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PRE POST DEVELOPMENT
DEVELOPMENT BMP 1 BMP 2 BMP 3 BMP 4 BMP 5 BMP 6 TOTAL
2~YEAR 338.7 23.6 19.5 0.34 5.1 7 45.3 100.$4
10m
YEAR 448.5 44.1 35.9 1.37 18.7 21.4 68.9 190.37
ALL FLOWS IN CFS
ALL POST DEVELOPMENT FLOWS DO NOT INCLUDE OFFSITE
FLOWS

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Hydraflow Hydrographs by Intelisolve
PRA ®EVELQPfVI~NT
Hydrograph type = SAS Runoff
Storm frequency = 1 yrs
®rainage area = 191.880 ac
Sasin Slope 4.0
Tc method = USER
Total precip. ®3,00 in
Storm duration ®24 hrs
Monday, Jan 8 2007, 9:6 AM
Peak discharge = 166.21 cfs
Time interval = 6 min
Curve number = 73
Hydraulic length = 1400 ft
Time of conc. (Tc) = 15.00 min
Distribution =Type 11
Shape factor ®484
Hydrograph Volume = 559,815 cult
~R~ T

r ra I
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 2:54 PM
Hyde N®a 1
Predevelopment
Hydrograph type =Rational Peak discharge = 338.65 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 191.880 ac Runoff coeff~ = 0.45
Intensity = 3.922 in/hr Tc by TR55 = 15.00 min
IDF Curve =Raleigh-Durham.IDF Asc/Rec limb fact = 1/1
Hydrograph \/olume = 304,786 cult
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0 n0
Hyd. No. 1 -- 2 Yr

0 5 10 15 20
Hyd No. 1
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.40
25 30
Time (min)

rr I
Hydraflow Hydrographs by Intelisolve
Hyd. o. 1
Predevelopment
Hydrograph type =Rational
Storm frequency = 10 yrs
Drainage area = 191.880 ac
Intensity = 5.194 in/hr
IDF Curve =Raleigh-Durham.IDF
Tuesday, Nov 28 2006, 2:55 PM
Peak discharge = 448.52 cfs
Time interval = 1 min
Runoff coeff. = 0.45
Tc by TR55 ®15.00 min
Asc/Rec limb fact = 1/1
Hydrograph volume = 403,666 cult
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60,00
0 n0
r~d~v~~n
Hyd. No, 1 -- 10 Yr

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Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
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0 5 10 15 20 25 30
Hyd No. 1 Time (min)

r~e~
Hydraflow Hydrographs by Intelisolve
Hyd. N®. 1
Predevelopment
®eS~rE~'2$E®n ~ ~ T®$al~
beet ~
I~anning`s nmvalue = 0.150 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24®hr precip, (in) ®3,60 0.00 0,00
Land slope (%) = 7.00 0.00 0.00
Travel Tii e ( in) . 0.00 + .0 1 .
~l~all~w C~neer~tre Floes
Flow length (ft) = 200.00 0.00 0.00
Watercourse slope (%) = 7.00 0.00 0.00
Surface description = unpaved Paved Paved
AyPragP uPlor~ity (ft/c) _ ~ ~7 f1 (lf1 flp0(1
Travel Ti e ( an) = 0.78 ~° .0 ~° 0. 0.`~
Channel Flow
X sectional flow area (sgft) = 18.00 0.00 0.00
Wetted perimeter (ft) = 12.00 0.00 0,00
channel slope (%) = 0.80 0.00 0.00
IVlanning's n-value = 0.030 0.015 0.015
Velocity (ft/s) = 5.83 0.00 0;00
Flow length (ft) = 300.0 0.0 0.0
Travel Time (min) _ .~ + 0.00 + 0.00 = 0.~
T®tal Travel Ti e, Tc ......................................................®...;................... 15.12 in

MINIMUM NORMAL POOL CALCULATIONS
Total Area 41.79 ac I~VCL~J®l~~ ~FF~i~E ®F 13,74 aye
lmpervous Areas SA/DA= 0.39 % per table 3.3-1 NC State BMP
Building 2.9 ac Manual -aft Pond Depth
roads-parking 3.40 ac Min. SA= 0.372 ac
sidewalk-patio 0.42 ac min, required 16201 sgft 0.37 acre
total 6.78 ac provided 40600 sgft 0.93 acre
impervi®tas 16.2 ~/®
1°° Rainfaii Draw ®®wn Caicuiati®n
Drainage Area 41.7 9 ac
Imbervious 16.2
Pored N.P. elev ft
Rain 1 in
CND 98 2.9 ac
CN2 98 3.46 ac
CN3 98 0.42 ac
CN4 84 35.01 ac
CNr~ ~ aC
CN Average 86 ~ °(.79 ac
Volume
s=(1000/CN)-10
Volume
Depth at calculated NP
Depth at provided NP
Draw Down
Cd
g
H
time
Q
O=CdA sq(2gH)
1.59
0.20 in
31017 tuft
1.9 ft
0.8 ft
0.6
32.2 ft/s
0.8 ft
48 hrs 172800 seconds
0.1795 cfs volume/time
A 0.0427 sq-ft
6.142 sq-in
Diaot~r 3~.1~ in
Minimum. Normal Pool Surface Area 1" Rainfall Draw Down Calculations

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Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:0 PM
Hyd. (~o.
POST DEVELOP. l3lVIP 1 DA
Hydrograph type =Rational Peak discharge = 91.5 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 28.000 ac Runoff coeff. = 0.65
intensity = 5.032 in/hr Tc by User = $,40 min.
IDF Curve =Raleigh-Durham.IDF AsclRec limb fact = 2.5/2.5
Hydrograph Volume = 109,893 cult
Q (ofs) Hyd. No. 2 mm 2 Yr Q (ofs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10,00
0.00
0 5
Hyd No,2
10 15 20
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30,00
20.00
10.00
0.00
25 30 35 40
Time (min)

rr !a
Hydraflow Hydrographs by Intelisolve
Hyd. IVo.
POST DEVEL®P. SNIP 1 DA
Hydrograph type =Rational
Storm frequency = 10 yrs
Drainage area = 28.000 ac
Intensity = 6.450 in/hr
IDF Curve =Raleigh-Durham,IDF
Tuesday, Nov 28 2006, 3:0 PM
Peak discharge = 117.40 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 8.00 min
Esc/Rec limb fact = 2.5/2,5
Hydrograph Volume = 140,874 cuff
~~

r ra I
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:0 PM
Flyd. No.
BMP 1 N® OFFSITE
Hydrograph type o reservoir Peak discharge ®23.65 cfs
Storm frequency = 2 yrs Time interval 1 min
Inflow hyd. No. = 2 Max. Elevation = 275.06 ft
Peservoir name =BMP 1 1l~IETLAN® Max. Storage v 95,054 tuft
Storage Indication method used.
Q (cis)
100.00
90.00
80.00
70.00
60.00
50.00
40,00
30.00
20.00
10.00
0.00
0
I-i~irl, ~In, 4 -m 2 Yr
Hydrograph Volume = 97,000 tuft
0 (cfs)
100.00
90.00
80.00
70,00
60.00
50.00
40.00
30.00
20,00
10.00
0,00
33
Time (hrs)
3 7 10 13 17 20 23 27 30
Hyd No. 4 Hyd No. 2 '~~ I : ~ < < ~ Req. Stor = 95,054 tuft

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Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:0 PM
Hyd. No, 4
BMP 1 NO OFFSITE
Hydrograph type =Reservoir Peak discharge = 44.13 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 275.37 ft
Reservoir name = SIi~P 1 i~/ETLAN® Max, Storage = 109,277 cult
Storage Indication method used.
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
[-lyd. Nn. 4 m~ 10 Yr
Q (cfS)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
Hyd No. 4 Hyd No. 2 '+ i .T ~ i' Req. Stor = 109,277 cuft
Hydrograph Volume = 127,929 cult

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Hydraflow Hydrographs by Intelisolve
Hyd. o.
BMP 1 ®FFSITE DA
Hydrograph type = Rational
storm frequency = 2 yrs
Drainage area = 13,740 ac
intensity = 3,922 in/hr
IDF curve = Raleigh-DurhamolDF
Tuesday, Nov 28 2006, 3:1 PM
Peak discharge = 21,56 cfs
~°ime interval = 1 min
Runoff coeff. = Oo4
~'c by 1Jser = 15,00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 19,400 cufk
Q (cfs)
24.00
20.00
16,00
12.00
8.00
4.00
0.00
0 5
Hyd No. 3
Hyd. No. ;~ __ 2 Yr
10 15 20 25
Q (CfS)
24,00
20.00
16.00
12.00
8.00
4,00
0.00
30
Time (min)

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Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:1 PM
Hyd. ®. 3
PMP 1 OFFSITE D,4
Hydrograph type =Rational Peak discharge = 28.55 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 13.740 ac Runoff coeff, = 0.4
Intensity = 5.194 in/hr Tc by User = 15,00 min
IDF Curve =Raleigh-Durham,IDF ~sclRec limb fact = 1/1
Hydrograph Volume = 25,694 cult
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
n n0
H,~d, No. 3 _n 10 Yr
0 (CfS)
30.00
25.00
20.00
15.00
10.00
5.00
~ ~a
~.v 0 5 10 15 20 25 30
Time (min)
Hyd No. 3

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Hydraflow I-iydrographs by Intelisolve
Hyd. N®.
BMP 1 INFLOW WITH OFFSITE
Hydrograph type =Combine
storm frequency 2 yrs
Inflow hyds. = 2, 3
Tuesday, Nov 28 2006, 3:1 PM
Peak discharge = 105,95 cfs
Time interval = 1 min
Hydrograph Volume = 129,293 tuft
~ s ~L I~° FF~t°~~
Q (cfs) Q (cfs)
!-!}~d. NUJ. 5 -- 2 Yr
120.00
100,00
80.00
60.00
40.00
20.00
n 00
120.00
100.OQ
80.00
60.00
40.00
20.00
0 n0
L. .v
0 5 10 15 20 25 30 35 40
dime (min)
Hyd No. 5 Hyd No. 2 Hyd No. 3

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Hydr®graph \/olume = 166,568 cult
°~ S ~~
Q (CfS)
140.00
120.00
100.00
so.oo
00.00
40.00
20.00
~ 00
Q (cfs)
140.00
120.00
100.00
so.oo
60.00
40,00
20.00
0 On
~, v
0 5 10 15 20 25 30 35 40
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 3

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Hydraflow Hydrographs by Intelisolve
Hyd. ~!®® 6
BMP 1 WITH OFFSITE
Hydrograph type =Reservoir
Storm frequency = 2 yrs
Inflow hydo No, = 5
Reservoir name = BMP 1 WETLAND
Storage Indication method used
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0.0
~ ~T O~F~~
Hyd. No, 5 -~ 2 Yr
Tuesday, Nov 28 2006, 3:1 PM
Peak discharge = 35.95 cfs
Time. interval = 1 min
Max. Elevation = 275.25 ft
Max, Storage = 103,599 cuff
Hydrograph Volume =.116,369 cult
0 (cfs)
120.00
100.00
80.00
60.00
40,00
20.00
0.00
16.5
Time (hrs)
1:5 3.0 4.5 6.0 7.5 9.0 1 0.5 12.0 1 3.5 1 5.0
Nyd No. 6 Hyd No. 5 "' Req. Stor = 103,599 cuff

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Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:2 PM
Hyd. ®.
SMP 1 WITH ®FFSITE
Hydrograph type =Reservoir Peak discharge = 54.90 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No, = 5 Max. Elevation = 275.63 ft
Reservoir name =SMP 1 WETLAN® Max. Storage = 121,227 tuft
Storage Indication method used.
Q (cfs)
140.00
120.00
100,00
so.oo
60.00
40.00
20.00
0 n0
P ~ ATH ~E6TE
Hyd. Nc. 6 __ 10 Yr
Hydrograph Volume = 153,596 cult
Q (cfs)
140.00
120.00
100.00
so.oo
60.00
40.00
20.00

..~ 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
Time (hrs)
Hyd No. 6 Hyd No. 5 ~ i~? }~ Req. Stor = 121,227cuft

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Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:3 PM
Pond loo. 1 - BNIP 1 ~ETLAtdD
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 (tuft)
0.00 273.00 40,453 0 0
4,00 277.00 51,655 184,216 184,216
culvert / ®r ifice Structures Weir Structu res
t~l [~l [D] [Dl I~] €~] [~~ €D)
Rise (in) = 36.00 4,00 0.00 0.00 Crest Len (ft) = 16.00 15.00. 0.00 0.00
Span (in) = 36.00 4.00. 0.00 0.00 Crest EI. (ft) = 274.50 276.20 0.00 0:00
No. Barrels = 1 1 0 0 weir Coeff. = 3,33 2.60 0.00 0.00
Inert 1=1. (ft) = 270.00 273.00 u.00 0.00 we'sr Type =Riser Broad °°- ---
Length (ft) = 74.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 0.10 0.00 0,00 0.00
~-Value = .013 .013 .000 ,000
®rif, Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Bxfiltration = 0.000 in/hr (Contour) Tailwater Blev. = 0.00 ft
,. Ncte: Culvert/t~rifice outflows have been analyzed under Inlet u~nd eutl<<~oncr..->;_
Stage (ft)
4.00
3.00
2.00
1.00
0 00
Stage /Storage
Stage (ft)
4.00
--__ I
3.00
2.00
1.00
0 00
0 40,000 80,000 120,000 160,000 200.000
Storage Storage (cult)

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Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:3 PM
Pond N®, 'E - AMP 1 VOIETL~lND
Pond Data
Pond storage is based on known contour areas. A verage end area method used,
stage I Storage Tahle
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage {tuft) dotal storage (cult)
0.00 273.00 40,453 0 0
4.00 277.00 51,655 184,216 184,216
C~lamert / ori fice Structa~lrea ~i9eir Stru~tl~res
E~~ €~] fC~ [Dl [~l Eel ECl [®l
Rise (in) = 36.00 4.00 0.00 0.00 Crest Len (ft) = 16.00 15.00 0.00 0.00
Span (in) = 36.00 4.00 0.00 0.00 Crest EI. (ft) = 274.50 276.20 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert EI. (ft) = 270.00 273.00 0..00 0.00 ®~1eir Type =Riser Broad --- ---
Length (ft) = 74.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope {°/®) = 0.10 0.00 0.00 0.00
N-Value = .013 .013 ,000 .000
®rif, Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
... ... ... - - ~ Pdote: Calver+IC3. i~ire o't wr Lave beer• analyzed under Inlei and ou4let control.
Stage (ft)
4.00
3.OU
2.00
1.00
0 00
Stage /Discharge
~.
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--
~ ~
_ _... _ _ ~
~ ~ ~ _ if
I _ I
Stage (ft)
4.00
3.00
2.00
1.00
0 00
0.00 10.00 20.00 30A0 40.00 50.00 60.00 70.00 80.00 90.00 100,00 110.00
Total Q Discharge (cfs)

~~

NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3,00
Outlet velocity (fps) 7077
Apron length (ft) 1$00
AVG DIAil~ S°fON~ 1'1iIOKN~SS
(inches) CLASS (inches)
3 A 9
» 6 B 22
t~ ~3 or 1 ~~
23 2 27

__
Hydraflow Hydrographs by Intelisolve fJlonday, Jan 8 2067, 9:6 AM

SMP 1 POST DEVELOPMEf~T
Hydrograph type = SCS F2unoff Peak discharge = 64.22 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 28.000 ac Curve number = 83
Sarin Slope = 6.0 % ~[ydrau[ic length = 650 ft
Tc method = SAG Time of conc. (Tc; = 8.36 min
Total precip. = 3.00 in Distribution =Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 147;029 cuff

Hydraflow Hydrographs by Intelisolve Monday, Jan 8 2007, 9:6 Af~i
Eby. [~~® ~ .
Bf~/iP 1 PGST D~~IELOPMENT
Hydrograph type SCS Runoff Peak discharge = 148,99 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area 28.000 ac Curve number = 83
Sarin Slope = 6.0 % Hydraulic length = 650 ft
Tc method = LAG Time of conc. (Tc) = 8.36 min
Total precip. = 5.25 in Distribution = Type ii
Storm duration - 24 hrs Shape factor = 484
Hydrograph Volume = 345,694 tuft
~T
Q (cfs) E-lyd. NO. 30 __ 10 Yr Q (Cfs)
160.00
140.00
120.00
100.00
80.00
60.00
~-o.~a
20:00
0 0~
160.00
140.00
120..00
100.00
X0.00
60.00
40.00
2a.o0
Q~
~.
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 30 ~ l"ime (hrs)

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Hydraflow Hydrographs by Intelisolve Monday, Jan 8 2007, 9:6 AM
~. ~~s '~
BMP1 R®UTlI~~ SCS
Hydrograph type Reservoir Peak discharge ~ 5°70 cfs
Storm frequency = 1 yrs Time interval ~ 2 min
inflow hydo X10, 30 Max, elevation - 274°69 ft
Reservoir name SMP 1 \/\l~`~LA~C? ..Max. Storage ®77,031 tuft
Storage Indication method used.
Q (cfs)
70.00
60.00
50.00
40.00
30°00
20,00
10.00
0.00
0
Hydrograph Volume = 1x3,193 Daft
10 19 29 39 48 5$ 68 77
Nyd Rlo. 31 Nyd No. 30 ~!~ ~ Req, Stor = 77,681 cuff
87
~ (cfs)
10.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
97
Time (hrs)
I-Iyrl, P~I~. 31 mP 1 ~'r

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Hydraflow Hydrographs by Intelisolve Monday, Jan 8 2007. 9:6 AM
~~~a ~.
~IVIP1 R®UTING SCS
Hydrograph type =Reservoir Peak discharge = 66.08 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 30 fViax. Elevation = 276.06 ft
Reservoir name = ~(~P 1 ~/ETL~C~~ k~ax. Storage = 140,763 cult
Storage Indication method used.
Q (CfS~
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20. C0
0.00
0 3 5 8
Hyd No. 31
Hydrograph Volume = 331,263 Daft

4,00
3,00
2M
J'(J@ U
0'00
Top of pohA
El<,;v. 27TAO
ilvA - T4,0 U of 36.0 in P 010%
UIP I -WETLAND
MOO ft, Bro<f croattd v
)Altirb - Egg v, 276,20
gr
r
Si& �Iop4 �wtri-qt from xwow,,. -(29')'
Schematic only. Not for construction.
Hydraflow Hydrographs Pond Draw Project: 06-4066 ponds.gpw Monday, Jan 8 20070 4:06 PM

2
MINIMUM NORMAL POOL CALCULATIONS
Total Area 30.92 ac iI~iCLi~®ES ®FF~IT~ ®F 3.69 ac.
Impervious Areas SA/DA= 1.25 % per table 3.3-1 NC State BMP
Building 4,19 ao Manual -aft Pond Depth
roads-parking 4.59 ac Min. SA= 0.387 ac
sidewalk-patio 0.63 ac min, required 16936 sgft 0.39 acre
total 9.41 ac provided 18922 sgft
irr~parrri®ua 30.4 °l®
1°° Rainfall ®raw ®®~rn ~alcuiafi®~
Drainage Area 30.92 ac
Impervious 30.4
Pdriu~J.P. elev .fit
Rain 1 in
CND 98
CN2 98
CN3 98
CND 84
CN5 ~`
CN Average 88
Volume
s=(1000/CN)-10
Volume
Depth at calculated NP
Depth at provided NP
Draw Down
~d
9
H
time
O
O=CdA sq(2gH)
4.19 ac
4.59 ac
0,63 ac
21.51 ac
0 ac
30.92 ac
1.33
0.26 in
29295 cuff
1.7 ft
1.5 ft
0.6
32.2 ft/s
1.5 ft
48 hrs 172800 seconds
0.1695 cfs volume/time
A 0.0283 sq-ft
4.075 sq-in
~,-.. :: , .. 2.57 i
~_v___.__~_
Minimum Normal Pool Surface Area 1" Rainfall Draw Down Calculations

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Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
P®ST DEVEL®P BMP 2 ®A
Hydrograph type =Rational
Storm frequency = 2 yrs
®rainage area = 30.220 ac
Intensity = 5,032 in/hr
1DF Curve =Raleigh-~urhamol~F
Tuesday, Nov 28 2006, 3:5 PM
Peak discharge = 98.84 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by lJser = 8,00 min
Asc/Rec limb fact = 2.5/2.5
Hydrograph Volume = 118,606 tuft
Q (cfs) Hyd, nln, ? -- 2 Yr
100,00
80.00
60.00
40.00
20.00
0.00
0 5
Hyd No. 7
Q (cfs)
100.00
80.00
60.00
40.00
20.00
0.00
10 15 20 25 30 35 40
Time (min}

rr
Hydraflow Hydrographs by Inteiisolve ~ Tuesday, Nov 28 2006, 3:5 PM
Hyd. N®. 7
P®ST DEVELOP BMP 2 DA
Hydrograph type =Rational Peak discharge = 126.70 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area ®30.220 ac Runoff coeff, = 0.65
intensity = 6,450 in/hr Tc by lJser = 3.00 min
!DF ~u!ve =Raleigh-Durham.IDF Asc/Rec limb fact = 2.5/2,5
Hydrograph Volume = 152,044 tuft
Q (cfs)
A AA AP1
v,vv
0
T
H}~d, Ho. 7 -m 10 Yr
5 10 15 20 25 30 35
Hyd No. 7
0 (cfs)
+I A!1 !1!l
v.vv
40
Time (min)

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Hydraflow Hydrographs by Intelisolve
yd. o. 9
BMP 2 N® ®FFSITE
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No~ = 7
Reservoir name = BMP 2 V~/ETLAN®
Storage Indication method used
Q (cfs)
100.00
80.00
60.00
40.00
20.00
0.00
0.0
Tuesday; Nov 28 2006, 3:5 PM
Peak discharge = 19,50 cfs
Time interval = 1 min
Maxo Elevation = 278.05 ft
Max. Storage = 103,405 cuff
Hydrograph Volume = 118,595 cult
1.2 2.3 3.5 4.7 5.8 7.0 8.2 9.3 1 0.5 11.7
Hyd No. 9 Hyd No. 7 ~~TTi Req. Stor = 103,405 cuft
Q (cfs)
100.00
80.00
60.00
40.00
20.00
i1.vJ
12.8
Time (hrs)
2 F~~TE
Hyd. Ho. q -- 2 Yr

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Hydraflow Hydrographs by Intelisolve ~ Tuesday, Nov 28 2006, 3:5 PM
y. No. 9
BMP 2 NO OFFSITE
Hydrograph type Reservoir Peak discharge = 35.91 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 7 Max. Elevation = 278.81 ft
Reservoir name = BMP 2 VVETLAN® Max. Storage = 122,956 cuft
Storage Indication method used. Hydrograph Volume = 152,033 ouft
P 2 P ~°C
Q (Cfs) Held. Ho. 9 ~® 10 Yr Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
c o0
140.00
120,00
100.00
80.00
60.00
40.00
20.00
n 00
V.
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 1 0.0 11.0
Time (hrs)
Hyd No. 9 Hyd No. 7 ~L~T_CT Req. Stor = 122,956 cuft

r r !
Hydraflow Hydrographs by Intelisolve
Hyd. No.
BMP 2 ®FFSITE ®A
Hydrograph type = Rational
Storm frequency = 2 yrs
®rainage area = 3.690 ac
Intensity = 30922 in/hr
I®F curve = Raleigh-®urham,l®F
Tuesday, Nov 28 2006, 3:5 PM
Peak discharge = 5,79 cfs
Time interval = 1 min
Runoff coeffa = Oo4
Tc by lJser = 15.00 min
PsclRec limb fact = 1!1
Hydrograph Volume = 5,210 cuff
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1,00
0 0~
2 F STS
!-!yd. No. ~ -- 2 Yr
~ _._ __
0 (cis)
6.00
5.00
4.00
3.00
2.00
1.00
0 n0
4 0 5 10 15 20 25 30 v
Hyd No. 8 Time (min)

r r l
Hydraflow Hydrographs by Intelisofve
Hyd. No. ~
BMP 2 OFFSITE DA
Hydrograph type = Rational
Storm frequency 10 yrs
Drainage area = 3.690_ ac
Intensity = 5.194 in/hr
IDF Curve = Raleigh-Durham.iDF
Tuesday, Nov 28 2006, 3:5 PM
Peak discharge = 7.67 cfs
Time interval = 1 min
Runoff coeff. = 0.4
Tc by lJser = 1 x,00 min
Asc/Rec Limb fact = 1/1
Hydrograph Volume = 6,900 cuff
Q (CfS)
8.00
6.00
4.00
2.00
0.00
0
5 10 15 20 25
Hyd No. 8
I-Iyr~, Nn, R _- 1 fl Yr
Q (CfS)
8.00
6.00
4.00
2.00
0.00
90
Time (min)

r r I
Tuesday, Nov 28 2006, 3:6 PM
Peak discharge = 102.70 cfs
Time interval = 1 min
Hydrograph Volume = 123,816 tuft
Q (cfs)
120.00
100.00
80.00
60.00
40,00
20.00
0.00
0
~T ~~T
I--lyd. No. 10 mm 2 yr
5
Hyd No. 10
10 15
Hyd No. 7
20 25
Hyd No. 8
30 35
0 (cfs)
120.00
100.00
80.00
60,00
40.00
20.00
0.00
40
Time (min)

r ra 1
Tuesday, Nov 28 2006, 3:6 PM
Peak discharge 131.81 cfs
Time interval = 1 min
Hydrograph Volume = 158,944 cult
Q (CfS}
~.~~
0
I~°H FFi!T IPL
Hyd, Nn, 1 n em 1(1 yr
Q (cfS}
v,~v
5 10 15 20 25 30 35 40
Time (min}
Hyd No. 10 Nyd No. 7 Hyd No. 8

r~ i
Hydraflow Hydrographs by Intelisolve
Hyd, No. 11
BMP 2 INFLOW WOFFSITE
Hydrograph type =Reservoir
Storm frequency = 2 yrs
inflow hyd. No. = 10
Reservoir name =BMP 2 WETLPdNC~
Storage Indication method used
Tuesday, Nov 28 2006, 3:6 PM
Peak discharge ®22.23 cfs
Time interval = 1 min
Max. Elevation = 278,16 ft
Max, Storage = 106,344 cuft
Hydrograph Volume = 123,805 cult
2 ~NF~O FF ICE
Q (cfs} I~vd, ~c. ~ 1 ®~ 2 Yr Q (cfs)
120.00
100.00
80.00
60.00
40.00
20,00
n C~ .
120.00
100.00
80.00
60.00
40.00
20.00
0 ~0
v 0.0 1.2 2.3 3.5 4.7 5.8 7.0 8.2 9.3 1 0.5 11.7 12.8
Time (hrs)
Hyd No. 11 Hyd No. 10 ~~~~ Req. Stor = 106,344 cuft

r ra ~
Hydraflow Hydrographs by Intelisolve ~ Tuesday, Nov 28 2006, 3:6~PM
Fiy. Flo. 11
BMP 2 INFL®W W®FFSITE
Hydrograph type =Reservoir Peak discharge = 38.00 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 10 Max. Elevation = 278.96 ft
Reservoir name =BMP 2 WETLAN® Max. Storage _ 126,786 cuff
Storage Indication method used,
Hydrograph Volume = 15$,934 cuff
F~ F- ~~'
Q (CAS) NCH flip. 11 __ 1f~ Yr Q (cfs)
140.00
12.0.00
100.00
80.00
60.00
40.00
20.00
0 On
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 nn
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .vv
Time (hrs)
Hyd No. 11 Hyd No. 10 ' ~~~ i~il~ Req. Stor = 126,786 cuff

0
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Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:6 PM
Pond Noo 2 - ~11~P 2 WETLA~[J
Pond Data
Pond storage is based on known oontour areas. Average end area method used:
Stage /Storage TabCe
Stage (fit) Elevation (ft) Contour area (sgft) Incr. Storage {cult) Total storage (cult)
0.00 274.00 18,922 0 0
7.00 28L00 32,198 178,920. 178,920
~uBVert / ®r9$iCe StrllCtllreS V~eir Struoture~
[~] [~] [~l E®D [~l ~~~ [~] [~~
Rise (in) = 24.00 12.00 0.00 0.00 Crest Len (ft) = 14.00 20.00 0.00 0.00
Span (in) = 24,00 12.00 0.00 0.00 Crest EI. (ft) = 277,70 280.00 0.00 0.00
No. Barrels 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert EI. (fit) = 271.00 274.00 0.00 0,00 `~`>2ir Type = i'?iser goad --- ---
Length (ft) = 87.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
SI®pe (ora) = 0.10 0.00 0.00 0.00
N-Value = .013 .013 .000 000
®rifi. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration ® 0 .000 inlhr (Co ntour) Tailwater Elev. = 0.00 ft
- - Note: CulvertlOrifice outflows have been analyzed under inlFSi and outlet conir'ol.
Stage (ft)
8.00
6.00
4.00
2.00
0.00
0
Stage i Storage
40;000 80,000
Storage
120,000
160,000
Stage (ft)
8.00
6.00
4.00
2.00
0.00
200,000
Storage (cult)

® e
Hydraflow Hydrographs by Intelisolve
Pond No. 2 SMP 2 ~VE~LAtJD
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 (tuft) Totai storage (tuft)
0.00 274.00 18,922 0 0
7.00 281.00 32,198 178,920 178,920
Tuesday, Nov 28 2006, 3:6 PM
CuBvert / rifice Struot~area
~~] ~~l E~] [®]
Rise (in) = 24,00 12.00 0.00 0.00
Span (in) = 24.00 12.00 0.00 0.00
No. (3arrels 1 1 0 0
Invert EI. (ft) = 271.00 274.C0 0.00 0.00
Length (ft) = 87.00 0.00 0.00 0.00
dope (%) = 0.10 0.00 0.00 0.00
N-lfalue = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No
weir Strl~ct~res
t] [~~ [~l ED1
Crest Len (ft) = 14.00 20.00 0.00 0.00
Crest EI. (ft) = 277.70 280.00 0.00 0.00
Vdeir Coeff. = 3:33 2.60 0.00 0.00
.~le'sr Tyke T .Kiser Sroad -~_ eo®
Multi-Stage =Yes No No No
Exfiltration ® 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
- - Note: Culvertlf.3ri`ice outflows have bc;en analyzed un~.;er inlet and outlet control.
Stage (ft)
8.00
6.00
4,00
2.00
n nn
v Vvo.oo
10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00
Discharge (cfs)
Total Q

~1l~II' 2
1l~IP IJTFL®i~-I2IP P I~ESII~
NRCD Land Quality Section
NYDOT Dissipater Design Results
Pipe diameter (ft) 2.00
Outlct velocity (fps} 12.10
Apron length (ft) 12.00
A`JG DIAPvI STONE. THICi~NESS
~incl~es) CLASS (inches}
J A 9

» 6 ~ 22
i 3 i
~ 22
er ,
23 2 27

~~- ~ ~ ~ ~~

__ _ _.
~$
Hydraflow Hydrographs by Intelisolve Monday, Jan 8 2007, 9:7 AM
Hy~v ~~m
BMP 2 POST DE`JEL®PMENT
Hydrograph type = SCS Runoff Peak discharge = 65.84 cfs
Storm frequency = 1 yrs Time interval = 3 min
drainage area = 30,220 ac Curve number. = 83
Basin Slope = 6.0 % Hydraulic length = 650 ft
Tc method =LAG Time of conc. (Tc) = 8.36 min
Total precip. = 3.00 in ®istribution =Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 148,768 cufit
Q (efs) f-1y~i, Ivn, 32 ~- 1 yr 0 (Cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
~ 00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 0~
v, V
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 32 Time (hrs)

_ _ __ _ _
~` C .
Hydraflow Hyclrographs by Intelisolve
®. 3
BMP 2 P®ST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 30.220 ac
Sasin Slope = 6.0 ®/o
Tc method =LAG
Total precip, = 5.25 in
Storm duration = 24 hrs
Peak discharge = 153.06 cfs
Time interval = 3 min
Curve number = 83
Hydraulic length = 650 ft
Time of conc. ;Tc) = 8,36 min
Distribution = Type it
Shape factor = 484
Hydrograph Volume = 349,784 euft
T ~P
Q (cfs) ~~~~ ~!o. 32 _~ 10 Yr ~ (cfis)
...
160.00
140.00
120.00
100.00
80.00
60:00
40.00
20.OC
n ~~
r
16C.00
140.00
120,00
100.00
80.00
60.00
40.00
20.00
0 nn
~. .~..
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
~iyd No. 32

__
t` C
Hydraflow Hydrographs by Intelisolve Monday, Jan 8 2007, 9;7 AM
F~yd. ~. 3
BMP 2 ROUTING SCS~
Hydrograph type Reservoir Peak discharge ®6.13 cfs
Storm frequency 1 yrs Time interval 3 min
Inflow hyd, No. 32 Max. Elevation ®277.05 ft
Reservoir name = SMP 2 V\fETLP,N~ Max. Storage = 77,342 tuft
Storage Indication method used, Hydrograph Volume = 147,149 Duff
R ~~

__. _ __ __
C C ,
Hydraflow Hydrographs by Intelisolve
Hyd. ®. 33
BMP 2 r®UTIN~ SCS
Hydrograph type =reservoir
Storm. frequency = 10 yrs
inflow hyd. No. 32
reservoir name = M~ 2 VVETE~N~
Peak discharge = 47.02 cfs
Time interval = 3 min
Max. Elevation = 280.03 ft
Max. Storage = 154,068 cuff
Storage Indication method used.
~T~~
Q (cfs) Hyd. Nc. 33 __ 10 Yr
160.00
140.00
120.00
100.00
80.00
60.00
40.Oo
20.00
a Oa
Hydrograph Volumed 348,153 cufk
0 3 5 8 10 13 15 18 20 23
fr•yd No. 33 Hyd No. 32 ~ `' Req. Stor = 154,068 cuft
~ (cfs)
160.00
140.00
120,00
100.00
80.00
60.00
40.00
20.00
0.00
25
Time (hrs}

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1`° Rairfall ®ravv down Ca9cc~latiion
Drainage Area 14.77 ac
Impervious 40.1
r`°irtt~ N.r . Kiev ft
Rain 1 in
CN, 98 2. f 1 ac
CNz 98 2.87 ac
CN3 8 .0.34 ac
CND 84 8.85 ac
CN5 ~ ~} a~
CN Average 90 14.77 ac
Volume
s=(1000/CN)-10
RD=~P~o.2s)2i~P+o.Bs)
Volume
Depth at calculated NP
Depth at provided NP
Draw Down
Cd
g
H
time
Q
Q=CdA sq(2gH)
1.16
0.31 in
16413 tuft
1.8 ft
0.8 ft
0.6
322 ft/s
0.8 ft
48 hrs 172800 seconds
0.095 cfs volume/time
A 0.0217 sq-ft
3.128 sq-in
D~~mefer ~.u
Minimum Normal Pool Surface Area 1" Rainfall Draw Down Calculations

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Hydraflow Hydrographs by Intelisolve ~ Tuesday, Nov 28 2006, 3:10 PM
Hyd. ~Vo. 1.2
POST DEVELOP SMP 3 DA
Hydrograph type =Rational Peak discharge = 48.31 cfs
Storm frequency = 2 yrs Time interval = 1 min
.Drainage area = 14.770 ac Runoff coeff. = 0;65
Intensity = 5.032 in/hr Tc by User = 8x00 min
IDF Curve =Raleigh-Durham.IDF Asc/Rec limb fact = 205/2,5
Hydrograph Volume = 57,968 cult
Q (CfS)
Hyd. ~Jo. 12 m- 2 Yr
50.00

40.00
30.00
20.00
10.00
0.00
Q (CfS)
50.00
40.00
30.00
20.00
10.00
0 00
0 5 10 15 20 25 30 35 40
Time (min)
Hyd No. 12

rr I
Hydraflow Hydrographs by Intelisolve ~ Tuesday, Nov 28 2006, 3:10 PM
ley o. 12
POST DEVELOP E~MP 3 DA
Hydrograph type =Rational Peak discharge = 61.93 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 14.770 ac Runoff coeff, = 0.65
Intensity = 6.450 in/hr Tc by lJser = 3.00 min
IDF Curve =Raleigh®Durham.IDF Asc/Rec limb fact = 2.5/2.5
Hydrograph Volume = 74,311 cult
T
0 (cfs} Hyd. N®. 12 -- 10 Yr
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 5 10 15 20 25 30 35
Hyd No. 12
Q (cfs)
70.00
60:00
50.00
40.00
30.00
20.00
10.00
0.00
40
Time (min)

r r I
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3'70 PM
yel. tVo. 13
BIVIP 3 ROUTIf~G
Hydrograph type = Reservoir Peak discharge = 0.34 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 12 Max. Elevation = 261.16 ft
Reservoir name = Bii/1P 3 WETLAND flax, Storage = 57,496 tuft
Storage Indication method used,
Q (cfs)
50.00
40,00
30.00
20.00 -
10.00 -
0.00 -'
0
U~~
Hyd. N~, 13 -- 2 Yr
Hydrograph Volume = 42,447 cult
5 10 15 19 24 29 34 39
Hyd No. 13 Hyd No. 12 ~T1~ ~~(~l'~~ Req. Stor = 57,496 cuft
Q (cis)
50.00
40.00
30.00
20.00
10.00
0.00
44 48
dime (hrs)

r rah
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:10 PM
Fly. ®. 1
BMP 3 ROUTING
Hydrograph type Reservoir Peak discharge = 1.37 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. 12 Max, Elevation = 261.75 ft
Reservoir name = BMP 3 WETLAND Maxo Storage = 73,344 tuft
Storage Indioation method used,
Q (cfs)
70.00
60:00
50, 00
40.00
30.00
20.00
10.00
0.00 -
0
Hydrograph Volume = 53,369 tuft

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Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:11 PM
Pond No. 3 - BiIAP 3 VVETLAN~
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) Tota! storage (tuft)
0.00 259.00 19,900 0 0
6.00 265.00 33,416 159,948 159,948
Culvert / ®rifice Structures Weir Structures - ---
[~~ [B] €C] [~l [~l EB] Eel f~]
Rise (in) = 24.00 3.00 .0.00 0.00 Crest Len (ft) = 15.00 15.00 0.00 0.00
Span {in) = 24.00 3,00 0.00 0.00 Crest EI. (ft) = 261.90 264.00 0.00 0.00
tdo. Barrels = 1 1 0 0 Vi/eir Coeff. = 3.33 2.60 0.00 0.00
I .e.a !. (ft)
n! E = 55 0
2 0 59 n
2 .vC „ „~
v.vv
0.00
vv sr T cgr
a-- ype = Ri.. goad .,_~ ,_e
Length (ft) = 76.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
slope (~~o) = 0.10 o.no o.oo 0 00
R-Value = .013 .013 000 000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration o 0.000. in/hr (Co ntour) Tailwater Elev. = 0.00 ft
- Pdote: CuiverflGrifice outflows nave beers analyzed under inlet end outict rrontrol.
Stage (ft)
6.00
5.00
4:00
3.00
2.00
1.00
0.00
Stage /Storage
I - _ -
~_ ~ ..
~ ~ .-
-
rt ~
- i
- _ .._ _ ~
_ _

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- - __ I

-
_ _I-
-
ff
0 30,000. 60,000 90,000 120,000 150,000
Siorage
Stage (ft)
6.00
5, 00
4.00
3.00
2.00
1.00
0.00
180, 000
Storage (tuft)

Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:11 PM
P®nd iV®. 3 m ~A~IP 3 W~TLARl~
Pont! 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 (cuftj Total storage (cult)
0.00 259.00 19,900 0 0
6.00 265.00 33,416 159,948 159,948
Culvert / ®rifice Structures
[~l [l [~] f®)
rise (in) = 24.00 3.00 0.00 0.00
Span (in) = 24.00 3.00 0.00 0.00
No. Barrels = 1 1 0 0
a~eVcli ~!. (ft) = 256.00 259.^v0 y,v~ ii,iJO
Length (ft) = 76.00 0.00 0.00 0.00
Slope (®/o) = 0.10 0.00 0,00 0.00
N-\/alue .01.3 .013. .000 .000
®rif. Coeff. _ 0.60 0.60 0.00 0.00
lR~uiti-Stage = n/a Yes No No
Weir Structures
E~3 [l ~~l ~~l
Crest Len (ft) = 16,00 15.00 0.00 0.00
Crest EI. (ft) 261.90 .264.00 0.00 OAO
Weir CoefP. = 3.33 2.60 0.00 .0.00
weir?ype =Riser Broad _ _ _,
nfiulti-Stage =Yes No No No
Exfiiltration = 0.000 in/hr (Contour) Tailwater 1=1ev. = 0.00 ft
- - -- --
- ~ ~ ~ - - - --- ~ ~ NoEe~: CuIveNOrifice outflows have been analYZatl under inlet and out et control
Stage (ft)
6.00 T
5.00
4.00 ~-
3.00 ~-
2.00
1.00 ~
o.o0 1-
Stage / ®ischare stage (ft)
6.00
_...
i
i j_ I 5.00
--r- i i
_ _ -~-i- 4,00
I I __
i ~ _ I- L ~ I f~f ~ 3.00
~ ~ _ 1
- - - ~ - __
~ - ~ I I ~- 2.00
I
~ ~ i_ ~ _ I~
I 1 I -t i 1.00
j - -: L
I I I ! ~ j_ i-__ _I _ i I _ _I o 00
0.00 8.00 16.00 24.00 32:00 40.00 48.00 56.00 64.00 72.00 $0.00 88.00
Discharge (cfs)
Total Q

~1~~ ~

NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 2.00
Outlet velocity (fps) 1.76
Apron length (ft) 8.00
A~CJ DiAM
(inches)
S i ONE
cf,ASS
~rIICRNESS
(inches)
3
6
iJ
23
A
13
or1
2
9«
22
"2
27

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Hydraflow Hydrographs by Intelisolve
F~~o ®.
EMP 3 PGST ®EVELOPMENT
_ _ __
Monday, Jan 8 2007, 9:8 AM
Hydrograph type = SCS Runoff Peak discharge = 32,1 ~ cfs
Storm frequency = 1 yrs Time interval = 3 min
drainage area ®14.770 ac Curve number = 63
Sasin Slope 6.0 % Hydraulic length = 650 ft
Tc method =LAG Time of conc. (Tc) = 3.36 min
Total precip, = 3,00 in ®istribution =Type 11
Storm duration = 24 hrs Shape factor = 464
Hydrograph Volume = 72,710 cult
5~ E~~,~1~ ~ El~

.......................... .........
__ __ __ __
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Hydraflow Hydrographs by Intelisolve
~~rd. l~c~. 3
Bf~P 3 P®ST DEVELOPf~IEf`!T'
Hydrograph type = SCS Runoff
Storm frequency 10 yrs
®rainage area _ 14.770 ac
Basin Sl®pe = 6.0
Tc method =LAG
Total precip. = 5.25 in
Storm duration = 24 hrs
Monday, Jan 8 2®07, 9:8 AM
Peak discharge = 74.$1 cfs
Time interval = 3 min
Curve number. _ $3
l-lydraulic length = 650 ft
Time of conc. (Tc) _ $.36 min
®istribution =Type 11
Shape factor 4$4
Hydrograph Volume e 170,957 tuft
P PS~° ~~EL R E
0 (ofs) Q (cfs)
Fiyd. Ro. 34 ~~ 10 Yr
80.00 __I
-: -
70.00 i ---~-
60.00 -a--- -
I
50.00 -j i -
4 ~ ~~
0 00 --~-
30.00 -t-
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20.00
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0.00 II
0 3 5
Hyd No. 34
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i f -~ ~
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_._ _.. _ °-~ ~ 0.00
8 10 13 15 18 20 23 25
Time (hrs)

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Hydraflow Hydrographs by Intelisolve Monday, Jan 8 2007; 9:14 AM
~E~ ®. 3
~13MP 3 ROUT114G ACS ,
Hydrograph type =Reservoir Peak discharge = 0.30 cfs
storm frequency = 1 yrs Time interval = 3 min
Inflow hyd. No, = 34 Max. Elevation = 261,45 ft
Reservoir name = AMP 3 V~(ETLP,t~® Max. storage = 65,276 cuff
Storage Indication method used. Hydrograph Volume ~ 57,830 cufk
Q {cfS~
35.00
30.00
25.00
20.00
15.00
10,00
5.00
0.00
0
Q (cfs}
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
15 29 44 58 73 87 102 116 131 145
Time (hrs)
Nyd No. 35 Hyd No. 34 ~ ,_' Req. Stor = 65,276 cuft
~iyd. N~. 35 mm 1 Yr

. ~ . e
H
ydraflow
H
ydrographs by Intelisolve
}
~
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SMP 3 R®UTiNG SGS
Hydrograph type =Reservoir
Storm frequency = 10 yrs
infio~ hyd. Flo. = 34
Reservoir name =SMP 3 ~VETLA~®
Storage Indication method used
Q (CfS)
80.00
7®.®®
50.00
50.00
40.00
30.00
20.00
10 00
0.00
0
T~
F-I Jirl , Nn, 35 __ 1 Q Vr
Monday, Jan 8 2007, 9:14 AM
Peak discharge = X7.33 cfs
Time .interval = 3 min
Max. Elevation ®262.32 ft
Max. Storage ®88,373 cuft
Hydrograph Volume = 155,345 Daft
Q (CfS)
80.00
70.00
50.00
50.00
40.00
30.00
20.00
0.00
0,00
30
Time (hrs)
3 5 9 12 15 18 21 24 27
Hyd No. 35 Nyd No. 34 = ~ Req. Stor a 88,373 cuft

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MINIMUM NORMAL POOL CA LCULATIONS
Total Area 24.38 ac IhICLl1®E~ ®FFSIT'E ®F 0.64 ac.
Impervous Areas SA/DA= 1.58 % per table 3.3-1 NC State BMP
Building 3.54 ac Manual -aft Pond Depth
roads-parking 3.58 ac Min. SA= 0.385 ao
sidewalk-patio 0.49 ac min. required 16779 sgft 0.39 acre
total 7.51 ac provided 34270 sgft 0.79 acre
°/® Ir~pervl~us 31.2 ®/®
1" Rainfall ravv C®uvn Calculati®n
Drainage Area 24.3° ac
Impervious 31.2
°~,~;u; : ~. ei~v ft
Rain 1 in
CND 98 3.54 ao
CNz 98 3.08 ac
CN3 98 0.49 ao
CN4 84 16.77 ac
CN5 0 0 ac
CN Average 88 24.38 ac
Volume
s=(1000/CN)-10
volume
Depth at calculated NP
Depth at provided NP
Draw Down
C~
9
H
time
O
O=CdA sq(2gH)
1, 32
0.26 in
23403 tuft
1.4 ft
0.7 ft
0.6
32.2 ft/s
0.7 ft
48 hrs 172800 seoonds
0.1354 cfs volume/time
A 0.0340 sq-ft
4.901 sq®in
~F~f~-:~~~.~. 2.92
Minimum Normal Pool Surface Area 1" Rainfall Draw Down Calculations

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Hydraflow Hydrographs by Intelisolve
Hyd. o. 1
P®ST ®EVEL®P BNIP 4 ®A
Hydrograph type =Rational
Storm frequency = 2 yrs
®rainage area = 23.740 ac
Intensity = 5.032 in/hr
IMF Curve =Raleigh-®urham.l®F
Tuesday, Nov 28 2006, 3:18 ~PM
Peak discharge = 77.64 cfs
Time interval = ~ min
Runoff coeff. = 0.65
Tc by User = 8.00 min
Asc/Rec limb fact = 2.512.5
Hydrograph Volume = 93,173 cult
~4
Q (cfs) Hyd. No. 14 -- 2 Yr
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
~ ~ ~ ~ ~ I f
0 5 10 15 20 25 30 35
Hyd No. 14
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30,00
2®.00
0.00
0.00
40
Time (min)

r r
Hydraflow Hydrographs by Intelisolve ~ Tuesday, Nov 28 2006, 3:18 PM
~yd. N®. 1
POST DEVELOP S6VIP 4 DA
Hydrograph type =Rational Peak discharge = 99.53 cfs
Storm frequency = 10 yrs Time interval = 1 rain
®rainage area = 23.740 ac Runoff coeff. = 0.65
Intensity = 6.450 in/hr Tc by lJser = 3.00 min
I®F Curve = Raleighm®urham,l®F Asc/Rec limb fact = 2.5/2.5
Hydrograph Volume = 119,441 cult
Q (cfs) Q (cfs)
Hyd ~I9. 14 ®- 10 Yr
1ao.oo
80.00
60.00
40.00
20.00
0.00
100.00
80.00
60.00
40.00
20.00
0 ~0
0 5 10 15 20 25 30 35 40 .v
Time (min)
Hyd No. 14

r~-r
Storage Indication method used.
Q (CfS)
80.00
70.00
60.00
50.00
40.00
30.00
20.00 -
10.00 -
0.00 -
0
Hyd. Nn. 1F -_ 2 Yr
Hydrograph Volume =.56,907 cult
Q (CfS)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
48
Time (hrs)
5 10 15 19 24 29 34 39 44
Hyd No. 16 Hyd No. 14 ~ ~~ - - Req. Stor = 90,708 cuft

r r I
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:18 PM
Flyd. IV®. 1
BMP 4 NO OFFSITE
Hydr®graph type =Reservoir Peak discharge = 18,71 cfs
Storm frequency = 10 yrs Time .interval = 1 min
Inflow hyd, No. = 14 Max, Elevation = 265.72 ft
Reservoir name =BMP 4 V~lETLA(~® Max, Storage = 108,768 tuft
Storage indioation method used, Hydrograph Volume = 82,777 cufk
Q (cfs)
100.00
80.00
60.00
40.00
20.00
O.Or -
0
~ 4 ~ FE~~'
I-Ivd. Nn. 1F -- 10 Yr
5 10 15 19 24 29 34 39
Hyd No. 16 Hyd No, 14 ??~(Ti r ;~~,~ Req, Stor = 108,768 cuft
44
Q (cfs)
100.00
80.00
60.00
40.00
20.00
0.00
48
Time (hrs)

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Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:19 PM
Hyd. N®. ~ 5
BIViP 4 OFF~ITE DA
Hydrograph type = Rational Peak discharge = 1,13 cfs
storm frequency = 2 yrs Time interval = 1 min
Drainage area = 0.640 ac Runoff coeff. = 0,45
Intensity = 3,922 in/hr Tc by User = 15000 min
IDF Curve = Raleigh®DurhamelDF Asc/Rec limb fact = 1/1
Hydrograph Volume = 1,017 cult
Q (cfs)
2.00
1.00
0.00 -~
0
4 F~°C
Hvd, fVe~. 1.5 -- 2 ~°r
Q (cfs)
2.00
1.00
_ _ ~ ~ ~ ---- --_ _ 0.00
5 10 15 20 25 30
Time (min)
Nyd No. 15

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Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:19 PM
Fiyd. too. 1
BiVIP 4 OFFSITE DA
Hydrograph type =Rational Peak discharge = 1.50 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 0.640 ac Runoff coeff, = 0.45
Intensity a 5.194 in/hr Tc by lJser = 15.00 min
IDF Curve =Raleigh-Durham.IDF /~sc/Rec limb fact = 1/1
Hydrograph volume = 1,346 cuff
~ (cfs)
2.00
1.00
0.00 -
0
4 FS~T
I-lyd, IVn~ 15 __ 10 1'r
Q (cfs)
2.00
1.00
-~- -- -- ~ - 0.00
5 10 15 20 25 30
Time (min}
Hyd No. 15

r r I
Hydrafl'ow Hydrographs by Intelisolve
y. No. 17
BMP 4 INF®1fV V\/ITH ®FFSITE
Hydrograph type =Combine
Storm frequency = 2 yrs
Inflow hydso m 14, 15
Tuesday, Nov 28 2006, 3:19 PM
Peak discharge = 78.40 cfs
Time interval = 1 min
Hydrograph Volume = 94,190 cult
4 1 F NTH OFF ITS
Q (cfs) Hyd. No. 1? -- 2 Yr Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20,00
10.00
n n0
80.00
?0.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 5 10 15 20 25 30 35 40
Time (min)
Hyd No. 17 Hyd No. 14 Hyd No, 15

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Hydraflow Hydrographs by Intelisolve ~ Tuesday, Nov 28 2006, 3:19 PM
Hyd. [~o. 17
Sf~P 4 iNFOW WITH OFFSITE
Hydrograph type =Combine Peak discharge = 100.53 cfs
Storm frequency = 10 yrs Time interval = 1 min
inflow hyds, = 14, 15
Hydrograph Volume = 120,788 cult
e i FO ITH F E~°
0 (cfs) Hyd. No. 17 -_ 10 Yr Q (cfs)
120.00 - -
_ -~
100.00 --
80.00 --
60.00
..........
40.00
i
20.00 --- ~---
0.00
0 5
Hyd No. 17
T __
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~,- _ f _ _ _ _ _ _
~ 100.00
I
'~ ~~ i ~
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-- ~ 80.00
_ ~ 60.00
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-1 _ __~ __ i __ __ ~ -~
~ _ ~ _ __ I _ _ I - _ ~ __
_.__.~~ _.__.T VU.~. 0 00
10 15 20 25 30 35 40
Time (min)
Hyd No. 14 Hyd No. 15

r r I
Hydraflow Hydrographs by Intelisolve Friday, Jun 29 2007, 1:31 PM
Hyd. IVo. 1
BMP 4 W ®FFSITE
Hydrograph type =Reservoir Peak discharge = 0.35 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 17 Max, Elevation = 265.35 ft
Reservoir name =BMP 4 WETLAN® Max, Storage = 93,690 tuft
Storage Indication method used, Hydrograph Volume = 50,261 cult
Q (cfs)
8®.®®
70.®®
60,00
50.00
40.00
30.00
20.00
10.00
O,OC
0
LIP F i°f
d l~d. V V. 18 °° 2 `~I
5 10 15 19 24 29 34 39
Fiyd No. 18 Hyd No. 17 ~~ iii Req, Stor ®93,690 cuft

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Hydraflow Hydrographs by Intelisolve Friday, Jun 29 2007, 1:31 PM
Fly. o. 1
BIVIP 41/V OFFSITE
Hydrograph type =Reservoir Peak discharge = 2.02 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 17 Max. Elevation = 265.99 ft
Reservoir name = SMP 4 !/VETLAND fVlax. Storage = 119,431 tuft
Storage Indication method used.
Q (cfs)
120.00
100,00
80.00
60.00
40.00
20.00
0.00
0
F IT
uyd. "~o. 1®-- 10 yr
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 18 Hyd No. 17 ~ iiT -i i Req. Stor = 119,431 cuft
Hydrograph Volume = 67,701 cult

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Hydraflow Hydrographs by Intelisolve Friday, Jun 29 2007, 1:31 PM
Hyd. o. 1
BMP 4 NO OFFSITE
Hydrograph type = Reservoir - Peak discharge-- _ 0,35 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 14 Max. Elevation = 265.32 ft
Reservoir name = BMP 41/VETLP,ND Max. Storage = 92,677 cuft
Storage Indication method used. Hydrograph Volume = 49,913 cult
Q (cfs)
30.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
F iIT
Hyd. ~dc. 1E -®2 `~
5 10 15 19 24 29 34 39
Hyd No. 16 Hyd No. 14 ~ ~ ,l' Req. Stor = 92,677 cuft

r r
Hydraflow Hydrographs by Intelisolve Friday, Jun 29 2007, 1:31 PM
Hyd. IV®. 16
BMP 4 NO OFFSITE
Hydrograph type =. Reservoir Peak discharge = 1.92 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 14 Maas. Elevation = 265.96 ft
Reservoir name =BMP 4 WETL,gN® Max. Storage = 11 i~,164 cuff
Storage Indication method used. Hydrograph Volume = 66,520 tuft
Q (cfs)
100.00
80.00
60.00
40.00
20.00
0.00
0
A ~T
Hyd. IVU...io-'`-' 1'U'~i C"..
5 10 15 19 24 29 34 39
Hyd No. 16 Hyd No. 14 i~~ Rea. Stor = 118,164 cuff
44
Q (cfs)
100.00
80.00
60.00
40.00
20.00
0.00
48
Time (hrs)

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Y Y 9 P Y Friday, Jun 29 2007, 1:47 PM
Pond No. 4 - ~AAP 4 iA/E7°L~4IV®
Pond ®ata
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage 7°able
Stage (ft) Elevation (ft) Contour area {sgft) Incr. Storage {cult) Total storage (cuff)
0.00 263.00 34,269 0 0
5.00 268.00 45,588 199,643 199,643
Culvert / riflce Structures
[~l [l [~] [®]
Rise (in) 24.00 3.00 0.00 0.00
Span (in) = 24.00 3.00 0.00 0.00
IVo. Barrels = 1 1 0 0
Invert EI. (ft) = 260.00 263.00 0.00 0.00
Length (ftj = 86.00 0.00 0.00 0.00
Slope (%) = 0.10 0.00 0.00 0.00
N-i/alue = .013 ,013 .000 .000
®rif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No
eir Structures
~~I ~~I ~~] I®]
Crest Len (ft) = 15.70 15.00 0.00 0.00
Crest EI. (ft) = 265.90 267.00 0.00 0.00
Weir Coeff. = 3.33 2.60 0.00 0.00
Weir Type =Riser Broad ___ ___
Multi-Stage =Yes No No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
";ote: Culvert/^rfce cutrlows have been analyzed under inlei and ouilet conirol.
stage (ft> Stage /Storage
5.00
4.00
3.00
2.00
1.00
0.00
0
40,000 80,000 12Q;Q00. 160;000-.
Storage
Stage (ft)
5.00
4.00
3.00
2.00
1,00
0.00
200, 000
Storage (cult)

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Hydraflow Hydrographs by Intelisolve Friday, Jun 29 2007, 1:48 PM
Pond FJo. 4 - i3AAP 41A/E°TLAN®
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage °Cable
Stage (ft) Elevation (ft) Contour area (sgft) Incr, Storage (tuft) Total storage (tuft)
0.00 263.00 34,269 0 0
5.00 268.00 45,588 199,643 199,643
Culvert / r ifice Structures eir Structures
[~l [I [~] [®] [~l [~] [~] f®l
Rise (in) = 24.00 3.00 0.00 0.00 Crest Len (ft) = 15.70 15.00 0.00 0.00
Span (in) = 24.00 3.00 0.00 0.00 Crest EI. (ft) = 265.90 267.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert EI. (ft) = 260.00 263.00 0.00 0.00 Weir Tvpe =Riser Broad --- ---
Length (ft) = 86.00 0.00 0.00 0,00 Multi-Stage =Yes No No No
Slope (°l®) = 0.10 0.00 0.00 0.00
N-i/alue = .013 ,013 .000 .000
®rif. Coeffa = 0,60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert~Oriiice outflows have Dean analyzed under inlet and outlet control.
Stage (ft)
5.00
4.00 -
.............._..._. _____._
3.00
j % __ __ __
2.00
......._ ..............._...__.
1.00
0.00
Stage / ischare
0.00
Stage (ft)
5.00
4.00
3.00
2.00
1.00
' 0.00
8.00 16.00 24.00 32.00 40.00 48.00 56:00 64:00- 72.00: 80:00
Discharge (cfs)
Total Q

~1VIP 4
~1VIP ~UTFL®~ I2IP P I)ESIGli~
NRCB Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 2000
®utlet velocity (fps) 6.21
Apron length (ft) x,00
AVG DIANI STi~~1E ~'~-IiCI~NLSS
(inches) CLASS (inches)
~ A 9
6 B 22
i3 r~ or 1 2i
23 2 27

~~ ~ ~ .~~'
~~ .~~

- __. __ __
__.
__
t C
Hydraflow
H
ydrogr
a
phs by Intelisolve Monday, Jan 8 2007, 9:15 AM
+
~
p
~
~, ~C~a ~~
f3MP 4 PREDEVELGPM-ENT
Hydrograph type = SCS Runoff Peak discharge = 51 a72 cfs
Storm frequency = ~ yrs Time interval = 3 min
®rainage area m 23.740 ac Curve number = ~3
Sasin Slope a 6.0 % Hydraulic length = 650 ft
Tc method =LAG Time of conc. (Tc) _ x,36 min
Total precip. = 3.00 in ®istribution =Type fl
Storm duration m 24 hrs Shape factor = 4~4
Hydrograph Volume = 116,868 tuft
~~EE~E~~P
Q (cfs) 0 (cfs)
Hyd. fin. 30 -- 1 Y.r
60.00
50.00
40.00
30:00
20.00
10.00
0.00
60.00
50.00
40.00
30,00
20.00
10,00
0 00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd Flo. 36

Hydraflow Hydrographs by Intelisolve
(~ Q. 36
BfVIP 4 PFiEDEVELQPMEh1T
Hydrograph type SCS Runaff
Storm frequency 10 yrs
®rainage area ®23,740 ac
basin Slope 6.0
Tc meth®d LAG
Total precip. = 5.25 in
Storm duration ~ 24 hrs
Peak discharge = 120,24 cfs
Time interval = 3 min
Gurve number m 33
~6ydraulic length = 650 ft
Time of cone, (Tc) = 3.36 min
®istribution =Type 11
Shape factor = 434
Hydrograph Volume = 274,70 Duff
0 (cfs) Q (ofs)
Hyd, No, 36 -~ 10 Yr
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
I I
_-I __
--- - -
II
f
~ ~
i 40.00
120.00
100.00
80.00
60.00
40.00
20.00
0 0"
v
0 3 5 8 10 13 15 18 20 23 25
-Time (hrs)
Hyd No. 36

ror lot
Hydraflow Hydrographs by Intelisolve
Hyd. ®. 37
BMP 4 R®UTINC~ ~C~
Fiydrograph type =Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 36
Reservoir name =BMP 4 VVETLAN®
Storage )ndication method used
Friday, Jun 29 2007, 1:32 PM
Peak-discharge = 0.48-cfs
Time interval = 3 min
Max. Elevation = 265.53 ft
Max. storage ®101,139 cuff
Hydrograph Volume = 108,039 cult
~I
~ (cfs) Q (cfs)
Hyd. No. 37 -- 1 Yr
60.00
50.00
40.00
30.00
20.00
10,00
0.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 i5 29 44 53 ~3 $7 102 116 131 145
Time (hrs)
Hyd No. 37 -~ Hyd No. 36 ~l~ Req. Stor = 101,139 cuft

r rp I
Hydraflow Hydrographs by Intelisolve Friday, Jun 29 2007, 1:41 PM
y 37
BMP 4 ROl1TING SCS
Hydrograph type =Reservoir Peak discharge = 25.38-cfs-
Storm frequency = 10 yrs Time interval = 3 rain
Inflow hyd. No. = 36 Max. Elevation = 266.54 ft
Reservoir name =BMP 4 WETLAN® Max. Storage = 141,185 cuff
Storage Indication method used.
Hydrograph Volume = 265,078 cuff
Q (cfs) Hyd. No. 37 -~ 10 Yr 0 (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0, 00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 7 14 21 28 35 42 49 56 63 70 77
Time (hrs)
Hyd No. 37 Hyd No. 36 'I~~i Req. Stor = 141,185 cuff

sr 7
y�#R
\� 00
\4,00
'3.00
2.00
t0#
UO
§\\,:.y y$§5
. .. m
.. . . 0
-d4 is wtr4go from coatop . \mt}#) . . . :@ m
NTQ 0
Schematic only. Not for construction.
Hy r fOq Hy r gr phs Pond Draw Project: 06 a06 p nd&gpw Friday, Jun 29 2007, 1:3 Pe

S r 1
® ~, (S)
® I
® P C - CT
® A

MINIMUM NORMAL POOL CA LCULATIONS
Total Area 28.24 ac IIVC~tJ®~S ®FF~I~i E ®F 17.10 ac.
Impervous Areas SA/DA= 0.89 % per table 3,3-1 NC State BMP
Building 1.39 ac Manual ~3ft Pond Depth
roads-parking 1.91 ac Min. SA= 0.195 ac
sidewalk-patio 0.23 ac min. required 8488 sgft 0.19 acre
total 3,53 ac provided 10563 sgft 0.24 acre
®/® ir~rpervi®us 12.6 ®/®
1" Rainfall ®raw ~®n ~alculafi®rt
Drainage Area 28.24 ac
Impervious 12..5
r ,~~tu i~,i~'. ~i~V ft
Rain 1 ;n
CN, 98 1.39 ac
C~IZ 98 1.91 ac
CN3 98 0.23 ac
CN4 84 24.71 ac
CN5 ~ ~} aC
CN Average 88 28.24 ac
Volume
s=(1000/CN)-10 1.66
RD=(P-0.2s)2/(P+0.8s) 0.19 in
Volume 19616 Daft
Depth at calculated NP 2.3 ft
Depth at provided NP 1.9 ft
Draw Down
Cd ~}.~
g 32.2 ft/s
H 1.9 ft
time 48 hrs 172800 seconds
Q 0.1135 cfs volume/time
Q=CdA sq(2gH) A 0.0173 sq-ft
2.4//9--1 sq-in
Minimum Normal Pool Surface Area 1"Rainfall Draw Down Calculations

:.~
`22
~~ .~

r r I
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:22 PM
Hyd. o. 19
P®ST DEVEL®P SMP 5 DA
Hydrograph type =Rational Peak discharge = 36.43 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 110140 ac Runoff coeff. = 0.65
Intensity = 5,032 in/hr Tc by User = 8.00 min
IDF curve =Raleigh-Durham.IDF AsclRec limb fact = 2.5/2.5
Hydrograph Volume = 43,722 tuft
0 (cfs)
40.00
30.00
20.00
10.00
0 On
a
Hyd. N®. 19 -- 2 Yr
1 I i ~
} _
__
i
,~ _-I
~ ___ _ __ I _ - ~i
I ~
~`°
i _ ~
~ ~ _L
Q (cfs)
40.00
30.00
20.00
10.00
0 00
0 5 10 15 20 25 30 35 40
Time (min)
Hyd No. 19

rr I
Hydraflow Hydrographs by Intelisolve
Hyd. hl®. 1
POST DEVELOP SMP 5 DA
Hydrograph type =Rational
Storm frequency = 10 yrs
Drainage area = 11.140 ac
[ntensity = 60450 in/hr
IDF curve =Raleigh-DurhamolDF
Tuesday, Nov 28 2006, 3:22 PM
Peak discharge ®46.71 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = x.00 min
Asc/Rec limb fact = 205/2,5
Hydrograph Volume = 56,048 cuff
Q (cfs)
50.00
40.00
30.00
20.00
10.00
o.oo
0
S EVELO
I-Iyr~, Nn, 1 Q ~m 1 ~ YI°
5 10 15 20 25 30 35
Hyd No. 19
~ (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
40
Time (min)

r r fat
Hydraffow Hydrographs by intelisolve
I~yda ®. 20
BMP 5 NO OFFSITE
Flydrograph type =Reservoir
Storm frequency = 2 yrs
Inflow hyd. No, = 19
Reservoir name = BMP 5 ~IETLAI~~
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0
FFS~TE
Hyd. Nn. 20 _®2 Yr
Tuesday, Nov 28 2006, 3:22 PM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 7,02 cfs
= 1 min
= 259.20 ft
_ .39,740 cuff
Hydrograph Volume = 31,543 tuft
290 580 870 1160 145.0 1740 2030 2320
Hyd No. 20 Hyd No. 19 rr~Ti ~~ ~ ~ Req. Stor = 39,740 tuft
26"10
0 (cfs)
40.00
30.00
20.00
10.00
0.00
2900
Time (min)

r r~ ~
Hydraflow Hydrographs by Intelisolve
Hyd. o. 0
BMP 5 NO OFFSITE
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 19
Reservoir name = BMP 5 ~/VETLAN®
~~
I-Ivd, Np, 20 -- 10 ~'r
Storage Indication method used.
Q (cfs)
50.00
40.00
30,00
20.00
10,00
0.00
0
Tuesday, Nov 28 2006, 3:22 PM
Peak discharge = 21.48 cfs
Time interval = 1 min
Max. Elevation = 259.47 ft
Max. Storage = 43,588 cuff
Hydrograph Volume = 43,850 cuff
10 20 30 40 50 60 70 80 90
Hyd No. 20 Hyd No. 19 ' '~~! :TTY: Req. Stor = 43,588 cuff

100
Q (Cf5)
50,00
40.00
30.00
20.00
10.00
0.00
110
Time (min)

r~ r
Hydratlow Hydrographs by Intelisolve
Fly ®® 21
BMP 5 ®FFSITE DA
Hydrograph type = Rational
Storm frequency = 2 yrs
Drainage area = 17.100 ac
Intensity = 3.922 in/hr
IDF Curve = Raleigh~Durham,IDF
Tuesday, Nov 28 2006, 3:22 PM
Peak discharge = 30,18 cfs
Time interval = 1 min
Runoff coeff. = 0.45
Tc by lJser = 15,00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 27,162 cult
~T D
0 (cfs)
Nyd. No. 21 __ 2 Yr
35,00
30.00
25.00
20.®0
15.00
10.00
5.00
0 00
0 (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
n On
0 5 10 15 20 25 30 ~ v
Time (min)
Hyd No. 21

r ra I
Hydraflow Hydrographs by Ihtelisolve
E~yd. ®. 1
BMP 5 ®FFSITE ®A
Hydrograph type = Rational
Storm frequency = 10 yrs
®rainage area = 17,100 ac
Intensity = 5,194 in/hr
IDF Curve = Raleigh-®urham,IDF
Tuesday, Nov 28 2006, 3:22 PM
Peak discharge = 39,97 cfs
Time interval = 1 min
Runoff coeff. = 0.45
Tc by laser = 15.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 35,974 aufk
Q (cfs)
40.00
30.00
20.00
10.00
n ~~
~T e~
i-iyd Ne, 21 m- 1 n Yr

~ __ I _ _ __ _ i '
I
i_ IL _ i _
~_-
0 (cfs)
40.00
00.00
20.00
10.00
o ~~
v,
0 5 10 15 20 25 30
Time (min)
Hyd No. 21

rca a
Hydraflow Hydrographs by Intelisolve
Hyd. ®.
SMP 5 WITH ®FFSITE
Hydrograph type =Combine
Storm frequency = 2 yrs
Inflow hyds. = 19, 21
Tuesday, Nov 28 2006, 3:22 PM
Peak discharge = 57,51 cfs
Time interval = 1 min
Hydrograph Volume = 70,884 cuft
~~° ~FF~T
Q (ofs) !-!yd. No. 22 ma 2 yr Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
n nn
60;00
50:00
40.00
30.00
20.00
10.00
0 00
v.vv
0 5 10 15 20 25 30 35 40
Time (min)
Hyd No. 22 Hyd No. 19 Hyd No. 21

r r
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3;23 PM
Hyd. N®,
BMP 5 WITH ®FFSITE
Hydrograph type =Combine Peak discharge = 75.00 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyds, = 19, 21
1lydrograph Volume = 92,022 tuft
E~'~i FSITF
Q (cfs) Hyd, No. 22 ®6 1 Q yr 0 (Cfs)
30.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0,00
0 5
Hyd No. 22
10 15 20 25
Hyd No. 19 Hyd No. 21
30.00
70,00
ei0,00
50.00
40.00
30.00
20.00
10.00
0.00
30 35 40
Time (min)

yr r ~~
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:23 PM
6~yd. N®.
BMP 5 WITH OFFSITE
Hydrograph type =Reservoir Peak discharge = 36.71 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. iVo. = 22 Max. Elevation = 259.70 ft
Reservoir name =BMP 5 WETLAN® Max. Storage = 47,072 tuft
Storage Indication method used.
t°C F ~T
Q (cfs) ~y~, .rvo. 23 -- 2 Yr
60.00
50.00
40.00
30.00
20.00
10.00
0 (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ;_ -----~- ~ _'
0 10 20 30 40 50 60 70 80 90 100
_ Time (min)
Hyd No. 23 Hyd No. 22 ,~ `TIT~(11 Req. Stor = 47,072 cuft
Hydrograph Volume = 58,688 cuff

r ra
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006,.3:23 PM
Hyd. N®®
BMP 5 iNITH OFFSITE
Hydrograph type =Reservoir Peak discharge = 49.55 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd: No. = 22 Max. Elevation = 260.13 ft
Reservoir name =BMP 5 VVETLAN® Max. Storage = 53,290 cuff
Storage Indication method used. Hydrograph Volume = 79,819 cuff
~T'H OF~TE
0 (cfs)
E-lyri, ~In. 23 __ 10 Yr
80.00
70.00
5o.oa
50.00
40.00
30.00
20.00
10,00
a oa
0 (cfs)
0 10 20 30 40 50 60 70 80
Hyd No. 23 Hyd No. 22 ~~11~! Req. Stor = 53,299 cuff
80,00
70.00
50.00
50.00
40.00
30.00
20.00
10.00
0.00
90 100
Time (min)

0
U
C
O
O
O..
O
Z
M
M
M0
y
U
0
N
00
U
N
>
O
z
(Q
N
KI
CL
uj
C
O
1
s
10
a
g
Y
8
Vol
8
�
€TF
tl
^^s
V
LU
,21
IP
5
rv+

~ e a
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:23 PM
Pond fdo. 5 BE4~P 5 !J!lETLARlC~
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 (cuff)
0.00 256.50 10,563 -0 0
5.50 262.00 18,837 80,850 80,850
Cui~ert / rif~ce Strtrlcttares
Ell [Bl ~~] [®~
Rise (in) = 30A0 2.00 0.00 0.00
Span (in) = 30.00 2.00 0.00 0.00
No. Earrels = 1 1 0 0
;Heart Es. (ft) = 253.50 256.50 Cl.~~0 ~Q,UJ
Length (ft) = 80.00 0.00 0.00 0.00
Slope (°!°) _ .0.10 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi~Stage = n/a Yes No No

Stage (ft)
6.00 -f
5.00 '
4.00
3.00
2.00
1.00
0 00
wear Strt~ctasres
[~] [Bl [~] ~~]
Crest Len (ft) = 18A0 20.00 0.00 0.00
Crest EI. (ft) = 259.00 261.00 0.00 0.00
Weir Coeff. = 3.33 2.60 0.00 0.00
weir Type =Riser ~sroad ___ __-
Multi-Stage =Yes No No No
Exfiitration ® 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulverUOr!fice outf!nws have been analyzed under inlet and ovt!e! rontrr?I.
Stage /Storage stage (ft>
_ _ __ ~ __ ( ~ _ 6.00
i ~ _. }
~ ~ I ---f ---~- 5.00
_- I ! ~ ~
,L_ _ _ _} _ ( _ _ ~ _ i _ ___l
-{-- ; 4.00
,I ~
~ ~ ~ 3.00
I i
~ 2.00
_I _ ~ ~ ~ ! 1.00
_1 _ _ '
I . __~
i i i ~ ~
~ 0 00
0 8,000 16,000 24,000 32,000 40,000 48,000 56,000 64,000 72,000 80,000 88,000
Storage (cult)
Storage

end
Hydraflow Hydrographs by Intelisolve Tuesday; Nov 28 2006, 3:23 PM
Pond No. 5 - SMP 51lVETLAN®
Pond ®ata
Pond storage is based on kn®wn contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuff) Tota! storage (cult)
0.00 256.50 10,563 0 0
5.50 262,00 18,837 80,850 80,850
Culvert / ®r ~fice Structures heir Structures
[Al [] [~l Eel ~A] f~l Eel [®]
Rise (in) = 30.00 2.00 0.00 0.00 Crest Len (ft) = 18.00 20.00 0.00 0.00
Span (in) = 30.00 2.00 0.00 0.00 Crest Eh (ft) = 259.00 261.00 0.00 0.00
No. Barrels = 1 1 0 0 lfdeir Coeff. = 3.33 2,60 0.00 0.00
Insert EI. (ft) = 253.5rJ 256.50 0.00 0.00 t^.ie°sr T;ape = Piser Broad --- ---
Length (ft) = 80.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) _ .0.10 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
®rif. Coeff. = 0.60 Q60 0.00 0.00
Multi~Stage = n/a Yes No No Exfiltration ® 0.000 in/hr (Contour) Tail water Elev.. = 0.00 ft
- ~ - - - ~ - ~ Note: Culvert/orifice oi.rtfloa~s have been analyzed ~.inder inlet and outlet ~-~ontrcl
Stage (ft> Stage / °ISCharge stage (ft)
6.00
5.00
4.00
3.00
2.00
1,00
0 00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00
Discharge (cfs)
Total Q

MPS
D1d~P iTTF'L~V-I2 P DESIGN
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 2,50
Outlet velocity (fps) 10.09
Apron length (ft) 15,00
AViJ DIAT~1 STONE T rlli i~NESS
(inches) :LASS (inches)
3 A 9
6 ~ 22 «
i 3 13 or 1 22
23 2 27

",,; ::`~
~:

_.____
draflow Hydrographs by Intelisolve
H
y Monday, Jan 8 2007, 9:16 AM
E
..
~
E-cC~. Q.
BMP 5 P®ST ®EV ~L~PI~I~[~T
Hydrograph type = SCS Runoff Peak discharge = 24.27 cfs
Storm frequency = 1 yrs `Time interval = 3 min
®rainage area = 11,140 ac Curve number = 83
Basin Slope = 6.0 °fo Hydraulic length = 650 ft
Tc method e LAG Time of conc. (Tc) = 8,36 min
Total precip. = 3.00 in ®istribution =Type li
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 54,840 cuft
Q (cfs~
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
10 13 15 18 20 23 25
Time (hrs)
Hyd No. 38
Hyd. ~!o. 38 em 1 Yr

__ __
~~ .
Hydraflow Hydrographs by Intelisolve Monday, Jan 8 2007, 9:16 AM
~~d® ~,
SMP 5 POST DEVELOPMENT
I~ydr®graph type = SCS Runoff Peak discharge ®56.42 cfs
St®rm frequency = 10 yrs Time interval = 3 min
Drainage area = 11.140 ac Curve number = 83
Sasin Sicpe = 6.0 % Hydraulic length = 650 ft
Tc method LAG Time of conc. (Tc) = 8.36 min
Total precip. ®5.25 in Distributi®n =Type it
Storm durati®n ®24 hrs Shape factor = 484
Q (cfs)
60.00
50.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Hydrograpli Volume = 128,941 cuff
i~V ~ T
-- ~ 0.00
10 i3 15 18 20 23 25
. Time (hrs)
Hyd N®. 38

__ _. __
~ C~
Hydraflow Hydrographs by Intelisotve Monday, Jan 8 2007, 9:16 AM
BIVIP 5 ROUTI~l~ SAS ,
Hydrograph type =Reservoir Peak discharge = 1,24 cfs
Storm frequency 1 yrs Time interval = 3 min
Inflow hyd. IVo. 38 fViax. Elevation ~ .258.78 ft
Reservoir name = BAP 5 WETLA~I® [fax. Storage = 33,506 cuff
Storage Indication method used. Hydrograph Volume = 53,625 cult
Q (CfS~
28.oa
24.00
20.00
16.00
12.00
8.00
4.oa
C.00
0
0? (cfs)
28.00
24.00
20.00
18.00
12.00
8.00
4.00
0.00
14 28 42 58 70 84 98 112 126 140
Time (hrs)
Hyd No. 39 Hyd too. 38 _ -Req. Stor = 33,508 cuft
R~~~~ S
Hyd. nlo. 39 ®~ 1 yr

_ __
~' ~.
Hydraflow Hydrographs by Intelisolve Monday, Jan 8 2007, 9:16 AM
F~yd. l~aa 39
SMP 5 R®vTING SCS
Hydrograph type =Reservoir Doak discharge r 42.51 cfs
Storm frequency = 10 yrs Time interval = 3 min
inflow hyd, fro, = 38 Max. elevation = 259.79 ft
Reservoir name = 8MP 5 ~(VET~A~® Max. St®rage = 4$,398 cuff
Storage Indioation method used. Hydrograph Volume = 127;718 tuft
Q (cfs)
60.00
50,00
40.00
30.00
20.00
10.00
0.00
0
3 5
Hyd No. 39
Q cfs)
60.00
50.00
40.00
30,00
20.Oo
1®.Oo
0,00
8 10 13 15 18 20 23 25
'Time (hrs)
Nyd No. 38 ~ :' Req. Stor = 48,398 cuft
R~
Nyd. Nn. 39 __ 10 Yr

� W
"Cop sof pood
ICY, 262.00
,irr pita,>.MM
1,00
d,0
ifjly 70, f 00.0 ift 0,1
P 5 WETLAND
`i 0 11
t I TO
MOO ft Dtoid arc-tcd wtir
it - MY, 261,00
- (10 yr
Schematic only. Not for construction.
Hydraflow Hydrographs Pond ®raw Project: 06-4066 ponds.gpw Monday, Jan 8 2007, 4:08 PM

MINIMUM NORMAL POOL CALCULATIONS
Total Area 41.89 ac INCL~I3~S ®FFSITia ®F 6,95 ac.
Impervious Areas SA/DA= 1.2 % per table 3.3-1 NC State BMP
Building 4.8 ac Manual -aft Pond Depth
roads-parking 5.4 ac Min. SA= 0.503 ac
sidewalk-patio 0.79 ae min. required 21897 sgft 0.50 acre
total 10.99 ac provided 23250 sgft 0.53 acre
®/® irnper+ei®t~s 26.2 ®/®
1°° Rainfall ®ra~nr ®®v~rn Calcaalati®n
Drainage Area 41.80 ac
impervious 26,2
i'onu ~~~,~. viev tt
Rain 1 in
CN, 98 4.8 ac
CND 98 5.4 ac
CN3 98 0.70 ac
CND 84 301.9 ac
CN5 0 (} ac
CN Average 88 41.89 ac
Volume
s=(1000/CN)-10 1,41
RD=(P-0.2s)2/(P+0.8s) 0.24 in
Volume 36975 cuft
Depth at calculated NP 1;7 ft
Depth at provided NP 1,6 ft
Draw Down
Cd ~.~
g 32.2 ft/s
H 1.6 ft
time 48 hrs 172800 seconds
O 0.214 cfs volume/time
O=CdA sq(2gH) A 0.0352 sq-ft
5.074 sq-in
Di~et~~° 2.87 n
Minimum Normal Pool Surface Area 1" Rainfall Draw Down Calculations

e ~~ ~~~~
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y.
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L,. _ ,A
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~'k ?at 295 ,r--...,~' 1~1. ~~~.,,...: ~ y
/ I ; 223;. / J /
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® ~~_?, f __,_._ ~~qd 274 S tl ~.~~/ .,
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2 n
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Las ~. ' ~ ~ ~ ~ ~~"~9 287 ; _,_ ~
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rr
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:26 PM
yd. No. 2
POST DEVEL®P P(VIP 6 DA
Hydrograph type =Rational Peak discharge = 89,07 cfs
storm frequency = 2 yrs Time interval = 1 min
Drainage area = 34,940 ac Runoff coeff. _ .0.65
Intensity = 3,922 inlhr Tc by User = 15,00 min
IDF Curve =Raleigh-Durham,IDF Asc/Rec limb fact = 2/2
Hydrograph Voiume = 160,331 cuff
R T ~ R
Q (cfs)
Hid. No. 24 _e 2 Yr
90.00
80,00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
~ 00
_ __ ___ _ __ i __
,~
I r I r ~
Q (cfs)
90.00
80.00
70.00
so.oo
50.00
40.00
30.00
2o.0a
1o.oa
0 00
v.
0 10 20 30 40 50 60
Time (min)
Hyd No. 24

r r I
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:26 PM
Hyd. ®,
POST DEVELOP SNIP 6 DA
Hydrograph type =Rational Peak discharge = 117,97 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 34.940 ac Runoff coeff. = 0,65
Intensity = 5.194 in/hr Tc by lJser = 15.00 min
!DF Durve =Raleigh-Durham.IDF Asc/Rec limb fact = 2/2
Hydrograph Volume = 212,347 tuft
Q (cfs)
120.00
100.00
30.00
60.00
40.00
20,00
0 On
°~ DEL y 6
.H.yd. No. 24 ®- 10 Y.r
Q (cfs)
120,00
100,00
30,00
60.00
40.00
20.00
n ~0
v 0 10 20 30 40 50 60 -
Hyd No. 24 Time (min)

r ra
--- _
Hydraflow Hydrographs by Intelisolve ~ Tuesday, Nov 28 2006, 3:26 PM
Hyd. ~o. 25
BMP 6 WNO OFFSITE
Hydrograph type =Reservoir Peak discharge = 45.33 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 24 Max. Elevation = 259.8$ ft
Reservoir name =BMP 6 WETLP~N® Max. Storage = 115,568 cuff
Storage Indication method used.
Q (cfs)
90.00
80,00
70.00
60,00
50.00
40,00
30.00
20,00
10.00
0 00
Hydrograph Volume = 98,090 cuff
F~~~~~
Hid. Vic. 25 __ 2 Y.r Q (cfs).
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
. 0.00
0 10 20 30 40 50 60 70 80 90 100. 110
_ Time (min)
Hyd No. 25 Hyd No. 24 ~ i 1 i 1~~ i~~ Req. Stor = 115,568 cuft

r ra
Hydraflow Hydrographs by Intelisolve ~ Tuesday, Nov 28 2006, 3:26 PM
Hyd. N®. 25
SMP 6 WNO OFFSITE
Hydrograph type =Reservoir Peak discharge = 68.86 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 24 Max. Elevation = 260.38 ft
Reservoir name =SMP 6 WETLANt~ Max. Storage = 130,581 tuft
Storage Indication method used. Hydrograph Volume = `150,078 cult
Q (cfs)
120.00
100,00
80.00
60.00
40.00
20.00
P 51T
Hyc1. Nn, 20 -- 10 Yr
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
o.o© ~ ,~~. _._ ~ ~ ~ ~ ~ ~ 0.0~
0 10 20 30 40 50 60 70 80 90 100 110
Time (min)
Hyd No. 25 Hyd No. 24 '-;r,"! T'. Req. Stor = 130,581 cuft

r~ ra i
Hydraflow Hydrographs by Intelisolve
Hyd. No. 26
BMP 6 ®FFSITE ®A
Hydrograph type = Rational
Storm frequency = 2 yrs
®rainage area = 6.950 ac
Intensity = 3.922 inlhr
i®F Curve = Raleigh-Durham.l®F
Tuesday, Nov 28 2006, 3:27 PM
Peak discharge = 12.27 cfs
Time interval = 1 min
Runoff coeff. = 0.45
Tc by User = 15.00 min
Asc./Rec limb fact = 1/1
Hydrograph Volume = 11,040 cuff
0 (cfs)
14.00
12.00
10,00
8.00
6.00
4.00
2.00
0 ~0
OFF 13°
Hyd. Rio. 25 w- 2 Yr
0 (cfs)
14,00
12.00
10.00
8.00
6.00
4.00
2.00
~ nn
.v __
0 5 10 15 20 25 30
Time (min)
Hyd No. 26

MINIMUM NORMAL POOL CALCULATIONS
Total Area 41.89 ac IiVCLiJ®E~ ~FFSiTF ®F 6,95 ac.
impervous Areas SA/DA= 1.2 % per fiabie 3.3-1 NC State BMP
Building 4.8 ac Manual -aft Pond Depth
roads-parking 5.4 ac Min. SA= 0.503 ac
sidewalk-patio 0.79 ac min. required 2°1997 sgft 0.50 acre
total 10.99 ac provided 23250 sgft 0.53 acre
®/o Impervious 26.2 ~/4
1°' E2ainfall ®raw ®ovrn Calculation
Drainage Area 4 ~ .89 ac
~/ ImpeniioUS ~.2
~'onu ~~.~, ~te~ t`t
Rain 1 in
C N, 98
CNZ 98
CN3 98
CND 84
CN5 0
CN Average 88
Volume
s=(1000/CN)-10
RD=(P-o.2s)2/(P+0,8s)
Volume
Depth at calculated NP
Depth at provided NP
Draw Down
Cd
9
H
time
(~ O
Q-CdA sq(2gH)
4.8 ac
5.4 ac
0.79 ac
30.9 ac
0 ac
41.89 ac
1,41
0.24 in
36975 tuft
1.7 ft
1.6 ft
0.6
32.2 ft/s
1.6 ft
48 hrs 172800 seconds
0.214 cfs volume/time
A 0.0352 sq-ft
5.074 sq-in
Dia€~~C 2,7 ~€~
Minimum Normal Pool Surface Area 1"Rainfall Draw Down Calculations

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y~~ / ~ /~ ~

r r I
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:26 PM
l~yd. ®. 24
POST DEVELOP BIVIP 6 DA
Hydrograph type =Rational Peak discharge = 89.07 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 34,940 ac Runoff coeff, = 0,65
Intensity = 3.922 in/hr Tc by lJser = 15,00 min
IDF Curve =Raleigh-Durham.IDF Asc/Rec limb fact = 2/2
Hydrograph Volume = 160,331 cufk
OT ~,.
0 (CfS)
Ny~+. ^IG. 24 _° 2 Yr
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
n ~n

Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10,00
0 ~0
v. v .~
0 10 20 30 40 50 60
Time (min)
Hyd N®. 24

r ra I
Hydraflow Hydrographs by Intelisotve
Hyd. o®
POST DEVEL®P E~MP 6 DA
Hydrograph type =Rational
Storm frequency = 10 yrs
Drainage area = 34.940 ac
intensity = 5.194 in/hr
lDF Curve =Raleigh-Durham,lDF
Tuesday, Nov 28 2006, 3:26 PM
Peak discharge = 117,97 cfs
Time interval = 1 min
Runoff coeff. = 0,65
Tc by User = 15.00 min
Asc/Rec limb fact = 2/2
Hydrograph Volume = 212,347 cuft
Q (cfs)
120.00 ~ ~ ~ ~- -----r
100.00
80.00
60.00
40.00
20.00
a nn
~~ ~E~ P A
!~yd RI^. 24 m_ 1f1 Yr
0 (cfs)
120.00
100.00
8o.oa
60.00
40.00
20.00
-~--- -- ---- --~ ---_--------! 00
.vv v.
0 10 20 30 40 50 60
Hyd No. 24 Time (min)

r r~
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:26 PM
y o.
BMP 6 WNO OFFSITE
Hydrograph type =Reservoir Peak discharge = 45.33 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 24 Max. Elevation = 259.88 ft
Reservoir name = SMP 6 WETLA~® Max. Storage = 115,568 cuff
Storage Indication method used.
Q (cfs)
90°00
80.00
70.00
60.00
50.00
40,00
30.00
20.00
°10.00
0.00
0
Hydrograph Volume = 98,090 cult
FSE~°E
Hyd: ~!o, 25 ~_ 2 Yr Q (cfs)
10 20 30 40 50
Hyd No. 25 Hyd No. 24

r ra ~
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:26 PM
Hyd. ®. 2
BMP 6 WNO ®FFSITE
Hydrograph type =Reservoir Peak discharge = 68.86 cfs
Storm frequency = 10 yrs Time interval = ~ min
Inflow hyd. No. = 24 Max. Elevation = 260.38 ft
Reservoir name = EMP 6 WETLAND Max. Storage = 130,58 cuff
Storage Indication method used.
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0
Hydrograph Volume = 950,078 cult
. ~
Hyd. [\le. 25 -- 10 Yr
10 20
Hyd No. 25
30 40 50
® Hyd No. 24
0 (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
' 0.00
60 70 80 90 100 110
Time (min)
''T~ i~_ Req. Stor = 130,581 tuft

r r~
Hydraflow Hydrographs by Intelisolve
Hyd. o. 6
BMP 6 ®FFSITE DA
Hydrograph type = Rational
Storm frequency = 2 yrs
Drainage area = 6.950 ac
Intensity = 3.922 in/hr
!DF Gunre = Raleigh-Durham.lDF
Tuesday, Nov 28 2006, 3:27 PM
Peak discharge = 12.27 cfs
Time interval = 1 min
Runoff coeff, = 0.45
Tc by EJser = 15.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 11,040 tuft
F ~ D~
Q (cfs) Hyd. No. 2~ ~- 2 Yr
14.00
12.00
10.00
8.00
6.00
4.00
2.00
n 00
Q (cfs)
14,00
12.00
10.OG
8.00
6,00
4.00
2.00
0 00
v 0 5 10 15 20 25 30
Time (min)
Hyd No. 26

r r I
Hydraflow Hydrographs by Intelisolve ~ Tuesday, Nov 28 2006, 3:27 PM
Hyd. [Vo. 6
BMP 6 OFFSITE DA
Hydrograph type = Rational Peak discharge = 16.25 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 6.950 ac Runoff coeff. = 0.45
Intensity = 5.194 in/hr Tc by User = 15°00 min
IDF ~'urve = Raleigh~Durham.IDF Asc/Rec. limb fact = 1/1
Hydrograph Volume = 14,621 cult
~ ~

r ra
Tuesday, Nov 28 2006, 3:27 PM
Peak discharge = 89.07 cfs
Time interval = 1 min
Hydrograph Volume = 171,371 cult
Q (cfs)
90.00
30,00
70.00
60.00
50.00
40,00
30.00
20.00
10.00
0 00
~~' [T~
Hyd. No. 27 m- 2 yr
i I I ~ i
~r
~ {
Q (cfs)
90.00
30.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 10 20 30 40 50 60
Time (min)
Hyd No. 27 Hyd No. 24 Hyd No. 26

r r
Hydraflow I-iydrographs by Intelisolve
Hyd. iV®a 7
SMP 6 WITH ®FFSITE
Hydrograph type =Combine
Storm frequency = 10 yrs
Inflow hyds, = 24, 26
~T~ ~FFS67'
Q (CfS) Hvri; (~Ir~ 27 ®a 1(~ Yr
120.00
100.00
$0.00
60.00
40.00
20.00
n 00
Tuesday, Nov 28 2006, 3:27 PM
Peak discharge = 117,97 cfs
Time interval = 1 min
~lydrograph Volume = 226,068 cuft
0 (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0 nn
v. .r.,
0 10 20 30 40 50 60
Time (min)
Hyd No. 27 Hyd No. 24 Hyd No. 26

////~~{{ F
~Yr!

Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:27 PM
Hyd. o. 28
BMP 6 ROIJING WOFFSITE
Hydrograph type =Reservoir Peak discharge = 50.50 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hydo No. = 27 Max. Elevation = 259.96 ft
Reservoir name =BMP 6 iIVETLAN~ Max, Storage = 11~,0~5 cuff
Storage Indication method used.
Hydrograph Volume = 109,127 cult
Q (cfs) I-I~rri. ~1~ ~R m®2 Yr (~ (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
zo.oo
10.00
0 0~
90.00
80.00
70.00
60.00
50.00
40.00
30.00
2a.oo
10.0®
0 00
. V 0 10 20 30 40 50 60 70 80 90 100 110
Time (min)
Hyd No. 28 Nyd No. 27 ~'~'~'-'~ ' Req. Stor = 118,025 cuff

~ r
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 28 2006, 3:27 PM
yd. N®. ~
BIVIP 6 ROUING WOFFSITE
Hydrograph type =Reservoir Peak discharge = 71.52 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 27 IViax. Elevation = 260.53 ft
Reservoir name m BAP 6 V~/ETL/~N® fax. Storage = 135,073 cuff
Storage Indication method used. Hydrograph Volume = 164,694 cuff
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20,00
n On
I~ ~ OI° I~
~-Iv~l, Pin, 2$ ®~ 1 p Yr
Q (CfS)
120.00
100,00
80.00
60.00
40.00
20.00
n n0
~, u ...r
0 10 20 30 40 50 60 70 80 90 100 110
Time (min)
Hyd No. 28 Hyd No. 27 '~~ ~ ~' Req. Stor = 135,078 cuff

Hydraflow Hydrographs by Intelisoive Tuesday, Nov 28 2006, 3:27 PM
~®std N®. 6 - AMP 611VETl.~",1~®
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 (.^.uft) Total storage (cuff)
0.00 256.00 23,251 0 0
6.00 262.00 36,388 178,917 178,917
~tElVert / ®Ci~iCe Structures

Rise (in) = 36.00 2.00 0.00 0.00
Span (in) 36.00 2.00 0.00 0.00
No. Barrels = 1 1 0 0
invec~i E9. (ft) = 254.00 256.00 0.00 0.00
Length (ft) = 71.00 0.00 0.00 0.00
SI®pe (°e°) = 0.10 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stake = n/a Yes No No
`~e9r StrilCtfsr~S

Crest Len (ft) = 18,00 25.00 0.00 0.00
Crest EI. (ft) = 259.00 261.00 0,00 0.00
Weir Coeff. = 3.33 2.60 0.00 0.00
ie~re'r Typ° = Rjcer r3rnati ___ ___
Multi-Stage =Yes No No No
Exfi9tration = 0.000 in/hr (Contour} Taiiwater Elev. = 0.00 ft
Note: Culverf/0rifioe outlovys ha~i2 been analyzed under inlet and eut{et control.
stage (ft) Stage / St®rage
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0
40,000 80,000 120,000 160;000
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
200,000
Storage(cuft)
Storage

e
Hydraflow Hydrographs kry Intelisolve Tuesday, Nov 28 2006, 3:27 PM
P®nd IV®. 6 - SMP 6 OP1dETLA~1®
Pond Data
Pond storage is based on known contour areas. Average end area method used.
stage 1St®rage Table
Stage (ft) Elevation (ft) Contour area (sgftj Incr. Storage (cuftj Total storage (cuff)
0.00 255.00 23,251 0 0
6.00 262.00 35,388 178,917 178,917
~!1(Vert / ®Ct~lCe StCC§~t!lCeS 9PUeir Structures

Rise (in) = 36.00 2A0 0.00 0.00 Crest Len (fit) 18.00 25.00 0.00 0.00
Span (in) = 36.00 2.00 0.00 0.00 Crest EI. (ft) = 259.00 261.00 0.00 0.00
PJo. Earrels = 1 1 0 0 ~leir Coeff. = 3.33 2.60 0.00 0.00
Invert EI. (ftj = 254.00 256A0 0.00 0.00 'A"eIr Typa = Kiser Broad ~-_ __p
Length (ft) = 71.00. 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%j = 0.10 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0 .000 in/hr (Co ntour) Taii water Elev. = 0.00 ft
Nota: Ci.:IverU!Jrifice outflows have been analyzed under inlet and outle4 con4rol
Stage (ft)
v~VV0,00
stage / E7oscharge
20.00 40.00 60.00 80.00 100.00 120.00 140.00
Total Q
Stage (ft)
160.00
Discharge (cfs)

~1VIP 6
~ll~P IJTFIJ~V-I~IP P I~ESI
NRCD band Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) x,00
Outlet velocity (fps} 10,12
Apron length (ft) 24.00
~VG DIAM STONE TI4ICKNESS
(inches) C~,tiSS (inches)
J A 9
6 B 22
~? ? 3 ~ or i ~Z <<
23 2 27

__
~"
1lydraflow Hydrographs by Intelisolve
BMP 6 POST DEVELOPMEN
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
drainage area = 34.940 ac
Basin Slope = 6.0
Tc method =LAO
Total precip. = 3.00 in
Storm duration = 24 hrs
Monday, Jan 8 2007, 9:16 AM
Peak discharge = 58.81 cfs
Time interval = 3 .min
Curve number = 83
Hydraulic length = 1400 ft
Time of conc. (Tc; _ 15.44 min
®istribution =Type II
Shape factor = 484
Nydrograph Volume a 189,205 cult

__
__ __
~` ~ - .
Hydrographs by Intelisolve
Hydraflow Monday, Jan 8 2007; 9:17 AM
pp
i~fi®m
BfVIP 6 P®ST~ DEVELQPMEN
Hydr®graph type = SCS Runaff Peak discharge = 138.99 cfs
Storm frequency = 10 yrs Time interval = 3 min
Drainage area = 34.940 ac Curve number = 83
Basin SIOpe = 6.0 % Flydraulic length = 1400 ft
Tc method =LAG dime Of conc. (~"c) _ 15.44 min
dotal precip, = 5,25 in Distribution = hype ll
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 444,858 tuft
Q .(cfs)
140,00 -~
120.00
100.00 -~
80.00
1-
60.00
40.00
2J.00 -!
I~
~.OC
0
~~ ~
Hyd. r!c. 40 ~_ 10 Yr Q (cfs)
3 5 8 10 13 15 18 20 23 25
Time (hrs}
Hyd No. 40

r r
Hydraflow Hydrographs by Intefisolve
® Qa '~
BMP 6 R®UTIf~G SCS
Hydrograph type =Reservoir
Storm frequency = 1 yrs
[nflow hyd. No. = 40
Resew®ir name =BMP 6 WETLAND
Storage Indication method used
Q (cfs)
00.00
50.00
40.00
30:00
20.00
10.00
0.00
0
11 22
Nyd No. 41
Monday, Jan 8 2007, 9:17 AM
Peak discharge = 10.51 cfs
Time interval = 3 min
Max. Elevation = 259.22 ft
Max. Storage = 95,96Q tuft
Hydrograph Volume = 185,566 cufk
Hyd. ^so. ^ 1 == 1 yr
33 44 55 66 77 88 99
m Hyd No. 40 ' i < s' Req. Stor = 95,960 cuft
Q (cfs)
60:00
50.00
40.00
30.00
20.00
10.00
0.00
110
Time (hrs)

-______ .
Hydraflow Hydrographs by Intelisolve Monday, Jan 8 2007, 9:17 AM
~d, ~. 41
SMP 6 R~tJTING SCS
Hydrograph type =Reservoir Peak discharge = 88.37 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd, No. = 40 Max. Elevation = 261.14 ft
Reservoir name = SMP 6 VVE~LA~![~ Max. Storage = 153,411 tuft
Storage Indication method used. Hydrograph Volume = 441,204 tuft
~~
Q (Cfs~
140,00
20.00
100,00
80,00
60.00
40.00
20.00
0.00
0
3 5
H}~d No. 41

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EROSION CONTROL CALCULATIONS

GRAVEL & RIP RAP BASIN/SEDIMENT TRAP
STRUCT, DRAINAGE DENUDED SIZE (MINIMUM) WEIR V®LUME V®LUME SA SA

# AREA
(AC) AREA
(AC) WIDTH
(FT) LENGTH
(FT) DEPTFi*
(FT) LENGT
(FT)** EQUIRE
(CF) PR®VIDED
(CF) Required
(ac) Provided
(ac) Apex
Standard
SB1 6.5 6.5 50 100 4 10 11,700 15,000 0.109 0.115 2.09
SB2 4.4 4.4 40 80 4 10 7,920 9,600 0.074 0.073 2..09
SB3 2.1 2.1 30 60 4 10 3,780 5,400 0.035 0.041 2.09
SB4 3.1 3.1 35 65 4 10 5,580 6;825 0.052 0.052. 2.09
SB5 4,1 4.1 40 80 4 10 7,380 9,600 0.069 0.073 2.09
SB6 3.4 3.4 35 70 4 10 6,120 7,350 0.057 0.056 2.09
SB7 4.4 4.4 40 80 4 10 7,920 9,600 0.074 0.073 2.09
S68 2.1 2.1 25 55 4 10 3,780 4,125 0.035 0.032 2.09
SB9 1.1 1.1 25 50 4 10 1,980 3,750- 0.018 0.029 2.09
SB10 2.6 2.6 35 65 4 10 4,680 6,825 0.044 0.052 3.09
*** SEE ATTACHED SEDIMENT RISER DESIGN
** MINIMUM WEIR LENGTH = 4'
*INCLUDES 1° OF FREE BOARD.
1) CONTRACTOR TO CONSTRUCT SEDIMENT TRAPS TO COLLECT RUNOFF
FROM EACH STORMWATER DISCHARGE LOCATION.
~~ /~P~NT~nr~OR ~C7 SU~roLvTCMPO~A~v oleo r~nr~ nT Dler-u~no~c i QrnT'ONS'N ~ED~McnJ-r-roAoc~
~c)vv ~i rwi ° ~ i i i~ i~ ~~i i~r i~~ ~i ~~,~ nip ~L ~~ i ~ i u i iii r
STRUCTURE FLOWS
GIVEN: C:
I
H:
Cw:
L_
0.4 Runoff Coefficient
4.2 IN/HR (10-YR STORM - 5 min duration)
6 INCHES (WAKE COUNTY REQUIREMENT)
3
Q/(Cvv*H^(312)) (MALCOM, ELEMENTS OF STORMV~JATER DESIGN)
TRUCTU AREA Q (CFS) WEIR L (FT)
SB1 6.5 10.920 10
SB2 4.4 7.392 10
SB3 2.1 3.528 10
SB4 3.1 5.208 10
SB5 4.1 6.888 10
SB6 3.4 5.712 10
SB7 4.4 7.392 10
SB8 2.1 3.528 10
SB9 1.1 1.848 10
SB10 2.6 4.368 10

r ra
Hydraflow Hydrographs by Intelisolve
yd® ®. 1
Sediment Riser for SB1
Hydrograph type =Rational
Storm frequency = 2 yrs
Drainage area = 6,500 ac
Intensity = 5,747 in/hr
IDF Curve = Raleigh~Durham,IDF
Thursday, Nov 30 2006, 2:18 PM
Peak discharge = 14.94 cfs
Time interval = 1 min
Runoff coeff. = 0.4
Tc by User = 5.00 min
Psc/Rec limb fact = 1/1
Hydrograph Volume = 4,483 tuft
0 (cfs)
15.00
12.00
9.00
6.00
3,00
0.00
0
Hyd No. 1
~.
~~ ,~;
i-I'id, tyre, 1 __ ? Yr
5
0 (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
10
Time (min)

dry ra 1
Hydraflow Hydrographs by Infelisolve
Hyd. No. 1
Sediment Riser for SB1
Hydrograph type =Rational
Storm frequency = 10 yrs
Drainage area = 6,500 ac
Intensity = 7.217 in/hr
IDF curve =Raleigh-Durham.lDF
Thursday, Nov 30 2006, 2:18 FM
Peak discharge = 18.76 cfs
Time interval = 1 min
Runoff coeff. = 0.4
Tc by lJser = 5,00 min
Asc/Rec !imb fact = 1/1
Hydrograph Volume = 5,629 cult
Q (cfs)
21.00
18.00
15.00
12,00
9.00
6.00
3.00
~. a~,,
~~d~e~~ ~~~~ fir ~ ~ -~'°~;~ ~ ~~
I-Iyrl, Rlr~ 1 a., 1(1 Yr ___....~..fs.a.~.~-~-,__._,.,:,:~.._..w.~_

e.Go
0
5
Q (cfs)
21,00
18.00
1 x,00
12.00
9.00
6.00
3.00
0.00
10
Time (min)
Hyd No. 1

r ra I
Hydraflow Hydrographs by Intelisolve
yd. ®.
Sediment Riser for SB1
Nydrograph type =Reservoir
Storm frequency = 2 yrs
Inflow hyd, No. m 1
Reservoir name =Sediment Riser for SB1
Thursday, Nov 30 2006, 2:17 PM
Peak discharge 1.46 cfs
Time interval = 1 min
Max. Elevation ®261.35 ft
Max. Storage = 4,022 cuft
Storage Indication method used.
Q (cfs)
15.00
12.00
9.00
6.00
3.00
C,00
0.0
0.3 0.7
Hyd No. 2
Hydrograph Volume = 4,424 ouft
~..
~~ ~ ~ ~? > k ~ "~t -~
~ed~~~~ E~~~r f~~ S~1 ~ _~_...e~ -~
Hyd. nl~:. ? d3 ~ v~- Q (cfs)
15.00
1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7
Hyd No. 1 hl . ~ ~ :~ Req. Stor = 4,022 cuft
12.00
9.00
6.00
3.00
C.00
4.0
Time (hrs)

r r~ I
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0.0 0.3 0.7
Hyd No. 2
Hydrograph Volume = 5,570 cult
....
~ ~~~
Hyd, nlC. 2 __ 10 Yr . ~__..... ~~ a ~ (Cfs)
21.00
1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3,7
Hyd No. 1 T~~; ? ~~(~~~ Req. Stor = 5,075 cuft
18.00
15.00
12.00
9.00
6.00
3.00
0.00
4.0
Time (hrs)

Sediment Riser for SB1
1.00 Top of pond �
Eley. 264.00
4.00
�• (ArA - Elcv. 262.50
0.00
2.00 2.5
1.00 2.0 in orifice
culYD - Inv. 260.00 —``-,, CuIYA - LF of ".. in 0.50% ®.
0.00 x
F
Section (10 yr)
NT (2 Nr)
Schematic only. Not for construction.
i-lydraflovv HydrOgCaphs Pond Draw Project: 06-4066 sediment riser design.gpw Thursday, Nov 30 2006, 2:16 PM

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Town of Apex
Environmental Programs
Beckwith Subdivision Phase 1-3A
Stormwater Impact Statement
The Beckwith Subdivision includes the construction of a 303 lot single family subdivision including
the buildings, driveways, .and infrastructure. The site will be built upon 191,88 acres with 45.12
acres of impervious area resulting in a 23.5% total site impervious.
The site exists in a FEMA mapped floodplain with White Oak Creek and Clark Branch running
through th.e property. The tv!~o creeks combine at the southern area of the site with a total
drainage area of 11.0 square miles (479.,157 acres} per the attached FEMA Flood Insurance
Study Chart. The project is less than 1 % if the total drainage area at the project boundary..
The proposed construction will include the stormvvater collection system that will drain the new
construction to constructed wetlands. Rs proposed we have designed the constructed wetlands
to limit post construction flows to less than the predevelopment flows. With the installation of the
construoted wetlands there will be no effects to properties and existing culvert down stream within
the 10% point drainage area.
This (attar does not state that the existing culvert under Wimberly Road is designed adequately
for the existing drainage area.
Backwater from the detention will not effect upstream properties for the 100-year, 24-hour storm.
Proposed properties within this subdivision have been designed at a minimum of 2-feet above the
100-year future flood. elevation per the FEMA maps and/or above the dam elevation of each
constructed wetland.
s ~ _
~. w ~°- -.NA .w_
. Sh e Leathers, P, E. NC #27388
'~~
~~ .l

~~~~E~tt ~s ~E1g[t't~t'6t~ ~~®t,~S
'~ab6e ~®Se~rne~ary 1c a~~~~~e~
,~ ~ _
e _ _~
- e ~ - o ~`

~ ' P 6 ~ ` 65,E - ~ ° `m ..~
At mouth 1.7 330 880 1,430 * 2,750
Wheelers Approximately
Creek 0.6 mile

(Basin 10,
upstream of State 1 0 220 640 1,020 * 2,150
Stream 25) Road 97
At pond 0.1 20 210 310 * 650
At
Chatham/Wake 14.2 * * 6,180 * *
White Oak Count bounda
Creek (Basin Approximately
28, Stream 1) 1.0 mile
upstream of 12,9 3090 5,180 6,260 6,700 9,300
Chatham/Wake i
Count bounda i
Approximately
__ 1,060 feet
upstream of 11.0 3,040 5,090 6,150 6,560 9,060
Wimberl Road
Just upstream of
confluence with
Clark Branch 9.1 3,030 5,000 5,960 6,410 8760
(Basin 28,
Stream 3
At confluence
with Basin 28, 7.2 2,510 4,250 5,090 5,520 7,550
Stream 8
White ®ak At confluence
Creek (Basin with Bachelor
Branch (Basin 28 4.3 * * 3,380 3,880 *
28, Stream 1) ,
Stream 6
Approximately
670 feet
upstream of the Z.9 * * 2,160 2,340 *
confluence with
Jacks Branch
Approximately

f 750 feet
downstream of 1.9 * * 2,040 2,220 *
Hi hwa 55
Just upstream of
3enks Carpenter 1.0 * * 1,130 1
1'0
Road ,
Ffr~C~i TnS:.'r~nC° `/tu':r RejJOrt: L~4°~k2 r.^vunt}%, iVOiiii Ccarviinaalid iitCi3rpOrat~d Arei~S
Page ila May 2, 2006.

~+d~~c~~ .~ ®E~g~r~~e~~r>e e~hc~~E~
~~ble 1i®l.i~t~tea Mate Find E~az~rd ~~a
.r:.._.~-_ ___ _. _.~..~ _.__ ---_ _. _. _. _. _..._.. -----~~ -- ----._..-_..-------------
186 18,642 758 1,600 262.0 263.5 44 / 40
193 19,317 758 1,600 265.5 267,2 68 / 13
197 19,683 758 1,600. 266.2 268.0 16 / 16
198 19,764 728 1,550 267.3 270.5 !6 / 16
203 20,252 728 1,550 268.7 271.0 13 / 42
209 20,908 680 1,450 273.7 274.8 12 / 86
215 21,545. 638 1,340 276.4 278.0 72 / 15
220 22,015 638 1,340 279.1 280.4 1i4 / 12
224 22,440 576 1,200 282.4 283.9 12 / 12
229 22,937 472 971 287.4 288.9 12 / 12
233 23,324 472 971 291.5 292.5 12 J 12
235 23,483 472 971 294.3 296.5 4 / 5
237 .23,710 472 971 300,0 316.3 4 / 5
-°~-~° 243.... .24,323 472 971 301.2.. 316.3 25 / 80
~ ~
_
248 24,763 377 766 303.4 316.3 18 / 20 ~
251 25,075 377 766 307.3 316.3 45 / 39
254 25,413 377 766 310.7 316.4 _ 11 / 26
321 32,143 3,380 3,880 27i.1 271.4 102 / 385
328 32,758 3,380 3,880 272.2 272.6 194 / 337
342 34,200 2,160 2,340 276.5 276.7 154 / 47
353 A 35,341 2,160 2,340 ~ 281.® 281.2 148 /.118
360 36,021 2,160 2,340 282.5 282.7 224 / 141
365 36,537 2,160 2,340 283.9 284.1 213 / 43
.369 36,947 2,160 2,340 286.4 286.5 199 / 82
375 37,453 2,160 2,340 288.9 289.1 283 / 61
381 38,079 2,160 2,340 291.2 291.3 95 / 226
388 38.831 2.160 2.340 293.9 294.1 9 / 246
404 40,355 2,160 2,340 300.0 300.3 67 / 31
407 40,745 2,160. 2,340 301.7 302.0 123 / 63
413. 41,298 2,040 2,220 303.1 303.4 28 / 197
416 41,561 2,040 2,220 303.6 303.9 40 / 40
417 41,747 2,040 2,220 307.6 3D8.6 40 / 40
418 41,817 2,040 2,220 308.0 309.0 50 J 100
419 41,877 2,040 2,220 308.0 309.0 50 / 100
422 42,203 2,040 2,220 308.2 304.1 107 / 242
425 42,x06 2,D4D 2,220 308.4 309.6 106 / 102
429 42,927 2,040 2,220 310.9 311.2 61 / 63
431 43,D93 2,040 2,220 311.4 311.7 59 / 80
433 43,318 2,040 2,220 314.4
~ ~.~ ~a~ 314.5 59 / 80
~~~ 436 ~~~ ~ 43,563 ~ 2,040 ~~ 2,220 ~ 314.7 314.8 761 107
440 43,952 2,040 2,220 316.0 316.2 11/ 192
Food Insurance Study Report: Wake County, North Carolina and Incorporated Areas
May 2, 2006 Page f 57

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~ec~i~ - Erg ineerirt eh
1'abie 7-urnary ®f i~~t~ares

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Approximately
Cedar Fork 3.0 miles
(Basin 10, upstream of 1,2 * * 1
307 1
794
Stream 15) confluence with , ,
(continued) Little River (Basin
10 Stream 1
Just upstream of _ ~_ :---._
confluence with ~ 1.1 * * ``1,360~~
~
'~ 1,530 *
Cl
k B
h White Cak Creek `~=-~=-
~ ar
ranc
(Bas'un 28, Approximately
' Stream 3) 1,060 feet
upstream of 0.4 * * 785 958.
Green Level
__ »_____..~ :___~Church Road __-~ _.~ __~_. I
,lust downstream
of NRCS Dam No, 2.5 90 120 185 * 210
18
Coles Branch Just upstream of
(Basin 18, NRCS Dam No. 2.5 650 1,350 1,800 * 3,450
Stream 24 18
}
Approximately
I O.S mile
downstream of 1.1 380 830 1;100 ~` 2,20G
Ma Hard Road
At mouth 144.0 13,600 24,100 30,600 * 49,500
At US Route 64 138.0 13,300 23,700 30,100 * 48,600
At US Route 1 121.0 11,500 20,700 26,200 * 42,800
At Lassiters Mill
Dam 110.0 10,500 19,000 24,000 * 39,800
At US Route 70 97.6 9,300 17,100 21,700 * 36,400
Just downstream
Crabtree of Richland Creek 83.3. 8,000 14,500 18,500 * 31,700
Creek B18 S3
(Basin 18, At confluence of
Stream 9) Richland Creek 76.8 * * 14,900 17,880 *
B18 S3
Approximately
125 feet
upstream of
confluence of 60.8 * * 6,000 8,370 *
Sycamore Creek
(Basin 18,
( ~_- ) stream 6) ( I I f 1 E i
Flood Insurance Study Report: Wake County, North Carolina and Incorporated Areas
May 2, 2006 Page 63

~t6rr inrir~ ~
Flood Insurance Study Report: Wake County, North Carolina and Incorporated Areas
Page 14(} May 2, 2006
°Tab~~ l~-L~at eti8e ~1®~d Flaz~rcf ata

Scti ir~~ri ~h
1'a6e - ~ta~h~e~~ C®eff~'er~ts
_ ~ ~ - _-
Basin 22, Stream 6 0.030 - 0.070 0.070 - O.i10
Basin 22, Stream 9 0.030 - 0.070 0.070 - 0.110
Basin 22, Stream 20 0.030 - 0.070 0.070 - 0.110
Basin 23, Stream 2 0.050 0,140
Basin 23, Stream 2 Tributary 0.050 0.150
Basin 23, Stream 3 0.048 0.140
Basin 23, Stream 4 0.050 0.150
Basin 23, Stream 5 0,050 0.150
Basin 27, Stream 4 0.030 - 0.070 0.070 - 0.110
Ba5ln 28, Stream 7 Q,OsSQ - 0.055 0:150 - 0.155
Basin 28. Stream 8 0.047 - 0.050 0.100 - 0.200
Basin 30, Stream 3 0.030 - 0.070 0.070 - 0.110
Beaver Creek (Basin 27, Stream 2} 0.043 ®0.050 0.100 - 0.200
Beaverdam Creek (Basin 11, Stream 3) 0.030 - 0.070 0.070 - 0.130
Beaverdam Creek (Basin 12, Stream 1}
Beaverdam Creek (Basin 15, Stream 21) 0.024 - 0.07n ~~
0:018 - 0:070 0.070 m 0.13~P..
0,070 - 0.130 w_
Beaverdam Creek (Basin 18, Stream 28) 0,040 - 0.055 0.090 - 0.200
Beaver Creek Tributary (Basin 27, Stream 3) 0.030 - 0,070 0.070 - 0,110
Big Branch 0.050 0.140
Big Branch (Basin 10, Stream 8) 0.030 - 0.070 0.070 - 0.130
Big Branch (Basin 18, Stream 21) 0.035 - 0.055 0.090 - 0.200
Big Branch (Basin 26, Stream 5} 0.050 0.140
Big Branch (Basin 30, Stream 2) O.fl30 - 0.070 0.070 - O.11C
Big Branch Tributary No. 1 (Basin 30, Stream 6) 0.030 - 0.070 0.070 - 0.120
Adams Branch {Basin 30, Stream 9) 0.030 - 0.070 0.070 - O.1i0
Black Creek (Basin 23, Stream 1) 0.045 0.150
Black Creek Tributary A {Basin 18, Stream li} 0,030 - 0.070 0.070 - 0.110
Bradley Creek (Basin 24, Stream 3) 0.030 - 0.070 0.070 ®0.110
Bridges Branch 0,050 0.130
Brier Creek (Basin 18, Stream 14) 0.024 - 0>040 0,100- 0.200
Buck Branch (Basin 20, Stream 12) 0.030 - 0.070 0.070 - O.Oii
Buckhorn Branch {Basin 3, Stream 9} 0.030 - 0.070 0.070 - O.Oii
Buckharn Creek 0.040 - 0.048 0.145
Buffalo Branch (Basin 10, Stream 22) 0.030 - 0.070 0.070 - 0,110
Buffalo Creek (Basin 9, Stream 1} 0.030 - 0.070 0.070 - 0.130
~~
Camp Branch (Basin 22, Stream 7} 0.030 - 0.070 k 0.070 - 0,110
~
~
Cary Branch 0,040 0.140
Cedar Creek (Basin 15, Stream 34) 0.030 - 0.070 0.070 - 0.110
Cedar Fork {Basin 10, Stream 15)
_____ 0.042 0.130
. ~.~.,~.. _ .~,.-.,e~ _ ~....~ _ - .~ ~ ~
Clark Branch {Basin 28, Stream 3) __._.._ ~ ~
0.050 ~m,_____ o ~.-.~ ~ ~ _.
0.150
Coles Branch (Basin 18, Stream 24) 0.030 - 0.070. 0.070 - 0.200
Flood Insurance Study Report: Wake County, North Carolina and Incorporated Areas
Page 118 May 2, 2006

C AS. .SELLS, INC.
Comp. By ...................... Date ........................ Project ........................................................................................
Chkd. By ....................... Date ........................ Subject .......................................................................................
l
~~ ~ ,.-- F
,_. ,~,,. `~ -~ ; _ . ~ , Fem.
!y ~,.,
~y '~~'-'•`~'- ~{. r r.~ pit ~,,,'t ~ '. .~°~ ,s „
a
~~ 4 ~% a°`~ .. .a
Sheet No ................. of ...............
Job No .........................................

WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Beckwith Bubdivis-on BMP 1, 2, 3, 4, 5, and 6
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet wet{and detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition. .
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re®seed as necessary to maintain good vegetative cover, mow
.vegetative cover to maintain a niaxirnurn height of six inches, and remove trash as needed.
3. 8nspect and repair the collecfion system (i.e, catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4, Remove accumulated sediment from the wet [wetlandl detention basin system semimann~~sa-~., nr,R,h®~
depth is reduced to 75°/® of the original design depth (see diagram below). removed sediment shall be
disposed of in an appropriate manner and shat! be handfed in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc,).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated. sediments.
When the forebay depth reads
270.E fedt in BMP 1,
271.E feet in BMP 2,
25e.5 feet in Bii~P :~,
250.E feet in BMP 4,
254.3 feet in BMP 5,
°)~i7 ri $®®~ in ~P~RL7 C
the forebay [and micro-pooh, the sediment shall be removed
Page 1 of 4

~A~ltV ®IAG~
BLIP 7
0 Permanent Poo! Elevation 273.0'
Sediment moval E1. 270.5' 7 ,/o
• n o ri x• n n n~ Fo
-------------- -- Sediment r~en`iova~ ~~eva~lon L7V.o 7~ /o
t3ottom E vation 270.0' 5%
f~ s n O. Q 5 0
~®~E~~aY ~8~ P®®
~Ai ~t~G
~(I~P 4
Permanent Pool Elevation 2~3.a'
Sediment r~oval EL 200.31 7~/0
~®ttom E vation 2sa.a' V 5°i°
€~ ~ ~~
~,
-----~e~lmen~ s`~~mOVa! ~I~v~if~C2 Go11,~3 / ~ %o
.. ,~ n(+n of ~ non/ r
~~@V t'®1~£®
taje2of4

r~~~l~ ®a~~~~
BMP 5
~ Permanent Pool Elevation 256.5'
pediment moval EI. 254.3 7 /o
----------------- ------Sediment Removal Elevation 254.3' 75%
Bottom E vation 253.5' 5%
~~I~~~~~ ~ ~~~IP~ ~~~
~~ ~
~? ~~P 5
Sediment moval EI. 252.5' /o
Bot~~m E ovation 2~ ~.~ o%
F~E~
~E~ ~®~~
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berrn,
[For wetlands: Vtletland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. 1~/etland plants should be encouraged to grove in the marsh areas.]
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
~. All components of the wetland detention basin system shall be maintained in good worl~ing order.
3. Level spreaders or other structures that provide diffuse flow shall be r~~intafned every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
Page 3 of 4

I acknowledge and agree by my signature below that I am responsible for the performance of th'e`seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
~~Sc~
Title: ~~
Address:
Phone: ~ ~ ~ ~~ ~'~
signature: ~_°~_
®ate: ~ ~~- ~ ~ ~
execution of the forgoing wet [wetlands detention basin maintenance requirements. Witness my hand and
nffirial Pal,
~ ~ ~
~a
r ;~
I ~3
4.Y L~l~
My commission expires ~ ~(
Page 4 of 4

DWQ Project N
DIVISION OF DATER QUALITY - ?01 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : ~ ~ ~~ t~~ ~ ~°~, ~a ~ l~ ~i'€ ~ t .~~ t ~ ~~ _
Contact Person: ~ ~ F: ~ ~ >~ ~,-_ L°r~~~, ~ ~~-S Phone Number: l ~/I~) ~ ~ g -~ ~ ~ ~~
For projects with multiple basins; specify which basin this worksheet applies to: ~ ~ e~ °~
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surface Area
Marsh 9"-18" Surface Area
Mioro Pool Surface Area
Temporary Pool Volume
SA/DA used
Diameter of Orifice
IL. REQUIRED ITEMS CHECKLIST
~`~- ~ ft. (elevation of the orifice invert out)
2 ~ `t, ~ ft. (elevation of the outlet structure invert in)
~~ .6 ~~ sq. ft: (water surface area at permanent pool elevation)
~ t . ~ ~ ac. (on-site and off-site drainage to the basin)
{~,. ~ ~ ac. llQ, z ~ (on-site and off-site drainage to the basin)
C ~l? ~ sq. ft. (at permanent pool elevation approximately 15%)*
7 ~'~~/ sq. ft. (at permanent pool eieva~~on approximately 35%}'
t ~"~~ sq. ft. (at permanent pool elevation approximately 35%)*
r~ r,? l~3 sq. ft. (at permanent pool elevation approximately 15%)*
®~ ~ cu. ft. (volume detained on top of the permanent pool)
(~.4~ °( (surface area to drainage area ratio)"
"~ in. (draw dawn orifice diameter)
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. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and vdill substantially delay final review and approve! of the project
Applicants Initials
?~ The temporary pool controls runoff from the 1 inch rain.
~~ ,e The basin side slopes are no steeper than 3:1.
~~ z~, A planting plan for the marsh areas with plant species and densities is provided.
°~ ~ Vegetation above the permanent pool elevation is specified.
m~~! An emergency drain is provided to drain the basin.
6~ ~ The temporary pool draws down in 2 to 5 days.
~.F~ Sediment storage is provided in the permanent pool.
s~ ~. A sediment disposal area is provided.
~~, r Access is provided for maintenance, g
~~ ~ A site specific, signed and notarized operation and maintenance agreement is prev'rded:
5~ ~-- The drainage area (including any offsite area} is delineated on a site plan. ~~ ~~ ~'~« ~ ~ ~'~;' ~'
Sri ~ e. ~: S ~_Access is provided for maintenance. '~,
c y ~ Plan details for the wetland are provided.
,~~ Plan details for the inlet and outlet are provided.
5 5 ~ A site specific operation and maintenance agreement, signed and notarized by the responsible parry is provided (see
hfip:llh?n,eh nr.stet?.nc.~!s/ncwetlands/oandm.doc).
* Pocket Wetlands have-different design parameters and-are only assumed to remove 35% TSS®See pp~,19,-and, 2Q of the NG DENR,
stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.

DWQ Project N
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name: ~~.s-,~ !k-~"'~. ~cs~~tr~t~ld~l
Contact Person: S ~, ~,, a ~,~ ~. L~a~-a"°~, ~ ~`~ Phone Number: ~ ~ T~ ° ~ ®~,~
For projects with multiple basins specify which basin this worksheet applies to: ~ ~ :!~
B
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pcol Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Pty-.L A AX -L... ~-~~
E6~Shc ~!! °~ SA!!~~C xl C9
Marsh9"-1 i3" Surface Area
Micro Pooi Surface Area
Temporary Pool Volume
SA/DA Used
Diameter of Orifice
II. REQUIRED ITEMS CHECKLIST
ft. (elevation of the orifice invert out)
`Z ~- ~- ft. (elevation of the outlet structure invert in)
~°~ ~ ~ ~ sq. ft. (water surface area at permanent pool elevation)
3~ .~ 2 ac. (on-site and off-site drainage to the basin}
~, ~) ac.3~, (on-site and off-site drainage to the basin)
'f ~
~ti~ l~ sq. ft. o
(at permanent pool elevation approximately 15%)"
~-~;°~ ~ sq. ft. !at permanent pop! also/often appr~ximatgly ~5~/)*
~'~(0 0 sq. ft. (at permanent pool elevation approximately 35°/®)*
~ ~ ~i ii sq. ri. (at permanent pooi eievation approxirr~aeiy 15°rb}"
(P ~ ~ cu. ft. (volume detained on top of the permanent pool}
V ~ (surface area to drainage aiCa ratiu)*
~ in. (draw down orifce diameter)
Initial in the space. provided to indicate the following design requirements have been met and supporting dooumentation is attached. tf a
requirement has not been met, atfach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and viii substantially delay final review and approval of the project
Applicants Initials --
~'~ ~~ The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
5~ ~ A planting plan for the marsh areas with plant species and densities is provided.
~~ ~ Vegetation above the permanent pool elevation is specified.
~'~~- An emergency drain is provided to drain the basin,
f 5 ~. The temporary pool draws down in 2 to 5 days.
~~f Sediment storage is provided in the permanent pool.
5 y ~. A sediment disposal area is provided.
5~ ~- Access is provided for maintenance. )
5f~ A site specific, signed and notarized operation and maintenance agreement is provided,
~~ ~- The drainage area (including any offsite area) is delineated on a site plan. ~ C~ ~)~ ~ ~~ ~
Sc, ~ e ~ S ~~Access is provided for maintenance. `~
~ ~ ~ Plan details for the wefland are provided.
5~~ Plan details for the inlet and outlet are provided.
S 5 L A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http:/ih2o.ehnr.state. nc. usincwetland s/oandm.doc).
`Pocket Wetlands have different design parameters and are~oniy assumed to remove 35°io TSS - See pp. i 9 dna 2u if tf'ie i~C DEiJP
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.

DWQ Project N
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET")WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : ~ d'.. ~.~ t~~° r °4''~ ~ r~ ~ f..~ l ~ t 6 t ~- ~I; ,
Contact Person: S d, ~<, x ~~ ~ L~~-a G, ~ ~~ Phone Number, (~/1~) l~ erg - C1
For projects with multiple basinsr; specify which basin this worksheet applies to: ~ ~1~, ~ ~
Permanent Pool Elevation "~S ~ ft. (elevation of the orifice invert out).
Temporary Pool Elevation ~ ~ ~-i ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
riar"ai i v"°9" Sur face Area
Marsh 9"-113" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
SwDA used
Diameter of Orifice
Il. REQUIRED iTE~S CHECKLIST
~ ~ sq. ft. (water surface.area at permanent pool elevation)
! u-., ~~ ac. (on-site and off-site drainage to the basin)
~', ~f `~ ac. ~ D . t ~(on-site and off-site drainage to the basin)
~1. ~ ® sq. ft. (at permanent pool elevation approximately 15%)*
"ti"! ~ sq. ft. (at permanent pool ela;,ation approximately 35%)*
~o~6U~ sq. ft. (at permanent pool elevation approximately 35%)*
°1,"~-~ ~ sq. ft. (at permanent pool elevation approxirnaieiy 15%)'
~- ~ ~ ~ cu. ft. (volume detained on top of the permanent pool)
t ~ ~
~ ~ N (Sil(iaeC area t~ drainage arcs ratiu)~
~, in. (draw down orifice diameter)
Initial in the space provided to indicate the fofiowing design requirements have been met and supporting documentation is attached, fta
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Inifials
~' a ~ The temporary pool controls runoff from the 1 inch rain.
e The basin side slopes are no steeper than 3:1.
5~ ~. A planting plan for the marsh areas with plant species and densities is provided.
`~ ~ Vegetation above the permanent pool elevation is specified.
~~~ An emergency drain is provided to drain the basin.
t"5 ~ The temporary pool draws down in 2 to 5 days.
S~1 Sediment storage is provided in the permanent pool.
~~ ~ A sediment disposal area is provided.
~~ ~ Access is provided for maintenance. )
5~~ A site specific, signed and notarized operation and-maintenance agreement is provided.
~~ ~-- The drainage area (including any offsite area) is delineated on a site plan. ~ ~~ ~)~ "~' r. ~/t ~
Sc, ~ t a S ~,_Access is provided for maintenance. ~,
~ ti (_ Plan details for the wetland are provided.
SfG. Plan details for the inlet and outlet are provided.
S C~. A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehn r.state. nc, uslncwetl and sloand m.doc).
Pocket vVetiands have different design parameters and are only assumedto remove 35 i° TSS -See pp. i 9 and 2u ref rie iv% DEi~r~
Stormwater BMP Manual, April 1999, 10% open water, 50% high marsh, 40% low marsh.

DtNQ Project N
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following info motion):
Project Name : ~ e. ~~ ~ ~ °~°;~. ~ ~®~ t rte! ~ t !~ ~t
Contact Person: ~ 6, ~, ~. a r~ ~. t_~~€-~M ~ ~'~_ __ Phone Number, f ~/~ j (? ~-f~
For projects with multiple basins°, specify which basin this worksheet applies to: ~ ~, !~
Permanent Pool Elevation ~. ~ ft. (elevation of the orifice invert out)
Temporary Pool Elevation °~6~ ~~ ~ ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ~~''~ ~ " ~ sq. ft. (water surface area at permanent pool elevation)
Drainage Area ~ ~ ~ ~, ~y ac. (on-site and off-site drainage to the basin)
Impervious Area ~t t9 ~, ac36, ~~~;(on-site and off-site drainage to the basin)
Forebay Surface Area ~~~~ sq. ft. (at permanent pool elevation approximately 15%)'
^
^arsh 0°-9" Sw,rface Area ~'t ~~n~D cn ft !at narmaneant nnnl Plevati~n approximately 35%)*
.
Marsh 9"-18" Surface Area ~bde=1~~ sq, ft. (at permanent pool elevation approximately 35%)'

ivioro Pooi SurraceArea
=~~ay
sy. it. -;: ,C° ~*
(at ferr~~ay~er~t cool elEvatiore apNru;,~marely 1;,/°~
Temporary Pool Volume ~ ~° ~ ~~ ~ cu, ft. (volume detained on top of the permanent pool)
nn Inn
y'~~f{ uSE'.(d '~ ~~
t t V ) F ,,,.6.,,.., r.~.n #n rlrnln~ r iinl*
~v UIICIeG QIGQ 6V ldi ®11IQge aroma :akiklP
Diameter of rJrifice a in, (draw down orifice diameter)
II. REQUIRED ITEV~S CHECKLIST
Initial in the space provided to indicate the following design requirements have been met ar~d supporiirlg documentation is attached, ff a
requirement has not been mef, attach an explanation of why, At a minimum, a complete stormwater management plan submittal includes
a worksheet for each t3MP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Aooficanfs initials
~ ~ The temporary Pooi controls runoff from the 1 inch rain.
~ a The basin side slopes are no steeper than 3:1.
~~ ~. A planting plan for the marsh areas with plant species and densities is provided.
~~ ~ Vegetation above the permanent pool elevation is specified.
f~~-- An emergency drain is provided to drain the basin,
~g ~. The temporary pool draws down in 2 to 5 days.
~~~ Sediment storage is provided in the permanent pool.
sy ~ A sediment disposal area is provided.
~,~ ~ Access is provided for maintenance. d
5~~ A site specific, signed and notarized operation and. maintenance agreement.is.peovided.:
Si G-- The drainage area (including any offsite area) is delineated on a site plan. Cyr ~~ s~d~r "~' a ~~
Sc, ~ e, a S ~_Access is provided for maintenance. ~
sti ~ Plan details for the wetland are provided.
5f L Plan details for the inlet and outlet are provided.
S 5 L A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http:f/h20.ehnr.state.nc.uslncwetlands/oandm.doc).
x r. . , . ,~ ~ . .... ~ . _~_ I a_ .,,..,.. m..q orm ~rr+r n-,. -.- q(, -.-a ~5n s a~.~ 41n I"4'_Blp
_ YOCKe[ lweuanas nave ~II17erent ~~Slyll parafileter5 aid af_e o~1iy aSSGii16G du Iaoluvc a~a io I ~a - acs ~~, I~ AIIU ~u vl tIIG Ivy ~~ivl~
Stormwater BMP Manual, April 1999.10% open wafer, 50% high marsh, 40% low marsh.

DWC~ Project
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : ~ ~ ~~ l~ e °g";~, -~ €e ~ t m t ~. i ~ ~
Contact Person: S ~; ~~ , r ~.~ a. L~~-~~ e ~5 Phone Number
For projects with multiple basins specify which basin this worksheet applies to: ~ ~
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
AAarSh ~°'a" S;~'rtaC° Area
Marsh 9"-18" Sureace Area
iviicro Pool Surface Area
Temporary Pool Volume
SAiDA is5ed
Diameter of Orifice
II. REQUIRED ITEIyiS CFIECKLIST
~.~w~, ~ ft. (elevation of the orifice invert out)
'~ ~. ~ ft. (elevation of the outlet structure invert in)
r~ ~ ~ ~ sq. ft. (water surface area at permanent pool elevation)
~~. ':~~~(~ ac,
3.~ ~ ac.i?
~'~~ sq. ft.
~-2d ~ sq, f#,
T n'~, d sq. ft.
1 Lo ~ `~ sq. ft.
(on-site and off-site drainage to the basin)
,~"~(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(af per!??angnt pnnl alavatinn apprnXimataly ~5%1*
(at permanent pool elevation approximately 35%)*
(at der"tiiar`ieY"it Nrul ciettaiififi appruifiiiiaiely iv o)~
`~ ~ ~•~ cu, ft. (volume detained on top of the permanent pool)
~ ~ ~ ~i ('viirfaCc area tv dr aEnage ar ca r ati0)*
`~ in. (draw down orifice diameter)
initial in the space provided to indicate the following design requirements have been met and supporting doeu,~ientation is ai~ached. ifa
requirement has not peen met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
" a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and wil[ substantially delay final review and approval of the project
Aooficants initials
~~ ~.~ The temporary pool controls runoff from the 1 inch rain.
s The basin side slopes are no steeper than 3:1.
5t ~. A planting plan for the marsh areas with plant species and densities is provided.
~~ ~ Vegetation above the permanent pool elevation is specified.
~'h~. An emergency drain is provided to drain the basin.
fg L. The temporary pool draws down in 2 to 5 days.
~ ~! Sediment storage is provided in the permanent pool.
sp ~ A sediment disposal area is provided.
~~ ~ Access is provided for maintenance.
5~;% A site specific, signed and notarized operation and maintenance agreement is,provided.-
~4 ~-- The drainage area (including any offsite area) is delineated on a site plan. Cyr C~ ~~~ `~ ~ ~'~ ~
Sc, ~ e a ~ ( Access is provided for maintenance. '~
s ti L Plan details for the wetland are provided,
5jL Plan details for the inlet and outlet are provided.
S 5 L. A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state. nc. u s/ncwetland sloandm. doc).
.. ~- ~... ~ an ., ~Fi nn _,r x,r_.in nrn~n
rocket vde[ianos nave ^ir<erent Design pararr~ieters grid are only assurYled to fertiu'vf 35°io TSS -Sec pp. ~ ~ a~~u w vi ~~ is i~~. u~~~~;
Stormwater BMP Manual, April 1999, 10% open water, 50% high marsh, 40% low marsh.

DWQ Project
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following info/rmation):
Project Name : ~ ~. ~~ t,~ ~ `f"'~, ~ ~ ~ ~ ~ t ~. I ~ ~1
Contact Person: S ~ ~~. ~ ,,~ ~- L~~--g j~ e ~`:S Phone Number: t III 1 ~ ~-~ - P~
Far projects with multiple basins; specify which basin this worksheet applies to: t+En ~~ 9>
r.
Permanent Pooi Elevation ~ ~ ft. (elevation of the orifice invert out)
Temporary Pool Elevation ~ ,~ ~ , ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area y~ ~ sq. ft. (water surface area at permanent pool elevation)
Drainage Area c°t I ~~`I ac.~~,~ (on-site and off-site drainage to the basin)
Impervious Area i I ~ ~ D ac. (on-site and off-site drainage to the basin)
Forebay Surface Area ~t9 to sq. ft. (at permanent pool elevation approximately 15%)°
E nn D" a fart n.,,r
i~arae'c V -~ vfsiiav~ n~cb --7 rn.
~~~ u
Sq. it. r.. + ~ i q +e~, Z o_ ~
fat p~iiTianeiis pv0i ^~ie'~`aa~Gn ap^proxl~Tia~ei/ d5/~)
Marsh 9"-18" Surface Area C~ ~~ sq. ft. (at permanent pool elevation approximately 35%)+
Micro Pooi Surface Area -~
~ t~ ~~ sq. ft. (at permanent pool elevation approximately 15 °)~'

Temporary Pool Volume ~q
p~~ ~ k ls'
~ ~ ~
cu. ft.
(volume detained on top of the permanent pool)

SA1DA used I , ~. (surface area to drainage area ratia)~
Diameter of Orifice ~ in. (draw down orifice diameter)
IL REQUIRED ITEMS CHECKLIST
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. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials .~
~'~ ~.~ The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
~~ ~. A planting plan for the marsh areas with plant species and densities is provided.
~~ ~ Vegetation above the permanent pool elevation is specified.
~"~~. An emergency drain is provided to drain the basin.
f 5 ~ The temporary pool draws down in 2 to 5 days.
~~t Sediment storage is provided in the permanent pool.
s y [® A sediment disposal area is provided.
~y ~ Access is provided for maintenance. j
5~~ A site specific, signed and notarized operation and maintenance agreement is provided.
Uzi ~- The drainage area (including any offsite area) is delineated on a site plan. C~ ~~ r*j~ °~' ~ ~~ ~
__Sc~ ~ e ~ S (Access is provided for maintenance. '~
s ~ L Pian details for the wetland are provided,
SfL Plan details for the inlet and outlet are provided.
S 5 L A site specific operation and maintenance agreement, signed and notarized by the responsible part] is provided (see
http://h2o.ehnr.state.nc. us/ncwetlands/oandm.doc).
`Pocket i~etiands have different design parameters and are only assumed to remove 35% I SS ®See pp.1y and. zG or'the NG uEivF._.
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.