19981125 Ver 1_More Info Received_20071026

Transmittal
~g--~~as
Stantec Consulting Services Inc.
2127 Ayrsley Town Boulevard Ste. 300
Charlotte NC 28273
Tel: [phone]
Fax: [phone]
Stant@C
To: Annette Lucas
Company: NCDENR-401 Wetlands Unit
Address: 2321 Crabtree Blvd. Ste 250
Raleigh, NC 27604
Phone:
Date: September 17, 2007
File: 73200237
Delivery: Fedex
From: Claudia Prado PE
^ For Your Information
^ For Your Approval
^ For Your Review
^ As Requested
Reference: Blakeney Stormwater Management- BMP #1
Attachment:
Copies Doc Date Pages Description
1 09.17.2007 CD-Tiff of Calculations & Exhibits

Ms. Lucas, please find enclosed the supporting data for the proposed revisions to the
previously submitted and approved Blakeney Stormwater BMP#1. We would like to
request a letter be forwarded to us permitting the grading of the pond as shown on the
exhibit map. If you have any questions or comments please contact our office.
STANTEC CON LTING SERVICES INC.
~L~e~b
CI udia Prado PE
Civil Designer
Tel: [phone]
Fax: [phone]
[e-mail]
C.
O'ne Team. Infinite Solufiions.
cp v:\1732~active\73200237~designWoc\237-tm-ncdenr-lucas-20070917.doc
Q~c~~od~~
OCT 2 6 2001
pEWR - WATER gUALITY
yVf'TU~.ND3 AND STOit411"'AT6R BRANCH

PROJECT
CALCULATIONS
BLAKENEY STORMWATER
MANAGEMENT
CHARLOTTE, NORTH CAROLINA
.,
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Stantec Consulting
2127 Ayrsley Town Blvd.
Suite 300
Charlotte, North Carolina 28273
[phone]
Stantec PROJECT NO. 73200237
DATE: September 17, 2007

Project No. DWQ '"1 8 -' ~ ~ aS (to be provided by DWQJ
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay fmal review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name: B1~1c~N~ (Fo2r~C-~tLY LRN~G-~1 "1"ow-.1 rc~~,
Contact Person: ~IIC.I'l~r~u - Y P Phone Number: ~-1D~) 32q • ~qOt~
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation 5 8lfl , Oct ft, (average elevation of the floor of the basin)
Permanent Pool Elevation~jq p , o O ft, (elevation of the orifice invert out)
Temporary Pool Elevation ~q 2 , 2'~ ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ~~-} ~ ~g~ sq. ft. (water surface area at permanent pool elevation)
-- - _ - Dr~n~ge~rea- - - - ~Tsl-~ - --- aE- - ---(en=site arncboff-site drainage-the~asin~- -- -
Impervious Area 35 ~ 1 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 2 ~4;•~2.1p cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume ~ 32,E ~ q cu. ft. (volume detained on top of the permanent pool)
Forebay Volume _t-E2,2.aq cu. ft.
SA/DA used o1, ~-1 ~ (surface area to drainage area ratio)
Diameter of Orifice 3 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
= The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
~A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
~-- An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
~_The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
ediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
~_A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
~-Semi-annual inspections are specified in the O&M plan.
~A debris check is specified in the O&M plan to be performed after every storm event.
~_A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
100 09/97 Page 1 of 1

bmp#1
WET BOND BMP (Basin # 1) ProjectNo.: 73200238
PROJECT: Blakeney (Formerly Landen Town Center) -CHARLOTTE, NC Designed by: CIP
Checked by: RSK
Date: 3-Apr-07

Pond Draiange Area = as.a1 Acres
Impervious Percentage= 71.0 %
Impervious Area= 3s.1 Acres
Normal Pool De th= a.o feet
Nonnal Pool Side Slo s= 3:1

Normal Pool
Surface Area /Drainage Area (% = 2.aa %
SUrfaCe Area Re Ulfed= 52,516.11 sq. ft.
Normal Pool Volume= 1s2,21s.1a cu. ft.

Runoff Coefficient for 1" Storm= Rv=0.05+0.009(1) Rv= 0.69 info.
Volume Required to Detain 1" Storm= (Design Rainfall> •(Rv)•(Drainage Area)
Volume Re uired to Detain 1" Storm= 2.84 ac. ft
Volume Re uired to Detain 1" Storm= 123,577.67 cu. ft.
Volume Provided to Detain 1"Storm= 132,71s.7o cu. ft.

OUTLET STRUCTURES:
Princi le Discharge Orifice:
Re uired 1"Storm Release Rate: 1" Stonn Detentan release over 48 to 120 hours.
1"Storm Volume: 2.6a ac. fl.
48 Hour Release Rate: o.7z cfs
120 Hour Release Rate: o.2s cfs

0= Discharge,cfs 0.72
A=Cross-section area of smallest section,ft^2 A,ft^2= 0.0943
g=Acceleration due to gravity, 32.2 ft/sec"2 32.2 Diameter-, in. 4.1581
H= Head on pipe, ft 2.25 Diameter-, in. 3.0
C= Discharge coefficient (0.61-0.65) 0.63

Use Diameter PVC pipe, in.: 3.0 A,ft^2= 0.05
0= Discharge,cfs 0.37
Release Time. Hrs. 92 OK

Dewaterin Discharge Orifice:
Re uired Dewatering Release Rate: Normal Pool dewatered in less than 24 hours.
24 Hour Release Rate: 1,88 ~~
Q= C*A* 2 H ^0.5
Q= Discharge,cfs 1.88
A= Cross-section area of smallest section,ft^2 A,ft^2= 0.1857
g= Acceleration due to gravity, 32.2 fUsec"2 32.2 Diameter-, in. 5.8347
H= Head on pipe, ft 4.00 Diameter-, in. 6.0
C= Discharge coefficient (0.61-0.65) 0.63

Use Diameter PVC pipe, in.: 6.0 A,ft"2= 0.20
0= Discharge,cfs 1.99
Release Time, Hrs. 23 OK

Princi le Discharge Structures:

Number of Discharge Risers: 1 Bottom of Basin Elevation: 588.00
Diameter of Princippe Discharge: 3 in. Principle Discharge Elevation: 590.00
Size of Discharge Risers: 48"X48" Concrtet Box Top of Discharge Risers Elevation: 592.25
Diameter of Discharge Barrels: 38 in. Emergency Spillway Elevation: 593.50
Diameter of Dewatering Orfice: 8 in. To of Dam Elevation: 595.00
73200237-storage2-20070402.x1s Page 1 9/17/2007 9:15 AM

STORAGE#1
STAGE STORAGE (BASIN #1) ProjectNo.: 73200238
PROJECT: Blakeney (Formerly Landen Town Center) -CHARLOTTE, NC Designed by: CIP
Checked by: RSK
FOREBAY A Permanent Pool Date: 3-Apr-07

ELEVATION AREA # STORAGE STORAGE CUMULATIVE CUMULATIVE
(FT) (SF) (AC) (AC-FT) (CU FT) (AC-FT) (CU FT)

587 7,585.00 0.17 0.00 3,792.50: ~~.0.00~~ 3
792.50
588 9,558.96 0.22 0.20 ,
8,571.98 " ~- 0.20- 12,364.48
589 11,623.20 0.27 0.24 10,591.08 ~~ ' 0.44 22
955.56
590 13,770.94 0.32 0.29 ,
12,697.07 °' 0 73' 35
652.63
,

FOREBAY B Permanent Pool

ELEVATION AREA AREA STORAGE STORAGE CUMULATIVE CUMULATIVE
(FT) (SF) (AC) (AC-FT) (CU FT) (AC-FT) (CU FT)

587 1,216.16 0.03 0.00 608.08 ~~~ ,P , , ~ {};Q5 608.08

5S~
1,688.27
0.04
0.03
1 452 22 ~
`~0 03. 2
060.30 ----- --
-
589 2,230.90 0.05 0.v4 ~
,
i a5a oa °' :~ U:Ot} 4
019.88
590 2,844.03 0.07 0.06 ,
2,537.47 ~~ ~ u' 0.14: 6
557.35
,
WET BMP Permanent Pool

ELEVATION AREA AREA STORAGE STORAGE CUMULATIVE CUMULATIVE
(FT) (SF) (AC) (AC-FT) (CU FT) (AC-FT) (CU FT)

586 20,272.35 0.47 0.00 10 136 18 :,E~ ~' O.OU~ 10
136.18
587 23,050.58 0.53 0.50 ,
21,661.47:, ' S;~7,50~ 31
797.64
588 25,897.64 0.59 0.56 ,
24,474.11 X1,06` 56
271.75
589 31,798.20 0.73 0.66 ,
28,847.92 ~ '=-x,1,72. ~~ 85
119.67
590 37,974.79 0.87 0.80 ,
34,886.50
2.52
120
006.17
,
; ,
COMPOSITE Temporary Pool

ELEVATION AREA AREA STORAGE STORAGE CUMULATIVE CUMULATIVE
(FT) (SF) (AC) (AC-FT) (CU FT) (AC-FT) (CU FT)

590 54,589.76 1.25 0.00

591
58,705.46
1.35
1.30 ~:.~,~~~
56,647 61 1.30
56
647.61
592 61,774.30 1.42 1.38 _
,
60,239.88 `„ ~ 2.68 116
887.49
593 64,883.39 1.49 1.45 ,
63,328.85-f` ~~4.14~ 180
216.34
594 68,030.44 1.56 1.53 ,
66,456.92 `~ '5.66 246
673.25
,

SUMMARY:
Provided: Required:
Normal Pool Surface Area (Surface Area @ Elev. 590.00) 54,589.76 52,515.11 sq. ft.
TOTAL Normal Pool ~ (Volume below Elev. 590.00) 162,216.14 cu. ft.
FORBAY Normal Pool (Volume below Elev. 590.00) 42,209.98 cu. ft.
Forebay Percentage of Normal Pool 26.02 20.00
TOTAL Temporary Pool (Volume between Elev. 590 & 592.25) 132,719.70 123,577.87 cu. ft.
73200237-storage2-20070402.x1s Page 2 9/17/2007 9:15 AM

forebays
FOREBAYS (BASIN # 1) ProjectNo.: 73200238
PROJECT: Blakeney (Formerly Landen Town Center) -CHARLOTTE, NC Designed by: CIP
Checked by: RSK
Date: 3-Apr-07

FOREBAY A

Pond Draiange Area = 4s.a1 Acres
Forebay A Draiange Area = ao.73 Acres
Forebay B Draiange Area = s.ss Acres
49.41

Forebay A % of Total= o.s2
Forebay B % of Total= o.1s

Forebay Volume Requirements:

Total Forebay Volume Provided = a2,21o cu. ft.
Forebay A Volume ° -- -- -- _ _ -- ~4,7s5 - u.~t,- - -- -- - ---- -
Foreba B Volume = 7,415 cu. ft.
73200237-storage2-20070402.x1s Page 3 9/17/2007 9:15 AM

Multi-Stage-1
Sta e-Dischar e S reedsheet
Use with muPo-stage outlet devices
PROJECT: Blakeney Heath -CHARLOTTE

NC Project No.:
Designed by: 73200237
CIP

Structure:
Basin # 1 ,

Orifice Equation: Q = CA(

gh)° s

MSWDM E

. 7.8 Checked by:

Date: RSK

14-Oct-05
Broad-Crested Weir Equation: Q = CL(H''~ CMSWDM EQ. 7.4
Blue indiptes input values Sfwry-Crested Weir Equation: Q =[3.27 +0,4(FIMc))LH''S CMSWDM EQ. 7.1
For Structures that are not used; make area and lengtlr zero
Outlet
Number of
Type # Equation Size Invert CL Orif. Area Coefficient Length Outlets
Orifice 1 Orifice (in) 3 590.00 590.13 0.0491 0.60 N!A t
Orrrice 2 Orifice fn) 0.00 0.00 0.0000 0.60 N!A
RISER 3 Weir (ft) 2.25 X 3.25 592.25 592.25 11.0000 - 11.00 1
ES 4 Weir (ft) 10 X 1 593.00 593.00 10.0000 3.00 10.00 1
BARREL 5 Orifice (in) 36 586.00 587.50 7.0686 0.60 N/A t

Note: Area of W eir is the product of the L x H
Area of Orifice is Area of Circle based on the size in column D
SQ SE

Elevation Head (1)
(ft) Head (2)
(ft) Head (3)
(ft) Head (4)
ft Q (1) Q (2) Q (3) Q (4) Q (total) Q (Barrel) CHECK

585.00
585.50
586.00
0.00
0.00
0
00
585.00
585.50
586
00
0.00
0.00
0
00 (
)
0.00
0.00 (cfs)
0.00
0.00 (cfs)
0.00
0.00 (cfs)
#DN/01
#DIV/01 (cfs)
0.00
0.00 (cfs)
_ _#DN/O!
#DIV!0! Elevation
___ 585.00
585,50 (cfs)
__0.00
0.00
ttDIV10(
#DIVlO!
. .
~~'
~ .
-0
ft 0.00 0.00 0.00 #DN/01 0.00 #DNIO! 586.00 0.00 #DIV10!

587.00
0
00 '
587
00 '
0
00 ~ 0.00 #DN/0! 586.50 0.00 #DNIO!

587.50 .
0
00 .
587
50 .
0
00 0.00
0 0.00 0.00 #DN/O! 0.00 #DN(0! 587.00 0.00 #DIVIO!

588.00 .
0
00 .
588
00 ,
0
00 .00 0.00 0.00 #DN/O! 0.00 #DN/0! 587.50 0.00 #DIV10!

588.50 .
0
00 .
588
50 .
0
00 0.00 0.00 0.00 ffON/01 0.00 #DN(0! 588.00 0.00 ftDIVlO!

589.00 .
0
00 .
589
00 .
0
00 0.00 0.00 0.00 #DN/O! 0.00 #DNIO! 588.50 0.00 #DNIO!

589.50 .
0
00 .
589
50 .
0
00 0.00
0 0.00 0.00 #DN/0! 0.00 #DN(0! 589.00 0.00 #DIV/0!

590.00 .
0
00 .
590
00 .
0
00 .00 0.00 0.00 #ON/0! 0.00 #DN10! 589.50 0.00 #DIV/0!

590.50 .
0
36 .
590
50 .
0
00 0.00 0.00 0.00 #DN/O! 0.00 #DN/0! 590.00 0.00 #D!V/0!

591.00 .
0
88 .
591
00 .
0
00 0.00 0.14 0.00 . 0.00 0.00 0.14 590.50 20.84 OK

591.50 .
1
38 .
591
50 .
0
00 0.00 0.22 0.00 0.00 0.00 0.22 591.00 31.84 OK

592.00 .
1
88 .
592
00 .
0
00 0.00 0.28 0.00 0.00 0.00 0.28 591.50 39.91 OK

592.50 .
2
38 .
592
50 .
0
25 0.00 0.32 0.00 0.00 0.00 0.32 592.00 46.60 OK

593.00 .
2
88 .
593
00 .
0
75 0.00
0
0 0.36 0.00 4.55 0.00 4.92 592.50 52.45 OK

593.50 .
3
38 .
593
50 .
1
25 .
0 0.40 0.00 24.11 0.00 24.51 593.00 57.71 OK

594.00 .
3
88 .
594
00 .
1
75 0.50
1
0 0.43 0.00 52.55 10.61 63.59 593.50 62.53 OK

594.50 .
4
38 .
594
50 .
2
25 .
0 0.47 0.00 87.87 30.00 118.34 594.00 67.00 TRY AGAIN

0.00 .
0
00 .
0
00 .
0
00 1.50 0.49 0.00 129.04 55.11 184.64 594.50 71.19 TRY AGAIN

0.50 .
0
00 .
0
50 .
0
00 0.00
0
0 0.00 0.00 #DNl01 0.00 #DNlO! 0.00 0.00 #DIV/0!

1.00 .
0
00 .
1
00 .
0
00 .
0
0 0.00 0.00 #DN/O! 0.00 #DN/0! 0.50 0.00 #DIVlO!

1.50 .
0
00 .
1
50 .
0
00 .00 0.00 0.00 #DN/O! 0.00 #DIV(0! 1.00 0.00 #DIV/0!

2.00 .
0
00 .
2
00 .
0
00 0.00 0.00 0.00 fiDN/0! 0.00 #DNl01 1.50 0.00 #DNIO!

2.50 .
0
00 .
2
50 .
0
00 0.00 0.00 0.00 #DN/01 0.00 #DIVlO! 2.00 0.00 #DIV/O!

3.00 .
0
00 .
3
00 .
0
00 0.00
0 n 0.00 0.00 #DN/O! 0.00 #DIVIO! 2.50 0.00 #DIV/O!

3.50 .
0
00 .
3
50 .
0
00 0 0.00 0.00 #DN/O! 0.00 #DNIO! 3.00 0.00 #DIV/0!

4.00 .
0
00 .
4
00 .
0
00 0.00
0 0.00 0.00 #DN/O! 0.00 #ON!0! 3.50 0.00 #DIV/O!

4.50 .
0
00 .
4
50 .
0
00 .00
0 0.00 0.00 #DN/01 0.00 #DN/0! 4.00 0.00 #DIV/0!

5.00 .
0
00 .
5
00 .
0
00 .00
0
00 0.00 0.00 #DN/01 0.00 #DNIO! 4.50 0.00 #DIV10!
. . . . 0.00 0.00 #DN/01 0.00 #ON(0! 5.00 0.00 #DN10!
73200237-DETENTION-20051011.x1s Page 1 9/17/2007 12:53 PM

*
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
* JUN 1998 *
* VERSION 4.1 *
* *
* RUN DATE 17SEP07 TIME 13:26:20 *
* *
R************k*k*******44***********#****
* *
* U.S. ARMY CORP OF ENGINEERS *
* HYDROLOGIC ENG NEERING CENTER
* 609 SEGO STREET
* DAMS, CALIfrORNIA 95616
* (916) 7~6-1104 *
* *
I
X X XXXXXXX XXXXX X
X X X X X XX
X X X X X
XXXXXXX XXXX X XXXXX X
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXX
I
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGID FROM THOSE USED WITH THE 1973-STYLE IN STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN 11117~~ VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENC,7,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10
1 ID 73200238 Blakeney Storm Mgmt Plan
2 ID
3 ID *x**xx*xx xxxxxxxxxxxxxxxxx x
4 ID
5 ID Charlotte North Carolina
6 ID WET POND (BASIN 1)
7 ID STANTEC
6 ID 09/17/2007
9 IT 1 0 0 1000
10 IO 5
11 KK lOYEAR EVENT
12 KM 10 YEAR 6HOUR RAINFALL
13 KO 0 0 0 0 21
14 PB 3.72
15 IN 5
16 PI 0 .011 .011 .011 .012 .012 .012 .013 .013 .013
17 PI .014 .014 .015 .015 .016 .016 .017 .018 .018 .023
18 PI .024 .025 .026 .027 .029 .036 .039 .042 .045 .049
19 PI .054 .079 .089 .103 .161 .201 .395 .590 .275 .177
20 PI .112 .095 .084 .057 .051 .047 .043 .040 .038 .030
21 PI .028 .027 .025 .024 .023 .019 .018 .017 .017 .016
22 PI .016 .015 .015 .014 .014 .013 .013 .012 .012 .012
23 PI .011 .011 .011 0.0
24 KO 0 0 0 0 21
25 BA 0.0772
26 LS 0 73.52
27 UD .1000
26 KK l0YRB1ROUTED lOYR STORM EVENT BASIN #1
29 KM COMPUTE HYDROGRAPH FOR POST-DEVELOPMENT ROUTED THROUGH DETENTION BASIN
30 KO 0 0 0 0 21
31 RS 1 ELEV 590.00
32 SV 0.0 0.89 1.97 3.16 4.51
33 SE 590.0 591.0 592.0 593.0 594.0
34 SQ 0 0.14 0.32 4.92 24.51 63.59 118.34
35 SE 590.0 591.0 592.0 592.50 593.0 593.5 594.0
36 KK 50 YEAR EVENT
37 KM 50 YEAR 6 HOUR RAINFALL
38 KO 0 0 0 0 21
39 PB 4.92
40 IN 5
41 PI 0 .016 .016 .016 .017 .018 .018 .019 .019 .019
42 PI .020 .020 .021 .022 .022 .023 .024 .025 .026 .031
43 PI .032 .034 .035 .037 .039 .050 .053 .056 .061 .066
44 PI .073 .103 .116 .134 .208 .259 .508 .750 .354 .229
45 PI .146 .124 .109 .077 .069 .063 .059 .055 .051 .040
46 PI .038 .036 .034 .033 .031 .026 .025 .024 .024 .023
47 PI .022 .021 .021 .020 .020 .019 .019 .018 .018 .017
48 PI .017 .016 .016 0.0
49 KO 0 0 0 0 21
50 BA 0.0772
51 LS 0 73.52
52 UD .1000

LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10
53 KK SOYRBIROUTED SOYA STORM EVENT BASIN ~1
54 KM COMPUTE HYDROGRAPH FOR POST-DEVELOPMENT ROUTED THROUGH DETENTION BASIN
55 KO 0 0 0 0 21
56 RS 1 ELEV 590.00
57 SV 0.0 0.89 1.97 3.18 4.51
58 SE 590.0 591.0 592.0 593.0 594.0
59 SQ 0 0.19 0.32 4.92 24.51 63.59 118.39
60 SE 590.0 591.0 592.0 592.50 593.0 593.5 594.0
61 ZZ

x *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
* JUN 1998
+ VERSION 4.1 *
* *
* RUN DATE 17SEP07 TIME 13:26:20
w *
73200238 Blakeney Storm Mgmt Plan

Charlotte North Carolina
WET POND (BASIN 1)
STANTEC
09/17/2007
10 IO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 1 0
ITIME 0000
NQ 1000
NDDATE 1 0
NDTIME 1639
KENT 19
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 16.65 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
* *
* U.S. ARMY CORP OF ENGINEERS *
* HYDROLOGIC ENG NEERING CENTER
* 609 SEGO STREET *
* DAVIS, CALI RNIA 95616 *
*
* (916) 7 6-1104 *
*
*** I
*xw**:***w******}
I
I
I w*w****w•*****ww •**

****+**••w•**•
* *
11 KK * lOYEAR * EVENT
* *

13 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED ~
TIMINT .017 TIME INTERVAL IN HOURS
* •** *** r** .*• •** **• •** *** *** •*• **• •** **• •** •** **• •*• *** •*• •*• •** •*• •*• **• *** **• •** *I** *.* *** **• •*•
*

* #
***#*#******#*

I
24 KO OUTPUT CONTROL VARIABLES ~
IFRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL ,
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ~'
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
#*# *** *#* *** *** ##* *** *** ### *** #*# #** ##* #** #*# #*A #** ##* ##* *#* ##* *## *** ##* **# *## **# *#tll*## **# **# #** *#*
**##****xr****
x #
28 KK * l0YRB1 •
* * ROUTED lOYP, STORM EVENT BASIN #1
#***##**#*#**#
30 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL j
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS

** **# *#*
*## *#* **# #*# *** #** **# r i
#* *## *** *#* *## **# **# **# #** *** #** #r# *## *** **# *** *** *** ~
III
t#* *** *** **# #**

36 KK *************#
* *
* 50 YEA *
* #
R EVENT

38 KO OUTPUT CONTROL VARIABLES j
IPRNT 5 PRINT CONTROL I
IPLOT 0 PLOT CONTROL ~
QSCAL 0. HYDROGRAPH PLOT SCALE ~
IPNCH 0 PUNCH COMPUTED HYDROGRAPH ~
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHID OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
R# *** ##* #** *** #** *** #*# **# *** k** #** #*# #k# *#* ##* *** ##* **# *** *## **# *** *## *** #*# *** #** ~#t *** *t# t*# ***
**************
36 KK * 50 YEA * R EVENT
* *
**************
49 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED

rxx xxx xxx xxr xxx xxx xxx xxx xxx •+• xrx xxx xxx xxx xxx xxx •*• xxx •xx xxx rxx xxx xxx xxx rxx xxx xxx xxx
x*i*xi*xxxx*xk
* x
53 KK * 50YRB1 *
x *
rrrrxxxxxxxxxx ROUTED SOYA STORM EVENT BASIN #1
55 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
ZPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
xxx rxx xxx xxx xxx

OPERATION STATION
HYDROGRAPH AT lOYEAR
ROUTED TO l0YRB1
HYDROGRAPH AT 50 YEA
ROUTED TO SOYRBI
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR
118. 3.25 11. 4. 4.
25. 3.73 7. 3. 3.
193. 3.23 19. 7. 7.
83. 3.47 15. 5. 5.
BASIN MAXIMUM ~ TIME OF
AREA STAGE MAX STAGE
.08
.08 593.00 3.73
.OB
.08 593.68 3.97
~* NORMAL END OF HEC-1 ***

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V:\1732\active\73200237\_LD1dwg~73200237_grad-20051011,dwg
2005-10-24 0 :18PM By: corado
°° Stantec Consulting Services lnc, Notes
2127 Ayrsley Town Blvd. Ste 300
i
~ Charlotte NC U.S.A.
N 28273
Z Tel. [phone]
Fax. [phone]
0
www.stantec.com
AUGUST, 2007
0 400' 600' 800'
1 "=400' I~ ~•^Z 7-~
rszoaz3~
Client/Project
BLAKENEY-HEATH
LIMITED PARTNERSHIP
Figure No.
1.0
Title
BMP DRAINAGE
AREA MAP

BEST MANAGEMENT PRACTICES PLANTING
NO PLANTING DETAILS
MATERIAL WITHIN
ACCESS
ASEMENTS LITTORAL SHELF (12' WIDE)
~ SwEET ~
~' ~~, -0 3
~~'~, ~~ ~ 3 6 ~ LPG 1815 <~~,
~~Z~ g~~~ F ~UW 1R15 ~~~
~ ~ `(E~
~ RUSH
SWEETFLAG
~.
. ~~
wEE' T'
NOTES
1. WETLAND PLANT SPECIFICATIONS H.A.R.P. SELECTION AND
PLANTING GUIDE FOR AQUATIC AND WETLAND PLANTS IN THE
PIEDMONT REGIONOF NORTH CAROLINA.
2. BENCHMARK AND CLEANOUT DEPTH REFERENCED ON PLAN FOR
FOREBAY.
YE<<aw IR'S
-AG ~R~S 3 (4
F\SN ~,
POND #1 PLANTING SCHEDULE
KEY SPECIES (SPACING)' SIZE
LITTORAL SHELF
1 SOFT RUSH (1.0') 1 GAL
2 SWEETFLAG 2.0' 1 GAL
3 BLUE FLAG IRIS 1.0' 1 GAL
4 YELLOW IRIS 2.0' 1 GAL
V:\1132\active\73200237\_LD\dwg\73200237_grad-20051011.dwg
2005-10-24 0 :18PM Bv: corodo
'SPACING REQUIREMENTS AND NUMBER OF PLANTS NEEDED FOR
UNIFORM COVER IN 1 YEAR
ABBREVIATIONS LIST:
GAL=GALLON POT QT=QUART POT LG BR=LARGE, BARE-ROOT
F q~ 2
LL
w
J
RREL
AUOUST~2007
m Stantec Consulting Services Inc.
2127 Ayrsley Town. Blvd. Ste 300
~ Charlotte NC U.S.A.
N 28273
Z Tel. [phone]
Faz. 704.329.0905
0
www.stontec.com
Notes
0 400' 600' 800'
1 "=400' I~ ~~ ~ ~ ~
BLAKENEY HEATH
LIMITED PARTNERSHIP
Figure Na.
2.0
LNe
BMP PLANTING
DETAIL