SWA000085_Summerhaven West Phase 1 12-17-20_20201221

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ALAMANCE COUNT`(
HARRIET T. COVINGTON TRUST
DB 3154 PG 923 TRACT 5
PARCEL #159621
OLD MAP 10-26-20A
MICHAEL B. LEE A/W
CHRISTIE J. LEE
DB 2325 PG 666
P.B. 70 PG. 141
PARCEL #159620
OLD MAP 10-26-65
RICKY EARL LEE A/W
KATHERINE COVINGTON LEE
DB 425 PG 429
D.B. 773 PG. 226
PARCEL #159580
OLD MAP 10-26-20C
ENTRANCE
SIGNS
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KIMERY REDLANDS, LLC
DB 3409 PG 348
PB 76 PG 477
PARCEL #172460
OLD MAP 10-16-207
ZONED R-20
17.15 ACRES
WALTER R. PETREE
DB 486 PG 406
PARCEL #159656
OLD MAP 10-26-19
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WILLIAM FENTON COVINGTON SR. /
DB 3702 PG 727
PB 78 PG 154
PARCEL #159619 /
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AREAS
OFF —SITE EASEMENTS
GRAVEL EMERGENCY FIRE ACCESS TO BE
INSTALLED IN PHASE 2 AT THE FIRE
MARSHALL'S APPROVED LOCATION
AGENCY PARTNERS, LLC
DB 3672 PG 857 /
P.B. 78 PG. 312 AND 313
PARCEL #174153
OLD MAP 10-16-214
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1" = 2000'
SITE DATA:
PARCEL ID: PART OF #173775, WHOLE #159680
ADDRESS: NEAR 3008 S NC HWY 119
TOTAL ACREAGE= ±62.51 ACRES
EXISTING ZONING: NONE
(SEE TYPICAL LOT LAYOUT)
ADJACENT ZONING: ALAMANCE COUNTY AND B-2
EXISTING LAND USE: AGRICULTURAL/RESIDENTIAL
PROPOSED USE: RESIDENTIAL
PROPOSED NUMBER OF LOTS:125
PROPOSED NUMBER OF LOTS PHASE 1: 38
PROPOSED NUMBER OF LOTS PHASE 2: 87
PROPOSED OVERALL DENSITY: 1.99 UNIT/ACRE
TOTAL LF OF STREET: f4,966 LF
PHASE 1 AREA: ±23.731 AC
TOTAL AREA IN ACRES
RIGHT-OF-WAY: f7.24 A G C
PHASE 1 AREA IN RIGHT-OF-WAY: f2.97 ACRES
PHASE 1 LF OF STREET: f2,208 LF
AVERAGE LOT SIZE PHASE 1: f8,797 SF
PHASE 1 COMMON AREA: f12.856 ACRES
PHASE 2 AREA: ±38.779 AC
WATER: PUBLIC WATER (ORANGE-ALAMANCE WATER SYSTEM, INC)
SEWER: COMMUNITY SEPTIC
DEED REFERENCES:
DB 4042, PG 815
DB 4042, PG 818
DB 4042, PG 822
NOTES:
ALL STREETS TO BE PUBLIC
ALL PAVEMENT INTERSECTION RADII TO BE 30'.
ALL RIGHT OF WAY INTERSECTION RADII TO BE 20'
10' UTILITY EASEMENT REQUIRED ALONG PUBLIC STREET RIGHT
0 F WAY
ALL PRIVATE COMMON AREA TO BE MAINTAINED BY THE HOME
OWNERS ASSOCIATION
10' X 70' SIGHT EASEMENTS AT INTERSECTIONS.
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WATER MAINS AND HYDRANTS:
WATER MAINS SHOULD BE INSTALLED A MINIMUM OF 3 FEET FROM
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PAVEMENT EDGE ON THE ROAD SHOULDER NOT IN A DRAINAGE
DITCH. FIRE HYDRANTS AND WATER METER BOXES SHOULD BE
ePe0y9
INSTALLED WITHIN THE 50 FOOT ROAD RIGHT—OF—WAY SPECIFICALLY
WITHIN THE 47-50 FOOT AREA FROM C/L AND NOT IN A DRAINAGE
DITCH, PER ORANGE—ALAMANCE WATER SYSTEM, INC STANDARDS.
I
FLOOD INFORMATION
NO FLOODPLAIN WITHIN 2000' OF THIS PROJECT PER FIRM MAP
#3710980300K PANEL #9803, DATED 1 1-17-2017
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WATERSHED INFORMATION
WATERSHED: NONE (NPDES PHASE II RULES APPLY)
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RIVER BASIN: CAPE FEAR (HAW CREEK, CLASS WS—V;NSW)
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COORDINATES: LAT. 36.046066
LONG.—79.324019
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SOILS: CnB2, CnC2, CnD2, CnE2, ChA, W, RvA
HOMEPLACE PROPERTIES, LLC
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DB 2017 PG 701
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PB 65 PG 174
PARCEL #159576
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OLD MAP 10-26-23
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ACCESS EASEMENT
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(TYPICAL)
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200 0 100 200 400 800
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TOTAL
AREA =
± 62.51
AC
PHASE
1 AREA
= ±23.731
AC
PHASE
2 AREA
= ±38.779
AC
NOTE: PHASE 1 SEPTIC AREAS
TO BE DETERMINED THROUGH
EOP PERMITTING PROCESS
SHEET INDEX
1 - OVERALL PLAN
2 - SITE AND UTILITY PLAN
3 - GRADING AND STORM DRAINAGE PLAN
4 - SUMMERSBY DRIVE PROFILE
5 - SUMMERSBY DRIVE PROFILE (2)
6 - HANNAFORD DRIVE PROFILE
7 - WIDENING PROFILE
8 - DETAIL PLAN
LEGEND
EX. CONTOUR
PROP.
STORM PIPE
❑
PROP.
STORM INLET
PROP.
STORM MH
PROP.
STORM FES
®
PROP.
RIP RAP PAD
PROP.
WATERLINE
y
PROP.
FIRE HYDRANT
®
PROP.
WATER VALVE
H&
PROP.
WATER TEE
MENEM
PHASE
LIMIT LINE
PHASE 2 HATCH
SWALE "A"
SWALE "B"
1 inch = 200 ft.
SUMMERHAVEN WEST
PHASE 1
MELVILLE TOWNSHIP MEBANE
ALAMANCE COUNTY NORTH CAROLINA
OWNER/DEVELOPER:
DESCO SUMMERHAVEN, LLC
600 MARKET STREET - SUITE 206
CHAPEL HILL, NORTH CAROINA 27516
CONTACT: ERIC DISCHINGER - 336-317-3395
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+E ngineering, Inc.
—Since 1974—
_ = SEAL = _
I Engineers Surveyors Planners
= 70 12/17
4609 Dundas Drive Greensboro, NC 27407
���� NG I NE��'
Phone [phone] Fax [phone]
.........`r
FIRM LICENSE #C-0168
����� �S I IDISO
PROJECT: 320-40 DRAWN BY: AL DESIGNED BY: AL
H:CIVIL3D\DESCO\SUMMERHAVEN WEST\DRAWINGS\SUMMERHAVEN WEST PHI -CONSTRUCTION PLANS-STORMWATER.DW
SHEET DESCRIPTION:
OVERALL
MASTER PLAN
SCALE: 1"=200' DATE: DECEMBER 17, 2020
REVISIONS:
SHEET NO.:
1
9

CURVE TABLE
CURVE #
RADIUS
LENGTH
DELTA
EXT TAN LENGTH
C 1
180.00'
287.42'
91.49
184.74'
C2
220.00'
312.54'
81.40
189.22'
C3
500.00'
154.41'
17.69
77.82'
C4
300.00'
1 303.77'
1 58.02
1 166.35'
A
i
20' SWALE/STORM i J -580
i — SEPTIC DRAINAGE — _ � — — _ � , /
ESMT. (TYP.) _ �\ — — _ ENCASEMENT—
\ PIPE
75 fl 60' 60' 60' 60' fi 60� 60' \ \
\ I V \ WATER L��� —� `t —1 � — ��g�� 1
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PROPOSED CONNECTION
TO ORANGE-ALAMANCE
WATER SYSTEM
FITTINGS LIST
1-12" X 8" T.S.&V,�
16" STEEL ----
ENCASEMENT PIPE\ \
WITH 0.25-0-' IMfiN
WALL THICKNESS �
(BY BORE AND JACK\
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GRAVEL EMERGENCY FIRE
ACCESS TO BE INSTALLED IN
PHASE 2 AT THE FIRE
MARSHALL'S APPROVED
LOCATION
SVON MUSTCO
tb
BEFORE YOU DIG!
CALL 811 N.C. ONE -CALL CENTER
IT'S THE LAW I
TOTAL
AREA =
±62.51
AC
PHASE
1 AREA
= ±23.731
AC
PHASE
2 AREA
= ±38.779
AC
NOTE: PHASE 1 SEPTIC AREAS
TO BE DETERMINED THROUGH
EOP PERMITTING PROCESS
1" = 2000'
SITE DATA:
PARCEL ID: PART OF #173775, WHOLE #159680
ADDRESS: NEAR 3008 S NC HWY 119
TOTAL ACREAGE= ±62.51 ACRES
EXISTING ZONING: NONE
(SEE TYPICAL LOT LAYOUT)
ADJACENT ZONING: ALAMANCE COUNTY AND B-2
EXISTING LAND USE: AGRICULTURAL/RESIDENTIAL
PROPOSED USE: RESIDENTIAL
PROPOSED NUMBER OF LOTS:125
PROPOSED NUMBER OF LOTS PHASE 1: 38
PROPOSED NUMBER OF LOTS PHASE 2: 87
PROPOSED OVERALL DENSITY: 1.99 UNIT/ACRE
TOTAL LF OF STREET: f4,966 LF
PHASE 1 AREA: ±23.731 AC
TOTAL AREA IN RIGHT—OF—WAY: f7.24 ACRES
PHASE 1 AREA IN RIGHT—OF—WAY: f2.97 ACRES
PHASE 1 LF OF STREET: f2,208 LF
AVERAGE LOT SIZE PHASE 1: f8,797 SF
PHASE 1 COMMON AREA: ±12.856 ACRES
PHASE 2 AREA: ±38.779 AC
WATER: PUBLIC WATER (ORANGE—ALAMANCE WATER SYSTEM, INC)
SEWER: COMMUNITY SEPTIC
DEED REFERENCES:
DB 4042, PG 815
DB 4042, PG 818
DB 4042, PG 822
NOTES:
ALL STREETS TO BE PUBLIC
ALL PAVEMENT INTERSECTION RADII TO BE 30'.
ALL RIGHT OF WAY INTERSECTION RADII TO BE
20'
10' UTILITY EASEMENT REQUIRED ALONG PUBLIC
STREET RIGHT
0 F WAY
ALL PRIVATE COMMON AREA TO BE MAINTAINED
BY THE HOME
OWNERS ASSOCIATION
10' X 70' SIGHT EASEMENTS AT INTERSECTIONS.
WATER MAINS AND HYDRANTS:
WATER MAINS SHOULD BE INSTALLED A MINIMUM OF
3 FEET FROM
PAVEMENT EDGE ON THE ROAD SHOULDER NOT IN A
DRAINAGE
DITCH. FIRE HYDRANTS AND WATER METER BOXES SHOULD BE
INSTALLED WITHIN THE 50 FOOT ROAD RIGHT—OF—WAY SPECIFICALLY
WITHIN THE 47-50 FOOT AREA FROM C/L AND NOT
IN A DRAINAGE
DITCH, PER ORANGE—ALAMANCE WATER SYSTEM, INC
STANDARDS.
FLOOD INFORMATION
NO FLOODPLAIN WITHIN 2000' OF THIS PROJECT PER FIRM MAP
#3710980300K PANEL #9803, DATED 11-17-2017
WATERSHED INFORMATION
WATERSHED: NONE (NPDES PHASE II RULES APPLY)
RIVER BASIN: CAPE FEAR (HAW CREEK, CLASS WS—V;NSW)
COORDINATES: LAT. 36.046066
LONG.—79.324019
SOILS: CnB2, CnC2, CnD2, CnE2, ChA, W, RvA
100
LEGEND
-'
EX. CONTOUR
PROP.
STORM PIPE
O
PROP.
STORM INLET
PROP.
STORM MH
4
PROP.
STORM FES
PROP.
RIP RAP PAD
PROP.
WATERLINE
y
PROP.
FIRE HYDRANT
®
PROP.
WATER VALVE
PROP.
WATER TEE
MENEM
PHASE
LIMIT LINE
PHASE 2 HATCH
SWALE "A"
SWALE "B"
0 50 100 200
1 inch = 100 ft.
400
SUMMERHAVEN WEST
PHASE I
MELVILLE TOWNSHIP MEBANE
ALAMANCE COUNTY NORTH CAROLINA
OWNER/DEVELOPER:
DESCO SUMMERHAVEN, LLC
600 MARKET STREET - SUITE 206
CHAPEL HILL, NORTH CAROINA 27516
CONTACT: ERIC DISCHINGER - 336-317-3395
I
���IIIIII I IIIIIIII����
+E moansngineering
i
N
—Since 1974—
_ = SEAL
I Engineers Surveyors Planners
= 70 \ 12�17 �
4609 Dundas Drive Greensboro, NC27407
y�� NGIN�����
Phone [phone] Fax [phone]
FIRM LICENSE #C-0168
/
PROJECT: 320-40 1 DRAWN BY: AL I DESIGNED BY: AL
H:CIVIL3D\DESCO\SUMMERHAVEN WEST\DRAWINGS\SUMMERHAVEN WEST PHI -CONSTRUCTION PLANS-STORMWATER.DW
SHEET DESCRIPTION:
PHASE I
SITE & UTILITY PLAN
SCALE: 1"=100' DATE: DECEMBER 17, 2020
REVISIONS:
SHEET NO.:
2
9

SUMMERHAVEN WEST PHASE 1 PIPE CHART - 25-YR STORM
(NOAA ATLAS 14, VOL 2, VERSION 3-MEBANE, NC)
Station
Line
Station
To Line
Length
(ft)
Drainage Area
Incr
(ac)
Drainage Area
Total
(ac)
RUnaffCOeff
M
C xArea
Incr
C x Area
Total
Tc
Inlet
(min)
Tc
System
Imin)
Intensity
Incr
(in/hr)
Intensity
Total
(In/hr)
Runoff
Incr
Icf5)
Runoff
Total
Imo)
TotalFlome
4Cft)
C apFull
1ck1
Avenel
INS)
Una
Size
tin)
Line
Slope
1%)
Invert Elev
Up
V0
Invert Elev
On
IN
HSL Elev
Up
(ft)
HSL E]ev
Dn
(ft)
Surface Elem
Up
(Ft)
Surface Elev
Dn
IN
IOutfal1
84.60
1,BD
1,8D
D,4
0,72
0.72
10
10
5,39
5,38
4,59
439
4159
14,01
5159
18
1178
620.61
519.30
522.53
519.93
623.52
622.00
2
Outfal1
52.00
1,41
1,41
D,4
1561
0.56
201
10
513E
&3BI
3,601
150
3,1501
5117
3,09
151
0,62
313.02
512,7D
514.09
613.95
614.521
614.02
3
I Outfal1
52.001
iml
133
D,4
153
0.53
10
10
5,391
538
3,39
&391
31e39
C37
2AG
15
0,501
307.18
505,92
W8.291
606.17
608.58
608.42
41
Outfal1
57.001
1,161
osl
0.4
110
0.70
201
10
5,3111
538
4,491
4.481
4,14E
1030
3116
181
1,001
601.34
600.71
502.301
502.27
502.84
602.27
5
Outfall
S6.001
3.421
3421
0.4
237
1.37
201
101
538
6.381
8,731
8.731
unj
11.99
5,53
11ki
1,30
592,18
592.45
593.321
592.95
593.58
592.95
1-12" X 8" T.S.&V,��\
16" STEEL____
ENCASEME_NT PIPE \
WITH Q_25V' -1vItN
WALL TH-004US
(BY BORE_ AND -JACK)
\ � I
\ 1 /
/ / f
I o
SE PRIG
CONNECTI
ON
BEFORE YOU DIG!
CALL 811 N.C. ONE -CALL CENTER
ITS THE LAW I
CURVE TABLE
CURVE #
RADIUS
LENGTH
DELTA
EXT TAN LENGTH
C 1
180.00'
287.42'
91.49
184.74'
C2
220.00'
312.54'
81.40
189.22'
C3
500.00'
154.41'
17.69
77.82'
C4
300.00'
303.77'
58.02
166.35'
Cm 0,4 PERMANENT SWALE CHART A'OTa1 UMLSIOR UK TO01 NORTH A MERIGAN GRIN ON E11 WALENT.
IN S !1 IR NO ORAU CAN Wl'rHSTAUD V=11I'Mn CP 10 MIL
NOTE YAx VM=lT'f WTHOUT A UNNR PM N.G. MOMM MARNDAL IS 1 FPS.
VELOCITY
FLOW DEPrH
STAPLE
CALCULATED a HEAR
PERMITTED SHEAR
SWALE
SLOPE
aIDESLOPSO
FLOW .F,S.
FT
FT.
CHANNELHHAPE
LINER
PATTERN
STREHa
STRESS
1 A
7,1391
3:1
Iti lS
2.51
0,311
rRAPS7mML
Da15
D
0.33
1,51)
zA
D,o%
3:1
&33
2.01
044
tPAP�IIAL 1DOTS
D
0.30
1.30
oil3:4
2."%
3:1
Lea
3.01
0r4D
rRA11IEW011 nM
D915
D
O.a7
1,30
4
1.8"
3:1
147
2.73
DAD
rRAp�DAL 2'
DOTS
D
CAI
1,3D
mail5A
I.Q%
3:1
10.51
3.111
0.72
rRApp�ML 1,
Da15
D
0.84
I.3D
23
111122%
3:1
L 63
7.39
15D
TRAPEZOIDAL t
P700
E
3.01
1D,�
36
111116
3:1
3.1fE
1.42
0,3G
TRA1�ML 1°
=m
E
3.10
10.00
56
11.11%
3:1
10.51
7.41
CA3
TpAPMWL f
30050
E
2.99
1D.00
SWALE DEATILS SHOWN ON
DETAIL SHEET 9
-580
20' SWALE/STORM - � / -� - - - SEPTIC
=� DRAINAGE _ - / / _ _ _ ENCASEMENT
ESMT. (TYP.) ---SWALE - � �\\- �\ PIPE � � l I \ � �� � // Y I �\
LEGEND
-
EX. CONTOUR
PROP.
STORM PIPE
❑
PROP.
STORM INLET
PROP.
STORM MH
PROP.
STORM FES
®
PROP.
RIP RAP PAD
PROP.
WATERLINE
q.p
yY�D
PROP.
FIRE HYDRANT
@
PROP.
WATER VALVE
H&
PROP.
WATER TEE
MENEM
PHASE
LIMIT LINE
PHASE 2 HATCH
SWALE "A"
SWALE "B"
1" = 2000'
PARCEL ID: PART OF #173775, WHOLE #159680
ADDRESS: NEAR 3008 S NC HWY 119
TOTAL ACREAGE= ±62.51 ACRES
EXISTING ZONING: NONE
(SEE TYPICAL LOT LAYOUT)
ADJACENT ZONING: ALAMANCE COUNTY AND B-2
EXISTING LAND USE: AGRICULTURAL/RESIDENTIAL
PROPOSED USE: RESIDENTIAL
PROPOSED NUMBER OF LOTS:125
PROPOSED NUMBER OF LOTS PHASE 1: 38
PROPOSED NUMBER OF LOTS PHASE 2: 87
PROPOSED OVERALL DENSITY: 1.99 UNIT/ACRE
TOTAL LF OF STREET: ±4,966 LF
PHASE 1 AREA: ±23.731 AC
TOTAL AREA IN RIGHT-OF-WAY: ±7.24 ACRES
PHASE 1 AREA IN RIGHT-OF-WAY: ±2.97 ACRES
PHASE 1 LF OF STREET: ±2,208 LF
AVERAGE LOT SIZE PHASE 1: ±8,797 SF
PHASE 1 COMMON AREA: ±12.856 ACRES
PHASE 2 AREA: ±38.779 AC
WATER: PUBLIC WATER (ORANGE-ALAMANCE WATER SYSTEM, INC)
SEWER: COMMUNITY SEPTIC
DEED REFERENCES:
DID 4042, PG 815
DID 4042, PG 818
DID 4042, PG 822
NOTES:
ALL STREETS TO BE PUBLIC
ALL PAVEMENT INTERSECTION RADII TO BE 30'.
ALL RIGHT OF WAY INTERSECTION RADII TO BE 20'
10' UTILITY EASEMENT REQUIRED ALONG PUBLIC STREET RIGHT
OF WAY
ALL PRIVATE COMMON AREA TO BE MAINTAINED BY THE HOME
OWNERS ASSOCIATION
10' X 70' SIGHT EASEMENTS AT INTERSECTIONS.
WATER MAINS AND HYDRANTS:
WATER MAINS SHOULD BE INSTALLED A MINIMUM OF 3 FEET FROM
PAVEMENT EDGE ON THE ROAD SHOULDER NOT IN A DRAINAGE
DITCH. FIRE HYDRANTS AND WATER METER BOXES SHOULD BE
INSTALLED WITHIN THE 50 FOOT ROAD RIGHT-OF-WAY SPECIFICALLY
WITHIN THE 47-50 FOOT AREA FROM C/L AND NOT IN A DRAINAGE
DITCH, PER ORANGE-ALAMANCE WATER SYSTEM, INC STANDARDS.
FLOOD INFORMATION
NO FLOODPLAIN WITHIN 2000' OF THIS PROJECT PER FIRM MAP
#3710980300K PANEL #9803, DATED 11-17-2017
WATERSHED INFORMATION
WATERSHED: NONE (NPDES PHASE II RULES APPLY)
RIVER BASIN: CAPE FEAR (HAW CREEK, CLASS WS-V;NSW)
COORDINATES: LAT. 36.046066
LONG.-79.324019
SOILS: CnB2, CnC2, CnD2, CnE2, ChA, W, RvA
PROPOSED BUILT UPON AREA FOR ENTIRE PROJE
TOTAL BUILT UPON AREA PHASE 1 AND PHASE 2:
100
STREETS: 149,692 SF
GRAVEL ACCESS DRIVE: 34,138 SF
LOTS: 125 @ 3,000 SF/LOT = 375,000 SF
TOTAL = 558,830 SF (20.5%)
0 50 100 200
1 inch = 100 ft.
SUMMERHAVEN WEST
PHASE I
MELVILLE TOWNSHIP MEBANE
ALAMANCE COUNTY NORTH CAROLINA
OWNER/DEVELOPER:
DESCO SUMMERHAVEN, LLC
600 MARKET STREET - SUITE 206
CHAPEL HILL, NORTH CAROINA 27516
CONTACT: ERIC DISCHINGER - 336-317-3395
.��AAAAAIIIIIIIIII���/
+ Veins
N
yE nglineering9 Inc.
-Since 1974
_ = SEAL = -
Engineers Surveyors Planners
= 70 12/17
O�
4609 Dundas Drive Greensboro, NC 27407
' �NG INE'�
Phone [phone] Fax [phone]
/,/ T
FIRM LICENSE #C-0168
/ $, DISG
/ 001111111
PROJECT: 320-40 1 DRAWN BY: AL I DESIGNED BY: AL
1 w\0
H:CIVIL3D\DESCO\SUMMERHAVEN WEST\DRAWINGS\SUMMERHAVEN WEST PH1-CONSTRUCTION PLANS-STORMWATER.DW
SHEET DESCRIPTION:
PHASE I GRADING &
STORM DRAINAGE PLAN
SCALE: 1"=100' DATE: DECEMBER 17, 2020
REVISIONS:
SHEET NO.:
3
_L
9
400

/ FITTINGS LIST
1-12" X 8" T.S.&V,
'i+Jy 16" STEEL ENCASEMENT
PIPE WITH 0.250" MIN.
WALL THICKNESS
o° F (BY BORE AND JACK)
V 620.8
�x
�✓ x°o
SWALE THE
/ LOW POINT IN
CURVE TABLE
CURVE #
RADIUS
LENGTH
DELTA
EXT TAN LENGTH
C 1
180.00'
287.42'
91.49
184.74'
C2
220.00'
312.54'
81.40
189.22'
C3
500.00'
154.41'
17.69
77.82'
C4
300.00'
303.77'
58.02
166.35'
/ ` \ DITCHLINE TO
FES Ill
119 /.
/ 10+00 1
/
(1) HYDRANT e°0 Iiy \SA / 117
S /
(1) 6„ GV
1 8"x 6" HYDRANT TEE / () \FES 3A �1 8•,
(2) 6" MECH. JOINT RE RAINT / / INVlk015.9 CpN GV TF�
CONC. THRUST BLOCK G _ TyFp
6
6 9.3
\
t
�
C
WA E
O O
\
I V
A
616 9�
\
26' \A(/�
FES 2B/
pA
INV 613.0.0
/
9 \
\ \
(1) HYDRANT
G (1) 8"x6" HYDRANT TEE
(2) 6" MECH. JOINT RESTRAINT
CONC. THRUST BLOCKING
/ ex
20
\�
\ o
/
N
DS5
N
RT
AM
RIC
M
—
co
I
Z
a
51.611LF,15"RCP00.62%
MAINTAIN
A
MINI
UM
OF
181,SE
DARATIONFR
M
VfATE
i AND
STORIA
/
124 /
11
(0) 0 �ORgN�
115
e•�^ /
0 01, 6" tiT
N � o �x \ T RFpti�/0Rq
ES 3B o �/ LST ✓p� NT
20' / SERVICE VI4 INV . \ 1 \ 114
/ (TYPICAL)
2
5 \ \ 113
/ AQ� S� WATER
2A / � IG R \ SERVME
52.7 QJ QP \ \k�ES T xOo y„ (TYPICAL
COI
ALL RCP TO BE CLASS III UNLESS
OTHERWISE NOTED (SEE DETAIL ON
SHEET 8)
\ \ Cam° A \
/ 77 \ \
\ �Sx
TF \ \ °o
78
I U \ \
\
+ 79 \ \ FES 4B
h w INV 601.3
NOTE: 26' WIDE STREETS TO BE CONSTRUCTED TO
IN DOT STANDARDS. STANDARDS MEET EMERGENCY
SERVICE STANDARDS.
60' R/W
6' 26' EP—EP 6' 5'
SHOULDER SHOULDER DI TCI
1/4'%FT 114 %FT PE-1? D
1 " FT.
vvvvvvvvvvvvvvvvvvvvvvvvvv TyP �� 1
�.1 / vvvvv vvvvv ) �.�T
NOTE:
1. ALL WATER CONSTRUCTION TO BE TO ORANGE-ALAMANCE STANDARDS AND
SPECIFICATIONS.
2. ALL ROADWAY & STORM SEWER CONSTRUCTION TO BE PER NCDOT STANDARDS AND
SPECIFICATIONS.
3. CONTRACTOR TO VERIFY DEPTH AND LOCATION OF ALL EXISTING UTILITIES PRIOR TO
CONSTRUCTION.
4. CONTRACTOR TO COMPLY WITH THE NEW O.S.H.A. REGULATIONS CONCERNING
TRENCHING FOR INSTALLATION OF UTILITIES.
5. NO SUBSURFACE INVESTIGATION CONDUCTED BY EVANS ENGINEERING, INC.
6. CONTRACTOR IS RESPONSIBLE FOR ALL TRAFFIC CONTROL PER NCDOT STANDARDS.
7. CONTRACTOR IS RESPONSIBLE TO PHOTOGRAPH THE ACTUAL MEASUREMENT BETWEEN
ALL WATER LINE CROSSINGS DURING CONSTRUCTION AND MUST PROVIDE THIS PHOTO TO
THE DESIGN ENGINEER.
N
00
/
I 2.00" SF9.53 PROP. WA TERLINE
// I 10.00" ABC
/ I
/ I
6n
I
1 ABC
T YPI C% L CROSS SEC TION
ai
PVI
STA:
2
40
00
o
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+
P
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: 630.00
+
04
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3�0.00
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W
63
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330 1
320 1
300 I
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00
SUMERSBY II
TpNMUSTCO
GO�JI4.ffYpR�brOT
PLAN VIEW
l o " = 40' = _Q �' 9 OWNER/DEVELOPER EVANS ENGINEERING, INC ALAMANCE COUNTY DESIGNED BAL
Y: AL
n
SCALE: 1DRAWN BY:
J UTILITY SEPARATION = - SEAL = HOR: 1 "=40'
MIN. 24" SEPARATION BETWEEN STORM AND SANITARY SEWER. - _ _ DESCO SUMMERHAVEN, LLC ENGINEERS -SURVEYORS -PLANNERS SUMMERHAVEN WEST PHASE
PROFILE VIEW = �o vER: 1"=4'
600 MARKET STREET SUITE 206
MIN. 18" SEPARATION BETWEEN STORM AND WATER. 12/17 20 L(/ CHAPEL HILL, NORTH CAROLINA 27516 4609 DUNDAS DRIVE GREENSBORO, N.C. 27407
HOR. SCALE: 1 ' = 40 MIN. 18" SEPARATION BETWEEN WATER AND SANITARY SEWER. F GINS PROJECT#320-40
�� VERT. SCALE: 1" = 4' %�tn �`' �� CONTACT: ERIC DISCHINGER PHONE:[phone] DATE: 12-17-2020 FAX:[phone] SUMMERSBY DRIVE
CALL 8111ET ST ONE-CALL
E-CALCENTER /-���SIII IDIIS CONTACT PHONE: [phone] REVISIONS: STA: 1+00 TO STA: 13+00 4 OF 9

I pq I
¢I
W
119 118 R 117 116
ZD
(1) HYDRANT N �
(1) 6" GV I I (1) 8"X 8" TEE
(1) 8"x 6" HYDRANT TEE (2) 8" GV
(2) 6" MECH. JOINT RESTRAINT (7) 8" MECH. JOINT RES
ONC. THRUST BLOCKING CONC. THRUST BLOCKING
— FES 3A � � -
- INV 606.9� -
— — 12+0 —
1 u A70' 9I_GHT ESMT, _ p
FES 3BJ_ \
— INV 607.2
Ld
0 BIZ
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4 5 0 mI
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159
158
115 114 113
(1) HYDRANT
(1) 6" GV
(1) 8"x 6" HYDRANT TEE
(2) 6" MECH. JOINT RESTRAIN
CONC. THRUST BLOCKING —
13+00 I-++ G 15+00
I— — — — — - —
I
I ti° —
SE TIC
INCAS MET*,
PIE — — — — — — — — — — — — — — — Is
n
a
77
I � I
ITEMPORARY
(TO BE REMOVED IN PH2)
I(1) 2" B.O.
A-
If-TMUSTCO
G0��0�pN1J14.ffYP/2p FC�r
Q,j rbH4v� PLAN VIEW
l 0 SCALE: 1 " = 40'
0 UTILITY SEPARATION
PROFILE VIEW MIN. 24" SEPARATION BETWEEN STORM AND SANITARY SEWER.
�a HOR. SCALE: 1 " = 40' MIN. 18" SEPARATION BETWEEN STORM AND WATER.
MIN. 18" SEPARATION BETWEEN WATER AND SANITARY SEWER.
VERT. SCALE: 1 " = 4'
BEFORE YOU DIG!
CALL 811 N.C. ONE -CALL CENTER
IT'S THE LAW I
V
IW cn
109
112 111 110 108
IN 107 to
r, (1) HYDRANT 10 6 10 5
(1) 6" GV-JI W
(1) 8"x 6" HYDRANT TEE
(2) 6" MECH. JOINT RESTRAIN 3
15' PSLAME CONC. THRUST BLOCKING
----� �--------- -- SU MERSBY ®RIVE---- ---� �----
lO' UTILITY ES
NIT FES 4A ��' L� - _ FES SA
—I INV 600.8 B..........-R-/ -
47r - ^ 9 CINV 591 .4
ID N
_FES 4B
INV 601.3
10' UTILITY ESMT
15PSLAME
6" GV
8"x 6" HYDRANT TEE
6" MECH. JOINT RESTRAINT
NC. .THRUST BLOCKING . -
n!l IIVJ IMLL J JVIIVIJ V�
18+00 19+00 00 + PIPE, 2" B.O. AND 8" PLUG
- _ _ _ EYOND HYDRANT
N
FES 5B
INV 592.2 u� E
LLJ o
WATER_ a
SERVICE ----- ---- ----- —— ---�,� "zw
(TYPICAL) Q r
a- Ld
78 79 g� g� 82 83 84 85
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PHASE I
SUMMERSBY
SEAL
0 12/17 lV
NE
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of I
OWNER/DEVELOPER
DESCO SUMMERHAVEN, LLC
600 MARKET STREET SUITE 206
CHAPEL HILL, NORTH CAROLINA 27516
CONTACT: ERIC DISCHINGER
CONTACT PHONE: [phone]
0
I
I
EX
GROUND
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Q
61
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N
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A
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ALE
26
37'
®
16.22%
600
ATE
A
D
TOR
A
ERI
AN
GRE
N
STORM LINE 3— SWALE 2A. 213
TEMPORARY 12" CMP TO BE
INSTALLED UNDER GRAVEL
TURNAROUND IN PHASE 1. PIPE
TO BE REMOVED IN PHASE 2
WHEN TURNAROUND IS REMOVED
AND SUMMERSBY DR IS EXTENDED
W
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5 By3A
1
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THAMR6%
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57.1 LF-18"RCPO 1.00%
3
G
8"
EP
RAT
ON-ROMAND
STORW
L114ER
SC2
0
Y N
RT
NOTE:
1. ALL WATER CONSTRUCTION TO BE TO ORANGE-ALAMANCE STANDARDS AND
SPECIFICATIONS.
2. ALL ROADWAY & STORM SEWER CONSTRUCTION TO BE PER NCDOT STANDARDS AND
SPECIFICATIONS.
3. CONTRACTOR TO VERIFY DEPTH AND LOCATION OF ALL EXISTING UTILITIES PRIOR TO
CONSTRUCTION.
4. CONTRACTOR TO COMPLY WITH THE NEW O.S.H.A. REGULATIONS CONCERNING
TRENCHING FOR INSTALLATION OF UTILITIES.
5. NO SUBSURFACE INVESTIGATION CONDUCTED BY EVANS ENGINEERING, INC.
6. CONTRACTOR IS RESPONSIBLE FOR ALL TRAFFIC CONTROL PER NCDOT STANDARDS.
7. CONTRACTOR IS RESPONSIBLE TO PHOTOGRAPH THE ACTUAL MEASUREMENT BETWEEN
ALL WATER LINE CROSSINGS DURING CONSTRUCTION AND MUST PROVIDE THIS PHOTO TO
THE DESIGN ENGINEER.
0 NOTE: 26' WIDE STREETS TO BE CONSTRUCTED TO
NCDOT STANDARDS. STANDARDS MEET EMERGENCY
0 SERVICE STANDARDS.
EVANS ENGINEERING, INC.
ENGINEERS - SURVEYORS - PLANNERS
4609 DUNDAS DRIVE GREENSBORO, N.C. 27407
PHONE:[phone] DATE: 12-17-2020 FAX:[phone]
REVISIONS:
ALL RCP TO BE CLASS III UNLESS
OTHERWISE NOTED (SEE DETAIL ON
SHEET 8)
CURVE TABLE
CURVE #
RADIUS
LENGTH
DELTA
EXT TAN LENGTH
C1
180.00'
287.42'
91.49
184.74'
C2
220.00'
312.54'
81.40
189.22'
C3
500.00'
154.41'
17.69
77.82'
C4
300.00'
1 303.77'
1 58.02
166.35'
ALAMANCE COUNTY
SUMMERHAVEN WEST PHASE I
SUMMERSBY DRIVE
STA: 13+00 TO STA: 22+00
DESIGNED BY: AL
DRAWN BY: AL
HOR: 1 "=40'
VER: 1 "=4'
PROJECT#320-40
5OF9

50' R/W
6'
SHOULDER
1/4';
1/4 "
vvvvvvvvvvvvvvvvvvvv
2.00" SF9.58
10.00" ABC
T6' 5'
OULDER D/TCH
1 PER FT
vvvv (TYP)
C
3'
PROP. WA TERL/NE
T YPI C% L CROSS SECTION
,20
10
ME
m
NOTE: 26' WIDE STREETS TO BE CONSTRUCTED TO
NCDOT STANDARDS. STANDARDS MEET EMERGENCY
SERVICE STANDARDS.
:E
CURVE TABLE
CURVE #
RADIUS
LENGTH
DELTA
EXT TAN LENGTH
Cl
180.00'
287.42'
91.49
184.74'
C2
220.00'
312.54'
81.40
189.22'
C3
500.00'
154.41'
17.69
77.82'
C4
300.00'
303.77'
58.02
166.35'
ALL RCP TO BE CLASS III UNLESS
OTHERWISE NOTED (SEE DETAIL ON
SHEET 8)
UTILITY NOTICE
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN
LOCATED FROM FIELD SURVEY INFORMATION, RECORDED
EASEMENTS, AND EXISTING DRAWINGS. THE SURVEYOR
MAKES NO GUARANTEES THAT THE UNDERGROUND
UTILITIES SHOWN ARE IN THE EXACT LOCATION
INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY
ARE LOCATED AS ACCURATELY AS POSSIBLE FROM
THE INFORMATION AVAILABLE. THE SURVEYOR HAS
NOT PHYSICALLY LOCATED UNDERGROUND UTILITIES.
NOTE:
1. ALL WATER CONSTRUCTION TO BE TO ORANGE—ALAMANCE STANDARDS AND
SPECIFICATIONS.
2. ALL ROADWAY & STORM SEWER CONSTRUCTION TO BE PER NCDOT STANDARDS AND
SPECIFICATIONS.
3. CONTRACTOR TO VERIFY DEPTH AND LOCATION OF ALL EXISTING UTILITIES PRIOR TO
CONSTRUCTION.
4. CONTRACTOR TO COMPLY WITH THE NEW O.S.H.A. REGULATIONS CONCERNING
TRENCHING FOR INSTALLATION OF UTILITIES.
5. NO SUBSURFACE INVESTIGATION CONDUCTED BY EVANS ENGINEERING, INC.
6. CONTRACTOR IS RESPONSIBLE FOR ALL TRAFFIC CONTROL PER NCDOT STANDARDS.
7. CONTRACTOR IS RESPONSIBLE TO PHOTOGRAPH THE ACTUAL MEASUREMENT BETWEEN
ALL WATER LINE CROSSINGS DURING CONSTRUCTION AND MUST PROVIDE THIS PHOTO TO
THE DESIGN ENGINEER.
HANNAFORD
'ptoNMUSTCO
oo �rbro DESIGNED BY: AL
PLAN VIEW =.-� EVANS ENGINEERING INC. ALAMANCE COUNTY DRAWN BY: AL
l 0 SCALE: 1 = 40 _ Q OWNER/DEVELOPER
UTILITY SEPARATION _ _ SEAL - HOR: 1 "=40'
0 PROFILE VIEW DESCO SUMMERHAVEN, LLC ENGINEERS -SURVEYORS -PLANNERS SUMMERHAVEN WEST PHASE MIN. 24" SEPARATION BETWEEN STORM AND SANITARY SEWER. VER: 1 "=4'
_ 600 MARKET STREET SUITE 206
MIN. 18" SEPARATION BETWEEN STORM AND WATER. 0 ; 12/17 20 �(/ \ CHAPEL HILL, NORTH CAROLINA 27516 4609 DUNDAS DRIVE GREENSBORO, N.C. 27407
HOR. SCALE: 1 ' = 40 MIN. 18" SEPARATION BETWEEN WATER AND SANITARY SEWER. � � %, N � \� PROJECT 320-40
/� FCINE�'\�� CONTACT: ERIC DISCHINGER PHONE:[phone] FAX:[phone] HANNAFORD DRIVE #
VERT. SCALE: 1 " = 4' %��Q c""" �� CONTACT PHONE: [phone] DATE: 12-17-2020
CALL 8111 NTC.TREBEFORE CU DIG! AWILCAL CENTER //////�/v. DISG�\\\\\\ REVISIONS: STA: 1+00 TO STA: 7+00 6 OF 9

60' RIGHT-OF-WAY
6' SHOULDER 6' PROP. ±12' EXIST. ±12' EXIST.
2.5' 1 1 WIDENING I PVM'T. PVM'T.
6' PROP. 6' SHOULDER
WIDENING , , 2.5'
w
z
3
PROPOSED CONNECTION TO
ORANGE-ALAMANCE WATER
SYSTEM
FITTINGS LIST
1-12' X 8" T.S.&V,
16" STEEL ENCASEMENT PIPE
WITH 0.250" MIN. WALL
THICKNESS
(BY BORE AND JACK)
I p
EX EP DITC- E A tl Q HIGHWAY
HwA9 MAINTENANCE 1 19
- __ _ RIGHT
EX. PVM'T. EX. GRAVEL DRI OF DITCH BANK OF WAY ONLY. TOP
III t24' OB ��
EX. EP _ WIDTH ONLY.
_ E�DITCH LINE
----
�VERHEAD \ -----UTILITIES -\ I 4S$ MP " _-----�
EX_N
------�2-AERLINE
EX.
_
SPEED LIMIT
SIGN TO BE EX PP \ WOOD -
RELOCATED AS oPo -
VVER-- _.----- --_--- NECESSARY - -- o
EX. GUY EX. ----- o
PO EX PP
' Lc -TO
40 N PE
B� E� 0= - -
I El
EX. POST AND
POWER PED. TO
I ' BE RELOCATED
WILLIAM FENTON COVINGTON SR. A/W
+ I NANCY PICKARD COVINGTON
DB 425 PG 431
I PB 78 PG 154
PARCEL #173775
OLD MAP 10-26-85
GENERAL NOTES:
1. ALL CONSTRUCTION PER N.C.D.O.T. STANDARDS AND SPECIFICATIONS.
2. CONTRACTOR IS RESPONSIBLE TO VERIFY THE EXACT LOCATION AND DEPTH OF ALL
EXISTING UTILITIES PRIOR TO CONSTRUCTION.
3. RELOCATION OF ANY EXISTING UTILITIES SHALL BE COORDINATED WITH
APPROPRIATE UTILITY COMPANY PRIOR TO CONSTRUCTION BY CONTRACTOR.
4. ALL STRIPING MATERIAL TO BE N.C.D.O.T. THERMOPLASTIC.
5. CONTRACTOR IS RESPONSIBLE FOR ALL TRAFFIC CONTROL MEASURES PER
N.C.D.O.T. GUIDELINES.
6. ALL ASPHALT CEMENT PLANT MIX AND METHOD OF PLACEMENT SHALL COMPLY
WITH N.C.D.O.T. STANDARD SPECIFICATIONS.
7. ALL EROSION CONTROL DEVICES PER N.C.D.E.N.R. STANDARDS AND SPECIFICATIONS.
\\
FES 1A
INV 619.3
RIP -RAP PAD
L=8', W=9.5', d50=6",
USE CLASS-B, 1.5' THK.
WILLIAM FENTON COVINGTON SR.
DB 425 PG 431
PB 78 PG 154
PARCEL #173775
i
O
e O/
E�
i
/
IF
OLD MAP 10-26-85
EX. 12" RCP TO
/
BE RELOCATED TO
THIS LOCATION
EX•
RELOCA1g
F�• OX
/�'��
/
RELOCATE
�
'.
EX. MAILBOX
• �j
v
� �.
.2 -
- EX6+00
-
�
I
FES 1B
INV 620.8
- \ EX.15"RCP i 1El 1 A I P�AN"(1NG 1
- ' - PED m PREP.
y 1 PP
_ - - EX. OVERHEAD UTILITIES co II ORR�PPREO
p p EX.I12" RCP TO
(71xl
. EX BE RELOCATED TO
I p THIS LOCATION
EX. 15" RCP TO cur
I BE RELOCATED TO
EX. GRAVEL THIS LOCATION
r GUY 1
I RIP -RAP PAD
L=8', W=9.5', d50=6",
N IUSE CLASS-B, 1.5' TW
DRIVE TO BE 1 HARRIET T. COVINGTON TRUST
REPAIRED DB 3154 PG 923 TRACT 5
1 PARCEL #159621
MICHAEL B. LEE A/W OLD MAP 10-26-20A
CHRISTIE J. LEE 1
1 DB 2325 PG 666
P.B. 70 PG. 141
PARCEL #159620
OLD MAP 10-26-65
MEDIAN ISLAND SEPARATING TRAFFIC IN OPPOSING DIRECTIONS
DOUBLE YELLOW
CENTER LINES
2
1
Dr, YELLOW
D=45' DIAGONAL LINES
(2:1 SLOPE)
NCDOT #1205.09
EP /
E+ /
EX' k2a
��c�Ei Off,
/
WALTER R. PETREE
DB 486 PG 406
PARCEL #159656
OLD MAP 10-26-19
1.5" S9.5B FULL
OVERLAY
MATCH EXIST.
1" PER CROSS SLOPE
FOOT
MATCH EXIST.
CROSS SLOPE 1" PER
PAVEMENT SECTION
1.5" S9.5B SURFACE (FULL OVERLAY)
1.5" S9.5B SURFACE
4" I-19.00 INTERMEDIATE
5" B25.00 BASE
NOTE: PROPOSED WIDENING CROSS -SLOPE TO FOLLOW EXISTING CROSS -SLOPE, THIS INCLUDES
ANY EXISTING SECTIONS WITH SUPER -ELEVATION.
TYPICAL WIDENING SECTION
N TS
3'-9'/SP MINI -SKIP LINE
PAVEMENT MARKING LEGEND UNLESS OTHERWISED SHOWN, USE 3'-9'/SP MINI -SKIPS FOR
ALL MARKINGS TO BE THERMOPLASTIC MINI -SKIP LANE LINES AND LINE EXTENSIONS THROUGH TAPERS.
*
TA 4" WHITE X 90 MILS - EDGELINE
TD 4" WHITE X 120 MILS - 3 FT. MINISKIP (9' GAP) g' 9'
TE 4" WHITE X 120 MILS - SOLID LANE LINE
TI 4" YELLOW X 120 MILS - DOUBLE CENTER ® 4pf / 6"
TP 8" YELLOW X 90 MILS - DIAGONAL WH ITE
UA WHITE 90 MILS - LEFT TURN ARROW
NCDOT #1205.01
WHITE 3'-9'ISP MINI -SKIP LINE
WHITE LANE
-
LINE - - - - -
TAPER
1 00'
TURN LANE ARROW CENTERED IN
BAY TURN LANE BAY
NCDOT #1205.05
I
620 1 1 d20l
I
+P`R�OF Lul
I H 0 P
610 EX I T. 10
GRAD[--
I PROP.
Rl(';HT E P -
R P
E T E P I
-
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- -
6 0 9 '#.,i RCPLI
00
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MAINTA N A WIN mulm 0
1 " S. PAF ATIC N FOM
5 0 90
0+00
If-115 YT CG�1F
GO��R0�1J7 P/2pT�pbrOT
Ko
6�2
BEFORE YOU DIG!
CALL 811 N.C. ONE -CALL CENTER
IT'S THE LAW I
PLAN VIEW
SCALE: 1 " = 40'
PROFILE VIEW
HOR. SCALE: 1 " = 40'
VERT. SCALE: 1 " = 4'
1+00
2+00
UTILITY SEPARATION
MIN. 24" SEPARATION BETWEEN STORM AND SANITARY SEWER.
MIN. 18" SEPARATION BETWEEN STORM AND WATER.
MIN. 18" SEPARATION BETWEEN WATER AND SANITARY SEWER.
3+00 4+00 5+00 6+00 7+00 8+00
HIGHWAY 1 1 9
OWNER/DEVELOPER
SEAL = DESCO SUMMERHAVEN, LLC
12/17 20 600 MARKET STREET SUITE 206
0 CHAPEL HILL, NORTH CAROLINA 27516
GIN1;` �� CONTACT: ERIC DISCHINGER
FN O , C9
......G� CONTACT PHONE: [phone]
xxx ills n IDs00x x
9+00
10+00
EVANS ENGINEERING, INC.
ENGINEERS - SURVEYORS - PLANNERS
4609 DUNDAS DRIVE GREENSBORO, N.C. 27407
PHONE:[phone] DATE: 12-17-2020 FAX:[phone]
REVISIONS:
1 1 +00
x
U
0
_.N G00
CONSTRUCTION SEQUENCE
1. OBTAIN PLAN APPROVAL.
2. OBTAIN GRADING PERMIT AT A SCHEDULED PRE- CONSTRUCTION CONFERENCE
WITH NCDEQ EROSION CONTROL INSPECTOR, CONTRACTOR RESPONSIBLE FOR EROSION
CONTROL, ENGINEER AND OWNER.
3. ALL EXISTING DEVICES FROM CLEARING AND GRUBBING PLAN ARE TO REMAIN IN
PLACE DURING THE CONSTRUCTION OF THIS PHASE.
4. CLEAR AND GRUB ADDITIONAL AREAS.
5. GRADE WIDENING, SIDE DITCHES AND STORM PIPES. INSTALL CHECK DAMS AS
DITCHES ARE GRADED.
6. ONCE SIDE DITCHED ARE GRADED, SEED AND MULCH. INSTALL RIP -RAP PADS AS
SHOWN
6. PLACE PAVEMENT.
9. STABILIZE ANY AREAS AFTER GRUBBING, SEED AND MULCH SEED PERIMETER,
FROM EDGE OF GRADED AREA FOR A DISTANCE OF 50' OR TO A PLANNED
STRUCTURE (IF LESS THAN 50').
10. AFTER SITE IS STABILIZED, REMOVE TEMPORARY EROSION CONTROL DEVICES AND
INSTALL PERMANENT DEVICES. SPOT SEED/MULCH ALL RESULTING BARE AREAS.
ALAMANCE COUNTY DESIGNED BY: AL
DRAWN BY: AL
SUMMERHAVEN WEST PHASE I VER:1"=4'
NC HIGHWAY 119 WIDENING PROJECT#320-40
STA: 0+00 TO STA: 11+00 7 OF 9

II
60' R/W
SHOULDER SHOULDER DI TCI
114'%FT 114 %F"fl
T 1 PER FT �
2.00 " SF9.53
10.00" ABC
PROP. WA TERLINE
T yPI C% L CROSS SECTION
NOTES:
LOTS IMPACTED BY EASEMENTS, STREET SIDE SETBACKS, ETC. WILL
BE INCREASED IN WIDTH TO ACCOMMODATE FOR HOUSE WIDTH.
TY o LOT LAYOUT
SCALE: N TS
LOT SIZES VARY PER SEPTIC REQUIREMENTS
Construction 1. Place stone to the lines and dimensions shown in the plan on a filter fabric
foundation.
Specifications
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 beti�reen 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.
L = The distance such that points
A and B are of equal elevation
f Igure 6.83a Space Chec}L dams in a channel so that the cress of downstream dam is at elevation of the toe GI upstream dam.
CHECK DAM DETAIL_
NOT TO SCALE
wz
_j6' SHOULDER 6' PROP.
2.5' WIDENING
,P. 0 MATCH EXIST.
1Fp0 RCROSS SLOPE
60' RIGHT-OF-WAY
±10' EXIST. ±10' EXIST.
PVM'T. P VM'T.
1.5" S9.5B FULL
r-OVERLAY
PAVEMENT SECTION �1.5" S9.5B SURFACE (FULL OVERLAY)
1.5" S9.5B SURFACE
4" 1-19.00 INTERMEDIATE
5" B25.00 BASE
9" min
rl ITer LIOTn
STREAM BUFFER DETAIL
N.T.S.
NO ALTERATIONS NOR ADJUSTMENTS TO BE MADE
IN THIS AREA WITHOUT APPROVAL OF THE UTILITIES
ENGINEER. -
6" 4"-5" V-8 1/2"
VARIES IF THERE
r� IS A SIDEWALK CAST IRON
r METER BOX
ANGLE BALL VALVE- MUELLER METER SETTER
STD. CURB WITH LOCKING WING DUAL PURPOSE NUTS
7" RISE H 2404-2A
PAVEMENT
METER
z
BRICK
n 3/4" TYPE "K" SOFT QnCOPPER SERVICE PIPEfTI TT-I�O to MAIN
Z
C
17171
5/8" x 3/4" BRASS CORPORATION
I COCK MUELLER TYPE H-15000 OR
APPROVED EQUAL.
Plan View
12" of NCDOT #5 or #57
washed stone 1.5' 0-
Class B Riprap2' max. nt
center
Filter Cidth-4_ PM
4'to 6'
FRI
Cross -Section View
Figure 6.83b Stone check dam stone should be placed aver the channel banks tO keep water from cutting around the
dam.Maintenance Inspect check dams and channels at least weekly and alter each significant (1 i2
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 Gom
high flows. around the edges ofthe 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
(Practice 6.31, Riprup-Tine and Patitd Channels).
Remove sediment accumit]ated behind the dams as needed to prevent damage
to channel vegetation, allow the channel to drain through the stone check dam,
and prevent large flaws Crom carrying sediment over The dam. Add stones to
dams as needed to maintain design height and cross section.
6' PROP. 6' SHOULDER
WIDENING 2.5'
MATCH EXIST.CROSS SLOPE 1 PER
-_=
NOTE: PROPOSED WIDENING CROSS -SLOPE TO FOLLOW EXISTING CROSS -SLOPE, THIS INCLUDES
ANY EXISTING SECTIONS WITH SUPER -ELEVATION.
TYP CAL W DEN NG SECTON LEFT TURN LANE
NTS
wzJ6' SHOULDER 6' PROP.
2.5' WIDENING
MATCH EXIST.
1'FOER CROSS SLOPE
ALL WORK IN
THIS AREA TO
6E R7ALLEO
AS PER PLUMBING
3 COOES
CE3
BACKFLOW PREVENTER
DUAL CHECK VALVE 7" RISE
ASSE APPROVED
\
L VERTICAL INLET
---CRIMP
NCfTE; COMPRESSION FITTINGS ONLY, NO
FLARED FITTINGS. DIRECT TAP ALLOWED ON
D.1, ONLY.
4 ■ !
re 9 to
OF
F � }may?. � ■ i� / ■fix: l�l r
a -
2, COPPER PiPE 2" B
HANIDWHEEL (200 P.S.I.Ot�zE GATE VALVE
FLARED COPPER F[i LP.S
WATER WORKING PRESSURE)
MAIN C! 90' 13W5 ELBOW
BRASS NIPPLE
2' CORPORATION �;Or.X COPPER TO MALE ]RON PIPE
THREAD COUPLING
W-d
ORANGE-ALAMANCE 2" BLOW -OFF ASSEMBLY
STANDARD
-1/13102 eI■Rv rn MHW
60' RIGHT-OF-WAY
±10' EXIST. ±10' EXIST.
P VM' T. P VM' T.
1.5" S9.5B FULL
r-OVERLAY
PAVEMENT SECTION
1.5" S9.513 SURFACE (FULL OVERLAY)
1.5" S9.513 SURFACE
4" 1-19.00 INTERMEDIATE
5" B25.00 BASE
w
z
±15' PROP. 3' J
WIDENING SHOULDER 2'
U
0
MATCH EXIST.
CROSS SLOPE 1 PER
tip......... �O�T
-----------
NOTE: PROPOSED WIDENING CROSS -SLOPE TO FOLLOW EXISTING CROSS -SLOPE, THIS INCLUDES
ANY EXISTING SECTIONS WITH SUPER -ELEVATION.
TYPICAL W DEN N G SECTION RIGHT TURN LANE
N TS
CLASS II PRIVATE ROAD COIn'ECTION
NUTS:SCALE: I" = 301
AIIDI'IIONA.L RIW hIAYBE lUI¢UIRED TO ACCaMODATETAPERS, TTTRN LANES, AND
MEDIA ISLANDS.IO(SEE DETAIL BELOW) O'TAPER SIGHT TRIANGLE
14K 70')
_ 0' 01 - I- -1MIN.
R--2b A& R�26' (t7R A5 DIRECTED BYEINGINEERj
EDGE OF PAVEMENT EDGE OF PAVEMENT
__._..,-_.-_-------------------�---------------'--------- EX[STI r ROAD
NOTE: PER'V AINENT DRAINAGE EASEMENTS MAYBE REQUEkED TO ACCOMODATE DRAINAGE BEYOND THE ):RIGHT-OFWAY.
TYPICAL ROADWAY SECTION
Vt�.-2�'5LR FT2.0011 SF 9.5B8.0011 COMPACTED AGGREGATEBASE COURSE
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ORAN�rGE�-�ALAA IANGE FIRE HYDRANT INSTALLATION
STANDARD nut ;'N T 5 N = : 3113/02 IXiNh Br MH^1
MAIL
KIOSKS
5' SIDEWALK
(3,000 PSI
CONCRETE)20 MAX
SLOPE 2%
1
1cD
Ict
24' hR W
10" ABC STONE
2" S9.5BASPHALT EOP
PROPOSED ROAD(6a PUBM RM
EOP
MAIL KIOSK DETAILSCALE: 1"= N
Alternate Design Criteria
(When 26' P�venlc�nt Width end �}6'Cut-Dc-Sac Dianic�tar is Stipulated by Local Jurisdiction)
6'
SLOPE AS RrQUIREO a❑
MAX sLOIE SEC71ON AA
LM 2:1MOUNTAINOUS 1-V2:1
FIGURE 8
SYMMETRICAL CUL-DE-SAC
NO CURB & GUITTER
NCDOT PIPE MATERIAL SELECTION GUIDE
HDPE PIP(REINFORCDPCONCREM (CORRUGA ED STEE CRAP AASHTO M294 ASTM F2764 PVC-ASTM
y (CORRUGATED AUJMNUMi ORF949AASHTO M170 AASHTO M36 AASHTO M196 AASHTO M33 AASHTO
2% x 4 CORRUGATION 2% x A CORRUGATION M3O4
CLASS II CLASS III CLASS IV CLASS V LIE ANN. MAXIMUM SIZE MIN, MAIOMUM 12E MIN, MhAX.SIZEMIN. MAX IZEMIN,AAAx. 1- RCP IS NOT ALLDwED FOR. GRADESa1Dx
+ , + , (G"I 1d 14 12 1U 8 t"-I 16 14 1210 8 7- FOR COUNTIES LISTED N ARTICLE 3IM OF THE
STANDARD SPECIFICATIONS CSP IS NOT ALLOWED.
IN OTHER COUNTIES CSP REOUI RES AN
30.0' 1.0' 40.0'12" 1. 2D4' 256' 12" 1.0' 123'155' 218' 281'344'12" 2.0' 20' 12" 1.0' 20' 12" 2.0' 30' ACCEPTABLE COATING IN ACCORDAKE WITH
IFOR FILLSv4V i W use L"D DIRRIC7 DESIGN 15" 1.0' 162' 204' 15" 1.0' 98' 123'174' 224' 275' 15- 2A' 20' 15" 1.0' 20• 15" 2.0' 30' 10321.
MlIF100NOTE: DIRECT DESIGN METHOD RCP FIRS _ 3- FOR DIR�IENT CORRUGATIONS AND ARCH
MUST HAYS A MINIMDM DIAMETER GF 3d',T 1B 1.0' 135. 169' 239' 18" 1.❑• B1' 102' 144' 187' 228' 18" 2,0' 2O' 18" 1.D' 20' S8" 2.0' 30' PIPES REFER TO ROADWAY DESIGN MANUAL AND
WHEN RLL HEIGHTS KNOT INCLUDING THE FAYEM89T 24' 1.O' lOO' i2fi• 17g• MANUFACTURERS SPECIFICATION,
RB 24" 1.0' 6D' 76' 108' 139' 171' 24' 2.0' 20, 24' 1.0• 20, 24" 2.0' 30' 4- MINIMUM FILL HEIGHT IS ME SATED FROM TOP
STRUCTUAE AND CU 1 FOR RCP RUNNING PARALLEL OF PIPE TO SUBGRIDE.
TO AND UNDER CURE AHD rVMk E%RESSWAY GUITIM, 30" 1.0' 79' 100' 142' 30' 1.D' 6O' 85' 111' 136' 30" 2.0' 17' 30" 1.0' 20' 30' 2.0' 3D' S WHERE SITE CONDTITONS,LLOW, INCREASE PIPE
SHOULDER BERM Glrl'TER AND ADIACENr TO lrl®RAN3- 1.0' 50' 71' 92- 113' 36" 2.e' 17• 36' 1.D' 2D• 36" 2AY 3D` SIZE A MINIMUM ONE S12E FOR FUTURE AYJNTENMJCE
BARRIER ARE 1'OR LESS, SPECIFY CLASS IY RCF. 36' 1,❑' 65 S3' 117. 152' AND REHAEIUTATFDN.
WHEN THE FLL HEIGHTS (FROM TOPOF FIRE TO 42" LO' 55• 70• 100. 130-160' 42' TV 60' 7w 96• 42" 2.0' 17• 42' iz 20' d- FORPIPE RUNS WITH GREATER THAN 12'
FILLTABLES VERTICAL DROP TO DOWNSTREAM STRUCTURE,
iU BGRADEI FOR RCP RUIJNNG VNDER7ACR055 THE 46" 1.0' 46' 61' 87' 113' 139. 48" 1.0'52, 68' B4' 4S" 2,0' 1T 4S' 1& 20' PROVIDE A MEANSTO REDUCE RISK OF
PAVEA4EHT ME 1' OR LESS, SPECIFY CRASS V RCP. UNINTENDED ENTRY INTO UPSTREAM END OF
54" 1.0' 54' 77` 100' 123' S4" 1.6• 46' $0' 74' 54" 2.0' 17' S4" NA NLA PIPE -
OF PI Y A SINGLE CIA55 OF RCF IN A SMG1E RLN 60" 1.0' 50' 62, 60" 2.0' 17' 60" 10' 20' 7- ML HEIGHT" SHOWN WERE CALCULATED USING
OF PIPE. 60" 1.0' 69' 90'111' AASHTO LWD BRIDGE DESIGN SPECIFICATIONS.
66" 1.0' 81' 1DO' �' 1.D' $1' JUSTIFY PILL HEIGHr OR DESIGN DEVIATIONS
MITH STR❑CTURAL DESIGN BASED ON AASHTO
72' 1.0' i4' 91' 721.0dl' LRFD BRIDGE DESIGN OR ASTA STANDARDS.
78" 1.0' 91' SUBMIT DESGN SEALED BY AN NC re FOR
REVIEW 6 APPROVAL BY NCBOT-
84" 1.0' 69'ALL APES TYPES ARE SUBJECT TO THE MAXIMUM
AND MINNMM FILL HEIGHT REDUPEMENTS AS
CAN BE USED USE pNLY IF PIPE SLOPE IS USE ONLY IF PIPE SLOPE i5 DO NOT USE AAHUUAL'nHE APPROPRIIATEF THE CLASS OF ry EY FORGH
GREATER THAN to% GREATER THAN 10% RCP AND GADGE THICKNESS FOR C9ICAAF SHOULD
USE O LY IF TRAFFIC[1DOOt1 ADT & BE SELECTED BASED ON FILL HEIGHT,
OPEN END USE ONLY IF PIPE SLOPE IS USE OMLY IF PIPE SLOPE ISCROSS PIPES PRIMARY CAN BE USED c200 DUALS Zt [100
GREATER THAN 1❑% GREATER THAN 10% MAT SPECIFIC ND WHAT 1 MAY WAIT A PARTICUULR
MATEBAL BEYDFO WHAT IS IDENTIFIED IN THE
SECONDARY CAN BE USED CAN BE USED CAN BE USED CAN BE USED 0MITI THBL: C ASIO , LRONME, curARE NOT
TABLE.0 TO, ABIN DM IE*f INCLU IE, BUT SOIL
RESISTIVITY AND PH, HIGH GROUND WATER AND
U E ONLY AT SYSTEM INLETS & USE ONLY AT SYSTEM INLETS &SPECIAL LOADING CONDRION5. h,E M'ORAl1UC
INTERSTATE CAN BE USED SYSTEM OUTLET IF PIPE SLOPE SYSTEM OUTLET IF PIPE SLOPE DO NOT USE DESIGN B4GINEER WILL DETEAAA1Ne IF ADDmoNAL
N RESTRICTIONS ARE NECESSARY,
USE ONLY AT SYSTEM INLETS & USE ONLYAT SYSTEM INLETS & USE ONLY IF TRAFFIC[1DtHF0 ALIT &
STORM DRAIN PRIMARY CAN BE USED SYSTEM OUTLET IF PIPE SLOPE SYSTEM OUTLET IF PIPE SLOPE <200 DUALS & <1DO n NFFI rrnNSYSTEMSUSE ONLY AT SYSTEM INLETS & USE ONLY AT SYSTEM INL &SECONDARY CAN BE USED SYSTEM OUTLET IF PIPE SLOPE SYSTEM OUTLET IF PIPE SLOPE CAN BE USED slnc❑RUNt STORM DRAIN PIPES RUNNINGIS GREATER THAN 10% IS GREATER TMAN 10% PARALLEL TO THE ROADWAY ro INCLUDE PIPES
IN THE MEDIANS,OUTSIDE DITCHES, ORVEWAYS
CAN BE USED USE ONLY IF PIPE SLOPE USE ONLY IF PIPE SLOPE DO NOT USE AND UNDER SHOULDER BERM GUTTER ALONG
IS GREATER THAN 10% IS GREATER THAN 10% OUTSIDE SHOULDERS GREATER THAN 4'WIDEMAY OR MAY NOT BE OPEN ENDED.YMINIMUM
�SVERSE SE D LY IF FCC ❑ COVER FOR ,ILL SIDE DRAIN PIPE IN ACCORDANCE
CAN BE USED USE ONLY IF PIPE SLOPE USE ONLY lF PIPE SLOPE <200 DUALS& <1DD WDN STANDARD SPECIFICATONSMEDIAN PIPES IS GREATER THAN 10% IS GREATER THAN 10% MEW&- LATERAL DRAIN PIPE
UNDER CURB ANDGUTTER, EXPRESSWAY
CAN BE USED CAN BE USED CAN BE USED CAM BE USED GUTEER AND SHOULDER BERM GUTTER IWTTH
SHOULDERS 4'WIDE OR RL-SR THAT CON CCTSTRUCTURES AND IS NOT OPEN
ENDED. ALSO INCLUDES CROSS DRAIN
INTERSTATE DO NOT USE CAN BE USED CAN BE USED CAN BE USED CONNECTING YWO OR MORE SYSTEMS ORSYSTEM OUTLLR. ONLY FIR WITH SMOOTH
WALL. INSIDE WALL$ WILL RE ALLOWED FOR
STORM DRAIN SYSTEMS -
SLOPE DRAINS PRIMARY AO NOT USE CAN BE USED CAN BE USA CAN BE USED TRAMSNw s ,usnIAN nR■L SHALLOW CROSS
SECONDARY DO NOT USF CAN BE USED CAN BE USED CAN B€ USED DRAIN PIPE TWAT COUECTS DRAINAGE IN
A MN PIP DHAT OR CURB SECTLON AND
DEPOSITS rT OUTSIDE DITCHES OR NATURAL
DRAINAGE CHANNELS. MAY OR MAY NOT
BE OPEN ENDED.
INTERSTATE CAN BE USED CAN BE USED GN BE USED CAN BE USED4ITRRn1A,C wo­ PIPE IN WFR[H A4ATERIAL IS
UNSPECIFIED ON THE DRAINAGE SUMMARY
SIDE DRAINS PRIMARY GAIN BE USED CAN! B€ US€P CAN BE USED CAN BE USEDsHEEr AJVD DRAINAGE PIANs.
HD2F HIGH DENSITY POLYETHYLENE
SECONDARY CAN BE USED CAN BE USED CAN BE USED CAN BE USED 12- POLYROPYLENEdk'1Y1019
SEE PLAN
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N � SOIL
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2
PLAN
SEE PLAN FOR
LENGTH, WIDTH, STONE
SIZE AND DEPTH
0% SLOPE
FILTER BLANKET OR
SECTION FILTER FABRIC UNDER
RIP -RAP
DESIGN FOR MIN. TAILWATER CONDITIONS
RIP RAP PAD
NOT TO SCALE
SUMMERHAVEN WEST
LyFI-Qec
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Ir2
2ZRM�And UMrj
LL I
UNz X
Ln� u0Um�TA
zcc
IWMW-2
ORAN�rGE�-�ALAA IANGE FIRE HYDRANT INSTALLATION
STANDARD nut ;'N T 5 N = : 3113/02 IXiNh Br MH^1
MAIL
KIOSKS
5' SIDEWALK
(3,000 PSI
CONCRETE)20 MAX
SLOPE 2%
1
1cD
Ict
24' hR W
10" ABC STONE
2" S9.5BASPHALT EOP
PROPOSED ROAD(6a PUBM RM
EOP
MAIL KIOSK DETAILSCALE: 1"= N
Alternate Design Criteria
(When 26' P�venlc�nt Width end �}6'Cut-Dc-Sac Dianic�tar is Stipulated by Local Jurisdiction)
6'
SLOPE AS RrQUIREO a❑
MAX sLOIE SEC71ON AA
LM 2:1MOUNTAINOUS 1-V2:1
FIGURE 8
SYMMETRICAL CUL-DE-SAC
NO CURB & GUITTER
NCDOT PIPE MATERIAL SELECTION GUIDE
HDPE PIP(REINFORCDPCONCREM (CORRUGA ED STEE CRAP AASHTO M294 ASTM F2764 PVC-ASTM
y (CORRUGATED AUJMNUMi ORF949AASHTO M170 AASHTO M36 AASHTO M196 AASHTO M33 AASHTO
2% x 4 CORRUGATION 2% x A CORRUGATION M3O4
CLASS II CLASS III CLASS IV CLASS V LIE ANN. MAXIMUM SIZE MIN, MAIOMUM 12E MIN, MhAX.SIZEMIN. MAX IZEMIN,AAAx. 1- RCP IS NOT ALLDwED FOR. GRADESa1Dx
+ , + , (G"I 1d 14 12 1U 8 t"-I 16 14 1210 8 7- FOR COUNTIES LISTED N ARTICLE 3IM OF THE
STANDARD SPECIFICATIONS CSP IS NOT ALLOWED.
IN OTHER COUNTIES CSP REOUI RES AN
30.0' 1.0' 40.0'12" 1. 2D4' 256' 12" 1.0' 123'155' 218' 281'344'12" 2.0' 20' 12" 1.0' 20' 12" 2.0' 30' ACCEPTABLE COATING IN ACCORDAKE WITH
IFOR FILLSv4V i W use L"D DIRRIC7 DESIGN 15" 1.0' 162' 204' 15" 1.0' 98' 123'174' 224' 275' 15- 2A' 20' 15" 1.0' 20• 15" 2.0' 30' 10321.
MlIF100NOTE: DIRECT DESIGN METHOD RCP FIRS _ 3- FOR DIR�IENT CORRUGATIONS AND ARCH
MUST HAYS A MINIMDM DIAMETER GF 3d',T 1B 1.0' 135. 169' 239' 18" 1.❑• B1' 102' 144' 187' 228' 18" 2,0' 2O' 18" 1.D' 20' S8" 2.0' 30' PIPES REFER TO ROADWAY DESIGN MANUAL AND
WHEN RLL HEIGHTS KNOT INCLUDING THE FAYEM89T 24' 1.O' lOO' i2fi• 17g• MANUFACTURERS SPECIFICATION,
RB 24" 1.0' 6D' 76' 108' 139' 171' 24' 2.0' 20, 24' 1.0• 20, 24" 2.0' 30' 4- MINIMUM FILL HEIGHT IS ME SATED FROM TOP
STRUCTUAE AND CU 1 FOR RCP RUNNING PARALLEL OF PIPE TO SUBGRIDE.
TO AND UNDER CURE AHD rVMk E%RESSWAY GUITIM, 30" 1.0' 79' 100' 142' 30' 1.D' 6O' 85' 111' 136' 30" 2.0' 17' 30" 1.0' 20' 30' 2.0' 3D' S WHERE SITE CONDTITONS,LLOW, INCREASE PIPE
SHOULDER BERM Glrl'TER AND ADIACENr TO lrl®RAN3- 1.0' 50' 71' 92- 113' 36" 2.e' 17• 36' 1.D' 2D• 36" 2AY 3D` SIZE A MINIMUM ONE S12E FOR FUTURE AYJNTENMJCE
BARRIER ARE 1'OR LESS, SPECIFY CLASS IY RCF. 36' 1,❑' 65 S3' 117. 152' AND REHAEIUTATFDN.
WHEN THE FLL HEIGHTS (FROM TOPOF FIRE TO 42" LO' 55• 70• 100. 130-160' 42' TV 60' 7w 96• 42" 2.0' 17• 42' iz 20' d- FORPIPE RUNS WITH GREATER THAN 12'
FILLTABLES VERTICAL DROP TO DOWNSTREAM STRUCTURE,
iU BGRADEI FOR RCP RUIJNNG VNDER7ACR055 THE 46" 1.0' 46' 61' 87' 113' 139. 48" 1.0'52, 68' B4' 4S" 2,0' 1T 4S' 1& 20' PROVIDE A MEANSTO REDUCE RISK OF
PAVEA4EHT ME 1' OR LESS, SPECIFY CRASS V RCP. UNINTENDED ENTRY INTO UPSTREAM END OF
54" 1.0' 54' 77` 100' 123' S4" 1.6• 46' $0' 74' 54" 2.0' 17' S4" NA NLA PIPE -
OF PI Y A SINGLE CIA55 OF RCF IN A SMG1E RLN 60" 1.0' 50' 62, 60" 2.0' 17' 60" 10' 20' 7- ML HEIGHT" SHOWN WERE CALCULATED USING
OF PIPE. 60" 1.0' 69' 90'111' AASHTO LWD BRIDGE DESIGN SPECIFICATIONS.
66" 1.0' 81' 1DO' �' 1.D' $1' JUSTIFY PILL HEIGHr OR DESIGN DEVIATIONS
MITH STR❑CTURAL DESIGN BASED ON AASHTO
72' 1.0' i4' 91' 721.0dl' LRFD BRIDGE DESIGN OR ASTA STANDARDS.
78" 1.0' 91' SUBMIT DESGN SEALED BY AN NC re FOR
REVIEW 6 APPROVAL BY NCBOT-
84" 1.0' 69'ALL APES TYPES ARE SUBJECT TO THE MAXIMUM
AND MINNMM FILL HEIGHT REDUPEMENTS AS
CAN BE USED USE pNLY IF PIPE SLOPE IS USE ONLY IF PIPE SLOPE i5 DO NOT USE AAHUUAL'nHE APPROPRIIATEF THE CLASS OF ry EY FORGH
GREATER THAN to% GREATER THAN 10% RCP AND GADGE THICKNESS FOR C9ICAAF SHOULD
USE O LY IF TRAFFIC[1DOOt1 ADT & BE SELECTED BASED ON FILL HEIGHT,
OPEN END USE ONLY IF PIPE SLOPE IS USE OMLY IF PIPE SLOPE ISCROSS PIPES PRIMARY CAN BE USED c200 DUALS Zt [100
GREATER THAN 1❑% GREATER THAN 10% MAT SPECIFIC ND WHAT 1 MAY WAIT A PARTICUULR
MATEBAL BEYDFO WHAT IS IDENTIFIED IN THE
SECONDARY CAN BE USED CAN BE USED CAN BE USED CAN BE USED 0MITI THBL: C ASIO , LRONME, curARE NOT
TABLE.0 TO, ABIN DM IE*f INCLU IE, BUT SOIL
RESISTIVITY AND PH, HIGH GROUND WATER AND
U E ONLY AT SYSTEM INLETS & USE ONLY AT SYSTEM INLETS &SPECIAL LOADING CONDRION5. h,E M'ORAl1UC
INTERSTATE CAN BE USED SYSTEM OUTLET IF PIPE SLOPE SYSTEM OUTLET IF PIPE SLOPE DO NOT USE DESIGN B4GINEER WILL DETEAAA1Ne IF ADDmoNAL
N RESTRICTIONS ARE NECESSARY,
USE ONLY AT SYSTEM INLETS & USE ONLYAT SYSTEM INLETS & USE ONLY IF TRAFFIC[1DtHF0 ALIT &
STORM DRAIN PRIMARY CAN BE USED SYSTEM OUTLET IF PIPE SLOPE SYSTEM OUTLET IF PIPE SLOPE <200 DUALS & <1DO n NFFI rrnNSYSTEMSUSE ONLY AT SYSTEM INLETS & USE ONLY AT SYSTEM INL &SECONDARY CAN BE USED SYSTEM OUTLET IF PIPE SLOPE SYSTEM OUTLET IF PIPE SLOPE CAN BE USED slnc❑RUNt STORM DRAIN PIPES RUNNINGIS GREATER THAN 10% IS GREATER TMAN 10% PARALLEL TO THE ROADWAY ro INCLUDE PIPES
IN THE MEDIANS,OUTSIDE DITCHES, ORVEWAYS
CAN BE USED USE ONLY IF PIPE SLOPE USE ONLY IF PIPE SLOPE DO NOT USE AND UNDER SHOULDER BERM GUTTER ALONG
IS GREATER THAN 10% IS GREATER THAN 10% OUTSIDE SHOULDERS GREATER THAN 4'WIDEMAY OR MAY NOT BE OPEN ENDED.YMINIMUM
�SVERSE SE D LY IF FCC ❑ COVER FOR ,ILL SIDE DRAIN PIPE IN ACCORDANCE
CAN BE USED USE ONLY IF PIPE SLOPE USE ONLY lF PIPE SLOPE <200 DUALS& <1DD WDN STANDARD SPECIFICATONSMEDIAN PIPES IS GREATER THAN 10% IS GREATER THAN 10% MEW&- LATERAL DRAIN PIPE
UNDER CURB ANDGUTTER, EXPRESSWAY
CAN BE USED CAN BE USED CAN BE USED CAM BE USED GUTEER AND SHOULDER BERM GUTTER IWTTH
SHOULDERS 4'WIDE OR RL-SR THAT CON CCTSTRUCTURES AND IS NOT OPEN
ENDED. ALSO INCLUDES CROSS DRAIN
INTERSTATE DO NOT USE CAN BE USED CAN BE USED CAN BE USED CONNECTING YWO OR MORE SYSTEMS ORSYSTEM OUTLLR. ONLY FIR WITH SMOOTH
WALL. INSIDE WALL$ WILL RE ALLOWED FOR
STORM DRAIN SYSTEMS -
SLOPE DRAINS PRIMARY AO NOT USE CAN BE USED CAN BE USA CAN BE USED TRAMSNw s ,usnIAN nR■L SHALLOW CROSS
SECONDARY DO NOT USF CAN BE USED CAN BE USED CAN B€ USED DRAIN PIPE TWAT COUECTS DRAINAGE IN
A MN PIP DHAT OR CURB SECTLON AND
DEPOSITS rT OUTSIDE DITCHES OR NATURAL
DRAINAGE CHANNELS. MAY OR MAY NOT
BE OPEN ENDED.
INTERSTATE CAN BE USED CAN BE USED GN BE USED CAN BE USED4ITRRn1A,C wo­ PIPE IN WFR[H A4ATERIAL IS
UNSPECIFIED ON THE DRAINAGE SUMMARY
SIDE DRAINS PRIMARY GAIN BE USED CAN! B€ US€P CAN BE USED CAN BE USEDsHEEr AJVD DRAINAGE PIANs.
HD2F HIGH DENSITY POLYETHYLENE
SECONDARY CAN BE USED CAN BE USED CAN BE USED CAN BE USED 12- POLYROPYLENEdk'1Y1019
SEE PLAN
z
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in
z
w
0
o RIP RAP o UNDISTURBED
N � SOIL
z
a
J
o-
1� w
Con
2
PLAN
SEE PLAN FOR
LENGTH, WIDTH, STONE
SIZE AND DEPTH
0% SLOPE
FILTER BLANKET OR
SECTION FILTER FABRIC UNDER
RIP -RAP
DESIGN FOR MIN. TAILWATER CONDITIONS
RIP RAP PAD
NOT TO SCALE
SUMMERHAVEN WEST
zx
Ir2
2ZRM�And UMrj
LL I
UNz X
Ln� u0Um�TA
zcc
IWMW-2
ORAN�rGE�-�ALAA IANGE FIRE HYDRANT INSTALLATION
STANDARD nut ;'N T 5 N = : 3113/02 IXiNh Br MH^1
MAIL
KIOSKS
5' SIDEWALK
(3,000 PSI
CONCRETE)20 MAX
SLOPE 2%
1
1cD
Ict
24' hR W
10" ABC STONE
2" S9.5BASPHALT EOP
PROPOSED ROAD(6a PUBM RM
EOP
MAIL KIOSK DETAILSCALE: 1"= N
Alternate Design Criteria
(When 26' P�venlc�nt Width end �}6'Cut-Dc-Sac Dianic�tar is Stipulated by Local Jurisdiction)
6'
SLOPE AS RrQUIREO a❑
MAX sLOIE SEC71ON AA
LM 2:1MOUNTAINOUS 1-V2:1
FIGURE 8
SYMMETRICAL CUL-DE-SAC
NO CURB & GUITTER
NCDOT PIPE MATERIAL SELECTION GUIDE
HDPE PIP(REINFORCDPCONCREM (CORRUGA ED STEE CRAP AASHTO M294 ASTM F2764 PVC-ASTM
y (CORRUGATED AUJMNUMi ORF949AASHTO M170 AASHTO M36 AASHTO M196 AASHTO M33 AASHTO
2% x 4 CORRUGATION 2% x A CORRUGATION M3O4
CLASS II CLASS III CLASS IV CLASS V LIE ANN. MAXIMUM SIZE MIN, MAIOMUM 12E MIN, MhAX.SIZEMIN. MAX IZEMIN,AAAx. 1- RCP IS NOT ALLDwED FOR. GRADESa1Dx
+ , + , (G"I 1d 14 12 1U 8 t"-I 16 14 1210 8 7- FOR COUNTIES LISTED N ARTICLE 3IM OF THE
STANDARD SPECIFICATIONS CSP IS NOT ALLOWED.
IN OTHER COUNTIES CSP REOUI RES AN
30.0' 1.0' 40.0'12" 1. 2D4' 256' 12" 1.0' 123'155' 218' 281'344'12" 2.0' 20' 12" 1.0' 20' 12" 2.0' 30' ACCEPTABLE COATING IN ACCORDAKE WITH
IFOR FILLSv4V i W use L"D DIRRIC7 DESIGN 15" 1.0' 162' 204' 15" 1.0' 98' 123'174' 224' 275' 15- 2A' 20' 15" 1.0' 20• 15" 2.0' 30' 10321.
MlIF100NOTE: DIRECT DESIGN METHOD RCP FIRS _ 3- FOR DIR�IENT CORRUGATIONS AND ARCH
MUST HAYS A MINIMDM DIAMETER GF 3d',T 1B 1.0' 135. 169' 239' 18" 1.❑• B1' 102' 144' 187' 228' 18" 2,0' 2O' 18" 1.D' 20' S8" 2.0' 30' PIPES REFER TO ROADWAY DESIGN MANUAL AND
WHEN RLL HEIGHTS KNOT INCLUDING THE FAYEM89T 24' 1.O' lOO' i2fi• 17g• MANUFACTURERS SPECIFICATION,
RB 24" 1.0' 6D' 76' 108' 139' 171' 24' 2.0' 20, 24' 1.0• 20, 24" 2.0' 30' 4- MINIMUM FILL HEIGHT IS ME SATED FROM TOP
STRUCTUAE AND CU 1 FOR RCP RUNNING PARALLEL OF PIPE TO SUBGRIDE.
TO AND UNDER CURE AHD rVMk E%RESSWAY GUITIM, 30" 1.0' 79' 100' 142' 30' 1.D' 6O' 85' 111' 136' 30" 2.0' 17' 30" 1.0' 20' 30' 2.0' 3D' S WHERE SITE CONDTITONS,LLOW, INCREASE PIPE
SHOULDER BERM Glrl'TER AND ADIACENr TO lrl®RAN3- 1.0' 50' 71' 92- 113' 36" 2.e' 17• 36' 1.D' 2D• 36" 2AY 3D` SIZE A MINIMUM ONE S12E FOR FUTURE AYJNTENMJCE
BARRIER ARE 1'OR LESS, SPECIFY CLASS IY RCF. 36' 1,❑' 65 S3' 117. 152' AND REHAEIUTATFDN.
WHEN THE FLL HEIGHTS (FROM TOPOF FIRE TO 42" LO' 55• 70• 100. 130-160' 42' TV 60' 7w 96• 42" 2.0' 17• 42' iz 20' d- FORPIPE RUNS WITH GREATER THAN 12'
FILLTABLES VERTICAL DROP TO DOWNSTREAM STRUCTURE,
iU BGRADEI FOR RCP RUIJNNG VNDER7ACR055 THE 46" 1.0' 46' 61' 87' 113' 139. 48" 1.0'52, 68' B4' 4S" 2,0' 1T 4S' 1& 20' PROVIDE A MEANSTO REDUCE RISK OF
PAVEA4EHT ME 1' OR LESS, SPECIFY CRASS V RCP. UNINTENDED ENTRY INTO UPSTREAM END OF
54" 1.0' 54' 77` 100' 123' S4" 1.6• 46' $0' 74' 54" 2.0' 17' S4" NA NLA PIPE -
OF PI Y A SINGLE CIA55 OF RCF IN A SMG1E RLN 60" 1.0' 50' 62, 60" 2.0' 17' 60" 10' 20' 7- ML HEIGHT" SHOWN WERE CALCULATED USING
OF PIPE. 60" 1.0' 69' 90'111' AASHTO LWD BRIDGE DESIGN SPECIFICATIONS.
66" 1.0' 81' 1DO' �' 1.D' $1' JUSTIFY PILL HEIGHr OR DESIGN DEVIATIONS
MITH STR❑CTURAL DESIGN BASED ON AASHTO
72' 1.0' i4' 91' 721.0dl' LRFD BRIDGE DESIGN OR ASTA STANDARDS.
78" 1.0' 91' SUBMIT DESGN SEALED BY AN NC re FOR
REVIEW 6 APPROVAL BY NCBOT-
84" 1.0' 69'ALL APES TYPES ARE SUBJECT TO THE MAXIMUM
AND MINNMM FILL HEIGHT REDUPEMENTS AS
CAN BE USED USE pNLY IF PIPE SLOPE IS USE ONLY IF PIPE SLOPE i5 DO NOT USE AAHUUAL'nHE APPROPRIIATEF THE CLASS OF ry EY FORGH
GREATER THAN to% GREATER THAN 10% RCP AND GADGE THICKNESS FOR C9ICAAF SHOULD
USE O LY IF TRAFFIC[1DOOt1 ADT & BE SELECTED BASED ON FILL HEIGHT,
OPEN END USE ONLY IF PIPE SLOPE IS USE OMLY IF PIPE SLOPE ISCROSS PIPES PRIMARY CAN BE USED c200 DUALS Zt [100
GREATER THAN 1❑% GREATER THAN 10% MAT SPECIFIC ND WHAT 1 MAY WAIT A PARTICUULR
MATEBAL BEYDFO WHAT IS IDENTIFIED IN THE
SECONDARY CAN BE USED CAN BE USED CAN BE USED CAN BE USED 0MITI THBL: C ASIO , LRONME, curARE NOT
TABLE.0 TO, ABIN DM IE*f INCLU IE, BUT SOIL
RESISTIVITY AND PH, HIGH GROUND WATER AND
U E ONLY AT SYSTEM INLETS & USE ONLY AT SYSTEM INLETS &SPECIAL LOADING CONDRION5. h,E M'ORAl1UC
INTERSTATE CAN BE USED SYSTEM OUTLET IF PIPE SLOPE SYSTEM OUTLET IF PIPE SLOPE DO NOT USE DESIGN B4GINEER WILL DETEAAA1Ne IF ADDmoNAL
N RESTRICTIONS ARE NECESSARY,
USE ONLY AT SYSTEM INLETS & USE ONLYAT SYSTEM INLETS & USE ONLY IF TRAFFIC[1DtHF0 ALIT &
STORM DRAIN PRIMARY CAN BE USED SYSTEM OUTLET IF PIPE SLOPE SYSTEM OUTLET IF PIPE SLOPE <200 DUALS & <1DO n NFFI rrnNSYSTEMSUSE ONLY AT SYSTEM INLETS & USE ONLY AT SYSTEM INL &SECONDARY CAN BE USED SYSTEM OUTLET IF PIPE SLOPE SYSTEM OUTLET IF PIPE SLOPE CAN BE USED slnc❑RUNt STORM DRAIN PIPES RUNNINGIS GREATER THAN 10% IS GREATER TMAN 10% PARALLEL TO THE ROADWAY ro INCLUDE PIPES
IN THE MEDIANS,OUTSIDE DITCHES, ORVEWAYS
CAN BE USED USE ONLY IF PIPE SLOPE USE ONLY IF PIPE SLOPE DO NOT USE AND UNDER SHOULDER BERM GUTTER ALONG
IS GREATER THAN 10% IS GREATER THAN 10% OUTSIDE SHOULDERS GREATER THAN 4'WIDEMAY OR MAY NOT BE OPEN ENDED.YMINIMUM
�SVERSE SE D LY IF FCC ❑ COVER FOR ,ILL SIDE DRAIN PIPE IN ACCORDANCE
CAN BE USED USE ONLY IF PIPE SLOPE USE ONLY lF PIPE SLOPE <200 DUALS& <1DD WDN STANDARD SPECIFICATONSMEDIAN PIPES IS GREATER THAN 10% IS GREATER THAN 10% MEW&- LATERAL DRAIN PIPE
UNDER CURB ANDGUTTER, EXPRESSWAY
CAN BE USED CAN BE USED CAN BE USED CAM BE USED GUTEER AND SHOULDER BERM GUTTER IWTTH
SHOULDERS 4'WIDE OR RL-SR THAT CON CCTSTRUCTURES AND IS NOT OPEN
ENDED. ALSO INCLUDES CROSS DRAIN
INTERSTATE DO NOT USE CAN BE USED CAN BE USED CAN BE USED CONNECTING YWO OR MORE SYSTEMS ORSYSTEM OUTLLR. ONLY FIR WITH SMOOTH
WALL. INSIDE WALL$ WILL RE ALLOWED FOR
STORM DRAIN SYSTEMS -
SLOPE DRAINS PRIMARY AO NOT USE CAN BE USED CAN BE USA CAN BE USED TRAMSNw s ,usnIAN nR■L SHALLOW CROSS
SECONDARY DO NOT USF CAN BE USED CAN BE USED CAN B€ USED DRAIN PIPE TWAT COUECTS DRAINAGE IN
A MN PIP DHAT OR CURB SECTLON AND
DEPOSITS rT OUTSIDE DITCHES OR NATURAL
DRAINAGE CHANNELS. MAY OR MAY NOT
BE OPEN ENDED.
INTERSTATE CAN BE USED CAN BE USED GN BE USED CAN BE USED4ITRRn1A,C wo­ PIPE IN WFR[H A4ATERIAL IS
UNSPECIFIED ON THE DRAINAGE SUMMARY
SIDE DRAINS PRIMARY GAIN BE USED CAN! B€ US€P CAN BE USED CAN BE USEDsHEEr AJVD DRAINAGE PIANs.
HD2F HIGH DENSITY POLYETHYLENE
SECONDARY CAN BE USED CAN BE USED CAN BE USED CAN BE USED 12- POLYROPYLENEdk'1Y1019
SEE PLAN
z
0
in
z
w
0
o RIP RAP o UNDISTURBED
N � SOIL
z
a
J
o-
1� w
Con
2
PLAN
SEE PLAN FOR
LENGTH, WIDTH, STONE
SIZE AND DEPTH
0% SLOPE
FILTER BLANKET OR
SECTION FILTER FABRIC UNDER
RIP -RAP
DESIGN FOR MIN. TAILWATER CONDITIONS
RIP RAP PAD
NOT TO SCALE
SUMMERHAVEN WEST
SEE PLAN
z
0
in
z
w
0
o RIP RAP o UNDISTURBED
N � SOIL
z
a
J
o-
1� w
Con
2
PLAN
SEE PLAN FOR
LENGTH, WIDTH, STONE
SIZE AND DEPTH
0% SLOPE
FILTER BLANKET OR
SECTION FILTER FABRIC UNDER
RIP -RAP
DESIGN FOR MIN. TAILWATER CONDITIONS
RIP RAP PAD
NOT TO SCALE
SUMMERHAVEN WEST
PHASE 1
MELVILLE TOWNSHIP MEBANE
ALAMANCE COUNTY NORTH CAROLINA
OWNER/DEVELOPER:
DESCO SUMMERHAVEN, LLC
600 MARKET STREET - SUITE 206
CHAPEL HILL, NORTH CAROINA 27516
CONTACT: ERIC DISCHINGER - 336-317-3395
ans
+]� ngineering, Inc.
-9
-Since 1974
_ - SEAL -
14
I Engineers Surveyors Planners
0 12 17
�NGINO�
460E Dundas Drive Greensboro, NC 27407
Phone [phone] Fax 336.854.887E"
FIRM LICENSE #C-0168
// 51 IDISG\\ \\\
PROJECT: 320-40 DRAWN BY: AL I DESIGNED BY: AL
H:CIVIL3D\DESC0\SUMMERHAVEN WEST\DRAWINGS\SUMMERHAVEN WEST PH1-CONSTRUCTION PLANS-STORMWATER.DW
SHEET DESCRIPTION:
PHASE 1
DETAIL PLAN
SCALE: JUTS DATE: DECEMBER 17, 2020
REVISIONS:
SHEET NO.:
s
9

Swale IA-10 yr
Channal 1
TRAPEZOIDAL
Bottom Width = 2.00 ft
Side Slops Left, z;1 - 3,00
Side Slope Right, z:1 = 3.00
Total Depth -1.00 ft
Invert Elevation = 61.2.70 fit
Channel Slope -1.130 %
Manning's n = 0.030
DISCHARGE
Method = Known Q
Known Q .4.39 cfe
CALCULATION SAMPLE
Flaw
Depth
Area
Valocity
WIVF1
n-value
Crlt Depth
HOL
E13L
Max Shaer
Top Width
[Dla)
00
( )
(ff/a)
00
00
00
00
(lb/dICIFt)
01)
4,39
0.50
1.78
2.51
5,1a8
0,030
0.43
613.20
$13.30
0.35
6.00
Lay rat
;Swale I 10 yf - Section
Devi (01
uZA0
s�s.e0
Pao
- o ao
iTy7.W
-
-
7i.:r4
E1R90
-�
t♦ 1 ! Y 4 5
x Ind
d 7
.0 70
S 9
Swale 8A -10 yr
Channel a
TRAPEZOIDAL
DISCHAR13E
Bottom Width
= 2.00 ft
Method = Known a
Side Slope Left, z;1
= 3.00
Known Q =10.57 afs
Side Slope Right, z;1
= 3.00
Total Depth
=1.00 ft
Invert Elevation
= 551.45 111
Channel Slops
=1.420 1%s
Manning'a n
= 0.030
CALCULATION SAMPLE
Flow
Depth
Aran
Volocil~y
WP
n-value
Crlt Depth
HOL
E13L
Maas Shear
Top VVldth
(S)
(ft)
(soft)
(ft/8)
A
(ft7
(ft)
(ft)
(lb/sgft)
01)
10.67
0.73
3.06
3.413
8.82
0.030
0.89
692.18
592.37
186
6.38
>ir.r
Swale SA A0 yr - SeOon
WPM Ins
59�.SO
1.05
'4Q.IfiG
il.SG
5!H yn
0. U6
-1
0 1 2
3 tS $ ?
$ 9
x mi
2110
0
411-611
10-15cml,
W W
w W W W i
WWWW� i
W W i
T
W � i
dd :
E15cmrr 4"(10CM)
III= ( )
0
2"-511
W W 5-12.5cm
0\\WWW WWW
\V w WWW
� wW
Swale 2A-1 0 yr
Channel 2
TRAPEZOIDAL
DISCHARGE
Bottom Width
= 2.00 ft
Method = Known Q
Side Slope Left, z:1
= 3.00
Known Q = 8.53 afs
Side Slope Right, z:1 = 3.00
Total Depth
= 1.00 ft
Invert Elevation
= 808.82 ft
Channel Slope
W 0.900 %
Manning's n
= 0.030
CALCULATION SAMPLE
Flaw
Depth
Arse
wiloclty
1NP
11-value
Crlt Depth
HOL
EGL
Max Shear
Top Width
(c)
00
(>qft)
(ft/a)
(ft)
A
(11)
It)
(Ib/agft)
0t)
6153
0,64
2.81
240
6loa
0.030
0.63
50716a
507.67
03 3$
6.34
_IEv in
Swale 2A-10 Kr • Section
am A
,41
aA� 6q
on
..i•f.lA1
d>a9
441
Swale 2B-10 yr
Channel 8
TRAPEZOIDAL
DISCHARGE
Bottom Width
= 2.00 ft
Method = Known Q
Side Slope Left, =1
= 3.00
Known Q = 8.53 cfs
Side Slope Right, z:1 = 3.00
Total Depth
= 1.00 R
Invert'Elsvation
= 806,00 ft
Channel Slope
= 18.220 %
Manning's n
= 0.030
CALCULATION SAMPLE
Flow
Depth
Area
velocity
WP
n-value
Crit Depth
HOL
EOL
Max Shear
Top Width
Ws)
(ft)
(agft)
(ftla)
(ft)
(ft)
A
(ft)
(lb/aglt)
(ft)
6.53
D131
03 91
7.19
3.96
01030
0.W
606,31
807.11
3.14
3.85
1pY f117
Swale 28.4 0 yr • Section
5tlT.00
- :Iu
60I.90
- ] 5L
WX
W
KfI[h
A
CRITICAL POINTS
A. Overlaps and Seams
B. Projected Water Line
C. Channel Bottom/Side Slope Vertices
NOTES:
*Horizontal staple spacing should be altered
if necessary to allow staples to secure the
critical points along the channel surface.
**In loose soil conditions, the use of staple or
stake lengths greater than 6"(15cm) may be
necessary to properly secure the RECP's.
Drawing Not To Scale
NORTH
leinsar AMERICAN
GREEN
Swale 3A-10 yr
Channel 3
TRAPEZOIDAL
DISCHARGE
Bottom Width
= 2.00 ft
Method = Known Q
Side Slope Left, z:1
= 3.00
Known Q = 6.85 oft
Side Slops Right, z:1 = 3.00
Total Depth
= 1.00 ft
Invert Elevation
= 8500.77 ft
Channel Slope
= 2.1800 %
Manning's n
= 0.030
CALCULATION SAMPLE
Flow
Depth
Arse
velocity
WEIR
n-value
Grit Depth
HOL
EOL
Max Shaer
Top Width
(Gfii)
(ft)
(heft)
(f *
(ft)
(ft)
A
A
(lb/agft)
W
0165
0.50
1,75
3190
5.10
0,030
0.54
601.27
601.49
0.64
3.00
r_ierpg
srwaie 3A 11d yr. $49"en
Deoln,,n
600
k •:19
Swale 36-10 yr
Channel 7
TRAPEZOIDAL
DISCHARGE
Bottom Width
- 2.00 ft
Method - Known Q
Side Slope Left, ::1
= 3.00
Known 0 = 8.65 cfs
Side Slops Right, z:1
-3.00
Tots l Depth
= 1.00 fit
Invert Elevation
- 598.00 ft
Channel Slope
= 20.690
Manning's n
-0.030
CALCULATION SAMPLE
Plow
Depth
Aran
vloaolty
WP
n-value
Crlt Depth
HOL
EI3L
Marc Sheer
Top Width
(�)
M)
{a0)
INS)
(fit)
(ft)
(ft)
(ft)
(lb/egft)
(6)
6.55
I3,29
i3 E3
7,99
3.83
0.03,0
0.54
598,2B
599.26
3.74
3.74
Pay in.,
Swale 38.40 yr . S&Ciwrn
Deaulant
F
10
59'E.75
0 !G
Sam
0 51
6fiO,76
D z5
5�R.IHf -•
•1
1y 1 2.
3 4 S
i 7
O.IIO
I 9
xM
CHANNEL
INSTALLATION DETAIL
1. Prepare soil before installing rolled erosion control products (RECPs), including any
necessary application of lime, fertilizer, and seed.
2. Begin at the top of the channel by anchoring the RECPs in a 6"(15cm) deep X
6"(15cm) wide trench with approximately 12"(30cm) of RECPs extended beyond the
up -slope portion of the trench. Use ShoreMax mat at the channel/culvert outlet as
supplemental scour protection as needed. Anchor the RECPs with a row of
staples/stakes approximately 12"(30cm) apart in the bottom of the trench. Backfill
and compact the trench after stapling. Apply seed to the compacted soil and fold the
remaining 12"(30cm) portion of RECPs back over the seed and compacted soil.
Secure RECPs over compacted soil with a row of staples/stakes spaced
approximately 12" apart across the width of the RECPs.
3. Roll center RECPs in direction of water flow in bottom of channel. RECPs will unroll
with appropriate side against the soil surface. All RECPs must be securely fastened
to soil surface by placing staples/stakes in appropriate locations as shown in the
staple pattern guide.
4. Place consecutive RECPs end -over -end (Shingle style) with a 4"-6" overlap. Use a
double row of staples staggered 4" apart and 4" on center to secure RECPs.
5. Full length edge of RECPs at top of side slopes must be anchored with a row of
staples/stakes approximately 12"(30cm) apart in a 6"(15cm) deep X 6"(15cm) wide
trench. Backfill and compact the trench after stapling.
6. Adjacent RECPs must be overlapped approximately 2"-5" (5-12.5cm) (Depending
on RECPs type) and stapled.
7. In high flow channel applications a staple check slot is recommended at 30 to 40
foot (9 -12m) intervals. Use a double row of staples staggered 4"(10cm) apart and
4"(10cm) on center over entire width of the channel.
8. The terminal end of the RECPs must be anchored with a row of staples/stakes
approximately 12" (30cm) apart in a 6"(15cm) deep X 6"(15cm) wide trench. Backfill
and compact the trench after stapling.
Swale 4-10 yr
Chalnne14
TRAPEZOIDAL
DISCHARGE
Bottom Width
= 2.00 fit
Method = Known 0
Side Slope Left, z:1
= 3.00
Known 0 = 3.47 cfe
Side Slope Right, z;1
= 3.00
Total Depth
= 1.00 ft
Invent Elevation
= 594,00 ft
Channel Slope
= 1.640'
Manning's In
= 0.030
CALCULATION SAMPLE
Flow
Depth
Area
Velocity
WP
nwalue
Crlt Depth
HOL
EGL
flax Shear
Top Width
tot)
(ft)
(gift)
WS)
(it)
(ft)
(ft)
M)
(If, 80)
(ft)
3.47
0.40
1.28
2.71
4.83
0.030
0.38
69440
594,81
0.41
4.40
two)
Swale 4-10 yr - Se tin
DIP1N (nl
�.00
^1.114
60aS 7S�
$04m
0.66
ON 26
1�74
yea 00
'3
4 5
too
6
7
x
rtt
Swale 8B-10 yr
Channel 8
TRAPEZOIDAL
DISCHARGE
Bottom Width
= 2.00 ft
Method = Knmm Q
Side Slope Left, z:1
= 3.00
Known Q = 13.87 cl's
Side Slope Right, z;1
= 3.00
Total Depth
■ 1.00 ft
Invert Elevation
= 590-00 ft
Channel Slope
■ 11.110 %
Manning's n
= 0.030
CALCULATION SAMPLE
Flaw
Depth
Area
Velocity
Will
n-value
Crlt Depth
HOL
EGL
Max Shear
Top Width
011)
A
(Sq1t)
� (fps)
A
(Ift)
00
00
{Ibleplt)
00
10.57
0.44
1.46
7.24
4.78
0.030
0169
590.44
591.,25
3.06
4.64
661vi+ZI
SWele 58-10 yr - SeCtioi
D+Plr,,nl
59f.25
1-23
901,OR
a-1�
$94.7a
WYE
5o0'»1n
IA60
Bti0.I6
�'
890 PO
-
4 5
too
=1
A
x
H1
IBM 0A PERMANENT SWALE CHART moTe: L[ aLsiCitL1MlRTO➢eMORTI1Ai$ISOCANaRQHCR=UIVALINT.
1- 3,32 WHIR IYOTC ORAtlO CAN 1@11THTAfO YELCCRRO OF I FPO,
T&1 Yt nr Wit L1 r N t NMANN 1 1 F .
VELOCITI'
FLOW DEPTH
STAPLE
CALMI ATEDSHEAR
PERMITTEDSHEAR
SWALE
SLOPEMb
SIDE43LOPES
FLOWMIF.S.1
CHANNEL SHAPE
LINER
PATTERN
STRESS
STRESS
1A
1.139E
3:1
4,99
a:si
OMmar-M
111APMIDAL T
D815
➢
a,35
1,30
xA
8,20K
3:1
S,I3
sta
a,tx
1PAPMIDAL 2'l
0e7I
D
a,3!}
],IO
eat -CAI
3A
x.O09L
3:1
tl�aa
�1i1
a.,Ie
TRAPEZOIDAL 2'
11873
D
n.»
1.80
4
1,94%
3:1
3AT
2.73
0.40
1NAP DIDAL I
DBTI
0
D.41
1.30
EA
t.ax9r,
3:1
10,5r
2.31
2.12
1RAPW.'OIDAL F
Dora
o
164
IM
OH
1E,32%
3:1
E,53
7.34
3,30
1P4MPEtt11DAL T'
P3a0
E
3,07
10M
lar,101111
W
1O,22%
3:1
8,03
7.42
DAD
TRAM OIL 7
3000
E
3.10
IBM
w
11.11%�
3:1
10.57
7.41
0.43
1PIFou OIL �
9=
E
2,48
10M
SUMMERHAVEN WEST
PHASE 1
MELVILLE TOWNSHIP MEBANE
ALAMANCE COUNTY NORTH CAROLINA
OWNER/DEVELOPER:
DESCO SUMMERHAVEN, LLC
600 MARKET STREET - SUITE 206
CHAPEL HILL, NORTH CAROINA 27516
CONTACT: ERIC DISCHINGER - 336-317-3395
+E Vans
tE nginirlirringy Inc.
-Since 1974
_ = SEAL
14
Engineers Surveyors ]Planners
= 12 17
4609 Dundas Drive Greensboro, NC 27407
/VG INE��
��i� �iQ '"'' "v
Phone [phone] Fax [phone]
I i , ,
�
FIRM LICENSE #C-0168
�S I I I�IS��
PROJECT: 320-4o DRAWN BY: AL DESIGNED BY: AL
H:CIVIL3D\DESCO\SUMMERHAVEN WEST\DRAWI NGS\SUMMERHAVEN WEST PHI -CONSTRUCTION PLANS-STORMWATER.DW
SHEET DESCRIPTION:
PHASE 1
DETAIL PLAN 2
SCALE: NITS DATE: DECEMBER 17, 2020
REVISIONS:
SHEET NO.:
9
9