SW8060949_Approved Plans_20071203

— — -- — — — ROW LINE/PROPERTY LINE -- —
SANITARY SEWER —ss —SS —SS — c=
F^ SEWER FORCE MAIN—n+—rn--rnVVA F?
- wte WATER LINE "^R'—
� CULVERT/ STORM PIPE
TOWN OF SURF CITY
STREAM/DITCH
SEDIMENT FENCE SF
RCOUNTY N0RTH �AR�LINA SEWER MANHOLE OPENDE �
UTILITY EASEMENT
PLUG VALVE/GATE VALVE N
OWNER , e�aW_oFF BO
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DCNC NORTH CAROLINA I, LLC � FIRE HYDRANT ASSEMBLY �
2528 INDEPENDENCE BLVD., SUITE 104 �
+�saw Q EIP EXISTING IRON PIPE
WILMINGTON, NORTH CAROLINA 28412 �►` �� oEMN EXISTING MAGNETIC NAIL
910) 790-9880/[phone] (flax) 4"w we O EPA EXISTING PARKER—KALON NAIL
(� EXISTING PROPERTY CORNER
LIMITS OF ADISTURBANCE—L°°—L°°—"—LOD—
rr
ENGlNEERFA JUNCTION BOX (JB)
CAVANAUGH AND ASSOCIATES, P.A. YARD `"`ET tYI> °
130 NORTH FRONT STREET, SUITE 202 BYpRss BOX {BP} s�
WILMINGTON, NORTH CAROLINA 28401 � CATCH BASIN/CURB ,NET (Ca)
BOX CULVERT
[phone]/[phone] (fax)
— �o — -- MAJOR CONTOURS io
MINOR CONTOURS a
RIP RAP
URVEYORINFILTRATION BASIN .(TREATMENT AREA)
CHARLES F. RIGGS & ASSOCIATES, F.A. � 1i��F
WETLANDS
202 WARLICK'STREET VEGETATIVE FILTER
P.O. BOX 1570 `—
FINISHED FLOOR ELEVATION FFE
JACKSONVILLE, NC. 28541-1570
DRAINAGE AREA BOUNDARY
[phone] APPROVED
MANAGEMENT COMMISSION jim
DIVISION 0F WATER QUALITY %
PLANNEROF"
HADENSTANZIALE
REMAINDER ' SHEET INDEX
3807 WRIGHTSVILLE AVE. of SITE C.3.1 OVERALL SITE PLAN
C.3.7 PHASE 3 OVERALL SITE PLAN
SUITE 24 f' OD
PHASE aTKwso�v C.5.6 PHASE 3 OVERALL STORMWATER PLAN
-� � � z � ' . �ooP
WILMINGTONNC 28403 PHASE 2 C.5.7 PHASE 3 STORMWATER PLAN DRAINAGE AREA 3A & 3B
, — o ,,,
910 791-838%:) ° � ° > _�' � PA 1 ROAD C,5,g PHASE 3 STORMWATER PLAN, DRAINAGE AREA 3C & 3D
.............
�s ��. C.7.9 STORMWATER GENERAL DETAILS 1
APR 0 4 2007 P.�'NDER COUNTYC.7.10 STORMWATER GENERAL DETAILS 2 `
NORTH CAROLINA NC HIGHWAY 2�o C.7.11 STORMWATER GENERAL DETAILS 3 �
��# �a��C.7.12 STORMWATER GENERAL DETAILS 4
Dw4� C.7.13 STORMWATER GENERAL DETAILS 5 '
VICINITY MAP
FINAL DRAWING
c.7.1 4 STORMWATER PLAN, BASINS 3A, 3B, 3C, AND 3D DETAILS
PHASE 3 SPECIFICATIONS. FOROcoNsLEAc oN NOT TO SCALE
BEFORE YOU DIG ! ,���
N ROt''
CALL 1-800-632-4949 DISTURBANCE ACREAGE 21.4 .�°o�� � "
N.C. ONE -CALL CENTER ,,?f� ��
AL
IT'S THE yaw ! PROPOSED LOT COUNT -
0 29
SINGLE FAMILY 53 � Solutions rough integrity and partnership
DATE: APRiL 4, 2007 PROD. ND.: 041.05.043

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09 -----
4,,
vv Qp
p 40 o.s. 84jor 14
1.0 -,04 < ra.JOG
X/
NOVI OR ERLY
NOW OR FORMERLY NELLIE M RE
CURIA J. DEARMAS & D.S. 456. 216
NORMAN e, SHEPPARD 4,
RE 0.8. D.S. W. P. 140 NOVI OR FORMERLY 4,�lk
�CLORIA J. 0EARMAS do NORMAN E. $HEPPAPO
0.8. 997. P. 140
LOT LEGEND
NOW OR FORMERLY
EPAMETT SNIFF
0.6. 810, P. 125
M.B. .4. P. 55
PHASE 2-
(28 SINGLE FAMILY LOTS)
PHASE 2
-0,
NOW OR FORMERLY
PRESTON C. KINC, Ili
WE JOYCE RENEE KING
0.0, 1492. P. 267
NOW OR FORMERLY
WOODY L. ATKINSON
0.8. 661. P. 238
NOVI OR FORMERLY
SHMA ATKiNSON $LATER
D.U. 7". P. 31
M.18. 22. P. 35
zaN
pzoo,
zollvp;
tA
114-1
NOW OR FORMERLY
SHOLA ATK4.14SO.14 SLATER
0,9. 730. P. 41
M.G. 22. P. .35
PHASE 1
(53
SINGLE FAMILY LOTS)
LINE TABLE
LINE "
LENGTH
L1
182.79
L2
1512.41
L3
568.02.
L4
316.70
L5
92-23
L6
85.98
L7
153-11
L8
108.14
L9
159.23
L10
192.24
Ll 1
126.20
Ll 2
177.53
L1 3
339.50
Ll 4
360.00
Ll 5
337.35
L16
135,83!
L17
125.75
L18
69-34,
Ll 9
114.82
L20
81.51
L21
92.63
L22
41.10
L23
52.64
L24
31-86
L25
93.'33
L26
78.04
L27
60.18
L28
53.83
L29
32.79
L30
71.19
L31
77.81
L32
32.42
L33
114.58
L34
43.85
L35
49.36
L36
96.02
L37
101.
PHASE 1
(43 SINGLE FAMILY LOTS)
NOW OR FORMERLY
WOODY L. ATKI44SON
0.8. 061. P. 240
U.01 27, P. 35
LINE TABLE
-
�i
LINE
'LENGTH
L38
108.06
L39
51.61
L40
98.66
L411
52-08
L4.2:
76.26
L43
25.20
L44.
69.24
L45
44.93
L46
39-65
L47
132.30
L48
298-01
L49
238.87
L50
500.95
L51
393-64
L52
53.03
L53
231.25
L54
2886.38
L55
100.57
L56
1105.91
L57
210.60
L58.
758.66
L59
89-55
L60
192.09
L61
216-37
L62
229-97
L63
372.90
L64
906-62
L65
100.00
L66
100.00
L67
129.40
L68
200.00
L69
123-31
L70
129.71
L71
790.52
L72
503.60
L731
128AA
CURVE TABLE
CURVE
LENGTH
RADIUS
- C1
265.70
430.01_1
C2 1
254.971
473.73_1
SCALE: 1" -300,
300' 0 300
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
NLQTE TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY
CHARLES F. RIGGS AND ASSOCIATES, P.L.S.# L-2981.
INFORMATION PROVIDED FOR ENGINEERING DESIGN
PURPOSE ONLY. NOT FOR RECORDATION,
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PHASE 3
CURVE TABLE
CURVE
LENGTH
RADIUS
C1
285- 36
280.55
C2
129.28
674.84
C 3
316.44
201.15
C4
322.85
135.01
C5
194.39
223, 87
C6
449.57
587.86
C7
56.35
319.14
C8
23.57
102.80
C9
31.68
121.12
C10
90.38
200.98
C11
309.61
541.15
C12
220.96
231.77
C13
69.37
238.17
C14
199.44
255,56
C15
7.89
50.00
C16
212.68
200.00
C17
85.32
55.00
C18
178.83
428.20
LINE TABLE
LINE
LENGTH
L1
205,95
L2
351.88
L3
49.61
L4
51.66
L5
35.61
L6
71.12
L71
272, 44
SCALE: 1" =100' ,
100 0 100
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION. C404
135 {
132 i <r ,,,•< r t
128
w _ 130
.f
r r, LOTS WITH FOOTPRINT'
RESTRICTIONS
(TYP.)�
C �� t
i }
` S
PROPOSED R/V PARKING
}
!
t3
t�
Y
STORMWATER BASIN
{TYP.}
Z' ! PROPOSED RAISED
j� f
i ,� TIMBER BRIDGE
=� • is
:t 1f .,f<�. • iQ , °b »• ,� {BY OTHERS}
117
1a. sq t. 9.812 S .ft. 1 .�
0. 4 ac " w f 124
0122�
10,
low-
85? S '98
�� .� cn •_. ".'-•- .--- �, ;��, � ate•'"' 1,,w``,.,
,,.: t 12,719 a t. r
.,� 1 651 sq.ft, ,,� ,�,4 $ 4• `� 10.01+
.24 as P r "''Y~ 0.29 ac.
p r 8,419 sq.ft ; 0.29-ac,. ..?
cc. ~ t e
g`fr 87 r 0.19 cc.
8.418 sq.ft.
. g4 1 � $ 0.19 cc. <� 'r'F``� �94,
,389 .ft.
6. 1 428 sq,lt. .w $,845 aq :fi.26
10
19.499 N.0
w7 3 s f O.+Srn
0.• 11,Si,^� s .ft. 18 cc. r
12.281 sq t,
`. ..,,'"'• ,�` �' it ,.,
t 4,012 sq.ft. 13,459 sq.ft. 0.28 cc 12,�'.6
0.32 0 0.3i ac.
0.29
y. _. ,. • f _ 538, ;iq.ft. r
1 ! -0,20 ac.
`0.28 cc V
0/
14. 7 s4JL 102
N ,`� 10,839 aq.ft 13,140 sq.ft. _.- 34 ac, { ' 12,254 sq.ft Y
0.30 cc. f .. 78 S (, `� ! _
$i} y 0.28 11,592
%� 0.27 cc.
9.3
�y 27' ASPHALT ROAD (TYP.) `
� ' �.. -� 1 .08d aq.f `
S` e
116
h �
CC. ,``. ' f PROPOSED 10' f
,,DRAINAGE EASEMENT
s •' "� -- '°"�. `'a 7 (TYP
i
�1 22' ASPHALT ROAD TYP.) _w
SEE DETAIL 8
h
0.20 i N t
107
675 sq.ft. ' 3
9.03 sq.ft. y I 1
t 0 1 ac
.� 1fl8
6 4
109 l :✓ � � f '�L '`
SEE DETAIL �..-r' �I _
_.�.- .; L .r' � 0.23 oc . / $42 sq.ft. i a
9,375 soft.
0.22 ad, t _
r` 11.402 sq.ft.
5' SIDEWALK TYP. t7)
f
---''<�• f' _ 11 S68 Eq. t, f ; � � '�
SEE DETAIL
"`•y` + `,� . 28 n
C.7.11 ` ' Ej ,,.f'
_ r t 4 14
12, sq•ltn '
_4.30-�0..� r ¢ , ..� gym..., n� 5 •! � ..,u %t
t
1 `
,
4
}
SANITARY SEWER y ,
' o VALLEY CURB `
t . - :.. r PUMP STATION
•r
•� (TYP.)-30 oc. ,`` � a 4 s ♦'� j'-,,.
EXISTING POND ' C
`"� � € ; . .<_.,.,?fJ .:.< -•"'' , �...r• /' / f �'" Y hy` , ' r �}. ` "' ,...•?7 ^ ' `' •-. . 1�,6 ~sQ.ft.
r
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r
GENERAL NOTES
1 TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND
C }
{13)
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION
(18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS
CONSTRUCTION
ASSOCIATES, P.L.S.# L--2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN
FROM BOTTOM OF STORMWATER PIPE AND TOP OF SEWER PIPE.
OTHERWISE NOTED ON PLANS OR SPECIFICATIONS.
(19) EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER
(1)
PERFORM CONSTRUCTION STAKE OUT.
2
i)
PURPOSE ONLY. NOT FOR RECORDATION.
ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED Y
(14)
LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS
SHALL BE LAID AT LEAST TEN (10) FEET LATERALLY FROM EXISTING OR
THAN 2:1. SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2:1.
(2)
INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
CORPS OF ENGINEERS ON NOVEMBER 23, 2005 {FINAL APPROVAL PENDING).
THE ARMY C
PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A
(20) FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS
(3)
CLEAR SITE, BUT DO NOT GRUB.
3
{ }
CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING
TEN (10) FOOT LATERAL SEPARATION ---- IN WHICH CASE:
INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2"--4" OF TOP SOIL
(4)
INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
CONSTRUCTION.
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE
WILL BE ADDED. SEE DETAIL 5 f C,7,11.
(5)
GRUB SITE.
(4)
CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED
ELEVATION ON THE BOTTOM OF THE WATER MAIN AT LEAST
(6)
CONSTRUCT SEDIMENT BASINS.
THROUGH DEMOLITION AND GRUBBING ACTIVITIES SHOWN,
EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
(7)
COMMENCE ROUGH GRADING OF THE SITE.
(5)
SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH
(8)
INSTALL STORMWATER MANAGEMENT DEVICES.
SITE,
THE. WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF
(9)
CONSTRUCT SEWER COLLECTION SYSTEM.
(6)'
CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG
UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM OF
(10)
CONSTRUCT WATER SYSTEM.
SEDIMENT FENCING.
THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP
(11)
ROUGH GRADE THE SITE.
(7)
ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15
OF SEWER.
(12)
SHAPE SHOULDERS AND CUT AND FILL SLOPES.
CALENDAR DAYS OF GRADING ACTIVITIES..
(15)
CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A
(13)
SCARIFY, SEED, FERTILIZE, AND MULCH ALL DISTURBED AREAS.
(8)
WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING
WATER MAIN TO CROSS OVER A SEWER, THE WATER MAIN SHALL BE LAID
{14)
INSTALL DRY UTILITIES {ELECTRICAL, FIBER-OPTIC, CABLE, PHONE, ETC},
TO STANDARD SPECIFICATIONS AND DETAILS ON SHEET G.7.10, C.7.1, AND C.7.6,
AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT
{15
RE -SCARIFY, RE SEED, RE FERTILIZE, AND MULCH ALL DISTURBED
{9)
ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY, OR
LEAST EIGHTEEN {18} INCHES ABOVE THE TOP OF THE SEWER, UNLESS
AREA.
TO YARD INLET (OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL
LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH
(16)
CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT
DISCHARGE TO INFILTRATION BASIN.
SEPARATION -- IN WHICH CASE, BOTH THE WATER MAIN AND SEWER
COURSE,
(10)
FOR MAXIMUM ALLOWABLE BUILT-UP AREA PER LOT FOR PHASE 3 SEE TABLE 5.6 ON
SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS THAT
(17)
APPLY FINAL. ASPHALT COURSE.
C.5.6.
ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN
(18)
AFTER DISTURBED AREAS -ARE STABILIZED WITH VEGETATION, THE
(11)
ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH
(10) FEET ON EACH SIDE OF THE CROSSING.
CONTRACTOR SHALL RETURN TO THE SITE AND REMOVE ALL
CAROLINA GENERAL STATUTE 113A 51-66) THIS PROJECT IS SUBJECT TO AN
(16)
CROSSING A WATER FAIN UNDER A SEWER. WHENEVER IT IS NECESSARY
TEMPORARY EROSION CONTROL MEASURES.
APPROVED SEDIMENTATION AND EROSION CONTROL PLAN. THE CONTRACTOR SHALL
FOR A WATER MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN
ADHERE TO ALL OF THE CONDITIONS SET FORTH IN THE APPROVED PLAN, AS
AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND
PRESCRIBED BY NCDENR. A COPY OF THE APPROVED SEDIMENTATION AND EROSION
WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE
CONTROL PLAN SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF, CROSSING. A
(12)
THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE
SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF
_
CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT & EROSION CONTROL PLAN
APPROVED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONI ENT AND NATURAL
(17)
CROSSING.
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION
RESOURCES.
FROM BOTTOM OF STORMWATER PIPE AND TOP OF SEINER PIPE.
BEFORE YOU DIG !
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAW !
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404
WETLANDS, '
N
mJ
wEnnNoi
DRAINAGE AREA C
79' r
80
'+ "I FtE fFE
sm 32JD 33 9D
f
DRAINAGE AREA A
SCALE: 1" =100'
100' 0 100
= mimmmi
SCALE OF MAP MAY VARY �
DUE TO METHODS OF REPRODUCTION. q
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LLLLLL'I I I I I'LLLLLL
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L - _ - - - LLL
-------------------
____====-DRAIFJAGE_= -_�_ ___
-"-- �=AREA-------------------
------------------
PHASE 3 SPECIFICATIONS
JUNCTION BOXES
12
YARD INLETS (YI)
4
CURB INLETS (CI)
24
2
BYPASS BOXES
3
INFILTRATION BASINS
3
RIP RAP APRONS
6
LEVEL SPREADERS
6
12" HDPE
129
L.F.
15" HDPE
1,171
L. F.
18" HDPE
816
L. F.
24" HDPE
309
L.F.
30" HDPE
11640 L.F.
REVISION 2. SHEET C.5 6.
A. REMOVED BASINS 3D-1, 3D--2, AND 3D-3
FROM PLANS.
B. REVISED STORMWATER COLLECTION SYSTEM
DRAINAGE AREAS & PIPE LENGTHS.
C. ADDED CONNECTION TO ATWOOD LOOP AND
REGRADED.
GENERAL NOTES
(13)
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM
(1)
TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
CONSTRUCTION
ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN
(14)
LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT
SEQUENC E
PURPOSE ONLY. NOT FOR RECORDATION.
LEAST TEN (10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL
(2)
ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY
CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICH
THE ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005 (FINAL APPROVAL
CASE:
1.
PERFORM CONSTRUCTION STAKE OUT.
PENDING).
(A)
THE WATER MAIN IS LAID IN A SEPARATE TRENCH, NTH THE ELEVATION ON THE BOTTOM
2.
INSTALL TEMPORARY GRAVEL CONSTRUCTION
(3)
CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING
OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
ENTRANCE.
CONSTRUCTION.
(8)
THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN
3.
CLEAR SITE, BUT DO I40T GRUB.
(4)
CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED
LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION
4.
INSTALL ALL EROSION AND SEDIMENT
THROUGH DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
OF THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP
CONTROL MEASURES.
(5)
SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION
OF SEWER.
5.
fi.
GRUB SITE.
CONSTRUCT SEDIMENT BASINS AND TRAPS.
SITE.
(15 )
CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN
7.
COMMENCE ROUGH GRADING OF THE SITE.
(6)
CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG
TO CROSS OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION
8.
INSTALL STORMWATER MANAGEMENT DEVICES.
SEDIMENT FENCING.
THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN (18) INCHES ABOVE THE
9.
REMOVE TEMPORARY SEDIMENT TRAPS.
(7)
ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15
TOP OF THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN
10.
CONSTRUCT SEWER COLLECTION SYSTEM.
CALENDAR DAYS OF GRADING ACTIVITIES.
(18) INCH SEPARATION -- IN WHICH CASE, BOTH THE WATER MAIN AND SEWER SHALL
11.
CONSTRUCT WATER SYSTEM.
(8)
WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING
BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS THAT ARE EQUIVALENT TO
12.
ROUGH GRADE THE SITE.
TO STANDARD SPECIFICATIONS AND DETAILS ON SHEET C.7.1, C.7.6, AND C.7.10
WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE
13.
SHAPE SHOULDERS AND CUT -AND -FILL
(9)
ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY,
CROSSING.
SLOPES.
OR TO YARD INLET (OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL
(16)
CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER
14.
SCARIFY, SEED, FERTILIZE, AND MULCH ALL
DISCHARGE TO INFILTRATION BASIN.
MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE
DISTURBED AREAS.
(1 0)
FOR MAXIMUM ALLOWABLE BUILT-UP AREA PER LOT FOR PHASE 3 SEE TABLE 5.6
CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN
15.
INSTALL DRY UTILITIES (ELECTRICAL,
ON C.5.6.
STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF
FIBER-OPTIC, CABLE, PHONE, ETC).
(11)
ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH
CROSSING, A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF
16.
RE -SCARIFY, RE -SEED, RE -FERTILIZE, AND
CAROLINA GENERAL STATUTE 113A 51-66) THIS PROJECT IS SUBJECT TO AN
CROSSING.
MULCH ALL DISTURBED AREA.
APPROVED SEDIMENTATION AND EROSION CONTROL PLAN. THE CONTRACTOR SHALL
(17)
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM
17.
CONSTRUCT ROADBED BASE COURSE AND
ADHERE TO ALL OF THE CONDITIONS SET FORTH IN THE APPROVED PLAN, AS
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
INTERMEDIATE ASPHALT COURSE.
PRESCRIBED BY NCDENR. A COPY OF THE APPROVED SEDIMENTATION AND EROSION
(18)
ALL FITTINGS TO BE MJ DIP NTH THRUST BLOCKING UNLESS OTHERWISE NOTED ON
18.
APPLY FINAL ASPHALT" COURSE.
CONTROL PLAN SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
PLANS OR SPECIFICATIONS.
19•
AFTER DISTURBED AREAS ARE STABILIZED
(12)
THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE
(19)
EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN 2:1. SEEDING
WITH VEGETATION, THE; CONTRACTOR SHALL
CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT & EROSION CONTROL PLAN
OR SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2: 1.
RETURN TO THE SITE AND REMOVE ALL
APPROVED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL
(20)
FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF COMPACTED
TEMPORARY EROSION CONTROL MEASURES.
RESOURCES.
PAD GRADE TO WHICH 2"-4" OF TOP SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
L\L
LL
DRAINAGE
AREA 3C
DRAINAGE
AREA 313
DRAINAGE
AREA
AREA (ACRES)
AREA
3A
7.17
AREA
313
4.24
AREA
3C
5.81
TOTAL PHASE
3
17.22
DRAINAGE
AREA
PERCENT W
48.3%
IMPERVIOUS AREA
2
co
TABLE5.6 MAXIMUM IMPERVIOUS SURFACE AREAS FOR
RESIDENTIAL LOTS (SF)
LOT # MAX• IMPERVIOUS LOT # MAX. IMPERVIOUS
SURFACE (SF) SURFACE (SF}
74 3,762 1 C} 1 3)657
75 37739 102 3,476
76 3,817 103 31 *977 31873 104 3,649
78 3,736 105 3,657
79 3,834 106 3,520
80 37785 107 3,634
81 3,780 108 3,656
82 3,795 109 2,960
83 3,766 110 3,654
84 3,793 111 3,640
85 31785 112 3,657
$6 31777 113 37667
87 3,655 114 3,742
$8 3,655 115 3,743
89 37655 116 31778
90 3,655 117 31180
9�i 3,772 118 31615
92 3, 761 119 3,633
93 3,769 120 3,662
94 3,690 121 3,315
95 3,744 122 3,541
96 3,646 123 3,774
97 31667 124 3,761
98 3,615 125 3,766
99 3,714 126 31757
100 3,653
NOTE 1: AVG. SF PER LOT IS 3,668 SF
{194,426 SF TOTAL / 53 LOTS =3,668 SF}
NOTE 2: TOTAL BUA FOR EACH LOT INCLUDES 56' L X 55' W
BUILDING ENVELOPE, PLUS 25' L X 18' W DRIVEWAY, PLUS
SECTION OF DRIVEWAY WITHIN ROW {324 OR 216 SF,
DEPENDING ON LOCATION IN PHASE 3) UNLESS OTHERWISE
NOTED BELOW. SIDEWALKS AND CURB ARE NOT INCLUDED
BEFORE YOU DIG !
CALL 1-800-632-4949
N.C. ONE --CALL CENTER
IT'S THE LAW !
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a 33.30
FFE
om 2" 32.80 0
33.80
0
e�
_3
FIFE
ii
fl ,/-INSTALL APPROX. 24
j 32.80
GR TE: 26.26'
15" HDPE ®o
FFE
OUT. 23.57'
-2.30
ca
411
11 y
FFE 2ro
86 32.80
JB #18
84 J 32.00 k9 9 cl
""94
RIM: 25.51'
DRAINAGE AREA
v
3B BOUNDARY
INV OUT: 22.50 FFE
FFE INV IN:Z.5.01 INV IN: 22.50
FFE INV OUT: 23.51'
a
(TYP-) cli
#5
33.80
32.80 32.80
ISO
2 Y
3
SEE DETAIL
INSTALL APPROX. 171 LF OF GRATE: 29.25" -3 - i-11"
........ ......... .. ..... . .. r
INSTALL APPROX. 92 LF
UR
INV OUT: 26.00 OF C.7A
15" HDPE 0 0.88%
32
(TYP) 15* HDPE 0 1.102.
--,SEE DETAIL .100
co
To-
0
BERM 0 EL. 23.75'
---INSTALL APPROX. 193 LF OF
FFE c�
18" HDPE 0 0.41% 27.30 cl) 0)
Qrl - 41 L_
FFE OF FIFE INSTALL APPROX. 201
f (D
32.30 31.30 2' VALLEY CURB {TYP) 15" HDPE 0 1.01% (b
91 FFE 93 1 ____l - t�� �, � INSTALL APPROX. 31 LF OF c
FFE ul 7;�< SEE DETAIL ,' �j 1� T_
FFE 32.80 Cl #56 30" HDPE 0 0.19% z
INV OUT: 19.80 cz 33.30 32.80 T.7.9 10 F) GRATE: 23.53'
Cl #43 FFE JB #9 FFE
"' 11--\ INV OUT: 20.53
32.80 RIM: 30.10' t , z
27.30
X. GRATE: 28.31' INV IN: 24.50' (A & B) INSTALL 15' SPILLWAY 0 22.75'
INSTALL APPRO NV IN: 25.30' l< 0
l0k
c:
INV OUT: 24.50'
29 LF OF 15* HDPE 0 N INFILTRATION NV OUT: 25.3C' INSTALL APPROX. 24 LF OF JB #17
01.12%
0
(TYP)
V 3 96 BASIN 3B RIM: 23.25" E
11% SEE DETAIL 15" HDPE 0 0.29%
R SEE DETAIL INV IN: 17.75'
JB #10 FFE
Cl #55 26.30 INV OUT: 17.35' 0)
RIM: 29.05' FIFE I a) c*j
INV IN: 23.85' 31.30 GRATE: 23.53• 107 INSTALL APPROX. 34 LF OF +-a .2
INV OUT-.23.85' INV IN: 20.46 (A & ts) co
FFE 30* HDPE 0 0.53%
OA% 5- •0 -9
GGo INV OUT. 20.46'
33.10 mv_� ND Cl #47 404 INSTALL APPROX. 103 LF OF INV OUT. 17.17
WETLANDS 24" HDPE 0 0.25% 2
GRATE: 27.80" 0)
_--r FIFE
le INV IN: 23. 1 Ll
7 29' (A, B, & C) 26.30 RIP RAP APRON (TYP)
0
SEE DETAIL
INV OUT. 23.29' 5
ux. 34 LF OF r - _c
u.
12" HDPE V.7.197 4-0 v
Cl #42 81 INSTALL APPROX. 109 LF OF, INSTALL APPROX. 32 LF OF 101� 0
FIFE
cl) z
GRATE: 28.31' 26.30
INV OUT: 25.62 18" HDPE 00.60%•sI 30" HDPE 0 0.25. t , VEGETATED FILTER (TYP) c co
FFE FFE 10 0
(Typ. SEE DETAIL
2 1 2 30.30 t1w 26.30 4­1
79
SEE DETAILS 1 a:
FFE '1 04 BYPASS 3B :3
.7.1 3280 8 0 78 JB
RIM: 23.75' 0
GRATE: RIM: 24.56
NA INV IN: 19.86'
era Q� 0
----.'5' SIDEWALK C FFE FFE FFE JNV IN: 23.62" (A & B INV IN (A):20.17 RIM: 24.61' INV OUT: 19.86' 4 0
4 to
SEE DETAIL INV OUT: INV IN (B): 20.20' 0
32.60 32.30 32.30 54! BYPASS OUT: 18.20'
INV OUT: 20 28 INV IN: 20.12' <
3.80 WEIR EL: 22.2"
NV OUT. 2012' SEE DETAIL - 3
C.7A INSTALL APPROX. 122 LF OF A\ (TYP.) INSTALL APPROX. 101 LF OF
18" HDPE 0 0."% 3'
X INSTALL APPROX. 128 LF OF 3 .7.
SEE DETAI 30" HDPE 0 0.45%
18* HDPE 0 0.26%
_FE
27,30
INSTALL APPROX. I J.3 LF OF
Cl #44 INSTALL APPROX. 48 LF OF rrr Cl #48
f. 26' ASPHALT ROAD'- ps GRATE: 27.80' 26. V
GRA Ml: 26.12" 18" HDPE 0 0.25% 30" HDPE 0 0.20%
INV OUT: 23.38' FFE .:< i
j.
(TYP) r3 77 V OUT: 23. 74
APPROX. 134 LF OF 26.80
SEE DETAIL INSTALL
DRAINAGE AREA
FFE
00.25%
C.7.9
32.00 Cl #52
3A BOUNDARY INSTALL APPROX. 84 LF OF
GRATE: 24.03'
INSTALL APPROX. 36 LF 0 INV IN: 21.34! 15" HDPE 0 0.26%
INSTALL APPROX.
15* HDPE 00.25% 133 LF OF 30" HDPE INV OUT: 21.34' JB #14 76,
RIM: 24.29'
tx
0, Ps 00.25%
11
\a . ,'". ' e�; `� C*N
F V IN: 20.50
N ON! t
INSTALL APPROX. 29 LF OF INSTALL APPROX. 46 LF OF 26.80 1 a_� t
15" HDPE 0 0.70% INSTALL APPROX. 198 13 OF• V INV OUT: 2 50'�--��
'12" HDPE 0 0.26% 7 23 15" HDPE 0 0.25% 1 _j
Cl #54
GRATE: 23.79'
CN I___
\JB #13
404 INV IN: 20.62' (A & B 15�
cl 03 u
RIM: 24.90- INV OUT: 20.62 n--
NN WETLANDS I 'INV IN: 2 GRATE; 23.79' 0
INSTALL APPROX.
INV OUT. -20.81
A INV OUT 2i.12'
0 25 LF OF 1 Hurt
FFE f� I--, L.L. cr
k�� (TYP.)
a ter. 31.30 Cl #49 0 1.00% SEE DETAILS
�tt
.7.1 .7.1 .7.1 cf)
GRATE: 26.35
•
161
0 INSTALL APPROX. 102 LF OF
INV OUT: 23.16
30" HDPE 0 0.25% LL_ 51, Q:�
Z
cl
GRATE: 2&359
GRATE: 24.03"
(J�
-INV IN: 22.96- (A & B) INV OUT: 21.59
C84
INV OUT: 22.96 BP 3A (TYP) SEE DETAIL 2
.. ...... ...
RIM: 26.75' Q�
Lu
FFE C.7.1
INV IN: 22.57' INSTALL APPROX. 25 LF 0
31.30
22.54! INV OUT.-12" HDPE 00.78%
BYPASS OUT: 23.35 __j CL
JB #11
SCALE: 1
501 0 50'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION. co
DRAINAGE AREA 3A PROPOSED IMPERVIOUS AREA
- - - - - - - - - -
- - - - - - - - - -
- - - - - - - - - -
- - - - - - - - - -
DRAINAGE
AREA 3A
IMPERVIOUS ARI
INFILTRATION
BASIN 3A
.DRAINAGE AREA 3A DATA
TOTAL AREA 7.17 ACRES
IMPERVIOUS AREA 2.91 ACRES
PERCENT IMPERVIOUS 40.6%
VOLUME 1.5" RAINFALL 16,221 CU. FT.
VOLUME INFILTRATION BASIN 3A 17,611 CU. FT.
"r-lfx C" 40.44
RIM: 28.00 41.
3EE DETAIL I
INV IN:22.70- �Q.7.191 APPROX. 50
OUT.'22.70'
BEFORE YOU DIG
_T
JB #12 11 -SANITARY SEWER
INSTALL APPROX. 51 LF OF U-4 IM: 26.75' PUMP STATION CALL 1-800-632-4949
'0�
30" HDPE 00.26%
INV IN: 23.19 N.C. ONE -CALL CENTER
INV OUT: 23.19
J
INSTALL ArrK A. 10 LF OF IT2S THE LAW N
30" HDPE 0 0.27%
INFILTRATION ° �,i
BASIN 3A 1A
z SEE DETAIL
WEETLAND CROSSING TO U11LIZ BERM 0 EL. 26.75'
A 35' BOTTOMLESS CULVERT
WITH RETAINING WALL
_A
ar-r- DETAIL AIL r 2
C.7.9
-INSTALL APPROX. 62 LF OFf
INSTALL APPROX. 15 LF F 30* HDPE 0 0.26%
• RIP RAP APRON REQUIREMIE
'THICKNESS
G-nvri�_ INV. OUT: 2�.Zm
2.50"
" INSTALL 15" SPILLWAY 0 25._75--j,
(13)
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM
(1)
TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
CO
NS
TRUC
TIO
N-
ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN
(14)
LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT
SEQUENCE-
PURPOSE ONLY. NOT FOR RECORDATION.
LEAST TEN (10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL
(2)
ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY
CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICH
THE ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005 (FINAL APPROVAL
CASE'
1.
PERFORM CONSTRUCTION STAKE OUT.
PENDING).
(A)
THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM
2.
INSTALL TEMPORARY GRAVEL CONSTRUCTION
(3)
CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING
OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
3.
ENTRANCE.
CLEAR SITE, BUT DO NOT GRUB.
(4)
CONSTRUCTION.
CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED
(B)
THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN
4.
INSTALL ALL EROSION AND SEDIMENT
LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION
CONTROL MEASURES.
(5)
THROUGH DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION
OF THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP
5.
GRUB SITE.
OF SEWER. RECEIVED
6.
CONSTRUCT SEDIMENT BASINS AND TRAPS.
SITE.
(15)
CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN
7.
COMMENCE ROUGH GRADING OF THE SITE.
(6)
CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG
TO CROSS OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION
8.
INSTALL STORMWATER MANAGEMENT DEVICES.
ENT FENCING.
SEDIMENT
THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN (18) INCHES ABOVE THE OCT 1 2007
9.
REMOVE TEMPORARY SEDIMENT TRAPS.
(7)
ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15
TOP OF THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN
10.
CONSTRUCT SEWER COLLECTION SYSTEM.
CALENDAR DAYS OF GRADING ACTIVITIES.
DWQ
(18) INCH SEPARATION -- IN WHICH CASE, BOTH THE WATER MAIN AND SEWER SHALL
11.
CONSTRUCT WATER SYSTEM.
(8)
WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING
BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS THAT ARE EQUIVALENT TO #
12.
ROUGH GRADE THE SITE.
TO STANDARD SPECIFICATIONS AND DETAILS ON SHEET C.7.1, C.7.6, AND C.7.10
WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE
13.
SHAPE SHOULDERS AND CUT -AND -FILL
(9)
ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY,
CROSSING.
SLOPES.
OR TO YARD INLET (OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL
(16)
CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER
14.
SCARIFY, SEED, FERTILIZE, AND MULCH ALL
DISCHARGE TO INFILTRATION BASIN.
MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE
DISTURBED AREAS.
(10)
FOR MAXIMUM ALLOWABLE BUILT-UP AREA PER LOT FOR PHASE 3 SEE TABLE 5.6
CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN
15.
INSTALL DRY UTILITIES (ELECTRICAL,
ON C. 5.6.
STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF
FIBER-OPTIC, CABLE, PHONE, ETC).
(11)
ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH
CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF
16.
RE -SCARIFY, RE -SEED, RE-FERIlLIZE, AND
CAROLINA GENERAL STATUTE 113A 51-66) THIS PROJECT IS SUBJECT TO AN
CROSSING.
MULCH ALL DISTURBED AREA.
APPROVED SEDIMENTATION AND EROSION CONTROL PLAN. THE CONTRACTOR SHALL
(17)
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM
17.
CONSTRUCT ROADBED BASE COURSE AND
ADHERE TO ALL OF THE CONDITIONS SET FORTH IN THE APPROVED PLAN, AS
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
INTERMEDIATE ASPHALT COURSE.
PRESCRIBED BY NCDENR. A COPY OF THE APPROVED SEDIMENTATION AND EROSION
(18)
ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE NOTED ON
18.
APPLY FINAL ASPHALT COURSE.
CONTROL PLAN SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
PLANS OR SPECIFICATIONS.
19.
AFTER DISTURBED AREAS ARE STABILIZED
(12)
THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE
(19)
EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN 2:1. SEEDING
WITH VEGETATION, THE CONTRACTOR SHALL
CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT & EROSION CONTROL PLAN
OR SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2: 1.
RETURN TO THE SITE AND REMOVE ALL
TEMPORARY EROSION CONTROL MEASURES.
APPROVED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL
(20)
FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF COMPACTED
i
RESOURCES.
PAD GRADE TO WHICH 2"' 4" OF TOP SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
o
SHEET NO.
C.5.7
N
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LL.

F REVISION 2. SHEET C.5.8
A. REMOVED BASINS 3D-1, 3D-2, AND 3D-3
FROM PLANS. ,
B. REVISED STORMWATER COLLECTION SYSTEM
INVERTS, PIPE LENGTHS, INLET NUMBERS
AND DRAINAGE AREAS.
C. ADDED CONNECTION TO ATWOOD LOOP.
z
F
t
af°
INSTALL APPROX. 228 LF OF--,
3 .Iq_30 HDPE 0 0.25%
. Y . , F _QI
€ <'O',
:s
36.80�
4 Gi
` FFE \ \
37.30 } �p •
26' ASPHALT ROAD
2' VALLEY CURB TYP �p (TYP) 3
( ) h,
SEE DETAIL
SEE DETAIL i zC.7.9
."f a
C.7.9 -- --�
#'x \'ti INSTALL APPROX. 242 LF OF
4t a k s r
x 30" HDPE 0 0.25%
FFE , \ CI #61\ ,%
36.30 GRATE: 29.36a�r
a t �' • i
INV IN, 24.66
�-- 5' SIDEWALK (TYP) d INV OUT:24.66 FFE
r
a SEE DETAIL ` ,12 32.80
Q' CI #At
63 FFE
DRAINAGE AREA
3C BOUNDARY
BEFORE YOU DIG !
CALL 1--800-6322-4949
N.C. ONE --CALL CENTER
IT'S THE LAW !
INSTALL APPROX. 48 LF OF
18" HDPE 0 0.25% p
85
CI #59 ¢
GRATE: 29.36'
INV OUT:24.97' Y
4 � FFE
33.80.
7 �
i
INSTALL APPROX. 34 LF OF
l
18" HDPE 0 0.26%
y 84 f.
Y
FFE
33.80
32
}
7 4!
.x
, T
•y
83 ,.
FFE
33.30 ' O
4
\ '!
GRATE: 28.25-
Y! #7
GRATE: 28.25'
INV IN:23.07'
INV OSUT:23.07'
4
INSTALL APPROX. 109 LF OF
30" HDPE 0 0.26%
y
11 ,a '•w...._ rvrw+� t
-. FFE r
FFE 34.80
33.80 b 33
GRATE: 26.79INSTALL APPROX. 138 LF OF "
INV IN:22.50}
INV OUT:22.50' 30" HDPE 0 0.25%
dl�
mo" 10
X
26.50° 'Ak
QQ BP 3C
RIM: 28.25'
{ e
+'; = ` INV IN: 22.15'
f� N PROPOSED INV OUT: 22.15'
RSV PARKING -
X BYPASS OUT:24.88' 4 f
�,,+27.50 WEIR EL:25.25' 6
SEE DETAIL ;
L 3�..
.7.1
28.50
INSTALL APPROX. 24 LF OF
X , -�°" 30" HDPE 0 0.38%
r` f / INV OUT:24.79'
28.90 VEGETATED FILTER " (TYP)
` X /,4`� SEE DETAIL 1
YI #fi � #
.7.1
` t j GRATE: 29.75' cv
INV IN:23.25' ` s
INV OUT:23.25'
F' r
JB #20 /
GRATE:31.75' f
INV IN:23.53' (A & B)
FFE Yx
33.80
.'
llwll� WM mp-0 AL
i
. •INV
,#st a�
r
Z,000� "404.
tS
A 1•'Ink GRATE: 30.35'
t•
57`, INSTALL APPROX. 135 LF OF INV IN:23.87
15" HDPE ® 0.25% INV OUT:23.87 -
90
3 u FFE Y. � 33.30
.� 9.9
32.80
3CI #6 :< FFE
STALL APPROX 10o LF of
. IN . ,FFE
88 -; k
..:..;:..<-.:.. GRATE: 29.36 32.80
• 15 HDPE 0 0.25% 30.30
:.INV IN: 24.88 � Z..
FFE t.
>.4 31,2 5
,
V OUT: 2. 78
32.30
8 7 �:. ci 2
TYP
i
{/ d
1 )
i 2
06
ATE, 28.25
f• S
RATE: -
t
A!L - ED ET SE
•7.1 .7.i FFE :INSTALL APPROX. 206 LF OF INV OUT:24.57 INSTALL APPROX. 25 LF OF'� FFE %��
(86 32.80 „ i 5" HDPE 0.29% -� '; 32.00 9 t Ci #65 FFE
24 HDPE 0 0.25% '"
h.: -....rt•,. ,...,,- - � <,,• .,4 .;. 11-0
. • �' `GRATE: 29.18� 29,30 f
f INV IN: 24.12 L----! i p �F r
.7.1 7 ,
FFE j �: '� INV OUT: 24.12 Y �
fj
b
FFE
x.
+� 2.80
O r e
8
,
32. 0 3
-f
sr
f � t
CI 4 cc`
'7
30 .2 ,t;
GRATE: 29.18 -..
' INV OUT:24.19' T, ,{VA
10
i$ 92 FFE
1 _ _ f ;fi f t
1 FFE f
32.30 ;z �y� 31.30
1 FFE
FFE 32.80
32.809
FFE
32.80
v Kt
..f
DRAINAGE AREA 3C PROPOSED IMPERVIOUS AREA
L- L.
L- _ L L DRAINAGE
I I I I I I I / AREA 3C
DRAINAGE AREA 3C DATA
TOTAL AREA 5.81 ACRES
IMPERVIOUS AREA 3.02 ACRES
PERCENT IMPERVIOUS 52.0%
VOLUME 1.15" RAINFALL 16,373 CU. FT.
VOLUME INFILTRATION BASIN 3C 19,042 CU. FT.
INSTALL APPROX. 58 LF OF
30" HDPE 0 0.26%
INV OUT:22.00'
BERM 0 EL. 26.75
15" SPILLWAY 0 25.75'
4.,
RIP RAP APRON (TYP)
SEE DETAIL 5
INFILTRATION BASIN, 3C
SEE DETAIL 3
a �
4 ♦7.1
z � r
5
t co
4 c
SCALE: 1 = 50
e
50' 0 50' q
� � V
E SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
L9T
`o
rn
N
co
co
w
c
0
0-
-az
o
C13
S
N
can
RIP RAP APRON REQUIREMENTS
CUTLET
CLASS
L
w
THICKNESS
D50
3C BASIN
B
15'
8.5'
18"
5-15"
3C BYPASS
B
15'
8.5'
18"
5-1 a"
\ N
(A
1 /
R
t \
` FFE
f 29.30
2
c
7
'x
4
x
L
i
b
O
N� N,
(jjt `r• �
si t
t
f •',.! \ FFE � � •'a --,,, •"°, �
27.30
1a 1
FFE
�.�► 27.30
GENERAL
NOTES
(13)
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM
(1)
TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
CONSTRUCTION-
ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN
(14)
LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT
S-EQU
EN CE
PURPOSE ONLY. NOT FOR RECORDATION.
INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY
LEAST TEN (10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL
(2)
ALL WETLAND BUFFER
CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICH
THE ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005 (FINAL APPROVAL
CASE: ,
1.
PERFORM CONSTRUCTION STAKE OUT.
PENDING).
(A)
THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM
2.
INSTALL TEMPORARY GRAVEL CONSTRUCTION
(3)
CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING
OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
ENTRANCE.
CONSTRUCTION.
(8)
THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN
3.
CLEAR SITE, BUT DO NOT GRUB.
(4)
CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED
LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION
4.
INSTALL ALL EROSION AND SEDIMENT
THROUGH DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
OF THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP
CONTROL MEASURES.
(5)
SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION
OF SEWER.
5.
6.
GRUB SITE.
CONSTRUCT SEDIMENT BASINS AND TRAPS.
SITE.
15
( )
CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN
7.
COMMENCE ROUGH GRADING OF THE SITE.
(6)
PAC AT 200 L.F.INTERVALS ALONG
CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED
TO CROSS OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION
8.
INSTALL STORMWATER MANAGEMENT DEVICES.
SEDIMENT FENCING.
THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN 18 INCHES ABOVE THE
9.
REMOVE TEMPORARY SEDIMENT TRAPS.
7
()
ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15
TOP OF THE SEWER UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN
10.
CONSTRUCT SEWER COLLECTION SYSTEM.
CALENDAR DAYS OF GRADING ACTIVITIES.
(18) INCH SEPARATION -- IN WHICH CASE BOTH THE WATER MAIN AND SEWER SHALL
11.
CONSTRUCT WATER SYSTEM.
(8)
WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING
BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS THAT ARE EQUIVALENT TO
12.
ROUGH GRADE THE SITE.
TO STANDARD SPECIFICATIONS AND DETAILS ON SHEET C.7.1, C.7.6, AND C.7.10
WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE
13.
SHAPE SHOULDERS AND CUT -AND -FILL
(9)
ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY,
CROSSING.
SLOPES.
OR TO YARD INLET (OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL
(16)
CROSSING A WATER MAIN UNDER A SEWER, WHENEVER IT IS NECESSARY FOR A WATER
14.
SCARIFY, SEED, FERTILIZE, AND MULCH ALL
DISCHARGE TO INFILTRATION BASIN.
MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE
DISTURBED AREAS.
(10)
FOR MAXIMUM ALLOWABLE BUILT-UP AREA PER LOT FOR PHASE 3 SEE TABLE 5.6
CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN
15.
INSTALL DRY UTILITIES (ELECTRICAL,
ON C.5.6.
STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF
FIBER-OPTIC, CABLE, PHONE, ETC).
(11)
ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH
CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF
16.
RE -SCARIFY, RE -SEED, RE --FERTILIZE, AND
CAROLINA GENERAL STATUTE 113A 51-66) THIS PROJECT IS SUBJECT TO AN
CROSSING.
MULCH ALL DISTURBED AREA.
APPROVED SEDIMENTATION AND EROSION CONTROL PLAN. THE CONTRACTOR SHALL
(17)
SEWER AND STORMWATER PIPES _TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM
17.
CONSTRUCT ROADBED BASE COURSE AND
ADHERE TO ALL OF THE CONDITIONS SET FORTH IN THE APPROVED PLAN, AS
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
INTERMEDIATE ASPHALT COURSE.
PRESCRIBED BY NCDENR. A COPY OF THE APPROVED SEDIMENTATION AND EROSION
(18)
ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE NOTED ON
18,
APPLY FINAL ASPHALT COURSE.
CONTROL PLAN SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
PLANS OR SPECIFICATIONS,
19.
AFTER DISTURBED AREAS ARE STABILIZED
(12)
THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE
(19)
EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN 2:1. SEEDING
WITH VEGETATION, THE CONTRACTOR SHALL
CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT & EROSION CONTROL PLAN
OR SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2.1.
RETURN TO THE SITE AND REMOVE ALL
APPROVED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL
(20)
FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF COMPACTED
TEMPORARY EROSION CONTROL MEASURES.
RESOURCES.
PAD GRADE TO WHICH 2 4 OF TOP SOIL WILL BE ADDED. SE T?MrYVED
OCT 19 2007
DWQ
22
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2
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LLJ
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L_
Li
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CL
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SHEET
NO.
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24"
Now-
9"
PARKING STRIP
(FINISH GRADE)
1" DROP
PROPOSED ROAD SURFACE t> �
0
7"
0 /
4" ABC
EXISTING SUBGRADE
X /
GENERAL NOTES:
1.) CONTROL JOINTS SHALL BE PLACED 0 10' INTERVALS UNLESS OTHERWISE
SPECIFIED BY ENGINEER, PLANS, OR SPECIFICATIONS.
2.) ALL CONTROL JOINTS 'SHALL BE FILLED WITH JOINT SEALER.
3.) EXPANSION/CONTRACTION JOINTS SHALL BE AT 90 FOOT INTERVALS, AND
ADJACENT TO ALL RIGID OBJECTS.
4.) ALL JOINTS SHALL MATCH LOCATIONS WITH JOINT IN ABUTTING SIDEWALK.
5.) CONCRETE SHALL ACHIEVE A MINIMUM 28 DAY YIELD STRENGTH AT 3,500
PSI.
VALLEY CURB DETAIL
DETAIL n
SCALE: NOT TO SCALE C. 7.9
EXISTING
SUBGRADE
5'--0" CONCRETE SIDEWALK
AT 2%, SEE DETAIL 4/C.7.11
-1
'. i' !!'.SLOPE
- -- -- -!i- - - --
t------
TYPICAL VALLEY CURB
SEE DETAIL 1 /C.7.9
5'-0" CONCRETE SIDEWALK
AT 2%, SEE DETAIL 4/C.7.11
TYPICAL ROAD SECTION
SEE DETAIL 3/C.7.9
NOTES:
V (1) EOP = EDGE OF PAVEMENT
(2) BOC = BACK OF CURB
NOTE:
TYPICAL ROADWAY SECTION TO BE APPLIED TO LOGGERHEAD BLVD.
(3) EOS =EDGE OF SIDEWALK
(4) BOS =BACK OF SIDEWALK
(5) ROW =RIGHT OF WAY
TYPICAL- ROADWAY SECTION -_ -
—
PRIMARY SUBDIVISION ROADS/BOULEVARDS
DETAIL n
SCALE: NOT TO SCALE C.7.9
ALUMINUM BOTTOMLESS CULVERT
W/ WING WALL (WING WALL
SHALL BE DESIGNED BY AND
BARE THE SEAL OF P.E. LICENSED
IN NORTH CAROLINA)
P"SlQN 1.21 C.7.9
A) ADDED NOTES 70 ROAD SECTION
DETAILS INDICATING ROADS WHERE
SEC'�ONS ARE APPLICABLE
n
1.5' MIN.
L_ TOP RADIUS
PER MANUFACTURER
INNER RADIUS PER
MANUFACTURER
APPROX. 24' Now
I N V 27.00
BOTTOM OF EXIST.
STREAM (UNDISTURBED)
PER
MANUFACTURER
ALUMINUM BOTTOMLESS CULVERT
DETAIL
SCALE: NOT TO SCALE
rlkIIt�l Ir-M nD a nr-
CONCRETE FOOTING
PER MANUFACTURER'S
SPECIFICATIONS
(MIN. 4,000 PSI CONCRETE)
17.00 FT — EOS
GL.VV r I — [7v1.3
17.00 FT — EOS
13.00 FT — BOC
13.00 FT — BOC
SLOPE VARIES 11.00 FT — EOP
11.00 FT — EOP
SLOPE VARIES
3:1 MAX
3:1 MAX
2.00% SLOPE
_ - 2.00% SLOPE
EXISTINGi:•,Yid'•�y.v.,,�y�yiy"'..,.�,�Y,�v�.,.-
SUBGRADE
5'-0" CONCRETE SIDEWALK
5'-0" CONCRETE SIDEWALK AT 27o, SEE DETAIL 4/C.7.11
AT 27o, SEE DETAIL 4/C.7.11 TYPICAL ROAD SECTION
TYPICAL VALLEY CURB
SEE DETAIL 1 /C.7.9 SEE DETAIL 3/C.7.9
NOTES:
(1) EOP = EDGE OF PAVEMENT
NOTE:
TYPICAL ROADWAY SECTION TO BE APPLIED TO ATWOOD LOOP AND EASTMOOR DRIVE.
TYPICAL ROADWAY SECTION —
SECONDARY SUBDIVISION ROADS
DETAIL n
SCALE: NOT TO SCALE C.7.9
(2)
BOC
= BACK
OF
CURB
(3)
EOS =
EDGE
OF
SIDEWALK
(4)
BOS =
BACK
OF
SIDEWALK
(5) ROW =RIGHT OF WAY
Ld
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Uz
LL-
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SHEET N0.
C. 7.9
co
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C3
4
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12: 1 SL PE M/N.12.1
N
V)f. *A
suopf- O.
VARIES TO TIE TO
VARIES TO TIE TO
FINISH GRADE
FINISH GRADE
NOTE:
(1) USE PENSACOLA BERMUDAGRASS AS
VEGETATED COVER
(2) USE WOVEN PAPER NET AS FILTER LINER RIP
RAP W/
RIP RAP W/
LEVEL SPREADER
INV. OUT
LEVEL SPREADER
WEIR: 17.17' INV. OUT
22.98'
WEIR: 22.98'
SEE
5
DETAIL(p
24.79'
SEE DETAI 5
C.7.9
C.7.9
LEVEL
SPREADER
(TYP)
INV. OUT
k
17.17'
Nil
V-
4�
k k
LEVEL
k <_
V,
k <_
SPREADER
ts
k
Fk
k k
(TYP)
k
k k <_
v, (
X22.86'
X_
k 17.05'
v, X24.37't-
\P
k k
k k
w/
k
14-
k
4k-
It- r
RIP RAP W/
LEVEL SPREADER
WEIR: 24.79'
SEE DETAI 5
.7.9
74s C
LEVEL
SPREADER
(TYP)
V_
vl_ _­
24.24'­­­_��
22.73' 9 2_ 2
PLAN VEGETATED - FILTER -A ELAN VEGETATED FILTER B PLAN - VEGETATED FILTER C 2 A
VEGETATIVE FILTER
DETAIL
SCALE: NOT TO SCALE \C. 7.1 g/
L�z
NVERT
INVERT
OUT
IN
44
­4
NOTES:
(1)
ALL CONCRETE TO BE 3,600 P.S.I.
(2)
ALL CATCH BASINS
MORE THAN 3'-6" IN DEPTH SHALL HAVE STEPS
12" ON CENTERS.
(3)
ALL PIPE IN STORM
DRAIN STRUCTURE SHALL BE STRUCK
EVEN WITH
THE INSIDE WALL,
GROUTED, AND BRUSHED SMOOTH.
(4)
4'-0" BOX TO USED FOR STORMWATER PIPES 12"-24" AND 5'-0"
BOX TO BE USED
FOR STORMWATER PIPES GREATER 24"
IN
DIAMETER.
STANDARD ST
DETAIL
SCALE: N OT TO SCALE
HUB END ON C
END SEC
SPIGOT E
INLET END SE(
XL
STEEL BA
FLARED END
SECTION
PLAN
3,_ 0"
EXIST. GRADE MIN.
6" LAYERS OF
HAND PLACED
COMPACTED BACKFILL
SEE SPECIFICATIONS
PROVIDE UNIFORM
AND CONTINUOUS
SUPPORT OF PIPE
BARREL BETWEEN
BELL HOLES
3, - 0"
MIN. EXIST. GRADE
TRENCH WALLS
MAY BE SLOPED
CONDUCTIVE TRACER TAPE
,#57 WASHED STONE TO 1/6TH
DIAMETER OF PIPE O.D.
-MINIMUM OF 4" OF NO.
57 WASHED STONE TO
BRING TO GRADE
NOTES:
1. SOIL FROM TRENCH SHALL BE PLACED TO ENSURE RUNOFF WILL RETURN TO THE TRENCH.
2. GROUND COVER ABOVE TOP OF PROPOSED WATERLINE SHALL BE A MINIMUM OF 3'.
BEDDING FOR CLASS "C" PVC PIPE
DETAIL r2
SCALE: NOT TO SCALE
LEVEL SPREADER
W
1
GEO-FABRIC TO
BE PLACED ON
FILL SLOPE
LEVEL SPREADER WEIR
L No
WEIR
r- RIP RAP -P*l 17VATIN
1.0 *
SOP" GEO-FABRIC TO BE
GEO-FABRIC STAPLED EVERY 51 (TYP)
SECTION X-X LEVEL SPREADER
2
LEVEL SPREADER REQUIREMENTS
OUTLET #
WEIR
I
w
ELEV.
3A BASIN
22.55'
3
8.5'
3A
22.98'
31
8.5'
BYPASS
3B BASIN
19.85'
S
8.5'
3B
BYPASS
17.17'
3'
8.5'
3C BASIN
22.05'
31
8.5'
3c
BYPASS
24.79
3'
8.5'
NATURAL GRADE
VARIES
17�
Para t
Z
00
W Wtw !1111 Al
7i _00
LAYER OF FILTER FABRIC
NOTE: MINIMUM H = 2/3 PIPE
SECTION B-B
GENERAL NOTES:
1. ALL SUBGRADE FOR STRUCTURE TO BE
COMPACTED TO 95% OR GREATER.
2. SIDEWALLS SHALL EXTEND UP AS SHOWN ON
THE PLANS BUT NOT LESS THAN TWO THIRDS
THE PIPE DIAMETER.
3. THERE SHALL BE NO OUTFALL FROM THE END
OF THE APRON TO THE SURFACE OF THE
RECEIVING CHANNEL. THE AREA TO BE' PAVED
OR RIP RAPPED SHALL BE UNDERCUT SO THAT
THE INVERT OF THE APRON SHALL BE AT THE
SAME GRADE (FLUSH) WITH THE SURFACE OF
THE RECEIVING CHANNEL, THE APRON SHALL
HAVE A CUTOFF OR TOE WALL AT THE
DOWNSTREAM END.
4. THE WIDTH OF THE END OF THE APRON SHALL
BE EQUAL TO THE BOTTOM WIDTH OF THE
RECEIVING CHANNEL.
5. THE PLACING OF FILL, EITHER LOOSE OR
COMPACTED, IN THE RECEIVING CHANNEL SHALL
NOT BE ALLOWED.
6. NO BENDS OR CURVES IN THE HORIZONTAL
ALIGNMENT OF THE APRON WILL BE PERMITTED.
RIP RAP APRON REQUIREMENTS
OUTLET #
CLASS
L
W
THICKNESS
D5o
3A BASIN
B
15'
8.5'
18
5"-15ps
3A
B
15'
8.5'
18
5')-15$1
-BYPASS
3B BASIN
B
15'
8.5'
18 is
5'#-15#*
3B
BYPASS
B
15'
8.5'
18 to
5"-15"
3C BASIN
B
15'
8.5,
18 it
5"--15"
3C
-BYPASS
B
15'
8.5'
18
5"--15"
RIP RAP APRON FOR FLARED END SECTION
DETAIL /'�51
SCALE: NOT TO SCALE . 7. 1 Oj
INFILTRATION
M A C` I k I
BY-PASS
LINE
FROM DRAINAGE
AREA
BY-PASS
LINE
NOTES:
THICKNESS OF CONCRETE
TO BE 6" UNLESS
OTHERWISE STATED
IKIC%-rA I I
-DuLlu
.E COVER MARKED
SEWER'
INSTALL SOLID MANHOLE COVER
MARKED 'STORM SEWER'
BYPASS WEIR: B
INV. OUT: E
NFILTRATION BASIN
SUMP: F
12" WASHED A.B.C.
BOTTOM: G
BASIN
INVERT ELEVATIONS
A
B
c
D
E
F
G
3A
26.75
25.25
22.57
23.35
22.54
21.54
20.04
3B
23.75
22.25
19.86
18.20
19.84
18.86
18.36
3C
28.25
25.25
22.15
24.88
22.15
21.15
20.65
STORMWATER BY-PASS BOX
DETAIL
SCALE: NOT TO SCALE . 7.1 Qj
REVISION 2. SHEET C.7.10
A. REVISED VEGETATED FILTER DETAIL TO MORE ACCURATELY REFLECT DIMENSIONS.
ADDED PLAN VIEWS OF VEGETATED FILTER TO SHOW GRADING AND SPOT
ELEVATIONS. REVISED SIDE SLOPES ON VEGETATED FILTERS TO REFLECT A
MAXIMUM OF 12 FEET HORIZONTAL/1 FOOT VERTICAL.
B. REVISED RIP RAP APRON DETAIL TO SHOW LEVEL SPREADER ON THE OUTLET END
AS WELL AS MATERIAL. LEVEL SPREADER REQUIREMENTS TABLE ADDED TO
REFLECT DIMENSIONS AND ELEVATIONS OF LEVEL SPREADERS.
C. REVISED BYPASS BOX ELEVATION TABLE TO MATCH PLANS.
1" SF 9.5A SURFACE COURSE
2 1/2" 1 19.0 B
6" AGGREGATE BASE COURSE (ABC)
COMPACTED SUBGRADE UPPER 8-
MINIMUM OF 95% STANDARD PROCTOR
-I I 1=III=III=I I I=1 I I =III-III-1 \ I=� ( FILL - MAXIMUM 8- LIFTS AS REQUIRED
MAXIMUM DRY DENSITY
//�\� \/ \� \/ \/ \/ \ THIS SECTION REPRESENTS THE MOST
\\\ \\ /\\ \� /\/ RESTRICTIVE PAVEMENT DESIGN
\\ SYSTEM. FINAL PAVEMENT DESIGN
SYSTEM TO BE DETERMINED IN THE
FIELD BASED ON FIELD CONDITIONS.
MATERIALS SHALL MEET THE REQUIRED SECTIONS OF THE NCDOT
STANDARD SPECIFICATION FOR ROADS AND �UCTURES
LIGHT --DUTY ASPHALT PAVEMENT
DETAIL RECEIVEL
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.CHANNEL WITH TYPE
- - --- -------
MORTAR,-
(3 Y2" X 61' X 51)
ol
4" GRAVEL
5'
12" (TYP.)
NOTE: ALL CONCRETE SHALL
ACHIEVE MINIMUM
28---DAY,
4 • a a .d.
a, d
YIELD STRENGTH
OF 3,500 PSI
.. • , .
4
d
2" MIN. (TYP.) #4 REBAR 0 12"
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CONCRETE SIDEWALK BRIDGE
DETAIL
SCALE: NOT TO SCALE
C.7.11
�........._�......_.wti.
„ A rr OPTIONAL MANHOLE -
4....«,.. ..,..........«..r...,.« {..:..f i :..+k"...,�, .Jl.✓J.. ..«._..«...,.. ti , �» ar f.,. ./• r .Cr`A' li t 3 i.�r
SEE STANDARD $40.54 FOR 14ANHOLE COVER FRAME 44 BARS "6
PLAN ,/ 'oPTIONAL SPACED 6=f
C. TO C.
BRICK MAY BE USED
TO ADJUST FRAME &
f" 1 COVER TO SURFACE
ELEVATION MAX. 'I'
c 25
f ' , OUTLET PIPE j_.47
61
INLET PIPE f� ` ' �• 'ii • , � ,. , ...SECTION
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SECTION X-X
6 t'
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SECTION Y-Y'
GENERAL NOTES:
CHAMFER ALL EXPOSED CORNERS 1"
USE CLASS "B" CONCRETE THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR t 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'-6" IN DEPTH WITH STEPS
12" ON CENTERS IN ACCORDANCE WITH STD. NO. 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, RIPENING IN TOP SLAB.)
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP
ELEVATION IS 12 FEET.
' M
6='. I ------
DOWEL
PAVEMENT
P,G.C, CURB
TYPE
8" UPRIGHT CONCRETE CURB
DETAIL
SCALE: NOT TO SCALE CJ.1
DIMENSIONS AND QUANTITIES FOR CONCRETE µ JUNCTION BOXES
I b1ENSZDNS.MDF BOX -A-ND PI REINFORCEMENT' TOP SLAB~ CUBIC `YARDS TOTAL tVANTITiI:S DEDUCTIONS FOR ONE
tf tt DIMENSIONS
PIPE SPAN - WIDTH --HEIGHT BARS A IN BOX I BOX AND SLABS PIPE CU.YOS.I
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!BOTTOM �LLI LBS, YDS.
D A 8 H NO. LENGTH E F TOP !~�A
,, ft C. S.
SLAB SLAB FT. OF HT. REINF MIN. H R.C.
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e
CONCRETE JUNCTION SOX (JB)
DETAIL r3
SCALE: NOT TO SCALE CJ.i1
24" (600)
o c
SECTION A--
ISOMETRIC VIEW
ROOT VIEW
STANDARD CURB CUT
DETAIL7
SCALE: NOT TO SCALE C.7.11
FINISHED GRADE'TO BE
FLUSH WITH WALKWAY
VARIES 5' PER PLAN 3
SLOPE 1 /4" PER
FT. FROM R.O.W. IT
N N. z <
03t
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\ 1 �
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3 MIN.
APPROVED COMPACTED 4" SELECT FILL COMPACTED TO
SUBGRADE 95% O STANDARD PROCTOR
SECTION 4" AIR ENTRAINED CONC.
4,000 P.S.I. O 28 DAYS
NOTE:
TRANSVERSE EXPANSION JOINTS 1 /2" WIDE SHALL BE PROVIDED AT INTERVALS OF
NOT MORE THAN 20 FEET AND FILLED WITH PREFORMED BITUMINOUS CELLULAR
TYPE JOINT FILLER. CONTRACTION JOINTS SHALL BE PLACED ON 5 FEET
INTERVALS. LONGITUDINAL JOINTS 1/4" WIDE SHALL BE PROVIDED BETWEEN
CURBS ABUTTING SIDEWALKS, AND SMALL BE FILLED WITH PREFORMED BITUMINOUS
TYPE JOINT FILLER. THE TOP OF ALL JOINT FILLER SHALL BE 1 /4" BELOW THE
TOP OF THE SIDEWALK.
SIDEWALK DEAL
DETAIL
SCALE: NOT TO SCALE
RESPREAD 4" TOPSOIL AND STABILIZE
TYPICAL ALL DISTURBED AREAS}
CONCRETE DRIVEWAY .
17' MIN.
6" THICK CONCRETE �
APRON WITH FIBER +
IvIESH ON 6=' ABC ' 0
I
1
Lo
24" CONCRETE VALLEY CURB .-J "''/'�l�//�/�'��
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.DETAIL 6
SCALE: NOT TO SCALE C.7.11
1
FlNISHED.FLOOR ELEVATION FINISHED FLOOR ELEVATION-\ 6 t+�- 1/2")
� COMPACTED PAD GRADE
PAD GRADING DETAIL
DETAIL.
SCALE:
NOT To SCALE
COMPACTED PAC) GRADE
SWALE NOTES CONTRACTOR TO MAINTAIN
POSITIVE DRAINAGE IN HOUSE PAD AREAS
AND THROUGHOUT PROJECT AT ALL TIMES.
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RADIUS
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CONCRETE ISLAND 2r rr ....
-STD. 840.03 FRAME f GRATE AND HOOD
ills"
RADIUS
��- �" RAii1US��
� EXPANSION JOINT EXPANSION JOINT r ¢
A� toll T
SECTION AA
_,r.,.yr..w.. rr-. .... r..rv-..rv..�...�+w-..w......w�.Mn....�r..w..._.wi,.rw.e�r._ rn w.. vJ......._.rr. _ .i•_.w.....v_..r.....w.-.w.....,w_....v.v�rw...w..,....w...-.....w�....n.w.rnw.vs.wn.n....__._«....w.........,....._......,...n._..r....�w...«.,.,•,..+.�...w..w.w
VAR._._.... ..VAR. R„
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lO1_Orr ''"rw�21Q,_0„
RADIUS •...~`ti, „
w. _• r r'�� 34 RADIUS
.... _ r..._ ,.._.Ila" RADIUS
♦`
PLAN
1,% RAD I IDS
' VAR.
101-011 ,
V .
SECTION � 8B
. . DEPRESSED GUTTER LINE
EXPANSION JOINT
SEE STANDARD NO. 840.01 OR 840.02 anti �
ELEVATIONS Q
oil 21M01,
t 3" RADIUS
�.. , 1/8" RA61US
_7
CURB FOR CATCH BASIN
DETAIL
SCALE: NOT TO SCALE
`1
�-- 1' - 6" CURB AND GUTTER
GENERAL NOTES:
USE GLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 31-6" IN DEPTH.WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION MONOLITHIC POUR, 2" KEYWAY, OR #x4 BAR DOWELS AT
12" CENTERS AS DIRECTE0 BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD, NO. 840.00
WHEN PAYMENT FOR THE DROP INLET IS MADE ON APER EACH BASIS, THE
CONCRETE APRON WILL BE CONSIDERED PART OF THE DROP INLET.
CONSTRUCT WITH PIPE CROWNS MATOHING.
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP ELEVATION
xS 12 FEET.
USE STANDARD FRAMES AND GRATES SEA DETAIL 4/0.7.13
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHVWN.
CHAMFER ALL EXPOSED CORNERS 1fir
i DRAWING NOT TO SCALE.
,PLAN
CONCRETE
APFfON
FRAME AND GRATES
. � CONCRETE APRON
j SEE DETAIL
11 CLASS
1, A as • . _ ,ONCRE
6;t ., • -Rd OUTLET PIPE
441' �._. - t1
OUTLET PIPE ,. `--SEE NOTE
SECTION. X « X ��--- �Ax, 6zPE THxs sxMM , 4 s"
SECTION Y -• Y
MEDIAN DITCH GRADE
MINIMUM DIMENSIONS
AND QUANTITIES FOR CONCRETE DROP INLET
•�•N. r._w._.r ww._.w w.wa, v-•rw,w_.,-•
- w' WIDTH
_ww.rr•..rr�v n.,+._w..w•.w
r HEIGHT CUBIC YARDS OF DEDUCTIONS
PIPE SPAN
CONCRETE IN BOX FOR ONE PIPE
p
A
-
8
H
BOTTOM
SLAB
H PER
FT . HT.
H MIN.
TOTAL
TOTAL
C.S.
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R.C.
# 21t
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2' • p'a
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0.247�
0.391„ _
0.753 ..
0.020
0.032
1611 __.„
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1 `-1 "
0.362
0,247
0,463
0.815
0.023
0.036
18'a
3, . Q a:
2, -0„
21 � 21'
0.362
0.24 7
0.615
0.877
0.033
0.049
a'Gf4"
3r. g[a.'
2d �,a
2r.8t1---°
0..'3$2
0.2a7
0.559
1 .021
O.059
0.{38S
Sol?
3`,80
20-01'
31.20
0.352
0.247
0.782
1.144
0.092
0 127
3811
31 _gel
21 v 01►
3, «011
0.362
0.247
0.906
f . 268
,,.,•r•„._._• •.
} • 132
0.178
ETAIL.
(APRON SUPPORT NOTCH)
E � 4
i # t.,..r..._ MEDIAN D. 1.
#4. , 8AR
r
DOWEL 1111
NOTES
INSTALL ALL STEPS PROTRUDING Ott FROM INSIDE FACE OF STRUCTURE WALL.
STEPS DIFFERING IN DIMENSIONS CONFIGURATION, OR MATERIALS FROM THOSE SHOWN.MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
THE ENGINEER WITH DETAILS OF fHE PROPOSED STEPS AND HAS RECEIVED WRITTEN' APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS.
448
I wjy..,M.,. t[i lyti
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FLAN SIDE
PLAN SIDE ELEVATION
ELEVATIONLit
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ELEVATION
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1 111,411
83/4
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PLAN SIDE
ELEVATION
-------- r- \ COMPOSITE
t
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ELEVATION
#3 DEF£}RM� _
STEEL ROD
SECTION A -A
CAST IRON
POLYPROPYLENE
•...v.w.w•.rww.
CAST IRON
ELEVATION
�. r - #6 BAR OR
,., #8 BAR
,
GALV D .
{t
SIDE
PLAN ELEVATION
c REINFORCING STEEL
NOTE:
12" 00 NOT USE IN
SANITARY SEWER MANHOLE".
ELEVATION
4 r O 11
21/4
3/4�..
Y
r y
� �'! ,
2
lL I I ",
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CO
tV N
CLAN � r,
CRATE SECTION Y-Y r FOR 8i8 DIA. SOLT
�t Ott Ott '{ em
FRAME. SECTION Y - Y
10
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ORATE SECTION X-X
CTI
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'DAME SECTION X-X 21-03/ 1l
FRAME SECTION X-X
CONCRETE GRATED DROP INLET TYPE DFRAMES AND WIDE SLOT SAG GRATES
DETAIL 3 DETAIL 4
SCALE: NOT TO SCALE C.7.1 SCALE: NOT TO SCALE CJ.13
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50' VEGETATED
FILTER
SEE DETAIL 1 /C.7.11
15 SPiLLVVl"% I W F-L. 4..J. ,
BYPASS BOX 3A
15' SPILLWAY 0 EL. 25.75' SEE DETAIL 3/C.7.10
3:1 SLOPE MAX.
w w w
w w .• w w �' 100 YR STORM EL. = 25.35'
r -,�-- FLOW O
INFIL. BASIN 3A --1 30" FLARED
END SECTION
BOTTOM: 22.50'
RIP RAP WITH INV OUT 22.50'
NOTE: SEASONAL HIGH WATER LEVEL SPREADER
TABLE ELEVATION 0 20.50' SECTION 3A-3A SEE DETAIL 5/C.7.10
INFILTRATION BASIN 3A DETAIL
DETAIL ,
1
SCALE: NOT t0 SCALE
REVISION 2. SHEET C.7.14
A. REMOVED BASINS 3D•--1, 3D-2, AND 3D--3
FROM PLANS.
B. REVISED STORMWATER COLLECTION SYSTEM
INVERTS, PIPE LENGTHS, INLET NUMBERS
AND DRAINAGE AREAS.
C. REVISED VEGETATED FILTER FOR
INFILTRATION BASINS.
D. REDESIGNED BASIN B.
3C
ENE
INV 0
PLAN VIEW
0 EL. 26.75'
BYPASS BOX 3C
SEE DETAIL 3/C.7.10 15' SPILLWAY 0 EL. 25.75'
SLOPE MAX.
w w w w w y w w •►• w w w w w w w w w w w y w
w w w 100 YR STORM EL. 25.02' w w w w w w w w
OFLOW ---�-
III
INFIL. BASIN 3C
30" FLARED RIP RAP WITH BOTTOM: 22.00'
END SECTION LEVEL SPREADER NOTE: SEASONAL HIGH WATER
INV OUT 22.00' SEE DETAIL 5/C.7.10 TABLE ELEVATION @ 20.00'
SECTION 3C-3C
INFILTRATION BASI N 3C DETAIL
DETAIL
3
SCALE: NOT TO SCALE kC.7.14
15' SPILLWAY
70 EL. 22.75'
�V
BERM 0
EL. 23.75' N
BOTTOM EL.
@ 19.80' t
105'
30" FLARED
END SECTION -11-100
INV OUT 19.80'
4
ff
PLAN VIEW
w
W W W W W
r
W W W W W W
W
W
W
50' VEGETATED
FILTER
SEE DETAIL 1 C.7.11
BYPASS BOX 3B
SEE DETAIL 3/C.7.10 15' SPILLWAY 0 EL. 22.75'
3:1 SLOPE MAX.
W W W W W W W W W W W W W JW W W W W W W W
100 YR STORM EL. = 22.25'
O FLOW —�--
II III III III Ii IIi IIIIIIIIIIII��� I�
30" FLARED INFIL. BASIN 3B
END SECTION
INV OUT 19.80' RIP RAP WITH SECTION 313-38 BOTTOM: 19.80'
LEVEL SPREADER NOTE: SEASONAL HIGH WATER
SEE DETAIL 5/C.7.10 INFILTRATION BASIN 3B DETAIL TABLE ELEVATION 0 17.80'
DETAIL �
SCALE: NOT TO SCALE CJ.14
BEFORE YOU DIG
CALL 1--800--632--4949
N.C. ONE -CALL CENTER
IT'S THE LAW !
MAINTENANCE PLAN FOR INFILTRATION BASINS
A MAINTENANCE PLAN HAS BEEN DEVELOPED TO MAINTAIN PROPER FUNCTIONALITY AND LONGEVITY OF
THE STORMWATER SYSTEM.
THE FOLLOWING MAINTENANCE REQUIREMENTS WILL BE OBSERVED:
TWICE A YEAR:
1. GRASS AREAS IN AND AROUND THE INFILTRATION BASIN WILL BE MOWED.
YEARLY:
1. AN INSPECTION WILL BE CONDUCTED AFTER A STORM EVENT TO ENSURE INFILTRATION PERFORMANCE.
2. SEDIMENT DEPOSITS WILL BE REMOVED FROM CHANNELS AND THE BYPASS BOX SUMPS.
REMOVAL AND RECONSTRUCTION OF THE INFILTRATION DEVICE WILL BE NECESSARY WHEN THE
INFILTRATION RATE DROPS TO BELOW 0.52 INCHES/HOUR.
-w. 1 1)
R E C Evi, I V.
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OCT 19 2007
� r�r # :5t X06-og4Q
T yIT EE, VILLAGES AT
T-1, i R AT E C,R , E K
TOWN OF SURF CITY,
PENDER COUNTY,
NORTH CAROLINA
PHASE 3 STORMWATER MANAGEMENT
HIGH DENSITY
PERMIT APPLICATION
SUPPLEMENTAL CALCULATIONS
APPROVED October 17, 2007 ®����"�°�°q
NORTH, CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION,,•
DIVISION OF WATER QUALITY o ;
C A\�VA N A U G H o
SoWons through integrity and partnership ®®
We provide superior client service and environmentally sound
designs through integrity, communication and partnership.
Consulting Engineers
Environmental Professionals
130 N. Front Street, Suite 202, Wilmington, North Carolina 28401, Phone 91
Land Surveyors
Design Professionals
Fax [phone]B12

TABLE OF CONTENTS
• Drainage Area Design Sheet
• Pre & Post Development Conditions Hydrographs
and Summaries
• Pipe Area Weighted 'C' Value
• Pipe Sizing Calculations
• Conduit Outlet Protection
• Drainage Area Maps
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

DRAINAGE AREA DESIGN SHEET
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

0

DATE:
PROJECT:
PROJECT NO.:
DESCRIPTION:
DRAINAGE AREA DESIGN SHEET
DRAINAGE AREA 3A
Post Development
C
Aft A
ac
1
Dwelling & Driveway
095'.
70,932
2
Sidewalk
3
Street & Gutter
42,154
.. 0.
4
Grass
6
7
8
Weighted
C
0153
Total Area
31 365
7.17
ImperviousArea.
126,8361
2.91
Percent Impervious 40.6%
Volume Runoff to be Controlled
From 1.5" Storm
Rv=0.05+0.009(1)
(Simple Method, Scheuler)
1=
'' 406 ' Percent Impervious
Rv-
'' 0.42 Runoff Coefficient
V=P"Rv`Ad
P=
1.5 in
Design Rainfall
V=
":::. 0.372 ac-ft
Volume To Be Traded
V= ''' 16,22.1, ft3
Volume To Be Treated
A=
5;081 ft2
Area of Treatment Device
D=
2.75 ft
Pool Depth
V= 17,611 ft3
Volume of Treatment
2050.ft
Seasonal High water Table Elevation
22.50 ft
Bottom of Treatment Device
25.25 ft
Water Suface Elevation
Drawdown Calculation
....
V=,,
16,221 ft3
Volume To Be Drawn Down
A=
5,081 ft2
Area of Treatmed Device
k=
6 4 inlhr
Most Restrictive Infiltration Rate
t=
5 hrs
Drawdown Time
t=
0.21 days
1 OF 3
DESIGN BY: ECG
CHECKED BY: EST

PROJECT:
PROJECT NO.:
DESCRIPTION:
DRAINAGE AREA DESIGN SHEET
DRAINAGE AREA 36
Post Development
C
A A ac
1
Dwelling B Driveway
A95 ,
53,578 1:.23... .
2
Sidewalk
0,95
14,237 0.33
3
Street & Gutter
GAS,,
33,581 1 .077
4
Pump Station
0..95
Z738 ,, 0.06
6
Grass
0.25 •: ' `
$0,658 1.85
7
i
8
Weighted
C
0.64
Total Area
184,692
4.24
Im rvious Area
104,133
2.39
Percent Im rvious 56.4%
Volume Runoff to be Controlled From 1.5" Storm
Rv=0.05+0.009(I)
(Simple Method, Scheuler)
1=
56.4 Percent Impervious
Rw
0.56 Runoff Coeffident
V=P'Rv'Ad
P=
1.5 in Design Rainfall
V=
: 0.296 ac ft Volume To Be Treated
V= 12 869 113 Volume To Be Treated
A=
4,288 f? Area of Treatment Device
D=
2.45 ft Pod Depth
Drawdown Calculation
2 OF 3
DESIGN BY: ECG
CHECKED BY: EST
V= 13,081 ft3
Volume of Treatment
17.80 ft
Seasonal High Water Table Elevation
19 80 ft
Bottom of Treatment Device
22 2 �, ft
Water Suface Elevation
V=
12,869 ft'
Volume To Be Drawn Down
A=
4,288 ftZ
Area of Treatment Device
k=(,
:%_' in/hr
Most Restrictive Infiltration Rate
t=
5 hrs
Drewdown Time
t=
0.19 days

DRAINAGE AREA DESIGN SHEET
DATE: 10/17/2007 SHEET 3 OF 3
PROJECT: Turtle Creek- Phase 3 DESIGN BY: ECG
PROJECT NO.: 041.05.043 CHECKED BY: EST
DESCRIPTION: Basin Drairwge Area Aneiysis
DRAINAGE AREA 3C
Post Devel ment
C
A
A ac
1
Dwelling & Driveway
69,819
1: Q.y
2
Sidewalk
3
Street & Gutter
;•. 6t1.
1$.
4
Grass
Q. r' ..
121,07
: 2--ft
6
7
8
Weighted
C
D.61
Total Area
253
5.81
Impervious Ares
131,4751
3.02
Percent Impervious 52.0%
Volume Runoff to be Controlled
From 1.5" Storm
Rv■0.05+0A09(1)
(Simple Method, Scheuler)
1= 52.0, :' ':: Percent Impervious
Rv=:. Runoff Coaf6cient
V=P"RWAd
P= 1.5 in
Design Rainfall
V=;,:;' :'0.376soft
Volume To Be Treated
V= '' 18,37$ ft3
Volume To Be Treated
A= 4,123 ftz
Area of Treatment Device
D= 3.25 ft
Pool Depth
V= 19,042 ft3
Volume of Treatment
2000.ft
Seasonal High Water Table Elevation
2200.ft
Bottom of Treatment Device
25.25 ft
Water Suface Elevation
Drawdown Calculation
V=... 161373 ft?
Volume To Be Drawn Down
A= 4,123 ft2
Area of Treatment Device
k- 6 70 in/hr
Most Rostdctive Infift ation Rate
t= 6 hrs
Drawdown Time
t= 0.24 days

DRAINA6 AREA DESIB SHEET
DAE October 17, 2007 BE 1 OF 1
PROST 3rtle Creek Phase 3 DMY BG
PROMIU.: 041.05.043 CHEB BY 18
DBRIPIDN 8b-Basin Drainage Area Analysis
DRAINAB AREA 3
Post Development
C
A fe
A ac
1
Dwelling Wriveway
0.95
194.329
d.46
2
Newalk
0.95:''
39,028
0.9Q.
3
Seat 8ater
85 .::
126,350
' 2-W
4
Pump Bdion
0.95 .:.:
2,738
0.1%
6
ass
025
387,406
8.90 .
7
8
Weighted
C
0.59
Total Area
750.109
17.22
Impervious Area
362,444
8.32
Percent Impervious 48.3%
@ CiA
i zT.2 inter
C 4Nelghted C
A :tal area in acres
Q 72.77

PRE & POST DEVELOPMENT CONDITIONS
HYDROGRAPHS AND SUMMARIES
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

H

Table of Contents
Hydraflow Hydrographs by Intelisolve
IP Phase 3 Basins.gpw
Wednesday, Oct 17 2007, 1:36 PM
Hydrograph Return Period Recap............................................................................ 1
2 - Var
SummaryReport ....................................................................................................................... 2
HydrographReports................................................................................................................. 3
Hydrograph No. 1, Rational, Pre Development 3A................................................................. 3
Hydrograph No. 2, Rational, Post Development 3A............................................................... 4
Hydrograph No. 3, Reservoir, Post 3A to Basin 3A................................................................ 5
PondReport ....................................................................................................................... 6
Hydrograph No. 5, Rational, Pre Development 3B................................................................. 7
Hydrograph No. 6, Rational, Post Development 3B............................................................... 8
Hydrograph No. 7, Reservoir, Post 3B to Basin 3B................................................................ 9
PondReport ..................................................................................................................... 10
Hydrograph No. 9, Rational, Pre Development 3C............................................................... 11
Hydrograph No. 10, Rational, Post Development 3C........................................................... 12
Hydrograph No. 11, Reservoir, Post 3C to Basin 3C............................................................ 13
PondReport ........................................................................................................ 14
.............
Hydrograph No. 13, Combine, Combined Pre Development ................................................ 15
Hydrograph No. 14, Combine, Combined Post Development .............................................. 16
Hydrograph No. 15, Combine, Combined Post Development Routed .................................. 17
10 - War
SummaryReport .....................................................................................................................
HydrographReports
18
...............................................................................................................
Hydrograph No. 1, Rational, Pre Development 3A...............................................................
19
19
Hydrograph No. 2, Rational, Post Development 3A.............................................................
20
Hydrograph No. 3, Reservoir, Post 3A to Basin 3A..............................................................
21
PondReport .....................................................................................................................
22
Hydrograph No. 5, Rational, Pre Development 3B...............................................................
23
Hydrograph No. 6, Rational, Post Development 3B.............................................................
24
Hydrograph No. 7, Reservoir, Post 3B to Basin 3B..............................................................
25
PondReport .....................................................................................................................
26
Hydrograph No. 9, Rational, Pre Development.3C...............................................................
27
Hydrograph No. 10, Rational, Post Development 3C...........................................................
28
Hydrograph No. 11, Reservoir, Post 3C to Basin 3C............................................................
29
PondReport .....................................................................................................................
30
Hydrograph No. 13, Combine, Combined Pre Development ................................................
31
Hydrograph No. 14, Combine, Combined Post Development ..............................................
32
Hydrograph No. 15, Combine, Combined Post Development Routed ..................................
33
100 - War
SummaryReport..................................................................................................................... 34
HydrographReports............................................................................................................... 35
Hydrograph No. 1, Rational, Pre Development 3A............................................................... 35
Hydrograph No. 2, Rational, Post Development 3A............................................................. 36
Hydrograph No. 3, Reservoir, Post 3A to Basin 3A.............................................................. 37
PondReport ..................................................................................................................... 38
Hydrograph No. 5, Rational, Pre Development 3B............................................................... 39
Hydrograph No. 6, Rational, Post Development 3B............................................................. 40
Hydrograph No. 7, Reservoir, Post 3B to Basin 3B.............................................................. 41

Contents
IP Phase 3 Basins.gpw
PondReport..................................................................................................................... 42
Hydrograph No. 9, Rational, Pre Development 3C............................................................... 43
Hydrograph No. 10, Rational, Post Development 3C........................................................... 44
Hydrograph No. 11, Reservoir, Post 3C to Basin 3C............................................................ 45
PondReport ..................................................................................................................... 46
Hydrograph No. 13, Combine, Combined Pre Development ................................................ 47
Hydrograph No. 14, Combine, Combined Post Development .............................................. 48
Hydrograph No. 15, Combine, Combined Post Development Routed .................................. 49

Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Pealoutllo4cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Y
2-Y
5-
T-V
104
r 25-Y
E50-V
100-Y
1
Rational
---
0.00
9.02
-- ----
11.29
12.81
---
15.32
Pre Development 3A
2
Rational
---
0.00
19.12
--- ---
23.94
27.15
--
32.48
Post Development 3A
3
Reservoir
2
0.00
1.01
---- ----
1.07
1.11
---
1.60
Post 3A to Basin 3A
5
Rational
---
0.00
5.33
---- --
6.68
7.57
-----
9.06
Pre Development 3B
6
Rational
----
0.00
13.65
---- ---
17.10
19.39
-----
23.20
Post Development 3B
7
Reservoir
6
0.00
0.82
--- ----
0.86
0.89
----
0.94
Post 3B to Basin 3B
9
Rational
--•
0.00
7.31
--- -----
9.15
10.38
----
12.42
Pre Development 3C
10
Rational
0.00
17.83
-- ----
22.33
25.32
---
30.30
Post Development 3C
11
Reservoir
10
0.00
0.96
-- ----
1.03
1.07
----
1.15
Post 3C to Basin 3C
13
Combine
1, 5, 9,
0.00
21.66
---- ---
27.12
30.76
--
36.80
Combined Pre Development
14
Combine
2, 6, 10,
0.00
50.60
---- ----
63.36
71.86
--
85.98
Combined Post Development
15
Combine
I
3, 7, 11,
I
0.00
I
2.78
I
--- ---
2.96
3.08
3.69
Combined Post Development Routed
Proj.
file: IP Phase
3 Basins.gpw
Wednesday,
Oct 17 2007, 1:36 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph Peak
type flow interval
(origin) (cfs)
Time
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum Hydrograph
storage description
(cuft)
1
Rational 9.02
1
10
5,411
— ----
--- Pre Development 3A
2
Rational 19.12
1
10
11,471
---
Post Development 3A
3
Reservoir 1.01
1
19
11,468
2 24.28
10,621 Post 3A to Basin 3A
5
Rational 5.33
1
10
3,200
---
Pre Development 3B
6
Rational 13.65
1
10
8,192
---
----- Post Development 3B
7
Reservoir 0.82
1
19
8,190
6 21.30
7,447 Post 3B to Basin 3B
9
Rational 7.31
1
10
4,385
--
Pre Development 3C
10
Rational 17.83
1
10
10,699
--- ----
Post Development 3C
11
Reservoir 0.96
1
19
10,693
10 23.94
9,977 Post 3C to Basin 3C
13
Combine 21.66
1
10
12,996
1, 5, 9,
---- Combined Pre Development
14
Combine 50.60
1
10
30,361
2, 6, 10,
-- Combined Post Development
15
Combine 2.78
1
19
30,351
3, 7, 11,
---- Combined Post Development Routed
IP Phase
i
3 Basins.gpw
I
Return
Period: 2 Isar
Wednesday, Oct 17 2007, 1:36 PM
Hyaratiow Hyarograpns oy mteiisoive

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 1
Pre Development 3A
Hydrograph type = Rational
Storm freqency = 2 yrs
Drainage area = 7.170 ac
Intensity = 5.031 in/hr
IDF Curve = WILMINGTON-IDF.IDF
I
I
Q (cfs)
1
8.00
1 6.00
4.00
2.00
0.00
0.0
Hyd No. 1
0.1
Pre Development 3A
Hyd. No. 1 — 2 Yr
0.2
Wednesday, Oct 17 2007,1:36 PM
Peak discharge
= 9.02 cfs
Time interval
= 1 min
Runoff coeff.
= 0.25
Tc by User
= 10.00 min
Asc/Rec limb'fact
= 1/1
0.3
Hydrograph Volume = 5,411 cult
Q (cfs)
10.00
8.00
M
4.00
2.00
0.00
0.3
Time (hrs)
3

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development 3A
Hydrograph type = Rational
Storm freqency = 2 yrs
Drainage area = 7.170 ac
Intensity = 5.031 in/hr
OF Curve = WILMINGTON-IDF.IDF
Post Development 3A
Q (cfs) Hyd. No. 2 -- 2 Yr
21.00
18.00
15.00
12.00
9.00
.......... ... ........... ... ...
6.00
.. ........... .......
3.00
............. .....
0 00
4
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge = 19.12 cfs
Time interval = 1 min
Runoff coeff. = 0.53
Tc by User = 10.00 min
Asc/Rec limb fact = 1 /1
Hydrograph Volume = 11,471 cult
Q (cfs)
21.00
18.00
15.00 I I
12.00
9.00
1
6.00
3.00
0.00
0.0 0.1 0.2 0.3 0.3
Time (hrs)
Hyd No. 2

Hydrograph Plot
` Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
I Post 3A to Basin 3A
Hydrograph type = Reservoir
Storm fregency = 2 yrs
Inflow hyd. No. = 2
Reservoir name = Basin 3A
Storage Indication method used.
Q (cfs)
21.00
1 18.00
15.00
12.00
AM
3.00
Wednesday, Oct 17 20C 7, 1:36 PM
Peak discharge
= 1.01 cfs
Time interval
= 1 min
Max. Elevation
= 24.28 ft
Max. Storage
= 10,621 tuft
Hydrograph Volume = 11,468 cult
Q (cfs)
21.00
18.00
15.00
12.00
9.00
3.00
0 00 v 1 i i I 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3
Hyd No. 3 Hyd No. 2
Time (hrs)
Mi

Pond Report
Hydraflow Hydrogranhs by Intelisolve Wednesday, Oct 17 2007, 1:36 PM
Pond No. 1 - Basin 3A
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00 22.50
5,081
0
0
0.50 23.00
5,536
2,654
2,654
1.50 24.00
6,506
6,021
8,675
2.50 25.00
7,533
7,020
15,695
2.75 25.25
7,791
1,916
17,611
3.25 25.75
8,319
4,027
21,638
3.50 26.00
8,588
2,113
23,751
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in) = 30.00
0.00
0.00
0.00
Crest Len (ft)
= 4.00 15.00
0.00 0.00
Span (in) = 30.00
0.00
0.00
0.00
Crest El. (ft)
= 25.25 25.75
0.00 0.00
No. Barrels = 1
0
0
0
Weir Coeff.
= 3.33 3.33
0.00 0.00
Invert El. (ft) = 23.35
0.00
0.00
0.00
Weir Type
= Riser Rect
--
Length (ft) = 62.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No No
Slope (%) = 0.25
0.00
0.00
0.00
N Value = .009
.000
.000
.000
Orif. Coeff. = 0.60
0.00
0.00
0.00
Multistage = n/a No No No Exi'lItration = 6.400 inthr (Contour) Tailwater Elev. = 0.00 It
Note: Culvert/Orlflce outflows have been analyzed under inlet and outlet control.
Stage (ft)
4.00
3.00
2.00
1.00
0.00 "
0.00
Stage I Discharge
2.00 4.00 6.00 8.00 10.00 12.00 14.00
Total Q
Stage (ft)
4.00
3.00
2.00
1.00
r 0.00
16.00 18.00
Discharge (cfs)
s

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
l Hyd. No. 5
Pre Development 3B
I Hydrograph type = Rational
Storm freqency = 2 yrs
Drainage area = 4.240 ac
Intensity = 5.031 in/hr
OF Curve = WILMINGTON-IDF.IDF
Q (cfs)
6.00
4.00
KKIA
2.00
1.00
Pre Development 3B
Hyd. No. 5 — 2 Yr
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge
= 5.33 cfs
Time interval
= 1 min
Runoff coeff.
= 0.25
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 3,200 cult
0.00 v 1 1 Iy
0.0
Hyd No. 5
0.1
0.2
0.3
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.3
Time (hrs)
7

Hydrograph Plot
Hydratlow Hydrographs by Intelisolve
Hyd. No. 6
Post Development 3B
Hydrograph type = Rational
Storm freqency 2 yrs
Drainage area = 4.240 ac
Intensity = 5.031 in/hr
OF Curve = WILMINGTON-IDF.IDF
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
Post Development 3B
Hyd. No. 6 — 2 Yr
F
r �
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge = 13.65 cfs
Time interval = 1 min
Runoff coeff. = 0.64
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 8,192 cult
.__......... ....... _.. / I ...... ... I_ . I Nc.._- ......... _ .
Q (cfs)
14.00
12.00
10.00
8.00
6.00
'1
4.00
2.00
0.00
0.0 0.1 0.2 0.3 0.3
Time (hrs)
Hyd No. 6

Hydrograph Plot
I
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Post 313 to Basin 3B
Hydrograph type
= Reservoir
Storm fregency =
2 yrs
Inflow hyd. No.
= 6
Reservoir name
= Basin 313
Storage Indication method used.
Wednesday, Oct 17 2007,1:36 PM
Peak discharge
= 0.82 cfs
Time interval
= 1 min
Max. Elevation
= 21.30 ft
Max. Storage
= 7,447 cuft
Hydrograph Volume = 8,190 cuft

Pond Report
HY draliow Hydrogranhs by Intelisolve Wednesday, Oct 17 2007, 1:36 PM
Pond No. 2 - Basin 3B
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 19.80
4,288
0
0
0.20 20.00
4,452
874
874
1.20 21.00
5,300
4,876
5,750
2.20 22.00
6,203
5,751
11,501
2.45 22.25
6,438
1,580
13,081
2.95 22.75
6,921
3,340
16,420
3.20 23.00
7,167
1,761
18,181
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in) = 30.00
0.00
0.00
0.00
Crest Len (ft)
= 4.00 15.00
0.00 0.00
Span (In) = 30.00
0.00
0.00
0.00
Crest EL (ft)
= 22.25 22.75
0.00 0.00
No. Barrels = 1
0
0
0
Weir Coeff.
= 3.33 3.33
0.00 0.00
Invert El. (ft) = 18.20
0.00
0.00
0.00
Weir Type
= Riser Rect
---
Length (ft) = 101.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No No
Slope (%) = 0.25
0.00
0.00
0.00
N-Value = .009
.000
.000
.000
Orif. Coeff. = 0.60
0.00
0.00
0.00
Multi -Stage = n/a No No No Exfiltration = 6.340 Whir (Contour) Tailwater Elev. 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
4.00
3.00
2.00
1.00
0.00 -
0.00 2.00
- Total Q
Stage / Discharge
4.00 6.00 8.00 10.00 12.00 14.00
Stage (ft)
4.00
3.00
2.00
1.00
--L- 0.00
16.00
Discharge (c%)

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 9
Pre Development 3C
Hydrograph type =
Rational
Storm freqency =
2 yrs
Drainage area =
5.810 ac
Intensity =
5.031 in/hr
OF Curve =
WILMINGTON-IDF.IDF
Q (cfs)
8.00
99
4.00
2.00
Hyd No. 9
0.1
Pre Development 3C
Hyd. No. 9 -- 2 Yr
0.2
Wednesday, Oct 17 2007, 1:3B PM
Peak discharge
= 7.31 cfs
Time interval
= 1 min
Runoff coeff.
= 0.25
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1 /1
0.3
Hydrograph Volume = 4,385 cult
Q (cfs)
8.00
4.00
2.00
0.00
0.3
Time (hrs)
11

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Post Development 3C
Hydrograph type = Rational
Storm freqency = 2 yrs
Drainage area = 5.810 ac
Intensity = 5.031 in/hr
OF Curve = WILMINGTON-IDF.IDF
Q (cfs)
18.00
15.00
__.....-----
----......- ........
........................................................................................................
12.00
9.00
6.00
3.00
0 00
Post Development 3C
Hyd. No. 10 -- 2 Yr
12
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge
= 17.83 cfs
Time interval
= 1 min
Runoff coeff.
= 0.61
Tc by User
= 10.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 10,699 cult
Q (cfs)
18.00
15.00 E A
12.00
lJ
9.00
6.00 `
3.00
0.00
0.0 0.1 0.2 0.3 0.3
Time (hrs)
Hyd No. 10

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Post 3C to Basin 3C
Hydrograph type
= Reservoir
Storm freqency =
2 yrs
Inflow hyd. No.
= 10
Reservoir name
= Basin 3C
Storage Indication method used.
Q (Cfs)
18.00
15.00
f
i
12.00
f
6.00
3.00
Post 3C to Basin 3C
Hyd. No. 11 — 2 Yr
Wednesday, Oct 17 2007,1:36 PM
Peak discharge
= 0.96 cfs
Time interval
= 1 min
Max. Elevation
= 23.94 ft
Max. Storage
= 9,977 cuft
Hydrograph Volume = 10,693 cult
Q (cfs)
18.00
15.00
12.00
..,
M
3.00
0.00 " l 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0
Hyd No. 11 Hyd No. 10
Time (hrs)
13

Pond Report
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 17 2007, 1:36 PM
Pond No. 3 - Basin 3C
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
0.00
22.00
4,123
0
0
1.00
23.00
5,152
4,638
4,638
2.00
24.00
6,244
5,698
10,336
3.00
25.00
7,397
6,821
17,156
3.25
25.25
7,691
1,886
19,042
3.75
25.75
8,289
3,995
23,037
4.00
26.00
9,235
2,191
25,228
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 30.00
0.00
0.00
0.00
Span (in)
= 30.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert Ell. (it)
= 24.88
0.00
0.00
0.00
Length (ft)
= 33.00
0.00
0.00
0.00
Slope (%)
= 0.28
0.00
0.00
0.00
N-Value
= .009
.000
.000
.000
Orlf. Coeff.
= 0.60
0.00
0.00
0.00
Multistage
= n/a
No
No
No
Stage (ft)
4.00
3.00
2.00
1.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 4.00
15.00
0.00
0.00
Crest El. (ft)
= 25.25
25.75
0.00
0.00
Weir Coeff.
= 3.33
3.33
0.00
0.00
Weir Type
= Riser
Real
-
---
Multi-Stage
= Yes
No
No
No
Exfiltratlon = 6.700 in/hr (Contour) Tailwater Elev. = 0.00 It
Note: CulverVOdfioe outflows have been analyzed under inlet and outlet control.
Stage / Discharge
Stage (ft)
4.00
3.00
2.00
1.00
0.00 1/ I I I I I I I i I I ' 0.00
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
Discharge (cfs)
Total Q

I
Hydrograph
Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 13
Combined Pre Development
Hydrograph type
= Combine
Storm freqency =
2 yrs
Inflow hyds.
= 1, 5, 9
Q (cfs)
I 24.00
20.00
16.00
12.00.
Wednesday, Oct 17 2007,1:36 PM
Peak discharge = 21.66 cfs
Time interval = 1 min
Hydrograph Volume = 12.996 cult
Combined Pre Development
Hyd. No. 13 -- 2 Yr
0.1
Hyd No. 1
0.2
Hyd No. 5
Q (cfs)
24.00
20.00
FMM
12.00
M
4.00
0.00
0.3 0.3
Time (hrs)
Hyd No. 9

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Combined Post Development
Hydrograph type = Combine
Storm freqency = 2 yrs
Inflow hyds. = 2, 6, 10
Q (ds)
60.00
50.00
40.00
30.00
0.0 0.1
Hyd No. 14 —
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge = 50.60 cfs
Time interval = 1 min
Hydrograph Volume = 30,361 cub
Combined Post Development
Hyd. No. 14 -- 2 Yr
Hyd No. 2
0.2
Hyd No. 6
Q (C%)
60.00
50.00
40.00
►i
30.00
20.00
10.00
1 "' 0.00
0.3 0.3
Time (hrs)
Hyd No. 10

17
Hydrograph Plot
Hydreflow Hydrographs by IMelisolve
Hyd. No. 15
I Combined Post Development Routed
Hydrograph type = Combine
Storm freqency = 2 yrs
Inflow hyds. = 3, 7, 11
Q (cfs)
3.00
2.00
1.00
0.00
0.0 0.8 1.7
Hyd No. 15
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge = 2.78 cfs
Time interval = 1 min
Combined Post Development Routed
Hyd. No. 15 -- 2 Yr
2.5 3.3 4.2 5.0 5.8
— Hyd No. 3 Hyd No. 7
Hydrograph Volume = 30,351 cult
Q (cfs)
3.00
2.00
1.00
0.00
6.7 7.5 8.3
— Hyd No. 11 Time (hrs)

16
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow 1
(cfs)
Time
nterval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
11.29
1
10
6,776
--
---
Pre Development 3A
2
Rational
23.94
1
10
14,364
--
---
----
Post Development 3A
3
Reservoir
1.07
1
20
14,361
24.68
13,451
Post 3A to Basin 3A
5
Rational
6.68
1
10
4,007
--
Pre Development 3B
6
Rational
17.10
1
10
10,257
Post Development 3B
7
Reservoir
0.86
1
19
10,256
21.65
9,464
Post 3B to Basin 3B
9
Rational
9.15
1
10
5,490
---
Pre Development 3C
10
Rational
22.33
1
10
13,397
---
Post Development 3C
11
Reservoir
1.03
1
20
13,391
10
24.33
12,599
Post 3C to Basin 3C
13
Combine
27.12
1
10
16,273
1, 5, 9,
------
Combined Pre Development
14
Combine
63.36
1
10
38,018
2, 6, 10,
---
--
Combined Post Development
15
3
Combine
2.96
1
20
38,008
3, 7, 11,
------
Combined Post Development Routed
I
I
IP Phase 3 Basins.gpw
Return Period: 10 Year
Wednesday, Oct 17 2007, 1:36 PM
Hydraflow Hydrographs by Intelisolve

19
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development 3A
Hydrograph type
=Rational
arm fregency
=10 yrs
Drainage area
=7.170 ac
Intensity
=6.300 inter
IDFCurve
=WIMIB DFFDF
%fs)
12.00
10.00
I
8.00
I
6.00
4.00
2.00
Hyd bl 1
0.1
Wednesday, Oct 17 2007, 1:36 PM
Pealdischarge =11.29 cfs
Tine interval =1 min
Runoff coeff. =0.25
W by Ibr 4 0.00 min
AscRec limb fact =1 A
Pre Development 3A
Hyd. bl 1 —10 V
0.2
0.3
Hydrograph blume :6,776 cult
(Ofs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.3
Tine [ors)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development 3A
Hydrograph type =Rational
Firm fregency =10 yrs
Drainage area =7.170 ac
Intensity =6.300 inhr
IDFCurve=WIMIiBHDFFDF
(ifs)
24.00
20.00
16.00
12.00
8.00
4.00
Hyd K2
0.1
2(
Wednesday, Oct 17 2007, 1:36 PM
Pealdischarge =23.94 cfs
The interval =1 min
Runoff coeff. =0.53 '
T by for - =4 0.00 min
AscRec limb fact =1A
Post Development 3A
Hyd. U 2 —10 Y
0.2
0.3
Hydrograph biume =44,364 cult
0.00
0.3
The firs)

21
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Post 3A to Basin 3A
Hydrograph type =Reservoir
Ebrm fregency =10 yrs
Inflow hyd. bl. =2
Reservoir name =Basin 3A
Enrage Indication method used.
((ifs)
24.0
16.00
12.00
8.00
4.00
Wednesday, Oct 17 2007,1:36 PM
Pealdischarge
=1.07 cfs
The interval
=1 min
MaxFovation
=24.68 ft
Maxtbrage
=13,451 cuft
Post 3A to Basin 3A
Hyd. bl 3 —10 V
Hydrograph Blume =44,361 cuft
(A«)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3 8.0
Tine (trs)
Hyd bl 3 Hyd bl 2

Pond Report
Hydrallow Hydrographs by Intelisolve Wednesday, Oct 17 2007, 1:36 PM
Pond No. 1
- Basin 3A
Pond Data
Pond storage is based on hown contour areas. Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult) Total
storage (cult)
0.00
22.50
5,081
0
0
0.50
23.00
5,536
2,654
2,654
1.50
24.00
6,506
6,021
8,675
2.50
25.00
7,533
7,020
15,695
2.75
25.25
7,791
1,916
17,611
3.25
25.75
8,319
4,027
21,638
3.50
26.00
8,588
2,113
23,751
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in)
=30.00 0.00
0.00
0.00
Crest Len (ft) =4.00
15.00
0.00 0.00
Span (in)
=30.00 0.00
0.00
0.00
Crest El. (ft) =25.25
25.75
0.00 0.00
No. Barrels
=1 0
0
0
Weir Coeff. =3.33
3.33
0.00 0.00
Invert El. (ft)
=23.35 0.00
0.00
0.00
Weir Type =Riser
Reel
---
Length (ft)
=62.00 0.00
0.00
0.00
Multi -Stage =Vs
bl bi
bl
Slope (%)
=0.25 0.00
0.00
0.00
N-Value
=.009 .000
.000
.000
Orif. Coeff.
=0.60 0.00
0.00
0.00
Multi -Stage =nH bl d d Exfiltration = 6.400 inhr Contour) Tilwater rev, =0.00 ft
Us: Cu;vertOrifice outflows have been anelyed under inlet and outlet control.
tkge tt)
4.00
3.00
2.00
1.00
000
Stage / Discharge
thge R)
4.00
3.00
2.00
1.00
000
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00
alai Q Discharge (fs)
22

Hydrograph Plot
i Hydraflow Hydrographs by Intellsolve
Hyd. No. 5
Pre Development 3B
Hydrograph type
=Rational
arm fregency
=10 yrs
Drainage area
=4.240 ac
Intensity
=6.300 inter
IDFDurve
=WIMIBMDFFDF
WS)
7.00
I 6.00
e
5.00
4.00
3.00
2.00
L 1.00
0 00
Wednesday, Oct 17 2007,1:36 PM
Pealdischarge =6.68 cfs
one interval =1 min
Runoff coeff. =0.25
W by kbr =4 0.00 min
AscRec limb fact =111
Hydrograph Blume =4,007 cult
(ifs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.0 0.1 0.2 0.3 0.3
Hyd bl 5 fne ors)
L
Pre Development 3B
Hyd. bl 5 --10 N
23

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Post Development 3B
Hydrograph type
=Rational
Ebrm fregency
=10 yrs
Drainage area
=4.240 ac
Intensity
=6.300 inter
IDFCurve
=WIL?IIMMDFfDF
24
Wednesday, Oct 17 2007, 1:36 PM
Pealdischarge =17.10 cfs
The interval =1 min
Runoff coeff. =0.64
if by kbr A 0.00 min
AscRec limb fact =1 A
Post Development 3B
Hyd. bl 6 --10 V
0.1 0.2 0.3
Hydrograph blume 40,257 cult
(Ofs)
18.00
15.00
f
12.00
9.00
6.00
3.00
0.00
0.3
The firs)

K-i
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Post 3B to Basin 313
Hydrograph type =Reservoir
8brm fregency =10 yrs
Inflow hyd. DL =6
Reservoir name =Basin 313
%rage Indication method used.
%fs)
18.00
15.00
12.00
M
�T
Wednesday, Oct 17 2007, 1:36 PM
Pealdischarge =0.86 cfs
Tine interval =1 min
Maxi vation =21.65 ft
Maxtbrage =9,464 cuft
Hydrograph Blume =4 0,256 cuff
Post 3B to Basin 313
Hyd. K7-10Y
(Ofs)
18.00
15.00
12.00
9.00
. ��
3.00
0.00 V i i I I I I I I I I 1 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5
Hyd bi 7 Hyd bL 6 Tine ors)

Pond Report
26
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 17 2007, 1:36 PM
Pond No. 2 - Basin 3B
Pond Data
Pond storage is based on hown contour areas. Average end area method used.
Stage I Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
19.80
4,288
0
0
0.20
20.00
4,452
874
874
1.20
21.00
5,300
4,876
5,750
2.20
22.00
6,203
5,751
11,501
2.45
22.25
6,438
1,580
13,081
2.95
22.75
6,921
3,340
16,420
3.20
23.00
7,167
1,761
18,181
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in)
=30.00
0.00
0.00
0.00
Crest Len (ft)
=4.00 15.00
0.00 0.00
Span (in)
=30.00
0.00
0.00
0.00
Crest El. (ft)
=22.25 22.75
0.00 0.00
No. Barrels
=1
0
0
0
Weir Coeff.
=3.33 3.33
0.00 0.00
Invert El. (ft)
=18.20
0.00
0.00
0.00
Weir Type
=Riser Rect
-- ---
Length(ft)
=101.00
0.00
0.00
0.00
Multi -Stage
=hrs N N
N
Slope (%)
=0.25
0.00
0.00
0.00
N Value
=.009
.000
.000
.000
Orif. Coeff.
=0.60
0.00
0.00
0.00
Multistage
=n6
bl
N bi
Exfiltration = 6.340 inter 1pontour) Fiilwater
rev. =0.00 ft
®ge $)
4.01
3.00
2.00
1.00
0.00 -L�-
0.00
Stage I Discharge
2.00 4.00 6.00 8.00
Rai Q
tie: CulvertDriice outflows have been analyed under inlet and outlet control
10.00 12.00 14.00
Ehge if)
4.00
3.00
2.00
1.00
--J- 0.00
16.00
Discharge ifs)

Hydrograph Plot
' Hydraflow Hydrographs by Inblisolve
Hyd. No. 9
Pre Development 3C
Hydrograph type
=Rational
arm fregency
=10 yrs
Drainage area
=5.810 ac
Intensity
=6.300 inhr
( IDFCurve
=WIMIGHDFFDF
(ifs)
10.00
8.00
C 6.00
4.00
1 2.00
L
0.00
0.0
L— Hyd bt 9
0.1
Wednesday, Oct 17 2007, 1:36 PM
Pealdischarge
=9.15 cfs
The interval
=1 min
Runoff coeff.
=0.25
f by kbr
=4 0.00 min
AscRec limb fact =111
Hydrograph biume =6,490 cult
Pre Development 3C
Hyd. bl 9 --10 V
W
0.3
(Ofs)
10.00
8.00
6.00
4.00
2.00
0.00
0.3
The Ctrs)
27

2f
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Post Development 3C
Hydrograph type
=Rational
Srm fregency
=10 yrs
Drainage area
=5.810 ac
Intensity
=6.300 inter
IDFCurve
=WIMIMHDFFDF
Qlfs)
24.01
20.00
16.00
12.00
8.00
4.00
Wednesday, Oct 17 2007, 1:36 PM
Pealdischarge
=22.33 cfs
Tine interval
=1 min
Runoff coeff.
=0.61
Tby Ibr
=40.00 min
AscRec limb fact =1A
Hydrograph blume =4 3,397 cult
Post Development 3C
Hyd. K 10 --10 V
.. .. . .. .....
.... . . . . .. ..... ....... .. . . . . . . .. . ..... ... . ...
0.00 "
0.0
Hyd bl 10
0.1
0.2
0.3
%fS)
24.00
20.00
16.00 ,
12.00
8.00
4.00
"L 0.00
0.3
Tine �rs)

29
Hydrograph Plot
Hydraflow Hydrographs by IrMlsolve
Hyd. No. 11
Post 3C to Basin 3C
Hydrograph type ' =Reservoir
arm fregency =10 yrs
Inflow hyd. DE =10
Reservoir name =Basin 3C
f6rage Indication method used.
ON
I 24.0
20.0
16.00
12.00
8.00
t
4.00
Wednesday, Oct 17 2007,1:36 PM
Peaklischarge =1.03 cfs
The interval =1 min
Maxicevation =24.33 ft
Maxtbrage=12,599 cuft
Post 3C to Basin 3C
Hyd. bl 11 —10 if
Hydrograph Blume 43,391 cuR
(ifs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 " ' ' ' ' ' 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0
The �lrs)
Hyd DL 11 Hyd DL 10

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 17 2007, 1:36 PM
Pond No. 3 - Basin 3C
Pond Data
Pond storage is based on hown contour areas. Average end area method used.
Stage / Storage Table
Stage (Ift)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuff)
0.00
22.00
4,123
0
0
1.00
23.00
5,152
4,638
4,638
2.00
24.00
6,244
5,698
10,336
3.00
25.00
7,397
6,821
17,156
3.26
25.25
7,691
1,886
19,042
3.75
25.75
8,289
3,995
23,037
4.00
26.00
9,235
2,191
25,228
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in)
=30.00
0.00
0.00
0.00
Crest Len (f)
=4.00 15.00
0.00 0.00
Span (in)
=30.00
0.00
0.00
0.00
Crest El. (ft)
=25.25 25.75
0.00 0.00
No. -Barrels
=1
0
0
0
Weir Coeff.
=3.33 3.33
0.00 0.00
Invert El. (ft)
=24.88
0.00
0.00
0.00
Weir Type
=Riser Rect
--- -
Length (ft)
=33.00
0.00
0.00
0.00
Multi -Stage
=VS 61 N
bi
Slope (%)
=0.28
0.00
0.00
0.00
N-Value
=.009
.000
.000
.000
Orlf. Coeff.
=0.60
0.00
0.00
0.00
Multi -Stage
=rtd
bl
bl bl
Exfiltration = 6.700 inter contour) Fiilwater
fv. =0.00 ft
thge R)
4.0
1411I111
2.00
1.00
Stage ! Discharge
bte: CuivertOrifioe outflows have been analyed under inlet and outlet control
Ekge (1)
4.00
3.00
2.00
1.00
0.00 1- I II I I 1 I I I I 1 1- 0.00
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
Vital Q Discharge ifs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Combined Pre Development
Hydrograph type =Combine
lbrm freciency =10 yrs
Inflow hyds. =1, 5, 9
0.0
Hyd bi 13
Wednesday, Oct 17 2007, 1:36 PM
Pealdischarge =27.12 cfs
The interval =1 min
Hydrograph blume z4 6,273 cult
Combined Pre Development
Hyd. bi 13 —10 b1
WS)
28.00
/ -
24.00
20.00
.......\ N ._ - ._........... ...... .
16.00
/ . ....... . .... . .. ..... . . . ........ ... .. . ........ .... ..... ...... .. . .. ..
12.00
8.00
4.00
r7 0.00
0.1 0.2 0.3 0.3
Hyd bi 1 Hyd bi 5 Hyd bi 9 The Drs)
31

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Combined Post Development
Hydrograph type =Combine
liirm fregency =10 yrs
Inflow hyds. =2, 6, 10
3E
Wednesday, Oct 17 2007, 1:36 PM
. J
Pealdischarge =63.36 cfs
The interval =1 min
Hydrograph blume *8,018 cult
Combined Post Development
� ) Hyd. U 14 --10 Y
70.00
........ .
.................. .. .
60.00
..... ......... _ ..
__ ......_ ............. ......... ........ ........... ... ... ... — .........
50.00
40.00
.......... .... ... ......................... .._.......... _.................................
......_...................................--_.................................................................. - -.................................................----
30.00
............. ......... ..... _.... ..... ....... ................ . ....... . ... ....... . . . . . ......
20.00
10.00
0 00
0.0 0.1
Hyd bl 14 —
(Ofs)
70.00
60.00
50.00
40.00
30.00 =
d
20.00
10.00
0.00
0.2 0.3 . 0.3
The [ors)
Hyd bl 2 Hyd bl 6 Hyd bl 10

33
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
I Hyd. No. 15
Combined Post Development Routed
Hydrograph type =Combine
i Ebrm fregency =10 yrs
Inflow hyds. =3, 7, 11
(VS)
3.00
2.00
1.00
Wednesday, Oct 17 2007, 1:36 PM
Pealdischarge =2.96 cfs
The interval =1 min
Combined Post Development Routed
Hyd. K15-10K
Hydrograph Blume :88,008 cult
(Ofs)
3.00
will]
1.00
0.00 " i 1 1 1 1 1 -- 0.00
0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3
Hyd bi 15 Hyd bi 3 Hyd bi 7 Hyd bill Tine ors)

34
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow interval
(cis)
Time
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
15.32
1
10
9,194
---
Pre Development 3A
2
Rational
32.48
1
10
19,491
--
Post Development 3A
3
Reservoir
1.60
1
20
19,488
2
25.35
18,425
Post 3A to Basin 3A
5
Rational
9.06
1
10
5,437
--
Pre Development 3B
6
Rational
23.20
1
10
13,918
--
------
Post Development 313
7
Reservoir
0.94
1
20
13,917
6
22.25
13,059
Post 3B to Basin 3B
9
Rational
12.42
1
10
7,450
Pre Development 3C
10
Rational
30.30
1
10
18,178
-
------
I
----
Post Development 3C
11
Reservoir
1.15
1
20
18,172
10
25.02
17,272
Post 3C to Basin 3C
13
Combine
36.80
1
10
22,081
1, 5, 9,
----
---
Combined Pre Development
14
Combine
85.98
1
10
51,587
2, 6, 10,
---
---
Combined Post Development
15
Combine
3.69
1
20
51,577
3, 7, 11,
----
I
--
Combined Post Development Routed
IP Phase 3 Basins.gpw
Return Period: 100 Year ,
Wednesday, Oct 17 2007, 1:36 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development 3A
Hydrograph type =
Rational
I Storm frequency =
100 yrs
Drainage area =
7.170 ac
Intensity =
8.548 in/hr
OF Curve =
WILMINGTON-IDF.IDF
Q (cfs)
18.00
! 15.00
12.00
9.00
Am
3.00
I
L
0.00
Pre Development 3A
Hyd. No. 1 —100 Yr
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge
= 15.32 cfs
Time interval
= 1 min
Runoff coeff.
= 0.25
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 9,194 cuft
. .. . ..... ............... ........... . ..... . ...... . 11, ... ........... ........ ...... . . ..... . ... ................. ......... ............... . . . ..... . ............... . .............. . .... . . ............... ....... ....... ....... . . .... . . . ......
. . . . . ......... . ... . . . ......... . . ...........
Q (cfs)
18.00
15.00
12.00
9.00
3.00
0.00
0.0 0.1 0.2 0.3 0.3
Hyd No. 1
Time (hrs)
L
35

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development 3A
Hydrograph type = Rational
Storm frequency = 100 yrs
Drainage area = 7.170 ac
Intensity = 8.548 in/hr
IDF Curve = WILMINGTON-IDF.IDF
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 "
0.0
Hyd No. 2
0.1
Post Development 3A
Hyd. No. 2 --100 Yr
0.2
3E ;
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge
= 32.48 cfs
Time interval
= 1 min
Runoff coeff.
= 0.53
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
0.3
Hydrograph Volume = 19,491 cult
Q (cfs)
35.00
30.00 I !
25.00 ]
2000.i
15.00
10.00
5.00
'_ 0.00
0.3
Time (hrs)

37
Hydrograph Plot
Hydraflow Hydrographs by Inte6solve
Hyd. No. 3
IPost 3A to Basin 3A
Hydrograph type =
Reservoir
Storm frequency =
100 yrs
Inflow hyd. No. =
2
Reservoir name =
Basin 3A
Storage Indication method used
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
A 0
Post 3A to Basin 3A
Hyd. No. 3 —100 Yr
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge
= 1.60 cfs
Time interval
= 1 min
Max. Elevation
= 25.35 ft
Max. Storage
= 18,425 cuft
Hydrograph Volume = 19,488 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 11 1 1 1 I 1 1 I I 1 0.00
0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3
Time (hrs)
Hyd No. 3 Hyd No. 2

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 17 2007, 1:36 PM
Pond No. 1 - Basin 3A
Pond Data
Pond storage is based on known contour areas.
Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult) Total storage (cult)
0.00 22.50
5,081
0 0
0.50 23.00
5,536
2,654 2,654
1.50 24.00
6,506
6,021 8,675
2.50 25.00
7,533
7,020 15,695
2.75 25.25
7,791
1,916 17,611
3.25 25.75
8,319
4,027 21,638
3.50 26.00
8,588
2,113 23,751
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in) = 30.00
0.00
0.00
0.00
Crest Len (ft) = 4.00 15.00
0.00
0.00
Span (in) = 30.00
0.00
0.00
0.00
Crest El. (ft) = 25.25 25.75
0.00
0.00
No. Barrels = 1
0
0
0
Weir Coeff. = 3.33 3.33
0.00
0.00
Invert El. (ft) = 23.35
0.00
0.00
0.00
Weir Type = Riser Rect
-
Length (ft) = 62.00
0.00
0.00
0.00
Multistage = Yes No
No
No
Slope (%) = 0.25
0.00
0.00
0.00
N-Value = .009
.000
.000
.000
orif. Coeff. = 0.60
0.00
0.00
0.00
Multistage = n/a
No
No
No
Exfiltratlon = 6.400 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft)
4.00
3.00
2.00
1.00
0.00
0.00
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet caMMI.
Stage / Discharge
2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Total 0
3F
Stage (ft)
4.00 f i
3.00
2.00
1.00
1 0.00
18.00
Discharge (cfs)

39
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Pre Development 3B
Hydrograph type =
Rational
Storm frequency =
100 yrs
Drainage area =
4.240 ac
Intensity =
8.548 in/hr
OF Curve =
WILMINGTON-IDF.IDF
Q (cfs)
10.00
8.00
Me
4.00
MIX
— Hyd No. 5
0.1
Pre Development 3B
Hyd. No. 5 —100 Yr
0.2
Wednesday, Oct 17 2007,1:36 PM
Peak discharge = 9.06 cfs
Time interval
= 1 min
Runoff coeff.
= 0.25
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
0.3
Hydrograph Volume = 5,437 cult
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
0.3
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Post Development 3B
Hydrograph type = Rational
Storm frequency = 100 yrs
Drainage area = 4.240 ac
Intensity = 8.548 in/hr
OF Curve = WILMINGTON-IDF.IDF
Q (cfs)
24.00
16.00
12.00
8.00
4.00
Hyd No. 6
0.1
Post Development 3B
Hyd. No. 6 -- 100 Yr
0.2
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge
= 23.20 cfs
Time interval
= 1 min
Runoff coeff.
= 0.64
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
0.3
Hydrograph Volume = 13,918 tuft
0.00
0.3
Time (hrs)
4C,

41
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
1 Hyd. No. 7
Post 313 to Basin 3B
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Reservoir name = Basin 313
Storage Indication method used.
Q (cfS)
24.00
20.00
16.00
12.00
8.00
4.00
Wednesday, Oct 17 2007,1:36 PM
Peak discharge
= 0.94 cfs
Time intervai
= 1 min
Max. Elevation
= 22.25 ft
Max. Storage
= 13,059 cuft
Hydrograph Volume = 13,917 cult
Post 3B to Basin 3B
Hyd. No. 7 — 100 Yr
.... .............. ............ . ....... . . ... . . . . . . . . . . . . . . . . .............. ........ ... . . ... . .
............. . .... .. .. . . . . . ........ ... ... .... .. ......... ............... ...
- - 1. - . .. ...... ........ .. . .. ... ..... . . .... ... .... . . . . .. - -.-. ... I - - - - -
Q (Cfs)
24.00
20.00
16.00
12.00
11.1 full
4.00
0.00 U I I I I I I I I I I 1 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
— Time (hrs)
Hyd No. 7 — Hyd No. 6

Pond Report 4z
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 17 2007, 1:36 PM
Pond No. 2 - Basin 3B
Pond Data
Pond storage is based on known contour areas.
Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 19.80
4,288
0
0
0.20 20.00
4,452
874
874
1.20 21.00
5,300
4,876
5,750
2.20 22.00
6,203
5,751
11,501
2.45 22.25
6,438
1,580
13,081
2.95 22.75
6,921
3,340
16,420
3.20 23.00
7,167
1,761
18,181
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (In) = 30.00
0.00
0.00
0.00
Crest Len (ft)
= 4.00 15.00
0.00
0.00
Span (in) = 30.00
0.00
0.00
0.00
Crest El. (ft)
= 22.25 22.75
0.00
0.00
No. Barrels = 1
0
0
0
Weir Coeff.
= 3.33 3.33
0.00
0.00
Invert El. (ft) = 18.20
0.00
0.00
0.00
Weir Type
= Riser Rect
Length (ft) = 101.00
0.00
0.00
0.00
Multistage
= Yes No
No
No
Slope (%) = 0.25
0.00
0.00
0.00
N-Value = .009
.000
.000
.000
Orif. Coeff. = 0.60
0.00
0.00
0.00
Multistage = n/a No No No ExIfiItration = 6.340 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CuNertfOrifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
4.00
3.00
2.00
1.00
0.00 - '
0.00 2.00
Total Q
Stage / Discharge
4.00 6.00 8.00 10.00 12.00 14.00
Stage (ft) r 1
4.00
3.00
2.00
1.00
1 0.00
16.00
Discharge (cfs)

C 1kM
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge
= 12.42 cfs
Time interval
= 1 min
Runoff coeff.
= 0.25
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1 /1
Hydrograph Plot
Hydraflow Hydrographs by Irdellsolve
Hyd. No. 9
I Pre Development 3C
Hydrograph type =
Rational
Storm frequency =
100 yrs
Drainage area =
5.810 ac
Intensity =
8.548 in/hr
OF Curve =
WILMINGTON-IDF.IDF
Pre Development 3C
Hyd. No. 9 —100 Yr
0.1 0.2 0.3
Hydrograph Volume = 7,450 cub
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.3
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Post Development 3C
Hydrograph type =
Rational
Storm frequency =
100 yrs
Drainage area =
5.810 ac
Intensity =
8.548 in/hr
OF Curve =
WILMINGTON-IDF.IDF
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 " -
0.0
— Hyd No. 10
0.1
Post Development 3C
Hyd. No. 10 --100 Yr
0.2
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge
= 30.30 cfs
Time interval
= 1 min
Runoff coeff.
= 0.61
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
0.3
Hydrograph Volume = 18,178 cult
Q (cfs)
35.00
30.00
25.00
20.00 J
15.00
10.00
5.00
'_ 0.00
0.3
Time (hrs)

45
Hydrograph Plot
Hydraflow Hydrographs by InWilsolve
Hyd. No. 11
Post 3C to Basin 3C
Hydrograph type =
Reservoir
Storm frequency =
100 yrs
Inflow hyd. No. =
10
Reservoir name =
Basin 3C
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Post 3C to Basin 3C
Hyd. No. 11 —100 Yr
Wednesday, Oct 17 2007, 1:38 PM
Peak discharge
= 1.15 cfs
Time interval
= 1 min
Max. Elevation
= 25.02 ft
Max. Storage
= 17,272 cuff
Hydrograph Volume = 18,172 cult
Q (cfs)
35.00
30.00
25.00
E 111611]
1516790111
10.00
5.00
0.00 " 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0
Time (hrs)
— Hyd No. 11 Hyd No. 10

Pond Report
46
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 17 2007, 1:36 PM
Pond No. 3 - Basin 3C
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00
22.00
4,123
0
0
1.00
23.00
5,152
4,638
4,638
2.00
24.00
6,244
5,698
10,336
3.00
25.00
7,397
6,821
17,156
3.25
25.25
7,691
1,886
19,042
3.75
25.75
8,289
3,995
23,037
4.00
26.00
9,235
2,191
25,228
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 30.00
0.00
0.00
0.00
Crest Len (ft)
= 4.00 15.00
0.00
0.00
Span (in)
= 30.00
0.00
0.00
0.00
Crest El. (ft)
= 25.25 25.75
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33 3.33
0.00
0.00
Invert El. (ft)
= 24.88
0.00
0.00
0.00
Weir Type
= Riser Rect
--
-
Length (ft)
= 33.00
0.00
0.00
0.00
Multistage
= Yes No
No
No
Slope (%)
= 0.28
0.00
0.00
0.00
N-Value
= .009
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Exfiltration = 6.700 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft)
4.00
3.00
2.00
1.00
Stage / Discharge
Note: Cult' Mdfice outflows have been analyzed under inlet and outlet control
Stage (ft)
4.00 { j
3.00
2.00
1.00
0.00 1 1 1 1 1 1 1 1 1 1 1 1 1 0.00
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
Total Q Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
( Hyd. No. 13
f Combined Pre Development
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 1, 5, 9
I
Q (cfs)
40.00
I
30.00
20.00
1,0.00
Wednesday, Oct 17 2007, 1:3B PM
Peak discharge = 36.80 cfs
Time interval = 1 min
Combined Pre Development
Hyd. No. 13 —100 Yr
0.1 0.2
Hyd No. 13 Hyd No. 1 —
0.3
Hyd No. 5 —
Hydrograph Volume = 22,081 cult
Q (cfs)
40.00
30.00
FM1I7
10.00
`d' 0.00
0.3
Hyd No. 9 Time (hrs)
47

48
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Combined Post Development
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 2, 6, 10
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge = 85.98 cfs
Time interval = 1 min .
Hydrograph Volume = 51,587 cult
Combined Post Development
Hyd. No. 14 -- 100 Yr Q (off)
90.00
80.00
. . ....................... /
.... ........... .. . . .. ....... . . . .......
. . ...................... .................... ................ . .......... - . . . . ................
-
. --- _. _. _..... ........ ......... ......... ......-................._..._ .
70.00
60.00
50.00
......... _ . - _._ .....----._
40.00
30.00
-................................................ ................... .....— ..........................................._ ............--- - -
20.00
10.00
- --
0.00
0.0 0.1 0.2 0.3 0.3
Time (hrs)
Hyd No. 14 Hyd No. 2 Hyd No. 6 Hyd No. 10

49
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 15
Combined Post Development Routed
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 3, 7, 11
Q (ds)
4.00
3.00
2.00
HU117
Wednesday, Oct 17 2007, 1:36 PM
Peak discharge = 3.69 cis
Time interval = 1 min
Hydrograph Volume = 51,577 cuR
Combined Post Development Routed
Hyd. No. 15 —100 Yr
1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0
Hyd No. 15 Hyd No. 3 Hyd No. 7 Hyd No. 11
Q (cfs)
4.00
3.00
2.00
1.00
0.00
10.0
Time•(hrs)

�I
IH

RIRL AREA WEIGHTED `C' VALUES
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

Post Development
C
A
1
Dwelli & Drivewa
0:95
11 0572
Sidewalk
. 0.96
18663
Am
Street& Gutter
025
6 323
4
Grass
.0.28
� 10,093
042
8
7
8
,Weighted C
0.61
Total Area
37 339 0.86
Im rvlous Area
19246 0.44
Percent Impervious
51.5%
DRAINAB AREA CI-47
Post Development
C
A
A ac
1
Dwelling & Driveway
006
3,769
0.
2
Sidewalk
.OgS
12840
3
Street & Gutter
ii
3,641
0.
4
Grass
21465
O.4s ''
6
7
e
Wei kited C
0.45
Total Area
30179 0.89
Im rvious Area
8 895 1 0.20
Percent Impervious
28.8%
DRAINABAREA Clda
Post Dmolo mend
C
A M
A ac
1
Dwellina & Driveway
095
3.7
009
2
Sidewalk
0:9!5
1036
002
3
Street & Gutter
0.9$
3,375
0_08
4
Grass
0.25
12,018
0.28
6
7
8
Wei Ided C
1
1 0.53
Total Area
1 20.1661 0.46
ImperviousAma
1 8.1481 0.19
Percent Impervious
40.4%
I �7:k11 � 1_1;1_1 Td3 Ec:7
Post Develo merit
C
A
A ae
1
Dwelling &Driv
&
155091
036
2
Sidewalk
.>'
i 933
0.4 .
3
Street & Gutter
6,040
OOL i
4
Grass
1 & 1
6
7
8
Wei Md C a
0.63
Total Area
42,215 0.97
Im ervious Area
23,064 0.53
Percent Impervious
54.6%
DRAINABAREA CI-50
Post Development
C
A
A. ac
1
Dwellina & Driveway
, * 0.95
0.
2
Sidewalk
` . , 0.95
1,907
' 0 04...:.
3
Street & Gutter
Q95
5731
0,16..:
4
Gress
0,25
3,50
:. Cos..
5
6
7
8
Weighted C
0.95
Total Area
11 184 0.26
Impervious Area
7638 0.18
Percent Impervious
68.3%
SHEET 2 OF 6
DESIGN BY: ECG
CHECKED BY: EST
QC! A
i = 7.2 inthr
C = Weighted C
A = Total area in acres
Q 3.77
QCI A
i = 7.2 inthr
C = Weighted C
A = Total area in acres
Q 225
Q CI A
i = 7.2 inthr
C = Weighted C
A = Total area in acres
Q CI A
1= 7.2 inlhr
C = Weighted C
A = Total area in acres
Q 4.41
Q Ci A
i = 7.2 inthr
C = Weighted C
A = Total area in acres
Q 1.76

SHEET 3 OF a
DESIGN BY: ECG
DRAINAB AREA Y5 CHECKED BY: EST
Post Development
C
A
A ac
1
Dwelling & Driveway
095
IM
2
Sidewalk
t1.001 d
3
Street & Gutter
4
Grass
6
d.
7
8
Wei fded C1
1 0.25
Tote! Area
Z9 0.67
Ire Mous Aral
0.00
Wrcsntlm Mous
0.0%
BASIN 3B
DRAINAB AREA CI-51
Post Development
C
A
A ac
1
Dwellina 8 Driveway
2
Sidewalk
3
Street & Gutter
4
Grass
6
Other (Purnp Station
2708
7
8
FV"Whted C
1
0.38
Total Ares
12,111 0.28
Ire .Ana
1 4,484 0.10
Percent Impervious 35.9%
DRAINABAREA CIdi2
Post Develo mend
C
A
A ac
1
Dwallina & Driveway
091i
8 39
0.1
2
Sidewalk
Ism
3
Street 8 Gutter
. 0....
4.771
: •0.
6
Grass
-.1y
:: 6
7
8
Wef kited C
0.66
Total Area
16865 0.38
Ire Mous Area
9 850 02S
Psrcarrt Impervious
592%
DRAINAB AREA CI-63
Post Development
C
A
A (act
1
Dwelin & Driveway
= 095
3640
0.
2
Sidewalk
7
3
8freet 8 0ulter
0.95 .
4100 •
.1
4
Grew
Q25
4
0.1
6
7
8
ei Mad C
1
1 0.73
Total Area
13 M 0.32
Ire Mous Area
8. 549 0.22
ParcsntImpervious 89.1%
Post Develo merit
C
A M
A ae
1
Dwallino & Drivmway
3
2
Sidewalk
S..
1.
3
8treat 8 Outlet
Sim
'. p.
4
Grass
0.1.:
6
7
6
Wai hied C
I
1 0.70
Total Area
1 546 0.31
ire Mous Area
8 793 0.26
Wrwndlm Maus
84.9%
MCI A
i = 7.2 in/hr
C = Weighted C
A = Total area in acres
Q 1.20
10 C1 A
I = 7.2In/hr
C = Weighted C
A = Total area In acres
Q Cl A
! = 7.21nthr
C = Weighted C
Q 1.83
14 Cl A
1= 7.2 Irdhr
C = Weighted C
A = Total area in acres
Q 1.66
MCI A
I = 7.2 inlhr
C = Weighted C
A = Total area In acres
Q 1.58

SHEET 4 OF 6
DESIGN BY: ECG
DRAINAB AREA CI-N CHECKED BY: EST
Post Development
C
A
A ac
1
Dwelling&Drivewa
0195
13770
0.32:'
2
Sidewalk
.: 0,195
I 2 261
0.05,
3
Street & Gutter
- 0195
5778
0.13:i
4
Grass
7'648
018:4i.
6
B
Wei hted C
1
1 0.77
TWaI Area
29,458 0.68
Im ervious Area
21,810 1 0.50
Percent Impervious
74.0%
DRAINABAREA CI-56
Post Develo meM
C
A I
A ae
1
Dwelling & Driveway
095 7
14,809
0
2
Sidewalk
0 95 ..
2,292
�..:...... DA5.......
3
Street & Gutter
-10.95"',
5 875.
., .4 13
4
Grass
73 835:
' " Tl.31
6
7
8
Wai Mad C
0.69
Total Area
38.6151 0.84
Im rvious AreaI
22 9T7 1 0.53
PorceM Im rvious
62.5%
DRAINABAREA CI57
Post Development
C
A ftz
A ac
1
Dwelling & Driveway
%05:
7 307
D-V
2
Sidewalk
1462
0.03--
3
Street & Gutter
b106
4
0.1a
4
Grass
0.25
IMS15
0.20 .:
6
7
8
Wei htad C
1
0.61
Total Area
25,5741 0.59
Im rvious Area
1 13.0591 0.30
Percent Impervious
51.1%
DRAINABAREA CI58
Post Develcoinent
C
A
A ac
1
Dwelling & Driveway
0.95
ems
01 T _ 1
2
Sidewalk
ti�v
1 763
3
Street & Gutter
4,861
4
Grass
6,2155
0.
6
7
8
Wei hied C1
1 0.73
Total Area
- 19 837 0.46
limperviousArea
13 582 0.31
10e-ntIrnperyjous
66.5%
BASIN 3C
12RAINAB AREA CI59
Post Development
C
A
A ac
1
Dwelling & Driveway
k .89:5'
18878-
0_98
2
Sidewalk
0
2,379
0.05 .
3
Street & Gutter
:e L25
7 302
C.17
4
Grass
..: • ILR.S.
.3341
D.77
6
7
8
_-
Wel hted C
1
0.57
F
TMaI Area
1-111 1.42
Im ervious Area
1 28,5601 0.66
PerceMImpervious
46.1%
MCI A
i = 7.2 in/hr
C = Weighted C
A = Total area in acres
4 3.74
MCI A
1 = 7.2 in8rr
C = Weighted C
A = Total area in acres
Q 4.17
MCI A
1 = 7.2 inthr
C = Weighted C
A = Total area in acres
MCI A
1= 7.2 inlhr
C = Weighted C
A = Total area in acres
O 2.39
MCI A
I = 7.2 kVhr
C = Weighted C
A = Total area in acres
3 5.87

SHEET 5 OF 8
DESIGN BY: ECG
DRAINA13AFIFA CF60 CHECKED BY: EST
Post Development
C
A
Aso
1
Dwelling & Driveway
.95�
3A32
2
Sidewak
D.26
854'
02
3
Street & Gutter
0
C.
4
Grass
4ja
0.10
6
_ ;r
7
8
Wei hied C
0.66
Total Area
1. �-855 0.25
Im rvous Ana
6,297 0.14
PerosMImpervious 58.D%
DRAMB AREA CI 61
PoWiDmolo ment
C
A
A ae
1
Dwelling &Drivawa
.. �.
".ti'
2
Sidewalk
0.
.80,
3
Shast & Gutter
0. '
AMW
.16
4
Grass
6
7
8
Wei bled C
0.84
TaraI Area
22 - 0.52
Im ousAnu
12 0.2g
Percent Impervious 55.4%
DRAINABAREA C482
Post Development
C
A M
Aso
1
Dwaigno & Driveway
-0ea. `
14 -
--84
2
Sidewak
' 0.
1
0 04
3
Street & Ginter
4
Grass
D:
6
7
6
War hied C
1
0.68
Total A►sa
344 0.83
Im rvlous Arms
510 0.52
Poreent Im rvlous
61.8%
DRAINABAREA CI-63
Post DrAlo merit
C
A
A so
1
Dwelling&D
17766
•'
2
Sidewalk
D .
2171
3
Sheet & Gutter
Go
&M
4
Gress
_
6
7
8
[Weighted C
1
0.68
Aros
AIZ
0.g8
,=I
Im rvlous Am
25,1108
1 0.59
Percent Impervious
80.8%
DRAINAB AREA O-64
Post Dwal mark
C
A
A ao
1
Dwellina & Driveway
318110
G&B
2
Sidewalk
0.
1.075
'D
3
Sheet & Gutter
095
3,153
. DAW .
4
Gross
7
8
Wet hted C
I
1 0.60
1-
Totel Ana
111g52 0.37
Im ousArea
"gig 0.%
Percent Impervious
49.6%
O CI A
1= 7.2 inthr
C = Weighted C
A = Total area In sass
O 1.18
O C1 A
1-7.2Whr
C = Weighted C
A = Total area In acres
@ 2.39
O CI A
i - 7.2 iMhr
C = Weighted C
A=Total area in acres
Q 4.11
O Cl A
I = 7.2 inlhr
C = Weighted C
A = Total area in acres
O 4.T4
OCI A
I=7.2irdhr
C = Weighted C
A = Total area in aces
O 1.58

SHEET 6 OF 6
DESIGN BY: ECG
DRAINARAREA CI-6S CHECKED BY: EST
Post Development
C
I A fe A ac
1
Dwelling & Driveway
095
1 73 I.017
2
Sidewalk951;.D102
3
Street & Gutter
0;95
2.936 0:07
4
Gross�.:
......
�.0;25
.......... 01 _.
t<ij01 '��.Q;13
7
Wei hied C
1
1 0.71
Total Area
17,0190.39
Im ervlous Area
11,21710.26
PoreentIm ervious
85.9%
DRAINAS AREA 1A8
Post Development
C
A
A ac
1
Dwellina &Ddveway
095
0.00.., C
2
Sidewalk
- Ja as
0 00 ;:,
3
strew &Gutter
4095:
1991
005
4
Gress
025.
1604
004:.::
6
_
7
g
Wai hted C
1
1 0.64
Total Arm
3.3921 0.08
Im rvious Area
1 1,9911 0.05
Percent Impervious
55.4%
DRAINAB AREA EA
Post Development
C
A
A ac
1
Dwellin &Ddv
4.
0.00
2
Sidewalk
i'k -
Doll
3
Street & Gutter
095
2.038
4
Gress
0.0
6
'.
:.
7
... ...
8
Wei bled C
0.93
Total Area
2,1131 0.05
jimpervious Area
2,0381 0.05
Portent Impervious
DRAINAB AREA Will
Post Development
C
A
A ac
1
Dwellina & Driveway
11196,
0.00
2
Sidewalk
O96
004.
3
Street & Gutter
095,,,.
12 576
0.
4
Grass
2Sr
4049
0111
6
7
6
Wai hted C
1
1 0.76
Total Area
17.226 0.40
Im rvious Area
12,576 1 0.29
Portent Impervious
@ CI A
I = 7.2 inlhr
C = Weighted C
A = Total area in acres
@ Cl A
i = 7.2 infhr
C = Weighted C
A = Total area in acres
@ Ci A
i = 7.2 Whr
C = Weighted C
A = Total area In acres
@Ci A
1= 7.2 Whr
C = Weighted C
A = Total area in acres
@ 2.17

RIFF SIZING CALCULATIONS
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

in

L
Pipe Calculations
NOTES:
Project. Turtle Creek - Phase 3 Computed By: ECG 1) Design method used is Rational Method 5) Velocity percent (AV) from hydraulic elements table
Job #: 041.05.043 Checked By: EST 2) "30denotes. existing structure 6) All pipe shall be HDPE pipe unless otherwise noted
Location: Surf City, NC Date: I0/17/2007 3) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values
4) Adjusted C values used to determine equivalent Rational Method peak runoffs for basin outflows
PIPE SECTION
AREA (Acres)
INC.
TOTAL
ARE
I
I
_
RUNOFF
TIME OF CONCEN.
PIPING INPUT
PIPWG DATA
INVERT ELEVATION
GRAB
ELEVATION
GRATE4UM TO
INVERT
To
FROM
BASIN A
TO
Me. Ac
Total An
"C.,
A x C Ac
A x C Ac
Year
bulk.
Qa (CPS)
To Inlet
(Min)
Upper
End
)
Tbru Pipe Dia. On) Length (Ft)
(Min)
Mm. 'h"
Slope (%)
Qf Full
(CFS)
Vf Full
(F/S)
%Q (Qa/Qf
x100)
%'V
(VaNf
x100)
Vactuel
(per)
Upper End Lower End Upper End ow
Upper Lower
Ind (Ft) End (Ft)
FROM
TO
C142...
CI-43
- - 1.60 ..
1.60
0.52 ':
0.23
0 L 5
10
7.2
5.97
5.00
500
006
13
29
0.009
1.12
9.88
9.06
60
1045
942
25.62
25.30
..28.31 --- 2931
2 690
3 010
CI42
C143
CI 43
MA
O b9 :. '
2.29
0:59 .:
0 41
1 24
10
72
9.91
5.00
S 06
0 5I
18
193
0.009
0.41
9.76
5.53
01
114
630
2 ....
24:50
28.31 30.10
3010
5 600
C145
113-9
Y1 5
JB 9--.
0.67:
067
0.75
017
017
10
7.2
120
5.00
5 00
0.57
18
171
0.009
&
8.73
7.11
14
71
5.05
26.00
1 24.50
29 25 : 3010
3 23a
5 600
YI-3
I JB-9
J13-9
J1346..
U 01
197
0.50 _
001
141
10
72
10.14
5.00
557
024
18
109
0.009
0 60
11.2
6.6d
87
113.5
7.53
24.50
23.85
3010 29.05
1 5.600 1
5200
10-9
1 IB-10
JH-10
CI-47.::
".Ul:.
2.98
0.50
0.01
141
10
72
1018
5.00
Sal
031
18
122
0.009
0.46
19.25
5 81
99
114
6.62
23.85
23:29
29 05,, 27 80
5 200
4 510
TB-10
CI 47
CI-44
Cl46' :
0.11:.
n 1.1
0.71 :.
o o8
008
10
77
034
5.00
500
029
12
46
0.009
026
2.63
3.34
21
79
2 64
23.74
23.62
2ti J?::. 26.54
2 980 .
2 920
C1-44
CI-46
CI45
046. :.
OS9
0.59
0:67
040
040
10
T.2
2.88
5.00
500
0.11
12
i4
0:009
0.53
3.76
4.79
77
110.5
5.29
23.80
23.62
26.54 : 26.54
2 740
2 920
CI 45
CI-46
CI-46--:.
I CI-47.:. - -
0.96 ..
J .56
0.61
052
too
10
7:21
7.70
5.00
5.29
046
18
134
0.009
0.25
7.54
427
95
114
417 1
23.62
23.29
26.54 . 27.80
2.920
4.510
CI-46
CI-47
0748..CI-47
--
0-46:::l
0.46
0.53
025
025
10
72
1.79
5.00
500
0.17
15
36
0A09
025
4.69
3.82
38
915
3.57
23.38
23.29
?7:80 - 2780
4420
4510
CI48
CI-47
C1 47
CI 50
0 69:'::
5.69
0.4;.
031
297
10
7.2
2140
5.00
6.12
034 1
30
133
0.009
025
2952
6.02
73
109
6.56
23t29
22.96
27.90 2635
4.310
+.390
C'I47
CI-50
CI-49
CI-30 [
097`
0.97
0..61
061
10
7.2
4,41
5.00
5.00
0.07
15
29
0..00.9
010
7.81
6.37
57
1035
6.59
23;16
22.96
26;35 '':: 26.35
3.190
3.390
CI-49
CI-50
50
JBdi
026 .:
6,92
0.05
024
383
10
72
27.57
5.00
645
0.25
30
102 1
0:009
025
29.94
6.08
.97
114
6.93
22;96
.22i70
205 ;; 28.00
3.390
5.300
C -50
TB-11
1
BP 3A.='
OAl.
6.93
b:50
O.OI
3 Si
10
72
27.61
5.00
6.7p
012
30
51
0.009
Q26
30.02
6.12
92
1.14
6.98
22:70-
22:57
28.00 ::: 26.75
5300
4.180
IB-L1
BP 3A
BP 3A
Bawer 1k :
................
001;:
6.94
050:::
0.01
3.94
10
7.2
27.65
5.00
612
0.03
30
15
0.009
0.27
30 668
6.25
90
113.5
710
22:54
22:50
2635 : NA
4210
NA
BP3A
Basin 3A
- BP 3A
JB 12
0.01 1
6.94
0.50'
0.01
3.84
10
7 ?
27.65
5.00
6 B2
0.15
30
62
0.009
0.26
30.11
6.14
92
1.14
7.00
23.35
23 .19
26:75 ;: 26.75
3.400
3.560
1#P 3A
JS-12
]B-12
Swale3A
O.Oi
6.45
0.50
0.01
3.84
10
7.2
27.08
5.00
6.97
018
30
78
0009
027 1
3.0.73
6.26
90
113.5 1
7.11
23.19
22.98
26.75. NA
3.560
NA I
I
.113-17. 1
Svmle3A!
Z:141.05.0001041.05.043 Turtle CreeklDocslDesignlSt0mrwatcxq%aw 3lIP Phase 3 PipeSizes.xls

P0 a
cu a 'ions
ipe
NOTES:
Design method used is Rational Method 5) Velocity percent (%V) from hydraulic elements table
Project: Turtle Creek - Phase 3 Computed By: ECG 1) gn
Checked B EST 2) "X" denotes existing structure 6) All pipe shall be HDPE pipe unless otherwise noted
Job #: 041.05.043 y' Refer Weighted Runoff Coefficient table for calculation of incremental areas and C values
3
Location: Surf City, NC Date: 10/17/2007 ) Reto 8h
4) Adjusted C values used to determine equivalent Rational Method peak runoffs for basin outflows
TOTAL PEAK PIPING DATA INVERT ELEVATION GRATE/RIM GRATE/RIM TO
PIPE SECTION AREA (Acres) INC. AREA T RUNOFF TIME OF CONCEN. PIPING INPUT ELEVATION INVERT
SUM M
To Upper Qf Full Vf Full %Q (Qa/Qf %V (Va/V Vactual Lower Upper Lower
To Inlet ThTu Pipe Dia. In Length t Man. "n" Slc % Upper End Lower End Upper End FROM TO
FROM TO Inc. Ac Total Ac "C" A x C Ac A x C Ac Year in/Hr. Qa (CFS) Win) End ) (Min) ( ) gt (F) ( ) (CFS) (F/S) x100) x100) (F/S) End End (Ft) End (Ft)
BASIN B
Cl-51 CI-52 0.279 0.279 0.38 D.106 0 106 10 7.2 0 763 5.00 500 009 12 25 0.009 1.000 5 143 6 55 15 72 4.72 21.590 21.340 24.03 24.030 2 440 2 690 CI-51 CI-5
CI-52- JB-13 _' 0.38 Q66 0.66 0.25 036 10 12 2.60 5.00 509 035 15 84 0.009 0.261 476 3 88 54 102.5 399 21.34-- - - 21.12 24.03 24 90 2 690 3.750 CI-52 JB-13
JB-13' CI-54 0.01 0,67 0.50 0.01 037 10 72 263 5.00 544 083 15 198 0.009 0.253 469 3 83 56 103.5 3.96 21.12 20.62 24.90 2379 3 780 3 170 TB-13 CI-54
CI 53'' :' CI-54 0.32 0.32 0.73 0.23 0 23 10 72 1.68 5.00 500 0.0..8 12 25 0.009 0 775 453 577 37 93 5.37 20,81 20.62' 23.74 2379 2 980 3.170 CI-53 CI-54
CI-54' " JB-14' ' . 0.31 130 0:70 0.22 0.82 10 7 2 5 8$ 5.00 ti 27 0 17 18 48 0.009 0 252 761 431 77 110.5 476 20.62 _ 20.50 " 23.79 ' ' 2429 3 170 3 794 CI-54 JB-14
JB-14 JB=IS 0.01 1.31 0.50 0.01 0.83 10 7 2 592 5.00 6.44 045 18 128 0.009 0 257 769 433 77 110.5 4.81 20.50 20.17 24.29 ': 24.56 3 790 4.390 1B-14 JB-15
CI-58 CI-57 0.46 0.46 0.73 0.33 0.33 10 72 239 5.00 500 010 15 24.0 0.009 025 4 66 3 B0 51 101 3 84 23 57 23.51 26 26 262ti 2 690 2 750 CI-58 CI-57
CI- 57 JB=1 S 0.59.. 104 0.61 0.36 0.69 10 72 496 5.00 510 019 15 91.8 0.009 1 10 978 799 51 101 S 06 23 5f 22.50 26 26 : 25.51 2.750 3 010 CI-57 TB-18
JB-18 CI:.55 t).Ol 1,05 0.50 : 0.01 0.69 10 72 499 5.00 529 043 15 201.0 0.009 1 01 9 39 7 66 53 102 7 81 22 50 20.46 25.51 23.53 3 010 3 070 TB- 18 CI-55
CT-56.. CI-5S 0.84 0.84 0,69 ' 0.58 0.58 10 72 411 5.00 5.00 009 15 24 0.009 0 286 499 407 84 112.5 457 30 53 20.46 23. 53; 23. 53 3 000 3 070 CI-56 CI-55
CI-55 JB-15 0.68 2 57 0.77 0. 52 1.79 10 7 2 12 91 5.00 5 73 029 24 103 0.009 0 252 16.40 522 79 111.5 5.82 20.46 20.20 23,53 2456 3 070 4,360 CT-55 JB-15
JB-15 JB-16 0.01 ' 3.89 ' 0.50 0.01 2.62 10 7 2 18 86 5.00 6.88 0 08 30 32 0.009 0.250 2959 603 64 106 6.39 20.20 20.12 24.56' 24.61 4 360 4.490 JB-15 JB-16
JB-16 BP 3B 0.01 3.90 0.50 0.01 2.62 10 7 2 18.90 5.00 6 97 0 38 30 133 0.009 0 196 26 21 5 34 72 108 5 5.80 20.12 . 19.86 24.61 23 75 4 490 3 890 TB-16 BP 3B
BP 3B Basin 3B 0.01 3.91 0.50 0.01 2.63 10 72 1994 5.00 735 0.09 30 31 0.009 0194 26.08 532 73 109 5.79 19.86 19.80 23.00 NA 314 NA BP 3B Basin 3B
BP 3B JB-17 0.01 3.91 0.50 0.01 2.63 ] 0 7 2 15.94 r5.00
00 7 35 0.21 30 101 0.009 0 445 3951 805 48 99 7.97 18.20 17.75 23.00 23. 25 4 800 5 500 BP 3B JB-17
JB-17 Swale 3B 0.01 3.92 0.50 0.01 263 10 72 18 97756 007 30 34 0.009 0 529 43 09 8 78 44 97 8 52 11.35 17.17 .: 23.25 NA 5 900 NA JB-17 Swale
Z:\41.05.000\041.05.043 Turtle Creek\Docs\Design\Stormwater\Phase 3\IP Phase 3 Pipe Sizes.xls

Pipe Calculations.
Project: Turtle Creek - Phase 3 Computed By: ECG 1) Design method used is Rational Method 5) Velocity percent (%V) from hydraulic elements table
Job 4: 041.05.043 Checked By: EST 2) "X" denotes existing structure 6) All pipe shall be EDPE pipe unless otherwise noted
Location: Surf City, NC Date: 10/17/07 3) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values
4) Adjusted C values used to determine equivalent Rational Method peak runoffs for basin outflows
PIPE SECTION
AREA (Acres)
INC.
TOTAL
AREA
SUM
p
M
I
PEAK
RUNOFF
TIME OF CONCEN.
PIPING INPUT
PIPING DATA
INVERT ELEVATION
GRATE/RIM
ELEVATION
GRATE/RIM TO
INVERT
FROM
BASIN C
TO
Inc. Ac
Total Ac
"C"
A x C Ac
A x C
Ac
Year In/Hr. Qa (CFS)
To Inlet
(Min)
To
Upper
End
End(Ft)
Tbru
Pipe
Pipe
Dia. (In)
Length
Man. "n"
Slope
(%)
QfFull
(CFS)
Vf Full
(F/S)
%Q
(Qa/Qf
x100)
%V
(Va/Vf
x100)/S)
Vactual
Upper
Pp
End
Lower End
Upper
End
Lower
End
Upper
End (Ft)
d (
Lower
End (Ft)
FROM
TO
CI-59 .
CI-60
1.42 ''
1.42
0.57
0.81
081
10
7.2
5.87
5.00
5.00
0.12
18
34
0.009
0 264
779
4.41
75
110
485
24.97
24.88
29.36
29.36
1.390
4 480
L'I-59
C1-60
CI-60=.
CI'-61
0.25
1.67
0.66
016
098
10
7.2
7.04
5.00
5.12
0.16
18
48
0.009
0.252
7.62
431
92
114
4.92
24.78 '
24.66
29.36
29.36
4.580
4 700
CI-60
CI-61
CI-6
CI-63
0.52
2.19
0.64 ...:1
033
131
10
7.2
943
5.00
5.28
0.64
24
206
0.009
0.252
1 16.39
522
58
103.5
5.40
24,66
24.14 ...:
29.36
28.25
4.700
4.110 1
CI-61
CI-63
CI-62;
CI'-63
0.83.
0.83
0.68 I'
0.57
057
10
7.2
4.11
5.00
5.00
009
15
25
0.009
0.286
4.98
4.06
82
112
4.55
24.57
.24.50
2825
28.25
3.680
3.750
CI-62
CI-63
CI-63
JB-20
0.98
4.00
0.68
066
254
10
7.2
18.28
5.00
5.91
0.63
30
242
0.009
0 252
29.71
606
62
105.5
6.39
24.14"
23.53
28.25
31 75
4.110
8 220
CI-63
JB-20
CI-6.4
CI-65
0.37
0.37
0.60
022
0 22
10
T2
158
5.00
5.00
0.11
15
25
0 009
0.285
4.98
4.06
32
89
3.61
24:19-
24.12
N-18
2918
4.990
5.060
CI-64
CI-65
CI 65;''
38-1.9
0.39
0.76
0.71
0.28
0.50
10
7.2
3.58
5.00 1
511
0.40
15
100
0.009
0.250
4.66
3.80
77
110.5
420
24.12
2187
20.18
30.35.
50
6.480
CI-65
JB-19
.................
7B-19
.......
JB-20
0.01 .:.
0.77
0.50 ''
001
050
10
T2
3.61
5.00
5.51
0.53
15
135
0 009
0.252
4.68
382
77
110.5
4.22
23.87
23.53
30:35
31.75
6.480
8 220
113-19
JB-20
JB-20.
YI-6
0.01 :.
4.78
0.50
001
3.05
10
7.2
21.93
5.00
6.55
0,27
30
109
0 009
0256
29.99
611
73 1
109
6.66
23.53
23 25 ;; :
31,75
29.75
8220
6 500
JB-20
YI-6
YI 6 ;
YI-7
0.09 ''
4 $6
0.64
005
3.10
10
7.2
22.31
5.00
6.82
0.17
30
70
0.009
0259
3011
6.14
74
109.5
6.72
23.25'
23.07
29.75
28.25
6.500
5.180
YI-6
YI-7
YI-7
YI-8
0.05 ::
491
0.93
0 04
3.14
10
7.2
22.63
5.00
6.99
0.57
30
228
0.0.09
0.250
29.61
6.03
76
110.5 1
6.67
23.07
22.50
28.25
26.79
5.180
4 290
YI-7
YI 8
YI-8
BP-3C
6.40
5.31
.' 0.76
0.30
3.44
10
7.2
24.80
5.00
756
034
30
138
0.009
025
2981
608
83
112.5ta
22.50
22.15
26.79
28.50
4 290
6.350
YI-8
BP-3C
BP-3C'
Basin 3C .'
0.01
5.32
0.50 :'
0 01
3.45
10
7.�
24.83
5.00
7.90
0.14
30
58
0.009
0.260
30.19
6.15
82
11222.15
22.00
28 25
22.00
6.100
0.000
BP-3C
Basin 3C
BP-3C
Swale''-3C
0.01
5.32
0.50
0 01
3.45
10
7 2
24.83
5.00
7.90
0 05
30
24
0 009
0.375
36.26
7.39
68
107-524.88''
24.79
29.25
NA
3 370
NA
BP-3C
Swale-3C
Z:\41.05.000\041.05.043 Turtle Creek\Docs\Design\Stormwater\Phase 3\IP Phase 3 Pipe Sizes.xls

CONDUIT OUTLET PROTECTION
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

RIP RAP APRON DESIB SHEET
DATE: 0ca1,w17,20W 09:54 AM SHEET 2 OF 8
PROJECT: The Vllaax at Tudb Creek I.D. NO.: Seen 3A ONIM 30' DESIGN BY: ECG
PROJECT NO.: 041.05.043 FILE: /NAME? CHECKED BY: EST
DESCRIPTION: Conduit Outlet Protection LOCATION: T of Sud City, Pendw County, NC
25
20
Z
it 15
O
m 10
v
5
0+
0
Rip Rap Rne Delineation
5 10 15 20 25
DD,Depth of 1bWt.)
Noba: 1. Ilea nndhigher zww for gadm M0%.
2 For pipe arch, arch, box atrark paved channel
outNls, use ¢Cross sectbral area of auaatBow.
Number of Culverts: 1
Design Velocity, Vd : 7.11 tUe
Flow, Q : 30.73 ah
Pipe Diameter, Da: z5rt.
Slope, S.Pnep 0.0077 ftAL
Using NCDOT Rip Rep Apron Design:
Use:
Zone 2
L1: 7.5 ft.
L2: 15 fL
W: 6.0 fL
W: 8.5 tL
CLASS'B' RIP RAP
USE MINIMUM 18" STONE THICKNESS
TOTAL STONE VOLUME= 67.5 ft
191.3 ft3
■ Design Point
*Based upon L,
'Based upon L2
MINIMUM
CLASS
L1
STONE
NCCOT RIP.I
OF
Coeffident
L.1 CoeRdent
THICKNESS
ZONE
RAP CLASS
STONE
n.
1
'A'
FINE
3
4
12
2
'B'
LIGHT
3
6
18
3
1
MEDIUM
4
B
24
4
1
HEAVY
4
S
38
5
2
HEAVY
5
10
38
8
2
F:=AVY
5
10
36
7
Dedgn Is Beyandlina
Swp,
of This Melwd
L1-Lenpe. PwbCCuhad
L2 =Length b Prava!d $ww Hole
NAME NEIGHT SIZE
SPECIFICATIONS
I LBB
RIP
-RAP
CLASS
5-200
—NO —ORET EIGHATLEAST-1LBS.EACH.
NO MORE TWIN 10%51WJ. WEIGH LE55
THAN 15 LBS. EACH
CLA882
25250
8C%SHALLVYEIOH AT LEAST eD LBS. EACH.
NO MORE THAN 5% SHALL WEIGH LESS
THAN 50 LBS. EACH
EROSION
CONTROL STONE
CLASS A
2�'
11M6 TOP S BOTTOM SIZES.
NO GRADATION SPECIflED
CLASS B
15-SCO
5.15"
NO GRADATION BPECIFlEO

0`1
RIP RAP APRON DESIGN SHEET
DAF Ootober17.2007 0054AM EC 3 CF a
PROOF 1b VkM.11a. Cl.ek I.o. B: fth3B DrIno BT DENY eD
PRCB'H_ 041.05.00 IE BME CHBB BY B
DBRIPON Conduit Outlet Protection DCADN &M ofefCgr. Pendercourdy,B
Rip Rap Zone Delineation
25
20 B
� B
15
c ° ■Design Point
10
5
0
0 5 10 15 20 25
Do, Depth of Flow (ft.)
t4.■ vls natbytrr.m to e�.d.. wn
2. & PP ■ h. ard% bmmMsr, Pewd dmnml oumb, w D ,Gres doml mn efmaglow.
tlnbwofCulverts: ,
Design blocity, V d : B78 >v
Ibw, Q 26AB n.
Pipe Diameter, De : 25 2
6pe, s w.F 0,00is Ra.
6ng 6D032ip Rap Apron Design:
1k Ans 2
L,: 7.5 ft.
L2: 15 ft.
W. 6.0 fL
W. 8.5 R
CAWRIP RAP
IBI 111111 116'te R f I C ®
0=11,IE 67.5 ft2 Based upon L ,
191.3 if Based upon L 2
MIW
I
CI
IBM
L7
IL'Coeffident
-
MDO'RIP
OF
CoefAdlmt
pICB
ID®
RAP CBS
, nj
1
1\
B
3
4
72
2
e
I0
3
a
18
3
,
MBBI
4
a
24
4
1
HEV
4
8
36
6
2
H8Y
5
10
35
a
2
HEW
6
10
3a
7
CnI4B
3u
efW Metlwd
IL ■VM to Probst Cukat
2 Wo to Pr.—t &,. Hob
RNE 1NBBT E
MICADB
RIP
RAP
cAa
5-200
3=A■Y13AIM BIRCH.
B MOR■MNOWWAM B
MN6 BSLrH
CAM
25-25D
a05AWM3 SMILM
D RlA®6
1—HAND BUNCH
BO®IP.Of20D2B
CiBI
10SP 330DN R
O ■4DAD6&
CiB
I 111141W

RIP RAP APRON DESIGN SHEET
DATE: Ombar17,2007 09.55 AM SHEET 4 OF 6
PROJECT: The V*agea at Turtle Croak I.D. NO.: B.dn 39 O■lm 30' DESIGN BY: ECG
PROJECTNO.: 041.05.043 FILE: *NAME? CHECKED BY: EST
DESCRIPTION: Conduit Outlet Protection LOCATION: Town M Surf City, Panda Co". NC
Rip Rap Zone Delineation
25- 'N I
20 E
F Z N 7
15
� N 5 ■Design Point
O
10
J■
� O E
5
1
0 E
i k
0 5 10 15 20 25
Do, Depth of Flow (ft.)
Nobs: 1. Uae rR AW*.r— brgradaa>10%.
2 For pip. arch, arch, be eulwrk Paved dlennal outlefa. w o-Croaa aec6enal Sa a of.ullat*ow.
Number of Culverts: 1
Design Velocity, Vd : s.52 RA
Flow, Q : 43.0g da
elpe Diameter, De : 25 R
Slope, s,Palr 1.000 *A
Using NCDOT Rip Rap Apron Design:
Use: Zone 2
LI: 7.5 ft.
L2: 15 ft.
W. 6.0 fl.
W. 8.5 ft
CLASS 'B' RIP RAP
USE MINIMUM W STONE THICKNESS
TOTAL STONE VOLUME= 67.5 fe `Based upon L1
191.3 ft3 *Based upon L2
MINIMUM
CLASS
L1
STONE
NCDOT RIP
OF
Coelfldeln
L1100etfideM
THICKNESS
ZONE
RAP CLASS
STONE
B.
a.
In.
1
'A'
FINE
3
4
12
2
'B'
LIGHT
3
e
16
3
1
MEDIUM
4
e
24
4
1
HEAVY
4
6
35
5
2
HEAVY
5
10
36
S
2
HEAVY
5
10
36
7
1
S_P,
o1This MWt d
L1 =Length b Probd Cui.ert
L2 =Legth to Prevent S.. W.
NAME HEIGHT SIZE
SPECIFICATIONS
LBS
RIP
-RAP
C:ASS1
5100
r30%
SHALL WEIGH AT LEAST SO LBS. EACH.
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15 LBS. EACH
0%SHALL WEIGH AT LEAST 60 LOS. EACH.
CLASS 2
25-SD
NO MORETHAN6% SHALL WEIGH LESS
THAN 50 LB6. EACH
EROSION
CANTROL STONE
CLASS A
28'
10%TOP S BOTTOM SIZES.
NO GRADATION SPECIFIED
CAS B
153p
5-15"
NO GRADATION SPECIFIED

RIP RAP APRON DESIGN SHEET
DAE Ocbbar17,20D7 01:58 PM BE a OF e
PROBE W.V. aatMb Crank I.D.B.: S.W. 3000. 30' DBLY Be
PROA.: 041.05.00 R RM! CHBBBY E
DBRIPLRI Conduit Outlet Protection DCADN Pan dBlCiy, Panda Caurdy.0
Rip Rap Zone Delineation
25
20
p !1
15
c � ■Design Point
10
�a ■
5
9
0
0 5 10 15
Do, Depth of Flow (1t.)
Mac 1.Ienakldg.arambr gnat. W %
2. fir pipe ardL arch, b=l-i%pmad dwnml outlet, was D ae-9abanal area could ow.
tbber of Culverts: 1
Design blodty, V d : Be9 tee
15vy. Q 0.00 db
Pipe Diameter, Da : 23 R
ape, 3 '_F 30.19509.i
king ODORip Rap Apron Design:
bb: Ens 3
L1: 7.5 R
L2: 15 R
W. 6.0 ft.
W. 8.5 /<
CAW RIP RAP
ININY 16'9sIIC®
D1i1®®11E 87.5 fe Based upon L 1
191.3 ft Based upon L 2
MIIIW
CtIiS G
N
NOORIP
OF CoelBdaid
L,r Coetllder!
NICB
ON
RAP ces
BB
m
1
A'
IB 3
4
12
2
@
U31' 3
8
18
3
1
MBIY 4
e
29
4
s
1
2
HLV a
HRv I 5
8
36
e
2
Hay ' 5
1D
1D
36
3e
7
Design Is Swandihs ffsps
ass whod
Lbn98r 1s p—Cukad
p. .. Is Pnvad...
ME Y0®7 Z
BE
B811CA1D6
RIP
-RAP
cu
SMI
30IMMAIKIIIIIIINGH.
B MORBNROBIOUM B
B BBN:H
cm25
50
BORAMAIM BELCH.
B MORNYMS DA®B
BARD BEECH
EO®ICONOY)B
CB81
19'BP NORM E
R aADADRBIRi

RIP RAP APRON DESIGN SHEET
DAE
October 17.2DO7
09:55 AM
at 6 OF 6
PROMT
ie Llaaa aterd. Creak
I.D. Q.: Basin 3C Dame Xr
D69Y BE
PROM,
041.05.043
IE 3C OMI-
CHEN BY a
DBRIPIDN
Conduit Outlet Protection
DCAIDN an of of Cdy. Pander C—ty,M
`ki
20
a
15
O
10
9
5
0
Rip Rap Zone Delineation
0 5 10 15 20 25
Do, Depth of Flow (ft.)
Mee: 1. Yb raryhielwr anePor padaaO96
2 5r p'.pe .h. arch. b Wt � drn-I aalkde, �m D eCrose adorrai era of outlet Bow.
Unber of Culverts: 1
Design Mocity, V d : 7.95 fLe
raw, a 36.28 era
Pipe Diameter, De : 25 ft®pe,s Wro 0.0037 WL
Wrg 0D07Rip Rap Apron Desigrc
kb: Eno 2
L7: 7.5 ft.
L2: 15 ft.
W: 6.0 ft.
W. 8.5 ft.
CLS r RI P RAP
111I1f1111M 18IDMICS
VAI®®OIE 67.5
■ Design Point
ft3 Based upon L 1
191.3 ft3 Based upon L 2
Miff"
Cis
L1
®9
MDORIP
OF
CoefAcieM
L, Coef icimt
IRIC9
M
RAP Cis
N
m.
1
A'
M
3
4
12
2
w
I67
3
8
18
3
1
MBIM
4
e
24
4
1
Hay
4
B
36
5
2
HEy
5
10
35
6
2
Hey
5
10
38
7
Ded neBa
andfie Bo eof
Ee MaAod
L brger b Probct C t rt
brgN b P—Ma— Hola
IIME WS7
68MME
RIP
-RAP
Cas
5-21I0
3DIMAINIBAIM BeaCH.
a MORNMO'1AWM 8
AN5 BSeCH
Cab
M-250
OMAMBAMMB1iCH.
i MORalAIL3 VJM a
f3Aa0 BSSCH
BO®I�OiOIDB
MO'Dh1 i
CEM
8 RA
B BADADMBiIB
CaS3
iS.iW
75' 9
M811a

DRAINAGE AREA MAPS
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

I