20130492 Ver 1_Stormwater Info_20130507

DESIGN CALCULATIONS
CIVIL/SITE WORK
DUNN ROAD COMMUNITY CENTER AND
W CPSS E-20 ELEMENTARY SCHOOL.
RALEIGH, NORTH CAROLINA
NOVEMBER, 2012 .
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Regency Fart k, 400 Regeticy Forest Drive, Szrrte 120
Cary, North Carolina 27518
Fhonc: (919) 319 --6716 Fax: (.91 9) 3l9 --7516

Stormwater Management Narrative
Dunn Road Community Center and WCPSS E -20 Elementary School
November, 2012
Site Description
The site of the proposed City of Raleigh Dunn road Community Center and Wake County Public School
System E -20 Elementary School is located off Durant Road in Raleigh is adjacent to the North Wake
Landfill. The site was formerly used as the borrow site for the landfill and is located on the north sine of
Durant Road approximately 1.3 miles west of US -1 across the road from the existing Durant road
Elementary School.
The Site consists of four existing parcels currently owned by Wake County that will be recombined into
three lots that are to be owned by Wake County, the City of Raleigh, the Wake County Public School
System. The stormwater analysis will include a portion of the adjacent Wake County Landfill site
(designated as Area 4) For a total of 48.16 acres. Area 4 will remain in Wake County's Planning
Jurisdiction and will be reviewed concurrently by Wake County Stormwater.
The site is located in the Secondary Urbana Water Supply Watershed and is located in the Neuse River
Basin.
Stormwater Manaeement
Stormwater management is proposed to meet the Stormwater Management Regulations of the City of
Raleigh and Wake County. These regulations generally consist of Water Supply Watershed Protection
and the Neuse Rivet' Nutrient Management Strategy regulations. The recombined lots share the various
Best Management Practices (BMPs) located throughout the site, with lot subareas allocated to each BMP.
Storm water Detention shall be analyzed at four discharge points for the entire subdivision.
Secondary Water Supply Watershed Protection allows a maximum of 70% impervious areas per lot.
Stormwater devices, or BMPs within the development shall treat the first one inch of rainfall in excess of
24 percent from the lots shall be detained for a minimum of 12 hours om- captured by a wet pond in
accordance with Raleigh regulations.
Ncuse River Basin regulations require Total Nitrogen (TN) to be at or below 3.6 lbslaclyr- to be achieved
through Best Management Practices (BMP), offset buy downs or combination of both. BMPs shall
detain water between 2 -5 days and provide 85% Total Suspended Solid(TSS) removal. TN and TP
calculations will be provided with Construction Plan Submittal.

Stormwater Treatment -- Nitro =en Removal:
Two Detention Wetlands and a 90 %TSS Wet Detention Pond will provide removal of Total Nitrogen
(TN) to rates less than the required limi€ of 10- lbslaclyr. The Detention Wetlands will remove 40% of
the TN from runoff, and the 90% TSS Wet Detention Pond will remove 25 °Ire of the TN from runoff. TN
is calculated using Method 2 from the City of Raleigh Stormwater Design Manual.
Lots 1 and Proposed Public RIW — City of Raleigh
Site Area:
Base N Loading Rate:
TN Export:
Target N Loading Rate:
N to be Off -set by Payment:
Payment Maint. Duration:
Total N to be Offset by Payment:
Lot 2 and Proposed Public RIW - WCPSS
Site Area:
Base N Loading Rate:
TN Export:
Target N Loading Rate:
N to be Off -set by Payment:
Payment Maint. Duration:
Total N to be Offset by Payment:
Lot 3 — Wake County
27.91 -ac
4.48 - lbs /ac /yr
125.09 - lbslyr
3.60 - lbslaclyr
0.88 - lbslaclyr
24.62 - lbslyr
30.00 -yrs
738.48 -1bs x $20.29= $14,983.76
12.51 -ac
7.00 - lbslaclyr
87.60 - lbslyr
3.60 - lbslaclyr
3.40 - lbslaclyr
42.56 - lbslyr
30.00 -yrs
1276.80 -lbs x $20.29= $25,906.27
Lot 3 is greater than one acre and will be reviewed separately with future development submittal to the
City of Raleigh. This lot is not a part of this review.
Area 4 — Wake Count — Leased by Raleigh per Letter of Agreement
Area 4 will be reviewed by Wake County under separate review. TN calculations are not required for
City of Raleigh review.
Site Area:
Base N Loading Rate:
TN Export:
Target N Loading Rate:
N to be Oft -set by Payment:
Payment Maint. Duration:
Total N to be Offset by Payment:
-2-
6.44 -ac
1.44 - lbslaclyr
9.28 - lbslyr
3.60 - lbslaclyr
0 - lbslaclyr
0 - lbslyr
30.00 -yrs
0.00•lbs x $20.29= $0.00

Wet Detention Pond Design Elements:
I , Sizing shall take into account all runoff at the ultimate build -out including off -site drainage.
2. Side slopes stabilized with vegetation shalt be no steeper than 3:1.
3. Wet Pond shall be located in a recorded drainage easement with a recorded access easement
to a public right -of -way.
4, Wet Pond meets 90% TSS removal and does not require a filter strip.
5. The Wet Pond will be used for Sedimentation and Erosion Control and shall be cleaned out
and constructed to design state.
6. The design storage is above the permanent pool.
7. Discharge rate of the treatment volume shall completely draw down between 2 and 5 days.
8. The average depth of the permanent pool shall be a minimum of 3 feet.
9. Permanent pool surface area shall be determined using NCDENR DWQ Table 10 -3.
10. The flow with the BMP shall not short- circuit the pond.
IL . Wet Pond shall have a forebay.
12. Wet Pond shall be stabilized with vegetation above the permanent pool.
13. Wet Pond side slopes below the 10 foot shelf shall be 3:1 maximum.
14. Wet Pond shall provide sufficient temporary sediment storage to allow for proper- operation
between scheduled cleanouts.
15. Wet Fond shall not produce adverse impacts to adjacent wetlands.
16, A minimum 10 foot wide vegetated shoulder shall be installed around the perimeter. The
inside edge of the shelf shall be 6" below the permanent pool elevation; the Outside edge of
the shelf shall be 6" above the permanent pool elevation.
17. The forebay volume shall be about. 20 percent of the total permanent pool volume, leaving
about 80 percent of the design volume in the plain pool.
18. Freeboard shalt be a minimum of 1 foot above the maximum stage of the basin ( 100 year 24
hour Design Storm),
19, The permanent pool is not within 6" of the Seasonal High Water Table, but will provide an
impervious material layer below the topsoil with no more than 0.01 inlhr infiltration rate.
20. Outflow of barrel enters an existing drainage channel and is not required to meet diffuse flow
requirements if outflow is non- erosive.
Detention Wetland Desi n Elements:
1. Sizing shall take into account all runoff at the ultimate Build -out including off -site drainage.
2. Side slopes stabilized with vegetation shall be no steeper than 3:1.
3. Wet Pond shall be located in a recorded drainage easement with a recorded access easement
to a public right -of -way.
4. Discharge rate of the treatment volume shall completely draw down between 2 and 5 days,
5. The flow with the BMP shall not short - circuit the wetland.
6. Wetland shall have a forebay.
7. A vegetated fitter strip is not required for overflows or discharges from a storlrswater
wetland.
8. Sizing of the wetland is per NCDENR -DWQ volume requirements.
9. The treatment volume is greater than 3,360 square feet.
10. Maximum shallow land depth (temporary pool) shall be one foot.
it. Minimum length to width ratio shall be greater than 1,5:1.
11 Wetland shall be stabilized with 14 days of construction.
13. The permanent pool is not within 6" of the Seasonal High Water Table, but will provide an
impervious material layer below the topsoil with no more than 0.01 in/hr infiltration rate.
34. Cattails shall not be planted.
15. The Wet Pond will be used for Sedimentation and Erosion Control and shall be cleaned out
and constructed to design state.
-3-

Stormwater Detention:
Two Detention Wetlands and a 90 %TSS Wet Detention Pond will provide adequate, temporary
stormwater runoff Storage volume to attenuate the peak storsnwater discharge rates to levels less than the
pre - development conditions on the site for the 1 -yr, 2 -yr and 10 -yr design events.
There are four primary discharge points for the entire 48.15 acre properties. Point A is located at the
northeast corner of Area 4. Run -off from this portion of the site drains in Bounce Branch which then
enters the Neuse River downstream. Point B is located on the eastern line of Lot 2. Run -off from this
portion of the site drains into an unnamed tributary to Bounce Branch. Point C is located on the eastern
right -of -way of the future Dunn Road Extension. Run -off at this location enters another unnamed
tributary to Bounce Branch. Point D is located at the southwest corner of Lot 3, which discharges into
the existing Durant Road storm drainage system.
" includes upstream offsite run -off.
-4-
Design Storm
Event
Pre-
Development
Post
Development
Managed Post
Development
Best
Management
Practice
Drainage
Q l (cfs)
6.74
18.56
4.32
Wet Detention
Analysis
Q2 (cfs)
14.72
30.44
8.73
Pond
Point `A'
Q10 (cfs)
43.43
66.81
26.29
Drainage
Q1 (cfs)
3.52 *
31.17
1.81
Wet Detention
Area B
Q2 (cfs)
7.20 *
45.24
3.94
Pond & 3 Bio-
Q 10 (cfs)
21.61
85.70
17.54
Retention
Areas
Drainage
Q 1 (cfs)
1.13
0.71.
None
Area C
Q2 (cfs)
2.76
1.55
Q10 (cfs)
8.99
4.45
Drainage
Q 1 (cfs)
0.17
0.05
None
Area D
Q2 (cfs)
0.56
1 0.12
Q 10 (cfs)
2,22
0.35
" includes upstream offsite run -off.
-4-

DUNN ROAD COMMUNH Y CENTER &
E20 ELEMENTARY SCHOOL
DAM 8- 25--11
PROJECT NO. ,8 -138 & 10� -134 DRAWN BY KAL
USGS AD hW
s U esr. 1987
v
SCALE 1" = 2000'
GLH DESIGN, P.A.
Regency Park
400 Regency Forest Drive
Suite .120
Cary, North Carolina 27518
Phone. [phone]
Fax: [phone]

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DUNN ROAD COMMUNITY CENTER & CLH DESIGN P.A.
E20 ELEMENTARY SCHOOL
DATE 8 -25 -11
PROJECT Na- 8 -138 & 10 --134 DRAWN BY X4L 400 Regency Forest Drive
Suite 120
SOILS, C AMP AM Cary, North Carolina 27518
Phone: (919) 319 --6716
REFFRF,NW. WAKE COUNTY SOIL SU12WY (F970) Fax: [phone]

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DRAINAGE
AREAS

TE 4
- -
8128112
PROJECT NAME PROJECT NO
North Wake County E5 & Community Center Campus 09 -116
LocATm BY
Raleigh, NC KAL 11
Site Area
Wooded Area
LOT IA- 18.94 ac
1.40 ac
Drains to Analysis Point A
0.89 ac
LOT 1B: 5.59 ac
4.80 ac
Drains to Analysis Point B
0.65 ac
LOT 1C: 1.53 ac
0.40 ac
Drains to Analysis Point C
2.30 ac
LOT 1D: 1.55 ac
1.00 ac
Drains to Analysis Point D
Total Lot 27.91 ac
7.60 ac
pious Area
Lawn Area
0.10 ac
17.44 ac
0.00 ac
0.89 ac
0.23 ac
1.00 ac
0.00 ac
0.65 ac
0.33 ac
19.98 ac
Site Area
Wooded Area
Impervious Area
Lawn Area
LOT 2A: 3.38 ac
0.00 ac
0.00 ac
3.38 ac
Drains to Analysis Point A
LOT 2B: 4.63 ac
2.30 ac
0.10 ac
2.23 ac
Drains to Analysis Point B
LOT 2C: 4.50 ac
2.00 ac
0.03 ac
2.47 ac
Drains to Analysis Point C
Total Lot 12.51 ac
4.30 ac
O. 13 ac
8.08 ac
Site Area Wooded Area
LOT 3D: 1.30 ac 1.20 ac
Drains to Analysis Point ❑
Total Lot 1.30 ac 1.20 ac
Imperious Area i.awn Area
0.05 ac 0.05 ac
0.05 ac 0.05 ac
Site Area
Wooded Area
Impervious Area
Lawn Area
AREA 4A: 5.33 ac
2.50 ac
0.00 ac
2.83 ac
Drains to Analysis Point A
AREA 4B: 1.1 I ac
0.40 ac
0.00 ac
0.71 ac
Drains to Analysis Point B
Total Area 6.44 ac
2.90 ac
0.00 ac
3.54 ac
Site Area Wooded Area Im )ervious Area I.,awn Area
TOTAL SITE 48.16 ac 16.00 ac 0,51 ac 31.65 ac
Page 1

1:4�'� ,a ,Y' S,f :Ya. ?,•
fR4
:.y Fi;A_ri 1�
DATE
Future Imp. Area
Lawn Area
LOT 2A: 1.44 ac
yI
$128112
0.05 ac
0.21 ac
1
f 1r J
PROJECT NAME
PROJECT NO
North Wane County ES & Community Center Campus
LOT 2B: 7.68 ac
49 -116
3.36 ac
0.20 ac
{S
Drains to Wet Pond I
LOCATION
BY
Raleigh, NC
LOT 2B: 1.21 ac
KAL
0.55 ac
0,10 ac
1
Drains to Wetland 3
LOT 2B: 0.35 ac
3
0.21 ac
0.00 ac
0.14 ac
Offsite to Wetland 3
Site Area
Wooded Area fm pervious Area Future Imp.
Area
Lawn Area
LOT 1A: 9.54 ac
0.00 ac
3.21 ac
0,20 ac
6.13 ac
Drains to Wetland 2
LOT IA: 7.39 ac
0.00 ac
0.00 ac
0.00 ac
7.39 ac
ByPass to Analysis Point A
LOT IB: 4.08 ac
0.00 ac
2.21 ac
0.15 ac
1.72 ac
Drains to Wet Pond 1
LOT 113: 2.66 ac
0.00 ac
1.58 ac
4.10 ac
0.98 ac
Drains to Wetland 3
LOT IB: 3.67 ac
0.00 ac
0.07 ac
0.00 ae
3.60 ac
ByPass to Analysis Point B
LOOT IB: 0.96 ac
0.00 ac
0.39 ac
0.00 ac
0.57 ac
Olf- -Site Area to Wet fond I
LOT 1C: 0.43 ac
0.00 ac
0.04 ac
0.00 ac
0.39 ac
Drains to Analysis Point C
LOT ID: 0.14 ac
0.00 ac
0.00 ac
0.00 ac
0.14 ac
Drains to Analysis Point D
Total Lot 27,91 ac
0.00 ac
7.11 ac
0.45 ac
20.35 ac
Includes Dunn Read Extension Public RIW and Excludes Offsite Area)
Site Area
Wooded Area
Impervious Area
Future Imp. Area
Lawn Area
LOT 2A: 1.44 ac
0.00 ac
1.18 ac
0.05 ac
0.21 ac
Drains to Wetland 2
LOT 2B: 7.68 ac
0.00 ac
3.36 ac
0.20 ac
4.12 ac
Drains to Wet Pond I
LOT 2B: 1.21 ac
0.00 ac
0.55 ac
0,10 ac
0.56 ac
Drains to Wetland 3
LOT 2B: 0.35 ac
0.00 ac
0.21 ac
0.00 ac
0.14 ac
Offsite to Wetland 3
LOT 213: 0.58 ac
0.00 ac
0.00 ac
0.00 ac
0.58 ac
ByPass to Analysis Point B
LOT 213: 0,39 ac
0.00 ac
0.27 ac
0.05 ac
0.07 ac
Offsite to Wet Pond 1
LOT 2C: 1.60 ac
0.00 ac
0.01 ac
0.00 ac
1.59 ac
Drains to Analysis Point C
Total Lot I2.51 ac
0.00 ac
5.10 ac
0.35 ac
7.06 ac
Includes Dunn Road Extension Public RIW and Excludes Offsite Area
Page 2

Site Area Wooded Area Impervious Area Future Imp. Area Lawn Area
AL SITE 48.16 ac 0.00 ac 12.44 ac 0.90 ac � 34.82 ac
Lot 3 and Area 4 are excluded from Watershed calcuIations
Lot 3 will be retained by Wake County and will reviewed by the City of Raleigh
in a future review submittal.
Area 4 is within Wake County's jurisdiction
Site Area Wooded Area Ini ervious Area
Future Imp. Area
Lawn Area
Lot I 27.41 ac 0.00 ac 7. t 1 ac
0.45 ac
20.35 ac
Percent Impervious- 27.43 % ¢70%
Site Area Wooded Area hi )ervious Area
Future Imp. Area
Lawn Area
Lot 2 12.51 ac 0.00 ac 5.10 ac
0.35 ac
7.06 ac
Percent Impervious: 43.57 % <70%
Page 3

DATE
PROJECT NAME PROJECT NO
North Wake County ES & Community Center Campus 09 -116
LOCATION BY `
Raleigh. NC KAL
Site Area
Wooded Area
Impervious Area
Future Imp. Area
Lawn Area
LOT IA: 9.54 ac
0.00 ac
3.21 ac
0.20 ac
6.13 ac
Drains to Wet Pond 2
LOT 2A: 1.44 ac
0.00 ac
1.18 ac
0.05 ac
0.21 ac
Drains to Wet Pond 2
ARFA 4A: 3.76 ac
0.00 ac
0, 18 ac
0.10 ac
3.48 ac
Drains to Wet Pond 2
Total Area 14.74 ac
0.00 ac
4.57 ac
0.35 ac
9.82 ac
Site Area
Wooded Area
Im erVious Area
Future imp . Area
Lawn Area
LOT 1S: 4.08 ac
0.00 ac
2.21 ac
0.15 ac
1.72 ac
Drains to Wet Pond I
LOT IP: 0.96 ac
0.00 ac
0.39 ac
0.05 ac
0.52 ac
Off -Site Area to Wet fond I
LOT 2B: 7.68 ac
0.00 ac
3.36 ac
0.20 ac
4.12 ac
Drains to Wet Pond I
LOT 2B: 0.39 ac
0,00 ac
0.27 ac
0.05 ac
0.07 ac
Offsite to Wet fond I
Total Area 13. l 1 ac
0.00 ac
6.23 ac
0.45 ac
6.43 ac
Site Area
Wooded Area
Im eFvious Area
Future Imp. Area
Lawn Area
LOT II3: 2.66 ac
0.00 ac
1.58 ac
0.10 ac
0.98 ac
Drains to Wet Pond 3
LOT 2B: 1.21 ac
0.00 ac
0.55 ac
0.10 ac
0.56 ac
Drains to Wet Pond 3
I.OT 2B: 0.35 ac
0.00 ac
0.21 ac
0,00 ac
0.14 ac
Offsite to Wet Pond 3
Total Area 4.22 ac
0.00 ac
2.34 ac
0.20 ac
1.68 ac
Page 4

DATE
}•:, ` } ,' � ' ,`n�t:. -h, w =`3 fflow6mmm, 8/28/12 r r • // �f !'�
PROJECT NAME ra PROJECT NO
North Wake County ES & Community Center Campus 09 -118
LOCATION BY
Raleigh, NC KAL
Pi•e- Development:
Site Aiva — 27.65 ac Tc 19A0 ttiin
Wt. CN 62.3
Site Soils: 90% Type B Cecil, 10% Type D Worsham
Weighted CN
Wooded Area: 3,90 ac CN= 57 C= 0.20
Impervious Area: 0.10 ac CV- 98 C= O.95
Lawn Area: 23.55 ac CN= 63 C= 0.30
Weighted C: 0.29
Weighted CN: 62,3
Past - Development:
Site Area = 24.67 ac Tc = 14.90 min
Wt. CN = 70.0
Site Soils: 90% TYpe B Cecil, I01X? Type D Worsham
Weighted CN
Wooded Area: 0.00 ac CN= 57 C= 0.20
Impervious Area: 4.57 ac CN= 98 C= 0.95
Future Imp. Area: 0.35 ac CN= 98 C= 0.95
Lawn Area: 19.75 ac CN= 53 C= 0.30
Weighted C: 0.43
Weighted CN: 70.0

;} r ". - •i� - y;''?::,' �:a'
%��v�';: �r�V,'w }3z�z .v��K d �.:fI' -,V� hs��j, l � _ �
: "•` :y Y.' ''�
� •m�,�
ro
DA'Z'E
CN=
57
Wooded Area:
8128112
PROJECT NAME
55
C=
PROJECT NO
North Wake County ES & Communit Center
Campus
CN=
09 -116
LOCATION
0.95
Future Impervious Area:
BY
Raleigh, NC
98
C=
KAL
Post - Development:
Site Area = 14.74 ac Tc _ 6.40 min
Wt. CN - 73.4
Site Soils: 100% Type B Cecil
- Development:
Site Area - 0.00 ac 'T'c 7.20 mist
Wt. CN - 0.0
Site Soils: 100 %n Type B Cecil
Weighted CN
Weighted CN
CN=
57
Wooded Area:
0.00 ac
CN=
55
C=
0.20
Impervious Area:
4.57 ac
CN=
98
C=
0.95
Future Impervious Area:
0.35 ac
CN=
98
C=
0,95
Lawn Area:
9.82 ac
CN=
61
C=
0.95
Weighted C:
0.95
Weighted CN:
73.4
- Development:
Site Area - 0.00 ac 'T'c 7.20 mist
Wt. CN - 0.0
Site Soils: 100 %n Type B Cecil
Vi'' i a �g, x '� a d " r �Ycii' a'f
Post -Dove lopmenu
Site Area = 9,93 ac To 9.80 min
Wt. CN = 63.0
Site Soils: 80% Type B Cecil, 20 % Type ❑ Worsham
Wooded Area:
Impervious Area:
Future Impervious Area
Lawn Area:
Wcig11ted C:
Weiblited CN:
Weighted CN
Weighted CN
CN=
57
Wooded Area:
0.00 ac
CN=
57
C=
0.20
Impervious Area:
0,00 ac
CN=
98
C=
0.95
Future Impervious Area:
0.00 ac
C:N=
98
C=
0.95
Lawn Area:
0.00 ac
CN=
63
C•-
0.95
Weighted C:
0.00
Weighted CN:
0.00
Vi'' i a �g, x '� a d " r �Ycii' a'f
Post -Dove lopmenu
Site Area = 9,93 ac To 9.80 min
Wt. CN = 63.0
Site Soils: 80% Type B Cecil, 20 % Type ❑ Worsham
Wooded Area:
Impervious Area:
Future Impervious Area
Lawn Area:
Wcig11ted C:
Weiblited CN:
C=
C=
C=
C=
I
0.20
0.95
0.95
0,95
Weighted CN
0.00 ac
CN=
57
0.00 ac
CN=
98
0,00 ac
CN=
98
9,93 ac
CN=
63
0,95
63.0
C=
C=
C=
C=
I
0.20
0.95
0.95
0,95

aj' si.., ., �'r i�g 'a
j •��+:��; (��`."`'r ••F "-`�''S� 'fie`
`• - ' h �'" ;.I „s.:¢s
a,�' �i
DATE
- !i
, �
,Nrrs�iH'
8128112
PROJECT NAME
PROJECT NO
North Wake CountK ES & CommunitV
Center Campus
09 -116
LOCATION
BY
Raleigh, NC
KAL
o
OEM
Pre - Development:
Site Area -
11.43 ac Te -
14.50 min
Wt. CN -
57.4
Site Soils:
100 %n Type B Cecil
Weighted CN
Wooded Area:
7.50 ac
CN=
55
C=
0.20
Impervious Area:
0,10 ac
CN=
98
C=
0.95
Lawn Area:
3.93 ac
CN=
61
C=
0.301
Weighted C:
0.24
Weighted CN:
574
Post - Development:
Site Area =
20.02 ac Te
7.20 min
Wt. CN -
76.4
Site Sails:
100% Type B Cecil
Weighted CN
Wooded Area:
0.00 ac
CN=
55
C=
0.20
tinpervious Area:
7.77 ac
CN=
98
C=
0.95
Future Impervious Area: 0,55 ac
CN=
98
C=
0.95
Lawn Area:
11.70 ac
CN=
61
C=
0.30
Weighted C:
0,57
Weighted CN:
76.4

{;jfj t?''ti � a3 "'aF;` "a': d;w' ::s3 ^..•
ATE
,`•'• - °"Y L�`L �� `nom
8/28/12
PROJECT NAME
PROJECT NO
North Wake County ES & Community Center Campus
09 -116
LOCATION
BY
Raleigh, NC
KAL
iI i1
� A � A A �
O , Y • � 6
� 6
Past - Development:
Site Area - 11.76 ac Te W
6.30 min
Wt. CN - 79.6
Site Soils: 100% Type B Cecil
Weighted CN_
Wooded Area: 0.00 ac
CN=
55 C=
0.20
Impervious Area: 5.57 ac
CN=
98 C=
0.95
Future Impervious Area: 0.35 ac
CN=
98 C'=
0.95
Uwn Area: 5.84 ac
CN=
61 C=
0.95
Weighted C:
0.95
Weighted CN:
79.6
a
rtrt
Post - Development:
Site Area - 1.35 ac Te
5.00 min
Wt. CN 80.5
Site Soils: 100% Type B Cecil
Weighted CN
Wooded Area: 0.00 ac
CN=
55 C=
0.20
Impervious Area: 0.66 ac
CN=
98 C=
0,95
Future Impervious Area: 0.05 ac
CN=
98 C=
0.95
I_.awn Area: 0.64 ac
CN=
61 C=
0.95
Weighted C:
0.95
Weighted CN:
80.5
Op • '� a A A •
A
I t i i
e
J
Post- Development:
Sitc Arca = 4.39 ac Tc -
7.20 min
Wt. CN = 61.6
Sitc Soils: 100% Type B Cecil
Weighted CN
Wooded Area: 0.00 ac
CN=
55 C=
0.20
Impervious Area: 0,07 ac
CN=
98 C:=
0.95
Future Impervious Area: 0.00 ac
CN=
98 C=
0,95
lawn Area: 4.32 ac
CN=
fit C=
0.30
Weighted C:
0.31
Weighted CN:
61.6

PROJECT NAME
North Wake County RS & Community Center
LOCATION
Raleigh, NC
- Development:
Site Area — 3.87 ac Tc
Wt. CN = 83.3
Site Soils; 100% Type B Cecil
us
DATE
8128112
PROJECT NO
09 -116
BY
KAL
— 5.00 mio
evelepment:
Site Area — 0.35 ac Tc = 5,00 min
Wt. CN — 83.2
Site Soils: 100% Type B Cecil
Weighted CN
Wooded Area;
0.00 ac
CN=
55
C=
0.20
Imperious Area:
2.13 ac
CN=
98
C=
0.95
Future Impervious Area:
0.20 ac
CITE=
98
C=
0.95
[.awn Area:
1.54 ac
CN=
61
C=
0.95
Weiblated C;
0.95
Weighted CN:
83.3
evelepment:
Site Area — 0.35 ac Tc = 5,00 min
Wt. CN — 83.2
Site Soils: 100% Type B Cecil
Weighted CN_ _
Wooded Area:
0.00 ac
CN=
55
C=
0.20
Impervious Area:
0.21 ac
CN=
98
C=
13.95
Facture Imperious Area:
0.00 ac
CN=
98
C=
0.95
Lawn Area:
0.14 ac
CN=
61
C=
0.95
Weighted C.
0,95
Weighted CN:
83.2

iy;,,1 .ryti [ .,) ...3 • .c- ......... ........,_...� . :T.: i :i i.i s` ." - �r Wl. '�
DATE
..
T ti rMEN,
8128132
PROJECT NAME
PROJECT NO
North Wake County ES & Community Center Campus
09 -116
: L
LOCATION
BY
Raleigh, NC
KAL
tI

>N�4�� G��7� '",.�r��.: �
_
DATE
r
,�{3��, ��■
.lJ.r;�`.1 �" r..r • ''S `1 P ti .! u...�
a
'gyp
�,
8128112
= I I
PROJECT NAME
PROJECT NO
Notch Wake Couoy ES & Community Center Campus
09 -116
LOCATION
BY
Raleigh, NC
IKAL
■ s a
4
Pre - Development:
Site Area = 1.65 ac Tc —
13.60 min
Wt. CN -- 57.4
Site Soils: 100 %r. Type B Cecil
Wei, hted
Wooded Area: 1.00 ac
CN= 55
C=
0.20
Impervious Area: 0.00 ac
CN= 98
C=
0.95
Lawn Area: 0.65 ac
CN= 61
C=
0.30
Weighted C:
0.24
Wcighted CN:
57.4
Post - Development:
Site Area = 0.14 ac Tc =
5.00 min
Wt. CN — 61.0
Site Sails: 100 %r. Type B CeciI
Weighted CN
Wooded Area: 0.00 sic
CN= 55
C=
0.20
Impervious Area: 0.00 ac
CN= 98
C=
0.95
Future Impervious Area: 0.00 ac
CN= 98
C=
0.95
Lawn Area: 0.14 ac
CN= 61
C=
030
Weighted C:
0.30
Weighted CN:
61.0

BMP
DESIGN

LEE .. ..., DATE
SG 3! aT Q� L� w • 1 i 115112 % i 1J
PROJECT NAME PROJECT NO �'" f '•'ll
North Wake Landfill Comm unit Center & ES 09 -116
LOCATION BY
Raleigh, NC KAL 1F
Drainage Area, (DA) =
13.11 ac
610
Impervious Area cm 0.95
6.68 ac
includes 0.45 ac
Pervious Area c= 0.30
6.43 ac
future imp. Area
Cc =
0.63
1 -00
Permanent Water Quality Pool
30
1 -90
% Impervious =
54.95 %
1.30
Permanent Pool Design Depth =
4.00 it
2.00
SA 1 DA Ratio =
2.53
(from TN. 1.1)
Required Surface Area =
14,440 sf
2.00
Permanent Pool Volume Req.=
57,761 cf
3.50
Temporary Water Quality Pool
2.50
2.20
Design Storm Rainfall
1.00 in
(Typically 1 -in)
Runoff Coeff. (Rv = 0.05 + 0.009 ( % Imperv.)) =
0.51 in /in
80
Required Volume (design rainfall)(Rv)(DA) =
24,203 of
3.30
Surface Area Provided:
90
5.00
Permanent Pool Max. Depth =
5.50 it
3.00
Area of Pond Bottom (Above PSS) =
6,970 sf
(ESL= 300.5)
Area at Bottom of Shelf =
14,530 sf
(EL= 305.5)
Area of Permanent Pool =
17,500 sf
(EL= 306.0)
Area at Top of Shelf =
20,600 sf
(EL= 306.5)
Perm. Pool Volume Provided=
61,758 cf
a 57,761 OK
Avg. Perm. Pool Depth Provided =
4.157 ft
> 4.00 OK
Surface Area at 1" Storage Volume
21,990 sf
(EL= 307.6)
1" Storage Volume Provided =
24,432 of
24,203 OK
Temp. Storage Depth above Dewatering Hole = 1.20 it
Diameter of Dewatering Hole = 2.25 in
Detention (Draw -Down) Time = 3.5 days (2 -5 days Required)
T days = (Temp. Storage Vol 1(0.6 . A * (2`g *(h))A112) * 86400 Clays
(where h = one third temp. storage depth measured to centroid of orifice)
Permament Pool - Baffle Volume =
Forehay Volume Required =
Porebay Volume Provided =
Table 1.1
58,555 of > 57,761 C K
11,711 of
12,280 of
21
°I Impervious
SA 1 DA Ratios 901 TSS efficiency
Permanent Poo! Depth (ft)
3.0 4.0 5.0
610
10
0.90
"o
0.60
0.50
20
1.50
1.10
1 -00
0.90
30
1 -90
1.70
1.40
1.30
40
2.50
2.00
1.80
1.60
50
3.00
2.50
2.00
1.90
60
3.50
2.80
2.50
2.20
70
4.00
3.30
2.80
2.50
80
4.50
3.80
3.30
2.80
90
5.00
4.00
3.50
3.00
Page 1 of 2

Drawdown (Routing)
(To verify Detention Drawdown Cale on Pg. 1)
Time Inc.
Elev. Above inv. Q Flaw (cf S) SA
(sf)
Vol (Cf)
(hrs)
Total tars
1.2 it 4.15
21,990
2189,5
4.176
1.1 tt 014
21,800
2170
4.3229
8.50
1.0 it 0.13
21,690
2150.5
4.4931
12.99
0.9 ft 0.13
21,410
2131
4.6932
17.69
0.8 ft 0.12
21,210
2111,5
4.9324
22.62
0.7 ft 0.11
21,020
2092
5.2242
27.84
0.6 ft 0.10
20,820
2072.5
5.5902
33.43
0.5 ft 0.09
20,630
2031
61.0012
39.43
0.4 ft 0.08
19,990
1967.5
6.4997
45.93
0.3 ft 0.07
19,360
1904.5
7.2649
5120
0.2 ft 0.06
18,730
1842
8.6057
61.80
0.1 ft 0.04
18,110
1780.5
11.764
73.57
0.0 ft 0.00
17,500
875
Detention (thaw -Down) Time M
3.1
days
Forebay Volume
Elevation Area (sf)
Bottom: 300.50
690
Bottom of Shelf: 305.50
3,410
Permanent Pool: 306.00
4,710
Forebay Volume Provided =
12,280 cf
Forebay Baffle Volurne
Elevation Area (sf)
Voids:
Bottom: 300.50
1,470
30%
Bottom of Shelf: 305.50
360
Forebay Volume =
3,203 of
Anti - Floatation
Invert of Riser:
300.54 ft
Crest of Riser:
306.09 ft
Inside Width of Riser
4.00 ft
Inside Length of Riser:
4.00 ft
Riser Wail Thickness:
5.00 in
Volume of Riser:
128.49 cf
Volume of Riser Walls:
40.49 cf
Weight of Concrete:
150 €bslcf
Buoyancy Force:
624 lhslcf
Weight of Riser Walls:
6,073 lbs
Buoyancy Force of Riser:
8,018 lhs
Weight of Riser minus Buoyancy Force
1,945 Ibs
(weight required)
Width of Anchor extension
6 in
Thickness of Anchor extension
6 in
Weight of Water acting on anchor extension
3661 Ibs
Weight of extension required (concrete)
= Ibs
Safety Factor (SF)
1.3
Weight of extension required with 5F
-2,231 Ibs
Anchor Length:
5.83 It
Anchor Width:
5.83 ft
Volume of Anchor:
17 cf
Weight of Proposed Anchor
2,552 Ibs
Is Anchor sufficient?
Total Downward Force:
12,286 Ibs
Total Boyancy Force:
8,018 Ibs
Total Safety Factor:
1.5
Page 2 of 2

�Jd DATE
s:, r l: �: '�? �." , ; ;} L.... ^rr,•33.5���,•.
NEW." , 11/14/12
e F: rr 7
PROJECT NAME PF40JECT NO
North Wake Count IBS & Community Center Campus 09 -116 ;j , f =1
LOCATION BY
Raleigh, IBC KAL
WETLAND 2
Drainage Area, (DA) =
14.74 ac
Impervious Area c= 0.95
4.92 ac 0.35 Future Imp
Pervious Area c= 0.30
9.82 ac
Cc =
0.52
Wetland Surface Area
[Drainage area % impervious = 33 %
Design Storm Rainfall 1.00 in (Typically 1 -in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) - 0.35 in /in
Required Volume (design rainfall) (Rv)(DA) = 18,749 cf (3,630 cf minimum req.)
Depth of Temporary fool (Op€ants) m 12 in (12 -in max)
Required Surface Area = 18,749 sf
Surface Area Provided=
Surface Area at 1" Storage Volume=
1" Storage Volume Provided=
19,670 sf
21,690 sf
30,515 cf
Temp, Storage Depth above Dewatering Hole = 1.0 ft
Diameter of Dowatering !-Tale = 2.00 in
Detention (Draw -Down) Time 3.7 days (Typcially 2 -5 days)
T days=(Req. Temp. Storage Vol 1(0,6 . A ' (2'g *(h))A112) * 86400
(where h = one third temp. storage depth measured to centrold of orifice)
Wetland Zones Required
Elevation
% of SA
Forebay surface area required
1967
sf
36" deep
10%
Deep pool at outlet required =
1967
sf
18 -36" deep
10%
Shallow water flow marsh) required =
7868
sf
0 -6" deep
40%
Shallow land (high marsh) required =
5901
sf
12" above perm.
30 -40%
Wetland Zones Provided
Elevation
% of SA
Forebay surface area =
1,970
sf
286 -289
10%
[jeep pool at outlet =
1,980
st
286 -289
10%
Shallow water (low marsh) =
7,900
sf
288.5 -289
40%
Shallow land (high marsh) =
7,820
sf
289 -290
40%
s:113194001icafcslo9 -1113.- Pond&zo- Wotlaad.XLS prSntcd: 111201PG123:17 PV Page 1 of 2

Drawdown (Routing)
(To verify Detention Drawdown Calc on Pg. 1 )
Time ]lc.
278.50 ft
Elev. Above inv.
Q Flow (cf5)
SA (sf)
Vol ( )
(Iii;s)
Total Hr5
1.0 it
0.11
21,690
2158.9
5.70883
103.82 cf
0.9 it
0.10
21,488
2138.7
5.96134
11,67
0.8 ft
0.09
21,286
21l&5
6.26323
17.93
03 It
0.09
21,084
2098.3
6.63183
24.57
0.6 it
0.08
20,882
2078.1
7.09424
31.66
0.5 it
0,07
20,680
2057.9
7.69581
39.361
0.4 ft
0.07
20,478
2037.7
8.51972
47.87
0.3 it
0.06
20,276
2017.5
9.7402
57.02
02 it
0.05
20,074
19973
11.8098
09.43
4.1 it
0.03
19,872
993.6
8.30857
77.73
Detention (Draw -Down) Time w
3.2 days
Anti - Floatation
7.17 it
Invert of Riser:
278.50 ft
Crest of Riser:
290.00 ft
Inside Width of Riser
5.00 it
Inside Length of Riser:
5.00 ft
Riser Wail Thickness:
5.00 in
Volume of Riser:
391.32 cf
Volume of miser Walls:
103.82 cf
Weight of Concrete:
150 Ibslcf
Buoyancy Force:
62.4 Ibslcf
Weight of fuser Walls:
15,573 lbs
Buoyancy Force of Riser:
24,418 lbs
Weight of Riser minus Buoyancy Force
8,845 lbs (weight required)
Width of Anchor extension
8 in
Thickness of Anchor extension
8 in
Weight of Water acting on anchor extension
12438 lbs
Weight of extension required (concrete)
f' • :i Y" - lbs
Safety Factor (SF)
1.3
Weight of extension required with SF
-4,671 lbs
Anchor Length:
7.17 it
Anchor Width:
7.17 it
Volume of Anchor:
34 of
Weight of Proposed Anchor
5,136 lbs
is Anchor sufficient?
r :5
Total Downward Force: 33,147 lbs
Total Boyancy Force: 24,418 lbs
Total Safety Factor: 1.4
s:IS:i791000 }?caicslU9 -i 16„ Pondli2e- Wotland.xt.s pnntod: I V2012052 3:17 PIM Page 2 of 2

iC •�) 7 = b,t'}n.�? �ti4ti•� . S��r. i� Avg.. _ ::
WN
DATE
11/14/13 I r
PROJECT NAME= PROJECT NO
North Wake County ES & Community Center Campus 09 -116
LOCATION BY
Ralei h, NC KAL
WETLAND 3
Drainage Area, (DA) =
4.22 ac
Impervious Area c= 0.95
2.54 ac 0.20 ac Future Imp
Pervious Area c= 0.30
1.68 ac
Cc =
0.69
Wetland Surface Area
Drainage area % Impervious =
60%
Design Storm Rainfall
1.00 in
(Typically 1 -in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) W
0.59 in /in
Required Volume (design rainfall)(RV)(DA) W
9,064 of
(3,634 cf minimum req.)
Depth of Temporary Pool (Dplants) =
12 in
(12 -in max)
Required Surface Area =
9,064 sf
Surface Area Provided=
14,760 sf
Surface Area at 1" Storage Volume=
12,480 sf
1" Storage Volume Provided=
17,000 of
Temp. Storage Depth above Dewatering Hole =
1.0 ft
Diameter of Dewatering Hale =
1.50 in
Detention (Draw- [town) Time =
12 days
(Typcially 2 -5 days)
T days =(Req. Temp. Storage Vol 1(0.6 . A * (2 *g *(h))�112)
* 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Wetland Zones Required
Elevation
% of SA
Forebay surface area required m
1076 sf
36" deep
1O%
Deep pool at outlet required =
1076 sf
18 -36" deep
1O%
Shallow water (low marshy required =
4304 sf
0 -6" deep
40%
Shallow fand (high marsh) required =
3228 sf
12" above perm.
30 -40%
Wetland Zones Provided
Elevation
% of SA
Forebay surface area =
1,090 sf
286 -289
10%
Deep pool at outlet =
11100 sf
286 -289
10%
Shallow water (low marsh) =
4,400 sf
288.5 -289
41%
Shallow land (high marsh) _
4,170 sf
289 -290
39%
s:It3t91C00s1catcsti69.1 sG i�gndSitC•WCtl�nd.)CLS printed; 111201 ?.012 3:17 PM Page 1 of 2

Drawdown (Routing)
(To verify Detention Drawdown Calc on Pg. 1)
Time lac.
273.00 ft
Elev. Above Inv.
Q Flow (cfs)
SA (sf)
Vol (cl)
(hrs)
'fatal Ws
1.0 ft
0.46
12,480
1239.4
5.82645
96.81 cf
0.9 ft
0.06
12,308
1222.2
6.05638
11.88
0.8 ft
0.05
12,136
1205
6.33330
18.22
0.7 ft
0.05
11,964
1187.8
647401
24.89
0.6 ft
0,05
11,792
1170.6
7.10437
31.99
0.5 ft
0.04
11,620
1153.4
7.66809
39.66
0.4 ft
0.04
11,448
1136,2
8.44534
4811
03 ft
0.03
11,276
1119
9,60421
57,71
0.2 ft
0.03
11,104
1101.8
11.5819
69.29
0.1 ft
0,02
10,932
546.6
8.12572
77.42
Detention (Draw -Down) Time M
3.2 days
Anti- Floata tion
4.83 ft
Invert of Riser:
273.00 ft
Crest of Riser:
290.00 ft
Inside Width of Riser
3.00 ft
Inside Length of Riser:
3.00 ft
Riser Wall "thickness:
5.00 in
Volume of Riser:
249.81 cf
Volume of Riser Walls:
96.81 cf
Weight of Concrete:
150 ibslcf
Buoyancy Force:
62.4 lbs /ef
Weight of Riser Walls:
14,521 Ibs
Buoyancy Force of Riser:
15,588 Ibs
Weight of Riser minus Buoyancy Force
1,067 Ibs (weight required)
Width of Anchor extension
6 in
Thickness of Anchor extension
6 in
Weight of Water acting on anchor extension
9194 Ibs
Weight of extension required (concrete)
:3 ' .-'; Ibs
Safety Factor (SF)
1.3
Weight of extension required with SF
- 10,565 Ibs
Anchor Length:
4.83 ft
Anchor Width:
4.83 ft
Volume of Anchor:
12 cf
Weight of Proposed Anchor
1,752 lbs
Is Anchor sufficient?
V � `•3
Total Downward Force: 25,467 Ibs
Total Boyancy Force: 15,588 Ibs
Total Safety Factor: 1.6
SA 1319%0001 ICa IC&M -116„ AwidSizr.•Woaiad. x LS pxin;ed: 1112012012 3 =17 PM Page 2 of 2

STORMWATER QUANTITY

Hydrograph Summary Rep,r
ydra ow Hydrographs Extension for AutoCAl3®Civil 3Dp 2008 by Autodesk, Inc. v6A52
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
{cull)
Hydrograph
description
1
SCS Runoff
6142
1
728
35,083
- - - - --
- - - - --
- - - - --
Area A Pre
2
SCS Runoff
1.183
1
727
8,805
- - - - --
- - - - --
- - - - --
Area 6 Pre (On Site)
3
SCS Runoff
2.108
1
722
5,727
- - - - --
- - - - --
- - - - --
Offsite to Wet Pond
4
SCS Runoff
0.872
1
718
1,756
- - - - --
- - - - --
- - - - --
Offsite to Wetland 3
5
Combine
3.518
1
723
16,288
2, 3, 4
- -• --
- - - - --
Total Adjusted Area B Pre
6
SCS Runoff
1.127
1
728
5,432
- - - - --
- - - - --
- - - - --
Area C Pre
7
SCS Runoff
0.171
1
727
1,271
- - - - --
- - - - --
- - -• --
Area D Pre
9
SCS Runoff
18.56
1
723
56,646
- - - - --
- - - - --
- - - - -•
Area A Post
10
SCS Runoff
31.17
1
719
66,349
------
------
Area B Post
12
SCS Runoff
21.03
1
718
43,347
- - - - --
- - - - --
Area A to Wetland 2
13
SCS Runoff
4.248
1
721
13,404
- - - - --
- - - - --
- - - - --
Area A Bypass
14
Reservoir
0.549
1
1016
28,057
12
290.31
27,789
Route Wetland 2
15
Combine
4,324
1
721
41,461
13,14
- - - - --
- - - - --
Total Post Dev To Point A
17
SCS Runoff
24.43
1
718
49,084
- - - - --
- - - - --
- - - - --
Area B to Wet Pond 1
18
SCS Runoff
2.941
1
718
5,906
- - - - --
-
- - - - --
Offsite to Wet Pond
19
Combine
27.37
1
718
54,990
17,18
- - - - --
- - - - --
Total to Wet Pond
20
Reservoir
0.681
1
941
37,659
19
307.66
35,234
Route Wet Pond 1
21
SCS Runoff
9.586
1
718
19,509
- - - - --
- - - - --
- - - - --
Area to Wetland 3
22
SCS Runoff
0.872
1
718
1,756
- - - - --
- - - - --
- - - - --
Offsite to Wetland 3
23
Combine
10.56
1
718
21,265
21,22
- - - - --
- - - - --
Total to Wetland 3
24
Reservoir
0.363
1
838
13,817
23
290.12
13,262
Route Wetland 3
25
SCS Runoff
1.642
1
720
5,095
- - - - --
- - - - --
- - - --
Area B Bypass
26
Combine
1.812
1
721
56,571
20, 24, 25
- - - - --
- - - - --
Total Post Dev to Point B
28
SCS Runoff
0.707
1
722
2,439
- - - - --
- - - - --
- - - - --
Area C Post
30
SCS Runoff
0.054
1
720
162
- - - - --
- - - - --
- - - - --
Area D Post
09 -116- pre - post- rev.gpw
Return Period: 1 Year
Tuesday, Nov 20, 2012

Hydrograph Report
Hyd rafIow Hydrographs Extension for AutoCADD Civil 3D® 2008 by Aut ode sk, Inc. v6.052
Hyd. No. I
Hyd. volume =
Area A Pre
Cure number =
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 27.650 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 2.85 in
Storm duration
= 24 hrs
Q (cfs)
7.00
C +►
IX
., f t'
3.00
2.00
1M
Area A Pre
Hyd. No. 1 -- 1 Year
6
Tuesday, Nov 20, 2012
Peak discharge = 5.742 cfs
Time to peak =
728 min
Hyd. volume =
35,483 cuft
Cure number =
62.3
Hydraulic length =
0 ft
Time of conc. (Tc) =
19.10 min
Distribution =
Type 11
Shape factor =
484
Q (cfs)
7.40
WE
5.00
4.00
CM
r We
�iIta
0.00 0.00
0 120 240 380 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
h. .. Hyd No. 1
Y
9
3
)
Q (cfs)
7.40
WE
5.00
4.00
CM
r We
�iIta
0.00 0.00
0 120 240 380 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
h. .. Hyd No. 1

TR55 Tc Worksheet 3
HydrafIow Hydrographs Extension for AaloCADO Civil 31M 2008 by Astodesk, Inc. v6.052
Hyd. No. 1
Area A Pre
Description A B C Totals
Sheet Flow
= 195.00
400.00
0.00
Manning's n -value
= 0.410
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 8.00
0.00
0.00
Travel Time [mint'
= 6.81
+ 0.00
+ 0.00 - 6.81
Shallow Concentrated Flow
Flow length (ft)
= 195.00
400.00
0.00
Watercourse slope ( %)
= 5.20
9.25
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ftls)
= 3.68
4.91
0.00
Travel Time (min)
= 0.88 +
1.36 +
0.00 = 2.24
Channel Flow
X sectional flow area (sgft)
= 8.00
14.00
0.00
Wetted perimeter (ft)
= 8.00
14.00
0.00
Channel slope ( %)
= 3.50
2.50
0.00
Manning's n- value
= 0.240
0.050
0.015
Velocity (ftls)
= 1.16
4.71
0.00
Flow length (ft)
= 455.0
985.0
0.0
Travel Time (min)
= 6.53
+ 3.48
+ 0.00 10.01
Total Travel Time, Tc ............
__ ............................... ...............................
19.10 min

Hydrograph Report
H yd refi ow H ydf og rap h s Extension for A utoC A DO Civil 3 Db 2008 by A u tode sk, Inc. v6.052
Hyd. No. 2
Hyd. volume =
Area B Pre (On Site)
Curve number =
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
11.430 ac
Basin Slope =
0.0%
Te method =
TR55
Total precip. =
2.85 in
Storm duration =
24 hrs
0 (cfs)
Weill
1.00
Area B Pre (On Site)
Hyd. No, 2 -- 1 Year
0.00 . ..... ;.".- .......... -- ---- -
F.
Tuesday, Nov 20, 2012
Peak discharge = 1.183cfs
Time to peak =
727 min
Hyd. volume =
8,805 cuft
Curve number =
57.4
Hydraulic length =
0 ft
Time of conc. (Tc) =
14.50 min
Distribution =
Type 11
Shape factor =
484
120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2
Q (Cfs)
2.00
Egli$]
0.00
1440 1560
Time (min)

Y
.J
TR55 Tc Worksheet
HydrafIow Hydrographs Extension for Auto CADO Civi13 DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
Area 8 Pre (4n Site)
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope ( %)
= 4.00
0.00
0.00
Travel Time (min)
= 8.81 +
0.00 +
0.00 -
8.81
Shallow Concentrated Flow
Flow length (ft)
= 375.00
0.00
0.00
Watercourse slope ( ° /o}
= 9.10
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 4.87
0.00
0.00
Travel Time (min)
= 1.28 +
0.00 +
0.00
1.28
Channel Flow
X sectional flow area (sgft)
= 5.00
0.00
0.00
Wetted perimeter (fit)
= 9.00
0.00
0.00
Channel slope ( %)
= 3.75
0.00
0.00
Manning's n -value
= 0.050
0.015
0.015
Velocity (ftls)
= 4.40
0.00
0.00
Flow length (ft)
- 1150.0
0.0
0.0
Travel Time (min)
= 4.36 +
0.00 +
0.00 --
4.36
Total Travel Time, Te ...............................................
...............................
14.50 min

Hydrograph Report
HydrafIow Hydro g rap hs Extension for AutoCADO Civi13 D& 2008 by Auto desk, €nc. v6.052
Hyd. No. 3
Offsite to Wet Pond
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 1 min
Drainage area
= 1,350 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 2.85 in
Storm duration
= 24 hrs
Mite to Wet Pond
rti
Tuesday, Nov 20, 2012
Peak discharge = 2.108 cfs
Time to peak
= 722 min
Hyd. volume
= 5,727 tuft
Curve number
= 80.5
Hydraulic length
= Oft
Time of cone. (Tc)
= 14.50 min
Distribution
= Type I f
Shape factor
= 484
Q {cfs} Hyd. NQ. 3 -- 1 Year Q {Gfs)
3,00 3.00
2.00 2.00
Ff
1.00 .00
d M
0.00 .. _.. .., r,..,.. . ,,m,n,., ..,,.,,,..m. ,...... ... 0.40
0 120 240 350 480 640 720 840 960 1080 1200 1320 1440 1564
-- Hyd No. 3 Time (min)

Hyd rog raph Report
Hyd raflow Hyd rographs Extension for AutoCAD@ 0ivi13M 2008 by Autodesk, Inc. v6.052
Hyd. No. 4
Hyd. volume =
Offsite to Wetland 3
Curve number =
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
0.350 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
2.85 in
Storm duration =
24 hrs
Q (cfs)
1.[30 i .uu
0.90 0.90
0.80 0.80
0.70 - 0.70
0.60 0.60
0.50 -- 4.50
0.40; 0.40
0.30 0.30
3
0.20 0.20
0.10 '� 0.10
2 9
S �k
f) or) ,.. ,- -- ... � � r..x.�, .,, � .. _ n. nn
0
7
Tuesday, Nov 20, 2012
Peak discharge = 0.872 cfs
Time to peak =
718 min
Hyd. volume =
1,756 cuff
Curve number =
83.2
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type 11
Shape factor
= 484
❑ffsite to Wetland 3
Hyd. No. 4 -- 1 Year Q (cfs)
120 240 360 480 600 720 840 960 1080 1200 1320 1444 1560
Time (min)
Hyd No. 4

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2008 by Autodesk, Inc, v6.052
Hyd. No. 5
Total Adjusted Area 8 Pre
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyds. = 2, 3, 4
Tuesday, Nov 20, 2012
Peak discharge =
3,518 cfs
Time to peak =
723 min
Hyd. volume =
16,288 tuft
Contrib. drain. area=
13.130 ac
Total Adjusted Area B Pre
Q cfs} Hyd. No. 5 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 A 1.00
0.00 n >....w,.... �..M.,......_ s.n... , , ,...... ,k.._._. ,,.... ,,........ _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I.°A- -�M Hyd No. 5 - --- Hyd No. 2 Hyd No. 3 Hyd No. 4

Hydrograph Report
Hyd rat low Hydrographs Extension for Auto CAM Civi13 DD 2008 by Autodesk, Inc. v6.052
Hyd. No, 6
Area C Pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
6.130 ac
0.0%
TR55
2.85 in
24 hrs
Area C Pre
Tuesday, Nov 20, 2012
Peak discharge = 1.127 cfs
Time to peak =
728 min
Hyd. volume
= 6,432 tuft
Curve number
= 60.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 18.50 min
Distribution
= Type 11
Shape factor
= 484
Q (cfs) Hyd. No. 6 -- 1 Year Q {cis}
2.00 2.00
1.00 1 00
�1
i
0.00 - _ .�.....wM.......0 r ,,. �.........,......__ .v� _.....,...u. 0,00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1444 1560
Time (min)
�... Hyd No. 6

TR55 Tc Worksheet
Hydraf low Hydrographs Extension for AutoOAD® 0ivii 3D® 2008 by AUtodesk, Inc. v6.052
Hyd. No. 6
Area C Pre
Description
A
B
B
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 2.00
0.00
0.00
Travel Time (min)
= 11.53 +
0.00
+ 0.00 -
11.63
Shallow Concentrated Flow
Flow length (ft)
= 310.00
70.00
865.00
Watercourse slope ( °Io)
= 2.50
2.90
3.80
Surface description
= Unpaved
Paved
Unpaved
Average velocity (ftls)
= 2.50
3.46
3.15
Travel Time (min)
= 1.99 +
0.34
+ 4.58 -
6.91
Channel Flow
X sectional flow area (sgft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope ( %)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ftls)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00
+ 0.00 -
0.00
Total Travel Time, Tc ...............................................
...............................
18.50 min

Hydrograph Report
HydrafIow Hydrog rap hs Extension for AutoCA DO Civi13 DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 7
Hyd. volume
Area D Pre
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 1.650 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 2.85 in
Storm duration
= 24 hrs
Q (cfs)
0.50 u.av
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 .. 0.15
0.10 0.10
0.05 0.05
0.0a -.. �., � .- �....... »...,,..�..�..�.....k ......,.�.,.� ,�.�..�.... .��.,..r „�....�..«. >..�.v�.,k.i u,m ».. ,..��.,,r.. w...,,....� ,.,.,. . ���,.n�..�.m..� n nn
0
11
Tuesday, Nov 20, 2012
Peak discharge = 0.171 cfs
Time to peak
= 727 min
Hyd. volume
= 1,271 cuft
Curve number
= 57.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 13,60 min
Distribution
= Type f!
Shape factor
= 484
Area ❑ Pre
Hyd. No. 7 -- 1 Year Q (cfs)
120 240 360 480 600 720 840 950 1080 1200 1320 1440 1560 _
Time (miry)
Hyd Na. 7

12
TR55 Tc Worksheet
MydrafIow Hydrographs Extension for AutoCAD@ CiviI 3D@ 2068 by Auto des K, Inc. v6.052
Hyd. No. 7
Area D Pre
Description
A
B
C
Totals
Sheet Flow
Manning's n- value
= 0.400
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope ( %)
= 2.00
0.00
0.00
Travel Time (min)
= 11.63 +
0.00 +
0.00
11.63
Shallow Concentrated Flow
Flow length (ft)
= 330.00
0.00
0.00
Watercourse slope ( %)
= 3.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ftls)
= 2.79
0.00
0.00
Travel Time (min)
= 1.97 +
0.00 +
0.00 -
1.97
Channel Flow
X sectional flow area (sgft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope ( %)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ftls)
= 0.00
0.00
0.00
Flow length (ft)
- 0.0
0.0
0.0
Travel Time (min)
- 0.00 +
0.00 +
0.00 -
0.00
Total Travel Time, Tc ...............................................
...............................
13.60 min

Hydrograph Report
H yd raf low H yd rogra phs Extension for A u IoC A DO Civil 3 00 2008 by Autod e sk, Inc, v6.052
Hyd. No. 9
Hyd. volume
Area A Post
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 24.670 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 2.85 in
Storm duration
---------- ------------- ----------------------------- - --- ------- -- - ------------
= 24 hrs
--- - ----- - -------------------- - - - ---- . ..............
Area A Post
13
Tuesday, Nov 20, 2012
Peak discharge = 18.56 cfs
Time to peak
= 723 min
Hyd. volume
= 56,646 cuft
Curve number
= 70
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 14.90 min
Distribution
= Type 11
Shape factor
= 484
0 (Cfs) Hyd. No. 9 1 Year a (Cfs)
21.00 21.00
18.00 18.00
15-00 15-00
12.00 12M
9.00 - 9.00
6M 6.00
MO - 3.00
(),00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

Hydrograph Report
Hyd rafIow Hydrographs Extension for AMCAM Civil 3CK9 2008 by Autodesk, Inc. v6.052
Hyd. No. 10
Hyd. volume
Area B Post
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 20.020 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 2.35 in
Storm duration
= 24 hrs
Area B Post
Tuesday, Nov 20, 2012
Peak discharge = 31.17 cfs
Time to peak
= 719 min
Hyd. volume
= 66,349 tuft
Curve number
= 76.4
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 7.20 min
Distribution
= Type 11
Shape factor
= 484
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
l
20.00 20.00
15.00 15.00
10.00 10.00
5,00 5.00
0.00 - .._,..,..,.ti....,,,.... , .....n.. .. ............ w... .,.......,.. w..... 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
------ Hyd No, 10

Hydrograph Report
Hyd rafIow Hyd rographs Extension for AutoCAD9 Civi13 DO 2008 by Aut ode sk, Inc. v6.052
Hyd. No. 12
Hyd. volume
Area A to Wetland 2
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
14.740 ac
Basin Slope =
0.0%
Tc method =
TR55
Total precip. =
2.85 in
Storm duration =
24 hrs
Area A to Wetland 2
15
Tuesday, Nov 20, 2012
Peak discharge = 21.43 cfs
Time to peak
= 718 min
Hyd. volume
= 43,347 cuft
Curve number
= 73.4
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 5.40 min
Distribution
= Type 11
Shape factor
= 484
Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs)
24.00 24.00
20.00 20,00
16.00 16,00
12.00 12.00
8.00 8.00
4.00 4.00
{5
3 �v
o.00 .,. .... w..., . w.a. u.,.,. ...� m .... , v. �..da. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)

lG
TR55 TCWorksheet
HydrafIow Hydro g rap hs Extension for AutoCADO Civil 3CKO 2008 by Autodesk, Inc. v6.052
Hyd. No. 12
Area A to Wetland 2
Description
A
B
C
Totals
Sheet Flow
Manning`s n -value
= 0.050
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 1.00
0.00
0.00
Travel Time (min)
= 2.91 +
0.00 +
0.00
2.91
Shallow Concentrated Flow
Flow length (ft)
= 25.00
20.00
0.00
Watercourse slope ( %)
= 1.00
1.00
0.00
Surface description
= Paved
Unpaved
Paved
Average velocity (ftls)
= 2.03
1.61
0.00
Travel Time (min)
= 0.20 +
0.21 +
0.00 -
0.41
Channel Flow
X sectional flow area (sgft)
= 3.14
0.00
0.00
Wetted perimeter (ft)
= 6.28
0.00
0.00
Channel slope ( %)
= 2.33
0.00
0.00
Manning's n -value
= 0.013
0.015
0.015
Velocity (ftls)
= 11.00
0.00
0.00
Flow length (ft)
= 2020.0
0.0
0,0
Travel Time (min)
3.06 +
0.00 +
0.00 -
3.06
Total Travel Time, Tc .............................................
__............................
6.40 min

Hydrograph Report
H yd rat] ow H ydrogra ph s Extension f or AutoCA D@ Civil 3D@ 2008 by Autod e s k, Inc. v6.0 52
Hyd. No. 13
Area A Bypass
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (Cfs)
5.00
4M
MIX
2.00
1.00
1 min
9.930 ac
0.0%
TR55
2.85 in
24 hrs
Area A Bypass
Hyd. No. 13 -- 1 Year
17
Tuesday, Nov 20, 2012
Peak discharge = 4.248 cfs
Time to peak =
721 min
Hyd. volume
= 13,404 tuft
Curve number
= 63
Hydraulic length
= ❑ ft
Time of conc. (Tc)
= 9.80 min
Distribution
= Type I I
Shape factor
= 484
120 240 360 480 600 720 840
Hyd No. 13
0 (Cfs)
5.00
21#111
w 8
iffers,
0.00
960 1080 1200 1320 1440 1560
Time (min)

lF-fl
TR55 Tc Worksheet
Wydraflow Hydrographs Extension for Auto CACOCivil 3DO2008 by Autodesk, Inc. v8.052
Hyd, No. 13
Area A Bypass
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.050
0.011
0.011
Flow length (ft)
= 50.0
OA
0.0
Two -year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope ( %)
= 1.00
0.00
0.00
Travel Time (min)
= 2.91 +
0.00 +
0.00 --
2.91
Shallow Concentrated Flow
Flow length (ft)
= 170.00
0.00
0.00
Watercourse slope ( ° / °}
= 1.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ftls)
= 1.98
0.00
0.00
Travel Time (min)
= 1.43 +
0.00 +
0.00 -
1.43
Channel Flow
X sectional flow area (sgft)
= 3.14
14.00
0.00
Wetted perimeter (ft)
= 6.28
14.00
0.00
Channel slope ( %)
= 2.70
2.90
0.00
Manning's n -value
= 0.013
0.050
0.015
Velocity (ftls)
= 11.84
5.07
0.00
Flow length (ft)
= 1440.0
1050.0
0.0
Travel Time (min)
= 2.03 +
3.45 +
0.00 =
5.48
Total Travel Time, Tc ...............................................
...............................
9.80 min

Hydrograph Report
HydrafIow Hydrographs Extension for AutoCA€ V Civi13 D& 2006 by Autodesk, Inc. v6.052
Hyd. No. 14
Route Wetland 2
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 12 .. Area A to Wetland 2
Reservoir name = Wetland 2 Area A
Storage Indication method used.
I
Tuesday, Nov 20, 2012
Peak discharge = 0.509 cfs
Time to peak
= 1016 min
Hyd. volume
= 28,057 cuft
Max. Elevation
= 290.31 ft
Max. Storage
= 27,789 cuft
Route Wetland 2
Q {Cf5} Hyd. No. 14 -- 1 Year Q (Cfs)
24.00 7 24.00
20-00 20.00
16.00 16.00
12.00 12.00
$.00 8.00
4.00 4.00
0.00 -..., .,,,,....... ,.......,._...,... _...... 1� 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
.u.:- Hyd No. 14 Hyd No. 12 :Total storage used = 27,789 cuff

Pond Report 20
HydrafIow Hydrographs Extension for AutoCAD& Civil 3D] 2008 by Autodesk, Inc. v6.052 Tuesday, Nov 20, 2012
Pond No- 1 - Wetland 2 Area A
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 289.00 it
Stage ! Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgit)
Incr. Storage (cult)
Total storage (cult)
0.00
289.00
19,670
0
0
1.00
290.00
21,690
20,670
20,670
2,00
291.00
23,780
22,725
43,394
3.00
292.00
25,940
24,850
68,244
4.00
293.00
28,170
27,045
95,289
5.00
294.00
30,470
29,310
124,598
Culvert !
Orifice
Structures
Weir Structures
[A]
[131 [C]
[PrfRsr]
[A]
[B]
[C] [D]
Rise (in)
= 24,00
2.00 0.00
0.00
Crest Len (ft)
= 15.33
0.67
16.00 0.00
Span (in)
= 24,00
2,00 0.00
0.00
Crest Et. (ft)
= 291.80
290.00
292.60 0.00
No. Barrels
=
1
1 0
0
Weir Coeff.
= 3.33
3.33
2.60 3.33
Invert EE. (it) = 278.50
289.00 0,00
0.00
Weir Type
= Riser
Aect
Broad - --
Length (ft)
10600
0.50 0.00
0.00
Multi -Stage
= Yes
Yes
No No
Slope ( %)
m 9.90
0.00 0.00
nla
N -Value
=
.013
.013 .013
nla
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfil.(inlhr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes No
No
TW Elev. (ft)
= 0.00
........ .... ......
.... ......... ........ ...-- ....- ....._ _ ----------------------------- _ ------------------ - -- - -- - - -
Note: CLNerlJOrifice Wtflows are analyxod under infest (ic) and outlel (oc) conlrol. W Sir risois Oai*ed for orifice conditions (io} and submergence
Stage Storage ! Storage 1 Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
CIv
C PrfRsr
Wr A
Wr B
Wr G
Wr O Exfil User
Total
it
cult
ft
cis
Cis
cis
cis
cis
cis
cfs
cis cis cis
cis
0.00
0
269.00
0.00
0.00
0.00
0.00
0.00
- -- - -- - --
0.000
0.10
2,067
289.10
46.62 is
0.01 is
- --
---
0.00
0.00
0.00
- --
0.015
0.20
4,134
289.20
46.62 is
0.04 is
0.00
0.00
0.00
- -- - --
0.036
030
6,201
289.30
46.62 is
0.05 is
- --
0.00
0.00
0.00
- -- - --
0.049
0.40
8,268
289.40
46.62 is
0.06 is
0.00
0.00
0.00
- -- - --
0.059
0.50
10,335
289.50
46.62 is
0.07 is
- --
0.00
0.00
0.00
- -- - --
0.068
0.60
12,402
289.60
46.62 is
0.08 is
- --
0.00
0.00
0.00
- --
0.075
0.70
14,469
289.70
46.62 is
0.08 is
- --
0.00
0.00
0.00
-
0.082
0.80
16,536
289.80
46.62 is
0.09 is
- --
0.00
0.00
0.40
- --
0.089
0.90
18,603
289.90
46.62 is
0.09 iC
0.00
0,00
0.00
- -- - --
0.095
1.00
20,670
290.00
46.62 iC
0.10 is
- --
- --
0.00
0.00
0.00
- --
0.101
1.10
22,942
290.10
46.62 is
0.11 is
0.00
0,07
0.00
- -
0.176
1.20
25,215
290.20
46.62 is
0.11 iC
0.00
0.20
0.00
-
0311
1.30
27,487
29030
46.62 is
0.12 is
- --
0.00
0.37
0.00
- --
0.482
1.40
29,760
290.40
46.62 is
0.12 is
6.60
0.56
0.00
-
0.585
1.50
32,032
290,50
46.62 is
013 is
0.00
0.79
0.00
- --
6.914
1.60
34,305
290.60
46.62 is
0.13 is
0.00
1.04
0.00
-
1.166
1.70
36,577
290.70
46.62 is
0.13 is
0.00
1.31
0.00
-
1.440
1.80
38,849
290.80
46.62 is
0.14 is
- --
0.00
1160
0.00
- --
1.734
1.90
41,122
290.90
46.62 is
0.14 is
0.00
1.91
0.00
- --
2.047
2.00
43,394
291.00
46,62 is
0.15 is
- --
0.00
2.23
0.00
- --
2.377
2.10
45,879
291.10
46.62 is
0.15 is
---
0.00
2.57
0.00
-
2.723
2.20
48,364
291.20
46.62 is
0.15 is
0.00
2.93
0.00
- --
3.086
2.30
50,849
291.30
46.62 is
6.16 is
- --
0.00
3.31
0.00
- --
3.463
2.40
53,334
291.40
46.62 is
0.16 is
- --
---
0.00
3.70
0.00
-
3.856
2.50
55,819
291.50
46.62 is
0.16 is
-
0.00
4.10
0.00
• --
4.262
2.60
58,304
291.60
46.62 is
0.17 is
- --
0.00
4.52
0.00
4.682
2.70
60,789
291.70
46.62 is
0.17 is
- --
0.00
4.95
0.00
51115
2.80
63,274
291.80
46.62 is
0.17 is
---
0.00
5.39
0.00
5.561
2.90
65,759
291.90
46.62 iC
0.18 is
- --
- --
1.62
5.84
0.00
• --
7.637
3.00
68,244
292.00
46.62 is
0.18 is
- --
4.57
6.31
0.00
11.66
3.10
70,949
292.10
46.62 is
0.18 is
- --
8.39
6.79
0.00
- --
15.36
3.20
73,653
292.20
46.62 is
0.19 is
- --
12.92
7.28
0.00
20.38
3.30
76,357
292.30
46.62 is
0.19 is
- --
18.05
7.78
0.00
26.02
3.40
79,662
292.40
46.62 is
0.19 is
- --
23.73
8.30
0.00
- --
32.21
3.50
81,766
292.50
46.62 is
0.19 iC
• --
29.90
8.82
0.00
38.91
Continues on next
page...

Wetland 2 Area A
Stage 1 Storage I Discharge Table
Stage
Storage
Elevatton
Clv A
Clv 8 Clv C
ft
Cuft
ft
Cfs
Cfs cfs
3.60
84,471
292.80
46.62 is
0.20 is - --
3.70
87,175
292.70
52.07 is
0.12 is - --
3.80
89,880
292.80
53.78 is
0.09 is - --
3.90
92,584
292.90
54.35 is
0.07 is - --
4.00
95,289
293.00
54,79 iC
0.06 is
4.10
98,220
293.10
55.15 is
0.06 is
4.20
101,151
29120
55.47 is
0.05 is
4.30
104,082
293.30
55.76 iC
0.05 is
4.40
107,013
293.40
56,04 is
0.04 is
4.50
109,944
293.50
56.29 is
0.04 is - --
4.60
112,875
293.60
56.54 is
0.04 is
4.70
115,805
293.70
56.77 is
0.03 is
4.80
118,736
293.80
57.00 is
0.03 is
4.90
121,667
293.90
57.23 is
0.03 iC - --
5.00
124,598
294.00
57.44 is
0.03 is - --
,..End
PrfRsr
Wr A
Wr B
Wr C
cfs
Cfs
cis
Cfs
- -•
36.53
9.35
0.00
- --
43.59
8.36S
132
- --
46.86s
6.83s
172
- --
47.90s
6-37s
6.64
- --
48.68s
6-04s
10.52
- --
49.32s
5.76s
14.71
49.88s
5,54s
19.33
50.37s
5-34s
24.36
50.81 s
5.188
29.77
-
51.21 s
5.03s
35.52
51,59s
4-90s
41.60
-
51.94s
4.79s
47.99
- --
52.27s
4.68 s
54.68
52.60s
4,59s
61.67
- --
52.90s
4.51 s
68.91
21
Wr D
Exfil
User
Total
Cfs
cfs
Cfs
Cfs
46,08
-
53.39
. -_
- --
57.49
- --
61.18
65.30
69.85
74.80
80.12
- --
85.80
-
91.80
98.13
-
104.76
111.67
-
118.89
- --
- --
- --
126.35

Hydrograph Report
Hydratlow Hydrographs Extension far AtitoCADO Civil 3D3 2008 by Auto desk, Inc. v6.052
Hyd. No. 15
Total Post Dev To Paint A
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyds. = 13, 14
22
Tuesday, Nov 20, 2012
Peak discharge =
4.324 cfs
Time to peak =
721 min
Hyd. volume =
41,461 tuft
Contrib. drain. area=
9.930 ac
Total Post Dev To Point A
0 (cfs) Hyd. No. 15 -- 1 Year Q (cfs)
5.00 5.00
4.00- 4.00
3.00 3.00
2.00 2.00
1,00
0.00 - ..,. ,...,_.,..........M ...,.._. ,u.........a,.., 0.00
0 300 500 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
- Hyd No. 15 - - - -- Hyd No. 13 - Hyd No. 14

Hydrograph Report
HydrafIow Hyd rog rap hs Extension for AetoCAQ® Civil 3DO 2008 by Autodesk, Inc. v6,052
Hyd. No, 17
Hyd. volume
Area B to Wet Pond 1
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
11.760 ac
Basin Slope =
0.0%
Tc method =
TR55
Total precip. =
2,85 in
Storm duration =
24 hrs
Area B to Wet Pond 1
23
Tuesday, Nov 20, 2012
Peak discharge = 24.43 cfs
Time to peak
= 718 min
Hyd. volume
= 49,084 cuft
Curve number
= 79.6
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 6.30 min
Distribution
= Type 11
Shape factor
= 484
0 (Cfs) Hyd. No. 17 -- 1 Year 0 {cfs}
28.00 28.00
24.00 24.00
20.00 20.00
15.00 16.00
12.40 12.00
8.04 8.00
4.00 4.00
0.00 — , r.. ..M .�.._ ._,.._� ,. H.. ..., .�.sw w -..0 rom. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time {min}
. -..• Hyd No. 17

24
TR55 Tc Worksheet
Hydraflow Hydro graphs Extension for AutoCAD@ Qvii 3D@ 2008 by Autodesk, Inc. v6.052
Hyd. No. 17
Area 8 to Wet Pond 1
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.050
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope ( %)
= 1.00
0.00
0.00
Travel Time (min)
= 2.91 +
0.00 +
0.00 -
2.91
Shallow Concentrated Flow
Flow length (ft)
= 130.00
20.00
0.00
Watercourse slope
= 4.60
1.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ftls)
= 3.46
2.03
0.00
Travel Time (min)
= 0.63 +
0.16 +
0.00
0.79
Channel Flow
X sectional flow area (sgft)
= 3.14
0.00
0.00
Wetted perimeter (ft)
= 6.28
0.00
0.00
Channel slope ( %)
= 1.60
0.00
0.00
Manning's n -value
= 0.013
0.015
0.015
Velocity (ftls)
= 9.11
0.00
0.00
Flow length (ft)
= 1430.0
0.0
0.0
Travel Time (min)
= 2.62 +
0.00 +
0.00 -
2.62
Total Travel Time, Tc ...... .........................................
...............................
6.30 min

Hydrograph Report
H yd raf low Hyd Mgra phs Extension f or Au toCA D& Civil 3 DO 2006 by A u tode sk. Inc. v6,052
Hyd. No. 18
Hyd. volume =
Offsite to Wet Pond
Curve number =
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs;
Time interval =
1 min
Drainage area =
1.350 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
2.85 in
Storm duration =
24 hrs.
- - - - - ----------- . ......
Q (Cfs)
3.00
2.00
1.00
❑ff'site to Wet Pond
Hyd. No. 18 -- 1 Year
AT7
Tuesday, Nov 20, 2012
Peak discharge = 2.941 cf s.
Time to peak =
718 min
Hyd. volume =
5,906 tuft
Curve number =
80.5
Hydraulic length =
0 ft
Time of conc. (TO =
5.00 min
Distribution =
Type 11
Shape factor =
484
4 to I
I
120 240 360 480 600 720 840 960
111--r— Hyd No. 18
Q (Cfs)
3.00
w0f,
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
rl
gg
J-
4 to I
I
120 240 360 480 600 720 840 960
111--r— Hyd No. 18
Q (Cfs)
3.00
w0f,
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hyd rafIow Hyd rographs Extension for Auto CADO Civi13 DO 2006 by Autodesk, Inc. v6.052
Hyd. No. 19
Time to peak =
Total to Wet Pond
Hyd. volume =
Hydrograph type =
Combine
Storm frequency =
1 yrs.
Time interval =
1 min
Inflow hyds. =
17, 18
Q (Cfs)
2800
24.00
16.00
12.00
fO
4.00
0.00
0
Total to Wet Pond
Hyd. No. 19 -- 1 Year
0
Tuesday, Nov 20, 2012
Peak discharge =
27.37 cfs
Time to peak =
718 mire
Hyd. volume =
54,990 cuft
Contrib, drain. area=
13.110 ac
Q (Cfs)
28.00
24.00
X611,
Mile,
12.00
M
4.00
. .....w...� ... ,...w........r,.._ �. ,.,.a.. 0.00
124 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 19 - Hyd No. 17 Hyd No. 18
.... ......
Q (Cfs)
28.00
24.00
X611,
Mile,
12.00
M
4.00
. .....w...� ... ,...w........r,.._ �. ,.,.a.. 0.00
124 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 19 - Hyd No. 17 Hyd No. 18

Hydrograph Report
Hyd rafIow Hydrordraphs Extension for AutoCAD@ Civil 3f@ 2008 by Auto desk, Inc. v6.052
Hyd. No. 20
Route Wet Pond 1
Hydrograph type =
Reservoir
Storm frequency =
1 yrs
Time interval =
1 min
Inflow hyd. No.
= 19 - Total to Wet Pond
Reservoir name
= Wet Pond 1 Area B
Storage Indication method used,
27
Tuesday, Nov 20, 2012
Peak discharge = 0.681 cfs
Time to peak = 941 min
Hyd. volume = 37,659 tuft
Max. Elevation = 307.66 ft
Max. Storage = 35,234 tuft
Route Wet Pond 1
Q {cfs} Hyd. No. 20 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.40
20.00 20.00
16.00 15.00
12.00 12.00
8.00 8.00
4.00 4.04
0.00 1---1 ............. 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 20 . Hyd No. 19 Total storage used - 35,234 cult

Pond Report 28
Hydraf €ow Hydrographs Extension for AutoCAD® Civil 3D@ 2008 by Autodesk, Inc. v6.052 Tuesday, Nov 20, 2012
Pond No. Z - Wet Pond 1 Area B
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 306.00 ft
Stage 1 Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
306.00
17,500
0
0
0.50
306.50
20,630
9,521
9,521
1,00
307.00
21,600
10,556
20,076
2.00
308.00
24,650
23,106
43,182
3.00
309.00
27,090
25,858
69,040
4.00
310,00
28,870
27,972
97,013
5.00
311.00
30,700
29,777
126,790
6.00
312.00
32,830
31,756
158,546
Culvert ! Orifice
Structures
Weir Structures
[A]
[g] [C]
[PrfRsr]
[A]
[g]
[C] [D]
Rise (in)
=
24.00
2.25 Inactive 0.00
Crest Len (ft)
= 15.50
0.50
12.00 0.00
Span (in)
=
24,00
2.25 8.00
0.00
Crest El. (ft)
= 310.00
30720
311.00 0.00
No. Barrels
=
1
1 1
0
Weir Coeff.
= 3.33
3.33
2.60 333
Invert El. (ft)
=
300.50
306.00 307.20 0.00
Weir Type
= Riser
Rect
Broad
Length (ft)
=
82.00
0.50 0.50
0.00
Multi-Stage
= Yes
Yes
No No
Slope ( %)
m
1.58
0.00 0.00
nla
N -Value
=
.013
.013 .013
nia
Orifice Coeff. =
0.60
0.60 0.60
0.60
Exfil.(inlhr)
= 0.000 (by Contour)
Mufti -Stage
nla
Yes Yes
No
TW Elev. (ft)
= 0.00
-
-
-- - --- ....._.V........ -. _ _ -- ......... ___
Note: Culveworifice oulflows are analyzed under Intel (icj and outlet
.... ..._._-...m. ----------- -
(oc) control. Weir risers
- - - °- ....._.. ..__..._....� _.._ - - --
checked for orifice conditions (ic) and submergence (s).
Stage I Storage
! Discharge
Table
Stage
Storage
Elevation
CIv A
Civ B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D Exfil User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs cfs cfs
cis
0,00
0
306.00
0.00
0.00
0.00
0.00
0.00
0.00
- --
0.000
0.05
952
306.05
32.08 lc
0.00 is
0.00
-
0.00
o.00
0.00
- --
0.005
0.10
1,904
306.10
32.08 is
0.02 is
0.00
- --
0.00
0.00
0.00
- -- - --
0.016
0.15
2,856
306.15
32.08 is
0.03 is
0.00
- --
0.00
0.40
0.00
- -- - --
0.031
0.20
3,808
306.20
32.08 is
0.04 is
0.00
0.00
0.00
0,00
- -- __
0.p43
0.25
4,760
306.25
32.08 is
0.05 is
OAO
- --
0.00
0.00
0.00
-__
0.053
0.30
5,712
306.30
32.08 is
0.06 is
0.00
0.00
0.00
0.00
-
0.060
0.35
6,665
306.35
32.08 is
0.07 is
0.00
0.00
0.00
0.40
0.067
0,40
7,617
306.40
32.08 is
0.07 is
0.00
0.00
0100
0.00
- --
0.074
0.45
8,569
306.45
32.08 is
0.08 is
0.00
- --
0.00
0.00
0.00
0.079
0.50
9,521
306,50
32.08 is
0.08 is
0.00
0.00
0.00
0.00
- --
0.085
0.55
10,576
306.55
32.08 is
0.09 is
0.00
0.00
0.00
0.00
- --
0.090
0.60
11,632
306.60
32.081c
0.09 is
0.00
0.00
0.00
0.00
••. -•-
0.095
0,65
12,687
306.65
32.08 is
0.10 is
0.00
- --
0.00
0.00
0.00
0.099
0.70
13,743
306.70
32.08 is
0.10 is
0.00
---
0.00
0.00
0.00
---
0.104
0.75
14,799
306.75
32.08 is
0.11 is
0.00
- --
0.00
0.00
0.00
- --
0.108
0.80
15,854
306.80
32.08 is
0.11 is
0.00
- --
0.00
0.00
0.00
0.112
0.85
16,910
306,85
32.08 is
0.12 is
0.00
- --
0.00
0.00
0.00
0.116
0.90
17,965
306.90
32.08 is
0.12 is
0.00
- --
o.0o
0.00
0.00
- -- - -- - --
01119
0.95
19,021
306.95
32.08 is
0.12 is
0.00
0.00
0.00
0.00
- --
0.123
1.00
20,076
307.00
32.08 is
0.13 is
0.00
0.00
0.00
0.00
- -- - -- - --
0.127
1.10
22,367
307.10
32.08 is
0.13 is
0.00
0.00
0.00
0.00
___ _._
0.133
1.20
24,698
307.20
32.08 1s
0.14 is
0.00
0.00
0.00
0.00
- -
0.140
1.30
27,008
307.30
32.08 is
0.15 is
0.00
- --
0.00
0.05
0.00
- -- - --
0.199
1.40
29,319
307.40
32.08 is
0.15 is
0.00
0.00
0.15
0.00
- -- - -- -
0.301
1.50
31,629
307.50
32.08 Ic
0.16 is
0.00
0.00
0.27
0.00
- --
0.431
1.60
33,940
307.60
32.08 is
0.16 is
0.00
0.00
0.42
0.00
- --
0.584
1.70
360250
307.70
32.08 is
0,17 is
0.00
0.00
0.59
0.00
- --
0.757
1,80
38,561
307.80
32.08 is
0.17 is
0.00
- --
0.00
0.77
0.00
-
0.947
1.94
40,872
307.90
32.08 is
0.18 is
0.00
0,00
0.98
0.00
-
1.154
2.00
43,182
308.00
32.08 is
0.18 is
0.00
-•-
0.00
1.19
0.00
- -
1.375
2.10
45,768
308.10
32.08 is
0.19 is
0.04
0.00
1.42
0.00
• --
1.610
2.20
48,354
308.20
32.08 is
0.19 is
0.00
0.00
1.67
0.00
-•-
1.858
2.30
50,940
308.30
32.08 is
0.20 is
0.00
0.00
1.92
0.00
- -- - -- - --
2.118
Continues on next page...

Wet Pond 9 Area B
Stage 1 Storage !
Discharge
Table
Stage
Storage
Elevation
Clv A
CIv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D Exfil
User Total
ft
Cuft
ft
Cfs
cfs
Cfs
Cfs
cfs
Cfs
cfs
cfs Cfs
Cfs cfs
2.40
53,525
308,40
32.08 is
0.20 is
0.40
- --
0,00
2.19
0.00
2.391
2.50
56,111
308.50
32.08 is
0.21 is
0.00
-•-
0.00
2.47
0.00
-
2.674
2.60
58,697
308.60
32.08 is
0.21 1s
0.00
-•-
0.00
2.76
0.00
-
2.969
2.70
61,283
308.70
32.08 iC
0.21 is
0.00
0.00
3.06
0.00
- --
3.273
2.80
63,869
308.80
32.08 is
0.22 is
0.00
-
0.00
3.37
0.00
- --
3.588
2.90
66,454
308.90
32.08 is
0.22 is
0.00
0.00
3.69
0.00
- --
- -- 3.913
3.00
69,040
309.00
32.08 is
0.23 is
0,00
- --
0.00
4.02
0.00
-
- 4.247
3.10
71,837
309.10
32.08 is
0.23 iC
0.00
- --
0.00
4.36
0.00
- --
- -- 4.591
3.20
74,635
309.20
32.08 is
0.23 is
0.00
-••
0.00
411
0.00
- -- 4.944
3.30
77,432
309.30
32.08 is
0.24 is
0.00
0.00
5.07
0.00
- -- 5.305
3.40
80,229
30940
32.08 is
0.24 iC
0.00
0.00
5.43
0.00
--- 5.675
3.50
83,026
309.50
32.08 is
0.25 is
0.00
0.00
5.81
0.00
- -- 6.053
3.60
85,824
309.60
32.08 is
0.25 is
0.00
0.00
6.19
0.00
- -- 6.439
3.70
88,621
309.70
32.08 is
0.25 is
0.00
0.00
6.58
0.00
- --
- 6.834
3,80
91,418
309.80
32.08 iC
0.26 is
0.00
0.00
6.98
0.00
- --
- -- 7.236
3.90
94,215
309.90
32.08 is
0.26 is
0.00
- --
0,00
7.39
0.00
-
- -- 7.647
4.00
97,013
310.00
32.08 is
0,26 IC
0.00
-•-
0.00
7.80
0.00
- --
- -- 8.064
4.10
99,990
310.10
32.08 is
0.27 is
0.00
- --
1.63
8.22
0.00
- --
- -- 10.12
4.20
102,968
310.20
32.08 is
0.27 is
0.00
---
4.62
8.65
0.00
-
- -- 13.54
4.30
105,945
310.34
32.08 is
0,27 is
0.00
- --
8.48
9.09
0.00
- °°
17.84
4.40
108,924
310.40
32.08 is
0.28 is
0.00
- --
13.06
9.53
0.00
22.86
4.50
111,901
310.50
32.08 is
0.28 is
0.00
- --
18.25
9.98
0.00
28.51
4.60
114,879
310.60
34.69 is
0.26 iC
0.00
- --
23.99
10.44
0.00
-
34.69
4.70
117,857
310.70
40.21 is
0.19 is
0.00
30.23
9-79s
0.00
- --
- -- 40.21
4.80
120,834
310.80
44.16 is
0.12 is
0.00
36,85s
7-20s
0.00
- -- - --
44.16
4.90
123,812
310.90
45.10 is
0.09 is
0.00
38.65s
6.36s
0.00
- --
45.10
5.00
126,790
311.60
45.69 is
0A8 is
0.00
39.74s
5.86s
0.00
- --
45.68
5.10
129,966
311.10
46.15 is
0.07 is
0.00
40,59s
5.48s
0.99
- --
- -- 47.13
5.20
133,141
311.20
46.54 is
0.06 is
0.00
41,30s
5,17s
2.79
-
4933
5.30
136,317
311.30
46.89 is
0.06 is
0.00
- --
41.9# s
4,92s
5.13
- --
- -- 52.01
5.40
139,492
311.40
47.21 is
0.05 Ic
0.00
- --
42.46 s
4.70s
7.89
-
55.90
5.50
142,668
311.50
47.52 is
0.05 is
0.00
---
42.95 s
4.51 s
11.03
- -- - --
- -- 58.54
5.60
145,843
311.60
47.80 is
0.04 iC
0.00
- --
43.41 s
434 s
14.50
62.29
5.70
149,019
311.70
48.08 is
0.04 is
0.00
- --
43.83s
4,20s
18.27
- --
--- 66.35
5.80
152,195
311.80
48,35 is
0.04 is
0.00
- --
44.23s
4.07s
22.32
- -- 70.67
5.90
155,370
311.90
48.61 Ic
0.04 is
0.00
- --
44.59 s
3.96s
26.64
- -- 75.23
6.00
158,546
312.06
48.86 is
0.03 is
0.00
- --
44.96s
3.86s
31.20
- 80.05
MWIR

Hydrograph Report
Hydraflow Hydrographs Extension for Auto CADO Civi13 DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 21
Area to Wetland 3
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
10.00
MM
4.00
2.00
0.00
0 120 240
— ---, Hyd No. 21
1 min
3.870 ac
0.0%
USER
2.85 in
24 h rs
Area to Wetland 3
Hyd. No. 21 -- 1 Year
360 480 600 720 840
Tuesday, Nov 20, 2012
Peak discharge = 9.686 cfs
Time to peak
= 718 min
Hyd. volume
= 19,509 cuft
Curve number
= 83.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type 11
Shape factor
= 484
Q (cfs)
10.00
I 11,
Iwo]
■ 11
2.00
1 I _._,.. , "'""` �.N...�,,.......J... 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
HydrafIow Hydrog rap hs Extension for AutoCAO® Civil 300 2008 by Autodesk, Inc. v6.052
Hyd. No. 22
Offsite to Wetland 3
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
1,00
0.90
0,80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
1 min
0.350 ac
0.0%
USER
2.85 in
24 hrs
31
Tuesday, Nov 20, 2012
Peak discharge = 0.872 cfs
Time to peak
= 718 min
Hyd. volume
= 1,755 cuft
Curve number
= 83.2
Hydraulic length
= 0 ft
Time of Conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Offsite to Wetland 3
Hyd. No, 22 -- 1 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 120 240 364 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No, 22 Time (min)

Hydrograph Report
Hydraf[ow Hyd rographs Extension for AutoCACO QviI " 2008 by Auto desk, Inc. v6.052
Hyd. No. 23
Total to Wetland 3
Hydrograph type =
Combine
Storm frequency =
1 yrs
Time interval =
1 min
Inflow hyds. =
21, 22
Total to Wetland 3
32
Tuesday, Nov 20, 2012
Peak discharge = 10.56 cfs
Time to peak = 718 miry
Hyd. volume = 21,265 cuft
Contrib. drain. area= 4.220 ac
Q (cfs) Hyd. No, 23 -- 1 Year Q {cfs}
12.00 12.00
10.00 10.00
8.00 $.00
6.00 6.00
4.00 , 4.00
MO 2,00
0.00 _...,.....�t.... ,� ..w .. k. ,...�. µ , ._,.�,� .,..k,.w,.. - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
--v Hyd No. 23 Hyd No. 21 --- Hyd No. 22

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 300 2008 by Autodesk, Inc. v6.052
Hyd. No, 24
Hyd. volume
Route Wetland 3
Max. Elevation
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 23 - Total to Wetland 3
Reservoir name
= Wetland 3 Area 8
Storage Indication method used.
33
Tuesday, Nov 20, 2012
Peak discharge = 0.353 cfs
Time to peak
= 838 min
Hyd. volume
= 13,817 tuft
Max. Elevation
= 290.12 ft
Max. Storage
= 13,262 tuft
Route Wetland 3
0 (cis) Hyd. No. 24 -- 1 Year 0 (cis)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2,00
0, 00 _.....,.,... �...M.,.... _ 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (miry)
Y- Hyd No. 24 - Hyd No, 23 ;' Total storage used = 13,262 cuft

Pond Report 34
Hydraflow Hydrographs Extension for Auto CADp Civil 3D@ 2008 by Autodesk, Inc. v6,052 Tuesday, Nov 20, 2012
Pond No. 7 - Wetland 3 Area 8
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 289.00 ft
Stage 1 Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Iner. Storage (tuft) Total storage (tuft)
0.00
289.00
10,760
0
0
1.00
290.00
12,480
11,608
11,648
2.00
291.00
14,290
13,373
24,982
3.00
292.40
16,170
15,219
40,200
4.00
292,00
18,104
17,124
57,325
Culvert 1
Orifice
Structures
Weir Structures
1A]
1131 [C]
[PrfRsr]
[A]
[g]
[C] [D]
Rise (in)
=
18.00
1.50 0.00
0.00
Crest Len (ft) = 10.00
2.00
12,00 0.00
Span (in)
=
18.00
1.50 0.00
0.00
Crest El. (ft) = 291.00
290.00
291.80 0.00
No. Barrels
=
1
1 0
0
Weir Coeff. = 3.33
3.33
2.60 3.33
Invert El. (ft) =
273.00
289.00 0.00
0.00
Weir Type = Riser
Rect
Broad
Length (ft)
=
112.00
0.50 0.00
0.00
Multi -Stage = Yes
Yes
No No
Slope ( %)
=
9.82
0.00 0.04
nla
N -Value
=
.013
.013 .013
nla
Orifice Coeff. =
0,60
0.60 0.60
0.60
Exfil.(inthr) = 0.000 (by
Contour)
Multi -Stage
=
n/a
Yes No
No
TW Elev. (ft) W 0.00
-
- -- ................. ..............
Note: Gulvert/O+Ifico outflows aro analyzed undor inter (ic) and outlet (oc) control. W eir risers chocked for oriko condil ion s V0 and submergence (s).
Stage 1 Storage
1 Discharge Table
Stage
Storage
Elevation
Clv A
CIv B
CIv
C PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User
Total
It
tuft
It
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs cfs cfs
cfs
0.00
0
289.00
0.00
0.00
0.00
0.00
0.00
- -- - --
0.000
0.10
1,161
289.10
33.22 is
0.01 is
- --
0.00
0.00
0.00
- -- - --
0.011
020
2,322
289.20
33.22 is
0.02 is
- --
0.00
0.00
0.00
- -- - --
0.022
0.30
3,482
289.30
33.22 is
0,03 is
- --
0.00
0.00
0.00
- -- - --
0.029
0.40
4,643
289.40
33.22 is
0.03 is
- --
-•- 0.00
0.40
0.00
- -
0.034
0.50
5,804
289.50
33.22 Ic
0.04 is
- --
- -- 0.00
0.00
0.00
- -- -
0.039
0.60
6,965
289.64
33.22 is
0.04 iC
- 0.00
0.00
0.00
- -- - --
0.043
010
8,126
289.70
33,22 Ic
0.05 is
0.00
0.00
0,00
- -- - --
0.047
0.80
9,287
289.84
33.22 Ic
0.05 Ic
- -- 0.00
0.00
0.00
- -- - --
0.051
0.90
10,447
289.90
33.22 is
0.05 is
- --
- -- 0.00
0.00
0.00
- -- - --
0.054
1.00
11,608
290,00
33.22 is
0.06 is
- -- 0.00
0.00
0.00
- -- - --
0.057
1.10
12,946
290.14
33.22 is
0.06 is
- -- 0.00
0.21
0.00
- -- - --
0.271
1.20
14,283
290.20
33.22 is
0.06 Ic
- -- 0.00
0.60
0.00
--- - --
0.659
1.30
15,620
290.30
33.22 is
0.07 is
- -- 0.00
1.09
0.00
- -- - --
1.160
1,40
16,958
290.40
33.22 is
0.07 is
- --
- -- 0.00
1,68
0.00
1.753
1.50
18,295
290.50
33.22 is
0.07 is
- --
- -- 0.00
2.35
0.00
- --
2.425
1,60
19,632
290.60
33.22 is
0.07 Ic
-
- -- 0.04
3.10
0.00
- -- - --
3.169
1.70
20,970
290,70
33.22 is
0.48 is
- -- 0.00
3.90
0.00
- -- - -- - --
3.97E
1.80
22,307
290.80
33.22 is
0.08 is
- --
0.00
4.77
0.00
- -- - --
4.843
1.90
23,644
290.94
33.22 is
0,08 is
- --
0.00
5.69
0.00
- --
5,767
2.00
24,982
291.00
33.22 is
0.08 is
- 0.40
6.66
0.00
- -- - --
6.742
2,10
26,504
291.10
33.22 is
0.08 is
- -•
1.05
7.68
0.00
- -- - --
8.821
2.20
28,025
291.20
33.22 is
0.09 is
- --
2.98
815
0.00
- -- - -
11.82
2.30
29,547
291.30
33.22 is
0.09 is
- --
5.47
9.87
0.40
- -- - --
15.43
2.40
31,069
291.44
33.22 is
0.09 is
- --
8.42
11,03
0.00
- --
19.55
2.50
32,591
291.50
3122 is
0.09 is
- --
11.77
12.24
0.00
- -- -
24.10
2.60
34,113
291.60
33.22 is
0.49 is
- --
15.48
13.48
4.40
- -- -
29.05
2.70
35,635
291.70
34.33 is
0.08 is
- --
19.50
14.75s
0.00
- -- -
34.33
2.80
37,157
291.84
35.48 is
0.05 is
- --
23,15s
12.28s
0.00
-
35.48
2.90
38,679
291,90
3518 is
0.04 is
- --
24.22s
11.52s
0.99
- -- -
36.77
3.00
40,200
292.00
36.00 is
4.03 is
- --
24.94s
11.02s
2.79
- -- - --
3819
3.10
41,913
292.10
36.17 is
0.03 is
25.51 s
10,63s
5.13
- -- -
41.30
3.20
43,625
292.20
36.33 is
0.03 is
-
25,99S
10.31 s
7.89
- --
44.22
3.30
45,338
292.30
36.47 is
0.02 is
- -- 26,40S
10.04s
11.03
- -- - -- -
47.49
3.40
47,050
292A0
36.60 is
0.02 is
- -- 26-77s
9.81 s
14.50
- -- - --
5110
3.54
48,763
292.50
36.72 is
0.02 io
- -- 27-09s
9.61 s
18.27
- -- - --
54.99
3.64
50,475
292.60
36.84 is
0.02 is
27.38s
9.43s
22.33
- --
59.16
Continues on next page...

Wetland 3 Area B
Stage / Storage I Discharge Table
Stage
Storage
Elevation
Clv A
ft
tuft
ft
cfs
3.70
52,187
292.70
36.95 is
3.80
53,900
292.80
37.06 is
3.90
55,612
292.90
37.16 is
4.00
57,325
292.00
0.00
...End
Clv B
cfs
0.02 is
0.02 is
0.02 is
0.00
Clu C
Cfs
PrfAsr Wr A
Wr B
Wr C
cfs cfs
cfs
cfs
27.65s
9.28s
26.64
27.89s
9.14s
31,20
28.11 s
9.02s
36.00
0.00
0.00
2.79
35
Wr D Exfil User Total
cfs cfs cfs cfs
- -- - -- --- 63.58
- -- - -- - -- 68.25
- 73.15
- -- - -- 2.791

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADQ Civil 3DO 2008 by Autodesk, Inc. v5.052
Hyd. No. 25
Area B Bypass
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs.
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q {Gfs)
2.00
1.00
1 min
4.390 ac
0.0%
TR55
2.85 in
24 hrs.
Area B Bypass
Hyd. No. 25 -- 1 Year
36
Tuesday, Nov 20, 2012
Peak discharge = 1.542 of
Time to peak =
720 min
Hyd. volume
= 5,095 tuft
Curve number
= 61.6
Hydraulic length
= 0 ft
Time of conc. (To)
= 7.20 min
Distribution
= Type 11
Shape factor
= 484
I I
66'
120 240 360 480 600 720 840 960
--- Hyd No. 25
Q (cfs)
2.00
ii+I41
0.00
1080 1200 1320 1440 1550
Time 4min)

37
TR55 Tc Worksheet
HydrafIow Hydrographs Extension for Auto CADO Civil 3DD 2008 by Auto desk, Inc. v6.052
Hyd. No. 25
Area B Bypass
Description
A
B
C Totals
Sheet Flow
= 9.00
0.00
0.00
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
.- 50.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope ( %)
= 12.00
0.00
0.00
Travel Time (min)
= 5.68 +
0.00 +
0.00 5.68
Shallow Concentrated Flow
Flow length (ft)
= 170.00
0.00
0.00
Watercourse slope ( ° /Q}
= 19.40
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ftls)
= 7.11
0.00
0.00
Travel Time (min)
= 0.40 +
0.00 +
0.00 - 0.40
Cd,TiiiTa Is. Gl
X sectional flow area (sgft)
= 6.00
0.00
0.00
Wetted perimeter (ft)
= 9.00
0.00
0.00
Channel slope ( %)
= 1.90
0.00
0.00
Manning`s n -value
= 0.015
0.015
0.015
Velocity (ftls)
= 10.43
0.00
0.00
Flow length (ft)
= 690.0
0.0
0.0
Travel Time (min) = 1.10 + 0.00 + 0.00 1.10
Total Travel Time, Tc ............................................... ............................... 7.20 min

Hydrvgraph Report
Hydra #low Hyd rographs Extension for AutoCADO Civil 3D@ 2008 by Autodesk, Inc. v6.052
Hyd. No. 26
Total Post ❑ev to Point B
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyds. = 20, 24, 25
Q (cfs)
2.00
1.00
o.00
0 300
11.1 --l- Hyd No. 26
RR
Tuesday, Nov 20, 2012
Peak discharge = 1 .812 cfs
Time to peak = 721 min
Hyd. volume = 56,571 tuft
Contrib. drain. area= 4.390 ac
Total Post ©ev to Point B
Hyd. No. 26 -- 1 Year
600 900 1200
Hyd No. 20
1500 1800 2100 2400 2700
Hyd No. 24 - Hyd No. 25
Q (cfs)
2.00
HU0101
0.00
3000
Time (rain)

01
Hydrograph Report
HydrafIow Hydrographs Extension for AutoCAt7® Civi13 00 2008 by Autodesk, Inc. v6.052 Tuesday, Nov 20, 2012
Hyd. No. 28
Area C Post
Hydrograph type
= SCS Runoff
Peak discharge =
0.707 cfs
Storm frequency
= 1 yrs
Time to peak =
722 min
Time interval
= 1 min
Hyd. volume =
2,439 tuft
Drainage area
= 2.030 ac
Curve number =
61.7
Basin Slope
= 0.0%
Hydraulic length =
0 ft
Tc method
= TR55
Time of cone. (Tc) =
8.80 min
Total precip.
= 2.85 in
Distribution =
Type 11
Storm duration
= 24 hrs.
Shape factor =
484
Q (cfs)
Area C Post
Hyd. No. 28 -- 1 Year Q (cfs)
1.00
i .uu
0.90
0.90
0.80
0.80
0.70
0,70
0.60
0.60
0.50
0.50
0.40
0.40
0.30
0.30
0.20
0.20
's
0.10
0.10
0 00 -...
w .
m.,.. ew.,.
N...... n, ...,......,......H..w...w,....„
..s..,
b.... ..
a .W,
a
n nn
0
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 -
Time (miry)
Hyd No. 28

MI,
TR55 Tc Worksheet
HydrafIow Hydrographs Extension for AutoCADO Civi13 DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 28
Area C Post
Description
A
B
C Totals
Sheet Flow
= 6.28
0.00
0.00
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 50.0
0.0
OA
Two -year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope ( %)
= 3.00
0.00
0.00
Travel Time (min)
= 6.57 +
0.00 +
0.00 - 6.57
Shallow Concentrated Flow
............................... 8.80 min
Flow length (ft)
= 400.00
0.00
0.00
Watercourse slope ( °I °)
= 4.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ftls)
= 3.23
0.00
0.00
Travel Time (min)
= 2.07 +
0.00 +
0.00 2.07
Channel Flow
X sectional flow area (sgft)
= 3.14
0.00
0.00
Wetted perimeter (ft)
= 6.28
0.00
0.00
Channel slope ( %)
= 5.30
0.00
0.00
Manning's n -value
= 0.013
0.015
0.015
Velocity (ftls)
= 16.58
0.00
0.00
Flow length (ft)
= 170.0
0.0
0.0
Travel Time (min)
= 0.17
+ 0.00
+ 0.00 - 0.17
Total Travel Time, Tc . ..............................................
............................... 8.80 min

Hydrograph Report
Hydrafiow Hydrog rap hs Extension for AutoGAD(D Civi13 DO 2008 by Autodesk, Inc, v6.052
Hyd. No. 30
Hyd. volume =
Area D Past
Curve number =
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 0.140 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 2.85 in
Storm duration
= 24 hrs
Area D Post
41
Tuesday, Nov 20, 2012
Peak discharge = 0.054 cfs
Time to peak =
720 min
Hyd. volume =
162 cuft
Curve number =
61
Hydraulic length =
0 ft
Time of conc. (Tc) =
5.00 mire
Distribution =
Type 11
Shape factor =
484
Q {cfs} Hyd. No. 30 -- 1 Year 0 (Cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
OM 0.03
0.02 - 0.02
0.01 0.01
f
0.00 �. _ .. x .,... 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd Na. 30 Time (min)
r---

Hydrograph Summary ReKydlow Hyd rographs Extension for AutoCAD@ Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time Time to
interval peak
(min) (min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
{cult}
Hydrograph
description
1
SCS Runoff
14.72
1 727
60,257
- - - - --
- - - -•-
- --
Area A Pre
2
SCS Runoff
3.858
1 725
16,923
- - - - --
- - - - --
- - - - --
Area B Pre (On Site)
3
SCS Runoff
2.955
1 722
7,960
- - - - --
- - - -•-
- - - - --
Offsite to Wet Pond
4
SCS Runoff
1.177
1 718
2,389
- - - - --
- - - - --
- - - - --
Offsite to Wetland 3
5
Combine
7.195
1 723
27,272
2, 3, 4
- - - - --
- - - - --
Total Adjusted Area B Pre
6
SCS Runoff
2.758
1 727
11,477
- - - - --
- - - - --
- - - - --
Area C Pre
7
SCS Runoff
0.557
1 725
2,443
- - - - --
- - - - --
- - - - --
Area D Pre
9
SCS Runoff
30.44
1 723
86,978
- - - - --
- - - - --
- - - - --
Area A Past
10
SCS Runoff
45.24
1 719
95,472
--• - --
- - - - --
- - - - --
Area B Post
12
SCS Runoff
31.76
1 718
64,171
- - - - --
- - - - --
- - - - --
Area A to Wetland 2
13
SCS Runoff
8.630
1 720
22,729
- - - - --
- - - - --
- - - - --
Area A Bypass
14
Reservoir
1.242
1 837
48,521
12
290.63
34,929
Route Wetland 2
15
Combine
8.731
1 721
71,250
13,14
-• -•••
- - - - --
Total Post Dev To Point A
17
SCS Runoff
34.17
1 718
68,716
- - - - --
- - - - --
- - - - --
Area B to Wet Pond 1
18
SCS Runoff
4.076
1 718
8,208
- - -• --
- - - ---
---- --
Offsite to Wet Pond
19
Combine
38.25
1 718
76,925
17,18
- - - - --
- - - - --
Total to Wet Pond
20
Reservoir
1.476
1 824
59,066
19
308.04
44,291
Route Wet Pond 1
21
SCS Runoff
13.07
1 718
26,527
- - - - --
- - - - --
- - - - --
Area to Wetland 3
22
SCS Runoff
1.177
1 718
2,389
- - - - --
- - - - --
- - - - --
Offsite to Wetland 3
23
Combine
14.25
1 718
28,916
21,22
- - - - --
-• - - --
Total to Wetland 3
24
Reservoir
1.081
1 753
21,400
23
290.28
15,449
Route Wetland 3
25
SCS Runoff
3.543
1 719
8,869
- - - - --
- - - - --
- - - - --
Area B Bypass
26
Combine
3.948
3 721
89,336
20, 24, 25
- - - - --
- - - - --
Total Post Dev to Point 6
28
SCS Runoff
1.547
1 721
4,237
- - - - --
- - - - --
- - - - --
Area C Post
30
SCS Runoff
0.120
1 719
286
- - - - --
- - - - --
- - - - --
Area D Post
09- 116- pre - post- rev. gpw
Return Period: 2 Year
Tuesday, Nov 20, 2012

Hydrograph Report
Hyd raflow Hydrog rap hs Extension for AutoCAO® Civil 3D@ 2008 by Autodesk, Inc. vs. 052
Hyd. No. 1
Hyd. volume
Area A Pre
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 27.650 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.44 in
Storm duration
= 24 hrs
Area A Pre
43
Tuesday, Nov 20, 2012
Peak discharge = 14.72 cfs
Time to peak
= 727 min
Hyd. volume
= 60,257 tuft
Curve number
= 62.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 19.10 min
Distribution
= Type ll
Shape factor
= 484
Q {cfs} Hyd, No. 1 -- 2 Year Q (Cfs)
1 5.00 15.40
12.00 12,00
9.00 9.00
6.00 ,t 6.030
3.00 3.00
0.00 _....,..,..� ...N.� ...,.w�.. ,�......w. �,...� ....r� ._,.w..w,.. _.. rR. ti. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (rein)
-- Hyd No. 1

Hydrograph Report
Hyd raflow Hydrog rap hs Extension for AutoGAO® Civil 30@ 2008 by Autodesk, Inc. u6.052
Hyd. No. 2
Area B Pre (On Site)
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval
Drainage area
Basin Slope
To method
Total precip.
Storm duration
1 min
1 1.430 ac
0.0%
TR55
3.44 in
24 h rs
11 El!
Tuesday, Nov 20, 2012
Peak discharge = 3.858 cfs
Time to peak
= 725 min
Hyd. volume
= 16,923 cuft
Curve number
= 57.4
Hydraulic length
= ❑ ft
Time of conc. (To)
= 14.50 min
Distribution
= Type 11
Shape factor
= 484
Area B Pre {On Site}
Q {cfs} Hyd. No. 2 -- 2 Year Q (cfs}
4.00 4.00
3.00 3.00
2.00 2.00
3 b
1.00 1.00
3
L
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (rain)
- - Hyd No. 2

Hydrograph Report
HydrafEow Hydrographs Extension for Auto CADO Civi13 00 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
Hyd. volume =
offsite to Wet Pond
Curve number =
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
1.350 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
3.44 in
Storm duration =
24 h rs
Offsite to Wet Pond
45
Tuesday, Nov 20, 2012
Peak discharge = 2.955 cfs
Time to peak =
722 min
Hyd. volume =
7,960 tuft
Curve number =
80.5
Hydraulic length =
0 ft
Time of cant. (Tc) =
14.50 min
Distribution =
Type II
Shape factor
= 484
Q (cis) Hyd. No. 3 -- 2 Year Q {c #s}
3,00 3.00
2.00 2.00
1.00 1.00
0.00 -.. ,..,....... �.. u......., .,�.,_...,..,Y., y,..,.. 0,00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd Na. 3 Time (min)
.-,.. •._.

Hydrograph Deport
Hyd raflow Hydrographs Extension for AutoCAD& Civil 3D9 2008 by Autodesk, Inc. v6.052
Hyd. No. 4
Hyd. volume
Offsite to Wetland 3
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
0.350 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
3.44 in
Storm duration =
24 hrs
0 (Cfs)
2.00
19010
� �f
w,
Offsite to Wetiand 3
Hyd. No. 4 -- 2 Year
Hi
Tuesday, Nov 20, 2012
Peak discharge = 1.177 cfs
Time to peak
= 718 min
Hyd. volume
= 2,389 cuft
Curve number
= 83.2
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type 11
Shape factor
= 484
120 240 360 480 600 720 840 960
Hyd No. 4
Q (cfs)
2.00
1.00
0.00
1080 1 200 1320 1440
Time (min)

Hydrograph Report
Hyd rafIow Hydrog rap hs Extension for AutoCAD® Civil 3CKD 2008 by Autodesk, Inc. v6,052
Hyd. No. 5
Total Adjusted Area B Pre
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 2, 3, 4
47
Tuesday, Nov 20, 2012
Peak discharge =
7.195 cfs
Time to peak =
723 min
Hyd. volume =
27,272 tuft
Contrib. drain. area=
13.130 ac
Total Adjusted Area B Pre
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
--l— Hyd No. 5 . Hyd No. 2 . Hyd No. 3 Hyd No. 4

Hydrograph Report
Hydraf low Hyd rog rap hs Extension for Auto CADO Civi13 DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 6
Hyd. volume
Area C Pre
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 6.130 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.44 in
Storm duration
= 24 hrs
Q (Cfs)
3.00
will]
1.00
Area C Pre
Hyd. No. 6 -- 2 Year
Tuesday, Nov 20, 2012
Peak discharge = 2.758 cfs
Time to peak
= 727 min
Hyd. volume
= 11,477 Cuft
Curve number
= 60.4
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 18.50 min
Distribution
= Type 11
Shape factor
= 484
M � ti t}
120 240 360 480 600 720 840 960
Hyd No. 6
Q (Cfs)
3.00
OR
1.00
0.00
1080 1200 1320 1440 1560
Time jmin)

r El
Hydrograph Report
Hydraflow Hydrog rap hs Extension for Auto CADO Civi13 D& 2008 by Autodesk, Inc. v6.052
Tuesday, Nov 20, 2012
Hyd. No. 7
Area ❑ Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0.557 cfs
Storm frequency
= 2 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 2,443 tuft
Drainage area
= 1.650 ac
Curve number
= 57.4
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of cone. (Tc)
= 13.60 min
Total precip.
= 3.44 in
Distribution
= Type it
Storm duration
= 24 hrs
Shape factor
= 484
Area D Pre
Q (of$) Hyd. No. 7 -- 2 Year Q {cfs}
1.00 1.00
0.90 0.90
0.80 - 0.80
0,70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 = 0.20
4.10 _ . 0.10
0.00 ,.,..,,rtw ., w., p, ,., M .., . ..r .._.,. ..n.�,,: �.., .....,., 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
w °� Hyd No. 7

Hydrograph Report
HydrafIow Hyd rographs Extension for AutoCAD@ Civil 2008 by Autodesk, Inc. v6.052
Hyd. No. 9
Hyd. volume
Area A Post
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 24.670 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 3.44 in
Storm duration
= 24 h rs
Area A Post
50
Tuesday, Nov 20, 2012
Peak discharge = 30.44 cfs
Time to peak
= 723 min
Hyd. volume
= 86,978 tuft
Curve number
= 70
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 14.90 min
Distribution
= Type fl
Shape factor
= 484
0 (Cfs) Hyd. No. 9 -- 2 Year Q (Cfs)
35,00 35.00
30.00 34.00
25.00 25M
3
20.00 20.00
15.00 '3 15.00
di
I
d
10.00 10.00
a
5.00 5.00
0.00 - �..�,�.M,.M�., ...., �.., �. H, �.. wu..,.,, �... m.. M... ...,w�.�.�._�.._,..._....H���,� �.0 .�,_�...� �,.w...,. �.�Y..,.. ...�....w. .xw__..,� o.ao
0 120 240 360 480 600 720 844 960 1080 1200 1320 1440 1550
Time (min)
N Hyd No. 9

Hydrograph Report
Hyd rat low Hydrog rap hs Extension for AutoCADO Civil 3M 2008 by Autodesk, Inc. v6.052
Hyd. No. 10
Hyd, volume
Area B Post
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 20.020 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 3.44 in
Storm duration
= 24 hrs
Q (cfs)
50.00
011014]
10414181
i[ OE
Area B Post
Hyd. No. 10 -- 2 Year
51
Tuesday, Nov 20, 2012
Peak discharge = 45.24 cfs
Time to peak
= 719 min
Hyd, volume
= 95,472 cuft
Curve number
= 76.4
Hydraulic length
= 0 ft
Time of cone. (TO
= 7.20 min
Distribution
= Type 11
Shape factor
= 484
Q (cfs)
50.00
40.00
"1 41411
908111
10.00
0.00 MO
0 120 240 360 480 640 720 840 960 1080 1200 1320 1440 1560
Hyd No, 10 Time (min) --
�v
Q (cfs)
50.00
40.00
"1 41411
908111
10.00
0.00 MO
0 120 240 360 480 640 720 840 960 1080 1200 1320 1440 1560
Hyd No, 10 Time (min) --

Hydrograph Report
HydrafIow Hyd rographs Extension for Auto OAM Civi13 M 2008 by Autodesk, Inc. v6.052
Hyd. No. 12
Hyd. volume
Area A to Wetland 2
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
14.740 ac
Basin Slope =
0.0%
Tc method =
TR55
Total precip. =
3.44 in
Storm duration =
24 hrs
Area A to Wetland 2
`.MW
Tuesday, Nov 20, 2012
Peak discharge = 31.76 cfs
Time to peak
= 718 min
Hyd. volume
= 64,171 cuft
Curve number
= 73.4
Hydraulic length
= ❑ ft
Time of cone. (Tc)
= 6.40 min
Distribution
= Type 11
Shape factor =
484
Q (cfs) Q (of$)
Hyd. No. 12 -- 2 Year
35.00 35M
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 N� ,.....n .,,,,..... _. ,ri...w_.........,.M.` �., .,... 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- -.., Hyd No. 12 Time {rein}

Hydrograph Report
HydrafIow Hyd rographs Extension for AutoCAO® CiviI 3D@ 2008 by Autodesk, Inc. v6.052
Hyd. No. 13
Hyd. volume
Area A Bypass
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 9.930 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.44 in
Storm duration
= 24 hrs
Area A Bypass
Tuesday, Nov 20, 2012
Peak discharge = 8.330 cfs
Time to peak
= 720 min
Hyd. volume
= 22,729 cuft
Curve number
= 33
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 9.80 min
Distribution
= Type II
Shape factor
= 484
Q {Cfsy Q (cfs)
Hyd. No. 13 -- 2 Year
10.00 1 0.00
8.00 8.04
6M 6.00
4.00 4.00
2.00 2.00
�h h
0.00 - .................... �.... ..... �. ,.�.... „W ..n..m............. �..,
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 lime (min)
.�...,�-�..

6 -E,1
Hydrograph Report
Hydraflow Hyd rographs Extension for AutoCA©O Civil 3 D 2008 by Aut ode sk, Inc. v6.052
Tuesday, Nov 20, 2012
Hyd. No. 14
Route Wetland 2
Hydrograph type
= Reservoir
Peak discharge
= 1.242 cfs
Storm frequency
= 2 yrs
Time to peak
= 837 min
Time interval
= 1 min
Hyd. volume
= 48,521 cuft
Inflow hyd. No.
= 12 - Area A to Wetland 2
Max. Elevation
= 293.63 ft
Reservoir name
= Wetland 2 Area A
Max. Storage
= 34,929 tuft
Storage Indication method used
Q (cfs)
35.30
30.00
25M
23.00
15.00
10.30
5M
0 00
Route Wetland 2
Hyd. No. 14 -- 2 Year
3
Q {cfs}
35.00
30.00
25.00
20.00
15.00
10.40
5.00
a Oo
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time {rain}
Hyd No. 14 - Hyd No. 12 Total storage used = 34,929 ouft

Hydrograph Report
........... . . ......
Hydraf I ow H ydro g ra Phs Extension f or AutoCADO Civil 3DQD 2008 by Autodes k, Inc. v6-052
Hyd. No. 15
Total Post Dev To Point A
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyds.
= 13, 14
— -- -------- ---- - — - - - - ----------------------------------
Q (Cfs)
10-00
Rvee,
To,
2.00
0.00 -
0 300
Hyd No. 15
Aei
Tuesday, Nov 20, 2012
Peak discharge = 8,731 cfs
Time to peak = 721 min
Hyd. volume = 71,250 cuft
Contrib. drain. area= 9.930 ac
Total Post Dev To Point A
Hyd. No. 15 -- 2 Year
600 900 1200 1500 1800 2100 2400 2700
— Hyd No. 13 — Hyd No. 14
0 (Cfs)
1 MO
ADD,
I. I
r-1101
4.00
14 Me,
0.00
3000
Time (min)

Hydrograph Report
HydrafIow Hydrographs Extension for AutoCAD@ C 3DD 2008 by Autodesk, Inc, v6.052
Hyd. No. 17
Hyd. volume
Area B to Wet Pond 1
Curve number =
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
11.760 ac
Basin Slope =
0.0%
Tc method =
TR55
Total precip. =
3.44 in
Storm duration =
24 hrs
Area B to Wet Pond 1
56
Tuesday, Nov 20, 2012
Peak discharge = 34.17 cfs
Time to peak
= 718 min
Hyd. volume
= 68,716 tuft
Curve number =
79.6
Hydraulic length =
0 ft
Time of conc. (Tc) =
6.30 min
Distribution =
Type 11
Shape factor =
484
Q (cfs) Hyd. No. 17 -- 2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 1 S
1
10.00 10.00
5.00 x 5.00
0.00 -.,...11.11,......... —..,,, >. .� , Y. ._. .n. q w.. „. �,. ..�. 0.00
0 120 240 360 480 640 720 840 960 1480 1200 1320 1440 1560
—•..•- Hyd Na. 17
Time (min)

Hydregraph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3170 2008 by Autodesk, Inc. v6.052
Hyd. No. 18
Hyd. volume
Offsite to Wet Pond
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
1 .350 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
3.44 in
Storm duration =
24 hrs
Offsite to Wet Pond
57
Tuesday, Nov 20, 2012
Peak discharge = 4.076 cfs
Time to peak
= 718 min
Hyd. volume
= 8,208 cuft
Curve number
= 80.5
Hydraulic length
= 0 ft
Time of conc. (Tc) =
5.00 min
Distribution =
Type II
Shape factor =
484
Q (cfs) Hyd. No. 18 -- 2 Year Q (cfs)
5.00 5M
4.00 4M
3.00 3.00
2.00' 2.00
1
1
1.00 1.00
MO- F,.. ,.,_ .............,� . � „ ., v_.,,. Wu.. _..... M....pN ... ,.,... �r . M� .w 0.0(
0 120 240 360 480 500 720 840 960 1080 1200 1320 1440 1560
,I.—I Hyd No. 18
Time (min)

Hydrograph Report
H yd raf I ow H yd rogra phs Extension for A utoC AD@ Civil 3 DO 200 8 by A utodes k, Inc. v6 . 052
Hyd. No. 19
Time to peak =
Total to Wet Pond
Hyd. volume =
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyds.
-.1-1- - -- ------ ------------------ -
= 17, 18
. ............ --- - --------------- ------
Total to Wet Pond
58
Tuesday, Nov 20, 2012
Peak discharge =
38.25 cfs
Time to peak =
718 min
Hyd. volume =
76,925 cuft
Contrib. drain. area=
13.110 ac
Q (Cfs) Hyd. No. 19 2 Year 0 (ofs)
40.00 40.00
30.00 MOO
20.00 20.00
10.00 10-00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 19 - Hyd No. 17 - Hyd No. 18

Hydrograph Report
HydrafIow Hydrographs Extension for AutoCADO Civil 300 2008 by Autodesk, Inc. v6.052
Hyd. No. 20
Route Wet Pond 1
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 19 - Total to Wet Pond
Reservoir name = Wet Pond 1 Area B
Storage Indication method used
a (Cfs)
40.00
30.00
20.00
W10111
Route Wet Pond 1
Hyd. No. 20 -- 2 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
59
Tuesday, Nov 20, 2012
= 1 .476 cfs
= 824 min
= 59,066 tuft
= 308.04 ft
= 44,291 tuft
0.00 - f...... ,...w.. _...a�.........,.._....
0 300
- ...... — Hyd No. 20
600 900 1200 1500 1800 2100 2400 2700
Hyd No. 19 Total storage used = 44,291 cuff
Q (Cfs)
40.00
30.00
20.00
10.00
1 0.00
3000
Time (min)

Hydrograph Report
HydrafIow Hydrographs Extension for AutoCADO Civil 3€ & 2008 by Auto desk, Inc. v6.052
Hyd. No. 21
Hyd. volume
Area to Wetland 3
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
3.870 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
3.44 in
Storm duration =
24 hrs
0 (Cfs)
14M
12.00
10.00
4.00
2.00
MI,
�
M
Area to Wetland 3
Hyd. No. 21 -- 2 Year
l�l#1
Tuesday, Nov 20, 2012
Peak discharge = 13.07 cfs
Time to peak
= 718 min
Hyd. volume
= 26,527 tuft
Curve number
= 83.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type ll
Shape factor
= 484
Q (Cfs)
14.00
12.00
10.00
wo
IM 901
09 EGI
F I E,
.....1.,.�..._ E .................�...,.I..�, w,.,..- .....,�..........ti.. ..y.� I 1 3 r ..... ,.r. .:f..: ,..7 O.Qo
120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (rain)
Hyd No. 21

Hydrograph Report
Hydraflow Hydrographs Extension for AuIoCADO Civil 3D@ 2008 by Autodesk, Inc. v6.052
Hyd. No. 22
Hyd. volume
Offsite to Wetland 3
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
0.350 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
3.44 in
Storm duration =
24 hrs
Q (cfs)
2.40
1.00
I li
I
affslte to Wetland 3
Hyd. No. 22 -- 2 Year
61
Tuesday, Nov 20, 2012
Peak discharge = 1.177 cfs
Time to peak
= 718 min
Hyd. volume
= 2,389 tuft
Curve number
= 83.2
Hydraulic length
= 0 €t
Time of cone. (Tc)
= 5.00 min
Distribution
= Type 11
Shape factor
= 484
120 240 360 480 640 720 840 960 1080 1200 1320
Hyd No. 22
0 (cfs)
2.00
MIIC
0.00
1440
Time (min)
x
P
£fir
i'
�i
�I
{gq!
4
t b
120 240 360 480 640 720 840 960 1080 1200 1320
Hyd No. 22
0 (cfs)
2.00
MIIC
0.00
1440
Time (min)

Hydrograph Report
Hydfat low Hyd ro g rap h s Extension far Au t oCA DO Civil KO) 2008 by Au tode sk, Inc. v6.052
Hyd. No. 23
Total to Wetland 3
Hydrograph type =
Combine
Storm frequency =
2 yrs
Time interval =
1 min
Inflow hyds. =
. ......... ......................... . ... ...
21, 22
- - --------
Total to Wetland 3
IN 1;
Tuesday, Nov 20, 2012
Peak discharge = 14.25 cfs
Time to peak = 718 min
Hyd. volume = 28,916 cuft
Contrib. drain. area= 4.220 ac
Q (Cfs) Hyd. No. 23 2 Year 0 (Cfs)
15.00 - 15-00
12.00 - 12.00
9.00 9.00
6.00 6.00
3.00 3-oo
O.oO 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 23 — Hyd No. 21 — Hyd No. 22

Hydrograph
Report
63
Hyd rat low Hydrographs Extension for AutoCAD® Civil 3M 2008 by Autodesk, Inc. v6.052
Tuesday, Nov 20, 2012
Hyd. No. 24
Route Wetland 3
Hydrograph type
= Reservoir
Peak discharge
= 1,981 cfs
Storm frequency
= 2 yrs
Time to peak
= 753 min
Time interval
= 1 min
Hyd. volume
= 21,400 tuft
Inflow hyd. No.
= 23 - Total to Wetland 3
Max. Elevation
= 290.28 ft
Reservoir name
= Wetland 3 Area B
Max. Storage
= 15,409 tuft
Storage Indication method used
Q (cfs)
15.00
12.00
Yailil
ailil
eaiI1l
Route Wetland 3
Hyd. No. 24 -- 2 Year
0.00 - .._,.w .,..,.._., .._s., W.." ri :�. _ U-�
0
300 600
w Hyd No. 24
900 1200 1500 1800 2100 2400 2700
Hyd No. 23 Total storage used T 15,409 tuft
Q (cfs)
15.00
&milf
• es,
ff-OXITI,
3.00
0.00
3000
Time (min)

Hydrograph Report
Hyd ra{iow Hyd rographs Extension for Auto CACKD Civic 3DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 25
Hyd. volume
Area B Bypass
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 4.390 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.44 in
Storm duration
= 24 hrs
Q (cfs)
4.00
3.00
2.00
X1111
ri aF t
Area B Bypass
Hyd, No. 25 -- 2 Year
M-1
Tuesday, Nov 20, 2012
Peak discharge = 3.543 efs
Time to peak
= 719 min
Hyd. volume
= 8,869 cuft
Curve number
= 61.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.20 min
Distribution
= Type 11
Shape factor
= 484
120 240 360 480 600 720 840
Hyd No. 25
Q (Cfs)
4.00
welt
WiL
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
b
120 240 360 480 600 720 840
Hyd No. 25
Q (Cfs)
4.00
welt
WiL
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Deport
Hydrallow Hydrographs Extension for AutoCAD® Civil 31DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 26
Total Post Dev to Point B
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyds.
= 20, 24, 25
DR
Tuesday, Nov 20, 2012
Peak discharge = 3.948 cfs
Time to peak = 721 min
Hyd. volume = 89,336 cuft
Contrib. drain. area= 4.390 ac
Total Post Dev to Point B
Q (ofs) Hyd. No. 26 -- 2 Year Q (cfs)
4.00 4.00
3.00 0.00
2.00 2 00
1.00 � ' y
1.00
z
0.00 �,,,.......r,Yw .......,w.__...__.H,.,. 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time {miry
p „ Hyd No. 26 Hyd No. 20 - Hyd No. 24 - Hyd No. 25

Hydrograph Report
Hyd rafIow Hydrog rap hs Extension for AutocADO Civi13 DO 2008 by Aufodesk, Ino. v6.052
Hyd. No. 28
Hyd. volume
Area C Post
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 2. 030 ac
Basin Slope
= 0.0%
To method
= TR55
Total precip.
= 3.44 in
Storm duration
= 24 hrs.
Q (Cfs)
2.00
O
Area C Post
Hyd. No. 28 -- 2 Year
.:
Tuesday, Nov 20, 2012
Peak discharge = 1,547 cfs
Time to peak
= 721 min
Hyd. volume
= 4,237 cuft
Curve number
= 81.7
Hydraulic length
= ❑ ft
Time of cone. (To)
= 8.80 min
Distribution
= Type I
Shape factor
= 484
w 0 is
120 240 360 480 600 720 840 960
Hyd No. 28
Q (Cfs)
2.00
1.00
_.,.... 0.00
1080 1200 1320 1440 1560
Time (min)
i+
r
w 0 is
120 240 360 480 600 720 840 960
Hyd No. 28
Q (Cfs)
2.00
1.00
_.,.... 0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAQ® Civil "2048 by Autodesk, Inc. v6.052
Hyd. No, 30
Hyd. volume
Area D Post
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 0.140 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 3.44 in
Storm duration
= 24 hrs
Area D Post
�1
Tuesday, Nov 20, 2012
Peak discharge = 0.120 cfs
Time to peak
= 719 min
Hyd. volume
= 280 cuft
Curve number
= 61
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type 11
Shape factor
= 484
Q (cfs) Hyd. No. 30 -- 2 Year Q (cfs)
0.50
0.45
_
0.50
0.40
0.45
0.35
0.40
0.30
0.35
0.25
0.30
0.20
0.25
0.20
0.15
0.10
0.15
0.05
0.10
0.05
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
--- Hyd No. 30 Time (min)

IMM
Hydrograph Summary RepydKtw Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6.052
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
43.43
1
726
145,855
- - - - --
-- -- --
-• -- --
Area A Pre
2
SCS Runoff
1537
1
723
46,664
- -- - --
- - - - --
Area B Pre (On Site)
3
SCS Runoff
5.325
1
722
14,359
- - - ---
------
- - - ---
Offsite to Wet Pond
4
SCS Runoff
2.011
1
717
4,172
- - - - --
- - - --
- -- ---
Offsite to Wetland 3
5
Combine
21.61
1
722
65,195
2, 3, 4
- - - - --
- - - - --
Total Adjusted Area 6 Pre
6
SCS Runoff
8.987
1
725
29,088
- - - - --
-•----
- -• ---
Area C Pre
7
SCS Runoff
2.219
1
723
6,736
------
- - - - --
- - - - --
Area D Pre
9
SCS Runoff
66.81
1
722
181,693
- - - - --
---- --
Area A Post
10
SCS Runoff
85.70
1
718
181,538
- - - - --
-- -• --
-- -• --
Area 6 Post
12
SCS Runoff
63.23
1
718
127,238
- - - - --
-• - - --
- - - - --
Area A to Wetland 2
13
SCS Runoff
23.36
1
720
54,160
- - - - --
- - - - --
------
Area A Bypass
14
Reservoir
5.312
1
751
111,114
12
291.74
61,887
Route Wetland 2
15
Combine
26.29
1
720
165,274
13,14
- - - - --
--- ---
Total Post Dev To Point A
17
SCS Runoff
61.31
1
718
125,357
-•- ---
- -- ---
------
Area B to Wet Pond 1
18
SCS Runoff
7.216
1
718
14,808
- - - - --
- - - - --
- - - - --
0ffsite to Wet Pond
19
Combine
68.53
1
718
140,165
17,18
- - - - --
• - - - --
Total to Wet Pond
20
Reservoir
4.987
1
754
121,571
19
309.21
74,967
Route Wet Pond 1
21
SCS Runoff
22.30
1
717
46,269
- - - - --
- - - - --
- - - - --
Area to Wetland 3
22
SCS Runoff
2.011
1
717
4,172
- - - - --
- - - - --
- - - - --
Offsite to Wetland 3
23
Combine
24.31
1
717
50,441
21,22
- - - - --
------
Total to Wetland 3
24
Reservoir
6.128
1
725
42,803
23
290.94
24,139
Route Wetland 3
25
SCS Runoff
10.08
1
719
21,821
-- - - --
------
- - - - --
Area B Bypass
26
Combine
17.54
1
721
186,195
20, 24, 25
- -- ---
- -• ---
Total Post Dev to Point B
26
SCS Runoff
4.445
1
720
10,400
- - - -•-
- -- - --
- -- - --
Area C Post
30
SCS Runoff
0.346
1
718
714
- - - - --
- - - - --
- - - ---
Area D Post
09 -116- pre - past- rev.gpw
Return Period: 10 Year
Tuesday, Nov 20, 2012

Hydrograph Report
Hyd raf I ow H ydrog rap h s Extension f or Auto CACIO Civil 31* 2008 by Autodes k, Inc. v8.052
Hyd. No. 1
Area A Pre
Hydrograph type = SCS Runoff
Storm frequency = 10yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
a (Cfs)
50-00
MM
20.00
10.00
1 min
27.650 ac
0.0%
TR55
4.99 in
24 hrs
Area A Pre
Hyd. No. 1 -- 10 Year
LI-Ell
Tuesday, Nov 20, 2012
Peak discharge = 43.43 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
726 min
145,855 cuft
62.3
0 ft
19.10 min
Type 11
484
Q (Ofs)
50.00
40.00
OIX011
KIKIIII
MIXIIIII
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

70
Hydrograph Report
Hydrat low Hyd rographs Extension for AutoCA IM Civil 3dCR) 2006 by Au lodes k, Eno. v6.052 Tuesday, Nov 20, 2012
Hyd. No. 2
Area 6 Pre (On Site)
Hydrograph type
= SCS Runoff
Peak discharge =
15.37 cfs
Storm frequency
= 10 yrs
Time to peak =
723 min
Time interval
= 1 min
Hyd. volume =
46,664 cuft
Drainage area
= 11.430 ac
Curve number =
57.4
Basin Slope
= 0,0%
Hydraulic length =
0 ft
Tc method
= TR55
Time of cone. (Tc) =
14.50 min
Total precip.
= 4.09 in
Distribution =
Type Il
Storm duration
= 24 hrs
Shape factor =
484
Q (cfs)
18.00
15.00
12.00
11
■ 11
3.00
1 11
Area B Pre (On Site)
Hyd. No. 2 -- 10 Year
Q (cfs)
18.00
I&IIiI1]
12.00
01181
6.00
3.00
0.00
124 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2
i
i
,3
i
�
a
Q (cfs)
18.00
I&IIiI1]
12.00
01181
6.00
3.00
0.00
124 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

Hydrograph Report
HydrafIow Hyd rographs Extension for AutoCADO Civi13 DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
Hyd. volume =
Offsite to Wet Pond
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
1.354 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
4.99 in
Storm duration =
24 hrs
Q {cfs}
6.00
5.00
EK0101
001
r i
1.00
0 of
t
Off site to Wet Pond
Hyd. No. 3 -- 10 Year
71
Tuesday, Nov 20, 2012
Peak discharge = 5.325 cfs
Time to peak =
722 min
Hyd. volume =
14,359 cuft
Curve number
= 80.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 14.50 min
Distribution
= Type 11
Shape factor
= 484
Q (cfs)
6.00
61
4.00
Mrs,
1
WiIi
afff
w...r..w.._ ., _..........., .... _........ w.,..N_..,_.,. 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3
Z3
S5
9
Z
7L
)
i
J
'�...
Q (cfs)
6.00
61
4.00
Mrs,
1
WiIi
afff
w...r..w.._ ., _..........., .... _........ w.,..N_..,_.,. 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3

Hydrograph Report
Hydraf low Hyd rog rap h s Extension for AutoGA DO C ivi I 3DO 2008 by Autod e sk. Inc. v6,052
Hyd. No. 4
Hyd. volume =
Offsite to Wetland 3
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
I min
Drainage area =
❑.35❑ ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
4.99 in
Storm duration =
. . ... ...............
24 hrs
..........................
a (Cfs)
3.00
0601
1.00
offsite to Wetland 3
Hyd. No. 4 -- 10 Year
72
Tuesday, Nov 20, 2012
Peak discharge = 2.❑11 cfs
Time to peak =
717 min
Hyd. volume =
4,172 cuft
Curve number
= 83.2
Hydraulic length
= ❑ ft
Time of conc. (Tc)
= 5.❑❑ min
Distribution
= Type 11
Shape factor
— - - --- ----------------------------
= 484
-
0.00 -1
0
120 240 360 480 600 720 840 960
Hyd No. 4
0 (Cfs)
3.00
wort,
Will]
0.00
1080 1200 1320
Time (min)

Hydrograph Report
Hydra #low Hyd rographs Extension for AutoCADO Civil 3D@ 2008 by Autodesk, Inc. v6.052
Hyd. No. 5
Total Adjusted Area 6 Pre
Hydrograph type = Combine
Storm frequency = 1 p yrs
Time interval = 1 min
Inflow hyds. = 2, 3, 4
73
Tuesday, Nov 20, 2012
Peak discharge =
21.51 cfs
Time to peak =
722 min
Hyd. volume =
65,195 tuft
Contrib. drain. area=
13.136 ac
Total Adjusted Area B Pre
a (cfs) Hyd. No. 5 -- 10 Year Q (Cfs)
24.00 24.00
20,00 20.40
s
t
s
16.00 16.00
12.00 12.00
8.00 8.00
.I
s�
4.00 4.00
0.00 ............. ... .... 0.00
0 120 240 360 480 600 720 840 950 1080 1200 1320 1444 1560
Time (min)
Hyd No. 5 Hyd No. 2 - Hyd No. 3 Hyd No. 4

Hydrograph Report
H yd raf I ow H yd rog rap h s Extension to r Auto C A DO Civil 3 DR) 2008 by Autod e S k, Inc. v6.052
Hyd. No. 6
Hyd. volume
Area C Pre
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 6.130 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.99 in
Storm duration
= 24 hrs
Area C Pre
74
Tuesday, Nov 20, 2012
Peak discharge = 8.987 cf s
Time to peak
= 725 min
Hyd. volume
= 29,088 tuft
Curve number
= 60.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 18-50 min
Distribution
= Type II
Shape factor
= 484
Q (Cfs) Hyd. No. 6 -- 10 Year 0 (Cfs)
10.00 10-00
8.00 . .. .......... ... - - 8.00
6.00 InL 6.00
4.00 .............. ..... 4.00
2.00 2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hyd rog raph Report
Hyd rafIow Hydrographs Extension for AutoCADO Civil 3i@ 2008 by Autodesk, Inc. v6,052
Hyd. No. 7
Area D Pre
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
3.00
2.00
196111
1 min
1.650 ac
0.0%
TR55
4.99 in
24 hrs
Area D Pre
Hyd. No. 7 -- 10 Year
75
Tuesday, Nov 20, 2012
Peak discharge = 2.219 cfs
Time to peak
= 723 min
Hyd. volume
= 6,736 cuft
Curve number
= 57.4
Hydraulic length
= ❑ ft
Time of conc. (Tc)
= 13.60 min
Distribution =
Type II
Shape factor =
484
�J
120 240 360 480 600 720 840 960
— Hyd No. 7
Q (cfs)
3.00
4 Me
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
3
3
�J
120 240 360 480 600 720 840 960
— Hyd No. 7
Q (cfs)
3.00
4 Me
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrog rep hs Extension for AMOADO Civii 3D@ 2008 by Autodesk, Inc. v8.052
Hyd. No. 9
Hyd. volume
Area A Post
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
.= 1 min
Drainage area
= 24.670 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 4.99 in
Storm duration
= 24 hrs
Q (cfs)
70.00
F
e M
Q-101
1016111
Area A Post
Hyd. No. 9 -- 10 Year
76
Tuesday, Nov 20, 2012
Peak discharge = 66.81 cfs
Time to peak =
722 min
Hyd. volume
= 181,693 tuft
Curve number
= 70
Hydraulic length
= ❑ ft
Time of conc. (Tc)
= 14.90 min
Distribution
= Type 11
Shape factor
= 484
all,
Q (cfs)
70.00
;:Ii181
50.00
4 O II II
Ce IMIC
10.00
N., ,. ......,.r.,,,.N.. _ 0,00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No, 9
f
4
5
3�
z.
a
F
�
7
{3x
Y
3
�
;
3
all,
Q (cfs)
70.00
;:Ii181
50.00
4 O II II
Ce IMIC
10.00
N., ,. ......,.r.,,,.N.. _ 0,00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No, 9

Hydrograph Report
Hyd rat low Hydrog rep hs Extension for Auto CADO CiviI 3DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 10
Area B Post
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
20.020 ac
0.0%
USER
4.99 in
24 hrs
rri
Tuesday, Nov 20, 2012
Peak discharge = 85.70 cfs
Time to peak
= 718 min
Hyd. volume
= 181,538 tuft
Curve number
= 76.4
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 7.20 min
Distribution
= Type 11
Shape factor
= 484
Area B Post
Q (cfs) Q (cfs)
Hyd. No. 10 -- 10 Year
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.40
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. � o Time (min)
,a...,.M,..�
i
.... .......... ....
�t
fi
��
y''W��
s%;
.. a•Hynr..
..w...ry,•
� . ..... ................r
ie.r.,......�........,
....... ....................r.....r...,
........... !
»•n.•�.. ,.
.. .
Z- :r»..w- ....�.�...
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.40
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. � o Time (min)
,a...,.M,..�

Hydrograph Report
. . .. . .. .... ...................... .
Hydraf low H yd rogra phs Extension to r AutoCA D Oa Civil 3 D@) 2008 by Autod es k, I ric. v6.052
Hyd. No. 12
Area A to Wetland 2
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
14.740 ac
Basin Slope =
0.0%
Tc method =
TR55
Total precip. =
4.99 in
Storm duration =
..............
24 hrs
------------
Area A to Wetland 2
W*1
Tuesday, Nov 20, 2012
Peak discharge = 63.23 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
127,238 tuft
73.4
❑ ft
6.40 min
Type 11
484
0 jCfs) Hyd. No. 12 10 Year Q (Cfs)
70.00 70.00
60.00 60.00
50.00 50-00
40.00 M 40.00
a.
3
30.00 0.00
20.00 20.00
10.00 10,00
0.00 0,00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
,-- Hyd No. 12 Time (min)
—

Hydrograph Report
Hydraflow Hyd rographs Extension for AutoCAQO Civil 3D@ 2008 by Autodesk, inc. v6.052
Hyd. No. 13
Hyd. volume
Area A Bypass
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 9,930 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.99 in
Storm duration
= 24 hrs
0 (cfs)
24,00
M191181
IM11f]
M
4M
Area A Bypass
Hyd. No. 13 -- 10 Year
79
Tuesday, Nov 20, 2012
Peak discharge = 23.36 efs
Time to peak
= 720 min
Hyd. volume
= 54,160 tuft
Curve number
= 63
Hydraulic length
= 0 ft
Time of cork. (Tc)
= 9.80 min
Distribution
= Type 11
Shape factor
= 484
0 (cfs)
24M
20.00
i M0rli
12.00
M
4.00
0.00 ur ... „ 0.00
0 120 240 360 480 600 720 840 960 1084 1200 1320 1440 1550
--- Hyd No. 13 Time (min)
x,
1
0 (cfs)
24M
20.00
i M0rli
12.00
M
4.00
0.00 ur ... „ 0.00
0 120 240 360 480 600 720 840 960 1084 1200 1320 1440 1550
--- Hyd No. 13 Time (min)

Hydrograph Report
Io]
Hydraf low Hydrographs Extension for AutoCAD(D Civil 300 2008 by Autodesk, Inc. vG.052
Tuesday, Nov 20, 2012
Hyd. No. 14
Route Wetland 2
Hydrograph type
= Reservoir
Peak discharge
= 5.312 cf s
Storm frequency
= 10 yrs
Time to peak
= 751 min
Time interval
= 1 min
Hyd. volume
= 111,114 tuft
Inflow hyd, No.
= 12 - Area A to Wetland 2
Max. Elevation
= 291,74 ft
Reservoir name
= Wetland 2 Area A
Max. Storage
= 61,887 tuft
Storage Indication method used
Route Wetland 2
Q (Cfs) Hyd. No. 14 -- 10 Year Q (Cfs)
70.00 70.00
MOO 60-00
50.00 50.00
40.00 40.00
30,00 30-00
20-00 20.00
10.00 10.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time {mire}
Hyd No. 14 - Hyd No. 12 Total storage used = 61,887 tuft

Hydrograph Report
Hyd rafIow Hyd rog rap hs Extension for AutoCAD@ Civil 3DO 2008 by Autodesk, Inc. v6.052
Hyd. No, 15
Total Post Dev To Point A
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 13, 14
Q (ofs)
28.00
N M
20.00
16.00
12.00
1:11+I7
:10#1
81
Tuesday, Nov 20, 2012
Peak discharge = 26.29 cfs
Time to peak = 720 min
Hyd. volume = 165,274 tuft
Contrite. drain, area= 9.930 ac
Total Post Dev To Point A
Hyd. No. 15 -- 10 Year
180 360
Hyd No. 15
Q (Cfs)
28.00
MKiIWI
MI ti t:
f[• t C
12.00
AM
• m
._... _...... w 0.00
540 720 900 1080 1260 1440 1620 1800
--- Hyd No. 13 - Hyd No. 14
Time (mite)
i
.
... ......
1
'z
a�
z
180 360
Hyd No. 15
Q (Cfs)
28.00
MKiIWI
MI ti t:
f[• t C
12.00
AM
• m
._... _...... w 0.00
540 720 900 1080 1260 1440 1620 1800
--- Hyd No. 13 - Hyd No. 14
Time (mite)

Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civi13 DO 2008 by Auto desk, Inc. v6.052
Hyd. No. 17
Area B to Wet Pond 1
Hydrograph type = SCS Runoff
Storm frequency = 1 ❑ yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
70.00
50.00
40.00
MOO
q1 11
IIIXIIl7
MI,M
1 min
11.76❑ ac
0.0%
TR55
4.99 in
24 hrs.
120 240 360
Hyd No. 17
i:1
Area B to Wet Pond 1
Hyd. No. 17 -- 10 Year
RM
Tuesday, Nov 20, 2012
Peak discharge = 61.31 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
125,357 tuft
79.6
❑ ft
6.30 min
Type 11
484
Q (Cfs)
70.00
■11!
M118141#1
a 1 !I#'
30.00
20.00
10.00
-. _....—......:..:�.�:.......�- ,,..,— -
600 720 840 960 1000 1200 1320 1440
Time (min)

Hydrograph Report
Hydraf [ow H yd rog rap h s Extension for Auto CADO Civil 3DO 2008 by A utodes k, Inc. v6.062
Hyd. No, 18
Offsite to Wet Pond
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
1.350 ac
0.0%
USER
4.99 in
24 hrs
Offsite to Wet Pond
83
Tuesday, Nov 20, 2012
Peak discharge = 7.216 cfs
Time to peak =
718 min
Hyd. volume =
14,808 tuft
Curve number =
80.5
Hydraulic length =
0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type [I
Shape factor
= 484
Q (Cfs) Hyd. No. 18 -- 10 Year Q (Cfs)
8.00- 8.00
6.00 6.00
4
4,00 .00
2.00--- 2.00
0.0() 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 18

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3DO 2008 by Autodesk, Inc. v6.052
Tuesday, Nov 20, 2012
Hyd. No. 19
Total to Wet Pond
Hydrograph type =
Combine
Peak discharge
= 68.53 cfs
Storm frequency =
10 yrs
Time to peak
= 718 min
Time interval =
1 min
Hyd. volume
= 140,165 cuft
Inflow hyds. =
17, 18
Contrib. drain. area=
13.110 ac
Total to Wet Pond
a (Cfs) a (Cfs)
Hyd. Na. 19 -- 10 Year
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
t
20.00 20.00
10.00 10.00
0.00 m 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
W° Hyd No. 19 Hyd No. 17 Hyd No. 18

Hydrograph Report
i
Hyd ratlow Hyd rog rap hs Extension for AutoCA00) Civi13 M 2008 by Autodesk, Inc. v6.052
Tuesday, Nov 20, 2012
Hyd. No. 20
Route Wet Pond 1
Hydrograph type =
Reservoir
Peak discharge
= 4.987 cfs
Storm frequency =
10 yrs
Time to peak
= 754 min
Time interval =
1 min
Hyd. volume
= 121,571 tuft
Inflow hyd. No. =
19 - Total to Wet Pond
Max. Elevation
= 30921 ft
Reservoir name =
Wet Pond 1 Area B
Max. Storage
= 74,967 cuft
Storage Indication method used.
Route Wet Pond 1
Q (cfs) Hyd. No. 20 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2440 2700 3000
Time (min)
—•° -- Hyd No. 20 Hyd No. 19 Total storage used = 74,967 tuft

Hydrograph Report
Hyd rafIow Hydrog rap hs Extension for AutoCAD© Civi13 DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 21
Hyd. volume
Area to Wetland 3
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
18 yrs
Time interval =
1 min
Drainage area =
3.878 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
4.99 in
Storm duration =
24 hrs
Q (Cfs)
24.00
f
Area to Wetland 3
Hyd. No. 21 -- 10 Year
20.00
16.00
12.00
TillI.
4.00
Bill
120 240
Hyd No. 21
360 480 600
Tuesday, Nov 20, 2012
Peak discharge = 22.30 cfs
Time to peak
= 717 min
Hyd. volume
= 46,269 tuft
Curve number
= 83.3
Hydraulic length
= 0 ft
Time of conc. (Tc) =
5,00 min
Distribution =
Type 11
Shape factor =
484
Q (Cfs)
24.00
IKiXiZ6]
1 6.00
NIM0I #1
OR
4.00
0.00
720 840 960 1080 1200 1320
Time (rain)

Hy+drograph R
Report T
Tuesday, Nov 20, 2012
hs extension for AutoC ADO Civil 3D® 2005 by Auto desk, Ono. v6.052
r h
Hyd. No. 22
of #site to Wetland 3
3 p
peak discharge 2
2.011 cfs
Hydrograph type =
= 5CS Runoff =
Time to peak =
= 717 min
Storm frequency =
= W yrs H
Hyd. volume ^
^ 83.2
Time interval =
= 1
Hydraulic length =
= 0 It
Drainage area =
= 0.0 °o T
Time of conc. tTc3 5
5.00 min
Tc method =
=USER D
Distribution �
� 484
Total precip. _
Q (Of S)
3.00
2.0(
1.1
{,.uw 0 120 240 snu ,..
offsite to Wetland 3
, R - ),) __ i n Year
C) (cfs)
a nr)
..row Hyd No. 22
11
11
0.00
:0
-ime (rr

Hydrograph Report
Hydratlow Hydrographs Extension for AutoCADO Civil 3D& 2008 by Autodesk, Inc. v6.052
Hyd. No. 23
Total to Wetland 3
Hydrograph type = Combine
Storm frequency = 10 Yrs
Time interval = 1 min
Inflow hyds. .^ _N 21' H22___._.._ _._..___._______.�___.________.
Q (cis)
28.00
24.00
016 4
16.40
12.01
8.f
4.1
O.vv 240 36U y.av
0 120
Hyd No. 23
Hyd No. 21 Hyd No. 22
Total to Wetland 3
W,A No, 23 -- 1 o Year
Tuesday, Nov 20, 2012
Peak discharge w 24.31 cfs
Time to peak = 717 min
Hyd. volume = 50,441 tuft
Contrib. drain. area= 4220 ac
Q (cfs)
no fld
ME
OR
MEN
12.00
MOM
FIKI
0.00
0
l lrlie (111,

Hydrograph Report Tuesday, Nov 24, 2012
dra ra hs extension far AutoCA� Civil 3bC�3 2046 by Autodesk, Mc, v6•452
Hydraflow HY 9
Hyd. No. 24
6.128 cfs
Route Wetland 3
Peak discharge
Time to peak
=
= 725 min
Hydrograph type
= Reservoir
'10 yrs
Hyd. volume
y 42,803 cuft
293.94 ft
Storm frequency
Time interval
_ 1 min
23 _ Total to Wetland 3
Max. Elevation
Max. Storage
=
= 24,139 tuft
Inflow hyd. No.
=
= Wetland 3 Area
Reservoir name
Storage indication method used.
Q (c #s)
2$.00
24.00
20.00
16.01
12.(
E:3
L
Route Wetland 3
-1 i n Vnar
0 (cis)
no M
u.Lry
ISO Skit) •,� ••
0ota1 storage used = 24,139 cu ft
Hyd No. 24 Hyd No. 23
J
56141
ffllt=
2.00
4,00
f

Hydrograph Report
Hydraf low H yd rogra phs E xto nsi on for A u toC A DO Civil 3 DO 2008 by Auto desk, Inc. v6.052
Hyd. No. 25
Hyd. volume =
Area B Bypass
Curve number =
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 4.390 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.99 in
Storm duration
..........
= 24 hrs
----------
Area B Bypass
PEI -
Tuesday, Nov 20, 2012
Peak discharge = 10.08 cfs
Time to peak =
719 min
Hyd. volume =
21,821 tuft
Curve number =
61,6
Hydraulic length =
0 ft
Time of conc. (Tc) =
7.20 min
Distribution =
Type I I
Shape factor =
484
Q (Cfs) Hyd. No. 25 10 Year 0 (Cfs)
12.00 12.00
10-00 10.00
8.00 8.00
6-00- 6.00
4.00 4M
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
—1.111— Hyd No. 25 Time (min)
1

Hydrograph Report
Hydraflow Hyd rog rap hs Extension for AutoCADOO Civil 3tY7.R 2008 by Autodesk, Inc, v6.052
Hyd. No, 26
Total Post Dev to Point B
Hydrograph type = Combine
Storm frequency = 1 Q yrs
Time interval = 1 min
Inflow hyds. = 20, 24, 25
a
Tuesday, Nov 20, 2012
Peak discharge = 17.54 cfs
Time to peak = 721 min
Hyd. volume = 186,195 cuff
Contrib. drain, area= 4.390 ac
Total Post Dev to Point B
Q (cfs) Hyd. No. 26 -- 10 Year Q (cfs)
18.00
18.40
15.00
1 5.00
12.00
12M
9.00
9.00
9
S
6.00
a
6.00
4
3.00
3.00
�v
0.00 - ,...r........_ .... .....r.,,,,.,,..,,.� 0.00
0 240 480 724 960 1200 1440 1684 1920 2160 2400 2640
Time (rain)
m rc Hyd No. 26 Hyd No. 20 . Hyd No. 24 Hyd No. 25

Hydrograph Report
Hydraflow Hyd rograph9 Extension far Auto0ADD Civi13 DO 2008 by Autodesk, ino. ve.052
Hyd. No. 28
Hyd. volume
Area C Post
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 2.030 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.99 in
Storm duration
= 24 hrs
Q {cfs}
5.00
WX
3.00
Will]
1.00
0.00
0
Area C Post
Hyd. No. 28 -- 10 Year
Tuesday, Nov 20, 2012
Peak discharge = 4.445 cfs
Time to peak
= 720 min
Hyd. volume
= 10,400 cuft
Curve number
= 61.7
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 8.80 min
Distribution
= Type II
Shape factor
= 484
Q {cfs}
5.00
4.00
001
tr
1.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 28 Time (min)

Hydrograph Report
H yd raf I ow H yd rog rap hs Extension f o r AutoCACIO Civic 3 DR) 2008 by Autod es k, t ric. vG .052
Hyd. No. 30
Hyd. volume =
Area D Post
Curve number =
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.140 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 4.99 in
Storm duration
-.1 ...... . ...............
= 24 hrs
Area D Post
M
Tuesday, Nov 20, 2012
Peak discharge = 0.346 cf s
Time to peak =
718 min
Hyd. volume =
714 cuff
Curve number =
61
Hydraulic length =
0 ft
Time of conc. (Tc) =
5.00 min
Distribution =
Type 11
Shape factor
- -------- ----------- ------------
= 484
Q (cf S) Hyd. No. 30 10 Year a (Ofs)
0.50 - 0.50
0.45 0.45
0.40 - 0.40
0.35 - ..... . 0.35
0.30 0.30
0.25 0.25
0.20 - - 0.20
11�1
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - 0,00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 30

�I!
Hydrograph Summary RePPy ow Hydrographs Extension for Auto CAMCivi1 3DO2008 by Autodesk, Inc. v6.052
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(efs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
{cult}
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
99.19
1
725
314,141
- -
- -_
- - - - --
Area A Pre
2
SCS Runoff
39.51
1
723
108,867
- - - - --
- - - - --
- - - - --
Area B Pre (On Site)
3
SCS Runoff
9.149
1
722
25,098
-
-• -• --
Offsite to Wet Pond
4
SCS Runoff
3.335
1
717
7,113
- - - - --
- - - - --
- -- - --
Offsite to Wetland 3
5
Combine
50.53
1
722
141,078
2, 3, 4
- - - - --
- - - - --
Total Adjusted Area B Pre
6
SCS Runoff
21.38
1
724
64,497
- - - - --
- - ....
- -----
Area C Pre
7
SCS Runoff
5.703
1
723
15,716
- - - - --
- - - - --
-- -- --
Area 0 Pre
9
SCS Runoff
131.68
1
722
354,029
- - - - --
- - - - --
---- --
Area A Post
10
SCS Runoff
153.29
1
718
330,177
- - - - --
- - - - --
- - - - --
Area B Post
12
SCS Runoff
116.40
1
718
238,723
-- - ---
- -- ---
- - -- --
Area A to Wetland 2
13
SCS Runoff
51.03
1
720
115,468
- - - - --
- - - - --
--- - --
Area A Bypass
14
Reservoir
62.19
1
723
222,237
12
292.93
93,244
Route Wetland 2
15
Combine
109.59
1
721
337,705
13,14
- - - - --
- - - - --
Total Post Dev To Point A
17
SCS Runoff
10546
1
717
220,979
- - - - --
- - - - --
- - - --
Area 8 to Wet Pond 1
18
SCS Runoff
1230
1
717
25,883
- - - - --
-• - - --
- - - - --
Offsite to Wet Pond
19
Combine
117.76
1
717
246,861
17,18
- -•••-
- -- ---
Total to Wet Pond
20
Reservoir
40.94
1
724
227,697
19
31032
118,403
Route Wet Pond 1
21
SCS Runoff
36.94
1
717
78,819
- - - - --
-- -- --
- - - - --
Area to Wetland 3
22
SCS Runoff
3,335
1
717
7,113
-
-• -• --
----•-
Off site to Wetland 3
23
Combine
40.27
1
717
65,932
21, 22
- - - - --
- - - - --
Total to Wetland 3
24
Reservoir
27.12
1
721
78,213
23
291,57
33,520
Route Wetland 3
25
SCS Runoff
22.52
1
719
47,492
- - -- --
- - - ---
-- - - --
Area B Bypass
26
Combine
82.15
1
722
353,402
20, 24, 25
- - - - --
- - - - --
Total Post Dev to Point B
28
SCS Runoff
9.982
1
720
22,601
- - - - --
- - - - --
- - - - --
Area C Post
30
SCS Runoff
0.781
1
718
1,569
- - - - --
- - - - --
- ----
Area D Post
09- 116- pre - past- rev.gpw
Return Period: 100 Year
Tuesday, Nov 20, 2012

Hydrograph Report
H yd raf I ow Hyd rogra ph 9 Extension for A uloCADO C M 13 49 2008 by A uto de sk, I nc. v6.052
Hyd. No. 1
Area A Pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (Cfs)
100.00
:1 1 C
.1 ii
40.00
20.00
0.00
0 120 240
1-1,11,-" Hyd No. 1
I min
27.650 ac
0.0%
TR55
7.40 in
24 hrs
Area A Pre
Hyd. No, 1 -- 100 Year
�'1-
Tuesday, Nov 20, 2012
Peak discharge = 99.19 cf s
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of cone, (Tc)
Distribution
Shape factor
725 min
314,141 craft
62.3
0 ft
19.10 min
Type 11
484
Q (Cfs)
100.00
it 11
r,
D6141114j,
HIMIJ
000141
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
H yd raf low Hyd rog rap h s Extension for AutoCA DO Civil 3 DQD 2008 by A u todesk, Inc. v6.052
Hyd. No. 2
Area B Pre (On Site)
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
11.430 ac
Basin Slope =
0.0%
Tc method =
TR55
Total precip. =
7.40 in
Storm duration =
24 hrs
Q (Cfs)
40.00
20.00
10.00
Area B Pre (On Site)
Hyd. No. 2 -- 100 Year
M.
Tuesday, Nov 20, 2012
Peak discharge = 39.51 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
723 min
108,867 cuft
57.4
0 ft
14.50 min
Type 11
484
Mo —
0
120 240 360 480 600 720 840
Hyd No. 2
Q (Cfs)
40.00
30.00
20.00
Wiff
0.00
960 1080 1200 1320 1440 1560
Time (min)
.
. .........
Mo —
0
120 240 360 480 600 720 840
Hyd No. 2
Q (Cfs)
40.00
30.00
20.00
Wiff
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutaCAD& Civil 3130 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
Hyd. volume =
offsite to Wet Pond
Curve number =
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
1.350 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
7.40 in
Storm duration =
24 hrs
Q (cfs)
10.00
F-111001
N. f:
4.00-
2.00 -
Offsite to Wet Pond
Hyd. No. 3 -- 100 Year
Tuesday, Nov 20, 2012
Peak discharge = 9.149 cfs
Time to peak =
722 min
Hyd. volume =
25,098 cuft
Curve number =
80.5
Hydraulic length =
0 ft
Time of cone. (Tc)
= 14.50 min
Distribution
= Type 11
Shape factor =
484
Q {cfs}
- 10.00
'W:31#I11
- 6.40
- 4.00
- 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
�..,w, Hyd No. 3 Time (min)
.f
3
5
x ?
3;
s
�1
Q {cfs}
- 10.00
'W:31#I11
- 6.40
- 4.00
- 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
�..,w, Hyd No. 3 Time (min)

Hydrograph Report
Hyd rafIow Hydrog rap hs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 4
Offsite to Wetland 3
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs.
Time interval =
1 min
Drainage area =
0.350 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
7.40 in
Storm duration =
24 hrs
Q (cfs)
4.00
3.00
W1111s
1.00 -
Qffsite to Wetland 3
Hyd. No. 4 -- 100 Year
Tuesday, Nov 20, 2012
Peak discharge = 3.335 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of cone. (Tc)
Distribution
Shape factor
717 min
7,113 cuft
83.2
0 ft
5.00 min
Type 11
484
0.00 --... n........,.,,... �...,,....._.........,,.,......
0 120 244
u.,......,.., Hyd No. 4
360 480 600 720 840 960
Q (Cfs)
- 4.00
WRIC
=iI ;]
- 1.00
0.00
1080 1200 1320
Time (min)
i
0.00 --... n........,.,,... �...,,....._.........,,.,......
0 120 244
u.,......,.., Hyd No. 4
360 480 600 720 840 960
Q (Cfs)
- 4.00
WRIC
=iI ;]
- 1.00
0.00
1080 1200 1320
Time (min)

MO
Hydrograph Report
H Yd raf I ow Hydrog rap h $ Extension f or AutoCA DO Q vi 13 DO 2008 by Autod es k, Inc. v6.052
Tuesday, Nov 20, 2012
Hyd. No. 5
Total Adjusted Area B Pre
Hydrograph type = Combine
Peak discharge = 50.53 cfs
Storm frequency = 100yrs
Time to peak = 722 min
Time interval = 1 min
Hyd. volume = 141,078 cuft
Inflow hyds. = 2, 3, 4
--------------- - ---------------- --- — - -------------- - . ....... -.1-1--l-1-1-11— -----------------
Contrib. drain. area= 13.130 ac
Total Adjusted Area B Pre
0 (Cfs) Hyd. No. 5 100 Year Q (Cfs)
60.00 MOO
50-00 50.00
40.00 40.00
30-00 30.00
20.00 20.00
10-00 5 10.00
0.00 O.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 - Hyd No. 2 - Hyd No. 3 - Hyd No. 4 Time (min)

Q (cfs)
24,00
KIIIIII
IM- 4n
Oi
., O E
Area C Pre
Hyd. No. 6 -- 100 Year
Q (cfs)
24.00
Kil +Ii]
WMIM
IM1101
+F t
O
0.00 -- s„ w.....,_,n.,, .! ........ .............! ..,..u. _. ,..,:,.L.........,...,. . .. ........ ... .t... I I I I I i r M....., 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
goo
Hydrograph
Report
HydrafIow Hydrographs Extension for AutoCAD® Civil 3D© 2008 by Autodesk, Inc. v6.052
Tuesday, Nov 20, 2012
Hyd, No. S
Area C Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 21.38 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 64,497 cuft
Drainage area
= 6.130 ac
Curve number
= 66.4
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.50 min
Total precip.
= 7.40 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24,00
KIIIIII
IM- 4n
Oi
., O E
Area C Pre
Hyd. No. 6 -- 100 Year
Q (cfs)
24.00
Kil +Ii]
WMIM
IM1101
+F t
O
0.00 -- s„ w.....,_,n.,, .! ........ .............! ..,..u. _. ,..,:,.L.........,...,. . .. ........ ... .t... I I I I I i r M....., 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
Hyd raf low H yd rog raph s Extension for A u t oCA DO Civil 3D® 2008 by Auto desk, I n C. v6.052
Hyd. No. 7
Area D Pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs.
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
1.650 ac
0.0%
TR55
7.40 in
24 hrs
Area D Pre
101
Tuesday, Nov 20, 2012
Peak discharge = 5.703 cfs
Time to peak
= 723 min
Hyd. volume
= 15,716 tuft
Curve number
= 57.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 13.60 min
Distribution
= Type 11
Shape factor
= 484
Q (Cfs) Hyd. No. 7 100 Year Q (Cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 ---L -------- L
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
---:-- Hyd No. 7 Time (min)

Hydrograph Report
Hydraf low Hydrographs Extension for Au too ADO Civi13 DO 2008 by Auto desk, Inc. v6.052
Hyd. No. 9
Area A Post
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 24.670 ac
Basin Slope
= 0.0%
To method
= USER
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100M
:1 it
F-101011
KIIIIil
9ililll
Area A Post
Hyd. No. 9 -- 100 Year
,s
3�
5
3
R
102
Tuesday, Nov 20, 2012
Peak discharge = 131.68 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (To)
Distribution
Shape factor
722 min
354,029 tuft
70
0 ft
14.90 min
Type 11
484
Q (cfs)
140.40
MKIIIII]
140.00
:1 11
Wil]flll]
40.00
20.00
fIT1T1 t � �
D 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Y�
Hyd No. 9 Time (min)

Hydrograph Report
Hydraflow Hydroyraphs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 10
Area B Post
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 20.020 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Q (cfs)
1 60.00
140.00
Mixel
iI110181
1.018181
60.00
40.00
�1 1 ti
Area B Post
Hyd. No. 10 -- 100 Year
103
Tuesday, Nov 20, 2012
Peak discharge = 153.29 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of cone. (Tc)
Distribution
Shape factor
718 min
330,177 tuft
75.4
0 ft
7.20 min
Type 11
484
Q (cfs)
160M
140.00
M1111]
f ti tip
:� of
60.00
40.00
20.00
0.00 w N.......,., n.,.. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
r.,,.. Hyd No. 10 Time (min)
a
i
3
)
G
k
Y
Q (cfs)
160M
140.00
M1111]
f ti tip
:� of
60.00
40.00
20.00
0.00 w N.......,., n.,.. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
r.,,.. Hyd No. 10 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc, v6.052
Hyd. No, 12
Hyd. volume
Area A to Wetland 2
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
14.740 ac
Basin Slope =
0.0%
Tc method =
TR55
Total precip. =
7.40 in
Storm duration =
24 hrs
Q (ef S)
120.00
110114111
r*6
- 14111
11
11*00111
5
Area A to Wetland 2
Hyd. No. 12 -- 100 Year
104
Tuesday, Nov 20, 2012
Peak discharge = 116.40 cfs
Time to peak
= 718 min
Hyd. volume
= 238,723 tuft
Curve number
= 73.4
Hydraulic length
= 0 ft
Time of conc. (TO
= 6.40 min
Distribution
= Type 11
Shape factor
---------------
= 484
0.00 -1-1-111 . . ....
0 120 240 360
-- Hyd No. 12
MX
Q (Cfs)
120.00
100.00
041-3 M#$
0.00
600 720 840 960 1080 1200 1320 1440
Time (min)

Hydrograph Report
Hydra f low Hyd ro g rap h s Ex le i i s io ii for AutuCADO Civil 3 DD 2008 by Aulude s k' 1110, v6.052
Hyd. No. 13
Area A Bypass
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (Cfs)
WOO
50.00
KIIIIII
30.00
20.00
10.00
1 min
9.930 ac
0.0%
TR55
7.40 in
24 hrs
Area A Bypass
Hyd. No. 13 -- 100 Year
105
Tuesday, Nov 20, 2012
Peak discharge = 51.03 cfs
Time to peak =
720 min
Hyd. volume =
115,468 cuft
Curve number =
63
Hydraulic length =
0 ft
Time of conc. (Tc) =
9.80 min
Distribution =
Type 11
Shape factor =
484
i0i
Q (Cfs)
MOO
"0 Of,
HIMIT41
e 0=4 60
KIXIIII
i
- 0,00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd Na. 13 Time (min)
. . .....
.......... -
J----
A--
i0i
Q (Cfs)
MOO
"0 Of,
HIMIT41
e 0=4 60
KIXIIII
i
- 0,00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd Na. 13 Time (min)

Hydrograph Report
106
HydrafIow Hydro graphs Extension for AutuCADO Civil 3D@ 2008 by Autodesk, Inc. v6.052
Tuesday, Nov 20, 2012
Hyd. No. 14
Route Wetland 2
Hydrograph type
= Reservoir
Peak discharge
= 62.19 cfs
Storm frequency
= 190 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 222,237 cuft
Inflow hyd. No.
= 12 - Area A to Wetland 2
Max. Elevation
= 292.93 ft
Reservoir name
= Wetland 2 Area A
Max. Storage
= 93,244 cuft
Storage Indication method used
Q (cfs)
120.00
100.00
t ri ri
40.00
Q X
! li
Route Wetland 2
Hyd. No. 14 -- 100 Year
180 360 540 720 900 1080 1260 1440
Hyd No. 14 Hyd No. 12 Total storage used T 93,244 tuft
Q (cfs)
120.00
i1@110111
;: - ti O,
40.00
20.00
0.00
1620
Time (min)
r
G
Ep
S
180 360 540 720 900 1080 1260 1440
Hyd No. 14 Hyd No. 12 Total storage used T 93,244 tuft
Q (cfs)
120.00
i1@110111
;: - ti O,
40.00
20.00
0.00
1620
Time (min)

Hydrograph Report
Hydrailow Hydrograph9 Extension for AutoGADCP) Civil 3D® 2000 by Autodesk, Inc. v6.052
Hyd. No. 15
Time to peak =
Total Post Dev To Point A
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= t min
Inflow hyds.
= 13, 14
Q (cfs)
120A0
=14 n
.i# !f
60.00
H010161
aiI +L
WIN
Tuesday, Nov 20, 2012
Peak discharge =
109.59 cfs
Time to peak =
721 min
Hyd. volume =
337,705 tuft
Contrib. drain. area=
9.930 ac
Total Post Dev To Point A
Hyd. No. 15 -- 100 Year
Q {cfs}
1 20.00
100.00
2f If
n. f l
40.00
WKiI41
o
.w ,�._,..._....:.,,.....�..,...�� . _ _ 0.00
0 120 240 360 480 600 720 844 960 1080 1200 1320 1440 1560
m Hyd No. 15 — Hyd No. 13 Hyd No. 14 Time (min)

Hydrograph Report
Hydrat low H yd rog rap h s Extension for AutoCADS G tvi 13 DO 2008 by A uto des k, Inc. v6.052
Hyd. No. 17
Area B to Wet Pond I
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
I min
Drainage area =
11.760 ac
Basin Slope =
0.0%
To method =
TR55
Total precip. =
7,40 in
Storm duration =
24 hrs
- - - --------------
Q (efs)
120.00
IMIXIM
;:f 0 4
IT-416161
9#10101
0.00
0 120 240
-111-1-1-1 Hyd No. 17
Area B to Wet Pond 1
Hyd. No. 17 -- 100 Year
W'.
Tuesday, Nov 20, 2032
Peak discharge = 105-46 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (To)
Distribution
Shape factor
717 min
220,979 tuft
79.6
0 ft
6.30 min
Type 11
484
0 (Cfs)
120M
100.00
�*-IVXIIII
40.00
0.00
720 840 960 1080 1200 1320
Time (min)
ii
......... .... .
0 (Cfs)
120M
100.00
�*-IVXIIII
40.00
0.00
720 840 960 1080 1200 1320
Time (min)

Hydrograph Report
Hydra #low Hydrographs Extension for AutoCADO Civil 3000 2008 by Autodesk, tnc. v6.052
Hyd. No. 18
Hyd. volume
Offsite to Wet Pond
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
1.350 ac
Basin Slope =
0.0%
To method =
USER
Total precip. =
7.40 in
Storm duration =
24 hrs
4 (Gfs)
1 4.00
12.00
10.00
;i 1 1
L r C
NOR
MOM
M
❑ffsite to Wet Pond
Hyd. No. 18 -- 100 Year
i [;k]
Tuesday, Nov 20, 2012
Peak discharge = 12.30 cfs
Time to peak
= 717 min
Hyd. volume
= 25,883 cuft
Curve number
= 80.5
Hydraulic length
= ❑ ft
Time of cone. (Tc)
= 5.00 min
Distribution
= Type 11
Shape factor
= 484
Q {cfs}
14.00
12.00
1 0.00
1 1
1 tl 1
.�,n
Will]
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (ruin)
_._ Hyd No. 18
x
i
z
tt`
is
�3
Q {cfs}
14.00
12.00
1 0.00
1 1
1 tl 1
.�,n
Will]
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (ruin)
_._ Hyd No. 18

Hydrograph Report
Hyd rat low Hyd rog ra p h 6 Extension f o r AutoCA DQD Civic 3DO 2008 by Autodes k, Inc. v6.0 52
Hyd. No. 19
Time to peak =
Total to Wet Pond
Hyd. volume =
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyds. =
---------------
17, 18
.............
Total to Wet Pond
M11
Tuesday, Nov 20, 2012
Peak discharge =
117.76 cfs
Time to peak =
717 min
Hyd. volume =
246,861 tuft
Contrib. drain, area=
13.110 ac
- ----- ------- --- ------------------ ---------
Q (Cfs) Hyd. No. 19 100 Year Q (Cfs)
120.00 120.00
100.00 E 100.00
80.00 80,00
60.00
60-00
40.00 40.00
20,00 20.00
0,00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
'111-- Hyd No. 19 -- Hyd No. 17 - Hyd No. 18

Hydrograph Report
Hyd rat low Hyd rographs Extenslon for AutoCADO Civil 300 2008 by Autodesk, Inc. v6.052
Hyd. No. 20
Hyd. volume
Route Wet Pond 1
Max. Elevation
Hydrograph type =
Reservoir
Storm frequency =
100 yrs
Time interval =
1 min
Inflow hyd. No. =
19 - Total to Wet Pond
Reservoir name =
Wet Pond 1 Area B
Storage Indication method used
Q (Cfs)
120.00
100.00
:r t�
20.00
1 r
Route Wet Pond 1
Hyd. No. 20 -- 100 Year
ill
Tuesday, Nov 20, 2032
Peak discharge = 40.94 cfs
Time to peak
= 724 min
Hyd. volume
= 227,097 tuft
Max. Elevation
= 310.72 ft
Max. Storage
= 118,403 tuft
180 360 540 720 900 1080 1260 1440 1620
Hyd No. 20 - Hyd No. 19 Total storage used = 118,403 tuft
Q (Cfs)
120.00
iIEIffiiI;
:1 091
C
.O OH;
ROX0i]
KOO]
4.00
1800
Time (min)
...�,n..,.,......J.
..._.........
i
07s......
180 360 540 720 900 1080 1260 1440 1620
Hyd No. 20 - Hyd No. 19 Total storage used = 118,403 tuft
Q (Cfs)
120.00
iIEIffiiI;
:1 091
C
.O OH;
ROX0i]
KOO]
4.00
1800
Time (min)

Hydrograph Report
Hydraflow Hydrog rap h s Extension f or A utoGA DCR) Civil 3CO 2008 by Au tode sk, Inc. v6.052
Hyd. No. 21
Area to Wetland 3
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
0 (Cfs)
40.00
30M
20.00
iftleff
0.00
0 120 240
-11-1-1-1 Hyd No. 21
1 min
3.870 ac
0.0%
USER
7.40 in
24 hrs
Area to Wetland 3
Hyd. No. 21 -- 100 Year
112
Tuesday, Nov 20, 2012
Peak discharge = 36.94 cfs
Time to peak =
717 min
Hyd. volume
= 78,819 tuft
Curve number
= 83.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type 11
Shape factor
. ...........
= 484
360 480 600 720 840 960 1080 1200
Q (Cfs)
40.00
M We
WO
i
0.00
1320
Time (min)

Hydrograph Report
Hydrafiow Hydrographs Extension for AutoCAD* Civil 3W) 2008 by Autodesk, Inc. v6.052
Hyd. No. 22
Hyd. volume =
4ffsite to Wetland 3
Curve number =
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
0.350 ac
Basin Slope =
0.0%
Tc method =
USER
Total precip. =
7.40 in
Storm duration =
24 hrs
Q (cfs)
4.00
01181
OM
1.00
❑ffsite to Wetland 3
Hyd. No. 22 -- 100 Year
113
Tuesday, Nov 20, 2012
Peak discharge = 3.335 cfs
Time to peak =
717 min
Hyd. volume =
7,113 tuft
Curve number =
83.2
Hydraulic length =
0 ft
Time of cone. (Tc) =
5.00 min
Distribution =
Type 11
Shape factor
= 484
0.00
0 120 240
N %...... Hyd No. 22
360 480 600 720 840 960
a {cfs}
4.00
MOP
f f'
1.00
0.00
1080 1200 1320
Time (min)
g
3�5
r�
f
a
k
a
s
0.00
0 120 240
N %...... Hyd No. 22
360 480 600 720 840 960
a {cfs}
4.00
MOP
f f'
1.00
0.00
1080 1200 1320
Time (min)

Hydrograph Report
Hyd raf I ow H yd rog rap hs Extension f o r Auto CA DO Civil 3DO 2006 by A utode s k, Inc. v6-052
Hyd. No. 23
Total to Wetland 3
Hydrograph type =
Combine
Storm frequency =
100yrs
Time interval =
1 min
Inflow hyds. =
- ---- ------
21, 22
Total to Wetland 3
114
Tuesday, Nov 20, 2012
Peak discharge = 40.27 of s
Time to peak = 717 min
Hyd. volume = 85,932 tuft
Contrib. drain. area= 4.220 ac
---- — - --------------
Q (Cfs) Hyd. No. 23 100 Year Q (Cfs)
50.00 50.00
40.00 40.00
30.00 MOO
20.00 20.00
10.00 . .................. I MO
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 23 — Hyd No. 21 — Hyd No. 22

Hydrograph Report
Hydraflow Hydrographs Extension for Auto CAD@ Civil 3D(& 2008 by Autodesk, Inc. v6.052
Hyd. No. 24
Route Wetland 3
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time t0 peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 23 - Total to Wetland 3
Max. Elevation
Reservoir name
= Wetland 3 Area B
Max. Storage
Storage Indication method used,
Route Wetland 3
115
Tuesday, Nov 20, 2012
= 27.12 cfs
= 721 min
= 78,213 tuft
291.57 ft
33,520 tuft
d (cfs) Hyd. No. 24 -- 100 Year 0 (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 14.00
0.00 _,.,.._7 .. n . ..... .... .... .n ,. = y -.. _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (rein)
Hyd No. 24 Hyd No. 23 Total storage used = 33,520 tuft

ii iii
Hydrograph Report
H yd rati ow H yd ro g rap hs Extension f o r Auto CAND Civil 3DO 2008 by Autod es k, Inc. v6.052 Tuesday, Nov 20, 2012
Hyd. No. 25
Area B Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 22.52 cfs
Storm frequency
= 100 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 47,492 tuft
Drainage area
= 4.390 ac
Curve number
= 61.6
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 7.20 min
Total precip.
= 7.40 in
Distribution
= Type 11
Storm duration
- - ------- ----- - --- ------------
= 24 hrs
-- --------------------------------
Shape factor
- - -------------- - -
= 484
0 (Cfs)
24.00
20M
IiII961f,
12.00
M-60
SKII
Area B Bypass
Hyd. No. 25 -- 100 Year
Q (Cfs)
24.00
20.00
16.00
12.00
M. M11
S il
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
'- .. . .... Hyd No. 25

Hydrograph Report
H yd rat low Hyd rog rap h s Extension for Auto CA D®R Civil 3 DD 2008 by Auto d es k, Inc. v6.062
Hyd. No. 26
Total Post Dev to Point B
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyds.
= 20, 24, 25
Q (Cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20-00
10.00
() nn
iM
Tuesday, Nov 20, 2012
Peak discharge = 82.15 cfs
Time to peak = 722 min
Hyd. volume = 353,402 tuft
Contrib. drain. area= 4.390 ac
Total Post Dev to Point B
Hyd. No. 26 -- 100 Year (Cfs)
0 180
Hyd No. 26
360 540 720
Hyd No. 20
UI V
-VV
80-00
70.00
60.00
50.00
40.00
30-00
20.00
10.00
0.00
900 1080 1260 1440 1620
Time
— Hyd No. 24 — Hyd No. 25 me (min)

Ii 11.1'
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCACO Civil 3 D 2008 by Autodesk, Inc. v6.052
Tuesday, Nov 20, 2012
Hyd. No. 28
Area C Post
Hydrograph type
= SCS Runoff
Peak discharge
= 9.982 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 9 min
Hyd. volume
= 22,601 tuft
Drainage area
= 2.030 ac
Curve number
= 61.7
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 8.80 min
Total precip.
= 7.40 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
M
. ti O
SW
O,
to
C).00
0 120 240
Hyd No. 28
Area C Post
Hyd. No. 28 -- 100 Year
360 480 600 720 840
Q (cfs)
10.00
N. is
Milo]
GK6I11
W041
w. „., . 0.04
960 1080 1200 1320 1440 1560
Time (min)
�x
�
�Aq
360 480 600 720 840
Q (cfs)
10.00
N. is
Milo]
GK6I11
W041
w. „., . 0.04
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hyd raf low Hydrog rap hs Extension f o r AutoCADIJI? Civil 3 DCO 2 00 B by Au tode sk, Inc. v6-052
Hyd. No. 3❑
Hyd. volume =
Area D Post
Curve number =
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 0.140 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 7.40 in
Storm duration
.... ... . .....................
= 24 hrs
I.- . ............ - — -------------------- - . ..... ..................
Area D Post
119
Tuesday, Nov 20, 2012
Peak discharge = 0.781 ofs
Time to peak =
718 min
Hyd. volume =
1,569 cuft
Curve number =
61
Hydraulic length =
0 ft
Time of conc. (Tc) =
5.00 min
Distribution =
Type 11
Shape factor =
484
Q (Cfs) Hyd. No. 30 100 Year Q (Cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 - 0.20
0.10 - 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No, 30 Time (min)

STORMWATER QUALITY
NinToGEN CALCULArlolvs

PROJECT NAME
North Wake County ES & Community Center
LOCATION
Raleigh, NO
I - City of Raicigh Property
Phase: Post-Dev WHO Tre3' 'anent
Type of Land Cover
Undisturbed open space
Managed open space
Impervious surfaces
TOTAL
Base N Loading Rate
DATE /f
8128112
PROJECT NO
s 09 -116
Ii.
Ear
KAL
Area
aC)
TN export coeff
(lb/ac/ r
TN export
ibl r
0.00
0.60
0.00
20.35
7.56
1.20
21,20
24.42
160.27
27.97
184.69
6.62 lbslaclyr
Phase: Runoff to Det. n-T. on a+�el:kimd-s
Type of Land Cover
Undisturbed open space
Managed open space
Impervious surfaces
TOTAL
Area
ac
TN export coeff
Iblacl r
TN export
fbl r
0.00
O.EO
0.00
7.11
5.49
1.20
21.20
8.53
107.91
12.20
116.44
TN to BMP = 116.A4 Ibslyr
N Removal Efficiency of BMP = 40%
TN Removed by 8MP = 46.58 Iblyr
Phase: �- ui-toff to 90''IJ f SS et € Ctti ratio i Pond
Type of Land Cover
Undisturbed open space
Managed open space
Impervious surfaces
TOTAL
TN to 8MP =
N Removal Efficiency of BMP =
TN Removed by 8MP =
Adjusted TN Export
Adjusted Base N Loading Rate
Target N Loading Rate =
N to be Offset by Payment
N to be Offset by Payment =
Payment Maintenance Length:
Total N to be offset=
Area
ac
0.00
TN export eoeff
Iblacl r
0.60
TN export
Ibl r
0.00
1.72
1.20
2.06
2.36
21.20
50.03
4.06
52.10
52,10 lbslyr
25%
13.02 lblyr
125.09 lblyr
4.48 lbslaclyr
3.60 lbslaclyr
0.88 lbslaclyr
24,62 Ibslyr
30 yrs
738.48 fbs x $20.29
$14,983.76

<:
oA7tr
2 12
81 81 1'
PROJECT NAME''
(A T
RDJEC NO
r
North Wake County ES & Community Center Cam us 09.116
LOCATION BY
Ralei[1h, INC KAL �..........
Lot 2 .- YYCPSS
Phase: osi -Dew w/0 T 'r oaliT9ent
Type of Land Cover
Undisturbed open space
Managed open space
Impervious surfaces
TOTAL
Base N Loading Rate W
Area
ac
TN export coeff
lblacl r
TN export
1b1 r
0.00
0.60
0,00
7,06
1.20
8.47
5.45
21,20
115.54
12.51
124.01
9.91 Ibslaclyr
Phase: F#.IT;Of f tO WetlarKIS
Type of Land Cover
Undisturbed open space
Managed open space
Impervious surfaces
TOTAL
TN to BMP =
N Removal Efficiency of 8MP
TN Removed by 8MP =
Area
ac
TN export coeff
Iblacl r
TN export
lbl r
0.00
0.60
0.00
0.77
1.20
0.92
1.88
21,20
39.86
2.85
40.78
40.78 Ibslyr
40%
16.31 €b /yr
Phase. Hiu), mfi to 9- `,1.•01 ,5S M)t Fond
Type of Land Cover
Undisturbed open space
Managed open space
Impervious surfaces
TOTAL
TN to BMP =
N Removal Efficiency of BMP m
TN Removed by BMP =
Adjusted TN Export =
Adjusted Base N Loading Rate
Target N Loading Rate =
N to be Offset by Payment
N to be Offset by Payment=
Payment Maintenance Length
Total N to be offset=
Area
ac
TN export coeff
Eblacl r
TN export
lbl r
0.00
0.60
0.00
4.12
1.20
4,94
3.56
21.20
75.47
7,68
80.42
80.42 Ibslyr
25%
20.10 Iblyr
87.60 Iblyr
7.00 Ibslaclyr
3.60 Ibslaclyr
3.40 Ibslaclyr
42.56 Ibslyr
30 yrs
1,276.84 Ibs x $24.29
$25,906.27

DATE
:T
i[
8128112
r 1
'•Ji
1
PROJECT NAME •
PROJECT "+
i
North Wake County E5 & Community Center Campus 09.116 +l
LOCATION By
Raleiah, NC KAL - ----------- .
Area 4 - City of Raleigh Leas
Phase: POSt -DC?V W/0 ii�i$i33t'!i
Type of Land Cover
Undisturbed open space
Managed open space
impervious surfaces
TOTAL
Base N Loading Rate
Area
ac
TN export coeff
lblacl r
TN export
lb/ r
0.00
0.64
0.00
6.16
1.20
7.39
0.28
21.20
5.94
6.44
1 3.33
2.07 lbslaclyr
Phase: Ri?if oif to iii'. on %Jon Wodand
Type of Land Cover
Undisturbed open space
Managed open space
Impervious surfaces
TO'T'AL
Area
ac
TN export coeff
(lb/ac/ r
TN export
lb/ r
0A0
0.60
0.00
3.48
1.20
4.18
0.28
21.20
5.94
3.76
10.11
TN to BMP = 10.11 Ibslyr
N Removal Efficiency of BMP = 40%
TN Removed by BMP = 4.04 lblyr
(THIS IS IS ,FOIR IN'r-OR,NIATIC. N ONLY, THIS AIR-EA
Adjusted TN Export =
Adjusted Base N Loading Rate
Target N Loading Rate =
N to be Offset by Payment =
N to be Offset by Payment=
Payment Maintenance Length
Total N to be offset=
9.28 Iblyr
1.44 Ibslaclyr
3.60 Ibslaclyr
-2.16 Ibslaclyr
-13.90 Ibslyr
30 yrs
0.00 Ibs x $20.29
$0.00

BMP MAINTENANCE PLAN
WET DETENTION POND 1
ABBOTTS CREEK COMMUNITY CENTER &
ELEMENTARY SCHOOL
RALEIGH, NORTH CAROLINA
MARCH, 2013
Prepared by:
CLH DESIGN, PA
CARY, NC

General BMP Maintenance Guidelines
Regularly inspect and maintain Wet Detention Ponds as described herein
Preserving the structural integrity of the dam of a pond BMP (Best Management Practice) is important in
protecting downstream life and property. There are at least four aspects of the dam that require specific
attention: 1. Assessment of hazard potential due to changes in downstream development; 2. Seepage; 3.
Dam material problems; 4. Vegetation growth on the dam embankments.
Assessment of Hazard Potential
As new development occurs downstream of the BMP, the chance of significant property damage or
danger to human life may increase if catastrophic failure of the dam occurs. Although the dam may be
initially exempt from regulation by the State, the owner is responsible for reporting to the City and Dam
Safety Office downstream development that may affect the hazard classification of the dam.
Seepage
The downstream side of the dam should be inspected regularly for evidence of significant seepage.
Seepage can emerge anywhere below the normal pool elevation, including the downstream slope of earth
dams, areas beyond the toe of the dam, and around the spillway or pond outlet conduit. Indications of
significant seepage include areas where the soil is saturated or where there is a flowing "spring" or leak.
If "sinkholes" in the dam embankment are noticed, or if constant flowing water is noticed on the
downstream side of the dam, then seepage has become excessive and professional engineering advice
should be sought immediately to avert a major structural problem or a catastrophic failure of the dam.
Dam Material Problems
For earth dams, pronounced cracks on the embankment surface indicate the first stages of potential dam
failure. Transverse cracks (running perpendicular to the embankment face) generally indicating
differential settlement of the dam, can provide pathways for excessive seepage. Longitudinal cracks
(running parallel to the embankment face) may be due to inadequate compaction of the dam during
construction or shrinkage of the clay (desiccation) in the top of the embankment during prolonged dry
conditions. These cracks may eventually lead to slope failure such as sliding or sloughing.
For reinforced concrete dams, the concrete should be checked for pronounced cracking, leakage from the
joints, and displacement (noticeable leaning or bulging). Also, excessive seepage, leakage, or springs just
downstream of the concrete dam could be indicative of potential seepage - related "piping" problems under
the dam.
If such problems or other structural problems are observed, professional engineering advice should be
sought.
Vegetative Growth
Trees and other woody vegetation are not permitted on the top slopes or dam embankments. Large root
systems from woody vegetation can weaken the dam structure and provide seepage pathways. Thick
vegetative cover can also provide a haven for burrowing animals such as the groundhog. These animals
can create a network of burrows in the dam embankments that can significantly weaken the dam, by
creating seepage paths, which may eventually lead to dam failure. Mowing of the dam embankments
should occur, at a minimum, once every 6 months to prevent woody vegetation growth and cover for
burrowing animals.
Trash and vegetative floatables (grass clippings, leaves, limbs, etc.) should be cleaned from the pond
surface and surroundings periodically to promote a healthy, aesthetically pleasing environment, and to
prevent blockage of the pond outlets. Studies have shown that people are less likely to litter ponds that
are aesthetically pleasing and support wildlife.

Wet Detention Ponds
Buffer Vegetation
Strong rooted grasses that have a high tolerance for erosion should be planted on embankments around
the pond. Good grass cover should be maintained around the pond perimeter to prevent excessive
sediment from entering the pond. The following should be used as guidelines for maintaining buffer
vegetation.
To sustain the structural integrity of the dam, no trees or woody vegetation should be allowed on the dam
embankments or top of dam. These areas should be mowed on a quarterly basis.
To preserve the hydraulic capacity of the pond system and to prevent runoff from backing up, inlet and
outlet areas should be kept clear of heavy vegetation.
To provide easy access to the pond, the maintenance access around the pond should be free of trees and
mowed on a periodic basis.
Trees and brush, if desired, are acceptable on pond embankments other than the dam.
Erosion Problems
Unsuitable fill material, inadequate compaction, and /or poor stabilization of earth structures can result in
accelerated erosion where high runoff velocities exist. High velocities usually occur on steep pond
embankments, at pond inlet and outlet discharge areas, and where the water is constricted to channel flow
The entire pond area should be inspected quarterly for signs of erosion, paying special attention to the
following areas.
Embankments
If pond embankments are not kept well vegetated with grasses, rill erosion (small channels formed in the
embankment due to poor grass cover) may occur. Rill erosion can be repaired by filling the small
channels with suitable soil, compacting, and seeding. If may be necessary to install temporary erosion
control (such as hay bales) along heavily eroded areas to allow the repaired areas to stabilize. It is
especially important to inspect for and immediately repair any erosion on the dam embankments.
Pipe Inlet and Outlet areas
Where erosion causes the undercutting of the downstream end of pipe, the undercut should be stabilized
immediately to prevent the end pipe section from "breaking" off. Eroded areas should be filled with good
compatible soil and covered with geotextile and riprap.
Open Channel Flow
Eroded areas should be seeded /sodded and protected with temporary velocity dissipation (such as
excelsior matting, straw bales, etc.) If erosion continues, a more robust lining should be used.
Blockaize of Outlets
Wet extended detention ponds are designed for the water to exit the pond through the low flow onfice(s),
the principal spillway, and the emergency spillway. It is important to check all three outlets for blockage
that would impair the pond" water quality and hydraulic functionality.
Low Flow Orifice(s)
Unless an inverted orifice is used, some type of trash guard is to be maintained over the low flow
onfice(s) to prevent clogging. When the orifice becomes clogged the water level rises to the principal
spillway elevation and the benefits associated with temporary storage and its gradual release are lost. To

preserve "extended detention ": the low flow orifice should be inspected for blockage monthly and after
large storms.
Principal and Emergency Spillway
Principal and emergency spillways are designed to safely convey larger than one -inch storms that produce
runoff, which exceed the water quality volume of the BMP. IF these spillways are blocked so they do not
operate at full capacity, the risk of dam overtopping or other uncontrolled releases may result. To ensure
the hydraulic capacity of the spillways, the spillways should be inspected for blockage monthly and after
large storms.
If a riser/barrel is used for the principal spillway, a trash rack is to be maintained on the riser.
Vegetative growth in the riser should be removed promptly so that the design capacity of the spillway is
maintained. Also, the outlet area where the barrel projects from the fill should be clear of tree limbs,
sediment accumulation, etc.
Sediment Accumulation
To preserve the BMP's pollutant removal capability, sediment must be removed in areas where the
capacity of the design sediment storage volume has been exceeded.
The forbay helps to improve the removal efficiency of the pond system by trapping the majority of
coarser suspended solids behind the baffle. When sediment deposition in the forebay exceeds the
designed sediment storage capacity for the forebay, the forebay must be dredged. An indication of when
the forebay sediment capacity is exceeded is when sediment bars are visible near the inlet discharge or
when the sediment level at the inlet to the pond is less than one foot below the normal pool surface (the
elevation of the pool is at the bottom of the low flow orifice). Typically, forebays will need to be dredged
every 5 to 10 years.
Depth measurements relative to the normal surface elevation (bottom of water quality orifice) should be
taken at several locations around the pond. The sediment is to be removed when the measured depth is
less than the design permanent pool depth. If a forebay is sued at the inlet area of the pond and is
regularly dredged, the frequency of dredging the entire pond could be greatly reduced.

MAINTENANCE OF WET DETENTION PONDS
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet 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 maximum height of six inches, and remove trash as needed.
Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi - annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet 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.
BASIN DIAGRAM
Permanent Pool Elevation
Sediment Removal El4
75%
Sediment Removal Elevation
Bottom Elevation 1 25%
25%
f
Bottom Elevation
/
FOREBAY
MAINPOND
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 berm.
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.
7. All components of the wet detention basin system shall be maintained in good working order.
Level spreaders or other structures that provide diffuse flow shall be maintained 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.

Date of Inspection:
Inspected By:
Pond No.:
Description
Method
Frequency
Time of year
✓
EMBANKMENT
Mow lawn grass on embankment.
Mower
Monthly as
needed
All year
Inspect and repair erosion.
Re -seed Lawn Grass Seeding Mixture.
Visual
Monthly
All year
Check pond embankment for bare earth
and eroded areas. Re -seed Lawn Grass
Visual
Quarterly
All year
Check the downstream toe of the
embankment for "springs" or wet spots
Visual
Quarterly
All year
Check embankment and crest for
pronounced cracking or slope failures
Visual
Quarterly
All year
Check for pipe undercut at inlet and outlet
discharge areas
Visual
Quarterly
All year
Check for erosion downstream of pipe
outlet
Visual
Quarterly
All year
Check for new development downstream
of dam that may be effected by failure
Visual
Yearly
All year
INTERIOR STR UCTUREIOPERA TION
Check sediment accumulation in forebay
area
Visual
Yearly
All year
Check sediment accumulation in main
and area
Visual
Yearly
All year
Check for blockage of low flow orifices,
principal and emergency spillways
Visual
Monthly
All year
Open and close pond drain to ensure
proper operation
Visual
Yearly
All year
Remove accumulation of trash
Visual
Monthly
All year
PLANTS
Remove and replace all dead and diseased
vegetation considered beyond treatment
See planting
specifications
Twice a year
As directed by
landscaper
Treat all diseased trees and shrubs
Mechanical or by
hand
N/A
Varies, dependent
on insect/disease
infestation
Water plant material at the end of each
day for fourteen consecutive days and
after planting is completed
By hand
Daily
Immediately after
completion of
project
Replace of support stakes
By hand
Once a year
Only remove
stakes in the spring
Replace any deficient stakes or wires
By hand
As needed
As needed
INSPECTION NOTES

BMP Location Plan

I
Wet Detention Pond Detail 1
............
. . ....... .
k.
.............................................
R
�?q
fa,
ii
Wet Detention Pond Detail 1
. . ....... .
.............................................
Wet Detention Pond Detail 1
. . ....... .
Wet Detention Pond Detail 1

a
I
Wet Detention Pond Detail 2
yk
it
...........................................
1 M' VA
40
IV
e,
444
. ...... . .
..........
:1
tot
pf!, g
4
90 ill
AA
.............
I
Wet Detention Pond Detail 2
yk
it
...........................................

I acknowledge and agree by my signature below that I am responsible for the performance of the
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.
Project name: Abbotts Creek Community Center & Elementary School
BMP drainage area number: Wet Detention Pond 'I'
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible parry should not be a homeowners association unless more than 50% of the lots
have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of
, and acknowledge the due execution of the forgoing stormwater
wetland maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires

BMP MAINTENANCE PLAN
DETENTION WETLAND 2
ABBOTTS CREEK COMMUNITY CENTER &
ELEMENTARY SCHOOL
RALEIGH, NORTH CAROLINA
MARCH, 2013
Prepared by:
CLH DESIGN, PA
CARY, NC

General BMP Maintenance Guidelines
Regularly inspect and maintain constructed Detention Wetland as described herein
Preserving the structural integrity of the dam of a wetland BMP is important in protecting downstream
life and property. There are at least four aspects of the dam that require specific attention: 1. Assessment
of hazard potential due to changes in downstream development; 2. Seepage; 3. Dam material problems;
4. Vegetation growth on the dam embankments.
Assessment of Hazard Potential
As new development occurs downstream of the BMP, the chance of significant property damage or
danger to human life may increase if catastrophic failure of the dam occurs. Although the dam may be
initially exempt from regulation by the State, the owner is responsible for reporting to the County and
Dam Safety Office downstream development that may affect the hazard classification of the dam.
Seepage
The downstream side of the dam should be inspected regularly for evidence of significant seepage.
Seepage can emerge anywhere below the normal pool elevation, including the downstream slope of earth
dams, areas beyond the toe of the dam, and around the spillway or wetland outlet conduit. Indications of
significant seepage include areas where the soil is saturated or where there is a flowing "spring" or leak.
If "sinkholes" in the dam embankment are noticed, or if constant flowing water is noticed on the
downstream side of the dam, then seepage has become excessive and professional engineering advice
should be sought immediately to avert a major structural problem or a catastrophic failure of the dam.
Dam Material Problems
For earth dams, pronounced cracks on the embankment surface indicate the first stages of potential dam
failure. Transverse cracks (running perpendicular to the embankment face) generally indicating
differential settlement of the dam, can provide pathways for excessive seepage. Longitudinal cracks
(running parallel to the embankment face) may be due to inadequate compaction of the dam during
construction or shrinkage of the clay (desiccation) in the top of the embankment during prolonged dry
conditions. These cracks may eventually lead to slope failure such as sliding or sloughing.
For reinforced concrete dams, the concrete should be checked for pronounced cracking, leakage from the
joints, and displacement (noticeable leaning or bulging). Also, excessive seepage, leakage, or springs just
downstream of the concrete dam could be indicative of potential seepage - related "piping" problems under
the dam.
If such problems or other structural problems are observed, professional engineering advice should be
sought.
Vegetative Growth
Trees and other woody vegetation are not permitted on the top slopes or dam embankments. Large root
systems from woody vegetation can weaken the dam structure and provide seepage pathways. Thick
vegetative cover can also provide a haven for burrowing animals such as the groundhog. These animals
can create a network of burrows in the dam embankments that can significantly weaken the dam, by
creating seepage paths, which may eventually lead to dam failure. Mowing of the dam embankments
should occur, at a minimum, once every 6 months to prevent woody vegetation growth and cover for
burrowing animals.
Trash and vegetative floatables (grass clippings, leaves, limbs, etc.) should be cleaned from the wetland
surface and surroundings periodically to promote a healthy, aesthetically pleasing environment, and to
prevent blockage of the wetland outlets. Studies have shown that people are less likely to litter wetlands
that are aesthetically pleasing and support wildlife.
2

Detention Wetlands
Buffer Vegetation
Strong rooted grasses that have a high tolerance for erosion should be planted on embankments around
the wetland. Good grass cover should be maintained around the wetland perimeter to prevent excessive
sediment from entering the wetland. The following should be used as guidelines for maintaining buffer
vegetation.
To sustain the structural integrity of the dam, no trees or woody vegetation should be allowed on the dam
embankments or top of dam. These areas should be mowed on a quarterly basis.
To preserve the hydraulic capacity of the wetland system and to prevent runoff from backing up, inlet and
outlet areas should be kept clear of heavy vegetation.
To provide easy access to the wetland, the maintenance access around the wetland should be free of trees
and mowed on a periodic basis.
Trees and brush, if desired, are acceptable on wetland embankments other than the dam.
Erosion Problems
Unsuitable fill material, inadequate compaction, and /or poor stabilization of earth structures can result in
accelerated erosion where high runoff velocities exist. High velocities usually occur on steep wetland
embankments, at wetland inlet and outlet discharge areas, and where the water is constricted to channel
flow. The entire wetland area should be inspected quarterly for signs of erosion, paying special attention
to the following areas.
Embankments
If wetland embankments are not kept well vegetated with grasses, rill erosion (small channels formed in
the embankment due to poor grass cover) may occur. Rill erosion can be repaired by filling the small
channels with suitable soil, compacting, and seeding. If may be necessary to install temporary erosion
control (such as hay bales) along heavily eroded areas to allow the repaired areas to stabilize. It is
especially important to inspect for and immediately repair any erosion on the dam embankments.
Pipe Inlet and Outlet areas
Where erosion causes the undercutting of the downstream end of pipe, the undercut should be stabilized
immediately to prevent the end pipe section from "breaking" off. Eroded areas should be filled with good
compatible soil and covered with geotextile and riprap.
Open Channel Flow
Eroded areas should be seeded /sodded and protected with temporary velocity dissipation (such as
excelsior matting, straw bales, etc.) If erosion continues, a more robust lining should be used.
Blockaize of Outlets
Detention wetlands are designed for the water to exit the wetland through the low flow orifice(s), the
principal spillway, and the emergency spillway. It is important to check all three outlets for blockage that
would impair the wetland" water quality and hydraulic functionality.
Low Flow Orifice(s)
Unless an inverted orifice is used, some type of trash guard is to be maintained over the low flow
onfice(s) to prevent clogging. When the orifice becomes clogged the water level rises to the principal
spillway elevation and the benefits associated with temporary storage and its gradual release are lost. To

preserve "extended detention ": the low flow orifice should be inspected for blockage monthly and after
large storms.
Principal and Emergency Spillway
Principal and emergency spillways are designed to safely convey larger than one -inch storms that produce
runoff, which exceed the water quality volume of the BMP. IF these spillways are blocked so they do not
operate at full capacity, the risk of dam overtopping or other uncontrolled releases may result. To ensure
the hydraulic capacity of the spillways, the spillways should be inspected for blockage monthly and after
large storms.
If a riser/barrel is used for the principal spillway, a trash rack is to be maintained on the riser.
Vegetative growth in the riser should be removed promptly so that the design capacity of the spillway is
maintained. Also, the outlet area where the barrel projects from the fill should be clear of tree limbs,
sediment accumulation, etc.
Sediment Accumulation
To preserve the BMP's pollutant removal capability, sediment must be removed in areas where the
capacity of the design sediment storage volume has been exceeded.
The forebay and deep pool helps to improve the removal efficiency of the wetland system by trapping the
majority of coarser suspended solids behind the baffle. When sediment deposition in the forebay and
deep pool exceeds the designed sediment storage capacity, the forebay and deep pool must be dredged.
An indication of when the forebay and deep pool sediment capacity is exceeded is when sediment bars are
visible near the inlet discharge or when the sediment level at the inlet to the wetland is less than one foot
below the normal pool surface (the elevation of the pool is at the bottom of the low flow orifice).
Typically, forebays and deep pools will need to be dredged every 5 to 10 years.
Depth measurements relative to the normal surface elevation (bottom of water quality orifice) should be
taken at several locations around the wetland. The sediment is to be removed when the measured depth is
less than the design permanent pool depth. If a forebay is sued at the inlet area of the wetland and is
regularly dredged, the frequency of dredging the entire wetland could be greatly reduced.
11

Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in
a known set location. Any deficient BMP elements noted in the inspection will be corrected,
repaired or replaced immediately. These deficiencies can affect the integrity of structures,
safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the stormwater wetland is established, the wetland plants will be
watered twice weekly if needed until the plants become established (commonly six
weeks).
- No portion of the stormwater wetland will be fertilized after the first initial fertilization
that is required to establish the wetland plants.
- Stable groundcover will be maintained in the drainage area to reduce the sediment load
to the wet detention basin.
- Once a year, a dam safety expert will inspect the embankment.
After the wet detention pond is established, I will inspect it once a month and within 24 hours
after every storm event greater than 1.0 inches. Records of operation and maintenance will be
kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be
repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/ debris is present.
Remove the trash /debris.
The perimeter of the
Areas of bare soil and /or
Regrade the soil if necessary to
wetland
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one -time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximately six inches.
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the
swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
5

BMP element:
Potential problem:
How I will remediate the problem:
The forebay
Sediment has accumulated in
Search for the source of the
the forebay to a depth that
sediment and remedy the problem if
inhibits the forebay from
possible. Remove the sediment and
functioning well.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The deep pool, shallow
Algal growth covers over
Consult a professional to remove
water and shallow land
50% of the deep pool and
and control the algal growth.
areas
shallow water areas.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray) -
the deep pool and shallow
consult a professional.
water areas.
Shallow land remains flooded
Unclog the outlet device
more than 5 days after a
immediately.
storm event.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one -time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Best professional practices
Prune according to best professional
show that pruning is needed
practices.
to maintain optimal plant
health.
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
sediment and remedy the problem if
of the original design depth
possible. Remove the sediment and
of the deep pools.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.

BMP element:
Potential problem:
How I will remediate the problem:
The embankment
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
The micropool
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
sediment and remedy the problem if
of the original design depth.
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Plants are growing in the
Remove the plants, preferably by
micropool.
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local authority.
damage have occurred at the
outlet.

BMP Location Plan

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Detention Wetland 2 — Detail 3
77
Detention Wetland 2 — Detail 3

I acknowledge and agree by my signature below that I am responsible for the performance of the
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.
Project name: Abbotts Creek Community Center & Elementary School
BMP drainage area number: Detention Wetland `2'
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible parry should not be a homeowners association unless more than 50% of the lots
have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of
, and acknowledge the due execution of the forgoing stormwater
wetland maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
12

BMP MAINTENANCE PLAN
DETENTION WETLAND 3
ABBOTTS CREEK COMMUNITY CENTER &
ELEMENTARY SCHOOL
RALEIGH, NORTH CAROLINA
MARCH, 2013
Prepared by:
CLH DESIGN, PA
CARY, NC

General BMP Maintenance Guidelines
Regularly inspect and maintain constructed Detention Wetland as described herein
Preserving the structural integrity of the dam of a wetland BMP is important in protecting downstream
life and property. There are at least four aspects of the dam that require specific attention: 1. Assessment
of hazard potential due to changes in downstream development; 2. Seepage; 3. Dam material problems;
4. Vegetation growth on the dam embankments.
Assessment of Hazard Potential
As new development occurs downstream of the BMP, the chance of significant property damage or
danger to human life may increase if catastrophic failure of the dam occurs. Although the dam may be
initially exempt from regulation by the State, the owner is responsible for reporting to the County and
Dam Safety Office downstream development that may affect the hazard classification of the dam.
Seepage
The downstream side of the dam should be inspected regularly for evidence of significant seepage.
Seepage can emerge anywhere below the normal pool elevation, including the downstream slope of earth
dams, areas beyond the toe of the dam, and around the spillway or wetland outlet conduit. Indications of
significant seepage include areas where the soil is saturated or where there is a flowing "spring" or leak.
If "sinkholes" in the dam embankment are noticed, or if constant flowing water is noticed on the
downstream side of the dam, then seepage has become excessive and professional engineering advice
should be sought immediately to avert a major structural problem or a catastrophic failure of the dam.
Dam Material Problems
For earth dams, pronounced cracks on the embankment surface indicate the first stages of potential dam
failure. Transverse cracks (running perpendicular to the embankment face) generally indicating
differential settlement of the dam, can provide pathways for excessive seepage. Longitudinal cracks
(running parallel to the embankment face) may be due to inadequate compaction of the dam during
construction or shrinkage of the clay (desiccation) in the top of the embankment during prolonged dry
conditions. These cracks may eventually lead to slope failure such as sliding or sloughing.
For reinforced concrete dams, the concrete should be checked for pronounced cracking, leakage from the
joints, and displacement (noticeable leaning or bulging). Also, excessive seepage, leakage, or springs just
downstream of the concrete dam could be indicative of potential seepage - related "piping" problems under
the dam.
If such problems or other structural problems are observed, professional engineering advice should be
sought.
Vegetative Growth
Trees and other woody vegetation are not permitted on the top slopes or dam embankments. Large root
systems from woody vegetation can weaken the dam structure and provide seepage pathways. Thick
vegetative cover can also provide a haven for burrowing animals such as the groundhog. These animals
can create a network of burrows in the dam embankments that can significantly weaken the dam, by
creating seepage paths, which may eventually lead to dam failure. Mowing of the dam embankments
should occur, at a minimum, once every 6 months to prevent woody vegetation growth and cover for
burrowing animals.
Trash and vegetative floatables (grass clippings, leaves, limbs, etc.) should be cleaned from the wetland
surface and surroundings periodically to promote a healthy, aesthetically pleasing environment, and to
prevent blockage of the wetland outlets. Studies have shown that people are less likely to litter wetlands
that are aesthetically pleasing and support wildlife.
2

Detention Wetlands
Buffer Vegetation
Strong rooted grasses that have a high tolerance for erosion should be planted on embankments around
the wetland. Good grass cover should be maintained around the wetland perimeter to prevent excessive
sediment from entering the wetland. The following should be used as guidelines for maintaining buffer
vegetation.
To sustain the structural integrity of the dam, no trees or woody vegetation should be allowed on the dam
embankments or top of dam. These areas should be mowed on a quarterly basis.
To preserve the hydraulic capacity of the wetland system and to prevent runoff from backing up, inlet and
outlet areas should be kept clear of heavy vegetation.
To provide easy access to the wetland, the maintenance access around the wetland should be free of trees
and mowed on a periodic basis.
Trees and brush, if desired, are acceptable on wetland embankments other than the dam.
Erosion Problems
Unsuitable fill material, inadequate compaction, and /or poor stabilization of earth structures can result in
accelerated erosion where high runoff velocities exist. High velocities usually occur on steep wetland
embankments, at wetland inlet and outlet discharge areas, and where the water is constricted to channel
flow. The entire wetland area should be inspected quarterly for signs of erosion, paying special attention
to the following areas.
Embankments
If wetland embankments are not kept well vegetated with grasses, rill erosion (small channels formed in
the embankment due to poor grass cover) may occur. Rill erosion can be repaired by filling the small
channels with suitable soil, compacting, and seeding. If may be necessary to install temporary erosion
control (such as hay bales) along heavily eroded areas to allow the repaired areas to stabilize. It is
especially important to inspect for and immediately repair any erosion on the dam embankments.
Pipe Inlet and Outlet areas
Where erosion causes the undercutting of the downstream end of pipe, the undercut should be stabilized
immediately to prevent the end pipe section from "breaking" off. Eroded areas should be filled with good
compatible soil and covered with geotextile and riprap.
Open Channel Flow
Eroded areas should be seeded /sodded and protected with temporary velocity dissipation (such as
excelsior matting, straw bales, etc.) If erosion continues, a more robust lining should be used.
Blockaize of Outlets
Detention wetlands are designed for the water to exit the wetland through the low flow orifice(s), the
principal spillway, and the emergency spillway. It is important to check all three outlets for blockage that
would impair the wetland" water quality and hydraulic functionality.
Low Flow Orifice(s)
Unless an inverted orifice is used, some type of trash guard is to be maintained over the low flow
onfice(s) to prevent clogging. When the orifice becomes clogged the water level rises to the principal
spillway elevation and the benefits associated with temporary storage and its gradual release are lost. To

preserve "extended detention ": the low flow orifice should be inspected for blockage monthly and after
large storms.
Principal and Emergency Spillway
Principal and emergency spillways are designed to safely convey larger than one -inch storms that produce
runoff, which exceed the water quality volume of the BMP. IF these spillways are blocked so they do not
operate at full capacity, the risk of dam overtopping or other uncontrolled releases may result. To ensure
the hydraulic capacity of the spillways, the spillways should be inspected for blockage monthly and after
large storms.
If a riser/barrel is used for the principal spillway, a trash rack is to be maintained on the riser.
Vegetative growth in the riser should be removed promptly so that the design capacity of the spillway is
maintained. Also, the outlet area where the barrel projects from the fill should be clear of tree limbs,
sediment accumulation, etc.
Sediment Accumulation
To preserve the BMP's pollutant removal capability, sediment must be removed in areas where the
capacity of the design sediment storage volume has been exceeded.
The forebay and deep pool helps to improve the removal efficiency of the wetland system by trapping the
majority of coarser suspended solids behind the baffle. When sediment deposition in the forebay and
deep pool exceeds the designed sediment storage capacity, the forebay and deep pool must be dredged.
An indication of when the forebay and deep pool sediment capacity is exceeded is when sediment bars are
visible near the inlet discharge or when the sediment level at the inlet to the wetland is less than one foot
below the normal pool surface (the elevation of the pool is at the bottom of the low flow orifice).
Typically, forebays and deep pools will need to be dredged every 5 to 10 years.
Depth measurements relative to the normal surface elevation (bottom of water quality orifice) should be
taken at several locations around the wetland. The sediment is to be removed when the measured depth is
less than the design permanent pool depth. If a forebay is sued at the inlet area of the wetland and is
regularly dredged, the frequency of dredging the entire wetland could be greatly reduced.
11

Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in
a known set location. Any deficient BMP elements noted in the inspection will be corrected,
repaired or replaced immediately. These deficiencies can affect the integrity of structures,
safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the stormwater wetland is established, the wetland plants will be
watered twice weekly if needed until the plants become established (commonly six
weeks).
- No portion of the stormwater wetland will be fertilized after the first initial fertilization
that is required to establish the wetland plants.
- Stable groundcover will be maintained in the drainage area to reduce the sediment load
to the wet detention basin.
- Once a year, a dam safety expert will inspect the embankment.
After the wet detention pond is established, I will inspect it once a month and within 24 hours
after every storm event greater than 1.0 inches. Records of operation and maintenance will be
kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be
repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/ debris is present.
Remove the trash /debris.
The perimeter of the
Areas of bare soil and /or
Regrade the soil if necessary to
wetland
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one -time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximately six inches.
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the
swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
5

BMP element:
Potential problem:
How I will remediate the problem:
The forebay
Sediment has accumulated in
Search for the source of the
the forebay to a depth that
sediment and remedy the problem if
inhibits the forebay from
possible. Remove the sediment and
functioning well.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The deep pool, shallow
Algal growth covers over
Consult a professional to remove
water and shallow land
50% of the deep pool and
and control the algal growth.
areas
shallow water areas.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray) -
the deep pool and shallow
consult a professional.
water areas.
Shallow land remains flooded
Unclog the outlet device
more than 5 days after a
immediately.
storm event.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one -time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Best professional practices
Prune according to best professional
show that pruning is needed
practices.
to maintain optimal plant
health.
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
sediment and remedy the problem if
of the original design depth
possible. Remove the sediment and
of the deep pools.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.

BMP element:
Potential problem:
How I will remediate the problem:
The embankment
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
The micropool
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
sediment and remedy the problem if
of the original design depth.
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Plants are growing in the
Remove the plants, preferably by
micropool.
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local authority.
damage have occurred at the
outlet.

BMP Location Plan

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11

I acknowledge and agree by my signature below that I am responsible for the performance of the
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.
Project name: Abbotts Creek Community Center & Elementary School
BMP drainage area number: Detention Wetland `3'
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible parry should not be a homeowners association unless more than 50% of the lots
have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of
, and acknowledge the due execution of the forgoing stormwater
wetland maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
12

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