDING OF
KOBE LESPEDEZA OVER FALL -SEEDED TALL FESCUE IS VERY EFFECTIVE. USE
UNHULLED BERMUDAGRASS SEED IN FALL.
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000-5000 LB/ACRE GRAIN STRAW, OR EQUIVALENT COVER OF ANOTHER
SUITABLE MULCHING MATERIAL. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING,
OR NETTING. NETTING IS THE PREFERRED ANCHORING METHOD ON STEEP SLOPES.
MAINTENANCE
REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MAY BE
MOWED ONCE OR TWICE A YEAR, BUT MOWING IS NOT NECESSARY. RESEED, FERTILIZE
AND MULCH DAMAGED AREAS IMMEDIATELY.
NOTES
DE -WATERING: THE CONTRACTOR SHALL AT ALL TIMES PROVIDE AND MAINTAIN
AMPLE MEANS AND EQUIPMENT WITH WHICH TO REMOVE AND PROPERLY DISPOSE OF
ANY AND ALL WATER ENTERING THE EXCAVATION OR OTHER PARTS OF THE WORK
AND KEEP ALL EXCAVATIONS DRY UNTIL SUCH TIME AS PIPE LAYING AND GRADING
IS COMPLETED AND STRUCTURES TO BE BUILT THEREIN ARE COMPLETED.
NO WATER SHALL BE ALLOWED TO RISE AROUND THE PIPE IN UNBACKFILLED
TRENCHES NOR SHALL IT BE ALLOWED TO RISE OVER MASONRY UNTIL THE
CONCRETE OR MORTAR HAS SET (MINIMUM 24 HOURS). ALL WATER PUMPED OR
DRAINED FROM THE WORK SHALL BE DISPOSED OF IN SUCH A MANNER AS TO
PREVENT SILTATION AND EROSION TO ADJACENT PROPERTY OR OTHER
CONSTRUCTION.
VII. PROTECTION OF EXISTING UTILITIES
THE CONTRACTOR SHALL CONTACT THE APPROPRIATE AGENCY FOR THE EXACT FIELD LOCATIONS OF ALL WATER,
SEWER, ELECTRIC, TELEPHONE, TELEVISION AND ANY OTHER UNDERGROUND AND OVERHEAD UTILITY BEFORE
STARTING CONSTRUCTION. THE OMISSION FROM OR THE INCLUSION OF UTILITY LOCATION ON THE CONTRACT
DRAWINGS IS NOT TO BE CONSIDERED AS THE NON-EXISTANCE OF OR A DEFINITE LOCATION OF EXISTING UTILITIES.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATION AND DEPTH OF ALL
UNDERGROUND UTILITIES ALONG THE ROUTE OF WORK.
THE FOLLOWING LISTING OF UTILITY COMPANIES (WHICH MAY OR MAY NOT BE COMPLETE) MAY HAVE EXISTING
UNDERGROUND OR OVERHEAD UTILITIES IN THE CONTRACT VICINITY.
IX. SANITARY SEWER AND WATER DISTRIBUTION
A,SANITARY SEWERS AND STORM SEWERS SHOULD ALWAYS CROSS UNDER WATER MAINS. SANITARY SEWERS AND
STORM SEWERS CROSSING WATER MAINS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 18 INCHES
BETWEEN THE INVERT OF THE UPPER PIPE AND THE CROWN OF THE LOWER PIPE.
B. WHERE SANITARY SEWERS AND STORM SEWERS MUST CROSS A WATER MAIN WITH LESS THAN 18 INCHES VERTICAL
DISTANCE, BOTH THE SEWER AND THE WATER MAIN SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE (DIP) AT THE
CROSSING. (DIP IS NOT REQUIRED FOR STORM SEWERS IF IT IS NOT AVAILABLE IN THE SIZE PROPOSED). SUFFICIENT
LENGTHS OF DIP MUST BE USED TO PROVIDE A MINIMUM SEPARATION OF 10 FEET BETWEEN ANY TWO JOINTS. ALL
JOINTS ON THE WATER MAIN WITHIN 20 FEET OF THE CROSSING MUST BE LEAK FREE AND MECHANICALLY RESTRAINED.
A MINIMUM VERTICAL CLEARANCE OF 6 INCHES MUST BE MAINTAINED AT THE CROSSING.
C. ALL CROSSINGS SHALL BE ARRANGED SO THAT THE SEWER PIPE JOINTS AND THE WATER MAIN PIPE JOINTS ARE
EQUIDISTANT FROM THE POINT OF CROSSING (PIPES CENTERED ON THE CROSSING).
D. WHERE A NEW PIPE CONFLICTS WITH AN EXISTING PIPE, THE NEW PIPE SHALL BE CONSTRUCTED OF DIP AND THE
CROSSING SHALL BE ARRANGED TO MEET THE REQUIREMENTS ABOVE.
E. A MINIMUM 10 -FOOT HORIZONTAL SEPARATION SHALL BE MAINTAINED BETWEEN ANY TYPE OF SEWER AND WATER
MAIN IN PARALLEL INSTALLATIONS.
F. IN CASES WHERE IT IS NOT POSSIBLE TO MAINTAIN A 10 -FOOT HORIZONTAL SEPARATION, THE WATER MAIN MUST
BE LAID IN A SEPARATE TRENCH OR ON AN UNDISTURBED EARTH SHELF LOCATED ON ONE SIDE OF THE SEWER OR
FORCE MAIN AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE TOP
OF THE SEWER.
G. WHERE IT IS NOT POSSIBLE TO MAINTAIN A VERTICAL DISTANCE OF 18 INCHES IN PARALLEL INSTALLATIONS, THE
WATER MAIN SHALL BE CONSTRUCTED OF DIP AND THE SEWER OR THE FORCE MAIN SHALL BE CONSTRUCTED OF DIP
(IF AVAILABLE IN THE SIZE PROPOSED) WITH A MINIMUM VERTICAL SEPARATION OF 6 INCHES. THE WATER MAIN SHOULD
ALWAYS BE ABOVE THE SEWER. JOINTS ON THE WATER MAIN SHALL BE LOCATED AS FAR APART AS POSSIBLE FROM
THE JOINTS ON THE SEWER OR FORCE MAIN(STAGGERED JOINTS).
H. ALL SANITARY SEWER MAINS, LATERALS AND FORCE MAINS SHALL HAVE A MINIMUM OF 36 INCHES OF COVER.
I. ALL ON SITE P.V.C. GRAVITY SANITARY SEWER PIPE SHALL BE MADE OF MATERIAL HAVING A CELL CLASSIFICATION
OF 12454 B, 12454 C OR 13354 B AS DEFINED IN ASTM D-1784 AND CONFORM TO THE REQUIREMENTS OF SDR 26.
ELASTOMERIC GASKET JOINTS SHALL BE UTILIZED.
J. ALL ON SITE DUCTILE IRON PIPE SHALL BE CLASS 52 AND SHALL RECEIVE INTERIOR AND EXTERIOR BITUMINOUS
COATING IN ACCORDANCE WITH ANSI A 21.6, A 21.8, OR A 21.51.
K. SANITARY SERVICE CONNECTION LOCATIONS SHOWN ON THESE PLANS ARE APPROXIMATE.
L. ALL SANITARY SEWER WORK SHALL CONFORM TO UNION COUNTY STANDARDS AND SPECIFICATIONS, UNION COUNTY
WATER & SEWER EXTENSION POLICY & TO UNION COUNTY WATER & SEWER EXTENSION ORDINANCE.
M. PRIOR TO COMMENCING WORK WHICH REQUIRES CONNECTING NEW SANITARY SEWER LINES TO EXISTING LINES OR
APPURTENANCES THE CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL EXISTING UTILITIES NEAR THE
POINT OF CONNECTION AND NOTIFY OWNER'S ENGINEER OF ANY CONFLICTS OR DISCREPANCIES WITH DESIGN
INFORMATION SHOWN IN THESE PLANS. CONTRACTOR SHALL NOTIFY ENGINEER AND UNION COUNTY PUBLIC WORKS
INSPECTOR AT LEAST 48 HOURS IN ADVANCE OF SCHEDULED WORK.
N. ALL GRAVITY SEWER PIPING SHALL BE SUBJECT TO A VISUAL INSPECTION BY THE OWNER'S ENGINEER AND UNION
COUNTY PUBLIC WORKS PRIOR TO PLACEMENT OF AND PAVING AND AGAIN PRIOR TO OBTAINING CERTIFICATE OF
OCCUPANCY. CONTRACTOR TO NOTIFY THE ENGINEER AND UNION COUNTY PUBLIC WORKS 48 HOURS IN ADVANCE TO
SCHEDULE INSPECTIONS.
0. THE CONTRACTOR SHALL PERFORM ALL NECESSARY TESTING IN ACCORDANCE WITH UNION COUNTY PUBLIC WORKS
STANDARDS. SAID TESTS ARE TO BE CERTIFIED BY THE ENGINEER OF RECORD AND SUBMITTED TO THE REGULATORY
AGENCY FOR APPROVAL. COORDINATION OF TESTING AND NOTIFICATION OF ALL PARTIES IS THE CONTRACTOR'S
RESPONSIBILITY.
�TllIwyl/�I21 EMIT, I_11►6�1i:I_1IIIIIIIIIIIII:F-1102w_lwI11►11LVA 11P We] MOM IaI:ya>67si]IZKSP/21:i
Q. ALL WATER SYSTEM WORK SHALL CONFORM TO UNION COUNTY STANDARDS AND SPECIFICATIONS, UNION COUNTY
WATER AND SEWER EXTENSION POLICY UNION COUNTY EXTENSION ORDINANCE.
de 70 WMER dt SEAR
R. ALL ON SITE PVC WATER MAINS 4 INCHES THROUGH 12 INCHES SHALL BE IN ACCORDANCE WITH AWWA C-900 AND
SHALL BE CLASS 150 DR 18. ALL ON-SITE PVC WATER MAINS 2" TO 3" SHALL BE CLASS 1120 AND MEET
REQUIREMENTS OF SDR 21 IN ACCORDANCE WITH ASTM D-2241. WATER MAINS SMALLER THAN 1 1/2" SHALL BE CLASS
1120 OR 1220 SCHEDULE 80 AND MEET REQUIREMENTS OF ASTM D-1785.
S. PVC PIPE FOR FIRE PROTECTION AWWA C900 CLASS 200 WITH AN SDR OF 14 OR LESS
T. ALL DUCTILE IRON PIPE SHALL CONFORM TO THE REQUIREMENTS OF ANSI STANDARD A21.51 MINIMUM CLASS 50.
JOINTS FOR DUCTILE IRON PIPE SHALL BE MECHANICAL OR PUSH -ON JOINTS. PIPE SHALL HAVE AN EXTERIOR
BITUMINOUS COATING IN ACCORDANCE WITH ANSI A21.51. PIPE INTERIOR SHALL HAVE A CEMENT MORTAR LINING WITH
AN ASPHALTIC SEAL COAT CONFORMING TO AWWA/ANSI C104/A21.4. THE WEIGHT AND CLASS DESIGNATION SHALL BE
PAINTED IN WHITE ON THE EXTERIOR SURFACE OF ALL PIPES AND FITTINGS. MANUFACTURER'S CODE OR SERIAL NUMBER
SHALL BE PROVIDED ON THE BELL OF EACH PIPE JOINT.
U. ALL DUCTILE FITTINGS SHALL BE MECHANICAL JOINT WITH A MINIMUM PRESSURE RATING OF 250 PSI AND SHALL
CONFORM TO THE REQUIREMENTS OF ANSI/AWWA STANDARD A21.10/C110. ALL FITTINGS SHALL BE COATED AND LINED
AS SPECIFIED ABOVE FOR DUCTILE IRON PIPE.
V. CONTRACTOR SHALL INSTALL TEMPORARY BLOWOFFS AT THE END OF WATER SERVICE LATERALS TO BUILDINGS TO
ASSURE ADEQUATE FLUSHING AND DISINFECTION.
W. THRUST BLOCKING SHALL BE PROVIDED AT ALL FITTINGS AND HYDRANTS IN ACCORDANCE WITH UNION COUNTY
PUBLIC WORKS.
X. POINTS OF CONNECTION OF THE EXTERNAL WATER LINES ARE TO COINCIDE WITH THE BUILDING PLUMBING AS
SHOWN ON THE BUILDING PLUMBING PLANS. CONNECTION LOCATIONS SHOWN ON THESE PLANS ARE APPROXIMATE.
Y. FIRE LINES TO BUILDINGS SHALL BE INSTALLED BY A CONTRACTOR DULY LICENSED BY THE STATE FIRE MARSHALL'S
OFFICE. CONTRACTOR TO VERIFY REQUIREMENTS PRIOR TO CONSTRUCTION.
Z. ALL COMPONENTS OF THE WATER SYSTEM, INCLUDING FITTINGS, HYDRANTS, CONNECTIONS, AND VALVES SHALL
REMAIN UNCOVERED UNTIL PROPERLY INSPECTED AND ACCEPTED BY THE OWNER'S ENGINEER AND THE UNION COUNTY
PUBLIC WORKS. PRESSURE TESTS SHALL BE IN ACCORDANCE WITH UNION COUNTY PUBLIC WORKS SPECIFICATIONS.
CONTRACTOR TO NOTIFY OWNER'S ENGINEER AND UNION COUNTY PUBLIC WORKS INSPECTORS 48 HOURS IN ADVANCE
OF PERFORMING TESTS.
AA. DISINFECTION: SHALL CONFORM TO AWWA C651. ALL NEW WATER MAINS SHALL BE DISINFECTED AFTER THEY HAVE
BEEN PRESSURE TESTED. THE MAIN SHALL BE THOROUGHLY FLUSHED AT A RATE OF 2 FEET PER SECOND WITH CLEAN
WATER AFTER WHICH A CHLORINE SOLUTION OF 50 PARTS PER MILLION SHALL BE INDUCED. THE CHLORINE SOLUTION
SHALL REMAIN IN THE LINES FOR A MINIMUM OF 24 HOURS. THE LINES SHALL AGAIN BE FLUSHED AT A RATE OF 2
FEET PER SECOND WITH CLEAN WATER UNTIL THE CHLORINE RESIDUAL IS REDUCED TO THAT OF THE SUPPORTING
SYSTEM. SAMPLES SHALL BE THEN COLLECTED AND TESTED FOR COLIFORM BACTERIA. ANALYSIS SHALL BE BY A STATE
CERTIFIED LABORATORY USING THE MULTIPLE TUBE FEREMENTATION METHOD. ONE SAMPLE SHALL BE COLLECTED FROM
EACH DEAD END SEGMENT OF THE PIPELINES INSTALLED. IF BACTERIA OF ANY TIME IS FOUND, THE TEST SHALL BE
REPEATED UNTIL THE LINES ARE CLEAN.
BB. WATER MAIN SHALL HAVE 14 GA. BLUE COATED TRACER WIRE ON ALL SERVICES AND MAINS BURIED OVER THE
WATER MAIN.
CC. FIRE HYDRANTS SHALL BE PLACED A MINIMUM DISTANCE OF 6' FRO BACK OF CURB JND HAVE A CLEAR SPACE
OF 3' FROM ANY PERMANENT STRUCTURES.
DD. WATER VALVES SHALL COMPLY WITH APPROPRIATE AWWA STANDARDS.
1. GATE VALVES 2 -INCHES: SHALL CONFORM TO ANSI/AWWA A21.11/C111 FOR CAST IRON BODIED, BRONZE MOUNTED,
PARALLEL DOUBLE DISC, NON RISING STEM VALVES. VALVES SHALL BE RATED AT 200 PSIG WORKING PRESSURE
AND 400 PSIG TEST PRESSURE. END CONNECTIONS SHALL BE STANDARD FEMALE IRON PIPE THREADS OR
ANSI/AWWA A21.11/C111 MECHANICAL JOINTS FOR BURIED LOCATIONS ADN ANSI B16.1 FLANGES FOR EXPOSED
LOCATIONS. VALVE OPERATOR SHALL BE A 2 INCH SQUARE NUT FOR BURIED LOCATIONS AND STANDARD
HANDWHEEL FOR EXPOSED LOCATIONS. ALL VALVES SHALL BE OPEN LEFT.
2. GATE VALVES 6 -INCHES THROUGH 16 -INCHES: SHALL CONFORM TO AWWA C509 FOR BRONZE MOUNTED, RESILIENT
SEATED, CAST IRON BODIED GATE VALVES. VALVE BODY SHALL BE RATED FOR 200 PSIG WORKING PRESSURE AND
400 PSIG TEST PRESSURE. PROVIDE VALVE WITH SOLID WEDGE, NON RISING STEM CONSTRUCTION. VALVES SHALL
EBE SEALED RUBBER "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 816.1 FLANGES FOR
EXPOSED LOCATIONS. VALVE OPERATORS SHALL BE 2 INCH SQUARE NUTS FOR BURIED LOCATIONS OR STANDARD
HANDWHEEL FOR EXPOSED LOCATIONS. ALL VALVES SHALL BE OPEN LEFT. IN LINE VALVES TO BE INSTALLED EVERY
2000 FEET OR EVERY OTHER HYDRANT.
EE. WATER MAINS SHALL BE SUBJECT TO BOTH A PRESSURE TEST AND A LEAKAGE TEST. THE CONTRACTOR MAY BE
BILLED FOR THE AMOUNT OF WATER USED.
1. PRESSURE TEST: SHALL CONFORM TO AWWA STANDARD C605 FOR PVC PIPE AND AWWA C600 FOR DUCTILE IRON
THE TEST PRESSURE SHALL BE 200 PSIG AND THE DURATION OF THE TEST SHALL BE NOT LESS THAN 2 HOURS
OR MORE THAN 24 HOURS. THE DURATION OF THE TEST WILL BE DETERMINED BY THE COUNTY ENGINEER AS THE
TEST PROGRESSES. PRESSURE SHALL NOT BE ALLOWED TO VARY MORE THAN 5 PSIG DURING THE TEST.
2. LEAKAGE TEST: SHALL BE CONDUCTED ALONG WITH THE PRESSURE TEST. LEAKAGE WILL BE DEFINED AS THE
AMOUNT OF WATER THAT MUST BE SUPPLIED TO THE NEWLY LAID LINES TO MAINTAIN THE TEST PRESSURE WITHIN
A 5 PSIG RANGE OVER A SPECIFIED PERIOD OF TIME. ALLOWABLE LEAKAGE WILL BE COMPUTED BY THE FOLLOWING
FORMULA:
L = (S) (D) (SART P) / 148,000 GRAPHIC SCALE
WHERE:
L = ALLOWABLE LEAKAGE IN GALLONS PER HOUR 0 40' 80'
S = LENGTH OF PIPE TESTED, IN FEET
D = NOMINAL DIAMETER OF PIPE IN INCHES
P = TEST PRESSURE IN PSIG ( IN FEET )R
BUT NOT MORE THAN: 12.1 GALLONS PER INCH OF DIAMETER PER MILE OF PlfE. PEhR 24 4SUf BASED ON
200 PSI TEST PRESSURE.
UTILITY PROVIDERS
WATER & SEWER
UNION COUNTY PUBLIC WORKS
704-296-4210
TELEPHONE
FRONTEIR COMMUNICATIONS
704-291-3145
ELECTRIC
DUKE POWER CORP.
704-821-2105
NATURAL GAS
PIEDMONT NATURAL GAS
704-507-1912
VII. PROTECTION OF EXISTING UTILITIES
THE CONTRACTOR SHALL CONTACT THE APPROPRIATE AGENCY FOR THE EXACT FIELD LOCATIONS OF ALL WATER,
SEWER, ELECTRIC, TELEPHONE, TELEVISION AND ANY OTHER UNDERGROUND AND OVERHEAD UTILITY BEFORE
STARTING CONSTRUCTION. THE OMISSION FROM OR THE INCLUSION OF UTILITY LOCATION ON THE CONTRACT
DRAWINGS IS NOT TO BE CONSIDERED AS THE NON-EXISTANCE OF OR A DEFINITE LOCATION OF EXISTING UTILITIES.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATION AND DEPTH OF ALL
UNDERGROUND UTILITIES ALONG THE ROUTE OF WORK.
THE FOLLOWING LISTING OF UTILITY COMPANIES (WHICH MAY OR MAY NOT BE COMPLETE) MAY HAVE EXISTING
UNDERGROUND OR OVERHEAD UTILITIES IN THE CONTRACT VICINITY.
IX. SANITARY SEWER AND WATER DISTRIBUTION
A,SANITARY SEWERS AND STORM SEWERS SHOULD ALWAYS CROSS UNDER WATER MAINS. SANITARY SEWERS AND
STORM SEWERS CROSSING WATER MAINS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 18 INCHES
BETWEEN THE INVERT OF THE UPPER PIPE AND THE CROWN OF THE LOWER PIPE.
B. WHERE SANITARY SEWERS AND STORM SEWERS MUST CROSS A WATER MAIN WITH LESS THAN 18 INCHES VERTICAL
DISTANCE, BOTH THE SEWER AND THE WATER MAIN SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE (DIP) AT THE
CROSSING. (DIP IS NOT REQUIRED FOR STORM SEWERS IF IT IS NOT AVAILABLE IN THE SIZE PROPOSED). SUFFICIENT
LENGTHS OF DIP MUST BE USED TO PROVIDE A MINIMUM SEPARATION OF 10 FEET BETWEEN ANY TWO JOINTS. ALL
JOINTS ON THE WATER MAIN WITHIN 20 FEET OF THE CROSSING MUST BE LEAK FREE AND MECHANICALLY RESTRAINED.
A MINIMUM VERTICAL CLEARANCE OF 6 INCHES MUST BE MAINTAINED AT THE CROSSING.
C. ALL CROSSINGS SHALL BE ARRANGED SO THAT THE SEWER PIPE JOINTS AND THE WATER MAIN PIPE JOINTS ARE
EQUIDISTANT FROM THE POINT OF CROSSING (PIPES CENTERED ON THE CROSSING).
D. WHERE A NEW PIPE CONFLICTS WITH AN EXISTING PIPE, THE NEW PIPE SHALL BE CONSTRUCTED OF DIP AND THE
CROSSING SHALL BE ARRANGED TO MEET THE REQUIREMENTS ABOVE.
E. A MINIMUM 10 -FOOT HORIZONTAL SEPARATION SHALL BE MAINTAINED BETWEEN ANY TYPE OF SEWER AND WATER
MAIN IN PARALLEL INSTALLATIONS.
F. IN CASES WHERE IT IS NOT POSSIBLE TO MAINTAIN A 10 -FOOT HORIZONTAL SEPARATION, THE WATER MAIN MUST
BE LAID IN A SEPARATE TRENCH OR ON AN UNDISTURBED EARTH SHELF LOCATED ON ONE SIDE OF THE SEWER OR
FORCE MAIN AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE TOP
OF THE SEWER.
G. WHERE IT IS NOT POSSIBLE TO MAINTAIN A VERTICAL DISTANCE OF 18 INCHES IN PARALLEL INSTALLATIONS, THE
WATER MAIN SHALL BE CONSTRUCTED OF DIP AND THE SEWER OR THE FORCE MAIN SHALL BE CONSTRUCTED OF DIP
(IF AVAILABLE IN THE SIZE PROPOSED) WITH A MINIMUM VERTICAL SEPARATION OF 6 INCHES. THE WATER MAIN SHOULD
ALWAYS BE ABOVE THE SEWER. JOINTS ON THE WATER MAIN SHALL BE LOCATED AS FAR APART AS POSSIBLE FROM
THE JOINTS ON THE SEWER OR FORCE MAIN(STAGGERED JOINTS).
H. ALL SANITARY SEWER MAINS, LATERALS AND FORCE MAINS SHALL HAVE A MINIMUM OF 36 INCHES OF COVER.
I. ALL ON SITE P.V.C. GRAVITY SANITARY SEWER PIPE SHALL BE MADE OF MATERIAL HAVING A CELL CLASSIFICATION
OF 12454 B, 12454 C OR 13354 B AS DEFINED IN ASTM D-1784 AND CONFORM TO THE REQUIREMENTS OF SDR 26.
ELASTOMERIC GASKET JOINTS SHALL BE UTILIZED.
J. ALL ON SITE DUCTILE IRON PIPE SHALL BE CLASS 52 AND SHALL RECEIVE INTERIOR AND EXTERIOR BITUMINOUS
COATING IN ACCORDANCE WITH ANSI A 21.6, A 21.8, OR A 21.51.
K. SANITARY SERVICE CONNECTION LOCATIONS SHOWN ON THESE PLANS ARE APPROXIMATE.
L. ALL SANITARY SEWER WORK SHALL CONFORM TO UNION COUNTY STANDARDS AND SPECIFICATIONS, UNION COUNTY
WATER & SEWER EXTENSION POLICY & TO UNION COUNTY WATER & SEWER EXTENSION ORDINANCE.
M. PRIOR TO COMMENCING WORK WHICH REQUIRES CONNECTING NEW SANITARY SEWER LINES TO EXISTING LINES OR
APPURTENANCES THE CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL EXISTING UTILITIES NEAR THE
POINT OF CONNECTION AND NOTIFY OWNER'S ENGINEER OF ANY CONFLICTS OR DISCREPANCIES WITH DESIGN
INFORMATION SHOWN IN THESE PLANS. CONTRACTOR SHALL NOTIFY ENGINEER AND UNION COUNTY PUBLIC WORKS
INSPECTOR AT LEAST 48 HOURS IN ADVANCE OF SCHEDULED WORK.
N. ALL GRAVITY SEWER PIPING SHALL BE SUBJECT TO A VISUAL INSPECTION BY THE OWNER'S ENGINEER AND UNION
COUNTY PUBLIC WORKS PRIOR TO PLACEMENT OF AND PAVING AND AGAIN PRIOR TO OBTAINING CERTIFICATE OF
OCCUPANCY. CONTRACTOR TO NOTIFY THE ENGINEER AND UNION COUNTY PUBLIC WORKS 48 HOURS IN ADVANCE TO
SCHEDULE INSPECTIONS.
0. THE CONTRACTOR SHALL PERFORM ALL NECESSARY TESTING IN ACCORDANCE WITH UNION COUNTY PUBLIC WORKS
STANDARDS. SAID TESTS ARE TO BE CERTIFIED BY THE ENGINEER OF RECORD AND SUBMITTED TO THE REGULATORY
AGENCY FOR APPROVAL. COORDINATION OF TESTING AND NOTIFICATION OF ALL PARTIES IS THE CONTRACTOR'S
RESPONSIBILITY.
�TllIwyl/�I21 EMIT, I_11►6�1i:I_1IIIIIIIIIIIII:F-1102w_lwI11►11LVA 11P We] MOM IaI:ya>67si]IZKSP/21:i
Q. ALL WATER SYSTEM WORK SHALL CONFORM TO UNION COUNTY STANDARDS AND SPECIFICATIONS, UNION COUNTY
WATER AND SEWER EXTENSION POLICY UNION COUNTY EXTENSION ORDINANCE.
de 70 WMER dt SEAR
R. ALL ON SITE PVC WATER MAINS 4 INCHES THROUGH 12 INCHES SHALL BE IN ACCORDANCE WITH AWWA C-900 AND
SHALL BE CLASS 150 DR 18. ALL ON-SITE PVC WATER MAINS 2" TO 3" SHALL BE CLASS 1120 AND MEET
REQUIREMENTS OF SDR 21 IN ACCORDANCE WITH ASTM D-2241. WATER MAINS SMALLER THAN 1 1/2" SHALL BE CLASS
1120 OR 1220 SCHEDULE 80 AND MEET REQUIREMENTS OF ASTM D-1785.
S. PVC PIPE FOR FIRE PROTECTION AWWA C900 CLASS 200 WITH AN SDR OF 14 OR LESS
T. ALL DUCTILE IRON PIPE SHALL CONFORM TO THE REQUIREMENTS OF ANSI STANDARD A21.51 MINIMUM CLASS 50.
JOINTS FOR DUCTILE IRON PIPE SHALL BE MECHANICAL OR PUSH -ON JOINTS. PIPE SHALL HAVE AN EXTERIOR
BITUMINOUS COATING IN ACCORDANCE WITH ANSI A21.51. PIPE INTERIOR SHALL HAVE A CEMENT MORTAR LINING WITH
AN ASPHALTIC SEAL COAT CONFORMING TO AWWA/ANSI C104/A21.4. THE WEIGHT AND CLASS DESIGNATION SHALL BE
PAINTED IN WHITE ON THE EXTERIOR SURFACE OF ALL PIPES AND FITTINGS. MANUFACTURER'S CODE OR SERIAL NUMBER
SHALL BE PROVIDED ON THE BELL OF EACH PIPE JOINT.
U. ALL DUCTILE FITTINGS SHALL BE MECHANICAL JOINT WITH A MINIMUM PRESSURE RATING OF 250 PSI AND SHALL
CONFORM TO THE REQUIREMENTS OF ANSI/AWWA STANDARD A21.10/C110. ALL FITTINGS SHALL BE COATED AND LINED
AS SPECIFIED ABOVE FOR DUCTILE IRON PIPE.
V. CONTRACTOR SHALL INSTALL TEMPORARY BLOWOFFS AT THE END OF WATER SERVICE LATERALS TO BUILDINGS TO
ASSURE ADEQUATE FLUSHING AND DISINFECTION.
W. THRUST BLOCKING SHALL BE PROVIDED AT ALL FITTINGS AND HYDRANTS IN ACCORDANCE WITH UNION COUNTY
PUBLIC WORKS.
X. POINTS OF CONNECTION OF THE EXTERNAL WATER LINES ARE TO COINCIDE WITH THE BUILDING PLUMBING AS
SHOWN ON THE BUILDING PLUMBING PLANS. CONNECTION LOCATIONS SHOWN ON THESE PLANS ARE APPROXIMATE.
Y. FIRE LINES TO BUILDINGS SHALL BE INSTALLED BY A CONTRACTOR DULY LICENSED BY THE STATE FIRE MARSHALL'S
OFFICE. CONTRACTOR TO VERIFY REQUIREMENTS PRIOR TO CONSTRUCTION.
Z. ALL COMPONENTS OF THE WATER SYSTEM, INCLUDING FITTINGS, HYDRANTS, CONNECTIONS, AND VALVES SHALL
REMAIN UNCOVERED UNTIL PROPERLY INSPECTED AND ACCEPTED BY THE OWNER'S ENGINEER AND THE UNION COUNTY
PUBLIC WORKS. PRESSURE TESTS SHALL BE IN ACCORDANCE WITH UNION COUNTY PUBLIC WORKS SPECIFICATIONS.
CONTRACTOR TO NOTIFY OWNER'S ENGINEER AND UNION COUNTY PUBLIC WORKS INSPECTORS 48 HOURS IN ADVANCE
OF PERFORMING TESTS.
AA. DISINFECTION: SHALL CONFORM TO AWWA C651. ALL NEW WATER MAINS SHALL BE DISINFECTED AFTER THEY HAVE
BEEN PRESSURE TESTED. THE MAIN SHALL BE THOROUGHLY FLUSHED AT A RATE OF 2 FEET PER SECOND WITH CLEAN
WATER AFTER WHICH A CHLORINE SOLUTION OF 50 PARTS PER MILLION SHALL BE INDUCED. THE CHLORINE SOLUTION
SHALL REMAIN IN THE LINES FOR A MINIMUM OF 24 HOURS. THE LINES SHALL AGAIN BE FLUSHED AT A RATE OF 2
FEET PER SECOND WITH CLEAN WATER UNTIL THE CHLORINE RESIDUAL IS REDUCED TO THAT OF THE SUPPORTING
SYSTEM. SAMPLES SHALL BE THEN COLLECTED AND TESTED FOR COLIFORM BACTERIA. ANALYSIS SHALL BE BY A STATE
CERTIFIED LABORATORY USING THE MULTIPLE TUBE FEREMENTATION METHOD. ONE SAMPLE SHALL BE COLLECTED FROM
EACH DEAD END SEGMENT OF THE PIPELINES INSTALLED. IF BACTERIA OF ANY TIME IS FOUND, THE TEST SHALL BE
REPEATED UNTIL THE LINES ARE CLEAN.
BB. WATER MAIN SHALL HAVE 14 GA. BLUE COATED TRACER WIRE ON ALL SERVICES AND MAINS BURIED OVER THE
WATER MAIN.
CC. FIRE HYDRANTS SHALL BE PLACED A MINIMUM DISTANCE OF 6' FRO BACK OF CURB JND HAVE A CLEAR SPACE
OF 3' FROM ANY PERMANENT STRUCTURES.
DD. WATER VALVES SHALL COMPLY WITH APPROPRIATE AWWA STANDARDS.
1. GATE VALVES 2 -INCHES: SHALL CONFORM TO ANSI/AWWA A21.11/C111 FOR CAST IRON BODIED, BRONZE MOUNTED,
PARALLEL DOUBLE DISC, NON RISING STEM VALVES. VALVES SHALL BE RATED AT 200 PSIG WORKING PRESSURE
AND 400 PSIG TEST PRESSURE. END CONNECTIONS SHALL BE STANDARD FEMALE IRON PIPE THREADS OR
ANSI/AWWA A21.11/C111 MECHANICAL JOINTS FOR BURIED LOCATIONS ADN ANSI B16.1 FLANGES FOR EXPOSED
LOCATIONS. VALVE OPERATOR SHALL BE A 2 INCH SQUARE NUT FOR BURIED LOCATIONS AND STANDARD
HANDWHEEL FOR EXPOSED LOCATIONS. ALL VALVES SHALL BE OPEN LEFT.
2. GATE VALVES 6 -INCHES THROUGH 16 -INCHES: SHALL CONFORM TO AWWA C509 FOR BRONZE MOUNTED, RESILIENT
SEATED, CAST IRON BODIED GATE VALVES. VALVE BODY SHALL BE RATED FOR 200 PSIG WORKING PRESSURE AND
400 PSIG TEST PRESSURE. PROVIDE VALVE WITH SOLID WEDGE, NON RISING STEM CONSTRUCTION. VALVES SHALL
EBE SEALED RUBBER "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 816.1 FLANGES FOR
EXPOSED LOCATIONS. VALVE OPERATORS SHALL BE 2 INCH SQUARE NUTS FOR BURIED LOCATIONS OR STANDARD
HANDWHEEL FOR EXPOSED LOCATIONS. ALL VALVES SHALL BE OPEN LEFT. IN LINE VALVES TO BE INSTALLED EVERY
2000 FEET OR EVERY OTHER HYDRANT.
EE. WATER MAINS SHALL BE SUBJECT TO BOTH A PRESSURE TEST AND A LEAKAGE TEST. THE CONTRACTOR MAY BE
BILLED FOR THE AMOUNT OF WATER USED.
1. PRESSURE TEST: SHALL CONFORM TO AWWA STANDARD C605 FOR PVC PIPE AND AWWA C600 FOR DUCTILE IRON
THE TEST PRESSURE SHALL BE 200 PSIG AND THE DURATION OF THE TEST SHALL BE NOT LESS THAN 2 HOURS
OR MORE THAN 24 HOURS. THE DURATION OF THE TEST WILL BE DETERMINED BY THE COUNTY ENGINEER AS THE
TEST PROGRESSES. PRESSURE SHALL NOT BE ALLOWED TO VARY MORE THAN 5 PSIG DURING THE TEST.
2. LEAKAGE TEST: SHALL BE CONDUCTED ALONG WITH THE PRESSURE TEST. LEAKAGE WILL BE DEFINED AS THE
AMOUNT OF WATER THAT MUST BE SUPPLIED TO THE NEWLY LAID LINES TO MAINTAIN THE TEST PRESSURE WITHIN
A 5 PSIG RANGE OVER A SPECIFIED PERIOD OF TIME. ALLOWABLE LEAKAGE WILL BE COMPUTED BY THE FOLLOWING
FORMULA:
L = (S) (D) (SART P) / 148,000 GRAPHIC SCALE
WHERE:
L = ALLOWABLE LEAKAGE IN GALLONS PER HOUR 0 40' 80'
S = LENGTH OF PIPE TESTED, IN FEET
D = NOMINAL DIAMETER OF PIPE IN INCHES
P = TEST PRESSURE IN PSIG ( IN FEET )R
BUT NOT MORE THAN: 12.1 GALLONS PER INCH OF DIAMETER PER MILE OF PlfE. PEhR 24 4SUf BASED ON
200 PSI TEST PRESSURE.
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/ TREE SAVE AREA
GRADING LIMITS 1
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WO -0 MR -0
1 I
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_ ® `' \ \ `I I 53 1 1 52 1 1 ' 1 I 1 1 - - - - -- \
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94 90 89
88 87 86
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98
99
100 ` � � t-� \ -----
101 \\ - ' \ TREE SAVE AREA
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84 / / I I TREE SAVE
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GRADING LIMITS ►
Ali ` =OWN=,_ `� `` \ 82 \\ \tom / 3869 1
81 100,
68
r 1 I t 1 t \ \ rte,, � 37
7077
71 /
73 ; � 74 11 1 75 ,1 � � 1 � `\ \\ � .� �
36
35
34
33
32
31 00000
30
/ 19 / / 12" OAK 29 1 `1
/ 1 9211 28 1 1 '\ \\ _ - -' - .0000
/ 20 '°
1 12"9222 I ELMII 17 92216 1 1' 7 13" I CKORY 11 11
_ / 1 ` `
11 1 9.9i I 11 1�' OAK 1 1 15" CEDAR 1 _ _ _ _ _ - 26" OAK
21 I 22 I 1 23 I I 24 1 1 12" GUM 9217 ` 1 9209 r 9205
1 I I 1 16"ELMZ21 1 1 ` 1 , 14"OAK Jr
1 9223 11 I 1 _ _ - _ 9208
, 1 I 14"MAPLE 1 t -
92291 szzo ;' GRADING LIMITS
15" PINE
14"GUM`/
9228 _ ' ' 9206 AK
A
ice. 9207
/♦ ��
12" MAPLE �>��� 12" POPLAR
—l-
M
9227 9212�.,,.. WE 14" OAK 14"HICKORY
14"ELM 9215 9213
�
__--r2" GUM 9218 30" OAK
/
9225 12" OAK 9214
9224
MAPLE
9226
5226
PRE -DEVELOPMENT
NON -BUILDABLE AREA
SUBJECT TO TREE MITIGATION
To
LEGENDF EXISTING TREE
0
0
W
0
o
LEGENDF EXISTING TREE
0
0
W
0
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PROPOSED TREE LEGEND
119 OAK, SHUMARD (QUERCUS
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122 MAPLE, SUGAR (ACER SACCAHARUM)
121 HACKBERRY, SUGAR (CELTIS
LAEVIGATA)
GRAPHIC SCALE
0 60' 120'
( IN FEET )
1 inch = 60' ft.
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L-1. 1

PROPOSED TREE LEGEND
0
0
119 OAK, SHUMARD (QUERCUS
0
o
SHUMARDII)
�h
122 MAPLE, SUGAR (ACER SACCAHARUM)
0
o�M
121 HACKBERRY, SUGAR (CELTIS
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L
PROPOSED TREE LEGEND
0
0
119 OAK, SHUMARD (QUERCUS
0
o
SHUMARDII)
(
122 MAPLE, SUGAR (ACER SACCAHARUM)
0
o�M
121 HACKBERRY, SUGAR (CELTIS
i
LAEVI GA TA)
GRAPHIC SCALE
( IN FEET )
1 inch = 60' ft.
W
0
0
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0
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L-1.2

I 11119 NO 4
lift
-�
S 1'4�
'41� 1 �_ 1�1 l- - tr'
I TREE SAVE AREA _
T25
13" PINE T26 T27
9079 T28
T29
12" PINE �I 12" PINE
9081 9080
12" PINE
" (i 12"
9083 9082 li. _
/ Nunn. GRADING LIMITS
12" PINE 12" PINE
9084 I 9085 I \
12" PINE i 12" PINE
9086 u 9087 12" PINE
12" PINE 90�\ I
9088 I _ 12" PINE I
14" PINE _ L 9077
13" PINE 9089
soso -
13"PINE - .. _.' 9076—
L
9091 - - _ 12" PINE
12" PINE
9092 r
12" PINE I I
9093 12" PINE Tao
12" PINE 9075
9094
12" PINE T23
9095 _ 12" PINE I
13" PINE i%� 9097 I T31
9096 12" PINE
12" PINE T22_/--9074
9098 12" PINE I
12" PINE 9073 T32
9 12" PINE
12" PINENE 2� 9072
9 0 �
12" PI 12" PINE T33 I
9101 9104
13" PINE 12" PINE
91 9 111
12" PINE
_ _� %%% 12" 'PINE I
9103 9040 T34
12" PINE r 12" PINE
9105 9070-�`
13" PINE iz" PINE
13" PINE 9106 _ _ 9039
9041 �r 9043 a 12" PINE T35
12" PINE 12 PINE 12" PINE 1 9038 1
9045 9042 `
12" PINE T18 12" PINE
3"PINE
9046 J3. 9037 13"PINE
12" PINE _ �7" P E 9035 Tis
9047 I
13" PINE ., _
9049 � 9048-
13" PINE 12" PINE
n 15" PINE I
9050 19034 I
12" PINE i 12" PINE T37
� \
9053 i 9051
13" PINE 12" PINE
9054 - I 6 9033
i 6 \ I
12" PINE \ 12" PI
9056 �� , "� - _ _ �-� 9032` Tia
13" PINE 7 12" PINE
9055 ----9052
`I
13" 9057 ' ' ,. 031 ° Y
T39
13" PINE �� 13" PINE
9058 T14 9030
12" PINE
9060 - . 12" PINE Tao
17" PINE 9029
9059
1 T 13" PINE
14" PINE9028 1 I
9063----, I - 12" PINE 1 T41
13" PINE ffl��1
9062 ��" T12 12" 12" PINE
17" PINE 9061
9064 T42 I
12" PINE 12" PINE
9065 9026
13" PINE T11
9066
12" PINE
9068
12" PINE = T43
12" PINE — _ 9025
9021 I I 12" FINE I
9067 L
14" PINE � 13" PINE
9019
12" PINE 90`14 9024
9022 13" PINE 12" PINE Toa
12" PINE �� �, , �i 9023 I
9015
I T9 I
13" PINE �� !� 12" PINE
9016 _I 9013 \ T45
13" PINE T8 _
9018 13" PINE~
I i 012 16 T46
12" PINE
9017 12" PINE
9020 T7
I T47
T6 \
PRE -DEVELOPMENT T48 l I
NON -BUILDABLE AREA I v
SUBJECT TO TREE MITIGATION
T5
V A T4
\ \ T3
i
TREE SAVE AREA
*-aft _
I I
I I
I I
185 I I
184 I
i IN \� \
182
181
180
179 \
178
" � � �,,�°•-_ � � ' � TREE SAVE AREA
y �
i
' 177
161
176
20" OAK
160 9190�
175
q
/ � a 174
14" HICKORY
12" OAK 9191
159 9194 17" OAK
9192
19" OAK
9195
j .. .�l►
-�__ 12" HICKORY
12" OAK �y�j/ 9193
9196
a 13"OAK 13" POPLAR
1 58 L 9201 i� 9197
g \\
,y 12" MAPLE
OA� ; �� 9198
a 9202
15214"OAK
_ 5u' 9199
\ 15" OAK
14" OAK 9200
9187/
7 7 _ 15" OAK
9186
12"
151 12"CEDAR
9185yY// 14" OAK
21 " OAK •� 9183
9184
14" OAK
9182
25" OAK
150 9180 I ��;
\ 13" OAK
,% 9181
13" OAK `- 12" OAK
9177 _— 9179
I 12" OAK
" 19" OAK
9174 —� t� 14"HICKORY
�4 * 149.1 x_12"OAK 9175
18" OAK / 9178
�, p ,V 9173
14" OAK` 13" HICKORY
9172 /� 9171
13" OAK 24" OAK
148 9168 I �+ 9170
�� 13" OAK
/Ar9169
e
20" OAK �� 24" OAK
9165 , 9167
\� '1 12" OAK
147 EXISTING TREE
9199
/\ 27" GUM �,�/ / 9164 HICKORY LEGEND
146 17" OAK
9161
12" OAK
9160
MAPLE
\ 9158 1 15" OAK
9159
145 ! �21"OAK
e 9157
12" ELM 21" OAK
9153 9156
14" OAK 18" ELM
9152 9154
144
12" MAPLE
9151
12" ELM
9150
16" OAK
43 % 9149
t
/ 16" OAK
/ 16" OAK 9148
/ 9147
0000,
24" OAK
/ 9146
PRE -DEVELOPMENT
NON -BUILDABLE AREA
SUBJECT TO TREE MITIGATION
PROPOSED TREE LEGEND
0
O
119 OAK, SHUMARD (QUERCUS
0
o
SHUMARDII)
Lo Co �
� co
122 MAPLE, SUGAR (AGER SACCAHARUM)
0
OC�M
121 HACKBERRY, SUGAR (CELTIS
m � M
LAEVIGATA)
MO ��
it
L
PROPOSED TREE LEGEND
0
O
119 OAK, SHUMARD (QUERCUS
0
o
SHUMARDII)
Lo Co �
� co
122 MAPLE, SUGAR (AGER SACCAHARUM)
0
OC�M
121 HACKBERRY, SUGAR (CELTIS
m � M
LAEVIGATA)
GRAPHIC SCALE
0 60' 120'
( IN FEET )
1 inch = 60' ft.
Lu
0
O
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0
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7
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Sheet
L-1.3

EX. TREE INVENTORY
Point #
SIZE &TYPE
9008
12" POPLAR
9064
17" PINE
9065
12" PINE
9001
16" PINE
9002
15" PINE
9003
12" PINE
TREE MITIGATION SU M MARY
PROJECT: MOORE FARMS CLIENT: GRAHAM ENTERPRISES
PROJ. #: 5750 DATE: 5/17/2017
PHASE: ALL DESIGN BY: KEL
E � A � G R` � E
2013 Van Buren Avenue
Indian ,trail, NC 28079
9005
15" PINE
9006
12" PINE
9007
13" PINE
9009
15" PINE
9010
13" PINE
9011
NUMBER TYPE
SIZE 125°f4 REQUIRED 2.5"
MITIGATIO
(INCHES) N {INCHES) CALIPER TREES
13" PINE
9013
12" PINE
9014
13" PINE
9015
12" PINE
9016
13" PINE
9017
12" PINE
9018
13" PINE
9019
14" PINE
9020
9205 OAK
26 32.5 13
12" PINE
9022
12" PINE
9023
12" PINE
9024
13" PINE
9025
9206 OAK
12 15 6
12" PINE
9027
12" PINE
9028
13" PINE
9029
12" PINE
9030
9215 OAK
14 17.5 7
9218 ELM
14 17.5 7
12" PINE
9033
12" PINE
9034
15" PINE
9035
13" PINE
9036
9225 GUM
12 15 6
12" PINE
9038
12" PINE
9039
12" PINE
9040
12" PINE
9041
9226 MAPLE
12 15 6
12" PINE
9043
12" PINE
9044
13" PINE
9045
12" PINE
9046
9109 OAK
12 15 6
12" PINE
9048
12" PINE
9110 CEDAR
12 15 6
9111 OAK
12 15 6
9112 OAK
12 15 6
9113 OAK
12 15 6
9114 PINE
13 16.25 6,5
9115 PINE
13 16.25 6.5
9117 PINE
12 15 6
9118 PINE
13 16.25 6.5
9119 PINE
12 15 6
9120 PINE
12 15 6
9121 PINE
12 15 6
9122 PINE
12 15 6
9123 PINE
12 15 6
9124 PINE
12 15 6
9125 PINE
12 15 6
9126 PINE
13 16.25 6.5
9127 PINE
12 15 6
9129 PINE
15 18.75 7.5
9130 PINE
13 16.25 6,5
9131 PINE
12 15 6
9132 PINE
13 16.25 6,5
9133 PINE
14 17.5 7
9134 OAK
14 17.5 7
9135 PINE
17 21.25 8,5
9136 OAK
12 15 6
9137 PINE
13 16.25 6,5
9139 PINE
12 15 6
9140 GUM
12 15 6
9141 GUM
15 18.75 7.5
9142 PINE
14 17.5 7
9143 PINE
12 15 6
9144 GUM
12 15 6
9162 OAK
16 20 8
9202 OAK
16 20 8
9200 OAK
15 18.75 7.5
9199 OAK
14 17.5 7
9198 MAPLE
12 15 6
9197 POPLAR
13 16.25 6,5
9196 OAK
12 15 6
9191 HICKORY
14 17.5 7
9096 PINE
13 16.25 6,5
9098 PINE
12 15 6
9099 PINE
12 15 6
9100 PINE
12 15 6
9101 PINE
12 15 6
9102 PINE
12 15 6
9103 PINE
12 15 6
9105 PINE
12 15 6
9106 PINE
13 16.25 6.5
9041 PINE
13 16.25 6.5
9042 PINE
12 15 6
9043 PINE
12 15 6
9044 PINE
13 16.25 6.5
9045 PINE
12 15 6
9046 PINE
12 15 6
9047 PINE
12 15 6
9049 PINE
13 16.25 6.5
9050 PINE
13 16.25 6,5
9053 PINE
12 15 6
9054 PINE
13 16.25 6.5
9055 PINE
13 16.25 6.5
9056 PINE
12 15 6
9057 PINE
13 16.25 6.5
9059 PINE
17 21.25 8.5
9063 PINE
14 17.5 7
9019 PINE
14 17.5 7
9015 PINE
12 15 6
9016 PINE
13 16.25 6.5
488.5
EX. TREE INVENTORY
Point #
SIZE &TYPE
9008
12" POPLAR
9064
17" PINE
9065
12" PINE
9001
16" PINE
9002
15" PINE
9003
12" PINE
9004
14" PINE
9005
15" PINE
9006
12" PINE
9007
13" PINE
9009
15" PINE
9010
13" PINE
9011
17" PINE
9012
13" PINE
9013
12" PINE
9014
13" PINE
9015
12" PINE
9016
13" PINE
9017
12" PINE
9018
13" PINE
9019
14" PINE
9020
12" PINE
9021
12" PINE
9022
12" PINE
9023
12" PINE
9024
13" PINE
9025
12" PINE
9026
12" PINE
9027
12" PINE
9028
13" PINE
9029
12" PINE
9030
13" PINE
9031
12" PINE
9032
12" PINE
9033
12" PINE
9034
15" PINE
9035
13" PINE
9036
12" PINE
9037
12" PINE
9038
12" PINE
9039
12" PINE
9040
12" PINE
9041
13" PINE
9042
12" PINE
9043
12" PINE
9044
13" PINE
9045
12" PINE
9046
12" PINE
9047
12" PINE
9048
12" PINE
EX. TREE INVENTORY
Point #
SIZE &TYPE
9049
13" PINE
9050
13" PINE
9051
12" PINE
9052
12" PINE
9053
12" PINE
9054
13" PINE
9055
13" PINE
9056
12" PINE
9057
13" PINE
9058
13" PINE
9059
17" PINE
9060
12" PINE
9061
12" PINE
9062
13" PINE
9063
14" PINE
9066
13" PINE
9067
12" PINE
9068
12" PINE
9070
12" PINE
9071
12" PINE
9072
12" PINE
9073
12" PINE
9074
12" PINE
9075
12" PINE
9076
12" PINE
9077
12" PINE
9078
12" PINE
9079
13" PINE
9080
12" PINE
9081
12" PINE
9082
12" PINE
9083
12" PINE
9084
12" PINE
9085
12" PINE
9086
12" PINE
9087
12" PINE
9088
12" PINE
9089
14" PINE
9090
13" PINE
9091
13" PINE
9092
12" PINE
9093
12" PINE
9094
12" PINE
9095
12" PINE
9096
13" PINE
9097
12" PINE
9098
12" PINE
9099
12" PINE
9100
12" PINE
9101
12" PINE
EX. TREE INVENTORY
Point #
SIZE &TYPE
9102
13" PINE
9103
12" PINE
9104
12" PINE
9105
12" PINE
9106
13" PINE
9109
12" OAK
9110
12" CEDAR
9111
12" OAK
9112
12" OAK
9113
12" OAK
9114
13" PINE
9115
13" PINE
9116
14" OAK
9117
12" PINE
9118
13" PINE
9119
12" PINE
9120
12" PINE
9121
12" PINE
9122
12" PINE
9123
12" PINE
9124
12" PINE
9125
12" PINE
9126
13" PINE
9127
12" PINE
9128
13" PINE
9129
15" PINE
9130
13" PINE
9131
12" PINE
9132
13" PINE
9133
14" PINE
9134
14" OAK
9135
17" PINE
9136
12" OAK
9137
13" PINE
9139
12" PINE
9140
12" GUM
9141
15" GUM
9142
14" PINE
9143
12" PINE
9144
12" GUM
9145
13" MAPLE
9146
24" OAK
9147
16" OAK
9148
16" OAK
9149
16" OAK
9150
12" ELM
9151
12" MAPLE
9152
14" OAK
9153
12" ELM
9154
18" ELM
EX. TREE INVENTORY
Point #
SIZE &TYPE
9156
21 "OAK
9157
21 "OAK
9158
12" MAPLE
9159
15" OAK
9160
12" OAK
9161
17" OAK
9162
16" OAK
9163
27" GUM
9164
13" HICKORY
9165
20" OAK
9166
12" OAK
9167
24" OAK
9168
13" OAK
9169
13" OAK
9170
24" OAK
9171
13" HICKORY
9172
14" OAK
9173
18" OAK
9174
19" OAK
9175
14" HICKORY
9176
12" OAK
9177
13" OAK
9178
12" OAK
9179
12" OAK
9180
25" OAK
9181
13" OAK
9182
14" OAK
9183
14" OAK
9184
21 "OAK
9185
12" CEDAR
9186
15" OAK
9187
14" OAK
9190
20" OAK
9191
14" HICKORY
9192
17" OAK
9193
12" HICKORY
9194
12" OAK
9195
19" OAK
9196
12" OAK
9197
13" POPLAR
9198
12" MAPLE
9199
14" OAK
9200
15" OAK
9201
13" OAK
9202
16" OAK
9205
26" OAK
9206
12" OAK
9207
14" OAK
9208
14" OAK
9209
15" CEDAR
EX. TREE INVENTORY
Point #
SIZE &TYPE
9210
13" HICKORY
9211
12" OAK
9212
12" POPLAR
9213
14" HICKORY
9214
30" OAK
9215
14" OAK
9216
17" ELM
9217
12" OAK
9218
14" ELM
9219
15" PINE
9220
15" PINE
9221
12" GUM
9222
12" ELM
9223
16" ELM
9224
12" OAK
9225
12" GUM
9226
12" MAPLE
9227
12" MAPLE
9228
14" GUM
9229
14" MAPLE
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L- 1.4