20010357 Ver 1_Stormwater Info_20070717

~^ BSC R~cE Assoc~aTEs
providing solutions that create value
July 13, 2007
Ms. Annette Lucas
Environmental Engineer III
NCDENR -Division of Water Quality
401 Oversight & Express Permits Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Re: Upchurch Farms -Wet Detention Basin
Dear Ms. Lucas:
01-035'1
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JUL 1 i 2007
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On July 2, 2007 a meeting was held with you concerning the wet detention basin at
Upchurch Farms. Attendees at this meeting were Marco Hilhorst, Peter Fraccaroli,
Mike Jones, Ian McMillan, and Annette Lucas. During this meeting we reviewed the
storm water design and certain information was requested from BSC Rice Associates.
Below are the items that were requested.
1. The hydraulic study is attached for the Upchurch Farms Subdivision. This
study confirms that the wet detention basin is sized properly to treat the
stormwater from the 44.8 acres that includes both the townhome section and the
single-family section. The required surface area and volume, 22,052 SF and
60,548 CF respectively, were determined by using the NCDENR Best
Management Practices Manual. The asbuilt survey indicates that 22,139 SF of
surface area and 71,069 CF of volume were provided.
2. The storm drainage system tabulation is attached that indicates the flows
received by the two storm drain pipes related to the single-family section.
The 36" pipe (SD203) introduces 52.33 CFS into the wet detention basin for
the 10-year storm event and the 15" pipe (SD217) introduces 7.03 CFS.
3. During the July 2, 2007 meeting it was determined that the stormwater from
the single-family site entered directly into the stormwater detention basin
and was not being pretreated by the forebay. Therefore, we agreed to
modify the operations and maintenance agreement (O&M) to provide
language specifically addressing the two storm drain pipes from the single
family section. BSC has attached a copy of the modified O&M and
highlighted the area that we have changed to reflect this unique
circumstance. Please review and provide comments. I will forward this
978 Trinity Road
Raleigh, NC 27607
Te I: 919-854-0811
Fax: [phone]
Engineers
Environmental
Scientists
GIS Consultants
Landscape
Architects
Planners
Surveyors
e'r

document to my client for signature once the language of this document has
been approved by DWQ.
4. Afield visit was conducted to determine if the wetland adjacent to the wet
detention basin was still functional. Wetland delineation forms were filled
out (see attached data form) and it was determined that wetland
characteristics were still present. BSC recommends not impacting the
wetlands.
5. Photos were taken of the area surrounding the wetland to determine if there
were areas that required maintenance due to erosion. Please see attached
photo log. There was one area adjacent to the wetland that we identified as
an area of concern. BSC would recommend the use of either turf reinforced
matting or rip-rap to stabilize this area to prevent future erosion.
If you have any questions, I can be contacted at [phone]. Thank you for your
assistance.
Very truly yours,
BSC RICE ASSOCIATES
~~
Peter Fraccaroli, P.E.
Director of Operations
cc: BSC File # 02063.00 (w/ attachments)
Mike Jones (w/ attachments)
~~

A
Upchurch Farms Subdivision
Residential Development
~I-o3 S1
Cary
Wake County, North Carolina
Jenks Carpenter Road at Collins Road
HYDRAULIC STUDY
prepared by:
~~ i
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RICE &
ASSOCIATES
978 Trinity Road
Raleigh, North Carolina 27607
Voice: 919.854.081 1
Fax: [phone]
October 14, 2002
(Second submittal
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HYDRAULIC STUDY
-UPCHURCH FARMS SUBDIVISION-
POND CALCULATIONS
Permanent Water Quality Pool:
Depth of Permanent Pool = 5.0 ft
Surface area based upon surface area /drainage area ratio per NCDENR
Best Management Practices manual.
35.9 ~o impervious at 5.0 feet of depth = 1.1 13 SA/DA ratio
44.8 acres x .Ol 13 = 0.506 acres
22,052 SF
Surface area required at elevation 344 = 22,052 sf
Surface area provided at elevation 344 = 22,080 sf
Temporary Water Quality Pool:
Water quality pool is sized to detain the runoff volume from the first inch of
rain.
Determine Runoff Volume
Rv=0.05+0.009(1)
Rv= runoff coefficient =storm runoff (inches)/storm rainfall (inches)
I =Percent Impervious
Rv = 0.05 + 0.009(35.9)
Rv = 0.373

Upchurch Farms
Hydraulic Study
Page 2
Volume to be controlled = 1 inch rainfall x 0.373 inch/inch x 1 inch/12
feet
x 44.8 acres
Volume = 1.39 acre-ft = 60,548 cf
Volume obtained at elevation 346.43
Drawdown of Temporary Pool:
The temporary water quality pool must be drawn down over a period of 2
to 4 days. The volume of the pool is 60,548 cf.
2-day drawdown: 60,548 cf / (2 days x 24hours/day x 60 min/hour x 60
sec/min)
= 0.35 cfs
4-day drawdown: 60,548 cf / (4 days x 24hours/day x 60 min/hour x 60
sec/min)
= 0.175 cfs
Maximum head during drawdown = 346.43 - 344 = 2.43 `
Orifice flow of 3" diameter drawdown
Head (feet Flow cfs
2.43 0.375
2.0 0.340
1.5 0.294
1.0 0.240
0.5 0.170

Upchurch Farms
Hydraulic Study
Page 3
WATERSHED MODELING
The SCS method of developing an inflow hydrograph was used to
determine rainfall volumes. The soils were mapped to determine type and
hydrologic category. All soils are Creedmore and Granville series. 9.98
Acres are Hydrologic group B and 34.82 acres are hydrologic group C. A
curve number of 74 was used for the B soils and a curve number of 82.3
was used for the C soils. This is based upon a 35~ impervious area using
the TR-55 modeling. A composite curve number of 80.4 was used for
modeling purposes. Inflow hydrographs were developed for the 10-year
and 100-year events. The proposed pond was modeled and the 10-year
and 100-year storms were routed. The inflow hydrographs and routed
data are attached.
SUMMARY OF RESULTS
When the 10-year storm was modeled the water surface elevation of the
pond reached 347.68 with a peak discharge of 126.53 cfs. The 100-year
storm reached a maximum water surface elevation of 348.38 with a peak
discharge of 218.34 cfs.

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~~~~~ DRAINAGE EXHIBIT "A"
~ ENGINEERING
~~~~~ ~ ~ UPCHURCH FARMS G
918 Trinity Road SUBDIVISION Z
Raleigh, North Carolina 21601
CARY
QQ Voice: 919.854.6811 wAtCE CO., NORTH CAROLINA
I ~ ~ OZ Fax [phone] ~a ocT zoo2

www. ri ceassaciates.net
ASSOCIATES ~° '°° ~°
SCALE: 1" = 400

Hydrograph Report
Page 1
English
Hyd. No. 1.0
10 year added ph 1 &2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 44.80 ac
= 4.3
= LAG
= 5.80 in
= 24 hrs
Peak discharge = 140.37 cfs
Time interval = 5 min
Curve number = 80.4
Hydraulic length = 2000 ft
Time of conc. (Tc) = 26.5 min
Distribution = Type it
Shape factor = 484
Total Volume = 610,690 cult
Hydrograph Discharge Table
Time --Outflow Time --Outflow Time --Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Time --Outflow
(hrs cfs)
8.92 1.49 11.58 12.99 14.25 9.33 16.92 5.16
9.00 1.59 11.67 17.22 14.33 9.04 17.00 5.12
9.08 1.70 11.75 25.36 14.42 8.79 17.08 5.07
9.17 1.81 11.83 40.95 14.50 8.58 17.17 5.02
9.25 1.91 11.92 68.73 14.58 8.40 17.25 4.97
9.33 2.01 12.00 99.88 14.67 8.24 17.33 4.92
9.42 2.10 12.08 125.71 14.75 8.09 17.42 4.88
9.50 2.19 12.17 140.37 « 14.83 7.96 17.50 4.83
9.58 2.27 12.25 134.31 14.92 7.82 17.58 4.78
9.67 2.36 12.33 117.63 15.00 7.69 17.67 4.73
9.75 2.45 12.42 99.52 15.08 7.56 17.75 4.68
9.83 2.56 12.50 80.55 15.17 7.43 17.83 4.64
9.92 2.69 12.58 61.69 15.25 7.29 17.92 4.59
10.00 2.84 12.67 44.24 15.33 7.16 18.00 4.54
10.08 3.00 12.75 30.53 15.42 7.03 18.08 4.49
10.17 3.19 12.83 24.23 15.50 6.89 18.17 4.44
10.25 3.40 12.92 21.76 15.58 6.76 18.25 4.39
10.33 3.63 13.00 19.74 15.67 6.62 18.33 4.34
10.42 3.88 13.08 18.11 15.75 6.49 18.42 4.30
10.50 4.15 13.17 16.80 15.83 6.35 18.50 4.25
10.58 4.44 13.25 15.75 15.92 6.22 18.58 4.20
10.67 4.76 13.33 14.90 16.00 6.08 18.67 4.15
10.75 5.12 13.42 14.17 16.08 5.95 18.75 4.10
10.83 5.51 13.50 13.50 16.17 5.82 18.83 4.05
10.92 5.95 13.58 12.89 16.25 5.70 18.92 4.00
11.00 6.42 13.67 12.32 16.33 5.60 19.00 3.95
11.08 6.88 13.75 11.80 16.42 5.51 19.08 3.90
11.17 7.41 13.83 11.33 16.50 5.44 19.17 3.86
11.25 8.04 13.92 10.88 16.58 5.37 19.25 3.81
11.33 8.81 14.00 10.45 16.67 5.31 19.33 3.76
11.42 9.83 14.08 10.04 16.75 5.26 19.42 3.71
11.50 10.98 14.17 9.67 16.83 5.21 19.50 3.66
Continues on nexf page...

10 year added ph182
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
19.58 3.61 23.67 2.76
19.67 3.56 23.75 2.75
19.75 3.51 23.83 2.74
19.83 3.46 23.92 2.73
19.92 3.41 24.00 2.72
20.00 3.36 24.08 2.59
20.08 3.31 24.17 2.34
20.17 3.27 24.25 1.97
20.25 3.23 24.33 1.47
20.33 3.19
20.42 3.16
20.50 3.14 ...End
20.58 3.12
20.67 3.11
20.75 3.10
20.83 3.09
20.92 3.08
21.00 3.07
21.08 3.06
21.17 3,.05
21.25 3.04
21.33 3.03
21.42 3.02
21.50 3.01
21.58 3.00
21.67 2.99
21.75 2.98
21.83 2.97
21.92 2.96
22.00 2.95
22.08 2.94
22.17 2.93
22.25 2.92
22.33 2.91
22.42 2.91
22.50 2.90
22.58 2.89
22.67 2.88
22.75 2.87
22.83 2.86
22.92 2.85
23.00 2.84
23.08 2.83
23.17 2.82
23.25 2.81
23.33 2.80
23.42 2.79
23.50 2.78
23.58 2.77
Page 2

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Hydrograph Report Page ,
English
Hyd. No. 11
100 yr added phase1 &2
Hydrograph type = SCS Runoff Peak discharge = 226.48 cfs
Storm frequency = 100 yrs Time interval = 6 min
Drainage area = 44.80 ac Curve number = 80.4
Basin Slope = 4.3 % Hydraulic length = 2000 ft
Tc method =LAG Time of conc. (Tc} = 26.5 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 922,386 cult
Hydrograph Discharge Table
Time --Outflow Time --Outflow Time --Outflow Time --Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
8.20 2.29 11.40 17.59 14.60 11.65 17.80 6.49
8.30 2.41 11.50 19.97 14.70 11.41 17.90 6.40
8.40 2.56 11.60 25.17 14.80 11.18 18.00 6.32
8.50 2.73 11.70 38.07 14.90 10.96 18.10 6.24
8.60 2.91 11.80 65.77 15.00 10.73 18.20 6.16
8.70 3.11 11.90 120.35 15.10 10.50 18.30 6.07
8.80 3.32 12.00 184.49 15.20 10.27 18.40 5.99
8.90 3.54 12.10 226.48 « 15.30 10.04 18.50 5.91
9.00 3.77 12.20 219.32 15.40 9.81 18.60 5.82
9.10 4.00 12.30 177.34 15.50 9.58 18.70 5.74
9.20 4.22 12.40 133.57 15.60 9.36 18.80 5.66
9.30 4.41 12.50 91.45 15.70 9.13 18.90 5.58
9.40 4.58 12.60 56.03 15.80 8.89 19.00 5.49
9.50 4.72 12.70 38.09 15.90 8.66 19.10 5.41
9.60 4.85 12.80 32.92 16.00 8.43 19.20 5.33
9.70 5.01 12.90 29.00 16.10 8.21 19.30 5.24
9.80 5.21 13.00 26.07 16.20 8.00 19.40 5.16
9.90 5.48 13.10 23.86 16.30 7.83 19.50 5.08
10.00 5.80 13.20 22.18 16.40 7.69 19.60 4.99
10.10 6.16 13.30 20.79 16.50 7.57 19.70 4.91
10.20 6.58 13.40 19.58 16.60 7.47 19.80 4.83
10.30 7.05 13.50 18.50 16.70 7.39 19.90 4.74
10.40 7.57 13.60 17.53 16.80 7.31 20.00 4.66
10.50 8.13 13.70 16.65 16.90 7.23 20.10 4.58
10.60 8.74 13.80 15.84 17.00 7.14 20.20 4.50
10.70 9.42 13.90 15.08 17.10 7.06 20.30 4.45
10.80 10.20 14.00 14.37 17.20 6.98 20.40 4.40
10.90 11.07 14.10 13.71 17.30 6.90 20.50 4.37
11.00 12.04 14.20 13.13 17.40 6.82 20.60 4.35
11.10 12.95 14.30 12.63 17.50 6.73 20.70 4.33
11.20 14.08 14.40 12.24 17.60 6.65 20.80 4.31
11.30 15.52 14.50 11.91 17.70 6.57 20.90 4.30
Continues on next page...

100 yr added phase18~2
Hydrograph Discharge Table
Time --Outflow
(hrs cfs}
21.00 4.28
21.10 4.27
21.20 4.25
21.30 4.23
21.40 4.22
21.50 4.20
21.60 4.18
21.70 4.17
21.80 4.15
21.90 4.13
22.OG 4.12
.22.10 4.10
22.20 4.09
22.30 4.07
22.40 4.05
22.50 4.04
22.60 4.02
22.70 4.00
22.80 3.99
22.90 3.97
23.00 3.95
23.10 3.94
23.20 3.92
23.30 3.90
23.40 3.89
23.50 3.87
23.60 3.86
23.70 3.84
23.80 3.82
23.90 3.81
24.00 3.79
24.10 3.46
24.20 2.83
Page 2
..End

11 - SCS Runoff - 100 Yr - Qp = 226.48 cfs
250 -- --------
200 -- - ---------
cn 150 ------
v
C~
100 -----
50 - ---------
0 -
0 5 10 15 20 25
Time {hrs)
Hyd. 11

t
Reservoir Report Page ,
English
Reservoir No. 1 -revised pond
Pond Data
Pond storage is based on known contour areas
Stage /Storage Table
Stage Elevation
ft ft
0.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
339.00
341.00
342.00
343.00
344.00
345.00
346.00
347.00
348.00
349.00
350.00
Contour area Incr. Storage Total storage
sgft tuft tuft
8,258 0 0
11,410 19,668 19,668
13,122 12,266 31,934
16,768 14,945 46,879
22,080 19,424 66,303
23,939 23,010 89,313
26,674 25,307 114,619
29,724 28,199 142,818
32,937 31,331 174,149
35,964 34,451 208,599
38,723 37,344 245,943
Culvert /Orifice Structures
[A] [g] [C] [D]
Rise in = 48.0 3.0 0.0 0.0
Span in = 48.0 3.0 0.0 0.0
No. Barrels = 1 1 0 0
Invert EI. ft = 339.00 344.00 0.00 0.00
Length ft = 150.0 0.0 0.0 0.0
Slope % = 0.67 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = ----- Yes No No
Weir Structures
LAJ [B] [C] [DJ
Crest Len ft = 0.00 24.00 0.00 0.00
Crest EI. ft = 0.00 346.43 0.00 0.00
Weir Coeff. = 3.00 2.64 3.00 0.00
Eqn. Exp. = 1.50 1.50 1.50 0.00
Multi-Stage = No Yes No No
Tailwater Elevation = 338.00 ft
Stage /Storage /Discharge Table
Note: AU outflows have been analyzed untler inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 339.00 0.00 0.00 --- --- --- 0.00 --- --- 0.00
2.00 19,668 341.00 35.60 0.00 --- --- --- 0.00 --- --- 0.00
3.00 31,934 342.00 72.90 0.00 --- --- --- 0.00 --- --- 0.00
4.00 46,879 343.00 98.85 0.00 --- -- -- 0.00 --- --- 0.00
5.00 66,303 344.00 149.47 0.00 --- --- -- 0.00 --- --- 0.00
6.00 89,313 345.00 176.85 0.38 --- --- --- 0.00 --- --- 0.38
7.00 114,619 346.00 200.53 0.57 --- --- --- 0.00 --- --- 0.57
8.00 142,818 347.00 220.42 0.71 -- --- --- 54.10 --- --- 54.80
9.00 174,149 348.00 241.01 0.82 --- --- --- 165.94 --- --- 166.76
10.00 208,599 349.00 258.88 0.00 --- --- --- 312.90 --- --- 258.88
11.00 245,943 350.00 275.60 0.00 --- --- --- 487.99 --- --- 275.60

revised pond
1
~~
T
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c~
/ Tota I
,~ Guly A
Culv B
~' Culy C
/ Culv D
Weir A
250 300
Weir B
/ Weir C
/ Weir D
Discharge (cfs)
0 50 100 150 200

revised pond
15 - -
10
a~
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~ 5 ----- -- - - -
0
0 50000 100000 150000 200000 250000
Storage (cuft)

Hydrograph Report
Page 1
English
Hyd. No. 13
Routed 10 yr
Hydrograph type =Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 10
Max. Elevation = 347.68 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 126.42 cfs
_ 5 min
= revised pond
= 164,059 cult
Storage indi;ztion method use0.
Hydrograph Discharge Table
Total Volume =543,959 cult
Time Inflow Elevation GIv A G!v B Civ C C!v ~ wr A wr S Wr C Wr D Qutflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.08 125.71 346.82 217.63 0.68 ----- ----- ----- 38.70 ----- ----- 39.39
12.17 140.37 « 347.45 230.49 0.76 ----- ----- ----- 98.94 ----- ----- 99.70
12.25 134.31 347.68 « 234.96 0.79 ----- ----- ----- 125.63 ----- ----- 126.42 «
12.33 117.63 347.68 234.91 0.79 ---- ----- ----- 125.30 ----- ----- 126.09
12.42 99.52 347.57 232.85 0.77 ----- ----- ----- 112.72 ----- ----- 113.49
12.50 80.55 347.42 230.03 0.76 ----- ----- ----- 96.32 ----- ----- 97.08
12.58 61.69 347.26 226.81 0.74 ----- ----- ----- 78.89 ----- ----- 79.62
12.67 44.24 347.08 222.70 0.72 ----- ----- ----- 61.82 ----- ---- 62.53
12.75 30.53 346.91 217.90 0.70 ----- ---- ----- 46.11 ----- ----- 46.80
12.83 24.23 346.76 216.89 0.68 ----- ----- ----- 34.39 ----- ----- 35.07
12.92 21.76 346.67 214.99 0.67 ----- ----- ----- 27.52 ----- ----- 28.19
13.00 19.74 346.62 213.79 0.66 ----- ----- ----- 23.47 ----- ----- 24.13
13.08 18.11 346.57 212.94 0.65 ----- ----- ----- 20.76 ----- ----- 21.41
13.17 16.80 346.54 212.28 0.65 ----- ----- ----- 18.76 ----- ----- 19.40
13.25 15.75 346.52 211.75 0.64 ---- ---- ----- 17.17 ----- ----- 17.82
13.33 14.90 346.50 211.34 0.64 ---- ----- ----- 15.92 ---- ----- 16.57
13.42 14.17 346.48 210.98 0.64 ----- ----- ----- 14.99 ----- ----- 15.63
13.50 13.50 346.47 210.67 0.64 ----- ----- ---- 14.17 ----- ----- 14.80
13.58 12.89 346.45 210.39 0.64 ----- ----- ---- 13.43 ----- ----- 14.06
13.67 12.32 346.44 210.14 0.63 ----- ----- ---- 12.76 ----- ----- 13.39
13.75 11.80 346.43 209.91 0.63 ----- ----- ---- 12.15 ----- ----- 12.78
13.83 11.33 346.42 209.70 0.63 ----- ----- ----- 11.59 ----- ----- 12.22
13.92 10.88 346.41 209.50 0.63 ----- ----- ----- 11.07 ----- ----- 11.70
14.00 10.45 346.40 209.32 0.63 ----- ----- ----- 10.60 ----- ----- 11.22
14.08 10.04 346.40 209.15 0.63 ----- ----- ----- 10.18 ----- ----- 10.81
14.17 9.67 346.39 208.97 0.63 ----- ----- ---- 9.80 ----- ----- 10.42
14.25 9.33 346.38 208.80 0.62 ----- ----- ----- 9.42 ---- ----- 10.05
14.33 9.04 346.37 208.65 0.62 ----- ----- ----- 9.08 ----- ----- 9.70
14.42 8.79 346.37 208.50 0.62 ----- ----- ----- 8.76 ----- ----- 9.38
14.50 8.58 346.36 208.38 0.62 ----- ---- ----- 8.48 ----- ----- 9.10
14.58 8.40 346.35 208.27 0.62 ----- ----- ----- 8.23 ----- ----- 8.85
14.67 8.24 346.35 208.17 0.62 ----- ----- ----- 8.01 ----- ----- 8.64
14.75 8.09 346.35 208.08 0.62 ----- ----- ----- 7.82 ----- ----- 8.44
14.83 7.96 346.34 208.00 0.62 ----- ----- ----- 7.66 ----- ----- 8.27
14.92 7.82 346.34 207.93 0.62 ----- ---- ----- 7.50 ----- ----- 8.12
15.00 7.69 346.34 207.87 0.62 ----- ----- ----- 7.35 ----- ----- 7.97
Continues on next page...

Routed 10 yr
Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(his) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.08 7.56 346.33 207.81 0.62 ----- ----- ----- 7.22 ----- ----- 7.83
15.17 7.43 346.33 207.74 0.62 ----- ----- ----- 7.08 ----- ----- 7.70
15.25 7.29 346.33 207.68 0.62 ----- ----- ----- 6.94 ----- ----- 7.56
15.33 7.16 346.32 207.62 0.62 ----- ----- ----- 6.81 ----- ----- 7.43
15.42 7.03 346.32 207.56 0.62 ----- ----- ----- 6.68 ----- ----- 7.29
15.50 6.89 346.32 207.50 0.62 ----- ----- ----- 6.54 ----- ----- 7.16
15.58 6.76 346.32 207.44 0.62 ----- ----- ----- 6.41 ----- ----- 7.02
15.67 6.62 346.31 207.38 0.62 ----- ----- ----- 6.27 ----- ----- 6.89
15.75 6.49 346.31 207.32 0.62 ----- ----- ---- 6.14 ----- ----- 6.75
15.83 6.35 346.31 207.26 0.61 ----- ----- ----- 6.00 ----- ----- 6.62
15.92 6.22 346.30 207.20 0.61 ----- ----- ----- 5.87 ----- ----- 6.49
16.00 6.08 346.30 207.14 0.61 ----- ---- ----- 5.74 ----- ----- 6.35
16.08 5.95 346.30 207.07 0.61 ----- ----- ----- 5.62 ----- ----- 6.23
16.17 5.82 346.30 207.01 0.61 ----- ----- ----- 5.50 ----- ----- 6.12
16.25 5.70 346.29 206.94 0.61 ----- ----- ----- 5.39 ----- ----- 6.00
16.33 5.60 346.29 206.87 0.61 ---- ---- ----- 5.28 ----- ----- 5.89
16.42 5.51 346.29 206.81 0.61 ----- ---- ----- 5.17 ----- ----- 5.78
16.50 5.44 346.28 206.75 0.61 ----- ----- ----- 5.07 ----- ----- 5.68
16.58 5.37 346.28 206.70 0.61 ----- ----- ----- 4.98 ----- ----- 5.59
16.67 5.31 346.28 206.65 0.61 ----- ----- ---- 4.90 ----- ----- 5.51
16.75 5.26 346.28 206.61 0.61 ----- ----- ----- 4.82 ----- ----- 5.44
16.83 5.21 346.28 206.57 0.61 ----- ----- ----- 4.76 ----- ----- 5.37
16.92 5.16 346.27 206.53 0.61 ----- ---- ---- 4.70 ----- ----- 5.31
17.00 5.12 346.27 206.50 0.61 ----- ----- ----- 4.64 ----- ----- 5.25
17.08 5.07 346.27 206.47 0.61 ----- ----- ----- 4.59 ----- ----- 5.20
17.17 5.02 346.27 206.44 0.61 ----- ----- ----- 4.54 ----- ----- 5.15
17.25 4.97 346.27 206.41 0.61 ----- ----- ----- 4.49 ----- ----- 5.10
17.33 4.92 346.27 206.38 0.61 ----- ----- ----- 4.44 ----- ----- 5.05
17.42 4.88 346.27 206.35 0.61 ----- ---- ----- 4.39 ----- ----- 5.00
17.50 4.83 346.26 206.32 0.61 ----- ----- ----- 4.34 ----- ----- 4.95
17.58 4.78 346.26 206.29 0.61 ----- ----- ----- 4.30 ----- ----- 4.90
17.67 4.73 346.26 206.26 0.61 ----- ----- ----- 4.25 ----- ----- 4.86
17.75 4.68 346.26 206.24 0.61 ----- ---- ----- 4.20 ----- ----- 4.81
17.83 4.64 346.26 206.21 0.61 ----- ----- ----- 4.15 ----- ----- 4.76
17.92 4.59 346.26 206.18 0.61 ---- ----- ----- 4.10 ----- ----- 4.71
18.00 4.54 346.26 206.15 0.61 ----- ----- ----- 4.05 ----- ----- 4.66
18.08 4.49 346.25 206.12 0.61 ----- ----- ----- 4.01 ----- ---- 4.61
18.17 4.44 346.25 206.09 0.61 ----- ----- ----- 3.96 ----- ----- 4.57
18.25 4.39 346.25 206.06 0.61 ----- ----- ----- 3.91 ----- ----- 4.52
18.33 4.34 346.25 206.04 0.61 ----- ----- ----- 3.86 ----- ----- 4.47
18.42 4.30 346.25 206.01 0.61 ----- ----- ----- 3.81 ----- ----- 4.42
18.50 4.25 346.25 205.98 0.61 ----- ----- ----- 3.76 ----- ----- 4.37
18.58 4.20 346.25 205.95 0.61 ----- ----- ----- 3.72 ----- ----- 4.32
18.67 4.15 346.25 205.92 0.61 ----- ----- ----- 3.67 ----- ----- 4.27
18.75 4.10 346.24 205.89 0.61 ---- ----- ----- 3.62 ----- ----- 4.22
18.83 4.05 346.24 205.86 0,61 ----- ----- ----- 3.57 ----- ----- 4.18
18.92 4.00 346.24 205.84 0.61 ----- ----- ----- 3.52 ----- ----- 4.13
19.00 3.95 346.24 205.81 0.60 ----- ----- ----- 3.47 ----- ----- 4.08
19.08 3.90 346.24 205.78 0.60 ----- ----- ----- 3.42 ----- ----- 4.03
Continues on next page...

Routed 10 yr
Hydrograph Discharge Table
Page 3
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.17 3.86 346.24 205.75 0.60 ----- ----- ----- 3.38 ----- ----- 3.98
19.25 3.81 346.24 205.72 0.60 ----- ----- ----- 3.33 ----- ----- 3.93
19.33 3.76 346.23 205.69 0.60 ----- ----- ---- 3.28 ----- ----- 3.88
19.42 3.71 346.23 205.66 0.60 ---- ----- ----- 3.23 ----- ----- 3.83
19.50 3.66 346.23 205.63 0.60 ---- ---- ----- 3.18 ----- ----- 3.78
19.58 3.61 346.23 205.60 0.60 ----- ----- ----- 3.13 ----- ----- 3.73
19.67 3.56 346.23 205.57 0.60 ----- ----- ----- 3.08 ----- ----- 3.69
19.75 3.51 346.23 205.55 0.60 ----- ----- ----- 3.03 ----- ----- 3.64
19.83 3.46 346.23 205.52 0.60 ----- ----- ----- 2.98 ----- ---- 3.59
19.92 3.41 346.23 205.49 0.60 ----- ----- ----- 2.94 ---- ----- 3.54
20.00 3.36 346.22 205.46 0.60 ----- ----- ----- 2.89 ----- ----- 3.49
20.08 3.31 346.22 205.43 0.60 ----- ----- ----- 2.84 ----- ----- 3.44
20.17 3.27 346.22 205.40 0.60 ----- ----- ----- 2.79 ----- ----- 3.39
20.25 3.23 346.22 205.37 0.60 ----- ----- ----- 2.74 ----- ----- 3.34
20.33 3.19 346.22 205.35 0.60 ----- ----- ----- 2.70 ----- ----- 3.30
20.42 3.16 346.22 205.32 0.60 ----- ----- ----- 2.66 ----- ----- 3.26
20.50 3.14 346.22 205.30 0.60 ----- ----- ----- 2.62 ----- ----- 3.22
20.58 3.12 346.22 205.28 0.60 ----- ---- ----- 2.59 ----- ----- 3.19
20.67 3.11 346.22 205.27 0.60 ----- ----- ----- 2.57 ----- ----- 3.17
20.75 3.10 346.21 205.26 0.60 ---- ----- ----- 2.54 ----- ----- 3.15
20.83 3.09 346.21 205.25 0.60 ----- --- ----- 2.53 ----- ----- 3.13
20.92 3.08 346.21 205.24 0.60 ---- ----- ----- 2.51 ----- ----- 3.11
21.00 3.07 346.21 205.23 0.60 ----- ----- ----- 2.50 ----- ---- 3.10
21.08 3.06 346.21 205.22 0.60 ----- ----- ----- 2.49 ----- ----- 3.09
21.17 3.05 346.21 205.22 0.60 ----- ----- ----- 2.48 ----- ----- 3.08
21.25 3.04 346.21 205.21 0.60 ----- ----- ----- 2.46 ----- ----- 3.07
21:33 3.03 346.21 205.20 0.60 ----- ----- ----- 2.45 ----- ----- 3.06
21.42 3.02 346.21 205.20 0.60 ----- ----- ----- 2.44 ----- ----- 3.05
21.50 3.01 346.21 205.19 0.60 ----- ----- ---- 2.44 ----- ----- 3.04
21.58 3.00 346.21 205.19 0..60 ---- ----- ----- 2.43 ----- ----- 3.03
21.67 2.99 346.21 205.18 0.60 ----- ----- ----- 2.42 ----- ----- 3.02
21.75 2.98 346.21 205.17 0.60 ----- ----- ----- 2.41 ----- ----- 3.01
21.83 2.97 346.21 205.17 0.60 ----- ----- ----- 2.40 ---- ----- 3.00
21.92 2.96 346.21 205.16 0.60 ----- ----- ----- 2.39 ----- ----- 2.99
22.00 2.95 346.21 205.16 0.60 ----- ----- ----- 2.38 ----- ----- 2.98
22.08 2.94 346.21 205.15 0.60 ----- ----- ----- 2.37 ----- ----- 2.97
22.17 2.93 346.21 205.15 0.60 ---- ----- ----- 2.36 ----- ----- 2.96
22.25 2.92 346.21 205.14 0.60 ----- ----- ----- 2.35 ----- ----- 2.95
22.33 2.91 346.21 205.14 0.60 ----- ----- ----- 2.34 ----- ---- 2.94
22.42 2.91 346.21 205.13 0.60 ----- ----- ----- 2.33 ----- ----- 2.93
22.50 2.90 346.21 205.12 0.60 ----- ----- ----- 2.32 ----- ----- 2.92
22.58 2.89 346.21 205.12 0.60 ----- ----- ----- 2.31 ----- ----- 2.91
22.67 2.88 346.21 205.11 0.60 ----- ----- ----- 2.30 ----- ----- 2.90
22.75 2.87 346.21 205.11 0.60 ---- ---- ----- 2.29 ----- ---- 2.89
22.83 2.86 346.21 205.10 0.60 ----- ----- ----- 2.28 ----- ----- 2.88
22.92 2.85 346.21 205.10 0.60 ----- ---- ----- 2.27 ----- ----- 2.87
23.00 2.84 346.21 205.09 0.60 ----- ----- ----- 2.26 ---- ----- 2.86
23.08 2.83 346.21 205.08 0.60 ----- ----- ---- 2.25 ----- ----- 2.85
23.1.7 2.82 346.21 205.08 0.60 ----- ----- ----- 2.24 ----- ---- 2.84
Continues on next page...

Routed 10 yr Page 4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.25 2.81 346.21 205.07 0.60 ----- ----- ----- 2.23 ----- ----- 2.83
23.33 2.80 346.21 205.07 0.60 ----- ----- ----- 2.22 ----- ----- 2.82
23.42 2.79 346.21 205.06 0.60 ----- ----- ----- 2.21 ----- ----- 2.81
23.50 2.78 346.21 205.06 0.60 ----- ----- ----- 2.21 ----- ----- 2.80
23.58 2.77 346.21 205.05 0.60 --- ----- ----- 2.19 ----- ----- 2.80
23.67 2.76 346.20 205.04 0.60 ----- ----- ----- 2.19 ----- ----- 2.79
23.75 2.75 346.20 205.04 0.60 ----- ----- ----- 2.18 ----- ---- 2.78
23.83 2.74 346.20 205.03 0.60 ----- ----- ----- 2.17 ----- ---- 2.77
23.92 2.73 346.20 205.03 0.60 ----- ----- ----- 2.16 ----- ----- 2.76
24.00 2.72 346.20 205.02 0.60 ----- ----- ----- 2.15 ----- ----- 2.75
24.08 2.59 346.20 205.00 0.60 ----- ----- ----- 2.12 ----- ----- 2.72
24.17 2.34 346.20 204.96 0.60 ----- ----- ----- 2.04 ----- ----- 2.63
24.25 1.97 346.20 204.85 0.60 ----- ----- ----- 1.93 ----- ----- 2.53
24.33 1.47 346.19 204.68 0.60 ----- ----- ----- 1.77 ----- ----- 2.37
24.42 1.05 346.18 204.45 0.60 ----- ----- ----- 1.56 ----- ----- 2.16
24.50 0.70 346.17 204.18 0.59 ----- ----- ----- 1.31 ----- ----- 1.91
24.58 0.42 346.15 203.90 0.59 ----- ----- ----- 1.05 ----- ----- 1.65
24.67 0.21 346.14 203.62 0.59 ----- ----- ----- 0.80 ----- ----- 1.39
...End

13 - Reservoir - 10 Yr - Qp = 126.53 cfs
150 - -- -- -- - - -- ---- ----
100 -- --_ --__-------
v
C1
0
0 5 10 15 20 25 30
Time (hrs)
Hyd. 10 Hyd. 13

13 -Reservoir - 101(r -Max. EI. = 347.68 ft
350.0 - -- - --
347.8 ----- - -----
345.6 -
0
w 343.4 - - --
341.2 -----
339.0
0 5 10 15 20 25 30
Time (hrs)

Hydrograph Report Page ,
English
Hyd. No. 72
Routed 100 year
Hydrograph type =Reservoir Peak discharge = 218.34 cfs
Storm frequency = 100 yrs Time interval = 6 min
Inflow hyd. No. = 11 Reservoir name =revised pond
Max. Elevation = 348.38 ft Max. Storage = 187,132 tuft
Storage tndlcafion method uses Total Volume = 855.914 CUR
Hydrograph Discharge Table
Time l~~fl:.w Elevation C!v A C!v B C!v C C!v J Wr A Wr B Wr C Wr D O:~tflo~ti~
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.80 65.77 346.51 211.51 0.64 ----- ----- ----- 16.42 ----- ---- 17.06
11.90 120.35 347.14 224.11 0.72 ----- ----- ----- 67.02 ----- ----- 67.74
12.00 184.49 347.73 236.03 0.79 ----- ----- ----- 132.43 ----- ----- 133.22
12.10 226.48 « 348.20 244.67 0.74 ---- ----- ----- 192.68 ----- ----- 193.42
12.20 219.32 348.38 « 247.89 0.62 ----- ----- ----- 217.71 ----- ----- 218.34 «
12.30 177.34 348.26 245.71 0.70 ----- ----- ----- 200.68 ----- ----- 201.38
12.40 133.57 347.97 240.50 0.82 ---- ----- ---- 162.46 ----- ----- 163.28
12.50 91.45 347.63 234.09 0.7$ ----- ----- ----- 120.25 ----- ----- 121.03
12.60 56.03 347.30 227.68 0.74 ----- ----- ----- 83.40 ----- ----- 84.15
12.70 38.09 347.03 221.20 0.71 ----- ----- ---- 56.73 ----- ----- 57.44
12.80 32.92 346.85 217.64 0.69 ----- ----- ----- 41.26 ----- ----- 41.95
12.90 29.00 346.76 216.75 0.68 ----- ----- ----- 33.86 ----- ----- 34.53
13.00 26.07 346.70 215.51 0.67 ----- ----- ---- 29.27 ----- ----- 29.94
13.10 23.86 346.65 214.60 0.66 ----- ----- ----- 26.19 ----- ----- 26.85
13.20 22.18 346.62 213.90 0.66 ----- ---- ----- 23.81 ----- ----- 24.47
13.30 20.79 346.59 213.34 0.65 ----- ----- ----- 21.99 ----- ----- 22.65
13.40 19.58 346.57 212.87 0.65 ----- ----- ----- 20.57 ----- ----- 21.22
13.50 18.50 346.55 212.46 0.65 ----- ----- ----- 19.31 ---- ----- 19.96
13.60 17.53 346.53 212.09 0.65 ----- ----- ----- 18.19 ----- ----- 18.84
13.70 16.65 346.52 211.76 0.64 ----- ----- ----- 17.18 ---- ----- 17.82

13.80
15.84
346.50
211.45
0.64 ----
----- ----- -
16.27 ----- ----- 16.91
13.90 15.08 346.49 211.17 0.64 ----- ----- ----- 15.48 ----- ----- 16.12
14.00 14.37 346.48 210.89 0.64 ----- ----- ----- 14.75 ----- ----- 15.39
14.10 13.71 346.46 210.62 0.64 ----- ---- ---- 14.04 ----- ----- 14.68
14.20 13.13 346.45 210.37 0.64 ----- ----- ----- 13.38 ----- ----- 14.01
14.30 12.63 346.44 210.15 0.63 ----- ----- ----- 12.78 ----- ---- 13.41
14.40 12.24 346.43 209.95 0.63 ----- ----- ----- 12.26 ----- ----- 12.90
14.50 11.91 346.43 209.79 0.63 ----- ----- ----- 11.83 ---- ----- 12.46
14.60 11.65 346.42 209.65 0.63 ----- ----- ----- 11.47 ----- ----- 12.10
14.70 11.41 346.41 209.54 0.63 ----- ----- ----- 11.17 ----- ----- 11.80
14.80 11.18 346.41 209.44 0.63 ---- ----- ----- 10.90 ----- ----- 11.53
14.90 10.96 346.40 209.35 0.63 ----- ----- ---- 10.66 ----- ----- 11.29
15.00 10.73 346.40 209.26 0.63 ----- ----- ---- 10.42 ----- ----- 11.05
15.10 10.50 346.40 209.16 0.63 ----- ----- ----- 10.22 ----- ----- 10.85
15.20 10.27 346.39 209.07 0.63 ----- ----- ----- 10.01 ----- ----- 10.63
15.30 10.04 346.39 208.97 0.63 ----- ----- ----- 9.79 ----- ---- 10.41
Continues on next page...

Routed 100 year
Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.40 9.81 346.38 208.87 0.63 ----- ---- ----- 9.56 ----- ----- 10.19
15.50 9.58 346.38 208.76 0.62 ----- ----- ----- 9.33 ---- ----- 9.96
15.60 9.36 346.37 208.66 0.62 ----- ----- ----- 9.11 ---- ----- 9.73
15.70 9.13 346.37 208.56 0.62 ----- ----- ----- 8.88 ----- ----- 9.50
15.80 8.89 346.36 208.45 0.62 ----- ----- ----- 8.65 ----- ----- 9.27
15.90 8.66 346.36 208.35 0.62 ----- ----- ---- 8.42 ----- ----- 9.04
16.00 8.43 346.35 208.25 0.62 ----- ----- ----- 8.19 ----- ----- 8.81
16.10 8.21 346.35 208.14 0.62 ----- ----- ----- 7.96 ----- ----- 8.58
16.20 8.00 346.34 208.04 0.62 ----- ---- ----- 7.74 ----- ---- 8.36
16.30 7.83 346.34 207.95 0.62 ----- ----- ----- 7.53 ----- ----- 8.15
16.40 7.69 346.34 207.87 0.62 ----- ----- ----- 7.35 ----- ----- 7.97
16.50 7.57 346.33 207.79 0.62 ----- ----- ----- 7.19 ----- ----- 7.81
16.60 7.47 346.33 207.73 0.62 ----- ----- ----- 7.06 ----- ----- 7.68
16.70 7.39 346.33 207.68 0.62 ----- ----- ---- 6.94 ---- ----- 7.56
16.80 7.31 346.32 207.64 0.62 ----- ----- ----- 6.84 ----- ----- 7.46
16.90 7.23 346.32 207.60 0.62 ----- ---- ----- 6.75 ----- ----- 7.37
17.00 7.14 346.32 207.56 0.62 ----- ----- ----- 6.67 ----- ----- 7.28
17.10 7.06 346.32 207.52 0.62 ----- ----- ---- 6.58 ----- ----- 7.20
17.20 6.98 346.32 207.48 0.62 ----- ----- ----- 6.50 ----- ----- 7.12
17.30 6.90 346.32 207.44 0.62 ----- ----- ----- 6.42 ----- ----- 7.03
17.40 6.82 346.31 207.41 0.62 ----- ----- ----- 6.34 ----- ----- 6.95
17.50 fi.73 346.31 207.37 0.62 ----- ---- ----- 6.25 ----- ----- 6.87
17.60 6.65 346.31 207.33 0.62 ----- ----- ----- 6.17 ----- ---- 6.79
17.70 6.57 346.31 207.30 0.61 ----- ----- ----- 6.09 ----- ----- 6.70
17.80 6.49 346.31 207.26 0.61 ----- ----- ----- 6.01 ----- ----- 6.62
17.90 6.40 346.31 207.22 0.61 ----- ----- ----- 5.93 ----- ----- 6.54
18.00 6.32 346.30 207.18 0.61 ----- ----- ----- 5.84 ----- ---- 6.46
18.10 6.24 346.30 207.15 0.61 ----- ----- ----- 5.76 ----- ----- 6.37
18.20 6.16 346.30 207.11 0.61 ----- ----- ----- 5.68 ----- ----- 6.29
18.30 6.07 346.30 207.07 0.61 ----- ----- ----- 5.61 ----- ----- 6.22
18.40 5.99 346.30 207.03 0.61 ----- ---- ----- 5.54 ----- ----- 6.15
18.50 5.91 346.29 206.98 0.61 ----- ----- ----- 5.46 ---- ----- 6.07
18.60 5.82 346.29 206.94 0.61 ----- ----- ----- 5.38 ----- ----- 5.99
18.70 5.74 346.29 206.89 0.61 ----- ----- ----- 5.30 ----- ----- 5.91
18.80 5.66 346.29 206.84 0.61 ----- ----- ----- 5.22 ----- ----- 5.83
18.90 5.58 346.29 206.79 0.61 ----_ ____ ____ 5.14 ----- ----- 5.75
19.00 5.49 346.28 206.74 0.61 ----- ----- ----- 5.06 ----- ----- 5.67
19.10 5.41 346.28 206.69 0.61 ----- ----- ----- 4.97 ----- ----- 5.59
19.20 5.33 346.28 206.65 0.61 ----- ----- ----- 4.89 ----- ----- 5.50
19.30 5.24 346.28 206.60 0.61 ----- ----- ----- 4.81 ----- ----- 5.42
19.40 5.16 346.27 206.55 0.61 ----- ----- ----- 4.73 ----- ----- 5.34
19.50 5.08 346.27 206.50 0.61 ----- ----- ----- 4.64 ----- ----- 5.25
19.60 4.99 346.27 206.45 0.61 ----- ----- ----- 4.56 ----- ----- 5.17
19.70 4.91 346.27 206.40 0.61 ----- ----- ----- 4.48 ----- ----- 5.09
19.80 4.83 346.27 206.35 0.61 ----- ----- ----- 4.39 ----- ----- 5.00
19.90 4.74 346.26 206.30 0.61 ----- ----- ----- 4.31 ---- ----- 4.92
20.00 4.66 346.26 206.25 0.61 ----- ----- ----- 4.23 ----- ----- 4.84
20.10 4.58 346.26 206.20 0.61 ----- ----- ----- 4.14 ----- ----- 4.75
20.20 4.50 346.26 206.16 0.61 ----- ----- ----- 4.07 ----- ----- 4.67
Continues on next page...

Routed 100 year
Hydrograph Discharge Table
Page 3
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.30 4.45 346.25 206.11 0.61 ----- ----- ----- 3.99 ----- ----- 4.60
20.40 4.40 346.25 206.07 0.61 ----- ----- ----- 3.92 ----- ----- 4.53
20.50 4.37 346.25 206.04 0.61 ----- ----- ----- 3.87 ----- ----- 4.48
20.60 4.35 346.25 206.02 0.61 ----- ---- ----- 3.83 ----- ----- 4.43
20.70 4.33 346.25 205.99 0.61 ----- ----- ----- 3.79 ----- ----- 4.40
20.80 4.31 346.25 205.98 0.61 ----- ----- ----- 3.76 ----- ----- 4.37
20.90 4.30 346.25 205.96 0.61 ----- ----- ----- 3.74 ----- ----- 4.34
21.00 4.28 346.25 205.95 0.61 ----- ----- ----- 3.72 ----- ----- 4.32
21.10 4.27 346.25 205.94 0.61 ----- ----- ----- 3.70 ----- ----- 4.30
21.20 4.25 346.25 205.93 0.61 ----- ----- ----- 3.68 ----- ----- 4.29
21.30 4.23 346.25 205.92 0.61 ----- ----- ---- 3.66 ----- ----- 4.27
21.40 4.22 346.24 205.91 0.61 ----- ---- ----- 3.65 ----- ----- 4.25
21.50 4.20 346.24 205.90 0.61 ----- ----- ----- 3.63 ----- ----- 4.24
21.60 4.18 346.24 205.89 0.61 ---- ----- ----- 3.61 ---- ----- 4.22
21.70 4.17 346.24 205.88 0.61 ----- ----- ----- 3.60 ----- ----- 4.20
21.80 4.15 346.24 205.87 0.61 ----- ----- ----- 3.58 ----- ----- 4.19
21.90 4.13 346.24 205.86 0.61 ----- ----- ----- 3.56 ----- ----- 4.17
22.00 4.12 346.24 205.85 0.61 ----- ----- ----- 3.55 ----- ----- 4.15
22.10 4.10 346.24 205.84 0.61 ----- ----- ----- 3.53 ----- ----- 4.14
22.20 4.09 346.24 205.83 0.61 ----- ----- ----- 3.52 ----- ----- 4.12
22.30 4.07 346.24 205.82 0.61 ----- ----- ----- 3.50 ----- ---- 4.10
22.40 4.05 346.24 205.81 0.60 ----- ----- ----- 3.48 ----- ----- 4.09
22.50 4.04 346.24 205.80 0.60 ----- ----- ----- 3.47 ----- ----- 4.07
22.60 4:02 346.24 205.79 0.60 ---- ----- ----- 3.45 ----- ----- 4.05
22.70 4.00 346.24 205.78 0.60 ---- ----- ----- 3.43 ----- ----- 4.04
22.80 3.99 346.24 205.77 0.60 ----- ----- ----- 3.42 ----- ----- 4.02
22.90 3.97 346.24 205.76 0.60 ----- ----- ----- 3.40 ----- ----- 4.01
23.00 3.95 346.24 205.75 0.60 ----- ----- ----- 3.38 ----- ----- 3.99
23.10 3.94 346.24 205.74 0.60 ----- ----- ----- 3.37 ----- ----- 3.97
23.20 3.92 346.24 205.73 0.60 ----- ----- ----- 3.35 ----- ----- 3.96
23.30 3.90 346.24 205.72 0.60 ----- ----- ----- 3.34 ----- ----- 3.94
23.40 3.89 346.24 205.71 0.60 ----- ----- ----- 3.32 ----- ----- 3.92
23.50 3.87 346.24 205.71 0.60 ----- ---- ----- 3.30 ----- ----- 3.91
23.60 3.86 346.24 205.70 0.60 ----- ----- ----- 3.29 ----- ----- 3.89
23.70 3.84 346.23 205.69 0.60 ----- ----- ----- 3.27 ----- ----- 3.87
23.80 3.82 346.23 205.68 0.60 ----- ----- ----- 3.25 ---- ----- 3.86
23.90 3.81 346.23 205.67 0.60 ----- ----- ----- 3.24 ----- ----- 3.84
24.00 3.79 346.23 205.66 0.60 ----- ----- ----- 3.22 ----- ----- 3.82
24.10 3.46 346.23 205.61 0.60 ----- ----- ----- 3.15 ----- ----- 3.75
24.20 2.83 346.22 205.48 0.60 ----- ----- ---- 2.92 ---- ----- 3.52
24.30 1.88 346.21 205.22 0.60 ----- ----- ----- 2.47 ----- ----- 3.08
24.40 1.13 346.20 204.85 0.60 ----- ----- ----- 1.93 ---- ----- 2.53
End

12 -Reservoir - 100 Yr - Qp = 218.34 cfs
250 -- - - ------
200 -- - -----
cn 150 -- _ __
C~
10 0 - - ------_ __ __ __ -
50 -- ---------
0 _ - -
0 5 10 15 20 25
Time (hrs)
Hyd. 11 Hyd. 12

1~2 -Reservoir - 100 Yr -Max. EI. = 348.38 ft
350.
347.
345.
...~
a~
w 343.
341.
339.
Time (hrs)
0 5 10 15 20 25

STORM DRAINAGE SYSTEM TABULATION
PIPE PIPE PIPE STRUCTURE ELEVATIONS
STRUCT. STRUCT. AREA, 0-10, CUMUL. DIA., LENGTH, SLOPE, VEL.,
NUMBER TYPE ACRES CF$ CFS IN. FT % FPS TOC/TOP INV. IN INV. OUT
EX CB CB - - •• • •• ••• • •• •• •• 378.50 373.30 373.20
21.21 24 118.38 1.00 8.~
216 CB 0.74 3.33 ••• • •• ••• • •• • ••• 377.05 372.02 371.82
24.54 24 169.71 2.37 12.0
215 CB 0.58 2.61 • • • • • • • • • • • 372.05 367.80 367.60
27.15 24 170.18 3.99 15.0
214 CB 0.83 3.83 °••••• • • •••• ••••••••• ••••••• •• • •••• 365.05 360.80 360.60
30.98 24 170.06 4.12 15.7
213 CB 0.73 3.51 ••••••• •••••• •••••••••• •••••••••• •• 357.85 353.60 348.91
34.49 24 24.50 2.65 13.3
212 CB 1.02 4.59 ••••••••• •••••• •••••••••• ••••• •• •••• 357.85 348.26 347.76
39.08 30 183.67 1.50 11.3
209 CB 0.39 1.76 ••••••••• •••••• •••••••••• •••••••••• •••••••• 350.19 345.20 345.00
40.84 30 58.95 1.27 9.7
208 CB 0.10 0.45 ••••••• • • •• • • ••• •• •• ••••• • •• ••• 350.72 344.25 343.86
42.55 36 231.86 0.50 7.6
207 CB 0.15 0.68 • • • • • • • • • • • • 349.15 342.70 342.70
43.23 36 32.50 0.50 7.7
206 CB 0.87 3.92 •••••• • • •• • • •••••• •• •••• •• •• ••• 349.15 342.54 342.54
47.15 36 112.45 0.50 7.5
205 CB 0.61 2.75 •• •• • • •••••• • ••• •••••• •• ••• 351.98 341.98 341.98
49.90 36 32.50 0.50 7~4
204 CB 0.54 2.43 • • • •• •••• •••• 351.98 341.82 341.04

203
END
-
- 52.33
......... 36
...... 94.30
.......... 1.10
.......... 10.8
........
-
-
340.00
2~0 CB 0.61 2.75 •• •• • • •••••••••• •• 375.02 - 370.08
2.75 15 284.20 4.44 8.7
219 CB 0.61 2.75 ••••••••• •••••• •••••••••• •••••••••• •• 361.60 357.25 357.25
5.50 15 32.50 1.02 5.9
218 CB 0.34 1.53 • • • • • • • • • • • •
~
3 361.60 356.92 344.75

217
END
-
- 703
......... 15
...... 8
58
.......... 150
.......... 7
3
........
-
-
343.50
221 CB 0.23 1.04 •• • • •• •••• ••• •• 345.02 - 340.52
1.04 15 2384 1.01 3~9
221 CB 0.27 1.22 •• ••• • • ••• •••• •• ••• • •• ••• 345.02 340.31 340.11
2 ~26 15 106.78 5.63 7.5
223 FES - - ......... ...... .................... ........ - - 334.50
..... .... ....... .... .....
211 CB 0.18 0.81 •••• ••• ••••• •••• 350.02 - 345.02
0.81 15 32.50 u.52 3.0
210 CB 0.10 0.45 ••••••••••••••••••••••••••••••••••••••••••• 350.02 344.85 340.58
1.26 15 30.03 0.50 3.2
202 FES - - ........................................... - - 340.43
NOTE:
1. VALUES BASED UPON RATIONAL FORMULA; 10 MIN. TIME OF CONC., RAINFALL INTENSITY (I) ~ 7.50
IN/HR, RUNOFF FACTOR (C) -• 0.9 FOR PAVEMENT & (C) ~ 0.3 FOR GRASS, (C) - 0.60 FOR 3 DWEWNGS
PER ACRE, AREA (A) ~ VARIES 2 ALL STORM DRAIN PIPE SHALL BE CLASS III RCP
RIP RAP APRON TABLE
Q-10 VEL. PIPE D50 Omin APRON LENGTH WIDTH, FT WIDTH, FT
STRUCT. CFS FPS DIA., IN INCH INCH CLASS THICKNESS, IN. FEET ®PIPE ®END
SD223 1.22 6.43 15 5 3 A 9 5 4 9.
SD203 52.33 10.8 36 8 5 B 18 24 9 33
SD 217 7.03 7.3 !` 8 5 B 18 8 4 12
SD202 1.26 3.2 15 5 3 A 9 5 4 9

Upchurch Farms Residential Subdivision
July 1 1, 2007
Maintenance & Operation Manual for Permanent Wet Detention Basin
These procedures establish methods for maintenance and operation of the wet detention basin,
to be constructed in conjunction with the development of the Upchurch Farms subdivision
according to plans prepared by Rice & Associates and revised to follow current phasing and
revisions.
After every rainfall event or at least monthly the following maintenance activities shall be
performed per the foregoing standards. The basin shall be inspected for sediment
accumulation, erosion, trash accumulation, vegetated cover, and general condition. Check
and clear orifice for any obstructions so that drawdown of the temporary pool occurs within 2 to
5 days.
Vegetation -The wet basin embankments and slopes that will have a ground cover of fescue,
which if properly maintained, will prevent erosion of the embankment and provide an easy
surface for inspection. The grass will be most difficult to maintain in the area subject to water
level fluctuation. Grass should be fertilized every October and April. 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.
Re-Seeding -Periodic re-seeding may be required to establish grass on areas where seed did
not take or has been destroyed. Before seeding, fertilizer (12-12-12) should be applied at a
minimum rate of 12 to 15 pounds per 1,000 SF. The seed should be evenly sown at a rate of
three pounds per 1,000 SF. The seed should be covered with soil to the depth of approximately
'/a". Immediately following the planting, the area should be mulched with straw.
Mowing -Grass mowing, brush cutting and removal of weed vegetation will be necessary for
the proper maintenance of the embankments and slopes. Grass should be mowed when the
grass exceeds 6" in height. Acceptable methods include the use of weed whips or power brush
cutters and mowers.
Erosion -Erosion occurs when the water concentrates causing failure of the vegetation or when
vegetation dies and sets up the environment for rill erosion and eventually gullies from the
stormwater runoff. The basin should be inspected for these areas. Proper care of vegetative
areas that develop erosion is required to prevent more serious damage to the site. Rills and
gullies should be filled with suitable soil, compacted, and then seeded. Methods described
earlier on vegetation should be used to properly establish the grass surface. Where eroded
areas are detected, the cause of the erosion should be addressed to prevent a continued
maintenance problem. Frequently, problems result from the concentration of runoff to one
point of the basin instead of a uniform distribution of runoff. This can be corrected by
reshaping to more evenly distribute the runoff to areas not experiencing erosion problems.

Rodent Contro/- Rodents such as ground hogs, muskrats and moles are attracted to moist, wet
areas and can be quite dangerous to structural integrity and proper performance of the
earthwork and drainage. Groundhogs and muskrats thrive on burrowing into the manmade
earthwork, which become pathways for seepage. In the event that burrows are detected within
the wetland area, the rodents should be dealt with by removal.
Trash & Debris -Trash acts as a barrier to stormwater infiltration and attracts unwanted pests.
The basin should be kept clear of debris such as loose bottles, cans, food containers and other
forms of rubbish. The basin should be checked for debris after every storm event and cleared as
needed.
MAINTENANCE OF STORM DRAIN SYSTEM AND OUTLET CONTROL STRUCTURE
/nspection of Out/et Structure -The outlet structure should be inspected thoroughly once a year,
including the joints. Pipes should be inspected for proper alignment (sagging), elongation and
displacement at joints, cracks, leaks, surface wear, loss of protective coating, corrosion and
blocking. Problems with outlet structures most often occur at joints and special attention should
be given to them during inspection. Joints should be checked for gaps caused by elongation or
settlement and loss of joint filler material. Open joints can permit erosion of the earthwork and
possibly the piping of soil material through the joints. A depression in the soil surface over the
pipe may be a sign that soil is being removed from around the pipe.
/nspection of Storm Drain System -The storm drain collection system (catch basins, piping,
swales, riprap, etc.) shall be inspected thoroughly quarterly to maintain proper functioning.
/nspection ofLeve/Spreaders- Level spreaders 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 or replanted as necessary.
OPERATION
Drain Pipes -Drainpipes should always be operable so that the water can be drawn down in
events of a severe rain or for repairs or maintenance. Operation of the basin should include
recording of the following:
Semi=Annua//nspection Reports - A collection of written inspection reports should be kept on
record. Inspection should be conducted semi-annually. Copies should be provided to Mr. John
Dorney, Wetlands/401 Unit, Raleigh Regional Office, NCDENR.
Observations -All observations should be recorded. Where periodic inspections are performed
following significant rainfall events, these inspections should be logged.
Maintenance -Written records of maintenance and/or repairs should be recorded.

OtherOperationa/Procedures -The owner should maintain a complete and up-to-date set of
plans (as-built drawings) and all changes made to the wetlands over time should be recorded
on the as-builts.
Sedimentation and Dredging -Sedimentation from on-site and off-site soils will eventually result
in the clogging of drainage pipes and reduction of storage and functional capacity.
Sedimentation that occurs will have to be removed. Sediment should be removed after twelve
inches of deposition, which results in the reduction of the permanent pool depth to a depth of 4
feet. In addition to the general deposition measurements and sediment removal, specific
attention should be addressed to the outfalls of the two storm-drainage pipes located on the
western edge of the permanent wet detention basin. These outfalls do not receive any
pretreatment through the fore bay and are more susceptible to deposition of sediments. These
areas must be evaluated annually to determine if sedimentation has occurred and if removal of
deposits is necessary. 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. Ensuring that disturbed areas are stabilized with vegetative ground cover will restrain
erosive forces, thereby allowing for the frequency of sediment removal to be reduced. This
would include a periodic application of fertilizer and other treatment necessary to promote a
stable ground cover and minimize sedimentation to the pond. The removed material should be
hauled offsite to a suitable spoil site and disposed of in accordance with local, state, and
federal rules and regulations.
Responsible Parties: Mercury Development
5660 Six Forks Road
Suite 202
Raleigh, NC 27609
[phone]
Person(s) or firm(s~ financially responsible
I, hereby acknowledge that I am the financially
responsible party for maintenance of the storm water detention basin. I will perform the
maintenance as outlined above for this project.
Signature:
Date:
I, , a Notary Public for the State of North Carolina, county
of ,do hereby certify that personally

appeared before me this day of , 2002 and acknowledge
due execution of the foregoing instrument. Witness my hand and official seal.
Sea I
My commission expires
Person(s) or firm(s) responsible for maintenance
I, hereby acknowledge that I am the responsible party for
maintenance of the storm water detention basin. I will perform the maintenance as outlined
above for this project.
Signature:
I,
Date:
a Notary Public for the State of North Carolina, county
of ,do hereby certify that
personally
appeared before me this day of , 2002 and acknowledge due
execution of the foregoing instrument. Witness my hand and official seal.
Seal My commission expires

DATA FORM: ROUTINE WETLAND DETERMINATION
l1QS27 ('(lF. WPtlanrlc ileterminatinn Mannall
Project#/Site: BSC #01-036 Upchurch Farms Date: 07/03/2007
Applicant/Owner: Mike Jones, Mercury Development County: Wake
Investigator: Marco Hilhorst State: North Carolina
Do normal circumstances exist on the site? Yes ® No ^ Community ID: Up
Is the site significantly disturbed (Atypical situation)? Yes ^ No ® Transect ID:
Is the area a potential problem area? (explain on reverse) Yes ^ No ® Plot ID:
F,GF.TATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Rhus co allinum shrub/sap NI 9.
2. uercus alba tree FACU 10.
3. Pinus taeda shrub/sap FAC 11.
4. Parthenocissus uin ue olia vine FAC 12.
5. Li uidambar s raci ua shrub/sap FAC+ 13.
6. Smilax rotundi olia vine FAC 14.
7. 15.
g. 16.
Percent of Dominant Species that are OBL, FACW, or FAC (Excluding FAC-) 80
Remarks:
YDROLOGY
Recorded Data ^No ^ Yes (Describe in Remarks):
^ Stream, Lake, or Tide Gauge Wetland Hydrology Indicators
Prima Indicators: Secondar Indicators:
^ Aerial Photography ^ Inundated ^ Oxidized Root Channels in Upper 12"
^ Other ^ Saturated Upper 12" ^ Water Stained Leaves
Field Observations: ^ Water Marks ^ Local Soil Survey Data
Depth of Surface Water: (in.) ^ Drift Lines ^FAC-Neutral Test
Depth to Free Water in Pit: (in.) ^ Sediment Deposits ^ Other (Explain in Remarks)
Depth to Saturated Soil: (in.) ^ Draina a Patterns
Remarks: No indicators of Hydrology present
c~ri c
Map Unit Name (Series and Phase): Drainage Class:
Taxonomy (Sub roup): Confirmed Ma T e? Yes ^ No
Profile Description:
Depth Matrix Colors Mottle Colo rs Mottle Texture, Structure,
(Inches) Horizon (Munsell Moist) (Munsell Moist) (Abundance/Contrast) Concretions, etc.
0 to 14 a l0yr 7/6 loam
Hydric Soil Indicators:
^ Histisol ^ Reducing Conditions ^ High Organic Content in Surface Layer Sandy Soils
^ Histic Epipedon ^ Gleyed or Low Chroma Colors ^ Organic Streaking in Sandy Soils
^ Sulfidic Odor ^ Concretions ^ Listed on Local Hydric soils List
^ A uic Moisture Re ime ^ Other (Ex lain in Remarks) ^ Listed on National H dric Soils List
Remarks: No indicators of hydric soils present
WETLAND DETERMINATION
Hydrophytic Vegetation Present? Yes ® No ^
Wetland Hydrology Present? Yes ^ No ® Is the Sample Plot Within a Wetland? Yes ^ No
H dric Soils Present? Yes ^ No
Remarks:

DATA FORM: ROUTINE WETLAND DETERMINATION
(1987 C'nF, Wetlands Determination Manuall
Project#/Site: BSC #O1-036 Upchurch Farms Date: 07/03/2007
Applicant/Owner: Mike Jones, Mercury Development County: Wake
Investigator: Marco Hilhorst State: North Carolina
Do normal circumstances exist on the site? Yes ® No ^ Community ID: Wet
Is the site significantly disturbed (Atypical situation)? Yes ^ No ® Transect ID:
Is the area a potential problem area? (explain on reverse) Yes ^ No ® Plot ID:
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. uercus hellos tree FACW- 9.
2. Betula ni ra tree FACW 10.
3. Juncus s herb 11.
4. Carex s . herb 12.
5. Poa s herb 13.
6. Acer rubrum shrub/sap FAC l4.
7. Smilax rotundi olia vine FAC 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC (Excluding FAC-) 100
Remarks:
[YDROLOGY
Recorded Data ®No ^ Yes (Describe in Remarks):
^ Stream, Lake, or Tide Gauge Wetland Hydrology Indicators
Prima Indicators: Secondar Indicators:
^ Aerial Photography ^ Inundated ^ Oxidized Root Channels in Upper 12"
^ Other ® Saturated Upper 12" ^ Water Stained Leaves
Field Observations: ® Water Marks ^ Local Soil Survey Data
Depth of Surface Water: (in.) ® Drift Lines ^FAC-Neutral Test
Depth to Free Water in Pit: (in.) ® Sediment Deposits ^ Other (Explain in Remarks)
De th to Saturated Soil: I 1 (in.) ^ Draina a Patterns
Remarks:
cnir .c
Map Unit Name (Series and Phase): Drainage Class:
Taxonomy (Sub roup): Confirmed Map Ty e? Yes ^ No
Profile Description:
Depth Matrix Colors Mottle Colors Mottle Texture, Structure,
(Inches) Horizon (Munsell Moist) (Munsell Moi st) (Abundance/Contrast) Concretions, etc.
0 to 5 a SY 7/2 7.SY 5/8 Common Distinct silty sand
5 to 14 6 lOYR 6/1 1 OYR 5/8 Common Distinct sandy silt
Hydric Soil Indicators:
^ Histisol ®Reducing Conditions ^ High Organic Content in Surface Layer Sandy Soils
^ Histic Epipedon ®Gleyed or Low Chroma Colors ^ Organic Streaking in Sandy Soils
^ Sulfidic Odor ^ Concretions ^ Listed on Local Hydric soils List
^ A uic Moisture Re ime ^ Other (Ex lain in Remarks) ^ Listed on National H dric Soils List
Remarks:
WETLAND DETERMINATION
Hydrophytic Vegetation Present? Yes ® No ^
Wetland Hydrology Present? Yes ® No ^ Is the Sample Plot Within a Wetland? Yes ® No ^
H dric Soils Present? Yes ® No ^
Remarks:

T .. ° ~F'.
'
I
td, _
.
f~ t~*` ~.~.
.xs~ '~ ~, 1 ?'
f +~
Photo 3 -BMP Pond, looking southwest from overflow slope
Photo 1 -BMP pond, looking west from wetland
Photo 4 -Pre-treatment area, looking north from road
Photo 2 - 15" Storm drainage pipe

Photo 7 -Wetland, looking southeast from road
Photo 5 -Wetland, looking east from road
Photo 6 -Overflow slope, looking east from road